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Renton Boeing Neighboorhood Site Map Location:Renton,WA Source:King County/City of Renton GIS Atlh II l'q', CITY OF RENTON \ ! \ ! AUG 2 0 7.013 CITY OF RENTON It &NNING DIVISION \, \ \ \\\\\\\ \ | ®I!RECEIVED AUG 2 0 2013 CITY OF RENTON PLANNING DIVISION III ® ® II i ) N PI ANNIN{;IIVIKJN I ® RECEIVED AUG 2 0 2013 PLANNING DIVISION mz lii 'I li[ TTYYIlW|i'jilli mBal !ai Owl 'ii ji'°J AUG 2.0 2013 CITY OF RENTON PLANNING DIVISIOI ¢1! II II"1/ 8 ;Ill II1: ! |ii |! 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TTI;'!!f;:i:,-''-'® •----l i ';:{7"],.!1 ,P:;:.kl II11.,q -t>':'--='="'i I i mG- !,I I :.! RECEIVED 0'<Z AUG 7,0 013 C:I'rY OF IENTON pI.INNII,IG DIVIIOT',I fl z J ® i Ii i i .....-= "Z:Z:ZZZ;-: II Ii w T I I EXIST1NG 4,20BUILDING MANUFACTURING FLOOR tr fr ® RECEIVED AUG 2 8 2013 CITY OF RENTON DEPARTMENT OF COMMUNITY &ECONOMIC DEVELOPMENT MEMORANDUM Date: To: From: May 14,2015 City Clerk's Office Sabrlna Mlrante Subject:Land Use File Closeout Please complete the following Information to facilitate project closeout and indexing by the City Clerk's Office. Project Name: LUA (file)Number: Cross-References:AKA's: Project Manager: Acceptance Date: Applicant: Owner: Contact: PZD Number: ERC Determination: Administrative Decision: Public Hearing Date: Date Appealed to HEX: By Whom: HEX Decision: Boeing Site Logistics Project, LUA-13-0011221 ECF,SHE,HOD,HOD Vanessa Dolbee September 11,2013 Mark Clement,The Boeing Company The Boeing Corporation Hark Clement,The Boeing Company 08230591871 0723059001 DNS-M Date: Appeal Period Ends: October 21,2013 November 8t 2013 Date Appealed to Council: By Whom: Council Decision:Date: Hylar Recording Number: Project Description:The applicant has requested SEPA Environmental Review for the Boeing Renton Manufacturing Plat "site logistics"project,located at 737 Logan Ave.N.The project Incudes 7 tasks as follows:1)Truck Inspection Relocation and SW Harshallng Yard;2)Parts Movement Road Improvement;3)Gate D-35 and Badge Office Relocation;4)Spine Road and Parking Improvements;5)Lot 1 Marshaling Yard;6)Site Duct Banks;and 7)Existing Truck Inspection and Secondary Air Compressor Plat.The majority of project construction would be limited to the boundaries of the exiting Boeing facility with the exemption of street frontage improvements and site circulation improvements.The project Includes 6 new buildings totaling 71,086 square feet in area.The overall project would require approximately 26,000 cubic yards of fill material and the replacement of 3,161 liner ft.of 12 -30 In piping.The site Is located along both Lake Washington and the Cedar River,as such the applicant has request a Shoreline Exemption for maintenance work with In the shoreline jurisdiction.In addition,the applicant has request two modification one for street frontage Improvements along 6th Ave.and a second for parking lot landscaping avera]lng across the site.The site Is vested to 2002 Heavy Industrial (IH zonlncj as a result of a Date: Appeal Period Ends: Approved with Conditions Date: Appeal Period Ends: June 27,2014 July 111 2014 development agreement,applicant has Indicated that 58 tr would be removed from the site with 183 new trees being planted. Location: Comments: 737 Logan Ave N ERC Determination Types:DNS -Determination of Non-Significance;DNS-t4 -Determination of Non-Slgniflcance-Hitlgated;DS -Determination of Significance. ADVISORY NOTES TO APPLICA T LUA I30()IIi22 "i - ADlllcatlon Date:August 20,2013 81te Address:737 Logan Ave N Name:Boeing Site Logistics Renton,WA 98057-2039 Plan -Planning Review Version 1 I October 17,2013 ,Elglneerlng,R(vlew,Comments',,,,:............',ContaCt Jan,Ilan1,,,425.3072'16 H lan@rentonwa=g°W Recommendations:I have reviewed the application for Boeing Logistics Project located at 737 -Logan Ave N.and have the following "comments: EXISTING CONDITIONS WATER There Is no City owned water mains within the project location,However.there are numerous Boeing's owned utilities,including water lines for domestic and for fire protection within the project Iocstlon, SEWER There is no City owned sewer maine within the project location• STORM There are private storm drainage Improvements within the project location, STREETS There are no street Improvements along the North side N,6th Street, CODE REQUIREMENTS WATER 1.Applicant shall provide confirmation that available fire flow will meet fire flow demand for this project, 2,The civil plans should clearly identify the Impacted pdvate water lines and hydrants and their proposed relocations, SANITARY SEWER 1,Permit and plans will be required for grease interceptors,oil/watar separators,side sewers and relocation of private sewer mains, SURFACE WATER 1,A drainage plan and dralnaga report complying with the 2009 King County Surface Water Manual and the City of Renton Amendments to the KCSWM,was provided by BergerABAM with the site plan application,All core requirements and special requ!rements are included in the report.A total of six basins and four ouffalla will,be affected by this proposed development,The project involves 7 Tasks,The TIR addresses site improvements for each task and discusses recommended water quality and storm water Improvements for each.A separate detailed TIR will be provided for each task under separate building permits.Based on the City's flow control map,this site falls within the Flow Control Duration Standard,Existed Conditions• 3.A gaotechnical report will be required to be submlttad with each project task. 4.A Construction Stormwater General Permit from Department of Ecology will be required if grading and cleadng of the site exceeds one acre, 5.Required frontoga improvements along N,6th Street shall be included In the drainage calculations,Flow control and waterquality may be required for the new Impervious surface that may result from the required fron!age improvements. TRANSPORTATION 1,A limited traffic study prepared by Transpo Group,dated September 6.2013 was submitted for review,The study was required to identify changed traffic conditions related to moving all the truck traffic to the N.6th Street entrance,provide an analysis to include the two driveways on N,6th Street,the new ddveway (N.7th Street)on Logan Ave N.and an analysis of the Intersection of N,6th and Logan•In general the report concludes all roadways and Intersactlons will operate with little or no impact as a result of this project.However,the engineer has noted the new driveway proposed (N,7th Street)on Logan Ave N between N,6th Street and N.8th Street will be designated as a right In/dght out only due to the change of the on site parking configuration. 2,Street improvements along the north side of N,6th Street Is required,The appllcsnt has requested a modification to the city's street standard,It la currently under review. ,,425 ,30 7024 IRecommendations:1.Adequate fire flow is provide by the private Boeing fire main systems.Separate plans and permits are required by the Renton Fire Department for the relocation and addition of all fire main and fire hydrants..Additional fire hydrants may ba required for •the Badge office building relocation and the Air compressor building.Further analysis will be conducted as each project proceeds. 2.Fire sprinkler systems are required for the Marshalling yard building and the Air compressor building,The existing Badge office bulldtng flre sprinklers shall be reconnected to a new llra main.Saparate plans and permits required for all fire sprinkler system Installation and relocations, 3,Fire apparatus access to the Badge office building does not meet minimum requirements.Increase access read widths to a minimum' of 20 feet and/or provide an approved turn around on the proposed access road to the south.Turning radius are 25 feet Inside and 45 feet " outside, 4,Fire alarm systams shall be IImitad to fire sprinkler monitoring only,In the building equipped with such. Ran:May 14,2015 Pale 3.of 2 I IIA4'l;/tl144:q'fll "I '"I ,''":,,.r--...:ADVISORY NOTES TO APPLICANT .-u,,o-vu..,,=="...._.'•" Plan -Planning Review .Version 1 I October 17,2013 'P°tlceRevlew,C°mmentii",%='t:,:''!="!-'C°ntict:'Cdte'ParRs'l42530"7521tcparks@mnt°nwa,g°v I Recommendations:+13 CFS estimated annuaily upon completion."I I Minimal Impact on police services.I Ran:May 14,2015 Pase 2 of 2 DEPARTMENT OF COMMUNITY AND ECONOMIC DEVELOPMENT 'City of '" STREET MODIFICATION OF N 6TH STREET APPROVA'[]OENIA' EVALUATION FORM &DECISION PROJECT NAME: PROJECT NUMBER: PROJECT MANAGER: APPLICANT/AGENT: OWNER: ZONING DESIGNATION: PROJECT LOCATION: Boeing Site Logistics Project Street Design Modification LUA13-001122,ECF,SME,MOD,MOD Vanessa Dolbee,Current Planning Manager Mark Clement,'737 Logan Avenue N,Renton,WA 98057. Boeing Corporation,737 Logan Avenue N,Renton,WA 98057 Vested to IH zoning 737 Logan Avenue N SUMMARY OF REQUEST: The applicant is requesting a modification to the required street improvements for N 6th Street west of Logan AV N.The street Improvementsare required as a part of the Site Logistics project.The request Is to allow for the improvements to be completed on the south side Of N • 6th Street in place of new improvements on the north side of the street.The modification request is approved,subject to providing new curb gutter and sidewalk improvements on the south side of the street,providing enhanced pedestrian safety facilities at the mid-block "spine road"crossing,and road improvements at the intersection with Logan to accommodate safe turning movements for truck traffic. PROJECT DESCRIPTION:-r The Boeing Company is increasing the rate of production at its Renton manufacturing facility located at 737 Logan Ave.N.in order to accommodate the increased rate of production the applicant has proposed a variety of site modifications to Increase the efficiency and safety of the site operations necessary to support the Increased production rate.;Overall,the applicant has indicated that the "Site Logistics"project would optimize efficiency by improving material management flow;reduce congestion by revlsing and repurposing site layout and minimizing the number of personnel vehicles within the secured perimeter area and improve site safety by providing better separation of parts,equipment,and people.The project includes several building permit related activities which required full,frontage improvements on N 6th Street west of Logan Av N.The project includes moving truck access to the Boeing Plant to N 6th Street,•and creation of a mid-block pedestrian crossing along a realigned internal spine road connection to N.6th Street. The standard street improvement requirements for this development are for construction of curb,gutter,sidewalk and street lighting on the north side of N 6th St for the entire block west of Logan Av N.The sidewalk width required !s 6 feet,with an8 foot planting strip.The request L • City o.fRenton Deportment ofCommunity and Economic Development Administrative MocllJicotlon Request Report &Decision BoelnJ Site Logistics Prolect,EDF,SME,MOD,MOD Report ofJune 27,2014 .Page 2 of 4 is to leave the north side of the street unchanged,allowing the existing drainage and landscaping improvements to remain.Full frontage improvements would be provided on the south side of the street,connecting to the existing curb and sidewalk improvements on the easterly portion of the block.New street lighting would not be required relying on pedestrian level lighting from existing lights in the adjacent Boeing parking lots.Pedestrian safety concerns with mid-block crossing at the spine road connection into the facility will be addressed through installation of a RRFB (Rectangular Rapid Flash Beacon)safety system. ANALYSIS OF REQUEST: The approved street improvement modification is in conformance to the modification deCisiOn criteria listed in RMC 4-9-250D.2.The criteria and summary of how this modification approval satisfies the criteria follows: a.SubstantiallV implements the policy direction of the policies and obiectives of the Comprehensive Plan Land Use Element and the Community Desiqn Element and the proposed modification is the minimum adlustment necessary to implement these policies and ob/ectives. The Community Design Element has applicable policies listed under a separate section labeled Streets,Sidewalks and Streetscapes.These policies address walkable neighborhoods,safety and shared uses.Two specific policies support the decision to modify the street standards for narrower planting strip width,and locating the sidewalk on the south side of the street.These policies are Policy CD-102 and Policy CD-103.The Land Use Element Goals includes three related items in #7 for new development.The goal is to promote new development that "are- walkable places","supportgrid and flexible grid street and pathway patterns",and "are visually attractive,safe,and healthy environments".The approved street modifications are consistent with these policy guidelines. b.Will meet the oblectives and safety,function,appearance,environmental protection and maintainability intended by the Code requirements,based upon sound enqineerinq iud.qment. The modified street improvements will meet the objectives of a safe walkable environment, with clear separation of the new sidewalk and the adjacent driving lanes of the street.The improvements also provide for a Planting strip of sufficient width for landscaping and street trees.The truck deliveries will be occurring on the northside of the street,which could result in conflicts with pedestrians walking to and from the trail connection to the west.Pedestrians walking in the area will be able to walk safely along this south side of the block,with safe access from the north side of the street to the sidewalks on the south side.The pedestrian activity anticipated at the mid:block area of the spine road connections is expected to require additional improvements to alert vehicles tO the crossing.The installation of a pedestrian activated warning system will help address these pedestrian safety concerns. c.Will not be in/urious to other propertv(ies}in the vicinity.The improvements will provide an upgrade tO current conditions,with the addition of new sidewalks and planting strips along the full length of the block between Logan Av N and the pedestrian trail west of the street end.The new improvements will meet the standards for safe vehicular and pedestrian use. d.Conforms to the intent an'd purpose of the Code.These modifications provide a safe pedestrian route with sufficient width for the expected use.The planting strips widths are City ofRenton DepartmentofCommunity and Economic Development" Boeln Site Lolstlcs Prelect Report of June 27,2014. Administrative Modification Request Report&Decision EDF,SME,MOD,MOD Page 3 of 4 adequate for spacing of the sidewalk from the travel lanes and to provide opportunities for street tree plantings. e.Can be shown to be lust/fled and required for the use and situation intended.The revised street standards provide a safe design for vehicles and pedestrians,and will enhance the attractiveness of the area. f.Will not create adverse impacts to other propertv(les)in the vicinitv.There are no identified adverse impacts from these modifications of improvement location and planting strip widths for this area. DECISION The proposal satisfies all five of the criteria IIs'ced in RMC 4-9-250D.2 for approval of modifications.Therefore,the Street Modification of the Boeing Site Logistics Project,Project Number LUA13-001122,is approved and subject to the following condition: CONDITIONS: 1.This modification is only applicabie to the Site Logistics project and is not applicable to site upgrades in the future. 2.The south side of the block of N 6th Street west of Logan Ave N will be improved with a new curb,gutter and sidewalk with a minimum sidewalk width of 6 feet and a minimum planting strip width of 5 feet.New curb,gutter and sidewalk will not be required in place of the existing concrete curb and sidewalk on the easterly portion of the block, unless these existing improvements are relocated to widen the pavement to accommodate truck turning movements• 3.Street trees are required along the south side of the street within the new planting strip area. 4.The mld-blockpedestri'an crossing at the new Spine road connection into the parking lots on both sides of the street shall be Improved with a RRFB (Rectangular Rapid Flash Beacon)safety system..After the new system has been put in place Boeing will continue to monitor the Intersection and employ Boeing security as needed. 5.The new sidewalk improvements shall be connected to the trail along the Cedar River west of the street end.This pod;ion of the street improvements will require review and approval from both CED and Community Services staffto insure the design and location works with existing landscaping and utilities. 6.The frontage Improvements will need to provide sufficient pavement width and channelization to accommodate the anticipated truck traffic and associated turning movements,without a reduction to level of service for the intersection of N 6th Street and Logan Av N.This portion of the street improvements will require review and approval of the Transportation Division. City ofRenton Deportmentof Community and Economic Development aoeln Site Lollstlcs Proect Report of June 27,20:14 --Jennifer T.Hennlng,Planning Director Community andEconomlc Development Administrative Modification Request Report &Decision EDF,SME,MOD,MOD Page 4 of 4 Date The decision to approve the modification(s)will become final if not appealed in writing together with the required fee to:Hearing Examiner,City of Renton,1055 South Grady Way,Renton,WA 98057 on or before 5:00 pm on September 2,2014.Additional information regarding the appeal process may be obtained from the City Clerk's office,Renton City Hall -7th Floor,425- 430-6510. If you have any further questions regarding this decision,feel free to contact the project manager,Vanessa Doibee,at (425)430-7314 or vdolbee@rentonwa.ov. DEPARTMENT OF COMMUNITY AND ECONOMIC DEVELOPMENT MINOR MODIFICATION OF LANDSCPAING FOR THE BOEING SITE LOGISTICS PROJECT (FILE NO.LUA13-001122,EDF,SME, MOD,MOD) APPROVAL I--J DENIAL EVALUATION FORM &DECISION PROJECT NAME: PROJECT NUMBER: PROJECT MANAGER: APPLICANT/AGENT: OWNER: ZONING DESIGNATION: PROJECT LOCATION: Boeing Site Logistics Project Landscape Modification LUA13-001122,ECF,SME,MOD,MOD Vanessa Dolbee,Current Planning Manager Mark Clement,737 Logan Avenue N,Renton,WA 98057. Boeing Corporation,737 Logan Avenue N,Renton,WA 98057 Vested to IH zoning 737 LoganAvenue N SUMMARY OF REQUEST: The City of Renton and The Boeing Company entered into a development agreement ("2002 agreement")on June 28,2002,by Resolution No.3568 which,among other things,established baseline trip counts,redevelopment credit and vesting of land use regulations under certain circumstances for ongoing Renton Plant operations and potential redevelopment,as such this project will be reviewed under Heavy Industrial (IH)zoning from 2002.All the following code references are as identified in the 2002 development standards. The applicant is requesting a modification to the Landscaping Standards for parking lots in the IH zone.The proposed modification addresses two areas of landscaping as follows: 1)RMC 4-4-080F.7.e requires 5 percent of the parking lot to be landscaped when the parking lot area is 10,000 SF or greater in area.The applicant has requested to relocate the required landscaping from the parking lot located between Building 4-81 and 4-20 to the larger parking lots located west of Logan Ave.N and north of N 6th St. 2)RMC 4-2-130A requires 20 feet of min!mum landscape setback when a site is along an arterial street and a 15 foot setback when a site is along non-arterial streets.The applicant has requested a modification to the landscaping requirement within the setback area along both Logan Ave.N and N 6th St.to maintain the existing landscape buffer with no additional buffer requirement. PROJECT DESCRIPTION: The Boeing Company is increasing the rate of production at its Renton manufacturing facility located at 737 Logan Ave.N.In order to accommodate the increased rate of production the applicant has proposed a variety of site modifications to increase the efficiency and safety of City ofRenton Deportment of Comn,..,ty and Economic Development Boein Site Lolstl Project Report of June 27,2014 'Administrative fv..dlcotion Request Report &Decision EDF,SME,MOD,MOD Page 2 cf 4 the site operations necessary to support the increased production rate.Overall,the applicant has indicated that the "Site Logistics"project would optimize efficiency by improving material management flow;reduce congestion by revising and repurposing Site layout and minimizing the number of personnel vehicles within the secured perimeter area and improve site safety by providing better separation of parts,equipment,and people. Included in the site upgrades are parking lot modifications to the existing surface parking lots at the subject site.The proposed restriping and site design and layout is required as a result of other changes on the proposed site.Overall,the plant production has and is expected to continue to increase and as such the need for parking at the subject site is also increasing.As a result Boeing has requested for a modification to the requirement to provide 20 feet of landscaped buffer along Logan Ave.N,an arterial street,and to the required 15 foot landscape setback along N 6th St.,a non-arterial street.Boeing has indicated that meeting this requirement would reduce the amount of parking stall that are currently available at the subject site.This modification would allow Boeing to keep the landscape buffers currently in place along both streets.Along Logan Ave.N the existing landscape buffer is on average 10.5 feet wide and ranges from I foot in width to 20 feet in width across the frontage.Along N 6th St.the existing landscape buffer is roughly 14.5 feet wide.The existing buffers are planted with mature landscaping including a variety of trees,shrubs and ground cover. In addition to the expected increases in parking demand for the Boeing plant site,the City has future plans to widen Logan Ave.N.At the time in which Logan Ave.N is widened much of the existing landscaping that would screen the site today would be lost.As such,staff recommends as a condition of approval that the subject modification is only applicable to the Site Logistics project and is not applicable to site upgrades in the future.If another parking lot re-striping and/or capacity project is submitted for review at the subject site the requirement for the subject landscaping shall be met.In particular,if at any time a parking structure is needed to accommodate the anticipated increases in parkingat the subject site the parking structure shall be screened by the code required landscape setback measured from the future right-of-way line of Logan Ave.N.and N 6th St. The request to relocate the required 5 percent landscaping from the surface parking lot located between Building 4-81 and 4-20 is due to the need to circulate aircraft in and through this parking area.By requiring landscaped areas in this particular parking lot would result in a site hazard for wind-up testing performed in the area and use of the space for aircraft manufacturing purposes.The applicant has proposed to re-locate the required landscaping from the subject parking lot to the larger parking lot located along Logan Ave.N.The overall landscaped area in the Logan Ave.N parking 16t would be increased to 6.9 percent of a larger City ofRenton Deportment ofComm,,,ry and Economic Development Boeing Site Logistics Proect Report ofJune 27,2014 Administrative M,.eJicotton Request Report &Decision EDF,SME,MaD,MaD Page 3 of 4 parking lot to accommodate the loss of landscaping in the parking lot between Building 4-81 and 4-20. ANALYSIS OF REQUEST: RMC 4-9-250D.2 addresses the modifications decision criteria: a.Will meet the objectives and safetY,function,appearance,environmental protection and maintainability intended by the Code requirements,based upon sound engineering judgment;and b.Will not be injurious to other property(s)in the vicinity;and c.Conform to the intent and purpose of the Code;and d.Can be shown to be justified and required for the use and situation intended;and e.Will not create adverse impacts to other properties in the vicinity. The proposed modification to the landscaping requirements for the surface parking lots would meet the objectives and safety,function,appearance,environmental protection and maintainability intended by the code.By allowing the relocation of landscaping to the larger parking lot,not only would site safety be improved,the larger parking area (which is visible from the public.right of way)would contain a higher percentage of landscaping. "Furthermore,this modificatiOn would not be injurious to other properties in the vicinity or create adverse impacts to other properties as the existing landscaping is proposed to remain as it currently exists today.The modification is shown to be justified as the additional landscaping would impact the plant production site logistics and would only apply to the subject project. The modification would conform to the intent and purpose of the code provided all conditions of approval are complied with. DECISION The proposal satisfies all five of the criteria listed in RMC 4-9-250D.2 for approval of modifications.Therefore,the Landscape Modification of the Boeing Site Logistics Project, Project Number LUA13-001122,is approved and subject to the following condition: CONDITIONS: 1.This modification is only applicable to the Site Logistics project and is not applicable to site upgrades in the future.At the time of future parking lot re-striping and/or capacity projects (including a new parking structure)the development would be required to meet the landscape setback standards of the 2002 vested code,measured from the future right-of-Way line of Logan AveN.and N 6th St. C.E."Chip"Vincent,CED Administrator Da{e /'I City o.fRenton Deportment o.f Comm..,ay and Economic Development goeln Site Logistics Proect Report of June 27,2014 Administrative M.,jicotion Request Report &Decision EDF,SME,MOD,MOD Page 4 of 4 The decision to approve the modification(s)will become final if not appealed in writing together with the required fee to:Hearing Examiner,City of Renton,1055 South Grady Way,Renton,WA 9805Ton or before 5:00 pm on July 11,2014.Additional information regarding the appeal process may be obtained from the City Clerk's office,Renton City Hall -7th Floor,425-430-6510. If you have any further questions regarding this decision,feel free to contact the project manager,Vanessa Dolbee,at (425)430-7314 or vdolbee@rentonwa.gov. STATE OF WASHINGTON,COUNTY OF KING } AFFIDAVIT OF PUBLICATION PUBLIC NOTICE Linda M Mills,being first duly sworn on oath that she is the Legal Advertising Representative of the Renton Reporter a weekly newspaper,which newspaper is a legal newspaper of neral circulation and is now and has been for more than six months .nor to the date of publication hereinafter referred.to,published in the English language continuously as a weekly newspaper in King County,Washington.The Renton Reporter has been approved as a Legal Newspaper by order of the Superior Court of the State of Washington for King County. The notice in the exact form annexed was published in regular issues of the Renton Reporter (and not in supplement form)which was regularly distributed to its subscribers during the below stated period. The annexed notice,a: Public Notice was published on October 25,2013. The full amount of the fee charged for said foregoing publication is ,e sum of$119.00. € Llda M.Mills Legal Advertising Representative,Renton Reporter Subscribed and sworn to me this 25th day of October,2013. n C.Sherman,Notary Public for the State of Washington, Residing in Buckley,Washington ÷,OB'---=O ...- 111 "-'1"V¥x.'." NOTICE OF ENVIRONMENTAL DETERMINNFION ENVIRONMENTAL REVIEW COM.MIFEE REN'I-ON,WASHINGTON The Environmental Review Committee has issued a Determi- nation of Non-Significance Miti-gated (DNS-M)for the following project under the authority,of the Renton mtmicipal cede. Bceing Site Logistics LUAI301122 Location:737 Logan /ve N. The Boeing Renton Manufac- turing Plat -site logistics-pre- ject.located at 737 Logan Ave. N.The project iades 7 t,sks: I)Truck lmpection RelocalJon and SW Marshaling Yard;2) Parts Movement Road Im-provement:3)Gate 13-35 and Badge Office Relocation:4) Spine Road and Parking Improvements;5)Lot 1 Mar- shaling Yard:6)Site Duct Banks:and 7)Existing Truck Inspection and Scconda Air Compressor Plat.The project inclndes 6 new buildings total- ing 71,086 SF in art and the replacement of 3,161 linear [k of 12 -30 inch pipin The overall project 0uld require approxtmately 26,000 cu_yd. of fill material.The site is Io- ad alongbo Lake Wash- ington and the Cedar River. The site is vested to 2002 Heavy.Industrial (IH)zomag as a result of a development a'eement_ Appeals of the DNS-M mu.t be filed in writing on or before 5:00 p.m.on November 08, 2013.Appeals must be filed in writing together with the required fee with: Hearm8 Examiner c/o City Clerk,City of Reaton,1055 S Grad'/Way,Reaton.WA 98057. Appeals to the Hearing Examiner are governed by RMC 4-8-110 and more information may be obtained from the Renton Ci" Clerk's Office,425-430-6510 Published in the Renton Reporter on October25.2013.#905569 NOTICE OF ENVIRONMENTALDETERMINATION ISSUANCE OF A DETIERMINATIDN OF NON.SIGNIFICANCE-M[T1GATED (DNS-M)' pOST[DTONOTIFYtNIRESTED PE.ION $OF AN ENVIRONMENTALACtION pRtcf NM blh,,II tmtm mJt pROJ|¢TNUMIEJt:tUALI I I.C,SME.MOO,MOO O[I¢Ip"NON:Thl a!lpl'lm h4rn 4T¢ueltad RPA |rcdrmlmen Ilav I Ihl MiniI1MInLrfllctdr|lt "111 hi1 e plct It717 LO|I41 AVl N,11)1 pcoJlct Iflcd41|111 m , f¢G111 |)TIIJC]I IRIHcfIIR RiIoc|to fl/4td NClrlpl1111 yIt;1 P|i MOlWmllt PN Incrl flat i |1GIll IMk emt [d TP.CkIntn;end ')Mcondry A"£emFfm pta m4dmlW4 proNet tmsttl wctl b nblted to tl Nurcdldel @f the Ixll|lll fadiKy wt tl cxceon of Itrlll ffcta|e l¢gml erld t&te dcCdl41ft Irilrilr[¢l,pflKt I1 i f iaMll tOtlllnl 7LOM +qt¢l fl rlMIrls ¢1,1$1 ]lallrft.¢4U-]Inchpl4nl, THE Crw OF RENTO ENRONMENTAL R£VEW COMMITTEE (ERC)HS OETEAMINED THATTHE pROpOSED ACTION DOES tOT HAVEAFJGKIFICANT ADVERSE IMPACT ON THE ENVAOflMENT, kppNII of the env{rclmtil detm-m{nltlon must be fllod inwdtl on r blhre 5tO0p,m.on Nolmber l, 2Olt tel€hit wth 1hi rlqulrld fOI thl Helrll Elnet O f Rent¢m 105S South Gmdy WIy Realtor WA 1057,Appoldl to the Eminer i[1 emed by of FIMC 4-11-110 ind Inlorltlon pBptdlqI Ipp||l procll rny I obtainedfrom hi Blfltoh (€orl Of Calf [42JI 4H$|I)' IF THE ENVIRONMENTAL DETERMINATION tS AppEALED,A pUBLiC HEARING WILL BE SZT AND ALE PARTIES NOTIFIED, FOR FURTHER INFORMATION pLEASECONTACTTHE CITYOF RENTON,DEPARTMENT OFCOMMUNITY&CONDM[C DEVELOPMENTAT[425]430-7200,00 NOT REMOVETHIS NOTICE WITHOUT PROPERAUTHORITJTION I PLEASE NCLUDE THE pROJECT NUMBER WHEN CALLING FOR PROPER FILE IOEN'RFITION.I CERTIFICATION ',d.)d --,hereby certify that ,.copiesoftheabovedocument were posted in conspicuous places or nearby the dscribed property on Date:I!,//.$,g"ed.'J /JI..- STATE OF WASHINGTON ) )SS COUNTY OF KING ) I certify that I know or have satisfactory evidence that VoJ €'_"D=,to €€ signed this instrument and acknowledged it-to be his/her/their free and voluntary act for the uses and purposes mentioned in the instrument., Notary ibllc In and for the State of WashingtonJ?,,',,-,,:/'I/UI Notary(Print): y appointment expires: .,,,"y3mE".," U I -.,",,.•.•,,,, ,:.....:.'',..•..-,""•,.''"---...L ...."'. ''.'-'."':'.''.'...'':....'£.E.'£hifi"Vincent,Admin'istrator .,',".-.:,",... D cembe :2:2013 :,' •.i..,.i .,i ' ,..,-',., MarkGlment '"'i ."-"..". ,,"%',,,"....,.•.=,.."".••..;."",.,Boeing Company..""::'""-.""..... PO Box.3707#MS 1W-09 .."'''"...."":'""'" attie,•"se WA98,1:242207 ,,:"""i .,'""'" ,.,,•,,,L .,.',...,•.,,":..,'.",",•,,," ::'suBJEcT:It ."Boeing'Site Lbgistics.'''""" '.,"":•'.'i':'.•..,""• ,=o,r-,v,r..,e,,,en:..•'..",-"......... .,,,.,..!:.:.:.-...,,'.,.,.,. "This letter •isto inform yo u that the.appeal.,period ended November8,.2013 for the-"':,:.,."- .'Envlronmenta Review Committee s (ERC)'Determination of Non:significance-.:.'-•..• ,,,,i . :.'.••. ,..'',,",•. i.,.-."'.RentonCityHall ,.1055SouthGradyWay.iRenton,WashingtongBOS7 ,rentonwa.gov i •'Mitigated.for theabove-referenced projectl .",'.,-.,,:'..--.-.-'..,_'" d q i 4 •',,•.•,,,%.....,•.,,'*.., •No appeals were filed on,the ERC determination therefore,.this dei-ision is final and''. •...:•applicition for"the.appropriately rfquired lermits may proceed:.The applicant,must ..,. --"-'compl,)wih al.ERC:Mitigatio.n Measbres outlined.in the EIC Report'dated Oct0ber.2:t .'.. •-.,."2'013:".:,'".'.".'."':""'i".'i •'"If you hve•anyluestions,'.pleas'efeel free tOC;'ontactme:at (425)430,73i4..:..'.'''-'..' •,•:•.•:••:,i i i i i .....•or tern n i u [lineiv'ronmna"":v'ew .mm"o---':ee,....'""-'"....'''' •:i.'."i VanessDolbee:-,.::','"'",,..;..:'";:..•:•.• t ."'":.co:".ChelHoot/Party(iesloflcbrcl ''.:,"i .""'""".,".-"-'.':".:-'""""'":; BOk'IA WO October16,2013 Vanessa Dolbee Senior Planner Department of Community &Economic Development City of Renton Renton City Hall -6th Floor 1055 South Grady Way Renton,WA 98057 City of Renton Planning Division OCT 19 201 III!CI!IVI!I Re:Cultural Resources Support for Boeing Site Logistics,Renton Manufacturing Plant, LUA 13-001122 Dear Ms.Dolbee, In response to a letter sent to your attention on September 30,2013 by the State of Washington Department of Archaeology and Historic Preservation (DAHP),the Boeing Company (Boeing) has retained AMEC Environment &Infrastructure,Inc.(AMEC)to provide cultural resources support for Boeing Site Logistics at the Renton Manufacturing Plant (LUA 13-001122).As you know,DAHP requested that an archaeological monitoring and inadvertent discovery plan be provided to them and any interested Native American tribes prior to ground disturbing activities associated with the project.DAHP's request for was based on the fact that the immediate area surrounding the Rsnton Site maintains at least four precontact archaeological sites associated with the old channels of the Black and Cedar rivers,though no known sites exist on Boeing property.. Having recenily worked with AMEC on the North Bridge Replacement Project,we invited them to prepare a statement of work for cultural resources support on this matter.AMEC has extensive Puget Sound experience in developing archaeological monitoring and inadvertent discovery plans.AMECcultural resource specialists are familiar with both the geomorphology and archaeology of the former confluence of the Black and Cedar rivers.Based on their understanding of the project area,theAMEC team will develop an archaeological monitoring and inadvertent discovery plan that is specifically designed for the known environmental and archaeological conditions at the Renton Manufacturing Plant.A key component of the monitoring plan will be a cultural resources training component for all on-site construction personnel.This effort is an identical training program AMEC recently deployed on Boeing's Plant 2 Rsmediation Project along the Duwamish River and was vetted by the Muckleshoot Indian Tribe,Suquamish Tribe,and the Duwamish Tribe prior to implementation.The training program centers on a 10-minute video that introduces simple identification procedures of archaeological material and most importantly the appropriate contact protocol if any significant cultural resources are uncovered.The training video is supplemented by handouts and a question/answer period that encourages open communication between construction personnel and archaeologists. For this project,AMEC's professional archaeological monitors will be available on-call and focus on areas where project ground disturbingactivities could impact native sediment below 4 feet. The majority of the Renton Site sits on approximately 3 to 5 feet of fill material and maintains a low probability for significant cultural resources.The archaeological monitoring and inadvertent discovery plan will map the Renton Site and identify areas based on geotechnical boring logs and historic aerial photographs/maps that depict the former shoreline in relationship to the current manufacturing sites'built environment. If you have any questions or comments,please feel free to contact AMEC's Project Manager, and associate archaeologist Jason Cooper at 425.368.0953 or by email at jason.cooper@amec.com.He is available to answer any questions you might have on the proposed cultural resources support.As currently scheduled,the archaeological monitoring and inadvertent discovery-plan will be available for review within the next two weeks.Thank you for your time. Sincerely, Mark Clement Permit Specialist The Boeing Co. 206 617-2944 m OF ENVIRONMENTAL DETERMINATION ISSUANCE OF A DETERMINATION OF NON-SIGNIFICANCE -MITIGATED (DNS-M) POSTED TO NOTIFY INTERESTED PERSONS OF AN ENVIRONMENTAL ACTION PROJECT NAME:Boeing Site Logistics project PROJECT NUMBER:LUA13-O01122,ECF,SME,MOD,MOD LOCATION:737 LoBan Avenue N DESCRIPTION:The applicant has requested SEPA Environmental Review for the Boeing Renton Manufacturing Plat "site IoEIstlc"project,located at 737 LoBan Ave.N.The project includes 7 tasks as follows:1)Truck Inspection Relocation and SW Marshaling Yard;2)parts Movement Road Improvement;S)Gate D-35 and Badge Office Relocation;4}Spine Road and Parking Improvements;5)Lot I Marshaling Yard;6)Slte Duct Banks end ExistlnE Truck Inspection;and 7)Secondary Air Compressor Plat.The majority of project construction would be limited to the boundaries of the existlnB BoelnB facility with the exception of street frontage Improvements and site circulation Improvements.The project includes 6 new buildings totaling 71,086 square feet In area.The overall project would require approximately 26,000 cubic yards of fill material and the replacement of 3,151 linear ft.of 12 -30 inch piping. THE CITY OF RENTON ENVIRONMENTAL REVIEW COMMITTEE (ERC)HAS DETERMINED THAT THE PROPOSED ACTION DOES NOT HAVE A SIGNIFICANT ADVERSE IMPACT ON THE ENVIRONMENT. Appeals of the environmental determination must be flied in writing on or before 5:00 p.m.on November 8, 2013,together with the required fee with:HearlnR Examiner,CRy of Renton,2055 South Grady Way, Renton,WA 98057.Appeals to the Examiner are Bovernod by Clty of RMC 4-8o110 andlnformation reRardlnB the appeal process may be obtained from the Renton City Clerk's Office,(425)430-6510. IF THE ENVIRONMENTAL DETERMJNATION S APPEALED,A PUBLIC HEARING WILL BE SET AND ALL PARTIES NOTIFIED. FOR FURTHER iNFORMATION,PLEASE CONTACT THE CITY OF RENTON,DEPARTMENT OF COMMUNITY &ECONOMIC DEVELOPMENT AT 425)430-7200. DO NOT REMOVE THIS NOTICE WITHOUT PROPER AUTHORIZAT ON I r pIEAS E NCWDE THE,ERO.IECT'NUMBER'.WH.EN CAL NG FOR'PROPER:EILE,pENTIFLCATIC)N;1 DEPARTMENT OF COMMUNITY _.___r I :@ =..o PLANNING DIVISION CERTIFICATE OF EXEMPTION FROM SHORELINE SUBSTANTIAL DEVELOPMENT EVALUATION FORM &DECISION DATE: PROJECT NAME: PROJECT NUMBER: PROJECT MANAGER: OWNER: APPLICANT: PROJECT LOCATION: October 24,2013 Boeing Site Logistics LUA13-001122 Vanessa Dolbee,Senior Planner Boeing Corporation,737 Logan'Ave N,Renton,WA 98055 Mark Clement,The Boeing Company,737 Logan Ave N,Renton,WA 98057-2039 737 Logan Ave N PROJECT DESCRIPTION:The Boeing Company is increasirlg the rate of production of commercial jets at its Renton manufacturing facility located at 737 Logan Ave.N.In order to accommodate the increased rate of production the applicant has proposed a variety of site modifications to increase the efficiency and safety of the site operations necessary to support the increased production rate.Overall,the applicant has indicated that the "Site Logistics"project would optimize efficiency by improving material management flow;reduce congestion by revising and repurposing site layout and minimizing the number of personnel vehicles within the secured perimeter area and improve site safety by providing better separation of parts,equipment,and people.All the work proposed would be within the boundaries of the existing 737 manufacturing facility with some minor work impacting adjacent right-of-ways.The site is bounded to the north by Lake Washington,to the west by the Cedar River Park and the Cedar River,to the east by Logan Ave.N and to the south by N 6th St. The Site Logistics project.is comprised of seven tasks,of which a small portion of two tasks would be located within the Shoreline Jurisdiction of the Cedar River,Reach A.The Truck Inspection Relocation (Task 1)and the Spine Road and Parking Improvements (Task 4)are located within the Shoreline Jurisdiction.The truck inspection would be approximately 70 CityoJ Renton DepartmentoJCommuniry ,x Economic Development Certificate o[Exemptf,,,srom Shoreline Substantiol Development eoieng Site Loglstl Project LUA13:001122,ECF,SME,MOD,MOD DATE OF PERMIT:October 24,2013 Page 2 of 4 feet from the Ordinary High Water Mark (OHWM)of the Cedar River and the Spine Road and parking improvements would be approximately 150 feet from the OHWM.The work within the Shoreline Jurisdiction would consist of the following elements: 1)Truck Inspection Relocation:Work would include replacing existing pavement with concrete pavement for heavier vehicles and the relocation of one existing light pole further away from the OHWM. 2)Spine Road and Parking Improvements:Work includes grinding and repaying existing parking areas,restriping,and replacement of perimeter security fence along the east side of the existing Boeing Access road,and removal of an existing landscaped island which would be replaced with a small area of asphalt. The applicant provided a memorandum prepared by Berger ABAM (attached)to address the portions of the project located in the Shoreline Jurisdiction.The memorandum has indicated that the proposed activates would not result in a change in building footprints and/or result in a net increase in impen/ious surface within the shoreline zone.As such,the project would be considered an alteration without expansion which would not require any site changes. Finally,the memorandum concluded that the proposed project would not result in any adverse impacts and there would be no net loss of ecological functions as a result of the proposed work activities within the shoreline zone. LEGAL DESCRIPTION (parcel # 072.3059001): POR OF E 1/2 OF SEC 7-23-05 LY ELY OF GWW #2 & NLY OF N 6TH ST IN SE 1/4 OF SEC LESS NP RAN LESS ST TGW VAC LOGAN ST LY NWLY OF LN 30 FT NWLY OF GOV MDR LN TGW 2ND CL SH LDS ADJ SUBJ TO TWO 20 FT R/W ESMTS &POR OF SE 1/4 OF SE 1/4 OF SEC BEG NXN S MGN OF N 6TH ST WITH W MGN LOGAN AVE TH SLY ALG SD ST 995.34 FT TH S 89-18-45 W TO ELY MGN CWW #2 TH N ALG SD MGN TO S MGN N 6TH ST TH E TO BEG LESS BEG NW COR THOF TH SELY ALG WLY LN 328.75 FT TH N 89-45-45 E 366.34 FT TH N 00-14- 15 W TO S MGN N 6TH ST TH W TO BEG LESS 137.70 FT THOF TGW PORS OF NW 1/4 SEC 08-23- 05 &SE 1/4 SEC 06-23-05 &SW 1/4 SEC 05-23-05 LY NWLY OF NP R/W &SWLY OF LN BEG NXN WLY EXT OF N LN OF GL 1 WITH W MGN SD R/W TH W 763.39 FT TH N 43-06-56 W 680.06 FT M/L TO INNER HARBOR LN TH S 46-52-27 W AI'G SD LN 607.89 FT TO FPOB TH S 43-06-56 E 713.67 FT TH S 46-53-04 W215 FT TH S 20-38-24 W TO NWLY MGN SD NP R/W SUBJ TO SD 20 FT ESMTS LESS BN OPER STRIP ADJ POR OF SELY LN IN SD SEC 08-23-05 LESS ST RD #7 TGW.VAC LOGAN ST LY NLY OF SPUR TRACKS TGW BLK C LK WASH SH LDS 3RD SUPPL LESS POR FOR RD PER DEED 20060817000676 LESS POR PER DEED %,e* City o.fRenton Oepanment'o.fCornmun,,,.rEconomJc Development Eloleng SiteLogistics Project DATE OF PERMIT:October 24,2013 LEGAL DESCRIPTION (parcel # 0823059187): ".Certipcote oJExemp,.jrom Shoreline Substantial Development ." .LUA13-O01122,ECF,SM'E,MOO,MOO "• ,.Page3of - 20061212000338 POR OF GOV LOT 1 IN NW 1/4 OF SEC 08:23-05 TGW POR OF LAKE WASH SHORE LANDS -BEG NE" COR OF GOV LOT 1 TH N 88-51-05 W ALG N LN OF GOV LOT 1 &ALG WLY PROD OE SD LN 960.01 FT M/L TO WLY MGN OF ABANDONED BURLINGTON NORTHERN RAILWAY R/W TH CONTG N 88:51-05 W: 761.39 FTM/L TO EXISTING CONCRETE MONUMENT SD MONUMENT BEING AN ANGLE POINT ON NLY LN OF SHUFFLETON STEAM PLANT PROPERTY TH N 43-06-56 W 680.06 FT M/L TO " INNER HARBOR LN OF LAKE WASHINGTON SHORE LANDS THS 46-52-27 W 607.89 FT TH S 43-06-56 E 717.73 FT TO TPOB TH S 14-36-26 E 741:50 FT TAP ON NWLY MGN OF ABANDONED BURLINGTON NORTHERN RAILWAY.RAN TH S 50-51-48 W AIcG SD ABANDONED R/W 129.32 FT TH N 20-38-24 W 700.81 FT TH N 46-53-04 E 215 FT TH S 43:06-56 E •TO TPOB PER CITY OF RENTON LOT LINE ADJ NO 004-88 RECORDING NO 8808309006 LEGAL DESCRIPTION (parcel # 0886610090): BOEING LAKESHORE LANDING 2 BSP LESS RD PER DEED 20080514000456 SEC-TWN-R:NE07-23-5 and NW08-23-5 WATER BODY/WETLAND:Cedar River,Reach A An exemption from a Shore!ine Management Substantial Development Permit is .hereby granted on the proposed proje(t in accordance with RMC 4-9-190C:3 :Exemptions from:Permit 'System for,the following reisop(s)::•- '"',Malntenanceand Rep'alri Normal maintenance orrepair of existing structures o'r devel0pments,including damage by accident,ripe or elements: a."Normal maintenance"includes those Usual acts to prevent a decline, lapse,or cessation from a lawfully established condition. b'"Normal repair'means.t0 restore a development to a state comparable to its original condition,!nclud!hg but not limited to its size,Shape', configuration,10/:ation and external appearance,within a reasonable period after decay.or'partial destruction,except Where repair causes substantial . adverse,effects to the shoreline resource or environment.i." c.'Replacement of a structure or development'may beauth0rized as repair 'where such repiacement is thecommon method of,repair for the type of structure or development and the replacement structure or development is City o,fRenton Department olCommunl =Economic Development Boleng Site Loglstlci project DATE OF PERMIT:October 24,2013 CertiJTcate o.fExempttu,,srom Shoreline Substantial Development LUA13.O02122,ECF,SME,MOO,MOD Page 4 of4 comparable to the original structure or development including,but not limited to,its size,shape,configuration,location and external appearance and the replacement does not cause substantial adverse effects to shoreline resources or environment The proposed development is consistent or inconsistent with (check one): CONSISTENT X N/A X INCONSISTENT Policies of the Shoreline Management Act. The guidelines of the Department of Ecology where no Master Program has been finally approved or adapted by the Department. The City of Renton Shoreline Master Program. DATE OF DECISION ON LAND USE ACTION: •SIGNATURE: C.E."Chip"Vincent,Administrator Department of Community &Economic Development ate I Attachments:Berger ABAM Memorandum Site Plan co:Boeing Corporation/Owner Mark Clement/Applicant Cheryl Hoot/Party of Record City of Renton Official File APPEALS:The administrative land use decision w!llbecome final if not appealed in writing to the Hearlnge Examiner on or before 5:00 p.m.on November 7,2013.An appeal of the decision(s)must be filed within the 14-day appeal period (RCW 43.21.C.075(3);WAC 197-11- 680),together with the required fee to the City of Renton Hearing Examiner,City of Renton, 1055 South Grady Way,Renton,WA 98057.City of RMC 4-8-110 governs appeals to the Hearing Examiner and additional information regarding the appeal process may be obtained from the Renton City Clerk's Office,(425)430-6510. BergerABAM 1111 Main Street,Suite 300,Vancouver,Washington 98660-2958 3601823-6'i00 •360/823-6101 Fax,www.abam.com Memorandum Date: Subject: From: To: Route to: 20 August 2013 RECEIVED AUG 2 0 20 3 CiTY OF RENTON pLANNING DIVISION Boeing Renton Site Logistics Project -Shoreline Exemption Memorandum Jennifer Chariarse,Environmental Planner (BergerABAM) Mark Clement,Boeing Land Use/Permitting Brian Carrico,Natural Resource Team Lead (BergerABAM) As indicated in the pre-application meeting with the City of Renton and Boeing (applicant)held on 1 August 2013,the project includes some activities that fall within designed shorelines associated with Lake Washington and the Cedar River that are regulated by the City's Shoreline Master Program (SMP).The project site within shoreline zone falls within the Shoreline High Intensity Overlay District.Pursuant to Renton Municipal Code (RMC)RMC 4-3-090(B)(3),the SMP applies to lands within 200 feet from the ordinary high water mark (OHWM)or floodways,whichever is greater. SHORELINE JURISDICTION The majority of the overall project site is located outside the shoreline jurisdiction and is not subject to the SMP.Table 4-3-090D7 specifies shoreline setbacks for the High Intensity District as 100 feet.New projectelements are all outside of the required 100-foot setback.Based on the OHWM delineation provided by the City,portions of the Truck Inspection ReloEatiozf (Task 1) and Spine Road and Parking Improvements (Task 4)projects are located within the SMP jurisdiction (see attached plan).Portions of.the Truck Inspection and Spine Road and Parking Improvements tasks will be located within 200 feet of the Cedar River. The two tasks within the Cedar River shoreline zone are adjacent to each other and the Cedar River Shoreline conditions are consistent across the two tasks and will be described from the land tO the water.Directly west of the project limits is a Boeing access road.This is used by delivery vehicles and employees to access the site and includes three lanes.A landscape strip and security fence separates the Boeing facility from North Riverside Drive and the City's Cedar River Park.North Riverside Drive is a two lane public roadway that provides access to the Cedar River Park and Boathouse.A landscape strip separates the street from the multi-use Cedar River Trail.The Cedar River Trail is an"approximately 10 foot wide asphalt path extending the length of the park.Urban landscaping extends a short distance to an existing Mark Clement August 20,2013 Page 2 concrete floodwall.Trees and shrubs are located in the narrow strip of shoreline waterward of the floodwall. WORK ACTIVITIES PROPOSED WITHIN THE SHORELINE JURISDICTION The Truck Inspection task is located approximately 70 feet from the OHWM at its closest location and the Spine Road and Parking Improvements are approximately 150 feet from the OHWM.There are no buildings proposed within 200 feet of the shoreline and there are no adjacent residential areas with views of the shoreline.Constzuction within the SMP jurisdiction will consist of th following work elements; •Truck Inspection Relocation:Work includes replacing existing pavement with concrete pavement for heavier vehicles.This work will not increase impervious surface beyond existing conditions.Work also includes moving one existing light pole further away from the OHWM of the Cedar River,but still within the shoreline jurisdiction. •Spine Road and Parking Improvements:Work includes grindIng and repaying existing parking areas,restriping,replacement of a perimeter security fence along the east side of the existing Boeing Access road and removal of an existing landscaped island that will be replaced with a small area of asphalt. SHORELINE EXEMPTION Pursuant to RMC 4-9-190(C),a ShorelIne Exemption may be issued for the proposed work activities occurring within the jurisdiction of the SMP.Because the project involves improvements to existing developments within the shoreline zone,the project qualifies for an exemption under Maintenance and Repair.The proposed project elements within the shoreline zone qualify for this exemption per RMC 4-9-190(C)(3)(c)that states an exemption can be issued for replacement of a structure or development if it is comparable in size and location to the original structure or development. COMPLIANCE WITH THE SMP FOR NON-CONFORMING SITES (RMC 4-10095) Per the pre-application meeting notes,the project site is considered to be a non-conforming site. This memorandum demonstrates compliance with the table in RMC 4-10-095(F)(1)for alteration of an existing structure for a non-single-family development.The proposed project acvities will not result in a change In buildIng footprints and/or a net increase In impervious surfaces within the shorelIne zone.Therefore,this project is considered an "Alteration Without Expansion"and the Compliance Standard states that "no site changes are required"for projects that do not result in expansions of building footprints or impervious surfaces. NO NET LOSS OF ECOLOGICAL FUNCTIONS As described above,the project elements will not result in new structures or increased impervious surfaces within the shoreline zone.All work activities are occurring on previously Mark Clement August 20,2013 Page 3 developed areas of Boeing's Renton facility and the proposed project will not result in any expansion of the existing site further into the shoreline zone.The proposed project will not result in any adverse impacts and there will be no net loss of ecological functions as a result of the proposed work activities within the shoreline zone. I [ Vanessa Dolbee From: Sent: To: Subject: Attachments: Vanessa Dolbee Wednesday,October 16,2013 2:48 PM 'gretchen.kaehler@dahp.wa.gov'FW:Boeing Site Logistics.Renton Manufacturing Plant -Cultural Resources letter Letter to Vanessa Dolbee_20131015 .docx Gretchen, In response to your letter submitted to the City of Renton,dated September 30,2013,related to the NOA for the Boeing Site Logistics project City file number LUA13-001122;Boeing has prepared the attached response.The attached proposal from Boeing will be incorporated into the SEPA review.Please let me know if you have any comments and/or concerns with the attached proposal. Thankyou, Vanessa Dolbec Se0ior Planner Department of Community &Economic Development City of Renton Renton City Han -6th Floor 1055 South Grady Way Renton,WA 98057 425.430.7314 From:Clement,Mark D [mailto:mlrk.d.clementboeino.com] Sent:Wednesday,October 16,2013 12:04 PM •,To:Vanessa Dolbee Cc:Uman,Jesse D;Nell R.Watts Subject:Boeing Site Logistics,Renton Manufacturing Plant -Cultural Resources letter :Va6essa, For your use. Thankyou Mark Clement Permit Specialist The Boeing Co. 206 617-2944 '"':':"..'":.:::DenisLaw :"':'':':':.-"''-''.." :'.::.".''Od:t0ber:24,2013 "':•.".Oe'pirtmehtof'Commu;11tyand Economic Development "".:.••",..-i :'-,: •"#....-•."••':'..''.:.......".,''":."."/."EE Chi)!Vmcent Admimstrator....'.•.' •''..".'o-a:.^"enue"',,L,,/v "'"'....""'"'..... ..-.en,o,-.A/^Qn7.,,,,,,,,.,,,,,.,,--:.....,..-...:...'.,:...-.. .,..,..•...,.•'.."',i "":''':'""""""''"'::'"""":":•.,.,....-...,...'"'.".'.:.:'-:,....,-...•.......•... ':.,::':',..',.:suBJECT:,'..:.'.,ENVIRONME'N:I;AI;'(SEPA).THRIsHoLD DETERM'INAT'i0N ";".-.::-::'..":'.""'::."':.::.': ..'":."'='"'.....:.':'."Boeing:site.Logistics.pf:Oje:,LUA13::O01122;ECF,SME'MOD,'MOD..":-:.-".'::'.-.' '..This letter.is Written on behalf'of the,Environmental Review.C-ommittee (ERC)to"advise..,',,."...•..': :'..:v '..'you that:theYla,ec0mpletd tei¢reviewlof"the:sulject prbjec;(,a6d.have;.i:ss:eed.a".:"..'.......•',."'.'. /.......,:..threshdEetemii)a`ti:n.fNnignicancMitigatedw-ithMi:igatip.neas(Jres"",.:'i':.".......:.;i'.: S f Iosed'R p rt;f t 0fth tig q Mea es:...:.......•"Plea ereertotheenc ERC =e o or.alis eMi atio sur '..:.-:: •-.-...-..-,'.-.,.,:,....'..,,,.,•,.•.,.,,,.'., .,-.Appeals of theenvironmental determination mustbe filed.,n writing on o1:before 5:00 °.....-', 'i _"..'"'',.'...p;m:on NoVember B,20i3,t0gether.with tle.required fee Wih:HearingExaniner,.(it:y ':""..."', ..,'.-of Renton,.1055South.GradyWay,.Renton,.WA98057:Appealstothe Examiner.are,...-..",, ':i ..:':'governed'by RMC48-110 and information 'regaedingthe appe,il pE0cess may b'e.).:-"-.""r ";'" :'".'':'obtained from the,cityClerks0ff]cei:(425),30:65:f0...".::-'i ..:"",.:':.'.:.'":. .-.':.:....IftheEnwronmental Determination sappealeda pubhc:hearmgdatewdl be set and a[I '.,•..-.':. •...-.paes notified.,..ou.have,anyfurther.questons,.please call me:at-(425,430-731............:,:.-,.• .:•...,,.:.....,::,-...-..".'...":............'.,::.::"•.•.,"'..'•."'...':...-...:...'"..'.","""...':i:'r the gnvirSnmehtal Review Conm(ttee,....-.'-....!o ".:".,.'..''".."....:""-.:i •".'- i.".:.:":';:"'i::""".'i:./:,.!:!::,:"i::".,',.::.::":::::.":,..::'-..":".,..'d:''"'''::""":'-""':''::'"':'""""":" •..-.:.:.,"....'...'...,,:::-...•..':-.'..:. ..":.....:..':....vanessa DoJbee.::,::......:..:,:'..•./'".':"-.:i'i '......,:.:."::......"'" ''.""!':,'':Senior Planner ""."....:.:...::.':';...,.:......"::.i:"-:..'...-,'.".'.,.' ,.,"'"Enclosure ""-,"'.".....,""•"":":..:'"'-',.""'.''"',:-':".'. :.;....."cc::.""CheNl:14o;tllarty(leslof'Rec'o'rd,"''"',':.:'...,:"........:.,..: •::....",'y H iOSS So dyw /;1 98057 ,;V''.'"•,:'",n ,,Re ton Cit all *uth Gra a Re ton,Washington rentonw&go ••,.' October 24,2013 Depament 07"1o @ C,E."Chip"Vincent,Administrator Washington State Department of Ecolob/ Environmental Review Section PO Box 47703 Olympia,WA 98504-7703 Subject:ENVIRONMENTAL (SEPA)THRESHOLD DETERMINATION lransmitted herewith is a.copy of the Environmental Determination for the following project reviewed by the Environmental Review Committee (ERC)on October 21,2013: SEPA DETERMINATION: PROJECT NAME: PROJECT NUMBER: Determination of Non-Significance Mitigated (DNSM) Boeing Site Logistics Project LUA13-001122,ECF,SME,MOD,MOD Appeals of the environmental determination must be filed in writing on or before 5:00 p.m.on November 8,2013,together with the required fee with:Hearing Examiner,City of Renton,1055 South Grady Way,Renton,WA 98057.Appeals to the Examiner are governed by RMC 4-8-110 and information regarding the appeal process may be obtained from the City Clerk's Office,(425)430-6510. Please refer to the erclosed Notice of Environmental Determination for complete • details.If you have questions,please call me at (425)43(3-7314. For the Environmental Review Committee, Vanessa Dolbee Senior Planner Enclosure CC:King County Wastewater Treatment Division Boyd Powers,Department of Natural Resources Karen Walter,Fisheries,Muckleshoot Indian Tribe Melissa Calvert,Muekleshoot Cultural Resources Program . Gretchen Kaehler,Office of Archaeology &Historic Preservation Ramie Pazookl,WSDOT,NW Region Larry Fisher,WDPH Duwamish Tribal Office US Army Corp.of Engineers Renton City Hall "1055 South Grady Way •Renton,Washington 98057 •rentonwa.gov DEPARTMENT OF COMMUNITY AND ECONOMIC DEVELOPMENT DETERMINATION OF NON-SIGNIFICANCE-MITIGATED (DNSM) MITIGATION MEASURES AND ADVISORY NOTES PROJECT NUMBER: APPLICANT: LUA13-0011222,ECF,SME,MOD,MOD Mark Clement PROJECT NAME:Boeing Site Logistics Project PROJECT DESCRiPTION:The Boeing Renton Manufacturing Plat "site logistics" project,located at 737 Logan Ave.N.The project incudes 7 tasks:1)Truck Inspection Relocation and SW Marshaling Yard;2)Parts Movement Road Improvement;3)Gate D-3S and Badge Office Relocation;4)Spine Road and Parking Improvements;S)Lot 1 Marshaling Yard;6)Site Duct Banks;and 7)Existing Truck Inspection and Secondary Air Compressor Plat.The project includes 6 new buildings totaling 71,086 SF in area and the replacement of 3,161 linear ft.of 12 -30 inch piping.The overall project would require approximately 26,000 cu.yd.of fill material. The site is located along both Lake Washington and the Cedar River.The site is vested to 2002 Heaw Industrial (IH)zoning as a result of a develoPmen agreement PROJECT LOCATION;737 Logan Avenue N LEAD AGENCY:The City of Renton Department of Community &Economic Development Planning Division MITIGATION MEASURES: 1.Site specific geotechnical evaluations shall be completed for new and/or relocated buildings as determined necessary bythe Building Department.Such studies shall be submitted with the building permit application for review and approval by the Building Plans Reviewer. 2.A minimum of one-way vehicular traffic shall be maintained along N 6th St.to pro;videaccess to Cedar River Park and N Nishiwaki Ln.at all times.Lane closures shall only be permitted during active construction activity.A traffic control plan shall be submitted to the City for Review and approval prior to the commencement of construction. 3.At least one week prior to any road closures on N 6th St,the approved traffic control plan shall be submitted to the City of Renton Community Services Department. 4.Lane closures on N 6th St.shall be limited to October 1 -April 30 and no lane closures shall be permitted on Saturdays or Sundays. 5.The applicant shall comply with the proposal provided in the October 16,2013 letter,prior to and during construction. ADIvISORY NOTES: The followingnotes are supplemental information provided in conjunction with the administrative land use action.Because these notes are provided as information only,they are not subject to the appeal processfor the land use actions. PlanninR: 1.RMC section 4-4-030.C.2 limits haul hours between 8:30 am to 3:30 pro,Monday through Friday unless otherwise approved by the Development Services Division. 2.Commercial,multi-family,new single family and other nonresidential construction activities shall be restricted to the hours between seven o'clock (7:O0)a.m.and eight o'clock (8:00) p.m.,Monday through Friday.Work on Saturdays shall be restricted to the hours between nine o'clock (9:00)a.m.and eight o'clock.,(8:O0)p.m.No work shall be permitted on Sundays. Within thirty (30)days of completion of grading work,the applicant shall hydroseed or plant an appropriate ground cover over any portion of the site that is graded or cleared of vegetation and Where no further construction work will occur within ninety (90)days. Alternative measures such as mulch,sodding,or plastic covering as specified in the current King County Surface Water Management Design Manual as adopted by the City of Renton may be proposed between the dates of November 1st and March 31st of each year.The Development Services Division's approval of this work is required prior to final inspection and approval of the permit: 3, Fir._.ee:, 1.Adequate fire flow is provided by the private Boeing fire main systems.Separate plans and permits are required by the Renton Fire Department for the relocation and addition of all fire main and firehydrants.Additional fire hydrants may be required for the Badge office building relocation and the Air compressor building.Further analysis will be conducted as each project proceeds. 2.Fire sprinkler systems are required for the Marshalling yard building and the Air compressor building.The existing Badge office building fire sprinklers shall be reconnected to a new fire main.Separate plans and permits required for all fire sprinkler system installation and relocations. 3.Fire apparatus access to the Badge office building does not meet minimum requirements. increase access road widths to a minimum of 20-feet and/or provide an approved turn around on the proposed access road to the south.Turning radius are 2S-feet inside and 45- feet outside. 4.Fire alarm systems shall be limited to fire sprinkler monitoring only in the building equipped with such. ERC Mitigation Measures and Advisory Notes Page 2 of 2 DEPARTMENT OF COMMUNITY AND ECONOMIC DEVELOPMENT ENVIRONMENTAL (SEPA)DETERMINATION OF NON-SIGNIFICANCE -MITIGATED (DNS-M) PROJECT NUMBER:LUA13-O011222,ECF,SMEI MOD,MOD APPLICANT: PROJECT NAME: Mark Clement Boeing Site Logistics Project PROJECT DESCRIPTION:The Boeing Renton Manufacturing Plat "site logistics"project,located at 737 Logan Ave.N.The project incudes 7 tasks:1)Truck Inspection Relocation and SW Marshaling Yard;2)Parts Movement Road Improvement;3)Gate D-35 and Badge Office Relocation;4)Spine Road and Parking Improvements;5)Lot 1 Marshaling Yard;'6)Site Duct Banks;and 7)Existing Truck Inspection and Secondary Air Compressor Plat,The projectJncludes 6 newbuildings totaling 71,086 SF in area and the replacement of 3,161 linear ft.of 12--30 inch piping.The overall project would require approximately 26,000 cu.yd.of fill material. The site is located along both Lake Washington and the Cedar River•The site is vested to 2002 Heavy Industrial (IH)zoning as a result of a development agreement PROJECT LOCATION:737 Logan Avenue N LEAD AGENCY:City of Renton Environmental Review Committee Department of Community &Economic Development .The City of Renton Environmental Review Committee has determined that it doesnot have a probable significant adverse impact on the environment.An Environmental Impact Statement (EIS)is not required under RCW 43.21C.030(2)(c).Conditions were imposed as mitigation measures by the Environmental Review Committee under their authority of Section 4-9-070D Renton Municipal Code.These conditions are necessary to mitigate environmental impacts identified during the environmental review process.Because other agencies of jurisdiction may be involved,the lead agency will not act on this proposal for fourteeh (14)days. Appeals of the environmental determination must be filed In writing on or before 5:00 p.m.on November 8,2013. Appeals must be filed in writing together with the required fee with:Hearing Examiner,City of Renton,1055 South' Grady Way,Renton,WA 98057.Appeals to the Examiner are governed by RMC 4-8-110 and more information may be obtained from the Renton City Clerk's Office,(425)430-6510. PUBLICATION DATE:October 25,2013 " ZDATEOFDECISION:October 21,2013 SIGNATURES: Gregg Zimnm acl mlnist rtor Public Works Department Terry Higashiyama,Administrator Community Services Department /Mark Peterson,Ad'mmistrator Da/re Date Fire &Emergency Services _!3C,E."Chip"Vincent,Administrator Department of Community &Date Economic Development Date DEPARTMENT OFCOMMUNITY .•-....®AND ECONOMIC DEVELOPMENT ENVIRONMENTAL REVIEW COMMITrEE MEETING AGENDA•,, TO: FROM: MEETING DATE: TIME: LOCATION: Gregg Zimmerman,Public Works Administrator Terry Higashlyama,Community Services Administrator Mark Peterson,Fire &Emergency Services Administrator C.E."Chip".Vincent,CE D Administrator Jennifer Henning,Current Planning Manager Monday,October 21,2013 3:00 p.m. Sixth Floor ConferenceRoom #620 Boeing Site Logistics Project,.......(Dolbee) LUA13-O01122,ECF,SME,MOD,MOD :737 Logan Avenue N.":The Boeing Renton Manufacturing Plat "site logistics" project,located at 737 Logan Ave.N.The'project incudes 7 tasks:1)Truck Inspection Relocation and SW Marshaling Yard;2)Parts Movement Road Improvement;3)Gate D-35 and Badge Office Relocation;4) Spine Road and Parking Improvements;5)Lot 1 Marshaling Yard;6)Site Duct Banks;and 7)Existlng Truck Inspection and Secondary Air Compressor Plat.The project include;6 new buildings totaling 71,086 SF in area and the replacement of 3,161 linear ft.of 12 -30 inch piping.The overall project would require approximately 26,000 cu.yd.of fill material•The site is located along both Lake Washington and. the Cedar River.The site is vested to 2002 Heavy Industrial (IH)zoning as a result of a development agreement•, •J ..~"• .....(Mathlas)Benson HiilCommunlty Plan ......'' :.genson Hill,CommuniW Area..:The Behson Hill Community Plan identifies goals • :"and object!yes for the improvements and development that occurs with thbBenson Hill community over ;the nexttwenty,years,•., cc:D.Law,Mayor .- J.Covington,Chief Administrative Officer -, D.Jacobson;Deputy PW Administrator -Transportation C.Long,Economic Development Director ® N.Watts,Development Services Director L.Warren,City.Attorney ® P.Olbrechts,Hearing Examiner D.Pargas,Assistant Fii'e Marshal,° J.Medzeglan,Council DEPARTMENT OF COMMUNITY AND ECONOMIC DEVELOPMENT ENVIRONMENTAL REVIEW COMMITTEE REPORT ERC MEETING DATE:October 21,2013 Project Name:Boeing Site Logistics Project Project Number:LUA13-001122,ECF,SME,MOD,MOD Project Manager:Vanessa Dolbee,Senior Planner Owner:Boeing Corporation,737 Logan Avenue N,Renton,WA 98057 Applicant/Contact:Mark Clement,737 Logan Avenue N,Renton,WA 98057 Project Location:737 Logan Avenue N Project Summary:The applicant has requested SEPA Environmental Review for the Boeing Renton Manufacturing Plat "site logistics"project,located at 737 Logan Ave.N.The project includes 7 tasks as follows:1)Truck Inspection Relocation and SW Marshaling Yard;2)Parts Movement Road Improvement;3)Gate D-35 and Badge Office Relocation;4)Spine Road and Parking Improvements;5)Lot 1 Marshaling Yard;6)Site Duct Banks and Existing Truck Inspection;and 7) Secondary Air Compressor Plat.The majority of project construction would be limited to the boundaries of the existing Boeing facility with the exception of street frontage improvements and site circulation improvements.The project includes 6 new buildings totaling 71,086 square feet in area.The overall project would require approximately 26,000 cubic yards of fill material and the replacement of 3,161 linear ft.of 12 -30 inch piping.The site is located along both Lake Washington and the Cedar River,as such the applicant has request a Shoreline Exemption for maintenance work within the shoreline jurisdiction.In addition,the applicant has request two modifications one for street frontage improvements along 6th Ave.and a second for parking lot landscaping averaging across the site.The site is vested to 2002 Heavy Industrial (IH)zoning as a result of a development agreement.The applicant has indicated that 58 trees would be removed from the site with 183 new trees being planted. Exist.Bldg.Area 5F:Aprx.6 million SF Proposed New Bldg.Area (footprint):71,086 SF Proposed New Bldg.Area (gross):71,086 SF Site Area:159.36 AC Total Building Area GSF:71,086 SF STAFF Staff Recommends that the Environmental Review Committee issue a RECOMMENDATION:Determination of Non-Significance -Mitigated (DNS-M). Project Location Map ERC Report 13-O01122.docx City ofRenton Department ofCommunity &Economic Development aOEING SITE LOGISTICS PROTECT Report of October 21,2013 Environmental Review Committee Report LUA13-O01122,ECF,SME,MOD,MOD Page 2 of 13 l PART ONE:PROJECT DESCRIPTION /BACKGROUND The Boeing Company is increasing the rate of production at its Renton manufacturing facility located at 737 Logan Ave.N.In order to accommodate the increased rate of production the applicant has proposed a variety of site modifications to increase the efficiency and safety of the site operations necessary to support the increased production rate.Overall,the applicant has indicated that the "Site Logistics"project would optimize efficiency by improving material management flow;reduce congestion by revising and repurposJng site layout and minimizing the number of personnel vehicles within the secured perimeter area and improve site safety by providing better separation of parts,equipment,and people. The applicant has indicated the project would impact four parcels,072305-9001,082305-9187,088660- 0060,and 088661-0090.However,the City of Renton's system only recognizes two parcels listed on the application;072305-9001 and 082305-9187.More importantly,all the work proposed would be within the boundaries of the existing 737 manufacturing facility with some minor work impacting adjacent rights-of- way.The site is bounded to the north by Lake Washington,to the west by the Cedar River Park and the Cedar River,to the east by Logan Ave.N and to the south by N 6th St. The applicant site logistics proposal includes seven tasks anticipated to be constructed in phases.The following is a brief description of each task: Task 1:Truck Inspection Relocation and SW Marshaling Yard (anticipated construction schedule December 2013 to May 2014) •Provide new driveway entrance from N 6th St. •New heavyduty paving •New 32'x 80'inspection canopy •New 16'x 56.4'inspection office with restrooms •New lighting and signage systems •Restripe layout areas and circulation routes •New perimeter security fencing •Underground Utilities •Landscaping •New steel storage canopy structure (10,000 SF)with 2.5 ton crane •New 1,650 SF office building Task 2:Parts Movement Road Improvement (anticipated construction schedule November 2013 to May 2014) •Revise road between 4-21 and 4-17 building •Install heavy duty paving to widen roadway •Restripe parking,layout areas and circulation routes •Adjust various storm catch basins and utility valve boxes •New site lighting and signage •Partial demo of auto shop canopy Task 3'Gate D-3S and Badge Office Relocation and Perimeter Security Fencing (anticipated construction schedule November 2013 to May 2014) ERC Report 13-O01122,docx City ofRenton Department olCommunity &Er tic Development BOEINGSITE LOGISTICS PROJECT Report of October 21,2013 •Construct spine road between 8th St.and parts road •Site preparation and foundation •Relocate D-3S gatehouse •Relocate badge office •Restripe parking areas •Landscaping •Underground Utilities •Install new perimeter security fencing •Install new turnstile security gates •Power and communications "ronmentol Review Committee Report UA13-001221 ECF SME,MODI MOO Page 3 of 13 Task 4:Spine Road and Parking Improvements (anticipated construction schedule July 2014 to December 2014) •Construct new splne road and improvements to 7th and 8th Streets •Traffic Signal on 6th St. •Restripe parking and circulation routes •Parking lot landscape improvements •New pedestrian.circulation routes,cross walks and signals •New pedestrian covered walkway •Newshuttle bus location •Underground utilities Task 5:Lot 1 Marshaling Yard (anticipated'construction schedJle March 2014 to May 2014) •Restripe layout areas and parking •Install lighting &signage ••Relocate utilities 4 •Task 6a:Site Duct Banks (anticipated construction Schedule January 2014 to September 20i4) •install duct banks from substation #1 . •Install duct banks from substation #2 Task 6b:Existing Truck Inspection (anticipated construction schedule July 2014 to December 2014) •Remove existing foundation &utilities •Repurpose as new parking area Task 7:Secondary Air Compressor Plant(anticipated construction schedule March 2014 to May 2014) •New 22-foot tall single story building (5,400 SF) •Three air compressors (1)2,500 CFM and (2)2,000 CFM including all necessary ancillary equipment •Cooling towers and air storage tanks located outside of the building Overall the above tasks would result in 6 new buildings on the site as follows: 1.Inspection Canopy 2,500 SF 2.Inspection Office 900 SF 3.Storage Canopy 10,000 SF ERC Report 13-OOJ.122.docx' City ofRenton Deportment of Community &El BOEING SITE LOGISTICS PROJECT Report of October 21,2013 nic Development Zronmental Review Committee Report LUA13-OOJ122,ECF,$ME,MOD,MOD Page 4 of 13 4:Office 1,6505f S.Air Compressor building 5,400 SF 6.New pedestrian covered walkway 50,576 SF The above tasks would result in the following relocated buildings: 1.Gate House 215 SF 2.Badge Office 5,020 SF 3.Badge Office Storage Shed 655 SF Overall the utility upgrades identified above would result in replaced and new utilities between 12 and 30 inches in diameter for approximately 3,161 linear feet.The overall project would require approximately 26,000 cubic yards of fill material and the removal of 58 trees which would be replaced with 183 new trees. The City of Renton and The Boeing Company entered into a development agreement ("2002 agreement") on June 28,2002,by Resolution No.3568 which,among other things,established baseline trip counts, redevelopment credit and vesting of land use regulations under certain circumstances for ongoing Renton Plant operations and potential redevelopment,as such this project will be reviewed under Heavy Industrial (IH)zoning from 2002.Pursuant to the Renton Municipal Code in effect in 2002,Site Plan Review applied to all development in the zones listed under RMC 4-9-200B.1,but did not include the IH zone.Therefore, the subject proposal does not require Site Plan Review.However,environmental review under SEPA is required. In addition to the IH zoning,the site is subject to the Shoreline Management Program (SMP)because portions of the site are located within the shoreline jurisdiction of Lake Washington and the Cedar River. The applicant has also requested a Shoreline Exemption for the work proposed within the shoreline of both these water bodies. With the application the applicant submitted a Traffic Analysis,Technical Information Report,Geotechnical Analysis,and a Habitat and Stream/Lake Study. I PART TWO:ENVIRONMENTAL REVIEW In compliance with RCW 43.21C.240,the followirtg environmental (SEPA)review addresses only those project impacts that are not adequately addressed under existing development standards and environmental regulations. A,EnvironmentalThreshold Recommendation Based on analysis of probable impacts from the proposal,staff recommends that the Responsible Officials: Issue a DNS-Mwith a 14-day Appeal Period. B.Mitigation Measures 1.Site specific geotechnical evaluations shall be completed for new and/or relocated buildings as determined necessary by the Building Department.Such studies shall be submitted with the building permit application for review and approval by the Building Plans Reviewer. ERCRepo13-OO1122.docx City of Renton Department ofCommunity&Economic Development BOEING SITE LOGISTICS PROJECT Report of October 21,2013 Environmental Review Committee Report LUA13-OO1122,ECF,SME,MOO,MOO PaRe S of 13 2.A minimum of one-way vehicular traffic shall be maintained along N 6th St.to provide access to Cedar River Park and N Nishiwaki Ln.at all times.Lane closures shall only be permitted during active construction activity.A traffic control plan shall be submitted to the City for Review and approval prior to the commencement of construction. 3.At least one week prior to any road closures on N 6th St,the approved traffic control plan shall be submitted to the City of Renton Community Services Department. 4.Lane closures on N 6th St.shall be limited to October 1 -April 30 and no lane closures shall be permitted on Saturdays or Sundays. 5.The applicant shall comply with the proposal provided in the October 16,2013 letter,prior to and during construction. C=Exhibits Exhibit 1 Exhibit 2 Exhibit 3 Exhibit 4 Exhibit 5 Exhibit 6 Exhibit 7 Exhibit 8 Exhibit 9 Exhibit 10 Exhibit 11 Exhibit 12 Exhibit 13 Exhibit 14 Exhibit15 Exhibit 16 Exhibit 17 Exhibit 18 Exhibit 19 Exhibit 20 Exhibit 21 Neighborhood Site Map Vicinity Site Map Project Task Plan Canopy &Office Floor Plan &Elevations Truck Canopy &Office Elevations and Floor Plans (Sheets A1.2.1 and A1.2.2) Gate D-35 Relocation Floor Plan &Elevations Badge Office Relocation Elevations and Floor Plans (Sheets A3.1.2 and A3.1:3) Pedestrian Covered Walkway Secondary Air Compressor Plant Elevations and Floor Plans (Sheets A7.2.1 and A7.2.2) Project Task 1A-SW Marshaling Yard Site Plan Project Task 1g -Truck Inspection Project Task 2 -Parts Movement Road Project Task 3 -Gate D-3S and Badge Office Relocation Project Task 4 -Spine Road and Parking Improvements Project Task 5 -Lot 1 Marshaling Yard Project Task 7A -Air Compressor Building Project Task 7 -Remove Existing Truck Inspection Fire,Plan Review and Police Notes Muckleshoot Indian Tribe Comments and Applicant's response DAHP Comment Letter Cultural Resources Support letter D.Environmental Impacts The Proposal was circulated and reviewed by various City Departments and Divisions to determine whether the applicant has adequately identified and addressed environmental impacts anticipated to occur in conjunction with the proposed development,Sta reviewers have identified that the proposal is likely to have thej:ollowing probable impacts: 1.Earth ERC Report 13-O01122.docx City of`Renton Deportment of'Community &Economic Development BOEING SITE LOGISTICS PROJECT Report of October 21,2013 Environmental Review Committee Report LUA23-O01122,ECF,$ME,MOD,MOD Page 6 of 13 Impacts:The applicant has indicated that the overall site logistics project would result in approximately 26,000 cubic yards of fill material. The applicant submitted a Geotechnical Consideration Memorandum (geotechnical memorandum), prepared by Soil &Environmental Engineers,Inc.,dated August 19,2013.The memorandum presents the general geotechnical conditions and consideration at the subject site,including but not limited to subsurface soil and groundwater conditions,soil stability and settlement potential, typical foundation types etc. The subject site is primarily flat and developed.Pursuant to the provided geotechnical memorandum the Boeing plant site was originally leveled during WWII with about 2 -5 feet of thick fill.The native soils immediately under the fill include alluvial deposits over 100 feet in thickness.Alluvial deposits are typically soft and unconsolidated in the upper 50 feet and become more compact thereafter.Soil &Environmental Engineers,Inc.,conducted two soil test borings in January 2012 in the northwestern corner of the plant site.These borings found glacially deposited and consolidated soil (hard silt)at depths of 150-170 feet and the soil extended to the maximum boring depth of 180 feet.In addition to these two borings,previous data from different projects on the south side of the Renton airport show that the hard silt is underlain by sandstone. The geotechnical memorandum concluded that the depths of groundwater vary from about 3 feet at the north side of the site to 6 feet at the south side of the site.The ground water on the northern portion of the site is affected by the lake level.The depth of groundwater in the southern portion of the site is affected mainly by recharge from precipitation.Recommendations included in the geotechnical memorandum include construction dewatering required for excavation depths exceeding 4 to 6 feet depending upon the location of the plant.Furthermore,the memorandum addressed the plant's limit for daily discharge of water regulated byMetro King County,which allows for up to 25,000 gallon per day of storm/sewer system discharge.These restrictions may: affect construction sequencing due to the need for dewatering.In addition,the memorandum identifies that pre-discharge treatment.may be required for water quality control. The subject site is located in an area identified to contain seismic hazards based onthe City's" •critical areas maps;as such the prov!ded geotechnical memorandum addressed seismic hazard design consideration.The memorandum concludes that loose sandy soils between the groundwater table and a depth of 50 feet are liquefaction prone and may result in a few inches of ground settlement during and after a strong earthquake.In addition to the previously mentioned recommendations the geotechnical memorandum includes other recommendations for utility construction and foundations.However,these recommendations are not specific.to the buildings proposed to be built and/or relocated on the project site.The introduction of the study states that the engineer "envisions that we will perform additional project-specific geotechnical investigations and prepare site -specific geotechnical reports once the locations of the specific buildings and infrastructure are identified".Based on the generality of the recommendations included in the memorandum and the previously stated assumption by the Geotechnical Engineer;staff recommends as a mitigation measure that site specific geotechnical evaluations be completed for new and/or relocated buildings as determined necessary by the Building Department.Such studies shall be submitted with the building permit application for review and approval by the Building Plans Reviewer. Mitigation Measures:Site specific geotechnical evaluations shall be completed for new and/or relocated buildings as determined necessary by the Building Department.Such studies Shall be ERC Report 13.001122.docx City o/Renton Department o/Community &Economic Development BOEING SiTE LOGISTICS PROJECt Report of October 21,2013 Environmental Review Committee Report LUA23-O02122,ECF;SME,MOD,MOD Page 7 of 13 submitted with the building permit application for review and approval by the Building Plans Reviewer. Nexus:SEPA Environmental Review,RMC 43-050 Critical Areas Regulations,RMC 4-4-060 Grading, Excavation and Mining Regulations. 2.Water a.Wetland,Streams,Lakes Impacts:The subject site is bordered by Lake Washington at the north extent and the Cedar River along the west.Both Lake Washington and the Cedar River are Shorelines of the State.The subject project is located within Reach I of Lake Washington and Reach A of the Cedar River both identified as Shoreline High Intensity. The applicant submitted a memorandum,titled "Habitat Data Report and Standard and Supplemental Stream/Lake Study"prepared by Berger/ABAM dated August 19,2013.The study, evaluated both habitat and stream and lake impacts as a result of the subject project.The study concludes that the shoreline area of both the Cedar River and Lake Washington at the project site have been significantly altered in the past and do not represent a high quality,functioning riparian environment.However,the study continues to state that despite the altered condition the two water bodies provide important ecological functions for salmonid and other aquatic species,such as foraging,rearing,and migration. Of the seven separate tasks identified in the project description,two are located within 200 feet of the Cedar River;none are located within 200 feet of Lake Washington.Task 1 (truck inspection •relocation)and the southeastern potion of Task 4 (spine road and parking improvements)are located within 200 feet of the Ordinary High Water Mark (OHWM)of the Cedar River.At the closest point Task 1,would be 140 feet.from the OHWM and Task 4 would be 150 feet from the OHWM.Both Task 1 and 4 ape separated from the Cedar Riverby the Boeing access road and Nishiwaki Ln.in addition to the developed Cedar River trail and park.Based on the existing conditions,separation from the Cedar River by two roadways and a developed park;the study concludes that the proposed project would not result in substantial impacts to the shoreline area and therefore would result in no net loss of ecological functions. Comments were received from the Muckleshoot Indian Tribe Fisheries Division (Exhibit 19)on September 25,2013.The comments were primarily comprised of questions about the project related to tree removal,nighttime lighting and stormwater.The applicant provided responses to the questions (Exhibit 19)which concluded that notrees would be removed within the shoreline jurisdiction and new and relocated lights for the project would be more than 200 feet from both the Cedar River and Lake Washington.At the time of this report,no further comments have been received from the Muckleshoot Indian Tribe. Mitigation Measures:No further mitigation needed Nexus:N/A b.Storm Water Impacts:The applicant submitted a Preliminary Technical Information Report (TIR),prepared by. Berger ABAM,dated August 19,2013.Based on the provided TIR the subject site is predominantly covered by production facilities and supporting interior roadways and parking areas.The TIR concludes that less than one percent of the surface cover is pervious at the existing site.Under ERC Report 13-O01122.docx City o/Renton Department o.f Community &Economic Development BOEING SITE LOGISTICS PROJECT Report of October 21,2013 Environmental Review Committee Report LUA13-O01122,ECF,SME,MOD,MOD Page 8 of 13 current conditions site runoff is collected by closed pipe conveyance systems which outfalls directly to Lake Washington.The TIR states that the proposed project would result in essentially unchanged surface cover,topography and hydrology at the project site.Below is a table provided in the TIR to compare existing and developed surface cover. ,'i.,,':':,,'::::i'i'*i *'!''!,':',''*%%'j i ,=:'............f ;,.,,.....:',,'....,l *".:[',un'ace over :,..,,......,,,!,,r •Exist ng CohditiOhs:?':l*::"uevempeo!.onaR.on,.:,,,.:' Total Site Area 46.486 acres (2,024,9475F) Pervious (Landscape)3.076 acres 3.258 acres (133,997 SF)(1,88,008 SF) Impervious (Pavement,buildings,43.41 acres 43.228 acres etc.)(1,890,950 SF)(1,88,008 SF) Total New Impervious Area 1.328 acres (57,849 SF) Total New Pollution-Generating Impervious 2.595 acres •(213,030SF) Total Replaced Impervious Area 8.461 acres (368,577 $F) Total Replaced Pollution-Generating Impervious (PGIS)7.19.5 acres (313,396 SF) The industrial activities that occur at the subject site require that the facility participate in a statewide Industrial Stormwater General Permit (ISWGP)and maintain a Stormwater Pollution Prevention Plan (SWPPP)meeting the requirements of the Department of Ecology (DOE).Based on the existing ISWGP and SWPPP for the Boeing Plant the site's conveyance system has 21 separate outfalls that directly or indirectly drain to Lake Washington.The naming conventions used in the SWPPP have been used in the TIR.The project is anticipated to affect six Basins 21,25,27,31,32, and 34 and four outfalls,John's Creek-O01,002,004,and 021. The TIR indicated that the project would meet the requirements of the Direct Discharge Exemption However,the TIR concludes that the project would result in an impervious surface coverage of more than 65 percent,therefore flow control BMPs are required to be applied to the project site. The TIR anticipates that the project would implement the Native Growth Retention Credit for a total of 40,500 SF of created forest type landscaping as the preferred BMP option. In addition to flow control BMPs the project would be'required to meet Basic Water Quality Treatment.The TIR has indicated that this would be provided for the project site by a Contech Stormfilter Vault using approximately 35,27-inch cartridges proceeded by a CDS hydrodynamic separator to provide pre-treatment.The water quality treatment facility would be constructed within the limits of the SW Marshaling Yard Project Task Area and would target pollution generating impervious surfaces.This facility is intended to provide treatment for the entire Basin 32 area following a treatment trade for PGIS area created by the entire project.In order to accommodate the treatment trade,the TIR has indicated that the project would make modifications to the size of tributary drainage basins,32,34 and 27.These proposed modifications ERC Report 23-O02222.docx City ofRenton Department of Community &Economic Development BOEING SITE LOGISTICS PROJECT Report of October 21,2013 Environmentol Review Committee Report LUA13-O01122,ECF,SME,MOD,MOD Page 9 of 13 redirect stormwater run-off to the proposed water quality treatment facilities to be constructed in Basin 32 and are intended to reduce the tributary area for the existing water quality treatment facility in Basin 27.The TIR concluded th'at the above proposed basin modifications Would have no negative impacts. In addition to the above analysis the TIR conducted an off-site analysis,conveyance system analysis and design,evaluated special reports and studies,and considered other permitting needs.Overall, it is anticipated there would be no impacts to stormwater as a result of the proposed project, provided the project complies with the 2009 King County Surface Water Design Manual,and the Renton Amendments. Mitigation Measures:No further mitigation needed Nexus:N/A 3.Wildlife Impacts:The applicant submitted a memorandum,titled "Habitat Data Report and Standard and Supplemental Stream/Lake Study"prepared by Berger/ABAM dated August 19,2013.The study, evaluated both habitat and streamand lake impacts as a result of the subject project.The study includes findings from a review of the US Fish and Wildlife Services (USFWS),Washington Department offish and Wildlife (WDFW)and the National Marine Fisheries Service (NMFS) database for listed species and habitat mappings.According to USFWS database,northern spotted owls,marbled murrelets,bull trout,grizzly bear and North American wolverine are known to occur in King County.The Study however states that the site does notcontain the mature,old-growth coniferous forest habitat that is known to support spotted owls and marbled murrelets.In addition,the city environment of the greater seattle area,including Renton,is not critical habitat for grizzly bears or wolverines.Finely,the study concludes that the critical habitat designated for bull trout by USFWS does not include the Cedar River or Lake Washington.As such,the study found that.the project site does not include critical habitats for non-salmonid species. Mitigation Measures:No further mitigation needed Nexus:N/A a.Noise Impacts:Temporary construction noise is anticipated as a result of the subject project.Based On the provided construction mitigation description the applicant has indicated that construction is anticipated to begin in October of 2013 and finish in December of 2014.The standard hours of construction are anticipated Monday through Friday,7:30 am to 3:30 pm.However,it was noted that special off-shift hours outside the standards hours may be required for theconstruction of the new traffic signal,street improvements,internal site paving,and utility shutdowns tO minimize impacts to traffic and Boeing plantproduction.No specific off-shift hours were provided in the construction mitigation description.In addition to off-shift hours the applicant has indicated that they do not anticipate nighttime work however,if nighttimework is determined to be required at a later date,they would apply to the City for a noise variance.At this time,the applicant has indicated that the majority of the construction work would occur during typical construction hours. Furthermore,the site is surrounded by industrial activity and/or commercial development,with the exception of the Cedar River Park.As such,the temporary noise impacts are anticipate to be minimal and limited in duration. Mitigation Measures:No Further Mitigation Required ERC Report 23-O01122.docx City qfRenfon Department ofCommunity&Economic Development BOEINGSITE LOGISTICS PROJECT Report of October 21,2013 Environmental Review Committee Report LUA13-OO1122,ECFe SME,MaD1 MaD Page 10 of 13 Nexus:N/A 4.Parks and Recreation Impacts:The Boeing plant site is located immediately east of the Cedar River Park.The Cedar River Park is a linear park that runs parallel to the Cedar River.Vehicular access to the park is provided via N 6th St.Ifl addition,the intersection between N 6th St.,Boeing's current site access and Nishiwaki Ln.would be impacted by the proposed site changes.Based on the provided traffic analysis (additional information below under Transportation),the traffic volumes on N 6th St.west of the new proposed Spine Road (towards the park)would be greatly.reduced with the anticipated shift in travel patterns for the overall site,despite the additional truck trips anticipated for this roadway.Based on the provided traffic analysis,it is not anticipated that the proposed site logistics project would have long term impacts to the Cedar River Park.However,during construction short term impacts are anticipated. Based on the provided construction mitigation description,the applicant has indicated that the closure of N 6th St.is anticipated for the installation of a new traffic signal and other short term intermittent closures may be required.The complete closure of N 6th St.would eliminate public access to Cedar River Park and the Boathouse (business)located in the park.intermittent closure, could result in the inability for people to leave the park if already there and/or limit emergency vehicular access to the park during these closed times.As such,staff recommends as a mitigation measure,that at a minimum,one way traffic be maintained to Cedar River Park at all times.A traffic control plan shall be submitted to the City for Review and approval prior to the commencement of construction.The traffic control plan should also be provided to the Community Services Department so signage can be installed to notify the public of the access limitation. The boathouse business and the Cedar River Park are highly used during the summer months,July 1 through October 1.The park contains a picnic shelter which is rented by residents,a non- motorized boat launch,among other amenities that are used primarily during the summer months. Based on the submitted information,Task 4 includes the signal construction and is anticipated to be constructed between July 2014 and December 2014.In order to reduce impacts to park access, picnic shelter rentals,non-motorized boat launch and egress along with the boathouse business, staff recommends a mitigation measure to limit lane closures on N 6th St.to October 1 -April 30 along with no lane closures on Saturdays and Sundays. Mitigation Measures: 1.A minimum of one-way vehicular traffic shall be maintained along N 6th St.to provide access to Cedar River Park and N Nishiwaki Ln.at all times.Lane closures shall only be permitted during active construction activity.A traffic control plan shall be submitted to the City for Review and approval prior to the commencement of construction. 2.At least one week prior to any road closures on N 6th St,the approved traffic control plan shall be submitted to the City of Renton Community Services Department. 3.Lane closures on N 6th St.shall be'limited to October 1 -April 30 and no lane closures shall be permitted on Saturdays or Sundays. Nexus:SEPA Environmental Review,4-3-090 Shoreline Master Program Regulations 5.Historic and Cultural Preservation ERC Report 13-O01122.docx City of Renron Deportment of Community &Economic Development BOEING SITELOGISTICS PROJECT Report of October 21,2013 Environmental Review CommiY(ee Report LUA13-O01122,ECF,,ME,MOD,MOD Page 11 of 13 Impacts:In the SEPA checklist the applicant indicated that they completed a search of The Washington State Information System of Architectural and Archaeological Records Data.The Checklist concludes that the system did not identify any properties within the project area as being on the historic property inventory or register. The Washington State Department of Archaeology and Historic Preservation (DAHP)provided comments on the subject project (Exhibit 20).DAHP indicated that the project area has a high potential for archaeological resources.This is due the project site's proximity to the historical confluence of the Black and Cedar River and the old shoreline of Lake Washington.The letter indicates that there are four precontact archaeological sites within approximately S,000 feet of the project area.These four sites are all associated with the old channels and levies of the Black and Cedar Rivers.DAHP states that identificatioh during construction of such sites is not a recommended detection method because inadvertent discoveries often result in costly construction delays and damage to the resources.DAHP also concludes that it is difficult to recognize cultural resources in native soils because of the historic channel migration and seasonal flooding events associated with the rivers.As such,they recommend that a professional archaeologist be present to monitor ground disturbing activates,that a monitoring and inadvertent discovery plan be provided to DAHP and the applicant consult with the concerned Tribes cultural committees. Following receipt of the DAHP comments,the applicant retained AMEC Environment & Infrastructure,Inc.(AMEC)to provide cultural resources support for the Boeing Site Logistic project.In applicant provide a letter,dated October 16,2013 (Exhibit 21)which explains their intent to develop an archaeological monitoring and inadvertent discovery plan that would be specifically designed for the known environmental and archaeological conditions at the Renton Manufacturing Plant Site.The letter indicated the key component of the monitoring plan would be cultural resources training for all on-site construction personnel.The letter identifies that this training program was recently deployed on other Boeing projects along the Duwamish River and was vetted with the Muckleshoot Indian Tribe,Squamish Tribe,and the Duwamish Tribe prior to implementation.Based on past experience,the applicant believes the same approach would be supported at the Renton Manufacturing Plant site.Furthermore,the letter identifies that AMEC's professional archaeological monitors would be available on-call and would focus on areas where the project Would result in ground disturbing activates which could impact native sediment below 4 feet.Based on the site analysis completed by the applicant,the existing site sits on approximately 3 to S feet of fill material and maintains a low probability for significant cultural resources.Finally, the letter indicates that the archaeological monitoring and inadvertent discovery plan would map the Renton Site and identify areas based on geotechnical boring logs and historic aerial photographs/maps that depict the former shoreline in relationship to the current manufacturing sites'built environment. The applicant's proposal included in Exhibit 21,addresses the concerns identified by the DAHP as identified in their comment letter.As such,staff recommends as a mitigation measure,that the applicant shall comply with the proposal provided in the October 16,2013 letter,prior to and during construction. Mitigation Measures:The applicant shall comply with the proposal provided in the October 16, 2013 letter,prior to and during construction. Nexus:SEPA Environmental Review ERC Report 13-O01122.docx City ofRenton Department ofCommunity &Economic Development BOEINGSITE LOGISTICS PROJECT Report of October 21,2013 Environmental Review Committee Report LUAJ3-O01122,ECF,SME,MOD,MOD Page 12 of 13 6.Transportation Impacts:The existing Boeing plat is accessed via three roadways:Logan Ave.,N 8th St.,and N 6th St. As a part of the site logistics project,Boeing is proposing changes to the site access as follows: •New construction of a north-south roadway (aka -Spine Road),located internal to the project site. •Relocation of the truck inspection facility to the north side of N 6th St.,east of the Cedar River Trail. •Construction of a new east-west access roadway (aka 7th St.)with right-in/right-out only access to Logan Ave.N between N 8th St.and N 6th St.;and •Installing pedestrian facilitiesalong the central roadway and within the reconfigured parking lots to better separate pedestrian and vehicular flows. The goal of the above amendments to the Boeing plant site circulation changes is to reduce the number of private vehicles allowed within the'secured fence surrounding the primary Boeing manufacturing facilities and provide greater separation of pedestrian and vehicular flows. The applicant submitted a Traffic Circulation Analysis prepared by Transpo Group,dated September 6,2013.The scope of the analysis included,existing and anticipated changes to the on- and off-site roadway network,review of the recent collision history at the study location,existing and forecast traffic volumes,including the impacts of the revised circulation,existing and forecast traffic operations at the site access intersection,and recommended site access intersection channelization.It should be noted that the analysis assumed no growth in Boeing employment and evaluated the project with a horizon year of 2023.The analysis also included two peak hour evaluations,typical PM peak hour (4:45 -5:45 PM)and Boeing afternoon peak (1:30-2:30 PM).The analysis concludes that all site access intersections would operate acceptably at LOS €or better during either the weekday PM Boeing or commute PM peak periods with the construction of the proposed infrastructure plan and that all of the site access driveways and intersection impacted by the changes in travel patterns would operate acceptably during the weekday afternoon peak conditions (Boeing or commuter peak hours). In addition,the traffic analysis reviewed truck traffic changes to the public street system as a result of the relocation of the truck inspection facility to N 6th St.from north of N Bth St.The study identified that under existing conditions the truck inspection volumes showed approximately 100 to 115 trucks per weekday were processed through the existing truck inspection facility.Under current conditions the trucks enter arid exit the facility via the Logan Ave./Park Ave.intersection. The traffic analysis concluded that the relocation of the truck inspection could either shorten or lengthen thetravel time along Logan Ave.N depending on the direction of travel to the site.The study more generally concluded that traffic volumes on N 6th St.west of the new proposed Spine Road would be greatly reduced with the anticipated shift in travel patterns for the overall site, despite the additional truck trips anticipated for this roadway. Mitigation Measures:No Further Mitigation Required Nexus:N/A ERC Report 13-O01122.docx City of Renton Deportment of Community &Economic Development BOEING SITE LOGISTICS PROJECT Report of Errorl Reference source not found. Environmental Review Committee Report LUA13-O01122,ECF,SME,MOD,MOD Page 13 of 13 E.Comments of Reviewing Departments The proposal has been circulated to City Department and Division Reviewers.Where applicable,their comments have been incorporated into the text of this report and/or "Advisory Notes to Applicant." v"Copies of all Review Comments are contained in the Official File and may be attached to this report. The Environmental Determination decision will become final if the decision is not appealed within the 14-day appeal period (RCW 43.21.C.075(3);WAC 197-11-680). Environmental Determination Appeal Process:Appeals of the environmental determination must be filed in writing together with the required fee to:Hearing Examiner,City of Renton,1055 South Grady Way,Renton,WA 98057,on or before 5:O0 p.m.on November 8,2013.RMC 4-8-110 governs appeals to the Hearing Examiner and additional information regarding the appeal process may be obtained from the City Clerk's Office,Renton City Hall -7th Floor,(425)430-6510, ADVISORY NOTES TO APPLICANT The following notes are supplemental information provided In conjunction with the administrative land use action.Because these notes ore provided as information only,they are not subject to the appeal process for the land use actions. 1.RMC section 4-4-030.C.2 limits haul hours between 8:30 am to 3:30 pm,Monday through Friday unless otherwise approved by the Development Services Division. 2.Commercial,multi-family,new single family and other nonresidential construction activities shall be restricted to the hours between seven o'clock (7:00)a.m.and eight o'clock (8:00)p.m.,Monday through Friday.Work on Saturdays shall be.restricted to the hours between nine o'clock (9:00) a.m.and eight o'clock (8:00)p.m.No work shall be permitted on Sundays. 3.Within thirty (30)days.of completion of grading work,the applicant shall hydroseed or plant an appropriate ground cover over any portion of the site that is graded or cleared of vegetation and where no further construction work will occur within ninety (90)days:Alternative measures such as mulch,sodding,or plastic covering as specified in the current KingCounty Surface Water Management Design Manual as adopted by the City of Renton may be proposed between the dates of November 1st and March 31st of each year.The Development Services Division's approval of this work is required prior to final inspection and approval of the permit. Fire,Police and Plan Review Notes: See Exhibit 18 ERC Report 13-O01122.docx X144 Renton Boeing Neighboorhood Site Map Location:Renton,WA Source:King County/City of Renton GIS AUG 2 0 Z013 CITY OF RENTON i,l ANtlLN(3 I)IVLSION ,=Ili=It i filIII i=il! illlallli ''111111111 Iiii/ J ®i i co1"4 XILl I !,,,,llllIIl lilt..ll II!11,1.I,l.IH]I,[,[,I,I=HImIHIII|I Illltlll IIIIIlllllllllll 11111111 inlO11111111 J=ll=l= IIII Idh J ,.nIiI..p XI.IJ mXX 4 ! ® IF® IF® I I, L ,® I® i I® ® ® C IbED 'AUG 0 2013 CITY OF RENTON I I ) 'N ® tll ® 'II--I I l°l AUG 2,0 2Di3 CITY,OF RNTON PLANNING DIVISION ®®I J__Jrif-l"l'-4r )® @L ® P ® ! % I|-T --RCEIVED .....AL'pLANNINL IJIV I0[I S I i L I mm # i RECEIVED AUG 2 0 2013 CITY OF RENTON F:A.:N!'D!V!S!ON ® I FI FI 6 W ._=___= f"t i, I ! I -T111- RECEIVED AUG 2 @ ZOB CITY OF RENTON GO I HI I i I r''I r-r I \\ t J II',|II "i 'I|H l I REC !IVE PLANNING DIVISION Ill "IlltlIIt fl iI lIIllIIIIIidtIIqi'l Ill I lll hllidiUII11iiIII 1IhllII'lILIll It Ill ()® I = II,| ® !ECEI AUG202 i CITY OF D EXISTING 4-20 BUELDINO MANUFACTURING FLOOR ,r"1 ®® JIIIfII I I i II RECEIVED AUG 2 0 2013 CITY OF RENTON PLANNING DIVISlON i I I::; X 1.1.1 l ! PLAN REVIEW COMMENTS I,-UA13-001122)EXHIBIT 18 PLAN ADDRESS:737 LOGAN NAVE APPLICATION DATE:08/20/2013 RENTON,WA 98057-2039 DESCRIPTION:The applicant has requested SEPA Environmental Review for the Boeing Renton Manufacturing Plat "site logistics"project,located at 737 Logan Ave.N.The project Incudes 7 tasks as follows:1)Truck Inspection Relocation and SW Marshaling Yard;2)Parts Movement Road Improvement;3)Gate D-35 and Badge Office Relocation;4)Spine Road and Parking Improvements;5)Lot 1 Marshaling Yard;6)Site Duct Banks;and 7)Existing Truck Inspection and Secenda Air Compressor Plat.The majority of project construction would be limited to the boundaries of the exiting Boeing facility with the exemption of street frontage improvements and site circulation improvements.The project includes 6 new buildings totaling 71,086 square feet in area.The overalJ project would require appreximate]y 28,000 cubic yards of fill material and the replacement of 3,181 liner ft,of 12 -30 in piping.The site is located along both Lake Washington and the Cedar River,as such the applicant has request a Shoreline Exemption for maintenance work with in the shoreline jurisdiction.In addition,the applicant has request two modification one for street frontage improvements along 6th Ave.and a second for parking lot landscaping averaging across the site.The site is vested to 2002 Heavy Industrial (IH)zoning as a result of a development agreement.The applicant has indicated that 58 trees would be removed from the site with 183 new trees being planted. Engineering Review Jan Iillan Ph:425-430-7216 email:jtlllan@rentonwa.gov Recommendations:I have reviewed the application for Boeing Logistics Preject Iocetad at 737 -Logan Ave N,and have the following comments: EXISTING CONDITIONS WATER There Is no City owned water mains within the project location.However,there are numerous Boelng's owned uti!itias, Including water lines for domestic end for fire protection within the project location. SEWER Tfiers Is no City owned sewer mains within the preject Iocstion. STORM There are private storm drainage improvements within the project location. STREETS There are no street Improvements along the North side N.6th Street. CODE REQUIREMENTS WATER 1.Applicant shall provide confirmation that available fire flow will meet fire flow demand for this project. 2.The civil plans should clearly identify the impacted private water lines end hydrants and their proposed relocations. SANITARY SEWER 1,Permit and plans will be required for grease interceptors,oil/water sepa?ators,side sewers and relocation of private sewer mains. SURFACE WATER 1,A dreinags plan and drainage report complying with the 2009 King County Surface Water Manua and the City of Renton Amendments to the KCSWM,Chapters 1 and2 was provided with the site plan application.All core requirements and special requirements are included In the report.A total of six basins and four outfalls will be affected by this proposed development.The •project involves 7 Tasks.The TIR addresses site improvements of each task and discusses recommended water quality and storm water improvements to each,A separate TIR will be provided for each task.Based on the City's flow control map,this sLts falls within the Flow Control Duration Standard,Existed Conditions, 3.A geotechnicsl report will be required to be submitted with each project task. 4.A Construction Stormwater General Permit from Department of Ecology will be required if grading end clearing of the site exceeds one acre. 5.Required frontage improvements alongN.6th Street shall be included in the drainage cel'culations.Flow control and water quality may be required for the new Imperious surfa¢'.e that may result from the required frontage improvements TRANSPORTATION 1.A limited traffic study was submitted for review.The study was required to identify changed traffic conditions related to moving all the truck traffic to the N,6th Street entrance,provide an analysis to include the two driveways on N.6th Street,the new driveway (N.7th Street)on LoganAve N.and an analysis of the intersection of N.6th and Logan.In general the report concludes all roadways and Intersections will operate with little or no impact as a result of this project,However,the engineer has noted the new driveway proposed (n7th Street)on Logan Ave N between N.6th Street and N.8th Street will be designated as a right in/right out only. 2.Street improvements along the north side of N.6th Street is required.The applicant has requested a modification to the city's street standard.It in currently under review. Fire Review -Construction CoreyThomas Ph:425-430.7024 emall:cthomas@rsntonwa,gov Recommendations:1.Adequate fire flow is provide by the private Boeing fire main systems.Separate plans and permits are required by the Renton Fire Department for the relocation and addition of all fire main and fire hydrants.Additional fire hydrants may be required for the Badge office building relocation and the Air compressor building.Further analysis will be conducted as each project proceeds. 2.Fire sprinkler systems are required for the Marshalling yard building and the Air compressor building.The existing Badge office building fire sprinklers shall be reconnected to a new fire main.Separate plans and permits required for all fire sprinkler system installation and relocations. 3.Fire apparatus access to the Badge office building does not meet minimum requirements.Increase access road widths to a October 17,2013 Page 1 of 2 minimum of 20*feet and/wide an approved turn around on the proposed ac"road to the south.Turning radius are 25-feetinsIde end 45-fee+.side. 4.Fire alarm systems shall be Ilmtted to fire sprinkler monitoring only in the building equipped with such. Police Review Cyndle Parks Ph:425-430-7521+small:cperks@rentonwa.gov Recommendations:+13 CFS estimated annually upon completion. Minimal Impact on police services. +. October 17,2013 Page 20lf 2 Vanessa Dolbee From: Sent: To: Subject: •EXHIBIT 19 Vanessa DolbeeWednesday,October 02,2013 3:39 PM 'Karen Walter' RE:Boeing Site Logistics Project,LUA13-O01122,ECP,SME,MOD,MOD,Notice ofApplicationandProposedDNS-M Karen, I forwarded your question onto Boeing and they have provided the following responses.Please let me know if you have any additional questions and/or comments.Vanessa Dolbee We have reviewed the Notice of Application/Proposed DNS-M materials for the Boeing Site Logistics Project referenced and offer the following comments/questions. 1.Per the checklist,58 trees will be removed and 183 new trees planted.Where are the trees propose for removal, their sizes and species?Where will the new trees (along with their proposed sizes and species)be planted?As you know from past comments,we are very interested in retaining trees that can provide shade and other functions,as well as,help screen nighttime lighting that might otherwise spill onto the Cedar River and Lake Washington to reduce predation impacts to salmon. Response:A tree inventory and survey was completed in August 2013 and 81 trees with 6"DBH or greater were identified within Project Area.Of those,48 trees will remain and 33 trees will be remoyed.No trees will be removed within the shoreline 200-foot shoreline setback of the Cedar River or Lake Washington.Tree removal will be limited to vegetation impacted by roadway,utility,and parking lot improvements.Areas of tree impacts include the north side North 6mStreet,west side of Logan Avenue,and the internal parking lots.The remainder of the trees removed.are within the site significantly away from Cedar River and Washington Lake shorelines.The tree removal and retention are illustrated on drawing GO.1.3 -Tree Inventory Plan. Due to last minute design revisionsl the number of trees identified in the narrative for removal were reduced from 58 to 33.In addition,new proposed trees have been increased to 225 proposed trees.The new trees plantings will primarily occur in the parking lot,along the new spine road,and along North 6th Street.These trees will help screen the internal parking and roadway improvements from adjacent public streets and public open space areas along the Cedar River.In addition to providing visual benefits,the new trees Will provide environmental benefits by shading paved surfaces,reducing heat-island effect,cleaning the air and runoff,and helping to mitigate other potential impacts.The proposed trees and landscaping will help minimize glare from indirect nighttime lighting.Proposed landscaping is indicated on drawings L1.1.1 through L4.1.4 -Landscape Plans. A landscape legend and plant list are indicated on the Landscape Plans.Proposed trees species include both native and adaptive species such as Raywood Ash,Red Maple,Eastern Redbud,Western Hemlock,Shore Pine, and Western Red Cedar.Plant selection will be refined as the design advances.Plants will be selected based on adaptability to local growing conditions,drought tolerance,low maintenance,and environmental benefit. 2.We need additional information about any changes to nighttime lighting.The checklist is unclear if there will be new or modified lights at the seven project sites.The response to question 11 .d in the checklist suggests there will be new lights.The location of existing lights in the site areas would be useful,particularly for those areas near the Cedar River and Lake Washington.More information about nighttime lighting is needed and we encourage the applicant to look for opportunities to reduce nighttime lighting impacts to the Cedar River and Lake Washington as part of this project. Response:There will be new and relocated lights for the projects.However,all projects are setback more than 200-feet from the Cedar River and Lake Washington shoreline,and.therefore,no measured increase in lighting level,direct or indirect,is expected on the water.In addition,light beyond target areas will be minimized end new lighting will include shields and cutooffs to reduce glare. ,The checklist notes that low impact development structures or methods may be used to help treat stormwater.We encourage these methods and would like more information as to how the project intends to treat 1 stormwater water quality.Agal,..Je encourage the applicant to take this opl-_,unity to maximize water quality treatment to reduce pollutant loading to Lake Washington and the Cedar River. Response:The proposed water quality facility is a storm-filter vault system preceded by a hydrodynamic separator,which will provide pre-treatment.The proposed storm treatment system is designed to accept and treat more than the area required to be treated.With respect to low-impact structures (flow control),pervious concrete walk is proposed along N.6th Street. Vanessa Dolbee Senior Planner Department of CommunIty &Economic Development City of Renton Renton City Hall -6th Floor 2055 South Grady Way Renton,WA 98057 425.430.7324 From=Karen Walter [mailto:KWalter@muckleshoot.nsn.us] Sent:=Wednesday,September 25,.2013 4:34 PM Tot Vanessa Dolbee Subject:Boeing Site 'Logistics Project,LUA13-001122,ECF,SNE,NOD,NOD,Notice of Application and Proposed DNS-N Vanessa, We have reviewed the Notice of Application/Proposed DNS;M materials for the Boeing Site Logistics Proiect referenced and offer the following comments/questions. 1.Per the checklist,58 trees will be removed and 183 new trees planted.Where are the trees propose for removal, their sizes and species?Where will the new trees (along with their proposed sizes and species)be planted?As you know from past comments,we are very interested in retaining trees that can provide shade and other functions,as well as,help screen nighttime lighting that might otherwise spill onto the Cedar River and Lake Washington to reduce predation impacts to salmon. 2.we need additional information about any changes to nighttime lighting.The checklist is unclear if there will be new or modified Ilghts at the seven project sites.The response to question 11 .d in the checklist suggests there will be new lights.The location of existing lights in the site areas would be useful,particularly for those areas near the Cedar River and Lake Washington.More information about nighttime lighting is needed and we encourage the applicant to look for opportunities to i'educe nighttime lighting impacts to the Cedar River and Lake Washington as pert of this project. 3.The checkist ntes that lw impact devepment structures r methds may be used t hep treat stormwater.We encourage these methods and would like more information as to how the project intends to treat stormwater water quality.Again,we encouragethe applicant to take this opportunity to maximize water quality treatment to reduce pollutant loading to Lake Washington and the Cedar River. 4.There may be additional project impacts depending on the responses to these questions that may require mitigation not considered in the Habitat Data Report and Supplemental Stream/Lake Study. We appreciate the opportunity to review this proposal and look forward to the City and applicant responses.Please let me know if you have any questions. Thank you, Karen Walter Watersheds and Land Use Team Leader Mucklosheot Indian Tribe Ftsharies Division Habitat Program 39015 172nd Ave SE Aubum,WA 98092 259-876-3116 foieci 1r f.SO the Fu!e Allyson Brooks Ph.D.,DirectorStateHistoricPreservationOfficer September 30,2013 Ms.Vanessa Dolbee Associate Planner CED 1055 South Cn'ady Way Renton,WA 98057 In future correspondence please refer to: Log:093013-08:KI Property:NOA and Proposed DNS for Boeing Site,LUA13-001122 Re: City of Renton Planning Division SEP 3 0 211 Archaeology-Professional Archaeological Monitor and Monitoring Plan Requested Dear Ms.Dolbce: We have reviewed the materials forwarded to our office for the proposed project referenced above.The areahas,a.high,potentiaFfor:arcliaeological,resoureeS.The project area is in proximity,to,the,confluence, fottheBlack<and,CedarRj'y.g_rru.,'trd.on,old;shoreline.of-"l.ake'Washingtofir There are-.fu-precontact ,arehaanlogical,siteswithin,approximately51000,feet .of-the.project,area.These,habita__rio.n,°procassing and/Pburiasites.areassciatedwith`thed`ehannesand-evies.f.theBak.and`GedarRivers. Please be aware that archaeological sites are protected from knowing disturbance on both public and private lands in Washington States.Both RCW 27.44 and RCW 27.53.060 require that a person obtain a permit from ourDepartment before excavating,removing,or altering Native American human remains or archaeological resources in Washington.Failure to obtain a permit is punishable by civil fines and other penalties under RCW 27.53.095,and by criminal prosecution under RCW 27.53.090. Chapter 27.53.095 RCW allows the Deparlment ofArchaeology and Historic Preservation to issue civil penalties for the violation ofthis statute in an amount up to five thousand dollars,in addition to site ..restoration costs and investigative costs.Also,these remedies do not prevent concerned tribes from undertaking civil action in state or federal court,or law enforcement agencies from undertaking criminal investigation or prosecution.Chapter 27.44.050 RCW allows the affected Indian Tribe to undertake civil action apart from any criminal prosecution ifburials are disturbed. ,Identifiq!Juring coustruction.is,not,.a:recommeoded.detectionrnethodbecause.inadvertent, die6veries.oftenorosult,in,eostly:construction,delays,and damage:to,the.resourcea,It,is,also,diffieultto recugnize,withinative,anil8 b,be._.cecause of histgrie..,chaunel:migration,and,seasonal,flooding:events. q7herefre``wereemmend a'prfessinalarehaesrbepresent`tmunitringgr-uddisturbing activities.We also request that aonitorihg:and:inadveentdiscuvery-plan'bffr'Tildto,I!)AHP and the interested Tribes prior to ground disturbing activities.We also recommend annsultation,.withthe, concernedT¢ibes!,eultal'eommittees and Staffregarding cultural resource issues. Ifany federal funds or permits are involved Section 106 ofthe National Historic Preservation Act,as amended,and its implementing regulations,36CFR800,must be followed.This is a separate process from SEPA and requires formal government-to-government consultation with the affected Tribes and this. mI,=4 X14,1 State of Washington •Department of/chaeology &Hlstodc Preservation P.O.Box 48343 •Olympia,Washington 98504-8343 *(360)586-3065 www.dahp.wa.gov @ agency.We would appreciate receiving any correspondence or comments from concerned tribes or other parties concerning cultural resource issues that you receive. These comments are based on the information available at the time ofthis review and on behalf of e State Historic Preservation Officer.Should additional information become available,our sessment may be revised. Thank you for the opportunity to comment on this project and we look,forward to receiving the monitoring and inadvertent discovery plan.Should you have any questions,please feel free to contact me at (360)586-3088 or Gretehen.Kaehler@dahp.wa.gov. Sincerely, Gretchen Kaehler Assistant State Archaeologist (360)586-3088 gretchen.kaehlerdahp.w,gov co.Laura Murphy,Archaeologist,Muckleshoot Tribe Cecile Hausen,Chairwoman,Duwamish Tribe Phil LeTourneau,King County Historic Preservation Program Dennis Lewarch,THPO,Suquamish Tribe 2 BO='fAV'G October16,2013 Vanessa Dolbee Senior Planner Department of Community &Economic Development City of Renton Renton City Hall -6th Floor 1055 South Grady Way Renton,WA 98057 City of Renton Planning Division OCT 19 2U13 II@IIVIII) IX Re:Cultural Resources Support for Boeing Site Logistics,Renton Manufacturing Plant, LUA 13-001122 Dear Ms.Dolbee, In response to a letter sent to your attention on September 30,2013 by the State of Washington Department of Archaeology and Historic Preservation (DAHP),the Boeing Company (Boeing) has retained AMEC Environment &Infrastructure,Inc.(AMEC)to provide cultural resources support for Boeing Site Logistics at the Renton Manufacturing Plant (LUA 13-001122).As you know,DAHP requested that an archaeological monitoring and inadvertent discovery plan be provided to them and any interested Native American tribes prior to ground disturbing activities 'associated with the project DAHP's request for was based on the fact that the immediate area surrounding the Renton Site maintains at least four precontact archaeological sites associated with the old channels of the Black and Cedar rivers,though no known sites exist on Boeing property, Having recently worked with AMEC on the North Bridge Replacement Project,we invited them to prepare a statement of work for cultural resources support on this matter.AMEC has extensive Puget Sound experience in developing archaeological monitoring and inadvertent discovery plans.AMEC cultural resource specialists are familiar with both the geomorphology and archaeology of the former confluence of the Black and Cedar rivers.Based on their understanding of the project area,the AMEC team will develop an archaeological monitoring and inadvertent discovery plan that is specifically designed for the known environmental and archaeological conditions at the Renton Manufacturing Plant.A key component of the monitoring plan will be a cultural resources training component for all on-site construction personnel.This effort is an identical training program AMEC recentlydeployed on Boeing's Plant 2 Remediation Project along the Duwamish River and was vetted by the Muckleshoot Indian Tribe,Suquamish Tribe,and the Duwamish Tribe prior to implementation.The training program centers on a 10-minute video that introduces simple identification procedures of archaeological material and most importantly the appropriate contact protocol if any significant cultural resources are uncovered.The training video is supplemented by handouts and a question/answer period that encourages open communication between construction personnel and archaeologists. For this project,AMEC's professional archaeological monitors will be available on-call and focus on areas where project ground disturbing activities could impact native sediment below 4 feet. The majority of the Renton Site sits on approximately 3 to 5 feet of fill material and maintains a low probability for significant cultural resources.The archaeological monitoring and inadvertent discovery plan will map the Renton Site and identify areas based on geotechnical boring logs and historic aerial photographs/maps that depict the former shoreline in relationship to the current manufacturing sites'built environment. If you have any questions or comments,please feel free to contact AMEC's Project Manager, and associate archaeologist Jason Cooper at 425.368.0953 or by email at iason.cooper@amec.com.He is available to answer any questions you might have on the proposed cultural resources support.As currerltly scheduled,the archaeological monitoring and inadvertent discovery plan will be available for review within the next two weeks.Thank you for your time. Sincerely, Mark Clement Permit Specialist The Boeing Co. 206 617-2944 ID-- E RT ENT OF\';....I'-AREHAEOLOGY & t]qllHi$}:O RIC PRESERVATION rlecr the PaL Sho Furze AIlyson Brooks Ph.D..DirectorSlateHisloricPreservationOfficer September 30,2013 Ms.Vanessa Dolbee Associate Planner CED 1055 South Grady Way Renton,WA 98057 In future correspondence please refer to: Log:093013-08-KI Property:NOA and Proposed DNS for Boeing Site,LUA13-001122 Re: City of Renton Planning Division SEP 0 1013 NECEnV Archaeology -Professional Archlieologleal Monitor and Monitoring Plan Requested Dear Ms.Dolbee: We have reviewed the materials forwarded to our office for the proposed project referenced above.The area has a high potential for archaeological resources.The project area is in proximity to the confluence ofthe Black and Cedar Rivers and on old shoreline ofLake Washington.There are four preeontaet archaeological sites within approximately 5,000 feet of the project area.These habitation,processing and/or burial sites are associated with the old channels and levies of the Black and Cedar Rivers. Please be aware that archaeological sites are protected from knowing disturbance on both public and private lands in Washington States.Both RCW 27.44 and RCW 27.53.060 require that a person obtain a permit from our Department before excavating,removing,or altering Native American human remains or archaeological resources in Washington.Failure to obtain a permit is punishable by civil frees and other penalties under RCW 27.53.095,and by criminal prosecution under RCW 27.53.090. Chapter 27.53.095 RCW allows the Department of Archaeology and Historic Preservation to issue civil penalties for the violation of this statute in an amount up to five thousand dollars,in addition to site restoration costs and investigative costs.Also,these remedies do not prevent concerned tribes from undertaking civil action in state or federal court,or law enforcement agencies from undertaking criminal investigation or prosecution.Chapter 27.44.050 RCW allows the affected Indian Tribe to undertake civil action apart from any criminal prosecution if burials are disturbed. Identification during construction is not a recommended detection method because inadvertent discoveries Often result in costly construction delays and damage to the resource.It is also difficult to recognize within native soils because of historic channel migration and seasonal flooding events. Therefore,we recommend a professional archaeologist be present to monitoring ground disturbing activities.We also request that a monitoring and inadvertent discovery plan be provided to DAHP and the interested Tribes prior to ground disturbing activities.We also recommend consultation with the concerned Tribes'cultural committees and staffregarding cultural resource issues. Ifany federal funds or permits are involved Seeti6n 106 ofthe National Historic Preservation Act,as amended,and its implementing regulations,36CFR800,must be followed.This is a separate process from SEPA and requires formal gnvernment-to-gnvernment consultation with the affected Tribes and this State of Washington •Depariment of Archaeology &Hlstodc Preservation P.O.Box 48343 •Olympia,Washington 98504-8343 *(360)586-3065 www.dahp.wa.gov @ agency.We would appreciate receiving any correspondence or.comments from concerned tribes or other parties concerning cultural resource issues that you receive• These comments are based on the information available at the time of this review and on behalf of the State Historic Preservation Officer.Should additional information become available,our assessment may be revised. Thank you for the opportunity to comment on this project and we look forward tO receiving the monitoring and inadvertent discovery plan Sh9uld you have any questions,please feel free to contact me at (360)586-3088 or Ca'etchen.Kaehler@dahp.wa.gov. Sincerely, Gretchen Kaehler Assistant State Archaeologist (360)586-3088 gretchen.kaehlerdahp.wa.gov ce.Laura Murphy,Archaeologist,Mueklesh0ot Tribe '"" Cecile Hansen,Chairwoman,Duwamish'Tribe Phil LeTourneau,King County Historic Preservation Program Dennis Lewarch,THPO,Suquamish Tribe: f k 2 Vanessa Dolbee From': Sent: To: Subject: Vanessa Dolbee Wednesday,October 02,2013 3:39 PM 'Keren Walter'RE:Booing Site Logistics Project,LUA:I3-001122,ECF,SME,MOD,MOD,Notice of Application and Proposed DNS-M Karon, I forwarded your question onto Boeing and they have provided the following responses.Please let me know if you have any additional questions and/or comments.Vanessa Dolbee We have reviewed the Notice of Application/Proposed DNS-M materials for the Boeing Site Logistics Project referenced and offer the following comments/questions. ,Per the checklist,58 trees will be removed and 183 new trees planted.Where are the trees propose for removal, their sizes and species?Where will the new trees (along with their proposed sizes and species)be planted?As you know from past comments,we are very interested in retaining trees that can provide shade and other functions,as well as,help screen nighttime lighting that might otherwise spill onto the Cedar River and Lake Washington to reduce predation impacts to salmon. Response:A tree inventory and survey was completed in August 2013 and 81 trees with 6"DBH or greater were identified within Project Area.Of those,48 trees will remain and 33 trees will be removed.No trees will be removed within the shoreline 200-foot shoreline setback of the Cedar River or Lake Washington.Tree removalwillbelimitedtovegetationimpactedbyroadwayutilityandparkinglotimprovements•Areas of tree impacts include the north side North 6t"Street,west side of Logan Avenue,and the internal parking lots•The remainder of the trees removed are within the site significantly away from Cedar River and Washington Lake shorelines.The tree removal and retention are illustrated on drawing G0.1.3 -Tree Inventory Plan. Due to last minute design revisions,the number of trees identified in the narrative for removal were reduced from 58 to 33.In addition,new proposed trees have been increased to 225 proposed trees.The new trees plantings will primarily occur in the parking lot,along the new spine road,and along North 6th Street.These trees will help screen the internal parking and roadway improvements from adjacent public streets and public open space areas along the Cedar River.In addition to providing visual benefits,the new trees will provide environmental benefits by shading paved surfaces,reducing heat-island effect,cleaning the air and runoff,and helping to mitigate other potential impacts•The proposed trees and landscaping will help minimize glare from indirect nighttime lighting.Proposed landscaping is indicated on drawings L1.1.1 through L4:1.4-Landscape Plans. A landscape legend and plant list are indicated on the Landscape Plans.Proposed trees species include both native and adaptive species such as Raywood Ash,Red Maple,Eastern Redbud,Western Hemlock,Shore Pine, and Western Red Cedar.Plant selection will be refined as the design advances.Plants will be selected based on adaptability to local growing conditions,drought tolerance,low maintenance,and environmental benefit. .We need additional information about any changes to nighttime lighting.The checklist is unclear if there will be new or modified lights at the seven project sites.The response to question 11 .d in the checklist suggests there will be new lights.The location of existing,lights in the site areas would be useful,particularly for those areas near the Cedar River and Lake Washington.More information about nighttime lighting is needed and we encourage the applicant to look for opportunities to reduce nighttime lighting impacts to the Cedar River and Lake Washington as part of this project. Response:There will be new and relocated lights for the projects.However,all projects are setback more than 200-feet from the Cedar River and Lake Washington shoreline,and therefore,no measured iricrease in lighting level,direct or indirect,is expec!ed on the water.In addition,light beyond target areas will be minimized and new lighting will include shields end cut,ells to reduce glare. 3.The checklist notes that low impact development structures or methods may be used to help treat stormwater.We encourage these methods and would like more information as to how the project intends to treat 1 stormwater water quality.Again,we encourage the applicant to take this opportunity to maximize water quality treatment to reduce pollutant loading to Lake Washington and the Cedar River. Response:The proposed water quality facility is a storm-filter vault system preceded by a hydrodynamic separator,which will provide pre-treatment.The proposed storm treatment system is designed to accept and treat more than the area required to be treated.With respect to low.impact structures (flow control),pervious concrete walk ifi proposed along N.6th Street. Vatw.ssa Dolbee Senior Planner Department of Community &Economic Development City of Renton Renton City Hall -6th Floor 1055 South Grady Way Renton,WA 98057 425.430.7314 Fromi Karen Walter [mailto:KWalter@muckleshoot.nsn.us] Sent:Wednesday,September 25,2013 4:34 PM To:Vanessa Dolbee Subject::Boeing Site Logistics Project,LUA13-001122,ECF,SNE,NOD,MOD,Notice Of Application and Proposed DNS-N Vanessa, We have reviewed the Notice of Application/Proposed DNS-M materials for the Boeing Site Logistics Project referenced and offer the following comments,tquestions. .Per the checklist,58 trees will be removed end 183 new trees planted.Where arethe trees propose for removal, their sizes and species?Where will the new trees (along with their proposed sizes and species)be planted?As you know from past comments,we are very interested in retaining trees that can provide shade and other functions,as well as,help screen nighttime lighting that might otherwise spill onto the Cedar River and Lake Washington to reduce predation impacts to salmon. , , We need additional information about any changes to nighttime lighting.The checklist is unclear if there will be new or modified lights at the seven project sites.The response to question 11 .d in the checklist suggests there will be new lights.The location of existing lights in the site areas would be useful,particularly for those areas near the Cedar River and Lake Washington.More information about nighttime lighting is needed and we encourage the applicant to look for opportunities to reduce nighttime lighting impacts to the Cedar River and Lake Washington as part of this project. The checklist notes that low impact development structures or methods may be used to help treat stormwater.We encourage these methods and would like more information as to how the project intends to treat stormwater water quality.'Again,we encourage the applicant to take this opportunity to maximize water quality treatment to reduce pollutant loading to Lake Washington and the Cedar River. 4.There may be additional project impacts depending on the responses to these questions that may require mitigation not considered in the Habitat Data Report and Supplemental Stream/Lake Study. We appreciate the opportunity to review this proposal and look forward t the City and applicant responses.Please let me know if you have any questions.. Thank you, Karan Walter Watersheds and Land Use Team Leader 2 Muck/eshoot Indian Tribe Fisheries Division Habitat Program 39015 172nd Ave SE Auburn,WA 98092 253-876-3 t 16 Vanessa Dolbee From: Sent: To: Subject: Karen Walter <KWalter@muckleshoot.nsn.us> Wednesday,September 25,2013 4:34 PM Vanessa Dolbee Boeing Site Logistics Project,LUA13-001122,ECF,SME,MOD,MOD,Notice of Application and Proposed DNS-M Follow Up Flag:Follow up Flag Status:Flagged Vanessa, We have reviewed the Notice of Application/Proposed DNS-M materials for the Boeing Site Logistics Project referenced and offer the following comments/questions. 1,Per the checklist,58 trees will be removed and 183 new trees planted.Where are the trees propose for removal, their sizes and species?Where will the new trees (along with their proposed sizes and species)be planted?As you know from past comments,we are very interested in retaining trees that can provide shade and other functions,as well as,help screen nighttime lighting that might otherwise spill onto the Cedar River and Lake Washington to reduce predation impacts to salmon. 2 . We need additional information about any changes to nighttime lighting.The checklist is unclear if there will be new or modified lights at the seven project sites.The response to question 11 .d in the checklist suggests there will be new lights.The location of existing lights in the site areas would be useful,particularly for those areas near the Cedar River and Lake Washington.More information about nighttime lighting is needed and we encourage the applicant to look for opportunities to reduce nighttime lighting impacts to the Cedar River and Lake Washington as part of this project. The checklist notes that low impact development structures or methods may be used to help treat stormwater.We encourage these methods end would like more information as to how the project intends to treat stormwater water quality.Again,we encourage the applicant to take this opportunity to maximize water quality treatment to reduce pollutant loading to Lake Washington and the Cedar River. 4.There may be additional project impac!s depending on the responses to these questions that may require mitigation not considered in the Habitat Data Report and Supplemental Stream/Lake Study. We appreciate the opportunity to review this proposal and look forward to the City and applicant responses.Please let me know if you have any questions. Thank you, Karen Walter Watersheds and Land Use Team Leader Muckleshoot Indian Tribe Fisheries Division Habitat Program39015172ndAve SE Auburn,WA 98092 253-876-3116 'KingCounty Wastewater Treatment Division Community Services and Environmental PlanningKingStreetCantor,KSC-NR-O505201SouthJacksonStreetSeattle,WA 99104-3855 City of Renton Planning Division SEP 3 0 ZOI, IEQIIVIQ September 30,2013 Vanessa Dolbee,Senior Planner CED-Planning Division 1055 South Grady Way Renton,WA 98057 Sent via email to:vdolbee@rentonwa.gov Dear Ms.Dolbee: The King County Wastewater Treatment Division has reviewed the Determination of Nonslgnificance (DNS)-Mitigated and Environmental Checklist for the City of Renton, for the Boeing Renton Manufacturing Plat "site logistics"project located,at 737 Logan Avenue North;Land Use Number LUA13-OOl122r ECF,SME,MOD,MOD.Please submit construction drawings to King County Project Nanagement Section for review at the address below: Todd Keithahn,Local Public Agency Administrator King County Waste Water Treatment Division Project Management 201 South Jackson Street,KSC-NR-0508 Seattle,WA 98104-3855 Thank you for the opportunity to review and comment on this DNS. Sincerely, Blblana Ocheke-Ameh Water Quality Planner Community Services and Environmental Planning cc:Todd Keithahn,Local Public Agency Administrator,Project Management Unit CREATING RESOURCES FROM WASTEWATER Vanessa Dolbee From: Sent: To: Cc: 'Subject: Jan Illian Monday,September 30,2013 11:54 AM Vanessa Dolbee;Neil R.Watts David Christensen RE:Boeing Site Logistics DNS-Mitigated LUA13-O01122.ECF.SME.MOD.MOD Vanessa, Just chatted with Dave C.This is a standard letter sent from KC as a result from the SEPA Notification.You can ignore the request. -Jan From:Vanessa Dolbee Sent:Monday,September 30,2013 11:24 AM To:Neil R.Watts;.]an Illian Subject:RE:Boeing Site Logistics DNS-Mitigated LUA13-001122,ECF,SHE,NOD,MOD Nell, I do not have electronic construction plans.I could scan in the 8.5 x 11 plan sheets submitted with the application and e- mail the King Co.back and ask them is this is sufficient.Do you think that would work? Vanessa Dolbee Senior Planner Department of Community &Economic Development City of Renton Renton City Hall -6th Floor 1055 South Grady Way Renton,WA 98057 425.430.7314 From:Neil R.Watts Sent;Monday,September 30,2013 11:20 AM To:Vanessa Dolbee;.]an Illian Subject:RE:Boeing Site Logistics DNS-Mitlgated LUA13-001122,ECF,SHE,NOD,HOD ' Vanessa I have never seen this type of request before,seems quite odd since the City provides service to the site.Do we have an electronic version of the site plan that you can send to this want to be plan reviewer?Perhaps they just want to make sure there is i;io activity near their Metro sewer mains in the area. Nell From:Vanessa Dolbee Sent:Monday,September 30,2013 11:17 AM To:.]an Illian ;d#t ', Cc:Neil R.Watts Subject:FW:Boeing Site Logistics DNS-Mitigated LUA13-OD1122,ECF,SME,MOD,MOD Jan, Do we typically provided King Co.Wastewater copies of the construction drawings when they are submitted for review?King Co.has submitted a comment on my SEPA to this effect.I was wondering how we make sure they receive these drawings? Thankyou, nsa Donee CED,x7314 From:Ocheke-Ameh,Bibiana Imailto:Bibiana.Ocheke-Amehekinacountv.aov] Sent:Monday,September 30,2013 10:51 AM To:Vanessa Delbee Cc:Keithahn,Todd Subject:Boeing Site Logistics DNS-Mitigated LUA13-O01122,ECF,SME,MOD,MOD Good Morning,Ms.Dolbee, The attached project information just came to my attention.King County requests that the City of Renton provides drawings for the above project. Thanks for the opportunity to comment on this project. Ilblana Ccheke-Ameh Water (ualltY IPlanner I King County Wastewaler Treatment Division Environmental and Community Services Section 206-684-I 714 Vanessa Dolbee From: Sent: To: Ce: Subject: CO,l$-O0 Sullivan,Michael J <michael.j.sullivan@boeing.com> Monday,September 23.2013 7:37 AM Vanessa Dolbee Linden,Connie;Mclnnis,Jeff;Sacamano,Davidl Clement,Mark D;Kuntz,Sharon LRE:Site Logistics Hi Vanessa,we estimate,16.!::lihea ;feet of new or replaced p png , Michael J.Sullivan Boeing Facilities Engineer MC 96-11 Desk:425-965-2421 Cell:206-617-5465 Fax:425-965-2619 From:Vanessa Dolbee [mailto:VDolbeeCrentoqwa,qov] Sent:Thursday,September 19,2013 1:27 PM To:Sullivan,Michael J Cc:Linden,Connie;McInnis,JeFf;Sacamano,David;Clement,Mark D;Kuntz,Sharon L Subject:RE:Site Logistics Michael, Thank you forthe datathisisveryhelpful.Onelastquestion.How manylinerfeet of new and/orreplaced piping will there be? Thankyou, Vanessa Dolbee Senior Planner Department of Community &Economic Development City of Renton Renton City Hall-6th Floor 1055 South Grady way Renton,WA 98057 425.430.7314 From:Sullivan,Nichael J [mailto:mlchaeLl.sullivanCboelna.coml Sent=Thursday,September 19,2013 7:57 AN To:Vanessa Dolbee Cc=Linden,Connie;NcInnis,.]eft;Sacamano,David;Clement,Mark D;Kuntz,Sharon L Subject=RE:Site Logistics Hi Vanessa,does this answer your questions adequately? Michael J.Sullivan Boeing Facilities Engineer MC 96-11 Desk:425-965-2421 Cell:206-617-5465 Fax:425-965-2619 From:Sacamano,David rmailto:David.Sacamano@abam.coml Sent"Thursday,September 19,2013 6:31 AM To;Kuntz,Sharon L;Sullivan,Michael -l;Clement,Mark D Cc:Linden,Connie;Mdnnis,.left;Sacamano,David Subject:FW:Site Logistics Hi Sherry- Connie and I reviewed the quantities listed in the SEPA and have the following response to COR's inquiry. New Buildings: I)Inspection Canopy 2,560 SF 2)Inspection Office 900 SF 3)Storage Canopy 10,000 SF 4)Office 1,650 SF 5)Air Compressor building 5,400 SF 6)New ped.Covered walkway 50,576 SF Relocated Buildings: 1)Gate House 215 SF 2)Badge Office 5,020 SF 3)Badge Office Storage Shed 655 SF (The storage shed number includes the small storage building located behind the badge office.For the purpose of the SEPA,we will assume that this shed will be relocated along with the badge office.This structure is the reason for the discrepancy noted by the city) Utilities: 1)With respect to the storm system sizing,pipe size will range between 12-to 30-inch lines. I am out of the office today so feel free to contact Connie and Jeff is you have follow up questions. Thankyou, David From:Kuntz,Sharon L [mailto:sharon.l.kunt@boeinq.com] Sent:Monday,September 16,2013 11:51 AM To:.Sacamano,DavidSubject:Fw:Site Logistics From:Clement,Mark D Sent:Monday,September 16,2013 10:55 AM To:Sullivan,Michael J Cc:Kuntz,Sharon L Subject:FVV:Site Logistics Mike please help Mark Clement Permit Specialist The Boeing Co. 206 617-2944 From"Vanessa Dolbee rmailto:VDolbee(rentonwa.gov] Senti Tuesday,September 10,2013 2:34 PM To;Clement,Nark D Subject:Site Logistics . Mark, I am having difficulty reviewing the project narratives for the subject project and identifying all the SEPA triggers that need to be disclosed in the project description for the SEPA notice,Based on what I can ascertain from the project narrative I have the following data: New Buildings: 1)Inspection Canopy 2,560 SF 2)Inspection Office 900SF 3)Storage Canopy 10,000SF 4)Office 1,6505F S)Air Compressor building 5,400 SF 6)New ped.covered walkway,no SF identified. This brings my total to 20,510 SF.Your master application indicates 26,400 SF.Can you please clarify the discrepancy for me? Relocated Buildings:What buildings are being relocated and what are their SF. Utility Lines:In general what size of the utility lines.to be upgraded and/or replaced exedra. If you can please let me know the answers to the above questions It would be very helpful to completing the SEPA notice posters. Thankyou, Vanessa Dolbee Senior Planner Depament of Community &Economic Development City of Renton Renton City Hall -6th Roor " 1055 South GradyWay. Renton,WA 98057 425.430.7314 .Jennifer Davis Hayes City of Renton,Community &Economic Development 1055 S Grady Way,6th Floor Renton,WA 98057 425-430-6589 425-430-7300 (fax) www.rentonwa.oov / NOTICE OF APPLICATION AND PROPOSED DETERMINATION OF NON-SIGNIRCANCE-MMGATED (DNS-M) A MIttlrAppII¢IUQnhml|•n lld •|pt#d withthl DIplmlnt ofmmMnff¥•conoml D•¥|Jopm|nt ICED).pJSln|DIV]torl OftheClOtof R•ntp.The folDwn Ibtlofl¥d•cdbt|ttl ippllCltlon ledtbelK|$111 pwblI¢qIplVlll+ DATE OF NOT1[2 OFAPpUT[ON StptlmNrII,1011 LANDUSf MUMIEIz LUAI$OIIII,|CF,SkA[MOD,MOO @ROJECT NAME*Ilat|$111 Loll¢¢l pto/ect M•nutBUr,pIIt IIUI id|llUciI pflD©id¢lhKI II 717 I1|hA,,The rg Jlct I/,1 tllk$ILlfDl:D TkInlpl¢11¢nRelJtlon ind SW Msihlllna ya;21 Pm Memem Rad ImprvmlnJ 1)Gatl e-isind dll Offcl Relcltlan 141pSe d Ind p&I Imrolml,ntl;|Lt 1 Mlnhllnl vlrd;61te DuctOlnk;and7)[st[n|Trick IWplcllonId S¢v,da kkCmpll Pla Te re Jolt¢/ollct cnltr L.ctla mid he limitIdIo th|bondzriel TRII FO ihcCmdSll n l+ullInll totan I 35,400 irl fell In iral,Thl oIrllJ proleCt wd tlqulrl ipproxmlIll 26t000 cbk Vlrdlof fr mltlll The llto15 Io£ltld IIDP4 bGlhLIIII Wlshlnlto •r lhlCII+I R+ver+ (or plrkll I Llldl pIP,Iflr IcrN lhlltlTPrl le bveltl to 001 kidlWInd'llJllHl lo+d.ll U•WI ofidlveidmln¢llrleot Thi IMlcl nl hls kdIcllld iPit sl tom vcuk 1 from ibll+ll whhILl nr.v PMOJ[C1 LDnON+71 Lln Avlml•N OPTION/.DETEtMINATIOfl OF NON.$1ONIFIC4CE MmOAID (DNS,Mll Ihe Lmld en¢7+thi Cty olRenton ha plllUllld|t the 41ll.IIO+11I QI"/ofRITO IIUlhl th|DptlonllgNM O¢llLtto |NIl OlkJt thll•DrG+ M Ilf Io leew+ld,Commmnt ped fe the FJKI andl proposed O Ie Itllrlld Ito i Ikllkcomment MIIltld IN$,MI,/1441yIp#l period Iolidwttl bl]l¢•of Ih•DN-M, NOld'J(OF¢OMpLFTEAP.Jr.ATI Sellmqr 11,01 AppiJ(ANTIpROJLCT CONTACTPIRSONI Mlrk¢lemn%n 717ql Avle N1Remr W IIS;b sirk.d+dlraentpbetnl,m plrmhjRIvllw Rlq•ltldl |nvlronmlntl ($EpAI Rlew*Shnllln|Klmptlon M•vlew,Molmlton Itldew Qther plt iwhl•h,'My be mquJmdl ulMIr4 Id 'r,dJ plrm. Itud form IM rll.mto:Cltyof Itanlor C[D-FIIp CSvon,1055a.Glby WI IlmOn,WA gllO, NimbyFIle NO 9cetl 1•LOllerk3proJeCtUAI3Ol122,[CF,SME,MOD,MOD NAME; TEL[pHON[NO,: l+n +Irl Ippl{Iton m U IUCH[AJIIN(II CONgS'ENCy OVI RVII [lrmlnmal DO rffilnl Ilt |vl+llle,4 proposed Ftlct] Ul4d at proJlcl MItLllonl .*merd ofCornmnlty &[corlOml¢lvela pme0t(C[O)-pl•ednl Dlvlllon,llth Flr llntn CItyH•N,105|SUth GridyWay,RlntOr WA11057 N/A • TI IJe•t b dellpllttKI Urb|nCenterrh (UC-N}on the C.ttyol Pton Comprellve Lin[IUI|Mlpnd urbanCnter Nort 2 IUC-N)on IP4 1"1 Zonll MIp,The ptol¢l IIretied Io200 IN IOPJ Ipurlu•nlto•Dlvllopmlnt NPeirnl, [t,nm•nl|l{|(pk)CNklt1 The grojKtW be subject Iothi 0!|EPAoJal4,RMC4-970 andother |ppllcibi ¢oes ledr•|Ulltlnl •1 •pmprllle. PrellNd MdlaU Memtc$:Th•14w;n I Mtdlltkn Melluru w.I Nkehf b|krnpmed on Ihe OOed oj•¢Throe rlmm irde4 MlfllltidnMealUrel id•rlU project Lmpl•tS nol¢olrld y idllnl ¢Odtlrand S•lUla ns •l t edIbove+ •ep'el It m,w#y Sth lhe nmommee':,4 tnJg ¢r 6ete #aeer dv eotd •te oppticl ho ¢cm wtlt Zh#rcmmendotJ I¢tuded kl the Tmr ;mpe AIV ptpoted by Trensm Otup,•totl#,Tept•mblr ,20 . Cmmentl on the |bey1 •ppllClt[on mLm 1 ibmltted Inwmln to V•nlm Dolb•,lenlorF|nnlr,CED.PilnlnDMiIo,lOS|SuuthGr*dV Way,•nto,WA I10|?.byI+pMon Sept*tuber11,20l|.If you heVl ueltlo niibolIhIlpoorWItoblmade|ltly nf record i recelv iddltloPS nOllr¢llo n by mill cot •cx the raJKi Mlnlllr.A¢Who Imlll eden cmmlntl V et oraL beme •prty of reeDS |rd IH be Unld ofinydlddononthpmj•1+ CONTACTPERSON:Vanessa Dolbee,Senior Planner;(425)4S0-7314; vdolbee@rentonwa,RaV J PLEASE INCLUDETHE PROJECTNUMI]ERWHEN CALLING FORPROPER FILE IDENTIFICATION i I •CERTIFICATION l,//a--'C '/---,hereby certi that _).__copies of the above document were posted in )conspicuous places or nearbythe cJeribed property on / Date:I'I//3 Slgned:d/./l --.+ STATE OF WASHINGTON )..... )ss COUNTY OF KING .,) I certify that I know or have satisfactory evldence that :.C ..0,-r/O-- signed this instrument and acknovled it to m+'h-s/her/their free"annd voluntary act for the uses and purp°ses senti°ned in the itrnent'/,+ Dated:([.J"I%',,,,""--.",,'i \:".',., ',,l(l .Ro MO'-'-ry Jblic in and fo'le State of Washington T , -- ,=. ""CITY OF RENTON i' •DEPARTMENT OF coMMuNITY'&ECONOMICIEVELOPMENT -PLANNING'DIVISION ., AFFIDAVIT OF SERVICE BY MAILING On the 11th day of September,2013,I deposited in the mails of the United States,a sealed envelope containing Acceptance Letter,Notice of Application,Envlronmentla Checklist,Reduced Site Plan documents•This information was sent to:. Agencies Mark Clement,Boeing Name ......... 300'Surrounding Property Owners ......,Represefitlng/._.r.... See Attached Owner/Applicant/Contact See attached (Signature of Sender): STATE OF WASHINGTON ) )ss COUNTY OF KING ) I certify that I know or have satisfactory evidence that Stacy M.Tucker signed this instrument and acknowledged it to be his/her/their free and voluntar mentioned in the instrument. jrlses Dated: Notary (Print): My appointment expires: Not Public In and for the State of Washington ProJectNam.e= pi'oject Number: Boeing Site Logistics Project LUA13-001122,ECF,SME,MOD,MOD template -affidavit of service by mailing v'" AGENCY (DOE)LETTER MAILING (ERC DETERMINATIONS) Dept.of Ecology ** Environmental Review Section PO Box 47703 Olympia,WA 98504-7703 WSDOT Northwest Region * Attn:Ramin Pazooki King Area Dev.Serv.,MS-240 PO Box 330310 Seattle,WA 98133-9710 US Army Corp.of Engineers * Seattle District Office Attn:SEPA Reviewer PO Box C-3755 Seattle,WA 98124 Boyd Powers * Depart.of Natural Resources PO Box 47015 Olympia,WA 98504-7015 KC Dev.&Environmental Serv. Attn:SEPA Section 900 Oakesdale Ave.SW Renton,WA 98055-1219 Metro Transit Senior Environmental Planner GaryKriedt 201South Jackson Street KSC-TR-0431 Seattle,WA 98104-3856 Seattle Public Utilities Real Estate Services Attn:SEPA Coordinator 700 Fifth Avenue,Suite 4900 PO Box 34018 Seattle,WA 98124-4018 WDFW -Larry Fisher* 1775 12th Ave.NW Suite 201 Issaquah,WA 98027 Duwamish Tribal Office * 4717 W Marginal Way SW Seattle,WA 98106-1514 KC Wastewater Treatment Division * Environmental Planning Supervisor Ms.Shirley Marroquin 201 S.Jackson ST,MS KSC-NR-OS0 Seattle,WA 98104-3855 City of Newcastle Attn:Steve Roberge Director of Community Development 13020 Newcastle Way Newcastle,WA 98059 Puget Sound Energy Municipal Liaison Manager Joe Jalnga PO Box 90868,MS:XRD-OIW Bellevue,WA 98009-0868 Muckleshoot Indian Tribe Fisheries Dept." Attn:Karen Walter or SEPA Reviewer 39015-172"d Avenue SE Auburn,WA 98092 Muckleshoot Cultural Resources Program • Attn:Ms Melissa Calvert 39015 172nd AVehue SE Auburn,WA 98092-9763 Office of Archaeology &Historic Preservation* Attn'.Gretchen Kaehler PO Box 48343 Olympia,WA 98504-8343 City of Kent "Attn:Mr.Fred Satterstrom,AICP Acting Community Dev.Director 220 Fourth Avenue South Kent,WA 98032-5895 City ofTukwila Steve Lancaster,Responsible Official 6200 Southcenter Blvd. Tukwla,WA 98188 *Note:If the Notice of Application states that it Is an "Optional DNS",'the marked agencies and cities. will need to be sent a copy of the Environmental Checklist,Site Plan PMT,and the Notice of Application. **Department of Ecology is emalled a copy of the Environmental Checklist,Site Plan PMT,&Notice to the following email address:sepaunlt@ecy.wa.gov template -affidavit of service by mailing SOUTHPORT ONE LLC 1083 LAKE WASHINGTON BLVD N #50 RENTON,WA 98056 1995 MANN LIMITED FAMILY PA C/O D MANN 17437 SE 102ND ST RENTON,WA 98059 ZURCHER ELIZABETH C+PHILIP 420 BURNETr AVE N RENTON,WA 98055 THOMPSON HEATHER 702 N ETH ST RENTON,WA 98055 MOORE RUTH REUTIMANN 7025 116TH AVE SE NEWCASTLE,WA 98056 CUTTING LARRY D 16919 150TH AVE SE RENTON,WA 98058 LEE JERRY W 514 BURNETT AVE N RENTON,WA 98055 MUNAGLIA'DOMINIC A &TERR M 518 BURNETr AVE N RENTON,WA 98055 PEDEFERRI ERIC 12427 NE 87TH ST KIRKLAND,WA 98033 BROTTEN LANNETTE C 524 BURNETT AVE N RENTON,WA 98055 SCHULTZ NORMAN CORP 7634 S SUNNYCREST RD SEATTLE,W/98178 VIDELL VICTOR E+LANCE M 536 BURNETT AVE N RENTON,WA 98055 ]EFFS AUTO REPAIR' 21701 HWY 99 #A LYNNWOOD,WA 98036 KING COUNTY-PROPERTY SVCS ADM-ES-0800 500 4TH AVE SEATTLE,WA98104 SHROYER LISA E 3420 13TH AVE W SEATTLE,WA 98119 TRAN PHUOC+THI NUOI FANG TU 438 BURNETT AVE N RENTON,WA 98057 HOOT CHERYL L 16434 SE 235TH ST KENT,WA 98042 BOEING COMPANY THE PROPERTY TAX DEPT PO BOX 3707 M/C 20-00 SEATTLE,WA 98124 DUNLAP BAPTIST CHURCH 280 HARDIE AVE SW #2 RENTON,WA 98057 CRECELIUS LEWIS 428 BURNETT N RENTON,WA 98055 TAYLOR THOMAS L+DORIS S 16383 SE 48TH DR BELLEVUE,WA 98006 TRANSWESTERN HARVEST LKSHOR C/O THOMSON REUTERS PO BOX 06019 CHICAGO,IL 60606 ITF DEVELOPMENTS LLC C/O GIBSON BRUCE PO BOX 50268 BELLEVUE,WA 98015 BNSF )O BOX 961089 :ORT WORTH,TX 76161 PUGET SOUND ENERGY/ELEC PROPERTY TAX DEPT PO BOX 90868 BELLEVUE,WA 98009 RENTON crrf OF 1055 S GRADY WAY RENTON,WA 98055 •!" f . NOTICE OF APPLICATION AND PROPOSED DETERMINATION OF NON-SIGNIFICANCE-MITIGATED (DNS-M) A Master Application has been filed and accepted with the Department of Community &Economic Development (CED)-Plannlhg Division of the City of Renton.The following briefly describes the appRcatlon and the necessary Public Approvals. DATE OF NOTICE OF APPLICATION:September 11,2013 LAND USE NUMBER:LUA13-001122,ECF,SME,MOD,MOD PROJECT NAME:Boeing Site Logistics Project PROJECT DESCRIPTION:The applicant has requested SEPA Environmental Review for the Boeing Renton Manufacturing Plat "site logistics"project,located at 737 Logan Ave.N.The project Incudes 7 tasks as follows:1)Truck Inspection Relocation and SW Marshaling Yard;2)Parts Movement Road Improvement;3)Gate D-3S and Badge Office Relocation;4)Spine Road and Parking improvements;5)Lot 1 Marshaling Yard;6)Site Duct Banks;and 7)Existing Truck inspection and Secondary Air Compressor Plat.The majority of project construction would be Ilrnlted to the boundaries of the exiting Boeing facility with the exemption of street frontage.improvements and site circulation Improvements. The project includes 6 new buildings totaling 26,400 square feet in area.The overatl project would require approximately 26,000 cubic yards of fill material•The site Is located along both Lake Washington and the Cedar River, as such the applicant has request a Shoreline Exemption for maintenance work with in the shoreline jurisdiction.In addition,the applicant has request two modification one for street frontage improvements along 6th Ave,and a second for parking lot landscaping averaging across the site.The site Is vested to 2002 Heaw Industrial (IH)zoning as a result of. a development agreement.The applicant has indicated that 58 trees would be removed from the site with 183 new trees being planted.. PROJECT LOCATION:737 Logan Avenue N OPTIONAL DETERMINATION OF NON-SIGNIFICANCE MIT!GATED {DNS-M):As the Lead AEency,the City of Renton has determined that significant environmental Impacts are unlikely to result from the proposed project.Therefore,as permitted under the RCW 4B.21C.110,the City of Benton is using the Optional DNS-M process to give notice that a DNS- M is likely to be issued•Comment periods for the project and the proposed DNS are integrated into a single comment period,There will be no comment period following the issuance of the Threshold Determination of Non-Significance- Mitigated {DNS-M).A 14-day appeal period will follow the issuance of the DNS-M. PERMIT APPLICATION DATE:August 20,2013 NOTICE OF COMPLETE APPLICATION: APPLICANT/PROJECT CONTACT PERSON: Permlts/Revlew Requested: Other Perm]tl which may be required: Requested Studies: September 11,2013 Mark Clement,Boeing;737 Logan Avenue N;Renton,WA 98055;Emh mark.d.clement@beelnB.cem Envlronmental (SEPA)Review,Shoreline Exemption Review, Modification Review Building end Construction permits Drainage Report,Geotethnlca]Report,Steam/Lake Study,Traffic Study If you would like to be made a party of record to rece[ve further Information on this proposed project,complete this form and return to:City of Renton,CED-Planning Division,1055 So.Grady Way,Benton,WA 98057. Name/File No.:Boeing Site Loglst!cs Project/LUAiB-O01122,ECF,SME,MOD,MGD NAME: MAILING ADDRESS:City/State/Zip: TELEPHONE NO.: Location where application may be reviewed: PUBLIC HEARING: CONSISTENCY OVERVIEW: Zoning/Land Use: Environmental Documents that Evaluate the Proposed Project: Development Regulations Used For Project MItlBation: Proposed Mitigation Measures: Department of Community &Economic Development (CED)-Planning Division,Sixth Floor Renton City Hall,1055 South Grady Way,Renton,WA 98057 N/A The subject site Is designated Urban Center North (UC-N)on the City of Renton Comprehensive Land Use Map and Urban Center North 2 (UC-N2)on the City's Zoning Map,The project is vested to 2002 IH zoning pursuant to a Development Agreement. Environmental (SEPA)Checklist The project will be subject to the City's SEPA ordinance,RMC 4-9-070 and other applicable codes and regulations as appropriate. The following Mitigation Measures will likely be imposed on the proposed project.These recommended Mitigation Measures address project impacts not covered by existing codes and regulations as cited above. The applicant shaft comply with the recommendations included in the Geotechnical Engineering Study prepared bySoil &Environmental Engineers,Inc.,datedAugust 14,2023, The applicant shall comply with the recommendations Included In the Traffic Impact Analysis,prepared by Transpo Group,doted September 6,2013, The app!icont shall comply with the recommendations Included in the Habitat Data Report and Standard and Supplemental Stream/Loke Study,prepared by Berger ABAM,datedAugusr 29,2013. Comments on the above application must be submitted In writing to Vonessa Dolbee,Senior Pl-:'nner,CED -Planning Division,1059 South Grady Way,Renton,WA 98097,by 5;00 PM on September 25,203.3.If you have questions about this proposal,or wish to be made a party of record and receive additional notification by mall,contact the Project Manager.Anyone who submits written comments will automatically become a party of record and will be notified of any decision on this project, CONTACT PERSON:Vanessa Dolbee,Senior Planner;(425)430-7314; vdolbee@rentonwa.gov I PLEASE INCLUDE THE PROJECT NUMBER WHEN CALLING FOR PROPER FILE IDENTIFICATION I ,•...,,, '".'"..:.'""'....Deni'law ".'-"'€"'A':::'.:.i "..' ,..'.".':'.'.".':.'"-.Mayor'"'"""".-"...""'",""'+.+'".+.•.-!. ';".!'.':"'""':,':•+""',DepartrnentofComrfiu'nty'andEconomlcDevelopment ,..,,'.::i..: ..'-.:.''September1,1;2013 '..'-:""+/.+,""'C'E'"Chip"lldcert'AdminlstratOr'-,''':""'. .'r :"'".'Ma'rkClement..."r"."''.''-:'i.'''"":":'".."','''':.'''.',:ii'"'"."""':"','./",'"-.. •.:':"737 LoganAvenueN ..:-..:+.-..•i .....,..,,.,::.,.-,+:.' r '_.",r"":-'",'"".'.:'"I'"Y.''.'-'':....--::;"''."''".".i ..+."i ,"+'"'Subje(:ti ,."N0tice ofc(mpl,teADbiication ':;:..•i:,-;:-i:''"i '.-:.,......-.::.::..': .".:.:".".i..'.".,+":i i:':.':".Bb.elng iIte EoglstlcsPtoject,LUAi3-OOli22,ECF,SME,MoD]MoD ....".:.":...i i ,.,..,.,,.,-,+,,,,.,•%. .,..Dear Mr.Clement........,...,,.:..,.+,..,....-..-,..+. "":"i 'The PlanningDivision of the,Clt,0fRefiton hasdeiirrninecl;lat ifisu6jectaiplicatjon ."'.:.+,::. .:..'+::.-:'."iscbmplete!accordirg.to submittal requirementsand,t'herefor:e,is:accel.ted f0r:Leviewi :"'-'+:"., •'......'"..i ....."..'='.:L '"'......."".:""''""'.."'.'•""'':''":',..•It]stentatlvelycheduled.f0r c0nslderatlon bythe Ervir0nmentlal ReVlew Comi-nffteeon '..:..-i . ..,,..,:,-:.,...september,:30..2013 .Prlor:to.that reVieql you-will be :n0tified if:any additibhal ".,/:-':" +"Jr ':q$'r 4 "'.":,:l+nfornlation +s.reqli+ret61/:Oltihe+'.p+lqcessirlg:lour aPll(catioi1.>:"."i'•+,:I•."i:'+::+,','i:+'.+''+':./ .I ++f "T ++i +I l i I "++I ++++k +I ++I +<i "q +++r ++"++++."t .:,++,,.,Please contact,meat+(42.S)430-P3,14if.you,havegny.ques+mns:,-v .:...,,.•:....-',.,.'.: ,,,,.'•,,.,,.+.,,",?-,.... --:""+S ni Planner .-•+,:+-.:::-':'-':+e or ":'.:.+.--:! ,%,,,,+.•,.,,.....+,.,,.•--'.,.+,,•,..,+,• '+.,,,"':.•".+!.,+',.',,,-.++..+,.,,-•++,+. CityHall *105 Gr ywa enton,ashington 980 entonwalgov • ::'.'-.SeDtembe.:112013 ..::.DepartmentofCommunityandEconomcDeveopment.""'--;..."'": ..,......'.....••-...:..".:,..'":-.''.C.E.Chip Vmcent,Administrator •',...":..'. -....•,++..•.,,,.......,..,,.-.....*.. ''.:..Attn:JohnLefotuahd:Ramln'PazoOki •.:..':.,""",..,'.".',".:"-::":.''::-- :.:."'.,WashingtdnStat '"i,".,"::."--::i ".:."'.!::.":'.', ::".:.,.DeisartmentofTransp0naiioh .:.'-.:•..:.::,.".."...-:.:..'.,,:.•:..-+-"..: •'-.!.lsT000aytqnAvenueN0rth .:..::::':..,.i ........"'.-.-!"i'.-:'.::' '';":'":"POB0x'33,0310 :':"."""'-".','.':""''.':.""':":'i"" •i ::..,Seattle :WA 98133:9710 ....".'";:".,":...:.i".......-"'":'::....":'": •....."..r'•..•+,i ..,'.',,:•,.'..-,-."*',,. SUBE ',:"el Ste.Lo lstl r e :........'•.... ........-.LUAI3:OO112.Z,ECF,-SME,.'MOD,MOD".r-.''.'..m ........'.:''''' ..:::Dea Sirsi .,:'"-.,...:""",..:,':::.:"::"::'..,.":....:.,...,,..-.,.....,.,+...,.....,*,.+.. Iosed "ii:.a'copy-ofthe.TI oi'the.subje d use app catioh:alon With"ao of'."....: :..".':l:f youhave add!tio.nai comments 0r:c6ncerns;you.lmay,either 'sen.them',via ma!l-or,,"':".".. •.-:.'.:.emailthem,to'meat,vd011ee@rent0nwa,gov..'.'.:-.'."..''.'....".-i".'..""" ,':'.'....The Evir'onmen'tal 'Reviewcoffimitee:is sCheduiecl"for }september 30 20131.ii,-would.::,"',",".i, "-...'.',,.ap'preciate youl,.comnents priortOthe,meeting,prfei'ably bY:::Septembei25,::20:]:31 if-."': :."'..."...pbsslble;:s6'hat'l ma'y inc0rpoi-ate.them•int0the.staff,rel00rt,.'.:,:'.':.'"..'.;.,::::'i ::;;.:.,,"'"'.''' •,ncere,y,.,,,,...,,.,...,.......,..,,............., ...-..:".•Enclosures:Notice ofApplication,.Boeihg Renton Infrbstrutare Plad-raffic-Circulation'Analysls .",L."-"•":":"'' .:.............•...............,.-,...:..-................:.',.-.,..::...:,,,,.,.,.'.",::.":...:.'.•..--,...:.'....:"...,,.....-":'-cc:,...KayrenKittrlEk.CiWof:Rehton...PiahRevlew',.',..".":.'",!-::'..'..,'...'.',.,:".," •,,...•..•.,.,,. .:-...,,•=..'•,-.,-4, "-"':":RentonClty Hall ;1055:Soutl'iGdyWay:.Rent(n,washington 98057 ;rn;onwa:gov "';'."."'''.":' LAND USE PERMIT ' PPLI ATI c'°'"'°"MASTER A C ON N'°'''°" City of Renton RECEJED PROPERTY OWNER(S) NAME:Boeing Corp. ADDRESS:737 LoganAve n. CITY:Renton ziP:98055 TELEPHONE NUMBER:(206 617-2944) APPLICANT (If other than owner) NAME:Mark Clement COMPANY (if applicable):Boeing ADDRESS:737 LoganAve n. CITY:Renton ziP:98055 TELEPHONE NUMBER 206 617-2944 CONTACT PERSON NAME:Mark Clement COMPANY (if applicable):Boeing Co. ADDRESS:737 Logan Ave n. CITY:Renton ziP:98055 Q:wcblpwldcvscrvlformslplrmningimastcrnpp.doc TELEPHONE NUMBER AND E-MAIL ADDRESS:206 617- 2944 Mark.d.clementboein.corn PROJECT INFORMATION PROJECT OR DEVELOPMENT NAME Boeing, Renton Site Logistics Project PROJECT/ADDRESS(S)/LOCATION AND ZIP 737 Logan Ave n Renton WA 98055: KING COUNTY ASSESSOR'S ACCOUNT NUMBER(S): 0723059001 ,0823059187,086600060 0886610090 EXISTING LAND USE(S):Manufactoring PROPOSED LAND USE(S):Manufactoring EXISTING COMPREHENSIVE PLAN MAP DESIGNATION: UCN PROPOSED COMPREHENSIVE PLAN MAP DESIGNATION (if applicable):NA EXISTING ZONING Urban Center north PROPOSED ZONING (if appli!:able):same as existing .,LllflllIllI//i//..SITE AREA (int i!n1.,'$..18,761 sq.ft acres)w %,p,7,:.:./.Pr - SOUARE 0,J;ADWAYS TO BEDEDICATIvqot#''"PO_".">u ,,.=........,,,,.,,,', PRC SQUARE FOOTAGE OF PRIVATE ACCESS EASEMENTS: 19200'Sq fl'"'."; ;PROPOSED RESIDENTIAL DENSITY IN UNITS PER NET ACRE (if applicable);NA NUMBER.OF PROPOSED LOTS (if applicable):NA NUMBER OF NEW DWELLING LiNITS (if applicable):NA NUMBER OF EXISTING DWELLING UNITS (if applicable): SQUARE FOOTAGE OF PROPOSED RESIDENTIAL BUILDINGS (if applicable):NA SQUARE FOOTAGE OF EXISTING RESIDENTIAL BUILDINGS TO REMAIN (if applicable):approx NA ,CT INFORMATION (continu ) NUMBER OF EMPLOYEES TO BE EMPLOYED BY THE NEW PROJECT (if applicable):NA PROJECT VALUE:$17000 b I IS THE SITE LOCATED IN ANY TYPE OF ENVIRONMENTALLY CRITICAL AREA,PLEASE INCLUDE SQUARE FOOTAGE (if applicable): r AQUIFER PROTECTION AREA ONE Q AQUIFER PROTECTION AREA l'WO E]FLOOD HAZARD AREA sq.ft. Q GEOLOGIC HAZARD sq.ft. HABITAT CONSERVATION sq.ft. Q SHORELINE STREAMS AND LAKES 7500__sq.ft. r WETLANDS sq.ft. SQUARE FOOTAGE OF PROPOSED NON-RESIDENTIAL BUILDINGS (if applicable):26,400 sq ft SQUARE FOOTAGE OF EXISTING NON-RESIDENTIAL BUILDINGS TO REMAIN (if applicable):Aprrox.6 MILLION NET FLOOR AREA OF NON-RESIDENTIAL BUILDINGS (if applicable):NA LEGAL DESCRIPTION OF PROPERTY SITUATE IN THE ne QUARTER OF SECTION 7 ,TOWNSHIP_23n , RANGE_5e ,IN THE CITY OF RENTON,KING COUNTY,WASHINGTON. TYPE OF APPLICATION &FEES List all land use applications being applied for: 1.x Site plan review 3.x SEPA CHECKLIST 2.__X Shoreline exemption 4. Staff will calculate applicable fees and postage:$Billed I I.(Print Name-/s)jVt CJ I V'OJ-"".declare that l am (please check one)the current owner of the property involved in this application or V the authorized representative to act for a coqooration (please attach proof of authorization)a'nd that the foregoing statements and answers herein contaJ&ed and the information herewith are in all respects true and correct to the best of my knowledge and belief• •/'1 //f I certi that l know or have satisfactory evidence that f)q,-It"C(,r,..t., //f "[//,signdthisinstrumentandacknwedgedittbhis/hr/tirfreeandv1untryactfrthe //'-(uses and purposes reentioned in the instrument. Q:wcb/pw/dcvscrvKorms/planni. (Signature of Owner/Representative Nora,/(Print)'.,J'-P_/ ,=u v ,,e-a%;,alert _l: Notary Public in atd for the State of Washington !--My appointment expires:LC)J;'-p' ,...2 08/20/13 PLANNING DIVISION WAIVER OF SUBMITTAL REQUIREMENTS FOR LAND USE APPLICATIONS Calculations iIiIij1liiI1UiiIiiiiiiiiiiiiiiiiii Con's't'ctlon Mitigation Des'cr!ptlon 2AND," Densl Workshaet 4 p + .i!),.I.t.,..i[[iNiiiiiiiii+iiiiiiiii++iiiiii Drainage Report=',i Environmental Checklist +i Existing Easements (Recorded Copy)4 Floor Plans 3 o +I .1:'".+..+..+,','+...i!',I.+=..!''='...+....+..i Grad,n Plan,concsptuaI ,Iii`ii)+iiii#`i?i?i+i`iiiiiiiiii?i?!?iiiiiiiiii?i?!ii'iiiii'iii`ii Habitat Data Report +I Irrigation Plan + Landscape Plan,Conceptual,• .........'""';....":""'=:i i i!Hii iil Legal Description I !ii+I:ii!#i!i!iii!iii!iiiii!iiiiiiiii!!ii!iiiii!ii Master Application Form + Neighborhood Detail Map + Plan Reductions (PMTs)+ :iIiiiiiii+i'iiiiiiiii`'iiiiiii'i`WM!''iiii This requirement may be waived by: 1.Property Services 2.Public Works Plan Review 3.Building 4.Planning iiiiiMiiiii!iii!!ii!i!ii[iil iiiiiiiiH!iiiiiiii!iiiiiiii!i!!iiiiMiiiiiiiiiii!iiiiiiiiiiiHiiM!i!ii+iiiiiiii iiiiiiiiiiiii##iii iiii!iiji!iiiiiii+i!iii!ii+iiiiiiiiiitiiiii!iiiiii iiiiiiHi!iiiiiii!Mii}iiiii!ti!ii!iii!!iHiii iiMiMiiiiii{MiiiiiiiMiiiiiiMiiiiiMiiMii . ':''['PP:'I";':'I''P:';i'T ':'}''N':':'':':'P:'I':':':'P':':';i=PN'T'+'I":';'I'hPP '=':':+:':.:.:.:+:'t+=+ ..,,r'_I'3ii+ii+!i!i++iii++++iiiiiii+!i++i+i+i+i++iiiii+iii+++iiii+++iii!iiiii!+!+++i!! ++++++++i+++++++i++i++i+i+ii+++!+!+++ii+++i,++++++++++i!+++++i+i++!+i++++++++++i++!++++Oe ";o+ ++ii++M++i++!i++++M++i +i+i++++i+i++!!+i++i+i+iiii+M+iii+++i++iiiiii+ii+ii+i++++i++i++i++++ H:CEDDataFon'ns-Templalesalf-Holp Handoutslanningwalvmofsubmlttalreqs.xl 089 O PLANNING DIVISION Q WAIVER OF SUBMITTAL REQUIREMENTS FOR LAND USE APPLICATIONS iiiiiiiiiiiiiiiiiiiiiii!iiiiiiiii!iii[[iii[[iiiii!iii!i[iiiiiiiiiiiiUi!!iiii[iiiiii iii}i!}iii!!!!i!}}i}i!}iiiiiiiiii}i}iiii}i}ii}ii}iiiWi!iH!i!i!iiiii}}iii}!iiii}}iiiiii}iiii i}i!i}i!ii}ii}ii}iiiiii}ii!}!!i}}i!iiiii!ii!iiii!i!ii}ii!}}i}ii}}ii}}}!ii!}[i}i Wetlands Report/Delineation 4 Applicant Agreement Statement =,o Inventory of Existing Sites =ANO 3 Lease Agreement,Drff .o3 Map of Existing Site Conditions o Map of View Area :,o 3. Photosimulatns z ANO 3 This requirement may'be waived by:' 1.Property Services 2.Public Works Plan Review 3.Building 4.Planning • PROJECT NAME: DATE: H:CEDDataForms.TemplatesSelf-Help Handouts',Plannlngwa[vensu bmlitalreqs.xls 0fi/09 TREE R WORKSH 1.Total number of'trees over 6"In diametert on project site:1.(I trees 2.Deductions:Certain trees are excluded from the retention calculation: Trees that are dead,diseased or dangerous2 Trees In proposed public streets Trees In proposed private access easements/tracts Trees In critical areas3 and buffers Total number of excluded trees: 3.Subtract line 2from fine 1: C trees trees trees trees 2,(trees 3.t trees 4,Next,to determine the number of trees that must be retained4,multiply line 3 by: 0.3 In zones RC,R-l,R-4,or R-80.1 In all other residential zones 0.05 In all commercial and Industrial zones 4,trees 5.List the number of 6"or larger trees that you are proposing8 to retain4: 5.trees 6.Subtract line 5from line 4for trees to be replaced: (ff Ins 6 Is lass than zero,slop here.No rep/anemant trees are required). 6.trees 7.Multiply line 6 by 12"for number of required replacement Inches: Inches 8.Proposed size of trees to meet additional planting requirement: (Minimum 2"eelp"trees required)8. 9.Divide line 7 by line 8 for number of replacement trees8" (11 rormlnder Is .5 or greater,round up to the next whole number) 9,-treest.Measured at sheet height, L Dead,diseased or benOeroue tress must be omtiltnd as oudt by o foreetor,registered landeaope amldtod,or nelll3d arbor!at,and eppreved by the aIy. :"Odel Amen,J wellende,atromms,floudlalne end proleed elupea,are ,eflned In Secllon 4-3-050 oftheRantonMunldpatCoda(RMC). •Count only IhasD trees to be retained outride of cdtl¢al e and buffers. L The City rosy require meqifk:atlon of the tree retention plan to ensure rotonUon of the maximum number oftreesperRMC4-4-130H7e e.Inehee of street trees,tnchee of trees added to¢rltll areas/buffers,and bchee of trees ratebled on site that are lez then 6"but ere greeter Ihan 2"can be used to meet the bee repleaement requirement. inches pertree H:CalaoreTempltelf-Jdp HizdozmninTmetzzt]oo WorhL'ct,dec 1208 PREAPPLICATION MEETING FOR Boeing Site Logistics 737 Logan Ave.N PRE 13-000944 •CITY OF RENTON CIl o ttlOt Department of Community &Economic Development Planning Division August 1,2013 Contact Information: Planner:Vanessa Dolbee,425.430.7314 Public Works Plan Reviewer:Jan Illian,425.430.7216 Fire Prevention Reviewer:Corey Thomas,425.430.7024 Building Department Reviewer:Craig Burnell,425.430.7290 Please retain this packet throughout the course of your project as a reference.Consider giving copies of it to any engineers,architects,and contractors who work on the •project.You will need to submit a copy of this packet when you apply for land use and/or environmental permits. Pre-screening:When you have the project application ready for submittal,call and schedule an appointment with the project manager to have it pre-screened before making all of the required copies. The pre-application meeting is informal and nonobinding.The comments provided on the proposal are based on the codes and policies in effect at the time of review.The applicant is cautioned that the development regulations are regularly amended and the proposal will be formally reviewed under the regulations in effect at the time of project submittal.The information contained in this summary is subject to modification and/or concurrence by official decision-makers (e.g.,Hearing Examiner,Planning Director, Development Services Director,Department of Community &Economic Development Administrator,Public Works Administrator and City Council). / Fire &Emergency Servi s Department MEMO B:,i RANDUM DATE: TO: FROM:' SUBJECT: 7/23/2013 12:00:00AM Vanessa Dolbee,Senior Planner Corey Thomas,Plan Review/Inspector (Boeing Site Logistics)PRE13-000944 1.Adequate fire flow Js provide by the private Boeing fire main systems.Separate plans and permits are required by the Renton Fire Department for the relocation and addition of all fire main and fire hydrants. Additional fire hydrants may be required for the Badge office building relocation and the Air compressor building.Further analysis will be conducted as each project proceeds. 2.Fire sprinkler systems are required for the Marshalling yard building and the Air compressor building.The existing Badge office building fire sprinklers shall be reconnected to a new fire main.Separate plans and permits required for all fire sprinkler system installation and relocations. 3.Fire apparatus access to the Badge office building does not meet minimum requirements.Increase access road widths to a minimum of 20-feet and/or provide an approved turn around on the proposed access road to the south.Turning radius are 25-feet inside and 45-feet outside. 4.Fire alarm systems shall be limited to fire sprinkler monitoring only in the building equipped with such. Page 1 of i ii DEPARTMENT OF COl AUNITY AND ECONOMIC DEVELOPMENT MEMORAN DUM DATE: TO- FROM: SUBJECT: 7/31/2013 12:00:00AM Vanessa Dolbee,Senior Planner Jan Illian,Plan Reviewer (Boeing Site Logistics)PRE13-000944 NOTE:The applicant is cautioned that information contained in this summary is preliminary and non-binding and may not subject to modification and/or concurrence by official city decision-makers.Review comments may also need to be revised based on site planning and other design changes required by City staff or made b the applicant. I have completed a preliminary review for the above-referenced proposal.The following comments are based on the pre-application submittal made to the City of Renton by the applicant. Water 1.There is no City owned water mains within the project location.However,there are numerous Boeing's owned utilities,including water lines for domestic and for fire protection within the project area. 2.The civil plans should clearly identify the impacted private water lines and hydrants and their proposed relocations. Sewer 1.There is no City owned sewer mains within the project location.Civil plans and permits will be required if the project results in the installation of new,replaced or relocated sewer main. Storm Drainage 1.A drainage plan and drainage report will be required with the site plan application.The report shall comply With the 2009 King County Surface Water Manual and the 2009 City of Renton Amendments to the KCSWM, Chapters i and 2.All core and any special requirements shall be contained in the report.Based on the City's flow control map,this site falls within the Flow Control Duration Standard,Existed Conditions.The drainage report will need to follow the area specific flow control requirements under Core Requirement #3. 2.A Department of Ecology Stormwater Permit and SWWPP will be required. 3.Portions of this project may involve work wlthin FEMA's 100-year floodplain.Filling or grading below FEMA's regulated flood pla!n elevation of 16.00 (NGVD 29),will require compensatory storageto be provided per City Code. Transportation 1.A limited traffic study will be required to identify changed traffic conditions related to moving ali the truck traffic to the N.6th Street entrance.This is to include analysis of the two driveways on N.6th Street and the new driveway on Logan.They should also include a quick analysis of the intersection of 6th and Logan.The new driveway to Logan may be restricted to right in and right out only. Page I of I a DEPARTMENT OF COMMUNITY AND ECONOMIC DEVELOPMENT @ MEMORANDUM DATE: TO: FROM: SUBJECT" August 1,2013 Pre-Application File No.13-000944 Vanessa Dolbee,Senior Planner Boeing Site Logistics General:We have completed a preliminary review of the pre-application for the above- referenced development proposal.The following comments on development and permitting issues are based on the pre-application submittals made to the City of Renton by the applicant and the codes in effect on the date of review.The applicant is cautioned that information contained in this summary may be subject to modification and/or concurrence by official decision-makers (e.g.,Hearing Examiner,Community &Economic Development Administrator, Public Works Administrator,Planning Director,Development Services Director,and City Council).Review comments may also need to be revised based on site planning and other design changes required by City staff or made by the applicant.The applicant is encouraged to review all applicable sections of the Renton Municipal Code.The Development Regulations are available for purchase for $50.00 plus tax,from the Finance Division on the first floor of City Hall or online at www.rentonwa.Rov Project Proposal:'The subject property is comprised of four parcels,072305-9001,082305-9187, 088660-0060,and 088661-0090 and is comprised of the Boeing Plant site.The property is boarded by the Cedar River on the west and Lake Washington to the north,Logan Ave.N to the east and N 6th Street to the south.The site is located in the Urban Center North 2 (UC-N2)zone however;based on a 2002 development agreement,development at the subjectsite would be evaluated utilizing the Industrial Heaw (IH)zone from 2002.The pre-applicatior packet indicates that the proposal is to improve material management flow,reduce congestion by revising and repurposing site layout and minimizing the number of personnel vehicles within the secured perimete[area and improve site safety by providing better separation of parts, equipment and people.In order to accomplish these goals,the pre-application packet has identified seven tasks in various locations across the site.These improvements include but are not limited to parts movement road improvements,badge office relocation,perimeter fence relocation,parking improvements,a new air compressor building,etc. Current Use:The property currently contains the Boeing Companies airplane manufacturing facility,primarily for Boeing 737 airplanes. Zoning:The property is located Industrial Heavy (IH}zoning designation,pursuant to a 2002 development agreement.Airplane Manufacturing is permitted outright in the 2002 IH zone and the current UC-N2 zone. h:\ced\planning\current planning\preapps\im boeing site logistics 13-000944.d0c Ub Boeing Site Logistics,PRE13-O00944 Page 2 of 4 August 1,2013 Development Standards:The project would be subject to RMC 4-2-130A,"Development Standards for Industrial Zoning Designations"as vested through the 2002 development agreement.The subject project would be considered a site improvement project which does not identified any new uses as such;the following report addresses onty those development standards that appear to be applicable at this time. Lot Coverage There is no minimum lot coverage requirement within the IH zone. Buildin Height -There is no maximum building height requirement within the IH zone. Setbacks -The required setbacks in the IH zone are as follows:20 feet for a front yard if along arterial street and 15 feet if along other streets,zero for the rear yard;and zero for the interior side yards.In addition,a 10 feet landscape setback from the street property line,or 20 feet from the back of the sidewalk,whichever is less is required along arterial street frontages.Logan Ave N is an arterial street;N 6th St.south of the project site is not identified as an arterial at this location.Based on the provided materials,the new and relocated buildings appear to be compliant with the minimum setbacks of the IH zone. LandscauinR -Except for critical areas,all portions Of the development area net covered by structures,required parking,access,circulation or service areas,must be landscaped with native,drought-resistant vegetative cover.The development standards require that all pervious areas within the property boundaries be landscaped. Along arterial streets a minimum of 20 feet of landscaped setback is required (Logan Ave.N)and along non-arterial streets a minimum of 15 feet of landscape setback is required (N 6t St.). Screening-Outdoor storage,Garbage,Refuse or Dumpster Areas shall be screened except for access points,by a fence,or landscaping,or a landscaped herin,or some combination thereof as determined by the Administrator to achieve adequate visual or acoustical screening. Refuse and Recvclln Areas -Refuse and recycling areas need to meet the requirements of RMC 4-4-090,"Refuse and Recyclables Standards"(enclosed).For industrial and other nonresidential developments a minimum of 3 square feet per every 1,000 square feet of building gross floor area shall be provided for recyclable deposit areas and a minimum of 6 square feet per 1,000 square feet of building gross floor area shall be provided for refuse deposit areas with a total minimum area of 100 square feet.A reJuse and recycling analysis will be required at building permit submittal. Parking -Off-street parking,loading areas,and drive aisles for the entire site shall meet the requirements of RMC 4-4-080,"Parking,Loading and Driveway Regulations".The code does not specifically identify "airplane manufacturing"in the required parking space table.Therefore,the Administrator shall determine which use is most similar based upon staff experience and various uses and information provided by the applicant.As such,a parking analysis shall be provided with the land use application, identifying parking needs for.the airplane manufacturing facility and compliancewith those needs.Information shall be submitted identifying that the provided parking stalls will meet the demand created by the facility.The applicant will also be required at the time of formal land use application to provide detailed parking information (i.e.stall and drive aisle dimensions)and calculations of the subject site and the overall manufacturing "campus"use. h:\ced\planning\current planning\preapps\lm boeing site logistics 13-000944.doc Boeing Site Logistics,PRE13-O00944 Page 3 of 4 August 1,2013 It should be noted that the parking regulations specify standard stall dimensions. Surface parking stalls must be a minimum of 9 feet x 20 feet,compact dimensions of 8½ 'feet x 16 feet,and parallel stall dimensions of 9 feet x 23 feet;compact surface parking spaces shall not account for more than 30 percent of the spaces in the surface parking lots. ADA accessible stalls must be a minimum of 8 feet in width by 20 feet in length,with an adjacent access aisle of 8 feet in width for van accessible spaces.The appropriate amount of ADA accessible stalls based on the total number of spaces must be provided. Parking Lot Landscaping -All parking lots and loading area shall be landscaped to the standards set forth in RMC 4-4-070.All parking lot landscaping shall be a minimum of 5 feet in width.Parking lots that exceed 10,000 square feet shall have a minimum of 5 percent of the area within the parking lot landscaped in a pattern that reduced the barren appearance of the parking lot. Driveway -For industrial uses driveways shall not exceed 40%of the street frontage and shall not exceed 50 feet in width (exclusive of the radii of the returns or taper section). Critical Areas:The subject project is located over the Cedar River and is adjacent to Lake Washington,both Shorelines of the State.As such,the project is required to comply with the City ofRenton's Shoreline Master Program (SMP).A portion of the project would be located in Reach A of the Cedar River and Reach I of Lake Washington,which are located in the Shoreline High Intensity designation.The subject project could result in impacts to the Cedar River and Lake Washington,as such o stream and lake study,o supplemental stream and lake study is required.The study shaft identify no net loss of ecologicalfunctions and values. The submitted materials identify minor work within the shoreline jurisdiction,which may qualify for a shoreline exemption;however more information is needed for staff to verify if the subject project would be able to meet the exemption criteria.If new utilities and or structures are placed in the shoreline jurisdiction,a shoreline substantial development permit would be required. Additionally,the city of Renton Sensitive Areas maps indicate the site is located in an area of seismic hazards.The seismic hazard is related to potential liquefaction of soils during an earthquake event.A geotechnicol analysis for the site may be required.The analysis needs to assess soil conditions and detail construction measures to assure stability. Finally,the subject site is located in area of known Cultural Resources.Based on the possible presence of archeologica[discoveries within the vicinity of the subject site SEPA mitigation measures would likely be applied to the subject project. Shoreline Regulations:The objective of the High intensity Overlay is tO provide opportunities for large-scale office and commercial employment centers as well as multi-family residential use and public services.This district provides opportunities for water-dependent and water- oriented uses while protecting existing ecological functions and restoring ecological functions in areas that have been previously degraded.Development may also provide for public use and/or community use,especially access to and along the water's edge. Pursuant to the SMP,the subject site is considered to be a non-conforming site.As such,the project shall comply with RMC 4-10-095.If the proposed project does not change the building h:\ced\planning\current planning\preapps\im boeing site logistics 13-000944.doc Boeing Site Logistics,PREl-O00944 Page 4 of 4 August 1,2013 footprint or increase impervious surface no site changes are required.Information shall be provided with the shoreline permit application identifying consistence with the "compliance with the non-single family development partial compliance table". Environmental Review The subject project would be subject to SEPA Environmental Review because the project exceeds 4,000 SF o,f building area and 20 parking stalls.Therefore an environmental checklist is a submittal requirement.An environmental determination will be made by the Renton Environmental Review Committee.This determination is subject to appeal by either the project proponent,by a citizen of the community,or another entity having standing for an appeal. Permit Requirements The proposal would require Environmental (SEPA)Review and a Shoreline Substantial Development Permit (SSDP)or a Shoreline Exemption.All applications can be reviewed in an estimated time frame of 10-12 weeks once a complete application is accepted.The application fee for SEPA Review (Envlronmental Checklist)is $1,000 and $2,000 for the SSDP.The Shoreline Exemption does not have a fee.There is a technology fee,of 3 %,based on the total land use application fees for the project.Detailed information regarding the land use application submittal is provided in the attachedhandouts. In addition to the required land use permits,separate construction and building permits would be required.The review of these permits may occur concurrently with the review of the land use permits,but cannot be Issued prior to the completion of any appeal periods. *Once the application materials ore complete,the applicant Is strongly encouraged to have one copy ot the application materials pre-screened at the 6th poor ront counter prior to submitting the complete application package.Please carlJar an appointment. h:\ced\planning\current plannlng\preapps\Im boeing site logistics 13-000944.doc Vicinity Map I Notes None O I:18,378 1,532 0 766 1,532 Feet WGS_1984_Web_Mercator_Auxiltaq/_$phere Legend City and County Labers City and County Boundary r.City ofRenfon Informatlon Technology -GIS This map Is a usergenerete(I eroticoutputfroman tntemetmapping site andisforreforencaorgy,Data layers thatappearon this map may or may not be RentonMapSupportRentonwa.gov eccurate,current,or othanlse refiate 7J31/2013 THIS MAP IS NOT TO BE USED FOR NAVIGATIONFinance&IT Division Zoning Map Notes None O 1:1s,378 m i1,532 0 766 1,532 Feel WGE 19B4_Web_MemamLAuxlllary_Sphem Legend City and County Labels City and CotJnty Boundary ['Other I"Cityof aenton Zonlng []RC RaaeurcaCc=ervaUon R-I Residential 1 du/ac []R.4 RetJdenUaJ4du/ac R-8 RmddenUsi 8durbc :RMH ReddetoJsi Manufa Home= []RM-T ResidenlJaiMultI,Famliy TlUc',si []RM-U Residential MuttI-Femlly Urban Canter []CV CenterVIItoga ]CD Center Downtown ]UC-N1 Urban Cantor -North 1 .UC-N2 urban Canter -North 2 []COR C,nmamlal Office/Residential []CA Ccmmerdsi Artorf=l []CO CommneJOfflco []CN CommefcJ Nalghbomood informer]on Technology.GIE This map Is a us genemtap atotlc output from an Interact mapping=reandIiformrbrenceonty.Date layer|that appear on INs mapmy or maynot beRenlonMapEupport@Rentonwa.gov accurate,current,orothecwtsereliable. 7/31/2013 THIS MAP IS NOTTO BE USED FOR NAVIGATION c.y Finance &IT Division ! PROJECT NARRATIVE The Boeing Company Renton Site Logistics Project 01:iiiI,1101--4'NNNG Ol/I ON 20 August 2013 Submitted by BnrgerABAM 33301 Ninth Avenue South,Suite 300 Federal Way,Washington 98003-2600 Job No.A13.0362.02 )! The Boeing Company Renton Site Logistics Project Renton,Washington TABLE OF CONTENTS SECTION PAGE 1.0 REQUEST ...................................................................................................................................3 2.0 PROJECT LOCATION ..................................................................................................................3 3.0 PERMITS REQUIRED .................................................................................................................4 3.1 Environmental Review .................................................................................................4 3.2 Shoreline Substantial Development Permit/Exemption ............................................4 3.3 Stormwater/Utilitles....................................................................................................4 3.4 Engineering (Street Improvements)............................................................................4 3.5 Building.........................................................................................................................4 3.6 Fire ................................................................................................................................4 3.7 Stormwater ...................................................................................................................5 4.0 ZONING AND COMPREHENSIVE PLAN .....................................................................................5 5.0 EXISTING CONDITIONS..............................................................................................................5 5.1 Current Uses .................................................................................................................5 5.2 Site Features ................................................................................................................5 5.3 Soil and Drainage .........................................................................................................6 6.0 PROJECT DESCRIPTION ............................................................................................................6 6.1 Truck inspection Relocation ........................................................................................6 6.1.1 Existing Conditions..........................................................................................7 6.1.2 Proposed improvements.................................................................:................7 6.1.3 Buildings...........................................................................................................7 6.1.4 Staging Area .....................................................................................................7 6.1.5 Utilities .............................................................................................................8 6.1.6 Paving Replacement........................................................................................8 6.1.7 Pavement Restriplng and Signage .................................................................8 6.1.8 Traffic Signals ..................................................................................................8 6.1.9 Landscaping Modifications.............................................................................8 6.1.10 Security.............................................................................................................8 6.1.11 Stormwater Management ...............................................................................9 6.1.12 Fire Protection .................................................................................................9 6.2 SW Marshaling Yard .....................................................................................................9 6.2.1 Existing Conditions ..........................................................................................9 6.2.2 Proposed Improvements...............................................................................10 6.2.3 Buildings........................................................................................................10 6.2.4 Paving Replacement.....................................................................................10 6.2.5 Utility Improvements ....................................................................................10 6.2.6 Fire Protection ..............................................................................................10 6.2.7 Pavement Restrlping and Slgnnge ..............................................................10 6.2.8 Stormwater Improvements ...........................................................................11 Project Narrative The Boeing Company-Renton Site Logistics Project Renton,Washington BergerABAM,A13.0362.00 20 August 2013 Page i of ii 7.0 8.0 9.0 10.0 110 12.0 :13.0 14.0 6.2.9 Landscape .....................................................................................................11 6.3 Parts Movement Road Improvement .......................................................................11 6.3.1 Existing Conditions.......................................................................................11 6.3.2 Proposed Improvements...............................................................................12 6.3.3 Utility improvements ....................................................................................12 6.3.4 Pavement Rostrlping and Slgnags ..............................................................12 6.3.5 Stormwater improvements...........................................................................12 6.3.6 Landscaping Modifications ..........................................................................13 6.4 Bate 0-35 and Badge Office Relocation ..................................................................13 6.4.1 Existing Conditions.......................................................................................13 6.4.2 Proposed Improvements...............................................................................14 6.4.3 Buildings........................................................................................................14 6.4.4 Utility Improvements ....................................................................................14 6.4.5 Fire Protection ..............................................................................................15 6.4.6 Stormwater improvements...........................................................................15 6.4.7 Landscape Modifications .............................................................................15 6.5 Perimeter Security Fence Relocation ......................................................................15 6.6 Spine Road and Parking Improvements...................................................................15 6.6.1 Existing Conditions.......................................................................................16 6.6.2 Proposed Improvements...............................................................................16 6.6.3 Buildings........................................................................................................16 9.6.4 Utility improvements ....................................................................................16 6.6.5 Pavement Rostrlping and Slgnags ..............................................................17 6.6.6 Stormwster improvements...........................................................................17 9.6.7 Landscaping Modifications..........................................................................17 6.7 Lot 1 Marshaling Yard and Secondary Air Compressor Plant.................................17 6.7.1 Existing Conditions .......................................................................................13 6.7.2 Proposed Improvements...............................................................................13 6.7.3 Buildings........................................................................................................18 6.7.4 Stormwater Facilities ...................................................................................19 6.7.5 Landscape .....................................................................................................13 6.8 Site Duct Banks.........................................................................................................19 6.8.1 Drainage Design ...........................................................................................19 ACCESS ..................................................................................................................................19 OFF SITE IMPROVEMENTS ....................................................................................................20 CONSTRUCTION COSTS .........................................................................................................20 FiLL AND EXCAVATION ..........................................................................................................20 TREE REMOVAL......................................................................................................................20 DEDICATIONS .........................................................................................................................20 TEMPORARY CONSTRUCTION BUILDINGS ...........................................................................20 SHORELINES .........................................................................................................................20 project Narrative The Boeing Company -Renton Site Logistics Project Renmn,Washington BergerABAM,A13.0362.00 20 August 2013 Page ii of ii THE BOEING COMPANY RENTON SITE LOGISTICS PROJECT ENVIRONMENTAL REVIEW SUBMII"rAL PROJECT NARRATIVE 10 REQUEST The Boeing Company (Boeing)is increasing the rate of production and is undertaking a variety of site modifications to increase the efficiency and safety of site operations necessary to support the increased production rate.The Boeing Renton Site Logistics project is extremely critical to the business operations of Boeing in Renton and to meet the demand for increased production of the 737 Aircraft.The project objectives include the following: •Optimizing efficiency by improving material management flow; •Reducing congestion by revising and repurposing site layout and minimizing the number of personnel vehicles within the secured perimeter area;and •Improving site safety by providing better separation of parts,equipment,and people. This multiple-task project includes site and infrastructure improvements necessary for planned future growth and increase in production at the Boeing Renton facility.The project is subject to Environmental Review under the Renton Municipal Code (RMC) because the project includes more than 4,000 square feet of additional building area and 20 parking stalls.A pre-application conference was conducted with the City of Renton (City)on August 1,2013.This narrative is intended to meet the Project Narrative requirements of the City's Environmental Review Process. 2.0 PROJECT LOCATION The proiect is located at the Boeing Renton manufacturing site located at the south end of Lake Washington east of the Cedar River.The project site includes approximately 160 acres consisting of the parcels identified in the table below. 072305-9001 737 Logan Avenue North 151.9 acres 082305-9187 910 Lake Washington Boulevard 2.6 acres 088660-0060 Not Assigned 4.6 acres 088661-0090 Not Assigned 0.26 acre Project Narrative The Boeing Company -Renton Site Logistics Project Renton,Washington BergerABAM,A13.0362.00 20 August 2013 Page 3 of 22 The project site is bounded to the north by Lake Washington,to the west by Nishiwaki Lane,the Cedar River Park,and the Cedar River,to the east by Logan Avenue,and to the south by North Sixth Street. 3.0 PERMITS REQUIRED 3.1 Environmental Review Under RMC 4-9-070,environmental review is required for projects unless specifically exempted.The City has adopted the Categorical Exemptions in WAC 197-11-800.Based on the provisions of WAC 197-11-800,the project does not qualify for an exemption as it exceeds the building square footage and parking space numbers specified for a categorical exemption. 3.2 Shoreline Substantial Development Perrnlt/Exemptlon The project area includes elements located within 200 feet of the Ordinary High Water Mark (OHWM)of the Cedar River.Pursuant to RMC 4-3-090(B)(3),these areas are subject to the Shoreline Master Plan (SMP)Regulations.The majority of the project site is located greater than this distance and is not subject to the SMP.Based on the OHWM delineation provided by the City of Renton,portions of the Truck Inspection Relocation and Spine Road and ParkIng Improvements tasks are located within the SMP jurisdiction.Construction within the SMP jurisdiction would be considered normal maintenance or repair of existing development and will consist primarily of replacement of existing pavement in parkIng and maneuvering areas,relocating an existing light standard further away from the OHWM and providing new security perimeter fencing. Pursuant to RMC 4-9-190(B)(3),a Substantial Development Permit is required for all development within the jurisdiction of the SMP and requires a Shoreline Substantial Development permit,unless specifically exempted by RMC4-9-190(C).A separate memorandum addresses consistency with the Substantial Development Permit exemption criteria. 3.3 Stormwater/UtlllUos Engineering and civil review will be completed for individual project tasks. 3.4 Engineering (Street improvements) Engineering and civil review will be completed for individual project tasks. 3.5 Building The project includes a number of new or relocated buildings.Building permits will be obtained prior to undertaking any new building construction.As noted in the pre- application conference report,a refuse and recycling analysis will be submitted With the building permit application. 3.6 Fire Existing fire mains and fire hydrants will be relocated to accommodate the project changes and new fire mains and hydrants will be added.Separate plans and permits are required with City Fire Department. Project Narrative The Boeing Company-Renton Site Logistics Project Renton,Washington BergerABAM,A13.0362.00 20 August 2013 Page 4 of 22 Fire sprinkler systems will be required inside the Marshaling Yard office building and Secondary Air Compressor Plant.The relocated Badge Office will be connected to a new fire service.Separate plans will be submitted to the City Fire Department for issuance of permits. 3.7 Stormwater The project will result in the disturbance of more than 5 acres in a common plan of development.As such,it will require coverage under the Washington State Department of Ecology Construction Stormwater General Permit.Boeing will submit the required Notice of Intent to Ecology to obtain coverage under the permit and will maintain a Stormwater Pollution Prevention Plan and complete inspections and monitoring as required by the permit. 4.0 ZONING AND COMPREHENSIVE PLAN The comprehensive plan designation for this property is Urban Center-North.Adjacent plan designations are the same as the project site,with the exception of property to the west,which is designated as Employment Area Industrial. Zoning of the site is Urban Center-North 2 (UC-N2).Surrounding properties are zoned Urban Center-North I (UC-N1)east of Logan Avenue,UC-N2 south of North Sixth Street,and Industrial Heavy (IH)west of Nishiwaki Lane. The City of Renton and Boeing entered into a development agreement in 2002.The agreement vested land use regulations under the 2002 IH zone for 45 years,provided that the uses were for airplane manufacturing.Because the project is for airplane manufacturing uses,the project will be subject to the 2002 IH zone. The Cedar River and Lake Washington are shorelines of the State of Washington and subject to the Shoreline Management Act.The City's Shoreline Master Program (SMP) designates the shorelines along the project site as Shoreline High Intensity and is in Cedar River Reach A and Lake Washington Reach I. 5.0 EXISTING CONDITIONS 5.1 Current Uses The site is currently used by the Boeing Airplane Programs as a manufacturing site for the Boeing Next-Generation 737 commercial airplane.The site includes approximately 4.3 million square feet of building space in multiple buildings,outdoor storage and logistics yards,site access roads,parking and other improvements.The site is almost entirely devoted to buildings,paving,parking,and urban landscaping.The site has been used by Boeing since 1941.Specific uses and buildings located within the limits of the individual tasks are discussed in greater detail in Section 6.0 Project Descriptions. 5.2 Site Features The site generally consists of fill over layers of alluvial deposits.The topography of the •entire site is flat with very little relief.The north boundary of the Renton facility is the Project Narrative The Boeing Company-Renton Site Logistics Project Renton,Washington BergerABAM,A13.0362.00 20 August 2013 Page 5 of 22 shoreline of Lake Washington.The shoreline consists of a bulkhead with vegetation between the bulkhead and the water on the east half of the shoreline.Other than Lake Washington,there are no wetlands on the project site. The project site is dominated by paving and buildings and very little vegetation is present in the form of urban landscaping.Landscaping is present along the Logan and North Sixth Street frontages,and there are trees and landscaped areas within the existing parking lots. 5.3 Soil and Drainage The City of Renton Stormwater Management Design Manual (2009)Amendment, Reference 11C,shows site soils as Urban Land.Urban Land is generally soil that has been significantly modified by urbanization and disturbance of the natural soil layers. Soil type ranges with depth at the project site.A geotechnical investigation reports glacially deposited and consolidated soil (hard silt)at depths of 150 to 170 feet at the northwest comer of the plant.Boring data from previous projects at the south side of Renton Airport show that the hard silt is underlain by sandstone.Groundwater is encountered approximately 3 to 6 feet below the surface. Less than I percent of the project site is pervious in the existing site condition.Site runoff from the project site is collected by closed (pipe)conveyance systems,which ouffali to Lake Washington through 21 separate outfalls.Due to the fiat topography of the site and surrounding area,the storm drainage outfalls are partially or fully submerged at all times.A total of six Basins (21,25,27,31,32,and 34)and four Ouffalls will be affected by the project. 6.0 PROJECT DESCRIPTION The project consists of seven separate but related tasks as follows. •Task 1:Truck Inspection Relocation and SW Marshaling Yard •Task 2:Parts Movement Road Improvement •Task 3:Gate D-35 and Badge Office Relocation •Task 4:Spine Road and Parking Improvements •Task 5:Lot 1 Marshaling Yard •Task 6:Site Duct Banks •Task 7:Existing Truck Inspection and Secondary Air Compressor Plant Each task is discussed in further detail below. 6.1 Truck Inspection Relocation The Truck Inspection Relocation project will relocate the existing truck inspection area from Park and Logan Avenues to a new location south of Gate D-30 and on the north side of North Sixth Street.The site will be enlarged to accommodate additional vehicles and located for more direct access to the proposed SW Marshaling Yard,located to the north of Gate D-30 and the Building 4-68.Once completed,delivery trucks will enter the Prelect Narrative The Boeing Company-Renton Site Logistics Proiect Renton,Washington BergerABAM,A13.0362.00 20 August 2013 Page6of22 relocated inspection area at the east end from westbound North Sixth Street and exit at the west end.The majority of truck traffic will make a right turn exit and continue northbound along the flight line access road to the new SW Marshaling Yard.The exit will be signed and configured to allow a left turn exit and return to North Sixth Street in the eastbound direction.The existing security fence will be relocated to the north and east sides of the site such that the relocated inspection area remains outside the secure perimeter.The project encompasses an area of approximately 51,830 SF.The existing truck inspection area will be demolished and the site repurposed as a new vehicle parking area. 6.1.1 Existing CondlUons The proposed site will occupy the southwest comer of a POV parking lot.The project area contains approximately 20 parking stalls,although most of the existing area is currently used for temporary storage and trailer parking.Approximately two-thirds of the site is paved,and the remaining area landscaped,including a 30-foot-wide landscaped strip on the north side of North Sixth Street and a landscaped island next to Gate D-9.Existing utilities within the site include storm,sanitary,fire water,potable water,communication,underground power,and compressed air lines.Most of these utilities are concentrated within a 20-foot-wide corridor running east to west along the north edge of the landscaped strip.Most of the existing site lies within the secured area behind the security fence on the west and south sides. 6.1.2 Proposed Improvements The proposed improvements include construction of a single-truck inspection bay,truck staging area,inspection canopy,inspection office building,utilities,landscaping,and pavement striping and signage.Each element is described in detail below. 6.1.3 Buildings The building component of the project includes the construction of a truck inspection canopy and inspection office.The steel truck inspection canopy,measuring approximately 32 feet wide by 80 feet long,will provide protection for vehicles and inspectors from the elements during inspections.The canopy will be enclosed on the two longitudinal faces.The inspection office,measuring approximately 16 feet by 56 feet 4 inches,will provide office space and restroom facility for inspection personnel. :,,r ,,:Approximate .i l,,.,,,.,:•.,,......,,!%onstrucuOtl' Inspection Canopy 2,560 S-1 V-B lnspeconOffice 900 B V-B 6.1.4 Staging Area A truck staging area will be constructed behind the inspection bay and sized to allow a minimum of eight trucks to park and maneuver without encroaching onto North Sixth Project Narrative The Boeing Company-Renton Site Logistics project Renton,Washington BergerABAM,A13.0362.00 20 August 2013 Page7of 22 Street.Given the length constraints between the Flight Line access road to the west and proposed Spine Road to the east,the staging area will contain three adjacent staging lanes.A through-lane will be constructed on the south side of the staging area to allow vehicles to bypass the inspection bay and return to North Sixth Street eastbound. 6.1.5 Utilities New utilities will include water,sanitary sewer,power,and communication service to the new inspection office.Impacts to existing utilities will be avoided to the extent possible,although at a minimum,at least two yard lights will be relocated with this project. 6.1.6 Paving Replacement The existing POV parking area ACP will be demolished and replaced with a heavy-duty ACP section suitable for truck traffic. 6.1.7 Pavement Restrlplng and Slgnago Existing POV parking stalls will be removed with the existing pavement demolition.The new pavement will be striped to facilitate truck movements and delineate truck staging lanes.Signage will be added to facilitate entry and exit from the inspection area and designate the staging lanes and bypass lane. 6.1.8 Traffic Signals New traffic signals will be installed to eliminate conflicts between truck traffic entering and exiting the inspection area,and vehicles travelling along North Sixth Street,the Flight Line access road,and Nishiwaki Lane.This may include installing a light on westbound North Sixth Street to stop traffic prior to the intersection with the Flight Line access road to permit a truck making a U-turn exit from the inspection area to eastbound North Sixth Street.The extent of new signalization will be determined during final design. 6.1.9 Landsaaplng Modifications The existing landscaping buffer along the north side of North Sixth Street will be retained,except for a section at the east end,which will be removed for the inspection area vehicle entry and a small area at the west end,which will be truncated to improve maneuvering for exiting vehicles.The existing landscaped island by Gate D-9 will be removed.Existing impervious area within the POV parking area at the east end of the site will be converted to new landscaping.The overall reduction in landscaping will be minimal,if any,and offset by new landscaping elsewhere.New security fencing will be installed as part of this project. 6.1.10 Security Site security will be enhanced with new yard lighting,communication,and surveillance systems. Project Narrative The Boeing Company -Renton Site Logistics Proiect Renton,Washington BergerABAM,A13.0362.00 20 August 2013 Page 8 of 22 6.1.tl Stormwater Management The entire site sits within storm drainage Sub-basins 34D-C and 34-D.Existing and proposed surface treatments are summarized in the table below. Pervious (Landscaped) Impervious:Non-Pollution Generating Impervious:Pollution Generating ,!,i:!Exstmg :,,!::;!?I.,i:propsed .:,-,,,: 5,470 SF 6,764 SF 0 (see Note) 46,368 SF 45,066 SF 6.1.12 6.2 6,2.1 Note:See Technical Information Report. Fire Protection The existing fire protection system is deemed adequate for this project.Existing fire hydrants are located in the existing landscaped strip on the north side of North Sixth Street,and across the street from the proposed exit on the west side of the Flight Line access road.None of these hydrants are more than 200 feet away from any point within the proposed truck inspection area.The truck inspection office will be provided with a sprinkler system.The truck inspection canopy will not have a sprinkler system. SW Marshaling Yard This task includes improvements for the proposed SW Marshaling Yard,located at existing parking Lot 16 north of Building 04-68,south of Building 4-21,and east of Nishiwaki Lane.The yard will receive semi-truck vehicles from the proposed Truck Inspection area to the south and will serve as an offloading and temporary storage area for materials and equipment prior to distribution within the facility.The project encompasses an area of approximately 78,220 square feet (SF). Existing Conditions The site currently serves as a privately owned vehicle (POV)parking lot.A number of existing utilities are located within the proposed yard,including a sanitary sewer pump station (4A-07),vehicle fueling station,and stormwater treatment,and control structures at the southeast comer of the site.Stormwater control structures include a manually actuated sluice gate (Vault No.591)that can isolate the on-site stormwater conveyance system,in the event of an accidental spill.Other utilities present within the site include yard lighting,underground power,storm drains,sanitary sewer,potable water, compressed air,and fire water.Fire hydrants are located on the east and south perimeter of the site.A covered pedestrian canopy extends along the east side of the existing POV parking lot. Stormwater runoff within the site is managed with a system of catch basins located throughout the parking area.An oil/water separator is located along this trunk prior to the outfall.The treatment capacity of this oil/water separator will be confirmed in the final design. project Narrative The Boeing Company -Renton Site Logistics Project Renton,Washington BergerABAM,A13.0362.00 20 August 2013 Page 9 of 22 6.2.2 6.2.3 Proposed Improvements The proposed improvements will be limited to that necessary for converting the existing POV parking lot into a truck marshaling yard,along with minor repair work to existing pavement.Major improvements will include construction of a new office building,truck canopy,truck ramp,utility relocation,utility service to the new building and canopy, signage,and pavement reconstruction and restriping. Buildings The building components of the project include the construction of a steel canopy and adjacent office building.The steel canopy,measuring approximately100 feet by 100 feet, will be enclosed with siding on the south and west sides.A 2.5-ton gantry or bridge crane will operate within the canopy.The one-story office building,measuring approximately 20 feet wide by 82 feet-6 inches long,will provide space for a material handling dispatch office,break area,restroom,kitchenette,and electrical/communication closet. ...................I OccupAncy:Construction TypeBulldi/ig............J iii:l!:iApproximate Square Footage ' Canopy 10,000 S-1 V-B Office Building 1,650 B V-B 6.2.4 Paving Replacement The existing POV parking area asphalt concrete pavement (ACP)will be demolished and replaced with a heavy-duty ACP section suitable for truck traffic and material and equipment storage. 6.2.5 Utility improvements New potable water,sanitary sewer,power,and communication lines will be extended to the new office building.Compressed air lines will be extended to the new truck canopy. Existing utilities will be protected and preserved to the extent possible,aside from underground power to yard light,which will be relocated with the yard lights.An existing storm drain and catch basin will be relocated around the new canopy.New bollards will be placed around the vehicle fueling station. 6.2.6 Fire Protection The existing fire protection system is deemed adequate for the project.The existing hydrants on the east and south sides of the site provide the required coverage to the office building and canopy.The new office building and canopy will be provided with a sprinkler system. 6.2.7 Pavement Restrlplng and Slgnage Existing POV parking stalls will be removed with the existing pavement demolition.The new pavement will be striped to facilitate truck movements and delineate material and equipment storage areas.Signage will be added to direct truck traffic to the appropriate staging and maneuvering areas. Project Narrative The Boeing Company -Renton Site Logistics Project Renton,Washington BergerABAM,A13,0362.00 20 August 2013 Page I0 of22 6.2.8 Stormwater Improvements In general,stormwater runoff patterns from the new site will mimic existing.All surface runoff from within the improved site will drain to existing catch basins within Sub-basin 32-A. Pervious(Landscaped) Impervious:Non-Pollution Generating Impervious:Pollution Generating 200 SF 0 SF 0 (see Note) 78,020 SF 78,220 SF Note:See Technical Information Report. 6.2.9 Landscape No landscape is proposed at this location. 6.3 Parts Movement Road Improvement The Parts Movement Road is used to transport materials and equipment between the various fabrication buildings.This roadway will be widened to the south from two lanes to three lanes to accommodate larger and more frequent movement of parts.The road improvements will follow the existing parts road alignment along the south side of Buildings 4-21,4-17,4-81,and 4-82.The proposed Parts Movement Road turns north along the east side of the Building 4-17 parking lot and will intersect to an existing drive along the south side of BuildIngs 4-81 and 4-82.From this intersection,the Parts Movement Road turns east and terminates at the southwest comer of Building 4-86. The proposed Parts Movement Road will provide a route for transporting wing parts from Building 4-86 to Building 4-21.Wing parts will be transported by cart with a required minimum width of 24 feet.To allow parts transport while allowing vehicular movement to the east,the existing two-lane roadway is proposed to be expanded to three lanes consisting of two 12-foot lanes and a 13-foot center striped lane for parts movement.The proposed roadway widening includes converting parking lot and transportation areas to roadway in the western portion of the project area,and parking aisle and some landscaped area to roadway In the eastern portion of the project area, south of Building 4-86.The area/surface treatment table in Section 6.3.5 below provides a summary of existing and proposed area surfacing.The Parts Movement Road encompasses an area of approximately 116,404 SF. This task also includes the conversion of an existing two-way road between Buildings 4-17 and 4-21 to a southbound,one-way road.This work includes the removal of a center landscape median and new asphalt paving and striping. 6.3.1 Existing Conditions In the existing condition/the western segment of the proposed Parts Movement Road alignment is currently a two-lane interior roadway,bordered by parking lots, Project Narrative The Boeing Company -Renton Site Logistics Project Renton,Washington BergerABAM,AI3.0362.00 20 August 2013 Page 11 of 22 transportation area,and buildings.The eastern segment alignment consists of an interior drive and parking lot drive aisle,and is bordered to the south by a landscaped boulevard park area. The storm system within the project area is a closed conveyance system with primarily 8-and 12-inch pipe and Type I and Type 2 catch basins.There are also oil/water separators located within the project area.Area to these oil/water separators,as well as land cover type,will be verified to ensure that the oil/water separator treatment capacity is not exceeded.Other utilities that are present within the project area are light standards,underground power,private potable and fire water mains,post indicator valves and fire hydrant,and water vaults and water vaults.Fire hydrants and post indicator valves are located on the north side of the Parts Movement Road.This north lane will remain in its existing condition;therefore,existing hydrants and post indicator valves will not be altered. 6.3.2 Proposed Improvements Proposed improvements include demolition of existing pavement in parking lot and transportation areas along the south side of the project area in the western portion of the site to allow for the construction of a new 12-foot concrete paved lane.The two northern existing lanes will be retained and restriped.In the eastern portion of the project area, drive aisles will be restriped to provide the new center 13-foot lane. 6.3.3 Utility Improvements Existing unities will be protected and preserved to the extent possible.Light standards within the project area will be relocated.Water main valves within the new 12-foot widened road section will be adjusted to new pavement elevation.The portion of the duct bank that lies within the new pavement areas will be installed.Utilities lids and covers will be adjusted within the new pavement area. 6.3.4 Pavement Restrlplng and Slgnago The existing concrete paved surface will be restriped to provide three lanes.Area signage,including Americans with Disabilities Act (ADA)and pedestrian path,will be reinstalled or replaced as needed.Pedestrian path striping will be restriped as needed. Adjacent parking areas will be restriped. 6.3.5 Stormwater Improvements In general,stormwater runoff patterns from the new site will mimic existing.Existing and proposed surface treatments are summarized in the table below. Pervious (Landscaped)4,720 ,.,;'Proposed.I;'L ,:, 0 Impervious:Non-Pollution Generating 0 0 Impervious:Pollution Generating 111,684 SF 116,404 SF Note:See Technical Information Report. Project Narrative The Boeing Company-Ranton Site Logistics Project Ranton,Washington BergerABAM,A13.036Z00 20 August 2013 Page 12 of 22 6.3.6 Landscaping Modifications A portion of the existing landscaping strip in the eastern portion of the site and the center median between Buildings 4-17 and 4-21 will be converted to pollution- generating impervious pavement.This conversion of landscape area will be minimal. 6.4 Gate D-35 and Badge Office Relocation Existing Gate D-35 (including the Gatehouse)and the Badge Office,currently located near the intersection of North Eighth Street and Logan Avenue,are proposed to be relocated from their current location to the intersection of the new Spine Road and North Eighth Street.The Gatehouse,which is equipped with lift rings,will be moved to the new Spine Road northern segment,south of Building 4-21.The Badge Office,a module structure,will be relocated to the east of the new Gatehouse,west of Building 4-89.The perimeter security fence will also be reconstructed to interface with the Gatehouse.The Badge Office and reconfigured parking lot located on the south side of the new Badge Office building site will be set outside the perimeter security fence.The project area,which includes the Gatehouse and the Badge Office sites,encompasses an area of approximately 119,850 SF.Work at this location includes removal of existing asphalt and landscape installation of new private roadway and parking,vehicle control bollards,striping,and signage.Utility work includes relocation of impacted underground utilities and water quality stormwater improvements. 6.4.1 Existing Conditions The relocation site for the Gatehouse is currently an interior roadway drive.Utilities within the immediate area include storm lines,underground power,and telephone lines.The relocation site for the Badging Office is currently developed with a parking lot for service vehicles,modular buildings,and building ramps.Utilities on this site include storm lines in the southern and northern portions of the site;underground power and gas along the southern boundary of the project site;telephone along the northern site boundary;and private domestic and fire line mains located along the south and east side of the site.The nearest sanitary sewer manhole,which is a privately maintained sewer system,is approximately 165 feet to the northwest of the project site. Stormwater runoff within the Badge Office site is managed with a system of catch basins located along the northern and southern sides of the existing parking area.For the Gatehouse site,storm lines are primarily located along the west side of the site.Drainage from the site flows west to a storm line trunk in Nishiwaki Lane.This storm line trunk ranges in diameter from a 30-inch pipe near the intersection of North Sixth Street,and increasing in size as the truck routes to the north to a 42-and 54-inch line before finally outfalling to the Lake at Outfall No.OF-021 via a 60-inch pipe.An oil/water separator is located along this truck prior to the outfall.The treatment capacity of this oil/water separator will be confirmed in the final design. Project Narrative The Boeing Company -Renton Site Logistics Project Renton,Washington BergerABAM,A13.0362.00 20 August 2013 Page 13 of 22 6.4.2 Proposed Improvements Proposed improvements for the Gatehouse site include demolition of existing pavement at the Gatehouse footprint and at a vehicle "turn-out"area directly northeast of the Gatehouse;relocating 12-and 15-inch storm lines to construct the Gatehouse foundation; new power and communication lines to serve the Gatehouse;new turnstile gate for pedestrian employee access;perimeter security fencing relocation to interface the Gatehouse and turnstile gate;perimeter/security lighting;new covered pedestrian walkways along the north-leg of the new Spine Road at the Gatehouse location; pavement grinding and overlay;and pavement striping and signage. Improvements for the Badge Office site include demolition of existing pavement at the building foundation and building ramps;demolition of a section of existing covered pedestrian walkway to install a new drive entrance for the site;relocation and reconstruction of 12-inch storm lines and catch basins;new sanitary side sewer, domestic water,and fire services for the building;new communication and power services;new perimeter security fencing constructed along the north and east sides of the site;new site/parking lot lighting;new landscaped islands and signage;and pavement grinding,overlay and striping. 6.4.3 Buildings The buildings component of the project includes the relocation of the existing Gatehouse and Badge Office currently located near the intersection of North Eighth Street and Logan Avenue.The Gatehouse,measuring approximately 11 feet 4 inches wide by 19 feet long,will provide a restroom and office space for security personnel.The Badge Office,measuring approximately 60 feet wide by 83 feet 8 inches long,will serve to rovide badge and identification functions for visitors to the Boeing Renton site. Building h ,E Gatehouse Badge Office 5,020 B V-B .Approximate ......,i ConstrUtton ...uarelFootage.OccuRan,'...0,..... 215 B V-B 6.4.4 Utility Improvements Existing utilities will be protected and preserved to the extent possible.There is an existing 12-inch storm line at the proposed footprint of the Badge Office that will need to be relocated to the parking lot area.In addition,a 15-inch storm line and catch basin south of the Gatehouse will be relocated outside the new covered pedestrian walkway footprint.Light standards within the project area will be relocated or replaced.Water main valve lids,catch basin rims,and underground utilities vault lids will be adjusted to finish overlay pavement elevations.A portion of the duct bank will be installed in the roadway template,from the intersection of North Eighth Street and the new Spine Road to the intersection of the new Spine Road and the new Parts Movement Road. Project Narrative The Boeing Company-Renton Site Logistics Project Renton,Washington BergerABAM,A]3.0,362.00 20 August 2013 Page 14 of 22 6.4,5 Fire Protection A new fire hydrant and post indicator valve will be installed to serve the Badge Office. This fire line service for the building will be connected to a private fire main,which is located adjacent to the south of the Badge Office reconfigured parking area. 6.4.6 Stormwater Improvements In general,stormwater runoff patterns for the new Gatehouse and Badge Office sites will mimic existing.The table below summarizes the existing and proposed area surface treatment for the sites (Gatehouse and Badge Office combine). AreaSuffaceTreatment T'¢pe,!;q,t,;; Pervious (Landscaped)0 SF 2848 SF Impervious:Non-Pollution Generating (see Note)13,140 SF Impervious:Pollution Generating 119,850 SF 103,862 SF Note:See Technical Information Report. 6.4.7 landscape Modifications Existing pavement strips along the southern and western boundaries of the Badge Office area will be converted to landscaping.These landscaped islands border the parking and Spine Road entrance.Additional landscape enhancements will be included with this project. 6.5 Perimeter Security Fence Relocation The existing perimeter security fencing will be reconfigured at the Renton facility to improve the flow of personal vehicles to the site and to reduce pedestrian-vehicle conflicts.The new secured perimeter will be located inboard of the main personal vehicle parking areas,providing streamlined entry and exit to the site during shift changes.Sections of existing fencing will be removed and new ornamental fencing will be installed along with new employee turnstiles as part of this work. 6.6 Spine Road and Parking improvements A central interior roadway,the Spine Road,is proposed to be constructed from North Sixth Street to Gate D-35.The Spine Road will provide Boeing employee access to POV parking lots located in the southern portion of the Boeing plant site from North Sixth Street.A traffic light is proposed at the intersection of the new Spine Road and North Sixth Street.The perimeter security fence will be reconstructed such that POV areas are outside the perimeter security fence.The southern parking lots will be reconfigured to interface the new Spine Road.Pedestrian covered walkways bordering the new Spine Road will be provided.A second access to the southern parking lots is proposed at North Seventh Street,which is proposed as a right-in,right-out at the roadway intersection with Logan Avenue.Additional parking will also be provided at the existing transportation area,with the demolition of a total of 8-bays of the existing Project Narrative The Boeing Company -Renton Site Logistics Project Renton,Washington BergerABAM,A13.0362.00 20 August 2013 Page 15 of 22 transportation/auto shop canopy.The project encompasses an area of approximately 1,164,770 SF. 6.6.1 Exlatlng Conditions In the existing condition,land cover along the proposed Spine Road alignment is nearly entirely pollution generating impervious surface.The existing parking areas are nearly all impervious area,with the exception of small landscaped end islands at the terminus of the parking row aisles.There are also landscaped areas along the existing covered walkway on the eastern side of the southern parking area,along the Logan Avenue frontage. The proposed Spine Road and southern parking lots flow to a storm line trunk in Nishiwaki Lane.This storm line trunk ranges in diameter from a 30-inch pipe near the intersection of North Sixth Street,increasing in size as the truck routes to the north to a 42-and 54-inch line before finally ouffalling to the lake via a 60-inch pipe.In the northern leg of the Spine Road,the storm conveyance system flows north via a 24-inch storm line to an oil/water separator located near the northwestern corner of Building 4- 41.From this oil/water separator,drainage is conveyed via a 24-inch pipe connecting to the 60-inch outfall pipe 6.6.2 Proposed Improvements Proposed improvements include demolishing existing pavement along the proposed Spine Road alignment and reconstructing an asphalt roadway with central landscaped islands.Pedestrian covered walkways will align the Spine Road.The southern parking areas will be reconfigured to interface the new Spine Road.Existing landscape islands will be converted to pavement and new landscaped islands will be constructed.A new intersection is proposed to be constructed at the intersection of North Seventh Street and Logan Avenue.This new intersection,serving the southern POV lots,are proposed as a right-in and right-out only movement.A signaled intersection is proposed at the intersection of the new Spine Road and North Sixth Street.Parking lot improvements include covered pedestrian walkways,parking lot lighting,and landscaping. 6.6.3 Buildings Structures associated with this task include the installation of 10-foot-wide covered pedestrian covered walkways.These structures provide.weather protections for employees as they move from parking areas to work areas. 6.6.4 UUlIty Improvements Utilities present within the project area are light standards,underground power and power vaults,private potable and fire water mains,post indicator valves and fire hydrant,water vaults,compressed air lines,underground communication lines and vaults,gas line (along the southern boundary),and sanitary sewer lines (in the northern portion of the project site).Existing utilities will be protected and preserved to the extent possible.Light standards within the project area will be relocated and/or new parking lot standards installed.Utilities lids and covers will be adjusted within the new Project Narrative The Boeing Company-Renton Site Logistics Project Renton,Washington BergerABAM,A13.0362.00 20 August 2013 Page 16 of 22 6.6.5 6.6.6 pavement area of the Spine Road and within the grind and overlay areas of the southern POV parking area.A portion of the duct bank will be installed in the roadway template, from the intersection of North Sixth Street and the new Spine Road to the intersection of North Eighth Street and the new Spine Road. Pavement Restrlplng and Slgnage The southern POV parking lots will be restriped and new direction and ADA signage installed.Lane lines,directional arrows,crosswalks,and ADA ramps will be provided along the new Spine Road. Stormwater Improvements In general,stormwater runoff patterns from site improvements will mimic existing.The table below summarizes land cover areas. •f Estln 't Pervious (Landscaped)55,164 SF Impervious:Non-Pollution Generating (see Note)(see Note) Impervious:Pollution Generating 1,109,606 SF 1,094,813 SF .....h ,,,,,.,,,=,,69,957 SF 6.6.7 6.7 Note:See Technical Information Report. Landscaping Modifications Existing landscaped islands at the terminus of existing parking lot aisles will be demolished and replaced with the revised parking lot configuration.The parking lot reconfiguration results in a small reduction in landscape area within the proposed project area.The required 20-foot landscape buffer will be maintained along Logan Avenue. Lot 1 Marshaling Yard and Secondary Air Compressor Plant The existing Lot I Marshaling Yard,located at the northeast comer of the Renton facility, will be retained and reconfigured with this project.The site is situated between the existing Buildings 4-81 and 4-20 and includes a POV parking lot,in addition to a temporary materials staging area.Modifications to this area will be primarily limited to restriping for the relocated material storage area,parking stalls,interior vehicle circulation routes,and aircraft parking.Minor utility modifications will also be necessary to accommodate the modified site layout.These will mostly be limited to relocating yard lighting,underground power,and fire hydrants. The proposed Secondary Air Compressor Plant,which will house three air compressors, one at 2,500 cfm and two at 2,000 cfm,with a building footprint of approximately 5,400 SF and associated cooling towers (three towers for a total footprint of 600 SF),electrical vault (approximately 1,100-SF footprint),and air storage tanks (two 10,000-gallon tanks), is to be constructed at the northeastern comer of Building 4-20.The building is sized to accommodate two additional 2,000 cfm compressors with dryers,filters and pumps. Building height is anticipated to be 20 feet.The Secondary Air Compressor Plant and Project Narralive The Boeing Company-Renton Site Logistics Project Renton,Washington BergerABAM,A13.0362.00 20 August 2013 Page 17 of 22 6.7.1 6.7.2 6.7.3 associated support structures will be constructed at an existing asphalt pavement drive aisle. Existing Conditions The existing Lot 1 Marshaling Yard and Secondary Air Compressor Plant encompass a 6.22-acre area at the north end of the facility and is bounded on the north side by Lake Washington,to the west by Building 4-20,to the east by Building 4-81,and on the south side by Building 4-17.The existing marshaling yard and storage area is at the northern end of the site with POV parking situated at the south end.The existing area at the Secondary Air Compressor Plant site is currently an asphalt drive aisle.Existing utilities within the marshaling area include yard/area lighting,fire hydrants,and storm drains. Underground power,sanitary sewer,potable water,compressed air,and fire protection lines all route through the site.A sanitary sewer lift station (4A-06)is located at the west side of the site by Building 4-20.A large stormwater vault (No.487)is situated at the north end of the site.Existing utilities at the Secondary Air Compressor Plant includes storm drains fire protection lines and domestic water lines. Existing stormwater within the marshaling yard area is managed by a system of catch basins and storm drains that drain to a water quality wet vault that provide a basic level of treatment prior to discharging to Lake Washington Proposed Improvements The proposed improvements will reconfigure the site to relocate the existing marshaling yard and POV parking and expand the existing Apron R area for aircraft parking.Apron R will be expanded into the existing marshaling area and the existing marshaling area will be relocated to the south to between Buildings 4-20 and 4-81.POV parking will be relocated and expanded south of the relocated marshaling yard.Physical improvements will be limited to restriping,relocating four yard lights and associated electrical panels and underground power,and relocating two fire hydrants.Existing stormwater management will be unchanged by this project as there will be no net increase or reduction in pollution generating impervious surfaces.Existing drainage patterns and volumes will mimic existing. Buildings Structures associated with the task include the installation of Secondary Air Compressor Plant,with a building footprint of approximately 5,400 SF,and associated cooling towers (three towers for a total footprint of 600 SF),electrical vault (approximately 1,100-SF footprint),and air storage tanks (two 10,000-gallon tanks)in support of manufacturing production at the Renton facility. ""'''",',''....."'':..........Approxlmate................:''Construction. BUilding •TYPe :,:;i}....:",i;,':!':"'iil :::',.Square,Footage •,.,;,::,!.: Secondary Air 5,400 SF F-1 II-BCompressorPlant Project Narrative The Boeing Company -Renton Site Logistics Project Renton,Washington BergerABAM,A13.0362.00 20 August 2013 Page 18 of22 6.7.4 Stormwater Facilities Because this project site,which is composed of approximately 327,246 SF,only proposes restriping and pavement repairs for the proposed Marshaling Yard and constructing the Secondary Air Compressor Plant at currently paved surface,water quality facilities are not proposed for this project area. 6.7.5 Landscape No landscape is proposed within this area. 6.8 Site Duct Banks The Site Duct Bank component of the proiect consists of comprehensive upgrade of the underground electrical feeders,primarily routing the electrical feeders from the main substations and unit substations to individual manufacturing and office buildings while developing a functional grid system. The system of electrical duct banks will be installed throughout the Renton facility.The current site service consists of two receiving substations connected to the Puget Sound Energy transmission grid,with feeders from each substation routed to unit substations located in the various buildings.The feeders from either receiving substation are not fully isolated from those out of the opposite substation.This upgrade will provide two isolated and independent routes from each receiving substation to the buildings for full electrical redundancy.Certain alignments will have parallel duct banks to maintain that isolation. The duct banks shall consist of nonmetallic conduits encased in reinforced concrete, except at short sections of metallic conduit at building entries.Underground utility vaults will be provided at junctions,critical locations and distributed along extended routes to facilitate future electrical cable installation.Duct banks will terminate only in utility vaults and receiving substation cable galleries or above ground and inside of building shells.Duct banks will be installed at varying depths but not less than 24 inches from top of encasement to the top surface of any finished grade,with deeper routes selected as needed to avoid existing buried utilities.Duct bank configuration will be as shallow as possible to minimize penetration below the water table. 6.8.1 Dcainaga Design Where duct bank and utility vault construction penetrates below the water table,water will be collected,treated and discharged into the storm system. 7.0 Sump pumps will be provided at each utility vault to remove condensation and/or groundwater;such water will be discharged into the storm system. ACCESS The project site is in a controlled access area.Access is currently provided through the security gates at Park Avenue,North Eighth Street (accessible from Logan Avenue)and at the south west end of North Sixth Street.The Spine Road and Parking Improvements Project Narrative The Boeing Company -Renton Site Logistics Project Renton,Washington BergerABAM,A13.0362.00 20 August 2013 Page 19 of22 8.0 project will maintain theses access points but will modify the configuration of the current security gate and add an additional access to North Sixth Street.These changes are discussed in detail in Section 6. OFF SITE IMPROVEMENTS Boeing proposes to extend an existing sidewalk on the south side of the North Sixth Street along the fenced area along Apron D. 9.0 CONSTRUCTION COSTS Site Improvement tasks 1-6: Duct bank: Secondary Air Compressor Plant: TOTAL: 10.0 FILL AND EXCAVATION $288,531 $11,011,370 .S22,526 E Fill material will be needed on the site at foundation and trench excavations.The estimated fill quantity is 26,000 CY.Fill material will consist of structural fill,which will be obtained from a local pit. 11.0 TREE REMOVAL As noted previously,the majority of the site is devoid of vegetation and trees.However, urban landscaping is present in areas of the site especially in parking lot landscaping and along Logan Avenue and North Sixth Street.Trees within parking areas will need to be removed to accommodate the proposed Spine Road and Parking Improvements. A tree inventory was completed for that portion of the Boeing Renton Site that will be impacted by the project.81 trees were identified within the site that measures over 6 inches in diameter at chest height.58 trees will be removed to accommodate the project, and 23 trees will remain.183 new trees are proposed. 12.0 DEDICATIONS Currently there is no land expected to be dedicated to the City. 13.0 TEMPORARY CONSTRUCTION BUILDINGS A temporary construction trailer (estimated size of 8 feet by 14 feet)will be located and repositioned at each task.An additional temporary construction trailer of similar size will be located behind Building 4-10 or 4-20 for the duration of the project. 14.0 SHORELINES The Renton facility includes shorelines on Lake Washington and is adjacent to the Cedar River Park.Portions of the Truck Inspection and Parking Improvements tasks will be located within 200 feet of the OHWM of the Cedar River.The Truck Inspection project Narrative The Boeing Company -Renton Site Logistics Project Renton,Washington BergerABAM,A13.0362.00 20 August 2013 Page 20 of 22 Relocation project is approximately 70 feet from the OHWM at its closest location and the Spine Road and Parking Improvements are approximately 150 feet from the OHWM. The two tasks within the Cedar River shoreline zone are adjacent to each other and the Cedar River Shoreline conditions are consistent across the two tasks and will be described from the land to the water.Directly west of the project limits is a Boeing access road.This is used by delivery vehicles and employees to access the site and includes three lanes.A landscape strip and security fence separates the Boeing facility from North Riverside Drive and the City's Cedar River Park.North Riverside Drive is a two lane public roadway that provides access to the Cedar River Park and Boathouse.A landscape strip separates the street from the multi-use Cedar River Trail.The Cedar River Trail is an approximately 10 foot wide asphalt path extending the length of the park.Urban landscaping extends a short distance to an existing concrete floodwall. Trees and shrubs are located in the narrow strip of shoreline waterward of the floodwall. There are no buildings planned within 200 feet of the shoreline and there are no adjacent residential areas with views of the shoreline. project Narrative The Boeing Company-Renton Site Logistics Project Renton,Washington BergerABAM,A13.0362.00 20 August 2013 Page 21 of 22 PROJECT NARRATIVE The Boeing Company Renton Site Logistics Project RECEIVED CI1 Ol:RIN'O LANNNG OVIsION 20 August 2013 Submitted by BergerABAM 33301 Ninth Avenue South,Suite 300 Federal Way,Washington 98003-2600 Job No.A.13.0362.02 The Boeing Company Renton Site Logistics Project Renton,Washington TABLE OF CONTENTS SECTION PAGE 1.0 REQUEST ...................................................................................................................................2 2.0 PROJECT LOCATION ..................................................................................................................2 3.0 PERMITS REQUIRED .................................................................................................................3 3.1 Environmental Review .................................................................................................3 3.2 Shoreline Substantial Development Permit/Exemption ............................................3 3.3 Stormwater/Utllltles ....................................................................................................3 3.4 Engineering (Street Improvements)............................................................................3 3.5 Building.........................................................................................................................3 3.6 Fire ................................................................................................................................3 3.7 Stormwater ...................................................................................................................4 4.0 ZONING AND COMPREHENSIVE PLAN .....................................................................................4 5.0 EXISTING CONDITIONS..............................................................................................................4 5.1 Current Uses .................................................................................................................4 5.2 Site Features ................................................................................................................4 5.3 Soil and Drainage .........................................................................................................5 6.0 PROJECT DESCRIPTION ............................................................................................................5 7.0 ACCESS .....................................................................................................................................5 i 8.0 OFF SITE IMPROVEMENTS .......................................................................................................6 9.0 CONSTRUCTION COSTS ............................................................................................................6 10.0 FILL AND EXCAVATION .............................................................................................................6 11.0 TREE REMOVAL.........................................................................................................................6 12.0 DEDICATIONS ............................................................................................................................6 13.0 TEMPORARY CONSTRUCTION BUILDINGS ..............................................................................6 14.0 SHORELINES .............................................................................................................................6 Project Narrative The BoeingCompany -Renton Site LogisticsProject Renton,Washington BergerABAM,A13.0362.00 20 August 2013 Page i of i 8 THE BOEING COMPANY RENTON SITE LOGISTICS PROJECT ENVIRONMENTAL REVIEW SUBMrlTAL PROJECT NARRATIVE 1.0 REQUEST The Boeing Company (Boeing)is increasing the rate of production and is undertaking a variety of site modifications to increase the efficiency and safety of site operations necessary to support the increased production rate.The Boeing Renton Site Logistics project is extremely critical to the business operations of Boeing in Renton and to meet the demand for increased production of the 737 Aircraft.The project objectives include the following: •Optimizing efficiency by improving material management flow; •Reducing congestion by revising and repurposing site layout and minimizing the number of personnel vehicles within the secured perimeter area;and •Improving site safety by providing better separation of parts,equipment,and people. This multiple-task project includes site and infrastructure improvements necessary for planned future growth and increase in production at the Boeing Renton facility.The project is subject to Environmental Review under the Renton Municipal Code (RMC) because the proiect includes more than 4,000 square feet of additional building area and 20 parking stalls.A pre-application conference was conducted with the City of Renton (City)on August 1,2013.This narrative is intended to meet the Project Narrative requirements of the City's Environmental Review Process. 2.0 PROJECT LOCATION The project is located at the Boeing Renton manufacturing site located at the south end of Lake Washington east of the Cedar River.The project site includes approximately 160 acres consisting of the parcels identified in the table below. 072305-9001 737 Logan Avenue North 151.9 acres 082305-9187 910 Lake Washington Boulevard 2.6 acres 088660-0060 Not Assigned 4.6 acres 088661-0090 Not Assigned 0.26 acre Project Narrative The Boeing Company-Renton Site Logistics Project Renton,Washington BergerABAM,AI3.0362.00 20 August 2013 Pase 2 of8 The project site is bounded to the north by Lake Washington,to the west by Nishiwaki Lane,the Cedar River Park,and the Cedar River,to the east by Logan Avenue,and to the south by North Sixth Street. 3.0 PERMITS REQUIRED 3.1 Environmental Review Under RMC 4-9-070,environmental review is required for projects unless specifically exempted.The City has adopted the Categorical Exemptions in WAC 197-11-800.Based on the provisions of WAC 197-11-800,the project does not qualify for an exemption as it exceeds the building square footage and parking space numbers specified for a categorical exemption. 3.2 Shoreline Substantial Development Permit/Exemption The project area includes elements located within 200 feet of the Ordinary High Water Mark (OHWM)of the Cedar River.Pursuant to RMC 4-3-090(B)(3),these areas are subject to the Shoreline Master Plan (SMP)Regulations.The majority of the project site is located greater than this distance and is not subject to the SMP.Based on the OHWM delineation provided by the City of Renton,portions of Task I Truck Inspection Relocation and Task 4 Spine Road and Parking Improvements are located within the SMP jurisdiction.Construction within the SMP jurisdiction would be considered normal maintenance or repair of existing development and will consist primarily of replacement of existing pavement in parking and maneuvering areas,relocating an existing light standard further away from the OHWM and providing new security perimeter fencing. Pursuant to RMC 4-9-190(B)(3),a Substantial Development Permit is required for all development within the jurisdiction of the SMP and requires a Shoreline Substantial Development permit,unless specifically exempted by RMC4-9-190(C).A separate memorandum addresses consistency with the Substantial Development Permit exemption criteria. 3.3 Stormwater/Utllltles Engineering and civil review will be completed for individual project tasks. 3.4 Engineering (Street improvements) Engineering and civil review will be completed for individual project tasks. 3.5 Building The project includes a number of new or relocated buildings.Building permits will be obtained prior to undertaking any new building construction.As noted in the pre- application conference report,a refuse and recycling analysis will be submitted with the building permit application. 3.6 Fire Existing fire mains and fire hydrants will be relocated to accommodate the project changes and new fire mains and hydrants will be added.Separate plans and permits are required with City Fire Department. project Narrative The Boeing Company -Renton Site Logistics Project Renton,Washington BergerABAM,A13.0362.00 20 August 2013 Page3of8 Fire sprinkler systems will be required inside the Marshaling Yard office building and Secondary Air Compressor Plant.The relocated Badge Office will be connected to a new fire service.Separate plans will be submitted to the City Fire Department for issuance of permits. 3.7 Stormwatar The project will result in the disturbance of more than 5 acres in a common plan of development.As such,it will require coverage under the Washington State Department of Ecology Construction Stormwater General Permit.Boeing will submit the required Notice of Intat to Ecology to obtain coverage under the permit and will maintain a Stormwater Pollution Prevention Plan and complete inspections and monitoring as required by the permit. 4.0 ZONING AND COMPREHENSIVE PLAN The comprehensive plan designation for this property is Urban Center-North.Adjacent plan designations are the same as the project site,with the exception of property to the west,which is designated as Employment Area Industrial. Zoning of the site is Urban Center-North 2 (UC-N2).Surronnding properties are zoned Urban Center-North 1 (UC-N1)east of Logan Avenue,UC-N2 south of North Sixth Street,and Industrial Heavy (IH)west of Nishiwaki Lane. The City of Renton and Boeing entered into a development agreement in 2002.The agreement vested land use regulations under the 20021t-t zone for 45 years,provided that the uses were for airplane manufacturing.Because the project is for airplane manufacturing uses,the project will be subject to the 2002 IH zone. The Cedar River and Lake Washington are shorelines of the State of Washington and subject to the Shoreline Management Act.The City's Shoreline Master Program (SMP) designates the shorelines along the project site as Shoreline High Intensity and is in Cedar River Reach A and Lake Washington Reach I. 5.0 EXISTING CONDITIONS 5.1 Current Uses The site is currently used by the Boeing Airplane Programs as a manufacturing site for the Boeing Next-Generation 737 commercial airplane.The site includes approximately 4.3 million square feet of building space in multiple buildings,outdoor storage and logistics yards,site access roads,parking and other improvements.The site is almost entirely devoted to buildings,paving,parking,and urban landscaping.The site has been used by Boeing since 1941. 5.2 Site Features The site generally consists of ill!over layers of alluvial deposits.The topography of the entire site is fiat with very little relief.The north boundary of the Renton facility is the shoreline of Lake Washington.The shoreline consists of a bulkhead with vegetation Project Narrative The Boeing Company-Renton Site Logistics Project Renton,Washington BergerABAM,A13.0362.00 20 August 2013 Page 4 of 8 II 5.3 6.0 7.0 between the bulkhead and the water on the east half of the shoreline.Other than Lake Washington,there are no wetlands on the project site. The project site is dominated by paving and buildings and very little vegetation is present in the form of urban landscaping.Landscaping is present along the Logan and North Sixth Street frontages,and there are trees and landscaped areas within the existing parking lots. Soil and Drainage The City of Renton Stormwater Management Design Manual (2009)Amendment, Reference 11C,shows site soils as Urban Land.Urban Land is generally soil that has been significantly modified by urbanization and disturbance of the natural soil layers. Soil type ranges with depth at the project site.A geotechnical investigation reports glacially deposited and consolidated soil (hard silt)at depths of 150 to 170 feet at the northwest comer of the plant.Boring data from previous projects at the south side of Renton Airport show that the hard silt is underlain by sandstone.Groundwater is encountered approximately 3 to 6 feet below the surface. Less than I percent of the project site is pervious in the existing site condition.Site runoff from the project site is collected by closed (pipe)conveyance systems,which outfall to Lake Washington through 21 separate outfalls.Due to the fiat topography of the site and surrounding area,the storm drainage outfalls are partially or fully submerged at all times.A total of six Basins (21,25,27,31,32,and 34)and four Outfalls will be affected by the project. PROJECT DESCRIPTION The project consists of seven separate but related tasks as follows. •Task 1:Truck Inspection Relocation and SW Marshaling Yard •Task 2:Parts Movement Road Improvement •Task 3:Gate D-35 and Badge Office Relocation •Task 4:Spine Road and Parking Improvements •Task 5:Lot 1 Marshaling Yard •Task 6:Site Duct Banks •Task 7:Existing Truck Inspection and Secondary Air Compressor Plant Each task is shown in the attached Site,Landscape,Topography,utilities,Grading,and Drainage Plans. ACCESS The project site is in a controlled access area.Access is currently provided through the security gates at Park Avenue,North Eighth Street (accessible from Logan Avenue)and at the south west end of North Sixth Street.The Spine Road and Parking Improvements Project Narrative The Boeing Company-Renton Site Logistics Project Renton,Washington BergerABAM,A13.0362.00 20 August 2013 Page 5 of 8 q "w 8.0 project will maintain theses access points but will modify the configuration of the current security gate and add an additional access to North Sixth Street. OFF SITE IMPROVEMENTS Boeing proposes to extend an existing sidewalk on the south side of the North Sixth Street along the fenced area along Apron D. 9.0 CONSTRUCTION COSTS Site Improvement tasks 1-6: Duct bank: Secondary Air Compressor Plant: TOTAL: 10.0 FILL AND EXCAVATION $288,531 $11,011,370 Fill material will be needed on the site at foundation and trench excavations.The estimated fill quantity is 26,000 CY.Fill material will consist of structural fill,which will be obtained from a local pit. 11.()TREE REMOVAL As noted previously,the majority of the site is devoid of vegetation and trees.However, urban landscaping is present in areas of the site especially in parking lot landscaping and along Logan Avenue and North Sixth Street.Trees within parking areas will need to be removed to accommodate the proposed Spine Road and Parking Improvements. A tree inventory was completed for that portion of the Boeing Renton Site that will be impacted by the project.81 trees were identified within the site that measures over 6 inches in diameter at chest height.58 trees will be removed to accommodate the project, and 23 trees will remain.183 new trees are proposed. 12.0 DEDICATIONS Currently there is no land expected to be dedicated to the City. 13.0 TEMPORARY CONSTRUCTION BUILDINGS A temporary construction trailer (estimated size of 8 feet by 14 feet)will be located and repositioned at each task.An additional temporary construction trailer of similar size will be located behind Building 4-10 or 4-20 for the duration of the project. 14.0 SHORELINES The Renton facility includes shorelines on Lake Washington and is adjacent to the Cedar River Park.Portions of the Truck Inspection and Parking Improvements tasks will be located within 200 feet of the OHWM of the Cedar River.The Truck Inspection Project Narrative The Boeing Company -Renton Site Logistics Project Renton,Washington BergerABAM,A13.0362.00 20 August 2013 Page 6 of8 ,4 Relocation project is approximately 70 feet from the OHWM at its closest location and the Spine Road and Parking Improvements are approximately 150 feet from the OHWM. The two tasks within the Cedar River shoreline zone are adjacent to each other and the Cedar River Shoreline conditions are consistent across the two tasks and will be described from the land to the water.Directly west of the project limits is a Boeing access road.This is used by delivery vehicles and employees to access the site and includes three lanes.A landscape strip and security fence separates the Boeing facility from North Riverside Drive and the City's Cedar River Park.North Riverside Drive is a two lane public roadway that provides access to the Cedar River Park and Boathouse.A landscape strip separates the street from the multi-use Cedar River Trail.The Cedar River Trail is an approximately 10 foot wide asphalt path extending the length of the park.Urban landscaping extends a short distance to an existing concrete floodwall. Trees and shrubs are located in the narrow strip of shoreline waterward of the floodwall. There are no buildings planned within 200 feet of the shoreline and there are no adjacent residential areas with views of the shoreline. project Narrative The BoeingCompany-Renton Site Logistics Project Renton,Washington BergerABAM,A13,0362.00 20August 2013 Page 7 of 8 360/823-6100 •360/823-6101 Fax •www.abam.com Memorandum Date:20 August 2013 REC£ V£D Cl1 R N ON ptANNING DVI$ON Subject:Boeing Renton Site Logistics Project -Shoreline Exemption Memorandum From:Jennifer Chariarse,Environmental Planner (BergerABAM) To:Mark Clement,Boeing Land Use/Permitting Route to:Brian Carrico,Natural Resource Team Lead (BergerABAM) As indicated in the pre-application meeting with the City of Renton and Boeing (applicant)held on 1 August 2013,the project includes some activities that fall within designed shorelines associated with Lake Washington and the Cedar River that are regulated by the City's Shoreline Master Program (SMP).The project site within shoreline zone falls within the Shoreline High Intensity Overlay District.Pursuant to Renton Municipal Code (RMC)RMC 4-3-090(B)(3),the SMP applies to lands within 200 feet from the ordinary high water mark OHWM)or floodways,whichever is greater. SHORELINE JURISDICTION The majority of the overall project site is located outside the shoreline jurisdiction and is not subject to the SMP.Table 4-3-090197 specifies shoreline setbacks for the High Intensity District as 100 feet.New project elements are all outside of the required 100-foot setback.Based on the OHWM delineation provided by the City,portions of the Truck Inspection Relocation (Task 1) and Spine Road and Parking Improvements (Task 4)projects are located within the SMP jurisdiction (see attached plan).Portions of the Truck Inspection and Spine Road and Parking Improvements tasks will be located within 200 feet of the Cedar River. The two tasks within the Cedar River shoreline zone are adjacent to each other and the Cedar River Shoreline conditions are consistent across the two tasks and will be described from the land to the water.Directly west of the project limits is a Boeing access road.This is used by delivery vehicles and employees to access the site and includes three lanes.A landscape strip and security fence separates the Boeing facility from North Riverside Drive and the City's Cedar River Park.North Riverside Drive is a two lane public roadway that provides access to the Cedar River Park and Boathouse.A landscape strip separates the street from the multi-use ...... Cedar River Trail.The Cedar River Trail is an approximately 10 foot wide asphalt path '.'..:, extending the length of the park.Urban landscaping extends a short distance to an existing . 2 Mark Clement August 20,2013 Page 2 concrete floodwall.Trees and shrubs are located in the narrow strip of shoreline waterward of the floodwall. WORK ACTIVITIES PROPOSED WITHIN THE SHORELINE JURISDICTION The Truck Inspection task is located approximately 70 feet from the OHWM at its closest location and the Spine Road and Parking Improvements are approximately 150 feet from the OHWM.There are no buildings proposed withIn 200 feet of the shoreline and there are no adjacent residential areas with views of the shoreline.Construction within the SMP jurisdiction will consist of the following work elements; •Truck Inspection Relocation:Work Includes replacIng existing pavement with concrete pavement for heavier vehicles.This work will not increase impervious surface beyond existing conditions.Work also includes moving one existing light pole further away from the OHWM of the Cedar River,but still within the shoreline jurisdiction. •Spine Road and Parking Improvements:Work Includes grInding and repaving existing parking areas,restriping,replacement of a perimeter security fence along the east side of the existing Boeing Access road and removal of an existing landscaped island that will be replaced with a small area of asphalt. SHORELINE EXEMPTION Pursuant to RMC 4-9-190(C),a Shoreline Exemption may be issued for the proposed work activities occurring within the jurisdiction of the SMP.Because the project involves improvements to existing developments within the shoreline zone,the project qualifies for an exemption under Maintenance and Repair.The proposed project elements within the shoreline zone qualify for this exemption per RMC 4-9-190(C)(3)(c)that states an exemption can be issued for replacement of a structure or development if it is comparable in size and location to the original structure or development. COMPLIANCE WITH THE SMP FOR NON-CONFORMING SITES (RMC 4-10-095) Per the pre-application meeting notes,the project site is considered to be a non-conforming site. This memorandum demonstrates compliance with the table in RMC 4-10-095(F)(1)for alteration of an existing structure for a non-single-family development.The proposed project activities will not result in a change in building footprints and/or a net increase in impervious surfaces within the shoreline zone.Therefore,this project is considered an "Alteration Without Expansion"and the Compliance Standard states that "no site changes are required"for projects that do not result in expansions of building footprints or impervious surfaces. NO NET LOSS OF ECOLOGICAL FUNCTIONS As described above,the project elements will not result In new structures or increased impervious surfaces within the shoreline zone.All work activities are occurring on previously Mark Clement August 20,2013 Page 3 developed areas of Boeing's Renton facility and the proposed project will not result in any expansion of the existing site further into the shoreline zone.The proposed project will not result in any adverse impacts and there will be no net loss of ecological functions as a result of the proposed work activities within the shoreline zone. BergerABAM Memorandum Date:19 August 2013 33301 Ninth Avenue South,Suite 300,FederalWay,Washington 98003-2600 2061431-2300 •2061431-2250Fax •www.abam.com RECEIVED AUG 2 0 2013 CITy OF REN _TONN=,LJIVISIoN Subject:Habitat Data Report and Standard and Supplemental Stream/Lake Study for the Boeing Site Logistics Project From:Dustin Day,PWS To:Mark Clement,Permit Specialist Route to:File Introduotlon The purpose of this technical memorandum is to report the findings of a habitat and stream/lake assessment that investigated the presence of potential habitat and stream/lake areas on the proposed Boeing Commercial Airplanes,Renton Site Logistics Project. Boeing is increasing the rate of production at the site and is undertaking a variety of site modifications to increase the efficiency and safety of site operations that are necessary to support the increased production rate.The logistics project is critical to the business operations of Boeing in Renton and to meeting the demand for increased production of the 737 aircraft.The project objectives include: •Optimizing efficiency by improving the flow of material, Reducing congestion by revising and repurposing the layout of the site layout and minimizing the number of staff vehicles within the secured area,and •Improving site safety by providing better separation of parts,equipment,and people. The project will be sequenced to maintain operations during all phases of construction and to minimize impacts to the movement of people,parts,and equipment.The project consists of seven tasks. •Task 1.1:Truck Inspection Relocation •Task 1.2:SW Marshaling Yard Boeing Site Logistics Habitat Data Report and Stream/Lake Study 20 August 2013 Page 2 •Task 2:Parts Movement Road Improvement •Task 3:Gate D-35 and Badge Office Relocation •Task 4:Spine Road and Parking Improvements •Task5:Lot I Marshalling Yard •Task 6:Site Duct Banks •Task 7.1:Existing Truck Inspection •Task 7.2:Secondary Air Compressor Plant The project activities are located at the Boeing Renton site within previously developed areas. The site is generally located north of 6th Avenue,east of Nishiwaki Lane,and west of Logan Avenue in the City of Renton (City),Washington (Figure 1). A BergerABAM natural resources scientist assessed the proposed project for habitat and stream/lake impacts in accordance with Renton Municipal Code (RMC)Tire IV Development Regulations,Chapter 3 -Environmental Regulations and Overlay Districts.As part of this assessment,the scientist reviewed online databases to ascertain whether any environmentally sensitive areas had been mapped on or adjacent to the site.The databases included priority habitats (Washington Department of Fish and Wildlife [WDFW]Priority Habitats and Species [PHS]);endangered species (US Fish and Wildlife Service [USFWS]Endangered Species database and National Marine Fisheries Service [NMFS]Northwest Region Office website);and City GIS databases for listed species and habitat mappings. Site Description The site is currently used by Boeing Airplane Programs as a manufacturing site for the Boeing Next-Generation 737 commercial airplane.The site includes approximately 4.3 million square feet of building space in multiple buildings,outdoor storage and logistics yards,site access roads,and parking and other improvements.The site is almost entirely devoted to buildings, paving,parking,and urban landscaping.Boeing has used the site since 1941. The site generally consists of fill over layers of alluvial deposits.The topography of the entire site is fiat with very little relief.The north boundary of the Renton facility is the shoreline of Lake Washington.The shoreline consists of a bulkhead with vegetation between the bulkhead and the water on the east half of the shoreline.Other than Lake Washington,there are no wetlands on the project site. Boeing Site Logistics Habitat Data Report and Stream/Lake Study 20 August 2013 Page 3 The project site is dominated by paving and buildings and very little vegetation is present in the form of parking lot and site landscaping.Landscaping is present along the Logan Avenue and North Sixth Street frontages,and there are trees and landscaped areas within the existing parking lots.The Cedar River adjoins the site to the west and Lake Washington adjoins the site to the north. Habitat Findings According to RMC 4-3-050(K)Habitat Conservation,critical habitats are those habitat areas associated with the documented presence of non-salmonid species proposed or listed by the federal government or state as endangered,threatened,candidate,sensitive,monitor,or priority. According to the USFWS database,northern spotted owls (Strix occidentalis caurina),marbled murrelets (Brachyramphus marmoratus),bull trout (Salvelinus confluentus),grizzly bear (Ursus arctos horribilis),and the North American wolverine (Gulo gulo luscus)are known to (or believed to)occur in King County.However,the site does not contain the mature,old-growth coniferous forest habitat that is known to support spotted owls and marbled murrelets.In addition,the city environment of the greater Seattle area,including Renton,is not critical habitat for grizzly bears or wolverines.Finally,the final critical habitat designated for bull trout by USFWS does not include the Cedar River or Lake Washington (USFWS 2010).Therefore,the project site does not include critical habitats for non-salmonid species. 5troam/kake Findings The Cedar River and Lake Washington have been identified as shorelines of the state and are therefore protected by RMC 4-3-090,which states that Lake Washington is a Shoreline of Statewide Significance and the Cedar River is a Shoreline.RCM 4-3-090(B)(3)states that the jurisdictional area includes lands within 200 feet,as measured on a horizontal plane,from the ordinary high water mark (OHWM). The 200-foot shoreline areas of the Cedar River and Lake Washington have been significantly altered in the past and do not represent a high quality,functioning riparian environment.The 200-foot shoreline area of the Cedar River exists as a park-like setting with paved trails,an access roadway (Nishiwaki Lane),maintained lawn,picnic tables and benches,and a thin strip of riparian vegetation along the streambank.Most of the area within 200 feet of the shoreline of Lake Washington was hardscaped (concrete pavement)in the past as part of the development of Boeing facilities. Although altered in the past,Lake Washington and the Cedar River provide important ecological functions for salmonid and other aquatic species.These functions include foraging rearing,and migration.The proposed project consists entirely of modifying existing developed Boeing Site Logistics Habitat Data Report and Stream/Lake Study 20 August 2013 Page 4 areas,and therefore none of the existing functions of the riparian areas would be impacted or degraded by the proposed project. In terms of shoreline area impacts,the Renton facility includes shorelines on Lake Washington and is adjacent to the Cedar River Park.A portion of Task 7.1 (Truck Inspection Relocation)and the southeastern portion of a parking lot within Task 4 (Spine Road and Parking Improvements) will be located within 200 feet of the OHWM of the Cedar River.Task 5 (Lot 1 Marshalling Yard)falls outside and to the south of the 200-foot OHWM setback along Lake Washington.At its closest,the Truck Inspection Relocation task is approximately 140 feet from the OHWM.At its closest,the Spine Road and Parking Improvements task is approximately 150 feet from the OHWM. The two tasks noted above (Truck Inspection Relocation and Spine Road and Parking Improvements)within the Cedar River shoreline zone adjoin each other.The conditions of the Cedar River shoreline are consistent across the areas encompassed by these two tasks.Directly west,there is a Boeing access road used by delivery vehicles and employees to access the site via the D-30 Gate;the access road includes a 3-lane drive.A landscaped strip and security fence separate the Boeing facility from North Riverside Drive and the City's Cedar River Park.North Riverside Drive is a 2-lane public roadway that provides access to Cedar River Park and the boathouse.A landscaped strip separates the street from the multi-use Cedar River Trail.The trail is an asphalt path,approximately 10 feet wide,that extends the length of the park.Urban landscaping extends a short distance to an existing concrete floodwall,and there are trees and shrubs in the narrow strip of shoreline waterward of the floodwall.This area currently exists as parking lot and contains a separate paved area for storing trailers.The parking lot and storage area will be repurposed for truck inspection and restriped for parking with new landscaped islands.The existing landscape buffer along the N.6th Street southern boundary of the truck inspection area will remain,with a narrow strip of new landscaping added along the north. The existing hardscaped area within the 200-foot shoreline setback along Lake Washington, located to the north of the Lot I Marshalling Yard task,is used for parking and aircraft staging and these uses would continue. In summary,the proposed project does not include substantial impacts to the shoreline area, and therefore will result in no net loss of ecological functions. References US Fish and Wildlife Service (USFWS).2010.Federal Register -Department of the Interior,Fish and Wildlife Service.50 CFR Part 17 -Endangered and Threatened Wildlife and Plants; Revised Designation of Critical Habitat for Bull Trout in the Coterminous United States; Final Rule.October 18,2010. f '-'i SOIL &ENVIRONMENTAL ENGINEERS,INC. 16625 Redmond Way,Suite M 124,Redmond,Washington 98052,(425)868-5868 MEMORANDUM To:Mr.David Sacamano,ASLA,LEED AP Date:August 19,2013 From:CJ.Shin,Ph.D.,P.E. Re:Geotechnical Considerations Boeing Renton Logistics -SEPA Permit Submittal /AUG O2O/3 Introduction Per your request,I have prepared this memo to summarize our geotechnical considerations for the referenced project.This memo is the first part of the two-step approach for tile geotechnical analysis of the project.In this memo,I present the general geotechnical conditions and considerations at the site.These include subsurface soil and groundwater conditions,soil stability and settlement potential;typical foundation types and depths,underground utility construction methods,construction de-watering methods,seismic hazards and design requirements utilized at the site.I envision that we will perform additional project-specific geotechnical investigations and prepare site-specific geotechnical reports once the locations and scopes of new buildings and infrastructures are identified. Site History &Geology Boeing Renton Plant is located at the south end of Lake Washington.During WW II,the plant area was leveled by about 2 to 5 feet thick of fill.The first manufacturing Building 4-20/21 was constructed in 1941. This building along with Building 4-42 are the only few original buildings existing at present date.The major plant expansion occurs in 1965 which included the construction of manufacturing Buildings 4-81 and 4-82. The Black River used to run out of Lake Washington,flowed south through the site vicinity and then veered west (see attached Figure 1).In 1911,the Cedar River flooded Renton.In the following year the town dug a 2000- foot-long,80-foot-wide canal to reroute the course of the Cedar to the north so that it flowed directly into Lake Washington,in the hope of avoiding floods in the future.From July to October 1916,the construction of the Lake Washington Ship Canal lowered the lake 8.8 feet.In the process,the Black River dried up,and the outfall from Lake Washington became the ship canal (reference:Suzanne Larson,History ofthe Lake Washington Ship Canal,King County Arts Commission,1975,Introduction,23.) 1309 S&EE Memorandum Boeing Renton Logistics Page 2 The native soils immediately under the fill include alluvial deposits that are over 100 feet in thickness.These soils are typically soft and unconsolidated in the upper 50 feet and become more compact thereafter.Published geologic information (Geologic Map of The Renton Quadrangle,King County,Washington by D.R. Mullineaux,1965)indicates that the alluvial soils are underlain by Arkosic sandstone.We performed two soil test borings in January 2012 at the northwestern comer of the plant.These borings found glacially deposited and consolidated soil (hard silt)at depths of 150 to 170 feet and the soil extends to the maximum boring depth of 180 feet.Boring data from our previous projects at the south side of Renton Airport show that the hard silt is underlain by sandstone. Seattle Fault Seattle Fault is the prominent active fault closest to the site (see attached figure 2).The fault is a collective term for a series of four or more east-west-trending,south-dipping fault strands underlying the Seattle area.This thrust fault zone is approximately 2 to 4 miles wide (north-south)and extends from the Kitsap Peninsula near Bremerton on the west to the Sammamish Plateau east of Lake Sammamish on the east. The four fault strands have been interpolated from over-water geophysical surveys (Johnson,et al.,,1999)and, consequently,the exact locations on land have yet to be determined or verified.Recent geologic evidence suggests that movement on this fault zone occurred about 1,100 years ago,and the earthquake it produced was on the order of a magnitude 7.5.A liquefaction map (Preliminary Liquefaction Susceptibility Map ofthe Renton Quadrangle,Washington by Stephen Pahner)indicates that the project area has high liquefaction susceptibility. Geotechnical Consideration of Subsoil Conditions The fill at the ground surface is typically a mixture of sand and gravel (pitrun soil).Locally,glacial till fill, consisting of silty sand with gravel,and recycled concrete were also found near the ground surface.These materials are in a state of medium dense to dense.The pitrun fill and recycled concrete are relatively weather insensitive and can be re-use for structural fill.The till fill,on the other hand is moisture-sensitive due to its silty nature.Till fill is susceptible to strength loss when wet and disturbed and is difficult to re-use during winter months. The alluvial soils in the upper 50 feet or so contain layers of compressible soils.These include organic and inorganic silt with lenses of peat.The compressibility of these soils is moderate and the shear strength is low. A dense gravel layer,about 10 to 20 feet in thickness,is present in the plant area.This is the embedment layer for almost all pile foundations at the plant.The depths to the top of this gravel layer ranging from 50 to 60 feet in the northern portion of the site to 70 to 80 feet in the southern portion of the site.The east-west extent of this layer is unclear.Based on our boring data the thickness of this layer pinches to minimal at the northwest comer of the plant and is absence within 100 feet depth in the eastern portion of the plant. 1309 S&EE Memorandum Boeing Renton Logistics Page 3 Settlement Potential and Mitigation The compressible organic and inorganic silt layers in the upper 50 feet of subsoils have caused ground settlements at the plant.The settlements are the result of primary and secondary consolidations of these soft and fine-grained soils.The secondary consolidation (or creep deformation)results from the decay of organic matters in the soil.Such deformation can last for a long time and can be triggered by new loads.At Ranton Plant,pockets of organic soils are commonly found in the upper 30 feet of the subsoils and their thicknesses vary horizontally.The evidence of secondary consolidation at the plant is subtle,as most of the ground surface has been modified and leveled.The slab at Building 4-20 and North Apron are the only areas that retain the sign of secondary consolidation.Both Building 4-20 and North Apron were constructed around 1941.The slabs are soil-supported and uneven settlements up to 4 to 6 inches are visible. To mitigate ground settlement due to primary or secondary consolidations,the subgrade has been over- excavated about one to three feet,depending on the magnitude and dimensions of the surface loads.A geotextile is typically installed at the over-excavated subgrade and the over-excavation backfilled with compacted select fill including pitrun,crushed rock,or recycle concrete.In cases where the load magnitude and dimensions are great,surcharge preload has been performed.The known preload programs have included Buildings 4-81 and 4-82 in 1965,and Building 4-68 in 2011.The preload include about 6 to 8 feet high of temporary fill,placed over the building footprint for 8 to 10 weeks. Groundwater The depths of groundwater vary from about 3 feet'at the north side to 6 feet at the south side of the plant.The depth of groundwater in the northern portion ofthe site is affected by the lake level.This level is controlled by the government lock and is the highest in the summer and lowest in the winter.The depth of groundwater in the southern portion ofthe site is affected mainly by recharge from precipitation. 13o9 S&EE t Memorandum Boeing Renton Logistics Page 4 Foundations Typical foundation systems at Renton Plant include spread footings for light loads and pile foundations for heavy loads supports.Equipment pads such as generators,cooling towers,or electrical substations are typically founded on reinforced mat foundations.The allowable bearing loads for the shallow foundations range from 1,500 psf to 3,000 psf (pounds per square feet).Timber piles are used for the support of old structures at the plants,including Buildings 4-20 and 4-21.Deep foundations used in recent years include pin piles,micropiles,helical piles,concrete augercast pile,and grout-injected Tubex piles.Almost all pile foundations at the plant are embedded in a gravel layer at depths of 50 to 60 feet in the northern portion of the plant and 80 to 90 feet in the southern and eastern portions of the plant.Working loads for pile foundation range from 20 kips for light-duty pin piles to 200 kips for heavy-duty augercast piles or Tubex piles. Construction Dewatering and Discharge Due to the shallow groundwater table,construction dewatering is required for excavation depths exceeding 4 to 6 feet,depending on the location of the plant.For excavation depths on the order of 6 to 8 feet,dewatering from local sumps are common.For deeper excavations,groundwater control methods including soilfreeze and sheetpiles walls have been used.Groundwater cut-off using soilcrete (soil-cement mix)walls are currently under construction in Building 4-20 at the time of this memo. Boeing Renton Plant has limited allowance for daily discharge of water from all construction activities onsite. Currently,Metro King County allows 25,000 gallon per day discharge to the storm/sewer system.The county may suspend discharge temporarily for a day or two during heavy rainstorm events.The above restrictions may affect construction sequence;therefore,the construction activities should plan accordingly.The person retains the discharge permit for Boeing is Ms.Doris Turner <doris.s.turner@boeing.com>. Pre-discharge treatment may be required for water quality control.Again,Ms.Doris Turner should be contacted for such issue. 1309 S&EE f -. Memorandum Boeing Renton Logistics Page 5 Underground Utility Construction Soft,silty native soils are often encountered at utility subgrades.These soils arc easily disturbed by excavation equipment.Due to the proximity of shallow groundwater table,loosening by disturbance is inevitable.To avoid re-compression of the disturbed zone and thus settlement of underground utilities,subgrade stabilization is necessary.Depending on the type of soil and its moisture contant,the stabilization methods often include over- excavation and backfilled with crushed rock and quarry spalls.The use ofgeotextile is also common. Seismic Hazards and Design Considerations As mentioned previously,seattle Fault is the prominent active fault closest to the site and this fault can produce strong ground shake.The subsoils typical y c ass fled as Class D soil per 1BC 2009. The plant area has high liquefaction susceptibility.Liquefaction is a condition when vibration or shaking of the ground results in the excess pore pressures in saturated soils and subsequent loss of strength.Liquefaction can result in ground settlement or heaving/sand boils.In general,soils which are susceptible to liquefaction include saturated,loose to medium dlense sands (i.e.,below the water table).Based on our previous evaluations the looso..sa.ndy soils betweun the groundwater table and a depth of 50 feet are liquefaction prone and may result in a few nches"of ground settlemunt during and after strong earthquakes. Please let me know anytime ifyou have any question: Regards, C.J.Shin,PhD,PE Attachments: Figure h Black River courso Figure 2:Active faults near site \ 1309 :S&EE H River Lake level lowered Cedar and Block diveed in 1917 Diverted in 1906\ i Reference."Holocene Geologic History and Sedtmentolol ofthe Duw/zrals and puyallup Valley,Washington,Stephen P.Palmer,Washington Department ofNatural Resources,September 29,1997 S&EE FIGURE 2 Map ,)fthe Seattle area sbov,'ing prominent active laul!systems.Red boxes are recently mapped 7.5-minute quadranglesFall City (2007),North Bend (2009),Snoqualmie (coming 2009).and C'amation (coming ")010). 9FtranspoGROUP WNAT TRANSPORTATION CAN BE, TG:13099.00 August9,2013 Neil Watts Development Director City of Renton 1055 S.Gredy Way Renton,WA 98057 RECEIVED AUG 2 0 2013 CITY OF RENTON PLANNING DIVISION 11730 118th AvelUe N.E Suite 600 k3rkland,WA 98034-7120 T 425-821-3665 F 425-825-8434 www.transpogtoJp,com Subject:The Boeing Company -Ranton Site Logistics Project -Traffic Study Status "-.Dear Neih "--.....As required in the Environmental checklist for the above project,a traffic study is underway evaluating the -.._."'-impacts of thejnfrastructura changes proposed by the Boeing Company,Boeing has contracted with Transpo -_.Gr6up.to complete.this study,While the changes in infrastructure identified in Boeing's proposal are expected-"--to imped locol circultion patterns in the immediate vicinity of the site,no increase is expected in the overall traffic volumes t(from thesite. As-per our moetmg-wtth City staff on ;July 25 2013 the analysis will focus on Logan Avenue between Perk --Avenue Nand.N 6th Stroet-and N 6th.Streetbetwean Logan Avenue and the waterway to the west.The -analysls will Includea revlew of intersectlorl.operetlons focuslng on a I 0 year horizon period. ----As dlrected by the City-the analysis willbe completed'pendlng recolpt of traffic volume data from the City of Renton:-It4s.our undemtandmg that-the data to-beprowded by theClty,s conmstent with the traffic modehng bemgconducted f6rthe'EoganAvenuecomdor-study "--...--............_-.-%_............................................................-------................................... Sincerely,--------:.:..---::-- Transpo Group Michael Swenson,PE,PTOE Principal t ENVIRONMENTAL CHECKLIST A.BACKGROUND 1020Z013 1.Name of proposed project,if applicable:" Boeing Commercial Airplanes,Renton Site Logistics Project Jv/.'@v///p/j/ 2.Name of applicant:o The Boeing Company I1]' 3.Address and phone number of applicant and person: Boeing Commercial Airplanes '!! Attention:Mark Clement Facilities Permits/Land Use The Boeing Company P.O.Box 3707,MIS 1W-09 Seattle,Washington 98124-2207 1 Phone:206-617-2944 4.Da'te checklist preparedi August 2013 are 8.List anj will be if applicable): in in late 2013 and are expected to be 141 I t` additions,expansion,or further activity related "'""'explain. ins ons or further activity directly related to the project you know about that has been prepared,or ,related to this proposal The following documents have been or will be prepared for the project: •Traffic Impact Analysis,Transpo Group,September Geotachnical Report, CJ Shin,August 20,2013 Technical Information Report -Drainage, BergerABAM,August 2013 •Shoreline Exemption Memorandum,BergerABAM,August 2013 •Habitat Data Report and Stream and Lake Study,BergerABAM,August 2013. ENVIRONMENTAL CHECKLIST 18/20/2013 ) P 9.Do you know whether applications are pending for governmental approvals of other prop'osals directly affecting the property covered by your proposal?fryes, ,Explain• •No applications for government approvals that directly affect the p'roperty covered by this proposal are pending• lO.List,any government approvals or permits that will be needed for your proposal,if ''kn own• Federal •No Federal approvals or permits will be for the project• State •National Pollutant Discharge q !t,I,Stormwater General Perrntt ,iji!':I]I ,,IE ,,iH '""H ,uunLy "11111 II •,ILl)ll ......h,,•ndustria Wastewater Construction Dewatertng City of Renton "!:l;i!ii!!V •Environmental *ltl!'Jj;i •Shoreline Exemption •Civil Engin 11.Give brief, and the size (NPDES)Construction protection)and i,i, proposal,including the proposed uses are several questions later in this of your proposal.You do not (Lead agencies may modify this form project description.)",q )roduction at the site and is undertaking a difi the efficiency and safety of site ll,ltih,.lll t .............O IOnS necessar.,r,t.o support me increase(]prooucuon rate.inls'q "lIi",,,,.t "project is 'eitremely C!tical to the business operations of Boeing in Renton and deman=]li=intc,=sed.,:,!=!:;'-production of the 737 aircraft.The project objectives include,'i: •Optimizing efficiency by improving material management flow; •Reducing congestion by revising and repurposing site layout and minimizing the number of personnelvehicles within the secured perimeter area;and •Improving site safety by providing better separation of parts, equipment,and people. •Improve water quality for the storm drain system by providing additional water quality facilities.Low impact design facilities,such as biofiltration swales and rain gardens will be explored. ENVIRONMENTAL CHECKLIST 2 8/20/2013 i The project will be sequenced to maintain operations during all phases of construction and to minimize Impacts to the movement of people,parts,and equipment.The project consists of seven tasks. Task 1.1:Truck Inspection Relocation Task 1.2:SW Marshaling Yard Task 2:Parts Movement Road Improvement Task 3:Gate D-35 and Badge Office Relocation Task 4:Spine Road,Parking iml: Task 5:Lot 1 Marshaling Yard Task 6:Site Duct Banks Task 7.1:Existing Trucklns Task 7.2:New Secondary Air Com 12.Location of the proposal. the precise location of you;' and section,township, range of area,1 description, While to duplicate ,::i:, related to tion for a person to understand+P'IJ131I,lilcluding a street address,if any, If a p'osal would occur over a of thlite(s).Provide a legal if reasonably available. not required y permit applications Parcel Number 0,2306 ,001']ll!llllh •* manufacturing site located in the City of on the east side of the Cedar'l I I I tl;;the parce s identified in the table below. Address Size 737 Logan Avenue North 151.9 acres '"]tlllllli,,AilP'082305-9187;I'P,HI"},,'910 Lake Washington 2.6 acresIIItllJjlJBoulevard 088660-0060 Not Assigned 4.6 acres 088661-0090 Not Assigned 0.26 acre The project site Is bounded to the north by Lake Washington,to the west by Nlshlwaki Lane,the Cedar River Park and the Cedar River,to the east by Logan Avenue,and to the south by North,Sixth Street B.ENVIRONMENTAL ELEMENTS ENVIRONMENTAL CHECKLIST 38CV2013 I,Earth a.General description of the site (circle one):'rolling,hilly,steep slopes, mountainous,other. b.What is the steepest slope on the site (approximate percent slope)? t% c.What general types of soils are found on the site (for example,clay,sand, gravel,peat,muck)?ffyou know the classification of agricultural soils, specify them and note any prime farmland,lit The site generally consists of fill llluvial deposits.Soil type is primarily sandy silt loam. d.Are there surface indications v:_Z_:,_?If s-"---riLe ,i']]!!'ll..I..y u,uuo.l u .,;IJ,;,p]t Yes,the City of Renton has ideli;ld the area as p due to potential liquefaction indications of unstable slopes e.Describe the in the immediate a seismic hazard no surface ry filling or Fill material will The fill,whic trench excavations..p ,,hmateria o be used is structural f.or use?Ifso, h, construction presenting a risk for il will be covered with Impervious surfaces asphalt or buildings)? ';[ll'IlIt,currently covered with impervious that there will be no increase in impervious condition,and overall impervious site decrease.Within the project area,which is 6.5 acres,impervious coverage decreases by more than 5% Proposed measures to reduce or control erosion,or other impacts to the earth,ff any: Atemporary erosion and sediment control plan will be developed consistent with City of Renton standards to identify the temporary erosion control measures will be used by contractor.These ekmenta may include minimizing exposed soils,stabilizing exposed soils,using erosion control fences,inlet protection and other typical best management practices.The project will obtain coverage under the Construction Stormwater General Permit through Ecology and will be required to maintain a Stormwater Pollution Prevention ENVIRONMENTAL CHECKLIST 4 8/20/2013 w "Plan,Install,Inspect and maintain erosion control features on the site,monitor discharges and submit discharge monitoring reports to Ecology. Air a.What types of emissions to the alr would result from the proposal (i.e.,dust, automobile,odors,and Industrial wood smoke)during construction and when the project Is completed?If any,generally describe and give approximate quantities if known. Dust and exhaust from construction project construction activities.The change in existing Ol b.Are there any ty affect your proposal?If so,generally describe. No.There proposed project. Proposed measures to reduce or con to air,If any: equipment used during appropriate such generated during will not result in any affect the Ji' that machines andph..are wellj'mamtamed and employ legally through use of ;that may create dust, with dust .Water a. the immediate vicinity of the site saltwater,lakes,ponds, If appropriate,state of the site.The Cedar River is I']ted to the of the project site and drains to Lake Washington. 2)any work over,in,or adjacent to (within 200 feet) yes,please describe and attach available plans. The m act site is located greater than 200 feet from Cedar River and/or Lake Washington and is not subject to the Shoreline Master Program (SMP).Based on the ordinary high water mark (OHWM) delineation provided by the City of Renton,portions of the Truck Inspection Relocation and Parking Improvements are located within the SMP Jurisdiction.Construction within the SMP jurisdiction will consist primarily of modifications to existing paved parking and maneuvering areas. 3)Estimate the amount of fill and dredge material hat would be placed In or removed from surface water or wetlands and indicate the area of the site that would be affected.Indicate the source of fill material. ENVIRONMENTAL CHECKLIST 55/20/2013 No fill or dredge material will be placed in or removed from surfai:e water or wetlands• 4)Will the proposal require surface water withdrawals or diversions?Give general description,purpose,and approximate quantities ff known• No surface water withdrawals or diversions are proposed with the project• 5)Does the proposal lie within a lO0-year floodplain?ff so,note location on the site plan.jj I .,,;ttllllllt!l,No FEMA Community Pane Nos 53033G0664 and 53033C0977F indicate••:lfll lUI I!hthattheprojectsiteisnotlocatedwithinaislecial flood hazard area• .,llllIlilllll"L'll tllI,,.__._.,.s to6)Does the proposal involve any discnarges orwasce m,u,,,,I surface waters?If so,describe tl]ype of was't!and anticipated,iI *,t f'"I volume of discharge.:J!i'i!'lllli I •....tjllill,.No.The proposed project does not involve any discharge of waste•'d d :'H,materials to surface waters.I ,I ,1 b.Ground.I ....,I,,1llhlll!l.Hl ,,.I h .1)Wifl ground water bellJth'd...r,a.w n,or w#llwater be discharged to-!ltl!l "11 'Ill fh.'glHtilh..ground water?Give general dcr!ption,pul:pose,and approximatel'tl iili*.I Iquantitiesifknown',,!;I,It;I,,,1 6 I I :,6h,h,I.....Ih,1.....,J,,,J;.,,•Ildl,..........uewate ng,w De necessary nor,oerto:construct Duo ng tounoat ons,,q L l,l!,t !11 t!'9!.UI !d!r!!l!'J !!::*Iflj !!Ih,,•and utilities trenching.Boret.sample testingllll be conducted across the'I[I;llh.':t¢ifll6 IJPqllltllJ:I',U!.site tolconf rm groundwater eleyatlons.A Geotechnlcal Letter Report willqfl,ll[!i In!•;;h,r •....be prepared..F ow'quantitles wllll be provided with building permit ,€:uahmlH,,,I Ij 2)DescPibe waste'material that iI..I be'discharged into the ground from septic .i ,,......•..',;'il..........l['='"tanks orother sources,IT any (ror example,uomestic sewage,maus[rlal, "i;iillijl,;,chemicals;agricultural;etc.)."Describe the general 'the number of houses to II'r the number of animals or humans the serve. waste c.Water 1) or require any discharge of 'storm.water): Describe the source of runoff (including storm water)and method of collection and disposal,if any (include quantities,if known).Where will this water flow?Will this water flow into other waters?ff so,describe. Runoff will result from stormwater generated on the project site•In the existing and proposed conditions,site drainage sheet flows to piped conveyance systems.In the existing and proposed conditions oil/water separation is provided•Drainage from the site outfalls to Lake Washington, This treatment system will be located within a centrally located site drainage basin.A water quality filter vault is being considered,as ENVIRONMENTAL CHECKLIST 6 8/20/2013 . well as LID structures such as biofiltration swales,rain gardens,or other LID methods,to provide for waterquality treatment 2)Could waste materials enter ground or surface waters?Ifso, generally describe. maintain spill kits on site to address potential and Boeing has an established s program for site operations.All storm proposed construction operations and inlet protection BMP. d.Proposed measures Impacts,ff any: Existing drainage project will continua to discharge to as classified by flow control for the Plants a.Check or €[][][] The only potential for waste material is from accidental spills of fuel or other liquids during project construction.The contractor will be required to )ills during construction inlets in andraround the areas will be protected with and runoff water from the "'lLqll,h,__exempt 8utrace water, of Ecology;and therefore, ':Cottonwood bulrush,skunk cabbage, soft rush,slough sedge eslgrass,milfoil,other b.will be removed or altered? The 'Ii'lJJ;to remove approximately 58 trees In addition to some clearing of e grasses in previously landscaped areas of the site.".l;!ilu c.List threatened or endangered species known to be on or near the site. There are no listed threatened or endangered plant species known to be on or near the site. d.Proposed landscaping,use ofnative plants,or other measures to preserve or enhance vegetation on the site,ff any: The project proposes to plant approximately 183 new trees as part of landscaping that will occur at various locations within the overall project area. Existing landscape Islands will be converted to pavement,and new landscaped Islands will be constructed as replacement landscaping. ENVIRONMENTAL CHECKLIST 7 8/213/2013 ,Animals a.Circle any birds and animals,which have been observed on or near the site or are known to be on or near the site: Birds,hawk, hl,ds,other,Mammals:deer,bear,other: Fish:bass,Itrou herring,sheflflsh,other:Ilong fin smel •,dltll],.b.List any threatened or endangered species Knownzo be on or near the site.,IlflllllllJl "Puget Sound Steelhead and their status are under ESA,the species is listed as•LilPlt ltflblt"lllJll'"threatened,"as are Puget Sound Chino.ok.salmon and coastal/Puget Sound bull trout.4,'il[illll""t"fl ]1 ",.idll I q]hic.Is the site part of a migration route ifso,explain,qtJ III,I I'lJit d"q [,•,!:l,t ......',)111 I,Yes,the site IS part of the PacificI lyway;see the 2003 B;)ing EIS.Puget Sound Ch nook sa mon Puget Sound stae head trout cohojsa mon sockeye....'!!!lllI,,,!'!i!J!:.r.[lilffllh _salmon coastal cuttnroat trout ano non=anaaroumous ralnnol,trout use tne Cedar Rnver and Lake Washington as ml )utes.Illll,i li i)' d.Proposed msasures to li!lh'!l'llllflli'If any: None at this time,as no im 6.Energy and natural a• used to )od stove,solar)will be 'needs?Describe whether it will O%1 this Jse of solar energy by adjacent-41!tlrdescribe. illi,conservation features are included in the plans of reduce or control 7, Energy "q{lEnvironmentalHealth a.Are there any environmental health hazards,including exposure to toxic chemicals,risk of fire and explosion,spill,or hazardous waste that could occur as a result of this proposal?ffso,describe. No 1)Describe special emergency services that might,be required. None 2)Proposed measures to reduce or control environmental health hazards,if any: ENVIRONMENTAL CHECKLIST 8 8/20/2013 . Not Applicable b.Noise 1)What types of noise exist in the area which may affect your project (for example:traffic,equipment,operation,other)? No existing noise sources would affect the proposed project.The project is located adjacent to the Renton airport and there Is noise from landing and departing aircraft. 2)What types and levels of noise would be crtd by or associated with the,lll"lll p'"project on a short-term or a long-term bssiS.J(for example:traffic, construction,operation,other)?Jhet hours noise would come from the site."'ll"ll!'Jiltllltlsen;l ulpm tandard Construct on'+IIIIIR'PM,and Special Construction hours 3) Temporary noise Construction hours are planned for could occur from 6 AM to 6 Proposed measures to reduce Contractors will during have mufflers Insta equlpment,w i ,be required",**L,to standada(!of,the Env ronml Land and sh'llne use a.What is provisions of WAC 173-60 3ment will be required to the man ;peclflcation.All"lllltf,,relevant equipment noise Agency.....'%!]iI: properties? i Airplane Programs as a atlon 737 commercial airplane. les ap[square feet of building space In•'l'llJllh "*tlILtljllhiltlplebuildlnoutdoor storage and Ioglst cs yards,s te access roads,'t:llllh.g and rovements.The site has been used by Boeing since'qlllllI' The pl inded to the north by Lake Washington,to the west by Nlshlwal River Park and the Cedar River,to the east by Log Is the south by North Sixth Street. Immediately adjacent to the Site is the City of Renton boathouse located where the Cedar River discharges into Lake Washington.Located to the west of the site is the City's Cedar River Park and the Cedar River Trail,which is an approximately 10 foot wide asphalt path,extending the length of the park. Further to the west,located on the opposite side of the Cedar River is the Renton Airport. To the southwest of the site,across from Logan Avenue,is a shopping center and residential properties.In addition,to the south of the shopping center is vacant land owned•by Boeing.To the south of the project site Is existing Boeing employee parking. ENVIRONMENTAL CHECKLIST 9 8/211/2013 b, C. d. e. Approximately 400 feet to the northeast of the site is residential property and the Gene Coulon Memorial Beach Park. Has the site been used for agriculture?If so,describe. No Describe any structures on the site. The Renton Plant is a large airplane manufacturing and final assembly facility, consisting of many buildings and ancillary Will any structures be demolished?Ifso; Some or the entire 4-90 transportation What is the current zoning c ..,, !i+llii ,.urrent zon ng of the site is uroan L;enter-North•"I[IHt """properties are zoned Urban Centar,North 1 (UC-N1)e •:tiilliJ .N2 south of North S,xth Street,and Industrial Heavy (IH Lane.'"/iltil The City of Renton and ''ig The agreement vested years,provided that project is for airp 2002 IH zone, The compre Adj viii be removed 2).Surrounding Logan Avenue,UC- Nishiwaki'ql raament in 2002. nder the 2002 IH zone for 45 manufacturing.Because the ect will be subject to the of the site? property is Urban Center-North. the project site,with the exception hated as Employment Area Industrial. )rogram designation of the site?iti+l.tl;he shorelines of the state and subject'1111'111%,.'::"lh,to!,the Shoreline Manag,The C,ty's Shoreline Master Program (SMP)!"111!!'.+11!17 '*'.....designates the project area as Shoreline High Intensity and ,t is in Cedar River ReachLA,land Lake Wash,ngton reaches I and J. ll!h]t +,,lll il,I,.._.....h.Has any pa of ie]slts been classmeo as an enwronmentslly sensitive area?If so,.' Yes,the Cedar River and Lake Washington are identified as environmentally sensitive areas. i.Approximately how many people would reside or work in the completed project? Varies ,roads parking spaces will be used by multiple employees j.Approximatelyhowmanypeoplewouldthecompletedprojactdisplace? None k.Proposed measures to avoid or reduce displacement impacts,if any: ENVIRONMENTAL CHECKLIST 108/20/2013 . None L Proposed measures to ensure the proposal are compatible with existing and projected land uses and plans,If any: The proposed project is compatible with the existing and projected land uses and plans for the site as an airplane manufacturing and assembly facility.No specific measures are planned. Housing a.Approximately how many units would be Indicate whether high,middle, None b.Approximatel ,units,if a ..... NoneWhether high,middle,"%lllfliI!lllt;tiL,,,,, c.Proposed measures to reduce or €''trol houslh,g Impacts,#fl a.,,nY: Not Applicable 'lllllllIH[i''"" 10.Aesthetics a.What Is the antennas; The t not Including SW Marshaling ff any: and re;! a:proposal produce?What time of day would"¢ililtli b.the finished project be a safety hazard or i!l.No c.What existing off.sits sources of light or glare may affect your proposal? •,+None d.Proposed messures to reduce or control light and glare impacts,ff any: New lighting spread will bedirected towards ground 12.Recrostlon ENVIRONMENTAL CHECKLIST 11 8/20/2013 a.What designated and informal recreational opportunities are in the immediate vicinity? The Cedar River shoreline trail and park are within the general area of the Renton Site.The Cedar River is used for fishing and boating.The Renton Rowing club operates upstream of the project site and the Renton City Boathouse is located to the northeast. b.Would the proposed project displace any existing recreational uses?ff so, describe. No c.Proposed measures to recreation opportunities to be Not Applicable 13.Historic and Cultural Preservation a. local preservation registers known describe. No structure site.The Washington Archaeological project area Mitigation measures construct ()n if archa on the historic scientific, on recreation,including state,or to the site?,lif so,generallyornext""' lj!p the project )r Architectural and ¢operties within the or register."; !to,be implemented during ' "'ources are encountered during construction. evidence ofhistoric,archaeological, to be on or next to the site. t site. )r control impacts,if any:';I ;•hJll I ,,**Should any unknown glcal resources be encountered dunng project "!""t:I .';I I'.',lil It;......activities,ground:disturblng,lactiv#tles will be halted m the area of the find m accoidance with RCW 27.53.060 (Archaeological S#tes and Resources)and RCW 27:';020 (Indian Graves and Records)A I)rofessional archaeoloqist will ....t I /lI,'llJ ...--be cafled in to assess the s#gntficance of the find,and the Department ofiI,Ih ,,,t ......ArchaeologytandWistonc Preservation m Olymlla will be notified so that a course of actionlcan be implemented. 14.Transportation a.Identify public streets and highways serving the site,and describe proposed access to the existing street system.Show on site plans,if any. The project site is in a controlled access area.Access is provided through the security gates at North Eighth Street,accessible from Logan Avenue and North Sixth Street. b.Is site currently served by pubflc transit?if not,what is the approximate distance to the nearest transit stop? ENVIRONMENTAL CHECKLIST 12 8/20/2013 C. d. f. The nearest transit route is on North Park Avenue east of the project site. Multiple King County Metro routes use the corridor. How many parking spaces would the completed project have?How many would the project eliminate? Approximately 252 parking stalls will be created by the project. Will the proposal require any new roads or streets,or Improvements to existing roads or streets,not Including driveways?ff so,generally describe (indicate whether public or private). New traffic signals will be Installed to elimi entering and exiting the inspection Sixth Street (public road),the Flight Nishlwaki Lane (private road).This North Sixth Street to stop traffic access road to permit a truck eastbound North Sixth Street. Proposed Im Include areas along the south to allow for the the lane.;'.Iil: }L,,I,I,Proposed m )rovemer demollshln, traffic travelling along North id (private road),and a light on westbound with the Flight Line inspection area to road).l 'T;hls newzttt!lllt:right-In and the interse z Will the ) lot and transportation In the western portion of the site paved lane.The two In the eastern portion of 13-foot Spine Road (private road)include le proposed Spine Road alignment and central landscaped islands.Covered The southern parking areas Spine Road.Existing landscape landscaped Islands will be )n Is proposed to be constructed at the (private road)and Logan Avenue (public g the southern POV lots,are proposed as a ,movement.A signaled Intersection is proposed at new Spine Road and North Sixth Street (public road). (or occur in the Immediate vicinity of)water,tail,or air transportation?ffso,generally describe. Yes,the project utilizes the Renton Municipal Airport and a rail spur for facility operations. How many vehicular trips per day would be generated by the completed project?If known,Indicate when peak volumes would occur. Although the planned on-site roadway and parking lot improvements would not directly generate add!tlonal traffic,modifications to the site access points will Impact site circulation.As such,a Transportation Impact Analysis documenting the impacts of these changes to city roadways and intersections ENVIRONMENTAL CHECKLIST 138420/2013 go providing access and adjacent to the Boeing Renton site will be completed for the project and submitted under separate cover. Proposed measures to reduce or control transportation impacts,if any: As des(:ribed above,new traffic signals are proposed to help eliminate potential conflicts between truck traffic entering and exiting the inspection area,and vehicles travelling along North Sixth Street,the Flight Line access road,and Nishiwaki Lane.This includes !nstalling alight on westbound North Sixth Street to stop traffic prior to the intersection with the Flight Line access road to permit a truck making a U-turn exit frol inspection area to eastbound North Sixth Street•A signaled intersection of the new Spine Road and 15.Public Services a.Would the project result " example:fire protection,police r ffso,generally describe. None is anticipated. b, services,if any. Not Applicable •..,,,It all16.Ut t ,l,,, a.Circle utiliti' All utilities natural gas,water, other. site,except Septic Date Submitted::" il,JI,rased for the project,the utility providing the and on the site or in the immediate .J.,,,Ii It IIvicinity,which might be needed. Electrical power ardl'diesel will be used for construction equipment•Metrohp-,;m,mifllSewer,Ci of Seattlelwater,Puget Sound Energy• C.:SIGNATURE ',l:!!li," The above answers are true and complete to the best of my knowledge I Understand that the lead agency is relying on them to make its decision Mark D.Clement 7_o -13 ENVIRONMENTAL CHECKLIST 14 8t'20/2013 / / CONSTRUCTION MITIGATION DESCRIPTION RECEIVED AUG 2 0 2013 CiTY OF RENTON PLANNING DIVISION Boeing Commercial Airplanes Renton Site Logistics Project Applicant Boeing Commercial Airplanes Attn:Mark Clement P.O.Box 3707,MC lW-09 Seattle,WA 98124 206/617-2944 19 August 2013 Submitted by BergerABAM 33301 Ninth Avenue South,Suite 300 Federal Way,Washington 98003-2600 Job No.A13.0362.02 CONSTRUCTION MITIGATION DESCRIPTION Boeing Commercial Airplane Renton Site Logistics Project Renton,Washington TABLE OF CONTENTS SECTION PAGE 10 CONSTRUCTION SCHEDULE .....................................................................................................1 1.1 Project Description.......................................................................................................1 1.2 Construction Dates ...................................................................................................... 1.3 Hours and Days of Operation .......................................................................................1 2.0 HAUL ROUTE INFORMATION .................................................................................................... 3.0 MINIMIZATION MEASURES ...................................................................................................... 4.0 NIGHTTIME CONSTRUCTION WORK .........................................................................................2 5.0 PRELIMINARY TRAFFIC CONTROL PLAN .................................................................................2 6.0 CRANE USE ...............................................................................................................................2 Construction Mitigation Description Boeing Commercial Airplanes-Renton Site Logistics Project Renton,Washington BergerABAM,A13.0362.00 19 August 2013 Page i of i BOEING COMMERCIAL AIRPLANES RENTON SITE LOGISTICS PROJECT CONSTRUCTION MITIGATION DESCRIPTION 1.0 CONSTRUCTION SCHEDULE 1.1 Project Description Boeing Commercial Airplanes (Boeing),as the applicant,is increasing the rate of production at the Renton site and is undertaking a variety of site modifications to increase the efficiency and safety of site operations necessary to support the increased production rate.This multiple-task project includes site and infrastructure improvements necessary for planned future growth and increase in production at the Boeing Renton facility. 1.2 Construction Dates The proposed project is scheduled to begin construction in October 2013 and finish in December 2014.Anticipated construction dates for the tasks are as follows. 1.3 Hours and Days of Operation Standard hours of construction are anticipated,Monday through Friday,7:30 a.m.to 3:30 p.m.Special weekend or off-shift hours outside of these standard hours may be required for new traffic signal,street improvements,internal site paving,and utility shutdowns to minimize impact to traffic and production. These time periods identified are subject to change based on the requirements of the jurisdiction and needs of construction and Boeing will notify the City of any changes as they occur. 2.0 HAUL ROUTE INFORMATION Equipment,materials,and supplies will access the site through existing access points for the Boeing Renton Plant.The general transportation route will follow SR405 to SR900 (Exit 5),west on North Park Drive to Logan Avenue.Access to the site will be from Logan via North 8th Street and North 6th Street,and SW Marshaling Yard. 3.0 MINIMIZATION MEASURES The project proposes the following minimization measures to minimize dust,traffic and transportation impacts,erosion,mud,noise,and other noxious characteristics. •To control dust the contractor will water surfaces that dust is generated from.In addition,the proiect will also utilize street sweepers to clean and remove material from paved surfaces. •To minimize traffic and transportation impacts,the project proposes to limit the entrance and egress of truck traffic from the site.The project does not anticipate large volumes of truck or vehicle movements on the project site.Any oversized elements will be subject to highway haul permit restrictions. Construction Mitigation Description Boeing Commercial Airplanes-Renton Site Logistics Project Renton,Washington BergerABAM,A13.0362.00 19 August 2013 Page 1 of 4 4.0 5.0 6.0 •Site soils consist of fill and have a slight to moderate erosion hazard risk.A temporary erosion and sediment control plan will be designed in accordance with Section 1.2.5.3 of the King County Surface Water Design Manual.Typical erosion control Best Management Practices (BMPs)will be utilized during construction to control site erosion and prevent the tracking of mud out of construction areas. These elements may include minimizing exposed soils,stabilizing exposes soils, using erosion control fences and inlet protection. NIGHTI'IME CONSTRUCTION WORK Construction nighttime work is not anticipated for this project.However,if nighttime construction activity is determined to be required at a later date,an application for a noise variance will be made to the City prior to undertaking any construction activity occurring after 10 p.m.or before 7 a.m. PRELIMINARY TRAFFIC CONTROL PLAN It is anticipated that this project will require closures of streets for the installation of a traffic signal on 6th Avenue and the new Boeing Spine Road.There may be other short term intermittent closures required.Boeing will submit temporary traffic control plans to the City for approval prior to closures. CRANE USE The use of tower cranes is not anticipated for this project.Mobile cranes may be used for lifting steel for canopies,office structures,gate house relocation and placing duct banks.If it is determined that operations at Renton Airport are impacted.Boeing and the contractor will provide appropriate notifications.Approvals will be obtained from the Federal Aviation Administration prior to beginning construction of the project. Construction Mitigation Description Boeing Commercial Airplanes -Renton Site Logistics Project Renton,Washington BergerABAM,A13.0362.00 19 August 2013 Page 2 of 4 BergerABAM Memorandum Date: Subject: 1111 Main Street,Suite 300,Vancouver,Washington 98660-2958 360/823-6100 •360/823-601 Fax •www.abam,com RECEIVED AUG 2 0 2013 crry OF 20 August 2013 PIANNIIvcoINToON Boeing Renton Site Logistics Project -Modification Request -Frontage Improvements From:Jennifer Chariarse,Environmental Planner (BergerABAM) To:Mark Clement,Boeing Land Use/Permitting Route to:Brian Carrico,Natural Resource Team Lead (BergerABAM) As indicated in the pre-application conference with the City of Renton and Boeing on August 1, 2013,tile City advised that it is requiring frontage improvements along N.6th Street.City of Renton minimum design standards indicate that a 6-foot wide sidewalk is required on both sides of the street.Boeing is requesting a modification to this requirement. CURRENT CONDITIONS There is an existing raised sidewalk that ranges between 5-1/2-feet to 10-feet wide without curb and gutter along the south side of N.6"Street.This sidewalk extends west from the shared trail along Logan Avenue to a parking lot entrance driveway east of Apron D.An asphalt shoulder separates tile street from the sidewalk.Utility poles and catch basins are located within this shoulder area.Along the north side of N.6"'Street,there is a landscape strip approximately 20- feet wide that consists of grass and trees,and includes a drainage ditch.There is a pedestrian crosswalk on the east leg of the intersection at N.6'"Street and Nishiwaki Lane.There is currently no crosswalk on tile south leg of tile intersection of N.6m Street and Nishiwaki Lane to direct pedestrians to the Cedar River Trail.Currently,as was observed during a recent field visit,pedestrians cross the roadway at the intersection within the travel lane to gain access to the Cedar River Trail. The storm drainage system along tile north side of N.6",Street is currently a drainage swale which is landscaped from tile top of the swale slope to the Boeing property line.This conveyance swale carries roadway drainage to the west and connects to a storm line at the intersection of N.6'"Street and Nishiwaki Lane.This swale serves as a low impact stormwater conveyance system for roadway drainage on the north side of the road centerline.Drainage on the southern side of the road centerline sheet flows to catch basins along the street fog line.This Mark Clement August 20,2013 Page 2 storm catchbasin and pipe system conveys drainage to the west,connecting to a storm main at the intersection of N.6th Street and Nishiwaki Lane. JUSTIFICATION FOR REQUEST Boeing is requesting a modification to the requirement to add sidewalk along the north side of N.6th Street.Justifications for the requested modification are: ,Pedestrian Safety -There are potential pedestrian safety concerns due to the high volume of heavy truck traffic in this area with the proposed Truck Inspection and SW Marshaling projects.Pedestrians would need to cross a 60-foot wide entrance into the inspection area that experiences semi-truck traffic entering the site on a regular basis. Pedestrians continuing on the north side of the street wishing to access the Cedar River Trail would need to cross the busy intersection leading into the Boeing facilities with high truck volumes as well as crossing Nishiwaki Lane,or cross N.6th Street to the south side.In both cases,potential conflict with high volume truck traffic exists. ,Low Impact Stormwater System -The existing drainage swale and landscaped area along the north side of the street currently provides low-impact stormwater conveyance management for runoff along the north side of N.6th Street.Adding a sidewalk along the north side of the roadway would require removing this low-impact storm conveyance feature and replacing it with a piped system with catchbasins,thereby changing the nature of the storm conveyance system,including flow duration,to a less sustainable system requiring additional maintenance. PROPOSED MITIGATION Boeing proposes to extend the existing sidewalk on the south side of the street by providing a 6- foot wide flush sidewalk constructed of pervious concrete along the fenced area along Apron D. (See Fig 1 for proposed sidewalk)The width of the sidewalk does not affect the existing utility poles,utilities and catch basin system.This proposal also includes providing a pedestrian crossing along the secured access into Apron D,and a crosswalk on the south leg of the intersection of N.6th Street and Nishiwaki Lane with a connecting 6-foot wide paver path to the Cedar River Trail.The existing catch basin rim at the intersection would be replaced with a pedestrian/ADA grate to further enhance ADA access to the park. This proposed mitigation replaces approximately 3,000 square feet of existing impervious area with pervious pavement and enhances safety as walkers are currently crossing the street within the roadway vehicle path at intersection.Maintaining a sidewalk on the south side provides safe access to the Cedar River Trail and park area and,in our opinion,satisfies the intent of the requested frontage improvements. BergerABAM 1111 Main Street,Suite 300,Vancouver,Washington 98660-2958 360/823-6100 •360/823-6101 Fax.www.abam,com Memorandum Date:20 August 2013 Subject:Boeing Renton Site Logistics Project -Modification Request -Omitted Landscaping Lot I Marshaling Yard From:Jennifer Cllariarse,Environmental Planner (BergerABAM) To:Mark Clement,Boeing Land Use/Permitting Route to:Brian Carrico,Natural Resource Team Lead (BergerABAM) RECEIVED AUG 2 0 2013 CITY OF RENTON PLANNING DWISION According to RMC 4-4-070,all parking lots and loading areas shall be landscaped to reduce barren appearance of tile parking lot.The project is requesting a modification to this requirement at the northern section of the site at tile location of Task 5 Lot 1 Marshaling Yard and Parking Area.According to FAA Advisory Circular No.150/5200-33B,landscaping in this area presents operational and Foreign Object Debris (FOD)concerns.In addition, CURRENT CONDITIONS Tile site is situated between the existing Buildings 4-81 and 4-20 and includes a POV parking lot,in addition to a temporary materials staging area.Currently,tile existing Lot 1 Marshaling Yard is primarily used for storage of parts and equipment for final assembly of aircraft. Because of space constraints,this staging area is located over two spaces needed for parking aircraft. JUSTIFICATION FOR REQUEST The proposed improvements will reconfigure the site to relocate tile existing Marshaling Yard and POV parking and expand tile existing Apron R area for aircraft parking.Landscaping in this area will reduce the effective circulation for aircraft parking and present FOD hazards for wind-up testing performed in the area. Since the site is not generally viewed by the travelling public and adding landscape to the area would negatively affect airplane production,Boeing is requesting a modification to landscape requirements in this area.In addition,the overall site parking lot landscaping proposed is 6.9- percent,which exceeds the code required 5-percent minimum. BergerABAM Memorandum Date: Subject: From: To: Route to: 1111 Main Street,Suite 300,Vancouver,Washington 98660-2958 360/823-6100 •360/823-6101 Fax •www.abam.com RECEIVED AUG 0 2013 CITY OF RENTON 20 August 2013 pLANNING DIVISION Boeing Renton Site Logistics Project-Modification Request-Landscape Screening Jennifer Chariarse,Environmental Planner (BergerABAM) Mark Clement,Boeing Land Use/Permitting Brian Carrico,Natural Resource Team Lead (BergerABAM) As indicated in the pre-application conference with time City of Renton and Boeing on August 1, 2013,City code requires a minimum of 20-feet of landscaping along arterials (Logan Avenue) and 15-feet of landscaping along non-arterials (N.6th Street)to screen parking,loading,repair and maintenance from the general public along city streets. There are several areas within tile project that provide more than time minimum required screening;however,there are other areas that will not meet the minimum landscaping/screening requirement.(Refer to drawings L1.1.1,L4.1.1,L4.1.2,L4.1.3 and L4.1.4. Boeing is requesting a modification by utilizing buffer averaging and landscape density ill these areas to satisfy the City's landscaping/screening requirements. CURRENT CONDITIONS There is all existing landscape buffer along Logan Avenue varying in width and materials.The boundary of time project (Task 4,Spine Road and Parking Improvements)adjacefit to Logan Avenue begins at 8th Avenue.Currently there is a landscape strip that is 35-feet wide from N. 8th Street to N.7th Street comprised of trees,shrubs and grasses.This stretch of Logan Avenue exceeds City code.There is an existing landscaping strip between N.7th and N.6th of varying width from a minimum of 5-feet to a maximum of 50-feet consisting of trees,shrubs and grasses to the north with more cedars located at time southern end. An existing landscape strip occurs along N.6th Street varying in width from a minimum of 5- feet near the corner of Logan to a maximum of 30-feet towards Nishiwaki Lane consisting primarily of shrubs,trees and grasses. Mark Clement August 20,2013 Page 2 JUSTIFICATION FOR REQUEST Boeing is requesting a modification to the minimum landscape/screening width requirement, because as demonstrated above,the existing landscaped buffer will be maintained or increased to a level that will provide an average width greater than the minimum required by code.In all areas of the project bordering a City road,landscaping/screening is provided.The following illustrates that landscape buffer averaging complies with the City's minimum requirements: Logan Avenue (between 8th and 6th) Existing buffer Proposed amount of landscape between Logan and parking lot (from curb to curb) Length along Logan 23,424.25 square feet 31,325.22 square feet 1,195 lineal feet Proposed average landscape buffer for Logan =26.2 feet North 6th Street Existing buffer 17,257.37 square feet Proposed amount of landscape between N.6"'Street and parking Lot (from curb to curb) Length along 6'h Street 22,935 square feet 864 lineal feet thProposedaveragelandscapebufferforN.6 Street =26.5 feet The proposed average landscape buffer exceeds the required minimum widths,and therefore satisfies the intent of the City's code for minimum landscape/screening requirement. Billing Invoice EG00012746 Job or PO #;#96327 BILLING CONTACT Department:CED -Development Engineering AR: Eden Invoice: Mark Clement BOEING COMPANY THE Po Box 3707 M/C 20-00 Phone:0" REFERENCE NUMBER FEE NAME I GL Number Amount Due .UA13-001122 SEPA Review for Boeing Site Logistics 737 Logan Ave N Renton,WA 98057-2039 PLAN -Environmental Review 000.000000.007.345.81.04.000 PLAN -Modification 000.000000.011.345.81.00.000 Technology Fee 503.000000.004.322.10.00.000 'SUB TOTAL $1,000.00 $200.00 $36.00 $1,236.00 TOTAL $1,236.00 q£° •tlOt'l Created On:812012013 4:14:53PM Prepared By:Holly Powers 425-430.7266 Page 1 of I I I I I I I I I I I I I I I 1 I I I Draft Technical Information Report Boeing Commercial Airplanes Renton Site Logistics Project Renton,Washington Submitted to The Boeing Company 800 North Sixth Street Renton,Washington 98055 19 August 2013 Prepared by: BorgerABAM 33301 Ninth Avenue South,Suite 300 Federal Way,Washington 98003-2600 Job No.A13.0362.00 RECEIVED AUG ,0 ZO3 CITY OF RENTON pUNNtNG DiVIsION I I I I I I I I I I I I I I I I -I I DRAFT TECHNICAL INFORMATION REPORT Renton Site Logistics Project Renton,Washington TABLE OF CONTENTS SECTION PAGE PROJECT ENGINEER'S CERTIFICATE....................................................................................................1 Section 1:Project Overview..................................................................................................................2 Boeing Renton Site Overall Existing Conditions ....................................................................................3 Proposed Conditions .............................................................................................................................3 Soils Conditions .....................................................................................................................................4 Section :1..1:Project Tasks Overview....................................................................................................5 1.1.1a SW Marshaling Yard ...................................................................................................................5 1.1.1b Truck Inspection .........................................................................................................................7 1.1.2 Task 2 -Parts Movement Road Improvement ...........................................................................10 1.1.3 Task 3 -Gate D-35 and Badge Office Relocation and Perimeter Fence Relocation ...................13 1.1.4 Task 4-Spine Road,Parking improvements and Perimeter Fence Relocation .........................15 1.L5 Task 5 -Lot 1 Marshaling Yard ...................................................................................................18 1.1.6 Task 6 -Duct Banks ....................................................................................................................19 1.1.7a Task 7a -Air Compressor Building............................................................................................20 1.1.7b Task 7b -Existing Truck inspection Reconfiguration ...............................................................22 Section 2:Conditions and Requirements Summary .......................................................................23 Requirements Summary:Stormwater Management Guidelines ......................................................23 Core Requirement 1 -Discharge at the Natural Location ...................................................................23 Core Requirement 2 -Off-site Analysis...............................................................................................23 Core Requirement 3-Flow Control ....................................................................................................23 Core Requirement 4 -Conveyance System .........................................................................................23 Core Requirement 5 -Erosion and Sediment Control ........................................................................24 Core Requirement 6 -Maintenance and Operations .........................................................................24 Core Requirement 7 -Financial Guarantees and Liability ..................................................................24 Core Requirement 8 -Water Quality ..................................................................................................24 I Technical Information Report Renton Site Logistics Project lenton,Washington BergerABAM,A13.0362.00 19 August 2013 Page ii ofii Special Requirement 1 - Special Requirement Special Requirement Special Requirement Special Requirement Special Requirement Other Adopted Area-Specific Requirements ...............................................24 2 -Flood Hazard Delineation ............................................................................25 3-Flood Protection Facilities ...........................................................................25 4 -Source Control .............................................................................................25 5 -Oil Control ....................................................................................................25 #6 -Aquifer protection Area ............................................................................25 Section 3:Offlte Analysis................................................................................................................26 3.0 Nishiwaki Lane Trunkline -Outfal1021.........................................................................................26 3.1 Basin 31-Outfal1021 .....................................................................................................................28 3.2 Basin 32 -Outfal1021 ...................................................................................................................31 3.3 Basin 34-Outfal1021 ...................................................................................................................35 3.4 Basin 21 -Outfal1001 ...................................................................................................................39 3.5 Basin 25 -Outfal1002 ...................................................................................................................40 3.6 Basin 27 -Outfal1004 ...................................................................................................................42 Section 4:Flow Control and Water Quality Facility Analysis and Design .......................................46 4.1 Water Quality Treatment ..............................................................................................................46 4.2 Water Quantity Detention ............................................................................................................46 Section 5:Conveyance System Analysis and Design .......................................................................48 Section 6:Special Reports and Studies............................................................................................48 Section 7:Other Permits....................................................................................................................48 Section 9:Construction SWPPP Analysis and Design .....................................................................49 Section 10:Bond Quantities,Facility Summaries,and Declaration of Covenant ..........................49 Section 11:Operations and Maintenance Manual ..........................................................................49 LIST OF APPENDICES Appendix A Appendix B- Appendix C Appendix D Appendix E Appendix F Appendix G Site Maps Drainage Maps and Calculations City of Renton Maps Flood Zone Maps Geotechnlcal Report Stormwater Pollution Prevention Plan Forms I I I I I I I I I I I I I I I I I ITechnicalInformationReport Renton Site Logistics Project Renton,Washington BergerABAM,A13.0362.00 19 August 2013 Page iii of ii I I I TECHNICAL INFORMATION REPORT Renton Site Logistics Project I RENTON,WASHINGTON PROJECT ENGINEER'S CERTIFICATE I hereby certify that this Draft Technical Information Report for the Renton Site Logistics Project has been prepared by me or under my direct supervision and meetsminimum standards of care I and expertise,which is usual and customary in this community for professional engineers.I understand that the City of Renton does not and will not assume liability for the sufficiency, suitability,or performance of drainage facilities designed by me. Reviewed by Connie Linden,PE Project Manager ", I I 1 I Technical Information Report BergerABAM,A13.0362.200 Renton Site Logistics Project 19 August 2013 Renton,Washington Page I of 49 I I I I I -I I ,I I I I I I I I I I I SECTION 1:PROJECT OVERVIEW The proposed project is located at The Boeing Commercial Airplane 737 Airplane Production Renton Plant located on the southern shore of Lake Washington,within the City limits of the City of Renton,Washington.The facility is bordered by the Cedar River to the west and Logan Ave to the east.The City of Renton Stadium is located directly south of the Boeing Renton Production Plant.Surrounding land use is predominantly commercial,industrial,and retail. The City of Renton Municipal Airport is located adjacent to the project site on the western bank of the Cedar River.The Landing,a mixed-use development,and an outdoor storage yard are located just west of the site.A site vicinity map is provided in Appendix A. The Renton Site Logistics Project encompasses modifications to site layout,materials movement and infrastructure improvements necessary for increased production of the 737 aircraft and planned future growth of the Boeing Renton Facilities. The project objectives include •Optimizing efficiency by improving material management flow; •Reducing congestion by revising and repurposing site layout and minimizing the number of personnel vehicles within the secured perimeter area;and •Improving site safety by providing better separation of parts,equipment,and people. The project will be sequenced to maintain operations during all phases of construction and to minimize impacts to the movement of people,parts,and equipment.The project consists of seven tasks. Task 1 :Southwest Marshaling Yard and Truck Inspection Task 2:Parts Movement Road Improvement Task 3:Gate D-35 and Badge Office Relocation and Perimeter Fence Relocation (portion) Task 4:Spine Road,Parking Improvements and Perimeter Fence Relocation (portion) Task 5:Lot 1 Marshaling Yard Task 6:Duct Banks Task 7:Air Compressor Building and Existing Truck Inspection Reconfiguration These improvements will affect that portion of the site which lies north of N 6"St.and north of Lake Washington.The eastern limit of the proposed improvements will be the 200-foot shoreline setback of the Cedar River and the western extent of the proposed improvements will be Logan Ave.These limits define the "project site"as addressed in this TIR.Please see the Project Site and Task Identification Maps provided in Appendix A. It is the intent of this Technical Information Report to address the'site improvements of each individual project task and the applicable conditions and requirements as they pertain to each task as well as to address hydrologic impacts to the entire project site as a whole. Technical Information Report BergerABAM,A13.0362.200 Renton Site Logistics Project 19 August 2013 I,enlon,Washington Page 2 of 49 Boeing Renton Site Overall Existing Conditions The topography of the entire project site is relatively fiat,with slopes generally ranging from less than 1 to approximately 2 percent.The Boeing Renton Production Plant is predominantly covered by production facilities and supporting interior roadways and parking areas.Less than 1-percent of the surface cover is pervious in the existing site condition.Site runoff from the project site is collected by closed (pipe)conveyance systems which outfall either directly or indirectly to Lake Washington.Due to the fiat topography of the site and surrounding area,the storm drainage outfallg are partially or fully submerged at all times. The Boeing Commercial Airplane 737 Airplane Production Renton Plant operates 24-hours a day,365-days of the year.The industrial activities which occur at the project site require the Boeing Renton facilities to participate in a statewide Industrial Stormwater General Permit (ISWGP)and maintain a Stormwater Pollution Prevention Plan (SWPPP)meeting the requirements of the Washington State Department of Ecology. The storm drainage systems at the Boeing Renton Facilities are divided into over 25 basins for reference in the above mentioned SWPPP.The closed conveyance system has 21 separate outfalls which,directly or indirectly,drain north to Lake Washington.The Drainage Basin and Outfall definitions and naming conventions used in this Report will follow the existing SWPPP conventions for continuity.A total of six Basins (21,25,27,31,32,and 34)and four Outfalls (John's Creek-001,002,004,and 021)will be affected by the proposed improvements.Each of these drainage elements will be discussed further in Section 3,Offsite Analysis. Proposed Conditions Surface cover,topography and hydrology at the project site will be essentially unchanged by the proposed improvements.The proposed improvements will affect vehicular and pedestrian traffic patterns,changes to materials handling (delivery routes and temporary storage locations),and infrastructure improvements to upgrade outdated and insufficient facility support systems.Table 1.0 below summarizes existing and proposed surface coverage for the overall project site. I I I I I I I I I I I I I I I I I ITechnicalInformationReport Renton Site Logistics Project Renton,Washington BergerABAM,A13.0362.200 19 August 2013 Page 3 of 49 I 1 I I I I I I r •I I I I I I I I I I TABLE 1.0 -Site Surface Cover Surface Cover Total Site Area Pervious (Landscape) Impervious (Pavement,buildings,etc.) Total New Impervious Area Existing Developed Condition Condition 46.486 acres (2,024,947 sJ9 3.076 acres (133,997sy9 43.41 acres (1,890,950 sp Total New Pollution-Generating Impervious Total Replaced Impervious Area Total Replaced Pollution-Generating Impervious 3.258 acres (141,939 sf) 43.228 acres (1,a83,OOasp 1.328 acres (57,849 sp 2.595 acres (113,030 s 8.461 acres (368,577sf) 7.195 acres (313,396s/9 The existing conditions and improvements proposed by each task are described in Section 13, Project Tasks Overview. Soils Conditions The City of Renton Stormwater Management Design Manual (2009)Amendment,Reference 11C, shows site soils as Urban Land.A copy of the aforementioned soils map is provided in Appendix C of this report.Urban land is generally soil that has been significantly modified by urbanization and disturbance of the natural soil layers.The probable erosion hazard is slight to moderate. A memo addressing Geotechnical Considerations for the Boeing Renton Logistics Site prepared by Soil &Environmental Engineers,Inc.is included as Appendix E of this Report.This memo summarizes the site history,general sub-surface,soils,and groundwater conditions at the site, and anticipated design and construction considerations.Project task specific site soils investigations will be performed prior to final design and a geotechnical soils investigation summary will be included as a part of the final TIR. Technical Information Report Renton Site Logistics Project Renton,Washington BergerABAM,A13,0362.200 19 August 2013 Page 4 of49 Section 1.1:Project Tasks Overview 1.1.1a SW Marshaling Yard This task includes improvements for the proposed SW Marshaling Yard,located at the existing parking Lot 16 north of Building 04-68,south of Building 4-21,and east of Nishiwaki Lane.The yard will receive semi-truck vehicles from the proposed Truck Inspection Area to the south,and will serve as an offloading and temporary storage area for materials and equipment prior to distribution within the facility. Existing Conditions The site currently serves as a privately owned vehicle (POV)parking lot.A number of existing utilities are located within the proposed yard,including a sanitary sewer pump station (4A-07), an oil/water separator for stormwater (OWS-043),and a manually actuated sluice gate (Vault No.591)that can isolate the on-site stormwater conveyance system,in the event of an accidental spill.Other utilities present within the site include yard lighting,underground power,storm drains,sanitary sewer,potable water,compressed air,and fire water.Fire hydrants are located on the east and south perimeter of the site.A covered pedestrian canopy extends along the east side of the existing POV parking lot. Stormwater runoff within the site is managed with a system of catch basins located throughout the parking area.The entire site sits within stormwater drainage Basin 32.Basin 32 ultimately drains to Lake Washington.Drainage from the site is directed through an oil/water separator (OWS-04,3)and passes through the above mentioned sluice gate (No.591)prior to being conveyed to a storm trunk line in Nishiwaki Lane.This trunk line ranges in diameter from a 30- inch-diameter pipe near Apron D located south of N 6th St.,and increases in size as the trunk routes to the north through 42-,48-,and 54-inch lines,before finally discharging to Lake Washington at Outfail 021 via a 60-inch pipe.All existing surfaces within the project site are impervious and considered to be pollution generating.A summary area table is provided below. Proposed Improvements The proposed improvements will be limited to that necessary for converting the existing POV parking lot into a truck marshaling yard,along with minor repair work to existing pavement. Major improvements will include construction of a new office building,truck canopy,truck ramp,utility relocation,utility service to the new building and canopy,signage,and pavement reconstruction and restriping.The existing stormwater collection and conveyance system is undersized and contains pipe segments with negative slopes in this portion of the project site. These conditions create nuisance flooding problems upstream and adjacent to the new SW Marshaling Yard site.Replacement of inadequate conveyance pipe and re-routing the storm conveyance facilities to accommodate the new buildings discussed below will be performed as a part of this Project Task.A further discussion of conveyance system improvements can be found in Section 5 of this report. In addition to the project task improvements above,a water quality treatment facility will also be constructed within the limits of the SW Marshaling Yard project Task.The stormwater treatment facility will provide water quality treatment for the entire Basin 32 area as a treatment I I I I I I I I I I I I I I I I I ITechnicalInformationReport Renton Site Logistics Project Renton,Washington BergerABAM,A13.0362.200 19 August 2013 Page 5 of 49 I I I I I I I :1 I I I I I I I I I I trade for the target surface areas created by the entire project.The system will consist of a flow splitter,pre-treatment system,a stormfilter vault,and stormwater pump.A further discussion of the Water Quality Treatment requirements for the entire project site and the proposed stormwater treatment system can be found in Section 2,Conditions and Requirements Summary,and in Section 4,Flow Control and Water Quality Facility Analysis and Design. Buildings The building components of the project include the construction of a steel canopy and adjacent office building.The steel canopy,approximately measuring 100 feet by 100 feet,will have a minimum clearance height of 18 feet within the canopy.The canopy will be enclosed with siding on the south and west sides.A 2.5-ton gantry crane will operate within the canopy.The one-story office building,measuring approximately 20 feet wide by 75 feet long,will provide space for a material handling dispatch office,break area,restroom,kitchenette,and electrical/communication closet. Paving Replacement The existing POV parking area asphalt concrete pavement (ACP)will be demolished and replaced with a heavy-duty ACP section suitable for truck traffic and material and equipment storage. Utility Improvements New potable water,fire sprinkler connections,sanitary sewer,power,and communication lines will be extended to the new office building.Compressed air lines will be extended to the new truck canopy.Existing utilities will be protected and preserved to the extent possible, aside from underground power to yard light,which will be relocated with the yard lights. Storrawater Improvements In general,stormwater runoff patterns from the new site will mimic existing.All surface runoff from within the improved site will drain to catch basins within the Project Task area.. Replacement of inadequate conveyance pipe and re-routing the storm conveyance facilities to accommodate the new buildings discussed above will be performed as a part of this Project Task.Some minor changes to flow paths may occur,due to re-grading of the replacement pavement.This may alter flow rates within individual catchment areas.Existing and proposed surface coverage areas are summarized in the table below: Technical Information Report BergerABAM,A13.0362,200 Renton Site Logistics Project 19 August 2013 Renton,Washington Page 6 of 49 Table 1.1.1a SW Marshaling Yard Surface Cover Surface Cover Total Site Area Pervious (Landscape) Impervious (Pavement,buildings,etc.) Existing Condition 1.769 acres (77,060 sj9 0.013 acres (551s 1.756 acres (76,509s9 New Impervious New Pollution-Generating Impervious Replaced Impervious Replaced Pollution-Generating Impervious I Developed Condition 0.004 acres (170 sf) 1.765 acres (76,890 sJ9 0.002 acres(95 s;O0.016 acres (712 sJ) 1.462 acres (63,700 st? 1.448acres (63,083s Stormwater Facilities A water quality treatment facility will be constructed within the limits of the SW Marshaling Yard Project Task Area.This stormwater treatment facility will provide water quality treatment for the entire Basin 32 area as a treatment trade for the target surface areas created by the entire project.A further discussion of the Water Quality Treatment requirements for the entire project site and the proposed stormwater treatment system can be found in Section 2,Conditions and Requirements Summary,and in Section 4,Flow Control and Water Quality Facility Analysis and Design. 1.1.1b Truck Inspection The Truck Inspection Relocation project will relocate the existing truck inspection area from Park and Logan Avenues to a new location at North Sixth Street.The relocated truck inspection area will be located south of Gate D-30 and on the north side of North Sixth Street,between the flight line access road to the west and the proposed Spine Road to the east.The site will be enlarged to accommodate additional vehicles and located for more direct access to the proposed SW Marshaling Yard,located to the north of Gate D-30 and the Building 4-68.Once completed, delivery trucks will enter the relocated inspection area at the east end from westbound North Sixth Street and exit at the west end.The majority of truck traffic will make a right turn exit and continue northbound along the flight line access road to the new SW Marshaling Yard.The exit will be signed and configured to allow a left turn exit and return to North Sixth Street in the eastbound direction.The existing security fence will be relocated to the north and east sides of the site so the relocated inspection area remains outside the secure perimeter.The existing truck I I I I I I I I I I I I I I I I I ITechnicalInformationReportBergerABAM,A13.0362.200 Renton Site Logistics Project 19 August 2013 mRenton,Washington Page 7 of 49 • I I I I I I I I I I I I I I I I I I inspection area will be demolished and the site repurposed as a new vehicle parking area as a part of Task 7. Existing Conditions The proposed site will occupy the southwest corner of a POV parking lot.The project area contains about 20 parking stalls,although most of the existing area is currently used for temporary storage and trailer parking.Approximately two-thirds of the site is paved,and tile remaining area landscaped,including a 30-foot-wide landscaped strip on the north side of North Sixth Street and a landscaped island next to Gate D-9.Existing utilities within the site include storm,sanitary,fire water,potable water,communication,underground power,and compressed air lines.Most of these utilities are concentrated within a 20-foot-wide corridor running east to west along tile north edge of the landscaped strip.Most of the existing site lies within the secured area behind the security fence on the west and south sides. Proposed Improvements The proposed improvements include construction of a single-truck inspection bay,truck staging area,inspection bay canopy,office building,utilities,landscaping,and pavement striping and signage.Each element is described in detail below. Buildings The building component of the project includes the construction of a truck inspection canopy and inspection office.The steel truck inspection canopy,measuring approximately 32 feet wide by 80 feet long,will provide protection for vehicles and inspectors from the elements during inspections.The canopy will be enclosed on the two longitudinal faces.The inspection office, measuring approximately 12 feet by 32 feet,will provide office space and restroom facility for inspection personnel. Staging Area A truck staging area will be constructed behind the inspection bay and sized to allow a minimum of eight trucks to park and maneuver without encroaching on to North Sixth Street. Given the length constraints between the Flight Line access road to the west and proposed Spine Road to the east,the staging area will contain three adjacent staging bays.A through-lane will be constructed on the south side of the staging area to allow vehicles to bypass the inspection bay and return to North Sixth Street eastbound. Utilities New utilities will include water,sanitary sewer,power,and communication service to the new insped:ion office.Impacts to existing utilities will be avoided to the extent possible,although at a minimum,at least two yard lights will be relocated with this project. Paving Replacement The existing POV parking area ACP will be demolished and replaced with a heavy-duty ACP section suitable for truck traffic. Traffic Signals New traffic signals will be installed to eliminate.conflicts between truck traffic entering and exiting the inspection area,and vehicles travelling along North Sixth Street,the Flight Line access road,and Nishiwaki Lane.This may include installing a light on westbound North Sixth I Technical Information Report Renton Site Logistics Project Renton,Washington SergerAgAM,A13.0362.20019August2013 Page 8 of 49 Street to stop traffic prior to the intersection with the Flight Line access road to permit a truck making a U-turn exit from the inspection area to eastbound North Sixth Street. Stormwator Management The project task site sits within storm drainage Basin 34.Stormwater runoff within this basin is managed by a system of catch basins.Collected runoff is conveyed north to an oil/water separator which provides oil control treatment for the entirety of Basin 34.From this point,it is conveyed north via the trunkline located within Nishiwaki Lane to Outfall OF-021,which discharges to Lake Washington.Stormwater run-off from North 6t"Street and its adjoining landscape buffer are collected via a roadside swale and several catch basins.Stormwater run-off from 6"is combined at the southwestem corner of the Truck Inspection site and is then directed to the above mention trunkline which lies directly west of the site. Stormwater patterns will remain largely unchanged by this project.Additional Catchment Basins may be added as a part of this project task.A very small increase in runoff may be expected,due to the slight increase in impervious area,although with the addition of the inspection bay canopy and office building,there will be a net decrease in pollution generating surface.Existing and proposed surface coverage are summarized in the table below. Table 1.:1..lb Truck Inspection Sucface Cover Surface Cover Total Site Area Existing Developed Condition Condition 1.151 acres (50,124 st Pervious (Landscape) Impervious (Pavement,buildings,etc.) 0.417 acres (18,183 st 0.733 acres (31,941 s New Impervious New Pollution-Generating Impervious Replaced Impervious Replaced Pollution-Generating Impervious 0.408 acres (17,792s;9 0.742 acres (32,332s) 0.081 acres (3,515s;9 0.081 acres (3,515sfl 0.560 acres (24,397 sf) 0.081 acres (3,515s Stormwater Facilities The site,as indicated above,drains to Lake Washington,which is a flow control exempt receiving water.A water quality treatment facility will be constructed within the limits of the SW Marshaling Yard Project Task Area.This stormwater treatment facility will provide water quality treatment for the entire Basin 32 area as a treatment trade for the target surface areas I I I I I I I I I I I I I I I I I ITechnicalInformationReport Renton Site Logistics Project Renton,Washington BergerABAM,A13.0362.200 19 August 2013 Page 9 of49 I I I I I I I ,II I I I I I I I I created by the entire project.A further discussion of the Water Quality Treatment requirements for the entire project site and the proposed stormwater treatment system can be found in Section 2,Conditions and Requirements Summary,and in Section 4,Flow Control and Water Quality Facility Analysis and Design. 1.1.2 Task 2 -Parts Movement Road Improvement The Parts Movement Road is used to transport materials and equipment between the various fabrication buildings.This roadway will be widened to the soutia from two lanes to three lanes to accommodate larger and more frequent movement of parts.The road improvements will follow the existing parts road alignment along the south side of Buildings 4-21 and 4-17.The proposed Parts Movement Road will then run parallel to the existing rail spur adjacent to Logan Ave east of Building 4-17.The road will then intersect an existing drive along the south side of Buildings 4-81 and 4-82.From this intersection,the Parts Movement Road then follows the southern and eastern face of Building 4-82 east and north to terminate at the southwest comer of Building 4-86. The proposed Parts Movement Road will provide a route for transporting wing parts from Building 4-86 to Building 4-21.Wing parts willbe transported by cart with a required minimum width of 24 feet.To allow parts transport while allowing vehicular movement to the east,the existing two-lane roadway is proposed to be expanded to three lanes consisting of two 12-foot lanes and a 13-foot center striped lane for parts movement.The proposed roadway widening includes converting parking lot and transportation areas to roadway in the western portion of the project area,and parking aisle and some landscaped area to roadway in the eastern portion of the project area,south of Building 4-86. This task also includes the conversion of an existing two-way road between Buildings 4-17 and 4-21 to a southbound,one-way road.This work includes the removal of a center landscape median and new asphalt paving and striping. Existing Conditions In the existing condition,the western segment of the proposed Parts Movement Road alignment is currently a two-lane interior roadway;bordered by parking lots,transportation area,and buildings.The eastern segment alignment consists of an interior drive and parking lot drive aisle,and is bordered to the south by a landscaped boulevard park area. The Parts Movement Road project lies within three drainage basins,Basin 31 for the western portion of the project task,Basins 27 for the central portion of the project task,and Basin 25 for the eastern portion of this project task.The storm systems within this project task area are closed conveyance systems. Other utilities that are present within the project area are light standards,underground power, private potable and fire water mains,post indicator valves and fire hydrant,and water vaults and water vaults.Fire hydrants and post indicator valves are located on the north side of the Parts Movement Road.This north lane will remain in its existing condition;therefore,existing hydrants and post indicator valves will not be altered. Technical Information Report SergerASAM,A13.0362.200 Renton Site Logistics Project 19 August 2013 Renton,Washington Page 10 of 49 Proposed Improvements Proposed improvements include demolition of existing pavement in parking lot and transportation areas along the south side of the project area in the western portion of the site to allow for the construction of a new 12-foot concrete paved lane.The two existing lanes will be retained and restriped.In the eastern portion of the project area,drive aisles will be restriped to provide the new center 13-foot lane.The corridor between Buildings 4-20,4-21,4-42,4-44,and 4-45 will also be re-striped as a part of this project. Utility Improvements Existing utilities will be protected and preserved to the extent possible.Light standards within the project area will be relocated.Water main valves within the new 12-foot widened road section will be adjusted to new pavement elevation.The portion of the duct bank that lies within the new pavement areas will be installed.Utilities lids and covers will be adjusted within the new pavement area. Stormwater Improvements In general,stormwater runoff patterns from the new site will mimic existing.The existing drainage pattern within the separate Basins will be retained with some modification to the size of Basin 27.Surface runoff will be directed to existing catch basin locations in the northern pavement section to remain within the western and central portion of the project task site, Basins 31 and 27.The new 12-foot pavement section will be graded to direct run-off to these existing collection points,mimicking the existing drainage pattern.Stormwater run-off within Basin 25 will continue to sheet flow north to channel drains located just south of buildings 4-81 and 4-82. Existing undersized storm laterals with negative slopes and flat pavement grades create nuisance flooding problems at the western end of the parts road within Basin 31.Replacement of inadequate storm conveyance pipe and the addition of a concrete valley gutter to direct drainage to catch basins in flat areas are proposed as a part of this project to resolve some of these nuisance flooding occurrences.Run-off collected from the western portion of the Parts Movement Road in Basin 31 is conveyed north via 16-,18-and 24-inch closed conveyance pipes where it is combined with run-off from paved areas and roof drainage adjacent to buildings 4- 45,4-44,4-42,and 4-41.North of building 4-41,stormwater run-off from the majority of Basin 31 is routed through an oil/water separator prior to entering the trunkline which conveys stormwater run-off from the south to Outfall 021. South of the central portion of the Parts Movement Road,re-grading and conveyance system changes that will occur as a part of Task 3 Badge Office Relocation and Task 4 Spline Road will re-direct a portion of Basin 27 to Basin 32.In the existing condition,stormwater run-off sheet flowed from the existing parking areas and Transportation Yard to catch basins located within the existing road.The amount of area sheet flowing to these catch basins will be reduced in the proposed condition as described in Task 3 and Task 4.Replacement of inadequate storm conveyance pipe and the addition of a concrete valley gutter to direct drainage to catch basins in flat areas are also proposed as a part of this project.Run-off collected from the central portion of the Parts Movement Road in Basin 27 is conveyed north via 4-,6-,and 8-inch pipes to two oil/water separators located at the south edge of building 4-21.From these oil/water separators, I I I I I I I I I I I I I I I I I ITechnicalInformationReportBergerABAM,A13.0362.200 Renton Site Logistics Project 19 August 2013 Renton,Washington Page 11 of 49 •| I I I I I I I I I I I I I I I I I I pump stations direct run-off north via 12-and 18-inch pipes to north edge of building 4-20 where stormwater run-off is combined with the remainder of run-off from Basin 27 prior to discharging into Lake Washington at Outfall 004. In the eastern portion of the project site area,some minor changes to flow paths may occur due to re-grading and new PGIS along the existing landscape strip.This may alter flow rates within individual catchment areas;however,overall basin flow patterns will remain the same as the existing condition.Run-off from the Parts Movement Road within Basin 25 is conveyed north via 15-,24-,and 36-inch pipes and is discharged to Lake Washington at Outfall 002.Existing and proposed surface coverage within the project Task Area are summarized in the table below. Table 1,1.2 Parts Movement Read Surface Cover Total Site Area Pervious (Landscape) Impervious (Pavement,buildings,etc.) Existing Developed Condition Condition 5.185 acres (225,870sj:) 0.167 acres (7,269sy0 5.018 acres (218,601sj) New Impervious New Pollution-Generating Impervious Replaced Impervious Replaced Pollution-Generating Impervious 0.038 acres (1,660s 5.147 acres (224,210s19 0.129 acres (5,609 s) 0.241 acres (I0,490sf) 0.842 acres (36,662 sJ) 0.730 acres (31,781s) Stormwater Facilities The site,as indicated above,drains to Lake Washington,which is a flow control exempt receiving water.A water quality treatment facility will be constructed within the limits of the SW Marshaling Yard Project Task Area.This stormwater treatment facility will provide water quality treatment for the entire Basin 32 area as a treatment trade for the target surface areas created by the entire project.A further discussion of the Water Quality Treatment requirements for the entire project site and the proposed stormwater treatment system can be found in Section 2,Conditions and Requirements Summary,and in Section 4,Flow Control and Water Quality Facility Analysis and Design. I Technical Information Report Renton Site Logistics Project Renton,Washington BergerABAM,A13.0362.200 19 August 2013 Page 12 of 49 1.1.3 Task 3 -Gate D-35 and Badge Office Relocation and Perimeter Fence Relocation Existing Gate D-35 (including the Gatehouse)and the Badge Office,currently located near the intersection of North Eighth Street and Logan Avenue,are proposed to be relocated from their current location to the intersection of the new Spine Road and North Eighth Street.The Gatehouse,which is equipped with lift rings,will be moved to the new Spine Road northern segment,south of Building 4-21.The Badge Office,a module structure,will be relocated to the east of the new Gatehouse,west of Building 4-89.The perimeter security fence will also be reconstructed to interface with the Gatehouse.The Badge Office and reconfigured parking lot located on the south side of the new Badge Office building site will be set outside the perimeter security fence.Work at this location includes removal of existing asphalt and landscape installation of new private roadway and parking,vehicle control bollards,striping,and signage.Utility work includes relocation of impacted underground utilities and stormwater improvements. Existing Conditions The relocation site for the Gatehouse is currently an interior roadway drive.Utilities within the immediate area include storm lines,underground power,and telephone lines.The relocation site for the Badging Office is currently developed with a parking lot for service vehicles, modular buildings,and building ramps.Utilities on this site include storm lines in the southern and northern portions of the site;underground power and gas along the southern boundary of the project site;telephone along the northern site boundary;and private domestic and fire line mains located along the south and east side of the site.The nearest sanitary sewer manhole, which is a privately maintained sewer system,is approximately 165 feet to the northwest of the project site. Stormwater runoff within the Badge Office site is managed with a system of catch basins located along the northern and southern sides of the existing parking area.For the Gatehouse site,storm lines are primarily located along the west side of the site.The Gatehouse and Badge Office proposed sites are located in stormwater drainage Basin 32.Basin 32 ultimately drains to Lake Washington,which is a flow control exempt receiving water. Proposed Improvements Proposed improvements for the Gatehouse site include demolition of existing pavement at the Gatehouse footprint and at a vehicle "turn-out"area directly northeast of the Gatehouse; relocating 12-and 15-inch storm lines to construct the Gatehouse foundation;new power and communication lines to serve the Gatehouse;new turnstile gate for pedestrian employee access; perimeter security fencing relocation to interface the Gatehouse and turnstile gate; perimeter/security lighting;new covered pedestrian walkways along the north-leg of the new Spine Road at the Gatehouse location;pavement grinding and overlay;and pavement striping and signage. Improvements for the Badge Office site include demolition of existing pavement at the building foundation and building ramps;demolition of a section of existing covered pedestrian walkway to install a new drive entrance for the site;relocation and reconstruction of 12-inch storm lines and catch basins;new sanitary side sewer,domestic water,and fire services for the building; I I I I I I I I I I I I I I I I I ITechnicalInformationReport Renton Site Logistics Proiect Renton,Washington BergerABAM,AI3.0362.200 19 August 2013 Page 13 of49 I I I I I I I I I I I I I I I I I I I new communication and power services;new perimeter security fencing constructed along the north and east sides of the site;new site/parking lot lighting;new landscaped islands and signage;and pavement grinding,overlay and striping. Buildings The buildings component of the project includes the relocation of the existing Gatehouse and Badge Office currently located near the intersection of North Eighth Street and Logan Avenue. Tile Gatehouse,measuring approximately 11 feet 4 inches wide by 19 feet long,will provide a restroom and office space for security personnel.The Badge Office,measuring approximately 60 feet wide by 85 feet long,will serve to provide badge and identification functions for visitors to the Boeing Renton site. Utility Improvements Existing utilities will be protected and preserved to the extent possible.The existing stormwater collection and conveyance system within the project task site will be reconstructed to accommodate the proposed improvements.Light standards within the project area will be relocated or replaced.Water main valve lids,catch basin rims,and underground utilities vault lids will be adjusted to finish overlay pavement elevations.A portion of the duct bank will be installed in the roadway template,from the intersection of North Eighth Street and the new Spine Road to the intersection of the new Spine Road and the new Parts Movement Road. Stormwater Improvements In general,stormwater runoff patterns for the new Gatehouse and Badge Office sites will mimic existing.Stormwater run-off collected east of the project site within Basin 32 will continue to be directed west through the re-constructed conveyance system.Catch basins will be added within the northern leg of the Spline Road and the re-purposed parking area north of the Badge office will collect run-off from approximately 19,000 sf of PGIS that previously drained to the Parts Movement Road within Basin 27 and redirect it to Basin 32.Drainage from the Basin 32 flows west to an oil/water separator and sluice gate within the SW Marshaling Yard contracted as a part of Task 1.Stormwater run-off from the entirety of Basin 32 will receive water quality treatment via the stormwater treatment system constructed as a part of Task 1.Run-off then enters the storm line trunk in Nishiwaki Lane which then discharges to Lake Washington at Outfall No.OF-021 via a 60-inch pipe.A summary area table is provided below. I Technical Information Report Renton Site Logistics Project Renton,Washington BergerABAM,A13.0362.200 19 August 2013 Page I4 of49 Table 11,3 Gate D-35 and Badge Office Relocation Surface Cover Total Site Area Pervious(Landscape) Impervious (Pavement,buildings,etc.) Existing Condition 2.978 acres (129,719 sJ9 0 acres (o s# 2.978 acres (129,719 @ New Impervious New Pollution-Generating Impervious Replaced Impervious Replaced Pollution-Generating Impervious Developed Condition 0.162 acres (7,048 sy9 2.816 acres (122,671@ 0 acres(O sy9 0.138 acres (6,031 sf) 1.758 acres (76,577@ 1.620 acres (70,546@ Stormwater Facilities The site,as indicated above,drains to Lake Washington,which is a flow control exempt receiving water.A water quality treatment facility will be constructed within the limits of the SW Marshaling Yard Project Task Area.This stormwater treatment facility will provide water quality treatment for the entire Basin 32 area as a treatment trade for the target surface areas created by the entire project.A further discussion of the Water Quality Treatment requirements for the entire project site and the proposed stormwater treatment system can be found in Section 2,Conditions and Requirements Summary,and in Section 4,Flow Control and Water Quality Facility Analysis and Design. 1.1.4 Task 4 -Spine Road,Parking Improvements and Perimeter Fence Relocation 1.14a.Perimeter Fence Relocation The existing perimeter fencing will be reconfigured at the Renton facility to improve the flow of personal vehicles to the site and to reduce pedestrian-vehicle conflicts.The new secured perimeter will be created inboard of the main personal vehicle parking areas,providing streamlined entry and exit to the site during shift changes.Sections of existing fencing will be removed and new ornamental fencing will be installed along with new employee turnstiles as part of this work. I I I I I I I I I I I I I I I I I ITechnicalInformationReport Renton Site Logistics Project Renton,Washington BergerABAM,A13.0362.20019August2013 Page 15 of 49 I I I I I I I I I I I I I I I I I I 1.1.1b.Spine Road and Parking Improvomont'$ A central interior roadway,the Spine Road,is proposed to be constructed from North Sixth Street to Gate D-35.The Spine Road will provide Boeing employee access to POV parking lots located in the southern portion of the Boeing plant site from North Sixth Street.A traffic light is proposed at the intersection of the new Spine Road and North Sixth Street.The perimeter security fence will be reconstructed such that POV areas are outside the perimeter security fence.The southern parking lots will be reconfigured to interface the new Spine Road.Covered walkways bordering the new Spine Road will be provided.A second access to the southern parking lots is proposed at North Seventh Street,which is proposed as a right-in,right-out at the roadway intersection with Logan Avenue.Additional parking will also be provided at the existing transportation area,with the demolition of a total of 8-bays of the existing transportation/auto shop canopy. Existing Conditions ]n the existing condition,land cover along the proposed Spine Road alignment is nearly entirely pollution generating impervious surface.The existing parking areas are nearly all impervious area,with the exception of small landscaped end islands at the terminus of the parking row aisles.There are also landscaped areas along the existing covered walkway on the eastern side of the southern parking area,along the Logan Avenue frontage. Tile proposed Spine Road and southern parking lots lay within three site drainage basins, namely Basin 34 in the southern portion of the project and Basins 27 and 32 in the northern portion of the project.These drainage basins ultimately drain to Lake Washington,a flow control exempt receiving water. Proposed Improvements Proposed improvements include demolishing existing pavement along the proposed Spine Road alignment and reconstructing an asphalt roadway with central landscaped islands. Covered pedestrian walkways will align the Spine Road.The southern parking areas will be reconfigured to interface the new Spine Road.Existing landscape islands will be converted to pavement and new landscaped islands will be constructed.A new intersection is proposed to be constructed at the intersection of North Seventh Street and Logan Avenue.This new intersection,serving the southern POV lots,is proposed as a right-in and right-out only movement.A signaled intersection is proposed at the intersection of the new Spine Road and North Sixth Street.Parking lot improvements include covered pedestrian walkways,parking lot lighting,and landscaping. Buildings Structures associated with this task include the installation of I 0-foot-wide covered pedestrian walkways.These structures provide weather protections for employees as they move from parking areas to work areas. Utility Improvements The existing storm system within the project area is a closed conveyance system with primarily 12-and 18-inch pipes and Type 1 and Type 2 catch basins.Other utilities that are present within file project area are light standards,underground power and power vaults,private potable and fire water mains,post indicator valves and fire hydrant,water vaults,utilidors,compressed air Technical Information Report SergerABAM,A13.0362.200 Renton Site Logistics Project 19 August 2013 Renton,Washington Page 16 of 49 lines,underground communication lines and vaults,gas line (along the southern boundary), and sanitary sewer lines (in the northern portion of the project site).Existing utilities will be protected and preserved to the extent possible.Light standards within the project area will be relocated and/or new parking lot standards installed.Utilities lids and covers will be adjusted within the new pavement area of the Spine Road and within the grind and overlay areas of the southern POV parking area.A portion of the duct bank will be installed in the roadway template,from the intersection of North Sixth Street and the new Spine Road to the intersection of North Eighth Street and the new Spine Road. Stormwater Improvements Stormwater runoff patterns from site improvements will mimic existing;however,drainage will be redirected in some areas to provide water quality treatment at new facilities. Catch basins added within the re-purposed parking area north of the Badge office will collect run-off from approximately 19,000 sf of PGIS that previously drained via sheet flow to the Parts Movement Road within Basin 27 and redirect it to Basin 32.Stormwater run-off from the entirety of Basin 32 will receive water quality treatment via the stormwater treatment system constructed as a part of Task 1.A portion of run-off from these parking lots will continue to sheet flow to the Parts Movement Road and Basin 27. Table 1.1.4 Spine Road and Parking Improvements Surface Cover Total Site Area Pervious (Landscape) Impervious (Pavement,buildings,etc.) New Impervious 2.049 acres (89,238sf) 25.219 acres (1,098,548sfi Existing Developed Condition Condition 27.268 acres (1,18L786sf) 2.242 acres (9651 sf) 25.026 acres (1,09135 sf) 1.090 acres (4492 sJ:) 2.023 acres (88,11 sp New Pollution-Generating Impervious Replaced Impervious Replaced Pollution-Generating Impervious 2.408 acres (io4,88Osf) 1.475 acres (64,261 sp Stormwater Facilities The site,as indicated above,drains to Lake Washington,which is a flow control exempt receiving water.A water quality treatment facility will be constructed within the limits of the SW Marshaling Yard Project Task Area.This stormwater treatment facility will provide water quality treatment for the entire Basin 32 and the additional 19,000 sf Basin 27 area as a treatment I I I I I I I I I I I I I I I I I ITechnicalInformationReportBergerABAM,A13.0362.200 Renton Site Logistics Project 19 August 2013 Renton,Washington Page 17 of49 • I I I l I I I I I I I I I I I I I trade for the target surface areas created by the entire project.A further discussion of the Water Quality Treatment requirements for the entire project site and the proposed stormwater treatment system can be found in Section 2,Conditions and Requirements Summary,and in Section 4,Flow Control and Water Quality Facility Analysis and Design. 1.1.5 Task 5 -Lot I Marahallng Yard The existing Lot 1 Marshaling Yard,located at the northeast corner of the Renton facility,will be retained and reconfigured with this project.The site is situated between the existing Buildings 4-81 and 4-20 and includes a POV parking lot and a temporary materials staging area. Modifications to this area will be limited to replacing the existing asphalt pavement at the relocated material storage area with heavy duty cement concrete and restriping for the parking stalls,interior vehicle circulation routes,and aircraft parking.Minor utility modifications will also be necessary to accommodate the modified site layout.These will mostly be limited to relocating yard lighting,underground power,and fire hydrants. ¢lstlng Condition8 The existing Lot I Marshaling Yard encompass a 5.842-acre area at the north end of the facility and is bounded on the north side by Lake Washington,to the west by Building 4-20,to the east by Building 4-81,and on the south side by Building 4-17.The existing marshaling yard and storage area is at the northern end of the site with POV parking situated at the south end. Existing utilities within the Marshaling area include yard/area lighting,fire hydrants,and storm drains.Underground power,sanitary sewer,potable water,compressed air,and fire protection lines all route through the site.A sanitary sewer lift station (4A-06)is located at the west side of the site by Building 4-20.A large stormwater vault (No.487)is situated at the north end of the site. Existing stormwater within the Marshaling Yard area is managed by a system of catch basins and storm drains that drain to a water quality wet vault that provides basic treatment and oil control prior to discharging to Lake Washington.All of the existing area is paved with a mix of impervious concrete and asphalt surfacing and is considered to be pollution generating`The project site lies within drainage Basin 27 which discharges to a water quality wet vault prior to discharging to Lake Washington,a flow control exempt receiving water,via 32-inch pipe at Outfall No.OF-004. Proposed Improvements The proposed improvements will reconfigure the site to relocate the existing marshaling yard and POV parking and expand the existing Apron R area for aircraft parking.Apron R will be expanded into the existing marshaling area and the existing marshaling area will be relocated to the south to between Buildings 4-20 and 4-81.POV parking will be relocated and expanded south of the relocated marshaling yard.Physical improvements will be limited to pavement replacement,restriping,relocating four yard lights and associated electrical panels and underground power,and relocating two fire hydrants.Existing stormwater management will be unchanged by this project as there will be no net increase or reduction in pollution T¢,chnica[In formation Report aergerABAM,A13.0362.200 Renton Site [.ogistics Project I9 August 2013 Renton,Washington Page 18 of 49 generating impervious surfaces.Existing drainage patterns and volumes will mimic existing. The table below summarizes existing and proposed surface coverage at the project task site. Table 1.1.5 Lot 1 Marshaling Yard Surface Cover Total Site Area Existing Developed Condition Condition 5.842 acres (254,482s]0 0 acres (Osp 5.842 acres (254,482sp Pervious (Landscape) Impervious (Pavement,buildings,etc.) New Impervious New Pollution-Generating Impervious Replaced Impervious Replaced Pollution-Generating Impervious 0 acres (O sf; 5.842 acres (254,482sp 0 acres (O sf) 0 acres (O sf) 0.951 acres (41,418sp 0.951 acres (41,418s Stormwater Faollltlos Because this project site only proposes restriping and pavement replacement for the proposed Marshaling Yard,water quality facilities are not proposed for this project area. 1.1.6 Task 6 -Duct Banks The Duct Bank component of the project consists of comprehensive upgrade of the underground electrical feeders,primarily routing the electrical feeders from the main substations and unit substations to individual manufacturing and office buildings while developing a functional grid system. The system of electrical duct banks will be installed throughout the Renton facility.This work is the first phase of an overall upgrade to site electrical utilities;power and wiring will be provided in later phases.The current site service consists of two receiving substations connected to the Puget Sound Energy transmission grid,with feeders from each substation routed to unit substations located in the various buildings.The feeders from either receiving substation are not fully isolated from those out of the opposite substation.This upgrade will provide two isolated and independent routes from each receiving substation to the buildings for full electrical redundancy.Certain alignments will have parallel duct banks to maintain that isolation. I I I I I I I I I I I I I I I I I ITechnicalInformationReport Renton Site Logistics Project Renton,Washington BergerABAM,A13.0362.200 19 August 2013 Page 19 of 49 I I I I I I I I I I I I I I I I I I I The duct banks shall consist of nonmetallic conduits encased in reinforced concrete,except at short ctions of metallic conduit at building entries.Underground utility vaults will be provided at junctions,critical locations and distributed along extended routes to facilitate future electrical cable installation.Duct banks will terminate only in utility vaults and receiving substation cable galleries or above ground and inside of building shells.Duct banks will be installed at varying depths but not less than 24 inches from top of encasement to the top surface of any finished grade,with deeper routes selected as needed to avoid existing buried utilities. Duct bank construction will be coordinated such that installation will be concurrent with the other site logistics projects where possible.The table below summarizes tile existing and proposed surface coverage for those portions of the Duct Bank installation that will not occur within the boundaries of the other tasks proposed by this project. Table 1.1,6 Lot 1 Marshaling Yard Surface Cover Total Site Area Pervious (Landscape) Existing Condition 0.345 acres (15,020 sf) Developed Condition 0.680 acres (29,625 st') 0.345 acres (15,020 sf) 0.335 acres (14,605 s19 0 acres (O sf) 0:335 acres (14,605 sImpervious(Pavement,buildings,etc.) New Impervious New Pollution-Generating Impervious Replaced ImPervious Replaced Pollution-Generating Impervious 0 acres (O sf) 0.335 acres(14,6o5 #9 0.319 acres (14,605 s Drainage Design Sump pumps will be provided at each utility vault to remove condensation and/or groundwater;such water will be discharged into the storm system. 1.1.7a Task 7a -Air Compressor BulMIng The Air Compressor Building project task site encompasses a 0.282-acre area at the north end of the facility and is located adjacent to building 4-20.The existing area at tile Air Compressor Building site is currently an asphalt drive aisle.Existing utilities include storm drains,fire protection lines,and domestic water lines.Run-off from this area is collected via a closed Technical information Report BergerABAM,AI3.0362.200 Renton Site Logistics Project 19 August 2013 Renton,Washington Page 20 of 49 system and discharge to a water quality wet vault prior to discharging to Lake Washington,a flow control exempt receiving water,via 32-inch pipe at Outfall No.OF-004. Proposed Improvements Physical improvements will be limited to constructing the proposed Air Compreesor Building and relocating existing utilities as required.Existing stormwater management will be unchanged by this project as there will be no net increase or reduction in pollution generating impervious surfaces.Existing drainage patterns and volumes will mimic existing.The table below summarizes existing and proposed surface coverage at the project task site. Table 1.1.7a Air Compressor Building Surface Cover Total Site Area Pervious (Landscape) Existing Developed Condition Condition 0.282 acres (12,305 sy'9 0 acres (Osp 0.282 acres (12,3o5 spImpervious(Pavement,buildings,etc.) New Impervious New Pollution-Generating Impervious Replaced Impervious Replaced Pollution-Generating Impervious 0 acres (Osp 0.282 acres (12,305 s) 0 acres (O sfi 0 acres (O sfi 0.092 acres (4,100 s)9 0.092 acres (4,100 sp Buildings Structures associated with the task include the installation of an air compressor building,with a building footprint of approximately 5,300 SF,and associated cooling towers (three towers for a total footprint of 600 SF),electrical vault (approximately 1,100-SF footprint),and air storage tanks (two 10000-gallon tanks)in support of manufacturing production at the Renton plant. Stormwater Facilities Water quality treatment will not be required because this project site only proposes constructing the Air Compressor Building and replacing PGIS with NPGIS.Roof drains from the compressor building will be connected to the existing storm drainage system in the area that drains to the water quality wet vault,mimicking the existing drainage pattern. I I I I I I I I i I I I I I I I I ITechnicalInformationReportBergerASAM,A13.0362.200 Renton Site Logistics Project 19 August 2013 Renton,Washington Page 21 of49 • I I I I,I I I I I I I I I I I I i I 1.1.7b Task 7b -Existing Truck Inspection Reconflguratlon The existing Truck Inspection located at the intersection of Park and Logan Avenues will be reconfigured and repurposed as a parking facility.The existing structures will be removed and replaced with ACP.The site lies entirely within Basin 21.This work will create less than 5,000 square feet of new PGIS.The existing stormwater management will be unchanged by this project task.The table below summarizes existing and proposed surface coverage at the project task site. Table 1.1.7b Existing Truck inspection Reconflguratlon Surface Cover Total Site Area Pervious (Landscape) Existing Developed Condition Condition 1.331 acres (57,976 s)O 0.086 acres 0.060 acres (3,736 sj9 (2,598 s39 1.245 acres 1.271 acres (54,240 (55,378 s 0.026 acres (1,138s;9 Impervious (Pavement,buildings,etc.) pervious New Pollution-Generating Impervious Replaced Impervious Replaced Pollution-Generating Impervious 0.096 acres (4,170sp 0.070 acres (3,032 s39 0 acres (osp I Technical Information Report Renton Site Logistics Project Renton,Washington SergerABAM,A13.0362.200 19 August 2013 Page 22 of49 SECTION 2:CONDITIONS AND REQUIREMENTS SUMMARY The following are the design standards that are applicable to this project. •Cityof Renton Municipal Code •City of Renton Development Standards •City of Renton Amendments to the King County Surface Water Design Manual,2010 •King County Surface Water Design Manual,2009 (KCSWDM) •State Environmental Policy Act (RCW 43.21C) The following publications and manuals are applicable to this project when a specific subject is not covered or discussed in the above listed documents. •Manual on Uniform Traffic Control Devices (2009) •AASHTO "Policy on Geometric Design of Highways and Streets"(2004) •WSDOT Design Manual Requirements Summary:Stormwater Management Guidelines The project site and Threshold Discharge Areas are subject to the following minimum requirements. Core Requirement 1 -Discharge at the Natural Location This project will re-route existing storm pipe conveyance systems.The project will also make modifications to the size of tributary drainage basins,Basin 32,34 and Basin 27.These changes will be made to redirect stormwater run-off to proposed water quality treatment facilities located within Basin 32 and to reduce the tributary area for the existing water quality treatment facility in Basin 27.All three basins discharge from the Project Site at the southern shore Lake Washington,combining within V4 mile downstream of the project site. Core Requirement 2 -Off-site Analysis A qualitative off-site analysis is included within Section 3 of this report.A quantitative analysis of the onsite conveyance systems for Basin 32 was performed to determine that no negative impacts will result from re-directing portions of Basin 27 to Basin 32. Core Requirement 3 -Flow Control The project site meets the requirements of the Direct Discharge Exemption per Section 1.2.3 of the City of Renton Amendments to the KCSWDM.Applicable Flow control BMPs detailed in Section 1.2.3.3 of the City of Renton Amendments to the KCSWDM are discussed in Section 4 of this Report. Core Requirement 4 -Conveyance System The existing conveyance systems for this project are required to have capacity to convey and contain the 25-yr,24-hr storm event from the project site to its discharge into Lake Washington in accordance with the requirements of the Direct Discharge Exemption per Section 1.2.3 of the City of Renton Amendments to the KCSWDM.The modifications to the existing conveyance system with the project site are required to convey and contain the 25-yr,24-hr storm event.The I I I I I I I I I I I I I I I I I ITechnicalInformationReport Renton Site Logistics Project Renton,Washington BergerABAM,A13.0362.200 I9 August 2013 Page 23 of 49 I I I I I I I I I I I I I l I I I I I conveyance systems for the project site will be modeled using SBUH in accordance with the requirements of the City of Renton Amendments to the KCSWDM and the 2009 KCSWDM.See Section 5 for additional information regarding the design of the conveyance system for this project. Core Requirement 5 -Erosion and Sediment Control A Temporary Erosion and Sediment Control Plan will be prepared for construction of this project.In addition,a project-specific stormwater pollution prevention plan (SWPPP)is included in Appendix F.The TESC Plan and SWPPP will be provided with the Final TIR. Core Requirement 6.Maintenance and Operations Stormwater facilities maintenance and operation for The Boeing Company Renton plant are conducted in accordance with the plant's Industrial Stormwater Permit,WAR-000232. Core Requirement 7 -Financial Guarantees and Liability The Boeing Company is responsible for all storm drainage guarantees and liabilities for this project. Core Requirement 8.Water Quality Enhanced Water Quality Treatment is required for project sites with predominate commercial, industrial,or multi-family land uses.The Renton Site Logistics Project is exempt from providing Enhanced Water Quality Treatment per the City of Renton Amendments to the KCSWDM, Section 1.2.8.1 .A Basic WQ Treatment Areas,sub-heading Intent,on page 1-64;which states: "However,projects that drain entirely by pipe to the major receiving waters listed on page 1-33 are excusedJ'om this increased treatment and may revert to the Basic WQ menu because concentration effects are of less concern as the overall flow volume increases." Water Quality Treatment Target Surface areas for the project site include New PGIS that is not fully dispersed.Because the valuation of the proposed site improvements does not exceed 50% of the assessed value of the existing site improveinents,Replaced PGIS is not included in the target surface area per criteria item #4 on page 1-64 of the City of Renton Amendments to the KCSWDM,Section 1.2.8.1 .A Basic WQ Treatment Areas. Basic Water Quality Treatment will be provided for the project site by a water quality treatment facility will be constructed within the limits of the SW Marshaling Yard Project Task Area.This stormwater treatment facility will provide water quality treatment for the entire Basin 32 area as a treatment trade for the target surface areas created by the entire project. A further discussion of tile proposed Water Quality Treatment System can be found in Section 4,Flow Control and Water Quality Facility Analysis and Design. Special Requirement 1 -Other Adopted Area-Specific Requirements This project is located within the Cedar.River Basin.There are currently no special drainage requirements that apply to this project. I Technical ]nforraafionReport Renton Site Logistics Project Renton,Washington BergerABAM,A13.0362.20019August2013 Page 24 of 49 Special Requirement 2 -Flood Hazard Delineation This project is not located within a flood zone as designated by FEMA panel.Refer to the flood zone maps provided in Appendix D. Special Requirement 3 -Flood Protection Facilities There are currently no flood protection facilities for the site. Special Requirement 4 -Source Control This project will comply with all "Required BMPs for All Commercial Properties"as described in the 2009 King County Stormwater Design Manual (KCSWDM).The City ofRenton Stormwater Management Design Manual (2009)Amendment,which this project must comply,refers to the KCSWDM,Section III for source control requirements.The basic requirements for source control for all commercial properties include "Clean Your Storm Drainage System,""Eliminate Illicit Connections to the Storm Drainage System,"and "Stencil Your Storm Drains." Special Requirement 5 -011 Control Oil control for Basins 27,31,32,and 34 is provided by existing oil/water separators. Improvements within Basin 25 are limited to the Parts Movement Road.Traffic on this portion of the Parts Movement Road will be limited to non-motorized part transport carts and occasional delivery vehicles and does not trigger oil control treatment.Improvements within Basin 21 will be limited to the removal of the existing Truck Inspection buildings and the re- configuration of this area to an all-day parking area for private vehicles.All day parking areas are not within the thresholds which define high use sites.No additional oil control facilities will be provided as a part of this project. Special Requirement #6 -Aquifer protection Area The proposed project site is not located within an Aquifer Protection Area based on the Groundwater protection Areas in the City of Renton Map included in the City of Renton Amendments to the KCSWDM. I I I I I I I I I I I I I I I I I ITechnicalInformationReport Renton Site Logistics Project Renton,Washington BergerABAM,A13.0362.200 19 August 2013 Page 25 of 49 I I I I I I I I I I I I I I I ! I I SECTION 3:OFF-SITE ANALYSIS Stormwater run-off from the project site generally discharges directly to Lake Washington and does not enter an off-site conveyance system.Because the stormwater outfalls are submerged, no bank sloughing or evidence of erosion was observed.The following downstream and upstream analysis documents the Boeing Renton Production Plant onsite conveyance systems that will be affected by the proposed project improvements.The storm drainage systems at the Boeing Renton Facilities are divided into over 25 basins.The closed conveyance system has 21 separate outfalls which,directly or indirectly,drain north to Lake Washington.A total of six Basins (21,25,27,31,32,and 34)and four Outfalls (John's Creek 001,002,004,and 021)will be affected by the proposed improvements.A qualitative upstream and downstream analysis will be provided for Basins 21,25 and 27 which discharge to lake Washington via Outfall 001, Outfall 002,and Outfall 004 respectively.No net increase in stormwater run-off will occur in these basins and no negative impacts to the existing onsite private conveyance systems will occur as a result of the proposed improvements in these basins.A qualitative and quantitative analysis will be performed for Basins 31,32,and 34 and the associated Outfall 021 to determine if this existing system has adequate capacity to convey and contain the 25-yr 24-hr storm event with tile minor increase in the sizes of Basins 32 and 34 and to determine the backwater hydraulic grade line elevation at the proposed water quality treatment facilities within the new SW Marshaling Yard. 3.0 Nlshiwakl Lane Trunkllne -Outfall 021 Tile Nishiwaki Lane trunkline is a privately maintained storm conveyance system which serves as the main point of discharge for stormwater run-of within the western and southern portions of the project site.Basins 31,32,34,37,and 38 as well as stormwater run-off from the North 6m Street area are all collected within this trunkline and discharged to Lake Washington at Outfall 021. The trunkline begins north of the South Aircraft Bridge,west of Apron D and within the Cedar River Trail corridor.Run-off generated by the paved surface of Apron D (Basins 38)enters the trunkline at CB 1-01 via a 24"main and is directed north via a of 30-inch reinforced concrete pipe to CB 1-02.At CB 1-02,run-off generated by the paved surface of Lot 8 (Basin 37)and a portion of the N 6'"St right-of-way enters the trunkline via a 24-inch pipe.The 30-inch trunkline continues north to CB 1-05,a junction point located near the inter section of Nishiwaki Lane and North 6'h Street.(Approx.505 LF of30-ineh pipe with an average slope of 0.29 %.) Stormwater run-off collected in open swales along N 6m St and Nishiwaki Lane and catch basins located within N 6m St and the southwest entrance to Lot 15 enters CB 1-05 via a 12-inch pipe. This tributary area consists of the norfllern half of N 6'"St extending west from its intersection with Logan Ave to the southwest entrance to Lot 15,the southeast entrance to Lot 15,a portion of the south half of N 6th St and a small portion of the Cedar River Trail Park and Nishiwaki Lane. From CB 1-05 the trunkline increases in size to 36-inch diameter reinforced concrete pipes and continues north along the eastern edge of Nishiwaki Lane to a junction point at CB 1-07 where I Technical Information Report Renton Site Logistics Project Renton,Washington BergerABAM,A13.0362.200 19 August 2013 Page 26 of49 run-off generated within Basin 34 enters the trunkline via a 30-inch pipe.(Approx.318 LF of36- inch pipe with an average slope of O.11%.)The conveyance system within Basin 34 is described separately. A 42-inch reinforced concrete pipe continues north from CB 1-07 to CB 1-08,where the trunkline increases in size to a 48-inch reinforced concrete pipe prior to continuing north to the junction point at CB 1-09.(Approx.323 LF of42-inch pipe laid at a flat slope and approx.332 LF of 48-inch pipe laid at a negative slope.) Run-off from Basin 32 enters CB 1-09 via a 24-inch pipe.From this point the trunldine continues north along the eastern edge of Nishiwaki Lane to the next junction point at CB 1-15 through a series of 60-inch diameter reinforced concrete pipes.The conveyance system within Basin 32 is described separately.(Approx.2,080 LF of60-inch pipe with an average slope of less than 0.1%.) Stormwater run-off from a portion of the Cedar River Trail Park and Nishiwaki Lane as well as the landscaped area along the western Boeing Renton Site perimeter totaling 290,907 sf is collected in a drainage swale with varying side-slopes,bottom width,and depth.This swale conveys run-off north from a point adjacent to the Existing Gate D-30 to the northern extent of Nishiwaki Lane.It is collected by a catch basin and enters the trunkline at CB 1-15.The trunkline turns northeast and enters Boeing Renton Plant perimeter north of Building4-41. The 60-inch reaches a junction point at CB 1-16 where run-off from Basin 31 enters the main via 12-inch and 24-inch pipes.The conveyance system within Basin 31 is described separately.The trunkline continues northeast from CB 1-16 via 60-inch pipes to its discharge point to Lake Washington at Outfall 021.(Approx.318 LF of 60-inch pipe with an average slope 3.22 %.) Existing Conditions Summary No evidence of nuisance flooding or erosion was observed within this catchment area.No incidents of flooding along this trunkline were documented in the Boeing Renton Site's maintenance records.Nuisance flooding occurs within Basin 31 and 32,upstream of the trunkline.A conveyance analysis of the existing trunkline indicates that some surcharging occurs in both the 25-and 100-yr design storm events;however,no overtopping occurs within the model for either storm event. Proposed Improvements The tributary area to the Nishiwaki trunkiine will increase by approximately 19,000 square feet. A backwater analysis of the existing trunkline was performed using StormShed 3G,an SBUH methodology software program,to determine if the system can contain and covey the 25-yr, 24hr storm event and the effects that this project will have on the privately maintained Boeing Renton Site conveyance systems upstream of the trunkline. An increase of 0.337 cfs (less than 0.5%)occurs during the 25-yr,24-hr design storm event due to the total increase of tributary area in Basin 32 resulting from the proposed project improvements.The velocity of discharge at Outfall 021 will increase by 0.04 feet per second.A ! I I I I i I I I I I I I i ! ! I iTechnicalInformationReport Renton Site Logistics Project Renton,Washington BergerABAM,A13.0362.200 19 August 2013 Page 27 of49 ! I|iI| I I|i I II[: maximum 0.102'(less than 1.5 inches)increase in tile hydraulic grade line occurs at the farthest upstream junction point,CB 1-01,where Basin 38 discharges into the trunkline. No additional surcharge conditions or overtopping occurs in either the 25-and 100-yr design storm events.The impacts to the system are anticipated to be minimal.Conveyance system improvements to minimize onsite nuisance flooding within Basin 31 and 32 are proposed as a part of this project and are discussed below.Basin and reach maps and backwater analysis calculation summaries are included in Appendix B of this report. 3.1 Basin 31-Outfall 021 Basin 31 is located at the northwestern corner of the Boeing Renton Production Plant extending from just south of Buildings 4-79 and 4-21 north to the southern shore of Lake Washington along the western edge of the site,adjacent to Nishiwaki Ave.The table below summarizes the existing and proposed surface coverage for the project site within Basin 31. TABLE 3.1 Basis 31 -0utfal1021:ProJo Site Surface Cover Basin 31 -Surface Cover Total Basin Area Total Project Site Area within Basin 31 Western Extent of Task 2 -Parts Movement Road) Pervious (Landscape) Impervious (Pavement,buildings,etc.) Total New Impervious Area Total New Pollution-Generating Impervious (Target Surface Area for Water Quali.treatment) Existing Developed Condition Condition 23.000 acres (1,001,900 sf) Total Replaced Impervious Area Total Replaced Pollution-Generating Impervious 2.377 acres (103,541 s)O 0 acres (O sf) 2.377 acres (103,541 sp 0 acres (0sp 2.377 acres (103,541 sdO 0 acres (o q9 0 acres (o 0.251 acres (lO,955 sy9 0.251 acres (10,955 s Reach 31D-1 Stormwater run-off from the paved area north of Buildings 4-77 and 4-78,the majority of roof runoff from these buildings,and run-off from the western portion of the Parts Movement Road is collected via sheet flow to catch basins with 4-,6-and 8-inch lateral connections and Technical Information Report Renton Site Logistics Project Renton,Washington BergerABAM,A13,0362.20019August2013 Page 28 of 49 conveyed west via 12-inch pipes (approx.292 LF 12-inch pipe with an average slope of 0.44%). Ponding within the Parts Movements has been observed during rainfall events due to flat pavement slopes and undersized lateral connection. Drainage is directed north from the Parts Movement Road through a 16-inch collection and conveyance system which collects run-off from the paved drive aisle between Buildings 4-45 and 4-21 and roof run-off from the eastern half of Building 4-45 (approx.408 LF 16-inch pipe with an average slope ofless than 0.1%).At the northern extent of Building 4-45 the 16-inch main turns west and collects run-off from the paved area between Buildings 4-44 and 4-45 as well as run-off from the southern portion of the Building 4-44 roof.This 16-inch pipe continues west to the drive aisle west of Buildings 4-45 and 4-44 to a connection point adjacent to Building 4-40 (approx.148 LF 16-inch pipe with an average slope ofless than 0.1%). Reach 31C Stormwater run-off from the paved area south of Building 4-79 and roof run-off from Building 4-79 are collected via a system of catch basins and 6-,10-and 12-inch pipes.This system directs drainage north and west through the paved drive aisle west of Building 4-45 via a 12-inch diameter main.Catch basins with lateral connections and roof drain connections collect run-off from this drive aisle and the western portion of Building 4-45 and convey it to north to combine with the 16-inch pipe at the end of Reach 31D-1 adjacent to Building 4-40 (approx.386 LF 12-inch pipe with an average slope of 0.3%). Drainage from the 16-inch conveyance pipe for Reach 31D-land 12-inch conveyance pipe combine and continue north via a 24-inch diameter pipe within the drive aisle west of Buildings 4-44 and 4-42.Surface run-off from the paved drive aisle and roof run-off from Buildings 4-44 and 4-42 is collected via catch basins with laterals and roof drainage connections within this 24- inch diameter mainline as its continues north beyond Building 4-42 to a connection point at the southwest comer of Building 4-41 (approx.936 LF 24-inch pipe with an average slope of 0.3%).See Reach 31C continued below. Reach 31D-2 Roof run-off from the western portion of Building 4-20 is collected and conveyed via 4-and 10- inch pipes to a pump system located within the southwestern comer of Building 4-21.This pump system directs stormwater north through a 12-inch force main located within the limits of Building 4-21 to a point just north of the southern extent of Building 4-44 where it turns northwest and enters the paved drive aisle between Buildings 4-44,4-42,and 4-20.The 12-inch force main ends at an 18-inch collection and conveyance system located centrally in the drive aisle.As this conveyance system continues north,the pipe size increases from 18-to 24-inch prior to turning west just south of Building 4-41.Roof drain connections collect runoff from western portion of Building 4-41 as the 24-inch mains turns north within the drive aisle west of Building 4-41 and conveys the collected roof run-off to bypass a flow splitter and oil/water separator systems (ROWS-031,ROWS-041,and ROWS-042)located just north of the northwest corner of Building 4-41(approx.596 LF 18-inch pipe with an average slope of0.22%and 600 LF 24- inch pipe with an average slope of 0.38%). I I I I I I I I I I I I I I l I I ITechnicalInformationReport Renton Site Logistics Project Renton,Washington BergerABAM,A13.0362.200 19 August 2013 Page 29 of 49 I I I ! I I I I ! I ! 1 I I I I I I Roach 31D-3 A collection and conveyance system runs south to north parallel and directly adjacent to the Reach 31D-2 storm main located centrally in the drive aisle between Buildings 4-44,4-42,and 4- 20.This system is comprised of catch basins and 12-inch diameter pipes up to Building 4-41 and increases to an 18-inch system as it turns west and continues parallel to and north of the previously described 24-inch conveyance main (approx.776 LF of l2-inch pipe with an average slope of less than 0.1%and 150 LF 18-inch pipe with an average slope of 0.84%).This reach collects run-off from the paved drive aisle between Buildings 4-44,4-42,and 4-20.At the southwest comer of Building 4-41,this 18-inch collection and conveyance main is intercepted by the Reach 31C storm line heading north from the drive aisle located west of Buildings 4-44 and 4-42. Roach 3.1.C (oontlnued) From this connection point,a 24-inch diameter conveyance main directs drainage north within the drive aisle to the previously described flow splitter and oil/water separator system (ROWS- 041 and ROWS-042).Catch basins and lateral connections collect storm water run-off from the paved drive aisle prior to the flow splitter connection.Discharge from the Oil/Water Separator system and bypass flows combined with roof fun-off from Reach 31D-2. Roach 3.1.B Storm water run-off from the paved area north and east of building 4-41 sheet flows to a system of catch basins and 12-and 18-inch pipes which direct this run-off to the flow splitter and oil/water separator near the northwest comer of Building 4-41(ROWS-031).A system of 4-,6-,8- and 18-inch pipes collect roof drainage from Bu!lding 4-41 and direct it to bypass the oil water separator system to combine with discharge from both oil/water separator systems and bypass flows combined with roof fun-off from Reach 31D-2. Roach 3.1.A Stormwater run-off from the paved area north and east of Building 4-41 is collected and conveyed via a catch basin and lateral connection to the trunkline at CB 1-16.Stormwater run- off from the remainder of basin 31 which is discharged from the oil/water separator systems and bypass systems located north of Building 4-41 also enters the trunkline at CB 1-16. Existing Conditions Summary Existing undersized storm laterals with negative slopes and flat pavement grades create nuisance flooding problems at the western end of the Parts Movement Road within Basin 31 (Reach 31 D-l)south of Building 4-21. A backwater analysis of the existing conveyance system indicates that additional surcharging and overtopping occurs within the model occurs during both the 25-and 100-yr design storm events.No records of flooding incidents have been found to confirm the modeled result.Field survey of the existing conditions will be performed to confirm the structure elevations and pipe sizes obtained from as-builts. I Technical Information Report Renton Site Logistics Project Renton,Washington BergerASAM,A13.0362.200 I9 August 2013 Page 30 of 49 The existing oil/water separator system located at the end of Reach 31C;RC)WS-041 &ROWS- 042 consists two Coalescing Plate Interceptor (CPI)oil/water separator modules (Model No. 814-10-SA &712-SA respectively)with a combined oil control treatment capacity of 1,750 gallons per minute. The existing oil/water separator located at the end of Reach 31A;ROWS-031,consists of a CPI oil/water separator module (Model Unknown)with an oil control treatment capacity that is currently unknown. Proposed Improvements Existing undersized storm laterals with negative slopes and fiat pavement grades create nuisance flooding problems at the western end of the Parts Movement Road within Basin 31 (Reach 31D-1)south of Building 4-21.Replacement of inadequate storm lateral pipes and the addition of a concrete valley gutter to direct drainage to catch basins in flat areas are proposed as a part of this project to resolve some of these nuisance flooding occurrences. No new PGIS or NPGIS will be added within Basin 31 as a part of this project and no net increase in run-off volumes will result from the improvements proposed by this project within Basin 31. A quantitative analysis of the conveyance system within Basin 32,Basin 34 and the trunkline located within Nishiwaki Lane was performed due to the anticipated increase in peaks flow and volume within Basin 32.The change in the Hydraulic Grade elevation was calculated to be 0.01- feet during the 100-yr,24-hr design storm event at CB 1-16,where Basin 31 enters the trunkline. The proposed increase in the size of Basin 32 will not negatively affect the conveyance system within Basin31. 3.2 Basin 32 -Outfall 021 Basin 32 is located centrally on the project site and extends east from Nishiwaki Lane to just west of Building 4-89,near Logan Ave.Site use within this Basin includes production support and maintenance operations,including two onsite fueling stations,with a POV parking area located at the western edge of the Basin near Nishiwaki Lane.The table below summarizes the existing and proposed surface coverage for the project site within Basin 32. ! I I I I I I i II I I II i D I I II Technical Information Report Renton Site Logistics Project Renton,Washington BergerABAM,AI3,0362.200 I9 August 2013 Page 31 of 49 i I ! l I I I I l l | I i I I I I I TABLE 3.2 Basin 32 -Outfol102t:Project Bite Surface Cover Basin 32 -Surface Cover Ill Total Basin Area Total Project Site Area within Basin 32 (Task lb -SW Marshaling Yard,Task 3 -Gate D-35 and Badge Office Relocation,and Task 4 -Parking Improvements ) Pervious (Landscape) Impervious (Pavement,buildings,etc.) Existing Condition 9.844 acres (428,823 st') 4.584 acres (119,670sj9 0 acres (o sf)4.584 acres (119,670 sf) Total New Impervious Area Total New Pollution-Generating Impervious (Tarset Surface Area for Water Quali.treatment) Total Replaced Impervious Area Total Replaced Pollution-Generating Impervious Developed Condition 10.281 acres (447,855 sf) 5.02 acres (218,692 sJ9 0.138 acres (6,023 sf) 4.199 acres (182,896 sp 0 acres (Osp 0.104 acres (4,524 s)9 4.882 acres (212,669 s)9 4.199 acres (182,896 sd Roech 320 Reach 320.Q.begins just west of Building 4-89 where a system of catch basin and 6-and 8-inch pipes collect run-off from the paved surface.The paved area immediately adjacent to tile fueling station directs drainage to a 475 gallon spill control vault prior to connecting to this branch system with a 4-inch pipe.Runoff is then conveyed west via a 12-inch pipe to Reach 32L. (Approx.295 LF of pipe with an average slope of 0.24 %.) Reach 32L Surface runoff from the northeast paved transportation yard is collected via a catch basin and is conveyed south to tile connection point with Reach 340.From this connection point Run-off is conveyed west via a 12-inch pipe to a junction point with Reaches 32N and 32P.See Reach 32L continued below.(Approx.248 LF 12-inch pipe with an average slope of 0.27 %.) Reach 32N The northeastern portion of the N 8reSt entrance to the Boeing Renton Site drains to catch basins located adjacent to file covered walkway.These catch basins are connected via 8-and 12-inch laterals to a collection and conveyance system located within the transportation yard.This system,consisting of catch basins and 12-inch pipes,begins just north of the covered walkway I Technical Information Report Renton Site Logistics Project Renton,Washington BergerABAM,A13.0362.200 19 August 2013 Page 32 of 49 at the N 8h St entrance and generally follows the walkway west and then north to terminate at its connection to Reaches 32P and 32L.(Approx.370 LF 12-inch pipe with an average slope ofO.20 %.) Reach 32P Reach 32P collects drainage via catch basins from the northwest corner of the transportation yard,near the existing truck ramps.Run-off is conveyed south in 12-inch pipes south to the point of connection with Reaches 32N and 32L.(Approx.151 LF 12-inch pfpe with an average slope of 0.33 %.) Reach 32L (Continued) From its connection to Reaches 32N and 32P,Reach 32L conveys stormwater run-off west and then southwest via 19-inch pipes to catch basin centrally located in the parking area just east of the transportation yard and west of Buildings 4-71 and 4-69.(Approx.97 LF 19-inch pipe with an average slope of 0.64 %.)Reach 32L continues west via a 24-inch pipe to a point just north of Building 4-71.(Approx.161 LF 24-inch pipe with an average slope of 0.22 %.)A channel drain which collects run-off from a concrete pad located at the northwest comer of Building 4-71 connects to the system via a 4-inch lateral.The 24-inch collection and conveyance system continues southwest and west beyond Building 4-71 where it collects additional surface runoff prior to connecting to a 22x13 arch pipe.(Approx.98 LF 12-inch pipe with an average slope of less than 0.1 %.) This arch pipe conveys drainage southwest to the paved area just east of Building 4-70 where the conveyance main reverts back to 24-inch circular pipe prior to continuing southwest. (Approx.128 LF 22x13 arch pipe laid at a negative slope)Roof runoff from Building 4-70 is directed to the surrounding paved area via sheet flow.Roof and surface water run-off is collected between Buildings 4-70,4-71,and 4-75 via catch basins connected to the 24-inch main by 6-and 8-inch laterals.South of Building 4-70,the 24-inch main turns west and continues to collect run- off within the drive aisle north of Building 4-75 until it reaches the southern flow splitter associated with the oil/water separator system (ROWS-043)located at the southeast comer of the POV parking area west of Building 4-70.(Approx.216 LF 24-inch pipe with an average negative slope.) Reach 32d 8-inch roof laterals collect drainage from a portion of Building 4-75 and convey it north to the southern edge of the paved drive aisle between Building 4-75 and the POV parking lot.A collection and conveyance system of catch basins and 18-inch pipes collects runoff from a portion of the drive and conveys this surface run-off combined with roof run-off from Building 4-75 to the southern flow splitter associated with the oil/water separator system (ROWS-043) located at the southeast corner of the POV parking area west of Building 4-70 where it is combined with Reach 32L.(Approx.100 LF 18-inch pipe with an average slope o]:2.5 %.) I I I I I 1 I I I I I i I I I I ITechnicalInformationReport Renton Site Logistics Project Renton,Washington BergerABAM,A13.0362.200 19 August 2013 Page 33 of 49 I Ii |I ! ! I I I I ! Reach 32K Reach 32K begins in the paved area between Buildings 4-77 and 4-71.Run-off generated on the roofs of these buildings sheet flows to the surrounding pavement where combines with surface run-off.Catch basins collect the combined run-off and convey it south and southwest via 12- inch pipes to a point within the eastern extent of the POV parking lot where it connects to Reach 32A-2.Ponding within this paved area has been documented in Boeing's maintenance records. (Approx.163 LF 12-inch pipe with an average slope ofO.1%.) Reach 32A.1 Run-off generated in the western extent of the POV parking area and the western perimeter drive aisle is collected and conveyed south and then southeast via 12-inch pipe to the northern flow splitter associated with the oil/water separator system (ROWS-043)located at the southeast corner of the POV parking area west of Building 4-70 where it is combined with Reach 32A-2. (Approx.354 LF 12-inch pipe with an average slope o]:0.25 %.) Roach 32A.2 Reach 32A-2 begins just south of the second covered fueling station located at the northeast corner of the POV parking area.Run-off from the paved surface is collected and conveyed south via a 10-inch pipe to a connection point with the 12-inch pipe at the terminus of Reach 32K just south and east of the sanitary sewer lift station located within the POV parking area.The 10- inch collection and conveyance line continues south as it collects run-off from the eastern portion of the POV parking area.Reach 32A-2 ends at the northern flow splitter associated with the oil/water separator system (ROWS-043)located at the southeast corner of the POV parking area west of Building 4-70 where it is combined with Reach 32A-1.(Approx.175 LF 12-inch pipe with an average slope of0.94 %.) Reach 32A Treatment flows from both flow splitters are directed to the oil/water separator (ROWS-043). Bypass flows and treated discharge from tile separator combine and are directed west via a 24- inch pipe.This 24-inch conveyance main is route through a manually actuated sluice gate (Vault No.591)that can be closed in the event of a fuel spill upstream.The discharge from Basin 32 continues west and connects to the Nishiwaki Lane trunkline via a 24-inch pipe at CB 1-09. (Approx.206 LF 24-inch pipe with an average slope ofl.27 %.) Existing Conditions Summary Existing undersized conveyance pipes with negative create nuisance flooding problems just south of Building 4-69 within Reach 32L and between Buildings 4-77 and 4-70 within Reach K. Tile existing oil/water separator system located at the southeast corner of the POV parking area west of Building 4-70;ROWS-043,consists of a Coalescing Plate Interceptor (CPI)oil/water separator module (Model No.818-2-CPS)with a maximum oil control treatment capacity of more than 875 gallons per minute. Technical Information Report BergerASAM,A13.0362.200 Renlon Site I.gistics Project 19 August 2(113 Renton,Washington Page 34 of 49 Spill containment is provided for this basin at the manually actuated sluice gate (Vault No.591) that can be closed in the event of a fuel spill upstream. Proposed Improvements This project proposes to redirect an equivalent 19,000 sf area of PGIS from the southern extent of Basin 27,Sub-Basin 27E as a part of Task 3 and 4 to Basin 32.The project includes replacement of inadequate conveyance pipe to alleviate existing nuisance flooding within Basin 32.The storm conveyance facilities will be re-routed to accommodate the structure improvements included as a part of Task 1,SW Marshaling Yard and Task 3,Badge Office. A backwater analysis of conveyance system was performed using StormShed 3G,an SBUH methodology software program,to determine if the system can contain and convey the 25-yr, 24hr storm event and the effects that this project will have on the privately maintained Boeing Renton Site conveyance systems that connect to the trunkline upstream of Basin 32. When modeled with the improvements proposed to the existing conveyance system;no additional surcharge conditions or overtopping occurs in either the 25-and 100-yr design storm events.The overall function of the system will be improved as a result of this project.Basin and reach maps and backwater analysis calculation summaries are included in Appendix B of this report. A water quality treatment facility will be constructed within the limits of the SW Marshaling Yard Project Task Area..The system will consist of a flow splitter,pre-treatment system,a stormfilter vault,and stormwater pump.This stormwater treatment facility will provide water quality treatment for the entire Basin 32 area as a treatment trade for the target surface areas created by the entire project.A further discussion of the Water Quality Treatment requirements for the entire project site and the proposed stormwater treatment system can be found in Section 2,Conditions and Requirements Summary,and in Section 4,Flow Control and Water Quality Facility Analysis and Design. 3.3 Basin 34 -Outfall 021 Basin 34 is located just north of North 6'h Street and extending north to include Buildings 4-68 and 4-75 to the west,Building 4-71,and the North 8'h Street Entrance at Gate D-40 to the east. This Basin reaches from Logan Ave North on its eastern perimeter to Nishiwaki Lane at its western perimeter.The table below summarizes the existing and proposed surface coverage for the project site within Basin 34. I I I I I 1 I I I I I I I I I ITechnicalInformationReportBergerABAM,A13.0362.200 Renton Site Logistics Project 19 August 2013 Renton,Washington Page 35 of49 •I! I I ! J ! I I ! I ! TABLE 3.3 Basin 34 -Outfal1021:ProJeot Site Surface Cover Basin 34 -Surface Cover Total Basin Area Total Project Site Area within Basin 34 (Task lb -SW Marshaling Yard and Truck Inspection, Task 3 -Gate D-35 and Badge Office Relocation,and Task 4 -Parking Improvements ) Pervious (Landscape) Impervious (Pavement,buildings,etc.) Total New Impervious Area/ Total New Pollution-Generating Impervious (Target Surface Area for Water Quali.treatment) Total Replaced Impervious Area Total Replaced Pollution-Generating Impervious Existing Developed Condition Condition 30.383 acres (1,323,583 sf) 25.24 acres (1,099,526 sf) 1.666 acres (72,592 sdO 23.575 acres (1,026,934 sfi 1.911 acres (83,245sfi 23.330 acres (1,016,281 s9 0.917 acres (39,936 sjO 1.679 acres (73,158 sT) 3.068 acres (133,654 sfi 2.306 acres (100,432 sD Reach 34A-1 The run-off generated at northwestern corner of Basin 34 at the existing 8'"Street entrance is collected via a system of catch basins and 12-inch diameter pipes and conveyed south in a collection and conveyance system of 12-inch pipes and catch basins which collects run-off from the north western portion of Basin 34 including the existing Badge Office.(Approx.560 LF 12- inch pipe with an average slope ofO.1%.)Just south of the Badge Office,the conveyance pipes increase in size to 18-inch diameter pipes and continue south and south west,collecting stormwater run-off to a connection point with Reaches 34A-2 and 34A located just east of Puget Sound Substation 2.(Approx.344 LF 18-inch pipe with an average slope of 0.23 %.) Reach 34A-2 Surface run-off from the paved area surrounding the Puget Sound Substation 2 is collected via a system of 8-and 12-inch pipes and catch basins.This system conveys stormwater run-off north to a connection P9int with Reaches 34A-1 and 34A just east of the Substation.(Approx.190 LF of pipe with an average slope of 1.05 %.) I Technical Information Report Renton Site Logistics Project Renton,Washington BergerABAM,A13.0362.2f3 I9 August 2013 Page 36 of49 Reach 34A Combined run-off is conveyed west via an 18-inch main.Catch basins with 6-and 12-inch lateral connections collect drainage as this 18-inch main continues west to a connection point south and east of building 4-75.(Approx.441 LF 18-inch pipe with an average slope of 0.42 %.) Reach 34B-1 A collection and conveyance system comprised of 8-and 1S-inch pipes and catch basins is centrally located within the paved area between Reach 34B-2 and Building 4-75.This system collects surface run-off from the surrounding pavement and conveys it south and west to a point adjacent to the southern extent of Building 4-75 where drainage enters a 22"x13"arch pipe.This 22x13 arch pipe directs run-off south and southwest to a point of connection.(Approx. 452 LF of pipe with an average slope ofO.11%.) Reach 34B The roof run-off from Building 4-71 is collected via 6-inch pipe and connects to an 8-inch collection and conveyance system which directs runs to the northeast corner of Building 4-75. The collection and conveyance system's pipe size increases to 15-inch diameter as it the system continues south along the eastern face of Building 4-75 and then turns east and decreases in size to 12-inch diameter pipe.Run-off from the paved surface directly east of the northern two- thirds of Building 4-75 and roof drainage from the northeastern portion of Building 4-75 is collected via catch basins with lateral connections and roof drain connection.This 12-inch diameter pipe and catch basin system continues east and south to connect to the 22x13 arch pipe described in Reach 34B-1.Run-off continues southwest to a point of connection near the southeast corner of Building 4-75.(Approx.633 LF ofpipe with an average slope of O.2 %.) Reach 34B-3 Roof drainage run-off from the southeastern portion of Building 4-75 and surface run-off from the paved area directly east of the southern third of Building 4-75 area collected in a system 6- and 15-inch pipes and catch basins which roof drainage connections.This system connects to the 22x13 arch pipe at the southeast comer of Building 4-75.From this connection point,run-off is directed south via an 18-inch pipe to connect to the 18-inch mainline described in Reach 34A. (Approx.220 LF ofpipe with an average slope of0.29 %.) Reach34B Run-off is directed west within the mainline via a series of 24-and 30-inch pipes and catch basins to the western extent of Building 4-75.Roof run-off from portions Buildings 4-75 and 4-68 as well as run-off from the landscaped area at the southeast comer of Building 4-68 are coliected via 8-and 12-inch lateral connections.Run-off from a portion of the paved area south of Building 4-68 is collected within catch basin on the mainline as it continues west via a 24-inch pipe to the paved drive aisle located along the Boeing Renton Production Plant western perimeter.(Approx.506 LF ofpipe with an average slope of 0.49 %.) Reach 34E Stormwater run-off from drive aisle and paved truck maneuvering area west of building receives water quality treatment via Filterra units located at the western edge of the paved drive aisle.A conveyance system of catch basins and 12-inch pipe collects drainage from the truck I i I I I I I l I, I I l I I I I I ITechnicalInformationReportRentonSiteLogisticsProject Renton,Washington BergerABAM,A13.0362.200I9August2013Page37of49 I I ! l I ! I I I I i I I I l I I I ! well at Building 4-68 and connects to the 12-inch pipe and conveyance system which collects treated run-off and overflow bypass run-off from the Filterra units.This system directs the combined run-off south to a point of connection with the 24-inch mainline described in Reach 34B.(Approx.310 LF ofpipe with an average slope ofO.4 %.)The storm main turns south and continues to collect and convey run-off within the west perimeter drive aisle via a system of catch basins and 24-inch pipes to a junction point with Reach 34D and 34C,located near the center of Lot 15 within the western-most drive aisle.(Approx.278 LF of pipe with an average slope q o.9 %.) Roach 34D Storm water run-off along the eastern perimeter of Lot 15 south of Sub-Station 2 sheet flows south and west to a catch basin in the southeast corner of the parking lot.From this collection point,a collection and conveyance system consisting of 18-inch pipes and catch basins collects additional run-off from a narrow portion of paved surface area along the southern perimeter of Lot 15 to tile southwest corner of the parking area.From this point the 18-inch conveyance pipe turns northwest and then increases in diameter to a 24-inch pipe which directs drainage north to the junction point with Reach 34ABE and Reach 34C.(Approx.1,215 LF of pipe with an average slope of0.61%.) Roach 34C The surface run-off generated in the eastern central portion of Lot 15 is collected via two branch systems of catch basins and conveyance pipes ranging in size from 6-to 12-inch diameter. (Approx.856 LF ofpipe with an average slope o,I:1.03 %.)These branch collection systems converge at n 18-inch collection and conveyance system which collects surface run-off from the majority of Lot 15.Catch basins located along the main and catch basins with 12-inch lateral connections spaced at approximately 175-foot intervals collect and convey run-off from east to the junction with Reach 34ABE and Reach 34D.(Approx.706 LF 18-inch pipe zoith an average slope o,[:0.35 %.) From this junction point,run-off enters a flow splitter which directs water quality flows to a system of oil/water separators (ROWS-49 and ROWS-50).Discharge from the oil/water separator system and bypass flows combined at a junction point within the landscaped perimeter.A 30-inch pipe discharges run-off from Basin 34 into the trunkline located within Nishiwaki Lane at CB 1-07 where this trunkline which conveys stormwater run-off north to discharge to Lake Washington at Outfall 021.(Approx.20 LF 30-inch pipe with a slope of O.5 %.) Existing Conditions Summary No evidence of nuisance flooding or erosion was observed within this catchment area.No incidents of flooding were documented in the Boeing Renton Site's maintenance records. The existing oil/water separator system located at the end of Reach 34C;ROWS-49 and ROWS- 50,consists of two 8x16 CPI oil/water separator modules (Model Unknown)with an oil control treatment capacity that is currently unknown. Technical Information Report BergerABAM,A13.0362.200 Renton Sile Logistics Project 19 August 2013 Renton,Washington Page 38 of49 Proposed Improvements The impacts to the system are anticipated to be minimal.Additional catch basins may be added to the existing conveyance system as required to facilitate positive drainage.Basin and reach maps are included in Appendix B of this report. 3.4 Basin 21 -Outfal1001 Basin 021 is a mainly impervious area located north of Park Ave N,just east of its intersection with 757th Ave which encompasses the existing Truck Inspection Facilities to be removed and PSE's Substation #2.Drainage is collected via catch basins and routed northeast through a closed conveyance system of 8-inch and 12-inch diameter pipes to connect to a 48-inch diameter pipe system which enters Basin 021 from the south.This 48-inch diameter pies system continues northeast where it discharges to John's Creek east of Lake Washington Boulevard. The table below summarizes the existing and proposed surface coverage for the project site within Basin 21. TABLE 3.4 Basin 21 -Outfal1001:Project Site Surface Cover Basin 21 -Surface Cover Total Basin Area Total Project Site Area within Basin 21 (Task 7b -Existin8 Truck Inspection Reconfiguration) Pervious (Landscape) Existing Developed Condition Condition 3.959 acres (172,454 sf) Impervious (Pavement,buildings,etc.) Total New Impervious Area Total New Pollution-Generating Impervious (Target Surface Area for Water Quality treatment) Total Replaced Impervious Area Total Replaced Pollution-Generating Impervious 0.282 acres (12,305 sj9 0 acres (O sy9 0.282 acres (12,3o5 sdo 0 acres (Osp 0.282 acres (12,305 s 0.026 acres (I,1385d0 0.096 acres (4,170 s) 0.070 acres (3,032 sy9 0 acres (O s[) Existing Conditions Summary No evidence of nuisance flooding or erosion was observed within this catchment area.No incidents of flooding were documented in the Boeing Renton Site's maintenance records.The existing land use is considered high use due to the percentage of diesel powered vehicles entering and queuing in this area.Currently oil control is not provided in this basin. I I ! l I I i I I I ! I I I I I I Technical Information Report BergerABAM,A13.0362.200 Renton Site Logistics Project 19 August 2013 - Renton,Washington Page 39 of49 .I I I I I I I I I i i I I I I I ! ! Proposed Improvements Site improvements within this Basin are limited to the replacement of less than 5,000 sf of roof area with asphalt pavement.No increase in discharge will result from these improvements and no additional conveyance structures or pipe will be required.The new PGIS surface area within this threshold discharge area is not large enough to trigger the need for water quality treatment. The land use at this basin will be converted from a high use area to all day parking and no new oil control structures will be required. In addition to structural changes,existing onsite traffic patterns will be revised as a result of this project.High use traffic will be rerouted southwest to Basins 32 and 34 where oil control facilities are already in place due to the relocation of the truck inspection facilities.The land use within this project task site will be converted to all day parking,which is not considered high use.No oil control will be required within Basin 21. 3.5 Basin 25 -Out'fall 002 Basin 25 is located just north of Logan Ave,directly east of Building 4-17 and extends from Building 4-17 north and cast to the eastern edge of the project site and the southern shore of Lake Washington.This Basin includes roof run-off from Building 4-86 and a portion of the roof run-off from Building 4-81.The table below summarizes the existing and proposed surface coverage for the project site within Basin 27. TABLE 3.5 Basin 25 -Outfal1002:Project Site Surface Cover Basin 25 -Surface Cover Existing Developed Condition Condition 22.727 acres (990,004 st') Total Project Site Area within Basin 25 1.399 acres (Task 2 -Parts Movement Road &Task 6 -Duct Banks)(60,955 sj9 Pervious (Landscape) Impervious (Pavement,buildings,etc.) 0.202 acres (8,799 s# 1.197 acres (52,156 D Total New Impervious Area Total New Pollution-Generating Impervious (Target Surface Area for Water Quality.treatment) Total Replaced Impervious Area Total Replaced Pollution-Generating Impervious 0.101 acres (4,409s 1.298 acres (56,546 sr9 0.101 acres (4,389 s9 0.101 acres (4,389 sy9 0.162 acres (7,087 sf) 0.160 acres (6,967 s Technical Information Report Renton Site Logistics Project Renton,Washington BergerABAM,A13.0362.200 19 August 2013 Page 40 of 49 Reach 25C Drainage from the southwestern extent of the basin sheet flows north to channel drains located just south of Building 4-81 and 4-82.From these channel drains it is conveyed west and north through a series of 12-inch and 15-inch conveyance pipes to a collection and conveyance system consisting of 24-inch diameter pipes with catch basin laterals between Buildings 4-82 and 4-17 (approx.443 LF 12-inch pipe with an average slope of0.36%and 158 LF 15-inch pipe with an average slope of 0.5%).Catch basin laterals and roof drainage connections along this 24-inch main collect surface run-off from the paved drive aisle between the two building and run-off from the western portions of the Building 4-17 roof (approx.747 LF 24-inch pipe with an average slope ofless than 0.1%). Reach 25A A separate collection and conveyance line is routed around the southern,eastern,and northern perimeter of Building 4-17 consisting of 8-,12-,18-,and 21-inch pipes.Catch basin laterals and roof drainage connections along this main collect surface run-off from the paved areas south, east and north of the building and the southern,eastern,and northern portions of the roof (approx.93 LF 8-inch pipe with an average slope o,[1.25%,170 LF 12-inch pipe with an average slope of 0.65%,390 LF 18-inch pipe with an average slope of 0.33%,and 422 LF 21-inch pipe with an average slope of0.32%).Reach 25A and Reach 25C combine at the northwestern corner of Building 4-17 and continue north in a 36-inch pipe.Run-off from the roof of Building 4-83 enters the 36-inch mainline as it continues to a point adjacent to the northern extent of Building 4-82 (approx.259 LF 36-inch pipe with an average slope of 0.34%). Reach 25B Run-off from the eastern portion of the Building 4-82 roof is collected in an 8-inch pipe which directs this run-off north to the northeastern corner of Building 4-82 where it connects to the previously described 36-inch storm collection and conveyance main.Run-off from the paved area north of Buildings 4-82 and 4-83 is collected by a catch basin on this 36-inch main where it is directed further north and east to discharge directly to Lake Washington via a 27-inch pipe at Outfall 002 (approx.155 LF 36-inch pipe with an average slope of 0.71%and 30 LF 27-inch pipe with an average slope of0.33%). Existing Conditions Summary No evidence of nuisance flooding or erosion was observed within this catchment area.No incidents of flooding were documented in the Boeing Renton Site's maintenance records. Proposed Improvements A portion of the Parts Movement Road improvements lies within the southern extent of Basin 25.In the eastern portion of this project task site area,some minor changes to flow paths may occur due to re-grading and new PGIS along the existing landscape strip.This may alter flow rates within individual catchment areas;however,overall basin flow patterns will remain the same as the existing condition.There will be an increase in new PGIS area of less than 5,000 sf due to the widening of the parts movement road.The minor increase in PGIS within this I I ! I I I 1 i I i i i i i I I I ITechnicalInformationReport Renton Site Logistics Project Renton,Washington BergerABAM,A13,0362.200 19 August 2013 Page 41 of 49 I II ! '.I/ i I II I I ,Ii ! I threshold discharge area does not trigger water quality treatment requirements within this basin. In addition to structural changes,existing onsite traffic patterns will be revised as a result of this project.Trucks entering the site from the existing Truck Inspection Facilities were routed onto the Boeing Site at 757th Ave south of Buildings 4-80 and 4-81.This high use traffic will be rerouted southwest to Basins 32 and 34 where oil control facilities are already in place due to the relocation of the truck inspection facilities.Traffic on this portion of the Parts Movement Road will be limited to non-motorized part transport carts and occasional delivery vehicles and does not facilitate high use traffic patterns;therefore,oil control will not be provided. 3.6 Basin 27 -Outfal1004 Basin 27 is located just west of Logan and extending north between Buildings 4-21,4-20,and 4- 81 to the south shore of Lake Washington.The table below summarizes the existing and proposed surface coverage for the project site within Basin 27. TABLE 3.6 Basin 27 -Out/all 004:Project Site Surface Cover Basin 27 -Surface Cover Total Basin Area Total Project Site Area within Basin 27 (Task 2 -Parts Movement Road,Task 3 -Gate D-35 and Badge Office Relocation,and Task 4 -Parking Improvements,Task 5 -Lot I Marshaling Yard,Task 6 -Duct Banks,Task 7 -Air Compressor Building) Existing Condition 32.070 acres (1,396,999 st) 12.232 acres (532,818 sf) Pervious (Landscape) Impervious (Pavement,buildings,etc.) Total New Impervious Area 0.839 acres (36,533 sp 11.393 acres (496,285D Total New Pollution-Generating Impervious (Target Surface Area for Water Quali,treatment) Total Replaced Impervious Area Total Replaced Pollution-Generating Impervious Developed Condition 30.885 acres (1,377,952 sf) 11.502 acres (513,720 s39 0.832 acres (36,254 s/ 10.296 acres (448,503 sp 0.052 acres (2,258 sp 0.453 acres (19,745 st) 2.150 acres (93,658 s¢9 1.749 acres (76,1715D Reach 27C-H Stormwater run-off from a narrow area adjacent to and west of Logan Ave beginning at the intersection of Logan and N 6'"Street and extending north to the southeastern corner of Technical Information Report BergerABAM,A13.0362.200 Renton Site Logistics 1 ro]ect 19 August 2013 Renton,Washington Page 42 of 49 Building 4-17 (Sub-basin 27 C)is collected and conveyed north via a closed network of catch basins and 12-inch diameter pipe.Catch basins with 4-,6-,8-,and 12-inch lateral pipe connections collect drainage from the narrow parking between the existing covered walkway/utilidor east of Lot 7 and Logan Ave (approx..1,335 LF of 12-inch pipe with average slope of 0.2%).The 12-inch conveyance main with lateral connections continues north beyond the existing N 8th St entrance collects surface run-off from landscaped areas and the existing rail spurs located north of N 8'"St and east of Building 4-90 until it reaches the southeast corner of Building 4-17 (approx.705 LF 12-inch pipe with an average slope of 0.25%).A roof drainage connection at Building 4-89 adds roof drainage run-off from the entirety of this building (sub- basin 27H)to the conveyance system.The conveyance pipe increases to a 15-inch diameter pipe at Building 4-17 and continues north along the east face of the building (approx.402 LF 15-inch pipe with an average slope of 0.5%).Beyond Building 4-17,the conveyance main turns northwest. Catch basins with 6-inch lateral connections collect some surface run-off from the paved area just north of Building 4-17 (approx.444 LF 15-inch pipe with an average slope of 0.47%).The conveyance system turns north and no further surface run-off is collected prior to its connection to a flow splitter (No.465)located between Buildings 4-21 and Building 4-81 (approx.518 LF of 15-inch pipe with an average slope of less than 0.1%). Reach 27B-J Surface run-off from the paved area north of Buildings 4-04 and 4-17 between Buildings 4-21 and 4-81 is collected and conveyed north to the flow splitter described above (No.465)via three collection and conveyance systems consisting of 12-inch diameter pipes conveyance,8-inch laterals and catch basins. The eastern collection system collects and conveys drainage from south to north adjacent to Building 4-20 and will be revised to accommodate the VPAL improvements being constructed under a separate permit.As-builts from these improvements are not available at this time as this project is still being constructed.The existing conveyance pipe generally follows the eastern face of Building 4-20 to a point adjacent to the flow splitter and makes a 90-degree turn east to its point of connection (approx.950 LF ofpipe with an average slope of 0.5%). The central collection system collects and conveys drainage from south to north from the paved area just north of Building 4-17 to and extends directly north to the flow splitter (No.465). (Approx.847 LF 12-inch pipe with an average slope ofO.5 %.) The western collection system conveys drainage from south to north,following the western edge of the striped drive aisle adjacent to Building 4-81 to a point adjacent to the flow splitter and makes a 90-degree turn west to its point of connection (approx.650 LF 12-inch pipe with an average slope of 0.6%). Run-off from Reach 27B-J and 27C-H combine at the flow splitter (No.465)and receive water quality treatment at the wet vault with flows above the designed water quality treatment I I I I I | i i I i I I I i ! i i !Technical Information Report BergerABAM,A13.0362.200 Renton Site Logistics Project 19 August 2013 Renton,Washington Page 43 of 49 IfI I I I i i i |' I I I I I i i l volume being bypassed.The bypass flow and discharge from the wet vault continue north via a 27-inch diameter pipe (approx.175 LF 27-inch pipe with an average slope ofl.6%). Reach 27E Run-off from the western portion paved area south of Building 4-20and the western portion the rail spur area south of Building 4-20 which lies within Sub-Basin 27E is collected via catch basins with 4-,6-,and 8-inch lateral connections to 8-and 10-inch conveyance pipes.Run-off from this western portion of Basin 27 is directed to oil/water separator (ROWS -047).Drainage is then directed to the southeast corner of Building 4-21 from an adjacent pump system (No.516B) via a 6-inch force main. Tile southwestern portion of Sub-Basin 27E,including roof drainage run-off from building 4-90, the western portion of the rail spur area south of Building 4-20,and the existing and proposed Parts Movement Road (Basin 27E);is collected and conveyed to a second separate oil/water separator (ROWS-048)via a system of catch basins with 4-,6-,and 8-inch lateral connections to 12-inch conveyance pipes.Run-off is directed from the oil/water separator to an adjacent pump system (No.510A).The 6-inch force main from pump No.516B connects to the force main exiting pump No.510A at tile southeast building corner:Discharge from both pumps is directed north from the southeastern corner of Building 4-21 via a 12-inch force main between Buildings 4-21 and 4-04 to a connection point near the interface of Buildings 4-21 and 4-20. Reach 27F Run-off from the paved drive aisle between Buildings 4-21 and 4-04 is collected via a system of 6-inch lateral pipes and catch basins and is conveyed north via a variety of pipes including 6- and 12-inch circular pipes and 17x13 arch pipe to a connection point adjacent to Building 4-21 and 4-20 line. Roof drain run-off from Building 4-04 is collected and conveyed via a variety of 6-,8-,12-and 18-inch circular pipes as well as a 21x15 arch pipe to combine with surface run-off and discharge from the force main Reach 27E at a connection point adjacent to Building 4-21 and 4- 20 line. Reach 27G From tile interface of Buildings 4-21 and 4-20,run-off is then tight-lined via an 18-inch and 24- inch diameter gravity pipe system north adjacent to Building 4-20 and will be revised to accommodate the VPAL improvements being constructed under a separate permit.As-builts from these improvements are not available at this time as this project is still being constructed. The conveyance continues north beyond Building 4-20 to a storm vault where it combines with run-off from the southeastern portion the roof of Building 4-20 (approx.1,000 LF ofpipe at an average slope of0.36%).From this vault,run-off is directed east via a 27inch diameter pipe to combine with the wet vault discharge and bypass flows and continues north via a 30-inch pipe (approx.200 LF of27-ineh pipe with an average slope of 0.75%and 55 LF of30-ineh pipe with an average slope of 1.09%). I Technical information Reporl RentoFL Site Logistics Project Renton,Washington BergerABAM,A13.0362.200 19 August 2013 Page 44 of 49 Reach 27A Stormwater run-off from the western portion of the Building 4-81 roof is collected and conveyed north via a 10-inch diameter pipe to the northwest comer of Building 4-81.Drainage is then directed northwest via a 12-inch pipe to connect to the 30-inch pipe conveying drainage from the remainder of Basin 27 and a portion of Basin 58 (approx.112 LF 12-inch pipe with An average slope of 3.06%).From this final combination point drainage is conveyed north via a 36- inch diameter pipe to the Lake Washington at Outfall 004 (approx.182 LF 36-inch pipe with an average slope of less than 0.15%). Existing Conditions Summary Water Quality flow from a total tributary basin area of 678,285 SF including Sub-Basins 27C, 27B,27H,and 27J is directed from the flow splitter (No.465)to a combination wet-vault and oil/water separator (No.487/ROWS-030).The design water quality treatment volume and oil control treatment capacity of the Coalescing Plate Separator located within the wet vault are currently unknown. ROWS-047 is a Coalescing Plate oil/water separator module (Model No.612-2-CPS)which accepts run-off from an 84,140 sf portion of Sub-basin 27E and has maximum oil control treatment capacity of 438 gpm.The required design flow for this separator was 260 gpm. ROWS-048 is a Coalescing Plate oil/water separator module (Model No.816-2-CPS)which accepts run-off from a 175,180 sf portion of Sub-basin 27E and has maximum oil control treatment capacity of 585 gpm.The required design flow for this separator was 516 gpm. Proposed Condition New PGIS will be created within sub-basin 27E by the demolition of a portion of Building 4-90 and replacement with asphalt pavement for parking areas just south of the Parts Movement Road as a part of Task 4-Spline Road.Additional new PGIS will be created by the removal of the landscape islands between Buildings 4-21 and 4-04 that will occur as a part of Task 5 -Lot 1 Marshaling Yard.This new PGIS located within Sub-Basin 27E receives oil control treatment at ROWS-047 and ROWS-48.This 18,500 sf target surface area cannot reasonably be treated within Basin 27 due to the existing site conditions downstream of the existing oil/water separators; namely the underground utility infrastructure which is located between Buildings 4-20 and 4-81 consisting of fire protection,steamline utilidors,power,telecommunications,forced air,etc. This utility infrastructure is essential to the industrial operations and safety of operations within the Boeing Renton Production Plant and cannot be reasonably relocated to facilitate a new water quality treatment system within Basin 27. This project proposes to redirect an equivalent 19,000 sf area of PGIS from the southern extent of Basin 27,Sub-Basin 27E as a part of Task 3 and 4 to Basin 32.A water quality treatment system located downstream of the existing oil/water separator at the western edge Basin 32 will be constructed as a part of Task I to provide treatment for the entirety of Basin 32 and this additional 19,000 sf of Basin 27. I ! I i i I I i I li I i I I I i i iTechnicalInformationReport Renton Site Logistics Project Renton,Washington BergerABAM,A13.0362.200 19 August 2013 Page 45 of 49 I I I l l t I! I ! ! i l ! .III I I I! SECTION 4:FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN 4.1 Water Quality Treatment Basic Water Quality Treatment wilt be provided for the project site by a water quality treatment facility will be constructed within the limits of the SW Marshaling Yard Project Task Area.The target surface for water quality will be new PGIS.This stormwater treatment facility will provide water quality treatment for the entire Basin 32 area as a treatment trade for the target surface areas created by the entire project. Required:New PGIS for the Renton Site Logistics Project =2.595 acres (113,030 st) Provided:WQ Treatment Area (Basin 32 =10.281 acres (447,855 sf) Treatment will be provided by a Contech Stormfilter Vault using approximately thirty-five (35) 27-inch cartridges proceeded by a CDS hydrodynamic separator to provide pre-treatment. Water quality treatment will be preceded by a flow splitter device to bypass run-off from storm events larger than the design storm.This flow splitter and a backflow preventer installed downstream of the treatment vault will also ensure pollutants collected in the hydrodynamic separator and filter media are not flushed back into the conveyance system during larger design storm events due to the backwater conditions within the conveyance system.Both systems will be designed as offline systems in accordance with their WSDOE GULD approval requirements. MGS Flood,a WSDOE approved continuous modeling software,was used to determine the required water quality treatment design flow.Preliminary sizing calculations,system component details,and WSDOE requirements for the proposed storm filter vault and pre- treatment system are included in Appendix B of this Report.Final calculations for all system components will be included in the Final TIR. 4.2 Water Quantity Detention The project site meets the requirements of the Direct Discharge Exemption per Section 1.2,3 of the City of Renton Amendments to the KCSWDM. Flow Control BMPs are required in accordance with Section 1.2.3.3 OF the City of Renton Amendments to the KCSWDM.Large Lot High Impervious BMP requirements apply to this project per Section 5.2.1 of the 2009 KCSWDM. The project site is located within a peak flow control standard area and target surfaces are limited to New Impervious Surfaces per Section 1.2.3.1 of the City of Renton Amendments to the KCSWDM.No new pervious surface will be added to the project site due to the absence of native vegetation.Full dispersion in accordance with Appendix C of the 2009 KCSWDM, Section C.2.1,is not practicable on the project site due to the absence of native vegetation• •,,.The prelect site will result in an impervious surface coverage of more than 65%;therefor,flow control BMPs must be applied to an impervious area equal to at least 10%of the site/lot or 20% of the target impervious surface,whichever is less.The total new impervious surface for the !Technica]Information Report Renton Site Logistics Project Renton,Washington BergerABAM,A13,0362,200 19 August 2013 Page 46 of 49 project site is 57,850 sf;therefor,a minimum of 11,570 sf or 0.265 acres of the project site must be addressed by one or a combination of the following BMPS listed in Section C2 of the Appendix C of the 2009 KCSWDM: •Full Infiltration •Limited Infiltration •Basic Dispersion •Rain Garden •Permeable Pavement •Rainwater Harvesting •Vegetated Roof •Reduced Impervious Surface Credit •Native Growth Retention Credit Due to high ground water and documented contaminated soils within the project site,BMPs which rely on discharge via infiltration through soil for proper function will not be used.These site conditions limit the available BMPs to Rainwater Harvesting,Vegetated Roof,Reduced Impervious Surface Credit,and Native Growth Retention Credit. At this stage in design the project proposes to implement the Native Growth Retention Credit which will require the site to incorporate a total of 40,500 sf or 0.93 acres of created forest type landscaping in accordance with Section C,2.1,8 of Appendix C of the 2009 KCSWDM distributed through the site.Additional options to meet this requirement will be investigated during final design. ! I i 1 ! | ! ! ! I I i I iTechnical[nformation Report Renton Site Logistics Project Renton,Washington BergerABAM,A13.0362.200 19 August 2013 Page 47 of 49 ! I I I 11 I , I l I, I I I 1 I I I SECTION 5:CONVEYANCE SYSTEM ANALYSIS AND DESIGN The existing conveyance systems for this project are required to have capacity to convey and contain the 25-yr,24-hr storm event from the project site to its discharge into Lake Washington in accordance with the requirements of the Direct Discharge Exemption per Section 1.2.3 of the City of Renton Amendments to the KCSWDM.The modifications to the existing conveyance system with the project site are required to convey and contain the 25-yr,24-hr storm event. The conveyance systems for the project site will be modeled using SBUH in accordance with the requirements of the City of Renton Amendments to the KCSWDM and the 2009 KCSWDM. As a part of the upstream and downstream analysis included Section 3;a preliminary backwater analysis of the existing trunkline was performed using StormShed 3G,an SBUH methodology software program,to determine if the system can contain and covey the 25-yr, 24hr storm event and the effects that this project will have on the privately maintained Boeing Renton Site conveyance systems. Proposed storm improvements planned to correct existing nuisance flooding problems were also modeled as a part of this analysis.Basin and reach maps and backwater analysis calculation summaries are included in Appendix B of this report.Final conveyance system backwater analysis calculations and mapping will be included in the Final TIR. SECTION 6:SPECIAL REPORTS AND STUDIES A memo addressing Geotechnical Considerations for the Boeing Renton Logistics Site prepared by Soil &Environmental Engineers,Inc.is included as Appendix E of this Report.This memo summarizes the site history,general sub-surface,soils,and groundwater conditions at the site, and anticipated design and construction considerations.Project task specific site soils investigations will be performed prior to final design and a geotechnical soils investigation summary will be included as a part of the final TIR. SECTION 7:OTHER PERMITS The following is a list of the actions and permits that will be required as part of this project. State Environmental Policy Act National Pollution Discharge Elimination System -Construction Stormwater General Permit Building,Grading,and Utility Shoreline Substantial Development Dewatering (see note below) Note:Tile Boeing Company holds an Industrial Wastewater Permit with King County. This Permit requires a separate dewatering permit application for dewatering activity in excess of 25,000 gallons per day.Due to high groundwater conditions,de- watering activity required for construct of foundations and for utility trenching is anticipated to exceed this amount.Therefore,a dewatering permit application is needed through King County.The anticipated dewatering volume will be determined by a qualified hydrologist prior to permit application. !Technical Information Report Renton Site Logistics Project Renton,Washington BergerABAM,A13.0362.200 19 August 2013 Page 48 of 49 SECTION 9:CONSTRUCTION SWPPP ANALYSIS AND DESIGN A construction SWPPP will be prepared for the project based of the final design and will be included in the Final TIR.A Notice of Intent application will be submitted by the owner,The Boeing Company,to the Washington State Department of Ecology. SECTION 10:BOND QUANTITIES,FACILITY SUMMARIES,AND DECLARATION OF COVENANT The project facilities will be constructed,owned,and maintained by The Boeing Company.The Bond Quantifies and Facility Summaries forms will be included within Appendix G of the Final TIR. SECTION 11:OPERATIONS AND MAINTENANCE MANUAL The stormwater facilities for this project include catch basins for collection of stormwater runoff and pipe system mains,ranging between 12-and 30-inch high-density polyethylene pipe (HDPE)and ductile iron,Class 52.Roof and footing drains range from 4-to 6-inch HDPE and ductile iron,Class 52.The proposed conveyance systems will connect to existing pipe conveyance systems. Existing stormwater facilities on the site include catch basins and stormwater conveyance pipes. The existing stormwater system maintenance program,currently in place for the site,will be used for the new conveyance system catch basins and pipes.Stormwater facilities maintenance and operation at the Boeing Renton plant are in accordance with the plant's Industrial Stormwater Permit,WAR-000232. A water quality treatment system consisting of a flow splitter,pre-treatment system,a stormfilter vault,and stormwater pump will be installed as a part of this project.Operations and maintenance manuals for each component of this Water Quality Treatment system will be included in the Final TIR. I I ! "i ! ,| I ,| i I i '| I I | 1TechnicalInformationReport Renton Site Logistics Project Renton,Washington BergerABAM,AI3.0362.200 19 August 2013 Page 49 of 49 ! ! ,II I ! ,|, I ,I l 1 I ,l n" I Appendix A Site Maps ; .I ! '1 Technical Information Report i Renton Site Logistics Project Renton,Washington IIII 'Ill -]cm2o VlClNITY I SITE MAPII -----il MPROVEMENT AREAS ]-er_AB_Alvl i i i i I i i i it i iE !liiil|iiiliI,,,!i!ll,li!!,i Iif'l!II;'ii,t I Ill ,,iI m o i ! I I I ,! I Technical Information Report Renton Site Logistics Project '1 Renton,Washington 1 I I ! I I I I I 1 i|, I Appendix B Drainage Maps and Calculations m mm m mm m n m m m m mm m m n m m n O Z Zm rzl-rl II Appended on:Monday,August 19,2013 8:37:11 AM ROUTEHYD []THRU [EX TRUNK 021]USING [25 year]AND [TYPEIA.RAC]NOTZERO RELATIVE SCS/SBUIt Gravity Analysis using 24 hr duration storm Reach ID P-I-01 p-i-o2 Area (ac) 9.85 20.22 Flow (ds) 7.6176 15.5506, Full Q (ds) 2.8529 17.256 Full ratio 2.6701 0.9012 nDepth (if) 1.8581 Depth ratio na 0.7432 Size 30 in Diam 30 in Diam nVel fit/s) 1.5519 3.9749 fVel (if/s) 0.5812 3.5154 Infil Vol 0.00 0.00 CBasin /Hyd 38 37;38-OFFSITE 30 inP-I-03 20.22 15.5506 28.179 0.5519 1.3272 0.5309 5.8742 5.7406 0.00Diarn 30 inP-l-04 20.22 15.5506 28.529 0.5451 1.3171 0.5268 5.9306 5.8119 0.00Diam 36 inP-I-05 21.503 16.5428 30.7384 0.5382 1.5679 0.5226 4.4257 4.3486 0.00 DFFSITE-6TH AVEDiam 36 in 2.3403 0.967 0.00P-I-06 21.503 16.5428 6.835 2.4203 --na Diarn 42 inP-I-07 51.886 40.0399 57.8294 0.6924 2.143 0.6123 6.485 6.0107 0.00 34Diam P-I-08 P-I-09 P-I-IO P-I-11 51.886 61.73 61.73 61.73 40.0399 47.6529 47.6529 47.6529 9.3232 105.85 93.8292 93.8292 4.2947 0.4502 0.5079 0.5079 2.3521 2.524 2.524 na 0.4704 0.5048 0.5048 48 in Diam 60 in Diam 60 in Diam 60 in Diam 3.1863 5.249 4.7953 4.7953 0.7419 53911 4.7787 4.7787 0.00 0.00 32 0.00 0.00 60 inP-1-12 61.73 47.6529 93.8292 0.5079 2.524 0.5048 4,7953 4.7787 0.00Diam 60 inP-l-13 61.73 47.6529 93.8292 0.5079 2.524 0.5048 4.7953 4.7787 0.00Diam 60 inP-l-14 61.73 47.6529 84,8717 0.5615 2.6807 O.5361 4.4452 4.3225 0.00Diam 60 in 31-LNDSCP;31-P-l-15 68.626 50.7857 69.2974 0.7329 3.2822 0.6364 3.8515 3.5293 0.00Diarn OFFSITE 60 inP-1-16 92.626 68.573 113.26 0.606 2.8097 0.5619 6.0352 5.7633 0.00 31Diam 60 inP-l-17 91.616 68.573 871.51 0.0787 0.9467 0.1893 26.5299 44.3859 0.00Diam m m m m m m m m m m m m m n n m n m n HGL Analysis From Node To Node HG El (ft)App (ft)Bend (ft)Junct Loss (ft) 1-17 OUTFALL 021 115.1844 1-16 1-17 115.3301 1-15 1-16 115.3629 1-14 1-15 115.5687 1-13 1-12 1-11 1-10 1-09 1-08 1-07 1-06 Adjusted HG El (ft) 1-14 115.7030 1-13 115.8378 1-12 115.9628 1-11 116.0552 1-10 116.1271 1-09 116.3511 1-08 116.8375 1-07 116.9138 0.1894 0.1039 0.0915 0.0915 0.0915 0.0915 0.0915 0.0915 0.1576 0.2689 0.0850 0.0850 0.0021 0.0006 0.0811 0.0026 0.0014 0.0010 0.0005 0.0013 0.0088 0.0036 0.0009 0.0006 114.9972 115.2268 115.3525 115.4798 115.6130 115.7473 115.8718 115.9651 115.9783 116.0857 116.7534 116.8294 Max El (ft) 114.90 117.1000 118.3000 117.9800 116.2100 118.4100 119.1300 118.9700 119.6500 119.7500 119.9700 120.8300 120.9400 No approach losses at node 1-04 because inverts and/or crowns are offset. 1-05 1-06 117.0293 0.5461 0.0221 116.5053 121.8000 No approachlossesat nodel-03 becauseinvertsand/orcrowns are offset. 1-04 1-05 119.0962 ......0.0026 1-03 1-04 119.3162 0.1558 0.0012 ...... 1-02 1-03 119.6492 0.0374 0.0004 ...... 1-01 1-02 119.7289 ................ 119.0988 122.5000 119.1616 123.1300 119.6122 124.4700 119.7289 124.5300 Conduit Notes Reach HW Depth ()HW/D ratio Q (cfs)TW Depth (fi)Dc ()Dn () P-1-17 18.1489 3.6298 68.57 17.8600 2.3362 0.9467 P-1-16 8.3313 1.6663 68.57 7.9972 2.3362 2.8097 P-1-15 8.0715 1.6143 50.79 7.9368 1.9987 3.1822 Comment Dutlet Control :)utlet Control Dutlet Control P-1-14 8.1798 1.6360 47.65 7.9625 1.9328 2.6807 Dutlet Control P-1-13 7.3930 1.4786 47.65 7.1698 1.9328 2.5240 Dutlet Control P-1-12 7.0856 1.4171 47.65 6.8630 1.9328 2.5240 Dutlet Control m m n m n m m m n m m m n m m m m m m P-I-11 6.7763 P-I-IO 6.4467 P-I-09 i[._6.2327. P-l-08 6.0611 P-l-07 6.0419 P-l-06 i 5.2338 P-l-05 :5.3483L....iP-I-O,1.9362 P-l-03 102.0362 P-l-02 102.2682 P-I-01 103.8890 1.3553 47.65 6.5573 1.9328 2.5240 Dutlet Control 1.2893 ;47.65 6.2618 1.9328 2.5240 Dutlet Control 6.0651 1.9328 2.3521 Dutlet Control1.2465 47.65 1.5153 40.04 5.6883 1.8886 1.7828 16.54 >D Dutlet Control 1.7263 "40.O4 5.2857 1.9691 2.1430 Dutlet Control 1.7446 i 16.54 5.0734 1.2995 >D Dutlet Control 5.1394 1.2995 1.5679 Dutlet Control 1.3313 1.33130.7745 15.55 1.3171 40.8145 '15.55 101.8188 1.3313 1.3272 40.9073 15.55 101.7816 1.3313 1.8581 Dutlet Control 41.5556 .7.62 103.7722 0.9171 >D Dutlet Control uperCrit flow,Inlet end controls Dutlet Control Licensed to:Engenious Systems,Inc. Appended on:Monday,August 19,2013 8:36:20 AM ROUTEHYD n THRU [EX TRUNK 021]USING [100 yearl AND [TYPEIA.RAC]NOTZERO RELATIVE SCS/SBUH Gravity Analysis using 24 hr duration storm Reach Area Flow ID (ac)(efs) P-I-01 P-l-02 P-I-03 9.85 I 8.7752 20.22 17.9243 20.22 17.9243 P-l-04 20.22 17.9243 P-I-05 21.503 19.0673 Full Q (cfs) 2.8529 17.256 28.179 28.529 30.7384 Full ratio 3.0759 1.0387 0.6361 0.6283 0.6203 nDepth (It) "[..... 2.1478 1.448 1.4367 1.7102 Depth Se ratio 30in na Diam 30 in0.8591 Diam 30in 0.5792 Diam 30 in0.5747 Diam 36 in0.5701 Diam 36 in Diam nVel fit/s) 48 in Diam 1.7877 3.9945 6.0818 6.1398 4.5803 fVel Infil Vol (ft/s)(cf) 0.5812 3.5154 5.7406 5.8119 4.3486 0.00 38 CBasin /Hyd 0.00 37;38-OFFSITE 0.00 0.00 0.00 P-I-06 21.503 19.0673 6.835 2.7896 na 2.6975 0.967 0.00 42inP-I-07 51.886 46.1348 57.8294 0.7978 2.3636 0.6753 6.6734 6.0107 0.00 34Diam P-I-08 51.886 46.1348 9.3232 4.9484 na 3.6713 0.7419 0.00 60 in DiamP-I-09 61.73 54.9047 105.85 0.5187 2.5562 0.5112 5.437 5.3911 0.00 32 60inP-I-10 61.73 54.9047 93.8292 0.5852 2.7489 0.5498 4.9643 4.7787 0.00Diam OFFSITE-6TH AVE n m m m m m mm m m m m m m m m m m m m 54.9047 [60 in 4.9643 4.7787 0.00P-I-I I 61.73 93.8292 0.5852 2.7489 0.5498 Diam P-l-12 93.8292 0.5498 0.0061.73 54.9047 61.73 54.9047 0.5852 2.7489 0.5852 "2.7489 60 in Diam 60 in Diam 4.9643 4.7787 4.9643"4.7787P-I-13 93.8292 0.5498 0.00 .54.9047 ]I 60inP-l-14 :61.73 84.8717 0.6469 2.9272 0.5854 4.5973 4.3225 0.00Diam P-I-15 68.6161588318 69.2974 0.849 t 3.5424 0.7085 60in!_".Diam 3.9553 3.5293 0.00 3 I-LNDSCP;3 I-......OFFS1TE P-l-16 91.616 79.322 [113.16 0.701 [3.0866 0.6173 60inDiam 6.2344 5.7633 0.00 1 I I IP-I-17 91.616 79.322 871.51 0.091 1.0191 0.2038 60in 27.6173 44.3859 0.00Diam HGL Analysis From Node To Node HG El (ft)App (fl)Bend (ft)Junct Loss (It)Adjusted HG El (It)Max El (It) 114.90 1-17 OUTFALL 021 115.2821 0.2534 0.0028 115.0315 117.1000 1-16 1-17 115.4775 0.1394 0.0008 I 115.3388 118.3000 1-15 1-16 115.5209 0.1214 0.1077 115.5072 117.9800 1-14 1-15 115.7945 0.1214 0.0034 115.6765 116.2100 1-13 1-14 115.9728 0.1214 0.0019 115.8533 118.4100 1-12 1-13 116.1511 0.1214 0.0013 116.0309 !19.1300 1-11 1-12 116.3181 0.1214 0.0007 116.1974 118.9700 1-10 1-11 116.4413 0.1214 0.0017 116.3216 119.6500 1-09 1-10 1-08 1-09 1-07 1-08 1-06 1-07 No approach losses 1-05 No approach losses 116.5386 0.2093 0.0117 ....116.3410 119.7500 116.8360 0.3570 0.0047 ......116.4837 119.9700 117.4832 0.1130 0.0012 ....117.3714 120.8300 117.5845 0.1130 0.0008 ......117.4724 120.9400 at node 1-04 because inverts and/or crowns are offset. 1-06 117.7409 0.5854 0.0237 at node 1-03 because inverts and/or crowns 1-04 1-05 1-03 1-04 1-02 1-03 1-01 1-02 119.2991 0.2070 119.3845 0.2070 119.8265 0.0496 119.9323 ...... are offset. 0.0035 0.0016 0.0005 117.1793 121.8000 119.0956 122.5000 119.179l 123.1300 119.7774 124.4700 119.9323 124.5300 Conduit Notes Reach HW Depth (ft)HW/D ratio Q (cfs)Dc (It)Dn (It) P-I-17 18.2466 3.6493 79.32 17.8600 2.5221 1.0191 Outlet Control P-l-16 8.4787 1.6957 79.32 8.0315 2.5221 3.0866 Outlet Control P-I-15 8.2295 1.6459 P-I-14-8.4056 1.6811 TW Depth (It)Comment 58.83 8.0488 2.1564 3.5424 Outlet Control 54.90 8.1172 2.0809 2.9272 Outlet Control P-I-13 7.6628 1.5326 54.90 7.3665 2.0809 2.7489 Outlet Control P-I-12 7.3989 1.4798 54.90 7.1033 2.0809 2.7489 Outlet Control P-I-I I 7.1316 1.4263 54.90 6.8409 2.0809 2.7489 Outlet Control P-I-10 6.8328 1.3666 54.90 6.5874 2.0809 2.7489 Outlet Control P-I-09 6.6442 1.3288 54.90 6.4216 2.0809 2.5562 Outlet Control P-I-08 6.5459 1.6365 46.13 6.0510 2.0348 >D Outlet Control P-I-07 6.6876 1.9107 46.13 5.6837 2.1293 2.3636 [Outlet Control m m m m n m m m n m m m m m m m n m m m m m m m m m m m m m m m m m m m u P-l-06 5.95 1.9682 19.07 5.6914 1.3996 >D Outlet Control P-I-05 6.0599 2.0200 19.07 5.7824 1.3996 1.7102 Outlet Control P-I-04 2.1391 P-I-03 1.15 P-I-02 1.55 P-I-01 1.0924 0.8556 17.92 1.4367 1.4341 1.4367 Outlet Control M1 Backwater 40.8418 17.92 101.8156 1.4341 1.4480 Outlet Control 40.9782 17.92 101.799i-.....-'i.4341 2.1478 [Outlet Control 41.6370 8.78 103.9374 0.9873 >D Outlet Control Licensed to:Engenious Systems,Inc. Appended on:Monday,August 19,2013 8:37:43 AM Layout Report:EX TRUNK 021 [Event [Precip(in) [2yr24hr[2-00 [lOyear I 2-90 25 year [3.40 100 year I 3.90 Reach Records Record ld:P-I-OI Section Shape: Uniform Flow Method: Routing Method: DnNode Material Ent Losses Circular Manning's Travel Time Shift 1-02 unspecified Coefficient:0.012 Contributing Hyd UpNode 1-01 Size 30 in Diam Groove End w/Headwall m m m n m m m m m m m m m m m m m m m m mm u m m mm m n m m m m m m m m m m Length 246.00 ft Slope 0.00% Up Invert 15.85 ft Dn Invert 15.84 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Exlnfll Rate 0.00 in/hr Record ld:P-I-02 Section Shape:Circular Uniform Flow Method:Manning's Coefficient:0.012 Routing Method:Travel Time Shift Contributing Hyd DnNode 1-03 UpNode 1-02 Material unspecified Size 30 in Diam Ent Losses Groove End w/Headwall nh 246,00 ft Slope 0.15% Up Invert 17.75 ft Dn Invert 17.38 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record ld:P-I-03 Section Shape: Uniform Flow Method: Circular Manning's Coefficient:0.012 Routing Method:Travel Time Shift Contributing Hyd DnNode 1-04 UpNode 1-03 Vlaterial unspecified Size 30 in Diam Ent Losses Groove End w/Headwall Length 25.00 ft Slope 0.40% Lip Invert 17.38 ft Dn Invert 17.28 ft I I I 1 1 1 I I 1 1 1 1 1 1 1 1 1 1 1 [ Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover o.0o ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record Id:P-I-04 Section Shape:Circular Uniform Flow Method:Manning's Coefficient:0.012 Routing Method:Travel Time Shift ContributingHyd DnNode I-0S UpNode 1-04 Closed Conduits,Corrugated Steel/Aluminum Circular or pipe arch,S x I Helical Corrugations,30 inMaterialSizeProtectiveTreatmentsSor6Diam Ent Losses Groove End w/Headwall .ength 212.00 ft Slope 0.41% Up Invert 117.16 ft Dn Invert 116.30 ft Conduit Constraints Min Vel Max Vel 0.00 ft/s 15.00 ft/s Min Slope Max Slope Min Cover 0.00%50.00%0.00 ft 0.00DropacrossMH0.00 ft Ex/Infil Rate in/hr Record ld:P-I-05 Section Shape:Circular Uniform Flow Method: Routing Method: Manning's Travel Time Shift DnNode 1-06 Material unspecified =oefficient:0.012 Contributing Hyd JpNode 1-05 ize 36 in Diam £nt Losses Groove End w/Headwall Length 205.00 ft lope 0.18% m m m m m m m m m m m m m I |I m m m m m |H H l ||H H H HI H |H |H |D Up Invert 112.05 ft Dn invert 111.69 ft Min Vel 0.00 ft/s Conduit Constraints Max Vel Min Slope Max Slope Min Cover 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record ld:P-I-06 ection Shape: Uniform Flow Method: Routing Method: DnNode Material EntLosses Length Up invert Circular Manning's Travel Time Shift 1-07 unspecified Coefficient:0.012 :ontributing Hyd UpNode 1-06 Size 36 in Diam Groove End w/Headwall 112.00 ft Slope 111.69 ft [)n invert 0.01% 111.68 ft I Conduit Constraints Min Vel Max Vel Min Slope 0.oo ft/s 15.00 ft/s 0.00% Max Slope 50.00% Min Cover 0.00 ft Drop across MH 0.00 ft Ex/Infll Rate 0.00 in/hr Record ld:P-I-07 ection Shape:Circular Uniform Flow Method:Manning's Coefficient:0.O12 Routing Method:Travel Time Shift Contributing I-h/d DnNode 1-08 UpNode 1-07 laterial unspecified Size 42 in Diam Ent Losses Groove End w/Headwall Length 323.00 ft Slope 0.28% Up Invert 111.70 ft Dn Invert 110.80 ft Conduit Constraints m m m m m m m m m m m m m m m m m m m |i i |H |||i g |||H g i Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 50.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infll Rate 0.00 in/hr Record ld:1)-1-08 Section Shape: -4. Uniform Flow Method: Routing Method: Circular Manning's Travel Time Shift Coeffident: Contributing I-h/d DnNode 1-09 UpNode 0.011 1-08 Material unspecified Size 48 in Diam Ent Losses Groove End w/Headwall Length 332.00 ft Slope 0.00% Up Invert 110.30 ft Dn Invert 110.29 ft Conduit Constrains Min Vel Max Vel Min Slope Max Slope Min Cover o.oorVs o.oo ft/s o.oo%l 5O.OO%[o.oo ft orooacrossMH I o Ix,,n°,, ate I O00,o/hr Record ld:P-I-09 Section Shape:Circular Uniform Flow Method:Manning's Coefficient:0.012 Routing Method:Travel Time Shift Contributing Hyd DnNode 1-10 UpNode 1-09 Material unspecified Size 60 in Diam Ent Losses Groove End w/Headwall Length 204.00 ft Slope 0.14% Up Invert 1i0.18 ft Dn Invert 109.90 ft Conduit Constraints Min Vel Max Vel Min Slope 0.00 ft/s 15.00 ft/s 0.00% Max Slope Min Cover 50.00%0.00 ft mm m m m m mm m m m n m n mm m m m m ml- i m ||i |||B g ||H |H g H D | i°'°'''°s'"i o.oo,l,n,,R.I o.oo,o,,. Record Id:P-I-IO Section Shape: Uniform Flow Method: Routing Method: Circular Manning's Travel Time Shift Coefficient:0.012 Contributing tlyd DnNode Material Ent Losses Length Up Invert 1-11 UpNode 1-10 unspecified Size 60 in Diam Groove End w/Headwall 265.00 ft Slope 0.11% 109.90 ft Dn Invert 109.61 ft Conduit Constraints I Min Vel 0.00 ft/s Max Vel Min Slope Max Slope 15.00 ft/s 0.00%50.00% Min Cover 0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record Id:P-I-I1 ection Shape:Circular Uniform Flow Method: Fouting Method: [nNode Manning's Coefficient:0.012 Travel Time Shift Contributing Hyd 1-12 UpNode 1-11 Material unspecified Size 60 in Diam Ent Losses Groove End w/Headwall Length 385.00 ft Slope 0.11% Up Invert 109.61 ft Dn Invert 109.19 ft Conduit Constraint., Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr m m m m m mm mm mm m m n m n m m m n m m ||H H ||m |||H |H H H || Record ld:P-I-12 Section Shape:Circular Uniform Flow Method:Manning's Coefficient:0.012 Routing Method:Travel Time Shift Contributing Hyd DnNode UpNode 1-121-13 Material unspecified Size 60 in Diam Ent Losses Groove End w/Headwall Length 398.00 ft Slope 0.11% Up Invert 109.19 ft Dn Invert 108.75 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record ld:P-I-13 Section Shape:Circular Uniform Flow Method:Manning's Coefficient: Routing Method:Travel Time Shift Contributing Hyd DnNode 1-14 JpNode Material Ent Losses Length unspecified Size Groove End w/Headwall 0.012 1-13 60 in Diam 400.00 ilope 0.11% Up Invert 108.75 ft Dn Invert 108.31 ft Conduit Constraints Min Vel Max Vel 0.00 ft/s 15.00 ft/s Min Slope Max Slope Min Cover 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record Id:P-I-14 Section Shape:Circular mm m mm m m mm m mm m mm m m m m m m m mL] m mm nun n m mu m m m m mw m m mm m m--1 Uniform Flow Method: Routing Method: DnNode Material Ent Losses Length Up Invert Manning's Coefficient: Travel Time Shi Contributing Hyd 1-15 UpNode unspecified Size Groove End w/Headwall 379.00 Slope 107.73 Do Invert 0.012 1-14 60 in Diam 0.09% 107.39 Conduit Constraints Min Vel Max Vel Min Slope 0.00 ft/s 15.00 ft/s 0.00% Max Slope Min Cover 50.00%0,00 Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record ld:P-I-15 ection Shape:Circular Llniform Flow Method:Manning's Coefficient:0.012 Routing Method: DnNode Material Ent Losses Length Up Invert Travel Time Shift 1-16 unspecified Contributing Hyd UpNode Size Groove End w/Headwan 31.00 ft Slope 107.31 ft Dn Invert 1-15 60 in Diam 0.06% 107,29 fi Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record ld:P-I-16 Section Shape:Circular Uniform Flow Method: Routing Method: Manning's Travel Time Shift oefficient: Contributing Hyd 0.012 I I In I l I I I I I l I I I IL[__ DnNode 1-17 UpNode 1-16 Material unspecified Size 60 in Diam Ent Losses Groove End w/Headwall Length 182.00 ft Slope 0.16% Up Invert 107.29 ft Dn Invert 107.00 ft Conduit Constraints Min Vel 'Max Vel "Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft :)rop across MH 0.00 ft -€lnfil Rate 0.00 in/hr Record ld:P-I-17 ection Shape: Uniform Flow Method: Routing Method: Circular Manning's Travel Time Shift DnNode OUTFALL 021 Coeffident: Eontributing Hyd 0.012 UpNode 1-17 Material unspecified Size 60 in Diam Ent Losses Groove End w/Headwall Length 105.00 ft Slope 9.49% Up Invert 107.00 ft Dn Invert 97.04 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Node Records Record Id:1-01 Descrip:Prototype Record Increment 0.10 ft Start El.113.30 ft Max El.124.53 ft Void Ratio 100.00 Condition Existing Structure Type CB-TYPE 1-48 m m mm n m m m m m m m mm m m m m mE Ent Ke Groove End w/Headwall (ke=O.20)=hannelization No Special Shape Catch 0.00 ft 3ottom Area 19.635 sf MH/CB Type Node Record ld:1-02 Descrip:Prototype Record Increment 0.10 ft Start El.[12.90 ft Max El.124.47 ft Void Ratio [00.00 Condition Ent Ke Existing Structure Type CB-TYPE 1-48 3roove End w/Headwall (ke=0.20)Channelization No Special Shape Catch 9.00 ft Bottom Area 19.635 sf MH/CB Type Node Record Id:1-03 Descrip:Prototype Record Increment O.10 ft Start El.113.50 ft Void Ratio I00.00 Max El.123.13 ft Condition Existing Structure Type CB-TYPE 1-48 Ent Ke Catch 3roove End w/Headwall (ke=0.20)Channelization No Special Shape :).O0 ft Bottom Area 12.5664 sf MH/C8 Type Node Record ld:1-04 Descrip:Prototype Record Increment Z).IO ft Start El.113.10 ft Max El.122.50 ft Void Ratio 100.00 Condition Existin8 Structure Type :B-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20)Channelization No Special Shape Catch [).00 ft Bottom Area 19.635 sf ,MH!CB Type Node S I mm m m=S mm s mm mm mm =n mull mm s n s sE__ nun m m m u m m m m m m nun m m m m m m Record ld:i-05 )escrip:Prototype Record Increment 0.10 ft itart El.109.80 ft Max El.121.80 ft oid Ratio 100.00 :ondition CB-TYPE 1-48ExistingStructureType Groove End w/Headwall (ke=0.20)'ChannelizationEntKe =arch D.O0 ft Bottom Area 19.635 sf IH/CB Type Node Record ld:1-06 Descrip:Prototype Record Increment :).10 ft Start El.110.00 ft !Max El.120.94 ft No Special Shape Void Ratio 100.00 Condition Existing tructure Type CB-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20)=hannelization No Special Shape Catch 0.00 ft Bottom Area [19.635 sf I MH/CB Type Node Record ld:1-07 Descrip:Prototype Record Increment 0.10 ft Start El.109.40 ft Void Ratio 1.00.00 Max El.120.83 ft Condition Existing Structure Type CB-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20)Channelization No Special Shape Catch :).00 ft Bottom Area 19.635 sf MH/CB Type Node Record ld:1-08 Descrip:Prototype Record Increment 0.10 ft Start El.108.80 ft Max El.119.97 ft Void Ratio 1100.00 [ I Condition Existing Structure Type CB-TYPE 1-48 Ent Ke .roove End w/Headwall (ke=O.20)Channelization No Special Shape Catch 0.00 ft Bottom Area 19.635 sf MH/CR Type Node Record ld:1-09 Descrip:Prototype Record Increment 0.10 ft Start El.[07.90 ft Max El.119.75 ft Void Ratio [00.00 Condition -xisting Structure Type CB-TYPE 1-48 Ent Ke 3roove End w/Headwall (ke=0.20)Channelization No Special Shape Catch 3.00 ft Bottom Area 19.635 sf MH/CB Type Node Record Id:I-I0 Descrip:rototype Record Increment 0.10 ft Start El.[09.00 ft Max El.119.65 ft Void Ratio 100.00 Condition -xisting Structure Type CB-TYPE 1-48 Ent Ke 3roove End w/Headwall (ke=0.20)Channelization No Special Shape Catch ).00 ft Bottom Area 19.635 sf MH/CB Type Node Record Id:I-II Descrip:rototype Record Start El.107.40 ft Void Ratio 100.00 Increment 0.10 ft Max El.118,97 ft Condition Existing Structure Type CB-TYPE 1-48 Ent Ke Sroove End w/Headwall (ke=0.20)Channelization No Special Shape m m mm m m m m m m m m m m m m mF-- Catch 0.00 ft Bottom Area 19.635 sf MH/CB Type Node Record ld:1-12 Descrip:Prototype Record Start El.106.80 ft Increment 3.10ft Max El.119.13 ft ,Void Ratio lO0.O0 =ondition Existing Structure Type =B-TYPE 1-48 Ent Ke ;roove End w/Headwall (ke=O.20)Channelization No Special Shape Zatch D.O0 ft Bottom Area 19.635 sf VIH/CB Type Node Record ld:1-13 Descrip:Prototype Record increment 0.10 ft 5tart El.106.30 ft IMax El.118.41 ft Void Ratio 100.00 Condition Existing Ent Ke Groove End w/Headwall (ke=0.20) Catch 0.00 ft !Structure Type CB-TYPE 1-48 iChannelization No Special Shape 3ottom Area 19.635 sf MH/CB Type Node Record ld:1-14 Descrip: Start El. Void Ratio Catch Prototype Record ncrement 0.10 ft 104.60 ft Max El.116.21 ft 100.00 Existing tructure Type CB-TYPE 1-48 Groove End w/Headwall (ke=0.20)Channelization No Special Shape 0.00 ft Bottom Area 19.635 sf [M_H/CB Type Node m m m m m .mm m mm m m I m m m m mL_ Record Id:1-15 :)escrip:Prototype Record .Increment 0.10 ft Start El.104.50 ft Max El.117.98 ft v'oid Ratio 100.00 :ondition Existing Structure Type CB-TYPE 1-48 Ent:Ke Groove End w/Headwall (ke=0.20)Channelization No Special Shape :atch D.O0 ft Bottom Area 19.635 sf MIH/CB Type Node Record |d:1-16 Descrip:Prototype Record Increment 0.10 ft Start El.105.10 ft Max El.118.30 ft Void Ratio 100.00 ..........Structure TypeConditionExisting :B-TYPE 1-48 Ent Ke Groove End w/HeadwaU (ke=0.20)Zhannelization 1o Special Shape Catch 000 l o omArea I19635s MH/CB Type Node Record Id:1-17 Descrip:Prototype Record Increment 0.10 ft Start El.96.90 ft Max El.117.10 ft Void Ratio 100.00 Condition Existing Structure Type CB-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20}Channelization No Special Shape Catch 0.00 ft Bottom Area 19.635 sf MH/CB Type Node Record ld:OUTFALL 021 Descrip:Prototype Record Increment 0.10 ft Start El.97.04 ft Max El.'117.00 m m mm m m m m m m mm m m n m m mFJ Void Ratio 100.00 ft Contributing Drainage Areas Record ld:31 Design Method SBUH Rainfall type TYPEIA.RAC Hyd Intv 10.00 rain Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DClA 23.00 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 rain DC TC 5.00 min DCI -CN Calc Description SubArea Sub cn Industrial 23.00 ac 98.00 DC Composited CN (AMC 2)98.00 Type Sheet DCI -TC Calc Description Length Slope 0.00 Pc 0.0% Coeff Misc Tr S.O 0.00 in Pervious TC 5.00 min 5.00 min Record ld:31-LNDSCP Design Method ,SBUH Rainfall type TYPEIA.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.074 ac DCIA 0.00 ac Pervious CN 80.00 DC CN 0.00 Pervious TC 25.3349 rain )C TC 5.00 rain Pervious CN Calc m |n I mn nun un mm in |ml mm um m nunL- II HI |a H ||HI |||[] Description SubArea Open spaces,lawns,parks (50-75%grass) Pervious Composited CN (AMC 2) 0.074 ac Sub cn 80.00 80.00 Type Description Sheet ,something ....i Shallow ,shallow Shallow something Shallow hallow Length 350.00 ft 235.O0 ft 23.00 ft 43.50 ft Pervious TC Calc Slope 1.25% 0.9% Coeff 0.05 0.06 3.0%0.04 3.5%0.035 Misc 2.50 in 1"[ 15.1337 min 7.7166 min 0.2758 min 0.4225 min 23.5486 minPerviousTC DCI -TC talc Type Sheet Description Length Slope Coeff Misc 0.00 ft 0.0%5.0 0.00 in n 5.00 min Pervious TC 5.00 min Record ld:31-OFFSITE Design Method Hyd Intv Storm Duration Pervious Area Pervious CN Pervious TC SBUH Rainfall type TYPEIA.RAC 10.00 rain Peaking Factor 484.00 24.00 hrs ,bstraction Coeff 0.20 0.00 ac 0.00 0.00 min 9CIA 6.812 ac DC CN 85.00 DC TC 5.00 rain DCl -CN Calc Description SubArea Sub cn Industrial 6.812 ac 85.00 DC Composited CN (AMC 2)85.00 DCI -TC Calc Type Sheet Description Length Slope Coeff 0.00 ft 0.0%5.0 Misc l-r 0.00 in 5.00 rain Pervious TC 5.00 rain r Record ld:32 Design Method SBUH Rainfall type TYPEIA.RAC Plyd Intv 10.00 min Peaking Factor 484.00 ;torm Duration 24.00 hrs IMstraction Coeff 0.20 Pervious Area 0.00 ac )CIA 9.844 ac Pelous CN 0.00 DC CN 98.00 Penlious TC 0.00 rain DC TC S.00 rain DCI -CN Calc Description SubArea Sub cn Industrial 9.844 ac 98.00 DC Composited CN (AMC 2)98.00 DCI -]'C Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0%5.0 0.00 in 5.00 rain Pervious TC 5.00 min Record ld:34 Design Method SBUH Rainfall type TYPEIA.RAC lyd Intv 10.00 rain Peaking Factor 484.00 torm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 30.383 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 rain DC TC 5.00 rain DCI -CN Calc Description SubArea Industrial 30.383 ac DC Composited CN (AMC 2) Sub cn 98.00 98.00 DCl -TC Calc m aml m m ml m n m m ml n n | m iml m B i m m iml u m nE Type Description Length Slope Coeff Misc "IT Sheet 0.00 ft 0.0%5.0 0.00 in 5.00 rain Pervious TC 5.00 rain Record ld:37 Design Method SBUH Hyd Int'v I 10.00 min Storm Duration 24.00 hrs Pervious Area 0.00 ac Pervious CN 0.00 Rainfall type TYPEIA.RAC Peaking Factor 484.00 Abstraction Coeff 0.20 DCIA 10.17 ac DC CN 98.00 Pervious TC 0.00 rain DC TC 5.00 rain DCl -CN Calc Description SubArea Sub cn Industrial 10.17 ac 98.00 DC Composited CN (AMC 2)98.00 Type heet DCI -TC Calc Description Length Slope Coeff Misc 0.00 ft 0.0%5.0 0.00 in Pervious TC "Fr 5.00 min 5.00 min Record ld:38 Design Method SBUH lyd Intv 10.00 rain Storm Duration 24.00 hrs Pervious Area Pervious CN Pervious TC Rainfall type TYPEIA.RAC Peaking Factor 484.00 S,bstraction Coeff 0.20 0.00 ac DCIA 9.85 ac 0.00 0C CN 98.00 0.00 min DC TC 5.00 min DCl -CN Calc Description SubArea Sub cn Industrial 9.85 ac 98.00 DC Composited CN (AMC 2)98.00 DCI -TC Calc Description Length Slope Coeff Misc 0.00 ft 0.0%5.0 0.00 in Pervious TC TT 5.00 rain 5.00 rain Record ld:38-4)FFSITE Design Method SBUH Rainfall type TYPEIA.RAC Peaking Factor 484.00HydIntv10.00 min Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.20 ac DCIA 0.00 ac 80.00 DC CN 0.00PerviousCN Pervious TC 5.00 rain DC TC 0.00 min Pervious CN Calc Description SubArea Open spaces,lawns,parks (50-75%grass)0.20 ac Sub cn 80.00 Pervious Composited CN (AMC 2)80.00 Pervious TC Calc Type Description Length Slope Coeff Misc TI" Sheet 0.00 ft 0.0%5.0 0.00 in 5.00 min Pervious TC 5.00 rain Record ld:OFFSITE-6TH AVE Design Method 5BUH Rainfall type TYPEIA.RAC Hyd Intv Storm Duration 10.00 min 24.00 hrs Pervious Area 0.00 ac Pervious CN Pervious TC 0.00 0,00 min Peaking Factor 484.00 IAbstraction Coeff 0.20 [)CIA 1.283 ac DC CN 98.00 DC TC 5.00 rain 1 i i ill i I LI imm IllEL_ EL n m m m ml m m m,m |m |L DCI -CN Calc Description Industrial SubArea Sub cn 1.283 ac 98.00 DC Composited CN (AMC 2)98.00 DCl -TC Calc ype Shee!.... Description Length Slope Coeff Misc "IF 0.00 ft 0.0%5.0 0.00 in 5.00 min ........_ Pervious TC 5.00 min Licensed to:Engenious Systems,Inc. m m m m m mm m m m m m mm n mm m mm m m 0 I"I"I oF-'-. OCII) Z muO30r) Zm Zm m mm m m m ml m Im m m m mm tmm m mm Appended on:Monday,August 19,2013 8:31:49 AM ROUTEHYD []THRU [021 NORTH TRUNK]USING [25 year]AND [TYPE1A.RAC]NOTZERO RELATIVE SCS/SBUH Gravity Analysis using 24 hr duration storm i !nVel ln,.Vu,IReachAreaFlowFullQFullnDepthDepthSize CBasin /Hyd ID (ac)(cfs)(cfs)ratio (ft)ratio (fffs)(ft/s)(cf) 7.6176 1.9926 na 1.5519 0.4059P-I-01 9.85 •P-l-02 20.22 P-I-03 20.22 P-I-04 20.22 P-l-05 21.503 P-l-06 21.503 P-I-07 51.886 P-l-08 51.886 P-I-09 62.166 P-I-10 62.166 3.8231 i 30 in Diam 0.00 38 37;38--OFFSITE15.5506 17.279 0.90 ]1.856 0.7424 30 in 3.9794 3.5201 I 0.00 •Diam 15.5506 28.179 0.5519 :1.3272 0.5309 Diam30in 5.8742 5.7406 0.00 i 30 in 5.9058 5.7813 0.0015.5506 28.379 0.548 1.3215 0.5286 Diam 16.5428 30.7384 0[53 1.5679 0.5226 36 in 4.4257 4.3486 0.00 OFFS1TE-6TH AV[82 Diam [36 in 2.3403 0.967 0.0016.5428 6.835 2.4203 --na Diam 40.0399 57.6846 0.6941:2.1465 I °6133 Diam42in 6.4722 5.9956 0.00 34 !48 in 3.1863 0.7419 0.0040.0399 9.3232 4.2947 ----na Diam 47.9901 105.85 0.4534 2.3618 0.4724 Diam60in 5.258 5.3911 0.00 t2 47.9901 93.8292 0.5115 :2.5348 0.507 Diam60in 4.8032 4.7787 0.00 P-I-I I P-l-12 P-I-13 P-I-14 P-I-15 62.166 62.166 62.166 62.166 69.052 47.9901 47.9901 47.9901 47.9901 51.1229 93.8292 93.8292 93.8292 84.8717 69.2974 0.5115 2.5348 0.5115 2.5348 0.5115 2.5348 0.5654 2.6916 0.7377 3.1974 0.507 0.507 0.507 0.5383 0.6395 60 in Diam 60 in Diam 60 in Diam 60 in Diam 60 in Diam 60 in Diam 4.8032 4.8032 4.8032 4.4541 3.8558 I 4.7787 4.7787 I 4.7787 4.3225 3.5293 0.00 0.00 0.00 0.00 0.00 I-LNDSCP;3 I- OFFSITE P-l-16 92.052 68.9102 113.16 0.609 2.8182 0.5636 6.0426 5.7633 0.00 31 60inP-I-17 92.052 68.9102 871.51 0.0791 0.949 0.1898 26.5704:44.3859 0.00Diam HGL Analysis 1-17 OUTFALL 021 115.1873 0.1913 0.0016 ......114.9977 1-16 1-17 115.3339 0.1053 0.0004 ....115.2290 1-15 1-16 115.3669 0.0928 0.0812 115.3553 1-14 1-15 115.5746 0.0928 0.0025 115.4844 From Node To Node HG El(h)App(fl)Bend (fl)JunctLoss()Adjusted tlGEl(fl)Max EI() I14.90 117.1000 118.3000 117.9800 ......116.2100 1-13 1-14 115.7108 0.0928 0.0014 ....115.6194 118.4100 1-12 1-13 115.8474 0.0928 0.0009 115.7555 119.1300 1-11 1-12 115.9740 0.0928 0.0005 ......115.8818 118.9700 1-10 1-11 116.0678 0.0928 0.0011 ---115.9762 119.6500 mm u m m m m n F m m mm u m ml lira m In 1-09 1-10 1-08 1-09 1-07 1-08 1-06 1-07 116.1406 0.t576 0.0034 115.9863 119.7500 116.3592 0.2689 0.0038 116.0941 119.9700 116.8504 0.0850 00059 ---116.7712 120.8300 116.9317 0.0850 .I 0:0004 116.8471 120.9400 1 116.5082 121.8000 No approach losses node 1-04 becauseinvertsand/orcrownsare offset. 1-05 G06 I 117.0470 0.5416 I 0.0028 1 No approach losses-m node 1-03 becauseinves and/orcrownsareoffset. 1-04 1-05 119.0962 0.0518 119.1480 122.5000 1-03 b04 119.3654 0.1558 0.0551 119.2647 123.1300 1-02 b03 119.7513 0.0374 0.0002 119.7141 124.4700 1-01 1-02 119.8310 119.8310 124.5300 Conduit Notes I Reach I Depth (ft)I HW/D ratio I Q (cfs)[TW Depth (It)I Dc (ft)[Dn (ft)I Comment IP-1-17 I 18.1518 I 3.6304 I 68.91 [17.8600 [2.3422 [0.9490 [Outlet Control [P-I-16 I 8.3351 J 1.6670 I 68.91 t 7.9977 [2.342212.8182 IOutletControl [P-I-15 [8.0755 I 1.6151 [51.12 [7.9390 [2.0055 [3.1974 [Outlet Control IP-l-14l 8.1857 [1.6371 [47.99 [7.9653 [1.9399 [2.6916 IOutlet Control [P-I-13 [7.4008 I 1.4802 147.99 [7.1744 IP-I-12 [7.0952 I [1.9399 [2.5348 [Outlet Control 1.4190 I 47.99 [6.8694 [1.9399 [2.5348 IOutletControl [P-I-I1 [6.7875 I 1.3575 ']47.99 I 6.5655 [1.9399 [2.5348 [Outlet Control IP+!0 I 6.4593 1 1.2919 i[47.99 ,[6.27!8 [P-l-09-[6.2462 11.9399 12.5348 IOutlet Control 1.2492 I 47.99 [6.0762 [I.939912.3618 [OutletContro! [P-I-08 [6.0692 I 1.5173 I 40:04 I 5.6963 [1.8886[>D [Outlet Control [P-I-07[6.0503 [1.7287 [40.04 [5.2941 [1.969112.1465 ibutletControl [P-I-06 5.2517 1.7506 16.54 5.0912 1.2995 >D Outlet Control [P-I-05 [P-I-04 [P-I-03 [P-I-02 5.3660 1.7887 16.54 5.1571 1.2995 1.5679 Outlet Control 1.9362 0.7745 15.55 1.3313 1.3313 1.3215 SuperCrit flow,Inlet end controls 102.0854 40.8342 15.55 101.8680 1.3313 1.3272 Outlet Control 102.3713 40.9485 15.55 101.8847 1.3313 1.8560 Outlet Control J P-l-01 103.9859 41.5944 J 7.62 103.8691 0.9171 >D Outlet Control Licensed to:Engenious Systems,Inc. n m m m m mm m m n m m m m m n m m m n m m m n m m m n m m n m m n m m m m m Appended on:Monday,August 19,2013 8:30:54 AM ROUTEHYD []THRU [021 NORTH TRUNK]USING [100 year]AND [TYPEIA.RACI NOTZERO RELATIVE SCS/SBUH Gravity Analysis using 24 hr duration storm Reach Area Full Q i Full nDepth Depth nVel fVel lnffi Vol [CBasin /Hyd lid (ac)(cfs)ratio (ft)ratio Size (ft/s)(ft/s).(cf) i[30in 1.7877 0.4059 0.00 [38P-l-01 9.85 1.9926 4.400 --na Diam P-I-02 I 20.22 17.279 1.0373 2.144 0.8576 30in 4.0005 3.5201 0.00 I37;38-OFFSITE P-I-03 20.22 P-I-04 20.22 P-l-05 21.503 P-I-06 21.503 P-I-07 [51.886 P-I-08 [51.886 I P-I-09 I 62.166 P-|-IO 62.166 Flow (e) 8.7752 17.9243 17.9243 17.9243 19.0673 30.7384 19.0673 6.835 146.1348 57.6846 46.1348 I 9.3232 55.2931 t105.85 55.2931 93.8292 28.179 0.6361 28.379 0.6316 0.6203 2.7896 10-7998 419484 0.5224 0.5893 Diam 30 in1.448 0.5792 6.0818 5.7406 0.00Diam 30 in1.4415 0.5766 6.115 5.7813 0.00Diam r 1.7102 0.5701 36 in 4.5803 4.3486 0.00 IOFFSITE-6TH AVEDiam! 36 in 2.6975 0.967 0.00 [---na Diam I I [42in 6"6596 5"9956 ]0"00 342.368 0.6766 Diam na 0.7419 0.0048in Diam 3.6713 2.5668 0.5134 Diam 5.4469 5.3911 0.00 32 2.7611 0.5522 I Diam60in 4.9722 4.7787 0.00 P-I-I 1 P-l-12 P-I-13 P-I-14 I)-I-15 P-l-16 P-I-17 62.166 62.166 62.166 62.166 69.052 92.052 92.052 55.2931 55.2931 55.2931 55.2931 59.2202 79.7104 79.7104 93.8292 93.8292 93.8292 84.8717 69.2974 113.16 871.51 0.5893 0.5893 0.5893 0.6515 0.8546 0.7044 0.0915 2.7611 2.7611 2.761 I 2.9404 3.5608 3.0967 1.0216 0.5522 0.5522 0.5522 0.5881 0.7122 0.6193 0.2043 60 in Diam 60 in Diam 60 in Diam 60 in Diam 60 in Diam 60 in Diam 60 in Diam 4.9722 4.9722 4.9722 4.6047 3.9592 6.2409 27.6563 4.7787 4.7787 4.7787 4.3225 3.5293 5.7633 44.3859 0.00 0.00 0.00 0.00 0.00 3 I-LNDSCP;31-OFFSITE 0.00 31 HGL Analysis From Node To Node HG El (ft)App (It)Bcnd (It)Junct Loss fit)Adjusted HG El (It)Max El (ft) 114.90 1-17 OUTFALL 021 115.2859 0.2559 0.0022 ....115.0322 117.1000 1-16 1-17 115.4826 0.1413 0.0005 115.3418 118.3000 1-15 !216 115.5263 I 0.1231 1-14 i-15 115.8024 0.1231 1-13 1-14 115.9831 .I 0"!231 1-12 I 12!3 116.1638 0.1231 1-11 1-12 116.3331 0.1231 1-10 1-11 116.4581 0.1231 0.1078 0.0034 0.0018 0.0011 0.0007 115.5110 I 15.6826 115.8618 116.0418 116.2106 0.0015 ......I 116.3364 I 17.9800 116.2100 118.4100 119.1300 118.9700 119.6500 m m m m m m m m m m m m m m m m m m m i H m H m |m n i |i g |B m | 1-09 1-10 116.5565 0.2093 0.0045 116.3517 119.7500 1-08 1-09 116.8467 0.3570 0.0051 1-07 1-08 117.4988 0.1130 0.0078 116.4948 119.9700 117.3936 120.8300 i-06 1-07 117.6068 0.1130 0.0005 117.4943 120.9400 No approach losses at node 1-04 because inverts and/or crowns are offset. i-05 1-06 117.7629 0.5806 0.0030 117.1853 121.8000 No approach losses at node 1-03 because inverts and/or crowns are offset. i-04 1-05 119.2982 0.2070 0.0688 119.1600 122.5000 119.3151 123.1300 119.9122 124.4700 120.0672 124.5300 1-03 I 1-04 119.4489 0.2070 0.0732 1-02 1-03 119.9616 0.0496 0.0003 1-01 1-02 I 120.0672 ConduitNot Reach HW Depth (fl)HW/D ratio P-l-17 18.2504 3.6501 P-I-16 8.4838 1.6968 P-l-15 8.2349 1.6470 P-I-14 8.4135 t.6827 P-I-13 ([-7.673]--1.5346 Q (cfs)TW Depth (It)Dc (ft)Dn (ft) 79.71 17.8600 2.5286 1.0216 79.71 8.0322 2.5286 3.0967 59.22 8.0518 2.1638 3.5608 55.29 8.1210 2.0887 2.9404 55.29 7.3726 2.0887 2.7611 Comment Outlet Control Outlet Control Outlet Control Outlet Control Outlet Control P-i-12 7.4116 1.4823 55.29 7.1118 2.0887 2.7611 Outlet Control P-I-I 1 7.1466 1.4293 55.29 6.8518 2.0887 2.7611 Outlet Control P-i-10 6.8496 1.3699 55.29 6.6006 2.0887 2.7611 3utlet Control P-I-09 6.6621 1.3324 55.29 6.4364 2.0887 2.5668 9utlet Control P-I-08 6.5567 1.6392 46.13 6.0617 2.0348 >D )utlet Control P-I-07 6.6987 1.9139 46.13 5.6948 2.1293 2.3680 Dutlet Control P-l-06 5.9268 1.9756 19.07 5.7136 1.3996 >D Outlet Control P-I-05 6.0819 2.0273 19.07 5.8043 1.3996 1.7102 [Outlet Control P-l-04 2.1382 0.8553 17.92 1.4415 1.4341 1.4415 Outlet Control MI Backwater P-I-03 102.1689 40.8676 17.92 101.8800 1.4341 1.4480 Outlet Control P-I-02 102.5816 41.0326 17.92 101.9351 1.4341 2.1440 DutletControl 104.2221 41.6889 8.78 1-104.0672 0.9873 >D Outlet ControlP-l-01 Licensed to:Engenious Systems,Inc. m m m m m m m m m m m m m m m m m m m m m u m m m m m m m m m m m m m m mm Appended on:Monday,August 19,2013 8:32:29 AM Layout Report:021 NORTH TRUNK Event Precip (in) 6 MO 24 HR 1.20 2 yr 24 hr 2.00 10 year 2.90 25 year 3.40 100 year 3.90 Reach Records Record ld:P-I-01 Section Shape:Circular LJniform Flow Method:Manning's Coefficient:0.012 Flouting Method:Travel Time Shift Contributing Hyd 9nNode 1-02 UpNode i-01 Material unspecified Size 30 in Diam Ent Losses Length Lip Invert Groove End w/Headwall 246.00 ft Slope 15.85 ft Dn Invert 0.00% 15.845 ft Conduit Constraints Min Vel Max Vel Min Slope 0.00 ft/s 15.00 ft/s 0.00% Max Slope Min Cover 50.00%0.00 ft Drop across MH 0.00 Ex/Infil Rate O.00in/hr Record ld:P-I-02 Section Shape:Circular Uniform Flow Method: Routing Method: Manning's Travellime Shi roefficient:0.012 Contributing Hyd DnNode 1-03 UpNode 602 Material unspecified Size 30 in Diam Ent Losses Groove End w/Headwall m m m m m m m n m n m m m n m m m n[ m n m m m m m m m m u m m m m m m m m iLength 246.00 ft Slope 0.15% iUp Invert 17.75 ft Dn Invert 17.38 ft Conduit Constraints Min Vel Max Vel 0.00 ft/s 15.00 ft/s Ii Min Slope Max Slope 0.00%50.00% Min Cover 0.00 Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record ld:P-I-03 Section Shape:Circular Llniform Flow Method: Ftouting Method: Manning's Travelme Shift DnNode 1-04 Material unspecified :oeffident:0.012 Contributing Hyd JpNode 1-03 Size 30 in Diam Ent Losses Groove End w/Headwall Length 25.00 ft Slope 0.40% Up Invert 17.38 ft Dn Invert 17.28 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record ld:P-I-04 Section Shape: Uniform Flow Method: Routing Method: DnNode Material Circular Manning's Travel Time Shift 1-05 Closed Conduits,Corrugated Steel/Aluminum Circular or pipe arch,5 x 1 Helical Corrugations, Protective Treatments 5 or 6 £nt Losses Groove End w/Headwall Coefficient: Contributing Hyd UpNode Size 0.012 1-04 30 in Diam m m m u m l n i n l i |I ||i |I | LenOh f 21200 I,ope Up Invert 117.16 ft Dn Invert 0.41% 116.30 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft 0.00DropacrossMH0.00 ft Ex/Infil Rate in/hr Record Id:P-I-05 Section Shape:[ Uniform Flow Method: Routing Method: DnNode Vlaterial Circular Manning's Coefficient:0.012 Travel Time Shift Contributing Hyd 1-06 UpNode unspecified .Size 1-05 36 in Diam Ent Losses Groove End w/Headwall Length 205.00 ft Slope 0.18% Up Invert 112.05 ft Dn Invert 111.69 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record ld:P-I-06 Section Shape:Circular Uniform Flow Method:Manning's Coefficient:0.012 Routing Method:Travel Time Shift Contributing Hyd DnNode 1-07 UpNode 1-06 Material unspecified ize 36 in Diam EntLosses Groove End w/Headwall Length 112.00 ft lope 0.01% Up Invert 111.69 ft Dn Invert 111.68 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record Id:P-l-07 Section Shape:Circular Uniform Flow Method:Manning's Coefficient:0.012 j ! Routing Method:Travel Time Shift Contributing Hyd DnNode 1-08 UpNode 1-07 i Material unspecified Size 42 in Diam Ent Losses Groove End w/Headwall Length 323.00 ft Slope 0.28% Up Invert 111.70 ft Dn Invert 110.80 ft Conduit Constraints i Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s SO.O0 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infll Rate 0.00 in/hr Record ld:P-I-08 ;ection Shape: Llniform Flow Method: Routing Method: OnNode Vlaterial Circular Manning's Travel Time Shift 1-09 unspecified Coefficient:0.011 Contributing Hyd UpNode 1-08 Size 48 in Diam Ent Losses Groove End w/Headwall Length 332.00 ft Slope 0.00% Up Invert 110.30 ft Dn Invert 110.29 ft Conduit Constraints I l 1 I l I I 1 l I I l 1 I l 1 I 1 I I l i I lm I IBm I i Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 0.00 ft/s 0.00%50.00%0.00 ft )rop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record Id:P-I-09 ;ection Shape:Circular LJniform Flow Method:Manning's outing Method:Travel Time Shift DnNode 1-10 rVlaterial unspecified Ent Losses =oefficient: ontributing Hyd LJpNode ize Groove End w/Headwall 0.012 1-09 60 in Diam length 204.00 ft lope 0.14% Up Invert "110.18 ft Dn Invert 109.90 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record ld:P-I-IO Section Shape:Circular Uniform Flow Method: Routing Method: Manning's Coefficient: Travel Time Shift Contributing Hyd DnNode 1-11 UpNode Material unspecified Size 0.012 1-10 60 in Diam EntLosses Groove End w/Headwall Length 265.00 ft Slope 0.11% Up Invert 109.90 ft Dn invert 109.61 ft Min Vel 0.00 ft/s Conduit Constraints Max Vel Min Slope Max Slope Min Cover 15.00 ft/s 0.00%50.00%0.00 ft 1 I I I 1 1 1 1 1 1 1 1 I 1 I I I I 1 Drop across MH 1 0.00 ft IEx/Infil Rate I 0.00in/hr Record ld:P-I-I 1 Section Shape:Circular Uniform Flow Method:Manning's Coefficient:0.012 Routing Method:Travel Time Shift Contributing Hyd DnNode 1-12 UpNode 1-11 Up Invert 109.61 ft Dn Invert 109.19 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft "x/Infil Rate 0.00 in/hr Length 385.00 ft Slope 0.11% Material unspecified Size 60 in Diam Ent Losses Groove End w/Headwall Record hh P-I-12 Section Shape:Circular Uniform Flow Method:Manning's Coefficient:0.012 Routing Method:Travel Time Shift Contributing Hyd DnNode 1-13 UpNode 1-12 Material unspecified Size 60 in Diam Ent Losses Groove End w/Headwall Length 398.00 ft Slope 0.11% Up Invert 109.19 ft Dn Invert 108.75 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s I 15.00 ft/s '0.00%50.00%0.00 ft Drop across MH 0.00 ft ,:Ex/Infil Rate 0.00 in/hr I II l l l t l el l I I l I I ill lEZ Record ld:P-I-I3 ;ection Shape: Uniform Flow Method: Routing Method: DnNode Material Circular Manning's Travel Time Shift 1-14 unspecified Coefficient:0.012 Contributing Hyd UpNode 1-13 Size 60 in Diam EntLosses Length Groove End w/Headwall 400.00 ft Slope 0.11% Up Invert 108.75 ft Dn Invert 108.31 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover o,oo ft/s 15.00 /s 0.00%50.00%0.00 ft rop across MH 0.00 ft Ex/Infil Rate 0.00in/hr Record ld:P-I-14 Section Shape: Uniform Flow Method: g Method: :)nNode :Material I Circular [Manning's Travel Time Shift Coefficient: Contributing Hyd 0.012 1-15 UpNode 1-14 unspecified Size 60 in Diam Ent Losses -Groove End w/Headwall Length [379.00 ft iSIope [0.09% nv I o Ion nvO I 0,, Conduit Constraints M,nVe l MaxVe.[M,nS.ope I MaxS.ooe f MinCover000,I oO,s [000 I 000 I 000OropacrossM.[000 fEx,n.,.Rato f O00io,hr Record Id:P-I-15 1Section Shape:I Circular m m m m m m m m m m m m m m m m I n Uniform Flow Method:Manning's Coefficient: Routing Method:Travel Time Shift Contributing Hyd DnNode 1-16 UpNode Material unspecified Size 0.012 1-15 60 in Diam Ent Losses Length Up Invert Groove End w/Headwall 31.00 ft Slope 0.06% 107.31 ft Dn Invert 107.29 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover i 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft )rop across MH 0.00 ft :.x/Infil Rate 0.00 in/hr Record ld:P-I-I6 ection Shape:Circular t Uniform Flow Method:Manning's r'oefficient:0.012 Routing Method:Travel Time Shift Contributing Hyd DnNode 1-17 UpNode 1-16 Material unspecified Size 60 in Diam Ent Losses Groove End w/Headwall Length 182.00 ft Slope 0.16% Up Invert 107.29 ft Dn Invert 107.00 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record ld:P-I-17 Section Shape:Circular Uniform Flow Method:Manning's Coefficient:0.012 Routing Method:Travel Time Shift Contributing Hyd ||||I1 |||I Ill ||i all I ||E__ I m Bill m l 1 m NB m B BIB nE___ DnNode OUTFALL 021 UpNode 1-17 Material unspecified ;ize 60 in Diam Ent Losses Groove End w/Headwall Length 105.00 ft ;lope 9.49% Uplnve 107.00 ft Dn Invert 97.04 ft I Conduit Constraints I Min Ve!Max Vel Min Slope Max Slope Min Cover O-O0--s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Elnfil Rate 0.00 in/hr Node Records Record ld:l-Ol Descrip: ;tart El. Prototype Record 113.30 ft Increment D.10 ft Void Ratio 100.00 Max El.124.53 ft [Condition IExisting ]Structure Type ICB-TYPE 1-48 Icatch Lootto Area II003ssfIMH/CB Type Node Record id:1-02 Descrip:Prototype Record ncrement 0.10 ft ;tart El.112.90 ft Max El.124.47 ft #oid Ratio 100.00 :ondition Existing Ent Ke Groove End w/Headwall (ke=0.20) Eatch 0.00 IMH/CB Type Node tructure Type CB-TYPE 1-48 :hannelization No Special Shape Bottom Area 19.635 sf Record ld:1-03 i I I l l i i I I I i i I I i 1 l I l H H |H H H I ||H |g |H ||E_.E Descrip: ,tart El. Void Ratio Condition Ent Ke Catch Prototype Record 113.50 ft 100.00 Existing Groove End w/Headwall (ke=0.20 0.00 ft Increment Max El. ;tructure Type Channelization Bottom Area 0.10 ft 123.13 ft CB-TYPE 1-48 No Special Shape 12.5664 MH/CB Type Node Record ld:1-04 Descrip:Prototype Record Start El.L13.10 ft Void Ratio 100.00 Condition Existing Ent Ke Sroove End w/Headwall (ke=0.20) increment Max El. Structure Type Channelization 0.10 ft 122.50 CB-TYPE 1-48 No Special Shape Catch O.O0 It Bottom Area 19.635 sf MH/CB Type Node Record Id:1-05 Descrip:Prototype Record Increment ).10 ff Start El.109.80 ft Max El.121.80 ft Void Ratio 100.00 Condition Existing Structure Type :B-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20)Channelization No Special Shape Catch O.O0 ft Bottom Area 19.635 sf MH/CB Type Node Record ld:1-06 Descrip:Prototype Record Increment D.IO ft Start El.110.00 ft Vlax El.I20.94 ft Void Ratio i00.00 l ||l ||||||l |I !l7-- [Condition[Existing ;Siructure Type CB-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20)Channelization N Special Shape Catch IO.O0 ft Bottom Area 19.635 sf MH/CB Type Node Record ld:1-07 Descrip:Prototype Record 5tart El.109.40 ft Void Ratio 100.00 Condition Existing Ent Ke Groove End w/Headwall (ke=0.20) Catch 0.00 Ft ncrement 3.10 ft Mlax El.120.83 ft Structure Type CB-TYPE 148 hannelization No Special Shape Bottom Area 19.635 sf MH/CB Type Node Record ld:1-08 Descrip:Prototype Record Increment 0.lOft Start El.108.80 ft Max El.119.97 ft Void Ratio 100.00 Condition Existing Structure Type Ent Ke 3roove End w/Headwall (ke=0.20)Channelization CB-TYPE 1-48 No Special Shape Catch :).00 ft Bottom Area 19.635 sf MH/CB Type Node Record ld:1-09 Prototype Record Increment ].10 ft)escrip: Start EI. #oid Ratio :onditionl nt Ke :atch 107.90 ft Max El.[19.75 ft 100.00 Existing Structure Type CB-TYPE 1-48 Groove End w/Headwall (ke=0.20)Channelization No Special Shape 0.00 ft Bottom Area 19.635 sf Ill ||II ||||ll l II ||I || n n m m i,u nIC- MH/CB Type Node Record Id:l-lO Descrip:Prototype Record Increment 3.10 ft Start El.[09.00 It Max El.[19.65 ft Void Ratio [00.00 Condition -'_xisting Structure Type =B-TYPE 1-48 Ent Ke :Groove End w/Headwall (ke=0.20)Channelization No Specia!Shape' Catch ).00 ft Bottom Area 19.635 sf MH/CB Type Node Record Id:I-II Descrip:Prototype Record Increment 3.10 ft .:,tart El.107.40 ft Max El.118.97 ft Void Ratio 100.00 Condition Existing Structure Type CB-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20)Channelization No Special Shape O.O0 ft Bottom Area 19.635 sfCatch MH/CB Type Node Record Id:1-12 )escrip:Prototype Record Increment 0.10ff Z,tart El.106.80 ft Max El.119.13 ft Void Ratio 100.00 :ondition 'Existing Structure Type CB-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20)Channelization No Special Shape :atch O.00 ft 3ottom Area 19.635 sf MH/CB Type Node Record ld:1-13 |l H l |m ||HI l |D l i l n I I I I I U I U I I NE__ Descrip:Prototype Record Increment 0.10 ft Star El.[06.30 ft Max El.118.41 ft Void Ratio 100.00 Condition =xisting Structure Type CB-TYPE 1-48 Ent Ke 3roove End w/Headwall (ke=0.20)Channelization No Special Shape Catch ).00 ft Bottom Area 19.635 sf MH/CB Type Node Record Id:1-14 Descrip: Start EI. Void Ratio Condition Ent Ke Prototype Record Increment ).10 ft 104.60 ft Max El.[16.21 ft 100.00 Existing Structure Type =B-TYPE 1-48 Groove End w/Headwall (ke=0.20)Channelization No Special Shape Catch LOOft Bottom Area I19.635 sf MH/CB Type Node Record ld:1-15 Descrip:Prototype Record Increment 0.10 ft Start El.104.50 ft Max El.11738 ft /oid Ratio 100.00 :ondition Existing Structure Type CB-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20) :atch 0.00 ft :hannelization No Special Shape Bottom Area 19.635 sf MH/CB Type Node Record ld:1-16 Descrip:Prototype Record Increment :).10 ft Start El.105.10 ft Max El.118.30 ft Void Ratio 100.00 m m m m i m m m m m m m I mmL_L-] Condition Existing Structure Type CB-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20)Channelization No Special Shape .... =atch :.00 ft I Bottom Area [9.635 sf :MH'/cB Type Node ' Record Id:1-17 Descrip:Prototype Record ":Increment D.10 ft Start El.96.90 ft Max El.117.10 ft Void Ratio 100.00 Condition Existing Structure Type CB-TYPE 1-48 Ent Ke Catch 3roove End w/Headwall (ke=0.20).!Channelization No Special Shape :).00 ft Bottom Area 19o635 sf MH/CB Type Node Record ld:OUTFALL 021 Descrip:Prototype Record Increment 0.lOft ;tart El.97.04 ft Max El.1117-'i. Void Ratio 100.00 t Dummy Type Node Contributing Drainage Areas Record ld:31 Design Method [SBUH IRainfall type I TYPEIA.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 23.00 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 rain I DCl -CN Calc Description SubArea Sub cn Industrial 23.00 ac 98.00 DC Composited CN (AMC 2)98.00 DCI -TC Calc Type Description Length Slope Coeff Misc TI" Sheet i 0.00 ft 0.0%5.0 0.00 in 5.00 rain Pervious TC 5.00 min Record Id:31-LNDSCP Design Method SBUH Rainfall type TYPEIA.RAC Hyd Intv 10.00 rain Peaking Factor 484.00 Storm Duration Pervious Area 24.00 hrs Abstraction Coeff 0.20 0.074 ac DCIA 0.00 ac Pervious CN 80.00 )C CN 0.00 Pervious TC 25.3349 min DC TC 5.00 rain Pervious CN Calc SubArea Sub cnDescription Open spaces,lawns,parks (50-75%grass) Pervious Composited CN (AMC 2) •0.074 ac 80.00 80.00 Type Pervious TC Calc Description Length Slope Coeff Misc 1-r Sheet something 350.00 ft 1.25%0.05 2.50 in 15.1337 rain Shallow shallow 235.00 ft 0.9%0.06 7.7166 min Shallow something 23.00 ft 3.0%0.04 Shallow ;hallow 43.50 ft 3.5%0.035 0.2758 rain 0.4225min Pervious TC 23.5486min Type Description i Sheet DCl -TC Calc Length Slope Coeff Misc TT 0.00 ft 0.0%5.0 0.00 in 5.00 rain m m m m m m m m m m m m m m Pervious TC I 5.00 rain Record ld:31-OFFSITE Design Method SBUH Rainfall type TYPE1A.RAC Hyd Intv 10.00 rain Peaking Factor 484.00 Istorm Duration 24.00 hrs Abstraction Coeff 0.20 >ervious Area 0.00 ac DCIA 6.812 ac ervious CN 0.00 DC CN 85.00 Pervious TC 0.00 rain DC TC 5.00 rain DCI -CN Calc Description SubArea Sub cn Industrial 6.812 ac 85.00 DC Composited CN (AMC 2)85.00 DCI -TC Calc Type Description Length Slope Coeff Misc 1-r Sheet 0.00 ft 0.0%5.0 0.00 in 5.00 min Pervious TC 5.00 rnin Record Id:32 Design Method 5BUH Rainfall type TYPEIA.RAC Hyd Intv 10.00 rain Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0,00 ac DCIA 10.28 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min :"DC TC 5.00 rain DCI -CN Calc Description Industrial SubArea Sub cn 10.28 ac 98.00 DC Composited CN (AMC 2)98.00 DCI -TC Calc Type Description Sheet Length Slope Coeff Misc TT 0.00 ft .[0.0%S.O 0.00 in S.O0 rain Pervious TC S.00 rain Record Id:34 Design Method Hyd Intv Storm Duration Pervious Area Pervious CN Pervious TC SBUH Rainfall type TYPEIA.RAC 10.00 rain Peaking Factor 484.00 24.00 hrs Abstraction Coeff 0.20 0.00 ac CIA 30.383 ac 0.00 DC CN 98.00 0.00 min DC TC S.O0 rain I DCI -CN Calc Description SubArea Sub cn Industrial 30.383 ac 98.00 DC Composited CN (AMC 2)98.00 DCI -TC Calc Type Sheet Description Length Slope 0.00 ft 0.0% Coeff Misc Tr 5.0 0.00 in 5,00 rain Pervious TC 5.00 rain Record ld:37 Design Method SBUH Rainfall type TYPEIA.RAC Plyd Intv 10.00 rain Peaking Factor 484.00 Storm Duration 24.00 hrs Pervious Area 0.00 ac Pervious CN 0.00 i Pervious TC Abstraction Coeff 0.20 10.17 acIDCIA DC CN O.OOmin C TC 98.00 5.00 min DCl -CN Calc Description SubArea Sub cn Industrial 10.17 ac 98.00 DC Composited CN (AMC 2)98.00 i DCI -TC Calc Type Description Length Slope Coeff Misc Sheet 0.00 ft 0.0%S.O 0.00 in TT S.O0 min Pervious TC S.O0 min Record ld:38 Design Method SBUH Rainfall type TYPEIA.RAC Hyd Intv Storm Duration Pervious Area Pervious CN Pervious TC 10.00 rain Peaking Factor 484.00 24.00 hrs Abstraction Coeff 0.20 0.00 ac DCIA 9.85 ac 0.00 DC CN 98.00 0.00 min DC TC 5.00 rain DCI -CN Calc Description Industrial SubArea Sub cn I 9.85 ac I 98.00 DC Composited CN (AMC 2)98.00 DCI -TC Calc Type I Description ;heet Length Slope Coeff Misc 1-1" 0.00 ft 0.0%5.0 0.00 in J 5.00 rain Pervious TC 5.00 rain Record ld:38-OFFSITE Design Method Hyd Intv SBUH Rainfall type TYPEIA.RAC 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area •0.20 ac DCIA 0.00 ac Pervious CN 80.00 DC CN 0.00 Ll Pervious TC 5.00 rain DC TC 0.00 min Pervious CN Calc Description SubArea Sub cn Open spaces,lawns,parks (50-75%grass)0.20 ac 80.00 Pervious Composited CN (AMC 2)80.00 Type Pervious TC Calc Desipon Length Slope Coeff I Misc "IT Sheet 0.00 ft 0.0%5.0 Pervious TC I 0.00 in 5.00 min 5.00 rain Record ld:OFFSITE-6TH AVE Design Method •Hyd Intv SBUH 10.00 min Storm Duration 24.00 hrs Pervious Area 0.00 ac ;(ainfall type eaking Factor .bstraction Coeff 9CIA TYPEIA.RAC 484.00 0.20 1.283 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI -CN Calc Description SubArea Sub cn Industrial 1.283 ac 98.00 DC Composited CN (AMC 2)98.00 DCl -TC Calc Type Sheet Description Length Slope Coeff Misc 0.00 ft 0.0%5.0 0.00 in Pervious TC TT 5.00 min 5.00 min Licensed to:Engenious Systems,Inc. n m m m m nunLZJ Appended on:Monday,August 19,2013 9:04:23 AM ROUTEHYD [l THRU IEx Basin 31]USING 125 year]AND [TYPEIA.RAC]NOTZERO RELATIVE SCS/SBUH Gravity Analysis using 24 hr duration storm Reach ID Area (ac)Flow (cis)Full Q (c-is)Full ratio nDepth (ft)Depth ratio Size nVel (ft/s)fVel (ft/s)Infil Vol (cf)CBasin /Hyd P-555 0.608 0.4702 3.8701 0.1215 0.2356 0.2356 12 in Diam 3.3296 4.9276 0.00 31A-555 P-558 0.81 0.6264 17.1535 0.0365 0.1957 0.1305 18 in Diam 4.6165 9.7069 0.00 31A-558 P-557 0.866 :0.6697 0.3389 1.9761 --na 8 in Diarn 1.919 0.9711 0.00 31A-557 P-556 2.5671 0.2609 0.3484 0.3484 12 in Diam 2.7505 3.2686 0.00 P-554 9.8816 0.2445 18in Diam 3.8715 5.5919 0.00 31A-554 P-553 25.2062 0.1312 0.3667 0.0514 0.2309 0.1539 0.866 0.6697 1.676 1.2962 1.676 1.2962 2.486 1.9226 3.407 2.6348 3.407 2.6348 3.407 2.6348 3.407 2.6348 18 in Diam 7.5103 14.2638 0.00 P-551 15.9255 0.1207 0.4699 0.2349 24 in Diam 3.4177 5.0692 0.00 P-571A 3.0189 0.7237 18in Diam 1.9237 0.00 31D-571A P-569A 18 in Diam 0.8728 1.0856 0.3651 0.6271 3.76367.2165 1.7083 4.08370.4181 0.00 P-568A 2.2656 1.163 --na 24in Diam 0.8387 0.7212 0.00 P-568C 30.495 0.0864 0.3972 0.1986 24in Diam 5.9511 9.7069 0.00 ! | I I I 1 I I I | ii I I I P P o p m -.J ',D h-,L, ,..J 0 O0 3 3 3 O0 0 0"W 0 0 0 00Q0 00 b b -I. .o o o o oIQ7' 0 0 0 O0 D O0OO7 0 0 0 3 3 3 'J O7 •O0 O0 o b b a 'M ,-i k N,I 0 3"3'.5' b b ' O0 1 1 uo !1 °qD 3 3 3 o o il o o b o o b oOOOOOOO o qD .I. m O7 .00 O D0o 3 bWq00 O O('7 00 h O 3 00 O 0000 C3b(3 ('7 O700m I I P-560J 6.443 4.9828 5.4948 0.9068 1.4941 0.747 24 in Diam 1.9795 1.7491 0.00 31C-5601;31C-560J P-560H 6.497 5.0245 9.5173 0.5279 1.0332 0.5166 24 in Diam 3.0692 3.0295 0.00 31C-560H P-560F 6.598 5.1027 16.4845 0.3095 0.763 0.3815 24in Diam 4.6333 5.2472 0.00 31C-560G P-560L 6.73 5.2047 14.9475 0.3482 0.8141 0.4071 24 in Diam 4.333 4.7579 0.00 31C-560M P-560D 7.131 5.5149 34.227 0.1611 0.5427 0.2713 24 in Diam 8.003 10.8948 0.00 31C-560E P-560 14.205 10.9856 9.5173 1.1543 ....24in Diam 3.4968 3.0295 0.00 P-551F 14.586 11.2803 5.1252 2.2009 na na 24 in Diam 3.5906 1.6314 0.00 P-551D 21.982 17.0001 30.495 0.5575 1.0679 0.534 24in Diam 9.9618 9.7069 0.00 P-551A 21.982 17.0001 26.4665 0.6423 2.1656 0.5828 24in Diam 8.9455 8.4246 0.00 31C-551C HGL Analysis From Node To Node HG El (ft)App (ft)Bend (ft)Junct Loss (ft)Adjusted HG El (ft)Max EI() 555 1-16 115.8836 ................115.8836 115.23 118.9000 551A 1-16 116.4052 0.3102 ....116.7153 551D 551A 117.4470 0.2002 0.0017 0.0677 117.3162 118.1000 118.2500 117.3239 0.0084 0.0101 0.0027 117.3283 118.1000 117.3326 --117.3326 118.4400 551 551D 558 551 553 551 554 553 556 554 557 556 551E 551D 117.3455 0.0084 0.0077 --117.3448 118.1000 117.3615 0.0113 0.0017 --117.3518 117.5000 117.3963 0.0572 0.0032 117.0000 116.9000 117.1077 117.3451 0.0191 116.9000 116.8000 0.0241 --117.3501 119.6000 o approachlosses at node 560C becauseinvertsand/orcrowns are offset. 560A 551E 117.4272 0.0183 0.0243 117.4333 119.1000 o approachlosses at node 568D becauseinvertsand/orcrownsare offset. 560C 560A 117.4674 0.0137 0.0002 117.4539 119.5000 568D 560C 117.4829 0.0109 0.0150 117.4869 119.5000 No approachlosses at node 568A becauseinvertsand/orcrownsare offset. 568C 568D 117.5064 0.0109 117.4955 119.60000.0000 568A 568C 117.5221 0.0345 0.0002 117.4878 119.0000 $69A 571A 551F 560 561 563 5688 568 568A 569A 551D 551F 560 561 563 568B 117.6961 117.8629 117.6049 118.1472 118.5872 118.6869 120.8350 122.6702 0.0345 0.1899 0.0479 0.1488 0.7262 0.7262 0.7262 0.0001 0.0013 0.0032 0.0010 0.8854 0.0120 0.0034 0.0263 117.6617 117.8629 117.4163 118.1288 118.4394 118.8461 119.7000 119.7000 569 568 124.3679 0.6803 0.0025 ......117.0000 570 569 121.4516 0.6264 0.0093 119.2000 0.0426 0.0410 0.0397 570 560 560D 123.4393 118.2016 118.2714 118.3578 0.0028 0.0002 0.0001 0.0006118.3990 560L 560F 571 560D 560L 560F 560H 0.0391 119.1000 118.1618 118.2307 118.3182 118.3606 119.3000 119.1000 118.6000 119.1000 119.5000 119.4000 119.6000 119.6000 116.9000 119.1000 119.0000 118.8000 118.7000 119.0400 119.1000 1 1 1 1E_JE7 L__ 560J 560H ,118.4563 0.0250 0.0004 118.4318 119.1600 582C 560J 118.4932 0.0209 0.0004 118.4727 119.2200 No approach losses at node 583D because inverts and/or crowns are offset. 5838 582C 118.5631 0.0587 0.0727 0.0126 118.5896 119.2500 No approach losses at node 583A because inverts and/or crowns are offset. 583D 583B 118.7851 0.0500 0.0003 118.7354 119.7500 583D 118.8235 0.0454 0.0615 118.8396 119.5400 583A 118.9565 0.0412 0.0004 118.9156 119.4000 583A 574 No approach losses at node 574B because inverts and/or crowns are offset. 574A 574 119.0620 0.0361 0.0003 .... 5748 574A .119.1045 0.0332 0.0359 5748 '1 119.1585 0.0261 0.0058 119.0262 119.4000 119.1072 119.4400 574C 119.1382 119.4300 1003 574C 119.2039 0.0824 0.0227 ----118.8600 118.7600 No approachlosses atnode 1012 becauseinvertsand/orcrownsare offset. 1007 1003 119.0521 0.0141 0.0001 118.7400 118.6400 1012 1007 118.8252 0.0141 0.0001 ......118.8112 119.1100 No approach losses at node 1015 because inverts and/or crowns are offset. 1014 1012 118.8430 0.0713 0.0975 1015 1014 i19.0198 ........... ......118.8693 119.0900 ......119.0198 119.2500 583C 583B 118.6546 0.0068 0.0004 ......118.6482 118.8900 584D 583C 118.6701 0.0025 0.0000 ......118.6676 118.8300 No approachloss4sat node 584B becauseinves and/orcrowns are offset. 584C 584D 118.6764 0.0005 0.0001 ......118.6760 119.5100 No approachlosse;at node 586 becauseinvertsand/orcrownsare offset. 584B 584C 118.6760 0.0011 0.0001 .....118.6750 119.3000 586 584B 118.6810 0.0082 0.0023 ......118.6751 119.5000 587 586 118.7015 ................118.7015 119.5000 555 1-16 115.8836 ...............115.8836 118.9000 551A 1-16 116.4052 .....0.3102 ......116.7153 118.1000 551D 551A 117.4470 0.2002 0.0017 0.0677 117.3162 118.2500 [-7 551 551D 117.3239 0.0084 0.0101 0.0027 117.3283 118.1000 551 117.3326 --117.3326 118.4400558 553 551 556 117.3455 0.0084 0.0077 117.3448 554 553 117.3615 0.0113 0.0017 --117.3518 554 117.3963 0.0572 0.0032 117.0000 557 117.1077 117.3451551E 0.0191 556 0.0241551D 118.1000 117.5000 116.9000 116.9000 116.8000 117.3501 119.6000 o approachlosses at node 560C becauseinvertsand/orcrownsareoffset. 560A 551E 117.4272 0.0183 0.0243 117.4333 119.1000 o approachlosses at node 568D becauseinvertsand/orcrownsare offset. 560C 560A 117.4674 0.0137 0.0002 117.4539 119.5000 568D 560C 117.4829 0.0109 0.0150 117.4869 119.5000 No approach losses at node 568A because inverts and/or crowns are offset. 568C 568D 117.5064 0.0109 0.0000 568A 568C 11715221 0.0345 0.0002 117.4955 119.6000 117.4878 119.0000 569A 568A 117.6961 0.0345 0.0001 .....117.6617 119.3000 571A 569A 117.8629 ..................117.8629 119.1000 551F 551D 117.6049 0.1899 0.0013 ......117.4163 118.6000 560 551F 118.1472 0.0479 0.0032 0.0263 118.1288 119.1000 561 560 118.5872 0.1488 0.0010 ......118.4394 119.5000 563 561 118.6869 0.7262 0.8854 ......118.8461 119.4000 568B 563 120.8350 0.7262 0.0120 ......119.7000 119.6000 568 568B 122.6702 0.7262 0.0034 .....119.7000 119.6000 569 568 124.3679 0.6803 0.0025 ......117.0000 116.9000 570 569 121.4516 0.6264 0.0093 ....119.2000 119.1000 571 570 123.4393 ................119.1000 119.0000 560D 560 118.2016 0.0426 0.0028 ......118.1618 118.8000 560L 560D 118.2714 0.0410 0.0002 ....118.2307 118.7000 560F 560L 118.3578 0.0397 0.0001 ......118.3182 119.0400 560H 560F 118.3990 0.0391 0.0006 ......118.3606 119.1000 D D n I m U I"----3LJ m-m i i mI__T.E--JLI 560J 560H 118.4563 0.0250 0.0004 ~.582C 560J 118.4932 0.0209 0.0004 118.4318 118.4727 119.1600 119.2200 No approachlosses at node 583D becauseinvertsand/orcrownsare offset. 583B 582C 118.5631 0.0587 0.0727 0.0126 118.5896 119.2500 No approachlosses at node 583A becauseinvertsand/orcrowns are offset. 583B 0.0500 0.0003 118.7354 119.7500583D118.7851 583A 583D t 0.0454 0.0615 --118.8396 119.5400 } 574 583A 118.9565 0.0412 0.0004 118.9156 119.4000 o approachlosses at node 574B becauseinves and/orcrowns are offset. 574A 574 119.0620 0.0361 0.0003 119.0262 119.4000 574B 574C 1003 574A 119.1045 574B 119.1585 574C 119.2039 0.0332 0.0261 0.0824 0.0359 0.0058 0.0227 119.1072 119.4400 119.1382 119.4300 118.8600 118.7600 No approachlossesat node 1012 becauseinvertsand/orcrowns are offset. 1007 1003 119.0521 0.0141 0.0001 --118.7400 118.6400 1012 1007 118,8252 0.0141 0.0001 .....118,8112 119.1100 NO approachlossesat node 1015 becauseinverts and/orcrowns are offset. 1014 1012 118.8430 0.0713 0.0975 .....118.8693 119.0900 1015 1014 119.0198 ................119.0198 119.2500 583C 583B 118.6546 0.0068 0.0004 ......118.6482 118,8900 584D 583C 118,6701 0.0025 0.0000 .....118,6676 118.8300 o approachlosses at node 584B becauseinves and/orcrowns are offset. 584C 584D 118.6764 0.0005 0.0001 ......118.6760 119,5100 1o approach losses at node 586 because inverts and/or crowns are offset. 584B 584C 118.6760 0.0011 0.0001 ..... 586 584B 118.6810 0.0082 0.0023 ..... 587 586 118,7015 ............ 118.6750 119.3000 118.6751 119.5000 118.7015 119.5000 Conduit Notes Reach HW Depth ()HW/D ratio Q (cfs)TW Depth ()Dc ()Dn () P-555 0.3836 0.3836 0.47 0.4200 0.2841 0.2356 Comment uperCrit flow,Inlet end controls L P-551A 2.3852 1.1926 17.00 1.4867 1.486"7 1.1656 SuperCrit flow,Inlet end controls P-551D 3.3476 1.6738 17.00 2.6153 1.4867 1.0679 Outlet Control 6.7247 6.7162 0.4808 0.4699 Outlet ControlP:551 3.3623 1.92 4.4242 iP-558 6.6362 --".0.63 P-553 6.4439 4.2959 !1.30 6.6283 6.4283 0.2935 0.4263 0.1957 0.2309 2.9960 1.30 I_. 3.8923 0.67 4.9770 0.67 "3.3976 3.80 3.4546 3.49 1.1841 3.41 3.0564 2.95 3.0278 2.63 2.2910 2.63 3.2254 2.63 Outlet Control Outlet Control P-554 4.4940 4.4748 0.4263 0.3667 Outlet Control 3.8923 3.8518 0.3484 Outlet Control0.3412 3.2100 P-556 P-557 >D3.3177 0.3860 Outlet Control P-S51E 6.7951 6.7662 0.6832 0.8910 )utlet Control P-560A 6.9092 6.8301 0.6534 0.5385 Outlet Control P-560C 2.3682 2.3333 0.6456 0.5298 9utlet Control >DP-568D 6.1129 6.0839 0.5991 9utlet Control P-568C 6.0556 6.0369 0.5656 0.3972 :)utlet Control P-568A 4.5820 4.5555 0.5656 >D 3utlet Control P-569A 4.8381 4.6378 0.6156 0.6271 Dutlet Control P-571A 3.8736 P-551F 4.2149 2.5824 2.1074 2.63 11.28 3.6717 3.9262 0.6156 1.2079 1.0856 Outlet Control >D Outlet Control P-560 6.3177 3.1588 10.99 5.5963 1.1889 >D Outlet Control P-561 6.3832 4.2555 5.47 5.9288 0.9029 0.6744 Outlet Control P-563 4.8869 3.2579 5.47 4.6394 0.9029 0.7320 Outlet Control P-568B 6.8344 6.8344 5.37 4.8461 0.9340 >D Outlet Control P-568 8.8303 8.8303 5.37 5.8600 0.9340 >D Outlet Control P-569 10.7147 10.7147 5.37 6.0500 0.9340 >D )utlet Control P-570 6.9702 6.9702 5.20 2.5100 0.9265 >D Outlet Control P-571 8.4994 8.4994 4.99 4.2600 0.9162 >D Outlet Control P-560D 6.0024 3.0012 5.51 5.9288 0.8291 0.5427 Outlet Control P-560L 5.4579 2.7290 5.20 5.3418 0.8047 0.8141 Outlet Control P-560F 5.0553 2.5276 5.10 4.9307 0.7964 0.7630 Outlet Control P-560H 4.3055 2.2528 5.02 4.2282 0.7899 1.0332 Outlet Control P-560J 4.2088 2.1044 4.98 4.1106 0.7865 1.4941 Outlet Control .m m in!!:,t /m m m n L--1 !I t I I,!IEL 2.0428 3.99 4.0218 0.7001 0.7772 2.5775 3.65 5.0727 0.6691 0.4593 2.71 0.6480 >D P-582C 4.0857 P-583B 5.1551 P-583D 5.2451 P-583A 4.6725 P-574 3.8572 •3.9339 3.5044 2.50 5.0496 4.5854 0.6213 0.3928 2.8930 2.39 3.7396 0.6058 0.5010 P-574A ,3.2664 2.4499 2.28 3.1156 0.5908 0.6723 P-574B 4.8966 ,3.6726 2.13 4.8162 0.5705 0.5448 P-574C 4.9884 3.7414 2.04 4.9372 0.5586 1.2058 P-1003 5.2539 3.9405 1.81 5.1882 0.5245 >D P-1007 5.0929 5.0929 1.81 4.9000 0.5730 0.5727 4.3352 4.3352 0.75 4.2399 0.3611 0.4598 3utlet Control 3utlet Control :)utlet Control :)utlet Control )utlet Control :)utlet Control Z)utlet Control :)utlet Control Dutlet Control 3utlet Control 3utlet ControlP-1012 : P-1014 3.7834 3.7834 0.75 3.7512 0.3611 0.3698 Dutlet Control P-1015 3.3298 4.9951 0.75 3.1793 0.4099 0.2259 Dutlet Control P-583C 1.8359 1.8359 0.79 1.7696 0.3720 >D Dutlet Control P-584D 1.8501 1.8501 0.52 1.8282 0.2994 >D Dutlet Control P-584C P-584B 1.8590 6.6776 1.8590 0.32 1.8476 6.6776 0.14 6.6760 0.6862 0.0885 Outlet Control Outlet Control P-586 1.8298 2.1959 0.14 1.8250 0.1594 Outlet Control P-587 1.2015 2.4030 0.14 1.1751 0.1645 Outlet Control P-555 0.3836 0.3836 0.47 0.4767 0.2356 SuperCrit flow,Inlet end controls P-551A 2.3852 1.1926 17.00 1.4867 1.1656 SuperCrit flow,Inlet end controls P-551D 3.3476 1.6738 17.00 2.6153 1.0679 Outlet Control 0.2315 0.1544 0.1624 0.1881 0.2841 1.4867 1.4867 0.4808 0.2935 0.4263 0.4263 0.3412 0.3860 0.6832 0.6534 6.7247 0.46993.3623 1.92 6.7162P-551 Outlet Control P-558 6.6362 4.4242 0.63 6.6283 0.1957 Outlet Control P-553 6.4439 4.2959 1.30 6.4283 0.2309 Outlet Control P-554 4.4940 2.9960 1.30 4.4748 0.3667 Outlet Control P-556 3.8923 3.8923 0.67 3.8518 0.3484 Outlet Control P-557 3.3177 4.9770 0.67 3.2100 >D ]utlet Control P-551E 6.7951 3.3976 3.80 6.7662 0.8910 'Outlet Control P-560A 6.9092 3.4546 3.49 6.8301 0.5385 3utlet Control P-560C P-568D 2.3682 6.1129 1.1841 3.41 2.3333 0.6456 0.5298 3utlet Control 3.0564 2.95 6.0839 0.5991 >D 3utlet Control P-568C 6.0556 3.0278 2.63 6.0369 0.5656 0.3972 P-568A 4.5820 2.2910 2.63 4.5555 0.5656 >D P-569A 4.8381 3utlet Control 3utlet Control 4.6378 0.6156 0.6271 Outlet Control3.2254 2.63 2.5824 i 2.63P-571A 3.8736 3.6717 0.6156 1.0856 4.2149 3.9262 1.2079 >DP-551F 2.1074 11.28 3utlet Control 9utlet Control P-560 6.3177 3.1588 10.99 5.5963 1.1889 >D 9utlet Control P-561 6.3832 4.2555 5.9288 0.9029 0.6744 3utlet Control P-563 4.8869 3.2579 5.47 4.6394 0.9029 0.7320 P-568B 6.8344 6.8344 5.37 4.8461 0.9340 >D P-568 8.8303 8.8303 5.37 5.8600 0.9340 >D P-569 10.7147 10,7147 5.37 6.0500 0.9340 >D P-570 6.9702 6.9702 5.20 2.5100 0.9265 >D P-571 8.4994 8.4994 4.99 4,2600 0.9162 >D 3utlet Control 3utlet Control 9utlet Control 3utlet Control :)utlet Control 3utlet Control P-560D 6.0024 3.0012 5.51 5.9288 0,8291 0.5427 Outlet Control P-560L 5.4579 2.7290 5.20 5.3418 0.8047 0.8141 Outlet Control P-560F 5.0553 2.5276 5.10 4.9307 0.7964 0.7630 Outlet Control P-560H 4.3055 2.1528 5.02 4.2282 0.7899 1.0332 Outlet Control P-560J 4.2088 2.1044 4.98 4.1106 0.7865 1.4941 Outlet Control P-582C 4.0857 2.0428 3.99 4.0218 0.7001 0.7772 Outlet Control P-583B 5.1551 2.5775 3.65 5.0727 0.6691 0.4593 Outlet Control P-583D 5.2451 3.9339 2.71 5.0496 0.6480 >D Outlet Control P-583A 4.6725 3.5044 2.50 4.5854 0.6213 0.3928 Outlet Control P-574 3.8572 2,8930 2.39 3.7396 0.6058 0.5010 Outlet Control P-574A 3.2664 2.4499 2.28 3.1156 0.5908 0.6723 Outlet Control P-574B 4.8966 3.6726 2.13 4.8162 0.5705 0.5448 Outlet Control P-574C 4.9884 3.7414 2.04 4,9372 0.5586 1.2058 Outlet Control P-1003 5.2539 3.9405 1.81 5.1882 0.5245 >D Outlet Control P-1007 5.0929 5.0929 1.81 4.9000 0.5730 0.5727 Outlet Control \ P-1012 4.3352 P-1014 3.7834 P-1015 3.3298 4.3352 0.75 3.7834 0.75 4.9951 !.0.75 4.2399 3.7512 3.1793 0.3611 0.3611 0.4099 P-583C 1.8359 1.8359 .0.79 1.7696 0.3720 P-584D 1.8501 1.8501 0.52 1.8282 0.2994 P-584C 1.8590 1.8590 0.32 1.8476 0.2315 P-5848 6.6776 6.6776 :1 0.14 6.6760 0.1544 1.8298 2.1959 0.14 1.8250 0,1624 1.2015 2.4030 0.14 1.1751 0.1881P-587 0.4598 Dutlet Control 0.3698 :)utlet Control 0.2259 Outlet Control >D Dutlet Control >D :utlet Control 0.6862 Outlet Control 0.0885 3utlet Control 0.1594 )utlet Control 0.1645 )utlet Control Licensed to:Engenious Systems,Inc. Appended on:Monday,August 19,2013 8:52:12 AM ROUTEHYD |]THRU [Ex Basin 31]USING [100 year]AND [TYPE1A.RAC]NOTZERO RELATIVE SCS/SBUH Gravity Analysis using 24 hr duration storm Reach Area Flow Full Q Full nDepth Depth Size nVel fVel Infil Vol CBasin /Hyd ID (ac)(cfs)(cfs)ratio (It)ratio (ft/s)(ft/s)(cf) 12 in 3.4786 4.9276 0.00 31A-555P-555 0.608 0.5417 3.8701 0.14 0.2525 0.2525 Diam P-558 0.81 0.7216 17.1535 0.0421 0.2101 0.1401 18 in 4.7959 9.7069 0.00 31A-558Diam 8 in 2.2106 0.9711 0.00 tlA-557P-557 0.866 0.7715 0.3389 2.2764 .....na Diam P-556 0.866 0.7715 2.5671 0.3005 0.376 0.376 12 inDiam 2.8574 3.2686 0.00 18 inP-554 1.676 1.4931 9.8816 0.1511 0.3932 0.2621 4.0435 5.5919 0.00 31 A-554Diam 18 inP-553 1.676 1.4931 25.2062 0.0592 0.2476 0.1651 7.8216 14.2638 0.00Diam 24 inP-551 2.486 2.2147 15.9255 0.1391 0.5035 0.2517 3.5708 5.0692 0.00Diam 18 inP-571A 3.407 3.0352 3.0189 1.0054 1.2371 0.8248 1.9469 1.7083 0.00 ID-571ADiam 18 inP-569A 3.407 3.0352 7.2165 0.4206 0.6789 0.4526 3.9061 4.0837 0.00Diam 24 inP-568A 3.407 3.0352 2.2656 1.3397 .....na 0.9661 0.7212 0.00Diam 1 I 1 "-I 1 1 I ,1 1 me 1L P-568C 3.407 P-568D 3.812 P-560C 4.406 P-560A ..4"509 P551z 4 91 P-571 6.45 P-570 4,6.722 3.0352 30.495 0.0995 0.4258 0.2129 3.396 2.6352 1.2887 --na 3.9252 22.1162 0.1775 0.5698 0.2849 4.017 21.9793 0.1828 i 0.5792 4.3742 9.2893 0.4709 5.7462 0.2681 "[21.4307 5.9885 2.5378 2.3597 2.5671 2.4101 0.9659 0.2896 0.483 2.5378 2.438 I na na 24 in Diam 24 in Diam 24 in Diam 24 in Diam 24 in Diam 12in Diam 12 in Diam 12 in Diam 6.2069 1.081 5.3204 2.911 12 in Diam 7.3163 7.6248 9.7069 0.8388 7.0398 6.9962 2.9569 0.3414 3.2312 0.00 0.00 !31C-568E 0.00 0.00 0.00 0.00 0.00 P-569 6.945 6.1872 na 7.8777 3.2686 0.00 12inP-568 6.945 6.1872 0.3712 16.6677 ----na 7.8777 0.4726 0.00Diam P-568B 6.945 6.1872 na 7.8777 3.2312 0.00 6.456911.4103 0.5523 13.159 0.4789 0.7967 0.5311P-563 7.074 P-561 7.074 18 in Diam 18 in Diam 6.3021 6.6088 0.00 31 B-560C 31C-560A 31C-560E 31D-571 J31D-570 31D-569 31B-567 6.3021 0.7315 0.4877 7.3635 7.4465 0.00 P-1015 0.967 0.8615 3.0211 0.2852 0.2436 0.3655 8in 7.461 8.6566 0.00 31D-1013 ..........Diam 12 inP-1014 0.967 0.8615 2.5671 0.3356 0.3987 0.3987 2.9498 3.2686 0.00Diam P-1012 0.967 P-1007 2.34 P-1003 2.34 P-574C 2.64 P-574B 2.751 P-574A 2.942 P-574 3.086 P-583A 3.239 P-583D 3.509 P-587 0.185 P-586 0.185 P-584B 0.185 P-584C 0.408 12 in Diam 12 in0.8615 1.7308 0.4977 0.4988 0.4988 2.2007 2.2037 0.00Diam 2.0847 2.8961 ]0.7198 0.6284 0.6284 12 in 4.0114 3.6874 0.00 31D-1007IDiam 16in2.0847 0.9755 2.137 ----na 1.4931 0.6987 0.00Diam 16 in 1.6845 1.369 0.00 31 D-574C2.3519 1.9114 1.2305 ----na Diam 16 in2.4508 6.0674 0.4039 0.5902 0.4426 4.1096 4.3456 0.00 HD-574BDiam 16 in2.621 4.4881 0.584 0.7321 0.5491 3.3378 3.2145 0.00 31D-574ADiam 16 in2.7493 7.9503 0.3458 0.5407 0.4056 5.1753 5.6943 0.00 31D-574Diam 16 in2.8856 13.2563 0.2177 0.4228 0.3171 7.5859 9.4946 0.00 31D-583ADiam 16 in 3 IC-583;3 IC-3.1261 0.7684 4.0685 .....na 2.239 0.5503 0.00Diam 583D 6 in0.1648 0.6095 0.2704 0.1776 0.3552 2.6377 3.1042 0.00 31 C-587Diam 10 in0.1648 1.7808 0.0925 0.1713 0.2055 2.0415 3.2653 0.00Diam 12 in0.1648 8.8928 0.0185 0.0944 0.0944 4.3859 I 1.3227 0.00Diam 0.387 0.9392 0.5606 0.4928 0.00 31 C-584C0.3635 0.7694 0.7694 12 in 0.7634 0.5661 0.00 3 IC-584DP-584D 0.673 0.5996 0.4446 1.3484 ....na Diam m n m m m m m m mm m m m m m m m m m m P-583C P-583B P-582C P-560J 1.024 4.717 6.443 P-560H 6.497 P-560F 6.598 P-560L [P-560D P-560 P-551F P-551D 6.73 7.131 14.205 14.586 21.982 21.982 0.9123 4.2023 4.5907 5.7399 5.788 5.878 5.9956 6.3529 12.6549 12.9944 19.5833 0.387 2.3572 31.756 0.1323 12.2868 0.3736 5.4948 i _1.10446 9.5173 0.6082 16.4845 0.3566 14.9475 0.4011 34.227 0.1856 9.5173 1.3297 5.1252 2.5354 30.495 0.6422 26.4665 0.7399 0.4912 0.8472 1.7332 1.1264 0.8249 0.5839 1.1654 1.2815 na 0.2456 0.4236 0.8666 0.5632 0.4124 0.441 0.2919 na .na 0.5827 12 in Diam 24 in Diam 24 in Diam 24 in Diam 24 in Diam 24 in Diam 24 in Diam 24 in Diam 24 in Diam 24 in Diam 24 in Diam 24 in Diam 1.1615 7.016 3.6252 1.9844 3.1752 4.809 4.4902 8.324 4.0282 4.1362 10.3065 0.4928 :10.1083 3.911 1.7491 3.0295 5.2472 4.7579 10.8948 3.0295 1.6314 9.7069 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 31C-583B;31C- 583C 31C-583B 31C-582A;31C- 582E 31C-5601;31C- 560J 31 C-560H 31 C-560G 31 C-560M 31 C-560E 31C-551C P-551A 19.5833 0.6408 9.21 8.4246 0.00 HGL Analysis [From Node [To Node [HGEI (.It),1 App(lt)[Bend(ft)I JnnctLoss(ft)[AdjustedUGEl(ft)[Max El (It)] 115.34 555 1-16 115.9145 ..................115.9145 118.9000 551A 1-16 116.6509 ......0.4116 ......117.0625 118.1000 551D 551A 118.0335 0.2657 0.0023 0.0898 551 551D 117.8704 0.0111 0.0134 558 551 117.8833 ..... 553 551 554 553 556 554 557 556 117.8986 0.0111 0.0102 117.9206 0.0150 0.0022 117.6577 0.0759 0.0042 117.1429 551E 551D 117.8984 0.0254 0.0320 0.0036 117.8600 118.2500 117.8763 118.1000 117.8833 118.4400 117.8977 118.1000 117.6000 117.5000 117.0000 116.9000 116.9000 116.8000 117.9049 119.6000 No approach losses at node 560C because inverts and/or crowns are offset. 560A 551E 118.0079 0.0242 0.0323 [.....118.0160 119.1000 No approach losses at node 568D because inverts and/or crowns are offset. 560C 560A 118.0616 0.0181 0.0002 .....118.0437 119.5000 568D 560C 118.0821 0.0145 0.0199 .....118.0875 I 119.5000 No approach losses at node 568A because inverts and/or crowns are offset. 568C 568D 118.1130 0.0145 0.0001 ....118.0986 568A 568C 118.1339 0.0458 0.0003 .I ......118.0884 569A 568A 118.3621 0.0458 0.0002 ......118.3165 571A 569A 118.5837 .......... 551F 551D 118.2431 0.2520 0.0018 560 551F 118.9596 0.0635 0.0042 561 560 119.5422 0.1975 0.0013 118.5837 117.9929 119.6000 119.0000 119.3000 119.1000 118.6000 0.0349 118.9353 119.1000 .....119.3460 119.5000 563 561 119.6745 0.9636 1.1749 .....119.5000 119.4000 n m m m m m m m n m m m m m m m m m m n m m m n m n m m m u m n m m m m m m [568B [563 119.7000 I 119.6000 [569 [568 [568 [568B [....119.7000 l 119.6000 117.0000 [570 [569 I 571 F 570[560D [560 122.1390 :I.0.9636 [0.0160 I 123.!5 _.E9.9636 [0.0045 U 560L [560D [560F [560L 125.8933 iF0.9028 [0.0034 [ 122.9)9!-[0.8312 [0.0124 [.... /17.9321 _[.0566 [0.0037 I!i9"7L_[-00544 I o.oo02 l 118.9678 :[0.0527 [0.0002 [ I 116.9000 1!9.2000 [!19.]090 .!!9-o9_83.i[0-9332 [0.0006 [[....560J [560H 119.1000 [119.0000 118.9000 I 118.8000 118.8000 [118.7000 118.9153 [119.0400 [560_l-I_[560F 119.0214 [0.0518 [0.0009 [--118.9705 [119.1000 119.0658 582C [560J 119.1481 [_0.0278 [0.0006 [119.1600 [No approach losses at node 5_83D t_ause !nve and/or crowns are 0ffset. 119.1208 [119.2200 119.3500[583B [582c [119"2382 [.0 "°778 I 0.0964 [0.0167 [[119.2500 [Noa-0ach losses at node 583A ause inverts and/or crowns are offset." [583D [583B I 119.6094 [0.0663 [0.0004 [[119.5434 1 119.7500 [583A [583D [119.6600 ][0.0602 [0.0817 [(119.6400 [119.5400 [574 [583A [119J95)i[9-0547 [0.0005 [[119.5000 [NO appmach losses at node 574B because inverts and/or crowns are offset. 574A 119.5000 [119.4000 [....[574 [/1957--[0.0478 [0.0003 [[119.4000 [574B [574A l 1!9:6046 [0.0441 [0.0476 [ [574C [574B [119.6080 [0.0346 [9.0077 [ [1003 [574C [l!?'61T i[0.1094 [0.0301 [ 119.5400 119.5300 118.8600 [NO approachlosses atnode 1012becauseinvertsand/orcrownsareoffset. 1007 118.7400[[1003 [1!9AI52 [0:0187 [0.0002 [ [1012 V 1007 [118.8563 ![0.0187 [0.0001 [ [119.4400 [119.4300 [118.7600 [118.6400 118.8378 [119.1100 ,/o approach losses at node 1015 because inverts and/or crowns are offset. 1014 1012 118.8801 0.0946 0.1294 ......118.9150 119.0900 1015 1014 119.1147 ................119.1147 119.2500 583C 583B 119.4366 0.0090 0.0005 ......118.9900 118.8900 584D 583C 119.0191 0.0033 0.0000 ......118.9300 118.8300 No approachlosses at node 584C 584D 584B becauseinvertsand/orcrownsare offset. 118.9425 0.0007 0.0001 118.9420 119.5100 No approach losses at node 586 becauseinvertsand/orcrowns are offset. 584B 584C 118.9425 0.0014 0.0001 ....118.9412 119.3000 586 584B 118.9488 0.0109 0.0030 "-.....118.9409 119.5000 587 586 118.9760 .................118.9760 119.5000 555 1-16 115.9145 ..............115.9145 118.9000 551A 1-16 116.6509 .....0.4116 ......117.0625 118.1000 551D 551A 118.0335 0.2657 0.0023 0.0898 117.8600 118.2500 551 551D 117.8704 0.0111 0.0134 0.0036 117.8763 118.1000 558 551 117.8833 .........117.8833 118.4400 553 551 117.8977117.8986 0.0111 0.0102 118.1000 554 553 117.9206 0.0150 0.0022 ....117.6000 117.5000 556 554 117.6577 0.0759 0.0042 117.0000 116.9000 557 556 117.1429 116.9000 I 116.8000 551E 551D 117.8984 0.0254 0.0320 .....117.9049 119.6000 No approach losses at node 560C because inverts and/or crowns are offset. 560A 551E 118.0079 0.0242 0.0323 118.0160 119.1000 No approach losses at node 568D because inverts and/or crowns are offset. 560C 560A 118.0616 0.0181 0.0002 ......118.0437 119.5000 m m m m m m m m u m m m m m m m m m m m m m m u m m m m m u m m m m m n m m 568D 560C 118.0821 0.0145 0.0199 "'t at node 568A because inverts and/or crowns are offset.No approach Io_sses 568C 568A 568D 118.1130 0.0145 0.0001 0.0003: 118.0875 119.5000 569A 118.5837 118.0986 119.6000 567A 568A___i[.8"6!.0.0458 0"0002..........."7---118.3165 1-!9.3000 571A 118.5837 119.1000 118.0884 i19.0000 .....!1560 1_19_.5422 0.1975 0.0013 551F 551D !!8.2431 0.2520 0.0018 117.9929 118.6000 560 551F 118.9596 0.0635 0.0042 0.0349 118.9353 119.1000 561 119.3460 119.5000 s63 _s61 .ii.568B 568 11-9=6?45 0:963 1.1747 ........i 563 :1._1-22=1-370 0.9636 0"0160 .......7 568B 123.6415 0.9636 0.0045 -- 568 125.8933 0.9028 0.0034 569 122.9101 0.8312 0.0124 570 124.8256 569 57O 571 119.5000 119.7000 119.7000 117.0000 119.2000 119.1000 119.4000 119.6000 i19.6000 116.9000 119.1000 119.0000 560D 560 ,]119.0321 0.0566 0.0037 [---118.9000 118.8000 560L 560D ]1-!9.0477 0.0544 0.0002 ----118.8000 118.7000 560F 0.0527 118.9153 119.0400 560H 560J 118.9705 119.1000 119.0658 119.1600 119.1208 119.2200582C 560L 118.9678 0.0002 560F 119.0214 0.0518 0.0009 560H 119.0983 0.0332 0.0006 560J 119.1481 0.0278 0.0006 No approach losses at node 583D because inverts and/or crowns are offset. 583B 582C 119.2382 0.0778 0.0964 0.0167 119.3500 119.2500 No approach losses at node583A bause inveri:s an_or crowns ?fft_.... 583D 583B 11-9.6094 0.0663 0.0004 ;1 --119.5434 119.7500 583A 583D 119.6600 0.0602 0.0817 ....119.6400 119.5400 574 583A 1197953 0.0547 0.0005 ....I 19.5000 119.4000 No approach losses at node 574B because inverts and/or crowns are offset. 574A 574 119.6957 0.0478 0.0003 .....119.5000 I 19.4000 574B 574A I 19.6046 0.0441 0.0476 .....119.5400 I 19.4400 574C 574B 119.6080 0.0346 0.0077 ......119.5300 I 19.4300 1003 574C 119.6172 0.1094 0.0301 ......118.8600 I 18.7600 No approach losses at node 1012 because inverts and/or crowns are offset. 1007 1003 119.1152 0.0187 0.0002 .....118.7400 118.6400 1012 .I 1007 118.8563 0.0187 0.0001 ....118.8378 119.1100 No approach losses at node 1015 because inverts and/or crowns are offset. 1014 1012 I 18.8801 0.0946 0.1294 118.9150 119.0900 1015 1014 119.1147 119.1147 119.2500 583C 583B 119.4366 0.0090 0.0005 ......[118.9900 118.8900 584D 583C 119.0191 0.0033 0.0000 ....118.9300 118.8300 o approach losses at node 584B because inverts and/or crowns are offset. 584C 584D 118.9425 0.0007 0.0001 .....118.9420 119.5100 o approaehlosses.at node 586 because inverts and(or crowns are offset. 584B 584C 118.9425 0.0014 0.0001 .....118.9412 119.3000 586 584B 118.9488 0.0109 0.0030 ....118.9409 119.5000 587 586 118.9760 ....118.9760 119.5000 Conduit Notes [Reach I HW Depth (ft)I HW/D ratio I Q (cfs)[TW Depth (It)I Dc (It)I Dn (It)[Comment [P-555 [0.4145 I 0.4145 I 0.54 I 0.5300 10.3056 [0.2525 [SuperCrit flow,Inlet end controls m m m n m n m m m m n m m m m m m m m m m m m n m m m m m m m m n m m n m m P-551A 2.6309 1.3154 19.58 t.5908 1.5908 1.2815 SuperCrit flow,Inlet end controls P-551D 3.9341 1.9671 19.58 2.9625 1.5908 1.t 654 Outlet Control P-551 7.2712 3:6356 2.21 7.2600 0.5172 0.5035 IOutletControl 4.7912P-558 7.1869 P-553 6.9970 4.6647 P-554 5.0531 3.3687 P-556 4.1537 4.1537 PT557 :l 3-352_9 5:0298 P-551E 7.3484 3.6742 P-560A 7.4899 3.7450 P-560C 2.9624 IA812 P-568D 6.7121 3.3560 P-568C 6.6622 3.3311 P-568A 5.1938 2.5969 P-569A 5.5041 3.6694 P-571A 4.5944 3.0629 P-551F 4.8531 2.4266 P-560 7.1301 3.5651 P-561 7.3382 4.8921 P-563 5.8745 3.9163 P-568B 8.1384 8.1384 P-568 9.8015 9.8015 P-569 12.2401 12.2401 P-570 8.4287 8.4287 0.72 1.49 1.49 0.77 0.77 4.37 4.02 3.93 3.40 3.04 3.04 3.04 3.04 12.99 12.65 6.30 6.30 6.19 6.19 6.19 5.99 7.1763 0.3155 Outlet Controlo= )o 1 ............6.9763 0.4585 0.2476 Outlet Control 5.0277 0.4585 0.3932 Outlet Control 4.1000 0.3670 0.3760 [Outlet Control 3.2100:19.4154 >O [Outlet Con!rol 7.3100 0.7348 0.9659 OutletContml 7.3849 0.7030 0.5792 [Outlet Control 2"9!60 i[0:6947 0.5698 [Outlet Control 6.6737 0.6444 >D [Outlet Control 6.6375:19.9082 0.4258 Ioutlet C0ntm! 5.1586 .'0.6082 >D [Outlet Control 5.2384 0.6625 0.6789 IOutlet Control 4.3265 0.6625 1.2371 Outlet Control 4.4700 1.2970 >D [Outlet Control 6.1729 1.2795 >D Outlet Control 6.7353 0.9706 0.7315 Outlet Control 5.5460 0.9706 0.7967 [Outlet Control P-571 9.8857 I 9"8857 5.75 4.2600 0.9478 >D IOutlet Control 2.5100 0:9548 >D Outlet Control 6.0500 0.9602 >D [Outlet Control 5.8600 0.9602 >D Outlet Control 5.5000 0.9602 >D Outlet Control P-560D 6.8329 P-560L 6.2342 3.4164 3.1171 6.35 6.00 6.7353 6.0800 0.8924 0.8657 P-560F 5.6653 2.8327 5.88 5.5000 0.8569 P-560H 4.9279 2.4640 5.79 4.8253 0.8502 P-560J [4.8508 2.4254 5.74 4.7205 0.8465 P-582C 4.7406 2.3703 4.59 4.6558 0.7536 P-583B 5.8302 2.9151 4.20 5.7208 0.7197 P-583D 6.0694 4.5522 3.13 5.8100 0.6979 0.5839 IOutlet Control 0.8820 IOutlet Control 0.8249 Outlet Control 1.1264 ]Outlet Control 1.7332 [Outlet Control 0.8472 Outlet Control 0.4912 Outlet Control >D Outlet Control P-583A 5.5090 4.1318 2.89 5.3934 0.6692 0.4228 IOutlet Control P-574 4.6960 3.5221 2.75 4.5400 0.6525 0.5407 Outlet Control P-574A 3.9001 2.9252 2.62 3.7000 0.6363 0.7321 Outlet Control P-574B 5.3967 4.0476 2.45 5.2900 0.6142 0.5902 Outlet Control P-574C 5.4380 4.0786 2.35 5.3700 0.6012 >D Outlet Control P-1003 5.6672 4.2505 2.08 5.5800 0.5646 >D IOutletControl P-1007 5.1560 5.1560 2.08 4.9000 0.6176 0.6284 Outlet Control P-1012 4.3663 4.3663 0.86 4.2399 0.3887 0.4988 Outlet Control P-1014 3.8205 3.8205 0.86 3.7778 0.3887 0.3987 Outlet Control P-1015 3.4247 5.1375 0.86 3.2250 I 0.4398 0.2436 Outlet Control P-583c 2.6179 2.6179 0.91 2.5300 0.4006 >D Outlet Control 2.1991 2.1991 0.60 2.1700 0.3220 >D Outlet Control 2.1100 0.2489 0.7694 Outlet Control0.36 P-584D P-584C 2.1251 2.1251 P-584B 6.9441 6.9441 0.16 6.9420 0.1660 0.0944 Outlet Control P-586 2.0976 2.5172 0.16 2.0912 0.1746 0.1713 Outlet Control P-587 I 1.4760 2.9519 0.16 1.4409 0.2025 0.1776 Outlet Control P-555 0.4145 0.4145 0.54 0.5808 0.3056 0.2525 SuperCrit flow,Inlet end controls m m m m m m m m m m u m m m m m m m m m m m m m m m m m m m m m m n m n m m P-551A 2.6309 !.3154 19.58 1.5908 1.5908 1.2815 SuperCrit flow,Inlet end controls P-551D 3.9341 1.9671 19.58 2.9625 1.5908 1.1654 Outlet Control P-551 7.2712 3.6356 2.21 7.2600 0.5172 0.5035 Outlet Control P-558 7.1869 4.7912 0.72 7.1763 0.3155 0.2101 Outlet Control P-553 6.9970 4_.6(?d7 1.49 6.976_3 1 0.4585 0.2476 Outlet_C0ntrol P-554 5.0531 3.3687 1.49 5.0277 I o.4585 0.3932 Outlet Control P-5.56 4.1537 4.!537 0.77 4.1000 [0.-3670 0.3760 tOutlet Control P-557 3.35.29 .5:_0298 0.77 3.2100 10:4154 >D Outlet Control P-551E 7.3484 ...3:6742 4.37 7.3100 1 0:7348 0.9659 Outlet Control P-560A _.7A_899-7.3849 0.7030 2.9160 0.6947....4.02 0:5792 Outlet Control....P-560c 2:9624 I 3.93 .......0.5698 IOutletControlP-568D 6.712!1 .3:3569 3.40 6.6737._0.6444 >D [Outlet Control P7568C 6:6622 .[.3.331!3.04 6.6375 10L6082 0.4258 Outlet Control P-568A 5.1938 2.5969 3.04 5.1586 0.6082 >D Outlet Control P-569A 5.5041 3.6694 3.04 5.2384 0.6625 0.6789 IOutletControl P-571A 4.5944 3.0629 3.04 4.3265 0.6625 1.2371 IOutletControl P-551F 4.8531 2.4266 12.99 4.4700 1.2970 >D IOutlet Control P-560 7.1301 3.5651 12.65 6.1729 1.2795 >D [Outlet Control P-561 7.3382 4.8921 6.30 6.7353 _,1 0_9706 0.7315 ]Outlet Control P-563 5.8745 l 3.9163 6.30 5.5460 10._9706 0.7967 Outlet Control P-568B 8.1384 8.1384 6.19 5.5000 0.9602 >D Outlet Control P-568 9.8015 9.8015 6.19 5.8600 0.9602 >D [outiet Control P-569 12.2401 12.2401 6.19 6.0500 :l 0.9602 >D Outlet Control P-570 8.4287 8.4287 5.99 2.5100 0.9548 >D Outlet Control P-571 9.8857 9.8857 5.75 4.2600 0.9478 >D [Ouilet Control P-560D 6.8329 I 3.4164 6.35 6.7353 0.8924 0.5839 Outlet Control P-560L 6.2342 3.1171 6.00 6.0800 0.8657 0.8820 [Outlet Control P-560F 5.6653 2.8327 5.88 5.5000 0.8569 0.8249 Outlet Control P-560H 4.9279 2.4640 5.79 4.8253 0.8502 1.1264 Outlet Control P-560J 4.8508 2.4254 5.74 4.7205 0.8465 1.7332 Outlet Control P-582C 4.7406 2.3703 4.59 4.6558 0.7536 0.8472 Outlet Control P-583B 5.8302 2.9151 4.20 5.7208 0.7197 0.4912 Outlet Control P-583D 6.0694 4.5522 3.13 5.8100 0.6979 >D Outlet Control P-583A 5.5090 4.1318 2.89 5.3934 0.6692 0.4228 IOutletControl P-574 4.696_.0 3.5221 2.75 4.5400 0.6525 0.5407 [Outlet Control P-574A 3.9001 2.9252 2.62 3.7000 0.6363 0.7321 IOutlet Control P-574B 5.3967 4.0476 2.45 5.2900 0.6142 0.5902 IOutlet Control P-574C 5.4380 4.0786 2.35 5.3700 0.6012 >D Outlet Control P-1003 5.6672 4.2505 2.08 5.5800 0.5646 >D Outlet Control P-1007 5.1560 5.1560 2.08 4.9000 0.6176 0.6284 Outlet Control P-1012 4.3663 4.3663 0.86 4.2399 0.3887 0.4988 [Outlet Control P-1014 3.8205 3.8205 0.86 3.7778 0.3887 0.3987 Outlet Control P-1015 3.4247 5.1375 0.86 3.2250 0.4398 0.2436 Outlet Control P-583C 2.6179 2.6179 0.91 2.5300 0.4006 >D Outlet Control P-584D 2.1991 2.1991 0.60 2.1700 0.3220 >D .IOutlet Control P-584C 2.1251 2.1251 0.36 2.1100 0.2489 0.7694 Outlet Control P-584B 6.9441 6.9441 0.16 6.9420 0.1660 0.0944 Outlet Control P-586 2.0976 2.5172 0.16 2.0912 0.1746 0.1713 Outlet Control P-587 1.4760 2.9519 0.16 1.4409 0.2025 0.1776 Outlet Control m m m n m n m m m m m m n m u m m n m m n m m m n m m m m m n m m mm m mL Appended on:Monday,August 19,2013 9:05:28 AM Layout Report:Ex Basin 31 Event Precip (in) 2 yr 24 hr 2.00 1_0 year 2.90 ZS year 3.40 tO0 year 3.90 Reach Records Record ld:P-1003 ection Shape: LJniform Flow Method: Routing Method: DnNode Material Circular Manning's Travel Time Shift 574C unspecified Coefficient: :ontributing Hyd JpNode ize Eat Losses Groove End w/Headwall 0.012 1003 16 in Diam Length 73.00 ft Slope 0.01% Up Invert 113.96 ft Dn Invert 113.95 ft Min Vel Conduit Constraints Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 5.00 ft/s 0.00%50,00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record Id:P-1007 Section Shape:Circular Uniform Flow Method: Routing Method: Manning's Travel Time Shift DnNode 1003 Material unspecified Coefficient: Contributing Hyd 0.012 UpNode 1007 Size 12in Diam EntLosses Groove End w/Headwall Length 43.00 ft Slope 0.56% n m m m m m m n n m m m m mm n m m m m m n m m m m m n m m m m n n n m m m Up Invert 114.20 ft Dn Invert 113.96 ft Conduit Constraints Min Vel ;Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%S0.00%0.00 ft Drop across MH 0.00 ft Ex/lnfll Rate 0.00 in/hr Record Id:P-1012 Section Shape:Circular Uniform Flow Method:Manning's Routing Method:Travel Time Shift DnNode 1007 Material unspecified Ent Losses Length oefficient:0.012 ontributingHyd pNode 1012 ize 12 in Diam Groove End w/Headwall Up Invert 114.91 ft Dn Invert 114.5001 ft 210.00 ft Slope 0.20% Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record ld:P-1014 Section Shape:Circular Uniform Flow Method:Manning's Coefficient:0.012 Routing Method:Travel Time Shift Contributing Hyd DnNode 1012 JpNode 1014 Material unspecified Size 12 in Diam Ent Losses Groove End w/Headwall 41.00 ft lope 0.44% Dn Invert 115.06 ft Length Up Invert 115.24 ft Conduit Constraints m m m m m m m m m m m m m m m m m m m m n m m m m m m m m m n n m m m m m m Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infll Rate 0.00 in/hr Record ld:P-1OI5 Section Shape:Circular Manning'sUniformFlowMethod:oefficient:0.012 Routing Method:Travel Time Shift :ontributing Hyd .'4 DnNode 1014 JpNode 1015 Material unspecified ;ize 8 in Diam Ent Losses Groove End w/Headwall Length 20.00 ft ;lope 5.30% Up Invert 116.75 ft Dn Invert 115.69 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s lS.O0 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record Id:P-551 Section Shape:I Circular Uniform Flow Method:Manning's Routing Method:Travel Time Shift DnNode SSID Vlaterial unspecified Coefficient:0.012 Contributing Hyd JpNode 551 iize 24 in Diam :nt Losses Groove End w/Headwall Length 24.00 ft ilope 0.42% Up Invert 110.70 ft )n Invert 110.60 ft Conduit Constraints Min Vel Max Vel Min Slope 0.00 ft/s lS.00 ft/s 0.00% Max Slope Min Cover 50.00%0.00 ft m m m m m m m m m m m m m m m m m m m u n n m n u i U ||n u m m n m !-] Drop across MH 0.00 ft Ex/InfilRate O.OOin/hr Record ld:P-551A Section Shape: Jniform Flow Method: _~ Routing Method: :)nNode Vlaterial Ent Losses Length LJp Invert Circular Manning's :oeffident:0.012 Travel Time Shift :ontributing Hyd 551A1-16 JpNode unspecified i Size 24 in Diam Groove End w/Headwall 19.00 ft lope 1.16% 114.02 ft Dn Invert 113.80 ft Conduit Constraints Min Vel 0.00 Ws Max Vel Min Slope Max Slope Min Cover 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record Id:P-551D Section Shape: Uniform Flow Method: Routing Method: [nNode Material Ent Losses Length Circular Manning's Coefficient:0.012 Travel Time Shift :ontributing Hyd 551A UpNode 551D unspecified Size 24 in Diam Groove End w/Headwall 39.00 ft Slope 1.54% Up Invert 114.70 ft Dn Invert 114.10 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 15.00 ft/s 0.00%50.00%0.00 ft0.00 ft/s Drop across MH 0.00 ft Ex/lnfil Rate 0.00 in/hr m m m m m m m m m m m m m m m m m mL m m m m m m m u m m m m m n m m m Record ld:Po551E Section Shape: Uniform Flow Method: Routing Method: DnNode Circular Manning's Travel Time Shift 551D Coefficient: Contributing Hyd UpNode 0.012 551E Material unspecified Size 24 in Diam Ent Losses Groove End w/Headwall Length 7.00 ft Slope 0.14% Up Invert 110.56 ft Dn Invert 110.55 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record ld:P-551F Section Shape:Circular Uniform Flow Method: Routing Method: Manning's Travel Time Shift DnNode 551D Material unspecified Coefficient:0.012 Contributing Hyd UpNode 551F Size 24 in Diam Ent Losses Groove End w/Headwall Length 23.00 ft Slope 0.04% Up Invert 113.40 ft Dn Invert 113.39 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infll Rate 0.00 in/hr Record ld:P-553 Section Shape:Circular i I /l /m m --m m I /I /I I I I I l l l I l I /I I 1 Uniform Flow Method: Routing Method: Manning's Coefficient:0,012 Travel Time Shift ontributing Hyd DnNode 551 UpNode 553 Material unspecified Size 18 in Diam Ent Losses Groove End w/Headwall Length 43,00 ft Slope 4.88% Up Invert 113.00 ft Dn Invert 110.90 ft Conduit Constraints Min Vel Max Vel .=0.00 ft/s 15.00 ft/s Min Slope Max Slope 0.00%50.00% Min Cover 0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record Id:P-554 Section Shape:Circular Coefficient:0.012UniformFlowMethod:I Manning's Routing Method:Travel Time Shift Contributing Hyd DnNode 553 UpNode 554 rVlaterial unspecified Size 18 in Diam Ent Losses Groove End w/Headwall Length 71.00 ft Slope 0.75% LJp Invert 113.40 ft Dn Invert 112.87 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record ld:P-555 Section Shape:Circular Uniform Flow Method:Manning's Coefficient:0.012 Routing Method:Travel Time Shift Contributing Hyd n m m m m m m m m m m m m m m m l m m m m m m m m n n m m m m m mI- DnNode 1-16 JpNode 555 Material unspecified ,ize 12 in Diam Ent Losses Groove End w/Headwall Length 69.00 ft Slope 1.00% [Jp Invert 115.50 ft Dn Invert 114.81 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50%2.00%3.00 ft Drop across MH 0;00 ft Ex/lnfil Rate 0.00 in/hr Record ld:1)-556 Section Shape:Circular Uniform Flow Method: Routing Method: Manning's Travel Time Shift DnNode 554 Coefficient:0.012 rontributing Hyd UpNode 556 aterial unspecified Size 12 in Diam Ent Losses Groove End w/Headwall Length 90.00 ft Slope 0.44% Up Invert 113.90 ft Dn Invert 113.50 ft Conduit Constraints Min Vel 0.00 ft/s Max Vel Min Slope 15.00 ft/s 0.00% Max Slope Min Cover 50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record ld:P-557 Section Shape:Circular Uniform Flow Method: Routing Method: Manning's Coefficient:0.012 Travel Time Shift Contributing Hyd DnNode 556 UpNode 557 Material unspecified Size 8 in Diam n m u m m m m m m m m m mm m m n mm m n |B R i ||||||||||n B Ent Losses Groove End w/Headwall Length 15.00 ft Slope 0.07% Up Invert 113.80 ft Dn Invert 113.79 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infll Rate 0.00 in/hr Record ld:P-558 Section Shape:Circular Uniform Flow Method: Routing Method: Manning's Travel Time Shift DnNode 551 Material unspecified Coefficient:0.012 Contributing Hyd UpNode 558 ize 18 in Diam Ent Losses Groove End w/Headwall nh Uplnvert 186.00 ft Slope 114.90 ft Dn Invert 2.26% 110.70 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record ld:P-560 Section Shape:Circular Uniform Flow Method:Manning's Routing Method:Travel Time Shift DnNode 5SlF Material unspecified Ent Losses r'oefficient:0.012 r'ontributing Hyd UpNode 560 Size 24 in Diam Groove End w/Headwall •Length 247.00 ft Slope 0.15% /I I l i l 1 l l I I l 1 l l l l l I H a H D m m |H n a H |H H i H H i Up Invert 112.20 ft Dn Invert 111.82 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH :0.00 ft Ex/Infll Rate 0.00 in/hr Record ld:P-560A Section Shape:Circular Uniform Flow Method:Manning's Coefficient:0.012 Routing Method:Travel Time Shift Contributing Hyd DnNode 551E UpNode 560A Material unspecified Size 24 in Diam Ent Losses Groove End w/Headwali .ength 279.00 ft Slope 0.80% Jp Invert 112.75 ft Dn Invert 110.52 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record Id:P-560C Section Shape:Circular Uniform Flow Method: Routing Method: Manning's Travel Time Shift Coefficient:0.012 Contributing Hyd DnNode 560A Material unspecified UpNode 560C Size 24 in Diam Ent Losses Groove End w/Headwall Length 68.00 ft Slope Up Invert 115.65 ft Dn Invert Conduit Constraints 0.81% 115.10 ft 1 1 1 /1 /1 I 1 I 1 l 1 I 1 l I m m mm m m n n m m m m n u 12 Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft0.00 ft/s 15.00 ft/s 0.00%50.00% Drop across MH '0.00 ft /Infil Rate 0.00 in/hr Record ld:P-560D ection Shape:". Uniform Flow Method: Circular Manning's Routing Method:Travel Time Shift E)nNode 560 Material unspecified :oefficient: !Contributing Hyd 0.012 JpNode S60D ,ize 24 in Diam Ent Losses Groove End w/Headwall Length 32.00 ft Up Invert 112.82 ft lope 1.94% [}n Invert 112.20 ft Conduit Constraints Min Vel .Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 1 0.00%50.00%[0.00 ft Drop across MH 0.00 ft IEx/Infil Rate 0.00 in/hr Record ld:P-56OF Section Shape:Circular Jniform Flow Method:Manning's Coefficient:0.012 outing Method:Travel Time Shift Contributing Hyd DnNode S60L UpNode 560F Vlaterial unspecified Size 24 in Diam Ent losses Groove End w/Headwall Length 175.00 ft Slope 0.45% Up invert 114.09 ft Dn Invert 113,30 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft i l l I l l i l I l l l l i l l l l i m m m m u m n m m n m m m m u m mL• [Oropac MH I 0.00 (O.OOin,hr Record ld:P-560H ection Shape:Circular Uniform Flow Method: Routing Method: DnNode Manning's Travel Time Shift 560F Material unspecified oeffident:0.012 Contributing Hyd UpNode 560H ize 24 in Diam Ent Losses Length 71.00 ft Up Invert 114.20 ft Groove End w/Headwall lope 0.15% Dn Invert 114.09 ft Conduit Constraints Min Vel 0.00 ft/s Max Vel Min Slope 15.00 ft/s 0.00% Max Slope Min Cover 50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate I 0.00 in/hr Record Id:P-560J Section Shape: Uniform Flow Method: Routing Method: DnNode Material Ent Losses Length Uplnvert Circular Manning's Travel Time Shift 560H unspecified Coefficient: Contributing Hyd UpNode Size Groove End w/Headwall 125,00 ft Slope 114.31 ft Dn Invert 0.012 560J 24 in Diam 0.05% 114.25 ft Min Vel 0.00 ft/s Conduit Constraints Max Vel Min Slope Max Slope Min Cover 5O.OO%0.00 ft15.00 ft/s 0.00% Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr I I D |l I l l i t l |l i i I i |E Record Id:P-560L !Section Shape:Circular Jniform Flow Method:Manning's r'oeffident:0.012 Routing Method:Travel Time Shift ontributing Hyd nNode S60D Vlaterial unspecified UpNode S60L ize 24in Diam Ent Losses Groove End w/Headwall Length 145.00 ft Slope 0.37% Lip Invert 113.3S ft Dn Invert 112.82 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record ld:P-561 Section Shape: Uniform Flow Method: Routing Method: DnNode Material Ent Losses Length Up Invert Circular Manning's Travel Time Shift 560 unspecified Coefficient: Contributing Hyd UpNode Size Groove End w/Headwall 120.00 ft Slope 113.80 ft Dn Invert 0.012 561 18 in Diam 1.33% 112.20 ft Min Vel 0,00 ft/s Conduit Constraints Max Vel Min Slope Max Slope Min Cover 50.00%0.00 ft15.00 ft/s 0.00% Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record Id:P-563 ISect?on Shape:Circular I i l |I 1 I i I l I l l l i l l | Uniform Flow Method: outingMethod: DnNode Material Ent Losses Length Uplnve Manning's Travel me Shift 561 unspeced Coefficient: Contributing Hyd UpNode Size Groove End w/Headwall 30.00 ft Slope 114.10 ft Dnlnve 0.012 563 18 in Diam 1.00% 113.80 ft Min Vel 0.00 ft/s Conduit Constraints Max Vel Min Slope 15.00 ft/s 0.00% Max Slope 50.00% Min Cover 0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record ld:P-568 Section Shape: Uniform Flow Method: Circular Manning's Coefficient:0.012 Routing Method:Travel Time Shift Contributing Hyd DnNode Material 568B unspecified UpNode Size 568 12 in Diam Ent Losses Length Groove End w/Headwall 109.00 ft Slope Up Invert 113.85 ft Dn Invert 0.01% 113.84ft Min Vel 0.00 ft/s Conduit Constraints Max Vel 15.00 ft/s Min Slope 0.00% Max Slope 50.00% Min Cover 0.00 ft Drop across MH 0.00 ft Ex/Infll Rate 0.00 in/hr Record Id:P-568A Section Shape: Uniform Flow Method: Routing Method: Circular Manning's Travel Time Shift Coefficient: Contributing Hyd 0.012 l I I i a l l l l l l l l l l l l lE m m m m m m m m m m m m mmm m m m m m m :)nNode 568C UpNode 568A Vlaterial unspecified Size 24 in Diam Ent Losses Groove End w/Headwall Length 117.00 ft Slope 0.01% Jp Invert 112.95 ft Dn Invert 112.94 ft Conduit Constraints Min Vel ....Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft 0.00 ft Ex/Infil Rate 0.00 in/hrDropacrossMH Record ld:P-568B Section Shape: Uniform Flow Method: Circular Manning's :oefficient:0.012 Routing Method:Travel Time Shift Contributing Hyd DnNode 563 LIpNode 568B Material unspecified Size 12 in Diam Ent Losses Groove End w/Headwall Length 58.00 ft Slope 0.43% Up Invert 114.25 ft Dn Invert 114.00 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infll Rate 0.00 in/hr Record ld:P-568C Section Shape:Circular Uniform Flow Method:Manning's Coefficient:0.012 outing Method:Travel Time Shift Contributing Hyd )nNode 568D UpNnde 568C Vlaterial unspecified Size 24 in Diam m m m m m u m i a ii m m m m E __ Ent Losses Groove End w/Headwall Length Up Invert 48.00 ft Slope 112.19 ft Dn Invert 1.54% 111.45 ft Conduit Constxaints Min Vel Max Vel 0.00 ft/s 15.00 ft/s -...:T-__T Min Slope Max Slope Min Cover 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record ld:P-568D Section Shape: Uniform Flow Method: Routing Method: DnNode Material Circular Manning's Coefficient:0.012 Travel Time Shift Contributing Hyd 560C JpNode 568D unspecified Size 24 in Diam Ent Losses Groove End w/Headwall Length 87.00 ft Slope 0.01% Up Invert 111.38 ft Dn Invert 111.37 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record Id:P-569 Section Shape:Circular Uniform Flow Method:Manning's Routing Method:Travel Time Shift DnNode 568 Material unspecified :oefficient:0.012 Eontributing Hyd UpNode 569 Size 12 in Diam Ent Losses Groove End w/Headwall Length 197.00 ft 5lope 0,44% |I D l l l l I i i |I I LwZL_ H |||D |a ||H m ||H ||E Up Invert 114.52 ft 113.65 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover o.oo ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record ld:P-569A ection Shape: Uniform Flow Method: Routing Method: DnNode Material Circular Manning's Travel Time Shift 568A unspecified Coefficient: Contributing Hyd IJpNode ize 0.012 569A 18 in Diam Ent Losses Length Up Invert Groove End w/Headwall 298.00 ft lope 114.05 ft Dn Invert 0.40% 112.85 ft Conduit Constraints Min Vel o.oo ft/s Max Vel Min Slope Max Slope Min Cover 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record ld:P-570 Section Shape:Circular Uniform Flow Method:Manning's Coefficient:0.012 Routing Method:Travel Time Shift Contributing Hyd DnNode 569 UpNode 570 Material unspecified Size 12 in Diam Ent Losses Groove End w/Headwall Length 202.00 ft Slope 0.43% Up Invert 115.35 ft Dn Invert 114.49 ft Conduit Constraints l |l |m D |||D I l ||||ii[-]L I I I I I I I I I I I I I I IE Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Exlnfil Rate 0.00 in/hr Record ld:P-571 Section Shape: Uniform Flow Method: Routing Method: DoNode Material Circular Manning's Coefficient:0.012 Travel Time Shift Contributing Hyd 570 LlpNode 571 unspecified ize 12 in Diam Ent Losses Groove End w/Headwall Length 210.00 ft gope 0.00% LJp Invert 114.95 ft Dn Invert 114.94 ft Conduit Constraints Mio Vel Max Vel Min Slope Max Slope Min Cover [0,00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record ld:P-571A Section Shape: Uniform Flow Method: Routing Method: DnNode Material Circular Manning's Coefficient: Travel Time Shift =ontributing Hyd 0.012 569A LJpNode 571A unspecified ize 18 in Diam Ent Losses Groove End w/Headwall Length 301.00 ft i Slope 0.07% Up Invert 114.20 ft Dn Invert 113.99 ft Min Vel Max Vel 2.00 ft/s 15.00 ft/s Conduit Constraints Min Slope Max Slope Min Cover 0.00%50.00%0.00 ft 1 l lib In I u BB I nil I lIB l I mum l m ||I D I m I m m mu m m am Dr°p acr°NIIH I 000 t IEx|nfi|Rate I Oo00iil hr Record ld:P-574 Section Shape:Circular Uniform Flow Method:Manning's Coefficient:0.012 Routing Method:-Travel Time Shift Contributing Hyd DnNode 583A UpNode 574 Material unspecified Size 16 in Diam Ent Losses Groove End w/Headwall Length 77.00 (1:Slope 0.91% Up invert 115.80 ft Dn Invert 115.10 ft Conduit Constraints Min Vel Max Vel 0.00 ft/s 15.00 ft/s Min Slope Max Slope Min Cover 0.00%50.00%0.00 ft Drop across MH 0.00 ft F.x/Until Rate 0.00 in/hr Record ld:P-574A Section Shape:Circular Jniform Flow Method:Manning's Coefficient:[0.012 g Method:Travel Time Shift Contributing Hyd [ 9nNode 574 UpNode I 574A Material unspecified Size [16 in Diam Ent Losses Groove End w/Headwall Length 136.00 ft [Slope [0.29% Up Invert 116.19 ft =IDn Invert 115.80 ft Conduit Constraints ,nve,I axvo,I ,o,oe F xs,o rooozesiooIoooIo00,[ Min Cover 0.00 ft Drop across MH .[,0.00 ft .i Ex/Infil Rate [O.OOin/hr n nm mm in u mm mn mm mm mm mm n Record Id:P-574B Section Shape:Circular Uniform Flow Method:Manning's Coeffident:0.012 Routing Method:Travel Time Shift Contributing Hyd DnNode 574A UpNode 574B Material unspecified Size 16 in Diam Ent Losses Groove End w/Headwall Length 57.00 ft Slope 0.53% Up Invert 114.51 ft Dn Invert 114.21 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0,00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft 3rop across MH 0.00 ft x/Infil Rate 0.00 in/hr Record ld:P-574C Section Shape:Circular Uniform Flow Method: Routing Method: Manning's Travel Time Shift DnNode 574B Material unspecified Coefficient:0.012 Contributing Hyd UpNode 574C Size 16 in Diam Ent Losses Groove End w/Headwall Length 19.00 ft Slope 0.05% Up Invert 114,18 ft Dn Invert 114.17 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record ld:P-582C Section Shape:Circular Uniform Flow Method: Routing Method: DnNode Material Ent Losses Length Up Invert Manning's Travel Time Shift 560J unspecified 129.00 ft 114.73 ft Coefficient: Contributing Hyd UpNode Size Groove End w/Headwall Slope Dn Invert 0.012 582C 24 in Diam 0.25% 114.41 ft Min Vel Max Vel o.oo ft/s 15.00 ft/s Conduit ConstraintS Min Slope 0.00% Max Slope 50.00% Min Cover 0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record ld:P-583A Section Shape: Uniform Flow Method: Circular Manning's f'oefficient:0.012 Routing Method: DnNode Material Ent Losses Length Travel Time Shift Contributing Hyd 583D UpNode unspecified Size Groove End w/Headwall 30.00 ft Slope 583A 16 in Diam 2.53% Up Invert 114.91 ft Dn Invert 114.15 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record Id:P-583B Section Shape:Circular Uniform Flow Method:Manning's Coefficient:0.012 Routing Method:Travel Time Shift Contributing Hyd I S I M BII I 8 I Ir U IE I U U U I I I I I I I I I I I DnNode 582C IUpNode 5830 Material unspecified Size 24 in Diam Ent Losses Groove End w/Headwall Length 260.00 ft lope 1.67% Up Invert 117.75 ft Dn Invert 113.40 ft Conduit Constraints Max Vel Min CoverMinVelI 0.00 ft/s I [Min Slope 15.00 ft/s 0.00% Max Slope 50.00%l 0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record ld:P-583C Section Shape:Circular Llniform Flow Method: outing Method: Manning's Travel me Shift nNode 583B Coefficient: =ontributing Hyd pNode 0.012 583C Material unspecified Size 12 in Diam Ent Losses Groove End w/Headwall Length 113.00 ft Slope 0.01% Up Invert 116.83 ft Dn Invert 116.82 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record ld:P-583D 5ection Shape: Uniform Flow Method: Routing Method: Circular Manning's Travel Time Shift DnNode 583B Material unspecified Coefficient: Contributing Hyd JpNode ize 0.012 583D 16 in Diam un u m nn mm n nEJ Ent Losses Groove End w/Headwall Length ,i i 118.00 ft ;lope 0.01% Up Invert 113.55 ft Dn Invert 113.54 ft Min Vel Max Vel Conduit Constraints Min Slope Max Slope Min Cover 0.00 ftO.O0 ft/s 15.00 ft/s 0.00%50.00% Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record ld:P-584B SeionShape:Circular Uniform Flow Method:Manning's Coefficient:0.012 Routing Method:Travel Time Shift Contributing Hyd DnNode i 584C UpNode 584B Material unspecified Size 12 in Diam Ent Losses Groove End w/Headwall Length Up Invert 72.00 ft Slope 115.80 ft Dn Invert 5.28% 112.00 ft Conduit Constraints Min Vel Max Vel Min Slope 0.00 ft/s 15.00 ft/s 0.00% Max Slope Min Cover 50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record Id:P-584C Section Shape:Circular Uniform Flow Method:Manning's Coefficient:0.012 Routing Method:Travel Time Shift Contributing Hyd DnNode 584D UpNode 584C Material unspecified Size 12 in Diam Ent Losses Groove End w/Headwail Length 126.00 ft Slope 0.01% 1 m I 1E-J Up Invert 116.83 ft Dn Invert 116.82 ft Min Vel I 0.00 ft/s DmpacrossMH Max Vel Conduit Constraints Min Slope 0.00% Max Slope 50.00% Min Cover O.OOff O.OOff Ex/Infll Rate 0.00 in/hr Record Id:P-584D Section Shape:Circular Uniform Flow Method: Routing Method: Manning's Travel Time Shift Coefficient: Contributing Hyd DnNode Material 583C UpNode unspecified Size 0.012 584D 12 in Diam Ent Losses Length Up Invert ..i 76.00 ft Groove End w/Headwall Slope Dn Invert116.83 ft 0.01% 116.82 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record ld:P-586 !Section Shape: Jniform Flow Method: Flouting Method: DnNode rVlaterial Ent Losses Circular Manning's Coefficient:0.012 Travel Time Shift .Contributing Hyd 584B UpNode 586 unspecified Size 10 in Diam Groove End w/Headwall Length 98.00 ft Slope 0.56% LJp Invert 117.40 ft Dn Invert 116.85 ft Conduit Constraints Min Vel Max Vel Min Slope 0,00 ft/s 15.00 ft/s 0.00% Max Slope Min Cover 50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record ld:P-587 Section Shape:Circular Uniform Flow Method:Manning's Coeifident:0.012 Routing Method:Travel Time Shift Contributing Hyd DnNode 586 UpNode 587 Material unspecified Size 6 in Diam Ent Losses Groove End w/Headwall Length 30.00 ft Slope 1.00% Up Invert 117.80 ft Dn Invert 117.50 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover j o oo/s I 15oo/s I o oo so oo I 0.00 ft Drop across MH [0.00 ft Exllnfil Rate 0.00 in/hr Node Records Record Id:1003 Descrip:Prototype Record Increment 0.10 ft Start El.111.86 ft Max El.118.76 ft Void Ratio 100.00 Condition Existing Structure Type CB-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20)Channelization No Special Shape Catch 0.00 ft Bottom Area 19.635 sf MH/CB Type Node Record ld:1007 Descrip:•Prototype Record Increment 0.10 ft n i an nJ --J Start El..111.80 ft Max El.118.64 ft Void Ratio [00.00 Condition Existing Structure Type :B-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20)Channelization 1o Special Shape Catch D.O0 ft Bottom Area [9.635 sf :MH/CB Type Node Record ld:1012 [:)escrip:Prototype Record Increment D.IO ft 113.71 ft Max El.119.11 ftStartEl. Void Ratio 100.00 Condition Existing Ent Ke Structure Type 3roove End w/Headwall (ke=O.20)Channelization CB-TYPE 1-48 No Special Shape Catch [).00 ft Bottom Area 19.635 sf MH/CB Type Node Record Id:1014 Descrip:Prototype Record Start El.114.09 ft Void Ratio 100.00 Condition Existing Ent Ke Catch 3.00 Increment 0.10 ft Max El.119.09 ft CB-TYPE 1-48 No Special Shape tructure Type 3roove End w/Headwall(ke=0.20)Channelization 3ottom Area 19.635 sf MH/CB Type Node Record Id:1015 Descrip:Prototype Record increment 0.10 ft tart El.115.33 ft Max El.119.25 ft /oid Ratio 100.00 Condition,Existing Structure Type CB-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20)Channelization No Special Shape I I i I I I I I I I Catch 0.00 ft 19.635 sfBottomArea. MH/CB Type Node Record ld:551 Descrip:Prototype Record Start El.108.00 ft J Void Ratio I00.00 Condition i Existing Ent Ke 3roove End w/Headwall (ke=0.20 Catch ].OOft Increment Max El. Structure Type Channelization Bottom Area ).10 ft 118.10 ft CB-TYPE 1-48 No Special Shape 19.635 sf MH/CB Type Node Record Id:551A Descrip:Prototype Record Increment 0.10 ft ;tart El.114.02 ft Max El.118.10 ft Void Ratio 200.00 Condition =xisting Ent Ke 3roove End w/Headwall (ke=0.20) Structure Type Channelization CB-TYPE 1-48 No Special Shape Catch :).00 ft Bottom Area 119.635 sf MH/CB Type Node Record Id:551D Descrip:Prototype Record Increment 0.10 ft Start El.3.90 ft Max El.I18.25 ft Void Ratio 100.00 Condition Existing Structure Type CB-TYPE 1-48 Ent Ke Sroove End w/Headwall (ke=0.20)Channelization klo Special Shape Catch D.O0 ft Bottom Area 19.635 sf MH/CB Type Node I U I ll--1 I L_.--J Record Id:551E Descrip:Prototype Record 'ncrement Start El.1.04 ft Vlax El. Void Ratio 100.00 Condition Existing ,tructure Type Ent Ke Groove End w/Headwall (ke=0.20)Channelization Catch 0.00 ft Bottom Area MH/CB Type Node D.IO ft 119.60 ft CB-TYPE 1-48 No Special Shape 19.635 sf Record ld:551F Descrip:Prototype Record ncrement O.10 ft Start El.110.90 ft ,lax El. Void Ratio 100.00 Condition Ent Ke Existing tructure Type Groove End w/Headwall (ke=0.20)Channelization 118.60 ft CB-TYPE 1-48 No Special Shape Catch 0.00 ft Bottom Area I19.635 sf MH/CB Type Node Record ld:553 Descrip:Prototype Record acrement 0.10 ft Start El.111.30 ft Max El.118.10 ft Void Ratio 100.00 Condition Existing Structure Type CB-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20) Catch 0.00 ft :hannelization No Special Shape Bottom Area 19.635 sf MH/CB Type Node Record ld:554 i Descrip:Prototype Record Increment 0.10 ft Start El.112.60 ft Max El.117.50 ft 1 l Ill DII 1 I IllEJ rVoidRatio100.00 / / Condition Existing Structure Type CB-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20)Ehannelization No Special Shape CatCh 0.00 ft Bottom Area 19.635 sf MH/CB Type Node Record ld:555 Descrip:Prototype Record increment ).I0 ft Start El.111.00 ft Max El.118.90 ft Void Ratio 100.00 Condition Existing 5tructureType CB-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20 Channelization No Special Shape. Catch 0.00 ft Bottom Area 19.635 sf MH/CB Type Node Record ld:556 Descrip:Prototype Record Increment 0.10 ft 5tart El.110.20 ft Max El.116.90 ft ¢oid Ratio 100.00 Condition Existing Structure Type CB-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=O.20)Channelization No Special Shape Catch 0.00 ft Bottom Area 19.635 sf MH/CB Type Node Record Id:557 Descrip:Prototype Record increment :).10 ft Max El.[16.80 ftStartEl.110.10 ft Void Ratio 100.00 Condition -xisting Ent Ke 3roove End w/Headwall (ke=0.20) Structure Type Channelization =B-TYPE 1-48 No Special Shape I l l El Catch 0.00 ft Bottom Area 19.635 sf MH/CB Type Node Record ld:558 I!Descnp:Prototype Record Increment D.lO ft tart El.113.90 ft Max El.118.44 ft V°id Rat[°10-i00 Condition Existing Structure Type CB-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20)Channelization 1o Special Shape Catch 0.00 ft Bottom Area 19.635 sf MH/CB Type Node Record ld:560 Descrip:Prototype Record Increment 3.10 ft Start El.112.20 ft Max El.[19.10 ft FVoidRatio100.00 / / Condition Existing Structure Type :B-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20)Channelization No Special Shape Catch 0.00 ft Bottom Area 19.635 sf MH/CB Type Node Record Id:560A Prototype Record Increment 0.10 ftDescrip: Start El.112.20 ft Void Ratio 100.00 ConditionlExisting Ent Ke !Groove End w/Headwall (ke=0.20) Catch ).00 Max El.119.10 ft Structure Type Channelization CB-TYPE 1-48 No SpecialShape Bottom Area 19.635 sf MH/CBType Node E Record ld:560C Descrip:Prototype Record Increment 3.10 ft Start El.110.10 ft Max El.[19.50 ft Joid Ratio'100.00 Condition Existing Structure Type :B-TYPE 18 Ent Ke Groove End w/Headwall (ke=0.20)Channelization 1o Special Shape Satch D.O0 ft Bottom Area [9.635 sf MH/CB Type Node Record ld:560D Descrip:Prototype Record Increment 3.10 ft Start El.109.80 ft Max El.[18.80 ft 'oid Ratio 100.00 Condition Existing Structure Type SB-TYPE 1-48 Znt Ke Groove End w/Headwall (ke=0.20)Channelization 1o Special Shape Catch 0.00 ft Bottom Area 19.635 sf MH/CB Type Node Record Id:560F Descrip:Prototype Record Increment 0.10 ft Start El.111.94 ft Max El.129.04 ft Void Ratio i00.00 Condition Existing Structure Type :B-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20)Channelization No Special Shape Catch D.O0 ft Bottom Area 19.635 sf MH/CB Type Node Record ld:560H Descrip:Prototype Record Increment 3.10 ft Start El.112,65 ft Max El.119.10 ft l-nE-J l m m.m I m,EJ E Void Ratio [00.00 Condition ;Existing Ent Ke Catch ]0.00 fit ,3roove End w/Headwall (ke=0.20)i Channelization Bottom Area CB-TYPE 1-48 No Special Shape 19.635 sf Record ld:560J Descrip:,IPrototype Record Increment 0.10 ft Start El.i112"76 ft Max El.119.16 ft Void Ratio [00.00 Condition :xisting Structure....Type CB-TYPE 1-48 Ent Ke 3roove End w/Headwall (ke=0.20)Channelization No Special Shape Catch 3.00 ft Bottom Area 19.635 sf MH/CB Type Node =_ Record Id:560L Descrip:Prototype Record Increment 0.10 ft Start El.111.90 ft Max El.118.70 ft Joid Ratio 00.00 :ondition Existing Structure Type CB-TYPE 1-48 Int Ke Groove End w/Headwall (ke=0.20)Channelization No Special Shape :atch D.O0 ft Bottom Area 19.635 sf VlH/CB Type Node Record ld:561 Descrip:Prototype Record Increment 3.10 ft Start El.112.50 ft Max El.119.50 ft Void Ratio Condition Ent Ke I00.00 Existing tructure Type Groove End w/Headwall (ke=0.20):hannelization CB-TYPE 1-48 No Special Shape "l mL m¸m m Catch 0.00 ft Bottom Area 19.635 sf MH/CB Type Node Record ld:563 Descrip:Prototype Record Increment 0.10 ft Start El.112.20 ft Max El.119.40 ft Void Ratio 100.00 Condition i Existing "Structure Type =B-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20)Channelization 1o Special Shape Catch D.O0 ft Bottom Area [9.635 sf MH/CB Type Node Record Id:568 )escrip:Prototype Record Start El.112.40 ft Increment 3.10 ft Max El.119.60 ft rVoidRatio100.00 / m Condition Existing Structure Type :B-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0,20)Channelization No Special Shape :atch 0.00 ft Bottom Area 19.635 sf MH/CB Type Node Record ld:568A Descrip:Prototype Record Increment 0.10 ft tart El.ii0.80 ft Void Ratio 100.00 =ondition Existing Ent Ke Groove End w/Headwall (ke=0.20) Catch D.O0 ft Vlax El.119.00 ft :hannelization No Special Shape Bottom Area 19.635 sf MH/CB Type Node E-- Record ld:568B Descrip:Prototype Record Increment Start El.t12.40 ft Max El. Void RatioI 100.00 Condition Existing Structure Type Ent Ke 3roove End w/Headwall (ke=0.20 Channelization Catch ).00 ft Bottom Area 0.10 ft 119.60 ft CB-TYPE 1-48 No Special Shape 19.635 sf MH/CB Type Node Record ld:568C Descrip: Start El.110.50 ft Void Ratio [00.00 Condition Existing -_'nt Ke Prototype Record Increment Max El. Structure Type OilOft 1i9.60ft CB-TYPE 1-48 3roove 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:568D Descrip:Prototype Record Increment 0.10 ft Start El.110.40 ft Max El.119.50 ft Void Ratio 100.00 Condition Existing Structure Type CB-TYPE 148 Ent Ke Groove End w/Headwall (ke=0.20) Catch 0.00 ft :hannelization No Special Shape 3ottom Area 19.635 sf MH/CB Type Node Record ld:569 Descrip:Prototype Record Increment 0.10 ft Start El.113.39 ft Max El.116.90 ft l,IL. m 4 Void Ratio 100.00 Condition Existing Structure Type ZB-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20)Channelization 1o Special Shape 0.00 ftCatch Bottom Area 19.635 sf i MH/CB Type Node Record ld:569A Descrip:Prototype Record Start El.! Increment ).10 ft Max El.119.30 ft Condition Existing Structure Type CB-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20)Channelization INo Special Shape I Catch O.00 ft Bottom Area 19.635 sf MH/CB Type Node Record Id:570 Descrip: Start El.[14.30 ft Void Ratio !.00.00 Condition "xisting Ent Ke Catch ).00 ft IPrototype Record Increment Max El. Structure Type 3roove End w/Headwall (ke=0.20)Channelization Bottom Area 0,10 ft 119.10 ft CB-TYPE 1-48 No Special Shape 19.635 sf MH/CB Type Node Record ld:571 Descrip:Prototype Record Increment 0.10 ft Start El.113.59 ft Max El.119.00 ft Void Ratio 100.00 Condition Existing Structure Type :B-TYPE 1-48 Ent Ke Groove End w/Headwall (ke'=O.20)Channelization 1o Special Shape' l,I l li I LI m l m.i m m mL Catch O.OOft Bottom Area 19.635 sf MH/CB Type Node Record ld:571A 0.10 ft 119.10 ft CB-TYPE 1-48 Descrip:rototype Record Increment Start El.[11.85 ft Max El. Void Ratio tO0.O0 Condition.Existing Structure Type Groove End w/Headwall (ke 0 20)ChannelizationEntKe=. Catch ).00 ft Bottom Area No Special Shape 19.635 sf MH/CB Type Node Record ld:574 Descrip:Prototype Record Increment 0.i0 ft Start El.[14.65 ft Max El.119.40 ft Void Ratio Condition Ent Ke 100.00 Existing ,tructure Type CB-TYPE 1-48 Groove End w/Headwall (ke=0.20)Ehannelization No Special Shape Catch 0.00 ft Bottom Area 19.635 sf MH/CB Type Node Record Id:574A Descrip:Prototype Record Increment 0.10 ft Start El.111.69 ft Max El.119.40 ft Void Ratio 100.00 .......-'[,......Condition Existing Structure Type CB-TYPE 1-48 Ent Ke 3roove End w/Headwall (ke=0.20)Channelization No Special Shape Catch lO0 ft Bottom Area 19.635 sf MH/CB Type Node m mD mLE__2 E_I € Record Id:574B Descrip:ProtoWpe Record 5tart El.113.04 ft Void Ratioll00.00 ._" :ondition Existing Ent Ke Groove End w/Headwall (ke=0.20) Joo ......:atch 0 ft Increment D.IO ft Vlax El.119.44 ft tructure Type EB-TYPE 1-48 :hannelization 3ottom Area No Special Shape 19.635 sf VlH/CB Type Node Record ld:574C )escrip:Prototype Record Increment 3.10 ft IstartEI. Void Ratio :ondition 112.00 ft Vlax El.119.43 ft 100.00 Existing Ent Ke :Groove Endw/Headwall (ke=0.20):hannelization No Special Shape Structure Type B-TYPE 1-48 Catch 0.00 ft Bottom Area 19.635 sf MH/CB Type Node Record Id:582C Descrip:Prototype Record Increment ].10 ft Start El.112.72 ft Max El.[19.22 ft Void Ratio 100.00 Condition Existing Structure Type :B-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20)Channelization 1o Special Shape Catch 0.00 ft Bottom Area 19.635 sf MH/CB Type Node Record Id:583A :)escrip:i Prototype Record ncrement [J.10 ft .:,tart El.113.69 ft Vlax El.119.54 ft EllllII -'I l I m I I l lr____ Clidm,ram mm area mmC Joid Ratio 100.00 / / =ondition Existing Structure Type CB-TYPE 1-48 Znt Ke Groove End w/Headwall (ke=0.20)Channelization No Special Sh.ape Zatch 0.00 ft Bottom Area 19.635 sf MH/CB Type Node Record ld:583B Descrip:Prototype Record Increment D.10 ff Start El.Max El.116.82 ft Void Ratio 100.00 Condition Existing Ent Ke Groove End w/Headwall (ke=0.20) Catch 0.00 ft !Structure Type CB-TYPE 1-48 =hannelization No Special Shape E$ottom Area 19.635 sf MH/CB Type Node !m m / Record Id:583C Descrip:rototype Record Increment :}.10 ft Start El.115.56 ft Max El.118.89 ft Void Ratio 100.00 Condition Existing Structure Type :B-TYPE 1-48 Ent Ke 3roove End w/Headwall (ke=0.20)Channelization No Special Shape Catch 9.00 ft Bottom Area 19.635 sf MH/CB Type Node Record ld:583D Descrip:Prototype Record Increment Start El.112.52 ft Max El. Void Ratio 100.00 Condition Existing Ent Ke 3roove End w/Headwall (ke=0.20 Structure Type Channelization :}.lOft 119.75 ft CB-TYPE 1-48 No Special Shape I |-|I I I -||i |I I[-"I / tch o Bo omAr! 11 !°3ssfMH/CB Type Node Record Id:584B Descrip:Prototype Record Increment 0.10 ft Start El.110.00 ft Max El.119.30 ft Condition "Existing Structure Type CB-TYPE 1-48 Ent Ke Groove End w/.eadwa,(ke=020)Chanoe,zation NoSpecialShape -atch O.00ft 3ottom Area !19.635 sf MH/CB Type Node Record Id:584(2 3escrip:Prototype Record ncrement :).10 ft Start El.111.21 ft Vlax El.[19.51 ft Void Ratio 100.00 Condition Existing Structure Type CB-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20)Channelization No Special Shape :atch 0.00 ft Bottom Area 19.635 sf MH/CB Type Node Record Id:584D Descrip:Prototype Record Increment 0.10 ft Start El.115.41 ft Max El.118.83 ft Void Ratio 100.00 Condition Existing Structure Type :B-TYPE 1-48 ,GroovEntKe End w/Headwall (ke=0.20)Channelization 1o Special Shape Catch 0.00 ft Bottom Area 19.635 sf MH/CB Type Node m m m n m m m m m m n m m m m m m m m m m m m m m m m m m m m m m m m m Record Id:586 Descrip:Prototype Record Increment ).10 ft Start El.115.70 ft Max El.119.50 ft Void Ratio 100.00 Condition Existing ;tructure Type =B-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20)Channelization No Special Shape Catch D.O0 ft Bottom Area 19.635 sf q .. MH/CB Type Node Record Id:587 Descrip:Prototype Record Increment :).10 ft Start El.116.40 ft Max El.119.50 ft Void Ratio 100.00 Condition Existing Structure Type CB-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20)Channelization No Special Shape Catch 0.00 ft Bottom Area 19.635 sf fMH/CB Type Node Record ld:1-16 Descrip:Prototype Record Increment D.IO ft Start El.105.10ff Max El.118.30 ft Void Ratio 100.00 Condition Existing Structure Type CB-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20)Channelization No Special Shape Catch D.00 ft Bottom Area 19.635 sf MH/CB Type Node Contributing Drainage Areas Record Id:31A-554 'Design Method SBUH Rainfall type TYPEIA.RAC n n mm u mm mm mm mm nm mm n mm mm im mm um n mm n n n m m m m n m n u m m m u m m m -lyd Intv 10.00 rain Peaking Factor 484.00 torm Duration 24.00 hrs AJstraction Coeff 0.20 ervious Area 0.00 ac DCIA 0.81 ac Pervious CN 0.00 DCCN 98.00 ervious TC 25.3349 rain DE TC 5.00 min Pervious TC Calc _.Type i _.. heet something Shallow hallow i Description Length Slope Coeff .T j Shallow something Shallow hallow 235.00 ft 23.00 ft 43.50 ft Mist Tr 350.00 ft 1.25%0.05 2.50 in 15.1337 min 0.9%0.06 7.7166 min 3.0%0.04 3.5%0.035 0.2758min 0.4225min Pervious TC 23.5486 min DCI -CN talc SubArea Sub cnDescription Industrial 0.81 ac 98.00 L DC Composited CN (AMC 2)98.00 DCl -TC Calc Type Description Length Slope Coeff Misc "IT heet 0.00 ft 0.0%5.0 0.00 in 5.00 min Pervious TC 5.00 rain i Record ld:31A-555 Design Method 5BUH Rainfall type TYPEIA.RAC Plyd Intv 10.00 min Peaking Factor 484.00 torm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.608 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 25.3349 rain DC TC 5.00 rain Pervious TC Calc n m m m mm mm m m m m m m mm m m m m mL__ m m m m m m mm m m m m u m Type Description ....:_Length Sheet something 350.00 ft Shallow :shallow 235.00 ft I Shallow something "23.00ft Shallow i shallow 43.50 ft Slope Coeff Misc 1-r 1.25%0.05 2.50 in 15.1337 rnin 0.9%OL06 7.7166 rain 3.0%0.04 0.2758 rain 3.5%0.035 0.4225 min Pervious TC 23.$486 rain DCI -CN Calc T Description SubArea Sub co Industrial 0.608 ac 98.00 DC Composited CN (AMC 2)98.00 DCl -TC Calc Type Description Length Slope Coeff Misc 1-1" Sheet [0.00 ft 0.0%5.0 0.00 in 5.00 min I Pervious TC 5.00 min Record ld:31 A-557 Design Method SBUH Rainfall type TYPEIA.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs S,bstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.866 ac ervious CN 0.00 0C CN 98.00 5.00 minerviousTC25.3349 rain DC TC Pervious TC Calc Type Description Sheet something Length 350.00 ft Slope Coeff Misc Tr 1.25%0,05 2.50 in 15.1337 rain 5hallow shallow 235.00 ft 0.9%0.06 7.7166 min 5hallow something 23.00 ft 3.0%0.04 0.2758 rain Shallow shallow 43.50 ft 3.5%0.035 0.4225 rain Pervious TC 23,5486 min DCI -CN Calc m m I mm u I m mm mm I mn uum n mm u u I n mm m m m u m m m m m m m m m m m m mF Description SubArea Industrial 0.866 ac DC Composited CN (AMC 2) Sub cn 98.00 98.00 Type Sheet DCI -TC Calc Description Length 0.00 ft Slope Coeff Misc 1-1" 0.0%5.0 0.00 in Pervious TC S.00 min 5.00 min Record id:31A-558 Design Method Hyd Intv Storm Duration Pervious Area Pen.,ious CN Pervious TC SBUH 10.00 min 24.00 hrs 0.00 ac 0.00 25.3349min Rainfall type Peaking Factor Abstraction Coeff DCIA DC CN DCTC TYPEIA.RAC 484.00 0.20 0.81 ac 98.00 5.00 min Type Description Sheet something Shallow shallow Shallow something Shallow shallow Pervious TC Calc Length Slope Coeff Misc TF 350.00 ft 1.25%0.05 2.50 in 15.1337 rain 235,00 ft 0.9%0.06 7.7166 rain 23.00 ft 3.0%0.04 43.50 ft 3,5%0,035 0.2758 rain 0.4225 rain Pervious TC 23.5486 min DCI -CN talc Description SubArea Sub cn Industrial 0.81 ac 98,00 DC Composited CN (AMC 2)98.00 DCI -TC Calc Type Description Length Slope Coeff Mist TT Sheet 0.00 ft 0.0%5.0 0,00 in 5.00 min n m m m m m n m m m m m m m m m mm n n m m m m m m m m m mm m m m m m mm m Pervious TC 5.00 min Record ld:31B-560C Design Method Hyd Intv Storm Duration Pervious Area )ervious CN 'ervious TC SBUH 10.00 rain Rainfall type Peaking Factor 24.00 hrs Abstraction Coeff 0.00 ac DCIA 0.00 DC CN 25.3349 min DC TC TYPEIA.RAC 484.00 0.20 0.594 ac 98.00 5.00 min Pervious TC Calc Type Description Sheet something Length 350.00 ft Slope 1.25% Coeff 0.05 Mist 2.50 in Tr 15.1337 min Shallow shallow 235.00 ft 0.9%0.06 7.7166 rain Shallow something 23.00 ft 3.0%0.04 0.2758 min Shallow shallow 43.50 ft 3.5%0,035 0.4225 rain Pervious TC 23.5486min DCl -CN Calc Description SubArea Sub cn Industrial 0.594 ac 98.00 DC Composited CN (AMC 2)98.00 Type Description Sheet DCI -TC Calc Length Slope Coeff Misc TT 0.00 ft 0.0%5.0 0.00 in 5.00 rain Pervious TC 5.00 min Record Id:31B-567 Design Method SBUH Rainfall type TYPEIA.RAC Hyd Intv Storm Duration 10.00 rain Peaking Factor 484.00 24.00 hrs Abstraction Coeff 0.20 m m m m m m m m m m n m m m m m m n m m m m m m m m m m m m m u m m m m m Pervious Area 0.00 ac DCIA 0.129 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 25.3349 rain )C TC 5.00 min Pervious TC Calc Type Description Length Slope Sheet something 350.00 ft 1.25% 5ha,,ow ;Isha,,ow 09%.........'1 Shallow something 23.00 ft 3.0% Shallow shallow 43.50 ft 3.5% Coeff 0.05 0.06 0.04 0.035 Misc "IT 2.50 in 15.1337 min 7.7166 min 0.2758 min 0.4225 rain 23.5486 rainPerviousTC DCI -CN Calc Description SubArea Sub cn Industrial 0.129 ac 98.00 DC Composited CN (AMC 2)98.00 DCI -TC Calc Type Sheet Description Length Slope Coeff 0.00 ft 0.0%5.0 Misc I TT 0.00 in 5.00 min Pervious TC 5.00 rain Record ld:31C-551C Design Method Hyd Intv Storm Duration Pervious Area Pervious CN Pervious TC SBUH 10.00 min 24.00 hrs Rainfall type TYPEIA.RAC Peaking Factor 484.00 B,bstraction Coeff 0.20 0.00 ac DCIA 0.00 DC CN 25.3349min DC TC 0.381 ac 98.00 5.00 min Type Description Pervious TC Calc Sheet something Length Slope 350.00 ft Coeff 1.25%0.05 Mist 1-1" 2.50 in 15.1337 min m m mm m m m m m m m m m u m m m m m Shallow hallow 235.00 ft 0.9%0.06 7.7166 rain Shallow Shallow omething shallow 23.00 ft 3.0%0.04 0.2758 rain 43.50 ft 3.5%0.035 0.4225 rain "::L Pervious TC 23.5486 rain -2 • DCI -CN Calc Descrilrdon Industrial SubArea 0.381 ac Sub cn 98.00 DC Composited CN (AMC 2)98.00 DCI -TC Calc Type Description Length Slope Coeff Misc Sheet 0.00 ft 0.0%5.0 0.00 in Pervious TC "IT 5.00 min S.00 min Record ld:31C-560A Design Method SBUH Hyd Intv 10.00 rain Storm Duration 24.00 hrs Pervious Area 0.00 ac Pervious CN 0.00 Pervious TC 25.3349 rain Flainfall type TYPEIA.RAC Peaking Factor 484.00 ,bstraction Coeff 0.20 DCIA 0,103 ac C CN 98.00 C TC 5.00 rain Pervious TC Calc Type Description Length Slope Coeff Misc TF Sheet something 350.00 ft 1.25%0.05 2.50 in 15.1337 rain Shallow shallow 235.00 ft 0,9%0.06 7.7166 rain Shallow omething 23.00 ft 3.0%0.04 0.2758 rain Shallow shallow 43.50 ft 3.5%0.035 0.4225 min Pervious TC 23.5486 min F ....DCI-CN Calc Description SubArea Sub cn Industrial 0.103 ac 98.00 DC Composited CN (AMC 2)98.00 DCI -TC Calc Type DescriplJon Length Slope Coeff Sheet 0.00 ft 0.0%5.0 Misc n 0.00 in 5.00 rain Pervious TC 5.00 min Record ld:31C-560E Design Method SBUH Hyd Intv 10.00 rain Storm Duration 24.00 hrs Pervious Area 0.00 ac Pervious CN 0.00 Pervious TC 25.3349 rain ainfall type TYPEIA.RAC [Peaking Factor 484.00 !Abstraction Coeff 0.20 E)CIA 0.401 ac E)C CN 98.00 5.00 min]CTC Pervious TC Calc Type Description Length Slope Coeff Misc 1-1" Sheet something 350.00 ft 1.25%0.05 2.50 in 15.1337 rain Shallow shallow 235.00 ft 0.9%0.06 7.7166 min Shallow something 23.00 ft 3.0%0.04 0.2758 rain Shallow shallow 43.50 ft 3.5%0.035 0.4225 rain Pervious TC 23.5486 min DCI -CN Calc Description SubArea Sub cn Industrial 0.401 ac 98.00 DC Composited CN (AMC 2)98.00 Type Description Sheet DCI -TC Calc Length Slope Coeff Misc TT 0.00 ft 0.0%5.0 0.00 in 5.00 rain ||H H ||D H H H H |H |H ||F F m m m m m n m m m mm m m m m m m m m Pervious_TC [5.00 rain II Record ld:31C-560G )esign Method SBUH Hyd Intv 10.00 rain Storm Duration 24.0Ohrs Pervious Area 0.00 ac Pervious CN 0.00 25.3349 rain:ervious TC Fiainfall type TYPEIA.RAC Peaking Factor 484.00 ,bstraction Coeff 0.20 E)CIA 0.101 ac DC CN 98.00 C TC 5.00 rain Pervious TC Calc Type Description Length Slope Coeff Misc TT heet something 350.00 ft 1.25%0.05 2.50 in 15.1337 rain 5hallow shallow 235.00 ft 0.9%0.06 7.7166 rain 5hallow something 23.00 ft 3.0%0.04 0.2758 rain 5hallow shallow 43.50 ft 3.5%0,035 0.4225 rain Pervious TC 23.5486 min I DCl -CN Calc Description SubArea Sub cn Industrial 0.101 ac 98.00 DC Composited CN (AMC 2)98.00 DCI -TC Calc Type Description Length Slope Coeff Misc Tr Sheet 0.00 fie 0.0%S,0 0.00 in 5.00 rain Pervious TC 5.00 rain Record Id:31C-560H Design Method Hyd Intv Storm Duration SBUH Rainfall type TYPEIA.RAC 10.00 min Peaking Factor 484.00 24.00 hrs Abstraction Coeff 0.20 m m m m m m m m m m m m n m m m m m m Pervious Area 0.00 ac DCIA 0.054 ac pervious CN 0.00 DC CN 98.00 Pervious TC .'25.3349 min DC TC 5.00 min Pervious TC Calc Type Description Length Slope Coeff Misc 11" Sheet something i 350.00 ft Shallow shallow Shallow i something Shallow shallow 235.00 ft 23.00 ft 43.50 ft Pervious TC 1.25%0.05 2.50 in 0.9%0.06 3.0%0.04 3.5%0.035 15.1337 min 7.7166 rain 0.2758 min 0.4225 min 23.5486 min DCI -CN Calc Description SubArea Industrial 0.054 ac DC Composited CN (AMC 2) Sub cn 98.00 98.00 DCl °TC Calc Type Description Length Slope Coeff Misc 5heet 0.00 ft 0,0%5,0 0.00 in Pervious TC "n" 5.00 min 5.00 min Record ld:31C-5601 Design Method SBUH Rainfall type Hyd Intv 10.00 rain Peaking Factor Storm Duration Pervious Area Pervious CN Pervious TC TYPEIA.RAC 484.00 24.00 hrs Abstraction Coeff 0.20 0.00 ac DCIA 0.13 ac 0.00 DC CN 98.00 25.3349 rain DC TC 5.00 rain Type Description Sheet something Pervious TC Calc Length Slope 350.00 ft 1.25% Coeff Misc 11" 0.05 2.50 in 15.1337 rain l mm n u mm mm m nun m mm m mm m m mm mm nun m m |H i |H ||H |n |||H H i[_ 235.00 ft 0.9%0.06 7.7166 min 23.00 ft 3.0%0.04 0.2758 min 43.50 ft 3.5%0.035 0.4225min Shallow shallow Shallow something Shallow shallow Pervious TC 23.5486 min DCI -CN Calc t Description I Industrial SubArea Sub cn 0.13 ac 98.00 DC Composited CN (AMC 2)98.00 DCI -TCCalc Type Description Length Slope Coeff Mist Tr Sheet 0.00 ft 0.0%5.0 0.00 in 5.00 rain Pervious TC 5.00 min Record Id:31C-560J Design Method Hyd Intv SBUH Rainfall type TYPEIA.RAC 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 1.16 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 25.3349 rain DC TC 5.00 min Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet omething 350.00 ft 1.25%0.05 2.50 in 15.1337 min shallow 235.00 ft 0.9%0.06 7.7166 min something 23.00 ft 3.0%0.04 0.2758 min Shallow shallow Shallow 5hallow 43.50 ft 3.5%0.035 0.4225 min Pervious TC 23.5486 min DCI -CN Calc I Description SubArea Sub cn m m m m m m mm m m m n m m m u m m m[_ Industrial 1.16 ac 98.00 DC Composited CN (AMC 2)98.00 DCI -TC Cal¢ i !Type Description !Length Slope Coeff Misc i 0.00 ft 0.0%5.0 0.00 in 1-[ S.O0 min Pervious TC S.O0 rain Record ld:31C-560M Design Method SBUH Rainfall type TYPEIA.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration Pervious Area Pervious CN 24.00 hrs .bstraction Coeff 0.20 0.00 ac DCIA 0.132 ac 0.00 DC 98.00 Pervious TC 25.3349 rain DC TC S.00 min Pervious TC Calc Type Description Length Slope Coeff Misc 1-1" Sheet something 350.00 ft 1.25%0.05 2.50 in 15.1337 rain Shallow shallow 235.00 ft 0.9%0.06 7.7166 min Shallow something 23.00 ft 3.0%0.04 0.2758 rain hallow shallow 43.50 ft 3.5%0.035 0.4225 min Pervious TC 23.5486 min DCI -CN Calc Description SubArea Sub cn Industrial 0,132 ac 98.00 i DC Composited CN (AMC 2)98.00 DCI -TC C.alc Type Sheet Description Length 0.00 ft Slope Coeff Misc 1-r 0.0%5.0 0.00 in 5.00 rnin m m m m m m m m m m m m n m m m m n m L-- Pervious TC I 5.00 min Record Id:31C-568E Design Method Hyd Intv Storm Duration Pervious Area Pervious CN Pervious TC SBUH Rainfall type 10.00 min Peaking Factor 24.00 hrs Abstraction Coeff 0.00 ac DCIA 0.00 DC C.N 25.3349 min DC TC YPEIA.RAC 484.00 0.20 0.405 ac 98.00 5.00 rain I Sheet iomething Shallow ;hallow hallow omething ,hallow ;hallow Description Length 350.00 ft Pervious TC Calc Slope 1.25% Coeff Misc 0.05 2.50 in 235.00 ft 0.9%0.06 23.00 ft 3.0%0.04 43.50 ft 3.5%0.035 TT 15.1337 min 7.7166 rain 0.2758 min 0.4225 min Pervious TC 23.5486 rain DCl -CN Calc Description SubArea Sub cn Industrial 0.405 ac 98.00 DC Composited CN (AMC 2)98.00 Type Sheet DCl -TC Calc Description Length Slope Coeff Misc 1-1" 0.00 ft 0.0%5.0 0.00 in 5.00 min Pervious TC 5.00 min Record Id:31C-582A Design Method SBUH Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs i Abstraction Coeff 0.20 m l l l I ||m I 1 l l m l m l lL. ervious Area Pervious CN 0.00 ac DCIA 0.18 ac 0.00 DC CN 98.00 Pervious TC 25.3349 min !IDC TC 5.00 min ii Pervious TC Calc Type Description Sheet something Shallow shallow Sha!low something Shallow shallow Length Slope Coeff Misc TT 350.00 ft 1.25%0.05 2.50 in 15.1337 rain 235.00 ft 0.9%0.06 7.7166 rain 23.00 ft 3.0%0.04 0.2758 rain 43.50 ft 3.5%0.035 0.4225 min Pervious TC 23.5486 min DCI -CN Calc Description SubArea Sub cn Industrial 0.18 ac 98.00 DC Composited CN (AMC 2)98.00 DCI -TC Calc Type Description Length Slope Coeff Misc TF Sheet 0.00 ft 0.0%5.0 0.00 in 5.00 min Pervious TC 5.00 rnin Record Id:31C-582E Design Method SBUH Rainfall type TYPEIA.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs bstraction Coeff 0.20 Pervious Area 0.00 ac DClA Pervious CN 0.00 DC CN T . 0.256 ac 98.00 Pervious TC 25.3349 rain DC TC 5.00 rain Pervious TC Calc Type Description !..........Length Slope Coeff Misc Tr Sheet something 350.00 ft 1.25%0.05 2.50 in 15.1337 rain i i |H |n i H D l ||D H |L---7 hallow itshallow Shallow something Shallow shallow 235.00 ft 0.9%0.06 7.7166 rain 23.00 ft 3.0%0.04 0.2758 rain 43.50 ft 3.5%0.035 0.4225 min Pervious TC 23.5486 min DCI -CN Calc Description SubArea Industrial 0.256 ac DC Composited CN (AMC 2) Sub cn 98.00 98.00 DCI -TC Eal¢ Type Sheet Description Length Slope Coeff 0.00 ft 0.0%5.0 Pervious TC Misc 0.00 in TT 5.00 min 5.00 rain Record Id:31C-583 Design Method SBUH Rainfall type TYPEIA,RAC Hyd Intv 10.00 rain Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 ervious Area 0.00 ac DCIA 0.191 ac Pervious CN 0.00 DC CN 98.00 ervious TC 25.3349 min DC TC 5.00 rain Pervious TC Calc Type Description Length Sheet !something 350.00 ft i Shallow shallow 235.00 ft Shallow i something 23.00 ft Shallow ihallow 43.50 ft Slope 1.25% 0.9% 3.0% 3.5% Coeff 0.05 0.06 0,04 0.035 Misc TT 2.50 in 15.1337 min 7.7166 rain 0.2758 min 0.4225 rain Pervious TC 23.5486 min DCI -CN Calc Description SubArea Sub cn i |H H H ||H |D H m |||I Industrial 0.191 ac DC Composited CN (AMC 2) I 98.00 98.00 [DCI -TCC.alc Description Length Slope Coeff Misc n" Sheet 0.00 ft 0.0%5.0 0.00 in 5.00 min Pervious TC S.00 rain Record ld:31C-583B Design Method Hyd Intv Storm Duration Pervious Area SBUH Fainfall type TYPEIA.RAC 10.00 rain eaking Factor 484.00 24.00 hrs bstraction Coeff 0.20 0.00 ac DCIA 0.184 ac E)C CN 98.00 [:)C TC S.O0 min Pervious CN 0.00 Pervious TC 25.3349 min Pervious TC Calc Type Description Length Slope Coeff Misc -IF Sheet [something Shallow ;hallow Shallow ;omething Shallow ;hallow 350.00 ft 1.25%0.05 2.50 in 15.1337 min 235.00 ft 0.9%0.06 7.7166 min 23.00 ft 3.0%0.04 0.2758 rain 43.50 ft 3.5%0.035 0.4225 rain Pervious TC 23.5486 min DCl -CN Calc Description SubArea Sub cn Industrial 0.184 ac 98.00 DC Composited CN (AMC 2)98.00 DCI -TC Calc Type Description Length Slope Coeff Misc 1-1" Sheet 0.00 ft 0.0%5.0 0.00 in 5.00 min i H H |H H |HI D |H H ||L ]LZ L Pervious TC I S.00 rain I Record ld:31C-583C Design Method Hyd Intv Storm Duration SBUH Rainfall type 10.00 min Peaking Factor 24.00 hrs Abstraction Coeff TYPEIA.RAC 484.00 0.20 0.167 acPerviousArea Pervious CN Pervious TC 0.00 ac DCIA 0.00 DC CN 25.3349 min DC TC 98.00 5.00 min Type Sheet Shallow Shallow Shallow Description omething hallow omething shallow Length 350.00 ft Pervious TC Calc Slope 1.25% Coeff 0.05 235.00 ft 0.9%0.06 23.00 ft 3.0%0.04 43.50 ft 3.5%0.035 Mist 2.50 in 1-r 15.1337 min 7.7166 min 0.2758 rnin 0.4225 rain Pervious TC 23.5486 min DCI -CN talc Description SubArea Sub cn Industrial 0.167 ac 98.00 DC Composited CN (AMC 2)98.00 DCI -TC Calc Type Description Length Slope Coeff Sheet 0.00 ft 0.0%5.0 Misc Tr 0.00 in 5.00 min Pervious TC S.O0 min Record ld:31C-583D Design Method SBUH Rainfall type TYPEIA.RAC Hyd Intv 10.00 min Storm Duration 24.00 hrs Peaking Factor 484.00 Abstraction Coeff 0.20 n m m m mn m m m toni |m m mE--J 3 Pervious Area 0.00 ac iDCIA 0.079 ac Pervious CN 0.00 DC CN 98.0D Pervious TC 25.3349 rain DC TC 5.00 min Pervious TC Calc Type DescripUon Length Slope Coeff Sheet something 350.00 ft 1.25%0.05 Shallow shallow .......i35.O0 ft 0.9%0.06 Shallow something 23.00 ft 3.0% 3.5% 0.04 Misc Tr 2.50 in 15.1337 rain 7.7166 min 0.2758 min Shallow shallow 43.50 ft 0.035 0.4225 min Pervious TC 23.5486 min DCI -CN Calc Description SubArea Sub cn Industrial 0.079 ac 98.00 DC Composited CN (AMC 2)98.00 DCI -TC Calc Type Description Length Slope Coeff Misc {1-1" I Sheet 0.00 ft 0.0%5.0 0.00 in [5.00 min Pervious TC 5.00 min Record ld:31C-584C Design Method SBUH lyd Intv 10.00 min Storm Duration 24.00 hrs Pervious Area Iervious CN Pervious TC Flainfall type TYPEIA.RAC Peaking Factor 484.00 ,bstraction Coeff 0.20 0.00 ac DCIA 0.223 ac 0.00 DC CN 98.00 25.3349 rain DC TC 5.00 rain Pervious TC Calc Type Description Length I+m°+°+.... Slope Coeff Misc Tr 15.1337 minSheet350.00 Pc 1.25%0.05 2.50 in I I I I I 1 I I .I I Shallow shallow 235.00 ft 0.9% Shallow something Shallow 23.00 ft 3.0% shallow 43.50 ft 3.5% 0.06 0.04 0.035 7.7166 rain 0.2758 rain 0.4225 min Pervious TC 23.5486 min DCI -CN Calc i Description SubArea Sub cn i Industrial 0.223 ac 98.00 DC Composited CN (AMC 21 98.00 DCl -TC Calc Type Description Sheet Length Slope Coeff Misc TT 0.00 ft 0.0%5.0 0.00 in 5.00 min Pervious TC 5.00 min Record Id:31C-584D Design Method Hyd Intv SBUH Rainfall type TYPEIA.RAC 10.00 min Peaking Factor 484,00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DClA 0.265 ac Pervious CN Pervious TC 0.00 DC CN 98.00 DC TC25.3349 rain 5.00 min Pervious TC Calc Type Description Sheet something Shallow shallow Shallow something Shallow shallow Length Slope Coeff 350.00 ft 1.25%0.05 235.00 ft 0.9%0.06 23.00 ft 3.0%0.04 43.50 ft 3.5%0.035 Mist 2.50 in Pervious TC TT 15.1337min 7.7166min 0.2758min 0.4225min 23.5486 min DCl -CN Calc Description SubArea Sub cn Industrial 0.265 ac 98.00 DC Composited CN (AMC 2)98.00 DCl -TC Calc Type Description Length Slope Sheet 0.00 ft 0.0% Coeff Misc 5.0 0.00 in 1T 5.00 min Pervious TC 5.00 min Record ld:31C-587 Design Method Hyd Intv Storm Duration Pervious Area Pervious CN Pervious TC SBUH Rainfall type TYPEIA.RAC 10.00 min Peaking Factor 484.00 24.00 hrs Abstraction Coeff 0.20 0.00 ac DCIA 0.185 ac 0.00 DC CN 98.00 5.00 rain25.3349 min DC TC i l Pervious TC Calc Type Description Length Sheet something 350.00 ft Slope Coeff Misc 1-r 1.25%0.05 2.50 in 15.1337 min Shallow shallow 235.00 ft 0.9%0.06 7.7166 min Shallow something 23.00 ft 3.0%0.04 0.2758 min Shallow shallow 43.50 ft 3.5%0.035 0.4225 min Pervious TC 23.5486 rnin DCI -CN Calc Description SubArea Sub cn Industrial 0.185 ac 98.00 DC Composited CN (AMC 2)98.00 DCI -TC Calc Type Description Length Slope Coeff Misc Tr Sheet 0.00 ft 0.0%5,0 0.00 in 5.00 rain e ousTc s0omn Jl Record id:31D-1007 !Design Method SBUH Hyd Intv 10.00 min Storm Duration 24.00 hrs Pervious Area 0.00 ac ainfall type TYPE1A.RAC eaking Factor 484.00 bstraction Coeff 0.20 DCIA 1.373 ac Pervious CN 0.00 )C CN 98.00 Pervious TC 25.3349 min )C TC 5.00 rain Pervious TC Calc Type Description Length Slope Coeff Misc 1-1" Sheet something 350.00 ft 1.25%0.05 2.50 in 15.1337 rain Shallow shallow 235.00 ft 0.9%0.06 7.7166 rnin Shallow something 23.00 ft 3.0%0.04 0.2758 min Shallow shallow 43.50 ft 3.5%0.035 0.4225 rain Pervious TC 23.5486 rain DCI -CN Calc Description SubArea Sub cn Industrial 1.373 ac 98.00 DC Composited CN (AMC 2)98.00 DCl -TC Calc Type Description Length Slope Coeff Mist ]-I" Sheet 0.00 ft 0.0%5.0 0.00 in 5.00 rain Pervious TC 5.00 min Record ld:31D-1013 Design Method SBUH Rainfall type Hyd Intv 10.00 rain Peaking Factor Storm Duration 24.00 hrs Abstraction coeff TYPEIA.RAC 484.00 0.20 U m N m Pervious Area Pervious CN Pervious TC 0.00 ac (NA 0.00 :)C CN 25.3349 rain i DC TC 0.967 ac 98.00 5.00 min Pervious TC talc Description Length Slope Coeff Sheet ........something 350.00 ft 1.25%0.05 235.00 ft 0.9%0.06 i 23.00 ft 3.0%0.04 Shallow shallow Shallow something 43.50 ftShallowshallow 3.5%0.035 Mist 2.50 in TT 15.1337 min 7.7166 rain 0.2758min 0.4225min Pervious TC 23.5486 rain DCI -CN Calc Description SubArea Industrial 0.967 ac DC Composited CN (AMC 2) Sub cn 98.00 98.00 DCI -TC Calc Type Description Length Slope Sheet 0.00 ft 0.0% Coeff Misc TT 5.0 0.00 in 5.00 min Pervious TC 5,00 rain Record ld:3|D-569 Design Method SBUH Rainfall type TYPEIA.RAC Hyd Intv 10.00 rain Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0,223 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 25.3349 rain E)C TC 5.00 min Pervious TC Calc Type Description Length Slope Coeff Misc Sheet omething 350.00 ft 1.25%0.05 2.50 in TT 15.1337 min Shallow shallow 235.00 ft Shallow something 23.00 ft " Shallow ,shallow 43.50 ft 0.9% 3.0% 3.5% 0.06 7.7166 rain 0.04 0.2758 rnin 0.035 0.4225 min 23.5486 rainPerviousTC Description Industrial DCl -CN Calc SubArea Sub cn 0.223 ac 98.00 DC Composited CN (AMC 2)98.00 DCI -TC Calc Type Description Length Slope Coeff Mist 1-r 5.00 min 5.00 min Sheet 0.00 ft 0.0%5.0 0.00 in Pervious TC Record ld:31D-570 Design Method Hyd Intv Storm Duration Pervious Area Pervious CN Pervious TC SBUH Rainfall type TYPEIA.RAC 10.00 min Peaking Factor 484.00 24.00 hrs J.bstraction Coeff 0.20 0.00 ac DCIA 0.272 ac 0.00 DC CN 98.00 25.3349 min DC TC S.00 min Pervious TC Calc Type Sheet Shallow Shallow Shallow Description something shallow omething hallow Length Slope Coeff Misc Tr 350.00 ft 1.25%0.05 2.50 in 235.00 ft 0.9%0.06 15.1337 min 7.7166 min 23.00 ft 3.0%0.04 0.2758 rain 43.50 ft 3.5%0.035 0.4225 min 23.5486 minPerviousTC DCI -CN Calc Description SubArea Sub cn Industrial 0.272 ac DC Composited CN (AMC 2) DCl -TC talc 98.00 98.00 Type Sheet Description Length Slope Coeff ---_.olo0ft o.o 5.0 Mist 0.00 in Tr 5.00 min Pewious TC 5.00 min Record ld:31D-571 Design Method SBUH Hyd Intv 10.00 min ;torm Duration 24.00 hrs Flainfall type TYPEIA.RAC Peaking Factor 484.00 bstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 6.45 ac 25.3349 min Pervious CN Pervious TC 0.00 DC CN 98.00 DC TC 5.00 min i Pervious TC Calc Type Sheet 5hallow 5hallow 5hallow Description Length Slope Coeff Misc Tr ;omething ;hallow ;omething hallow 350.00 ft 1.25%0.05 235.00 ft 0.9%0.06 23.00 ft 3.0%0.04 43.50 ft 3.5%0.035 2.50 in 15.1337 rain 7.7166 rain 0.2758min 0.4225min Pervious TC 23.5486 rain DCI -CN Calc Description SubArea Sub cn Industrial 6.45 ac 98.00 DC Composited CN (AMC 2)98.00 Type DCI -TC Calc Description Length Slope Coeff Misc TT 5.00 minSheet0.00 ft 0.0%5.0 0.00 in Bill i 1 I:m UF Pervious TC [5.00 min / Record Id:31D-57]A Design Method SBUH Rainfall type TYPEIA.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 3.407 ac Pervious CN 0.00 DC CN 98.00 Penlious TC 25.3349 rain DC TC 5.00 rain I Pervious TC Calc | Description Slope Coeff Misc TrType Sheet 5omething Shallow shallow J Shallow something 5hallow 5hallow Length 350.00 ft 1.25%0.05 2.50 in 15.1337 rain 235.00 ft 0.9%0.06 7.7166 min 23.00 ft 3.0%0.04 0.2758 min 3.5%0.035 0.4225 rain43.50 ff Pervious TC 23.5486 min DCI -CN Calc Description SubArea Sub cn Industrial 3.407 ac 98.00 DC Composited CN (AMC 2)98.00 Type Sheet DCI -TC Calc Description Length Slope Coeff Misc TF 0.00 ft 0.0%5.0 0.00 in 5.00 min ! Pervious TC 5.00 min Record ld:31D-574 Design Method SBUH Rainfall type TYPEIA.RAC Hyd Intv 10.00 rain Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 P--u. ea iii t Pervious CN 0.00 ac DCIA 0.144 ac 0.00 98.00 Pervious TC 25.3349 min 5.00 min Pervious TC Calc DC CN !TC Type Description Length Sheet something 350.00 ft Shallow shallow 235.00 ft Shallow something 23.00 ft Shallow shallow .i ......, 43.50 ft Slope Coeff Mist 13" 1.25%0.05 2.50 in 15.1337 min 0.9% 3.0% 3.5% 0.06 0.04 0.035 •7.7166 min 0.2758min 0.4225 min 23.5486 minPerviousTC DCI -CN Calc Description SubArea Sub cn Industrial 0.144 ac 98.00 DC Composited CN (AMC 2)98.00" DCI -TC Calc Type Description Length Slope Coeff Misc Sheet 0.00 ft 0.0%5.0 0.00 in 5.00 rain Pervious TC 5.00 rain Record ld:31D-S74A Design Method SBUH Rainfall type TYPEIA.RAC Hyd Intv 10.00 rain Peaking Factor 484.00 Storm Duration 24.00 hrs Pervious Area 0.00 ac Pervious CN 0.00 Pervious TC 25,3349 min .bstraction Coeff 0.20 DCIA 0,191 ac DC CN 98.00 DC TC '5,00 rain TvPe .Description Length Sheet something 350.00 ft Pervious TC Calc Slope Coeff Misc 1.25%0.05 2.50 in Tr 15.1337 min E__ M L L l L hallow hallow hallow shallow something shallow 235.00 ft 23.00 ft 43.50 ft 0.9% 3.0% 3.5% 0.06 0.04 0.035 7.7166 min 0.2758 rain 0.4225 min Pervious TC ?"7-_'" 23.5486 rain DCI -CN Calc Description "r -- SubArea Industrial 0.191 ac DC Composited CN (AMC 2) Subcn 98.00 98.00 DCI -TC Calc Type Description heet Length Slope Coeff Misc 0.00 ft 0.0%5.0 0.00 in -n- 5.00 min Pervious TC 5.00min Record ld:31D-574B Design Method SBUH ainfall type TYPEIA.RAC Hyd Intv 10.00 rain Peaking Factor 484.00 Storm Duration 24.00 hrs bstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.111 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 25.3349 rnin DC TC 5.00 min Pervious TC Calc Type Description Sheet 5omething Shallow shallow Shallow something 23.00 ft 3.0% Shallow Length Slope Coeff Misc l-r 350.00 ft 1.25%0.05 2.50 in 15.1337 rain 235.00 ft 0.9%0.06 7.7166 rain shallow 43.50 ft 3.5% Pervious TC 0.04 0.035 0.2758 rain 0.4225 min 23.5486 rain I DCl -CN Calc Description SubArea Sub cn E Industrial 0.111 ac 98.00 DC Composited CN (AMC 2)98.00 DCI -TC Calc Type Description Length Slope Coeff Misc 1-1 heet 0.00 ft 0.0%5.0 0.00 in 5.00 min Pervious TC 5.00 rain Record ld:31D-574C esign Method SBUH IHyd Intv 10.00 min Storm Duration 24.00 hrs ervious Area 0.00 ac ervious CN 0.00 ervious TC 25.3349 min Fainfall type TYPEIA.RAC Peaking Factor 484.00 bstraction Coeff 0.20 DCIA 0.30 ac DC CN 98.00 DC TC 5.00 min Pervious TC Calc Type Description Length Slope Coeff Misc TF Sheet omething 350.00 ft 1.25%0.05 2.50 in 15.1337 rnin Shallow shallow 235.00 ft 0.9%0.06 7.7166 min Shallow something 23.00 ft Shallow shallow 43.50 ft Pervious TC 3.0%0.04 3.5%0.035 0.2758 rain 0.4225 rain 23.5486 min DCl -CN Calc Description SubArea Sub cn Industrial 0.30 ac 98.00 DC Composited CN (AMC 2)98,00 DCI -TC Calc Type Description Length Slope Coeff Misc 1"1" Sheet 0.00 ft 0.0%5.0 0.00 in 5.00 rain L Pervious TC Record id:31D-583A tDesign Method SBUH P,ainfall type TYPE1A.RAC Hyd Intv 10.00 rain Storm Duration 24.00 hrs Pervious Area 0.00 ac Pervious CN 0.00 Pervious TC 25.3349 min eaking Factor 484.00 ,bstraction Coeff 0.20 DCIA 0.153 ac DC CN 98.00 C)C TC 5.00 min Pervious TC Calc Tvpe Description Length Slope Coeff Misc 1-1" Sheet something 350.00 ft 1.25%0.05 2.50 in 15.1337 rain Shallow shallow 235.00 ft 0.9%0.06 7.7166 rain Shallow something 23.00 ft 3.0%0.04 0.2758 rain Shallow shallow 43.50 ft 3.5%0.035 0.4225 rain Pervious TC 23.5486 rain DCI -CN Calc Description SubArea Sub cn Industrial 0.153 ac 98.00 DC Composited CN (AMC 2)98.00 DCI -TC Calc Type Sheet Description Length Slope Coeff Misc l"T 0.00 ft 0.0%5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to:Engenious Systems,Inc. m mm m m am mm roll m m mll n m m /i nn l n n u m n m u n n n u u Appended on:Sunday,August 11,2013 4:10:51 PM ROUTEHYD 1]THRU [EX BASIN 32]USING [25 year]AND [TYPEIA.RAC]NOTZERO RELATIVE SCS/SBUH Gravity Analysis using 24 hr duration storm Flow Full Q Full nDepth Depth [Size nVel fVel lnfil Vol (cfs)(cfs)ratio (ft)ratio ,(ft/s)(ft/s)(cO CBasin /Hyd [12in 1.719 2.7874 I 0.00 32A-593D0.1933 2.1893 0.2008 Diam 0.5359 t 1.7735 0.3772 12 in 1.9769 2.2581 0.00 32A-593C1Diam 0.2831 2.5185 0.2267 Diam 3.0498 4.6179 0.00 12 in 1.3598 0.8535 0.00 32K-6071.068 0.6703 na Diam 1.5251 2.552 0.5571 l0 in 4.8841 [4.6793 0.00 32A-595DiamL 10 in 3.0233 0.7076 0.00 32A-594A1.6488 0.3859 na Diam 10 in1.8344 5.5197 0.3953 9.1489 10.121 0.00 32A-594Diam 2.3704 I.I 17 na 3.018 1.4222 0.00 Reach Area .(ac) P-593D 0.25 P-593C 0.693 P-596 0.366 i P-607 1.38 I P-595 1.972 P-594A '2.132 P-594 2.372 P-593B 3.065 P-603 0.371 P-579 0.538 12 in Diam 0.0883 0.2008 0.3022 0.3772 0.1124 0.1889 1.5933 -- 0.5976 0.4642 4.2724 --- 0.3323 0.3294 2.1221 0.0901 0.2028 ,r......i . 0.017 0.1362 12in0.2869 3.1841 0.2028 Diam 2.5152 4.0541 0.00 32J-603 0.4161 24.461 I 0.0908 18inDiam 5.2149 13.8421 0.00 32L-579I P-611 P-617 0.063 0.073 0.0487 1.7001 0.0287 0.0565 3.1914 0.2158 0.4628 0.0696 6.2643 0.0974 6.8469 0.3465 2.3541 0.4277 2.3221 0.6442 0.363 0.7447 0.5076 0.3813 2.5961 0.4563 5.7922 0.109 1.6355 0.0177 0.4662 3.81426in0.0582 0.1165 Diam 12 in0.0924 0.0924 Diam 12 in0.4802 0.4802 Diam 12 in0.074 0.074 Diam 12 in0.0836 0.0836 Diam 12 in0.2586 0.2586 Diam.,.....,.... 12 in0.2908 0.2908 Diam 12 in----na Diam 12 in....rla Diam 12 in0.2583 0.2583 Diam 12 in0.1895 0.1895 Diam 6 in0.0875 0.1749 Diam 6 in0.1874 0.3747 Diam 8 in0.2152 0.3229 Diam 1.5509 8.6583 4.0634 0.00 0.00 32L-611 32P-617 P-616 0.279 0.5786 0.5892 0.00 32P-616 [P-620 t 0.09 10.0111 2.6511 7.9759 0.00 32N-620 P-622A 0.126 0.0142 3.1007 8.7177 0.00 32N-622A P-622 0.448 0.1472 2.1518 2.9973 0.00 32N-622;32N-522b P-621 0.553 0.1842 2.2538 2.9565 0.00 32N-621 P-619 '0.833 1.7745 0.8202 0.4622 [0.00 ,2N-619 P-618 0.963 1.4673 0.9482 0.6462 0.00 32M-618 P-624 0.493 0.1469 2.3714 3.3055 0.00 32L-624 P-626 0.59 0.0788 4.4097 7.3749 0.00 320-626 P-634 0.141 0.0667 4.7279 8.3293 0.00 320-634 P-633 0.236 0.1825 0.6112 0.2986 2.7164 3.1126 0.00 320-633 P-631 0.236 0.1825 0.8089 0.2256 1.8725 2.3179 0.00 m m m m m m n m n m n m n m m m m m n P-627 0.267 1.2991 0.1589 0.1797 [0.2695 8 in 2.7229 3.7224 0.00 32o.-630 .........[Diam 12 in [P-625 1.056 3.5045 0.233 0.3279 0.3279 Diam 3.6449 4.4621 0.00 2o-625 12 inP-623 2.251 0.3261 5.3384 --na 2.2165 0.4152 0.00 2L--623Diam....I .......... P-615 3.493 0.2443 18 in [Diam 8.0797 I 1.6761 0.00 I 18 inP-614 3.584 0.3677 4.703 0.00 ;2L-614Diam P-613 4.794 0.3873 24 in 3.2987 0.00 32L-613Diam 24 in0.5997 2.2169 0.00 32L-612Diam 0.5207 2.637 0.0024in Diam 22"x 13.5" 0.2065 0.8167 1.7408 12.7014 2.7717 3.7075 P-612 5.638:4.3602 P-611C 5.638 4.3602 P-611B 5.638 4.3602 P-610 i 5.701 4.4089 P-606B 6.121 4.7338 P-606A 6.365 4.9225 P-593A '6.903 5.3385 5.3385 20.6335 0.1309 0.3664 9.6145 0.2883 0.5515 11.526 0.3217 0.7746 6.5016 0.6706 1.1993 8.1501 0.535 1.0414 14.8023 0.2946 03608 12.7688 0.3453 0.8105 8.8601 0.5343 1.0405 2.4574 2.0032 -- 5.7165 0.9339 0.7654 6.3465 0.8412 1.4062 7.61160.3207 0.00 24 in0.4052 3.6924 0.00Diam 24 in0.5202 2.8659 0.00 32L-609Diam 24 inna 1.5669 0.00 32L-606ADiam 12 in0.7654 8.2759 0.00Diam 24 inP-592B 6.903 0.7031 2.26!9 0.00Diam 5.4407 3.6688 2.0695 2.5943 [ 9.1079 4.0644 2.8203 0.7822 7.2785 2.0201 P-592A P-591 P-590 9.968 9.968 9.968 7.7089 7.7089 7.7089 19.0346 26.919 25.8899 0.405 0.2864 0.2978 0.8865 0.7327 0.7483 0.4433 0.3664 0.3741 24 in Diam 24 in Diam 24 in Diam 5.7343 7.3936 7.1861 6.0589 8.5686 8:241 0.00 0.00 0.00 HGL Analysis [FromNode [ToNode ]HGEI(fl)I App(fl)Bend (fl)JunctLoss(fl)[AdJustedHGEl()I MaxE.(fl) I I 115.95 I 590 I 1-09 116.8894 I 0.0935 .....I 116.7971 I 12o.3ooo I 591 I 590 I 592A [591 I 593B I 592A [593C I 593B [593D I 593C I 594 [593BI594A[594I595!594A I 596 I 595 [607 [595 118.t686 [..... 118.7679 [0.0448 119.0138 I 0.1757 118.9241 [0.0009 118.9227 [..... 119.2293 I 0.1419 119.4429 I 0.1214 119.6324 I 0.0287 119.6495 [.... 119.7526 ] 0.0013 0.0043 0.0624 0.0014 I 118.1730 '1 120"5100 0.0136 [118.7990 I 120.4000 0.0376 I 118.8771 I 120.2100 0.0007 l ....I 118.9238 I 120.0000 I .....I 118.9227 I 119.89000.0028 I I 119.0902 [120.1000 0.0010 l ....[119.3224 I 120.2500 0.0235 ![0.0056 [119"638.'1 120.3400 .....[.....[119.6495 ]120.0300 I I 119.4300 I 119.3300INoapproachlossesatnode593Abecauseinvertsand/or crowns are offset. I 592B I 592A I 118"8599 'l 0"717411"0340 '1 ......I 119.1765 [120.1500 No approach losses at node 606A because inverts and/or crowns are offset. I 593A [592B I 120.4559 I 0.0381 I 0.0003 I 0.0026 [120.4208 [-120.5000 m m m m m n m m m m n m m m n m m m m m m m m m m m m m m m mm m m m m m m 579 603 606A 606B 593A 120.4224 579 120.4761 593A 120.5048 606A 120.5414 0.0021 0.0040 0.0353 0.0001 0.0306 0.0189 120.4700 120.4761 610 120.4697 120.5297 120.3700 120.9500 120.5000 121.0000 610 606B 120.5904 0.1118 0.0036 0.0011 120.4833 121.2800 611 120.4865 120.4865 120.7500 0.0299 0.0345 0.0299 0.0369 0.0216 0.0123 0.0382 0.0003 6lib 610 120.9023 6lIB 120.9509 611C 121.0171 120.9069 120.9578 120.5000 120.5900612120.5664 611C 612 613 121.8000 121.2000 120.4000 120.4900 No approach losses node 6)5 because inverts and/or crowns are offset. 0.0003 120.6535 121.8600614.m.63m /20.6895 0.0363 .:l__64.120.7035 0.0763 0.0013 0.0276 120.6561 122.0300 616 6i5 120.6597 0.0001 0.0000 120.6596 121.6000 617 618 616 ii 120.6591 120.6591 615 120.6943 0.0104 0.0001 120.6840 121.6000 619 122.0500 619 618 120.7281 0.0046 0.0058 0.0006 120.7299 121.9300 620 120.8599 120.8599 121.7800 619 120.7424 0.0030 0.0000 120.7394621 120.7558 622 120.7553 622 621 120.7557 0.0002 0.0003 622A t20.7553 122.0000 121.0389 623 615 121.0309 0.0168 0.0007 624 623 625 123.0000 123.8000 0.0053 121.0201 121.9800 121.0389 623 121.1125 0.0052 0.0001 0.0016 121.1090 121.9200 122.8900 626 625 [121.1226 I I [I 121.1226 122.2000 N "o approach losses at node 631 because inverts and/or crowns are offset. 627 625 12t.1239 0.0544 0.0688 ......I 121.1382 123.6500 No approach losses at node 633 because inverts and/or crowns are offset. 631 627 121.2081 0.1146 0.1565 ....I 121.2500 124.3100 633 631 121.4981 .....0.4510 ....121.9492 124.6000 634 633 123.4072 .................123.4072 124.6000 Conduit Notes Reach HW Depth (ft)HW/D ratio ]Q (cfs)TW Depth (It)Dc (ft)Dn (ft)Comment P-590 ]_2.38-9.4 1.1947 I 7:71 1.7500 0.9876 0.7483 Outlet Control M1 Backwater P-591 1.4086 0.7043 7.71 2.1971 0.9876 0.7327 SuperCrit flow,Inlet end controls P-592A 1.8079 0.9039 7.71 1.3630 0.9876 0.8865 1Outlet Control MI Backwater P-593B 3.1638 3.1638 2.37 2.9490 0.6591 >D IOutlet Control P-593C 3.0682 3.0682 0.54 3.0171 0.3039 0.3772 Outlet Control P-593D 2.6083 2.6083 0.19 2.6038 0.1804 0.2008 Outlet Control P-594 3.3705 4.0448 1.83 3.0171 0.6083 0.3294 Outlet Control P-594A 3.1029 P-595 I 3.2824 P-596 2.7483 P-607 2.8586 P-592B 3.2499 P-593A 104.8959 P-579 5.8224 P-603 3.7161 P-606A 7.3142 [3.7236 1.65 2.7502 0.5761 I >D Outlet Control 3.9390 1.53 2.9724 0.5536 0.4642 Outlet Control 3.2981 0.28 2.7328 0.2305 0.1889 Outlet Control 11 2.8586 1.07 2.7328 0.4346 >D Outlet Control 1.6250 5.34 3.1890 0.8152 1.4062 [Outlet Control 104.8959 5.34 103-6!.65 .0-_9327 '1 0"7654 Outlet Control 3.88_16 0.42 .5.8208 .0.2382,0.1362 Outlet Control .... 3.7161 0.29 3.7100 0.2206 0.2028 Outlet Control 3.6571 4.92 7.2308 0.7815 >D Outlet Control n m m m n m m m u m n m mm m m m m m m m m m m m m m m m n m m m m m m m m P-606B 7.3402 3.6701 4.73 7.2697 0.7658 P-610 7.2902 3"6451.i.I 4.41 7.2297 0.7379 P-61 I 3.4859 6.9718 0.05 3.4833 0.1080 P76!1B 7.4_0_63 6.,._1 4.36 6.98_3_3 0.6011 P-611 c 4.5617 2.2808 4.36 t 4.5169 0.7336 P-612 4.6354 2.3177 4.36 4.5778 0.7336 P-61._3 4.0828 2:-04.14 ,_,!l 3,71 4.0200 0.6748 1.0405 IOutlet Control 0.8105 IOutlet Control 0.0582 Dutlet Control 0.3608 IOuflet Cont}-ol 1.0414 IOutlet Control 1.1993 10utlet Control 0.7746 Outlet Control P-614 3.7972 2.53 !4 2.77 3.7000 0.6321 P-615 2.6532 1.7688 2.70 2.6035 0.6236 p-6/_6 2.1697 2/1697,.!1 0.22 2.1661 0.1906 P-617 2.1599 2.1599 0.06 2.1596 0.0962 P-618 2.1543 2.1543 0.74 2.1161 0.3603 P-619 2.1_581 2:151./I 0.64 I 2.1140 0.3343 P-620 0.5299 0.5299 0.07 0.9499 0.1071 P-621 2.1664 2.1664 0.43 2.1499 0.2705 P-622 1.8516 1.8516 P-622A 1.2561 1.2561 P-623 2.5108 2.5108 P-624 2.2549 2.2549 P-625 2.6261 2.6261 P-626 1.2210 1.2210 P-627 1.3257 1.9887 P-631 0.6081 0.9123 P-633 0.2981 0.5963 P-634 0.2072 0.4144 0.5515 3utlet Control 0.3664 IOutlet Control 0.4802 )utlet Control 0.0924 Dutlet Control >D Outlet Control 0.35 1.8394 0.2428 0.10 1.2558 0.1272 1.74 2.1361 0.5616 0.38 2.2401 0.2551 0.82 2.5401 0.3781 0.46 1.2090 0.2798 0.21 1.3090 0.2090 0.18 0.6382 0.1961 0.18 0.3100 0.2135 0.11 0.9092 0.1634 >D Outlet Control 0.0740 IOutlet Control M1 Backwater 0.2908 Dutlet Control 0.2586 IOutlet Control 0.0836 IOutlet Control >D IOutlet Control 0.2583 Dutlet Control 0.3279 Outlet Control 0.1895 Dutlet Control 0.1797 Outlet Control 0.2152 Dutlet Control M1 Backwater 0.1874 guperCrit flow,Inlet end controls 0.0875 uperCrit flow,Inlet end comt-ols Appended on:Sunday,August I!,2013 3:59:14 PM ROUTEHYD []THRU [EX BASIN 32]USING [100 year]AND [TYPEIA.RAC]NOTZERO RELATIVE SCS/SBUH Gravity Analysis using 24 hr duration storm Reach ID P-593D P-593C P-596 P-607 P-595 P-594A P-594 P-593B P-603 P-579 Area (ac) 0.25 0.693 0.366 1.381 1.972 2.132 2.372 3.065 0.371 0.538 Flow (cfs) 0.2227 0.6174 0.3261 1.2303 1.7568 1.8994 2.1132 2.7305 0.3305 0.4793 Full Q (cfs) 2.1893 1.7735 2.5185 Full ratio •0.1017 0.3481 0.1295 0.6703 1.8354 2.552 0.3859 0.6884 4.9216 5.5197 0.3828 1.117 3.1841 24.461 2.4446 0.1038 0.0196 nDepth (ft) 0.215 0.407 0.2024 0.5083 0.3579 0.217 0.1455 Depth ratio 0.215 0.407 0.2429 na 0.6099 na 0.4294 na 0.217 0.097 Size 12 in Diam 12 in Diam 10 in Diam 12 in Diam 10 in Diam 10 in Diam 10 in Diam 12 in Diam 12 in Diam 18 in Diam nVel (Ws) 1.796 2.0563 3.1853 1.5665 5.0424 3.4827 9.44 3.4766 2.63 5.4516 fVel (Ws) 217874 2.2581 4.6179 0.8535 4.6793 0.7076 10.121 1.4222 4.0541 13.8421 infil Vol CBasin /Hyd(cO 0.00 32A-593D 0.00 32A-593C 0.00 32A-596 0.00 32K-607 0.00 ;2A-595 0.00 2A-594A 0.00 2A-594 0.00 0.00 0.00 32J-603 32L-579 II 1 1 1 1 I I I /I I 1 I I I I I I 1 |m l a m m l l i |H l i l |n P-61 I 0.063 P-6I 7 0.073 P-616 0.279 P-620 0.09 P-622A 0.126 ..L I)-622 0.448 •oz .....• P-.62 i 0.553 IP-619 0.833 P-618 0.963 po624 P-626 P-634 P-633 P-631 0.0561 0.065 1.7001 3.1914 0.033 0.0622 0.0204 0.0989 0.1244 0.0989 6 in Diam 12 in Diam 12 in Diam 3.9904 1.6181 8.6583 4.0634 0.2486 0.4628 0.5371 0.522 0.522 0.5994 0.5892 i 12 in0.0802 6.2643 0.0128 0.0799 0.0799 Diam 2.7299 7.9759 12 in0.1123 6.8469 0.0164 0.0892 0.0892 3.2459 8.7177Diam 0.3991 2.3541 0.1695 0.2781 0.2781 12 in ]Diam 2.2387 2.9973 I 0.4927 2.3221 0.21 0.3128 0.3128 2.3461 2.9565Diam 12 in i0.7421 0.363 2.0441 --na Diam 0.9449 0.4622 :12in 1.09230.6462[0.8579 0.5076 1.6903 --na Diam 0.4930.439212.5961 0.1692 0.2778 0.2778 Diaml2in 2.467213.3055 12 in0.59 0.5256 5.7922 0.0907 0.2035 0.2035 4.5848 7.3749Diam 0-14110-12561.63550.0768'0.09360-1872 Oiam6in 4.9408 8.3293 I 0.236 0.2102 0.6112 0.344 0.2022 0.41)44 6 in 2.8246 3.1126Diam 8 in0.236 0.2102 0.8089 0.2599 0.2318 0.3477 1.9485 2.3179Diam 0.00 32L-611 0.00 2P-617 0.00 32P--616 0.00 ;2N-620 0.00 2N-622A 0.00 32N--622;32N-622b 0.00 2N--621 0.00 32N-.619 0.00 32M-618 0.00 32L-624 0.00 320-626 0.00 320-634 0.00 320-633 0.00 P-627 P-625 P-623 P-615 P-614 P-613 P-612 P-611C P-611B 0.267 1.056 2.251 3.493 3.584 4.794 5.638 5.638 5.638 0.2379 0.9408 2.0054 3.1118 3.1929 1.2991 3.5045 0.3261 20.6335 9.6145 4.2709 11.526 5.0228 5.0228 5.0228 6.5016 8.1501 14.8023 0.1831 0.2684 6.1496 0.1508 0.3321 0.3705 0.7726 0.6163 0.3393 0.1933 0.3538 0.3928 0.5925 0.8432 1.3203 1.1356 0.3921 0.2899 0.3538 na 0.2618 0.395 0.4216 0.6602 0.5678 0.3485 0.4389 8 in Diam 12 in Diam 12 in Diam 18 in Diam 18 in Diam 24 in Diam 24 in Diam 24 in Diam 22"x 13.5" 24 in Diam 2.8328 3.7842 2.5533 8.4394 4.9187 3.3935 2.2827 2.7281 7.971 3.7224 4.4621 0.4152 11.6761 5.4407 3.6688 2.0695 2.5943 9.1079 0.00 0.00 0.00 0.00 0.00 32o-630 32o-625 ;2L-623 32L-614 0.00 2L-613 0.00 0.00 0.00 32L-612 P-610 5.701 5.0789 12.7688 0.3978 0.8779 3.827 4.0644 0.00 24 inP-606B 6.121 5.4531 8.8601 0.6155 I.I 347 0.5673 2.9648 2.8203 0.00 32L-609Diam 24 inP-606A 6.365 5.6704 2.4574 2.3075 ....na 1.805 0.7822 0.00 32L-606ADiam 12 inP-593A 6.903 6.1497 5.7165 1.0758 .....na 7.8301 7.2785 0.00Diam 24 inP-592B 6.903 6.1497 6.3465 0.969 1.5866 0.7933 2.3009 2.0201 0.00Diam m u m m m m m m m m m m m m m m m m m |i ||i |||H |H |H m |H m i H P-592A 9.968 8.8803 19.0346 0.4665 0.9608 0.4804 I 24 inDiam 5.9503 6.0589 0.00 I P-591 9.968 8.8803 26.919 0.3299 0.7855 0.3927 I 24 in 7.7553 8.5686 0.00t P-590 9.968 8.8803 25.8899 I 0.343 0.8076 0.4038 24 inDiam 7.4721 8.241 0.00 HGL Analysis From Node.To Node.HG El (ft)App (ft)Bend (ft)Junct Loss (It)Adjusted HG El (It)Max El (It) 116.30 590 1-09 116.4844 0.9339 0.0129 115.5634 120.3000 591 590 118.2987 iis.9558 0.0046 118.3033 592A 0.0595 0.0828 593B 592A 119.2821 0.2331 0.0018 593C 593B ]119.1644 0.0012 0.0010 593D 593C 119.1644 594 593B 119.5685 594 'l 119.8519 0.1883 0.0037 0.1611 0.0013 595 I 120.1257 594A 595 594A 120.1034 0.0381 0.0312 596 595 120.2649607 120.5100 0.0181 118.9972 120.4000 0.0499 119.1008 119.1641 119.1644 119.3839 119.6921 120.2100 120.0000 119.8900 120.1000 120.2500 0.0075 120.1040 120.3400 120.1300 120.0300 119.4300 119.3300 qo approach losses at node 593A because inverts and/or crowns are offset. 592B 592A 119.0780 0.9520 i.3721 119.4981 120.1500 Xlo approach losses at node 606A because inverts and/or crowns are offset. 593A 592B 121.1959 0.0506 0.0004 0.0035 120.6000 120.5000 579 593A 120.6022 0.0027 0.0053 ....120.4700 603 579 120.4781 ....I ........120.4781 606A 593A 120.7113 0.0468 0.0002 ......120.6000 606B 606A 120.6948 0.0406 0.0251 610 606B 120.7598 0.1483 I 0.0048 611 610 6lIB 610 611C 611B 120.3700 120.9500 120.5000 ......120.6793 121.0000 0.0014 120.6176 121.2800 120.6217 ......[......I .....120.6217 120.7500 121.1750 0.0397 0.0458 .....121.1811 121.8000 612 611C 121.3781 0.0287 0.0163 613 612 120.5870 0.0507 0.0004 121.2396 0.0397 I 0.0489 ......121.3000 121.2000 ....120.5000 120.4000 .....120.5900 120.4900 No approach losses at node 615 because inverts and/or crowns are offset. 614 613 120.7212 0.0482 0.0004 615 614 120.7397 0.1012 ....120.6735 121.8600 [0.0018 .1 0.0366 120.6768 122.0300 616 615 120.6816 0.0001 0.0001 ......120.6815 121.6000 617 616 120.6811 ........120.6811 121.6000 618 615 120.7276 0.0139 0.0001 .....120.7139 122.0500 A . 619 618 120.7724 0.0008 121.9300 620 62l 619 120.9127 622 619 120.7927 621 120.8090 622 120.8088 0.0061 1.0.0077 ......120.7748 . 120.9127 121.7800 0.0040 0.0000 120.7887 122.0000 0.0003 0.0004 ......120.8091 123.0000 622A ]120.8088 123.8000 623 615 121.1742 0.0223 0.0009 0.0071 121.1598 121.9800 624 623 121.1836 ..............121.1836 121.9200 625 623 121.2804 0.0070 0.0001 0.0021 121.2757 122.8900 626 625 121.2932 ................121.2932 122.2000 I I I i I |/l I l I l l 1 l l l l INo approach losses at node 631 because inverts and/or crowns are offset. 627 625 121.2975 123.6500121.2961 0.0056 0.0071 No approach losses at node 633 because inyerts_and/or crowns are offset. ,6_31 627 121.3122 1 0,1239 0.169 _63-3 631 121.5243 J 0.4926 634 "633 123.4255 !21"357 1 124.3100 122.0168 124.6000 123.4255 124.6000 Conduit Notes Reach_..I.Depth (fl)HW/D ratio .9 (cfs)TW Depth (It)[Dc (fl)Dn (ft)Comment P-590 2.2841 1.1421 8.88 2.1000 1.0637 0.8076 10utlet Control p7.591.........1.5387 0.7693 .__8:88 1.06_37 1.0637 0.7855 SuperCritfl_ow,lnlet end controls P-592A 1.9958 0.9979 8.88 1.4933 1.0637 P-593B ....3:4321 .....3.432i .--2"73 3.1472 0.7086 P-593C P-593D P-594 P-594A P-595 3.3085 3.3085 0.62 3.2408 0.3270 2.8500 2.8500 0.22 2.8441 0.1936 3.7097 4.4519 2.11 3.2408 0.6513 0.9608 Outlet Control MI Backwater >D Outlet Control 0.4070 [Outlet Control P-596 0.2150 [Outlet Control 0.3579 ]Outlet Control 3.5119 4.2145 1.90 3.0439 0.6185 >D Outlet Control 3.7534 4.5043 1.76 3.3421 0.5950 0.5083 Outlet Control 3.2245 3.8696 0.33 3.2040 0.2479 0.2024 Outlet Control P-607 3.3709 3.3709 1.23 3.2040 0.4680 >D Outlet Control P-592B 3.4680 1.7340 6.15 3.3872 0.8773 1.5866 [Outlet Control P-606A P-603 P-579 P-593A 3.7180 3.7180 "I 0.33 3.7!99 0.2370 0.2170 IOufletControl 7.5207 3.7604 5.67 7.4100 0.8413 >D IOutlet Control 6.0022 4.09[5 _,t.0..48 6.0000 I 0._2.561 0.1455 out!etControl 105.6359 105.6359 in 615 103.9381 0.9592 >D Outlet Control P-606B 7.4936 3.7468 5.45 7.4000 0.8242 1.1347 Outlet Control P-610 7.4596 3.7298 5.08 7.3793 0.7945 0.8779 Outlet Control P-611 3.6211 7.2422 0.06 3.6176 0.1161 0.0622 Outlet Control P-611B 7.6790 6.8257 5.02 7.1176 0.6538 0.3921 Outlet Control P-611C 4.8504 2.4252 5.02 4.7911 0.7898 1.1356 Outlet Control P-612 4.9964 2.4982 5.02 4.9200 0.7898 1.3203 Outlet Control P-613 4.1034 2.0517 4.27 4.0200 0.7258 0.8432 Outlet Control P-614 3.8289 2.5526 3.19 3.7000 0.6803 0.5925 Outlet Control P-615 2.6894 1.7930 3.11 2.6235 0.6713 0.3928 Outlet Control I P-616 2.1916 2.1916 0.25 2.1868 0.2048 0.5220 Outlet Control 2.1568 P-617 2.1819 2.1819 0.07 2.1815 0.1035 0.0989 Outlet Control P-618 2.1876 2.1876 0.86 2.1368 0.3879 >D Outlet Control P-619 2.2024 2.2024 0.74 2.1439 0.3597 >D [Outlet Control P-620 0.5827 0.5827 0.08 0.9948 0.1151 0.0799 Outlet Control MI Backwater P-621 2.2167 2.2167 0.49 2.1948 0.2910 0.3128 Outlet Control P-622 1.9049 1.9049 0.40 1.8887 0.2612 0.2781 [Outlet Control P-622A 1.3096 1.3096 0.11 1.3091 0.1350 0.0892 Outlet Control P-623 2.6541 2.6541 2.01 0.6066 >D Outlet Control P-624 2.3996 0.27432.3996 0.44 2.3798 0.2778 Outlet Control P-625 2.7940 2.7940 0.94 2.6798 0.4069 0.3538 [Outlet Control P-626 1.3916 1.3916 0.53 1.3757 0.3009 0.2035 Outlet Control P-627 1.4979 2.2470 0.24 1.4757 0.1933 Outlet Control0.2249 0.21091.2166 0.21 0.7975P-631 0.8110 0.2318 Outlet Control .P-633 0.3243 0.6485 .__0"21 0.4175_I 0-2299 0:20_22 SuperCrit flow,ln!et end controls P-634 0.2255 0.4510 0.13 0.9768 0.1758 0.0936 SuperCrit flow,Inlet end controls |m I i i ||H R i l m ||H H I I Appended on:Sunday,August 11,2013 4:19:26 PM Layout Report:EX BASIN 32 Event . 2 yr 24 hi 2.00 10 year [2.90 25 year -3.40 100 year ! Reach Records Record ld:P-579 Section Shape:Circular Uniform Flow Method:Manning's Coefficient:0.012 Routing Method:Travel Time Shift Contributing Hyd DnNode 593A UpNode 579 Material unspecified Size 18 in Diam Ent Losses Groove End w/Headwall nh Up Invert 47.00 ft Slope 116.76 ft Dn Invert 4.60% 114.60 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record ld:P-590 Section Shape: Uniform Flow Method: Routing Method: Circular Manning's Travel Time Shift Coefficient: Contributing Hyd DnNode Material Ent Losses Length 1-09 unspecified 0.012 LIpNode 590 Size 24 in Diam Groove End w/Headwall 27.00 ft Slope 1.11% m m m m m m m m m m m m m m m m m m m |i |i i |||H l |H |I H |H Up Invert 114.50 ft Dn Invert 114.20 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infll Rate 0.00 in/hr Record ld:P-591 Section Shape:" Uniform Flow Method: Routing Method: Circular Manning's Coefficient: Travel Time Shift Contributing Hyd DnNode Material Ent Losses Length 590 UpNode unspecified Size Groove End w/Headwall 180.00ff Slope 0.012 591 24 in Diam 1.20% Up Invert 116.76 ft Dn Invert 114.60 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft iDrop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record Id:P-592A ection Shape:Circular [Jniform Flow Method:Manning's Coefficient:0.012 Routing Method:Travel Time Shift Contributing Hyd 591 UpNode 592AE)nNode Material unspecified Size 24 in Dial Ent Losses Groove End w/Headwall Length 25.00 ft Slope 0.60% Up Invert 116.96 ft Dn Invert 116.81 ft Conduit Constraints mm m m u m mm m m m n m m m m m m m mL Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s lS.00 ft/s 0.00%50.00%0.00 ft C)rop across MH 0.00 ft Exlnfll Rate 0.00 in/hr Record Id:P-592B Section Shape: Uniform Flow Method: Circular Manning's Coefficient:0.012 Routing Method:Travel Time Shift Contributing Hyd DnNode 592A UpNode 592B Material unspecified Size 24 in Diam Ent Losses Groove End w/Headwall Length 15.00 ft Slope 0.07% Up Invert 115.62 ft Dn Invert 115.61 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover o.ooftls lS.OO ftls [0.00%50.00%1 0.00 ft Drop across MH [0.00 ft Ex/Infil Rate 0.00 in/hr Record ld:P-593A Section Shape: Uniform Flow Method: Routing Method: Circular Manning's Travel Time Shift Coefficient:0.012 Contributing Hyd DnNode Material Ent Losses Length Uplnvert 592B Closed Conduits,Concrete Pipe UpNode 593A Size 12 in Diam Groove End w 'Headwall 22.00 ft Slope 2.18% Dn Invert 15.56 ft16.04 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50%2.00%3.00 ft Drop across MH 0.00 ft Ex/Infil Rate [0.00 in/hr Record Id:P-593B ection Shape:Circular Jniform Flow Method:Manning's Coefficient:0.012 outing Method:Travel Time Shift Contributing Hyd DnNode 592A UpNode 5938 Vlaterial unspecified Size 12 in Diam Ent Losses Groove End w/Headwall nh Jp Invert 12.00 ft Slope 0.08% 115.86 ft Dn Invert 115.85 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record Id:P-593C Section Shape:[Circular " Uniform Flow Method:J Manning's [Coefficient:0.012 Routing Method:I Travel Time Shift IContributing Hyd DnNode [593B IUpNode 593C Material J unspecified JSize 12 in Diam Ent Losses I Groove End w/Headwall Length [221.00 ft ISIope I 0.21% Up Invert [116.32 ft jDn Invert I 115.86ft Conduit Constraints ,nw,1 axv.,I ,nSoe F .S,oe ,nCor I I I i I I I i I I I I |I l I I I[_-- m |m m m m m n m m m I u I m m m m n Record Id:P-593D ection Shape: Uniform Flow Method: Routing Method: Circular Manning's TraveITime Shi Coeffident:0.012 D)ntributing Hyd DnNode Material Ent Losses Length Up Invert 593C unspecified UpNode 593D Size 12 in Diam Groove End w/Headwall 133.00 ft 5lope 0.32% 116.74 ft Dn Invert 116,32 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infll Rate 0.00 in/hr Record Id:P-594 Section Shape:Circular Uniform Flow Method: Routing Method: DnNode Material EntLosses Length Uplnvert Manning's Travel Time Shift 593B unspecified 24.00 ft 117.15 ft Coefficient: ontributing Hyd LJpNode 0.012 594 10 in DiamSize Groove End w/Headwall lope 5.38% Dn Invert 115.86 ft I Min Vel Conduit Constraints Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record ld:P-594A 1 I l l I I I l I l am l B IB IB I m= Uniform Flow Method: Routing Method: DnNode Material Ent Losses Length Up Invert Manning's Travel Time Shift 594 unspecified 38.00 ft 116.35 ft r:oefficient:0.012 Contributing Hyd UpNode 594A Size 10 in Diam Groove End w/Headwall lope 0.03% Dn Invert 116.34 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope 0.00 ft/s 15.00 ft/s 0.00%50.00% Min Cover 0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record ld:P-595 Section Shape:Circular Uniform Flow Method:Coefficient:0.012Manning's Routing Method:Travel Time Shift Contributing Hyd DnNode Material 594A UpNode unspecified Size 595 10 in Diam Ent Losses Groove End w/Headwall Length 40.00 ft Slope Up Invert 116.81 ft Dn Invert 1.15% 116.35 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s O.OD%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record ld:P-596 Section Shape:Circular Uniform Flow Method:Manning's Coefficient:0.012 Routing Method:Travel Time Shift Contributing Hyd DnNode 595 UpNode 596 Material unspecified Size 10 in Diam Ent Losses Groove End w/Headwall Length 74.00 ft Slope 1.12% Up Invert 117.73 ft Dn Invert 116.90 ft Conduit Constraints ...........i .....MiMinVelMaxVeln Slope 0.00 ft/s 15.00 ft/s 0.00% Max Slope Min Cover 50.00%0.00 ft Drop across MH 0.00 ft Ex/Infll Rate 0.00 in/hr Record id:P-603 Section Shape:Circular Uniform Flow Method:Manning's Coefficient:0.012 Routing Method:Travel Time Shift Contributing Hyd :)nNode 579 UpNode 603 Material unspecified ize 12 in Diam Ent Losses Groove End w/Headwall Length Up Invert 65.00 ft lope 0.68% Dn Invert 116.76 ft117.20 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft 0.00 ft Ex/Infil Rate 0.00 in/hrDropacrossMH Record ld:P-606A Section Shape:Circular Uniform Flow Method: Routing Method: Manning's Coefficient:0.012 Travel Time Shift Contributing Hyd DnNode 593A UpNode 606A Material unspecified Size 24 in Diam m m m m m mm m m m m m m mmm m m mmLLL_ m m mm mm n m 11 m m m m m m m m m Ent Losses Length Up Invert Groove End w/Headwal] 94.00 ft Slope 0.01% 113.20 ft Dn Invert 113.19 ft Conduit Constraints Min Vel Max Vel 0.00 ft/s 15.00 ft/s __T.y _-- Min Slope Max Slope Min Cover 0.00%50.00%0.00 ft :)rop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record ld:P-606B ection Shape: LJniform Flow Method: Routing Method: Circular Manning's Travel Time Shift DnNode 606A Material unspecified Coefficient: :ontributing Hyd JpNode ize 0.012 606B 24in Diam Ent Losses Groove End w/Headwall Length 76.00 ft Slope 0.13% Up Invert 113.30 ft Dn Invert 113.20 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record ld:P-607 Section Shape:Circular Uniform Flow Method:Manning's Coefficient:0.012 Routing Method:Travel Time Shift Contributing Hyd DnNode 595 UpNode 607 Material unspecified Size 12 in Diam Ent Losses Groove End w/Headwa[I Length 120.00 ft Slope 0.03% l |l l l |Ill |l ||I||||||l ||||B ||||||||ni |L Up Invert -116.93 ft Dn Invert 116.90 ft Conduit Constraints Min Vel Max Vel 15.00 ft/s Min Slope Max Slope Min Cover 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record Id:P-61O Section Shape:Circular Uniform Flow Method:Manning's Coefficient:0.012 Routing Method:Travel Time Shift Contributing Hyd DnNode 606B UpNode 610 Material unspecified Size 24 in Diam Ent Losses Groove End w/Headwall Length i 74.00 ft Slope 0.27% Up Invert 113.50 ft Dn Invert 113.30 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record ld:P-611 Section Shape: Uniform Flow Method: Routing Method: DnNode Material Ent Losses Length Up Invert Circular Manning's Coefficient:0.012 Travel Time Shift Contributing Hyd 610 UpNode 611 unspecified Size 6 in Diam Groove End w/Headwall 23.00 ft Slope 7.78% 118.79 ft Dn Invert Conduit Constraints 117.00 m mm mm nun mn mull m m m n mm n mm I m nunL Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH ;0.00 ft Ex/Infll Rate 0.00 in/hr Record Id:P-611B ection Shape: Uniform Flow Method: Routing Method: DnNode Arch Manning's Travel Time Shift 610 Coefficient:0.012 Contributing Hyd UpNode 611B Material unspecified Size 22"x 13.5" Ent Losses 18"Corner radius:90 deg headwali Length 128.00 ft Slope 2.30% Up Invert '116.44 ft Dn Invert 113.50 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0,00%]50.00%0.00 It Drop across MH 0.00 ft Ex/Infil Rate I 0.00 in/hr Record Id:P-611C Section Shape:Circular Uniform Flow Method:Manning's Routing Method:Travel Time Shift DnNode 611B Material unspecified EntLosses Length 28.00 ft Up Invert Zoefficient:0.012 =ontributing Hyd JpNode 611C ize 24 in Diam Groove End w/Headwall lope 0.11% 116.42 ft Dn Invert 116.39 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft nun m m m m m um m nun m n m m mm m mj I l mm mR mm I I mm mmLZ J Or°p acr°ss MH ["0"00 ft I|nfil Rate [O-00in/hr Record Id:P-612 Section Shape:Circular Uniform Flow Method:Manning's Coefficient:0.012 Routing Method:Travel Time Shift Contributing Hyd 611C UpNode 612DnNode Material unspecified Size 24 in Diam Ent Losses Groove End w/Headwall Length 69.00 ft Slope 0.07% Up Invert 116.43 ft Dn Invert 116.38 ft Conduit Constraints Min Vel Max Vel Max Slope Min Cover 0.00 ftls 15.00 ft/s Min Slope 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record Id:P-613 Section Shape: Uniform Flow Method: Routing Method: DnNode Material Ent Losses Length Up Invert Circular Manning's Travel Time Shift oefficient:0.012 Fontributing Hyd 612 UpNode unspecified $ize 613 24 in Diam Groove End w/Headwall 162.00 ft 5lope 0.22% 116.84 ft E)n Invert 116.48 ft Min Vel Conduit Constraints Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex[Infil Rate 0.00 in/hr m m ,,m m m |m m |m m m m m m I I I I I t i______] Record ld:P-614 Circular Uniform Flow Method:Manning's Coeffident:0.012 Routing Method:Travel Time Shift Contributing Hyd DnNode 613 UpNode Material unspecified Size 614 18 in Diam Ent Losses Groove End w/Headwall Length 87.00 ft Slope 0.71% Up Invert 117.51 ft Dn Invert 116.89 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infll Rate 0.00 in/hr Record ld:P-615 ection Shape:Circular Uniform Flow Method: Routing Method: DnNode Material Ent Losses Length Up Invert Manning's Travel Time Shift Coefficient: Contributing Hyd 614 UpNode unspecified Size Groove End w/Headwall 11.00 Slope 118.41 ft )n Invert 0.012 615 18 in Diam 3.27% 118.05 ft Conduit Constraints I Min Vel I 0.00 ft/s Max Vel 15.00 ft/s Min Slope 0.00% Max Slope 50.00% Min Cover 0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record ld:P-616 Section Shape:Circular k Uniform Flow Method:Manning's oeWJcient:0.012 Routing Method:Travel Time Shift Contributing Hyd DnNode 615 UpNode 616 Material Ent Losses unspecified ize 12 in Diam Groove End w/Headwall Length 70.00 ft lope 0.01% Up Invert 118.50 ft Dn Invert 118.49 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record Id:PI7 Section Shape:Circular Uniform Flow Method:Manning's Coefficient:0.012 Routing Method: DnNode Material Ent Losses Length Travel Time Shift Contributing Hyd 616 UpNode unspecified Size Groove End w/Headwall 617 12 in Diam 81.00 ft Slope 0.68% Up Invert 119.05 ft Dn Invert 118.50 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record ld:P-618 Section Shape:Circular Manning'sUniformFlowMethod:2oefficient:0.012 Routing Method:..Travel Time Shift i Contributing Hyd m mm mm nUll nun I m aim im im mm im im imLJ I m¸L R I DnNode 615 JpNode Material unspecified Size 618 12 in Diam Ent Losses Groove End w/Headwall Length 58.00 ft lope 0.02% 118.55 ft Dn Invert 118.54 ftJpInvert Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record id:P-619 Section Shape:Circular Manning's Travel Time Shift Uniform Flow Method:efficient:0.012 Contributing Hyd UpNode 619 Routing Method: DnNode 618 I I Material unspecified Size 12 in Diam Ent Losses Groove End w/Headwall Length 114.00 ft Slope 0.01% Up Invert 118.58 ft Dn Invert 118.57 ft Conduit Constraints Min Vel Max Vel 15.00 ft/s Min Slope Max Slope Min Cover 0.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record ld:P-620 Section Shape:Circular Uniform Flow Method:Manning's Coefficient:0.012 Routing Method:Travel Time Shift Contributing Hyd DnNode 619 UpNode 620 Material unspecified Size 12 in Diam l I l,I m ll J I m I 1 I I I IJ n m m mm m m m m INto mL-___ Ent Losses Groove End w/Headwall !Length 21.00 ft Slope Jp Invert 120.33 ft Dn invert 2.62% 119.78 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ftJs 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Exlnfil Rate 0.00 in/hr Record ld:P-621 Section Shape: Uniform Flow Method: Routing Method: DnNode Material Circular Manning's Coeffident:0.012 Travel Time Shift Contributing Hyd 619 UpNode 621 unspecified Size L •. Ent Losses Groove End w/Headwall 12 in Diam Length 90.00 ft Slope 0.36% Up Invert 118.90 ft Dn Invert 118.58 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Elnfil Rate 0.00 in/hr Record ld:P-622 Section Shape: Uniform Flow Method: Routing Method: )nNode Material "nt Losses Length Circular Manning's Travel Time Shift 621 unspecified :oefficient: Contributing I-lyd JpNode Size Groove End w/Headwall 107.00 ft ;lope 0.012 622 12 in Diam 0.37% LJp Invert 119.30 ft [}n Invert 118.90 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record Id:P-622A Section Shape: Uniform Flow Method: Routing Method: Circular Manning's Travel Time Shift 'oefficient:0.012 Contributing Hyd DnNode 622 UpNode 622A Material unspecified Size 12 in Diam Ent Losses Groove End w/Headwall Length 16.00 ft Slope 3.13% Up Invert 120.00 ft Dn Invert 119.50 ft I Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record ld:P-623 Section Shape:Circular Uniform Flow Method:Manning's Routing Method:Travel Time Shift oefficient:0.012 ontributing Hyd DnNode Material 615 unspecified UpNode 623 Size 12 in Diam Ent Losses Groove End w/Headwall Length 140.00 ft Slope 0.01% Up Invert 118.53 ft Dn Invert 118.52 ft Conduit Constraints l Ill m II ll m 1 I,'ll ll m ll.U l llF-- Min Vel Max Vel Min Slope Max Slope Min Cover O.OO fl/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft E/Infil Rate 0.00 in/hr Record ld:P-624 Section Shape:Circular Uniform Flow Method:Manning's Coefficient:0.012 Routing Method:Travel Time Shift Contributing Hyd DnNode 623 UpNode 624 Material unspecified Size 12 in Diam Ent Losses Groove End w/Headwali Length 108.00 ft Slope 0.45% Jp Invert 119.27 ft Dn Invert 118.78 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover o.00%I.so.oo%I o.oo fto.oo ft/s I 1s.oo ft/s I Drop across MH 0.00 ft 'Ex/Infil Rate 0.00 in/hr Record ld:P-625 Section Shape: Uniform Flow Method: Routing Method: Circular Manning's Coefficient: Travel Time Shift Contributing Hyd DnNode 623 Material unspecified Ent Losses Length 148.00 ft Up Invert 119.70 ft LIpNode Size Groove End w/Headwall 5lope Dn Invert 0.012 625 I 12 in Diam 0.82% 118.48 ft Min Vel Conduit Constraints Max Vel Min Slope Max Slope Min Cover 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate I 0.00 in/hr Record ld:P-626 !Section Shape: Uniform Flow Method: outing Method: :)nNode Material Ent Losses Circular Manning's Coefficient: Travel Time Shift Contributing Hyd 625 UpNode 0.012 626 unspecified Size 12 in Diam Groove End w/Headwall Length 41.00 ft Slope 2.24% Jp Invert 120.82 ft Dn invert 119.90 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record ld:P-627 iection Shape: Uniform Flow Method: Circular Manning's :oefficient:0.O12 outing Method:Travel Time Shift Contributing Hyd [:)nNode 625 JpNode 627 Vlaterial unspecified iize 8 in Diam Ent Losses Groove End w/Headwall Length 41.00 ft lope 0.98% Up Invert 120.20 ft Dn Invert 119.80 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr m m m n m m..mmm m .m m m m m I m m Record ld:P-631 Section Shape: Uniform Flow Method: Routing Method: Circular Manning's Travel Time Shift Coefficient: Contributing Hyd DnNode Material Ent Losses Length Up Invert 627 unspecified 26.00 ft 120.60 ft UpNode Size Groove End w/Headwall Slope Dn Invert 0.012 631 8 in Diam 0.38% 120.50 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0,00%50.00%0.00 ft Drop across MH 0.00 ft -/Infil Rate 0.00 in/hr Record Id:P-633 Section Shape:Circular Uniform FIowMethod: Routing Method: DnNode Material Manning's Coefficient:0.013 Travel Time Shift :ontributing Hyd 631 JpNode 633 unspecified Size 6 in Diam Ent Losses Length Up Invert Groove End w/Headwall 22.00 ft lope 1.18% 121.20 ft Dn Invert 120.94 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record ld:P-634 Section Shape:Circular m n m m n m m n m m m m m n m m Uniform Flow Method: Routing Method: Manning's Travel Time Shift DnNode 633 i • Material unspecified :oeffident: :ontributing Hyd 0.012 JpNode 634 iize 6 in Diam Ent Losses Length 30.00 ft Up Invert 123.20 ft Groove End w/Headwall ilope 7.20% Dn Invert 121.04 ft Conduit Constraints Min vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Node Records Record ld:579 Descrip:Protope Record Increment 0.10 ft Start El.112.18 ft €laxEl.120.37 ft Void Ratio 100.00 Condition Existing Structure Type CB-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=O.20)Channelization iNo Special Shape Catch D.00 ft Bottom Area 19.635 sf MH/CB Type Node Record Id:590 Descrip:Prototype Record Increment :).10 ft Start El.114.50 ft Max El.120.30 ft Void Ratio 100.00 Condition Existing Structure Type :B-TYPE 1-48 =nt Ke Groove End w/Headwall (ke=O.20)Channelization No Special Shape Catch 9.00 ft Bottom Area 19.635 sf MH/CB Type Node n m m m m m m mm m m n m m u m m n m m I i H B i m I H D H B i |i l H m i Record ld:591 Descrip:Prototype Record Increment D.10 ft Start El.116.38 ft Max El.120.51 ft Void Ratio 100.00 Condition Existing Structure Type CB-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20}Channelization No Special Shape Catch 0.00 ft Bottom Area 19.635 sf MH/CB Type Node Record ld:592A Descrip:Prototype Record itart El.114.00 ft Void Ratio tO0.O0 Condition Existing Ent Ke ncrement 0.10 ft Vlax El.120.40 ft Structure Type CB-TYPE 1-48 3roove End w/Headwall (ke=0.20)Channelization No Special Shape Catch 0.O0 Bottom Area 19.635 sf MH/CB Type Node Record ld:592B Descrip:Prototype Record Increment ].i0 ft Start El.113.42 ft Max El.t20.15 ft Void Ratio 100.00 Condition Existing Structure Type :B-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20)Channelization No Special Shape Catch D.O0 ft Bottom Area 19.635 sf MH/CB Type Node Record ld:593A Descrip:Prototype Record Increment ElOft Start El.113.54 ft Max El.120.50 ft m m mm m m m m m m m m u m m m m m m m m m m n m m m m m m m m n m m Void Ratio [00.00 Condition :-xistin8 Ent Ke 3roove End w/Headwall (ke=O.20) Catch J.O0 ft Structure Type CB-TYPE 1-48 Channelization No Special Shape Bottom Area 19.635 sf MH/CB Type Node Record ld:593B Descrip:Prototype Record Start El.[14.01 ft Void Ratio 100.00 Condition Existing Ent Ke 3roove End w/Headwall (ke=0.20) Increment 0.10 ft Max El.120.21 ft ;tructure Type CB-TYPE 1-48 Channelization No Special Shape Catch 3.00 ft Bottom Area 12.5664 sf MH/CB Type Node Record ld:593C Descrip:Prototype Record Increment 0.10 ft Start El.114.90 ft Max El.120.00 ft Void Ratio 100.00 Condition Existing Structure Type CB-I'PE 1-48 Ent Ke Groove End w/Headwall (ke=0.20)Channelization Slo Special Shape Catch 0.00 ft Bottom Area 19.635 sf MH/CB Type Node Record ld:593D Descrip:Prototype Record Increment ].10 ft Start El.115.29 ft Max El.119.89 ft Void Ratio 100.00 Condition Existing Structure Type :B-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20)Channelization No Special Shape n m m m m m m u mm m n m n u m m m m m n m n m m m m m m m m m m m Catch 0.00 ft Bottom Area 19.635 sf MH/CB Type Node Record ld:594 Descrip:Prototype Record Increment 0.10 ft Start El.115.68 ft Max El.120.10 ft Void Ratio 100.00 Condition Existing Structure Type CB-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=O.20)Channelization No Special Shape Catch O.O0 ft Bottom Area 19.635 sf MH/CB Type Node Record ld:594A Descrip:Prototype Record Increment 0.10 ft Start El.115.45 ft Max El.120.25 ft ¢oid Ratio 100.00 [ :ondition Existing Structure Type CB-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20)Channelization No Special Shape Catch 0.00 ft Bottom Area 29.635 sf MH/CB Type Node Record ld:595 Descrip:Prototype Record Increment 0.10 ft tart El.115.29 ft Max El.120.34 ft ¢oid Ratio 100.00 :ondition Existing Structure Type CB-TYPE 118 Ent Ke Groove End w/Headwall (ke=0.20)Channelization No Special Shape :atch 0.00 ft Bottom Area 19.635 sf VIH/CB Type Node 1 1 B I I 1 1 I 1 1 I I I 1 1 1 1E__ -, Record ld:596 Descrip:Prototype Record 5tart El.116.23 ft Void Ratio 100.00 -ondition Existing Increment 3.10 ft Vlax El.120.03 ft tructure Type =B-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20)Channelization 1o Special Shape Fatch 0.00 ft 3ottom Area 19.635 sf VIH/CB Type Node Record Id:603 Descrip:Prototype Record ncrement 2lOft Start El.116.00 ft Vlax El.120.95 ft /oid Ratio 100.00 Condition Existing !nt Ke tructure Type =B-TYPE 1-48 Groove End w/Headwall (ke=0.20)Channelization No Special Shape Bottom Area [19.635 sf MH/CB Type Node Record Id:606A Descrip:Prototype Record Start El.111.54 ft Void Ratio 100.00 Condition Existing Ent Ke Catch ncrement D.IO ft Vlax El.120.50 ft CB-TYPE 1-48,tructure Type Groove End w/Headwall (ke=0.20)Channelization 0.00 ft Bottom Area No Special Shape 19.635 sf MH/CB Type Node Record Id:606B Descrip:Prototype Record Increment 0.10 ft Start El.111.64 ft Max El.121.00 ft n mm u mm mm mm n mm mnu i u mm mm n mm in mm mmE /oid Ratio 100.00 I :ondition Existing Structure Type CB-TYPE 1-48 End w/Headwall (ke=0.20)i Cfiannelization No Special Shape=-nt Ke Groove ..... :atch [.00 ft Bottom Area 19.635 sf Record Id:607 Descrip:]Prototype Record Increment ).10 ft I 5tart El.115.75 ft Max El.[19.33 ft Void Ratio 1"00:00 ..... Condition Existing !Structure Type :B-TYPE 1-48 Ent Ke "Groove End w/Headwall (ke=O.20):hannelization No Special Shape Catch i 0.00 ft 3ottom Area 19.635 sf MH/CB Type Node Record ld:610 Descrip:Prototype Record Increment 0.10 ft ;tart El.111.78 ft Max El.121.28 ft Void Ratio 100.00 Condition Existing ,tructureType CB-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20)Channelization No Special Shape Catch 0.00 ft Bottom Area 19.635 sf MH/CB Type Node Record ld:611 Descrip:Prototype Record Increment 0.10 ft Start El.116.92 ft Max El.120.75 ft Void Ratic 100.00 Condition Existing Structure Type CB-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20 Channelization No Special Shape |/|i |||||||I |||l I i Catch 0.00 ft Bottom Area 19.635 sf MH/CB Type Node Record ld:611B :)escrip:Prototype Record Increment 0.10 ft ;tart El.114.45 ft Max El.121.80 ft ioidRatio100.00 Zondition Existing Structure Type CB-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=O.20)Channelization No Special Shape =atch 0.00 ft Bottom Area t9.635 sf MH/CB Type Node Record Id:611C Descrip:Prototype Record Increment :110 ft Sta E,114S8 'MaxE,,212o Void Ratio 100.00 Condition Ent Ke Catch Existing Structure Type Groove End w/Headwall {ke=0.20)Channelization 0.00 ft Bottom Area CB-TYPE 1-48 No Special Shape 19.635 sf MH/CB Type Node Record ld:612 Descrip:Prototype Record Increment 0.10 ft Start El.114.46 ft Max El.120.40 ft Void Ratio 100.00 Condition Existing 5tructureType CB-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20 Channelization No Special Shape Catch 0.00 ft Bottom Area 19.635 sf MH/CB Type Node I l |l ||l I l |I l l I I I l / I I I /I I I I I I I I I IL_[; Record Id:613 Descrip:Prototype Record Increment 0.10 ft Start El.117.11 ft Max El.120.49 ft Void Ratio 100,00 Condition Existing Structure Type Ent Ke i Groove End w/Headwall (ke=0.20)Channelization CB-TYPE 1-48 NO Special Shape Catch [).00 ft Bottom Area 19.635 sf Record ld:614 Descrip:Prototype Record Increment 0.10 ft !Start El.115.49 ft Max El.121.86 ft 'oid Ratio 100.00 Zondition Existing Structure Type CB-TYPE 1-48 int Ke Groove End w/Headwall (ke=0.20}Channelization No Special Shape Catch 0.00 ft Bottom Area 19.635 sf MH/CB Type Node Record Id:615 ]escrip:Prototype Record Increment :].10 ft tart El.117.68 ft Max El.[22.03 ft 'oid Ratio 100.00 :ondition Existing Structure Type :B-TYPE 1-48 --nt Ke Groove End w/Headwall (ke=0.20)Channelization Io Special Shape :atch 9.00 ft Bottom Area 19,635 sf VIH/CB Type Node Record ld:616 :)escrip:Prototype Record Increment 9.10 ft Start El,117.85 ft Max El.121.60 ft /oid Ratio 100.00 /r F Condition Existing tructureType CB-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=O.20)=hannelization No Special Shape Catch 0.00 ft Bottom Area 19.635 sf MH/CB Type Node Record Id:617 Descrip:Prototype Record Increment 0.10 ft Start El.117.40 ft Max El.121.60 ft Void Ratio 100.00 Condition Existing Structure Type CB-TYPE 1-48 Ent Ke Catch Groove End w/Headwall (ke=0.20)Channelization No Special Shape 0.00 ft Bottom Area 19.635 sf MH/CB Type Node Record ld:618 Descrip:Prototype Record Increment O.10 ft Start El.117.65 ft Max El.122.05 ft Void Ratio 100.00 Condition Existing 5tructureType CB-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20 Channelization No Special Shape Catch O.OO ft Bottom Area 19.635 sf MH/CB Type Node Record Id:619 Descrip:Prototype Record Increment ).10 ft Start El.117.61 ft Max El.I21.93 ft Void Ratio 100.00 Condition Existing Structure Type =B-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20 Channelization No Special Shape n mm mm mm nm nm n n mm mm mm mm nm mm mm n mm mm H D ||H I |H ||O |Hi I |I H HI ni Catch 0.00 ft Bottom Area 19.635 sf MH/CB Type Node .... Record ld:620 Descrip:Prototype Record Start El.119.63 [1: Void Ratio 100.00 ,". Condition Existing ncrement 9.10 ft Vlax El.121.78 ft tructure Type CB-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20)Channelization No Special Shape Catch 0.00 ft Bottom Area 19.635 sf MH/CB Type Node Record ld:621 Descrip:Prototype Record Increment 0.10 ft i Start El.L17.80 ft Max El.122.00 ft Void Ratio 100.00 [ Condition Ent Ke Existing Structure Type CB-TYPE 1-48 Groove End w/Headwall (ke=O,20)Channelization No Special Shape Catch iO.O0 ft MH/CB Type Node Bottom Area 19.635 sf Record ld:622 Descrip:Prototype Record Increment Start El.118.30 ft Max El. Void Ratio [00.00 0.10 ft 123.00 ft Condition Existing Structure Type CB-TYPE 1-48 No Special ShapeEntKe3rooveEndw/HeadwaU (ke=0.20)Channelization Catch ).00 ft Bottom Area 19.635 sf MH/CB Type Node I i I I I I /iL__L E _ Record ld:622A )escrip:Prototype Record Increment D.IO ft ,tart El.118.30 ft Max El.123.80 ft Void Ratio 100.00 =ondition ;tructure TypeExisting CB-TYPE 1-48 Groove End w/Headwall (ke=0.20)Channelization No Special ShapeEntKe Catch 0.00 ft Bottom Area 19.635 sf k,IH/CB Type Node "" Record ld:623 Descrip:Prototype Record Increment 0.10 ft Start El.121.98 ft Void Ratio Condition Ent Ke 117.63 ft Vlax El. 100.00 Existing tructure Type Groove End w/Headwall (ke=0.20)Channelization CB-TYPE 1-48 NO Special Shape Catch '0.00 ft Bottom Area [19.635 sf MH/CB Type Node Record ld:624 Descrip:Prototype Record Start El.117.92 ft Void Ratio 100.00 Condition Existing Increment 0.10 ft Max El.121.92 ft Structure Type CB-TYPE 1-48 Ent I(e Groove End w/Headwall (ke=0.20 Channelization No Special Shape Catch 0.00 ft Bottom Area 19.635 sf MH/CB Type Node Record ld:625 Descrip:Prototype Record increment 0.10 ft Start El.118.20 ft Max El.122.89 ft I ||||1 I |||||||||I i i Void Ratio LO0.O0 Condition xisting Ent Ke Catch 3.00 Structure Type 3roove End w/Headwall (ke=0.20)Channelization CB-TYPE 1-48 No Special Shape •!Bottom Area 19.635 sf MH/CB Type Node Record ld:626 ..................i IncrementDescrip:Prototype Record ).10 ft ;tart El.119.50 ft Max El.i122.20 ft Void Ratio 100.00 Condition Existing Structure Type =B-TYPE 1-48 :nt Ke Groove End w/Headwall (ke=0.20)Channelization 1o Special Shape :atch O.OOft 3ottom Area 19.635 sf VIH/CB Type Node Record Id:627 Descrip: 5tart El. Void Ratio =ondition Ent Ke atch Prototype Record 118.90 ft i00.00 Existing Groove End w/Headwall (ke=0.20 Increment 0.i0 ft Max El.123.65 ft Structure Type Channelization CB-TYPE 1-48 No Special Shape 0.00 ft Bottom Area 19.635 sf MH/CBType Node Record ld:631 Descrip: 5tart El. Void Ratio Eondition Ent Ke Prototype Record 119.30 ft 100.00 Existing 3roove End w/Headwall (ke=0.20) Increment Max El. Structure Type Channelization 0.10 ft 124.31 ft CB-TYPE 1-48 No Special Shape l |HI I l ||I ||||||llll |E-- [__m m lib m u m m B E __ catch o.oo ft ili'i MH/CB Type Node Record ld:633 .4 Descrip:Prototype Record Increment tart El.119.20 ft Vlax El. Void Ratio 100.00 Condition Existing Structure Type Ent Ke Groove End w/Headwall (ke=O.20)3hannelization 0.10 ft 124.60 ft CB-TYPE 1-48 No Special Shape Catch ).00 ft Bottom Area 19.635 sf MH/CB Type Node Record ld:634 Descrip:Prototype Record Increment 0.10 ft Start El.121.10 ft Max El.124.60 ft m g i m n roll 'BIB m Void Ratio Condition Ent Ke 100.00 Existing Structure Type IGroove End w/Headwall (ke=0.20)Channelization ).00 ft Bottom AreaCatch MH/CB Type Node Record ld:1-09 Descrip:Prototype Record Increment 0.10 ft CB-TYPE 1-48 No Special Shape 19.635 sf 5tart El. Void Ratio =ondition 107.90 ft Vlax El.119.75 ft i00.00 Existing Structure Type CB-TYPE 1-48 Ent Ke Groove End w/Headwall(ke=0.20) Catch O.OOft iChannelization No SpecialShape 3ottomArea 19.635 sf H/CB Type Node l 1 t I 1 1 I 1 1 1 1 1 1 I 1 I lib I I I m I I I I I ,BIB BIE--E__ Contributing Drainage Areas Record Id:32 Design Method SBUH i Rainfall type TYPEIA.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 9.844 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI -CN Calc Description Industrial SubArea Sub cn 9.844 ac 98.00 DC Composited CN (AMC 2)98.00 Type Description [Sheet DCI -TC Calc Length Slope Coeff Misc 0.00 ft 0.0%S.0 0.00 in 1-1" 5.00 min Pervious TC I 5.00 min Record Id:32A-593C Design Method Hyd Intv Storm Duration Pervious Area Pervious CN Pervious TC SBUH Rainfall type TYPEIA.RAC 10.00 rain Peaking Factor 484.00 24.00 hrs .bstraction Coeff 0.20 0.00 ac DCIA 0.443 ac 0.00 DC CN 98.00 25.3349 rain DC TC 5.00 rain Pervious TC Calc Type Sheet Shallow Shallow Description Length Slope Coeff Misc something 350.00 ft 1.25%0.05 2.50 in shallow 235.00 ft 0.9%0.06 something 23.00 ft Tr 15.1337 min 7.7166 min Shallow shallow 43.50 ft 0.035 111 g g U mum fIR n lm g ibm BB I1 nil 3.0%0.04 0.2758 min 3.5%0.4225 min __ Pervious TC 23.5486 rain DCI -CN Calc Description SubArea Sub cn Industrial 0.443 ac 98.00 DC Composited CN (AMC 2)98.00 Sheet I ...... DCI -TC C.alc iLength Slope Coeff Misc 1-1" 0.00 It 0.0%5.0 0.00 in 5.00 rain Pervious TC 5.00 min Record ld:32A-593D Design Method SBUH Rainfall type TYPEIA.RAC -lyd Intv 10.00 rain Peaking Factor 484.00 ;torm Duration 24.00 hrs bstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.25 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 25.3349 rain DC TC 5.00 rain Type Description Length Sheet something 350.00 ft Shallow shallow Shallow ;omething Shallow ;hallow Pervious TC Calc Slope 1.25% Coeff Misc TT 0.05 2.50 in 15.1337 rain 235.00 ft 0.9%0.06 23.00 ft 3.0%0.04 43.50 ft 3.5%0.035 7.7166 rain 0.2758 min 0.4225 min Pervious TC 23.5486 min DCl -CN Calc Description SubArea Sub cn Industrial 0.25 ac 98.00 DC Composited CN (AMC 2)98.00 I I I i 1 I |I I U n 1 I IL_ I I I I I I ii I I I I IL DCI -TC Calc Type Description Length Sheet 0.00 ft Slope Coeff Misc 0.0%5.0 0.00 in TT 5.00 min Pervious TC 5.00 min Record Id:32A-594 Design Method SBUH Rainfall type TYPEIA.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area Pervious CN 0.00 ac DCIA 0.24 ac 0.00 DC CN 98.00 Pervious TC I 25.3349 rain DC TC 5.00 rain Type Description Length Sheet ;omething 350.00 ft Pervious TC Calc Slope 1.25% Coeff Misc "l-r 0.05 2.50 in 15.1337 rain I Shallow ;hallow 235.00 ft 0.9%0.06 7.7166 min Shallow something 23.00 ft 3.0%0.04 0.2758 rain Shallow shallow 43.50 ft 3.5%0.035 0.4225 min Pervious TC 23.5486 min DCI -CN Calc Description SubArea Sub cn Industrial 0.24 ac 98.00 DC Composited CN (AMC 2)98.00 DCl -TC Calc Type Description Length Slope Coeff Misc 1"1" i Sheet 0.00 ft 0.0%5.0 0.00 in 5.00 rain Pervious TC 5.00 min Record ld:32A-594A Design Method SBUH Hyd Intv i0.00 rain 24.00 hrs Rainfall type TYPEIA.RAC Peaking Factor 484.00 Storm Duration Abstraction Coeff 0.20 Pervious Area DCIA 0.16 ac Pervious CN 0.00 ac Pervious TC 2S.3349 min 0.00 DC CN 98.00 DC TC 5.00 rain Pervious TC Calc Type Description Length Slope Coeff Misc Tr Sheet something 350.00 ft 1.25%O.0S 2.50 in 15.1337 min Shallow shallow 235.00 ft 0.9%0.06 7.7166 rain Shallow something 23.00 ft 3.0%0.04 0.2758 min Shallow ;hallow 43.50 ft 3.5%0.035 0.4225 rain Pervious TC 23.5486 rain DCI -CN Calc Description SubArea Sub cn Industrial 0.16 ac 98.00 DC Composited CN (AMC 2)98.00 DCI -TC Calc Type Description Length Slope Coeff Misc "IT Sheet 0.00 ft 0.0%5,0 0.00 in 5.00 min Pervious TC 5.00 min Record ld:32A-595 Design Method SBUH Rainfall type TYPEIA.RAC Plyd Intv 10.00 rain [3eaking Factor 484.00 Storm Duration 24.00 hrs .bstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.225 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 25.3349 rain DC TC 5.00 rain Type Descdption somethingSheet Shallow Pervious TC Calc Length Slope Coeff Misc 17 350.00 ft 0.05 2.50 in 15.1337 min shallow 235.00 ft Shallow something 1.25% Shallow shallow 0.9%0.06 7.7166 rain 23.00 ff 3.0%0.04 0.2758min 43.50 ff 3.5%0.035 0.4225min Pervious TC 23.5486 min Description Industrial DCI -CN Calc SubArea Sub cn 0.225 ac 98.00 DC Composited CN (AMC2)--98.00 DCI -TC Calc Type Description Length Slope Coeff Misc 1-1" Sheet 0.00 ft 0.0%5.0 0.00 in 5.00 min Pervious TC 5.00 min Record Id:32A-596 Design Method SBUH Hyd Intv 10.00 rain Storm Duration 24.00 hrs Pervious Area 0.00 ac Pervious CN 0.00 Fainfall type TYPEIA.RAC Peaking Factor 484.00 B,bstraction Coeff 0.20 DCIA 0.366 ac E)C CN 98.00 Pervious TC 25.3349 rain DC TC 5.00 rain Pervious TC C.alc Type Description Length Slope Coeff Misc TI" Sheet something 350.00 ft 1.25%0.05 2.50 in 15.1337 rain shallow 235.00 ft 0.9%0.06 7.7166 rainShallow Shallow something 23.00 ft 3.0%0.04 0.2758 rain Shallow shallow 43.50 ft 3.5%0.035 0.4225 rain Z ..... [_-3BIBtliimmlHiI I il--I ,n l mR mm Pervious TC 23.5486 min DCI -CN C.alc Description SubArea Sub cn Industrial 0.366 ac 98.00 DC Composited CN (AMC 2)98.00 Type DCI -TC Calc Description Length Slope Coeff Mist 5.0 0.00 in TT Sheet 0.00 ft 0.0%5.00 min Pervious TC 5.00 rain Record ld:32J-603 Design Method SBUH lyd Intv 10.00 min torm Duration 24.00 hrs ainfall type TYPEIA.RAC Peaking Factor 484.00 B,bstraction Coeff 0.20 Pervious Area 0.00 ac DClA 0.371 ac Pervious CN DC CN 98.00 Pervious TC 0.00 25.3349 min DC TC 5.00 min Pervious TC Calc Type Description Length Slope Coeff Misc n Sheet something 350.00 ft 1.25%0.05 2.50 in 15.1337 rain Shallow shallow Shallow something Shallow shallow 235.00 ft 0.9%0.06 7.7166 min 23.00 ft 3.0%0.04 0.2758 min 43.50 ft 3.5%0,035 0.4225 min Pervious TC 23.5486 min I Description DCI -CN Calc SubArea Sub cn Industrial 0.371 ac 98.00 DC Composited CN (AMC 2)98.00 m i l m mm mlm i mmm m l--I _L L DCI -TC Calc Type Description Length Slope Coeff Misc 11"1" Sheet !J 0.00 ft 0.0%5.0 0.00 in 5.00 min Pervious TC 5.00 rain Record ld:32K-607 ........i .....Design Method SBUH llainfall type TYPE1A.RAC lyd Intv ,10.00 rain Peaking Factor 484.00 Storm Duration 24.00 hrs ,bstraction Coeff 0.20 Pervious Area 0.00 ac E)CIA 1.381 ac Pervious CN Pervious TC 0.00 DC CN 98.00 25.3349 min DC TC 5.00 min Pervious TC Calc Type Description Length Slope Coeff Misc Tr Sheet something 350.00 ft 1.25%0.05 2.50 in 15.1337 min Shallow shallow 235.00 ft 0.9%0.06 Shallow :something 23.00 ft 3.0%0.04 Shallow shallow 43.50 ft 3.5%0.035 7.7166 min 0.2758min 0.4225min Pervious TC 23.5486 min DCI -CN Calc Description SubArea Sub cn Industrial 1.381 ac 98.00 DC Composited CN (AMC 2)98.00 DCl -TC Calc Type Description Length Slope Coeff Misc "1-1" Sheet 0.00 ft 0.0%5.0 0.00 in 5.00 rnin Pervious TC 5.00 rain Record Id:32L-579 I U 1 1 lLE EL. Design Method SBUH Rainfall type Hyd Intv 10.00 min Peaking Factor Storm Duration 24.00 hrs Abstraction Coeff Pervious Area Pervious CN 0.00 ac DCIA 0.00 DC CN 25.3349 rain DC TCPerviousTC TYPE1A.RAC 484.00 0.20 0.167 ac 98.00 5.00 min Type Description Length Sheet something 350.00 ft Pervious TC Calc Slope Coeff Misc Tr 1.25%0.05 2.50 in 15.1337 rain Shallow shallow 235.00 ft 0.9%0.06 7.7166 rain Shallow something 23.00 ft 3.0%0.04 0.2758 rain Shallow shallow 43.50 ft 3.5%0.035 0.4225 rain Pervious TC 23.5486 rain DCI -CN Calc Description SubArea Sub cn Industrial 0.167 ac 98.00 DC Composited CN (AMC 2)98.00 DCI -TC Calc Type Description Length Slope Coeff Misc TrI Sheet 0.00 ft 0.0%5.0 0.00 in 5.00 min Pervious TC S.O0 min Record ld:32L-606A Design Method Hyd Intv Storm Duration Pervious Area Pervious CN Pervious TC SBUH Rainfall type 10.00 min )eaking Factor 24.00 hrs 0.00 ac 0.00 25.3349 min Abstraction Coeff TYPEIA.RAC 484.00 0.20 CIA 0.244ac C CN 98.00 )C TC 5.00 min r_z I Pervious TC Calc Coeff Misc TrType Sheet Shallow Shallow Shallow .. Description Length something 350.00 ft shallow 235.00 ft something 23.00 ff shallow 43.50 ft Slope 1.25%0.05 0.9%0.06 3.0%0.04 3.5%0.035 2.50 in 15.1337 rain 7.7166 min 0.2758min 0.4225 min Pervious TC 23.5486min DCI -CN Calc Description SubArea Sub cn Industrial 0.244 ac 98.00 DC Composited CN (AMC 2)98.00 Type Description Sheet DCl -TC Calc Length Slope Coeff Misc "IT 0.00 ft 0.0%5.0 0.00 in 5.00 min Pervious TC I 5.00 min Record ld:32L-609 Design Method Hyd Intv Storm Duration Pervious Area Pervious CN Pervious TC SBUH 10.00 min 24.00 hrs 0.00 ac 0.00 25.3349 min Rainfall type Peaking Factor Abstraction Coeff DCIA DC CN DC TC TYPEIA.RAC 484.00 0.20 0.42 ac 98.00 5.00 min Pervious TC Calc Type Sheet Shallow Shallow Shallow Description something ;hallow omething ;hallow Length 350.00 ff 235.00 23.00 ff 43.50 ff Slope 1.25% 0.9% 3.0% 3.5% Coeff 0.05 0.06 0.04 0.035 Mist 2.50 in Tr 15.1337 min 7.7166 rain 0.2758 rain 0.4225 rain I I IE_ E_mm m lira mm iLJ E |-- Pervious TC 23.5486 rain DCI -CN Calc Description SubArea Sub cn Industrial 0.42 ac 98.00 DC Composited CN (AMC 2)98.00 DCI -TC Calc Type Description Length Slope Coeff Misc 1"1" Sheet 0.00 ft 0.0%5.0 0.00 in 5.00 rain Pervious TC 5.00 rain Record ld:32L-611 Design Method SBUH Rainfall type TYPEIA.RAC Hyd Intv 10.00 min Storm Duration 24.00 hrs Peaking Factor 484.00 Abstraction Coeff 0.20 Pervious Area 0.00 ac 3ClA 0.063 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 25.3349 rain )C TC 5.00 min Pervious TC Calc Type Description Length Slope Coeff Misc 11" Sheet omething 350.00 ft 1.25%0.05 2.50 in 15.1337 rain Shallow hallow 235.00 ft 0.9%0.06 7.7166 rain Shallow omething 23.00 ft 3.0%0.04 0.2758 rain 43.50 ft 3.5%0.035 0.4225 rainShallowhallow Pervious TC 23.5486min DCI -CN Calc Description Industrial SubArea 0,063 ac Subcn 98.00 DC Composited CN (AMC 2)98.00 DCI -TC Calc Type Description Length Slope Sheet 0.00 ft 0.0% Coeff Misc 1-r 5.0 0.00 in 5.00 rain Pervious TC 5.00 rain Record ld:32L-612 Design Method SBUH Rainfall type TYPEIA.RAC Hyd Intv 10.00 rnin Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.844 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 25.3349 min DC TC 5.00 rnin Pervious TC Calc Type Sheet Description omething Length Slope Coeff Misc TT 350.00 ft 1.25%0.05 2.50 in 15.1337 min 0.06 7.7166 rainShallow;hallow Shallow ;omething :Shallow ;hallow 235.00 ft 0.9% 23.00 ft 3.0% 43.50 ft 3.5% 0.04 0.035 0.2758 min 0.4225 min Pervious TC 23.5486 min DCl -CN talc Description SubArea Sub cn Industrial 0.844 ac 98.00 DC Composited CN (AMC 2)98.00 DCI -TC Calc Type Description heet Length Slope Coeff Misc "IT 0.00 ft 0.0%5.0 0.00 in 5.00 min Pervious TC 5.00 rain Record ld:32L-613 Design Method Hyd Intv Storm Duration SBUH Rainfall tvPe TYPEIA.RAC 10.00 rain Peaking Factor 484.00 24.00 hrs Abstraction Coeff 0.20 1.21acPerviousArea0.00 ac DCIA Pervious CN Pervious TC 0.00 DC CN 98.00 DC TC 5.00 min25.3349 min Pervious TC Calc Type Sheet Shallow Shallow Shallow Description something shallow something shallow Length 350.00 ft 235.00 ft 23.00 ft 43.50 ft Slope 1.25% 0.9% 3.0% 3.5% Coeff Misc 1-r 0.05 2.50 in 15.1337 rain 0.06 7.7166 min 0.04 0.2758min 0.035 0.4225min Pervious TC 23.5486 rain DCI -CN Calc Description SubArea Sub cn Industrial 1.21 ac 98.00 DC Composited CN (AMC 2)98.00 DCI -TC Calc Description Length Slope Coeff Misc TrType Sheet 0.00 ft 0.0%5.0 0.00 in 5.00 min 5.00 minPerviousTC Record ld:32L-614 Design Method SBUH Rainfall type TYPEIA.RAC Hyd Intv 10.00 rain Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DClA 0.091 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 25.3349 rain DC TC 5.00 rain U mm --m um Pervious TC Calc Type Sheet Shallow Shallow Shallow Description something shallow something shallow Length 350.00 ff 235.00 23.00 fi 43.50 ft Slope 1.25% 0.9% 3.0% 3.5% Coeff 0.05 0.06 0.04 0.035 Misc 2.50 in Pervious TC 1-f 15.1337 min 7.7166min 0.2758 rain 0.4225 min 23.5486 min DCI -CN Calc Description SubArea Industrial 0.091 ac DC Composited CN (AMC 2) Sub cn 98.00 98.00 Type Sheet Description Length 0.00 ft DCI -TC Calc Slope 0.0% Coeff 5.0 Mist 0.00 in 1T 5.00 min Pervious TC I 5.00 min Record id:32L-623 Design Method yd Intv torm Duration Pervious Area Pervious CN Pervious TC SBUH Rainfall type 10.00 rain Peaking Factor TYPE 1A.Ia,C 484.00 24.00 hrs Abstraction Coeff 0.20 0.00 ac DClA 0.702 ac 0.00 DC CN 98.00 25.3349 rain DC TC 5.00 min Type Sheet Shallow Shallow Shallow Description something ;hallow ,something ,shallow Length Pervious TC Calc Slope 350.00 ft 1.25% 235.00 ft 0.9% 23.00 ft 3.0% 43.50 ft 3.5% Coeff 0.05 0.06 0.04 0.035 Misc Tr 2.50 in 15.1337 rain 7.7166 rain 0.2758 min 0.4225 min PJ E Pervious TC 23.5486 min DCI -CN Calc Description SubArea Sub cn Industrial 0.702 ac 98,00 DC Composited CN (AMC 2)98.00 DCI -TC C.alc Type Description Sheet Length Slope Coeff Misc Tr 0.00 ft 0.0%5.0 0.00 in 5.00 min Pervious TC 5,00 min Record ld:32L-624 Design Method Hyd Intv SBUH Rainfall type TYPEIA.RAC 10,00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.493 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 25.3349 min DC TC 5.00 min Pervious TC Calc Type Description Length Sheet something 350.00 ft Shallow shallow 235.00 ft 0.9%0.06 Shallow something 23.00 ft 3.0%0.04 Shallow shallow 43.50 ft 3.5%0.035 Slope Coeff Misc Tr 1.25%0.05 2.50 in 15.1337 rain 7.7166 rain 0.2758 rain 0.4225 rain 23.5486 rainPerviousTC DCI -CN Calc Description SubArea Sub cn Industrial 0.493 ac 98.00 DC Composited CN (AMC 2)98.00 E__ DCI -TC Calc Type Description heet Length Slope Coeff Mist "IT iI 0.00 ft 0.0%5.0 0.00 in 5.00 min Pervious TC S.00 min Record ld:32M-618 E)esign Method SBUH Rainfall type TYPEIA.RAC Plyd Intv 10.00 rain Peaking Factor 484.00 torm Duration 24.00 hrs Abstraction Coeff 0,20 Pervious Area 0.00 ac DCIA Pervious CN 0.00 DC CN Pervious TC 25.3349 min DC TC 0.13 ac 98.00 5.00 min Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet something 350.00 ft 1.25%0.05 2.50 in 15.1337 rain Shallow Shallow Shallow shallow something shallow 235.00 ft 23.00 ft 43.50 ft 0.9%0.06 7.7166 rain 3.0%0.04 0.2758 min 3.5%0.035 0.4225 min Pervious TC 23.5486 min DCI -CN Calc Description SubArea .Sub cn Industrial 0.13 ac 98.00 98.00DCCompositedCN(AMC 2) DCI -TC Calc Type Description Sheet Length Slope Coeff Misc 11" 0.00 ft 0.0%5.0 0.00 in 5.00 min Pervious TC 5.00 min Record Id:32N-619 I Ik I,I R I ¸"[__J Design Method SBUH Rainfall type TYPEIA.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs AbstractiOn Coeff 0.20 Pervious Area 0.00 ac DCIA 0.19 ac Pervious CN 0.00 DC CN 98,00 )ervious TC 25.3349 min DC TC 5.00 min Sheet Type "Description i something Shallow ;hallow Shallow something Shallow ishallow Length Slope Pervious TC Calc Coeff Misc 1-U 350.00 1.25% 235.00 ft 0.9% 23.00 ft 3.0% 43.50 ft 3.5% 0.05 2.50 in 15.1337min 0.06 7.7166 min 0.04 0.2758min 0.035 0.4225 min Pervious TC 23.5486 min DCl -CN Calc Description SubArea Sub cn Industrial 0.19 ac 98.00 DC Composited CN (AMC 2)98.00 DCI -TC Calc Type Description Length Slope Coeff Misc TF Sheet 0.00 ft 0.0%5.0 0.00 in 5.00 min Pervious TC 5.00 rain Record ld:32N-620 Design Method SBUH Rainfall type Hyd Intv 10.00 min Peaking Factor Storm Duration Pervious Area Pervious CN Pervious TC TYPEIA.RAC 25.3349min 484.00 24.00 hrs Abstraction Coeff 0.20 0.00 ac DClA 0.09 ac 0.00 DC CN 98.00 5.00 rainDCTC i--7 Type Description Sheet ;omething Shallow Shallow Shallow ;hallow Pervious TC Calc Length Slope 350.00 ft 1.25% Coeff Misc 0.05 2.50 in 235.00 ft 0.9%0.06 TF 15.1337 min 7.7166 rain ;omething 23.00 ft ;hallow 43.50 ft 3.0%0.04 0.2758 rain 0.035 0.4225 min3.5% Pervious TC 23.5486 min DCI -CN Calc Description SubArea Sub cn Industrial 0.09 ac 98.00 DC Composited CN (AMC 2)98.00 DCI -TC Calc Type heet Description Length Slope Coeff Mist Tr 0.00 ft 0.0%S.0 0.00 in 5.00 rain Pervious TC ,5.00 rain Record ld:32N-621 Design Method SBU H Rainfall type Storm Duration Pervious Area TYPEIA.RAC Hyd Intv 10.00 rain Peaking Factor 484.00 24.00 hrs Abstraction Coeff 0.20 0,00 ac DCIA 0,105 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 25,3349 rain DC TC 5.00 rain Pervious TC Calc Type i Description Length Slope Coeff Misc 1-r something 350.00 ft 1.25%0.05 2.50 in 15.1337 minSheet Shallow Shallow Shallow shallow something shallow 235.00 ft 0.9%0.06 7.7166 rain 23.00 ft 3.0%0.04 0.2758 rain 43.50 ft 3.5%0.035 0.4225 min Pervious TC 23.5486 min DCI -CNCalc Description SubArea Sub cn 98.00 98.00 Industrial 0.105 ac DC Composited CN (AMC 2) DCI -TC Calc Type Sheet Description Length Slope 0.00 ft 0.0% Coeff Misc 1-1" S.0 0.00 in S.00 min Pervious TC 5.00 min Record ld:32N-622 Design Method SBUH Rainfall type TYPE1A.RAC Plyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.165 ac Pervious CN O.00 DC CN 98.00 Pervious TC 25.3349 min DC TC 5.00 rain Pervious TC Calc Type Sheet 5hallow Shallow Shallow Description Length Slope Coeff Misc ;omething 350.00 ft ;hallow 235.00 ft ;omething shallow TT 1.25%0.05 2.50 in 15.1337 rain 0.9%0.06 7.7166 min 23.00 ft 3.0%0.04 43.50 ft 3.5%0.035 0,2758 rain 0.4225 rain Pervious TC 23.5486 rain DCl -CN Calc Description SubArea Sub cn Industrial 0.165 ac 98.00 DC Composited CN (AMC 2)98.00 p,w=r---3FJ EJ --j. Da -TC Calc Type Sheet Description Length 0.00 ft Slope 0.0% Coeff Misc "IT 5.0 0.00 in 5.00 min Pervious TC 5.00 rain Record ld:32N-622A Design Method Hyd Intv Storm DuraUon Pervious Area Pendous CN Pervious TC SBUH Rainfall type TYPEIA.RAC 10.00 rnin Peaking Factor 484.00 24.00 hrs Abstraction Coeff 0.20 0.00 ac DCIA 0.126 ac 0.00 DC CN 98.00 25.3349 rain DC TC 5.00 rain Pervious TC Calc Type Sheet Description Length Slope Coeff Misc TT ;omething 350.00 ft 1.25%0.05 2.50 in 15.1337 min Shallow shallow 235.00 ft Shallow something 23.00 ft Shallow shallow 43.50 ft 0.9%0.06 3.0%0.04 3.5%0,035 7.7166min 0.2758 min 0.4225min 23.5486minPerviousTC DCI -CN Calc Description SubArea Sub cn Industrial 0.126 ac 98.00 DC Composited CN (AMC 2)98.00 DCl -TC Calc i Type Description Length Slope Coeff Misc "ITi Sheet 0.00 ft 0.0%5.0 0.00 in 5.00 min Pervious TC 5.00 rain Record Id:32N-622b L_] --7 Design Method Hvd Intv Storm Duration Pervious Area Pervious CN SBUH 10.00 min 24.00 hrs 0.00 ac 0.00 Rainfall type Peaking Factor Abstraction Coeff DCIA DC CN TYPEIA.RAC 484.00 0.20 0.157 ac 98.00 Pervious TC 25.3349 min DC TC 5.00 rain Type :Description Sheet Shallow Shallow Shallow nh Pervious TC Calc Slope Coeff Misc ;omethin8 350.00 ft 1.25%0.05 2.50 in ;hallow 235.00 ft 0.9%0.06 ;omethin8 23,00 ft 3.0%0.04 ;hallow 43.50 ft 3.5%0.035 TT 15.1337 min 7.7166 rain 0.2758 min 0.4225 min Pervious TC 23.5486 min DCI -CN Calc Description SubArea Sub cn Industrial 0.157 ac 98.00 DC Composited CN (AMC 2)98.00 DCI -TC Calc Type Description Length Slope Coeff Misc Tl" Sheet 0.00 ft 0.0%5.0 0.00 in 5.00 rain Pervious TC 5.00 rain Record Id:320-625 [esign Method Plyd Intv $torm Duration Pervious Area Fervious CN Pervious TC SBUH Rainfall type TYPEIA.RAC 10.00 rain Peaking Factor 484.00 24.00 hrs Abstraction Coeff 0.20 0.00 ac DCIA 0.199 ac 0.00 DC CN 98.00 25.3349 min DC TC 5.00 rain Type Description Sheet something Length 350.00 ft Pervious TC Calc Slope Coeff Misc 1-1" 1.25%0.05 2.50 in 15.1337 rain Shallow shallow 235.00 ft 0.9% Shallow something 23.00 ft :Shallow i 0.06 7.7166 rain 3.0%0.04 0.2758 min shallow 43.50 ft 3.5%0.035 0.4225 min Pervious TC 23.5486 min DCI -CN Calc Description SubArea Sub cn Industrial 0.199 ac 98.00 DC Composited CN (AMC 2)98.00 Da-TCCalc Type Sheet Description Length 0,00 ft Slope 0.0% Coeff Misc 11" 5.0 0.00 in 5.00 min Pervious TC 5.00 min Record ld:320-626 Design Method Hyd Intv Storm Duration Pervious Area Pervious CN Pervious TC SBUH Rainfall type TYPEIA.RAC 10.00 rain Peaking Factor 484.00 24.00 hrs Abstraction Coeff 0.20 0.00 ac DClA 0.59 ac 0.00 DC CN 98.00 25.3349 rain DC TC 5.00 rain Pervious TC Calc Type Sheet Shallow Shallow Shallow Description ;omething ;hallow ;omething ;hallow Length Slope 350.00 ft 1.25% 235.00 ft 0.9% 23.00 ft 3.0% 43.50 ft 3.5% Coeff 0.05 0.06 0.04 0.035 Misc Tr 2.50 in 15.1337 rain 7.7166 min 0.2758 min 0.4225min ! Pervious TC 7- 23.5486 min DCI -CN Calc Description SubArea Industrial 0.59 ac DC Composited CN (AMC 2) Sub cn 98.00 98.00 DCI -TC Calc Type Description Length Sheet 0.00 ft Slope Coeff Misc 0.0%5.0 0.00 in 11" 5.00 min 5.00 minPerviousTC Record Id:320-630 Design Method SBUH Rainfall type TYPEIA.RAC -lyd Intv 10.00 min Peaking Factor 484.00 torm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area Pervious CN 0.00 ac DCIA 0.031 ac 000 locc.[98.00 Pervious TC 25.3349 rain DC TC [5.00 rain ;heet ;hallow ;hallow ;hallow Type Pervious TC Calc Description Length Slope Coeff something 350.00 ft 1.25%0.05 shallow 235.00 ft 0.9%0.06 something 23.00 ft 3.0%0.04 shallow 43.50 ft 3.5%0.035 Misc 2.50 in 1-r 15.1337min 7.7166min 0.2758 min 0.4225min Pervious TC 23.5486 rain DCI -CN Calc SubArea Sub cnDescription Industrial 0.031 ac 98.00 DC Composited CN (AMC 2)98.00 L_J r DCI -TC Calc I Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0%5.0 0.00 in 5.00 min Pervious TC 5.00 min Record ld:320-633 Design Method Hyd Intv SBUH ainfan type TYPEIA.RAC 10.00 min !Peaking Factor 484.00 Abstraction CoeffStormDuration24.00 hrs 0.20 Pervious Area 0.00 ac )CIA 0.095 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 25.3349min CTC 5.00min Pervious TC Calc Type Description Length Slope Coeff Misc TI" Sheet something 350.00 ft 1.25%0.05 2.50 in 15.1337 min Shallow shallow 235.00 ft 0.9%0.06 7.7166 min Shallow something 23.00 ft 3.0%0.04 0.2758 min Shallow shallow 43.50 ft 3.5%0.035 0.4225 min Pervious TC 23.5486 min DCI -CN Calc Description SubArea Subcn Industrial 0.095 ac 98.00 i DC Composited CN (AMC 2)98.00 DCI -TC Calc Type Description Length Slope Coeff Misc Tr 5.00 min 5.00 min Sheet 0.00 ft 0.0%5.0 0.00 in Pervious TC Record ld:320-634 I[ mm m L Design Method Hyd Intv Storm Duration Pervious Area Pervious CN Pervious TC SBUH Rainfall type 10.00 min Peaking Factor 24.00 hrs Abstraction Coeff 0.00 ac DCIA 0.00 DC CN 25.3349 rain DC TC I'YPEIA.RAC 484.00 0.20 0.141 ac 98.00 5.00 min Type Description Sheet ;omething Shallow ;hallow Shallow ;omething Shallow ;hallow Pervious TC Calc Length Slope Coeff Misc 350.00 ft 1.25%0.05 2.50 in 235.00 ft 0.9%0.06 23.00 ft 3,0%0.04 43,50 f 3.5%0.035 Tr 15.1337 rain 7.7166 min 0.2758 rain 0.4225 min 23.5486 minPerviousTC DCI -CN Calc SubArea Sub cnDescriptionI Industrial 0.141 ac 98.00 DC Composited CN (AMC 2)98.00 DCI -TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0%5.0 0.00 in 5.00 min Pervious TC 5.00 rain Record ld:32P-616 Design Method Hyd Intv Storm Duration Pervious Area Pervious CN SBUH Rainfall type TYPEIA.RAC 10.00 min Peaking Factor 484.00 24.00 hrs Abstraction Coeff 0.20 0.00 ac DClA 0.206 ac 0.00 DC CN 98.00 Pervious TC 25.3349 min DC TC 5.00 min m n g n[_JL P Pervious TC Calc Type Description Length Sheet !something 350.00 ft Shallow hallow 235.00 ft Shallow ;omething 23.00 ft Shallow shallow 43.50 ft Slope 1.25% 0.9% Coeff 0.05 0.06 3.0%0.04 3.5%0.035 Misc 2.50 in Pervious TC Tr 15.1337 min 7.7166 min 0.2758 min 0.4225 min 23.5486 min DCl -Calc Description SubArea Industrial DC Composited CN (AMC 2) 0.206 ac Subcn 98.00 98.00 Type DCl -TC Calc Description Length Slope Coeff 5.0 Misc 0.00 in Tr 5.00 minSheet0.00 ft 0.0% Pervious TC I 5.00 min Record ld:32P-617 Design Method Hyd Intv Storm Duration Pervious Area Pervious CN Pervious TC SBUH IRainfall type TYPEIA.RAC 10.00 min Peaking Factor 484.00 24.00 hrs Abstraction Coeff 0.20 0.00 ac 0.00 25.3349 min 9ClA 0.073 ac DC CN 98.00 [C TC 5.00 rain Type Sheet Description something Length 350.00 Pervious TC Calc Slope 1.25% Coeff 0.05 Misc 2.50 in 1-1" 15.1337 min Shallow Shallow Shallow ;hallow ;omething hallow 235.00 23.00 43.50 0.9% 3.0% 3.5% 0.06 0.04 0.035 7.7166min 0.2758 min 0.4225min FmmDmL hE--- Pervious TC 23.5486 rain DCI -CN CaUc Description SubArea Sub cn Industrial 0.073 ac 98.00 DC Composited CN (AMC 2)98.00 DCI -TC Calc Type Sheet __I Description .........Length Slope 0.00 ft Pen,ious TC 0.0% Coeff Misc 5.0 0.00 in n 5.00 min 5.00 rain Licensed to:Engenious Systems,Inc. I l l l l l l l I I I ! l I l I 32-J it" ,-,__ ------PROJECT TASK I m .PROJECT TASK 5 --SUB-BASIN LINE I PROJECT TASK 2 ------PROJECT TASK 6 ----CONVEYANCE I PROJECT TASK 3 m m PROJECT TASK 7 BASIN LINE PROJECT TASK 4 LANDSCAPE ! NPGIS PLAN VIEW Q NEW PGIS 00 O t 20 scale f REPLACED PGIS --. Appended on:Sunday,August !1,2013 3:50:36 PM ROUTEHYD []THRU [NEW BASIN 32]USING [25 year]AND [TYPEIA.RAC]NOTZERO RELATIVE SCS/SBUH Gravity Analysis using 24 hr duration storm Reach Area Flow Full Q Full nDepth Depth [Size nVel fVel Infil Vol CBasin /Hyd!D (ac)(cfs).(cfs)ratio (ft.)ratio I fit/s)(ft/s)(cO 10 in [3,0516 4.6212 0.00 32A-596P-596 0.366 0.2831 2.5203 0.1123 0.1888 0.2266 Diam P-607 1.381 1.068 0.6703 i.5933 1.3598 0.8535 32K-607 P-595 1.972 !.5251 5.1197 ]0.2979 0.3742 ]0.3742 12in 5.6848 6.5185 0.00 32A-595 _I ]Diam 12 inP-594A 2.132 1.6488 2.4314 0.6781 0.604 0.604 3.3245 3.0957 0.00 32A-594ADiam 12 in 3.4724 3.1809 I 0.00 32A-594P-594 2.372 1.8344 2.4982 0.7343 0.6373 0.6373 Diam P-593B 2.372 1.8344 I.117 1.6423 na 2.3357 1.4222 0.00 •na 12 in Diam 12 in Diam 0.00 12 in 2.5152 4.0541 ]0.00 12J-603P-603 0.371 0.2869 3.1841 0.0901 0.2028 0.2028 Diam I 18 inP-579 0.538 0.4161 24.461 0.017 0.1362 0.0908 5.2149 13.8421 0.00 32L-579Diam P-611 0.063 0.0487 1.7001 0.0287 0.0582 0.1165 6 in 3.8142 8.6583 ]0.00 t2L-611Diam1 12 inP-003 0.523 0.4045 2.8076 0.1441 0.256 0.256 2.5483 3.5748 0.00 32L-003Diam P-002 [0.754 P-001 [0.974 P-620 ]0.09 IP-622A [0.126 P-622 [0.448 P-621 [0.553 P-005A 0.553 P-005 0.765 P-626 0.59 P-634 0.141 P-633 0.236 P-631 0.236 0.58.1 0.7533 0.0696 0.0974 0.3465 2.7366 2.8009 5.9846 6.8469 2.3541 0.2131 0.2689 0.0116 0.0142 0.1472 0.3135 0.3541 0.0758 0.0836 0.2586 0.3135 0.3541 0.0758 0.0836 0.2586 12 in Diam 12 in Diam 12 in Diam 12 in Diam 12 in Diam 12 in Diam 2.7681 3.0259 2.5588 3.1007 2.1518 3.4843 3.5663 7.6199 8.7177 2.9973 0.00 32L-002 0.00 [32L-001 0.00 32N-620 0.00 32N-622A 0.00 32N-622;32N-622b 0.4277 2.3221 0.1842 0.2908 0.2908 2.2538 2.9565 0.00 32N-621 12 in0.4277 3.3186 0.1289 0.2423 0.2423 2.9106 4.2254 0.00Diam 12 in0.5916 3.0025 0.197 0.301 0.301 2.9712 3.8229 0.00 32L-005Diam 12 in0.4563 5.7922 0.0788 0.1895 0.1895 4.4097 7.3749 0.00 320-626Diam 6 in0.109 1.6355 0.0667 0.0875 0.1749 4.7279 8.3293 0.00 320-634Diam 6 in0.1825 0.6112 0.2986 0.1874 0.3747 2.7164 3.1126 0.00 320-633Diam 8 in0.1825 0.8089 0.2256 0.2152 0.3229 1.8725 2.3179 0.00Diam P-627 0.267 i 0.2065 1.2991 0.1589 0.1797 0.2695 Diam8in 2.7229 3.7224 0.00 320-630 12 inP-625 1.056 0.8167 3.5328 0.2312 0.3266 0.3266 3.6643 4.4981 0.00 320-625Diam mm m m m m u m m m m m m m m m m m mL P-O08 P-O07 P-O06 1.194 1.405 1.699 2.464 3.668 3.759 4.969 2.40010.9234 1.0866 1.3139 1.9056 2.8367 2.907 I 3.8428 5.8113 4.4956 5.813 4.4956 5.813 4.4956 4.5443 6.296 4.8691 6.54 5.0578 5.4739 2.4172 2.4237 0.3847 0.4495 0.5421 0.4306 0.4306 0.47 0.47 0.525 0.525 12 in 2.8538Diam 12 in 2.9955Diam 12in 3.1454Diam 12 in 3.39 Diam 3.0559 3.0777 3.0859 0.00 ;2L-008 0.00 0.00 32L-007 32L-006 P-004 2.4001 0.794 0.6729 0.6729 3.0559 0.00 P-615 20.6335 0.1375 0.3756 0.25(14 18 in 8.1921 11.6761 0.00 ;2L-004 ..Diam P-614 9.6145 0.3024 0.5659...0.3773 Diam18in I 4.764 5.4407 0.00 32L-614 I 24 inP--613 I 1.526 0.3334 0.7928 0.3964 3.3146 3.6688 0.00 32L-613Diam 24 inP-612 6.5016 0.6915 1.2235 0.6117 2.2322 2.0695 0.00 ;2L-612Diam P-611C 8.1501 0.5516 1.0615 :0.5307 Diam24in 2.6543 2.5943 0.00 P-611B 14.8023 0.3037 0.3677 0.3268 22"x 7.6798 9.1079 0.00 I13.5"I P-610 5.876 12.7688 0.3559 0.8239 0.412 24 in 3.7233 4.0644 0.00Diam P-606B 8.8601 0.5496 1.0592 0.5296 24 in 2.8827 2.8203 0.00 32L-609Diam 24 in 1.6099 0.7822 0.00 32L-606AP-606A 2.4574 2.0582 --na Diam 24 inP-593A 7.078 36.2824 0.1509 0.5238 0.2619 8.3483 11.5491 0.00Diam P-592B 7.078 P-592A 9.45 P-59t 9.45 P-593D 0.25 P-593C 0.693 P-009 0.693 P-009A 0.693 P-FS001 10.143 P-010 10.143 P-590 10.143 24 in Diam5.4739 6.3465 0.8625 1.4344 0.7172 2.2699 2.0201 0.00 24 in 5.6553 6.0589 0.007.3083 19.0346 0.3839 0.8603 0.4301 Diam 24 in7.3083 23.5278 0.3106 0.7641 0.382 6.6239 7.4891 0.00Diam 12 in0.1933 2.1748 0.0889 0.2015 0.2015 Diam 1.7111 2.7691 0.00 32A-593D 12 in ]0.5359 2.5598 0.2094 0.3106 0.3106 Diam 2.577 3.2593 0.00 32A-593C1 0.5359 1.117 0.4798 0.4882 0.4882 Diam12in 1.407 1.4222 0.00 12 in0.5359 2.6813 0.1999 0.3033 0.3033 2.6643 3.4139 0.00Diam 24 in7.8442 37.2677 0.2105 0.623 0.3115 Diam 9.3931 11.8627 0.00 7.8442 7.4277 8.5686 0.0026.919 0.2914 25.9027 0.30287.8442 .......................:1 24 in0.7397 0.3698 Diam 24'in0.7552 0.3776 Diam 7.2226 8.2451 0.00 HGL Analysis From Node To Node HG El (It)App (ft)[Bend (f0 Junct Loss (It)Adjusted HG El (It)Max El (ft) 590 010 1-09 116.9318 0.0968 0.0005 590 116.9772 0.0968 0.0005 --....ii FS-001 010 118.3008 0.0840 0.0004 0.0050 115.98 i16.835-5 "120.3000 116.8809 121.3000 118.2222 121.5000 m m m n m m m mm m m mm m m m m mm m m m 591 FS-001 118.4291 0.4966 0.0030 592A 591 118.5163 0.0471 0.0646 593B 592A 1 !8.6738 [_0:0847 9.000_8 594 _593B H 8:7454.1_0_._0_684 0_:_0010 594A .594 118.82_9 ![0:0585 0.0007 595 594A 1 i 8.9036 0.0287 0.0254 .59 _595 !18"921--5---5 i 607 595 119.0258 --117.9355 120.5100 0.0114 118.5451 120.4000 118.5899 120.2100 0.0056 118.6780 I 120.1000- 118.7712 120.2500 118.9060 120.3400 118.9215 120.0300 119.0258 119.3300 No approach losses node 593A because.............inverts and/or crowns are offset. .59B_.-592A 118.6997 _J 0.0471 0.0678 118.6298 120.1500 No app.r0ach !osses at node 606A because inverts and/or crowns are offset. .5934 5928 !18.6977.l.0:02 0.0004 ..579 .....593A !18:6622 ]]0.0021 0.0040 603 579 118.6702 .]. 606A 593A 118.7492 0.0373 0.0001 606B 606A 118.7879 0.0325 0.0200 6!0 606B 118.8,398 ![0_.1188 0.0037 611 610 118.9169 6lIB 610 119.1715 l-9]03!8 0.0365 611C 611B 119.2229 0.0318 0.0392 0.0027 118.6605 118.6642 118.6702 118.7121 118.7754 0.0011 118.7258 118.9169 120.5000 120.3700 120.9500 120.5000 121.0000 121.2800 612 611C 119.2933 0.0232 0.0133 _6!,3 612 119"3545 :l..0..0420 0.9004 I 120.7500 119.1762 121.8000 119.2304 121.2000 119.2834 120.4000 119.3128 120.4900 No appmach losses at node 615 because]nver_and/or crowns a_re offset. 614 613 119.4220 1.0421 0.0103 118.3902 121.8600 615 614 119.2872 0.1289 0.0253 i19.4413 122.0300 001 615 119.5380 0.1190 0.1474 002 001 119.7175 0.1008 0.0236 ...... 003 002 119.8559 ............... 004 615 119.7086 0.0435 0.0562 0.0134 005 004 119.7704 0.0046 0.0059 0.0006 119.5665 121.5000 119.6403 121.3000 119.8559 121.9000 119.7347 122.7500 119.7723 122.0000 620 005 120.4620 ..................120.4620 121.7800 P-005A 005 119.7820 0.0046 0.0000 119.7774 122.0000 621 P-005A 119.7908 0.0719 0.0006 ......119.7194 122.0000 622 621 119.8177 0.1493 0.1613 ....119.8297 123.0000 622A 622 120.1553 ....120.1553 123.8000 0.0215 006 004 119.8456 0.0297 0.0006 ......119.8165 122.5000 007 006 119.9632 0.0274 119.9692 122.2500 008 007 .120.0467 0.0!68 0:0222 ......I 120"0522 122.0000 625 008 120.2223 .....0.0012 0.0933 120.3168 122.8900 626 625 121.1912 .................121.1912 122.2000 No approach losses at node 631 because inves and/or crowns are offset. 627 625 120.4840 .....[0-067...iI ......120.5511 123.6500 Noapproach losses at node 633 because inves and/or cr0wr)s are ffffset. 631 [627 .....120.8806 0.1146 0.1408 ......120.9068 124.3100 633 631 121.4981 0.4713 ....121.9694 124.6000 634 633 123.4072 ......... No approachlosses at node 009 becauseinves and/orcrowns are offset. 123.4072 124.6000 009A FS-001 118.2365 0.0072 0.0041 .....I 18.2334 121.7500 009_009A 118.2560 I 0"007_2 0"0_059_'t 118.2547 121.5000 593C 009 118.2664 0.0009 0.0008 118.2663 120.0000 n m m m m m m m m m m m m m m m mm m m m m m m m m m m m m m m m m m m mE I 593D [593C 1118-27071--il l I 118.2707 i 119.8900 ] Conduit Notes Reach HW Depth (ft)HW_/D ratiO _Q_(c)_.Depth (ft)Dc (ft)Dn (ft)Comment 2.4318 1.2159 0.9967P-590 7.84 l 1.7800 P-010 2.3772 1.1886 P-FS001:1 2.6408 1.3204 0.9967 0.9967 P-592A 1.5563 2.8238 0.7552 (Outlet Control M1 Backwater 0.7397 IOutlet Control 0.6230 ]Outlet Control M1 Backwater 7.84 2.2355 7.84 1.9809 7.31 2.5622 7.31 1.1255 /:83 )1._2.6951 [1.83 2.7299 1.65 2.7180 1.53 2.6612 0.28 2.0060 ......769!1.3846 0.9604 0:7641 Outlet Control 0.7782 0.9604 0.8603 Outlet Control M I Backwater 0.5771 P-594 2.8854 2.8854 0.5771 0.5457 0.5238 0.2305 P-594A 2.8690 2.8690 P79.[....:7936 2.7936 P-596,.11 2"0!4 2.4258 >D Outlet Control 0.6373 Outlet Control 0.6040 Outlet Control 0.3742 IOutlei Controi 0.1888 Outlet Control 0.4346 >D 0.8259 1.4344 0.8259 0.5238 0.2382 0.1362 0.2206 0.2028 0.7927 >D 0.7770 1.0592 0.7496 0.8239 P-607 2.1318 2.1318 1.07 P-592B 2.9992 1.4996 5.47 P-593A 103.1373 51.5686 5.47 P-579 4.0622 2.7081 0.42 P-603 1.9102 1.9102 0.29 .P-606A 5.5586 2.7793 5.06iI 2.0060 2.9351 103.0698 4.0605 1.9042 5.4705 P-606B 5.5867 2.7933 4.87 it 5.5121 P-610 5.5396 2.7698 4:54 iI 5.4754 Outlet Control Outlet Control Outlet Control Outlet Control Outlet Control Outlet Control Outlet Control Outlet Control P-611 0.1269 0.2538 0.05 ?l 1.7258 0.1080 0:0582 Supe.rCrit flow,Inlet end controls P-611B 5.6755 5.0449 4.50.5.2258 _0:612_0.36_77 Outlet Control P-611C 2.8337 1.4169 4.50 l 2.7862 0.7454 1.0615 Outlet Control P-612 P-613 P-614 2.9116 1.4558 2.8709 1.4354 2.5297 1.6865 4.50 2.8504 0.7454 1.2235 3.84 2.8034 0.6873 0.7928 2.91 2.4228 0.6477 0.5659 P-615 0.8772 0.5848 2.84 0.6396 0.6396 0.3756 2.0380 2.0380P-001 P-002 0.7175 0.7175 0.75 1.9413 0.3625 0.3541 0.58 0.9665 0.3174 0.3135 P-003 0.3559 0.3559 0.40 0.6403 0.2629 0.2560 P-004 2.2085 2.2085 1.91 1.9413 0.5886 0.6729 P-005 2.0205 2.0205 0.59 1.9847 0.3198 0.3010 P-620 0.1320 0.1320 0.07 0.1071 0.1071 0.0758 P-005A 1.3820 1.3820 0.43 1.3723 0.2705 0.2423 P-621 1.1212 1.1212 0.5177 0.5177P-622 Dutlet Control Outlet Control Outlet Control uperCrit flow,Inlet end controls [Outlet Control IOutlet Control M1 Backwater uperCrit flow,Inlet end controls Outlet Control Outlet Control SuperCrit flow,Inlet end controls Outlet Control 0.43 1.1078 0.2705 0.2908 IOutlet Control 0.35 0.8194 0.2428 0.2586 IOutl.et Control M I Backwater P7622A 0.1553 0.1553 0.10 0.3297 0.1272 0.0836 SuperCrit flow,Inlet end controls P-006 2.0956 2.0956 1.31 1.9847 0.4845 0.5250 Outlet Control P-007 2.0133 2.0133 1.09 1.8665 0.4385 0.4700 Outlet Control P-008 1.5467 1.5467 0.92 1.4692 0.4031 0.4306 Outlet Control P-625 0.5223 0.5223 0.82 1.2022 0.3781 0.3266 SuperCfit flow,Inlet end controls P-626 0.3712 0.3712 0.46 0.4168 0.2798 0.1895 SuperCrit flow,Inlet end controls P-627 0.2840 0.4261 0.21 0.5168 0.2090 0.1797 SuperCrit flow,Inlet end controls P-631 [0.2806 I 0"4209 0.18 0.2152 0:1961 0.2152 Outlet Control MI Backwater P-633 0.2981 0.5963 0.18 0.2135 0.2135 0.1874 SuperCrit flow,Inlet end controls P-634 0.2072 [0.4144 0.11 0.9294 0.1634 0.0875 SuperCfit flow,Inlet end controls P-009A 2.5785 2.5785 0.54 2.5622 0.3039 0.3033 Outlet Control P-009 1.6859 1.6859 0.54 1.6634 0.30390.4882 IOutlet Control I P-593C [2.0164 I 2.0164 [0.5,I 2.0007 I P-S93D I 1.9507 I 1.9507 [0.!9 I 1.9463 ]0.3039 I 0.3106 [Outlet Control 10.1804 ]0.2015 [Outlet Control Licensed to:BergerABAM Appended on:Sunday,August 11,2013 3:45:59 PM ROUTEHYD []THRU [NEW BASIN 32]USING [100 year]AND [TYPE1A.RAC]NOTZERO RELATIVE SCS/SBUH Gravi Analysis using 24 hr duration storm Reach Area 1D (ac) P-596 0.366 P-607 1.381 P-595 1.972 P-594A 2.132 P-594 2.372 P-593B 2.372 P-603 0.371 P-579 0.538 P-611 0.063 P-003 0.523 Flow (cfs) 0.3261 1.2303 1.7568 1.8994 2.1132 2.1132 0.3305 0.4793 Full Q (cfs) 2.5203 0.6703 5.1197 2.4314 2.4982 I.I17 3.1841 24.461 0.0561 1.7001 0.4659 2.8076 Full ratio 0.1294 1.8354 0.3432 0.7812 0.8459 1.8919 0.1038 0.0196 0.033 0.166 nDepth (ft) 0.2023 0.4039 0.6652 0.7063 0.217 0.1455 0.0622 0.2752 Depth ratio 0.2428 na 0.4039 0.6652 0.7063 na 0.217 0.097 0.1244 012752 Size 10 in Diam 12 in Diam 12 in Diam 12 in Diam 12 in Diam 12 in Diam 12 in Diam 18 in Diam 6 in Diam 12 in Diam nVel (fVs) 3.1869 1.5665 5.9111 3.4229 3.5635 2.6906 2.63 5.4516 3.9904 2.6516 fVel fit/s) 4.6212 0.8535 6.5185 3.0957 3.1809 1.4222 4.0541 13.8421 8.6583 3.5748 lnfil Vol CBasin /Hyd(cO 0.00 32A-596 0.00 ,2K-607 0.00 0.00 0.00 0.00 0.00 32A-595 ;2A-594A 32A-594 ,:32J-603 0.00 32L-579 0.00 ;2L-611 0.00 32L-003 i 1 1 1 I I 1 i I 1 I 1 I 1 i I I 1 1 [m n u m n m m m n m m m n u m m n m P-002 P-O01 P-620 P-622A P-622 P-621 P-005A P-005 P-626 P-634 P-633 P-631 P-627 0.754 0.09 0.126 0.448 0.553 0.553 0.765 0.59 0.141 0.236 0.236 0.267 0.6717 0.8677 0.0802 0.1123 0.3991 0.4927 0.4927 0.6815 0.5256 0.1256 0.2102 0.2102 0.2379 2.7366 2.8009 5.9846 6.8469 2.3541 2.3221 3.3186 3.0025 5.7922 1.6355 0.6112 0.8089 1.2991 P-625 1.056 0.9408 3.5328 0.2455 0.3098 0.0134 0.0164 0.1695 0.2122 0.1485 0.227 0.0907 0.0768 0.344 0.2599 0.1831 0.2663 0.3373 0.3816 0.0815 0.0892 0.2781 0.3128 0.2597 0.3238 0.2035 0.0936 0.2022 0.2318 0.1933 0.3523 0.3373 I 12in Diam I 0.3816 ]12in Diam it 12in 0.0815 Diam 0.0892 '12in Diam 0.2781 12 in Diam 12in0.3128 Diam 12in0.2597 Diam 12in0.3238 Diam 12in0.2035 Diam 6in0.1872 Diam 6in0.4044 Diam 8in0.3477 Diam 8in0.2899 Diam 12 in0.3523 Diam 2.8843 3.1503 2.652 3.2459 2.2387 2.3461 3.0419 3.0948 4.5848 4.9408 2.8246 1.9485 2.8328 3.8065 3.4843 3.5663 7.6199 8.7177 2.9973 2.9565 4.2254 3.8229 7.3749 8.3293 3.1126 2.3179 3.7224 4.4981 0.00 0.00 0.00 32L-002 32L-001 32N--620 0.00 32N-622A 0.00 32N-622;32N-622b 0.00 0.00 0.00 32N--621 32L-005 0.00 320-626 0.00 0.00 0.00 0.00 0.00 32o-634 320-633 132o-630 )20-625 P-008 P-007 P-O06 P-O04 P-615 P-614 P-613 P-612 P-611C P-611B 1.194 1.405 1.699 2.464 3.668 3.759 4.969 5.813 5.813 5.813 1.0637 1.2517 1.5136 2.1951 3.2677 3.3488 4.4268 5.1787 5.1787 5.1787 2.4001 2.4172 2.4237 2.4001 20.6335 9.6145 11.526 6.5016 8.1501 14.8023 0.4432 0.5178 0.6245 0.9146 0.1584 0.3483 0.3841 0.7965 0.6354 0.3499 0.4663 0.5107 0.5725 0.7522 0.4035 0.6107 0.8604 1.3491 1.1576 0.4004 0.4663 0.5107 0.5725 0.7522 0.269 0.4071 0.4302 0.6745 0.5788 0.3559 12 in 2.9628Diam 12 in [ Diam 3.1025 12 in 3.2555Diam 12 in 3.4636Diam 18 in 8.5341Diam 18 in 4.9552Diam 24 in 3.4247Diam 24 in 2.2971Diam 24 in 2.7478Diam 3.0559 22"x 8.039813.5" 24 in 3.8605Diam 24 in 2.9846Diam 24 in 1.8546Diam 24 in 8.6864Diam 3.0777 3.0859 3.0559 11.6761 5.4407 3.6688 2.O695 2.5943 9.1079 0.00 0.00 0.00 0.00 0.00 0.00 32L-008 32L-007 32L-006 32L-004 32L-614 32L-613 0.00 t2L-612 0.00 0.00 P-610 5.876 5.2348 12.7688 0.41 0.8924 0.4462 4.0644 0.00 P-606B 6.296 5.609 8.8601 0.6331 1.1549 0.5774 2.8203 0.00 2L-609 P-606A 6.54 5.8264 2.4574 2.371 ----na 0.7822 0.00 32L-606A P-593A 7.078 6.3056 36.2824 0.1738 0.5633 0.2816 11.5491 0.00 m m m m m m m m m m m m m mm m m m m m ||I H m I I I H l |I H I a I i l i P-592B 7.078 P-592A 9.45 'l P-591 9.45 IP-;93D 0.25 [P-5.93C i 0.693 24 in 0.8141 ,1 Ojam 2.02016.3056 6.3465 0.9936 1.6282 2.3023 0.00 8.4188 19.0346 0.4423 0.9315 0.4658 24 inDiam 5.871 6.0589 0.00 8.4188 23.5278 0.3578 0.8265 ]0.4133 i 24in 6.8694 7.4891 0.00 .__Diarn 0.2227 2.1748 0.1024 0.2157 1.7882 2.7691 0.00 32A-593D 0.2412 0.3339 0.5314 0.6174 :2.5598 0.6174 !.il7 12 in0.2157 Diam 12 in0.3339 Diam 12 in0.5314 Diam 0.326 ....12 in i Diam 2.6873 1.45590.5527 3.2593 1.4222 0.00 0.00 P'-O09A i 0.693 ............;.,0.6174 2.6813 0.2303 0.326 2.7773 3.4139 0.00 32A-593C P-FS001 10.143 9.0362 37.2677 I 0.2425 0.6699 0.3349 24in.................Diam 9"7929 11"8627 0"00 I P-010 10"143 9'0362 26"919 [0"3357 0"7975 0"3988 24 in 7"7325 8"56860"00DiaIn P-590 10.143 9.0362 25.9027 0.3489 0.8149 0.4075 24 in 7.5128 8.2451 0.00 HGL Analysis From Node To Node HG El (fl)App (fi)Bend (fl)Junct Loss (fi)Adjusted HG El (fl)Max El (fl) 590 i-09 116.5307 0.9284 0.0051 115.6073 120.3000 0!0 590 116.4558 0.0077 "1 ........ FS-001 010 117.2048 0.0038 1 0:0438 116.4635 121.3000 117.2524 121.5000 118.2539 120.5100591FS-001 118.2506 ......0.0032 ...... 592A 591 118.8850 0.0626 0.0857 0.0151 593B 592A 119.0939 0.1124 0.0011 ...... 118.9233 120.4000 118.9826 120.2100 594 593B 119.1891 0.0908 0.0013 .....119.0995 120.1000 594A 594 119.3000 0.0777 0.0009 ......119.2233 120.2500 595 594A 119.3989 0.0381 0.0338 0.0075 119.4021 120.3400 596 595 119.4226 607 595 119.5630 119.4226 120.0300 119.4300 119.3300 No approach losses at node 593A because inverts and/or crowns are offset. •592B J 592A 119.0082 [0.0626 0.0899 119.0356 120.1500 No approach losses at node 606A because inverts and/or crowns are offset. 593A 592B 579 .I 593A 603 579 606A 593A 606B 606A 610 606B 611....:l 610 6lIB !l 610 611C 16!!B 119.1255 0.0534 0.0006 119.0785 0.0027 0.0053 119.0891 119.1938 0.0495 0.0002 119.2446 0.0431 0.0265 119.3135 0.1577 0.0049 119.1663 0.0036 119.0763 120.5000 119.0811 120.3700 119.0891 120.9500 119.1444 120.5000 119.2280 121.0000 0.0014 119.1622 121.2800 119.1663 119.7550 0.0422 0.0484 119.8235 0.0422 0.0521 119.7612 119.8333 120.7500 121.8000 121.2000 612 ]611C 119.9163 0.0308 0.0177 ......119.9031 120.4000 613 ]612 119.9963 0.0558 0.0005 ....119.9410 120.4900 INo approachlosses at node 6!5 becauseinvertsand/orcrowns are offset. 614 613 120.0852 0.0531 0.0005 .....120.0326 121.8600 615 614 120.1056 0.1213 0.1710 0.0336 120.1889 122.0300 m m m m m m m m mm m m n m m m m m m m m m m m m u n n m n m u m m m m n 001 [615 F .120"3172 [0.0114 [0.0141 "[[120.3199 F 121.500-0 002 [001 ][120.3576 "]1"0.0055 [0.0013 [[120.3534 [121.3000903f092[1.20_.-I F [[120.3738 [-121.9000 004 :I 620 [005 "1207571F..........-I F F[r,2O lO :1 o:006,I 0:o000 r._62)[P-00SA [12o:652-6 !l 0:°04°I o.oooo r •622 I 621 i.[/_120.6689 ]o.09o3 [o.o003 [ [-6)5 :1205435 [0.0746 _122.7500-•[....0:9577 ......[0.0177 129.57_8_2005004T1o.-6_26 :l 0.0061 :[0.0078 "[0.0008 120.6281 122.0000 120.7571 121.7800 _6220.17.-622 ?[_20.665L.:1 T T006I0_04_-[120.7253 ]"0.0-394 [0.0008 W ""00-7 %::,,[006 '[io.si 1 0:0255:1 0.0364 [ _0o_8.[.oo7 3EI.20-992,3 :l 0:0_22.3 I 0.0295 [ I F[[F F [120.6349 [122.0000 [120.6486 [122.0000 [120.6689 'f 123.0000 [12o.-6-687 [123.80o9 [120.6867 [122.5000 ![120.8894 [122.2500 --:[120.9995 '[122.0000 625 [008 71-1.0865 7 0.0070 [0.0000 F 0.0021 F 121.0817 F 122.8900 62-6 [625 [!21.2215 ]F [[121.2215 F 122.2000 No approach losses at node 631 because inverts and/or crowns are offset. 627 (625 i[121.1021.][0.059010.0727 [f 121.1158 [123.6500 NO approach losses at node 633 because inverts and/or crowns are offset. 631 [627 ":i-12/.--'if 0.1239 [0.1522 [ 633 I 631 -[!21.5243..:1"[0.5147 [ 634 1--633 [123:4255_[-"[[ [121.2205 [124.3100 [122.0389 124.6000 [123.4255 "[124.6000 No approach losses at node 009 because inverts and/or crowns are offset. "0i71%-oo,-f-i9 r 0.0189 r .[117.2580 [ 009 (009A [-.1!7.3248..:[0.0096 [0.0079 [[117.3231 [ 593c [009 [117.3386 3[0.0012 '[0.0011 "[[117.3385 [ 121.7500 121.5000 120.0000 'l 593D I 593C ]117.3443 I .....I ....'l ....I 117.3443 [119.8900 ] Conduit Notes Reach HW Depth (It)HW/D ratio Q (cfs)TW Depth (It)Dc fit)Dn (It)Comment P-590 2.3307 P-010 1.5558 P-FS001 1.5448 P-591 1.4906 P-592A 1.9250 P-593B 3.2439 1.1653 0.7779 0.7724 9.04 2.1400 9.04 1.0734 9.04 1.5635 1.0734 1.0734 1.0734 0.7453 0.9625 3.2439 8.42 1.5924 8.42 1.4439 2.11 3.0733 0.8149 Outlet Control 0.7975 .quperCrit flow,Inlet end controls 0.6699 5uperCrit flow,Inlet end controls 1.0344 0.8265 1.0344 0.9315 0.6212 >D P-594 3.3291 3.3291 2.11 3.t226 0.6212 0.7063 P-594A 3.3400 3.3400 1.90 3.1395 0.5877 P-595 3.2889 3.2889 1.76 3.1133 0.5642 P-596 2.5226 P-592B ÷_ 3.0273 9uperCrit flow,Inlet end controls Dutlet Control M1 Backwater Dutlet Control Outlet Control 0.33 2.5021 0.2479 P-607 2.6690 2.6690 1.23 2.5021 0.4680 3.3982 1.6991 6.31 3.3133 0.8889 0.6652 IOutlet Control 0.4039 Outlet Control 0.2023 Outlet Control >D Outlet Control 1.6282 Outlet Control P-593A 103.5651 .I 51.7826 6.31 103.4756 0.8889 0.5633 Outlet Control P-579 4.4785 2.9856 0.48 4.4763 0.2561 0.1455 Outlet Control P-603 2.3291 2.3291 0.33 2.3211 0.2370 0.2170 Outlet Control P-606A 6.0032 3.0016 5.83 5.8863 0.8530 >D ]Outlet Control P-606B 6.0434 I 3.0217 5.61 5.9444 0.8365 1.1549 ]Outlet Control P-610 I ........6"0133 3.0067 .5.23 5.9280 0.8070 0.8924 Outlet Control P-61/....2:1657....[._4.3314 .0.06 2.1622 0.1161 0.0622 Out!etC_ontrol ___ P-611B__6.2590 5.5635 5.18 5.6622 10-6655 0.4004 Outlet Control P-611C 3.4343 1.7171 5.18 3.3712 0.8026 1.1576 Outlet Control m m m m m m m u m m m m m m m m m m m i l n H |I a m m H I I |m l |m H I P-612 3.5346 1.7673 5.18 3.4533 0.8026 1.3491 Outlet Control P-613 3.5127 1.7563 4.43 3.4231 _0./395 0:_8604 0utletComrol P-614 3.1929 2.1286 3.35 3.0510 0.6974 0.6107 Outlet Control P-615 1.37022.95_53 3.271 1.9826 P-001 2.8172 2.8172 0.87 ,I 2"6889 0.6886 0.4035 Outlet Control 1.2817 0.3902 0.3816 Outlet Control P-002 1.7576 1.7576 0.67 1.7199 0.3417 0.3373 Outlet Control P-003 !.3738 !.3738 _0:47 1._3.534 0.2828 0.2752 [O_utletControl P-004 3.0435 3.0435 2.20 2.6889 0.6333 0.7522 Outlet Control P-005 2.8757 2.8757 0.68 2.8282 0.3442 0.3238 Outlet Control P_-62°;I 0.4271__0.4271 0.08 0.8481 .1.0.115/0.0815 OutletCpn_olMl Backwater P-005A 2.2410 2.2410 0.49 2.2281 0.2910 0.2597 [Outlet ControlP 2!_'i _1.9830 :i 1.9830 0.49 1.9653 0.2910 0.3128 Outlet Control P-622 1.7648 1.7648 0.40 1.7486 0.2612 0.2781 Outlet Control P-622A 1.1695 !.1695 0.11 1.1689 0.!350 0.0892 [Outlet Control P-006 2.9753 2.9753 1.51 2.8282 0.5218 0.5725 Outlet Control P-007 2.9315 2.9315 1.25 I 2.7367 0.4722 0.5107 Outlet Control P-008 2.4923 2.4923 1.06 2.3894 0.4337 0.4663 Outlet Control P-625 2.2365 2.2365 0.94 2.1495 0.4069 0.3523 Outlet Control P-626 0.4015 0.4015 0.53 1.1817 _0.3009 0.2035 SuperCfitflow,lnlete]dcontrols P-627 1.3039 1.9560 0.24 0.2249 0.1933 Outlet Control P-631 0.5921 0.8883 0.21 0.6158 0.2109 0.2318 [Outlet Control MI Backwater P-633 0.3243 0.6485 0.21 0.2805 0._2299 0.2022 SuperCrit flowr h]let end cont!s P-634 0.2255 0.4510 0.13 0:9989 _0.1758 0.0936 SuperCritfl0w,lnletendco_ntrols P-009A 1.6140 1:6140 0.62 1.5924 0._3270 0.3260 [Outlet Control P-009 0.6948 0.6948 0.62 0.6880 0.3270 0.5314 Outlet Control M1 Backwater o _l_ m oo - i I mtm ! ! ! ! ! ! ! ! !€ °! -! ! ! ! ! ! ! ! ! I I I I U m I I I n m I I u I I m i Appended on:Sunday,August 11,2013 3:52:11 PM Layout Report:NEW BASIN 3Z Event Precip {in} MO 24 HR 1.20 2 yr 24 hr 2.00 10 year 2.90 25 year 3.40 Reach Records Record ld:P-001 I °!Sectton Shape: Jniform Flow Method: Routing Method: Circular Manning's Coefficient:0.012 Travel Time Shift ;ontributing Hyd DnNode 615 UpNode 001 Material Closed Conduits,Concrete Pipe Size 12 in Diam Ent Losses Groove End w/Headwall Length 210.00 ft Slope 0.52% Jp Invert 118.60 ft Dn Invert 117.50 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record ld:P-0O2 Section Shape:Circular Uniform Flow Method:Manning's Coefficient:0.012 Routing Method:Travel Time Shift Contributing Hyd DnNode 001 JpNode 002 Material Closed Conduits,Concrete Pipe Size 12 in Diam Ent Losses Groove End w/Headwall n n I im m an an an an mm I I l i an an an an an I m m u m m mu m m m n n m m,,,,n I m m m Length Up Invert 80.00 ft 119.00 ff Uope 030% Dn Invert 118.60 ft f Conduit Constraints Min Vel Mm(Vel Min Slope Max Slope Min cover 0.00 ft/s 15.0D ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record Id:P-003 Section Shape:" LJniform Flow Method: Routing Method: [nNode rVlaterial Ent Losses Length Circular Manning's 3oeffident:0.012 Travel Time Shift Contributing Hyd 002 JpNode 003 unspecified ize 12 in Diam Groove End w/Headwall 95.00 ft glope 0.53% Lip Invert 119.50 ft Dn Invert 119.00 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infll Rate 0.00 in/hr Record Id:P-004 Section Shape:Circular Uniform Flow Method:Manning's :oefficient:0.012 Routing Method:Travel Time Shift :ontributing Hyd E)nNode 615 UpNode 004 Material Closed Conduits,Concrete Pipe iize 12 in Diam Ent Losses Groove End w/Headwall Length 65.00 ft lope 0.38% Up Invert 117.75 ft Dn Invert 117.50 ft m n m m l n n m mm m m m m m m m m mm m m m m N I BIB n nil n i n R n u u m M u Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft F.x/Infil Rate 0.00 in/hr Record Id:P-005 ection Shape: Llniform Flow Method: Circular Manning's Coefficient:0.012 Routing Method:Travel me Shift Contributing Hyd DnNode 004 UpNode 005 Material Closed Conduits,Concrete Pipe Size 12 in Diam Ent Losses Groove End w (Headwall Length 108.00 ft Slope 0.60% Up Invert 118.40 ft Dn Invert 117.75 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover O.00 ft/s 15.00 ft/s 0.00%50.00%0.OO ft Drop across MH 0.00 ft Ex/Infll Rate 0.00 in/hr Record Id:P-005A Section Shape:Circular Uniform Flow Method:Manning's Coefficient:O.O12 Routing Method:Travel Time Shift Contributing Hyd DnNode 005 UpNode P-005A Material Closed Conduits,Concrete Pipe Size 12 in Diam Ent Losses Groove End w 'Headwall Length 34.00 ft Slope 0.74% Up Invert 118.65 ft Dn Invert 118.40 ft Min Vel Max Vel Conduit Constraints Min Slope Max Slope Min Cover m m m m m m n m m m m m m m m m mm m H |H |H H I |i ||l H H |I |i [ 0.00 ft/s 15.00 ft/s I 0.0096 50.00%0.00 ft 7,- i Opa--MH ,000.,n,Rate 1 000 inI"r Record id:P-0O6 ection Shape:Circular Uniform Flow Method:Manning's Routing Method:Travel Time Shift DnNode ....004 Material Closed Conduits,Concrete Pipe Coefficient:0.012 Contributing Hyd UpNode 006 Size 12 in Diam Ent Losses Groove End w Headwall nh Up Invert 51.00 ft Slope 0.39% 117.95 ft Dn Invert 117.75 ft Conduit Constraints Min Vel 0.00 ft/s Max Vel Min Slope 15.00 ft/s 0.00% Max Slope Min Cover 50.00%0.00 ft Drop across MH O.OO ft Ex/Infil Rate [0.00 in/hr Record ld:P-0O7 Section Shape:Circular Uniform Flow Method:Manning's roefficient:0.012 Routing Method:Travel Time Shift Contributing Hyd DnNode 006 UpNode 007 Material Closed Conduits,Concrete Pipe Size 12 in Diam Ent Losses Groove End w/Headwall Length 141.00 ft 5lope 0.39% Up Invert 118.50 ft Dn Invert 117.95 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope 0.00 ft/s 15.00 ft/s 0.00%50.00% Min Cover Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr 0.00 ft m u m m m n n n i m i m m I I i mu u m m m m m m m m m n m n m n m m m m m Record ld:P-0O8 Section Shape:Circular Uniform Row Method: Routing Method: Manning's Travel Time Shift )nNode 007 Vlaterial Ent Losses osed Conduit,Concrete Pipe Coeffident:0.012 Contributing Hyd UpNode 008 Size 12 in Diam Groove End w/Headwall Length 91.00 ft Slope 0.38% Lip Invert 118.85 ft Do Invert 118.50 ft .......Z Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record ld:P-009 Section Shape:Circular Uniform Flow Method:Manning's roefficient:0.012 Routing Method:Travel Time Shift Contributing Hyd DnNode 009A UpNode 009 Material Closed Conduits,Concrete Pipe Size 12 in Diam Ent Losses Groove End w rHeadwaU Length 72.00 ft Slope 0.08% Up Invert 116.63 ft Dn Invert 116.57 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record Id:P-009A Section Shape:Circu]ar Uniform Flow Method: Routing Method: Manning'5 Travel Time Shift Coeffident: Contributing Hyd 0.012 DnNode FS-001 UpNode 009A Material unspecified Size 12 in Diam Ent Losses Groove End w/Headwall Length "40.00 ft Slope 0.48% Up Invert 115.85 ft Dn Invert 115.66 ft Conduit Constraints I Min Vel o.o0 ft/s Max Vel 15.00 ft/s Min Slope 0.00% Drop across MH 0.00 ft Max Slope Min Cover 50.00%0.00 ft Ex/Infil Rate 0.00 in/hr Record ld:P-OIO Section Shape:Circular Liniform Flow Method: outing Method: DnNode Material "nt Losses Length Lip Invert Manning's Coefficient:0.012 Travel Time Shift =ontributing Hyd 590 LipNode 010 unspecified ize 24 in Diam Groove End w/Headwall 25.00 ft lope 1.20% 114.90 ft Dn Invert 114.60 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infll Rate 0.00 in/hr Record ld:P-579 •Section Shape:Circular :Uniform Flow Method::Manning's Coefficient:I 0.012 mm mm u nm n nun mm mR mm mn I mm mm mm mm m m m m m m m m n m m m m m mL*L Routing Method:Travel Time Shift Zontributing Hyd OnNode 593A JpNode Material unspecified ize Ent tosses Groove End w/Headwall Length 47.00 lope Up Invert -_7_."....--..... 116.76 ft Dn Invert 579 18 in Diam 4.60% 114.60 ft Min Vel Max Vel 0.00 ft/s 15.00 ft/s ConduR Constrains MinSlope Max Slope 0.00%50.00% Min Cover 0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record ld:P-590 Section Shape:Circular Uniform Flow Method:Manning's Coeffident:0.012 Routing Method:Travel Time Shift Contributing Hyd DnNode 1-09 UpNode 590 Material unspecified Size 24 in Diam Ent Losses Groove End w/Headwall Length 27.00 ft lope Up Invert 114.50 ft Dn Invert 1.11% 114.20 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.0 50.00%0.00 f'€ Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record ld:P-591 Section Shape: Uniform Flow Method: Circular Manning's Coefficient:0.012 Routing Method:Travel Time Shift Contributing Hyd DnNode FS-001 i UpNode 591 I m mm m um nul m nm I In n m mm toni I nm nu[_ m m m m m m n m m m m m nmm mLL--T Vlaterial unspecified iize 24 in Diam Ent Losses Groove End w/Headwall Length 120.00 ft lope 0.92% Lip Invert 116.76 ft Dn Invert 115.66 ft Conduit Constraints Min Vel "Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft _ Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record ld:Po592A Section Shape:Circular Uniform Flow Method:Manning's r'oefficient:0.012 Routing Method:Travel Time Shift .Contributing Hyd DnNode 591 UpNode 592A Material .unspecified Size 24 in Diam Ent Losses Length Up Invert Groove End w/Headwall 25.00 ft Slope 0.60% 116.96 ft Dn Invert 116.81 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record ld:P-592B Section Shape: Uniform Flow Method: Routing Method: DnNode Material Circular Manning's Travel Time Shift Coefficient: Contributing Hyd 0.012 592A LJpNode 592B unspecified Size 24 in Diam Groove End w/HeadwallEntLosses Length 15.00 ft Slope 0.07% Up Invert 115.62 ft -Dn Invert 115.61 ft Min Vel Max Vel Conduit Constraints Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%,S0.00%0.00 ff Drop across MH 0.00 ft ,Ex/Infll Rate 0.00 in/hr Record id:P-593A Section Shape:Circular Uniform Flow Method:Manning's Coefficient:0.012 Routing Method:Travel Time Shift Contributing Hyd DnNode 592B UpNode 593A Material unspecified Size 24 in Diam Ent Losses Groove End w/Headwail Length 22.00 ft Slope 2.18% Up Invert 16.04 ft On Invert 15.56 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50%2.00%3.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record ld:P-593B Section Shape: Uniform Flow Method: Routing Method: DnNode Material Ent Losses Length Circular Manning's Travel Time Shift 592A unspecified Coefficient: Contributing Hyd UpNode Size Groove End w/Headwall 0.012 12.00 ft Slope Dn Invert 593B 12in Diam 0.08% Up Invert 115.86 ft 115.85 ft mm mm m mm m m m m m m mm m m mmm L[l m m m m m m m m m m m m m Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infll Rate 0.00 in/hr Record id:P-593C Section Shape:Circular Uniform Flow Method:Manning's Routing Method: Coeffident: Travel Time Shift Contributing Hyd DnNode 009 UpNode Material unspecified Size 0.012 593C 12 in Diam Ent Losses Length Up Invert Groove End w/Headwall 16.00 ft Slope Dnlnvert116.32 ft ConduE Constraints 0.44% 116.25 ft Min Vel Max Vel Min Slope 0.00 ft/s 15.00 ft/s 0.00% Max Slope Min Cover 50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record Id:P-593D Section Shape:Circular Uniform Flow Method:Manning's Coefficient:0.012 Routing Method:Travel Time Shift Contributing Hyd DnNode Material Ent Losses Length Up Invert 593C UpNode 593D unspecified Size 12 in Diam Groove End w/Headwall 133.00 ft Slope 0.32% 116.74 ft Dn Invert 116.32 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover m mm m m m m m m mm m mm m 0.00 ft/s 15.00 ft/s :0.00%50,00%0.00 Drop across MH ......0.00 ft Ex/Infil Rate t 0.00 in/hr Record Id:P-594 ection Shape:Circular L,Iniform Row Method: Routing Method: Manning's Travel Time Shift DnNode 593B oeffident:0.012 D0ntributing Hyd UpNode 594 Material unspecified Size 12 in Diam Ent Losses Groove End w/Headwall Length 24,00 ft Slope 0.42% Up Invert 115.96 ft Dn Invert 115.86 ft Conduit Constraints Min Vel Max Vel Min Slope 0.00 ft/s 15.00 ft/s 0.00% Max Slope Min Cover 50.00%0.00 ft Drop across MH 0.00 ft :Ex/Infil Rate 0.00 in/hr Record Id:P-594A Section Shape:Circular Uniform Flow Method: Routing Method: Manning's Travel Time Shift DnNode 594 Material unspecified r'oefficient:0.012 Contributing Hyd UpNode 594A Size 12 in Diam Ent Losses Groove End w/Headwall Length 38.00 ft Slope 0.39% Up Invert 116.11 ft Dn Invert 115.96 ft Conduit Constraints Min Vel .Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr n _nm m m m mm m m m m n n mLL__ Record Id:P-595 Section Shape: Uniform Flow Method: Circular Manning's Coeffident:0.012 Routing Method:Travel Time Shift Contributing Hyd DnNode 594A UpNode 595 Material unspecified Size 12 in Diam Ent Losses Groove End w/Headwall Length 40.00 ft Slope 1.75% Up Invert 116.81 ft Dn Invert 116.11 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Exlnfil Rate :0.00 in/hr Record ld:P-596 Section Shape: Uniform Flow Method: Routing Method: DnNode Material Ent Losses Length Up Invert Circular Manning's Travel Time Shift 595 unspecified Coefficient: Contributing Hyd UpNode Size Groove End w/Headwall 74.00 ft Slope 117.73 ft Dn Invert 0.012 596 10 in Diam 1.12% 116.90 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record ld:P-603 I U BI Li l I l I l IA ||||Hi |H H ||| Section Shape:Circular Uniform Flow Method:Manning's Coeffident:0.012 Routing Method:Travel Time Shift Contributing Hyd DnNode 579 UpNode 603 Material unspecified Size 12 in Diam Ent Losses Groove End w/Headwall Length 65.00 ft Slope 0.68% Up Invert 117.20 ft Dn Invert 116.76 ft Conduit Constraints Min Vel Max Vel 0.00 ft/s 15.00 ft/s Min Slope Max Slope Min Cover 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/InfilRate 0.00in/hr Record ld:P-606A Section Shape:[Circular Uniform Flow Method:Manning's roefficient:0.012 Routing Method: DnNode Material Ent Losses Length Up Invert Travel Time Shift 593A unspecified Contributing Hyd UpNode Size Groove End w/Headwall 94.00 ft 5lope 113.20 ft Dn Invert 606A 24 in Diam 0.01% 113.19 ft Min Vel ConduitConrain 0.00 ft/s Drop across MH Max Vel 15.00 ft/s Min Slope 0.00% 0.00 ft Max Slope 50.00% Z! Ex/Infil Rate Min Cover 0.00 ft 0.00 in/hr Record ld:P-606B Section Shape: Uniform Flow Method: Circular Manning's Coefficient:0.012 Routing Method:Travel Time Shift Contributing Hyd 3nNode Vlaterial -nt tosses ength Jp Invert 606A UpNode 606B unspecified Size 24 in Diam Groove End w/Headwall 76.00 ft 5lope 0.13% 113.30 ft Dn Invert 113.20 ft Condu Constrains Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record ld:P-607 Section Shape:,Circular Uniform Flow Method:Manning's Coeffldent:0.012 Routing Method:Travel Time Shift Contributing Hyd DnNode 595 UpNode 607 Material unspecified Size 12 in Diam Ent Losses Groove End w/Headwall Length 120.00 ft Slope Up Invert 116.93 ft Dn Invert 0.03% 116.90 ft Conduit Constraints Min Vel Max Vel 0.00 f'c/s 15.00 ft/s Min Slope Max Slope Min Cover 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record ld:P-610 Section Shape:Circular Uniform Flow Method:Manning's Routing Method:Travel Time Shift DnNode 606B Coefficient:0.012 Contributing Hyd ......... UpNode 610 F_ J Material.....unspecified .Sitze 24 in Diam Ent Losses Groove End w/Headwall Length 74.00 ft 5lope 0.27% Up Invert 113.50 ft Dn Invert 113.30 ft Min Vel o.o0 ft/s Conduit Constraints Max Vel Min Slope Max Slope Min Cover 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infll Rate 0.00 in/hr Record ld:P-611 Section Shape:Circular Uniform Flow Method:Manning's Coeffident:0.012 Routing Method:,•Travel Time Shift ontributing Hyd DnNode 610 JpNode 611 Material unspecified ize 6 in Diam Ent Losses Groove End w/Headwall Length 23.00 ft Up Invert 118.79 ft Slope 7.78% E)n Invert 117.00 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record ld:P-611B Section Shape:Arch Uniform Flow Method:Manning's Routing Method:Travel Time Shift :oefficient:0.012 contributing Hyd LIpNode 611BDnNode610 Material unspecified ize 22"x 13,5" Ent Losses 18"Corner radius:90 deg headwall 1 I i !I ,'I I I I¸"I,I I--1 I !I I I IIII I "i I I !I I B Length 128.00 ft Slope 2.30% Lip Invert 116.44 ft Dn Invert 113.50 ft Conduit Constraints r Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft E3rop across MH........._.0.00 ft Ex/Infil Rate 0.00 in/hr Record Id:P-611C Section Shape:Circular Uniform Flow Method:Manning's •Coefficient:0.012 Routing Method:Travel Time Shift Contributing Hyd DnNode 611B UpNode 611C Material unspecified Size 24 in Diam Ent Losses Groove End w/Headwall Length 28.00 ft Slope 0.11% Up Invert 116.42 ft Dn Invert 116.39 ft Min Vel 0.00 ft/s Conduit Constraints Max Vel Min Slope Max Slope Min Cover 50.00%0.00 ft15.oo ft/s 0.00% Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record ld:PI2 Section Shape: Uniform Flow Method: Routing Method: DnNode Circular Manning's Travel Time Shift 611C Coefficient:0.012 Contributing Hyd UpNode 612 Material unspecified Size 24 in Diam Ent Losses Groove End w/Headwan Length 69.00 ft Slope 0.07% Up Invert 116.43 ft Dn Invert 116.38 ft i l ||i I l |t l I mm I Iml Ii I I I I I l I IE_---] Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH O.00 ft Ex/Infil Rate 0.00 in/hr Record ld:P-613 Section Shape:Circular Uniform Flow Method:Manning's Coefficient:0.012 Routing Method:Travel Time Shift Contributing Hyd DnNode Material Ent Losses Length 612 unspecified UpNode Size Groove End w/Headwall 162.00 ft 116.84 ft 613 24 in Diam Up Invert Dn Invert 116.48 ft Conduit Constraints Slope 0.22% Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50,00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record ld:P-614 Section Shape: Uniform Flow Method: Routing Method: Circular Manning's Travel Time Shift Coefficient: Contributing Hyd DnNode Material i .... Ent Losses Length Up Invert 613 unspecified UpNode 0.012 614 Size _.18 in Diam Groove End w/Headwall 87,00 ft Slope 0.71% 117.51 ft Dn Invert 116.89 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover rIlllU"m :I I I !I ILLJL m i m m m m m i m m m m m O.OO ft/s 15.00 ft/s I 0.00%50.0096 0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record ld:P-615 Section Shape:Circular Uniform Flow Method:Manning's Coeffident:0.012 Routing Method:Travel Time Shift Contributing Hyd DnNode 614 UpNode 615 Material unspecified Size 18 in Diam Ent Losses Groove End w/Headwall Length 11.00 ft Slope 3.27% Up Invert 118.41 ft Dn Invert 118.05 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Ir°°cr°s'"I o00 IE,,,nO,Ra,e I 0oOo/hr Record Id:P-620 Section Shape: Uniform Flow Method: Routing Method: Circular Manning's Travel Time Shift Coefficient:0.012 Contributing Hyd DnNode Material Ent Losses Length Uplnvert 005 unspecified tJpNode 620 Size 12 in Diam Groove End w/Headwall 23.00 ft ilope 2.39% 120.33 ft Dn Invert 119.78 ft Min Vel Conduit Constraints Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infll Rate 0.00 in/hr I m l I I lib I"i I m l lLLV m m m m n m m u m m m m m mm n m m m Record ld:P-621 Section Shape: Uniform Flow Method: Circular Manning's Coefficient:0.012 Routing Method:Travel Time Shift Contributing Hyd DnNode P-O05A UpNode 621 Material unspecified Size 12 in Diam Ent Losses Groove End w/Headwall .ength 64.00 ft Slope 0.36% IUp Invert 118.90 ft Dn Invert 118.6696 ft i Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record |d:P-622 ection Shape:Circular Liniform Flow Method:Manning's Flouting Method:Travel Time Shift Coefficient: Contributing Hyd nNode Vlaterial Ent Losses Length Lip Invert 621 unspecified UpNode Size Groove End w/Headwall 107.00 ft Slope 119.30 ft Dn Invert 0.012 622 12 in Diam 0.37% 118,90 Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover O.00/s 15.00 /s 0.00%50.00%0.00 ft Drop across MH 0.00 ft "x/Infil Rate 0.00 in/hr Record ld:P-622A n m m m n m n m m m mm m n m n m m m m m n m m m n m n m m m m m m m mm m m mm )Section Shape: Uniform Flow Method: Routing Method: DnNode Material Circular Manning's :oefficient:0.012 :ontributing HydTravelTimeShift 622 unspecified JpNode .:1 622A Size 12 in Diam Ent Losses Length Groove End w/Headwall 16.00 ft ;lope 3.13% Up Invert 120.00 ft Dn Invert 119.50 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record ld:P-625 Section Shape:I Circular Uniform Flow Method: Routing Method: Manning's Travel Time Shift Coefficient:0.012 Fontributing Hyd DnNode 008 UpNode 625 Material unspecified Size 12 in Diam Ent Losses Groove End w/Headwall Length 102.00 ft Slope 0.83% Up Invert 119.70 ft Dn Invert 118.85 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft )rop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record Id:P-626 ,ection Shape:Circular 1 LJniform Flow Method:Manning's Coefficient:0.012 m m n m mm m u m m m m m m m m m m m m m n m m m m m n m m m m m m m m m m m Routing Method:Travel Time Shift Contributing Hyd DnNode 625 UpNode 626 Material unspecified Size 12 in Diam Ent Losses Groove End w/Headwall Length 41,00 ft 5lope 2.24% Up Invert 120.82 ft Dn Invert 119.90 ft Conduit Constraints Min Vel i .Max Vel o.oo ft/s ::15.oo -T Min Slope 0.00% Max Slope Min Cover 50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record Id:P-627 Section Shape: Uniform Row Method: Circular Manning's Coefficient:0.012 Routing Method:Travel Time Shift :ontributing Hyd DnNode 625 UpNode 627 Material unspecified Size 8 in Diam EntLosses Groove End w/Headwall Length 41.00 ft Slope Up Invert 120,20 ft Dn Invert 0.98% 119.80 ft Min Vel 0.00 ft/s Conduit Constraints Max Vel Min Slope Max Slope 1S,O0 ft/s 0.00%50.00% Min Cover 0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record ld:P-631 Section Shape:Circular Uniform Flow Method:Manning's Coefficient:0.012 Contributing HydRoutingMethod:Travel Time Shift DnNode 627 UpNode 631 m m m m m m m m m m m m m m m m m m m m m m m n m m m m n m m m m m mm m uL Material unspecified Size 8 in Dial Ent Losses Groove End w/Headwall Length 26.00 ft Slope 0.38% Up Invert 120.60 ft Dn Invert 120.50 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record ld:P-633 Section Shape:Circular Uniform Flow Method:Manning's Coefficient:0.013 Routing Method:Travel Time Shift Contributing Hyd DnNode 631 UpNode 633 Material unspecified Size 6 in Diarn Ent Losses Groove End w/Headwall Length Up Invert 22.00 ft 5lope 1.18% 121.20 ft Dn Invert 120.94 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record ld:P-634 Section Shape:Circular Material Uniform Flow Method:Manning's Coefficient:0.012 Routing Method:Travel Time Shift Contributing Hyd DnNode 633 UpNode 634 Size 6 in Diam Ent Losses Groove End w/Headwall •unspecified m m m m m m n m m m m m m m m n m m m m m m m m m m n m m mm m m m m u m m m Length ....30.o0"ft Slope 7.20% Up Invert 123.20 ft Dn Invert 121.04 ft 7 Conduit ConstTaints ......L__........Min Vel Max Vel Mln Slope Max Slope Min Cover 0.00 ft/s ":15.00 ft/s 0.00%50.00%0.00 ft Drop across MH '0.00 It lnfll Rate 0.00 in/hr Record ld:P-FSOOl Section Shape:Circular Uniform Flow Method: outing Method: DnNode Vlaterial Manning's Coefficient:0.012 Travel Time Shift :ontributing Hyd 010 JpNode FS-001 !Size 24 in Diamunspecified Ent Losses Groove End w/Headwall Length 33.00 ft ;lope 2.30% Up Invert 115.66 ft Dn Invert 114.90 ft Min Vel Max Vel i 0.00 ft/s 15.00 ft/s Conduit Constraints Min Slope Max Slope Min Cover 0.00%50.00%0.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Node Records Record ld:001 :)escrip:Prototype Record ,tart El.118.60 ft oid Ratio 100.00 =ondition Existing Ent Ke =atch Increment 0.10 ft Max El.121.50 ft Structure Type CB-TYPE 1-48 Groove End w/Headwall (ke=0.20):hannelization No Special Shape 0.00 ft Bottom Area 19.635 sf MH/CB Type Node m m m m m m n m m m m n m m n m m m m m n m m m m m m m m m m m m m m mF__ Record ld:002 Descrip:Prototype Record Increment 0.10 ft Start El.117.00 ft Max El.121.30 ft Void Ratio 100. Condition Existing Structure Type :B-TYPE 1-48 Eat Ke 5roove End w/Headwall (ke=0.20);,Channelization 1o Special __Shape Catch 3.00 ft Bottom Area [9.635 sf MH/CB Type Node Record Id:003 :)escrip:Prototype Record Increment 3.10 ft .:,tart El.117.50 ft Max El.121.90 ft Joid Ratio 100.00 :ondition Existing Structure Type B-TYPE 1-48 Ent Ke 5roove End w/Headwall (ke=0.20)Channelization No Special Shape Catch D.O0 ft Bottom Area 29.635 sf MH/CB Type Node Record ld:004 Descrip:Prototype Record 217.75 ft Increment 0.10 ft Max El.222.75 ft Void Ratio 100.00 Condition Existing Structure Type CB-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20)Channelization No Special Shape [Catch 0.00 ft Bottom Area 19.635 sf MH/CB Type Node Record Id:005 Descrip:Proiotype Record Increment 0.10 ft m m m m m m m m m m m m n m m u m m m m m m m m m m n m m m m m m n m m m m ,tart El. 'oid Ratio 116.40 ft Max El.122.00 ft i00.00 =ondition Existing Structure Type CB-TYPE 1-48 Ent Ke Groove End w/H.eadwall (ke=0.20)Channelization No Special Shape :atch 0.00 ft Bottom Area 19.635 sf VIH/CB Type Node Record ld:006 Descrip:Prototype Record Increment 0.10 ft Start El.117.95 ft Max El.122.50 ft /oid Ratio 100.00 Condition Existing Structure Type CB-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20) Catch 0.00 ft MH/CB Type Node :hannelization No Special Shape 3ottom Area 19.635 sf Record ld:007 Descrip:Prototype Record Increment 3.10 ft Start El.)-16.85 ft Max El.122.25 ft Void Ratio I00.00 Condition iExisting Structure Type :B-TYPE 1-48 Ent Ke 3roove End w/Headwall (ke=0.20)Channelization No Special Shape Catch 3.00 ft Bottom Area 19.635 sf MH/CB Type Node Record ld:008 Descrip:Prototype Record Increment 3.10 ft' Start El.116.85 ft Max El.122.00 ft Void Ratio 100.00 Condition -xisting Structure Type CB-TYPE 1-48 Ent Ke 3roove End w/Headwall (ke=0.20)Channelization No Special Shape en u lit n n ni n m m n i I n In n n n n m Bottom AreaCatch0.00 ft ......._19.635 sf MH/CB Type Node Record ld:009 Descrip:Prototype Record Increment 3.10 ft Start El.116.00 ft Max El.121.50 ft Void Ratio 100.00 Condition Existing Structure Type B-TYPE 1-48 nt Ke :atch Groove End w/Headwall (ke=0.20)Channelization No Special Shape 0.00 ft Bottom Area 19.635 sf VIH/CB Type Node Record ld:009A Descrip:Prototype Record Increment 0.10 ft Start El.114.00 ft Max El.121.75 ft Void Ratio 100.00 Condition Existing Structure Type CBITYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20):hannelization No Special Shape Catch :).00 ft MH/CB Type Node Bottom Area 19.635 sf Record ld:010 Descrip:Prototype Record Increment 0.10 ft Start El.12.00 ft Max El.121.30 ft Void Ratio tO0.O0 Condition Existing Structure Type CB-TYPE 1-48 Channelization No Special ShapeEntKe3rooveEndw/Headwall (ke=0.20) Catch :).00 ft MH/CB Type Node Bottom Area 19.635 sf m m m m m m m m m m m m m n m m n m ut m m m m m m m m m m m m m n m m m m Record ld:579 9escrip:Prototype Record ,tart El.112.18 ft ¢oid Ratio :ondition Ent Ke Increment ].10 ft Max El.[20.37 ft 100.00 Existing :Structure Type =B-TYPE 1-48 Groove End w/Headwall (ke=0.20):Channelization Slo Special Shape atch 0.00 ft rvIHICB Type Node Bottom Area [9.635 sf Record ld:590 Descrip:Prototype Record 3.10 ft Start El.114.50 ft Void Ratio 100.00 Condition Increment •Max El.120.30 ft Existing ._.i Structure Type Groove End w/Headwall (ke=O.20)=hannelization CB-TYPE 1-48 Ent Ke No Special Shape Catch 0.00 ft Bottom Area [19.635 sf MH/CB Type Node Record Id:591 Descrip:Prototype Record Increment D.lOff Start El.116.38 ft Max El.120.51 ft Void Ratio 100.00 Existing Structure Type Groove End w/Headwall (ke=0.20)Channelization Condition CB-TYPE 1-48 Ent Ke No Special Shape Catch ).00 ft Bottom Area 19.635 sf MH/CB Type Node Record Id:592A Descrip:Prototype Record Increment D.IO ft Start El.114.00 ft Max El.120.40 ft m m m m m m i m m m m m I m m m m i m m m m m n u m m I m I m m m i i m n ¢oid Ratio 100.00 I ! Condition Existing Structure Type r'B-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=O.20)Channelization No Special Shape ooo ......Catch Bottom Area 19.635 sf !• M H/CB Type_Node .... Record Id:592B Descrip:Prototype Record ncrement D.IO ft Start El.113.42 ft Vlax El.120.15 ft Void Ratio 100.00 Condition Existing tructureType CB-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20)Ehannelization No Special Shape Catch :).00 ft Bottom Area 19.635 sf MH/CB Type Node Record ld:593A Descrip:Prototype Record Increment 0.10 ft Start El.113.54 ft Max El,120.50 ft Void Ratio 100.00 Condition Existing Structure Type CB-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20)Channelization No Special Shape Catch 0.00 ft Bottom Area 29.635 sf MH/CB Type Node Record Id:593B Descrip:Prototype Record Increment 0.10 ft Start El.114.01 ft Max El.120.21 ft Void Ratio 100.00 Condition Existing Structure Type CB-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20)Channelization No Special Shape m m m m m m m m m m m m m m m m m m m Catch 0.00 ft _BottomArea _1215664 sf MH/CB Type Node .......=__ Record ld-"593C :)escrip:Prototype Record Increment 0.10 ft tart El,114.90 ft Max El.[20.00 ft 'oid Ratio 1O0.00 :ondition Existing Structure Type :B-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20);Channelization No Special Shape :atch 0.00 ft Bottom Area 19.635 sf MH/CB Type Node Record ld:593D Descrip:Prototype Record Increment 0.10 ft Start El.115.29 ft Max El.119.89 ft Void Ratio [OO.OO Condition Existing Ent Ke Groove End w/Headwall (ke=0.20) Structure Type CB-TYPE 1-48 Channelizatior No Special Shape Catch ).00 ft Bottom Area 19.635 sf MH/CB Type Node Record Id:594 IPrototype Record Increment 0.10 ftDescrip: Start El.t15.68 ft Void Ratio L00.00 Condition -'xisting Ent Ke Catch 3.00 ft Max El. Structure Type 3roove End w/Headwall (ke=0.20)Channelization Bottom Area 120.10 ft CB-TYPE 1-48 No Special Shape 19.635 sf MH/CB Type Node HI i H ||I I m i l |l |l l ||DL m m u m mm n i n m n m m m m m m m n Record ld:594A :)escrip:Prototype Record Increment ).10 ft tart El.115.45 ft Max El.120.25 ft oid Ratio 100.00 =ondition i Existing ..;.!!St,ct"eTy;e :pE14 Ent Ke Groove End w/Headwall (ke=0.20)'Channelization 1o Special Shape :Bottom Area 19.635 sfatch0.00 ft ....... MH/CB Type Node Record ld:595 Descrip:Prototype Record Increment [.10 ft Start El.115.29 ft Mlax El.120.34 ft Void Ratio 100.00 Condition Existing 5tructureType EB-TYPE 1448 Ent Ke Groove End w/Headwali (ke=0.20)Ehannelization No Special Shape Catch 0.00ft [Bottom Area [19.,635 sf M H/(:B Type Node Record ld:596 Descrip:Prototype Record Increment 0.10 ft Start El.216.23 ft Max El.120.03 ft Void Ratio 100.00 Condition Existing Structure Type CB-TYPE 1-48 No Special ShapeEntKe3rooveEndw/Headwall (ke=0.20)Channelization Catch :).00 ft MH/CB Type Node Bottom Area 19.635 sf Record ld:603 Descrip:rototype Record Increment 0.10 ft Start El.[16.00 ft Max El.120.95 ft |l I l ||l l l l l |l |l |l |l m m m m B m m mm m n m m mE__ Void Ratio Condition Ent Ke Catch 1OO.00 Existing Structure Type Groove End w/Headwall (ke=0.20)hannelization O.00 ft [3ottom Area I CB-TYPE 1-48 No Special Shape 19.635 sf MH/CB Type Node Record ld:606A Descrip:Prototype Record Increment 0.10 ft Start El.111.54 ft Max El.120.50 ft Void Ratio 100.00 Condition'Existing 5tru_cture Type CB-TYPE 1--48 Ent Ke i .........w/Headwall (ke=0.20)Channelization No Special ShapeiGrooveEnd ._f _..'................... Catch j 0.00 ft Bottom Area 19.635 sf MH/CB Type Node Record Id:606B Descrip::Prototype Record Increment O.lOff Start EL [11.64 ft Max El.121.00 ft oid Ratio 100.00 Condition =xisting Structure Type CB-TYPE 1-48 -nt Ke 3roove End w/Headwall (ke=0.20)Channelization No Special Shape :atch :XO0 ft Bottom Area [9.635 sf VlH/CB Type Node Record ld:607 :)escrip:Prototype Record Increment :).10 ft Start El.115.75 ft ¢oid Ratio 100.00 :ondition Ent Ke Vlax El.119.33 ft Existing Structure Type :B-TYPE 1-48 Groove End w/Headwall (ke=0.20)Channelization No Special Shape M M I I I l I I I U R U II l I I I U U |U |||||||||N l l n NL Catch 0.00 ft :lBott0m'Area 19.635 sf I MH/CB Type Node ..... Record Id:610 9escrip:Prototype Record Increment ).10 ft ,tart El.111.78 ft Max El.t21.28 ft oid Ratio'100.00 "- Structure Type :B-TYPE 1,8 Ent Ke Groove End w/Headwall (ke=0.20):hannelization No Special Shape Catch 0.00 ft 3ottom Area 19.635 sf MH/CB Type Node Record ld:611 Descrip:Prototype Record Start El.116.92 ft Increment 9.10 ft Max El.120.75 ft Void Ratio 100.00 Condition Existing Structure Type CB-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20)Channelization No Special Shape Catch 0.00 ft Bottom Area 19.635 sf MH/CB Type Node Record ld:6lIB Descrip:Prototype Record Increment 0.10 ft tart El.114.45 ft Max El.121.80 ft Void Ratio 100.00 Condition Existing Structure Type CB-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20)Channelization No Special Shape Catch 0.00 ft Bottom Area 19.635 sf MH/CB Type Node m m m m m m n m m m m N m m mw L__ Record ld:611C Increment !0.10 ft Max El.t21.20 ft i ...........: Structure Type :B-TYPE 1-48 Descrip:Prototype Record Start El.114.58 ft Void Ratio 100.00 :ondition Existing Ent Ke Groove End w/Headwall (ke=0.20):hannelization Slo Special Shape :atch 0.00 ft [3ottom Area [9.635 sf VIH/CB Type Node Record ld:612 Descrip:Prototype Record Increment [).10 ft 5tart El.114.46 ft Max El.I20.40 ft Void Ratio 100.00 Condition Existing Ent Ke Groove End w/Headwall (ke=0.20) Structure Type EB-TYPE 1-48 Channelization No Special Shape Catch 0.00 ft .Bottom Area 19.635 sf MH/CB Type Node Record ld:613 Increment 0.10 ftDescrip:Prototype Record Start El.[17.11 ft Void Ratio [00.00 Condition Existing Ent Ke Catch 3roove End w/Headwall (ke=O.20 ).oo ft Max El. Structure Type 120.49 ft CB-TYPE 1-48 Channelization No Special Shape Bottom Area 19.635 sf MH/CB Type Node Record ld:614 Descrip:Prototype Record Increment 0.10 ft Start El.115.49 ft Max El.121.86 ft m m m m m m m n m m m m m m m m m Void Ratio i100.00 Condition Existing Ent Ke :_.i!,Gri!ve End w,Headwall (ke=0.20) Structure Type CB-TYPE 1-48 Ehannelization No Special Shape Catch ).00 ft MHIC Type Node Record Id:615 Descrip:i Prototype Record a increment 0.10 ft Start El.i117"68ft -i ...... Void Ratio iO0.O0 Condition Existing Ent Ke 3roove End w/Headwall (ke=0.20) Max El. Structure Type Channelization 122.03 ft CB-TYPE 1-48 No Special Shape Catch 3.00 ft Bottom Area 19.635 sf MH/CB Type Node Record Id:620 Descrip:Prototype Record Increment 0.10 ft Start El.119.63 ft Max El.121.78 ft Void Ratio 100.00 :ondition Existing Structure Type CB-TYPE 1-48 =nt Ke Groove End w/Headwall (ke=0.20)Channelization No Special Shape 2atch D.O0 ft Bottom Area 19.635 sf VlH/CB Type Node Record ld:621 :)escdp:Prototype Record Increment 0.10 ft tart El.117.80 ft Void Ratio 100.00 Vlax El.[22.00 ft :ondition Existing Structure Type :B-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20):hannelization No Special Shape m |m n mm m u mm mm I nm m Inn m In mm um || m mm n nm m m m m m m iN n i m[ Catch 0.00 ft Bottom Area 19.635 sf _MH/CB Type Node =.= Record ld:622 Descrip:Prototype Record Increment 0.10 ft Start El.118.30 ft Max El.123.00 ft Void Ratio 100.00 Condition Existing Structure Type CB-TYPE 1-48 ..•..........__ Ent Ke Groove End w/Headwall (ke=0.20)Channelization No.Speciall Shape Catch 0.00 ft Bottom Area 119.635 sf MH/CB Type Node Record ld:622A 3escrip:Prototype Record Increment 3.10 ft iStart El.118.30 ft Max El.123.80 ft F Void Ratio 100.00 / / Condition Existing Structure Type CB-TYPE 1-48 -nt Ke Groove End w/Headwall (ke=0.201 Channelization No Special Shape Catch 0.00 ft Bottom Area 19.635 sf MH/CB Type Node Record ld:625 Descrip:Prototype Record increment 0.10 ft Start El.118.20 ft Max El.122.89 ft /oid Ratic 100.00 Condition Existing Structure Type CB-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20)No Special Shape Catch 0.00 ft Ehannelization Bottom Area 19.635 sf MH/CB Type Node m i m m m m m m mm mm m m m m m m m mE--] m m m m m m m m m m m m m m m nL Record ld:626 Descrip:Prototype Record Start El.119.50 ft Void Ratio 100.00 Increment Z}.10 [t Max El.122.20 ft Condition Existing Structure Type EB-TYPE 118 , Ent Ke Sroove End w/Headwall (ke=0.20)Channelization No Special Shape Catch D.O0 ft Bottom Area 19.635 sf VIH/CB Type Node Record Id:627 Descrip:Prototype Record Increment D.10 It Start El.118.90 ft Max El.123.65 ft vroid Ratio 100.00 ondition Existing Structure Type CB-TYPE 1-48 Ent Ke Groove End w[Headwall (ke=0.20)Channelization No Special Shape Catch ,O.00 ft Bottom Area 19.635 sf MH/CB Type Node Record id:631 Descrip:Prototype Record tart El.119.30 ft ncrement 0.10 ft Max El.124.31 ft Void Ratio =ondition Ent Ke :atch t00.00 Existing tructure Type Groove End w/Headwall (ke=0.20)Channelization____._ 0.OO ft Bottom Area CB-TYPE 1-48 No Special Shape [9.635 sf VlH/CB Type Node Record ld:633 :)escrip:Prototype Record Increment 0.10 ft tart El.119.20 ft Max El.124.60 ft m m m m m m m m u m m m m mm[__L. m m m m m m m m m m m m m m Void Ratio tO0.O0 Condition Existing Ent Ke 3roove End w/Headwall (ke=O.20) Catch Structure Type Channelization ).00 ft Bottom Area CB-TYPE 1-48 No Special Shape 19.635 sf MHJCB Type Node Record ld:634 Descrip:;rototype Record Start El./21.10 ft Void Ratio 100.00 Increment ).10 ft Max El.124.60 ft Condition Existing Structure Type :B-TYPE 1-48 Ent Ke 3roove End w/Headwall (ke=0.20)Channelization 1o Special Shape atch D.O0 ft Bottom Area 19.635 sf VIH/CB Type Node Record Id:FS-O01 Z)escrip:Prototype Record Increment 0.10 ft tart El.114.00 ft Vlax El.121.50 ft 'oid Ratio 200.00 :ondition Existing tructureType CB-TYPE 1-48 =nt Ke Groove End w/Headwall (ke=0.20):hannelization No Special Shape :atch O.O0 ft 3ottom Area 19.635 sf VIH/CB Type Node Record ld:1-09 )escrip:Prototype Record tart El.107.90 ft Joid Ratio 100.00 =ondition Existing Increment 0.10 ft Max El.119.75 ft tructure Type -:nt Ke Groove End w/Headwall (ke=0.20)=hannelization CB-I'PE 1-48 No Special Shape l I I U n i l l l I I[ m m U |m m n unu m m m I m m m iml m Catch 0.00 ft Bottom Area 191635 sf - _MH/CB Type Node Record ld:P-O05A Descrip:Prototype Record Increment :).10 ft Start El.118.65 ft Void Ratio 100.00 Max El.122.00 ft Condition i Existing Structure Type :B-TYPE 1-48 -:nt Ke Groove End w/Headwall (ke=0.20)Channelization No Special Shape :atch 0.00 ft Bottom Area 19.635 sf VIH/CB Type Node Contributing Drainage Areas Record ld:32 Design Method SBUH .iRainfall type TYPE1A.RAC Hyd Intv 10.00 rain Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac [)ClA 10.28 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 rain DC TC 5.00 min DCI -CN Calc Description SubArea Sub cn Industrial 10.28 ac DC Composited CN (AMC 2) 98.00 98.00 DCI -TC Calc Type Description Length Slope Coeff Misc TF Sheet 0.00 ft 0.0%5.0 0.00 in 5.00 min Pervious TC 5.00 min Record ld:32A-593C If It .lil I 'l l i m l i l l Ill IJ Design Method 5BUH Rainfall type TYPEIA.RAC lyd Intv 10.00 rain Peaking Factor 484.00 ;torm Duration 24.00 hrs JUbstraction Coeff 0.20 Fervious Area 0.00 ac DCIA 0.443 ac )ervious CN 0.00 DC 98.00 enlious TC 25.3349 min DC TC 5.00 min Pervious TC Calc Type Description Length Slope Coeff Misc heet something 350.00 ft 1.25%0.05 2.50 in 15.1337 rain 5hallow shallow 235.00 ft 0.9%0.06 7.7166 rain ,hallow something 23.00 ft 3.0%0.04 0.2758 rain 5hallow shallow 43.50 ft 3.5%0.035 0.4225 rain Pervious TC 23.5486 min DCl -Calc Description SubArea Sub cn Industrial 0.443 ac 98.00 DC Composited CN (AMC 2)98.00 Type Description Sheet DCI -TC Calc Length Slope Coeff Misc TT 0.00 ft 0.0%5.0 0.00 in 5.00 min Pervious TC 5.00 rain Record Id:32A-593D Design Method Hyd Intv itorm Duration Pervious Area Pervious CN Pervious TC SBUH Rainfall type TYPEIA.RAC 10.00 min 484.00 24.00 hrs Peaking Factor AbractionCoeff 0.20 0.00 ac DCIA 0.25 ac 0.00 DC CN 98.00 25.3349 rain DC TC 5.00 rain IIO l m m I l l I l,BII l l lF-9L__[ m m m i m n m m m u m | Pervious TC Clc Type Sheet Shallow Shallow Shallow Description something shallow something shallow Length 350.00 ft 235.00 ft 23.00 ft 43.50 ft Slope 1.25% 0.9% 3.0% 3.5% Coeff 0.05 0.06 0.04 0.035 Misc 2.50 in .*T Pervious TC Tr 15.1337 min 7.7166 min 0.2758 min 0.4225 min 23.5486 min DCI-CNCaIc Description SubArea Sub cn Industrial 0.25 ac 98.00 DC Composited CN (AMC 2)98.00 DCl -TC Calc Type Sheet Description i length Slope 0.00 ft 0.0% Coeff Mist TI" 5.0 0.00 in 5.00 min Pervious TC I 5.00 min Record |d:32A-594 Design Method SBUH Rainfall type TYPE1A.RAC Hyd Intv 10.00 rain Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.24 ac Pervious CN 0.00 DE CN 98.00 Pervious TC 25.3349 rain DC TC 5.00 rain Pervious TC Calc Type Description Sheet something Shallow shallow Shallow something Shallow shallow Length Slope Coeff Misc 3"I" 350.00 ft 1.25%0.05 2.50 in 15.1337 rain 235.00 ft 0.9%0.06 7.7166 rain 23.00 ft 3.0%0.04 0.2758 min 43.50 ft 3.5%0.035 0.4225 rain l m I m I¸I I I I[JL_ --1l l l I I l l !I I m l m l Ill Pervious TC 23.5486 rain DCl -CN Calc Description SubArea Sub cn industrial 0.24 ac 98.00 DC Composited CN (AMC 2)98.00 ..7 DCl -TC Calc Type Des on Length Slope Coeff Misc "IT 5heet 0.00 ft 0.0%5.0 0.00 in 5.00 min Pervious TC 5.00 rain Record ld:32A-594A Design Method SBUH ,Rainfall type TYPE1A.RAC 484.00HydIntv 5torn Duration 10.00 min Peaking Factor 24.00 hrs 'A raction Coeff 0.20 Pervious Area Pervious CN I Pervious TC 0.00 ac DCIA 0.16 ac 0.00 DC CN 98.00 25.3349 rain DC TC 5.00 min Type Description Length 350.00 ft;heet something ;hallow shallow ihallow ;omething ihallow ;hallow 235.00 ft 23.00 ft 43.50 ft Pervious TC Calc Slope 1.25% Pervious TC 0.9% 3.0% 3.5% Coeff Misc 17" 0.05 2.50 in 15.1337 rain 0.06 0.04 0.035 7.7166 min 0.2758 rain 0.4225 min 23.5486 rain DCI -CN Calc Description SubArea Sub cn Industrial 0.16 ac 98.00 DC Composited CN (AMC 2)[98.00 DCI -TC Calc Type Description Sheet Length Slope Coeff Mist "rr 0.00 ft 0.0%5.0 0.00 in 5.00 min Pervious TC 5.00 rain Record ld:32A-595 Design Method SBUH Rainfall type TYPEIA.RAC Hyd Intv 10.00 rain Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.225 ac Pervious CN .0.00 DC CN 98.00 Pervious TC 25.3349 rain ;DC TC 5.00 rain Pervious TC Calc Type Description Length Slope Coeff Misc Tr i .... Sheet something 350.00 ft 1.25%0.05 2.50 in 15.1337 rain Shallow ;hallow Shallow Isomething Shallow hallow 235.00 ft 0.9%0.06 23.00 ft 3.0%0,04 43.50 ft 3.5%0.035 7.7166 rain 0.2758 rain 0.4225 min Pervious TC 23.5486 min DCl -CN Calc Description SubArea Sub cn Industrial 0.225 ac 98.00 DC Composited CN (AMC 2)98.00 Type Sheet DCI -TC Calc Description Length Slope Coeff Misc Tr 0.00 ft 0,0%5.0 0.00 in 5.00 min Pervious TC 5.00 rain Record ld:32A-596 |m m |m m m m m m m m m m Z)esign Method SBUH Rainfall type TYPEIA.RAC H " rlyd Intv 10.00 rain Peaking Factor 484.00 torm Duration 24.00 hrs Abstraction Coeff 0.20 F)ervious Area -.-"0.00 ac DCIA 0.366 ac )ervious CN 0.00 DC CN 98.00 ......I ....ervious TC 25.3349 rain DC TC 5.00 rain Pervious TC Calc Type Description Length Slope Coeff Misc Tr 350.00 ft 1.25%0.05 2.50 in 15.1337 rain5heetsomething 5hallow ";hallow 235.00 ft 0.9%0.06 7.7166 min 5hallow something 23.00 ft 3.0%0.04 0.2758 rain 5hallow ;hallow 43.50 ft 3.5%0.035 0.4225 rain Pervious TC 23.5486 rain DCI -CN Calc Description SubArea Sub cn Industrial 0.366 ac 98.00 DC Composited CN (AMC 2)98.00 DCI -TC Calc Type Description Length Slope Coeff Misc "IT Sheet 0.00 ft 0.0%5.0 0.00 in 5.00 rain Pervious TC 5.00 min Record ld:32J-603 Design Method SBUH Rainfall type TYPEIA,RAC Hyd Intv 484.00 Storm Duration 10.00 rain Peaking Factor 24.00 hrs .bstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.371 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 25.3349 rain DC TC 5.00 rain m m n m m m m m m m ram,m m m m m m m Description ....i =--LengthType Sheet something 350.00 ft Shallow shallow 235.00 ft Shallow something Shallow Pervious TC Calc 23.00 ft shallow 43.50 ft Slope Coeff Misc 1.25%0.05 2.50 in 0.9%0.06 3.0%0.04 3.5%0.035 1 TT 15.1337 min 7.7166min 0.2758min 0.4225 min Pervious TC 23.5486 rain DCl -CN Calc Description SubArea Sub cn Industrial 0.371 ac 98.00 DC Composited CN (AMC 2)98.00 DCl -TC Calc Type Description Length Slope Coeff Sheet 0.00 ft 0.0%5.0 Misc l-l" 0.00 in 5.00 rain Pervious TC I 5.00 rain 1 Record ld:32K-607 Design Method SBUH Rainfall type TYPEIA.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac 3ClA 1.381 ac Pervious CN 0.00 Pervious TC 25.3349 rain )C CN 98.00 E)C TC 5.00 rain Type Sheet Shallow Shallow Shallow hallow Description Length Slope ;omething 350.00 ft 1.25%0.05 2.50 in shallow 235.00 ft 0.9%0.06 omething 15.1337 min 7.7166 rain 23.00 ft 3.0%0.04 0.2758 rain 43.50 ft 3.5%0.035 0.4225 min Pervious TC 23.5486 rain DCI -CN Calc Description SubArea Sub cn Industrial 1.381 ac 98.00 DC Composited CN (AMC 2)98.00 DCI -TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0%5.0 0.00 in S.00 min Pervious TC 5.00 rain Record ld:32L-001 Design Method Hyd Intv Storm Duration SBUH Rainfall type TYPEIA.RAC 10.00 min Peaking Factor 484.00 24.00 hrs Abstraction Coeff 0.20 DCIA 0.22 acPerviousArea0.00 ac Pervious CN 0.00 Pervious TC 0.00 rain DC CN 98.00 DC TC 5.00 min I DCI -CN Calc Description SubArea Sub cn Industrial 0.22 ac 98.00 DC Composited CN (AMC 2)98.00 DCI -TC Calc Type Description Length Slope Coeff Misc TT J Sheet 0.00 ft 0.0%5.0 0.00 in 5.00 rnin Pervious TC 5.00 rain Record ld:32L-002 E)esign Method SBUH Rainfall type TYPEIA.RAC Hyd Intv 10.00 rain Peaking Factor 484.00 m m n n m m m m m m m n m -m m m m m m Storm Duration 24.00 hrs Pervious Area Pervious CN Abstraction Coeff 0.00 ac DCIA 0.00 DCCN Pervious TC 0.00 min DC TC 0.20 0.231 ac 98.00 5.00 min DCI -CN Calc Description SubArea Sub cn industrial 0.231 ac 98.00 DC Composited CN (AMC 2)98.00 Type Description Sheet DCI -TC Came Length Slope Coeff Misc "IT 0.00 ft 0.0%5.0 0.00 in 5.00 min Pervious TC 5.00 rain Record ld:321.,-003 Design Method sBUH "-Rainfall type TYPEIA.RAC Hyd Intv 10.00 rain Storm Duration 24.00 hrs Pervious Area 0.00 ac Peaking Factor 484.00 B,bstraction Coeff 0.20 DCIA 0.523 ac Pervious CN 0.00 DC CN Pervious TC 0.00 rain [)C TC 98.00 5.00 rain DCI -CN Calc I Description SubArea Sub cn Industrial 0.523 ac 98.00 [DC Composited CN (AMC 2)98.00 DCl -TC Calc Type ISheet Description Length Slope Coeff Misc TT 0.00 ft 0.0%5.0 0.00 in 5.00 min :Pervious TC 5.00 rain Record ld:3204 n i i i ||i i 1 i /i I |I I i i l n m m m m m m m m m m n m m m Design Method SBUH Hyd Intv 10.00 rain Storm Duration Pervious Area Pervious CN Pervious TC 24.00 hrs 0.00 ac 0.00 IRaill type ,Peaking Factor ,Jraction Coeff DCL _DCCN 0.00 rain IDCTC TYPEIA.RAC 484.00 0.20 0.23 ac 98.00 5.00 min i ....................... Description Industrial DCI -CN Calc SubArea Sub cn 0.23 ac 98.00 DC Composited CN (AMC 2)98.00 DCI -TC Calc Type Description Sheet ......... Length Slope Coeff Misc 5.0 0.00 in0.00 ft 0.0% l-r 5.00 min Pervious TC 5.00 min Record Id:32L-005 Design Method 5BU H Hvd Intv 10.00 rain Storm Duration 24.00 hrs Pervious Area 0.00 ac Pervious CN 0.00 Pervious TC 0.00 rain Fainfall type TYPEIA.RAC Peaking Factor 484.00 e.bstraction Coeff 0.20 DCIA 0.122 ac DC CN 98.00 DC TC 5.00 min DCI -CN Calc Description SubArea Sub cn Industrial 0.122 ac 98.00 .DC Composited CN (AMC 2)98.00 DCI -TC Calc Type Description Length Slope Coeff Misc TI" ................. 0.00 ft 0.0%5.0 0.00 in 5.00 rain Pervious TC 5.00 min I |/I l l I |1 I /I l I |I l |1 U n n n U m n m m u u n u n U m n m i Record Id:32L-006 Design Method SBUH ICainfall type TYPEIA.RAC Hyd Intv 10.00 rain .'Peaking Factor 484.00 Storm Duration 24.00 hrs Ibstraction Coeff 0.20 Pervious Area 0.00 ac DI:IA 0.294 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 rain DC TC 5.00 rain "-*7 .... I DCl -CN Calc Description SubArea Sub cn Industrial 0.294 ac 98.00 DC Composited CN (AMC 2)98.00 ? Type Description Sheet DCI -TC Calc Length Slope Coeff Misc 1-[ 0.00 ft 0.0%5.0 0.00 in 5.00 min rPerviousTC/5.00 rain Record ld:32L-007 Design Method SBUH Rainfall type TYPEIA.RAC Hyd Intv 10.00 rain 24.00 hrsStormDuration Pervious Area Pervious CN Pervious TC Peaking Factor 484.00 bstraction Coeff 0.20 0.00 ac DCIA 0.00 DC CN O.OOmin 0C TC 0.122 ac 98.00 5.00 min DCI -CN Calc Description SubArea Sub cn Industrial 0.211 ac 98.00 DC Composited CN (AMC 2)98.00 DCl -TC Calc n e e m mm e e e m e e n e e mm e n e e Type Description Sheet Length Slope 0.00 ft 0.0% Coeff Misc Tr 5.0 0.00 in S.O0 rain Pervious TC 5.00 min Record Id:32L-008 Design Method SBUH Rainfall type TYPEIA.RAC Hyd Intv 10.00 rain Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.138 ac Pervious CN 0.00 DE CN 98.00 Pervious TC 0.00 min DC TC 5.00 rain DCI -CN Calc Description SubArea Sub cn Industrial 0.138 ac 98.00 DC Composited CN (AMC 2)98.00 DCI -TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0%5.0 0.00 in 5.00 min Pervious TC 5.00 rain Record Id:32L-579 Design Method SBUH Rainfall type TYPEIA.RAC Hyd Intv 10.00 rain Peaking Factor 484,00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.167 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 25,3349 rain :)C TC 5.00 min Pervious TC Calc Type Description Length Slope Coeff something 350.00 ft Misc TT Sheet 1.25%0.05 2.50 in 15.1337 rain m m l m m m m l m mm u mm m m mm mm mm m mm E Shallow shallow 235.00 ft 0.9%0.06 7.7166 min Shallow something 23.00 ft Shallow shallow 43.50 ft 3.0%0.04 0.2758 min 3.5%0.035 0.4225 rain Pervious TC 23.5486 min DCI -CN Calc Desoiption SubArea Sub cn Industrial 0.167 ac 98.00 DC Composited CN (AMC 2)98.00 Type Sheet Desiption DCI -TC Calc Length Slope Coeff 0.00 ft Pervious TC 0.0%5.0 Mist 0.00 in "n" 5.oo min 5.00 min Record Id:32L-606A Design Method Hyd Intv Storm Duration SBUH 10.00 rain 24.00 hrs Flainfall type Peaking Factor TYPEIA.RAC 484.00 IAbstraction Coeff 0.20 E)CIA 0.244 ac E)C CN 98.00 DC TC 5.00 rain Pervious Area 0.00 ac Pervious CN 0.00 Pervious TC 25.3349 min Pervious TC Calc Type Description Length Slope Coeff Misc TI" Sheet something 350.00 ft 1.25%0.05 2.50 in 15.1337 min ,hallow shallow 235.00 ft 0.9%0.06 7.7166 min hallow something 23.00 ft 3.0%0.04 0.2758 min Shallow shallow 43.50 ft 3.5%0.035 0.4225 min Pervious TC 23.5486 min Description SubArea Sub cn n m n u u m u m m m u m m m n |nE] H N D D n H H D H N H N H H m imL Industrial 0.244 ac 98.00 DC Composited CN (AMC 2)98.00 DCI -TC Calc Description Length Slope Coeff Mist -r[ 0.00 ft 0.0%5.0 0.00 in 5.00 rain Type ShJe '" Pervious TC 5.00 rain Record ld:32L-609 Hyd Intv t 10.00 min Storm Duration i 24.00 hrs Rainfall type TYPE1A.RAC Peaking Factor 484.00 Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.42 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 25.3349 rain DC TC 5.00 min i I Pervious TC Calc Type Description Length Slope Coeff Misc TT heet something 350.00 ft 1.25%0.05 2.50 in 15.1337 rain Shallow shallow 235.00 ft 0.9%0.06 7.7166 min i Shallow something 23.00 ft 3.0%0.04 0.2758 min hallow shallow 43.50 ft 3.5%0.035 0.4225 min Pervious TC 23.5486 min DCI -CN Calc Description SubArea Sub cn Industrial 0.42 ac 98.00 DC Composited CN (AMC 2)98.00 Type Sheet DCI -TC Calc Description Length Slope 0.00 ft 0.O% Coeff Misc TT 5.0 0.00 in 5.00 min H H D H H m |H H H at H |H |g m[__L 7 Pervious TC 5.00 rain Record ld:32L-611 Design Method SBUH Rainfall type TYPEIA.RAC Hyd Intv 10.00 rain Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.063 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 25.3349 rnin DC TC 5.00 rain Z . Pervious TC talc Type Description heet omething 5hallow shallow 5hall0w ;omething Length Slope Coeff Mist Tr 350.00 ft 1.25%0.05 2.50 in 15.1337 rain 235.00 ft 0.9%0.06 7.7166 rain 3.0%0.04 0.2758 rain23.00 ft 5hallow shallow 43.50 ft 3.5%0.035 0.4225 min Pervious TC 23.5486 min DCI -CN Calc Description SubArea Sub cn Industrial 0.063 ac 98.00 DC Composited CN (AMC 2)98.00 DCI -TC Calc Type Description Length Slope Coeff Misc 1T Sheet 0.00 ft 0.0%5.0 0.00 in 5.00 rain Pervious TC 5.00 min Record ld:32L12 Design Method SBUH Rainfall type TYPEIA.RAC Plyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 I l l l ||l |l l H |i l |l D l i m m m m m m n m m n m m n m m l m n[_ Pervious Area Pervious CN Pervious TC 0.00 ac DCIA 0.844 ac 0.00 DC CN 98.00 5.00 min25.3349 min DC TC Pervious TC Calc Type Description Sheet-....,".i something Shallow shallow Shallow something Shallow shallow 350.00 ft 235.00 ft 23.00 ft 43.50 ft Slope 1.25% 0.9% Coeff Mist 0.05 2.50 in 0.06 Pervious TC 3.0% 3.5% 0.04 0.035 Tr 15.1337 rain 7.7166 min 0.2758 min 0.4225 min 23.5486 min DCl -CN Calc Description SubArea Sub cn Industrial 0.844 ac 98.00 DC Composited CN (AMC 2)98.00 DCI -TC C.alc Type Description Sheet Length Slope Coeff Misc Tr 0.00 ft 0.0%5.0 0.00 in 5.00 min Pervious TC S.O0 min Record ld:32L-613 Design Method SBUH Hyd Intv 10.00 rain 5tormDuration Pervious Area Pervious CN Pervious TC Rainfall type TYPEIA.RAC Peaking Factor 484.00 24.00 hrs ,bstraction Coeff 0,20 0.00 ac DCIA 1.21 ac 0.00 DC CN 98.00 •25.3349 min I)C TC 5.00 rain Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet something 350.00 ft 1.25%0.05 2.50 in 15.1337 min i l |D |m I |l l H |I I H l D |I 5hallow 5hallow 5hallow shallow 235.00 ft 0.9%0.06 something 23.00 ft 3.0%0.04 shallow 43.50 ft 3.5%0.035 Pervious TC 7.7166 rain 0.2758 min 0.4225 min 23.5486 min DCI -CN Calc Desipon SubArea Sub cn Industrial 1.21 ac 98.00 DC Composited CN (AMC 2)98.00 DCI -TC Calc Type Sheet Descripon Length Slope Coeff Mist 11" 0.00 ft 0.0%5.0 0.00 in 5.00 min Pervious TC 5.00 min Record ld:32L-614 :)esign Method lyd Intv torm Duration Pervious Area 3ervious CN Pervious TC SBUH Rainfall type TYPEIA.RAC 10.00 rain Peaking Factor 484.00 24.00 hrs Abstraction Coeff 0.20 0.00 ac DCIA 0.091 ac 0.00 DC CN 98.00 DC TC 5,00 rain25.3349 min Pervious TC Calc Type Sheet 5hallow hallow 5hallow Description Length Slope Coeff Misc ]-r omething 350.00 ft 1.25%0.05 2.50 in 15.1337 min hallow 0.9%0.06 7.7166 rain235.00 ft iomething 23.00 ft 3.0% ;hallow 43.50 ft 3.5% 0.04 0.035 0.2758 rain 0.4225 rain Pervious TC 23.5486 min DCI -CN Calc Description SubArea Sub cn Industrial 0.091 ac 98.00 DC Composited CN (AMC 2)98.00 Type Description Sheet DCI -TC Calc Length 'Slope Coeff Misc Tit 0.00 ft 0.0%5.0 0,00 in 5.00 min Pervious TC 5.00 min Record ld:32N-620 Design Method Hyd Intv Storm Duration Pervious Area Pervious CN Pervious TC SBUH Rainfall type TYPEIA.RAC 10.00 rain Peaking Factor 484.00 24.00 hrs Abstraction Coeff 0.20 0.00 ac DCIA 0.09 ac 0.00 DC CN 98.00 25.3349 min DC TC 5.00 min Pervious TC Calc Type Description Length Slope ;heet omething 350.00 ft 1.25% ;hallow hallow 235.00 ft 0.9% ;hallow omething 23.00 ft 3.0% Coeff Misc I 1-1" 0.05 2.50 in I 15.1337 min 0.06 [7.7166 min 0.04 I 0.2758 min f;hallow hallow 43.50 ft 3.5%0.035 )0.4225 min m Pervious TC 23.5486 min DCI -CN Calc Description [SubArea Sub cn | Industrial [0.09 ac 98.00 / DC Composited CN (AMC 2)98.00 DCI -TC Calc Type Description Length Slope Coeff Misc I 1-r Sheet :,0.00 ft 0.0%I 5.0 0.00 in i 5.00 rain m m m m m m u m m m mm n m m m m m m m Pervious TC I 5.00 rain ! Record ld:32N-621 ..........i Design Method SBUH Rainfall type TYPEIA.RAC Hyd Intv 10.00 rain Peaking Factor 484.00 Storm Duration 24.00 hrs bstraction Coeff 0.20 Pervious Area 0.00 ac DClA 0.105 ac Pervious CN 0.00 DC al 98.00 pervious TC 25.3349 rain DC TC 5.00 rain Pervious TC Calc Type Description Length Slope Coeff Misc Tr heet something 350.00 ft 1.25%0.05 2.50 in 15.1337 rain Shallow shallow 235.00 ft 0.9%0.06 7.7166 min Shallow something 23.00 ft Shallow shallow 43.50 ft 3.0%....0.04 0.2758 rain 3.5%0.035 0.4225 rain Peious TC 23.5486min DCI -CN Calc Description Industrial SubArea Sub cn 0.105 ac 98.00 DC Composited CN (AMC 2)98.00 DCl -TC Calc Type heet Description Length Slope Coeff 0.00 ft 0.0%5.0 Misc ]-l" 0.00 in 5.00 min Pervious TC 5.00 min Record Id:32N-622 Design Method SBUH Rainfall type TYPEIA.RAC Hyd Intv 10.00 min Peaking Factor 484,00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 m m u m m m m m m m m m m m i m m mIZ_] Pervious Area 0.00 ac DCIA 0.165 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 25.3349 min DC TC 5.00 min Pervious "re Calc Type Description Lenh Slope Coeff Mist "l-r Shallow !Shallow 235.00 ft Shallow something i 'a"ow 350.00 ft 1.25%0.05 2.50 in 15.1337 min 0.9%0.06 7.7166 min 23.00 ft 3.0%0.04 43.50 ft 3.5%0.035 0.2758 min 0.4225 min Pervious TC 23.5486 rain DC|-CN Calc Description SubArea Sub cn i Industrial 0.165 ac 98.00 DC Composited CN (AMC 2)98.00 DCI -TC Calc Type Description Length Slope Coeff Misc TI" Sheet 0.00 ft 0.0%5.0 0.00 in 5.00 min Pervious TC 5.00 rain Record ld:32N-622A Design Method 5BUH Rainfall type TYPE1A,RAC Hyd Intv 10.00 rain Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.126 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 25.3349 min DC TC 5.00 rnin Pervious TC Calc =.Type Description Length Slope Coeff Misc 1-r Sheet something 350.00 ft 1.25%0.05 2.50 in 15.1337 rain m m m m m m m m m m m m,m m m m m m Ig H IR |||I H H H H H |Hi g Hi Shallow Shallow shallow ..I.. something ! Shallow shallow 235.00 ft 0.9%.0.06 23.00 ft 3.0%0.04 43.50 ft 3.5%0.035 7.7166 rain 0.2758 rain 0.4225 rain Pervious TC 23.5486 rain --iDCl-CN Calc Description /Industrial SubArea Sub cn 0.126 ac 98.00 DC Composited CN (AMC 2)98.00 DCI -TC Calc Type Sheet Description Length Slope Coeff Misc 1-r 0.00 ft 0.0%5.0 0.00 in 5.00 rain Pervious TC 5.00min Record ld:32N-622b Design Method Hyd Intv Storm Duration Pervious Area Pervious CN Pervious TC SBUH 10.00 min 24.00 hrs 0.00 ac 0.00 25.3349 min Rainfall type Peaking Factor Abstraction Coeff DClA DC CN DC TC TYPEIA.RAC 484.00 0.20 0.157 ac 98.00 5.00 rain Pervious TC Calc Type Sheet Shallow Shallow Shallow Description something i shallow ;omething shallow Length 350.00 ft 235.00 ft 23.00 ft 43.50 ft Slope 1.25% 0.9% 3.0% 3.5% Coeff 0.05 0.06 0.04 0.035 Misc 2.50 in TT 15.1337 min 7.7166 rain 0.2758 min 0.4225 min Pervious TC 23.5486 min DCI -CN Calc Description SubArea Sub cn m m m mm m m m m m m m m m m m mm m m m m m m m m m m m m m m m m m Industrial DC Composited CN (AMC 2) 0.157 ac 98.00 98.00 Type Description DQ -TC C.alc ....1 S'°Pe Coeff Misc Sheet o.oo ft o,o%5.0 0.00 in Pervious TC Tr 5.00 rain 5.00 rain Record ld:32o=625 Design Method SBOH Hyd Intv 10.00 min Storm Duration 24.00 hrs Pervious Area 0.00 ac Pervious CN 0.00 Pervious TC Flainfall type Peaking Factor TYPE1A.RAC 484.00 bstraction Coeff 0.20 CIA 0.199 ac DC CN 98.00 DCTC 5.00min25.3349min Type Description Length Sheet something 350.00 ft Shallow shallow 235.00 ft Shallow something 23.00 ft Shallow Pervious TC Calc shallow 43.50 ft Slope Coeff Misc n 1.25%0.05 2.50 in 15.1337 rain 0.9%0.06 7.7166 min 3.0%0.04 0.2758 rain 3.5%0.035 0.4225 rain Pervious TC 23.5486 min DCI -CN Calc Description SubArea Sub cn Industrial 0.199 ac 98.00 DC Composited CN (AMC 2)98.00 Type Description Sheet DCI -TC Calc Length Slope Coeff Mist 1T 0.00 ft 0.0%5.0 0.00 in 5.00 min n m m m m m I m m m m m m m m ........."PerviousTC "-I 5.00 min 1 Record ld:32o-626 Design Method SBUH Hyd Intv 10.00 min St°rn DIIrati°n i i 24"00 hrs Pervious Area 0.00 ac Pervious CN 0.00 Pervious TC 25.3349 min Ftainfall type TYPEIA.RAC Deaking Factor 484.00 S.bstraction Coeff 0.20 DCIA 0.59 ac DC CN 98.00 DC TC 5.00 rain Type DescdpUon Sheet something Pervious TC talc hallow shallow 235.00 ft 0.9%0.06 7.7166 min hallow something 23.00 ft 3.0%0.04 0.2758 min hallow shallow 43.50 ft 3.5%0.035 0.4225 min Length Slope Coeff Misc 1"1" 350.00 ft 1.25%0.05 2.50 in 15.1337 min Peious TC 23.5486min DCI -CN Calc Description SubArea Sub cn Industrial 0.59 ac 98.00 DC Composited CN (AMC 2}98.00 DCI -TC Calc Type Description Sheet Length Slope Coeff 0.00 ft 0.0%5.0 Misc 0.00 in TT 5.00 rain Pervious TC 5.00 rain Record ld:3230 Design Method Hyd Intv Storm Duration SBUH 10.00 min Rainfall type TYPEIA.RAC Peaking Factor 484.00 24.00 hrs Abstraction Coeff 0.20 Pervious Area Pervious CN Pervious TC 0.00 ac DCIA 0.031 ac 0.00 DC CN 98.00 r 25.3349 min )C TC 5.00 min Type Description Length Pervious TC Calc Slope Coeff Misc 1-1" Sheet something 350.00 ft 1.25%0.05 2.50 in 15.1337 min Shallow shallow 235.00 ft •0.9%0.06 7.7166 min Shallow something 23.00 ft 3.0%0.04 0.2758 min Shallow shallow 43.50 ft 3.5%0.035 0.4225 min Pervious TC 23.5486 rain DCI -CN Calc Description SubArea Industrial 0.031 ac Sub cn 98.00 98.00DCCompositedCN(AMC 2) DCI -TC Calc Type Description Length Slope Coeff Misc 1-1" Sheet 0.00 ft 0.0%5.0 0.00 in 5.00 rain Pervious TC S.O0 min Record ld:320-633 Design Method Hyd Intv Storm Duration Pervious Area Pervious CN Pervious TC SBUH Iainfall type 10.00 min Peaking Factor 24.00 hrs S,bstraction Coeff 0.00 ac DCIA 0.00 DC CN 25.3349 min 0C TC TYPEIA.RAC 484.00 0.20 0.095 ac 98.00 5.00 min Sheet Type Description something Length 350.00 Pervious TC Calc Slope Coeff Misc TT 1.25%0.05 2.50in 15.1337 min |H ||||H m |||||Hi Shallow Shallow Shallow shallow something 'shallow 235.00 ft 0.9%0.06 23.00 ft 3.0%0.04 43.50 ft 3.5%0.035 7.7166 rain 0.2758 min 0.4225 min Pervious TC 23.5486 rain DCI -CN Calc Description ....H SubArea Industrial 0.095 ac DC Composited CN (AMC 2) .-::-:.--:.. Sub cn 98.00 98.00 DCI -TC Calc Type Sheet Description Length 0.00 ft Slope Coeff Misc 0.0%5.0 0.00 in Tr 5.00 min Pervious TC 5.00 min Record ld:320-634 Design Method SBUH Rainfall type TYPEIA.RAC Hyd Intv 10.00 rain Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.141 ac Pervious CN 0.00 DC CN 98,00 Pervious TC 25.3349 rain DC TC S.00 rain Pervious TC Calc Type Sheet Shallow Shallow Shallow Description Length Slope something shallow something shallow 350.00 ft 235.00 ft 23.00 ft 43.50 ft Coeff Misc 1-r 1.25%0.05 2.50 in 15.1337 min 0.9%0.06 7.7166 min 3.0%0.04 0.2758 rnin 3.5%0.035 0.4225 rain Pervious TC 23.5486 min DCl -CN Calc Description SubArea Sub cn m mm mm m mm mm m m mmmJ Industrial 0.141 ac 98.00 DC Composited CN (AMC 2)98.00 DCI -TC Calc Type Description Length Slope Coeff Mist TF Sheet 0.00 ft '0.0%5.0 0.00 in 5.00 mifl Pervious TC 5.00 rain Licensed to:BergerABAM I. , I I I i I- .II I I I I I I I I MGS FLOOD PROJECT REPORT Program Version:MGSFIood 4.12 Program License Number:200410008 Run Data:08/11/2013 3:20 PM Input File Name:Basin 32_WQ.fid Project Name:Boeing Renton Site Analysis Title:Basin 32 WQ Analysis Comments:PRECIPITATION INPUT Computational Time Step (Minutes):15 Extended Precipitation Timeseries SelectedClimaticRegionNumber:13 Full Period of Record Avaitabla used for Routing Precipitation Station :96004005 Puget East 40 in_5min 10/01/1939-10/01/2097 Evaporation Station :961040 Puget East 40 in MAP Evaporation Scale Factor :0.750 HSPF Parameter Region Number:1 HSPF Parameter Region Name :USGS Default ..........Default HSPF Parameters Used (Nat Modified by User)............... **********'**********WATERSHED DEFINITION ********************* •".................SCENARIO:PREDEVELOPEDNumberafSubbasins:1 ........Subbas(n ;Existing PH 1 ........ ......Area(Acres)........Till Forest 0.000 Till Pasture 0.000 Till Grass 0.000 Outwash Forest 0.000 Outwash Pasture 0.000 Outwash Grass 0.000 Wetland 0,000 Green Roof 0.000 User 0.000 Impervious 10.280 Subbasin Total 10.280 I .....................SCENARIO:POSTDEVELOPED Number of Subbasins:1 .........Subbasin :Developed PH1 ......... .....Area(Acres)......Tilt Forest 0.000 Till Pasture 0.000 Till Grass 0.000 Outwash Forest 0.000 Outwash Pasture 0.000 Outwash Grass 0.000 Wetland 0.000 Green Roof 0.000 User 0.000 Impervious 10.280 Subbasin Total 10.280 *************************LINK DATA ******************************* ......................SCENARIO:PREDEVELOPED Number of Links:0 *************************LINK DATA ******************************* .....................SCENARIO:POSTDEVELOPED Number of Links:1 Link Name:WQ Flow Link Type:Copy Downstream Link:None *******.........****FLOOD FREQUENCY AND DURATION STATISTICS....************ ..................SCENARIO:PREDEVELOPED Number of Subbasins:1 Number of Links:0 ...................SCENARIO:POSTDEVELOPED Number of Subbasins:1 Number of Links:1 ***********Water Quality Facility Data ************* .....................SCENARIO:PREDEVELOPED I I I I I i I I I I I I I I I I i I I I I I I I i I I I.! I I I I I I I Number of Links:0 ...............SCENARIO:POSTDEVELOPED Number of Links:1 ..........Link:WQ Flow Basic Wet Pond Volume (91%Exceedance):45534.cu-ft Computed Large Wet Pond Volume,1.5*Basic Volume:68301.cu-ft 2-Year Discharge Rate :3.831 cfs 15-Minute Timestep,Water Quality Treatment Design Discharge On-line Design Discharge Rate (91%Exceedance):1.50 cfs Off-line Design Discharge Rate (91%Exceedance):0.84 cfs infiltration/Filtration Statistics.............Total Runoff Volume (ac-ft):4609,02 Total Runoff Infiltrated (ac-ft):0,00,0.00% Total Runoff Filtered (ac-ft):0.00,0.00% Percent Treated (Inflltrated+Filtered)/Total Volume:0.00% ***********Compliance Point Results ************* Scenario Predeveloped Compliance Subbasin:Existing PH 1 Scenario Postdeveloped Compliance Link:WQ Flow ***Point of Compliance Flow Frequency Data *** Recurrence Interval Computed Using Gringorten Plotting Position Predevelopment Runoff Postdevelopment Runoff Tr (Years)Discharge (cfs)Tr (Years)Discharge (cfs) 2-Year 3,831 2-Year 3.831 5-Year 4.976 5-Year 4.976 10-Year 5.598 10-Year 5.598 25-Year 7.047 25-Year 7.047 50-Year 8.970 50-Year 8.970 100-Year 10.371 lO0-Year 10.371 200-Year 10.749 200-Year 10.749 **Record too Short to Compute Peak Discharge for These Recurrence intervals ****Flow Duration Performance According to Dept.of Ecology Criteria **** Excursion at Predeveloped ½Q2 (Must be Less Than 0%):0.0%PASS Maximum Excursion from ½Q2 to Q2 (Must be Less Than 0%):0.0%PASS Maximum Excursion from Q2 to Q50 (Must be less than 10%):0.0%PASS Percent Excursion from Q2 to Q50 (Must be less than 50%):0,0%PASS POND MEETS ALL DURATION DESIGN CRITERIA:PASS ! ! l i l l ii l I i i I i l l l l I i I I I I ! ! I I I I I I I I I I I I I VA#ltllO#IlJl[Dt PART UE ql OFECOLOGY January 2013 GENERAL USE LEVEL DESIGNATION FOR BASIC (TSS)TREATMENT For CONTECH Engineered Solutions Stormwater Management StormFIIter® With ZPG Media at 1 gpm/sq ft media surface area Ecolo ':::'"....'":-....."....'h .... Based on the CONTECH Engineered Solutions'(CONTECH)application :." submissions,Ecology heriby issues a GeneralUse.Level Designation (GUED).f0r the stormFilter®(StorniFiltel;);St0rmWate'r Mamigement ':...... 1.Ksa basli:stormwater treatiffent practice for total suspended solids (TSS)-" removal,"""-"'•.'' :TM ""'i ""•Using zPG medna (zeolite/lerlnte/granu!ar activated carbon),:w th the sizel ''distribution-described belov¢..:'"''""" •:Sized at a hydraulic loading rate of,1 gpm/ft of medlaishrfaee area per '.'. :Table l,and •,.="".r ...... i•Internal bypassing needs to beconsistent with the design guidelinis in. CONTECH%current product design manual.'i •.:Table 1.StormFilter Design Flow Rates per Cartridge r......_': ,Effective Cartridge Height (inches)'.:.."•12':-.181 ['27 i Cartridge Fl°wRate (gPfiffcartr!dge)."'i i''5 --1'•7.5.I :11 I _,: EcolOgy approves!StormV,ltersys,mi ontnmg ZPG :med,afor treatment ot"the hydraulic loadlng'rates.shown in Table I,to achieve the maxnmum water quality design flow rate.The water quality design flow:rates are calcul.ated using the fo!!owing proc_edures __.:L=_.......i........." ............:'•.......--:-'-"=".............--up eam 0 onr-i i.••Western.Wash!ngton:Fortreatmentinsta!led str detenti .,i•retention;the:Water quality design fl0w i'ate is thepeak/15-minute flow rate.... asalculated using the latest version of the WesternlWdshington Hydrology Model or othe_r Eep]pg-approved contln_uou_s,runoff model,......':___.o ' CONTECH -StormFilter GULD Maintenance Update (November 2012)Page I1 ,,,•,......r 4,..•Eastern Washington:For treatment mstalied upstream of detentiowor .retention,the water quality design flow rate is the Peakl5-minute fl.0V rate • ::as calculated using one of the'three methods described in Chapter 2.2.5 of the i.:Stoi:mwater Management Mfinual f0r.Eastern.Washington (S.WMMEW)or -"loeh!manual":"i.":i'::.:::".::'".*-:":'i ....':.{i I='. ••Entire•state:.For treatment installed downstreamof detention;:the water •,qiiality designfl0W rate [s:th-e full 2-year release rate of the detention facility. :3."This-d'esignatinn has he expirafi6n :date,but Eciogy'niay'aniend or revoke it.:: The StornFilter with ZPC medta hall comply with the following conchtions:I o i L Design,install,oeratc,And maintain the StormFiltei"with ZPG media in accordance With applicable C0niech Engineered Solutions manuals,- •documents,and the Ecology Decision.=•'=* 2.Install StormFiit"e systemst0 bypass flows exeeedingthe water quality treatnient rate.Additionally,'high flows will not rsuspend Captured isedriments.Design StormFilter systems in accordance_with the performance =i-g0a!s in ECology,s most recentstormwater Manhaland CONTECH'sI i Product Design"Mahual Versio 4:i.:(Apri12006)ii6rm6st current qers!on,."i unless otherwisespeeifi.ed.-".-'..S ..... 3..Owners niust follow.the destgni pretreatment,land use a plicati0n,and -. niaintenancecriteria in CONTECH?s Design:Manual..""L '"".: 4.Pretreatnient oETSS and oil and grease maybe'neeessary,and designers .shall provideprtreatment in accordance With the most current Versions of the CONTECH'sProduc!Design Manual (Apri12006)or.the app!icable. .E6!ogy St0rniater Manual,.Design p:e-treatment uSing.the perforniance ' .crterm and pretkeatnient:pi'fi!]ces prowded onEcology s Evaluatton.of , .......o'gtes"webslte•Eme ing Stormwater Treatment Techn0].7 5.Maintenance:The required maintenance interval.for.stol"mwatdr treatment •:devices ts 0ften dependent:ulSon the degree.0f pollUtant:ioadingfr0m a : particulardrainage basin:Therefore,Ecoiogydnes:notendorseb!':i.:. •recommend ""'•a "one stze fits all"maintenance cycle for.a•partieular.ni0del/size :ofninufacturecl.fllter treatment.dedee...._',....:..:::.... •'".......-,...........:..-.Typtcal!y,CC)NTECH desgnsStormFllter.systems for atarget filter .... :.!/fiidia rep[hcement:inte:,ali0f 12 mondis.:Ma|ntehahceiuclndes.:::r .' -reni09ing ac.cumulated Sediment from,tSe.vault,and replacing sPent . :-:cartridges with recharged.cartridges,i-;,. CONTECH -StormFilter GULD Maintenance Update (November 2012)Page 12 I I I I I I 1 I I i I I ! I I I I i i I I I I I I I I I I I t ! I I I s'Indications of the need for maintenance include effluent flow decreasing.,..,.i tO below the design flow rate,as indicated by the Seumline ahove the ....shoulder of the ertridge :•b •[r ':k ==.Z ' s "Ovners/operators must inspect St0rmFllter with ZPG media for a :... :i minimum of twelve months from the start of p'dst-cofistruetion operation i/todeter'mtne s!te,speelfie malntenalii:e seheduies:and requirements,Y6n ' 'must ,;0nddetinspeetidnsinionthlydui.ing the wit season,and://ery other month :during!the dry season.(Accord!ng to the SWMMWWthe Wet ' season in western Waihington is October 1 'to April 30,Aceo'dingto . SWMMEW tlie'wet Season in eastern Washingt0n:is Oetobe/l :to June... 30).:After the frst year df operation,"owners/operators must conduct•' inspections based on the findings during the first year of inspections.': •:Conduct inspections by qualified personnel,follow manufacturer's ,: guidelines,and use meth6ds capable.of defermining either a decrease:in:i: treated effluent flowrate and/or a decrease in pollutant removal.abiIBy. •,When inspections are performed,the following findings typically set;ve as :"maintenancetriglier,s'.:.:.i_.....::i:.":.....:.:..!.j Accumulated vault sediment depths exceed an average of 2 inches,or, •.Accumulated sedlmentdepths on the tops o(the earffidges exceed an'averagi Of 0.5 inches,or ]r "q:'"I ]b •t ":'':h"*d •.Standing Water remains in thevault betweenrain events,or -. :BYPASS occurs during storms smal[er than the.design_tprm._........ •Note:If excessive floatables (trash anddebris)are.............present;performa minbr:mainten/mee consisting of grosssollds removal,not cartridge= replacement."," 6.-CONTECH shall maintain,readily available reports listed u e ?'Application Documents"(above)as public,as.we|l as the d0cumentation submitted with its:p.revious conditional'use designation application, i .CONTECH shall'povide links to this information from its corporate .- ":Website,.ahd makethls information available upon :request;atno costand m .: ..a timely manner..•..... ZpGTM)media used sh h ....7.all conformwit the fo!!owing specifications-..i..i, ••Each cartridge contains a total of approximately 2,6,cubic feet of medm. The ZPGTM cartridge consists of an outer layer.of pedite.that is .approximately.1.3.eubic feet in volume and an inner layer',conslsti'ngof a * •mixture of 90%zeolite and 10%granular activated carbon,whlelkls.: appro£!mately 1.3 cubic feet in volume,"!:.'-, •PerliteMella:Perlitemedia.shallbemadeofnaturaisiliceousvolcanie .i ..r0ck:free of'any debrls.0r foreign matter,The:eXpand.edperlite:sha]l :_.=:: CONTECH -StormFilter®GULD Maintenance Update (November 2012)Page 13 •:have a bulk density rang!g from 6.5 to 8,5 Ibs percubic foot and particle •sizes ranging from 0.09"(#8mesh)to0;3g,'(3/8,mesh)•.'':. "o Zeolite Media:Zeolite media shall be,made of,naturally occurring •i: clinoptilolite.The zeolite medla shall have a bulk density flanging from ,.44 to 50 Ibs percubic foot and parhcle,slzes ranging from 0.13,,(06 mesh) •to 0 19 #4 mesh)Additionally,the cation exehan €.ca acl (CEC)of,.(.......-,,....•g p tyizeolite'shall range from approximately 1.0 to 22 meq/g.','": :,Granular Aetivated Carbon:.Granular acfivatedcai-bon (GAC)shah be,. •!madeof I,ignite c0al that has been SteamTacfivated.:The GClnedia shall hae.a bulk density ranging from 28to31 lbs pf/"cubic foot and particle sizes ranging from a.0.09,(#8 mesh)to 0!9'.'(#4mesh)..:.....:.:' Applicant:Contech Engineered Solutions Applicant's Address:11835 NE Glenn Widing Dr. Portland,OR 97220 Application Documents: The applicant's master report,titled,"The Stormwater Management StormFilter Basic Treatment Application for General Use Level Designation in Washington", Stormwater Management,Inc.,November 1,2004,includes the following reports: (Public)Evaluation ofthe Stormwater Management StormFilter Treatment System:Data Validation Report and Summary ofthe Technical Evaluation Engineering Report (TEER)by Stormwater Management .Inc.,October 29,2004 Ecology's technology assessment protocol requires the applicant to hire an independent consultant to complete the following work: 1.Complete the data validation report. 2.Prepare a TEER summary,including a testing summary and conclusions compared with the supplier's performance claims. 3.Provide a recommendation of the appropriate technology use level. 4.Recommend relevant information to be posted on Ecology's website. 5.Provide additional testing recommendations,if needed." 6.This report,authored by Dr.Gary Minton,Ph.D.,P.E.,Resource Planning Associates,satisfies the Ecology requirement. (Public)"Performance of the Stormwater Management StormFilter Relative to the Washington State Department of Ecology Performance Goals for Basic Treatment,"is a summary of StormFilter performance that strictly adheres to the criteria listed in the Guidance for Evaluating Emerging Stormwater Treatment Technologies,Technology Assessment Protocol -Ecology (TAPE). .) CONTECH -StormFilter®GULD Maintenance Update (November 2012)Page 14 I I ! I I, i I i I ! I ! ! I I ! ! ! I, ! ! ! II ! II ! II I I1 II ! II ! ! II •"Heritage Marketplace Field Evaluation:Stormwater Management StormFilter with ZPGTM Media,"is a report showing all of the information collected at Site A as stated in the SMI Quality Assurance Project Plan (QAPP).This document contains detailed information regarding each storm event collected at this site,and it provided a detailed overview of the data and project. •"Lake Stevens Field Evaluation:Stormwater Management StormFilter with ZPGTM Media,"is a report that corresponds to Site E as stated in the SMI QAPP. This document contains detailed information regarding each storm collected at this site,and includes a detailed overview of the data and project. •(Public)"Evaluation ofthe Stormwater Management StormFilter for the removal of SIL-CO-S1L 106,a standardized silica product:ZPGTM at 7.5 GPM"is a report that describes laboratory testing at full design flow. •"Factors Other Than Treatment Performance." •"State of Washington Installations." Above-listed documents noted as "public"are available by contacting CONTECH. Applicant's Use Level Request: That Ecology grant a General Use Level Designation for Basic Treatment for the StormFilter using ZPGTM media (zeolite/perlite/granular activated carbon)at a hydraulic loading rate of 1 gpm/ft2 of media surface area in accordance with Ecology's 2011 Technical Guidance Manualfor Evahating Emerging Stormwater Treatment Technologies Technology Assessment Protocol -Ecology (TAPE).. Applicant's Performance Claim: The combined data from the two field sites reported in the TER (Heritage Marketplace and Lake Stevens)indicate that the performance of a StormFilter system configured for inline bypass with ZPGTM media and a hydraulic loading rate of I gpm/ft2 of media surface area meets Ecology performance goals for Basic Treatment. Ecology's Recommendations: Based on the weight of the evidence and using its best professional judgment,Ecology finds that: StormFilter,using ZPGTM media and operating at a hydraulic loading rate of no more than 1 gpm/ft2 of media surface area,is expected to provide effective stormwater treatment achieving Ecology's Basic Treatment (TSS removal)performance goals. Contech demonstrated this is through field and laboratory testing performed in accordance with the approved protocol.StormFilter is deemed satisfactory with respect to factors other than treatment performance (e.g.,maintenance;see the protocol's Appendix B for complete list). CONTECH -®StormFilter GULD Maintenance Update (November 2012)Pagc 15 Findings of Fact: •Influent TSS concentrations and particle size distributions were generally within the range of what would be considered "typical"for western Washington (silt to silt loam). •Contech sampled thirty-two (32)storm events at two sites for storms from April 2003 to March 2004,of which Contech deemed twenty-two (22)as "qualified"and were therefore included in the data analysis set. •Statistical analysis of these 22 storm events verifies the data set's adequacy. •Analyzing all 22 qualifying events,the average influent and effluent concentrations and aggregate pollutant load reduction are 114 mg/L,25 mg/L,and 82%, respectively. •Analyzing all 22 qualifying events based on the estimated average flow rate during the event (versus the measured peak flow rate),and more heavily weighting those events near the design rate (versus events either far above or well below the design rate)does not significantly affect the reported results. •For the 7 qualifying events with influent TSS concentrations greater than 100 mg/L, the average influent and effluent concentrations and aggregate pollutant load reduction are 241 mg/L,34 mg/L,and 89%,respectively.If the 2 of 7 events that exceed the maximum 300 mg/L specified in Ecology's guidelines are excluded,the average influent and effluent concentrations and aggregate pollutant load reduction are 158 mg/L,35 mg/L,and 78%,respectively. •For the 15 qualifying events with influent TSS concentrations less than 100 mg/L,the average influent and effluent concentrations and aggregate pollutant load reduction are 55 mg/L,20 mg/L,and 61%,respectively.If the 6 of 15 events that fall below the minimum 33 mg/L TSS specified in Ecology's guidelines are excluded,the average influent and effluent concentrations and aggregate pollutant load reduction are 78 mg/L,26 mg/L,and 67%,respectively. •For the 8 qualifying events with peak discharge exceeding design flow (ranging from 120 to 257%of the design rate),results ranged from 52%to 96%TSS removal,with an average of 72%. •Due to the characteristics of the hydrographs,the field results generally reflect flows below (ranging between 20 and 60 percent or')the tested facilities'design rate. During these sub-design flow rate periods,some of the cartridges operate at or near their individual full design flow rate (generally between 4 and 7.5 GPM for an 18" cartridge effective height)because their float valves have opened.Float valves remain closed on the remaining cartridges,which operate at their base "trickle"rate of 1 to 1.5 GPM. •Laboratory testing using U.S.Silica's Sil-Co-Sil 106 fine silica product showed an average 87%TSS removal for testing at 7.5 GPM per cartridge (100%design flow rate). •Other relevant testing at 1-5 Lake Union,Greenville Yards (New Jersey),and Ski Run Marina (Lake Tahoe)facilities shows consistent TSS removals in the 75 to 85% range.Note that [-5 Lake Union was operated at 50%,100%,and 125%ofdesign jOV¢. CONTECH -StormFilter®GULD Maintenance Update (November 2012)Page J6 l ! t ! t |' l I I | ii I l N I I ! , I I ! I I I I I- t I I I I ! lit' l i '|, i •SMI's application included a satisfactory "Factors other than treatment performance" discussion. Note:Ecology's 80%TSS removal goal applies to 100 mg/l and greater influent TSS. Below 100 mg/L influent TSS,the goal is 20 mg/L effluent TSS. Technology Description: The Stormwater Management StormFilter®(StormFilter),a flow-through stormwater filtration system,improves the quality of stormwater runoff from the urban environment by removing pollutants.The StormFilter is used to treat runoff from a wide variety of sites including,but not limited to:retail and commercial development,residential streets, urban roadways,freeways,and industrial sites such as shipyards,foundries,etc. Operation: The StormFilter is typically comprised of a vault that houses rechargeable,media-filled, filter cartridges.Various media may be used,but this designation covers only the zeolite- perlite-granulated activated carbon (ZPGTM)medium.Stormwater from storm drains is percolated through these media-filled cartridges,which trap particulates and may remove pollutants such as dissolved metals,nutrients,and hydrocarbons.During the filtering process,the StormFilter system also removes surface scum and floating oil and grease. Once filtered through the media,the treated stormwater is directed to a collection pipe or discharged to an open channel drainage way. This document includes a bypass schematic for flow rates exceeding the water quality design flow rate on page 8. StormFilter Configurations: Contech offers the StormFilter in multiple configurations:precast,high flow,catch basin, curb inlet,linear,volume,corrugated metal pipe,dry-well,and CON/Span form.Most configurations use pre-manufactured units to ease the design and installation process. Systems may be either uncovered or covered underground units. The typical precast StormFilter unit is composed of three sections:the energy dissipater, the filtration bay,and the outlet sump.As Stormwater enters the inlet of the StormFilter vault through the inlet pipe,piping directs stormwater through the energy dissipater into the filtration bay where treatment will take place.Once in the filtration bay,the stormwater ponds and percolates horizontally through the media contained in the StormFilter cartridges.After passing through the media,the treated water in each cartridge collects in the cartridge's center tube from where piping directs it into the outlet sump by a High Flow Conduit under-drain manifold.The treated water in the outlet sump discharges through the single outlet pipe to a collection pipe or to an open channel drainage way.In some applications where you anticipate heavy grit loads,pretreatment by settling may be necessary. CONTECH -StormFiher®GULD Maintenance Update (November 2012)Page 17 I I 8'x I G'TO"tFILT ER EYP,**S 5 PIPE illl 'STORMFILTER WITH STORMGATE SCHEMATIC DETAIL 1 PLAN VIEW ---7- mt,mmm'I *E:''I I r,wmw I,x Figure 1.Stormwater Management StormFilter Configuration with Bypass ®CONTECH -StormFilter GULD Maintenance Update (November 2012)Page 18 ! I I I I i I II I, I I II I I I i ii'l I i,i I ! I I I l I I I I -Ij I ! ! I I I R10C[TTIt CqCK VL,trfl TAtt RLTTRME)i "/"OtJTTiK ' [FTLT[D WAT[R Figure 2.Tle StormFilter Cartridge Cartridge Operation: As the water level in the filtration bay begins to rise,stormwater enters the StormFilter cartridge.Stormwater in the cartridge percolates horizontally through the filter media and passes into the cartridge's center tube,where the float in the cartridge is in a closed (downward)position.As the water level in the filtration bay continues to rise,more water passes through the filter media and into the cartridge's center tube.The air in the cartridge is displaced by the water and purged from beneath the filter hood through the one-way check valve located in the cap.Once water fills the center tube there is enough buoyant force on the float to open the float valve and allow the treated water to flow into the under-drain manifold.As the treated water drains,it tries to pull in air behind it.This causes the check valve to close,initiating a siphon that draws polluted water throughout the full surface area and volume of the filter.Thus,the entire filter cartridge is used to filter water throughout the duration of the storm,regardless of the water surface elevation in the filtration bay.This continues until the water surface elevation drops to the elevation of the scrubbing regulators.At this point,the siphon begins to break and air is quickly drawn beneath the hood through the scrubbing regulators,causing energetic bubbling between the inner surface of the hood and the outer surface of the filter.This bubbling agitates and cleans the surface of the filter,releasing accumulated sediments on 1he surface,flushing them from beneath the hood,and allowing them to settle to the vault floor. Adjustable cartridge flow rate: Inherent to the design of the StormFilter is the ability to control the individual cartridge flow rate with an orifice-control disc placed at the base of the cartridge.Depending on the treatment requirements and on the pollutant characteristics of the influent stream as CONTECH -StormFilter®GULD Maintenance Update (November 2012)Page 19 specified in the CONTECH Product Design Manual,the flow rate may be adjusted through the filter cartridges.By decreasing the flow rate through the filter cartridges,the influent contact time with the media is increased and the water velocity through the system is decreased,thus increasing both the level of treatrnent and the solids removal efficiencies of the filters,respectively (de Ridder,2002). Recommended research and development: Ecology encourages CONTECH to pursue continuous improvements to the StormFilter. To that end,the following actions are recommended: •Determine,through laboratory testing,the relationship between accumulated solids and flow rate through the cartridge containing the ZPGTM media.Completed 11/05. •Determine the system's capabilities to meet Ecology's enhanced,phosphorus,and oil treatment goals. •Develop easy-to-implement methods of determining that a StormFilter facility requires maintenance (cleaning and filter replacement). Contact Information: Applicant Contact:Sean Darcy Contech Engineered Solutions 11835 NE Glenn Widing Drive Portland,OR,97220 503-258-3105 sdarcv(,conteches.com Applicant Web link http://www.conteches.com/ Ecology web link:http://www.ecy.wa.gov/programs/wq/stormwater/newtech/index.html Ecology Contact:Douglas C.Howie,P.E. Department of Ecology Water Quality Program (360)407-6444 douglas.bowie(h-,ecy,wa.gov Revision History Date Jan 2005 Dec 2007 May 2012 November 2012 January2013 Revision Original Use Level Designation Revision Maintenance requirements updated Design Storm and Maintenance requirements updated Updated format to match Ecology standard format CONTECH -®StormFilter GULD Maintenance Update (November 2012)Pagc II0 I ! I i I i I I I 1 I I I i I I I i I I I ! I |I I I I ! I ! ! I I i I IT' STORMFILTER DESIGN NOTES rs _=w, TOP SLAB ACCESS (7"B')CARTRIDGE SELECTIONSEEFRAMEANDREQUIRED.NDIT COVER DETAIL ALTERNATE PIPE\LOCATION (]P) CARTRIDGE HEIGHT 27"/ f'"-.:..RECOMMENDEDHYDRAULIC DROP (H)3.05'id --SPECIFIC FLOW RATE (gpm/sf 2 gpm/tt=I }m/fF INLET ,7+-- ,NLET_---=OUTLET tDISSIPATOR, ./ 6"CONCRETEWALLWIDTH J I STORMFILTER CARTRIDGE " MAY VARY I REGIONALLY I 16'X7 PLAN VIEW VAULT MP (RIB) CONTRACTOR TO GROUT OnN,S.EOGRAOEG ERING/RISERS INLET PIPE J STORMFILTER TREATMENTCAPACITY IS A FUNCTION OF THE CARTRIDGE SELECTION AND THE NUMBER OF CARTRIDGES,THE STANDARD VAULT STYLE IS SHOWN WITH THE MAXIMUM NUMBER OF CARTRIDGES (39).VAULT S]fLE OPTIONS INCLUDE INLET BAY (32),INLET BAY/OUTLET BAY (27), OUTLET BAY (34),INLET BAY/FULL HEIGHT BAFFLE (23).FULLHEIGHT BAFFLE WLL (30). STORMFILTER 8X16 PEAK HYDRAULIC CAPACITY IS t.8 CFS.IF THE SITE CONDmONS EXCEED 1.8 CFS AN UPSTREAM BYPASS STRUCTURE IS 1 gpm/fF 2 gpmtfP 15 INLET FLOW KIDISSIPATOR OUTLET PIPE SECTION A-A FRAME AND COVER (DIAMETER VARIES) N .T.S. 18"I LOW DROP 2.3'I 1.8' l 1 gpm/ft=7.5 20pm/t I lgpm=10 5 OVERFLOW -ASSEMBLY StormFilter" SITESPECIRC DATA REQUIREMENTS STRUCTURE ID VAR QUALITY FLOW RATE (cfs) PEAK FLOW RATE (cfs) RETURN PERIOD OF PEAK FLOW (yrs) #OF CARTRIDGES REQUIRED ;ARTRIDGE FLOW RATE MEDIA TYPE (CSF.PERLITE,ZPG.GAC,PHS) PiPE DATA: INLET PIPE #1 INLET PiPE #2 OUTLET PIPE MATERIAL DIAMETER UPSTREAM RIM ELEVATION I : DOWNSTREAM RIM ELEVATION ANTICLOTATION BALLAST i WIDTH I HEIGHT NOTES/SPECIAL REQUIREMENTS: •PER ENGINEER OF RECORD STORMFILTER STANDARD DETAIL CCNTECH"I ENGINIIIED $OtU13ONS LLC ,contechES.cmn9025CentrePolrdDr..Sui 400,west Chestlt.OH 800-338-1122 513-645-70(X)513-645-7993 FAX SF0816 GENERAL NOTES !.CONTECH TO PROVIDE ALL MATERIALS UNLESS NOTED OTHERWISE. 2.DIMENSIONS MARKED WITH ()ARE REFERENCE DIMENSIONS.ACTUAL DIMENSIONS MAy VARY. 3.FORSITE SPECIFIC DRAWINGS WITH DETAILED VAULT DIMENSIONS AND WEIGHTS,PLEASE CONTACT YOUR CONTECH ENGINEERED SOLUTIONS LLC REPRESENTATIVE www.contechES.com I 4.STORMRLTER WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATA AND INFORMATION CONTAINED IN THIS DRAWING. 5 STRUCTURESHALLMEETAASHTO HS2OLOADPJ%TING.ASSUMING EARTH COVER OF 0'-5'AND GROUNDWATER ELEVATION AT,ORBELOW,THE OUTLETPIPE INVERT ELEVATION.ENGINEEROF RECORD TO CONFIRM,ACIlJAL GROUNDWATER ELEVATION.CASTINGS SHALL MEET AASHTO M306 AND BE CASTWITH THE CONTICH LOGO. 6.FILTER CARTRIDGES SHALL BE MEDIA-FILLED.PASSWE,SIPHON ACTUATED,RADIAL FLOW,AND SELF CLEANING.RADIAL MEDIA DEPTH SHALL BE 74NCHES.FILTER MEDIACONTACT TIME SHALL BE AT LEAST 39 SECONDS. 7.SPECIRC FLOW RATE IS EQUAL TO THE FILTER TRFJ%IENT CAPACITY (gpm)DMDED BY THE FILTER CONTACT SURFACE AREA (sq ft). INSTALLATION NOTES 1.ANY SLIB-BASE.BACKFILL DEPTH,AND/OR OTATION PROVISIONS ARE SITESPECIFIC DESIGN CONSIDERATIONS AND SHALL BE SPECIFIED BY ENGINEER OF RECORD. 2.CONTRACTOR TO PROVIDE EQUIPMENTWITH SUFFICIENT LIFTING AND REACH CAPAC..r'Y TO LIFT ND SET THE STORMRLTER VAULT (LIFTING CLUTCHES PROVIDED). 3.CONTRACTOR TO INSTALL JOINT SEALANT BETWEEN ALL VAULT SECTIONS AND ASSEMBLEVAULT. 4.CONTRACTOR TO PROVIDE,INSTALL,AND GROUTpIPES.MATCH OUTLET PIPE INVERTWITH OUTLET BAY FLOOR. 5.CONTRACTOR TO TAKE APPROPRIATE MEASURES TO PROTECT CARTRIDGES PROM CONSTRUCTION4ELATED EROSION RUNOFF. m I I I I I I i i I I I I I I WLSHIHGTON £TAllPEPRI[[kT DFECOLOGY May 2013 GENERAL USE LEVEL DESIGNATION FOR PRETREATMENT (TSS)AND PILOT USE LEVEL DESIGNATION FOR OIL CONTROL For CONTECH Engineered Solutions CDS®System ,Ecolog,¢osDectston..:-.-.......,..•........,.,.•-. ,Based on:the CONTECH Engineered Solutions (CONTECH)application submissions,for the CDS System,•Ecologybereby issues die following use designations for the CDS-storm d.Gene!alUse LevelDeSlgnatlon (GULD)for pretreatment use,as ddlned In Eeolo s ',"20i1'Technical Guidance Ma'nualfor Evaluating Emerging Stormwater Treamieut :.Technologies Technology:Assessment Protocol-EcoIogy:(TAPE)Table2,(a)aheadof •iinflltrafion',treatment,0r,.(b)io.proteet and eitend,theinaihtenanee cycle*of a baie - :,enbaneedi orphosphorus,treatment devlee (e;g.fsand:or.medla,ffiter).bls GUED:..... apphes to 2,400 micron screen CDS unlts slzed per thetable below.....'J j;", I ,i .....i .....2.'Pdot.Use LevelDesignation (PULD)for oil;and.grease treatment.This PULD applies to !L :24Him|cron screen CDS upltS sized'per the'table above at the:water quality design r,1:florate.as determined usingthe Western Washington Hydrology Model (WWHM). •,L::3."e showsfl6'rates associated with various CDS models:o "" ''"b_CLU Iitv FI w'"'"M0d rr a o ..,,......,CDS et ,.!'',!.i.*"'L/"i•CDS2OZS-4 "o17/'*a.d COS 20zS-S o:7/,'z9.s CDS2020-5 ••=:1.1i 31.2 :CDS2025-5 1.5 45:3 .:cds3020-6 ',2,....56.G, i .,g;".:...,:€Ds3035-6 .:,.106.2 ,,r..,.,:'CD54030-8.%:,*,.4;5.';':,127:4.:. ......CDS4040-8 ,-;6,;?....169i9 / •CDS4045-8 .7,15:'2.2.4 CDS5640-:10 9,'254.9 CDS5653-10 ;14 "L "396:5 ' CDS5666-10 19 538.1 .,.CDS5678-10 ,..':]2S.,,"i ]7"08 . I I .'.....'"'CD55640-8 .9-........2549 ,:'*'";:r';--€'--iCD55653-8 :14.,,,2 396:5 I (;'o CDS5668-8 ,-19 •"•538.1 , •;,,,_.--=;CDS5678-8 25 o •./708 , .....,,,CD57070 .:,'...,::.=i °.:, ,',%'.,........30 .....-,o,.,CDSIO0100 !64 / Cast ",CDS150134-22 148 :419i.4 In ',,.\I;CDS200164-26 '270",,,7646.6 Place '.,':.cDs240160"3,2 300 ":8496;2 : imaybe appro,ed byEedlogy0n a on ll'modeiinunbers:ff PiJPMSU;PSW,PSW :ae spvcifi'ed.J ual,,design rates:are calculated using.the;following procedures.,•. .;Wstern Washington:For-treatment installed upstream ofdetention or retention,............°.i I[.tfi6water quality design flow rate is the peak 15,minute.fl0w rate as calculated using i,,the latest versmn of the,Western Washington Hydro!ogy Model or other Ec01ogy.o I,!EasternWashmgton:,For treatmentanstalled.upstreamof detentmn oriretentmn;.:'.;t f:'!,the:waterquahtYodesgn flow/rate's.the peak 15mmnte!flow,rateas calculated using, [-e of.lherthreemethods der,bed ,n Chapter 2.2.5 ofthe St0rmwater..Managementl Mamial for Eastein Washington (SWMMEW),or local manual•,,.•! •Eniire State:For'treatment mstalled'downstream.ofdetention,the water qua!ity " __/.:deignifl0w :ateis.th°e fdll2-yeai-releaselrate of the-detention facility..;i 5.,,,The,nretrcatment GUED has no.explrationdate;however,Ecology may amend or--.•r[revokethedesl nation.l "'w ])1 :d w 'g 'x r 6,Thleodand,greasePUEDexplrespn!March.l,2014unlessextended.byEeology-,.',. 7.Alldesgnationsaresubject,tothe,condmons specified below.,:""•.',I i8 Properly designed and operated CDS systems may also'have appl,cabdtym other . i...stuations (ex.d..mple.Iow-headsttuatmnssuchasbrdges or ferrxdoek__._s),forT_._S_Sa..__nd__;i i I i |' i I I ,l I I i ,i i ii I I I II I ! I oil/grease removal where,on'cb*as-,it is und to be infeasible or [,,qmpraetleable touse any other approved practice.,Jurisdictions eo,ered under the 1 :,phase l'0r II mim!clpqi stormwater permits should uS'var[anCeTexception Procedures • i a nderieria asrequiredby their NPDES,]3ermit ,,:,t 9.Ee01ogy finds ihat th;CDS,sized according to the tabie above,could'also provide water Eeology:s:Co ns of Use:,..... CDS'systes shall comply withthese conditions:":'/'[ !1.Design,assemlle,Insta!l,operate,and mintain CDS Sstems:in accordance with,S :'i contech's appiieable mannalsland documents and the Eeology:deelsl0n 'and rcondil:lons ,-specified herein.Ecology.recommends use of theinspe{tion add ma[nten'ance sehledule•included as Attachment 1.i :"i ¢ 2.Discharges from the CDS System shall not cause 0r ebhtrlbute to Watei"quality ,standai.ds violations in receiving waters :,,,,,,•£, 13.C0nteeh shallcompleteall required,testing,and submit h TERofi,ofl'and grease'. i '.,.'rem°val'forEeologyfreview.by,--..,December,31';2013;,".a"";,::::.,::r:'". '....•"a .0...:.A expj'tion date extgnsjons,npoh4.,Conteeh mayrequest:Ecology to grant dea line.saw"--causer"r.,,...,,o,...o-"extensions...."""°'r.....;-•,.,....., , I I ! ! i I t i Applicant: Applicant's Address: Contech Engineered Solutions 11835 NE Glen Widing Drive Portland,OR 97220 Application Documents: Contech Stormwater Solutions Application to:Washington State Department of Ecology Water Quality Program for General Use Level Designation -Pretreatment Applications and Conditional Use Level Designation -Oil Treatment of the Continuous Deflective Separation (CDSTM)Technology (June 2007) Strynchuk,Royal,and England,The Use ofa CDS Unitfor Sediment Control in Brevard County. Walker,Allison,Wong,and Wootton,Removal ofSuspended Solids and Associated Pollutants by a CDS Gross Pollutant Trap,Cooperative Research Centre for Catchment Hydrology,Report 99/2,February 1999 ! Allison,Walker,Chiew,O'Neill,McMahon,From Roads to Rivers Gross Pollutant Removalfi'om Urban Waterways,Cooperative Research Centre for Catchment Hydrology, Report 98/6,May 1998 •Quality Assurance Project Plan CDS®for Oil Treatment Performance Evaluation received by Ecology January 15th 2013. Applicant's Use Level Request: General use level designation as a pretreatment device and pilot use level designation as an oil and grease device in accordance with Ecology's Stormwater Management Manual for Western Washington. Applicant's Performance Claims: Based on laboratory trials,the CDSTM System will achieve 50%removal of total suspended solids with ds0 of 50-gin and 80%removal of total suspended solids with d50 of 125-p.m at 100% design flowrate with typical influent concentration of 200-mg/L. Contech can design the CDSTM system to achieve the effluent concentration less than 10 mg/L for total petroleum hydrocarbons. The CDS system equipped with standard oil baffle and addition ofoil sorbent is effective in control of oil and maintain the TPH level below the Ecology-specified level (<10-mg/L)for applications in typical urban runoff pollution control. Ecology's Recommendation: Ecology finds that: The CDSTM system,sized per the table above,should provide,at a minimum,equivalent performance to a presettling basin as defined in the most recent Stormwater Management Manualfor Western Washington,Volume V,,Chapter 6. Findings of Fact: 1.Laboratory testing was completed on a CDS 2020 unit equipped with 2400-gm screen using OK-110 sand (ds0 of 106-gm)at flowrates ranging from 100 to 125%of the design flowrate (l.1 cfs)with a target influent of 200 mg/L.Laboratory results for the OK-110 sand showed removal rates from about 65%to 99%removal with 80%removal occurring near 70%of the design fiowrate. 2.Laboratory testing was completed on a CDS 2020 unit equipped with 2400-tm screen using "UF"sediment (ds0 of 20 to 30-l.tm)at flowrates ranging from 100 to 125%of the design flowrate (1.1 cfs)with a target influent of 200 mg/L.Laboratory results for the "UF" sediment showed removal rates from about 42%to 94%removal with 80%removal occurring at 5%of the design flowrate. I I ! I i ,|' I ! ! ! I ! i l ! I I ! ! ml ! , I ! ! II ! l I ! I II l ! I I! 3.Laboratory testing was completed on a CDS 2020 unit equipped with 4700-tm screen using OK-110 sand (ds0 of 106-I.tm)at flowrates ranging from 100 to 125%of the design flowrate (1.1 cfs)with a target influent of 200 mg/L.Laboratory results for the OK-110 sand showed removal rates from about 45%to 99%removal with an average removal of 83.1%. 4.Laboratory testing was completed on a CDS 2020 unit equipped with 4700-tm screen using "UF"sediment (ds0 of 20 to 30-tm)at flowrates ranging from 100 to 125%of the design flowrate (1.1 cfs)with a target influent of 200 mg/L.Laboratory results for the "UF" sediment showed removal rates from about 39%to 88%removal with an average removal of 56.1%. 5.Laboratory testing was completed on a CDS2020 unit using motor oil at flowrates ranging from 25%to 75%of the design flowrate (1.1 cfs)with influents ranging from 7 to 47 mg/L. Laboratory results showed removal rates from 27%to 92%removal.A spill test was also run at 10%of the design flowrate with an influent of 82,000 mg/L with an average percent capture of 94.5% 6.Independent parties in California,Florida,and Australia completed various field studies. Field studies showed the potential for the unit to remove oils and grease and total suspended solids,and capture 100%gross solids greater than the aperture size of the screen under treatment flow rate. 7.CDS Technology has been widely accepted with over 6,200 installations in the United States and Canada.There are over 1,380 installations in Washington and Oregon. Technology Description: A technology description can be downloaded from the company's website. www.conteches.com Recommended Research and Development: Ecology encourages Contech to pursue continuous improvements to the CDS system.To that end,Ecology makes the following recommendations: 1.Conduct testing to quantify the flowrate at which resuspension occurs. 2.Conduct testing on various sized CDS units to verify the sizing technique is appropriate. 3.Test the system under normal operating conditions,pollutants partially filling the swirl concentrator.Results obtained for "clean"systems may not be representative of typical performance. Contact Information: Applicant Contact:Scan Darcy Contech Engineered Solutions (800)548-4667 sdarc¥conteches.com ! Applicant website:http://www.conteches.com/ Ecology web link: Ecology: http://www.ecy.wa.gov/programs/wq/stormwater/newtech/index.html Revision History Date Revision Douglas C.Howie.P.E. Department of Ecology Water Quality Program (360)407-6444 douglas.howie(,ecg.wa.gov July 2008 February 2010 August 2012 December 2012 May 2013 Original use-level-designation document Reinstate Contech's Oil Control PULD Revised design stoma criteria,revised oil control QAPP,TER,and Expiration dates Revised Contech Engineered Solutions Contact Information;Added QAPP for Oil Treatment Revised model numbers in Attachment 1 I 1 ix I i ! i I |, ! I I ,| J | I I I i L Attachment 1 CDS Stormwater Treatment Unit Checklist Frequency Drainage System Feature Proem Conditions to Check For M&S InJet Chamber Aco.mluletion of trash,debris and sediment Trash blocking inlet throat opening &sediment accumulation exceeds 2 inches Biological gnowth on the surface ofthe screen;broken SCP,eR or loose scPL=enAScreenBlockage/Damage M Trash and floatable Separation debris Chamber acctmuleon Excessive trash and floatable debds accumulation on the surface in separation chamber A M&S M Oil Baffle--Damaged Oilserbent--Consumed Sediment Depth Sediment in the Sump accumulation Baffles corroding,cracking, warping,and/or showing signs of failure as determined by maiotenanca/znspectlen psrson. Change of color in sorbents (kesh sorbents typically appears to be white or light yellow) Sediment accumulation exceeds 7r85%sump depth (vades depending on the Model,see attached Table) Sediment accumulation exceeds 2 inches behind the screen Recommended Acon Remove trash,debris,and sediments.Inlet throat opening should not be blocked by an'/materials. Powecwashnto Mean the sudaceand Con CSSforscreen repa Ibroken or loose) Remove bash or other floatable debns in separation chamber to minimum level Baffles repaired or replaced to desiln specifications. Remove spent oil sorbent and replace with new sorbent Sediment in sump should be removed using vector thick. Sednent behind the screen should be removed using vactor truck. Date Inspected* M Sediment Depth behind the Sediment screen accumulation Frequency M Drainage System Feature Problem Access Cover Access cover (MH,Grate,Damaged/Not cleanout)working Conditions to Check For Recommended Action One maintenance person cannot remove lid after applying 80 pounds of lift, corrosion of deformation of cover. Cover repaired to proper working specifications or replaced. Date Inspected* JIFtMIAIMI IJIAIslOINI Inlet and Outlet Damaged Piping PipinglLeakin9 Concrete A Structure Concrete structure (MH or diversion vault)has cracks in wall,bottom,and damage to frame and/or top slab. Ladder rungs A Access Ladder unsafe Any part of the pipes are crushed or damaged due to corrosion and/or settlement. Cracks wider than ½inch or evidence of soil particles entedng the structure through the cracks,or maintenance/inspection personnel determine that the structure is not structurally sound. Maintenance person judges that ladder is unsafe due to missing rungs,misalignment, rust,or cracks.Ladder must he fixed or secured immediately. Pipe repaired or replaced. Structure repaired so that no cracks exist wider than 0.25 inch at the joint of intet/ouUet pipe. Ladder meets design standards and allows maintenance persons safe access. *Note dates when maintenance was performed and type of maintenance performed in notes section below. **May not be present on all units. (M)Monthly from November through April. (A)Once in late summer (preferable September) (S)After any major storm (use 1-inch in 24 hours as a guideline). If you are unsure whether a problem exists,please contact a Professional Engineer. Notes: Maintenance of CDS stormwater treatment unit typically does not require confined space entry.Visual inspections should be performed above ground.If entry is required,it should be performed by qualified personnel. I I ! I I I I I I I I 1 I I i I 1 I FIBERGLASS SEPARATION CENTER OF CDS CYLINDER AND INLET STRUCTURE,SCREENANDBUMPOPENING ••..... FLOW TOP SLAB ACCESS (SEE FRAME AND COVER DETAIL) PVC HYDRAULIC SHEAR j PLATE 60*[1524]I.D.MANHOLE STRUCTURE _+1-65° MAX. PLAN VIEW B-B N.T.$.CONTRACTOR TO GROUT TO FINISHED GRADDEG RINGS/RISERS FIBERGLASS SEPARATION ...I iCYLINDERANDINLET'"'"""°" I °° E . IINLETPIPEpI _ .....I __J J i/OIL BAFFLE SKIRT 4 I i t SEPARATION SCREEN ? PVC"YDUUCS.EAR__I ".>"..°. °•,•••.4 SOLIDS STORAGE SUMP ELEVATION A-A N.T.S. CDS2020-5-C DESIGN NOTES iCDS2020-5-C RATED TREATMENT CAPACITY IS 1.1 CFS [31,2 Lts],OR PER LOC..REGULATIONS.MAXIMUM HYDRAUUC INTERNAL BYPASS CAPACITY IS 14.0 CFS [396 L/s].IF THE SITE CONDITIONS EXCEED 14.0 CFS [396 L/s].AN UPSTREAM BYPASS STRUCTURE IS REQUIRED.ITHESTANDARDCDS2,20-5-C CONFIGURATION IS SHOWN.ALTERNATE CONFIGURATIONS ARE AVAILABLE AND ARE LISTED BELOW.SOME CONFIGURATIONS MAY BE COMBINED TO SUIT SITE REQUIREMENTS. CONRGURATION DESCRIPTION GRATED INLET ONLY (NO INLET PIPE) GRATED INLET WITH INLET PIPE OR PIPES CURB INLET ONLY (NO INLET PIPE) CURB INLET WWH INLET PIPE OR PIPES SEPARATE OIL BAFFLE (SINGLE INLET PIPE REQUIRED FOR THIS CONFIGURATION) SEDIMENTWEIR FOR NJDEP I NJCAT CONFORMING UNITS / \ FRAME AND COVER (DIAMETER VARIES) N.T.S. SITE SPECIFIC DATA REQUIREMENTS STRUCTURE IO WATER QUALITY FLOW RATE (CFS OR L/s PEAK FLOW RATE (CFS OR US) RETURN PERIOD OF PEAK FLOW (YRS) SCREEN APERTURE (2400 OR 4700) PIPE DATA: INLET PiPE 1 INLET PIPE 2 OUTLET PIPE I,E,MATERIAL DIAMETER RIM ELEVATION I ANTEFLOTATION BALLAST W|DTH HEIGHT NOTES/SPECIAL REQUIREMENTS: •PER ENGINEER OF RECORD CCNTECH ENGINEERED SOLUllONS IIC w.conlechF-S.c¢ 9025Ceflt Pobzte Dr,,Stdte €00,WestCzzest,OH 45069 80C-338-11.513-645-7000 513.645-7993 FAX CDS2020-5-C INLINE CDS STANDARD DETAIL GENERAL NOTESI.CONTECH TO PROVIDE ALL MATERIALS UNLESS NOTED OTHERWISE2.DIMENSIONS MARKED WITH ()ARE REFERENCE DIPA.=NSIONS.ACTUAL E',F.JISIONS MAy VARY.3.FOR FABRICATION DRAWINGS WITH DETAILED STRUCTURE DIMENSIONS ANDWEIGHTS,PLEASE CONTACT YOUR CONTECH ENGINEERED SOLUTIONS LLC REPRESENTATIVE.www.oontechES.com '+4.CDS WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATA AND INFORMATION CONTAINED IN THIS DRAWING. 5.STRUCTURE SHALL MEETAASHTO HS20 AND CASTINGS SHALL MEET HS20 (AASHTO M 306)LOAD RATING,ASSUMING GROUNDWATER ELEVATION AT,OR BELOW,THE OUTLET PIPE INVERT ELEVATION.ENGINEER OF RECORD TO CONFIRM ACTUAL GROUNDWATER ELEVATION, 6.PVC HYDRAUUC SHEAR PLATE IS PLACED ON SHB-F AT BOT(OM OF SCREEN CYLINDER-REMOVE AND REPLACE AS NECESSARY DURING MAINTENANCE CLEANING. INSTALLATION NOTES A,ANY SUB-BASE,BACKFILL DEPTH,AND/OR AFEI-FLOTATION PROVISIONS ARE SITE-SPECIFIC DESIGN CONSIDERATIONS AND SHALL BESPECIFIEDBYENGINEEROFRECORD. B,COCTOR TO PROVIDE EQUIPMENT wrFH SUFFICIENT UFTING AND REACH CAPACITY TO LIFT AND SET THE CDS MANHOLE STRUCTURE (UFTING CLUTCHES PROVIDED). C.CONTRACTOR TO ADD JOINT SEALANT BETWEEN ALL STRUCTURE SECTIONS,AND ASSEMBLE STRUCTURE. D.CONTRACTOR TO PROVIDE,INSTALLANDGRGUTpIFES.MATCHPIPEIWITHELEVATIONSSHOWN. E.CNTRACTRTTAKEAPPRPRIATEMEASURESTASSUREUNTSWATERTIGHTHLDINGWATERTFLwLNEtNVERTMNMUM ITISSUGGESTEDTHATALLJOINTSBELOWPIPEINVERTSAREGROUTED. m m m m-m m m m m m m m m m n m m © mm n m m m n m m m m m m m m m m m m m m u m m m m mm,m m m m u m m m -m m m m m m n m m m m m m m m m m m m mm m m Z E __I II II II Ii II I I II II I II am I am II I I I I I I I I I I I I I I I l I i I I Technical Information Report Renton Site Logistics Project Renton,Washington Appendix C City of Renton Maps I I I I I I I I I I I I I I I I I I Reference 11-A Flow Control Application Map NA 2MdU I,lml,d Inhlrll]llllln I{,roll ll'lK'rAlAKt,AI3 02'J4 U(I \ Groundwater Protection Areas in the City of Renton =, fir,- I. 1 f- i hi I I I I I I I I I I I I I I I I I ITL,chnit'al IntormatiCm RL.p¢rt H¢,rgerABAM,AI3 0'294 I)} Hing VPAI Prol,C 2 August 2(11 R'l;,WahLnlln Allt,ndi (.•ily 11 t,nttl Map,,Iae €.'.2((• I I I I I I I I I I I I I I I I I I Reference 11-C II i. i I¥chnica]Inhlrnlati¢ln Reprl BerL'rABAM,AI3.[)294.(Xl Ik,m VPAL I'r(ie-t 2 August 2)]3 l.,nt .,,Wa.llinhn App'ndix C -(:il)'1 Rnt,11 ktap ]ae (:3 ('3 I I I I I I I I I I I I I I I I I I I Technical Information Report Renton Site Logistics Renton,Washington Appendix D Flood Zone Maps m m m m m m m m m m m m m m m m m m t Q > fu @0 > mo Lake Washington NOTE:MAP AREA SHOWN ON THIS PANEL IS LOCATED WITHIN TOWNSHIP 24 NORTH,FU.GE S EAST. / M327 ZO 7 // / /M:PROXIMATE SCALE IN FEE 5O9 0 50O 1 FLOOD INSURANCE RAIE RAP NUMBERl)i ,3,,, u ,/';,."'=-'=,=.,.,,..,,.,.'=-'='-'.=.,,=,..,,' X z0N \\\ X I I I I I I I I I I I I I I i I I I Technical Information Report Boeing VPAL Project Renton,Washington BergerABAM,AI3.0294.00 2 August 2013 Page D-2 of D-2..Appendix D-Flood Zone Maps I I I I I I I I I I I I I I I I I I I I Technical Information Report Renton Site Logistics Renton,Washington Appendix E Geotechnlcal Report I I I S&EE SOIL &ENVIRONMENTAL ENGINEERS,INC. 16625 Redmond Way,Suite M 124,Redmond.Washington 98052,(425)868-5868 MEMORANDUM I I I To:Mr.David Sacamano,ASLA,LEED AP Date:August 14,2013 From:C.J.Shin,Ph.D.,P.E. Re:Geotechnical Considerations Boeing Renton Logistics -SEPA Permit Submittal I I I I I I I I I I I I I Introduction Per your request,I have prepared this memo to summarize our geotechnical considerations for the referenced project.This memo is the first part of the two-step approach for the geotechnical analysis of the project.In this memo,1 present the general geotechnical conditions and considerations at the site.These include subsurface soil and groundwater conditions,soil stability and settlement potential;typical foundation types and depths,undergn'ound utility construction methods,construction de-watering methods,seismic hazards and design requirements utilized at the site.I envision that we will perform additional project-specific geotechnical investigations and prepare site-specific geotechnical reports once the locations and scopes of new buildings and infrastructures are identified. Site History &Geology Boeing Renton Plant is located at the south end of Lake Washington.During WW II,the plant area was leveled by about 2 to 5 feet thick of fill.The first manufacturing Building 4-20/21 was constructed in 1941. This building along with Building 4-42 are the only few original buildings existing at present date.The major plant expansion occurs in 1965 which included the construction of manufacturing Buildings 4-81 and 4-82. The Black River used to run out of Lake Washington,flowed south through the site vicinity and then veered west (see attached Figure 1).In 1911,the Cedar River flooded Renton.In the following year the town dug a 2000- foot-long,80-foot-wide canal to reroute the course of the Cedar to the north so that it flowed directly into Lake Washington,in the hope of avoiding floods in the future.From July to October 1916,the construction of the Lake Washington Ship Canal lowered the lake 8.8 feet.In the process,the'Black River dried up,and the outfall from Lake Washington became the ship canal (reference:Suzanne Larson,Histoly of the Lake Washington Ship Canal,King County Arts Commission,1975,lntrodnction,23.) 1309 S&EE Memorandum Boeing Renton Logistics Page 2 The native soils immediately under the fill include alluvial deposits that are over 100 feet in thickness.These soils are typically soft and unconsolidated in the upper 50 feet and become more compact thereafter.Published geologic information (Geologic Map of The Renton Quadrangle,King County,Washington by D.R. Mullineaux,1965)indicates that the alluvial soils are underlain by Arkosic sandstone.We performed two soil test borings in January 2012 at the northwestern comer of the plant.These borings found glacially deposited and consolidated soil (hard silt)at depths of 150 to 170 feet and the soil extends to the maximum boring depth of 180 feet.Boring data from our previous projects at the south side of Renton Airport show that the hard silt is underlain by sandstone. Seattle Fault Seattle Fault is the prominent active fault closest to the site (see attached figure 2).The fault is a collective term for a series of four or more east-west-trending,south-dipping fault strands underlying the Seattle area.This thrust fault zone is approximately 2 to 4 miles wide (north-south)and extends from the Kitsap Peninsula near Bremerton on the west to the Sammamish Plateau east of Lake Sammamish on the east. The four fault strands have been interpolated from over-water geophysical surveys (Johnson,et al.,,1999)and, consequently,the exact locations on land have yet to be determined or verified.Recent geologic evidence suggests that movement on this fault zone occurred about 1,100 years ago,and the earthquake it produced was on the order of a magnitude 7.5.A liquefaction map (Preliminary Liquefaction Susceptibility Map ofthe Renton Quadrangle,Washington by Stephen Palmer)indicates that the project area has high liquefaction susceptibility. Geotechnical Consideration ofSubsoil Conditions The fill at the ground surface is typically a mixture of sand and gravel (pitrun soil).Locally,glacial till 1511, consisting of silty sand with gravel,was also found near the ground surface.Both the pitmn and till fills are in a state of medium dense to dense.The former is relatively weather insensitive and can be re-use for structural fill.The till fill,on the other hand is moisture-sensitive due to its silty nature.Till fill is susceptible to strength loss when wet and disturbed and is difficult to re-use during winter months. The alluvial soils in the upper 50 feet or so contain layers of compressible soils.These include organic and inorganic silt with lenses of peat.The compressibility of these soils is moderate and the shear strength is low. A dense gravel layer,about 10 to 20 feet in thickness,is present at the plant area.This is the embedment layer for almost all pile foundations at the plant.The depths to the top of this gravel layer ranging from 50 to 60 feet in the northern portion of the site to 70 to 80 feet in the southern portion of the site.The east-west extent of this layer is unclear.Based on our boring data the thickness of this layer pinches to minimal at the northwest corner of the plant and is absence within 100 feet depth in the eastern portion of the plant. 1309 S&EE I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Memorandum Boeing Renton Logistics Page 3 Settlement Potential and Mitigation The compressible organic and inorganic silt layers in the upper 50 feet of subsoils have caused ground settlements at the plant.The settlements are the result of primary and secondary consolidations of these soft and fine-grained soils.The secondary consolidation (or creep deformation)results from the decay of organic matters in the soil.Such deformation can last for a long time and can be triggered by new loads.At Renton Plant,pockets of organic soils are commonly found in the upper 30 feet of the subsoils and their thicknesses vary horizontally.The evidence of secondary consolidation at the plant is subtle,as most of the ground surface has been modified and leveled.The slab at Building 4-20 and North Apron are the only areas that retain the sign of secondary consolidation.Both Building 4-20 and North Apron were constructed around 1941.The slabs are soil-supported and uneven settlements up to 4 to 6 inches are visible. To mitigate ground settlement due to primary or secondary consolidations,the subgrade has been over- excavated about one to three feet,depending on the magnitude and dimensions of the surface loads.A geotextile is typically installed at the over-excavated subgrade and the over-excavation backfilled with compacted select fill including pitrun,crushed rock,or recycle concrete.In cases where the load magnitude and d!mensions are great,surcharge preload has been performed.The known preload programs have included Buildings 4-81 and 4-82 in 1965,and Building 4-68 in 2011.The preload include about 6 to 8 feet high of temporary fill,placed over the building footprint for 6 to 10 weeks. Groundwater The depths of groundwater vary from about 3 feet at the north side to 6 feet at the south side of the plant.The depth of groundwater in the northern portion of the site is affected by the lake level.This level is controlled by the government lock and is the highest in the summer and lowest in the winter.The depth of groundwater in the southern portion ofthe site is affected mainly by recharge from precipitation. 1309 S&EE Memorandum Boeing Renton Logistics Page 4 Foundations Typical foundation systems at Renton Plant include spread footings for light loads and pile foundations for heavy loads supports.Equipment pads such as generators,cooling towers,or electrical substations are typically founded on reinforced mat foundations.The allowable bearing loads for the shallow foundations range from 1,500 psf to 3,000 psf (pounds per square feet).Timber piles are used for the support of old structures at the plants,including Buildings 4-20 and 4-21.Deep foundations used in recent years include pin piles,micropiles,helical piles,concrete augercast pile,and grout-injected tubex piles.Almost all pile foundations at the plant are embedded in a gravel layer at depths of 50 to 60 feet in the northern portion of the plant and 80 to 90 feet in the southern and eastern portions of the plant.Working loads for pile foundation range from 20 kips for light-duty pin piles to 200 kips for heavy-duty augercast piles or tubex piles. Construction Dewatering and Discharge Due to the shallow groundwater table,construction dewatering is required for excavation depths exceeding 4 to 6 feet,depending on the location of the plant.For excavation depths on the order of 6 to 8 feet,dewatering from local sumps are common.For deeper excavations,groundwater control methods including soilfreeze and sheetpiles walls have been used.Groundwater cut-off using soilcrete (soil-cement mix)walls are currently under construction in Building 4-20 at the time of this memo. Boeing Renton Plant has limited allowance for daily discharge of water from all construction activities onsite. Currently,Metro King County allows 25,000 gallon per day discharge to the storm/sewer system.The county may suspend discharge temporarily for a day or two during heavy rainstorm events.The above restrictions may affect construction sequence,therefore,the construction activities should plan accordingly.The person retains the discharge permit for Boeing is Ms.Doris Turner <doris.s.tumer@boeing.com>. Pre-discharge treatment may be required for water quality control.Again,Ms.Doris Turner should be contacted for such issue. 1309 S&EE ! I I I I I I I ! i I I I I I I I I I I I I I I I I I I I I I I I I I I I I Memorandum Boeing Renton Logistics Page 5 Underground Utility Construction Soft,silty native soils are often encountered at utility subgrades.These soils are easily disturbed by excavation equipment.Due to the proximity ofsballow groundwater table,loosening by disturbance is inevitable.To avoid re-compression of the disturbed zone and thus settlement of underground utilities,subgrade stabilization is necessary.Depending on the type of soil and its moisture content,the stabilization methods often include over- excavation and backfilled with crushed rock and quarry spalls.The use of geotextile is also common. Seismic Hazards and Design Considerations As mentioned previously,Seattle Fault is the prominent active fault closest to the site and this fault can produce strong ground shake.The subsoils are typically classified as Class D soil per IBC 2009. The plant area has high liquefaction susceptibility.Liquefaction is a condition when vibration or shaking of the ground results in the excess pore pi'essures in saturated soils and subsequent loss of strength.Liquefaction can result in ground settlement or heaving/sand boils.In general,soils which are susceptible to liquefaction include saturated,loose to medium dense sands (i.e.,below the water table).Based on our previous evaluations,the loose sandy soils between the groundwater table and a depth of 50 feet are liquefaction prone and may result in a few inches of ground settlement during and after strong earthquakes. Please let me know anytime if you have any question. Regards, C.J.Shin,PhD,PE Attachments: Figure 1 :Black River course Figure 2:Active faults near site I309 S&EE S&EE A 112'15'i 4-7"15" Lake level Lowered and\ i/).Ceelor ond Block Rivers\ tr "diverted in 1917 i /-"X • ./ Reference;"Holocene Geologic History and Sedimentolol ofthe Duwara#l and puyallup Valley,Washington,Stephen P.Palmer,Washington Department ofNatural Resources September 29 1997 FIGUER 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I SITE [Figure 2 ] Map ofthe Seattle area showing prominent active fault systems.Red boxes are recently mapped 7.5-minute quadrangles--Fall City (2007),Noah Bend (2009),Snoqualmie (coming 2009),and Carnation (coming 2010). I I I I I I I I I I I I I I I I I I,I I I I Technical Information Report Renton Site Logistics Renton,Washington Appendix F Stormwater Pollution Prevention Plan (not Included In Draft TIR) I I I I I I I I I I I I I I I I I I I Technical Information Report Renton Site Logistics Ronton,Washington Appendix G Forms BergerABAM Memorandum Date: Subject: From: 33301 Ninth Avenue South,Suite 300,Federal Way,Washington 98003-2600 206/431-2300 •2061431-2250 Fax •www.abam.com 12 June 2014 Code Modifications -Reference LUA13-001122 Steven True,PE Cv l -d°l l To:Vanessa Dolbee,City of Renton Route To:Mark Clement,Boeing The City of Renton Code requires an onsite landscape buffer along the perimeter Of Boeing's Renton property,which equates to a 20-foot buffer along Logan Avenue North and a 15-foot buffer along North 6th Street.The City also desires to widen Logan Ave N in the future so the City is requesting that Boeing evaluate how the 20-foot landscaping buffer along Logan Ave N would affect the Boeing property if it were measured from the future City-proposed right-of- way (ROW)line. Based on the plans previously submitted to the City,the limits of the Boeing property along Logan Avenue between the north side of N 6th St and the south side ofN 8th St is roughly 1150 feet in length.When measured from N 6th St to the north along the proposed ROW line,the existing landscaping buffer for the first 350 feet is roughly 10 feet wide;the existing landscaping buffer is wider than20-feet for the next 75 feet;the existing landscaping buffer is roughly 1-foot wide for the next 75 feet;and the existing landscaping buffer is roughly 11.5 feet wide for the next 650 feet up to the south side of N 8th St.The total landscaping area within this 20-foot buffer is equal to 12,300 SF,which equates to an average width of over 10.5 feet. •Excluding the existing roadways,the existing landscaping buffer along the north side of N 6th St is roughly 14.5 feet wide.The landscaping buffer along the south side of N 6th St is limited to the area east of the Spine Road intersection and that buffer is roughly 9 feet wide.The area along the south side of N 6th St west of the Spine Road intersection has existing buildings located within the buffer area.In addition,the area west of the buildings is where jet engines are tested,so the survivability of landscaping in this area may be problematic. Boeing is planning to maintain their existing landscaping within the buffer areas along both N 6th St and Logan Ave N;however,the company is requesting that the City provide a Code Modification to Boeing to waive any additiOnal landscaping buffer construction or buffer Code Modifications 12 June 2014 Page 2 requirements along both of these roads due to business impacts they would have to the Boeing Renton Site.These impacts include the below list of existing features and items currently located within the landscape buffer areas and that likely would need to be modified or relocated outside of these buffer areas. AFFECTS TO NORTH 6TH STREET North Side from Sta.588+00 to 590+00 •Five monitoring wells fall within this buffer area. North Side from Sta.594+00 to 600+00 •Relocate Gas Farm at northwest corner of Logan Ave.N &6t"Street South Side from Sta.588+00 to 590+00 •Relocate Blast Fence South Side from Sta.590+00 to 592+00 •Relocate Fire Hydrant •Relocate Motor Generator Building •Relocate High Pressure Water Line South Side from Sta.592+00 to 594+00 •Relocate Building 5-27 •Gate/Entrance Relocation •Potential Affect to Power Corn Utility Vault •Relocate Transmission/Utility Vault (Bldg BFFE -25.2) •Affected Road Entrance South Side from Sta.594+00 to 598+00 •Elimination of 40 parking stalls •Relocate Light Pole (3) Code Modifications 12 June 2014 Page 3 South Side from Sta.598+00 to 600+00 •Elim/nat/on of 9 parking stalls AFFECTS TO LOGAN AVE N From Sta.126+00 to 128+00 •Relocate Underground Power Lines (2j •Relocate Canopy •Relocate Underground Gas Line •Elimination of 8 parking stalls From Sta.128+00 to 130+00 •Relocate Underground Power Lines (2) •Relocate Canopy •Relocate Underground Gas Line •Relocate Pull Boxes (2) From Sta.130+00 to 132+00 •Relocate Overhead Utilities and Power Pole From Sta.132+00 to 133+00 •Relocate Underground Power Lines (2) •Relocate Overhead Utilities •Relocate Guy Pole •Relocate Power Pole (1) •Relocate Underground Water •Relocate Storm Sewer From Sta.133+00 to 137+00 •Elimination of 44 parking stalls •Relocate Underground Power Lines (2) •Relocate Overhead Utilities (2) •Relocate Light Poles (3) •Relocate Power Pole (3) Code Modifications 12 June 2014 Page 4 'E •Vault Sta 136+50 •Relocate PullBoxes (5) From Sta.137+00 to 139+00 •Relocate Underground Power Lines (2) •Relocate Overhead Utilities •Relocate Power Pole (1) •Relocate Light Poles (1) •Relocate PullBoxes (3) AFFECTS TO PROPOS]D DESIGN 6'h Ave.North:North Side from Sta.597+00 to 599+00 •Eliminate 14 Parking Stalls 6t"Ave.North:South Side from Sta.590+00 to 592+00 •Relocate Storm Drain System