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HomeMy WebLinkAbout02882 - Technical Information Report - Building B : ,,: .....:... . ..... , :,,-..,. ;._,- p rl`� ����'�l P �� I� ��$ �ii ; ��� i.; „�. I ii, �' . t � _ _ � � ����' : �_ ��� . . . . ., . � � � .�' I��IGD�jZ �F 4 y�f�� �- ENGINEERING REPORT .�,, �; a :,; � ,„s�: � 4 fl Teclmical Inforrnation Report `�� �-§� �� ..,� �- �`` Soa�thport �`�� Phase I—Building 'B' i Project No. C990570-01 �� ,��,�F . . ....... . '�l .o« L�UgUSt 200� R�/�p) �. 1�!�./�•7!n.�� C,i�1�f�'7'��E'Q`� � �o�� '� V �1+5S �'' � ;.� � -� � � 'i A� Y � ` � � �l��it��� � � �>� ��Y reoi•sa�o.v:� � , PREPARED FOR: Seco Developn:e�it 10843 NE 8th Street, Suite-200 Bellevue,WA 98004 Phone: (425)688-3055 Contact: Rex Allen �.� T ��� ;.;� ��_Y C• � PREPARED BY: r' � Coughlin Porter Lundeen �'Q o4 w �,�, 217 Pine Street,Suite 300 E.r � toi 'A Seattle,Washington 98101 � � - � Phone: (206)343-0460 '� •`� " Contact: Steve Porter,P.E. _ ���IS 7T8�'"��� fsl�L� r, t��� �<0��1J� EXPIRES 01/23/DO COUGHLIN PORTERLUNDEEN ` 1 � , TECHNICAL INFORMATION REPORT Southport Phase I—Building'B' Coughlin Porter Lundeen Project No.C990570-01 August 2,2000 TABLE OF CONTENTS PaQe SECTION I Project Overvie�a 2 SECTION II Core and Special Requirements 5 SECI'ION III Off Site Analysis 7 SECTION IV Site Hydrology 9 SECTION V Conveyance System Analysis and Design 11 SECT'ION VI ' Erosion/Sed'unentation Control Design 12 FIGURES Figure 1 -TIR Warksheet , Figure 2-Vicinity Map I Figure 3—Existing Site Conditions Figure 4—Existulg Drainage Basins Figure 5-Proposed Southport Master Plan Figure 6—Proposed Phase I Drainage Plan ' Figtlre 7—Topography Map Figure 8—Soils Map APPENDICES ' Appendix A-Figiires Appendix B—Supportulg Calculations Appendix C—Sensitive Area Folio Maps COUGHLIN PORTER LUNDEEN SOUTHPORT Phase I—Building'B' 1 I. PROTECT OVERVIEW This Technical Information Repart(TIR}provides the background technical informatio�l and design analysis used to develop the Drainage and Temporary Erosion and Sediment Control(TESC)Plans for Phase I—Building'B'of the Soukhport project(see Figure 1—TIR Workslleet). Southport is a ]7.7-acre site located on the soudl shore of Lake Washington in Renton, Waslungton. The project site is the location of the former Puget Sotuld Energy Shuffleton Steam I'lant The site is bounded to the narth by Lake lNastiington, to the south Uy Lake Washington Boulevard North, to the east by the Boenlg 737 assembly plant, and to the �vest by Gene Coulon Memorial Beach Park (see Figure 2-Site Vicinity Map). The Southport site is made up of four separate lots and will be constnuted as a phased project The proposed Southport project consists of the construction of a hotel on lot 1, approximately 386,000 square feet of residential space on Lots 2 and 3, and approximately 750,000 square feet of commercial office space on Lot 4. Phase I of the Southport project includes the construction of four four-story residential towers over a two-level parking garage on Lot 2, referred to as Building'B'. A portion of the roads and utililies cocrunon to all four lots will also be constructed 'u1 Phase I. In accordance�vith the Soirtliport Pln��ned Actiorr 1�4itigation Docicme�it dated September 17,1999,water quality treahnent facilities for the project will be designed per the 1992 Washington State Department of Ecolog}'(DOE)Sformwater Maruigement Manual for the Puget Sound Basin. Due to site constraints, wet vaults will be used to treat ninoff from paved areas subject to vehicular use in lieu of biofiltration swrales. The City of Renton has adopted the 1990 King Cotcnty Surface Water Design Maru�nl (KCSWDM)with some amendments per RMC 4-6-030.A as their stormwater design standards. The KCSWDti1 will be used for all other surface�vater design such as conveyance systems. Existing Site and Drainage Conditions The project site is currently developed with the Puget Sotind Energy Shuffleton Steam Plant facility induding po��er plant,pump house,�varehouses,and associated parking and t�tilities. 'Two above ground fuel oil storage tanks and underground fuel oil lines have been removed and remediated from i the site. 'The Shuffleton Po�ver Plant utilized water from Lake Washington in it's cooling system. Water from the lake was brought to the plant via an intake ttuulel on the east side of the site and discharged to Lake Washington through a discharge tunnel on dle west side of the site(see Figure 3— Existing Site Conditions). The entire project site lies�vithin the East Lake Washington drainage Uasin. Although the total project I site is 17.1 acres,the amount of developable land is approximately 14.24 acres�vith the remaining 2.86 acres located�vitttin the Lake Washington shoreline. The site has been shortplatted into four separate lots. The site is relatively flat and slightly slopes northwest towards Lake Washington. The elevation of the site is within 2 to 6 feet of the Lake Washington water leveL The Southpart site is s}?lit into trvo drainage basins referenced here as Basin'A'and Basin'B'(see Figure 4—Existing Drainage Basi�ls). COUGHLIN PORTER LUNDEEN SOUTHPORT Phase I—Building'B' 2 Basin A Drainage Basin'A'includes the majority of the developable area of the site,approximately 13.3 acres, and a portion of the adjacent Puget Sound Energy property. According to the City of Renton Draft Surface Water Utility Comprehensive Plan,Basin'A'lies�vithin the Cedar Outfall subbasin�vhich drains northwest directly-to Lake Washington. Basin`A'is made up of three subbasu�s A1,A2,and A3. Subbasin A1 consists of the 13.3 acres of onsite are�draining directly to Lake Was}lington. SuUbasins A2 and A3 represent the offsite Puget Sotuld Energy property tributaiy to suUbasin A1. Surface runoff from subbasin A1 flo��s overland and/or is collected in catch basins and conveyed to either the existing steam plant discharge huuzel or the existing drainage ditch on the�vest side of the site. The discharge tunnel is an 8 X 1] foot«-ood- lined sheet pile tunnel approximately 5 to 70 feet belo�v grade that oudets to Lake Washington in the narth�vest comer of the site. The drainage ditch discharges to the lake via a 10-irzch diameter pipe through an existing bulkhead. Stuface runoff from subbasin A2 flows overland and/or is collected 'uz catch basins and piped from the Puget Sotuld Energy property to the Southport property comTeyance system and discllarges into the existing site discharge tunnel. Surface runoff from subbasin A3 flo�vs overland and/or is collected in catch basins and piped from the Puget Sotuzd Energy property to the Southport property com�eyance system and discharges into the existing site drainage ditch. Phase I constniction�vill be confined to Lot 2 which consists of 2.22 acres eniirelv�vithin stibbasul A1. Basin B Drainage Basin'B'consists of approxiinately 094 acres near the current site entrance. Basin'B'drains � to John's Creek which lies�•vithin the North Renton subbasnl. Surface runoff from Basin'B'flows overland and/or is collected in catch basins and conveyed to John's Creek. John's Creek drains from the south to north,fiowing under the paved entry at tlle southeast corner of the site through three sixty inch culverts and outlets to Lake Washington at Gene Coulon Park approximately 1,000 feet downstream of the site. The portion of the site draining to John's Creek is located entirely�vithin Lot 3 and�vill not be , developed in Phase L ,� Proposed Site and Drainage System , The Soud�port project�vill be developed in phases. Phase 1 consists of the construction of Build'u�g'B' on Lot 2 in the northeast comer of the site adjacent to Lake Washington and Gene Coulon Park. A II , portion of the o��erall site access road and utilities��ill also Ue constructed as part of I'hase I(see I Figure 5—Proposed Southport Master Plan). , Surface runoff from Basin'B'currently draining to John's Creek�vill be diverted to the onsite drainage I system izl Basin`A'discharging to Lake Washingto�l tulder the proposed Southport Master Plan. The site area draining to Basin'B'is insigni6cant u1 relation to the basin as a�vhole and both drainage ; Basins'A'and'B'com-erge at t11e lake in less than'/mile of eacll other. ' Drainage for the proposed Southport Iviaster Plan is separated into three categories,areas subject to vehicular use,dean roof areas,and offsite bypass areas. Surface runoff from road�va}'s and surface j COUGHLIN PORTER LUNDEEN SOUTHPORT Phase I—Building'B' ' � parking will be routed through water quality vaults prior to discharge to thc lake. Surface ninoff from rooftops will directly discharge to the lake via separate conveyance s}'stems. Surface runoff from the Puget Sound Energy property offsite and tributary to the project will bypass the site drainage systems and discharge to the lake via another separate conve}�ance system. Phase I Building'B'is located entirely�vithin the existinb subbasin A1 �vhich discharges to Lake Washington. Surface runoff from the proposed site access road,parking tumouts,and�valkways�vill be collected Uy catch basins and conveyed via pipes to a water quality vault prior to discharging to the ]ake. Surface runoff from the rooftops of d1e proposed Phase I Building`B'ti�ill be collected by roof downspouts and connected to a separate conveyance system bypassing the water quality vault. Both conveyance systems will discharge to Lake Washington via the existing steam plant intake hulnel(see Figure 6—Proposed Phase I Drainage Plan). Storm drain shibs��ill be provided in Phase I for connection to hiture phases of construction. The Pl�ase I water quality vault and conveyance pipes will be sized for the proposed fuhire build-out of the site. The Phase I water quality vault will ultimately treat rtuioff from the entire site access road. The roof drains from the Phase II Building'C'�vill be connected to the Building'B'roof drain conveyance system. Surface runoff from the proposed fire access lane and Office Building surface parking lot will be routed to a separale water c�uality vault in the northwest corner of ihe site under a hiture phase of construction. This vault will outlet to the existing discharge tunnel to the]ake. The Office Building and Hotel Building'A'roof drainage will connect downstream of the�vater quality vaults. The offsite drainage from the adjacent Puget Sotuld Energy property,subbasins A2 and A3,will be routed around the�vest side of the proposed Office Building in a separate bypass com-eyance system and outlet to the lake via the existing discharge tunnel. A separate Spill Protection Control Plan will be provided for the offsite Puget Sound Energy bypass system due to the potential spill producing areas including oil storage,transformers,anc3 PC13's. COUGHLIN PORTER LUNDEEN SOUTHPORT Phase I—Building'B' � II. CORE AND SPECIAL REQUIREMENTS T11is section will address the requirements set forth by the Core and Special Requirements listed in KCSWDM Chapter 7. Also listed are the requirements of the most recent Sensitive Areas Ordinance (SAO)pertaining to the project. Surface Water Management Design Manual Core Requirements: 1. l�isclinrge nt the Natt�rnl Location (1.2.1)—Stormwater currently discharges to Lake Washington and/or John's Creek as discussed earlier in this report. The Phase I site area�vill continue to discharge directly to Lake Washington under the proposed conditio�zs. The portion of the site currently discharging lo John's Creek is proposed to be diverted to the lake system under a future phase of the Southport Master Plan The John's Creek and Lake Washington subbasntis converge in less than'/mile of each other and therefore�vill be analyzed as one basin. 2. Off-Site Annlysis(1.2.2)-The Off-site Analysis Section of lhis report will elaborate on both the upstream and doti�nstream ofE-site basiitis. 3. Rarnoff Control(1.2.3)- A. Peak I�ate Runoff Control:Detention will not be required for either Phase I of tltis project or the full build-out of the Southport Master Plan. 100°io of the Phase I area and approximately 93.4°'0 of the total developable Master Plan area drains directly to Lake Washington. The runoff from the remaining 6.6%of developable land�vill be bypassed from the Johri s Creek System to the Lake Washington System in a fiihire phase. The John's Creek and Lake Washington subbasins converge in less than'/mile of each other and therefore will be analyzed as one basin. This project is exempt from peak runoff rate control Lulder the direct discharge exeinption. B. Biofiltration: This project�vill not provide bioswales due to site constraints. Instead,wet vaults�vill be designed in accardance with DOE criteria to address dze�vater qualitj� ! requirements for impervious areas subject to vehicular use. I 4. Convei/nitce Fncilities(1.2.4)-This project will be designed in accordance�vith City of Renton adopted Surface Water Design Manual(KCSWDVI). The system�vill be designed to convey the 2�year—24 hour event with 0.5 feet of free board and the 100 year—24 hour event without overtopping roadways. See the Conveyance Section of this report for further discussion. 5. Erosioji/Sedi�rtenfntiort ConProl l'ln�t(1.2.5)-This project�vill 'ulstall a series of temporary erosion and sediment control BMPs(Best Management Practices)related to specific conditions on the site. See the Erosion Control Section of this report for further discussion. 6. Maintenance and Operntion(1.2.b)—The proposed storm drainage system�vill Ue o�vned,operated, and maintained by the oivner. 7. Bonds�nd Li�bilrt�(1.2.7)—The owner and contraclor�vill obtain all necessary pernlits prior to the beginning of construction. COUGHLIN PORTER LUNDEEN SOUTHPORT Phase I—Building'B' ; S��ecial Pec��rir•eriie�rts 1. Criticnl Drainage Arers(1.3.1}—There are no critical drainage areas located on the projec[site. 2. Complinnce with nn Existing Mn�t�°r Drr�inrr���Plan, (1.3.2i—The project site i�not include�l in an existing Master Drainage Plan. 3. Conditiorts Req:�irin�a Master Drairrn<<�Aian (1.3.�i-The project doe�not r�qtiirt�� 1�1�;ter Drainagt� Plan. �. Ado��t��d ha�rn or Con�tmrtlitir P1���s(1.3.Yi—Th�project�ite is n��t ll�cluded in an adc��,ted R�si�1 or Community P1a�1. � 5. SpecicrI Wnter Qtu�lity Corth�of�(1.3.5)—Special r��ater qttality controls ai�e not require�l since tl�e project�vill not create over an acre of impen�ious area suUject to vehictilar traii i�. i\ ��et vault w�'':i be used to provide water quality treahnent for areas subject to��ehicular use. 6. Conlescing Plate Oil/Water Separrztors(1.3.6)—The increased area subject to vehict�l,�r use is le�s than 5 acres. Therefore,a coalescing plate oil/�vater separator�vill not be rec:,uir���1. 7. Closed Depressions(1.3J)—There are no closed depressions within the }>>��I��:� ` `�' 8. Llse of Lrrkes, LVetlnnds or Closed Depressions for Peak Rnte Rtrnoff Control(1.3.8)-There�vill i���n,:� u�.:� of lakes,�n�etlands,or dosed depressions for peak rate runoff control except as allowed 1,� tl�� direct discharge exemption. 9. Delinention of 100-Yenr FJoodplain(1.3.9)-The project is not located�vithul a designated floodpla ; 10. Fiood Protection Facilities for Class 1 nnd 2 Strenms(3.3.10)-There are no existing or pr�. protection facilities for Class 1 or 2 streams within the project. 11. Geotecltnical Analysis and Report(3.3.11)-The project does not propose to use a pond or in�:�! system,or modify existing flood protection facilities. Therefore,a geotecluucal ana?��i�an,' report addressing the effects of grotuidwater interception and infiltration is not � 12. Soil:' revic SCIISltl�'C :>t��.� U,�iii.�lii�� :��'�lu��c The project is not��ithin or adjacent to an Folio Maps in Appendix C. COUGHLIIV PORTER LUNDEEN SOUTHPORT Phase I-Building'B' 6 III. OFI�-SITE A1�ALYSIS Task 1—Study Area Definition and Maps The shtdy area including upstream triUutary drainage is depicted in Fi�ire 4—Existing Drainage Basins and Fi�nire 7-Topography Map. Task 2-Resource Review a) Basin Reconnaissance Surrunary Reports: Project site is not within an adopted basin plan. b) CriHcal Drainage Area Maps: Project site is not�vithin a CDA. c) Floodplain/flood�vay(FEMA)Maps: Project site is located outside the 500-yr flood plain. d) Sensitive Areas Folio: Project site is not within a Sensitive Area. e) Drainage Im�estigation: No major drainage complaints over the last 5 years. � U.S.Deparhnent of Agriculhire: For Soils R�1ap see Figi�re 8. g) Wetland Inventory Maps: Project site does not contain�vetlands. Task 3-Field Investigation Several field visits have been made to the site to gather additional information including level 1 Do�vnstream A�lalysis and off-site conveyance system inspection. Task 4-Drainage System Description and Problem Screening Upstream The Yuget Sound Energy property adjacent to the southeast side of the site currently generates nuloff tributary to the project site. This drainage is collected in catch Uasins and pipecl across the site in hvo ]ocations. The eastern conveyance s��stem connects to the existulg steam plant discharge tunnel and the�vestern conveyance system flo�vs to an existing drainage ditch�vhich outlets to a 10-inch diameter pipe to Lake Washington. There is no od�er upstream basin contributing runoff to the site. Runoff upstream of the Puget Sotuld Energy property is intercepted by the stornl system in Lake VVashington Boulevard and John's Creek along the south side of the site. According to the City of Renton's Draft Surface 4\�ater Utility Coinprehensive Plan(7 995),certain areas upstream of the Southport site(portions of the PACCAR site),flooded on a localized basis due to capacity problems in downstream cuh�erts in the site vicinin-. There is no history of flooding of John's Creek in the immediate site vicinih-. Recent improvements upstream of the site{installation c�i a 72-inch storm drain line Uet�veen Garden Ave.N.,N.8th St.and Lake�'�'ashington Boulevard)ha��� adequately addressed localized flooding proUlems in the��icinity of d1e PACCAR site. I�ownstream investigation: '� T71e project site is divided vlto tw�o drainage systems as follo���s: COUGHLIN PORTER LUNDEEI�T SOUTHPORT I'hase I—Building'B' 7 Lnke Washington System Basin A): Accord'ulg to the City of Renton Draft Surface Water Utility�Comprehensiti�e Plan,l3asin'A'lies within the Cedar Outfall subbasin�vhich drains north�rest directly to Lake Wasllington. The Lake Washington System accounts for approximately 93.4%of d1e developable Master Plan area at the project site and discharges runoff from this area directly to Lake Washington. T'he proposed site design�vill have negligible increases in impervious area and peak flo�vs in the Lake Washington System. Consequendy,detention will not be required for any site area discharging directly to the lake. A wet vault will be used to provide water quality treatment for new impervious areas subject to vehicular use. Jolm's Creek St/ste�ri(Basin B): Jolu�'s Creek is a tributary to Lake tiNashington,which drains the North Renton Subbasin. T'he creek enters Lake Washington at Gene Coulon Park,which forms the northeastern border of the site. John's Creek drains from the south to north,flo��ing under the paved entry at the southeast corner of the site through three sixn�inch culverts and outlets to Lake�Nashington at Gene Coulon Park approximately 1,000 feet do���nstreain of the site. T11e total North Renton Subbasin are�3 is 2.12 sqtiare miles,acco��ding to the Citti-of Rc:nton's(1995) draft Surface Water Utility Comprellensi��e Plan. The partion of the site draulu�b to Jolu1's Creek is approximately 0.0007(less than one tenth of one percent)of the total North Renton SubUasin that drains to John's Creek. The John's Creek System accounts for approximately 6.6°��of the developable Master Plan area at the project site and discharges runoff from this area to John's Geek. The proposed Soulhport master plan �cill increase the impervious area in the John's Creek basin. To minimize potential for streambank erosion due to this slight increase in peak flo�v,runoff from the John's Creek site area�vill be bypassed to the Lake Washington System. Because the John's Creek and Lake Washington subbasins converge iilless than�/mile of each other they will be analyzed as one Uasin. Uetention���ill no[be required since the negligible increase in ntnoff from this area will Ue directly discharged to the lake. The wet ' vault used in the Lake Washington System�vill also Ue used to treat the stornl�vater runoff from the , John's Creek System. iohn's Creek appears on flood 'ulsurance rate maps as an unnamed stream;flood hazards are not , identified. 'The Southport site is located within Zone X,area determined to be outside of the 500-year flood}�lain(FEMA Flood Insurance Rate Map#53033C0664F,Mati�199�). T1�ere is no history of , ilooding of John's Geek in the immediate site vicinity. ' Z ask 5- Mitigation The proposed drainage system�vill have negligible effects on the natural drainage paths of the ninoff. During the site in��estigation there�vas no evidence of overtopping or other capacity proUlems. It is not anticipated that the proposed development will have a negative impact to the existing upstream or downstream conditions. A ne�v com�eyance system will be installed providing improved drainage ! 0�1 ihe site and better conlr•ol of on-site runoff lea�in� the sit�. COUGHLIV PORTEK LUNDEEN SOUTHPORT Phasc I—Building'F3' ' �; IV. SITE HYDROLOGY Tlus section describes the assumptions and site parameters used in analyzing the project site hydrology. Part A-Existing Site Hydrology The existing site is currendy developed�vith the Puget Sound Energy Shuffleton Steam pla�lt. The majority of the site consists of asphalt and bare earth and is relatively flat. 1'hc site slopes gendy to the north to�vards Lake Washington. Site runoff currently sheet flo�a�s to existing catch basins and is piped directly to Lake Washington. A more thorough discussion of dte existing site conditions is included in the Project Overvie�v Section of this report. Part B -Developed Site Hydrology The proposed developed site conditions will increase the total amount of imper�-ious surface area �vith the construction of new buildings,roads,and parking areas. Drainage�vill contiiuie to sheet flow to catch basins and discharge to Lake Washington. The site�vill be analyzed as one basin. Areas subject to vehicular use will be routed through a water quality treatment vault prior to discharge to the lake. A more thorough discussion of the developed site conditions is included in the Project Ovei��iew Seclion of this report. Part C-Hydraulic Analysis The peak flows for the associated hydraulic design will be determined by using the Santa Barbara Urban Hydrograplz(SBUH)Method w•ith Type lA rainfall. The proposed drainage system will be designed to convey the 2�-yr/24-hr design storm event for piped conveti�ance. The proposed water quality treatment system will be designed for 64°�0 of the 2-yr/24-hr storm event in accordance with DOE guidelines. Onsite peak rate runoff control (detention/retention) is not required if discharging directly to a receiving water per KCSWDM (1.2.3). This project is not required to provide stormwater detention due to the direct discllarge exemption for runoff control. Direct discharge to a lake,wetland,or closed ' depression requires that water quality treatment be provided prior to discharge per KCSWDM(1.3.8}. Part D - til�ater Quality � La�r 11'a511in�t�m is designated"Lake Class"�vaters by the Washington State Department of Ecology under the authority of the Federal Cle�n Water Act. John's Creek U}'�'irtue of being a tributary of Lake Washington is designated"Class AA,"or extraordinary. Washington State water quality standards of Lake Class and Lake Class AA waters must be maintained as desi��ated by Chapter 173- 201A WAC with the purpose of establishing standards"consistent�vith puUlic health and ptiblic enjoyment thereof,and the propagation and protection of fish,shellfish,and�>>ildlife." (Washington Administrative Code[WAC),1992). The project will provide water quality treahnent in accordance�vith the 1992 Washington State Deparhnent of Ecology(DOE)Stormwater Management Manual for the Puget Sotuld Basu�. Due to site constraints,wet vaults tirill be used to treat nuloff from paved areas subject to vehicular use rather d�an biofiltration swales. COUGHLIN PORTER LUNDEEN SOUTHPORT Phase I—Building'B' 9 I Per the WSDOE Storm�vater Management Manual,the water quality treatment vohime is defined as the "6-montli storrn�ohune zvhich is cr�unl fo 64%of the volume of the developed 2-iJr,24-hour stonn event" developed from all pollution generatulg impervious surface(PGIS)areas tu�der developed conditiortis. PGIS areas are typically areas subject to vehicular traffic,such as parking lots and drive�vays. Phase I of the Southport project includes the construction of a evater qualit}'�'�tllt sized to treat ninoff from the Southpart Master Plan site access road. The site access road treahnent area consists of approximately 2.5 acres of impervious asphalt surface and 0.3 acres of tributary pervious landscape area. The treatment area analyzed included the site access road frorn the site entrance at the south end extending to both cul-de-sacs at the narth end from proposed face of build'u1g to face of building. The proposed fire access road around the fiihire office building was not included and will be treated in a separate vatilt. The�vater quality volume has been designed according to the Yti�SDOE siziil�procedttre. A 20°0 factor of safety has been added to the vault voltmle to allo�tir for potential increases to tlle site area drainit�g to the vauit due to fuhire project phases. A�vater quality vault�vith inside dimensions of approximately 15'x134'xb'w' I be provided. The outside dimensions of the proposed vault would be approximatel 1Tx136'x8.5'. he following is a summary of the required water quality�olume versus the dead storage volume provided: Water Qualit�Treatment Sr{mmnr.y Tni�l�� Water Treatment Areas (64%)2-yr Required Provided jb'Q Quality Sub- (AC) Precipitation WQ Volume Volume basin (in) (CF) (CF) Phase 1 PGIS Impervious=2.�0 1.2b 10,0�0 12,060 �reas Pervious=0.�0 [�etaiied calc�ilalions Ioi-il�e rvatcr qualit��design are vlcluded u1 Appendix f3. 1'ilase 1—liuiluin�'i;� 10 V. CONVEYANCE SYSTEM ANALYSIS AND DESIGN This section includes the analysis and design of the proposed stormwater collection and com�eyance system for Phase I of the Southport project. The conveyance system was desib ed to convey peak flo�vs from the 25-year 24-hour storm event using the Rational Method. The conveyance system is divided into hvo separate systems,routing runoff east and west arotuid the proposed 13iiilding'B'. These t�vo systems join together at the existing intake t�ulnel prior to discharging to Lake Washington. The systems were designed to convey stornzwater rtuioff at a minimum velocity of 3 ft/sec using Nlannings equation. The Phase I com�eyance system�vill consist of, type I and lI catd�basins,and 8 to 24-inch diameter conve��ance pipes. The conveyance system on the east side of Building'B'�vas sized to collect roof drainage from Building'B'and the future Building'C'. The conveyance system in the site access road west of Building`B'was sized to collect the full build-out of the Southport Master Plan access road. Detailed com�eyance calculations are included 'u1 Appendix B. COUGHLIN PORTER LUNDEEN SOUTHPORT Phase I—Building'B' 11 �_ VI. EROSION AND SEDIMENTATION CONTROL DESIGN This section lists the requirements used for designing the TESC plans for Phase I of the Southpart projeCt. Standard Requirements Erosion/Sedimentation Plan shall include the followinQ: 1. Facilities required include;stabilized construction entrance,sedimentaHon pond,interceptor swales,filter fabric fencing.(1.2.5-1)The project will provide n wheel�vr�sli,concr�ete wnsJt,fi(ter fnb��ic fencing,cntch bRsin protection,interceptor swnles,siarips and a sedime�itntion pond. 2. Timing-For the period bet�veen November 1 through March 1 disturbed areas greater dlan 5,000 square feet left undisturbed for more than 12 hours must Ue covered with mulch,sodding,or ��lastic covering. A construction-phasing plan shall be provided to ensure lhat erosion control measures are irutalled prior to clearulg and gradulg. (1.2.5-1) Notes nddre�sing�°ac h of these item� ]iave bee�i i�zcl►eded o�i fhe TESC yla��s. :�. Planning-Plan shall limit tributary draiilage to an area to be cleared and graded. Delineate dimension,stake and flag clearing limits(12.5-1) 1`'otes addressing tlzrs it���i are proz�ided on the 7'ESC plans. -�. Revegetation-Revegelate areas to Ue cleared as soon as practicable after grading. (1.2.5-1) Notes adrl�-essing this ifem �oil!bc proz�ided on thc TESC plmis. The Temporary Erosion and Sedimentation Control plan for the proposed site has been designed to protect downstream �vaters as well as minimize the quantit�� of sediment laden �vater from entering ihe public stornl system. Special conSiderations ha�•e been applied to t11e site dt�c to the proximit}'of Lake V��ashington. Addi[ional n,easiires have been indicated on the plans to minimize the risk of sediment-laden water from entering Lake Washington. The project will utilize paved construction access roads, a truck tire wash, concrete truck wash-out station, construction entrances, oversized sediment ponds,de-�vatering stmZps and pumps,filter fabric fences and stra�v to minimize the risk of erosion during construction. The clearing and grading limits are clearly indicated on the dra�vings. The proposed site shall be an operl excavation type construction. The site shall utilize paved construction roads as well as a temporary rocked constructio�l exit. The temporary construction exit �vill help to minimize the c�uantity of sediment dlat is carried away from d�e site via construction vehicles. Additionally the site �vill utilize an automatic tnick tire wash out system that will reduce the amount of sediment that is , tracked onto public streets. ' Catch basin protection will be used on existing and hrture catch Uasins to reducc sediment-laden water from entering the existing stornl conve}'ance system during construction. Site runoff will be com-eyed through interceptor s�vales with rock and straw check dams at ]00-foot intervals. Interceptor sti�ales shall be located near the toe of excavations to convey runoff to a teinporary de- �vatering sump pumps. Sediment-laden runoff�vill then be pumped to a three celled sediment pond. , The three cell system�vill assist in settling out the sediments from the runoff as well as increase nuloff I i�etention time. The sedi�nent ponds h�ve bcen oversized to maximize rtmo(t retenfion times. � COUGHLIN POI:T�:I:LUNDEE?� SOUTHPORT � Phase I—Building'F3' I? � Silt fencing will be placed around a portion of the site to prevent silt-laden ruiioff from leaving the site. During construction, exposed soils will be covered by plastic sheeting and straw mulch to minimize erosion. Building excavation cuts shall be limited per the Geotechnical Report recommendalioiLs to reduce potential slides and minimize local soil erosion. Stockpile areas�vill be encircled�vith filter fabric fence and covered with plastic sheeting. Plastic sheetulg and sandbags�vill be implemented to reduce erosion of exposed soils on open cut excavation. All constniction debris will promptly be removed from the site to minimize demolition and construction impacts on the site. The Contractor shall maintain a surpltts supply of TESC materials on site. The contractor shall implement additional BMP's as required and/or recommended b}' the City of Renton inspeclor and as approved and/or required by other agencies as required during construction to prevent demolition and construction deUris, �vaste, material, fuel, oil, lubricants, and other fluids from entering the enter the public right of�vay�and the existing storin conveyance system. At the concltision of construction,llle contractor shall clean and inspect the storm system. The contractor shall remove all debri�and sediment from the catch basins and clean the conveyance pipes as needed to ensure that any sediment build up as a result froin construction is removed. The sedimentation pond is designed per the 1990 KC StiVDI�4. The tota] po�ld surface area required is 3.099 sf. A pond�vith bottom dimensions of 20'x55'with a minimum depth of 3.5'will be used to provide a surface area of 3,116 sf. The pond�vill be divided into hvo cells of approximately 26,630 gallons each,far a total storage capacity of approximately 53,260 gallons(7,120 cubic feet). The pond will be lined to prevent infiltration to the grotuld�vater. Clean�vater�vill gravit}'discharge directly to Lake Washington. An emergency o��erflow spill�vay will convey runoff in the event of a large rainfall. See Appendix B for TESC pond calculations. Temporary Sedimentation Pond Summary Volume(cf) Surface Area Side Storage Free Board (sf) Slo es De th(ft) (ft) � Provided 7,120 3,116 3:1 3.5 1 � COUGHLIN PORTER LUNDEEN SOUTHPORT Phase I—Building'B' 1� i � Appendix A—Fi�ures COUGHLIN PORTER LUNDEEN SOUTHPORT Phase I—Building'B' 14 Page 1 of 2 TECHNICAL INFORMATION REPORT (TIR) WORKSHEET - . . . - . . . . . . . Project Owner Seco Deveiopment, Inc. I Project Name Southport Address 10843 NE 8'h ST Ste 200 Bellevue WA 98004 Location 1101 Lake Washington Blvd N Renton.WA Phone (425)688-3085 Township 23 N Project Engineer Steve Porter.P.E. Range 5 E Company Couqhlin Porter Lundeen,Inc. Section 4 5 Address Phone (2061343-0460 Project Size 2_2 AC Upstream Drainage Basin Size 0 AC 0 � • • ' ❑ Subdivision ❑ DOFiG HPA ❑ Shoreline Management ❑ Short Subdivision ❑ COE 404 ❑ Rockery ❑ Grading ❑ DOE Dam Safety ❑ Structural Vauits � Commercial ❑ FEMA Floodplain ❑ Other(NPDES) ❑ Other ❑ COE Weilands ❑ HPA • � � I Community Basin I � Green River Community Planning Area �I Drainage Basin East Lake Washinqton � ' ❑ River ❑ Floodp�ain � Stream John's Creek ❑ Wetlands ❑ Critical Stream Reach ❑ Seeps/Springs ❑ Depressions/Swales ❑ High Groundwater Table j � Lake Lake Washinqton ❑ Groundwater Recharge ❑ Steep Slopes ❑ Other ❑ Lakeside/Erosion Hazard � i Soil Type Slopes Erosion Potential Erosive Velocities Urban Land Ur 0°io-5°o Sliqht to Moderate Slow to Medium ❑ Additional Sheets Attached I Figure 1 King County Building and Land Development Divisic��� TECHNlCAL INFORMATION REPORT (TIR) WORKSHE:E-i . . . � REFEF�ENCE LIP�9ITATION�'SITE CONSTRAINT ❑ ❑ ❑ ❑ � ❑ I ❑ I ❑ Additional Sheets A`tached MINIMUM ESC REQUIREMENTS MINIPJIUM ESC REQUIREMENTS DURING CONSTRUCTION FOLLOWING CONSTRUCTION � Sedimentation Facilities � Stabilize Exposed Surface � Stabilized Construction Entrance � Remove and Restore Temporary ESC Facilities � Perimeter Runoff Control � Clean and Remove AII Silt and Debris ' � Clearing and Grading Restrictions � Ensure Operation of Permanent Facilities � Cover Practices ❑ Flag Limits of NGPES � Construction Sequence ❑ Other ❑ Other I ❑ Grass Lined Channel ❑ Tank ❑ Infiitration ���1etnod of Anaiysis � Pipe System � Vault ❑ Depression SBUH Compensation/PAitigation of ❑ Open Channei ❑ Energy Dissipater ❑ Flo�v Dispersa! Eliminated Site Storage ❑ Dry Pond ❑ Wetland ❑ Waiver N/A ❑ Wet Pond ❑ Stream ❑ Regional Detention Brief Description of System Operations Piped con�.-evance svst�m wiih water qualitv treatment vault. Facility Related Site Limitations ❑ Additional Sheets Attached Reference Facility Limitation - . - . - - ❑ Cast in Place Vault ❑ Other ❑ Drainage Easement ❑ Retaining Wali ❑ Access Easement ❑ Native Growth Protection Easement ❑ Rockery>4'High ❑ Tract ❑ Structural on Steep Slope ❑ Other i � • • I or a civil engineer under my supervision have visited the site. Actual site cond!tions as ��-v ��L�2 00� observed were incorporated into this worksheet and the attachments. To the best of my /"`�� knowledge the information provided here is accurate. siy�ed�oare Figure 1 COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION 6 - ' J2r7L626 i - _ ! _ , . ...�" . : �_ .'. , �. !�� :_ _ � . ,.._.,.__ .. ,; _ � . ;. . , . .. . ' : . . , "'� . 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I :.� , i , : � i..... .:� ._ .��. � 1 I I i Fi ure 2 - Vicinit Ma 'I Project: Soutllport Designed Bv: FMC Date: 7/21/00 Project No. C990570-01 Client: SECO Development Checked By: NLC Sheet 1 of 1 �� . . 7 . � . 3 I 217 I ine Street Suite 300 Seat[le, �b A I }zone (206) 343 0460 rax (206) , 43 5691 � COUGHLIN PORTER LUNDEEN E', C.')NSULT'f�G ST'-i'JCTURAL AND CIVI'_ EN;INEEP,IV; 0�=�?;�?,�;T G': `,�'�'ti� i ��t'1��`� / � ,- ���; '. 1 i � \ � ��1, �1t; /\ 1 \ � ., �. ~�/\F r- ���� �?4�`, ,��I �1 'i;i . �/ - _ E •1 1� `��i , .\�l\`-�' ���,i�'t.�l t�1 �� I11 EXISTING INTAKE TUNNEL := EXISTING � ` � '' � i =_x � .� �� � �;,�,1 ` �, ��= --=�--- � WAREHOUSE � �i i � � � -�'. . \ �, �`r-� __� _ ^l� �� ,.� �- COUGHLIN PORTER LUNDEEN A CONSu_TING STRUCTURAL AND CIVIL EN;INEERiNG CO�PO�ATIO'�� +i'1-� \' � � � . �C � , � . \ ' � :�� - ,�� '�a � � � � ��e �) ��� ��.-, � �°�� i �r, BASIN 'g' � �" ''� ' � 0.94 AC � �` ' �� ��'�, �''� � EXISTING INTAKE TUNNEL � � � \ �' �� , � > '� JOHNS � �. - _,�• "� �` � :� ,\ � ;. 3 CREEK � ` � O n . i j ` \ `�� \ ,�' i`���\ '- \O .Q{ \� -�—.,��f�^f �i' � �" `�'�.i' �l �y 't �\ � �`\''K�. . wrc wws.wrcra+ ; ��� �` �� cENc cdxo.i Pwair �'� �/\- �, 1�� I I � ``\�'"' `-�,� � � \''�� r<Y- � � - �� � ,/� ' 1' \', / �'� � i - � '`� �� ��� _ � �� �a+� 'Z \� � �'J` � ������ ��` ' / ��� �..�. �. `\ -�-�� � � I .� ��� ��` �--�1 1 �f�� � ' � \ j - s �/ � � ?� �' � %r ��� BASIN 'A' �� ��Z - ��r� ,'�� � � -7 ., �f � �� �'°� -• ,LOT s� � l i`�;` ly�';'� � i �,{ � � .__ - ., , � �, a � � � l � �, , DISCHARGES DIRECTLY TO '��' � ��� � �� ' �' i; _�- / • �� � �"�� 'r;%` � ! ; J f� � m x `',, 11 � ��, � � �'� � ,� � ' � 1 l F, _ .- - LAKE WASHINGTON / ; �`�� � � F T �,..� � , '� � ; , , i ����� � � �'-r� -� , � :� � , , ; � , � c�� .�''�� \ � , , � ��, / ll ', � :��! ��t( �, ,, ;' � __- - /� • ' � �� � � 1f ' � f��` � i/. ' "? ''� '�� 1 � ��� t t r� r�„�rlr�';. '��% U f< , ' —/ l� ��'�.j l�' ' _�.." . BASIN B = ,�� �; �,� , � � , � ;;-,,� �� ;� ; ��. 1 ,, ,�,�,,� ;\� � EXIST 10" � � � �%" � ' �� �� � DISCHARGES TO JOHN S CREEK o�TFA��_ � �'`l '� \.� _ �°. � � I, ;��� �;�!, . ���' , '' :�,��_" �� ,, - �� ;, ./ �: ;�, _ �; ;,�, ,� � :��:��- - PRIOR TO LAKE WASHINGTON �:� ; s�-=6AS�N �,�,, - , ,,:'�� �, ;- s�g BAS�N �A�� , � � �� �, ��_ : ' � �� �'��3�0 AC % `�� �� _�' OFFSITE �� ��.�' ' � - ;, �•���- � I `l �� �T�4 I� � TRIBtJTARY AREA ��, , � ��� , �-� '�� ` � =�,/ � �� � ��; �, .\ .\ - - _ � � �. �' ' ,•, _ _�l y�,',, ,; I `, \ �� /�`�r' F.,�;.:• � A. � (�� �- ^ 1 `, \ , � > � . , EXISITNG DISCHARGE TUNNEL � \_'�•,I �\�j'; / �•� '� '�T s�"ro £NE'ac*" -'\\ _r - _� • ; � � " � � ? � __ ---� \� ; � �: ��� � � � �% � '✓ �,'�. eocrn�c�vroN v�w ' �/� `\. � EXIST DITCH - - �" � ��/ '�. . /; `,� __ _ _ �� C - SUB-BASIN 'A3' �� OFFSITE � � � TRIBUTkRY AREA _" � ` / �i � £��3_,�a� =c—'aSca�� / . � � � / � � � � / � ,, 0 a �� c r � / � � o � , � ��` � � / � �. � � NTS � � � / FIGURE 4 — EXISTING DRAINAGE BASINS ' �T I U PROJECT SOUTHPORT DESIGNED BY: PRW DATE: 7-2 i-00 PROJECT N0. C990570-01 CLIENT SECO DEVELOPMENT CHECKED BY: NLC SHEET 1 of 1 217 PI��STAE�T SUITE 300 SEATTLE,WA 991C' P�,61343-0<60 F206/343-5c9 COUGHLIN PORTER LUNDEEN f+ CONS�'_TItiG S-R'��TURA'_ AND CIVIL ENGIN=�RING COR?ORF,TION ' �:::_� ,\ ��/ ��`,�� � \ . ,\. _11`11;.. , � ��� .,� 1 , • � tiO � , � ��;�Q��`~ " ��� �t. � � ��1�=�; � � PHASE I � �� � � �1 ��, � ����., '� �' �� , � \ �j FF EL=28.5 r���";;:e � "_.�� �\, � r`� _�� �I.. ��'�� Y� fGARAGE EL=20.o `�i,� ��_ / ��� ,;' ����.� ' �I FF EL=28.5 � �� �.- ' .�` � �� �:���'�.�,�; ,` • , � �`� �', � GARkGE EL-20.0 -� " " 't \ � o ,�'��f � � � �'a �j I \ ��� i Y �� .C/..l� _' cf� coucor+ v� r j�:r �-'� s ir�� � �� '� �`I �\ �I I ,,c�J `������-: HIGH ATER ELEV=18.4i �=-� � � " �� !�� � '- , f FF�EL=29.0 - �;��( r ��� ,�i '' �` � _ ��``�--�� � ^. ; �_ ��f; � r�- � � _ ' .GARAGE EL=20.0 \ l� lj� ` '. LOW �ATER ELEV=16.4t `�^ � � _ , �:� ; , 'i I� � � ( - �I / ;>----- � �� � � � \ � J.'' •. �,�- ;`) . l'1 [1_ , J''��" ��.�`A �li� � l +`1 � 'jil�.�fy f�ti ���-� ��\�;.. FF E1=28.5 '���.� ' � , � . _ _;_��; �� � �' �1( �� � :v � 7�,� ,;� ,'. GARAGE E'_=20.0 �� � • � FF EL=28.5 � � , �; � ��A$AG\EL=20.0 / � �. I�� ,'� r :�I ���7 �`--- . , /f ��. `�_ - - , � r . , � � _ � r !��" - � ' '• • - ` / ' r l +r --- 1 ' \� � � �izj �I � r wrc w�s�+n+cronr � _ ' ���� �l 'l � "���� ��,,�)� ���, 7� , � �:�_ / ` ' ��_ � _.� � /: �� '` . � � i �( i ` ( i k�-. - � �' �" � � +, � � 1 i� ,���e'/i ��' � 1� � � / � _ / \ \ \ ` � ` , -- L� A ; EL=28.5 � ` ;� � , � ��,/ �� , � . F�EL-28.0 `, E EL=20.0 � � `, ` � j I r,,�J f� ° � __ l,���ARAGE'EL=20. �� ��.� �,�� _� _ ,� ��,�' ]���, ��-� � � �- ' � � � � ��;d i i A� _ I 1;�� �'� - -� - �>a ���. ��� . � #� �i i f� � � � � / � \ �', u�' �' �� � � � /Y 1 ' � � r �, , — �� ; .`� ` � \�� ,� '�r �;l � _ � �/ �� '" � 1`�_�;; ___ ' t. � � � - �1 -v-� �;, EL=285 ,. � � � �, � �„-� ` � — ,� , ` GARA �=20.0 � -_ �j , � � / , --�: o �\ � �. I ,�� � _�, `� � � F E �L � J'1 ;a,�ir` y� �`�`- i �°' , �/ � �� �` \��' STR � �E PARKIhG � �r�� ��� ��� � � � �ELEV=27.0�' /�/ �, ��`', ', eoenve wer+ron Pc.wr � I _� ;� , ��� .,� %;,� �\ � / �� _ — `� � � •::, � ,� /� ,/ - I . U ` C � C / � U � / C � 7 \ / J G� w \ ' � \�, / I�i t � / I � � � � U � � � / i ° � NTS ' T FI U E �` - PROPOSED SOUTHPORT MASTER PLAN n O U PROJECT SQUTHPORT DESIGNED BY; PRW' DATE: 7-21 -00 PROJECT N0. 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J�3 : `�;� Flgure $- Soils Mup 1 r `o A Ro.aoT, ,R �� � _..` :/ „_ � ,F dr � !•• �''e '! �. <. o,- f^f _,,oe ' � � �,�:^ � � s � t i r.o �`1, � �� _ I � � � �h� ���� • `� � ��� ;� , APPEI\TDIX B —Su�portin� Calculations � COUGHLIN PORTER LUNDEEN SOUTHPOI:T Pha�e T-Bttildin,�`1�;' COUGHLIN PORTER LUNDEEN A CONSULTING STRUCTURALAND CIVIL ENGINEERING CORPORATION �-I--t�� � W��-�r� G�v��l�� VAv�T �R�l �T�t 1 N I�v� %o V F�U L( /ilJ G t.v D�� -�j l7Ls L4CC�S �oA� ,q�v� Azso Gl�<��� �����G,�-�/�/Ej, �1� �`(�d lf� � /�iP��-��ovs f1�� _ �, �D� C/U = 9g ��-viovs �,�-�� .� o, 3a �� C�,! = 8 Cv l v T�i�- �I px;q ="- Z.80 .a� 2-Yr� 2�-I- +-i r� `�:��,� = z „ �t��-�-. ���-�-c ��o� � - (�, �ti �`�z) = l , z8 „ �5su�� �'� - �, 3 M, �� �P��- sa u � V�l�i"V�tv�� V b ��_� N� `- ��-�����u i t��t:l� = I D� n��t� C�F � U S� ��/ �ft`Ff�('� t'��`TU iz-_ , � I�,v�-t o�+ (a�wX 1��, U`-t�?� - 12 , a`�a �� I _ � = U� �/Av�� l�/ IN� t�t� `�I M-��S(v�,�� � � I� �x I ��I ' x � , � ..J � �! d f�v M� `�`�b�1 � 4��1� � �`� � U �O d �� 0 � Project: ��7H P��z7 �1-f�5�" � ����D/N F � Designed By: ��l Date 7/`7/DD Project No: Client: Checked By: Sheet of 217 PINE STREET• SUITE 300•SEAITLE,WA 98101 • P.206/343-0460• F:206/343-5691 7/27/00 3 :43 : 21 pm Coughlin, Porter, Lundeen Inc . page 1 SOUTHPORT PHASE 1 BUILDING B WATER QUALITY VAULT BASIN SUMMARY BASIN ID: WQPHl NAME : PHASE 1 WATER QUALITY VAULT SBUH METHODOLOGY TOTAL AREA. . . . . . . : 2 . 80 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERV IMP PRECIPITATION. . . . : 1 . 28 inches AREA. . : 0 . 30 Acres 2 . 50 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 98 . 00 TC. . . . : 6 . 30 min 6 . 30 min ABSTRACTION COEFF: 0 . 20 PEAK RATE : 0 . 63 cfs VOL : 0 . 23 Ac-ft TIME : 480 min VOI,UM� �-hUt�E�rU � IC�U�� �/' G� Southport Phase I Wetvault Calculations S.C.S 1'ype-lA Distribution �'4'Q Design - 24 Hour Storm Total Precipitation 1.28 inches HydroGraph Calculations Time of Concentration 6.3 minutes Pervious area 0.30 acres CN = 86 13,068 sf Pervious area Impervious area 2.50 acres CN = 98 108,900 sf Imperv. area Peak Flo�v 0.742 cfs Requirerl ti�'etv�u�lt Volrcme: 10,009 Cubic Feel (Water Quality Total Volume of Runoff) IZeqrcired tij'etvaull Surface Ai•ea: 1,089 Sqrcare Feet (1°�o of Total Contributing Impervious Area; Santa Barbara Urban Runoff Hydrograph � � ! 0.80 o.�o 0.60 0.50 , � Water Quality Storm , � � U 0.40 I 0.30 � 0.20 0.10 0.00 ' II ,�o �O ��,o ��o ��o ��o ��o �oo ��o ��o �,�o ��o ��o ��o ��o o�o ��o �o0 2,�0 ��o �,�o � � � � � � � minutes Southport Phase I Buildin� Catch Basi�i� Sub-basiri Areas � Sub- Total Asphalt/Concrete Roof Grass Composite Basin Areal Area Area Area C Value (Acres) (Sq.Ft.), C=0.90 (Sq. Ft.), C=0.90 (Sq. Ft.), C=0.25 CB 1 : �:�1 :: 65,558 0:9Q:: :: CB 2 {3.:43 :: 18,850 0:90 : : CB 3 0;:43:::: 18,850 0;90:::::::: CB 4 Q.43:: 18,850 �.9Q: :: CB 6 i:b1 ::: 70,015 0 9Q::;:::::: CB 7 �{?;42::: 18,210 4:94::::: CB 8 436::: 15,72� 490::::: CB 11 f)3�:::.: 13,998 i}.90::::::::: CB 12 03�:: 15,725 09Q �:: ..... Totals 5 87:: 122,l08 133,673 0 Southport Conveyance Analysis 7/27/00 CONVL'YANCE SYSTF.M ANALYSIS AND SI7.ING TAI3LL•'USING 7NF.RA'I'IONAL MGTIIOD I.ocauon Sub Arca C C*A Sum Tc i(K) I(R) ;:;:C1�K}.I: Pipc '�yp. Slope Q(F) V V L lt SficVD Basin (ac) C*A (min.) ;�rC.f:s:);�: (in.) n (ft.ft.) (pipe (pipe (at (ft.) (min.) From To Number (till) full) Q(R)) CA I CB 2 CB 1 1.51 0.90 1.35 1.35 G.:i 0.80 2.73 $;7(}li i 15 0.014 0.5% 4.25 3.4C 3.91 190 0.8 72.00% CI3 2 CB 3 2 0.43 0.90 0.39 1.74 7.1 0.74 2.53 :4J;:i 18 0.014 0.5% 6.92 3.92 4.10 60 0.2 58.50% Cft 3 CB 4 3 0.43 0.90 0.39 2.13 7.4 0.73 2.4� `:5:28:i i 18 0.014 0.4%a 6.19 3.50 396 140 0.6 70.50°/a CB 4 CB 5 4 0.43 0.90 0.39 2.52 7.9 0.69 2.35 5:�73:`: 18 0.014 0.5'70 6.92 3.92 4.42 60 0.2 71.00%a CR C CB 7 6 1.61 0.90 1.45 1.45 G.3 0.80 2.73 3:�5:;: 15 0.014 I.0% G.O1 4.90 5.20 250 0.8 59.50% C13 7 CB 8 7 0.42 0.90 0.38 t.82 7.1 0.74 2.53 `: 4:G1::;: 15 0.014 LO% 6Al 4.90 5.41 I50 0.5 65.50�� CB 8 CB 9 8 0.3G 090 0.32 2.15 7.6 0.71 2.43 i: $l21:': IS Q014 1.0% G.01 490 5.51 45 U.I 72.00°/n CB 11 CB 12 ll 032 0.90 0.29 0.29 6.3 0.80 2.73 '::0:79;::: R 0.014 1.0°lo L13 3.24 3.54 I15 0.5 G1.05'70 CIi 12 CB]0 12 0.36 0.90 0.32 QGI 6.8 0.76 2.59 i;i;�:!$9;;: 12 0.014 lA°lo 332 4.23 4.10 120 0.5 49.SO�i, C8 5 CH 10 $ 0.(H) 0.(� 0.00 3.14 7.9 0.69 2.35 i7�38i;i; 24 0.014 0.4%n 13.32 4.24 4.31 I50 O.G 53.50^�n Projccr. Southport Phase I Building B R= �5 yr P(R)= �,9� Calcs by: NLC Job No: C990030-15 T.cxation: Renton,Washin¢ton Job No� C990570-01 Date: 7/27/00 Calcs b : NLC Date: 7/27/00 Pa¢e 1 These flows are used for the backwater analysis on the following page Southport Phase I Conveyance Analysis-25 Ycar 7/27/00 COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL E�u�N='�RING G�RP�RF,TION �;;-�,. �. ��. \'":� r`, .. I ` 1\ f � � � ' ' , � \� �;� r� `;�r � `, ` s ., . � �! �O\ � ��'�� , ' ��`- \ `� '' ,� '� 1� , -C ��e14 � t 1 ', `� �4i\ . . � � \I 1 1l �+^�. 1 '��� 1 . � �\-� \`\ �` M v��i1" `\ lµi \.la � 1`�l� �.`, \ � . . �,� � ��.�. \\ ::� ;� �.��.�._ � �".- . � ��.// ���� ��l' \. � .\. 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' 1 �, � / � i! �'��� ��� J �(f��'����_ / �� _ � \ � ✓� � � �f i�- � � �//�f __ `' /-/' � � � ' .� � � '_ ,A ,l;'l ��r� �!��, "t �,f ��_ / ���� �, _ = f � ,. � � � ,/`J , __ o \ � ` �/ J /�1�Y���' � t il ,; 1� � _ , //fl '' ;� _ . �,� \ 'r ;� ,s�?'� rfl't'',' �1 , ri ` , � �;�. �,e � . � � ,,� � ,,_ �\\� � � �� �,� �l� �� . � ���,� �: ��� � .� ' — - > ��\` � ��� / , � � .\ � - �, ; , /� � �� _ ', (; ;i:� .,��� J s `\ � -/ �^; _ '�` �,�� �/ � � � r �-1\�-= ,,�. � �� , �;, . I�' � � :���_� . `l �; ,_., �\`J__ �' \ ��J i� ��.�� ��� �r, l/ .r�:�✓! � ti: � �� wx:�r .wwvo erver+cr ��� �� � •�� ` � '�.: ` %/ � � � , eoexvc rr�rvrav Pi.w� ' �� � `A' , �, � , �,�. _ _ ` ; , , , , a�y i� _ � , ' '�\. � � _ / ;'<_�' / � � "� �> �; :�;� �,� - -- `�� , � ;� '� % __ ;, . r � � , � � : V I ;i � � i c � � J \ / / L'� o \\ ' � � � ,, � 3 � � � � � L � \ / O \ � U � � / � � / NTS � t � � � � AREAS ; .� a s 0 U j PROJECT SOUTHPORT DESIGNED BY; PRW DATE: 7-21-00 PR4JECT N0. C990570-01 CLIENT SECO DEVELOPMEh�T CHECKED BY: NLC SHEET 1 of 1 217 P'� STR�ET SU?�36J S�ATTLE.YJ.4 99r' P2061343-C46L` R2L6134�Sci- � ; `::-. ; � � '_�+i�::x .. .. ,., ., ..-_,. .'�,,,. �3!�'s::'���. . .. ._...__ ,� .-_ .... _ .. �.o _r:,,-_- avc`ti,.::�J'#-�:�;e.�:.. _. .,._�_ ..__ ..��!:'.�:x,3'_-��,s. : SOUTHPORT PHASE I BUILDING B TESC Pond Tem�y Sediment Pond 1998 King County Surface Water Design Manual;Appendix D, Section 4.5.2 Area Disturbed 3.70 ac. Total site area disturbed Required Inflow Q2 1.49 cfs 2-yeardeveloped flow per KCRTS Information Predeveloped G1,o 2.21 cfs 10-year predeveloped flow per KCRTS Pond Surface Area Rqrd 3,099 sf SA =Q2'2080 sf/cfs Pond Surface Area Provided 3,116 sf Attained from designed pond drawings Primary S il�y Riser Predeveloped Q,o 2.21 cfs H= 1 ft. Design Neight D - 9 1/4 inches Q=3.782"D2'H'�2 „ ` per 1998 KCSWDM Figure 5.3.4.H U S� l2 �r!� Dewaterin rifice Ao To be determined Orifice Area As 3,116 sf Pond Surface Area h 3.5 ft Head above riser T 24 hours Dewatering Time g 32.2 ft/sec2 Accelation of Gravity Ao= 0.028 sf (As'(2h)^0.5/(0.6*3600Tg^0.5)) D = 2.3 in Diamefer of the Dewatering Orifice D= 2 1/4 in Diamter rounded to the nearest 1/4 inch I EMERGENCY OVFRFLOW SPILLWAY CAPACITY THE EMERGENCY OVERFLOW SPILLWAY WEIR SECTION SHALL BE DESIGNED TO PASS THE 100-YEAR RUNOFF EVENT FOR DEVELOPED CONDITIONS ASSUMING A BROAD- CRESTED WEIR. Qioo = C(2g)^ii2*[2/3'`L*H^tis+ 8/15*(Tan (pheta))'`H^5i2] WHERE: Qioo= PEAK FLOW FOR THE DEVELOPED 100-YEAR RUNOFF EVENT (CFS) C= DISCHARGE COEFFICIENT (0.6) g = GRAVITY (32.2 FTlSEC^2) L= LENGTH OF WEIR (FT) H = HEIGHT OF WATER OVER WEIR (FT) - MINIMUM 0.2 FT pheta= ANGLE OF SIDE SLOPES SOLVING FOR L, ASSUMING C= 0.6 AND Tan (pheta) = 3 (FOR 3:1 SLOPES), THE EQUATION BECOMES: L= [ Q�oo/ (3.21* H^s�2) ] - 2.4"H OR 6' MINIMUM Qioo = 3 H = 0.2 L= 10.0 emer en overflow . overflow 9 � 03'rn�n. water surface water 0.5'min. 3 = 3 ' H � SU vCe � l 1 0._'min. ( \►ER TAlLE 4.4.1A KING COUNTY SURFACE L WATER DESIGN MANUAL , :� 8/2/00 10 :42 :48 am Coughlin, Porter, Lundeen Inc . page 1 SOUTHPORT PHASE 1 BUILDING B TESC POND SIZING --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: PHl-100Y NAME : PHASE 1 100YR STORM SBUH METHODOLOGY TOTAL AREA. . . . . . . : 3 . 70 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 3 . 70 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 6 . 30 min ABSTRACTION COEFF: 0 .20 PEAK RATE : 3 . 00 cfs VOL: 1 . 13 Ac-ft TIME: 480 min BASIN ID: PHl-lOYR NAME : PHASE 1 lOYR STORM SBUH METHODOLOGY TOTAL AREA. . . . . . . : 3 . 70 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 . 90 inches AREA. . : 0 . 00 Acres 3 . 70 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 6 . 30 min ABSTRACTION COEFF: 0 .20 PEAK RATE: 2 . 21 cfs VOL: 0 . 82 Ac-ft TIME: 480 min BASIN ID: PHl-2YR NAME : PHASE 1 2YR STORM SBUH METHODOLOGY TOTAL AREA. . . . . . . : 3 . 70 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 . 00 inches AREA. . : 0 . 00 Acres 3 . 70 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 6 . 30 min ABSTRACTION COEFF: 0 .20 PEAK RATE : 1 . 49 cfs VOL: 0 . 55 Ac-ft TIME: 480 min ; _ - - i 8/2/00 11 : 14 : 28 am Coughlin, Porter, Lundeen Inc . page 1 SOUTHPORT PHASE 1 BUILDING B TESC POND SIZING STORAGE STRUCTURE LIST TRAPEZOIDAL BASIN ID No. TESCPOND Description: PHASE 1 TESC POND Length: 55 . 00 ft . Width: 20 . 00 ft . Side Slope l : 3 Side Slope 3 : 3 Side Slope 2 : 3 Side Slope 4 : 3 Infiltration Rate : 0 . 00 min/inch vo�vM�; ; `] � 121 Cf C�, ��� �+c - �; COUGHLIN PORTER LUNDEEN A CONSULTING STRUCTURALAND CIVIL ENGINEERING CORPORATION ��-1�� � -T'��C� `�or�lD _ i_i � _. ��-1��� � �r�� �4R-� t �tT�- ,�eG�S �-�D = 2�Z + � ,s i:_ ' __ _. _ _ _._. _ . _ _ _ . _ _ _ ._ _ -- - __ - 3 ,�? � �a� ��M� �� � M��v �o� s_ �,� - _�8 : _ 1 -- _ .. �� ,- --�-�--- `PZ = 2 = � �T� = ��. 3 t� �a _ _-- -,- - �-;--;- ; ; ; , - . �-- ,--j-�--i-- -- �.-i �-}-�- ,�Z= ( . 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( i I i : � � � I . I ; i � i . _. _ c I ; I ; L ', � i I �- I,� j _ I ;_ � � ; �-� L I��- c. �.---r-i� i i - ��-� �r- �1-� �_-7' � �I I �� -T 1-�� � � 1, �-- �-�-� �-a- -�-�--'-�- -I-!-��-�-- '- -I -I-E-�--- -�-�- ----+-��� --�--- ; '- - ' _ ��--r-� � , _ � ��� } . ��� _ , �-. , , � ,�� , , , . � , , �, i � � �1 � . Project: Designed By: Date Project No: Client: Checked By: Sheet of _ 217 PINE STREET• SUITE 300•SEATTLE,WA 98101 • P.206/343-0460• F:206/343-5691 i STORMWATER MANAGEMEIdT MANUAL FOR THE PUGET SOUND BASZN Tablc'�-1.6 Hydrologic Soil Group�foc Soils in the Puget Sound Baain Hydrologic Soii Hydrologic Soil Soil Type Group Soil Type Group Agncw C Colter C Ah] B CLsur ND Aiu C Dabob ND —� Alderwood OC Dclphi D Are�a,Aldetwood B Dick ND Meou,Everea B Dim�l D Aihoe B Dupout D Baldhil! B F�rimoat C garneatoc C EdPc�vict C Baumgard B F1d B Beawitc B Elwell B Bclfati - C Esquatrtl B Bellingham D Evecctt A Bellingham variant C Evcnon D Boi�tfort B Galvin D Bow D Getthell A Briscot D Gilea B Buckky C Godfrey D Buoker B Greenwater A GYey C Gsove C Gdsborg ND Hie�tia C Guy ND Hactc�it ND Gasol�ry C Hoh ND Cathun B Hoko ND Ccntralu B Hoodspott ND Chehalis B Hoogdal C Chesaw A Hoypue ND Cineb�r B Huei ND CLllam C Indianola ND Claywn B Joaaa B Coa�tal beachu v�riable 3umQe ND Kapoxan C/D Kalaloch C Kan�L C Reotoa D Kilchi� C RepubGc B Kitsap C Rivecwa�h variable KLus ND Rober C Klooc ND Sa4l C Lates C Salkum B Lebam B Samm�mirh D Lummi ND San]uan ND Lynnwood ND Sumnun D Lystair ND Schaeider B Mal C Suule D Manley B Sekiu ND Mathel B Semiahmoo D Maytowa C Shak�r D McKenna D Shano B McMurray ND Shelwn C Melbourne B Si C Mcoul ND Sinclair C Mixed Allwul variablc Skipopa D Molwo B Skykomiah B Mukiltco C/D Snahopirh ND Naff B Snotiomiah D Nargar A Solduc B Natioo�l . ND Sollcks ND NeilWn A Spam D ZII-1-9 FEBRUARY, 1992 STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN Table III-1.3 SCS Weatern Washington Runoff Curve NumberH (Published by SCS in 1982) Runoff curve numbere for selected agricix�tural, auburban and urban land use for T lA rainfall distribution, 24-hour storm duratior.. LAND USE DESCRIPTION CURVE NUMBERS BY HYDROLOGIC SOIL GROUP � A B C D Cultivated land(1) : �winter condition 86 91 94 95 Mountain open areae: low growing brush & grasslands 74 82 89 92 Meadow or paeture: 65 78 85 89 Wood or forest land: undisturbed 42 64 76 81 Wood or forest land: young second growth or brueh 55 72 81 86 Orchard: with cover cro 81 88 92 94 Open apacee, lawns, parks, golf courses, cemeteries, landacaping. Good condition: graBa cover on t75$ of the 68 80 86 90 area Fair condition: grass cover on 50-75$ of 77 85 90 92 the area Gravel roads & parking lots: 76 85 89 91 Dirt roads & arkin lota: 72 82 87 89 Impervious aurfacea, pavement, roofa etc. 98 98 98 98 O en water bodies: lakes, wetlands, nds etc. 100 100 100 100 Single family reaidential(2) : Dwelling Unit/Groae Acre $Impervious(3) Separate curve number 1.0 DU/GA 15 sh�.11 be selected for 1.5 DU/GA 20 pervioua & impervious 2.0 DU/GA 25 portions of the site 2.5 DU/GA 30 or basin 3.0 DU/GA 34 3.5 DU/GA 38 4.0 DU/GA 42 4.5 DU/GA 46 5.0 DU/GA 48 5.5 DU/GA 50 6.0 DU/GA 52 6.5 DU/GA 54 7.0 DU/GA 56 PUD's, condos, apartmente, $impervious commercial businesses & muat be industrial areas computed (1) For a more detailed deecription of agricultural land uae curve numbers refer to National Engineering Handbook, Sec. 4, Hydrology, Chapter 9, August 1972. (2) Aeaumes roof and driveway runoff is directed into atreet/storm system. (3) The remaining pervious areas (lawn) are considered to be in good condition for these curve numbere. 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