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Home My WebLink AboutB930113 S ' TECHNICAL INFORMATION REPORT Enterprise Parking Lot S Puget Drive and Benson Road South Renton, Washington Dated: October 23, 1993 o wAS .Z� �r E-�� J BARTON G. TREECE, JR P.E. ENGINEERING AND DEVELOPMENT CONSULTANT 455 Rainier Blvd.North, Suite 200 Issaquah,Washington 98027 Phone(206)392-8055 Fax(206) 392-0108 Client: Enterprise Rent A Car rBDEC 7REWON R Renton File Number: TECHNICAL INFORMATION REPORT TABLE OF CONTENTS PAGE NO. I. PROJECT OVERVIEW General Description........................................................................ 1 TIRWorksheet...............................................................................Figure 1 SiteLocation...................................................................................Figure 2 II. PRELIMINARY CONDITIONS SUMMARY The design incorporates requirements per surface water design manual ... USGSMap .....................................................................................Figure 3 Drainage Basins, Sub Basins, and Site Characteristics SoilsMap........................................................................................Figure 4 (see Soils Report) III. OFF SITE ANALYSIS IV. RETENTION/DETENTION ANALYSIS AND DESIGN Exist Site Hydrology (Part A) Developed Site Hydrology (Part B) Hydrologic Analysis Retention/Detention System V. CONVEYANCE SYSTEM ANALYSIS AND DESIGN Print outs of Conveyance System VI. SPECIAL REPORTS AND STUDIES VII. BASIN AND COMMUNITY PLAN AREAS Statement of Basin Plan VIII. OTHER PERMITS IX. EROSION/SEDIMENTATION CONTROL DESIGN Text Settling Zone Surface Area Calculations Grading Plans X. BOND QUANTITIES WORKSHEET RETENTION/DETENTION FACII.ITY SUMMARY SHEET& SKETCHES AND DECLARATION OF COVENANT XI. MAINTENANCE AND OPERATION MANUAL I. PROJECT OVERVIEW I. PROJECT OVERVIEW GENERAL: The Enterprise Parking lot facility is proposed for the corner of Puget Drive South and Benson Road South.The site covers 1.88 Acres.The facility will be used for parking rental cars that are not ranted.The site access will be limited to unloading cars,storing cars and pick up and drop off.There will be 208 parking spaces in the upper and lower lots. PROJECT DESCRIPTION: The parking facility will consist of 1.66 acres of paved surfaces.The remainder of the site will be landscaped to beautify and screen the site.The site is bordered on the south by South Puget Drive,on the east by existing apartments and on the east by a existing apartment complex.The site will be fenced with a 6 foot cyclone fence to prevent vandalism and for safety.The site has been previously shaped to it's present configuration by the adjacent developments and streets. The site will be terraced into to parking areas that will have a 10 percent cross slope.The parking lot will include a structural conc wall,conc stairway and a Y rockery. EXISTING DRAINAGE DESCRIPTION: The existing runoff is what presently lands on the site.The upper bench has a drainage swale runs north to the north property line.The water then enters a catch basin that runs west along the north property line.The land that slopes to the west enters the existing parking lot and is collected in the existing storm drainage system. PROPOSED DRAINAGE RUNOFF The proposed drainage system will collect the rainfall that lands on the parking lot.It will travel along a concrete gutter to a pipe system.The drainage system will include a wetvault for water quality mitigation and a detention vault for flow mitigation.The drainage will then leave the site to the south west and connect into the existing storm sewer manhole in South Puget Drive. PiAge 1 of 2 King County Building and Land Development Division TECHNICAL INFORMATION REPORT (TIR) WORKSHEET PART I PROJECT OWNER AND PART 2 PROJECT L• • PROJECT • D • ProjectOwner ;2i T AGp2 Project Name LET Address Location Phone Township 2 0 �3Arz-ryi�C7-T�EEC-RJR Range 23 Project Engineer Section 5 Company _ Project Size 119,S AC Address Phone 4�1 J G -P� E� _ �� Upstream Drainage Basin Size AC PART 3 TYPE OF PERMIT APPLICATIONOTHER Q Subdivision Q DOF/G HPA Q Shoreline Management Q Short Subdivision Q COE 40.4 Rockery Grading DOE Dam Safety Structural Vaults Q Commercial Q FEMA Floodplain Other Q Other Q COE Wetlands HPA PART s -SITE COMMUNITY D DRAINAGE Community Drainage Basin p ac k '{?IvFcz ��sr ry , C,REF_, TZIVF-i fN PART 6 'SITE CHARACTERISTICS Q River Floodplain Q Stream Q Wetlands Critical Stream Reach Q Seeps/Springs Depress io ns/Swales Q High Groundwater Table Q Lake Q Groundwater Recharge ,2�-,Steep Slopes Q Other Q Lakeside/Erosion Hazard r • Soil Ty Slo s Erosion Potential Erosive Velocities l► �� Z�i��t? L<O uJ 1J�hn�2.A'1�. Q Additional Sheets Attatched 1/90 Page 2 of 2 King County Building and Land Development Division TECHNICAL INFORMATION REPORT (TIR) WORKSHEET PART 8 DEVELOPMENTLIMITATIONS REFERENCE LIMITATION/SITE CONSTRAINT Ch.4-Downstream Analysis _ 0 --- — Additional Sheets Attatched REQUIREMENTSPART 9 ESC MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION FOLLOWING CONSTRUCTION �i Sedimentation Facilities Stabilize Exposed Surface Stabilized Construction Entrance Remove and Restore Temporary ESC Facilities PZ Perimeter Runoff Control Clean and Remove All Silt and Debris �l Clearing and Grading Restrictions 92 Ensure Operation of Permanent Facilities 0 Cover Practices Flag Limits of NGPES Construction Sequence Other Other PART 10 SURFACE WATER SYSTEM 0 Grass Lined Channel Tank Infiltration Method of Analysis l Pipe System Vault F-1 Depression Open Channel EJ Energy Dissapator Flow Dispersal Compensation/Mitigation 0 Dry Pond 0 Wetland O Waiver of Eliminated Site Storage Wet Pond 0 Stream Cl Regional Detention Brief Description of System Operation 7-;E7 rA 7'o irr�NTl w is-r Facility Related Site Limitations Additional Sheets Attatched Reference Facility Limitation PART 11 STRUCTURAL ANALYSIS PART 12 EASE ME NTSfTRACTS (May require special structural review) 0 Drainage Easement 0 Cast in Place Vault Other F--j Access Easement Retaining Wall 0 Native Growth Protection Easement Rockery>4'High Tract Structural on Steep Slope 0 Other PART 14 SIGNATURE OF • • • I or a civil engineer under my supervision have visited the site. Actual site conditions as observed were Incorporated Into this worksheet and the attatchments. To the best of my knowledge the information provided here is accurate. aa • 1/90 maw mamm " m wan m "Nowmew S GP�Y W1 s RENTON I LAGE PL 12tH� m 405 N t 3tN 51 FRWY z 0 N � <Za C 15TH ST SW 16TH ST �+4' b 16TH 5T fl' S N 17TH ST 1p l 2 N 18rH sr SITE SW 19TH ST 5 19TH 5T N N h Y J 3 PUGET OR SE 5W 215T ST 5 22NO Cr 1p T N SE 162N0 ST SW 23RD ST h S 23R0 5T S� P N 3 y < z 515 2 w z N � s 25TH ST G 167 € V°~ y E 164TH ST s 2-TTH 5T � S 27TH Sf U SW 27TH ST S 52�St 1LS 5 1gtN Ct SE 166TH SW 29TH ST 'L 5 ��% 1L S 30TH CT TI Vicinity Map scale: 1"=500' r II. PRELIMINARY CONDITIONS SUMMARY H. PRELIMINARY CONDITIONS SUMMARY EXISTING SITE DRAINAGE The drainage from the site travels from the south east edge of the property to the west the time of concentration is determined by looking at the overland sheet flow and the shallow swale.The calculations can be found in the basin summary.The soil type is an alderwood with a hydrologic soil type C(CN 87) PROPOSED DRAINAGE The parking lot facility that is to be paved or covered by impervious surface is 1.66 AC.the longest time of concentration distance is 150 LF. The slope is between 0.5-10%, 171 LFof pipe with a slope of 0.5%.The wetvault is 15LF wide by 45LF long and the detention vault is 201f wide by 45LF long. DRAINAGE CONSIDERATIONS According to the King County Surface Water Design Manual we need to comply with the following: 1. The proposed impervious area is greater than 1 acre and subject to vehicular use. Therefore according to special requirement#5 a wetpond(or equivalent)is required. 2. Peak runoff control is required for all projects. The 2 year and 10 year storm events are to be limited to pre-developed conditions and the 100 year,24 hour event shall be routed through the conveyance system and shall be attenuated as required dependent upon downstream conditions in accordance with core requirement#3. 4. Water Quality: The project involves more than 500 s.f.of impervious surface. According to core requirement #3 water quality facilities are required. Sizing shall be for developed 1/3 of the 2 year rate. SCS Soil Survey for King County covers the parking lot A separate site.investigation was conducted. See appendix for report&map. ■n■ � .. �- oopen nor • 16 • •■• no • • • • — _ ■ �� see: no �■• • ■ ■■i — :Kgts ■ 0 _ so. sooner on // _— ■ • • •I'• • • • • : • •• • • •• meson so gone ■■• ■•ow • ■/,■ ■ / 1 a -}� �. • �� • • I • • ■ ■ _ 1 no• ■ ■mY I ` •• • . ■ •• •• ■■• • • 00Z • %• p 1 _�0£ ♦ II 1 ,17 OO46 ... _. 00C \ ! / II • 3 • IOC4,rp t/� _\ i s r a s'� a ICI • • �---�\ • // 1 H Isar \ \ \ .O � q�/h/ � �/f�/',fYy o�.i �j� fi��'w''g s � � � �,�\\ \��i( \• • � ��rfy',ryh /s/ �y f � /��/ '> '� � �ESQ \` � \ • 1�► �ya ��/- �I�,G/f'1g��„v y y�E j��f'r �� : _. x . ' �O � � \\ • / ��Y '$y r ./:�.-» ,� c'U;;l,'��' �'yrN �' s \ Q \ _ice—��\ \ •1 Saes M ►�P - -- KIND COUNTY SOIL &IZJE� OF AGRICULTURE Sike Soi(s �L-i C>0 1) ON SERVICE 5' • R.4 E. R.5 E. SEATTLE(CITY P.O.)10 M1.1213011 6 MI. TO INTERSTATE 90 qkF (Joins sheet •'��'r,'• Suosta , �• �� n'• 161 :1 = No U r [. �! AgD BlgRiver '�• E r Agc :�; �� •�' ;a' a A R 0 � L't r• 9Q gC �71'=F'J �� BM � f I ubsta� ',• BM x �O Meld i S 'ta • t Ur 9�� I 8 t ' • 1 ( EvD_'\ •• . BeC N' r--�•i Ur • e AkF 900 BeD i I BM > --- 2 ■ aseb'ett l; Cem 1 y I tE:a •`. '� � 'yi Park Pc ---- �c - m � BeC •. ► c w� : � 1 t``-- I� ¢IO ?5 BeD I : �■ J • • BeC. �•r... a� Rh• be I A ROAD T� •l , 3 a J C AkF lQ C wo _�• , ur 1 -,J r �•, o :AkF I Wo , -i• Ur , , 7 •1 , --- — ——- I �� Y Inc Pu Ur 13 • Ng Fly . J r 1 .'7 i. • SP` - AgC h' `BM*37 BeC Golf ourse ..L I I [' I� 0 1 • 7 —testa - — .o m Ur I � f- Y AmC �°ram •�� " m I A ` moo Sew ge RTHE — ----''-'" - ^ O ,i ■ � I �' •\- - Gyp,sG6 -( 16 �� Substa pi i'A" CI Ng Ur Ur r IM, •,t C i .i :120 9� _ --°- --, AgC I- -- Ir •., •, �� i14. M 16 ....j. \AgD 20 • 2� ' I Pu 9 :r i •L C 455 Ur 1 i ii �,a:� i Pu [• � ur- I Py I W. ai' BeC 1 I Ii ~�� I BeD •41 •n �� Track I � •n• �°;r I (AgD\ I Url ti i N u Ur 1 D i a` z6 �• _g I R s rvoir oo '. \_ .I C �, ^ W ► AgC Py • � p So Tu z > m W Pu ; m S I Pu woEm k I p U IG� 1 III. OFF-SITE ANALYSIS M. OFF-SITE ANALYSIS UPSTREAM TRIBUTARY AREA The upstream tributary area for the site consists of a portion of an apartment complex located directly east of the site. The majority of the runoff from this upstream area is conveyed by a 12-inch pipe west along the north property line to Benson Road. Actual surface runoff onto the site is negligible. DOWNSTREAM ANALYSIS The existing site drains into two downstream systems. The majority of site runoff is conveyed by ditch toward the northwest property corner. Runoff from the southern edge of the site sheet flows down slopes to Puget Drive South where it is intercepted by a piped storm drainage system. Each of these downstream drainage systems will be described below. At the northwest comer of the site, the on-site ditch daylights and runoff disperses down the slope to the west to an existing parking lot. Storm flows in the parking lot are piped to an existing stormwater detention tank that releases to the piped storm conveyance system along the east side of Benson Road South. This system flows north in 12-inch CMP, then 18-inch concrete pipes to a point 1/4 mile downstream from the site. No evidence of drainage problems was found in this system. Storm runoff from the south edge of the site sheet flows into South Puget Drive, where it is picked up by two storm inlets along the north side of the street. These inlets are connected by 8-inch CMP pipes to manholes in a 12-inch storm main located near the center of the street. Water in this system flows west to the intersection of Benson Road where it turns south into an 18-inch pipe, then west again across Benson Road. From a manhole in the northwest corner of the intersection,storm flows are conveyed southwest under South Puget Drive. This system outfalls in a slope southwest of Puget Drive South. The outfall is protected with rip-rap. Flows continue down 10-15 percent slopes to a stream. This stream flows north to a point 1/4 mile downstream from the site. No evidence of drainage problems was found in this system. PROJECT NO. Fn+e,rpr;se PAVJ,, y Lt4- DATE SUBJECT PDWNSTTZENrA 1;>TZA1►�RC-,F VSC-,S QvAr> M+aP I'1—�nc�o ' &VI'1 SHEET / ism • II i I i ■ • • • (F�FNSO� RPAr> rvSTE ■ • •■ ■ ■ ••.• ( �•y P117ED p2AINPRtj SYST�'M « $ x • •.. � • � ■•.• �• • � (F. SIbE PiEn+SoN R17.) x sy r�, f'`�r' :L��a M I Lr= DOur157>zEAr� • �C ff��l ' ; , I 11 (Put-,ET DRIvE SYS7t7M) -� SITE S xra ; all S?REgM • : • •••iI •• I 24" OVTFALL� z a f• Z ♦ ♦ • • k 3 a iZsi cam} cmY V �i VE rwi 00, i tZ •1 ai �i �rw � c � 3i I ea zo of $ d t \ a �xl R S x A O \ as • _' I V ;- $' k�91. 3 ? 41 i`kSk A 3 .2 iYiy i�. Y IV. RETENTION/DETENTION ANALYSIS AND DESIGN IV. RETENTION/DETENTION ANALYSIS AND DESIGN EXISTING SITE The parking lot area is treated as one sub basin. The existing surface is covered by grass& brush. The ground slopes to the west at 10-45% Site 2, 10,and 100 Years Before(SBUH) 1.88AC Time of Concentration Dist.(see basin calcs.) Slope 10-45% grass&brush Soils Group Alderwood Hydrologic Soils Type C CN=87 DEVELOPED SITE HYDROLOGY The following calculations where accomplished by using Water Works. The whole site is considered to be paved or landscaped Site-2,10 and 100 Years Before(SBUH) 1.88AC Time of Concentration Dist. 150 over pavement @ 10% 170 Pipe 0.5% Paved Surface CN=98 HYDROLOGIC ANALYSIS The conveyance system will be calculated using the proposed site grades. A computer program called CIA will be utilized. The site will be divided into sub basins and the flow entering the catch basins and pipes will be modeled for 25 year storm. The retention/detention facilities will be calculated using a computer program called Water Works. We will utilize the background information for both pre and post developed conditions. The SBUH methodology will be used for calculating the volumes and flows from the site,for determining the Wet vault size,detention facility,and orifice sizes. A level pool routing will be accomplished through the detention Facility.The facility will be sized to handle a 100 year storm RETENTION/DETENTION SYSTEM The following calculations and hydrographs show the before and after development volumes for the site for the 2,10, 100 year storms. SITE BEFORE Year Flow cfs Volume AC-ft 2b 2 0.31 0.15 10b 10 0.60 0.26 100b 100 0.96 0.40 SITE AFTER Year Flow cfs Volume AC-ft 2a 2 0.73 0.26 10a 10 1.11 0.40 100a 100 1.53 0.55 The vault is sized initially looking at the difference in the before and after conditions. The storms are routed through the facilities and the orifices are sized. The initial run is compared with the elevation the water reaches in the basin. The water quality is determined by using 1/3 of the precipitation for a two year storm. the vault was sized for this volume. KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL FIGURE 3.5ZA HYDROLOGIC SOIL GROUP OF THE SOILS IN KING COUNTY HYDROLOGIC HYDROLOGIC SOIL GROUP GROUP* SOIL GROUP GROUP* ---� Aiderwood C Orcas Peat D Arents,'Alderwood Material C Oridia D Arents, Everett Material B Ovall C Beaushe C Pilchuck C Bellingham - D Puget D Briscot D Puyallup B Bucidey D Ragnar B Coastal Beaches Variable Renton D Earlmont Silt Loam - D - - Riverwash Variable Edgewick C Salai C Everett - A Sammamish D Indianola A Seattle D Kltsap C Shacar D Klaus C Si Silt C Mixed Alluvial Land Variable. Snohomish D Nelton A Sultan C Newberg B Tukwila D Nooksack C Urban Variable Normal Sandy Loam D Woodinville D HYDROLOGIC SOIL GROUP CLASSIFICATIONS A. (Low runoff potential). Soils having high infiltration rates, even when thoroughly wetted, and consisting chiefly of deep,well-to-excessively drained sands or gravels. These soils have a high rate of water j transmission. i S. (Moderately low runoff potential). Soils having moderate infiltration rates when thoroughly wetted, and consisting chiefly of moderately fine to moderatdy'coarse textures. These soils have a moderate rate of water transmission. CO (Moderately high runoff potential). Sods having slow infiltration rates when thoroughly wetted,and consisting chiefly of soils with a layer that impedes downward movement of water, or soils with moderately fine to fine textures. These soils have a slow rate of water transmission. D. (High runoff potential). Soils having very slow infiltration rates when thoroughly wetted and consisting chiefly of clay soils with a high swelling potential, soils with a permanent high water table, soils with a hardpan or day layer at or near the surface, and shallow soils over nearly impervious material. These soils have a very slow rate of water transmission. * From SCS, TR-55, Second Edition, June 1986. Exhibit A-1. Revisions made from SCS, Sol Interpretation �. Record, Form #5, September 1988. � l 3.5.2-2 1/90 V-4 DESCRIPTIONS OF THE SOILS This section describes the soil series and map- Alderwood soils are used for timber, pasture, ping units in the King County Area. Each soil berries, row crops, and urban development. They series is described and then each mapping unit in are the most extensive soils in the survey area. that series. Unless it is specifically mentioned otherwise, it is to be assumed that what is stated Alderwood gravelly sandy loam, 6 to 15 percent about the soil series holds true for the mapping slopes (AgC) .--This soil is rolling. Areas are units in that series. Thus, to get full information irregular in shape and range from 10 to about 600 about any one mapping unit, it is necessary to read acres in size. both the description of the mapping unit and the Representative profile of Alderwood gravelly description of the soil series to which it belongs. sandy loam, 6 to 15 percent slopes, in woodland, An important part of the description of each 450 feet east and 1,300 feet south of the north soil series is the soil profile, that is, the quarter corner of sec. 15, T. 24 N., R. 6 E. : sequence of layers from the surface downward to rock or other underlying material. Each series Al--0 to 2 inches, very dark brourn (10YR 2/2) contains two descriptions of this profile. The gravelly sandy loam, dark grayish brown first is brief and in terms familiar to the layman. (10YR 4/2) dry; weak, fine, granular struc- The second, detailed and in technical terms, is for ture; slightly hard, friable, nonsticky, scientists, engineers, and others who need to make nonplastic; many roots; strongly acid; thorough and precise studies of soils. Unless it abrupt, wavy boundary. 1 to 3 inches thick. is otherwise stated, the colors given in the B2--2 to 12 inches, dark-brown (10YR 4/3) gravelly descriptions are those of a moist soil. sandy loam, brown (10YR 5/3) dry; moderate, As mentioned in the section "How This Survey Was medium, subangular blocky structure; slightly Made," not all mapping units are members of a soil hard, friable, nonsticky, nonplastic; many series. Urban land, for example, does not belong roots; strongly acid; clear, wavy boundary. to a soil series, but nevertheless, is listed in 9 to 14 inches thick. alphabetic order along with the soil series. B3--12 to 27 inches, grayish-brown (2.SY 5/2) Following the name of each mapping unit is a gravelly sandy loam, light gray (2.5Y 7/2) symbol in parentheses. This symbol identifies the dry; many, medium, distinct mottles of light mapping unit on the detailed soil map. Listed at olive brown (2.5Y 5/6) ; hard, friable, non- the end of each description of a mapping unit is the sticky, nonplastic; many roots; medium acid; capability unit and woodland group in which the abrupt, wavy boundary. 12 to 23 inches thick. mapping unit has been placed. The woodland desig- IIC--27 to 60 inches, grayish-brown (2.5Y 5/2) , nation and the page for the description of each weakly to strongly consolidated till, light capability unit can be found by referring to the gray (2.5Y 7/2) dry; common, medium, distinct "Guide to Mapping Units" at the back of this survey, mottles of light olive brown and yellowish The acreage and proportionate extent of each brown (2.SY 5/6 and 10YR 5/6) ; massive; no mapping unit are shown in table 1. Many of the roots; medium acid. Many feet thick. terms used in describing soils can be found in the Glossary at the end of this survey, and more de- The A horizon ranges from very dark brown to tailed information about the terminology and methods dark brown. The B horizon is dark brown, grayish of soil mapping can be obtained from the Soil Survey brown, and dark yellowish brown. The consolidated Manual (19) . C horizon, at a depth of 24 to 40 inches, is mostly grayish brown mottled with yellowish brown. Some : lderwood Series I layers in the C horizon slake in water. In a few areas, there is a thin, gray or grayish-brown A2 The Alderwood series is ma a up of moderately horizon. In most areas, this horizon has been well drained soils that have a weakly consolidated destroyed through logging operations. to strongly consolidated substratum at a depth of I Soils included with this soil in mapping make up 24 to 40 inches. These soils are on uplands. They no more than 30 percent of the total acreage. Some formed under conifers, in glacial deposits. Slopes areas are up to 3 percent the poorly drained Norma, are 0 to 70 percent. The annual precipitation is Bellingham, Seattle, Tukwila, and Shalcar soils; 35 to 60 inches, most of which is rainfall, between some are up to 5 percent the very gravelly Everett October and May. The mean annual air temperature is and Neilton soils; and some are up to 15 percent about 50° F. The frost-free season is 150 to 200 Alderwood soils that have slopes more gentle or days. Elevation ranges from 100 to 800 feet. steeper than 6 to 15 percent. Some areas in New- In a representative profile, the surface layer castle Hills are 25 percent Beausite soils, some and subsoil are very dark brown, dark-brown, and northeast of Duvall are as much as 25 percent Ovall grayish-brown gravelly sandy loam about 27 inches soils, and some in the vicinity of Dash Point are thick. The substratum is grayish-brown, weakly 10 percent Indianola and Kitsap soils. Also consolidated to strongly consolidated glacial till included are small areas of Alderwood soils that 7 that extends to a depth of 60 inches and more. have a gravelly loam surface layer and subsoil. i 8 - from SOIL SURVEY Kin County Area Washington b g tY , the U.S. Dept. of Agriculture Soil Conservation Service, issued November, 1973. V-5 Permeability is moderately rapid in the surface Arents, Alderwood Material layer and subsoil and very slow in the substratum. Roots penetrate easily to the consolidated substra- tum where they tend to mat on the surface. Some Arents, Alderwood material consists of Alderwood roots enter the substratum through cracks. Water soils that have been so disturbed through urban- moves on top of the substratum in winter. Available ization that they no longer can be classified with water capacity is low. Runoff is slow to medium, the Alderwood series. These soils, however, have and the hazard of erosion is moderate. many similar features. The upper part of the soil, This soil is used for timber, pasture, berries, to a depth of 20 to 40 inches, is brown to dark- and row crops, and for urban development. Capability brown gravelly sandy loam. Below this is a grayish- unit IVe-2; woodland group 3dl. brown, consolidated and impervious substratum. Alderwood gravelly sandy loam, 0 to 6 percent Slopes generally range from 0 to 15 percent. slopes (AgB) .--This soil is nearly level ind These soils are used for urban development. undulating. It is similar to Alderwood gravelly sandy loam, 6 to 15 percent slopes, but in places its surface layer is 2 to 3 inches thicker. Areas Arents, Alderwood material 0 to 6 percent slopes are irregular in shape and range from 10 acres to (knB) •--In many areas this soil is level, as a slightly more than 600 acres in size, result of shaping during construction for urban Some areas are as much as 15 percent included facilities. Areas are rectangular in shape and Norma, Bellingham, Tukwila, and Shalcar soils, all range from 5 acres to about 400 acres in size. of which are poorly drained; and some areas in the Representative profile of Arents, Alderwood vicinity of Enumclaw are as much as 10 percent material, 0 to 6 percent slopes, in an urban area, Buckley soils. 1,300 feet west and 350 feet south of the northeast Runoff is slow, and the erosion hazard is corner of sec. 23, T. 25 N., R. 5 E.: slight. This Alderwood soil is used for timber, pasture, 0 to 26 inches, dark-brown (lOYR 4/3) gravelly berries, and row crops, and for urban development. sandy loam, pale brown (lOYR 6/3) dry; Capability unit IVe-2; woodland group 3d2. massive; slightly hard, very friable, non- sticky, nonplastic; many roots; medium acid; Alderwood gravelly sandy loam, 15 to 30 percent abrupt, smooth boundary. 23 to 29 inches slopes (AgD) .--Depth to the substratum in this soil thick. varies within short distances, but is commonly 26 to 60 inches, grayish-brown (2.5Y 5/2) weakly about 40 inches. Areas are elongated and range consolidated to strongly consolidated glacial from 7 to about 250 acres in size. till, light brownish gray (2.5Y 6/2) dry; Soils,included with this soil in mapping make common, medium, prominent mottles of yellowish up no more than 30 percent of the total acreage. brown (10YR 5/6) moist; massive; no roots; Some areas are up to 25 percent Everett soils that medium acid. Many feet thick. have slopes of 15 to 30 percent, and some areas are up to 2 percent Bellingham, Norma, and Seattle soils, The upper, very friable part of the soil extends which are in depressions. Some areas, especially to a depth of 20 to 40 inches and ranges from dark on Squak Mountain, in Newcastle Hills, and north of grayish brown to dark yellowish brown. Tiger Mountain, are 25 percent Beausite and Ovall Some areas are up to 30 percent included soils soils. Beausite soils are underlain by sandstone, that are similar to this soil material, but either and Ovall soils by andesite. shallower or deeper over the compact substratum; Runoff is medium, and the erosion hazard is and some areas are 5 to 10 percent very gravelly severe. The slippage potential is moderate. Everett soils and sandy Indianola soils. This Alderwood soil is used mostly for timber. This Arents, Alderwood soil is moderately well Some areas on the lower parts of slopes are used drained. Permeability in the upper, disturbed soil for pasture. Capability unit VIe-2; woodland group material is moderately rapid to moderately slow, 3d1. depending on its compaction during construction. Alderwood and Kitsap soils, very steepAkF The substratum is very slowly permeable. Roots This mapping unit is about 50 percent Alderwood( penetrate to and tend to mat on the surface of the gravelly sandy loam and 25 percent Kitsap silt consolidated substratum. Some roots enter the substratum through cracks. Water moves on top of loam. Slopes are 25 to percent. Distribution the substratum in winter. Available water capacity of the soils varies greattll y within short distances. About 15 percent of some mapped areas is an is low. Runoff is slow, and the erosion hazard is included unnamed very deep, slight. moderately coarse textured soil; and about 10 percent of some areas This soil is used for urban development. Ca- is a very deep, coarse-textured Indianola soil. pability unit IVe-2; woodland group 3d2. Drainage and permeability vary. Runoff is rapid to very rapid, and the erosion hazard is severe to Arents, Alderwood material, 6 to 15 percent very severe. The slippage potential is severe. slopes (AmC) .--This-soil has convex slopes. Areas These soils are used for timber. Capability are rectangular in shape and range from 10 acres to unit VIIe-1; woodland group 2dl. about 450 acres in size. 10 V-6 KING COUNTY, WASHINGTON, SURFACE WATER.DESIGN. MANUAL , TABLE 3.5.2B SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS t SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS (Published by SCS in 1982) Runoff curve numbers for selected agricultural, suburban and urban land use for Type 1A rainfall distribution, 24-hour storm duration. CURVE NUMBERS BY HYDROLOGIC SOIL GROUP LAND USE DESCRIPTION A B C D Cultivated land(1): winter condition 86 91 94 95 . Mountain open areas: low growing brush and grasslands 74 82 89 92 Meadow or pasture: 65 78 85. 89 Wood or forest land: undisturbed 42 64 .7F. 81 Wood or forest land: young second growth or brush 55 72 81 86 Orchard: with cover crop 81 88 :31 94 Open spaces, lawns, parks, golf courses, cemeteries, landscaping. good condition: grass cover on 75% or more of the area 68 80 86 90 fair condition: grass cover on 50% to 75% of the area 77 85 90 92 Gravel roads and parking lots 76 85 91 Dirt roads and parking lots 72 82 89 Impervious surfaces, pavement, roofs, etc. 98 98 98 98 Open water bodies: lakes, wetlands, ponds, etc. 100 100 100 100 Single Family Residential (2) Dwelling Unit/Gross Acre % Impervious (3) 1.0 DU/GA 15 Separate curve number 1.5 DU/GA 20 shall be selected 2.0 DU/GA 25 for pervious and . 2.5 DU/GA 30 impervious portion 3.0 DU/GA 34 of the site or basin J 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 Planned unit developments, % impervious condominiums, apartments, must be computed commercial business and j industrial areas. (1) For a more detailed description of agricultural land use curve numbers refer to National Engineering Handbook, Section 4, Hydrology, Chapter 9, August 1972. 1 (2) Assumes roof and driveway runoff is directed into street/storm system. (3) The remaining pervious areas (lawn) are considered to be in good condition for these curve numbers. 3.5.2-3 1/90 V-7 .KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TABLE 3.5.2C "n" AND "k" VALUES USED IN TUVM CALCULATIONS FOR HYDROGRAPHS Sheet Flow Equation Mannlg's Values(Fox the irr4lal 300 ff of travel) n Smooth surfaces(concrete.asphalt,grave.or bare hard packed soli) OA11 Fallow fields or too"sW surface(no residue) - OAS Cultivated so4 with residue cover(s<-0.20 ff/R) 0.06 Cultvated soft with residue cover(S>020 h/ft) 0.17 Short prairie grass and lawns 0.15 Dorms grasses 024 Bermuda grass 0.41 Range(natural) 0.13 Woods or forest with light underbrush O,�O Woods or forest with dense urderbrush 0.80 •Manning values for sheet Bow only.from Overton and Meadows 1976(See TR- 5.1986) 'k Values Used In Travel Time/Time of Concentration Calcuiatkxn Shallow Concentrated Flow (After the initial 300 ft.of sheet Bow,R-0.1) k. 1. Forest with heavy ground later and meadows(n-0.10) 3 2. Brushy ground with some trees(n-0.060) 5 3. Fallow or minimum Wage cuttivation(n-0.040) 8 4. High grass(n -0.035) S. Short grass,pasture and fawns(n-0.030) 11 * e Nearly bare ground(n-0.025) 13 _•..•.... ~ 7. Paved and gravel areas(n-0.012) 27 Channel Flow(Intermittent)(At the beginning of visible channels:R-02) k. 1. Forested swale wah heavy ground later(n -0.10) 5 2. Forested drainage course/ravine with defined channel bad(n-0.050) 10 3. Rock-lined waterway(n-0.035) 15 4. Grassed waterway(n-0.030) 17 5. Earth-lined waterway(n-0.025) 20 6. CMP pipe(n-0.024) 21 i 7. Concrete pipe(0.012) 42 S. Other waterways and pipes 0.508/n Channel Flow(Continuous stream,R-0.4) k. 9. Meandering stream with some pools(n-0.040) 20 10. Rock-lined stream(n-0.035) 23 it. Grass-lined stream(n-0.030) 27 12. Other streams.man-made channels and pipe 0.807/n-- l/ ••See Chapter S.Table 5.3.6C for additional Manni gs•n'values for open channels \, 3.5.2-7 I/90 - - V-8 RETENTION/DETENTION DATA Detention Vault Volume required 3420 cf Bottom Elev..................................264.5 Outfall Elev..................................265.0 Overflow Weir Elev. ....................269.0 Max.Water Surface, 100 year.......268.76 Usable Volume.............................3,420 cf ORIFICE ELEVATIONS Outlet/Inlet Elev. 265.00 12" 2 Year Elev. 263.00 2.90" 10 Year Elev. 266.90 2.94" 100 Year Elev. 267.90 2.81" Overflow Elev. 269.00 12"open top WETVAULT The Wetvault surface area was sized using the 2 year developed basin. Site was calculated for a 2 year storm with 1/3 of the normal precipitation. 27 3=.66" (Refer to 2 year 24 hour Isopluvials) Basin calculations enclosed Therefore the volume for the wetvault=0.07 AC ft or 2,862 cf WETVAULT DATA Bottom vault Elevation =264.5 Usable Bottom Elevation =265.0 Overflow Elevation =269.5 Net Pond Volume =3,037 cf Actual Vault=3,037 sf>Theoretical 2,862 sf Actual Volume=3,037 cf>Theoretical 2,862 cf which meets criteria. CONCLUSION The overflow in the Control structure is being set to 269.00 This is above the 100 year equivalent volume of an elevation of 268.76. The 100 year storm water would reach an elevation of 268.76 in the Vault, therefore the Vault is sized to handle the 2 10,& 100 year storms.Please refer to the hydrographs for the matching of peak flows and volumes. 10/11/93 page 1 Enterprise Rent A Car Parking Lot Storm Drainage Calculations BASIN SUMMARY BASIN ID : 100a NAME: 100 year after SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1 . 88 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPEIA PERVIOUS AREA PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 .22 Acres TIME INTERVAL. . . . . 10 . 00 min CN. . . . . 87 . 00 TIME OF CONC. . . . . : 3 . 02 min IMPERVIOUS AREA ABSTRACTION COEFF : 0 .20 AREA. . : 1 . 66 Acres CN. . . . . 98 . 00 TcReach - Sheet L: 150 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 1000 TcReach - Channel L: 170 . 00 kc:21 . 00 s : 0 . 0050 PEAK RATE : 1 .53 cfs VOL: 0 .55 Ac-ft TIME : 470 min BASIN ID: 100b NAME : 100 year before SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1 . 88 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPEIA PERVIOUS AREA PRECIPITATION. . . . : 3 . 90 inches AREA. . : 1 . 82 Acres TIME INTERVAL. . . . . 10 . 00 min CN. . . . . 87 . 00 TIME OF CONC. . . . . : 16 . 62 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 .20 AREA. . : 0 . 06 Acres CN. . . . . 98 . 00 TcReach - Sheet L: 180 . 00 ns : 0 .2400 p2yr: 2 . 00 s : 0 . 1100 TcReach - Shallow L: 340 . 00 ks : 13 . 00 s : 0 . 0470 PEAK RATE: 0 . 96 cfs VOL: 0 . 40 Ac-ft TIME: 480 min BASIN ID: 10a NAME: 10 year after SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1 . 88 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPEIA PERVIOUS AREA PRECIPITATION. . . . : 2 . 90 inches AREA. . : 0 .22 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 87 . 00 ' TIME OF CONC. . . . . : 3 . 02 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 .20 AREA. . : 1 . 66 Acres CN. . . . . 98 . 00 TcReach - Sheet L: 150 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 1000 TcReach - Channel L: 170 . 00 kc :21 . 00 s : 0 . 0050 PEAK RATE : 1 . 11 cfs VOL: 0 .40 Ac-ft TIME: 470 min 10/11/93 - page 2 Enterprise Rent A Car Parking Lot Storm Drainage Calculations BASIN SUMMARY BASIN ID : 10b NAME: 10 year before SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1 . 88 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPEIA PERVIOUS AREA PRECIPITATION. . . . : 2 . 90 inches AREA. . : 1 . 82 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 87 . 00 TIME OF CONC. . . . . : 16 . 62 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 .20 AREA. . : 0 . 06 Acres CN. . . . . 98 . 00 TcReach - Sheet L: 180 . 00 ns : 0 .2400 p2yr: 2 . 00 s : 0 . 1100 TcReach - Shallow L: 340 . 00 ks : 13 . 00 s : 0 . 0470 PEAK RATE : 0 . 60 cfs VOL: 0 .26 Ac-ft TIME: 480 min BASIN ID : 2a NAME : 2 year after SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1 . 88 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPEIA PERVIOUS AREA PRECIPITATION. . . . : 2 . 00 inches AREA. . : 0 .22 Acres TIME INTERVAL. . . . 10 . 00 min CN. . . . . 87 . 00 TIME OF CONC. . . . . : 3 . 02 min IMPERVIOUS AREA ABSTRACTION COEFF : 0 .20 AREA. . : 1 . 66 Acres CN. . . . . 98 . 00 TcReach - Sheet L: 150 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 1000 TcReach - Channel L: 170 . 00 kc :21 . 00 s : 0 . 0050 PEAK RATE : 0 . 73 cfs VOL: 0 .26 Ac-ft TIME: 470 min BASIN ID : 2b NAME : 2 year before SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1 . 88 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPEIA PERVIOUS AREA PRECIPITATION. . . . : 2 . 00 inches AREA. . : 1 . 82 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 87 . 00 TIME OF CONC. . . . . : 16 . 62 min IMPERVIOUS AREA ABSTRACTION COEFF : 0 .20 AREA. . : 0 . 06 Acres CN. . . . . 98 . 00 TcReach - Sheet L: 180 . 00 ns : 0 .2400 p2yr: 2 . 00 s : 0 . 1100 TcReach - Shallow L: 340 . 00 ks : 13 . 00 s : 0 . 0470 PEAK RATE : 0 . 31 cfs VOL: 0 . 15 Ac-ft TIME: 480 min Circular Channel Analysis & Design Solved with Manning' s Equation Open Channel - Uniform flow Worksheet Name: Comment : 1/2 Two year developed Solve For Full Flow Diameter Given Input Data: Slope . . . . . . . . . . . . . 0 . 0050 ft/ft Manning' s n. . . . . . . 0 . 013 Discharge. . . . . . . . . 0 .35 cfs Computed Results : Full Flow Diameter. . . . . 0 .48 ft -- Full Flow Depth. . . . . . . . 0 .48 ft Velocity. . . . . . . . . . 1 . 96 fps Flow Area. . . . . . . . . 0 . 18 sf Critical Depth. . . . 0 . 30 ft Critical Slope . . . . 0 . 0092 ft/ft Percent Full . . . . . . 100 . 00 % Full Capacity. . . . . 0 . 35 cfs QMAX @ . 94D . . . . . . . . 0 .38 cfs Froude Number. . . . . FULL Circular Channel Analysis & Design Solved with Manning' s Equation Open Channel - Uniform flow worksheet Name: Comment : Solve For Full Flow Diameter Given Input Data: Slope . . . . . . . . . . . . . 0 . 0050 ft/ft Manning' s n. . . . . . . 0 . 013 Discharge . . . . . . . . . 0 .73 cfs Computed Results : Full Flow Diameter. . . . . 0 . 63 ft <—�---- Full Flow Depth. . . . . . . . 0 . 63 ft Velocity. . . . . . . . . . 2 . 35 fps Flow Area . . . . . . . . . 0 . 31 sf Critical Depth. . . . 0 . 41 ft Critical Slope . . . . 0 . 0086 ft/ft Percent Full . . . . . . 100 . 00 % Full Capacity. . . . . 0 .73 cfs QMAX @ . 94D . . . . . . . . 0 .79 cfs Froude Number. . . . . FULL Circular Channel Analysis & Design Solved with Manning' s Equation Open Channel - Uniform flow Worksheet Name: Comment : 100 year pipe capacity at 0 . 005ft/ft Solve For Actual Depth Given Input Data: Diameter. . . . . . . . . . 1 . 00 ft Slope . . . . . . . . . . . . . 0 . 0050 ft/ft Manning' s n. . . . . . . 0 . 013 Discharge . . . . . . . . . 1 . 10 cfs Computed Results : Depth. . . . . . . . . . . . . 0 . 46 ft Velocity. . . . . . . . . . 3 . 10 fps Flow Area. . . . . . . . . 0 .35 sf Critical Depth. . . . 0 .44 ft Critical Slope . . . . 0 . 0059 ft/ft Percent Full . . . . . . 46 .22 a Full Capacity. . . . . 2 .52 cfs QMAX @ . 94D. . . . . . . . 2 . 71 cfs Froude Number. . . . . 0 . 92 (flow is Subcritical) 10/11/93 page 1 Enterprise Rent A Car Parking Lot Storm Drainage Calculations ---------- STAGE DISCHARGE TABLE MULTIPLE ORIFICE ID No. 1 Description: enterprise orifice Outlet Elev: 265 . 00 Elev: 263 . 00 ft Orifice Diameter: 2 . 9063 in. Elev: 266 . 90 ft Orifice 2 Diameter: 2 . 9414 in. Elev: 267 . 90 ft Orifice 3 Diameter: 2 . 8125 in. STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- 265.00 0.0000 266.60 0.2899 268.20 0.7953 269.80 1.1979 265.10 0.0725 266.70 0.2988 268.30 0.8299 269.90 1.2176 265.20 0.1025 266.80 0.3075 268.40 0.8620 270.00 1.2370 265.30 0.1255 266.90 0.3159 268.50 0.8921 270.10 1.2560 265.40 0.1450 267.00 0.3984 268.60 0.9206 270.20 1.2747 265.50 0.1621 267.10 0.4372 268.70 0.9479 270.30 1.2931 265.60 0.1775 267.20 0.4686 268.80 0.9741 270.40 1.3113 265.70 0.1918 267.30 0.4961 268.90 0.9993 270.50 1.3291 265.80 0.2050 267.40 0.5211 269.00 1.0238 270.60 1.3467 265.90 0.2174 267.50 0.5443 269.10 1.0475 270.70 1.3641 266.00 0.2292 267.60 0.5660 269.20 1.0706 270.80 1.3812 266.10 0.2404 267.70 0.5866 269.30 1.0930 270.90 1.3981 266.20 0.2511 267.80 0.6063 269.40 1.1149 271.00 1.4148 266.30 0.2613 267.90 0.6251 269.50 1.1363 266.40 0.2712 268.00 0.7111 269.60 1.1573 266.50 0.2807 268.10 0.7568 269.70 1.1778 10/11/93 page 1 Enterprise Rent A Car Parking Lot Storm Drainage Calculations ----------- STAGE STORAGE TABLE RECTANGULAR VAULT ID No. 1 Description: enterprise vault Length: 45 . 00 ft . Width: 20 . 00 ft . STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> (ft) ---cf--- --AC-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- 265.00 0.0000 0.0000 266.60 1440 0.0331 268.20 2880 0.0661 269.80 4320 0.0992 265.10 90.000 0.0021 266.70 1530 0.0351 268.30 2970 0.0682 269.90 4410 0.1012 265.20 180.00 0.0041 266.80 1620 0.0372 268.40 3060 0.0702 270.00 4500 0.1033 265.30 270.00 0.0062 266.90 1710 0.0393 268.50 3150 0.0723 270.10 4590 0.1054 265.40 360.00 0.0083 267.00 1800 0.0413 268.60 3240 0.0744 270.20 4680 0.1074 265.50 450.00 0.0103 267.10 1890 0.0434 268.70 3330 0.0764 270.30 4770 0.1095 265.60 540.00 0.0124 267.20 1980 0.0455 268.80 270.40 4860 0.1116 265.70 630.00 0.0145 267.30 2070 0.0475 268.90 3510 0.0806 270.50 4950 0.1136 265.80 720.00 0.0165 267.40 2160 0.0496 269.00 3600 0.0826 270.60 5040 0.1157 265.90 810.00 0.0186 267.50 2250 0.0517 269.10 3690 0.0847 270.70 5130 0.1178 266.00 900.00 0.0207 267.60 2340 0.0537 269.20 3780 0.0868 270.80 5220 0.1198 266.10 990.00 0.0227 267.70 2430 0.0558 269.30 3870 0.0888 270.90 5310 0.1219 266.20 1080 0.0248 267.80 2520 0.0579 269.40 3960 0.0909 271.00 5400 0.1240 266.30 1170 0.0269 267.90 2610 0.0599 269.50 4050 0.0930 266.40 1260 0.0289 268.00 2700 0.0620 269.60 4140 0.0950 266.50 1350 0.0310 268.10 2790 0.0640 269.70 4230 0.0971 4b 'L° 5 z 0 w z�o.1 � 64, 5 3 ZG 342C34Z.a 432� van t-k o U7 0 LaG.END Hyd No, 5— BE IcCyg iE Hyd No. 6...... pEv�LflQ£P Hyd No. 9... pv'f'�I.JDw 0 10 wN U C M Y Q 0 � 1 4 + I1 I 1 t + f r ... i 3 6 9 12 15 18 21 24 27 Time in Hours Hyd No . : 5 Rate : 0 . 96 cfs Time : 8 . 00 hr Vol 0 . 40 Ac-ft Int : 10 . 00 min Hyd No . . 6 Rate: 1 .53 cfs Time : 7 . 83 hr Vol 0 .55 Ac-ft Int : 10 . 00 min Hyd No . : 9 Rate : 0 . 96 cfs Time : 8 .33 hr Vol 0 .55 Ac-ft Int : 10 . 00 min IKEND Hyd No. 3_�3L�iP7RE Hyd No. 4...... oPQt> Hyd No. 8_ oc.)T FL-DcAJ w U C "0 0 2 — t 3 6 9 12 15 18 21 24 27 Time in Hours Hyd No. : 3 Rate : 0 . 60 cfs Time: 8 . 00 hr Vol 0 .26 Ac-ft Int : 10 . 00 min Hyd No . : 4 Rate : 1 . 11 cfs Time: 7 . 83 hr Vol 0 . 40 Ac-ft Int : 10 . 00 min Hyd No. : 8 Rate : 0 . 60 cfs Time: 8 . 33 hr Vol 0 . 40 Ac-ft Int : 10 . 00 min ��( .prZoc5,efP -S EEND Hyd No. 1_ 13r= Hyd No. z .... Chi;,!►a 1r0IZ►:fO Hyd No. 7.-- nt17 L O w r LO w a c MO �O Q i 3 6 9 12 15 18 21 24 27 Time in Hours Hyd No . : 1 Rate : 0 . 31 cfs Time : 8 . 00 hr Vol 0 . 15 Ac-ft Int : 10 . 00 min Hyd No . : 2 Rate : 0 .73 cfs Time : 7 . 83 hr Vol 0 .26 Ac-ft Int : 10 . 00 min Hyd No . : 7 Rate : 0 . 31 cfs Time : 8 .50 hr Vol 0 .26 Ac-ft Int : 10 . 00 min Z �1 $=Z6 4y p fro C= t-C P►.�� 10/11/93 _ page 2 Enterprise Rent A Car Parking Lot Storm Drainage Calculations LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> STORAGE <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id VOL (cf) ---------------------------- 2 year ...................... 0.31 0.73 1 1 266.78 7 1601.16 10 year ...................... 0.60 1.11 1 1 267.79 8 2509.79 100 year ..................... 0.96 1.53 1 1 268.76 9 3384.00 10/11/93 page 1 Enterprise Rent A Car Parking Lot Storm Drainage Calculations BASIN SUMMARY BASIN ID : 2aa NAME: wq 2 year after SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1 . 88 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERVIOUS AREA PRECIPITATION. . . . : 0 . 66 inches AREA. . : 0 .22 Acres TIME INTERVAL. . . . . 10 . 00 min CN. . . . . 87 . 00 TIME OF CONC. . . . . : 3 . 02 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 .20 AREA. . : 1 . 66 Acres CN. . . . . 98 . 00 TcReach - Sheet L: 150 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 1000 TcReach - Channel L: 170 . 00 kc:21 . 00 s : 0 . 0050 PEAK RATE : 0 . 18 cfs VOL: 0 . 07 Ac-ft TIME: 470 min ZS Pr-e-C, p � Z C.v 1:cT-a-t- C3 c J lJ,L--f-T %J AQ L.7 INl f3o-r7a-►j �11 i 4' S b . S 4 � V. CONVEYANCE SYSTEM ANALYSIS & DESIGN V. CONVEYANCE SYSTEM ANALYSIS & DESIGN The program C.I.A. was used to analyze and design the conveyance system.We utilized the 25 year storm and divided the basins as shown in the figure.Ductile Iron Pipe was utilized.The system was sized with a(25 year storm)and checked by running a 100 year storm through the system.The pipe in the parking lot will handle a 100 year storm. CONCLUSION The pipe system will adequately handle the flows and volumes generated from the site for a 100 year 24hr storm event. OF d \ N69T8'S6•W p� \ /._.__/ OWRENTOND D C 1 2 '� I / r SEE NOTE 2 STORY WATER DRAINAGE NOTES 11/30\08 RM-264.24 C /I 0 -- f / 1. BEFORE A11Y COMSTpIICRON OR OEVELOPHEM ACfM1Y OCCl/RS,A K SOT SIRUCT-256p1 C rW r PRE-CONSTRUCf10N MEETING MUST BE HELD MTH THE CITY OF RENTON \ -O3'0053" IE E♦rPVC ES•7W1.6257.60 ```�� I C \\ OEPNTIMENT OF PUBLIC WORKS,DESIGN ENGINEER. \ \ 1 1 R-2824.93' \ `� I AN oona,-Von Mdl W In aca,d.—-if,the•19e6 sw.dlo. ♦v :\ \ \ '\ 1 \ sPedflati.ro iw Rea,B.Ype a,e Munldpal Cerotrudbn L-146.64' \ 1 \ I \ llr.poro q W.5.0.0. aM me A ndcan Pub&Walk.A iaUon \ \ \ \ 1 1 \ (IPWA),a amaleeeT., by tla City of Renton Oepanmea of P.bne lid `\� O O 1 \ �Y`\` \ ,\ \ ` \\•. 3. TM.term Ardteape wetem elvN be—ldmn ted—rdint,to Un, \\ \ \ apwwed Plane.hkh we on rM in the dporlment of Nbf wod,e. my de,,t from UIe oppe.ea pens W real, .,Kt-opprwal=OW Citya Renton Oepwtment a Pabt, VDemeanf�i' \\•: \\0 \ \ \ \ ona.DemeanEMtnwr w Stwm Water Utility.. SURFACE \`I\ \\\,1 $ \\ \\ \\\\ al \`\ a. A aoq a Upo"Welled!pl——k W on the job.*it.et— aCNQIfMINK \ \;\\\\•I {\ \ \ \ I \ \ conmuetien b k p.aaew..-� \ \ 5. Datum Mop be U.S CA unlm oma.tw oppovee by cc \ 6 \ \ \ \ \\ \ y oa � ` Rentonrtnoted e t W,"o anna.a w on,p.n..6. AX eeNrMntalbn/woeim faclMiee Iruet W In operetta,pia, 0 \\ \ \ to tleaeM w,A b'uiWiny cmebudion,wW lMy m,wt OD \\ \a \,\\,, \ \ \ \ \ \ 1 `\ eatlefM.dly--donee.GIP conetnle6on le —Pnoted..Ut \ \\ •;\: \\ \ pawlla fw on-Ao.raebn Me pe.nee.. \• \ Y redate for to or lae'Xltle nMa W I 0..e.M In FF� GA]QJ_9A, ,1 O�• \• •\\ `\ \\ R �, \ apwadn pttw to or In'WeneUan eIN ap 'sreUon actACTUAL SIDE 4T S E DOT EIRUCT-256.9a`\ \Q/1I `\ \� ` \ Wane Stem Water WAY. awe q IN,dpartmM a PUNk SLOPE BY 6 S E 6•a1P].T61.3a \ t\\ \11 CONTRACTOR E IY OP M.T6L1e \` i T+\ \ \ \ \' \ 6. Glee eeed mq be a M The \ \ VVtt \ Iraelu,e.aner man ro by tiv dens.Wee QIY o Tema,eet end eprnwe miw,MON b ollm ll q e laMecae.Mcnn.d ono app-M q Ua \m � 2� dpa,emwn a Putwe Worw.,swm Wager utiEty.. \. 0. AN pip.erne appuaenaneoo 4noe W told d.a prepay prepared 3V - O \ \f \`7\ \ \ \ roe detkn In accwaaK•eltn e.clbn 7-02.3(1)of a,.anent slob a W.Mlnpton Sbndo,d SpecNlcellw,fw Food ao add" TYPIGL I.S MIa16 I 1 \ \ IL Cw,elrcti— Ind.Mae inckdo y Ievennl a ma t I \ e I J \ 1 UOIKh In—w the tap a tM r.undotwn mataia a eM oo TRENCII SECTION 1 ro 'Q I •\ 1 1 \ peeamea and ewnpodbn a requlree Wee,q mama to wil/a,n Iron a Un me.ntle Iength a Nod ape r^N r*~edan \ p(J�/ ♦`��\ 1 \ lniformly!.rate urryl.Yl„We. NI pipe beam.hell be APWA Cie.•C,.itn ms eeptw'of PVC W.MIN PIPL All troeh TYPICAL TRENCH g • a 10 1 1 bodaa MN be Ped.a 1. lnmwn 05%iw pmerMa one aru (\' NNW rY a \ I 1 1 .I 0aaOW d9 ahoMn per ASTM D-1567-070.Pea Irwal \ \ ` 1 I 1 batel Ir ova end.,der P.'.- pip... 10 dnanbee of"pbe and el.mWzod Wool pipe fw all d.'n.pe TOM- . l •! 1 ` \ \ fo m ave aplb. all n .0.1t treatm.m II or WWer weio CATCH 845W SCAir'OI.iE .o E d•P766VC W66-264.�p t\ 1 \1 \ nAe'44.. E e•wP N.2e36� aaapr77n,\ a la'.1ell eel rW \ IE 6'PVC C-M5.{I\ \ \ 1` 1 To11. 9bucllKe.Mon not bepammtto.KMn 10 feet oftthepirp One Wry elenn do n"pipd,.f IS red f,o,the tap al wry f)m e•i JNwI Jee4 m 'I 1 1 ` manna WrW.. MAIN= JM JTOJI M. J I ONOMp MN JM O \\` / ; y \I 1 I I `^• ¢ 17. dab MnLOratn Ma W depreeeM 0.10 feet Wlo. f F 4wslo 073 fl M6 N Gr MINwmmf t f J I 47M 10,JaE N •1 .1 11 1 \ Q, o I affm ellftm M71 .rl Ad `7af 10O1t7 O[iWr ' , \ \ 1 `` _ I 1 1>, Op..cd Wad eee.rg Unough e"t g"fie right-a-eey e111 7 4AETA1 OWUNI J73 IMP �f�^�` ` � A \ { \1 I N IO not b apoeed.rdm.vedfkaly oppraro by aly or Re tm r fmatJ 4rdA noJM r mm mu K ( (�' C `! ')I 11! OepaRmelt a P,,Ok Wens,d,ign Engineer.. 9 I 4AID])I WIM VIA 20110 X&if I Ip ` t. (• P I 19 to/ WfW WI.M 271 M7126171 \ ASFIetti I I IF SOT1e lI. Ibdi rw wa.lm pdectlon a rooeeie.ddar..eMre If 1 gll.0o WI J71. M114 /4awn ? dl I 10 M.X W a eOUM query—k PM."to a deem a I foot aM IJ 1 am IA SWIl3N ML ]p X, Amxr erm C cum IPARAL S \ I I d meet the rcotiorle:4• 6� IJ I feN.JU 4Ig3N M, M4. Mt RDIAci O16OR'cLfA RdraE m'WVN' . 14 f.Naar,p eyed /40i-70W PonInv: M 1 4MLY5 4Wa 2A11 M. Mom \ 'I$� N•A41N1f S/IRf7 W M4OI[prRIG _ /� � 1 I �`I $ � I r I Y-{'re4/]Os-{Os poelrp;one-Y rOCh/IOW-101[pee clop.. OOI A9FN11.YA1[nm OF AC Mori t I I _ t ]j/ry�4 POPE E91NT. / 7 d l 1 \!11 A 111 II +11l / 15. be All Nerr„ a eypem,fa,Mep ePPmM py tW d rtpa mw,t a PER SHORT PU �\/ 7 \ I !] +GAYS Pubnc Warta.DeWgn En&w w Storm Woo Utft.M 1 I (1 7sKw FOR aeara.y amer,.Iw,.a d,ml.e o.wm e.ar, n q a ter lY TOE •— + I 7 ITME AN. dreh-ge yawn aX be euhnAted to On,.CKy a Renton.p. LEGAL DESCRIPTION: t6M-26T7. 3 _ - - - iz- LOT 1.R AS DELINEATED ON CITY R RENTING SHORT RAT NO.476-79, ---- __ `�^ •__�.__�___ RECORDED UNDER KING COUNTY RECORDING NO.7912129004,BEING A � 12l -- -- I�_ _ _ PORTION OF THE SOUIHWEST QUARTER OF SECTION 2Q TOWNSHIP 23 - _W ��I! E T.QI 17R� NORM,RANGE 5 EAST,W.M.,N KING COUNTY,WASHINGTON. — — T 111i1 W W W w w E PVC M 3d10.30 a 1-7 _ �W E C OM SW-IK.]I AN MANNQE T7a _-- 0 Qwa a 0 a 272 274 176 __760 262 1 TURN E a a DNN/YANNQE BENCHMARK: i 12 I-22ei1 21° M, Iva 292 2I{ NO NO 3a0 302 29&'0 Stitt FIFE/pN1IMM]V E 1f 2e0.66 IE _-16a4t DATUM-USC AND CS,CITY OF RENTON RAILROAD SPIKE 1 FOOT UP POP a D'rPlLY'1G11pTa E 4 PVC N-262N It CmP 262.72 EAST FACE OF POWER POLE/274 NORTH OF SOUTH PUGET PARK IEGENn CONTRACTOR WARNING! rG t BARTON O. TREECE,JR.P.E. CITY OF RENTON DIOK ON VEST SIDE OF BENSON HIGHWAY SOUTH. L m \ M Pe'W �t 5*0N on AND @YROPWW CONgIN.TANT $ nnETaaaolW UA[//Y LTAOI7XW Agee OWpAR'TNQH2 or PrJ°I3C WORIta ELEVATION-237.30, tee,re...,0-4 *.,eu.e 4-r .�q U des ROW&Ew N0,11 &me s00 °ij""' IE)wrA(LWX/7y1"na1670 1199prAwegMglawaOrT DRAINAGE PLAN r.e.r Prrer4> Tr a.rl fete 1419fe am•s FWN Pet am sMO1O• ar..w arMl • ..--.n In L1e7DB1/1�AAIY f.'1A11`LC7S, ENTERPRISE RENT A CAR • a a a or NO Y e-.ti w 6\.r) r...e...ef.a.-. G mtw isr�O+A4e) PARKING LOT j aea�a.w O'no—O 'd/y"t nU NUEr�pgyl v onto saw-no.IT —=l .err da � rye Bee,-rtM. w-0 fJeLK® eeNE:f A In i—ieem C 3 w:Io SEE NOTE 2 DI 8 f ! 1 It t kk kk It It � 1 \.'\\ \ \ , o \ �\ p� \'� \'`\ \`\`1 \\\ ' \ i \ \\\ \ FE ,1 ` ` `` /�` p \ \` , It It \\ Z C� ``\'`\ \` ''\ \ \ \ ,, \ \, ,l o \\ Ilk \ \\ \ ' \\\' `' \ \\ `\ IA kk \ \�\ \ \\ \ ` \ \ \ \ \ ` '+,1\`\ \ '\;\\ \ II 'I `'\` ``\ \!off\ , l�It 1 lt \ \ \ 258.98\ CB/11 \`\ '\ \ \\ I It 261.30 It 261.16 6*�acp N ✓ \ ' 2 \\` Ilk'` CB It0.1 \` i� i\ \ \ o g 0,1pZ l It 1 , � cp co 10 ` ', \ i k , i CAI` 1 It CB 'It CATCH BASIN \ 1 RIM = 266.66 B' DI It I + \'' I )' - \ 1 1 IE 6w PVC W = 264.E IE 8" CMP N = 263.8 S=0.005FT/FT;v\ ; 1 \ I; I \ 1 It IE 6" PVC E = 265.41\ \ \ \ w� \ \ 1 19p ' \'H %SEE SHEET C6 FOR VAULT DETAILS SAWCUT EXISANG CURB, GUTTER, SIDEWALK AND 1 k In ASPHALT STREFf,5' EACH SIDE OF PROPOSED PIPE 4 p BACKFILL WITH CRUSHED ROCK AND REPLACE EXIS77NO CURB, GUTTER, SIDEWALK' 1 I +1 '+ X AND ASPHALT STREET TO MATCH EXISRNG. SA'cIyi,'{ ; HOT ASPHALT SEAL EDGE OF AC CB 14 � 1 ' ' , it i �I i \', - -_ %i i i�i� lil Q 1� 9 SLOPE E SMNT. 11/ \,I PER SHORT PLA fLObD�LIG \ ! � � '' " � �'� I Q k�4 !� BI 1 f Y I 5 ; '% I I 'I'I ,r„� i' /SIGKI F( T 12' 105.2 LF® S= iT/fT I-i� - -�— I (�; 9ITAF 265.39 1 - - ------ PC ^v) SAWC LINE46 T. -I _ EX 5T CURB;LINE w T �R(,�/0I— w, 16 w ,W_ w o w —D ❑ D D �y EXTRUpED CUB D D —D ❑ o" / D D— )LE 270 ---_ L 272 274 - ----__ _ DOUBLE,'TURN F� Rn 276 278 - 0R0 282 28 286 88 290 ?o7 10/25/93 page 1 Enterprise Rent A Car Parking Lot Pipe calculations REACH SUMMARY Routing based on Seattle family @ 25 yr freq Network LINEB: Pipe Reach Basin Area --c- --c*A- --Sum- ---Tc- --i-- --QAct Dia -Mann -Slope -QFull Vfull -Vact -Length --tt-- ---------- Id ac --c*A- - min in/hr cfs in --n-- ft/ft cfs fps fps ft min =ari =s ---------------------------=-------------------------------------------------------=----sari-------_----- 3 C 0.17 0.90 0.15 0.15 5.00 2.70 0.41 12 0.024 0.0050 1.36 1.73 1.52 135.13 1.48 ' Network LINEC: Pipe Reach Basin Area --c- --c*A- --Sum- ---Tc- --i-- --QAct Dia -Mann -Slope -QFull Vfull -Vact -Length --tt-- ---------- Id ac --c*A- - min in/hr cfs in --n-- ft/ft cfs fps fps ft min 4 F 0.07 0.90 0.06 0.06 5.00 2.70 0.17 12 0.024 0.0034 1.13 1.44 1.04 102.52 1.65 5 G 0.06 0.90 0.05 0.12 6.65 2.47 0.29 12 0.024 0.0050 1.37 1.74 1.38 86.39 1.04 6 H 0.11 0.90 0.10 0.22 7.69 2.32 0.50 12 0.024 0.0058 1.47 1.87 1.69 12.16 0.12 Network LINEA: Pipe Reach Basin Area --c- --c*A- --Sum- ---Tc- --i-- --QAct Dia -Mann -Slope -QFull Vfull -Vact -Length --tt-- ---------- Id ac --c*A- - min in/hr cfs in --n-- ft/ft cfs fps fps ft min mass-------==______=-------------se««_e-«------sass------------------=sass--__-------=a --a-«----- 1 A 0.30 0.90 0.27 0.27 5.00 2.70 0.73 12 0.024 0.1000 6.12 7.79 5.24 67.30 0.21 2 E 0.40 0.90 0.36 0.78 6.48 2.49 1.95 12 0.024 0.0215 2.83 3.61 3.89 21.91 0.09 .i. 4 AV L.7 1.00 7.81 2.31 2.30 16 0.024 0.0054 3.06 2.19 2.41 107.90 0.75 8 1.00 8.56 2.20 2.20 12 0.024 0.0130 2.21 2.81 3.20 40.06 0.21 9 1.00 8.77 2.17 2.17 12 0.024 0.0128 2.19 2.79 3.18 50.93 0.27 10 1.00 9.03 2.14 2.13 12 0.024 0.0124 2.15 2.74 3.13 104.95 0.56 11 1.00 9.59 2.06 2.05 12 0.024 0.0434 4.03 5.13 5.16 51.18 0.17 r 10/25/93 page 1 Enterprise Rent A Car Parking Lot Pipe calculations REACH SUMMARY Routing based on Seattle family @ 100 yr freq Network LINEB: Pipe Reach Basin Area --c- --c*A- --Sum- ---Tc- --i-- --QAct Dia -Mann -Slope -QFull Vfull -Vact -Length --tt-- ---------- Id ac --c*A- - min in/hr cfs in --n-- ft/ft cfs fps fps ft min ------=------------------- ------=-=--------------------------__-----_---------_---------s- -------- 3 C 0.17 0.90 0.15 0.15 5.00 3.40 0.52 12 0.024 0.0050 1.36 1.73 1.62 135.13 1.39 Network LINEC: Pipe Reach Basin Area --c- --c*A- --Sum- ---Tc- --i-- --QAct Dia -Mann -Slope -QFull Vfull -Vact -Length --tt-- ---------- Id ac --c*A- - min in/hr cfs in --n-- ft/ft cfs fps fps ft min 4 F 0.07 0.90 0.06 0.06 5.00 3.40 0.21 12 0.024 0.0034 1.13 1.44 1.11 102.52 1.54 5 G 0.06 0.90 0.05 0.12 6.54 3.15 0.37 12 0.024 0.0050 1.37 1.74 1.48 86.39 0.98 6 H 0.11 0.90 0.10 0.22 7.52 3.00 0.65 12 0.024 0.0058 1.47 1.87 1.81 12.16 0.11 Network LINEA: Pipe Reach Basin Area --c- --c*A- --Sum- ---Tc- --1-- --QAct Dia -Mann -Slope -QFull Vfull -Vact -Length --tt-- ---------- Id ac --c*A- - min in/hr cfs in --n-- ft/ft cfs fps fps ft min ------------------------------------------------------------------------------------------ 1 A 0.30 0.90 0.27 0.27 5.00 3.40 0.92 12 0.024 0.1000 6.12 7.79 5.60 67.30 0.20 2 E 0.40 0.90 0.36 0.78 6.39 3.18 2.49 12 0.024 0.0215 2.83 3.61 4.07 21.91 0.09 .0► 1 .L"� 1.00 7.63 2.98 2.98 1 0.024 0.0054 3.06 2.19 2.50 107.90 0.72 8 1.00 8.35 2.86 2.86 12 0.024 0.0129 2.20 2.80 3.64 40.06 0.18 9 1.00 8.53 2.83 2.83 12 0.024 0.0125 2.16 2.75 3.61 50.93 0.24 10 1.00 8.77 2.80 2.79 12 0.024 0.0120 2.12 2.70 3.56 104.95 0.49 11 1.00 9.26 2.72 2.72 12 0.024 0.0434 4.03 5.13 5.51 51.18 0.15 ' 10/25/93 page 1 Enterprise Rent A Car Parking Lot Pipe calculations RATIONAL DRAINAGE AREA SUMMARY Drainage Area Id: A Description. . . . . : ENTERPRISE <---Description--> SubArea SubC L (ft) Slope -Kr-- (min) PARKING LOT 0 .30 0 . 90 60 . 00 0 . 1000 20 . 00 0 . 16 180 . 00 0 . 0280 20 . 00 0 . 90 Composite "c" Value. . . . . . . . 0 . 90 Time of Conc (min) . . 5 . 00 Drainage Area Id: C Description. . . . . : ENTERPRISE <---Description--> SubArea SubC L (ft) Slope -Kr-- (min) PARKING LOT 0 . 17 0 . 90 140 . 00 0 . 1000 20 . 00 0 .37 110 . 00 0 . 0050 20 . 00 1 .30 Composite "c" Value . . . . . . . . 0 . 90 Time of Conc (min) . . 5 . 00 Drainage Area Id: E Description. . . . . : ENTERPRISE <---Description--> SubArea SubC L (ft) Slope -Kr-- (min) PARKING LOT 0 . 40 0 . 90 30 . 00 0 . 1000 7 . 00 0 .23 60 . 00 0 . 1000 20 . 00 0 . 16 150 . 00 0 . 0370 20 . 00 0 . 65 Composite "c" Value . . . . . . . . 0 . 90 Time of Conc (min) . . 5 . 00 Drainage Area Id: F Description. . . . . : ENTERPRISE <---Description--> SubArea SubC L (ft) Slope -Kr-- (min) PARKING LOT 0 . 07 0 . 90 30 . 00 0 . 1000 20 . 00 0 . 08 105 . 00 0 . 0100 20 . 00 0 . 88 Composite "c" Value . . . . . . . . 0 . 90 Time of Conc (min) . . 5. 00 Drainage Area Id: G Description. . . . . : ENTERPRISE <---Description--> SubArea SubC L (ft) Slope -Kr-- (min) parking lot 0 . 06 0 . 90 30 . 00 0 . 1000 20 . 00 0 . 08 85 . 00 0 . 0050 20 . 00 1 . 00 Composite "c" Value . . . . . . . . 0 . 90 Time of Conc (min) . . 5 . 00 Drainage Area Id: H Description. . . . . : ENTERPRISE <---Description--> SubArea SubC L (ft) Slope -Kr-- (min) PARKING LOT 0 . 11 0 . 90 30 . 00 0 . 1000 20 . 00 0 . 08 135 . 00 0 . 0050 20 . 00 1 .59 Composite "c" Value . . . . . . . . 0 . 90 Time of Conc (min) . . 5 . 00 10/25/93 page 1 Enterprise Rent A Car Parking Lot Pipe calculations REACH SUMMARY Routing based on Seattle family @ 25 yr freq PIPE REACH ID No . 1 From: PA To: PB Pipe Diameter: 1 . 00 ft n: 0 . 0240 Pipe Length 67 .30 ft s : 0 . 1000 Up invert 290 .24 ft down invert : 283 .51 ft Collection Area: 0 . 30 Ac . Design Flow 0 .73 cfs Dsgn Depth: 0 .23 ft Pipe Capacity 6 . 12 cfs Design Vel 5 .24 fps Travel Time : 0 .21 min Pipe Full Vel 7 . 79 fps PIPE REACH ID No . 10 From: PJ To : PK Pipe Diameter: 1 . 00 ft n: 0 . 0240 Pipe Length 104 . 95 ft s : 0 . 0124 Up invert 264 .55 ft down invert : 263 .25 ft Collection Area: 1 . 11 Ac. Design Flow 2 . 13 cfs Dsgn Depth: 0 . 81 ft Pipe Capacity 2 . 15 cfs Design Vel 3 . 13 fps Travel Time: 0 .56 min Pipe Full Vel 2 . 74 fps PIPE REACH ID No . 11 From: PK To: PL Pipe Diameter: 1 . 00 ft n: 0 . 0240 Pipe Length 51 . 18 ft s : 0 . 0434 Up invert 264 . 02 ft down invert : 261 . 80 ft Collection Area: 1 . 11 Ac. Design Flow 2 . 05 cfs Dsgn Depth: 0 .51 ft Pipe Capacity 4 . 03 cfs Design Vel 5 . 16 fps Travel Time: 0 . 17 min Pipe Full Vel 5 . 13 fps , 10/25/93 page 1 Enterprise Rent A Car Parking Lot Pipe calculations REACH SUMMARY Routing based on Seattle family @ 25 yr freq PIPE REACH ID NO. 2 From: PB To: PC Pipe Diameter: 1 . 00 ft n: 0 . 0240 Pipe Length 21 . 91 ft s : 0 . 0215 Up invert 266 . 00 ft down invert : 265 .53 ft Collection Area: 0 . 87 Ac. Design Flow 1 . 95 cfs Dsgn Depth: 0 . 61 ft Pipe Capacity 2 . 83 cfs Design Vel 3 . 89 fps Travel Time: 0 . 09 min Pipe Full Vel 3 . 61 fps PIPE REACH ID No . 3 From: PD To: PB Pipe Diameter: 1 . 00 ft n: 0 . 0240 Pipe Length 135 . 13 ft s : 0 . 0050 Up invert 284 . 11 ft down invert : 283 .44 ft Collection Area: 0 . 17 Ac. Design Flow 0 .41 cfs Dsgn Depth: 0 .38 ft Pipe Capacity 1 . 36 cfs Design Vel 1 .52 fps Travel Time : 1 .48 min Pipe Full Vel 1 . 73 fps PIPE REACH ID No . 4 From: PE To: PF Pipe Diameter: 1 . 00 ft n: 0 . 0240 Pipe Length 102 .52 ft s : 0 . 0034 Up invert 268 . 00 ft down invert : 267 . 65 ft Collection Area: 0 . 07 Ac . Design Flow 0 . 17 cfs Dsgn Depth: 0 .26 ft Pipe Capacity 1 . 13 cfs Design Vel 1 . 04 fps Travel Time: 1 . 65 min Pipe Full Vel 1 . 44 fps 10/25/93 page 2 Enterprise Rent A Car Parking Lot Pipe calculations ------------ REACH SUMMARY PIPE REACH ID No . 5 From: PF To : PG Pipe Diameter: 1 . 00 ft n: 0 . 0240 Pipe Length 86 .39 ft s : 0 . 0050 Up invert 267 . 65 ft down invert : 267 .22 ft Collection Area: 0 . 13 Ac . Design Flow 0 .29 cfs Dsgn Depth: 0 .31 ft Pipe Capacity 1 .37 cfs Design Vel 1 . 38 fps Travel Time: 1 . 04 min Pipe Full Vel 1 . 74 fps 10/25/93 page 1 Enterprise Rent A Car Parking Lot Pipe calculations REACH SUMMARY Routing based on Seattle family @ 25 yr freq PIPE REACH ID No. 6 From: PG To: PC Pipe Diameter: 1 . 00 ft n: 0 . 0240 Pipe Length 12 . 16 ft s : 0 . 0058 Up invert 267 .22 ft down invert : 267 . 15 ft Collection Area: 0 .24 Ac . Design Flow 0 .50 cfs Dsgn Depth: 0 . 40 ft Pipe Capacity 1 .47 cfs Design Vel 1 . 69 fps Travel Time : 0 . 12 min Pipe Full Vel 1 . 87 fps PIPE REACH ID No. 7 From: PC To: PH Pipe Diameter: 1 .33 ft n: 0 . 0240 Pipe Length 107 . 90 ft s : 0 . 0054 Up invert 265 .53 ft down invert : 264 . 95 ft Collection Area: 1 . 11 Ac. Design Flow 2 . 30 cfs Dsgn Depth: 0 . 86 ft Pipe Capacity 3 . 06 cfs Design Vel 2 . 41 fps Travel Time: 0 . 75 min Pipe Full Vel 2 . 19 fps PIPE REACH ID No . 8 From: PH To: PI Pipe Diameter: 1 . 00 ft n: 0 . 0240 Pipe Length 40 . 06 ft s : 0 . 0130 Up invert 265 . 00 ft down invert : 264 .48 ft Collection Area: 1 . 11 Ac . Design Flow 2 .20 cfs Dsgn Depth: 0 . 82 ft Pipe Capacity 2 .21 cfs Design Vel 3 .20 fps Travel Time: 0 .21 min Pipe Full Vel 2 . 81 fps i 10/25/93 page 2 Enterprise Renu a uar Parking Lot Pipe calculations REACH SUMMARY PIPE REACH ID No . 9 From: PI To : PJ Pipe Diameter: 1 . 00 ft n: 0 . 0240 Pipe Length 50 . 93 ft s : 0 . 0128 Up invert 264 . 80 ft down invert : 264 . 15 ft Collection Area: 1 . 11 Ac. Design Flow 2 . 17 cfs Dsgn Depth: 0 . 81 ft Pipe Capacity 2 . 19 cfs Design Vel 3 . 18 fps Travel Time : 0 .27 min Pipe Full Vel 2 .79 fps 12" DI PIPE THRU WALL IE 269.0 CB # 9 BLIND FLANGE MH ACCESS DRILLED W/ .35 O 12" DI PIPE HOLE — I— — — 12" OUTLET PIPE II o FLOW F _(:7 II SEE DRAINAGE PLAN 12" DI II II SEE CONTROL STRUCTURE PIPE I I I 20' O II 12" GATE THIS SHEET II VALVE II 6' DIA L - - - - H - - - - - - - - - lI- - - - - � STD. GALV. LADDER OR STEPS GB # 8 _I SEE KCRS DWG. 39. �+ 45' 45' 8" DIA PIPE PLAN VIEW FLOW SPLITER NO SCALE 12" GATE FRAMES, GATE AND ROAD SOLID COVERS VALVE NORMALLY MARKED "DRAIN" WITH LOCKING BOLTS CLOSED FOR TOP PARKING LOT EMERGENCY BY-PASS SEE KCRS DWG. 49 AND 50. BAFFLE AT 50% VOLUME ELEV. 274.50t 0 o EL 271.0 0 0 OVERFkOW DEPTH (6" MIN.) 0 0 0 ELEV. 269.50 FLOW RESTRICTOR 1 0 (FROP-T SHOWN) 22.50' o SEE DETAIL ON THIS SHEET 12" 0 8" DI o o a o FLOW DI. EXISTING STORM SEWER o EL. 264.50 Ite ELEV. 265.00 EL 265.55 0 BLIND FLANGE 6" DEAD SEE PLAN PIPE SUPPORTS DRILLED W/ .36 LEVEL BOTTOM STORAGE FT HOLE 2' MIN, 4' MIN. FLOOR GRATE WITH 2' X 2' HINGED ACCESS DOOR (1" X 1/4" GALV. METAL BARS.) WET VAULT DETENTION VAULT STD. GALV, STEPS OF LADDER, SEE SECTION A-A KCRS 39. DETENTION/WET VAULT NO SCALE I I 6" 6" 100 YEAR LEVEL 269. 00 OVERFLOW EL. 267. 90 I EL. 266. 90 SHEAR GATE 2. 8"0 ORIFICE EL. 265. 00 2. 9"0 ORIFICE \- 12"0 RISER 2. 9"0 ORIFICE EL. 263. 00 CONTROL STRUCTURE NTS VI. SPECIAL REPORTS & STUDIES VII. BASIN & COMMUNITY PLAN AREAS VIII. OTHER PERMITS VHI. OTHER PERMITS Other permits that will be required are structural permits for the concrete wall,concrete stairs and water quality detention vault. IX. EROSION/SEDIMENTATION CONTROL DESIGN IX. EROSION/SEDIMENTATION CONTROL DESIGN The temporary erosion and sedimentation control facilities were designed following the procedures set forth in the King county Surface Water Manual. Computing the sediment storage volLme per King County Surface Water Manual Section 5.4.4.1 Where: A SED=R x K x LS x CV x PR R=2.22(p2)2.2 PZ=2.0 R= 10.20 K=0.15(Alderwood) LS=3.06(see attached Table 5.4.4B) CV= 1.0 PR= 1.3 (Compacted and smooth Surfaces) ASED=6.09 x 1.88= 11.44 tons VSED= 11.44 tons/0.05 tons/cf=228.80 cubic feet For 3:1 ratio,with 3:1 slopes,use bottom area= 13'x 30'=390 ft2 @ 0.5'depth, top area= 16'x 33"=528 ft2 Sediment storage=(918 ft2 /2)x 0.5'=229.5 cubic feet 229.5 ft3>228.8 ft3,therefore okay Computing pond surface area SA= 1250(sq.ft/cfs)x Q10 cfs Where:Q10 = 1.11 cfs therefore SA= 1250 x 1.11 or 1386 ft2 use surface area 15'x 93' or 1,395 sf 1,395 sf> 1386 ft2,therefore okay bo r -y � z Slope IS vnlues for following slope lengths 1,ft(m) _ IS vnlues for following slope lengths 1,ft(m) A � Slope grodicot 10 20 :10 40 50 60 70 80 90 100 150 200 250 .100 350 400 450 500 600 700 800 900 1000 n rnlio .1 (3.0) (6.1) (9.1) (12.2) (15.2) (18.3) (21.3) (2.1.4) (27.4) (30.5) (.16) (fill (76) (91) (107) (122) (137) (152) (181) (213) (244) (274) (305) Q - 0.5 11.06 0.07 0.07 11.08 0.08 0.09 0.09 0.09 0.09 0.10 0.10 0.11 0.11 0.12 0.12 0.13 0.13 0.11 0.14 0.14 0.14 0.15 0.15 r+ IM:1 1 0.08 0.09 0.10 0.10 0.11 0.11 0.12 0.12 0.12 0.12 0.1.1 0.1•1 0.15 O.IG 0.1G 0.16 0.17 0.17 0.18 0.18 0.19 0.19 0.20 z 2 0.111 0.12 0.11 0.15 0.16 0.17 0.18 0.19 0.19 0.20 0.23 0.25 0.26 0.28 0.29 0.30 0.32 0.11 0.14 0.36 0.37 0.39 0.40 :1 0.1.1 0.18 0.20 0.22 0.23 0.25 0.26 0.27 0.28 0.29 0.32 0.35 0.38 0.40 0.42 0.43 0.45 `J.-16 0.49 0.51 0.54 0.55 0.67 •1 0.16 0.21 0.25 0.28 0.30 0.33 0.35 0.37 0.38 0.•10 0.47 0.53 0.58 0.62 O.Gfi 0.70 0.73 '0.76 0.82 0.87 0.92 0.96 1.00 211:I 5 0.17 0.24 0.29 0.14 0.38 0.41 0.15 0.48 0.51 0.53 O.fi6 0.76 0.85 0.91 1.00 1.07 1.11 1.20 1.31 1./2 1.51 1.60 I.69 is 6 0.21 0.30 0.37 0.43 0.48 0.52 0.56 0.60 0.6.1 0.67 0.82 0.95 1.06 I.IG 1.26 1.34 1.43 1.50 1.65 1.78 1.90 2.02 2.13 a 7 0.26 0.37 0.45 0.52 0.58 0.61 OA9 0.74 0.78 0.82 1.01 1.17 1.30 1.43 1.54 1.65 1.75 1.81 2.02 2.18 2.33 2.47 2.61 to 12'1:1 8 011 0.44 0.54 0.63 0.70 0.77 0.83 0.89 0.91 0.99 1.21 1.40 1.57 1.72 1.85 198 2.10 2.22 2.43 2.62 2.80 2.97 3.13 z 9 0.37 0.52 0.61 0.74 0.83 0.91 0.98 1.05 1.11 1.17 1.44 1.66 1.85 2.03 2.19 2.35 2.49 2.62 2.87 3.10 3.32 3.52 3.71 0-4 10:1 10 0.43 0.61 0.75 0.87 0.97 I.Ofi 1.15 1.22 1.30 1.37 . 1.68 1.94 2.16 2.37 2.56 2.74 2.90 3. 3.35 3.62 3.87 4.11 4.33 11 0.50 0.71 0.86 I.(N) 1.12 1.22 1.32 1.41 1.50 1.58 1.93 2.23 2.50 2.74 2.05 3.16 3.35 3.53 3.87 4.18 4.47 4.74 4.99 8:1 12.5 0.61 0.86 1.115 1.22 1.36 1.49 1.61 1.72 1.82 1.92 2.35 2.72 3.04 3.33 3.59 3.84 4.08 4.30 4.71 5.08 5.43 5.78 6.08 15 0.81 1.14 1.40 1.62 1.81 1.98 2.14 2.29 2.43 2.56 3.13 3.62 4.05 4.43 4.79 5.12 5.43 5.72 6.27 6.77 7.24 7.68 8.09 O 6:1 16.7 0.96 1.36 1.67 1.92 2.15 2.36 2.54 2.72 2.88 3.04 3.72 4.30 4.81 5.27 5.69 6.08 6.45 6.80 7.45 8.04 8.60 9.12 9.62 z 5:1 20 1.29 1.82 2.23 2.58 2.88 3.16 3.41 3.65 3.87 4.08 5.00 5.77 6.45 7.06 7.63 8.16 8.65 9.12 9.99 10.79 11.54 12.24 12.90 CA j� M 1 22 1.51 2.13 2.61 3.02 3.37 3.69 3.99 4.27 4.53 4.77 5.84 6.75 7.54 8.26 8.92 9.54 10.12 10.67 11.68 12.62 13.49 14.31 15.08 4:1 25 1.86 2.63 3.23 3.73 4.16 4.56 4.93 5.27 5.59 5.89 7.21 8.33 9.31 10.20 11.02 11.78 12.49 13.17 14.43 15.58 16.66 17.67 18.63 30 2.51 3.56 4.36 5.03 5.62 6.16 6.65 7.11 7.54 7.95 9.74 11.25 12.57 13.77 14.88 15.91 16.87 17.78 19.48 21.04 22.49 23.86 25.15 3:1 13.3 2.98 4.22 5.17 5.96 6.67 7.30 7.89 8.43 8.95 9.43 11.55 13.34 14.91 16.33 17.64 18.86 20.00 21.09 23.10 24.95 26.67 28.29 29.82 lid 35 3.23 4.57 5.60 G.46 7.23 7.92 8.55 9.14 9.70 10.22 12.52 14,46 16.16 17.70 19.12 20.44 21.68 22.8G 25.04 27.04 28.91 30.67 32.32 n 2%:1 40 4.00 5.66 6.93 8.00 8.95 9.80 10.59 11.32 12.00 12.65 15.50 17.89 20.01 21.91 23.67 25.30 26.84 28.29 30.99 33.48 35.79 37.96 40.01 (T) 45 4.81 6.80 8.33 9.61 10.75 11.77 12.72 13.60 14.42 15.20 18.62 21.50 24.03 2G.33 28.44 30.40 32.24 33.99 37.23 40.22 42.99 45.60 48.07 2:1 50 5.64 7.97 9.76 11.27 12.60 13.81 14.91 15.9.1 16.91 17.82 21.83 25.21 28.18 30.87 33.34 35.65 37.81 39.85 43.66 47.16 50.41 53.47 56.36 55 6.48 9.16 11.22 12.9G 14.48 15.87 17.14 18.32 19.43 20.48 25.09 28.97 32.39 35.48 38.32 40.97 43.45 45.80 50.18 54.20 57.94 61.45 64.78 a IY..:1 57 6.82 9.64 11.80 13.63 15.24 16.69 18.03 19.28 20.45 21.55 26.40 30.48 34.08 37.33 40.32 4.1.10 45.72 48.19 52.79 57.02 G0.9G 64.66 08.15 GO 7.32 10.35 12.68 14.64 16.37 17.93 19.37 20.71 21.96 23.15 28.35 32.74 10.60 40.10 43.31 46.30 49.11 51.77 5G.71 81.25 65.48 69.45 73.21 M M I 6G.7 8.44 11.93 14.61 16.88 18,87 20.67 22.32 23.87 25.31 26-68 32.68 37.74 42.19 46.22 49.92 53.37 56.60 59.66 65.36 70.60 75.47 80.05 84.38 70 8.98 12.70 15.55 17.9E 20.08 21.99 2:1.75 25.39 26.93 28.19 34.77 40.15 4.1.89 49.17 53.11 56.78 60.23 63.48 69.54 75.12 80.30 85.17 89.78 75 9.78 13.83 16.94 19.56 21.87 2:1.95 25.87 27.66 29.34 30.92 37.87 43.73 48.89 53.56 57.85 61.85 65.60 69.15 75.75 81.82 87.46 92.77 97.79 IY.:I 8l) 10.55 14.93 18.28 21.11 23.60 25.85 27.93 29.85 31.66 33.38 40.88 47.20 52.77 57.81 62.44 66.75 70.80 74.63 81.76 88.31 94.41 100.13 105.65 In 85 11.30 15.98 19.58 22.61 25.27 27.69 29.90 :11.97 33.91 35.74 43.78 50.55 56.51 61.91 66.87 71.48 75.82 79.92 87.55 94.57 101.09 107.23 113.03 ar !NI 12.02 170) 20.82 24.0.1 26.88 29.4.1 31.80 34.00 36.06 38.01 40.55 53.76 CO.10 65.84 71.11 76.02 80.63 84.99 93.11 100.57 107.51 114.03 120.20 0 95 12.71 17.97 22.01 25.41 28.41 11.12 3:1.62 .15.94 38.12 40.18 49.21 56.82 61.53 69.59 75.17 80.36 85.23 89.84 98.42 106.30 113.64 120.54 127.06 z 1:1 11N1 13.36 18.89 23.14 26.72 29.87 32.72 35.34 37.78 40.08 42.24 51.74 59.74 66.79 73.17 79.03 84.49 89.61 94.46 103.48 111.77 119.48 126.73 133.59 4 'Cdaolded from / ` 1 ti 65.41 X a* + 4.60 X s +O.065�I f 1^ is-topographic factor Ir + 10.000 s + 1000 7,02.b I-slope length,ft(m X 0.3048) z s-slope steepness, : m -exponent dependent upon dope steepness (0.2 for slopes<i.0.3 for slopes I to 30.4 for slopes 9G, ~ 0.6 for dopes>65'Y.to L6"G.and r Required head to carry overflow(1.11 cfs) Qweir=9.739 D H3/2 1.11 =9.739(1.25)1-13/2 0.09122/3=H H=0.203 feet Overlandflow spillway length L=Qto/3.21 (H)is-2.4(H) Assume flow depth of 0.2 feet L= 1.1lcfs/3.21 (0.2ft)1s-2.4(0.2ft) L=3.3 use spillway length of 5' Check spillway overflow velocity Q=VAorV=Q/A V= 1.11 cfs/(0.2 ft)(5ft) V= 1.11 ft/sec ov� p r 90 02. I to - ,%E NOTE 2 0 _ \ E BOT NIP _2 .04 257 ` f E 1Y A NW-2o7.e0 ]] \ W �=OJW'ST E 1'PW YC E.241e9 1 \ 1 1 1 \ R-2824.9J' �•v ` \ ` \I `t 1 ( 1 L-14&84' \ 1 t 1 V II `\ R1w7■IeF OR61RA]OM s■EK2 \ \\ \ .\\•\ \\ I. M9NGT M■NRN9 7RRMol11T.0■I Ions AIN AORa \ \ rueIn rm anoMr NY 6TXIWDANW IrAlveWr mNSARA9a ae9lRz 4 ■TTAN AT R1A)s "m sm wi arc own e[NCIIIMRN \ 1��1�\\ ••\�\\•\ \ '\\\-, `\ \ `\`\ \S `\\ \ a Arm 0MW2 OX mul O r\•\ \\ \ 1 `\ 1 \\ \ >: rEww 9E auwe.ln eAuss \•, `\ \` `, \\`\ `, a Ram aw m aMaM RAN ■ mow \• `\t ` `\ \ , t\ \ A AEW!R1/0eY8'aYEn IGMII AO.TETEAS ``/ alv� ',• \): \\\ `\i ` ••' All MINI smer RM■IR RAwma s7lEM /1. I8a9t A4[T/WOECAa awmTE \e ` '3 N1E SwR E INT7 SIPUCT-27e.9e I Er CIO P 9-2et.a0 ..aa u,��lra A0 E IY CNP N N1.10 \\t �a\ Q p;•\ ; �\ \ t '�• ``\\ I4 A■IAE PE■M~InFI2eWv fA3i8•y)[DOq A \ \\ o yb.,1 1 e'aRf my*"AE>e<NO■III'mram �� Is aow w TIE tmel amw mm w wRM92 21PO 1$ •\` 6 \ 1 1 Mcom Z `% \~ ,1 Oil, NU F` It Y 11 wr 1 1 E 1 E er CARP E W.2e4 E e CARP -Sea 1 1 \ E 'PVC E-NSaI\ 1 \ 1 7y 1 \ 12 1. I \ � I to r ` t 1 �s bJ Gna 1 i 41 y i I 34 \ 77J�I0 SLOPE ESNNT. SHORT PLA �\ 7 \ � ♦ 69 I I („� �i/9q1 FOR JIl TAAE APM LEGAL DESCRIPTION: LOT 1,AS DELINEATED ON CITY OF RENTON SHORT PLAT N0,41e-79, D RECORDED UNDER KING COUNTY RECORDING NO,7912129004,BEING A ��r - -PORTION OF THE SOUTHWEST WARIER OF SECTION 20.TOWNSHIP 23 w T J,1}ii R W W W - _ E PVC N.a0630 NORTH,RANGE 8 EAST,W.N.,M KING COUNTY,"SHINGTOT. 0 0 W E Y ow So, -2H.J7 OIWN MANHOLE 2]0 ��Olpg _0 0 0 0 E 1Y W_2b1.80 212 T7a 27e pT 2Iq 2a2 IUR 2 2TN7 21n M 29I 2ae eve mG ]03 DRAM MANHOLE BENCHMARK: E 12'E-M109 eAN NAMI E IT-79610 RIM-284.4R E tY-2eQM E 4'PVC x-2e140 E e'G11P a-20172 DATUM_UOF AND G9.CITPOLE 27 NORTH OFRAI SOUTH SPINE 1 FOOT UP LEGEND CONTRACTOR WARNINGI EAST FACE Q:POWER POE(271 NORTH OF SWTH PUGET PARN w wA. o ■IN rw BARTON O.TREECE,JR.P.E. DRIVE ON WEST sDE aF BENsoR HIGHWAY sounR. m N O r..�«W L#"WRXW&7XNY LOC47VM AAIC BARON AM REECE.JR cP.E. lrt CITY OF RENTON ELEVATION-2a7.a8. m xrAwA O+o�9 rasr.-a-s. .VXiipkWYE Cav?)"cm-VL4L ■ Nw x.K.tr+w:d 1— Rn A•++ 1E7"WA &7X/JY LWAXI IS ID 4M■4EIIr■"mreS WAS 900 T2■PARITAQn2 or P■■uc wo■■■ p `"•.'-1°A^n a 'd^I'^ LEWWW A n'MnXM w�oM.°�uoe—-mew"p cost sErom TESCP PLAN E i M M 1r • rRry w�..wRmr«.G r. nwlT o.. ENTERPRISE RENT A CAR la ala:s«x(.-d PARKING LOT V c'.w AwF- r�wNy! � we IQ771/Ia RL wlE+(p(1 War co w: 10 XI. MAINTENANCE AND OPERATION MANUAL X. BOND QUANTITIES WORKSHEET, RETENTION/DETENTION FACILITY SUMMARY SHEET SKETCHES AND DECLARATION OF COVENANT KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL RETENTION/DETENTION SUMMARY SHEET Development _ mm-rte r ris nRK i"c, L o r Date Location —� �► P��F T D►2 ►V� & $F•�c ory ]2 o.1r> SCLT�-1 ENGINEER DEVELOPER Name BAmToN C-7 . TVE.Ec_E Name Firm Firm Address�rz5 �A�N F 2 8L V D. N Address Tj�Sq ,-,IA1-a WAS 027 . Phone MDZ ,3nss Phone • Developed Site 1, 86 acres Number of Lots • Number of Detention Facilities On Site • Detention provided in regional facility F-1 Regional Facility location • No detention required ED Acceptable receiving waters • Downstream Drainage Basins - Basin A Immediate Major Basin Basin B Basin C Basin D TOTAL INDIVIDUAL BASIN Drainage Basin(s) A B C D Onsite Area Offsite Area Type of Storage Facility Live Storage Volume Predeveloped Runoff Rate 2 year 10 year Postdeveloped Runoff Rate 100 year 2 year 10 year Developed O 100 year Type of Restriction Size of Orifice/Restriction Orifice/Restriction No.1 No.2 No.3 No.4 No.5 .... . 1190 After recording return to: DECLARATION OF COVENANT IN CONSIDERATION OF the approved King County permit for application No. relating to real property legally described as follows: The undersigned as Grantor(s) , declares that the above described property is hereby subject an easement for a natural or constructed conveyance system and hereby dedicates, covenants and agrees as follows: 1. King County shall have the right to ingress and egress over those portions not contained in Exhibit "A" to access such easement area for inspec- tion of and to reasonably monitor the system for performance, operational flows, or defects in accordance with and [as presented in King County Code Section 9.04.120] . 2. If King County determines that maintenance or repair work is required to be done to the system, the Manager of the Surface Water Management Division of the Department of Public Works shall give notice of the specific maintenance and/or repair required pursuant to K.C.C. 9.04.030. The Manager shall also set a reasonable time in which such work is to be completed by the Grantor(s) , its heirs, successors or assigns. If the above required D8:MI16 _ 1 _ otherwise provided for by the provisions of this Agreement shall be effective �- upon personal delivery, or three (3) days after mailing by Certified Mail , return receipt requested. 6. This Agreement constitutes the entire agreement between the parties, and supersedes all prior discussions, negotiations, and all agreements whatso- ever whether oral or written. This covenant is intended to protect the value of desirability of the real property described above, and shall insure to the benefit all the citi- zens of King County, and shall be binding on all heirs, successors and assigns. OWNER OWNER STATE OF WASHINGTON ) COUNTY OF KING ) ss. On this date personally appeared before me: , to me known to be the individual (s) described in and who executed the within and foregoing instru- ment and acknowledged that they signed the same as their free and voluntary act and deed, for the uses and purposes therein stated. Given under my hand and official seal this day of , 199 NOTARY PUBLIC in and for the State of Washington, residing at My Commission Expires: D8:MI16 _ 3 -