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HomeMy WebLinkAbout03107 - Technical Information Report i osD. R. STRONG Consulting Engineers Inc. 10604 N.E. 38rH PLACE, SUITE 101 • KIRKLAND,WA 98033-7903 (425)827-3063 •TOLL FREE (Washington State) 1-800-962-1402 • FAX NUMBER (425) 827-2423 3 io7 � i CtTY Of RENTON RECEIVED �+Hn 10 �004 BUILDING DlVIS10N TECHNICAL INFORMATION REPORT VISION HOUSE CHILDREN'S VILLAGE DRS PROJECT NO. 02234.300 Prepared for Vision House Children's Village c/o Susan Camerer P. O. Box 2951 Renton, VVA 980�6 �►g, J. Sxp �� �� WAg�I s ��`�� �1� �a� O 'd � � w �'t'�'A�CISTEg4'�ti'$4� 3'S'O�- SSI�NAL Er�' EXPIRES t 0 i 1 t �O$ Prepared b� D. R. STROI�G Consulting Engineers Inc. 10604 N.E. 38th Place, Suite 101 Kirkland, WA 98033 425-827-3063 Revised March 5, 2004 Revised February 11, 2004 Revised December 8, 2003 Issued March 26, 2003 TECHNICAL INFORl�ZATION REPORT ��'ISION HOUSE CHILDREN'S VILLAGE TABLE OF CONTENTS I. PROJECT OVERVIEW: ...........................................................................................................l PREDEVELOPED SITE CONDITIONS: ............................................................................1 DEVELOPED SITE CONDITIOIVS: ....................................................................................1 NATURAL DRAINAGE SYSTEM FUNCTIONS:.............................................................2 FIGURE 1. TIR«'ORKSHEET ............................................................................................3 FIGURE 2. SITE LOCATION...............................................................................................b FIGURE 3. DRAINAGE BASINS, SUBBASINS, AND SITE CHARACTERISTICS.....9 FIGURE4. SOILS.................................................................................................................1 U II. CONDITIONS AND REQUIREMENTS SUMMARY..........................................................11 III. OFF-SITE ANALYSIS............................................................................................................12 IV. FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN......13 A. EXISTING SITE HYDROLOGY..................................................................................1� B. DEVELOPED SITE HYDROLOGY.............................................................................1� C. PERFORMANCE STANDARDS...................................................................................1�' D. FLOW CONTROL SYSTEM.........................................................................................18 E. WATER QUALITY SYSTEM.......................................................................................22 V. CONVEYANCE SYSTEM ANALYSIS AND DESIGN.......................................................24 VI. SPECIAL REPORTS AND STUDIES....................................................................................25 VII. OTHER PERMITS.................................................................................................................26 VIII. ESC ANALYSIS AND DESIGN.........................................................................................27 IX.BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT............................................................................................................................28 X. OPERATIONS AND MAINTENANCE MANUAL..............................................................29 OO 2003 D. K.STKONG Consulting Eneineers[nc. SECTION I L PROJECT OVERVIEW: I The Project (Project) is the construction of a development that includes three buildings providing �' child day care, offices, eleven residential (group home) units, outdoor play areas, parking, and ' associated site improvements. In order to provide for a more balanced site, surplus soil resulting � from grading will be placed on three nearby parcels to the south (Tax Parcel Nos. 102305-9054, - , 9068, and 9117). This aspect of the Project vvill be referred to as "Offsite Grading". The site (Site) is comprised of two parcels (Tax Parcel Nos. 1023059066 and 1023059065). It is addressed as 4514 NE 4"' Street, although it is located one tax parcel to the north of NE 4th Street, adjacent to and accessed from Bremerton Avenue NE. The Site area is approximately 54,245 s.f., including an existing 15-foot ingress/egress easement, based upon a recent DRS boundary survey. However, the King County Assessar's map incorrectly shows the combined Site area as 54,279 s.f. A Pre- Application Meeting was held with the City of Renton (City) on December 19, 2002. The Project will be reviewed under the City's Administrative Site Plan Review process. In addition, the Project is required to meet the requirements set forth in the 1998 King County Surface Water Design Manual (Manual), as adopted by the City. PREDEVELOPED SITE CONDITIONS: The Site was developed in the past with a single residence, outbuildings, gravel driveway, and grass/landscaped areas. All buildings and foundations have since been removed. Vegetation consists of several mature trees, ornamental shrubs, and lawn grasses. The highest elevation is a flat, centrally located area. From here, the Site slopes gently to the south and north. A rockery ranging from four to ten feet high extends along the west perimeter, providing a grade break with Bremerton Avenue NE. DEVELOPED SITE CONDITIONS: The Project will result in the addition of approximately 41,113 s.f. of new impervious surface (36,494 s.f. pavement, 11,500 s.f. roo fl and 8,200 s.f. of landscaping/play areas. Twenty-five feet of additional right-of-way will be dedicated to the City along Bremerton Avenue NE. Frontage improvements will include widening Bremerton Avenue NE with 16 additional feet of pavement from centerline, and additional pavement between the centerline and existing edge of pavement, along with curb, gutter, sidewalk, storm drainage, and street lighting. A combined wet vault/detention vault (R/D) facility will provide Basic Water Quality Treatment and Level 2 Flow Control, as required. The Offsite Grading area (approximately 36,000 s.f.) will not result in the addition of any new impervious surfaces. Therefore, runoff from this has not been analyzed in detail. The offsite area will be graded to drain into the existing storm drainage conveyance system traversing Tax Parcel Nos. 9068 and 9117. This system connects to the Bremerton Ave NE conveyance system. C 2003 D.R.STROT�G Consul[ing Engineers Inc. 1 Vision House Children's Village Technical Information Report Renton,��'ashington � NATURAL DRAINAGE SYSTEM FUNCTIONS: A review of the SCS soils map for the area(Figure 4) indicates Alden�vood gravelly sandy loam with six to fifteen percent slopes (AgC). The Geotechnical Report (Terra Associates, December 3, 2002) confirmed the presence of Alderwood soils. The Manual classifies Alderwood soils as "till". The Site has a single threshold discharge area (TDA #1) and two natural discharge areas (NDA "A" and NDA "B"). However, due to Site constraints, all Project runoff resulting from Site and frontage improvements will be collected, treated for water quality, detained, and released to the existing storm drainage system in Bremerton Avenue NE. Please refer to the Level 1 Offsite Analysis for a more detailed discussion of the Site and downstream drainage systems. i ��'UO3 D.R.S I EZOVii Consultina I.n�ineers'Inc. � Vision House Children's Villa_ Tcchnical Infmmation Report Renton,��'ashingto�� I� FIGURE 1. TIR WORKSHEET � J 2003 D.R.STRONG Consulting Engineers Inc. 3 Vision House Children's Village Technical]nformation Report Renton,VJashington King County Department of Development and En��ironmental Services TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND Part 2 PROJECT LOCATION AND PROJECT ENGINEER DESCRIPTION Project Owner: Project Name: Vision House Children's Village Vision House Children's Village Project Engineer: Location: Walter J. Shostak, P.E. Township: 23 North D. R. STRONG Consulting Engineers Inc. Range: 05 East 10604 NE 38th Place Suite #101 j Kirkland WA 98033 Section: 10 ; ; 425 827-3063 i Part 3 TYPE OF PERMIT Part 4 OTHER REVIEWS AND PERMITS APPLICATION ❑ Subdivision ❑ DFW HPA ❑ Shoreline Management ❑ Short Subdivision ❑ COE 404 � Rockery � � ❑ Grading ❑ DOE Dam Safety � Structural Vaults � Commercial ❑ FEMA Floodplain ❑ Other ❑ Other: Residential Building ❑ COE Wetlands Permit Part 5 SITE COMMUNITY AND DRAINAGE BASIN Community: Drainage Basin: Maplewood Creek OO 2003 D.R.STRONG Consulting Engineers Inc. 4 Vision House Children's Village Technical Information Report Renton,Washington Part 6 SITE CHARACTERISTICS � ❑ River: ❑ Floodplain: � Stream: Class 3 offsite ❑ Wetlands: ❑ Critical Stream Reach ❑ Seeps/Springs ❑ Depressions/Swales ❑ High Groundwater Table ❑ Lake: ❑ Groundwater Recharge ❑ Steep Slopes ❑ Other Part 7 SOILS Soil Type Slopes Erosion Potential Erosive Velocities Alderwood gravelly 6-15% moderate slow to medium sandy loam (AgC) ❑ Additional Sheets Attached Part 8 DEVELOPMENT LIMITATIONS REFERENCE LIMITATION/SITE CONSTRAINT � Ch. 4—Downstream Anal� ❑ ❑ ❑ ❑ Additional Sheets Attached O 2003 D.R.ST'ROrG Consulting Engineers Inc. � Vision House Children's Villagc Technical]nformation Report Renton,�b'ashingmn i Part 9 ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION AFTER CONSTRUCTION � Sedimentation Facilities � Stabilize Exposed Surface � Stabilized Construction Entrance � Remove and Restore Temporary ESC � Perimeter Runoff Control Facilities ❑ Clearing and Grading Restrictions � Clean and Remove All Silt and Debris � Cover Practices � Ensure Operation of Permanent Facilities � Construction Sequence ❑ Flag Limits of SAO and Open Space ❑ Other Preservation Areas ❑ Other , i I Part 10 SURFACE WATER SYSTEM ❑ Grass Lined ❑ Tank ❑ Infiltration Method of Analysis: Channel � Vault ❑ Depression � Pipe System ❑ Energy ❑ Flow Dispersal Compensation/ �il Mitigation of Eliminated ; ❑ Open Channel Dissipater ❑ Waiver Site Storage: I ❑ Dry Pond ❑ Wetland ❑ Regional '' ❑ Wet Pond ❑ Stream Detention � Brief Description of System Operation: Developed site runoff conveyed via catch basins ��� and pipes to combined Level 2 flow control detention/basic water quality treatment vault. I Released runoff conveyed to downstream system via pipes and catch basins. ' Facility Related Site Limitations: Reference Facility Limitation '� �2003 D.R.STRONG Consulting Engineers Inc. 6 Vision House Children's Village ! Technical Information Report Renton,W'ashington Part 11 STRUCTURAL ANALYSIS Part 12 EASEMENTS/TRACTS � � Cast in Place Vault � Drainage Easement I � Retaining Wall ❑ Access Easement � Rockery > 4' High ❑ Native Growth Protection Easement I, ❑ Structural on Steep Slope ❑ Tract � ❑ Other: ❑ Other: Part 13 SIGNATURE OF PROFESSIONAL ENGINEER A civil engineer under my supervision has visited the site. Actual site conditions as observed were incorporated into this worksheet and the attachments. To the best of my knowledge the information provided here is accurate. �,' // 2003 SIGNED/DATE � C?00±I).R.STROtiG Consultin�Enginezrs lnc , Vision House Children's Villag, ��, i.,.� � � ��� � � f',,.,., . � Rcntnr.A','�Phin��[��� FIGURE 2. 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Consulting Engineers lnc. DRAWN NAK DATE OZ—ZS—O3 PROJ N0. 02-234 10604 NE 38th PLACE, SUIiE 101 KIRKLAND, WA 98033 (425) 827-3063 1-800-962-1402 CHECKED WJS SCALE AS SHOWN SHEET 1 OF � ENGINEERS = PLANNERS = SURVEYORS FAX N0: (425) 827-2423 FIGL'�RE 4. SOILS J -�_�-.-3'' � �',� ,�'�� i�'� f. i . r=- � �go���. . ---- �t� ���; w. ro���, ���� ��� � �� -�' ��— � °'�: ir�� _ �,��� �; � . I .� �• .:'' • .�i+��i �' u m JL�L.� 1'�' . Y— . . �I � . � , .I��ghland �,.�'-�.ai ,��; �)` � '► Sch ' I�,�j ,---�I �� � o . # - A�� Kfta�".� %�. � i. - i I��! :I�•1 ��_ .. •.• . - ; . . agc �'�i� — ' .II ����-��, ,i���`-�• ': •9 . I) ; I '413• 1 il�� 'Bt� .3i5 Ll' '�� ����`� � � ��L ��, ��. S� � - I: � ,�.��:j�-� ,��� �- �� � . TE -� A B �:II: �: '���� �� i� g !I - --�-�- ���''�'i�.' �I ' � � °:__ __��'= : ' I�i'• ; . , , � j. . �� i,�0 j ����`�' -' An . . ^ .. II, ��, � _-- _ � . � � --� ���, � ' Trailer . ❑. � ' n .Ev6 II ' - . � . � � �I� � �,� 'i u n - --. L �_ ♦�■ ■' arK' ' n j u .B 'tigr,� � � i - � i � � `—u i '3 3 �� 424 .. . ,I• • ' • _ � ~ '�Greenwood� � . � �f .I. " i i •� I � , ' I .+ I .. , "ir =y�== _� / �`-' • AgC • . - ...... � � � J� �'i �a�� ; , 406 � � ��. � � �-EvC ., f� �.I An u � . • -- -1- - - - -- \�J`:1 j � ��• \ I yGFAVEL 'PIT �.\� � I . . . ` � . � " � I . . - C . I�,g�,q �Ct `\\ 11 `�` 'I,- �I � __ ____� Ag - -�, 3u. '�� ,� i, := �• "••15'' _ i 14 „ ���o , � `�` �i �, ��„��\: 1 � • �i � �•� I %�'��� �• �I�: � I � u , c� �� -- � � P I . - - �� , . _ � � ,�-- E�c ---i�kF ,;� ...--�'u.%•-`' � :�: �:� ; � -;;� � � °`� ,I ��� � � L �, _�'� _, .� ,.�, i � � . ...... . --- - ,; I . I : �+u� Py � '�.� ,,~`�� � , / `r�`: I u , ���/��� �•. .. ' �� �AkF ,� ^ ,_ , I . . I _ n . !i ��:� I / BM �_/� , ;�_ I 376 � .. . j� � ��`' ,�;II ^ ., ��e '� . •••, EvB � ------- /1. � - -�--- �'• -» • --�,a7--�� �--- ---- ---�-��; .----t- ';\ � Pw�d J .M a � �'.� �i3� _ � " nkF,^,RI vER -.� ;�� -- - ,.�; Ff � �� •1:-� i� ^ �� � � �F��� � .1�- - -'r?- _-,� _Ag� ! � '��r �SP akF � : _ � - - �+\ >�c' � 7 �� '� Rh o }��, PY ', Ma '� a -- <\"- a _ c [�Qc *1' � �, ,'� t � ����, r \� � i \ Ag�;' ~/ 11 /%•�• /r'i^ Py �� I . 'Qf� •��� P � � -_ ,, �,�. ` ,�j � ,.� � M ; , o :: I�\� �i�� /% _AkF_,__ .���o Zap \�/ • P � pNg �� � .\�o �• E � ��<\ ��� - � \� � -�� '1 � •�\; ,� �. .'.f ��.. q 21� . 'h� . _ - � n!• � . . h � : ,v " o ;• u ,�� •�; ~Elliot „ �..r- �� �_ � ;1 `�.�. ' I u 1 ' i - 7 � !� q� ��\ " ' - .n r�l� i Urld, c � �gc � ��., nkF s. � , ' � ( � , j- _ � � � � � �\�� } \ .ou ,1 AgC AkF - Paric�, Ng/• II— �� �% ` � , � ..� -AQUE � ���`��� . . - . . �I . ' � \ �,` g I �-�/� ' II_ , .7���,� `y`� _ E�vG /- A CA_r, i � , ` n 1; . �._ I I , OO 2003 D.R.STRONG Consulting Engineers Inc. 10 Vision House Children's Village Technical Information Report Renton,Washington DESCRIPTIONS OF THE SOI1S This section describes the soil series and map- Alderi.�ood soils are used for timber, pasture, ping units in the King County Area. Each soil berries, row crops, and urban de�elopment. They series is described and then each mapping unit in ar� the most extensive soils in the survey area. that series. Unless it is specifically mentioned ' other�aise, it is to be assumed that what is stated ♦alderwood gravelly sand,v loarn, 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 60G 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 A1--0 to 2 inches, very dark bro�n (lOYR Z/2) contains two descriptions of this profile. The gravelly sandy loam, dark grayish brown first is brief and in terms familiar to the layman. (lOYR 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; rnany roots; strongly acid; thorough and precise studies of soils. Unless it abrupt, wavy boundary. 1 to 3 inches thic}:. is otherwise stated, the colors given in the B2--2 to 12 inches, dark-brown (lOYR 4/3) gravelly descriptions are those of a moist soil. sand;� loar:i, brown (lOYR 5/3) dry; moderate, As mentioned in the section "Elow This Survey Was mediiun, subangular blocky structure; slightl,; Made," not ali 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 bound :r: 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 (2.5Y S/2i Following the name of each mapping unit is a gravelly sandy loam, light gray (2.5Y ; '� symbol in parentheses. This symbol identifies the dry; many, medium, distinct mottles of li,_ mapping unit on the detailed soil map. Listed at olive brown (2.5Y 5/6) ; hard, friable, no:� the end of each description of a mapping unit is the stick;�, nonplastic; many roots; mediwn aci ; capability unit and woodland group in which the abrupt, wavy boundary. 12 to 23 inches thi�: mapping unit has been placed. The woodland desig- IIC--27 to 60 inches, grayish-brown (2.SY 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, disti, "Guide to Mapping Units" at the back of this survey. mottles of light olive brown and yellowis} The acreage and proportionate extent of each brown (2.5Y 5/6 and lOYR 5/6) ; massi - mapping unit are shown in table 1. Many of the roots; mediwn acid. Many feet thic'� 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 brc tailed information about the terminology and methods dark brown. The B horizon is dark brown, o of soil mapping can be obtained from the Soil Survey brown, and dark yellowish brown. The consolidat: '. Manual (19) . C horizon, at a depth of 24 to 40 inches, is mostl� grayish brown mottled with yellowish brown. Som� ♦ Alderwood Series layers in the C horizon slake in water. In a few areas, there is a thin, gray or grayish-brown A2 The ,�lderwood series is made 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 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 Shaicar soils; 35 to 60 inches, most of which is rainfall, between some are up to 5 percent the very gravelly Everett October and htay. 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 Qvali 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 that extends to a depth of 60 inches and more. ha��e a gravelly loam surface laver and subsoil. 8 � Permeability is moderately rapid in the surface Arents, Alderwood htaterial � la}�er 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, Aldenvood material consists of Alderwood roots enter the substratum through crac'.�cs. Water soils that have been so disturbed through urban- moves on top of the substratum in winter. :�vailable 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 mederate. 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 3d1. 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 levei and �ese soils are used for urban development. undulating. It is similar to Aldenaood gravelly sandy loam, 6 to 15 percent slopes, but in places p,rents, Alden,�ood material, 0 to 6 percent slopes its surface layer is 2 to 3 inches thicker. Areas are irregular in shape and range from 10 acres to �=�g� •--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 \orma, Bellingham, Tukwila, and Shalcar soils, all range from 5 acres to about 400 acres in size. of �rhich are poorly drained; and some areas in the Representative profile of Arents, Alderwood �:�icinity of Enumclaw are as much as 10 percent material, 0 to 6 percent slopes, in an urban area, 1,300 feet uest and 350 feet south of the northeast Buckley soils. c�rner of sec. 23, T. 25 N. , R. 5 E. : Runoff is slow, and the erosion hazard is slight. 0 to 26 inches, dark-brown (lOYR 4/3) gravelly This Alderwood soil is used for timber, pasture, berries, and row crops, and for urban development. sandy loam, pale bro.�+m (lOYR 6/3) dry; Capability unit IVe-2; woodland group 3d2. massive; slightly hard, very friable, non- sticky, nonplastic; many roots; medium acid; Alderwood gra�elly 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.SY 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 (lOYR 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 broti,m to dark yellowish brown. Tiger hiountain, 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 rnaterial, 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 tor pasture. Capability unit VIe-2; woodland group material is moderately rapid to moderately slow, 3d1. depending on its cornpac�ion during construction. The substratum is very slowl,v permeable. Roots Alderwood and Kitsap soils, very steep (AkF) .-- penetrate to and tend to mat on the surface of the [`his mapping unit is about 50 percent Alderwood consolidated substratum. Some roots enter the gravelly sandy loam and 25 percent Kitsap silt substratum through cracks. Water moves on top of 1oam. Slopes are 25 to 70 percent. Distribution the substratwn in winter. A�railable water capacity of the soils varies greatly �within short distances. is low. Runoff is slow, and the erosion hazard is About 15 percent of some mapped areas is an slight. included, unnamed, very deep, r�oderately coarse 'I'}lis soil is used for urban development. Ca- textured soil; and about 10 percent of some areas Pability unit IVe-2; woodland group 3d2. is a very deep, coarse-textured Indianola soil. Drainage and permeability vary. Runoff is rapid to very rapid, and the erosion hazard is�se�ere to .arents, Alderwood material, 6 to ls" percent very severe. The slippage potential is severe. slopes (.�nC) .--This soil has con�ex slopes. Areas These soils are used for timber. Capability are rectangular in silape and range from 10 acres to unit VIIe-1; �aoodland group 2d1. about 450 acres in size. 10 SECTION II II. CONDITIONS AND REQUIREMENTS SUNiMARY The following items are taken from the Pre-Application Meeting Memorandum, December 19, 2002, concerning Surface Water and General Comments: 1. The Project drains to the Maple�vood Creek Basin. Level 2 Flow Control and Basic Water Quality Treatment are required, per the Manual. ?. The preferred method of storm discharge in this area(Aquifer Protection Zone 2) is infiltration, if feasible. (Note: the Site has Alden�vood soils, and is therefore not suitable for infiltration, see Section VI. - Geotechnical Report) 3. The Site is subject to the requirements for Aquifer Protection Zone 2. Constructed secondary containment may be required, if more than 20 gallons of regulated hazardous materials will be present at the ne�� facility(RMC 4-3-OSOH2d(i)). 4. A fill source statement (RMC 4-4-060L4) is required, if more than 100 cubic yards of fill material will be imported to the Project site. 5. Construction Activity Standards (RMC 4-4-03007) shall be followed, if during construction, inore than 20 gallons of hazardous materials will be stored on site or vehicles will be fueled on site. 6. Surface Water iVlanagement Standards (RMC 4-6-030E2) and 3) — Biofilter, stormwater conveyance, and ��ater quality ponds may require a groundwater protection liner. ?. Impervious surfaces shall be provided for areas subject to vehicular use or storage of chemicals. The City granted a modification request for partial frontage improvements for offsite Parcel —9068 on October 31, 2003. Dedication of a 25-foot right-of-��ay is required for Parcel —9068, prior to issue of construction or building permits. The City issued a DNS-Mitigated on November 17, 2003. The Project is required to provide compensatory storage for upstream runoff normally stored in the proposed offsite fill area (Parcels — 9068 and 9117.) ��2UO3 D.K STRONG Consu][ing Engineers Inc. i I Vision House Children's Village l echnical In�i�rmation Report Renton,W'ashington I ' SECTION III III. OFF-SITE ANALYSIS The follo«�ing Level 1 Do���nstream Analysis ��-as prepared for inclusion ��vith this report. �O 2003 D.R.STRONG Consulting Engineers Inc. 12 Vision House Children's Village Technical Information Report Renton,Washington VISION HOUSE CHILDREN'S VILLAGE � LEVEL ONE DOVVNSTREAM ANALYSIS TABLE OF CONTENTS I. NARRATNE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 II. UPSTREAM TRIBUTARY AREA . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 III. SITE DRAINAGE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 N. DOWNSTREAM ANALYSIS. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 V. REVIEW OF EXISTING RECORDS . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 , VI. CONCLUSION. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 LIST OF FIGURES � FIGURE DESCRIPTION 1 SITE MAP . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 2 2 USGS MAP. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 3 STREAMS AND 100-YEAR FLOOD PLAINS . . . . . . . . . . . . 10 4 WETLANDS. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11 5 EROSION HAZARD AREAS . . . . . . . . . . . . . . . . . . . . . . . . . . 12 6 LANDSLIDE HAZARD AREAS. . . . . . . . . . . . . . . . . . . . . . . . 13 7 SEISMIC HAZARD AREAS . . . . . . . . . . . . . . . . . . . . . . . . . . . 14 APPENDICES APPENDIX"A" DOWNSTREAM MAP & TABLE. . . . . . . . . . 15 APPENDIX "B" DRA.INAGE COMPLAINTS........... . . . . . . . 17 m 2003 D.R.STRONG Consulting Engineers,Inc. Vision House Children's Village Level 1 Drainage Analysis Renton,VJashington VISION HOUSE CHILDREN'S VILLAGE LEVEL ONE DOWNSTREA�T ANALYSIS DISCL.AI�IIER: This report �vas prepared at the reqi�est of i�isiorz House Childreri's Vzllage for the 1.19 acre � parcel located at 4514 NE 4�h Street (Site), in the City of Renton (City�. D. R. STRONG Consulting Engineers, Inc. (DRS) has prepared this report for the exclusive use of DRS, Vision House Children's Village and its agents,for specific application to the development project as described herein. Use or reliance on this report, or any of its contents for any revisions of this project, or any other project, or by others not described above, is forbidden without the e.xpressed permission by DRS. I. NARRATIVE This Level One Drainage Analysis was prepared in accordance ��vith the 1998 King County Surface Water Design Manual (Manual). The proposed development (Project) consists of clearing and grading the existing Site, providing a water quality and flow control storm water facility, adding roadway surfaces for access, circulation, and parking, sidewalks, water main and extension, a joint sanitary side sewer, and three mixed use buildings, ��vhich will be phased. These improvements will add approximately 41,113 s.f. of impervious surface. A Site and downstream field evaluation was performed on November 14, 2002 under cloudy and dry �veather conditions. For the purpose of this analysis the Site will consist of the existing Lots A & B, also known as, Ta�c Parcel 1023059065 and 1023059066, respectively (please refer to Figure #1 — Site Map). The existing Site currently has one single-family residence with a gravel driveway and a couple of small out buildings. The Site has two Natural Discharge Areas (NDA#1 and NDA#2) which ' join paths within a quarter mile of their discharge location from the Site. Therefore, the Site has ri�vo NDA's which are located in a single Threshold Discharge Area (TDA "A"). Please refer to Appendix "A" - Downstream Map, for more detailed information. Both of the NDA's downstream paths were studied during the field visit. The downstream path for NDA #2 leaves ' the Site near the northeastern property corner as easterly sheet flow, then is eventually discharged into the southwesterly flowing channel located to the south of the Site. The downstream path from NDA #1 leaves the Site at Point "Al", near the midpoint of the southern boundary line as southeasterly sheet flow, and joins the downstream,path of NDA #2 approximately 161 feet south of the Site. The"Downstream Analysis"in Section IV describes the two downstream paths in more detail. m 2003 D.R STRONG Consulting Engineers,Inc. 1 Vision House Children's Village Levell Drainage Analysis Renton,Washington FIGURE #1 SITE MAP I , m 2003 D.R.STRONG Consulting Engineers,Inc. 2 Vision House Children's Village Level ] Drainage Analysis Renton,�'Vashington � I l___J � �� � rE� �' �N�38"���7� tb3. q" " �x" B�ocK wa�� _,......_�_�_... APPIE-(� W17Ff B' WOGp FENG'E �FIR-.-3 �� „ S 3TRRfSh�E'S Pft4FEt?TY LIhJ� �I�t-7 ..,,.i;':1'a'r,,... r a �FIY±"-AI_ $ � �� ? �r� ,� � � � � ..�,.�`� n � � � CEUA-1t� ".�,,.._� �` *{ *r � � ��" 3 � � � ""-�.""".412 ��� � FlR-4 ,, I � � � \.M-.�..__��,.._._.._._„ � ":,., .................�.__. $ �t4 � �� � FIR- � `-._, .-. .. -- - � tv� � � ��`�--...,,�� \ .,� J ... — .�� o GEpAR-it � "'..41 �.� r-- .,, W, �`',;� O � FlR-17 �'IR-1S ` , p " � -,- �"""" � Z � �--,,�...�..�� -- �,�_z� � � � �, � � _ � � �___�M_��.�... ��9 � ��� ' � �a-�s k' � � ^,:"� �., �Rw9 +•:.. � � FlR—B RERW(?OS��-13 P'>�PdE�-11 �� � —11 ry��y � �� � y�- t� aq IM 4 9. � '"" ,� �;� � IE CHANNEI 387.8 FIR-5 �..., M1 � � � � ALDER-5 �R'"'� �x � �� � � � :� �'j C � ';�: � �-i�...1� � I�F N t�� }� m n F�R-,� � s m � � ,� I,i, z `� ( y; �� p�R� FlR-29 0 ,.-' 'Ii: � .�o� � � f -�s�rR 2� � � ,r''� � � � cn m �,,,r � � , , , � �1 a �..._..� ._ �'�..:,, �— 7 FlR-31� � _ ''�-�-� � � 8 � � J�4�f�w�,�,.._..� .... µ \\.�, � v `� Gd �^�,. ,� p � rn �� r���- � r� � � � � �,.� � 3e CEOAi2-12 �,�. 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DRAWN MAE DATE �3 �� 03 JOB N0. 02-234.300 �0604 NE 38th PLACE, SUITE 101 KIRKLAND, WA 98033 (425)�27-3083 1—B00-982-1402 CHECKED W,1S SCALE AS SHOWN SHEET 1 OF � ENGINEERS • PIANNERS • SURVEYORS FAX N0: (425) 827-2423 FIGURE #2 USGS I��ZAP ; y u. i �� , __ � < � � �� s� • � -;, •� �l ��./ �� '�M�, r 1 `�_� S .���r ��i� O�er M Hazen - T .:. . �� _,�. � � 1'J ' 1• ��H h Sch , -� • , ��� � t ( � : -� ' '� �. �, r . - �. . `•i-� � .f \ � � '� ; j .#�• , / ._ � �'.:_ ( � } .y_..�,_.w___._ r +' �-1 ( �' t� � � _.. ...__�'.�_�,. � ���; � 3 _�� ,.__.. .E� { '� � - . J ; L..1-' , ;�i `'�-- {'�-E---K4`v �� � �_-�._`i..__^-,� r� � � ��o�� �= � � �� � � � � SITE �.. � I. !� ` j� `t L..�:�—'---�-:-{ �, I --- �Haa � ` 5 � �� . : 4hlahd�� � �� � f �. � �� �b �� � �_�� ' �i 1✓� � } ��., _. { ��_n ���` ���s ��„_^_,y , o!i� 3�,� _ ._.�� U � i t � y' j.'v" � � �� � •�� � �'t�k �_',��\ ��r i ,p,� � �t ; ��. � : • • � � �y 3'�'� t �K �""["1 �.�.� � � � `. �! • . I� � '-" ��i `3 .�'__��,.`.:_� �:._� _ _.__,._ 1 , �. " ' � � � �--���.�--' . r, �� ---� � ���` . � - � �"___`._�}�,1 � .--> r _� � � ���� ..4O � / �� � i �� � �E ��s � �i/' � , �^ ' 4 t. � ���' hn�at j (' ,�, `---^�.�f i `� t �. _ � < ' � � - _ nF..�. gt ` 1 /,.%s i = ' .- � , . SE �. . ��LS� : . . ; - . I . �i r.' n .: __ .�_ ; � ��_ 3 � i;_• � . •i'. ut TBTK �' G[o9IIrinad � � �' • i,�'� � �Cem r� .� 1 �• ^s, `r r :� �i`�°, ;/� % � ��! � � ` �' � - --��y ��ti�� � ��� t �1. � v �; � , �� � �` _: : t �s ' r ` �� ' �� �� ' ,. � �l 1 , � � ''• �_ J �- >,-_�_ _-i r : t �., �� ^ , � _-.,� -, � , � �,.._.� ; ,� . �;: ,. L3�� ..1` ��; .} , -�-a-,a,f t'�C�Ii `� �;-� � � . i• � � � ; `\'� ��� � �V � { t �Fp \....,_.7 I : . . 3 \` , ~.� � , q � 3.:. {..w._-._-..5, i f .. ��. W i �� � �\ . � � � 1 1 �;� � �� � �„i � � ��� �''� �: , � , . . . � � � Pi{ � i ` I'""__' �. � � � �� � � '� W i 390 ,i�,.�,� �-."r�.""-'--=•..3 .�W� -.. ._.. . ��i_._._ ....._. �-*`� '�� . ,. `��\..._:....1 . �. � ` f-:. ' . }�� a ' ��-;�'� ' �, � i 5 `�Q� � ,,,a I 1 � '" , -^-�—� �~'r_. � ` � �� � �� =��j �t"� � \� � 7 ! ��..''�y ) , � � �i1 x `' -.L� , ` _ � ��1 _� -� � { p Park � .i . �. ,�:'7� �� � ��� �}--.� -" f� ...�f� �� �..�. �-�.: .. ! , r � r.-�` t =� � =.'^;�'�'`�. ��`� �����, -�, f./ .�. __��,��� # �` � ��� i � � �( � �� r� 1 _ �....r��. %, ?."S � - ti �2003 D.R.STRONG Consulting Engineers,Inc. 3 Vision House Children's Village Le��cl I Drainage Anah�sis Renton,Vdashington II. UPSTREAI��i TRIBUTAR�'AREA In evaluating the upstream area, we reviewed the USGS maps (please refer to Figure �2 — Sitc Map), the existing topographic surveys, and visited the Site. From the available resources it appears that the upstream tributary area is negligible (approximately 1,�00 s.£). III. SITE DRAINAG F The King County Sensitive Area Map Folio (1990) indicates that the Site's downstream path is within one mile of an unclassified stream and an erosion hazard area. The do��nstream path joins the unclassified stream approximately one-quarter of a mile do�vnstream of the Site. The mapped erosion hazard area is located approximately three quarters of a mile do��vnstream of the Site, and encompasses an area around the unclassified stream. Please refer to Figures #3 through Figure#7 for King County Sensitive Area Map Folios. The Site is best described as being divided into ri�-o NDA's found within one TDA. During the � field investigation of the drainage, as well as, the use of the USGS Maps, it appears that the Site receives runoff from approximately 1,500 s.f. of upstream tributary area, primarily landscaping. This runoff enters the Site as sheet flow bet��een the northwest property corner and a concrete block ��vall, along the north property line. The Site (TDA "A") is approximately 51,800 s.f. (1.19 acres). NDA #1 encompasses approximately 26,108 s.f. (0.60 acre), and is located on the southern portions of the Site, with slopes ranging from approximately one percent to fifteen percent. The surface water runoff produces a southerly sheet flow on the Site. NDA #2 encompasses approximately 25,692 s.£ (0.59 acre) located on the northern portions of the Site, and has slopes ranging from less than one percent on the southern portion to approximately ten percent on the northern portion. The surface ���ater runoff produces a northeasterly sheet flo�v on the Site. �2003 D.R.STRONG Consulting Engineers,Inc. 4 Vision House Children's Vil Level 1 Drainage Analysis Renton,Washingtu;i IV. DOWNSTREAiVI ANALYSIS The do���nstream analysis is further illustrated and detailed in the Do�vnstream Map and Downstream Table located in Appendix A. The downstream area was evaluated by re��iewing available resources, and by conduction a field reconnaissance. NDA#1 The downstream analysis for this portion of the Site starts at Point "A1" located approximately 80' feet west of the southeast property corner of the Site. The runoff travels approximately 161 feet as southerly sheet flow at an average slope near 9% to Point "B1". There was no flow present. {0' — 161') Point `B1" is where the runoff generated from NDA #1 and NDA #2 join in the channel bed located south of the Site. (161') From Point `B1" to Point "Cl" the runoff changes direction to westerly pipe flow for approximately 192 feet at 0.74%. There was no flow present. (161' —353') Point "C1" is a 54" diameter storm drainage manhole, located approximately 150 feet north of the centerline of NE 4`h Street, on the easterly edge of the right of���ay for Bremerton Avenue. At this location the downstream path enters an existing pipe conveyance system to cross under Bremerton Avenue NE. This is the beginning portion of the Windsor Place Apartments' storm drainage bypass conveyance system (verified by researching the as built drawings of the storm - drainage system). There was no evidence of any type of problems within this existing conveyance system. Trickle flow was present. (353') From Point "C 1" to Point "D 1" the flow continues as westerly pipe flow for approximately 60 � feet, in a 30" diameter pipe, at 1.03%. There was a trickle flow present. (354' —413') At Point "D1"the do�vnstream path enters a 54" diameter manhole. (413') From Point "Dl" to Point "E1" the flo�v continues as «�esterly pipe flo�v for appro�imately 178 feet, in a 30" diameter pipe, at 0.83%. (413' - 591') At Point "El" the downstream path enters a 54" diameter manhole. (591') From Point "E1" to Point "F1" the flow continues as ��vesterly pipe flo�v for approximately 56 feet, in a 30"diameter pipe, at 0.8%. There was a trickle flow present. (591' — 647') At Point "Fl" the downstream path enters a 54" diameter manhole. At this point the existing retention facility for Windsor Apartments' northern and southern portions combine, and are discharged into the Safe���ay Grocery Store existing storm drainage conveyance system. (647') �2003 D.R.STRONG Consulting Engineers,Inc. 5 Vision House Children's Village Le��e(1 Drainage Analysis Renton,�h'ashington From Point "F1" to Point "Gl"the runoff continues as north�vesterly pipe flow for approximately 44 feet, in a 30" diameter pipe, at 0.8%. There�vas a trickle flow present. (647' —676') At Point "Gl" the do���nstream path enters a 72" diameter manhole. The remainder of the downstream path is conveyed through a series of pipes underneath Safeway's parking lot, and was verified by researching the as-built drawing for the Safeway Store. (676') From Point "Gl" to Point "Hl" the flow changes to ��vesterly pipe flo�v through a 30" diameter pipe for approximately 110 feet, at 0.6%. There was a trickle flow present. (676' —783') At Point"H1"the downstream path enters a 54" diameter manhole. (783') From Point "Hl" to Point "Il" the flow changes to south��vesterly pipe flow through a 30" diameter pipe for approximately 290 feet, at 021%. There ��vas a trickle flo« present. (783' — 1075') At Point "I1"the downstream path enters a 54"diameter manhole. (1075') From Point "I1" to Point "J1" the flo�v changes to southerly pipe flow through a 30" diameter , pipe for approximately 120 feet, at 0.3%. There was a trickle flo�v present. (107�' — 1197') At Point "J1" the do��vnstream path enters a 72" diameter manhole. At this location the existing retention facility from the Safeway Store discharges into the downstream path. (119T) From Point "J1" to Point "K1" the flo�v changes to westerly pipe flo�v through a 30" diameter pipe for approximately 74 feet, at 1.07%. There was a trickle flo��v present. (119T — 1271') At Point"Kl"the downstream path enters a 72" diameter manhole. (1271') From Point "K1" to Point "L1" the flow changes to southerly pipe flow through a 36" diameter pipe for approximately 110 feet. There�vas a trickle flow present. (1271' — 1381') At Point "Ll" the do��vnstream path is discharged to an existing channel bed, and the Level One Downstream Analysis was terminated. (1381') �2003 D.R.STRONG Consulting Engineers,Inc. 6 Vision House Children's Village Le��el I Drainage Analy°sis Renton,Washington NDA#2 I'i The downstream analysis for NDA #2 began at Point "A2" which is located near the northeast � � property corner of the Site. The runoff leaves the Site as easterly sheet flo�v. The groundcover consists of native grasses with a slope of approximately t��vo-percent. There «�as no flo�v present. (0' —300') 1 From Point `B2" to Point "C2" the flo�v changes to southeasterly shallo�v concentrated flo��� for , approximately 209 feet �vith a slope close to 2°%. There was no flo�` present. (300' — 509') �' Point "C2" is where the downstream path joins a southwesterly flo�ving channel. This channel starts east of Point "C2", near the west edge of Duvall Avenue ��here it is discharged from an � existing conveyance system. (509') � From Point "C2" to Point `B1" the flow continues as south«�esterly channel flo�v for approximately 327 feet with a slope near 2%. The channel is two to six feet �;�ide, one to three feet deep, trapezoidal in shape, and with little amounts of vegetation on the bottom and sides. � There�vas a trickle flow present. (509' — 836') t At Point `BI"the downstream path from NDA #2 joins the path from NDA #l. (836') t � � , � ; � �2003 D.R.STRONG Consulting Engineers,Inc. 7 Vision House Children's Village j Level 1 Draina�e Analysis Renton,Washington I i � vi. CONCLUSION In general our field analysis did not reveal any significant downstream problems. Drainage complaints filed within the last five years do not indicate substantial drainage problems. However, the Project drains to the Maplewood Creek Basin. Due to the documented downstream flooding and erosion control problems, the City will require that the Project provide Level T�vo Flow Control, and comply with the Manual, as adopted by the City. Project runoff will be collected on-site, treated for�vater quality, detained, and released as per the Manual's requirements. During construction, standard sediment and erosion control methods will be utilized. This may include the use of a stabilized construction entrance, perimeter silt ' fences, catch basin inserts, sediment traps, and other necessary measures to minimize soil erosion during construction of this Project. � �2003 D.R.STRONG Consulting Engineers,Inc. 9 Vision House Children's Village Level 1 Drainage Analysis Renton,�Vashineton FIGURE 3 STREANIS & 100-YEAR FLOODPL�AINS �� ��, , --;��� � ��d-:- y` �-----,r,�:sr�sr �;�s�,, �.�t�� ��X� ;,, +7=i+`i �`3f3 `-' c'a 4?Srsz *�t:*1 �'{.Y.�= Z_NE_STH ST 1£�� � ?�j+byi'3c �.�7 I t,L$c `'��S�ry� ���3 9a�1 p ��r.1Lv uJ NE 57M_5T+'_ � SE 126TH 57�nni c>�i yseax Q. ' �3t; �.. ' �t� o �' ' . .. � '. , , �Ea s�c ���,�� a, ����� �'.:�19 �:� Im g4i8 G�t?:Y:) W 9GM� S�3`Z y ., Gt1.,i3 .Q 9'e� ,� - - �li:z �ar�,r;;j ` � ust7 m rn �23t... , , _ . .v ^ 9e�37 955p 33fl3 �3Ia ° GCWO �. 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OO 2003 D.R.STRONG Consulting Engineers,Inc. 10 Vision House Childreds Village Level 1 Draina�e Analysis Renton,1�4'ashington FIGURE 4 �VETLANDS � , ���} ����� :., : -s '---�NE57NST �:iS�3) ri�?t� �4?.�:� t�§i '� c5 � ti}i� �=SA f.�{}�� � NE 5FN ST�,�€:E+„�+�� �� �.��.u2�9 _ ai��! �y�'�d: +3��3'L5 av�:L:i ' r:�!�7G `�t5.] . G} Siii:�.� rn tJE_5fH_3T+� • ' T a 3 SE 12bTH S� r.,°���{t ., �<��2 �y ���� � - .' - ,�- � .�, . � � � �' �1$["' Q � Ea�ui� y,� =`1°k�f�n 4x � '� � ffi,:'� _ �.�:�4: �`o-� !��. . . . * `!".�8 . �`_S}?� ,.. ,. yf�,<� , i+R;Nli� 4 � � , i?U.�l� . �y '=a�'-� �� dk^li�.� -t `:. ,� ' . � � � . _ � �35�� � rn s�s:T rn � { �F�3 � ;"t37,i ` ��:rl� z 5*J:�? ` �U' r� �3�33 �3�9X , �+'=.,� � c2eh rn �ti.�3 � NE 3.�M ST '_ � ' ` � -_ _ _ � .1� 1�S � fK�S� Gf' '� ;. -�;-- ��� L�.?-3, w�J3a3 C<3T. ��;�7 <3 i""G ti — ... �:.1''S�3 ��£t� � . - -'f}ti 3 a w�.a� �� �.��.+: �. 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C' � _ � .4'C., , ��p, '�n �I 7.,� ,..� 3 S� � ��_.)�; � ' m . _��E t�TN PL��^� I f \ � ,i . :5�'� m-.F .. �_=� �'�, �•--� � w 3E i39�H PL_ u� ��"'�•- �3E 5TN ST ,� '�•�,� —� �€ � ,t � � � � `,��,.; `� ; ��5�1�y ��'� y. �iE'_ �F � f _ . i r s � - _ _ "� - � �� -�E �` �� �� � � � �'-��,�_ �''{ �� s�ta�n st �� � - v �'-�`� __��� 5..�,� s�trs�sr�, =�, �''� �j�. . a.'—� � c '<'DCC KINGCOl1NTY ��Sp- �.'� • . .._ - �. �=�'-� � o a.��� '�I . � . . . � I 1 _ _ -�:' .. . G�'2003 D.R STRO\G Consulting Engineers,Inc. 12 Vision House Children's Village Level 1 Drainaee Analvsis Renton,�'ashin�ton FIGURE 6 LANDSLIDE HAZARD AREAS . I.. _�"-� � � �3 S 5TH3T�u?�= _" �.y'r;�, ;'�9's3?`�y;tr --------.NESTM_ST `.r1�) :� I tt+l� �?1S+„�i'}. �r �� [�7y,� y +�5 s ti�C iXr� ' W NE StM ST C�c'U'�� � cs� �. i:f33U '� z 93±4 - A j �� "�_t�]' 3-�i bi�1 . y7'_>5 l ', .. _.. f.T'rti: �3rV*1 .. Q ' .. ._ : � . m NE STH_ST� ' i � �-'� � 3 - . 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SE 15T pL_ �ti 9 �t ��� g,��� �j � _ Ci1S{? �5 {Y3•74 ��{1C) u�l�� uJ ��.."�.3 C 3+�J�?.� y r�t U�`Y.� rq f13 " '9CF17 �i J 3 tui 33 ,� ��� �G61 ��,j2jr3` VASMON AVE SE �'�L� -��1�•SE}351'H ST, �.�^ :SE i]$TH ST _____._.----,- _ _ O��ti..�� �_ �'c"� Ul�f7 �t3Ct ,19� US+�": �.ti_ (1+,�.t�' L�ldE3:� �� �- `�� - '� {�'�� 4,�SC� � Ut+�{} , __._ �_ ._. < ��{1 ' �-� z���� ; - ,� ���,ca �y ��,F� � .. �_�•,...r.-urr��i�uTv�.... �-ti� �' SEZNbPL__ ��,. y�p LJ` L�J=7f IL�� .. �O 2UO3 D.R.STROVG Consulting Engineers,Inc. 14 Vision House Children's Village Level 1 Drainaee Analvsis Renton,1�4'ashington APPENDIX "A" DO��'?�STREAI�T TABLE & nIAP ��2UO3 D.R.STRONG Consulting Engineers,Inc. 15 Vision House Children's Village Le��el 1 Drainage Anah�sis Renton,\�l'ashington ' Surface Water Design Manual, Core Requirement#2 DOWNSTREAM PATH rOR NDA#1 BASIN—CEDAR NORTH LTRBAN—NDA#1 Symbol Draina�e Drainage��Component Slope Distance Lxisting Potential Obseivations of field inspector Component Type, Description fi-om site Probleii�s Problen�s resource reviewer, or resident Namc, and Size dischar�e "l�ype:shcet tlow,swalc constrictions, under capacity, ponding, tributary area, likelihuod of problcm, see rr�ap slream,channel,pipe, drainage basin,vegetation,cover, °/o 1/4 mi=1,320 ft ovcrtopping, ilooding, habitat or organism ovcrtlow pathways,potential impacts. pond;Sizc_Jiarneter depth,type of sensitive area,volume destruction, scouring, bank sloughing, stuf��+ce area sedimentatiun,incision,other erosion AI-I31 SOU"fHEkLY SHEE'f f`WW NU AYPAIi�N'f CHANNtL. VE:GE7�Al7UN --9 U�— ]bl' NONLUUtiLKVI'U NONF ANTICIPAi'fiD CONSiSTS OP P!?RNS, RLACKBLRRIRS, ANn NA7�IV�.(iftASS�S. TH1S SE;(;M�N'C WAS llKY. B 1 24"CCP AT THiS POINT fS WHERE THF DOWNSTRLAM 1 Gl' NONE OBSERVED NONE ANTICIPATEU PnTH FROM NDA #2 loiNs NDA #1'S PATH.THIS SEGMENT WAS DRY. B1-C1 WESTERLY PIPE FLOW 24"CCP,THIS SEGMENT WAS DRY. 0.74 161'—353' NONE OBSEItVED NONE AN'I ICIf'A'I'EU C1 54"DIAM.MANHOLE THIS POWT IS LOCATEU W1TH IN T1iE RIGII'P 353' NONEO[3SGRVGD NqNCi ANTICIPATGD OF WAY OF BREMERTON AVE. T111S IS TIIE BEGINNING OF THE WINDSOR PLACE APARTMENTS (WPA� STORM DRAINAGE CONVEYANCE SYSTEM WHICH A1.LOWS THE UPSTREAM FLOWS TO BYPASS THE WPA RE'CENION PORTION OF THE SYSTEM. THIS SLGMENT WAS DRY. C1-D1 WESTERLYPIPEFLOW 30" PIPE, THERE WAS A TIt1CKLE FLOW 1.03 353'-413� NONEOOSERV[D NONP. ANTiCiPATLD PRESENT. Ul 54"DIAM.MANHOLE TRICKLEFLOWPRESENT 413� NONE065LRVLD NONL• ANTICIPATLD Dl-El WGSTERLYPIPEFLOW 30" PIPE, THERE WAS A T1tICKLE FLOW 0.83 413'-591' NONFO[3SFRVF.D NONE ANTICIPATED PRESENT. E1 54"DIAM.MANHOLE TH1S IS WHEttE THE SOUTH ppRT10N5 OP $91' NONEOBSERVED NONE AN7'ICIPATED TIIE WPA RLTE•MION SYSTLM DTSCHARGES 7'O I'HE DYPASS. E1-F1 WESTERLYP[PEFLOW 30'� PIPE, 1'HEftE WAS A 7'RICKLE FLOW 0.8 591'-64T NONLOBSERVED NONE ANTICIYAT'EU PRESENT. C�)2003 I).R.S�I RONG Consulting Engineers Inc. 1 Of 4 \'ision House(.'hildren's Villagc Lcvcl Onc Drainage Analysis Rcnton,King County,W A Fl 54"DIAM.MANHOLE THIS IS WHERE THE NORTHERN YORTIONS G47' NONE UBSERVEU NONG ANTICIPATL•D OF THE WPA RETENTION SYSTFM DISCHARGES TO THE BYPASS AND '1'HE SOUTHERN PORTIONS OF THE WPA RETENTIONSYSTL•M. Surfacc Water Desi�l Manual, Core Requirement #2 DOWNSTREAMPATHFOR NDA#1 F3AS1N — CEDAR NORTH LTRRAN—NDA ttl S}�1�bol Drainage Drainage Corl�ponent Slope Distance Existing Yotential Obscrvations of field inspector Compouent Type, llcscription From sitc Prohlems Prohlems resource reviewe�r, or resident Namc, and Size DischarQe � Type:shect flow,swale constrictions, undcr capacity, ponding, tributary area, likelihood of problem, see map strcam,channel,pipe, clrainage basin,vegctation,cover, % I/4 mi=1,320 ft overtopping, flooding, habitat ur organism ovcrflow pathways,potential impacC,. pond;Size:diametcr depth,type of sensitive area,volume destruction, scouring, Uank slougtting, surface zrea scdimcntation,incision,other crosion Fl-Gl NOKTHWL;STERLYPIPI? 30'� PfPE, THER.G WAS A 7'kL1CKL� FLOW 0.9�{ G47'—(i7(S' NONEUBSERVEU NONP. ANTICIPATLD FLOW PRLSLN7'. G1 72"D1AM.MANHOLE THIS IS WHERE THE WPA RETGNTION 676' NONF.Of3tiGRVLD NONE ANTICIPATED SYSTEM AND 'IHE BYPASS FLOWS ARE DISCHARGLD TO THE EXISTING SAFEWAY GROCBRY STORE PARKING LOT STORM DRAINAGESYSTEM. Gl-Hl WESTERLY P[YE FLOW 30" PIPL, THERE WAS A TRICKLE FLOW 0.06 676'—783' NONE OBS�RVED NONE ANTICIPATED PRESENT. H1 54"DIAM.MANHOLE THIS YOINT IS THE BEGINNING OF 1'tiE 7R3' NONEOBS�:RVED NONG ANTiCIPATED �XISTING SAPEWAY GROCERY STOKF. PARKING LOT STOftM DRAINAGE SYSTEM. Hl-I1 SOUTIIWC:STGRI,YPIPE 30" PIPE, THEItE WAS A TRICKLL FLOW 0.21 783'-1075� NONLORSERVED NONEAN'fICIPATF.D FLOW PftESENT. I1 S4"DIAM.MANHOLE TH1S POINT IS LOCATED W[THIN THE 1075' NONE OBSERVED NONF ANTICIPATED EXISTING SAFEWAY GROCERY STORE PARKING LOT STORM DRAINAGE SYSTC•M. I1-J1 SOUTHERLY PIPE FLOW 30" PIPE, 7'IiERE WAS A TRICKLE FLOW 0.3 1075'—11 J7' NONE OBSERVED NONF; ANTICIPATED PRESENT. J1 72"DfAM.MANHOLE THIS POINT (S LOCA7'ED WITH[N THE 119T NONEOBSERVED NONE ANTICIPATLD FXISTING SAFEWAY GItOCERY $TORL PARKING LUT tiTORM DRAINAGE SYSTEM. O 2003 I). K.S'IRUNG Cottsulting Lngineers Inc. 2 Of 4 Visiun 1[ouse Chil�lren's Vill:�ge ].evel One Drainage Analysis I�cnton,King('��unt��,A1'.a Surface Water Design Manual, Core Requirement tt2 DOWNSTREAM PATH FOR NDA #1 BASIN_-CLDAK NOR'['H URBAN—NDA_#�1 I Symbol Drauiage Drainage�Coiiiponetit Slope Distance �xist'ing Potential ObservaCions of field inspector �I� Component Type, Description Prom site Problems 1'robleins resourcc reviewer, or resident Naine, and Sizc Dischar�e I "I�ypc:shcet flow,swule � constrictions, urider capacity, lionding, tributary arca, likeliliood of problem, I see map stream,channcl,pipe, drxinage busin,vegetation,covcr, % 1/4 mi=7,320 ft overtopping, floudirig, habitat or organism ovcrflow pathways,potuntial irripacts. pond;Si�e:diameter depth,typc of sensitive:uea,volumr destructiun, scouring, bank sloughing, II � surfuce area � sedimentation,incisi�n,other crosion , Jl-Kl WESTERLYPII'EPLOW 30" PIPG, THLRL WAS A TEZiCKLE F'LOW 1.07 1197'-1271' NUNEUBSEKV�D NONP. ANTICIPATED II PRLSLNT. KI 72"DIAM.MANIfOLG THIS POINT IS THE LOCATED Wll'IIIN THG 1271' NONE?ORtifRVCD NONE ANT[CIPATEU EXISTING SAFEWAY GRO(;ERY STORE PARKING LOT STOIZM U(tA1NAGE SYSTGM. ' Kl-Ll SOUTHF.RLYPIPEFLOW 36" YIYE, T11ERL WAS A 'TRICKLE FLOW 1271' -13R1' NONEOBSERVED NONE ANTICIPATED PRESENT. Ll TEItMINATION AT THIS POIN"C THE DOWNSTRLAM PATH 1381' NONLOE�SFRVED NONE ANTICIYAIED DISCHARGES INTO AN EXISTWG CIIANNFL, A;JD CONTINUES AS CIfANN1iL PI.nW. I Ih'I2h 1.,9 Nl�IUUC(/A/f:�NI SU;0?1210?13413001DS-T.1BLG DOC C�2003 1).K.STRONG Consulting h�nginccrs Inc. 3 01�4 Vision Housc Children's Village I evel One Diainage Analysis Kcnton,King Cuunty,WA Surtace Water Design Manual, Core Requirement #2 DOWNSTREAM PATH FOR NDA #2 BASIN— CEDAR NORTH URF3AN NDA #2 Sytnbol Drainage Drainage Cotuponent Slope Distance Existing Potential Observations of field inspector Compoiient Type, Description from site Problems Problen�s resource reviewer, or resident Name, and Size dischar e Type:tiheet f7ow,swale coi�strictions, undcr capacity, ponding, tributary arca, likclihood of problem, see tnap sU•eam,channel,pipe, drainagc basin,vegetation,cover, 'Yo V�4 mi=1,320 ft ovcrtopping, tloodiiig, l�abitat or organisrn overflow pathways,potential impacGs. pund;Size:diameter dcpth,type of sensitive area,volutne deshuction, scouring, bank sioug}»ng, surf�ce area � scdimcntation,incision,other erosion A2-B2 L''AST�.RLY SHI'�T fLOW NO APPARENT CHANNEL. VEGtTA7�lON �-2 D'—.300� NONE OBSERVEG NONE AN'I'ICII'ATGD CONSlS1'S OF FERNS, E3LACKI3ERR[GS, AND NATIVF GRASSES. THIS SEGMENT WAS DRY. f32-C2 SOUTHEASTERLY NO APPAKENT CHANNEL. VGG[:TATION --2 300' -$09' NONE OBS�RVED NONL ANTICIPATED SHALLOW CONS[S"I'S OF FERNS, BLACKDERRIL•S, AND CONCENTRATED FLOW NATNE GRASSLS. THIS SLGMF;NT WAS DRY. C2-B1 SOUTHWESTERLY CHANNEL PROPERTILS: 3' WiDE, 1' DEEP, --2 509' 836' NONE011SERVLD NONG ANTICIPATED CHANNELFLOW TRAYEZOIDAL 1N SHAPE, AND VEGETATION PRESENT ON THE BOTTOM. THIS SEGMENT WAS EXPERIENCING A TRICKLE FLOW. B1 TERMINATION OF NDA AT THIS POiNT THE DOWNSTREAM PATH 836' NOVL OBSGRVED NONE AN'I'ICIYA"CED #2'S DOWNSTREAM FROM NDA #2 10INS NDA #1'S PATH DOWNSTREAM PATH. PLEASE AEFER TO "DOWNSTRP.AM PATH FOR NDA#1" C�2003 ll.K.STRONG Consulting Fn�ineers lnc. 4 of 4 � Vision House Children's Village. Level One Drainage Analysis Renton,King Cuunt}�,��'A DOWNSTREAM MAP �_ m 2003 D.R.STRONG Consulting Engineers,Inc. I6 Vision House Children's Village Level 1 Drainage Analysis Renton,Washington U ��� c � � � � � � � � � � � � � � �� �� �� ��� � � � � � = nN� � T " o �v E� � � � � €� �s � t � �� � � 6 � � ��� � � � .��� _ � � � � W 1� N 1� N�N i C9 f"'�� _ m m m , � � I � ����� ��� Q�������r``�� ��t� N � � =�= Z 0 ` � � � o U Z TE�E OF�CHARDS � � .� 4 � CH�R�Y1NOOD PL�� c � � � � � � — _�____ _ _ M 1�' , o � � ; '' f163' N �n W � W r-=-,�-- ____._,.._,_ V 1 , - --- --__---- .:�- .—� � �� _, , A2 -- -�..�___ �. ._ �- -- __ __ __;__ -Q. � 3 > � F I , � � �` Q � z . I •� � (n t ,�1 f t -' � � • `i�•� � , W W E `~ w_�� , O � � Y � z ' -_--- `— , ~- _v. _� _.._.y� U � � Z ,. ► =�` N.D_A. #2__AREA._-"` � r '� 300 LF. OF - � W � x `, f 25,692 S.F: �:� _ SHEET FLOW, � �'-� W � . _v --- _ • [ W z -�----� � ' S=f2� � � z¢ : WINDSOR PLACE > z �_:�� -- 4 � ,' ^ � WAY HU � � SAFE APA�TMENTS Q w �;�S�TE AREA � ,. B2 � a GROCERY STORE � � �s &-_T.D',A. '''�" � ; ; � L � t— _ ;�± 5'�,800 S-:F��� �� � Z tL' � ` `� � � Z ,� � i��` �� --� � 1 ; � ��� w � � � � I ' {r� �►TD_A.��#1__AREA .� -�'�;FX�! � � � � � W � ['�- �t 26,1D8_.S.F.� � �.-.�.�` : . Z W POWT "G1 TO POINT "H1' SEGNIENT IS; LOCATED BENEATH THE W � � f , --��- ���� � ``� ��` f`r' { �.- �£ �--F•-.,� ."�.----- �_,r., L!J '� SAFEWAY PARKING LOT. POINT �H1' TO POINT "J1" IS 7HE (� € � ' 1� =•%'�y.---�-• � --- SEGMENT OF 1}1E SYSTEM THAT BYPASSES THE SAFEWAY m `�t-.. �� �����i,��������;w' � Z RETENTION / DETENTION SYSTEM, FOUtJD NEAR THE SOUTHWEST � �, , �:l,_._.�_.,�-�: ' f :/�/��� 209 L.F. OF � ;�,j,f o � - ��=---�:.. 1,�.---� Ef,�!`�'.�`� , SH ALLO W � C�RNER OF THE PARKING LOT. ; � J � � ' ;�z`�t163' = `-_ :Ka'��:�� � CONCENIRATED � ,� _ � � ; �, _ _ �ow, s=t2� � , � o � , �- -` �=�: s�-��_oF,—`.�-�_._.a= � : c2 f `i ' ' � Q :2 ` /0?LF. OF '- PPE FLOW, � ���— � S=g`,���'`�` - � ' � `f- w � o ; ;• ; � � "`_--• � �---- � PIPE FLOW, : S=O.Q$fm � � ; -�� � _ , _ `� � � o ;� S a���0 ' � v. F� � � � � � _� J J Z W � . �� - t - � € � �� J Q m �,..� �1 � N Gt� / � � � F .._--- , =-.._ , � ; � ; o = _ ,� , _ � ; �1 �� �- ��� T 4: � f 7 V7 ; � „ p� � , � ', � � , __.�� �__ ._ �_ N a ; ; �� � � � :_ ; 292LF. OF ` ' ,� � :-_ r Bl...-- 3 }� � � Q � r� � PIPE FLOW, 1'7$LF. OF � ,� ' s _f��-..� . � pC w � o 0 74 LF. OF � S= O.Z9�o - � LF. OF PIPE FLOW, � '-�;-� ��;327 L.F. OF ' ' 3 � � � P I P E F L O W, ; P I P E F L O W, �� i � �. LF DF; :_�--�-�-, I� �;�:�� , � � J � Q � � S=:O.$3 � , � C H A N N E L F L O W, j � w S=�t.o� ro � ; S= o.gqD �o � � � S'Q ��� �- ` � #'' s=t2� ; ; NO`I'E: _ � � o Q l 2 2 L F O F I :_..�-�-- £.�'_;,- .'� ` �_' .3 t � P{P E F L O W, � ; : � = ALL Pi�OPERTY LINES ARE p � r .,� i W S= O.3% � � ��-� � r���� _% ,u � , � APPRC�XIMATE. AND � , � � � tw- Q K� T� : 's ; ! ���-�- r� ��� r,-;�'` . � SHOUL.�J ONLY BE USED � p W o Q c� � � i��" ��_�� �,.�„�_�--��� ;�,,� £ , = Z o cn 110 LF. OF ��� �----_ �,��� � �---- � � � AS REFERENCE. (7YP.) ; ; O ��._.;�� �'�' r � �' Z J PIPE FLOW, �' ;,�,' ,`•i �j`11 � � - � � � ` �' ----�'_�� �� 1 � � w wQ � _ _ _ ___ _ .� _ _ � _ _ � _. _ _ _. _ � NE4THSTREET _ _ ! , , i � � � o c,i (SE 128TH STREET) �0 — �� �-1Ofl— -- 2OD---�-!�--- � � SCA�E.• 1 " = 100' o � APPENDIX "B" DRAINAGE COnIPLAINTS , C�2003 D.R.STRONG Consulting Engineers,Inc. 17 Vision House Children's Village Levell Drainage Analysis Renton,Washington NOV.25.2002 3�22PM KC WLRD Np,gz3 p,2i2 Unp County Water ami taed Resoerces I�lslon-Dratn�pe SePv�es Sectlon �Amplabt Search Printed: 11/25l2002 10:15:16 AM Complaht TYPB �of Problen AddreB�of RI'abb�l Crtmlents ii�PaAe Num6er Co�a 1987-0713 C (DS-PLn 656G2 1987-0713 EH (pS-PL� 656G2 1867-0713 ER (DS-PL� 656G2 1993-0239 X INQUIRY 14105 SE 133RD S7 INI�O ONI.Y 656H2 1995-�783 C VACATION 14010 SE 134TH S7 DRAINAG� IMPACT FROM VACA710N REQ B56H2 1996-1283 C CIP 140TH SE 132NQ-1357H gE REQUEST TO DO ASSESSMENT OF CONV 658H2 i 1996-1291 C MPLWOTRB 128TH SE &14�9TH AVE $E DOWNSTR�AM IMPACT TO ROAD CROSS 656H1 1997-0715 FCR R/p FENC 13845 SE 131ST ST TREE DAMAGED FENCE ROADS FACILITY 656H2 1997-1378 C DRAINAGE 1�4004 SE 133RD ST LOCALIZED DEPR�SSION PUGET COLON 656H2 1997-1378 R DRAINAGE 14004 SE 133RD ST LOCALIZED DEPRESSION PUG�1'COI.ON 656H2 1997-1380 C DRAINAGE 14005 SE 133RD ST I,OCALIZED DEPRESSION PUGET COLON 656H2 1997-1464 C DRAINAGE 132XX 140TH AVE 5E. OFFSITE CONVEYANCE DRAIN QUEST CH 6S6H2 1999-0015 R DRAINAGE 14013 SE 133RD ST B58H2 1999-0202 CL DRAINAGE 14004 SE 133RD ST RECORD OF INQUIRY ONlLY-NO CLAIM 656H2 2000-0597 C DCA 14100 SE 132ND ST' NO FIELDINV NECESSARY. REF'D TO SW B56H2 200�-0783 FCR MNM 1a004 5E 133RD ST DAMAGED FENCE GA7'�AT UNOPENED R/ 656H2 2002-0126 CL INQ 14012 SE 133RD ST F�NCE DAMAGED BY TR�E FALL. TREE G 6�6H2 � —,I . i f �' i • i � r- i i . `_i ��' . _-�s �--i ,� I . I Page 1 of 1 i I SECTION IV IV. FLOW CONTROL �ND WATER QUALITY FACILITY ANALYSIS AND DESIGN �. EXISTING SITE HYDROLOGY Adjusted Adjusted Area Type Area(Sq. ft.) E.I.F.'� Area(,Sa. ft.) Area(Acres) Impervious 919 0.95 873.05 0.02 (comm.,indust.,roads w/collect.) Impervious 0 0 0 0 (dispersed flo�Tpath<50 feet) Impervious 2994 0.5 1497 0.034 (grav.,park. lots,etc.,no collect) Impervious 0 0.5 0 0 (residential roof runoff,no collect) Impervious(from Table 3.2.2.D) 0 0.4 0 0 (use only if large residential predev area) Forest 0 1 0 0 Pasture 52973 1 54516 1.252 Grass 0 0 0 0 �'Vetland 0 1 0 0 Total Area: 56886 Sq. ft. 56886 Sq. ft. 1306 * =Effective Impervious Fraction(E.I.F.)=See Pages 3-27 thru 3-29 of the 1998 KCSWDM(Manual) Data to be entered into Time Series File PREDEV.TSF Area Land Use Type (Acres) Forest 0.000 Pasture 1.252 Grass 0.000 Wetland 0.000 Impervious 0.054 Scale Factor: 1.000 Time Step: Hourly Data Type: Reduced Total Area: 131 Acres J 2003 D.R.STRONG Consulting Enginezrs Inc. 13 �'ision House Children's Village Technical Information Report Renton,Washina on l Flow Frequency Analysis Time Series File: predev.tsf Project Location: Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak -Peaks-- Rank Retum Prob (CFS) (CFS) Period 0.096 2 2/09/O1 15:00 0.177 1 100.00 0.990 0.044 7 1/05/02 16:00 0.096 2 25.00 0.960 0.094 3 2/28/03 3:00 0.094 3 10.00 0.900 0.019 8 8/26/04 2:00 0.089 4 5.00 0.800 0.053 6 1/OS/OS 8:00 0.085 5 3.00 0.667 0.089 4 1/18/06 16:00 0.0�3 6 2.00 0.500 0.085 5 11/24/06 4:00 0.044 7 1.30 0.231 0.177 1 1/09/08 6:00 0.019 8 1.10 0.091 Computed Peaks 0.150 50.00 0.980 �2003 D.R.STRONG Consulting Engineers Inc. 14 Vision House Children's Village Technical[nformation RepoR Renton,Washington i-:' r—^ B. DEVELOPED SITE HYDROLOGY Post-developed Areas _ 1. Determine amount of impervious surface from streets, sidewalks, hard surface trails, etc., from proposed plan {parking lots, gravel, etc. are multiplied by factor of 0.5). All other impervious surface calculations shall be detemuned by the proposed plan(for commercial or multi-family developments) or by the number of proposed lots multiplied by the amount of assumed House/Driveway coverage (4,000 sq. ft. for urban residential developments, 8,000 sq. ft.for rural residential,or the maximum amount allowed by K.C.C.21A.12.030,whichever is less). 2. Forested land to remain may only be counted as such if it is protected by a sensirive area boundary or a Forrested Open Space Tract, and if it will have a minimum 80% canopy after 5 years. Unprotected forest in urban areas shall � be counted as either pasture or grass and in rural areas as 50%grass and 50%pasture. , _ 3. All post-developed grassland(pasture or grass)shall be modeled as "grass". Type of Development: Urban Residenrial Max.Impervious.by Code: 4�00 per K.C.C.21A.12.030 Proposed Number of Lots: I 1 Post-Developed Density: 4.25 DUiGA Adjusted Adjusted Area Type Area(Sa. ft.1 Area(Sq. ft.� Area(Acres) Impervious 37186 37186 0.854 (streets, sidewalks, trails,etc.) Impervious 11,500 11 S00 0.264 (roof area) Forest 0 0 0 (inside covenant or SAO boundary) Forest 0 0 0 (unprotected forest) Pasture 0 0 0 Grass 8200 8200 0.188 Wetland 0 0 0 Total Collected Area: 56886 Sq.ft. 56886 Sq.ft. 1306 Data to be entered into Time Series File DEV.TSF Area Land Use Type Acres Forest 0.000 Pasture 0.000 , Grass 0.188 ' �'Vetland 0.000 ' Impervious 1.118 Scale Factor: 1.000 Time Step: Hourly ', Data Type: Reduced , Total Area: 131 Acres !I r O 2003 D.R.STRO\G Consulting Engineers Inc. 1� Vision House Children's Village Technical Information Report Renton,V.'ashington Flow Frequency Anatysis Time Series File:dev.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak --Peaks-- Rank Retum Prob (CFS) (CFS) Period 0.288 6 2/09/O1 2:00 0.568 1 100.00 0.990 0.247 8 1/OS/0216:00 0.411 2 25.00 0.960 0.347 3 12/08/02 18:00 0347 3 10.00 0.900 0.282 7 8/26/04 2:00 0.336 4 5.00 0.800 0.336 4 10/28/04 16:00 0307 5 3.00 0.667 0.307 5 1/18/06 16:00 0.288 6 2.00 0.500 0.411 2 10/26/06 0:00 0.282 7 130 0.231 0.568 1 1/09/08 6:00 0.247 8 1.10 0.091 Computed Peaks 0.516 �0.00 0.980 � OO 2003 D.R STRONG Consulting Engineers Inc. l6 Vision House Children's Village Technical Information Report Renton,Washington C. PERFORMANCE STANDARDS l. Core Requirement #3 — Flow Control: The Project is required to meet the Level 2 Flo��� Control standard. This standard requires the Project to match developed discharge duration's to , predeveloped duration's for the range of predeveloped discharge rates from 50% of the 2-year , peak flow up to the full 50-year peak flow, assuming existing site conditions as the predeveloped ', condition. The peak-matching criteria of Level 1 flow control must also be met. ��� 2. Core Requirement #4 — Conveyance System: New pipe systems shall be designed with I sufficient capacity to convey and contain (at minimum) the 25-year peak flo��v, assuming I developed conditions for onsite tributary areas and existing conditions for any offsite tributary � areas. Pipe system structures may overtop for runoff events that exceed the 25-year design capacity, provided that the overflow from a 100-year runoff event does not create or aggravate a "sever flooding problem" or "severe erosion problem" as defined in C.R. #2. Any overflow occumng onsite for runoff events up to and including the 100-uyear event must discharge at the natural location for the project site. 3. Core Requirement #8 — Water Quality: The Project is required to meet the Basic Water Quality Treatment standard. The treatment goal for this standard is 80% removal of TSS for a typical rainfall year, assuming typical pollutant concentrations in urban runoff. � O 2003 D.R.STRONG Consulting Engineers Inc. 17 Vision House Children's Village "Technica]Information Report Renton,Plashington D. FLOW CONTROL SYSTEM RetenrionlDetention Facility - Type of Facility: Detention Vault Facility Length: 116.50 ft Facility Width: 2931 ft Faciliry Area: 3415.00 sq. ft Effective Storage Depth: 5.00 ft Stage�Elevarion: 394.70 ft Storage Volume: 17�77.00 cu. ft � Riser Head: 5.00 ft Riser Diameter: 12.00 inches Number of orifices: 3 Full Head Pipe Orifice# Height Diameter Discharge Diameter � �, (ft) (in) (CFS) (in) 1 0.00 0.65 0.026 2 2.73 1.15 0.054 4 � 3 3.90 0.65 �! r'' ' ' Top Notch\�'eir �<�r Outflow Ratin� Stage Elevation Storage Uischarge ('�� (ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) 0.00 394.70 0. 0.000 0.000 0.�� 0.01 394 J 1 34. 0.001 0.001 0.�� 0.02 394.72 68. 0.002 0.002 0.!��� 0.03 394.73 103. 0.002 0.002 0.c��; 0.04 394.74 137. 0.003 0.002 0.(��� 0.05 394.75 171. 0.004 0.003 O.OU � 0.15 394.85 512. 0.012 0.0�5 0.00 0.25 394.95 854. 0.020 0.006 a.00 035 395.05 1195. 0.027 0.007 0.00 0.45 395.15 1537. O.U35 0.008 0.00 0.55 395.25 1879. 0.043 0.009 0.00 � 0.65 395.35 2220. 0.051 0.009 0.00 0.75 395.45 2562. 0.059 0.010 0.00 0.85 395.55 2903. 0.067 0.011 0.00 0.95 395.65 3245. 0.074 0.011 0.00 1.05 395.75 3586. 0.082 0.012 0.00 1.15 395.85 3928. 0.090 0.012 0.00 1.25 395.95 4269. 0.098 0.013 0.00 135 396.05 4611. 0.106 0.014 0.00 1.45 396.15 4952. 0.114 0.014 0.00 1.55 396.25 5294. 0.122 OA14 0.00 � 1.65 39635 5635. 0.129 0.015 0.00 1.75 396.45 5977. 0.137 0.015 0.00 1.85 396.55 6319. 0.145 0.016 0.00 1.95 396.65 6660. 0.153 0.016 0.00 2.05 396.75 7002. 0.161 0.017 0.00 2.15 396.85 7343. 0.169 0.017 0.00 2.25 396.95 7685. 0.176 0.017 0.00 �2003 D.R.STRONG Consulting Engineers Inc. 18 Vision House Children's Village Technical Information Report Renton,�Vashing[on 2.55 397.25 8709. 0.200 0.019 0.00 2.65 397.35 9051. 0.208 0.019 0.00 2.73 397.43 9324. 0.214 0.019 0.00 2.74 397.44 9358. 0.215 0.019 0.00 2.75 397.45 9392. 0.216 0.020 0.00 2.77 397.47 9461. 0.217 0.022 0.00 2.78 397.48 9495. 0.218 0.024 0.00 2.79 397.49 9529. 0.219 0.026 0.00 2.80 397.50 9563. 0.220 0.029 0.00 2.81 397.51 9597. 0.220 0.030 0.00 2.83 397.53 9666. 0.222 0.031 0.00 2.84 397.54 9700. 0.223 0.031 0.00 2.94 397.64 10041. 0.231 0.036 0.00 3.04 397.74 10383. 0.238 0.040 0.00 3.14 397.84 10724. 0.246 0.044 0.00 3.24 397.94 11066. 0.254 0.046 0.00 3.34 398.04 11407. 0.262 0.049 0.00 3.44 398.14 11749. 0.270 0.052 0.00 3.54 398.24 12a91. 0.278 0.054 0.00 3.64 398.34 12432. 0.285 0.056 0.00 3.74 398.44 12774. 0.293 0.058 0.00 3.84 398.54 13115. 0301 0.061 0.00 3.90 398.60 13320. 0.306 �.062 0.00 3.91 398.61 13354. 0307 0.062 0.00 3.92 398.62 13388. 0.307 0.063 0.00 3.93 398.63 13423. 0.308 0.065 0.00 3.94 398.64 13457. 0.309 0.065 0.00 3.95 398.65 13491. 0.310 0.066 0.00 3.96 398.66 13525. 0.310 0.066 0.00 4.06 398.76 13867. �.318 a.069 0.00 4.16 398.86 14208. 0326 0.073 0.00 4.26 398.96 14550. 0334 0.075 0.00 436 399.06 14891. 0342 0.078 0.00 4.46 399.16 15233. 0.350 0.080 0.00 4.56 399.26 15574. 0.358 �.083 0.00 4.66 39936 15916. 0.365 0.085 0.00 4.76 399.46 16257. 0373 0.087 0.00 4.86 399.56 16599. 0.381 0.089 0.00 4.96 399.66 16940. 0.389 0.091 0.00 5.00 399.70 17077. 0.392 0.092 0.00 `� 5.10 399.80 17419. 0.400 0.556 0.00 5.20 399.90 17760. 0.408 1.400 0.00 ' S.30 400.00 18102. 0.416 2.500 0.00 5.40 400.10 18443. 0.423 3.800 0.00 5.50 400.20 18785. 0.431 5.270 0.00 5.60 400.30 19126. 0.439 6.690 0.00 5.70 400.40 19468. 0.447 7.220 0.00 5.80 400.50 19809. 0.455 7.720 0.00 5.90 400.60 20151. 0.463 8.180 0.00 6.00 400.70 20492. 0.470 8.620 0.00 6.10 400.80 20834. 0.478 9.040 0.00 6.20 400.90 21176. 0.486 9.440 0.00 6.30 401.00 21517. 0.494 9.820 0.00 6.40 401.10 21859. 0.502 10.190 0.00 6.50 401.20 22200. 0.51� 10.540 0.00 6.60 401.30 22542. 0.517 10.880 0.00 6.70 401.40 22883. 0.525 11.220 0.00 OO 2003 D.R STRONG Consulting Engineers Inc. 19 Vision House Children's Village Technical Information Repor[ Renton,Washington � 6.80 401.50 23225. 0.533 11.540 0.00 6.90 401.60 23566. 0.541 11.850 0.00 Hyd Inflow Outflow Peak Storage Target Calc Stage Elev (C�-Ft) (Ac-Ft) 1 0.57 ******* 0.46 5.08 399.78 17352. 0.398 i 2 0.29 0.10 0.14 5.01 399.71 17116. 0.393 3 0.41 ******* 0.08 4.62 399.32 15766. 0.362 4 0.34 ******* 0.07 4.09 398.79 13969. 0.321 5 0.31 ******* 0.06 3.83 398.53 13088. 0.300 6 0.21 ******* 0.04 3.02 397.72 10324. 0.237 7 0.25 ******* 0.03 2.83 397.53 9670. 0.222 8 028 ******* 0.02 2.46 397.16 8390. 0.193 O 2003 D.R.SIRONCi Consulting Engineerc[nc. 20 Vision Hou�e Children's�'illage Tcc'..cic.il Intormadon Re-�ort Rcnt��n,l���shington a .� ' L��1��1� - s x � r�o�.i`d��.,r ., � t::i'_.7a:;�'�..�r ♦ � A O \1 \ � , O � ` � O � LL O R �'\+� U ����� i � WO �y._ OI � O L U N � t0 000 � O O �'. *t V O � O N O O �"��.� �. O "^ O \��Z� 10�5 10-� 10-3 10-� 10-� 10� ' Probability Exceedence I _---- _-- - - ,.� �_ _ �7 - -— _.��� ._. _ r.... _ ,., � �rg'.:.'�Feued-_ �:I�,Mi.�:,:.3+a+,.+{� �p,auss�.�. O 2003 D.R.STRONG Consulting Engineers Inc. Z1 Visfon House Children's Village Technical Information Report Renton,Washington E. VVATER QUALITY SYSTEM BASIC WETVAULT ANALYSIS As required per Section 6.4.1.1 1998 KCSWDM as adopted by City of Renton Step 1: Identify required water quality facility volume factor("f') f= 3 (basic wetvault volume factor) Step 2: Determine rainfall (R)for the mean annual storm per Fig. 6.4.1.A R= 0.52 in. Step 3: Calculate runoff from the mean annual storm(Vr) for the developed site. Vr= (0.9Ai+0.25Atg+O.lOAtf+O.OIAo)x R/12 �vhere . . Vr= volume of runoff from mean annual storm(c.f.) Ai= area of impervious surface(s.f.) Atg= area of till soil covered with grass(s.f.) Atf= area of till soil covered with till forest(s.f.) Ao= area of outwash soil covered with grass or forest (s.f.) R= rainfall from mean annual storm (in.) Ai= 48,686 s.f. Atg= 8,200 s.f. Atf= 0 s.f. Ao= 0 s.f. R= 0.52 in. Vr= 1,988 c.f. Step 4: Calculate water quality volume(Vb). Vb= f x Vr where . . . Vb= water quality volume (c� ' f= volume factor from Step 1 Vr= runoff volume from Step 3 Vb= 5,963 c.f. (minimum��vetpool volume required) �2003 D.R.STRONG Consulting Engineers Inc. 22 Vision House Children's Village Technical Information Report Renton,Washington Step �: Determine water quality facility dimensions satisfying the design criteria outlined belo�v. Vb= h(A1 +A2)/2 where . . . V6= water quality volume(c.f.) h= water quality depth(ft.) A1= water quality design surface area (s.t.) A2= bottom area of���ater quality faciliry (s.f.j h= � ft. A1= 3,415 s.f. A2= 3,415 s.f. Vb= 13,660 c.f. The proposed facility� meets the minimum volumetric criteria for basic �vater quality. - ,- ,. . � .. .., . ,���.�_��: �._ __,: ._� �� , _. _ _., �., ._._� TechnicalInformation Report Renton,W'ashington SECTION V V. CONVEYANCE SYSTEM ANALYSIS AND DESIGN Developed Site runoff will be collected in a series of pipes and catch basins and conveyed to the proposed R/D facility located adjacent to the south property line. From there the runoff will discharge to the existing storm drainage system located in Bremerton Avenue NE, bypassing the existing detention system for the Windsor Place project. The connection point will be approximately 130 feet south of the Site, and just east of the retaining wall along the west margin of Tax Parcel No. 9068. An easement will be required to connect the R/D vault with the offsite conveyance system. The 100-year peak flow was calculated to be 1.41 cfs using the KCRTS 15-minute time steps. Initial pipe capacity was analyzed using Fig. 4.2.1.F (Nomograph for Sizing Circular Drains Flowing Full). Based on this analysis, the system is capable of conveying 2.65 cfs (12-inch LCPE at 0.50% slope). � A detailed backwater analysis was not deemed necessary. The system will convey and contain the 100-year peak storm event without overtopping any structures. Flow Frequency Analysis Time Series File:dev-15.tsf Project Location:Sea-Tac --Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak --Peaks-- Rank Return Prob (CFS) (CFS) Period 0.532 6 8/27/01 18:Oa 1.41 1 100.00 0.990 0.372 8 9/17/02 17:45 1.05 2 25.00 0.960 1.05 2 12/08/0217:15 0.729 3 10.00 0.900 0.429 7 8/23/04 14:30 0.608 4 5.00 0.800 0.575 5 10/28/0416:00 0.575 5 3.00 0.667 0.608 4 10/27/0510:45 0.532 6 2.00 0.500 0.729 3 10/25/06 22:45 0.429 7 130 0.231 1.41 1 1/09/08 6:30 0.372 8 1.10 0.091 Computed Peaks 1.29 50.00 0980 C01�1PENSATORY STORAGE CALCULATIONS: The City has approved a Minor Floodplain Analysis prepared by Coughlan Porter for the Odegard Renton Highlands Professional Plaza (see Section VI). The Analysis concluded that the existing 100-year floodplain elevation for the offsite Class 3 stream is 394.87 (NAVD 88). The volume below elevation 394.90 within the existing 100-year floodplain for the offsite parcels is calculated at 1,375 cu-yd (37,125 cu-ft). The compensatory storage volume below elevation 394.90 within tht proposed 100-year floodplain for the offsite parcels is calculated at 1,416 cu-yd (38.�^� � �r,i:rri ���i�� ��rn��irl��� 1(l�'��' ;�f t}� � r�� ��� ;r����� ,-r-,n-» ,n�:-��r.�,�- ^t������,, , }:,,- tl�.-. :,.F�:-i��. .,�,.1�• r0 2003 D.R.STRONG Consulting Engineers Inc. 24 Vision House Children's Village Technical Information Report Renron,Washington SECTION 4.2 PIPES,OLJT'FALLS,AND PUMPS FIGURE 4.2.1.F NOMOGRAPH FOR SIZING CIItCULAR DRAINS FLOWING FULL 1,000 900 800 .0001 700 2.0 600 .0002 500 Minimum .0003 400 .0004 .0001 Allowable .0005 Velocity .0006 �F�aW�n9 3.0 300 '20 .0008 .0002 Fu��� 3,s �PS a .001 108 � .0003 200 �� o .002 .0005 4.0 88 � .0006 O .003 .0008 72 .004 .001 66 a .005 5.0 100 60 O .006 � 90 54 cJi� .008 .002 O I 80 48 .01 0 / W 6.0 � .0 n 70 w � cn 6Q U 4 2 04�� W 7.0 � Z .02 .0a5 O a 50 36 .Oa6 �- I v z 33 .008 a w 8.0 z q,p W 30 .04 .010 � � I W � 27 .06 cn z 9.0 Q 30 � 24 G�� .08 .020 �,. 10.0 U0 21 a li ��0 .10 � � � � �j .030 � p 20 � �8 1 � �' .040 .� � C� ' .050 j Q 1 .060 o .080 12 .100 10 10 g SAMPLE USE 8 � 8 24"dia.CMP C� 2%slope yields 20.0 g 17cfs @ 5.4 fps velocity 5 6 (n-0.024) 4 Values per Manning's equation Q=( 1'49 ) ARZ/s S�/2 n ° 3�.0 �,G J C�S This table can be converted to other"n"values by applying 2 formula: 40.0 Q1 n2 Q2 n1 1 9/1/98 1998 Surface Water Desi�n Manual 4-20 SECTION VI `'I. SPECIAI, REPORTS AND STUDIES The following reports are included with the Site Plan submittal package by others: 1. Geotechnical Report, Tena Associates—December 3, 2002 2. Site Evaluation, Terra Associates—February 14, 2003 3. Minor Floodplain Analysis prepared by Coughlan Porter Lundeen for the Odegard Renton Highlands Professional Plaza. The Analysis is included in this Section as background for the Compensatory Storage Calculations found in Section V of this Report. ��ZGU3 D.R.STRONG Consulting Engineers Inc. 25 Vision House Children's Village -Cechnical lnformation Report Renton,Washineton AP ENDIX B - Minor Flood Plain Anal sis ___ I P ( Y ) COUGHLIN PORTER LUNDEEN Renton Highlands Professional Plaza 21 �� RENTON HIGHT ANDS " �AS NOTED ��W""""���� n,�j CITY OF OS-03-2002 �,m, Elizabeth Odegard, Medina, Washington 98039 ��_ NOL �i� RENTON ',�,,,,�, � ��� I ��^�"��'c" DATUM Sca '�l. Planning/Building/Public Worke Dept. �¢r, a: I N0. 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S � �..� ,� � s .� 1 -��TT��2�..: 4 C4f S � ! J: iY�l�,� B:asm:;Sta e'�Stora� e�ar.eas ° � f� �� LL.k, �,; r v�- Y ti• f,. � r .,�'c. Total Offsite Area Onsite Measured in Cad Total Basin Elevation Area*' Elevation Area Elevation Area SF SF SF 389 200 389 0 389 200 390 11970 390 113 390 12,083 392 33622 392 5840 392 39,462 394 58725 394 25900 394 84,625 396 64575 396 65100 396 129,675 398 75825 398 85900 398 161,725 400 88875 400 97900 400 186,775 **See attached calculations n I ��, v�o � 5�� ��� ����G� _ �,.c��►� w w�ro��5 4/9/02 10 : 53 :28 am Coughlin, Porter, Lundeen Inc _ page 1 Renton Highlands Flood Analysis STAGE DISCHARGE TABLE INLET CONTROL CULVERT ID No. 24outlet 24�� Lu�v�.i Description: 24 inch outlet pipe CoNr.�ec-�+�� � Diameter (ft) : 2 . 00 Entrance type : 4 ����� f�,�►�7r Length (ft) . 17 . 00 Invert Elev : 388 . 99 Slope (ft/ft) : 0 . 0097 No. of Clvrts : 1 B�� oF m� aS[�,��: Mannings n : 0 . 0240 Max Ponding e1 :404 . 00 `����oa �A Stg-Dis Incrernent : 0 . 10 A+�v Sn�p To c�Q2�, D!�-,��.�. STAGE <--DISCHf+RGE---> STAGE <--DISCFIARGE---> STAGE <--DISCFWRGE---> STAG� <--DISCHARGE--> (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- 386.99 0.0000 392.70 28.6B0 396.50 43.701 400.30 54.745 ��389.00 0.006� 392.80 29.175 396.60 44.027 400.40 55.006 . 389_10 0.0741 392.90 29.661 396.70 49.351 900.50 55_265 � � 389.20 0.1415 �393_OD 30.139 396.60 44.672 400.60 55_524 389.30 0_5599 393.10 30.610 396.90 49.992 900.70 SS_781 389.40 1.0015 393.20 31.074 �397.00 95.309 900.80 56_036 � 389.50 1.4667 393.30 31.531 397.10 95.623 900.90 56.291 389.60 1.9644 393.40 31.982 397.20 95.935 �401.00 56.545 389.70 2.4914 393.50 32.926 397.30 46.246 901_10 56.797 ! 389.80 3.0532 393.60 32.864 397_40 96.554 401_20 57.048 � 369.90 3.6533 393.70 33.297 397.50 96.860 401.30 57.299 u:390_00 4.2950 393.80 33.724 39�.60 47.165 401.90 57.548 � 390.10 4.9817 393.90 34.145 397.70 47.467 401.50 57.796 � 390.20 5.7156 �394.00 34.562 397.80 47.768 401.60 58.043 340.30 6.4983 394.10 34.973 397.90 48.066 401.70 58.289 ' 390.40 7.3277 394.20 35.380 � 396.00 48.363 401.60 58.534 390.50 8.1994 394.30 35.782 398.10 48.658 401_90 58.778 - 390.60 9.1053 394.90 36.179 396.20 48.951 402.00 59.021 390.70 10.039 394.50 36.573 398.30 49.242 402.10 59.262 390.80 10.972 394.60 36.962 398.40 49.532 402.20 59.503 390.90 11.907 399.70 37.347 398.50 49.820 402.30 59.743 �.� 391.00 18.335 394.60 37.728 398.60 50.106 402.90 59.982 . 391.10 19.099 394.9D 38.105 398.70 50.391 402.50 60.220 � 391.20 19.834 1[�J395.00 38.479 398.80 50.674 402.60 60.457 . 391.30 20.542 395.30 38.899 398.90 50.956 402_70 60.694 391.40 21.227 395.20 39.215 �0 399.00 51.236 402.B0 60.929 391.50 21.891 395.30 39.578 399.10 51.514 402.90 61.163 391.60 22.535 395.40 39.938 399.20 51.791 403_00 61.397 391.70 23.161 395.50 40.295 399.30 52.066 403.10 61.629 391.80 23.7�1 395.60 40.646 399.40 52.340 403.20 61_861 391.90 24.365 395.70 40.999 399.50 52.613 403_30 62.092 � 392.00 24.995 395.80 91.396 399.60 52.884 503.40 62.322 392.10 25.512 395:90 41.691 399_70 53.154 403.50 62.551 392.20 26.067 �396.00 42.033 399_80 53.923 403_60 62.779 392.30 26.610 396.10 42.371 399.90 53.690 903.70 63.006 392.40 27.143 396.20 42.�08 l� _400.00 53.955 403.80 63.233 392.50 27.665 396.30 43.091 900.10 59.220 403.90 63.459 392.60 26.177 396.40 93.373 400.20 54.983 404.00 63.664 4/9/02 1 :20 : 28 pm Coughlin, Porter, Lundeen Inc . page 1 Renton Highlands Flood Analysis STAGE STORAGE TABLE S�E S��A4� o� p�F S�'f� � 5 tTE . Cl�LG�•�f}rEo CUSTOM STOP.AGE ID No_ Site �s«,S w•,,o�� ��� Description: Onsite-ofisite stage storage �� �7T�������Sµ�-�- STAGE <----STGE.AGE----> STi,GE �----S:O:::vGE----> �TFtGE <----STORAGF.----> STA3� r---STOfL;GE----> (ft) --cf--- --Ac-Ft- (ft) --cf--- --Ac-Ft- (ft) --cf--- --Ac-Ft- (ft) ---cf-- --Ac-F�- (� 389.00 0.0000 0.0000 392.10 63891 1.9667 395.20 310354 7.1247 398.30 739�99 16.982 389.10 614.15 0.0141 392.20 70095 1.6092 395.30 321069 7.3707 398.40 757174 17.382 389.20 1228 0.0282 392.30 76300 1.7516 395.40 331�84 7_6167 398.50 774599 17.782 389_30 1842 0_0423 392.90 82504 1.8940 395.50 342999 7.H627 398.60 792024 18.182 389.40 2457 0.0564 392.50 68708 2.0365 395.60 353214 8.1087 398.70 609949 18.SB2 389.50 3071 0.0705 392.60 94913 2.1789 395.70 363929 8.3546 398.80 826874 18.982 389.60 3685 0.0846 392.70 101117 2.3213 395.60 374644 8.6006 398.90 844299 19.382 389.70 4299 0.0987 392.80 107321 2.4638 395.90 385359 8.8466 �399.00 861724 19_7B2 389.80 9913 D.1128 392.90 113526 2.6062 �396.00 396074 9.0926 399.10 679149 20.182 389.90 5527 0.1269 �r 93.00 119730 2.7486 396.10 910649 9.4271 399.20 896574 20.SB2 ll� 390.00 6142 0.1910 393.10 125934 2.8911 396.20 425214 9.7616 399.30 913999 20.983 390.10 8719 0.2002 393.20 132139 3.0335 396.30 439�64 10.096 399_90 931924 21.383 390.20 11296 0.2593 393.30 138343 3.1759 396.40 954354 10.431 399.50 946849 21.783 390_30 13873 0_3185 393.40 149547 3.3184 396.50 466924 10.765 399.60 966274 22.183 390_40 16451 0_3777 393.50 150752 3.9608 396_60 983499 11_099 399.70 983699 22.583 390_50 19028 0.4368 393.60 156956 3.6032 396.70 496064 11.434 399.80 1001124 22_983 390.60 21605 0.4960 393.70 163160 3.7456 396.80 512634 11.768 399.90 1016549 23.383 390.70 24182 0.5551 393.80 169365 3.8681� 396_90 527204 12.103 V900_00 1035974 23.7B3 � 390.80 26760 0.6193 /�393.90 175569 4.0305 397.00 541774 12.437 400.10 1345312 30.889 390.90 29337 0.6735 �'394.00 161774 4.1729 397.10 556344 12.772 400.20 1654651 37.986 �,i�391.00 31914 0.7326 394.10 192489 4.4189 397.20 570914 13.306 400.30 1963990 45.087 � 351.10 34491 0.7918 394.20 203204 4.6699 397.30 585484 13.441 900.40 2273329 52_186 391.20 37069 0.8510 394.30 213919 4.9109 397.40 600054 13.775 400.50 2582667 59.290 391.30 39646 0.9101 394.40 224634 5.1569 397.50 614629 14.110 400_60 2892006 66.391 391.90 42223 0.9693 394.50 235349 5.4029 397.60 629194 14.444 400.?0 3201345 73.493 391.50 49800 1.0285 394.60 246064 5.6488 397.�0 643769 14.779 400.80 3510684 80.599 391.60 47378 1.0876 394.70 256779 5.8948 397.60 658335 15.113 900.90 3820022 87.696 ,,.�s 391.70 49955 1.1468 394.60 267994 6.1408 397.90 6�2904 15.448 �%401.00 4129361 94.79� 391.80 52532 1.2060 394.90 278209 6.3868 �1l398.00 687474 15.782 �391.90 55109 1.2651 Q395.00 288924 6.6328 398.10 704699- 16.182 • (=±'392.00 57697 1.3293 395.10 299639 6.8788 396.20 722324 16.582 + I COUGHLIN PORTER LIJNDEEN A CONSULTING STRUCTURALAND CIVIL ENGINEERING CORPORATION �1ssu��.4-,,oNs o �rGFT t�i�� a`��r �Pr � 13��,��a�1 Av�v� ��•� �IS�w�T s�'�r �'3 ulricl5o,� �c�`c� �3r��t�:�u�.,��S . � '' @ ��E�,��o,✓ 3g�, -�1 CD�v v�r��� �'s�vv��s�or� � nl��.� L�^,Tv,��r „ `� .3,►'�b' �'�-- _ �� _ �. -9-� t :�.�8 �, _ �,9y �E � rF�C; 'r��a���r�ini�. �D, 0� „� n/�u� .�9�"vn�t d,Sr�Nc� r3�r�t� ��u�r�� A����� � ����_ �-��� Q�v ��' t . , � 3�6 � �3q = /` �'���'�"°`f��"� _ G��o � �'�2 �b 13a�-��� /b� p�-���1 v� I d{-Op - 3�� ,00 i toc� — 3�c1�2Z I 2.r°" � ���,�( .� . 3rov � �g�? . 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'� 1 !� 11 i.: `' � � ti, :`;=� ' ` .` i { '� -` -r._� 1 '1 �� 1 t1 , f � � '_ _- �� � - v .� . , � ` `-� `� • . ` i , � �,��.:.,1 ��� '., '`,�'� �� �� � . . � �`. �� ---' ' � it\: � _ �`��`• � ". �� `- - �-, � �,`"�� 'I' .` ��� {� � `5���� ��� ��,� ' `�� i� '. -�\'� ,�..(� \t I l r--� � � �� f 1`.� \. �. \ 1� . ` . _ _ C�UGHLIN PORTER LUNDEEN A CONSULTING STRUCTURALAND CIVIL ENGINEERING CORPORATION �f1c�rJ @ �� �2v��/Llnf+� �ook-r�4 � � �� � , `, �n � �� � ��� � (� o b O M 1� � ��r � � 3�, Zo r r � �� �o� �357 7 85 3y�- �o' �3 S �) ►n s� -G� �,��,��fi-�--. `is� 3�j � M��v�£0 ��� C Q oo � io� 39 0 �°"'������ �2" �`}oz� /Zd �bp ��5 ga Z � �� �J'-to /rssc�m co w,or� ��1oN � ` _ � � � J o ii c c II -0 0 U c c � `>. c o i U Project: ��,,v6n/ �ri�4ff<,��5 Designed By: Date I Project No: Client: Checked By: Sheet of 217 PINE STREET• SUITE 300• SEATTLE,WA 98101 • P.206l343-0460• F:206/343-569( COIJGHLIN PORTER L�JNDEE� A CONSULTING STRUCTURALAND CIVIL ENGINEERING CORPORATION � � / ��5 � � c �: J � L �' �" � •� J � � � r. c l � �` � v � C r, � c� � � J �� � � . � � � � ��` � -�) o � t�� °Q `� �� v :� �5.`�1 °� ��,N, � �t- �, � ��$ �� ��.'`' � � v�° 3s8��� �� `�v 't�,l'I G`1t, �� , �' � .3 �0 2� � raP1 ,- ,¢; � � S�G�lo� � �- J C 0 G C J� O � U c�+ c s o `T//'i�nL ���.� �,.v�r.5���t ���.�nIG l�(l�-��'' � '%� S /�, /�,,�t��i� F'(�! Desi ned B : Date '4' � C�- _ ' ProJecr ^E.JID.J �T4:��/s�vn ,Y�u��""' �l-� — � Y Project No• Ciien[: Checked By� Sheet �of � . _ P 217 PINE STREET• SUITE 3�0• SEATTLE,VYA 96101 • P:2061343-0460 • F.20b/343-5691 COUGHLINPORTERLUNDEEN Upstream 100yr runoff calculation Back up i , ' 217 PINE STREET• SUITE 300 • SEATTLE,WA 98101 • P:206/343-0460 • F:206/343-5691 :�;' -+.s'k:; �, ��:��;�. -.y ;�.�,..:� :'�ir-_�,r,2� :� ...: - F�'lood _ exc �~ KCRTS Program_ . . File Directory : C : \KC SWDM\KC DATA\ [C] CREATE a new Time Series J 1 0 . 00 0 . 00 0 . 000000 Till Forest 36 . 84 0 . 00 0 . 000000 Till Pasture 31 . 61 0 . 00 0 _ 000000 Till. Grass 0 . 00 0 . 00 0 . 000000 Outwash Forest 0 . 00 0 _ 00 0 _ 000000 Outwash Pasture 0 . 00 0 . 00 0 . 000000 Outwash Grass 0 . 00 0 : 00 0 . 000000 4�]etland 90 . 34 0 . 00 0 . 000000 Impervious flood . tsf T � 1 . 00000 T [T] Enter the Analysis TOOLS Nlodule [P] Compute PEAKS and Flow Freq�lencies flood. tsf flood.pks [R) RETURi�7 to Yrevious I�-7e��u � � � , � . � � . • i i . . Page 1 �js.�'���"'~ - 'r`:rtr1-�.�-. . '''���f• �� . :,� ;>i� Flood.pks .; ��i Flow Frequency Analysis Time Series File : flood. tsf Project Location:Sea-Tac - --Annual Pea}� Flov� Rates--- -----Flow Frequency Analysis-- -- - - Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 26 . 73 6 2/09/O1 2 : 00 53 . 82 1 100 . 00 0 . 99 0 21 . 71 8 1/OS/�2 16 : 00 33 . 73 2 25 . 00 0 : 96 0 � 31 . 85 3 2/27/03 7 : 00 31 . 85 3 10 . 00 0 . 90 0 23 . 27 7 8/26/04 2 : 00 28 . 53 4 5 . 00 0 . 80 0 27 . 93 5 10/28/04 16 : 00 27 . 93 5 3 . 00 0 . 66 7 28 . 53 4 1/18/06 16 : 00 26 . 73 6 2. _ 00 0 . 50 0 33 . 73 2 10/26/06 0 : 00 23 . 27 7 1 . 30 0 _2.3 1 , 53 . 82 1 1/09/08 6 : 00 21 . 71 8 1 . 10 0 . 09 1 Computed Peaks 47 . 12 50 . 00 0 . 98 0 /G� Yrz �� ��a k ,�v�v o�F ,� 7HE 5� BAS�-o oPF�= f��� ��`> 7�+.3c� Yage 1 Ren�H�ghtands�P�ofes�oiiat�Plaza�`�} �'"� � "" ��` � �,•� �� � i�3�- �r..�-e.f �� 4.ete:- r" i.� d� �'3 e�Eav..erag�;Break,Dowc��, �.���`������'����<�.��.�:.�;''�� ��;+�-�,Y:.: All areas have been measured by hand using an electronic planimeter. Zoneing Location A-P 25,420 CS B-P 38,440 CS C-P 148,802 R14 D-P 52,700 RM1 E-P 139,501 R14 F-P 366,423 R8 G-P 46,5�0 R4 H-P 35,340 R8 I-P 246,143 R8 J-P 91,761 R8 � K-P 36,581 R4 L-P 40,300 R4 M-P 383,164 R4 100% Imp 118,421 R4 Church Parking Lot Net Area by Zoning %IMP %PER CS 65.00% 35.00% R14 90.00% 10.00% Assumed RM1 75.00% 25.00% R8 75.00% 25.00% R4 55.00% 45.00% Areas in SF I Total Pasture 100%Imp Net imp Per CS 436,481 63,860 372,621 242,204 130,417 R14 1,450,748 288,303 1,162,445 1,046,201 116,245 RM1 554,433 52,700 501,733 376,300 125,433 R8 2,817,671 739,667 2,078,004 1,558,503 519,501 � R4 1,657,313 460,045 118,421 1,078,847 593,366 485,481 ' Total SF 6,916,646 1,604,575 118421 5,193,650 3,816,573 1,377,077 Total Acre 158.78 36.84 2.72 119.23 87.62 31.61 � ., ._ .�.,,.,� ZONING � 21A.12.030 A. Densities and dimensions- residentiat zones. RESIDENTIAL ORURAL URBAN URBAN I ►� RE- - RESIDENTIAC E SERVE • S STANDARDS RA•2.5 RA�i' RA-10 RA•20 UR R-t R� R-8 R-0 R-12 R-18 R-2♦ R-4D ���) Base Densky: �.2� 0.2 O.t 0.05 0.2 1 4 � B a 12 18 24 Id . Dwelling du/ac du/ac dulac dulac du/ac du/ac du/ac du/x dWac dW�c dulec du/ac du/ac UnIVAcre � (21) �6) _ I (15' . Maxlmum Denalty: 0.4 0.� B 9 �, 12 16 27 38 72 DwallingUnlUAcro dulac dulac du/ac du/ac dWac du/ac dWac dulac dulac � (1) (20) (20) (22) Minlmum Denslty: gSY. BS% BSX 80X TSy. 70X 65X I f2) (�z) ��2� ��s� ��e� ��e1 (18) (18 ) �18� �1e� �1e� I2�) I�, Mlnlmum Lot Area �.875 3.TS ac 7.5 ac 15 ac (�3) ac Mlnlmum Lot 13'�tt 1J5 tt 135 fl 135 ft 35 ft 35 ft 30 tt 30 tt 30 tt 30 ft 30tt 30 tt SO R - Wfdth (�) �) . �3) Mlnlmum Street 30�t 30 tt � 30ft 30 h 30 h 20 R 10 tt 10 ri �0 tt 10 ft 10 ri 10R 10 R Setback I9) (9? I9) i9) n) {�) fa) r a) (e) 18) te? l8) {8) 13) � . Mlnlmum Inter►or s n �on �o n �o n s n s n a n s n s n s n a rt s n s n Setback (9) (9) .(9) (9j (7) (7) � (10) �10) (10) (70) (3)(16) Base Height ao n -� ao n 4D h 40 tt 35 tt 35 R 75 ft 35 ft . 35 it 60 R 601t 60 tt BO tt {4) 45}l 45 tt 80 R 80 R 80 K (14) (14) (14) (14) (74) Maximum 25y. 20% 15X 12.Sy. 30% 30% 55% 70iC TSX BSX 85X BSX 90% Impervlous ��i) 4») 1») (») l») 1») . Suriace: (19) (19) (19) (19) Percentage(5) B. Development conditions. . 1. This maximum density may be achieved only through the application of residential density incentives in accorciance with K.C.C. chapter 21A.34 or transfers of density credits in accordance with K.C.C. chapter 21A.36 or 21A.55, or any combination of density incentive or density transfer. Maximum density may only be exceeded in accordance with K.C.C. 21A.34.040F.1.g. 2. Also see K.C.C. 21A.12.060. 3. These standards may be modified under the provisions for zero-lot-line and townhouse - developments. 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COUGHLIN PORTER LIJNDEEI� A CONSULTING STRUCTURALAND CIVIL ENGINEERING CORPORATION � ��1 .l1 �' - �� 6� � � C � � c` (/� � � � � Z � I A�'°b O �� � � Z `� � .�w m. � ;�� /ZL L� ,A -?�"c� l� � � N $ �, �•z�rb V (�� � � � JN Y ,^ O h� . � � � � p �' iti`�C� y� c. � D,�`�_ '� N � � � � � � �� �- `_� � b � o,�� � � _ � � - ►,os� L' L c � Q ���� � , � -� ��j U �c �.�IH�2Yn7f.� � � v II T I Project: ��tza..� {-}�c,rtt�os 1�0���r �-�-�. S� �� Designed By Date Project No: Client: Checked By- Sheet of 217 PINE STREET• SUITE 300 •SEATTLE.WA 98101 • P:206/343-0460• F:2061343-5691 Dowt�S��n,. �,.�v��c� �NA��scS BACKVdATER CO[�SPUTER PROGRPS•1 FOR PIPES Pipe data from file:dwnstrm.bwp Surcharge condition at intermediate junctions Tailwater Elevation:380. feet Discharge Range:l. to 10. Step of 1. (cfs] Overflow Elevation:400. feet Weir:NONE Upstream Velocity:3. feet/sec PIPE NO. 1: 10 LF - 36"CP Q 3 .00% OUTLET: 380.00 INLET: 360.30 INTYP: 2 �NNC NO. 1: OVERFLOP7-EL: 500.00 BEND: 90 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.96 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI � *****�*********************************�****************+*************�******** 1.00 0.37 380.67 * 0.012 0.31 0.20 0.00 0_20 0.31 ***** 0.37 2 .00 0.55 380.85 * 0.012 0.44 0.27 0.00 0.27 0.44 ***** 0.55 3 .00 0.68 380.98 * 0.012 0.54 0.33 0.�0 0.33 0.54 ***** 0.68 4 .00 0.80 381.10 * 0.012 0.63 0.37 0.00 0.37 0.63 � ***** 0.8a 5 .00 0.91 381_21 * 0.012 0.71 0.41 0.00 0_41 0.71 ***** 0.91 6.00 1.01 381.31 * 0.012 0.77 0.45 0.00 0.45 0.77 ***** 1.01 7.00 1_10 381.40 * 0.012 0.84 0_49 0.00 0.49 0.84 ***** 1.10 8.00 1.18 381.48 * 0.012 0.90 0.52 0.�0 0.52 0. 90 ***** 1.18 9.00 1.26 381.56 * 0.012 0.95 0 .55 0.00 0.55 0.95 ***** 1.26 10.00 1.34 381. 64 * 0.012 1_O1 0 .58 0.00 0.58 1.01 ***** 1.34 PIPE NO. 2 _ 74 LF - 30"CP � 1_07°s OUTLET: 379.58 INLET: 380.37 INTYP: 2 JUNC NO. 2: OVERFLOW-EL: 500.00 BEND: 90 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ************************�r**********************�***********************�******* 0.51 0.37 380.74 * 0.012 0.24 0_19 1.09 1.09 0.32 0.37 0.30 1.02 0.54 380.91 * 0.012 0.33 0.26 1.27 1.27 0.48 0.54 0.43 1.53 0.67 3B1.04 * 0.012 0.41 0.32 1.40 1.40 0. 61 0.67 0 .53 2 .04 0.79 381.16 * 0_012 0.47 0.36 1_52 1.52 0.72 0.79 0.62 2 .55 0.91 381.28 * 0.012 0.53 0.41 1.63 1.63 0.83 0.91 0.70 3 .06 1.00 381.37 * 0.012 0.58 0.44 1.73 1.73 0.92 1.00 0.77 3 .57 1.10 381.47 * 0.012 0.63 0.48 1.82 1.82 1.01 1.10 0.83 4 .08 1.19 3B1.56 * 0.012 0.67 0.51 1.90 1.90 1.10 1.19 0.90 4 .59 1.28 381.65 * 0.012 0.71 0.54 1.98 1.98 1.18 1.28 0.96 5 .10 1.36 381.73 * 0.012 0.75 0.57 2 .06 2.06 1.25 1.36 1.01 PIPE PdO. 3 : 128 LF - 30"CP C� -0.30a OUTLET: 380.76 INLET: 360.37 INTYP: 2 JUNC NO. 3 : OVERFLOW-EL: 500.00 BEND: 90 DEG DIA/WIDTH: 4 .0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI **********�*********�********************************************************** �.51 a.93 381.30 * 0.012 0.24 0_Od 0.00�. 0.24 0.93 0.93 0.31 1_02 1.09 3B1.46 * 0.012 0.33 0.00 0.15 0.33 1.08 1.09 0.44 1.53 1. 17 381.54 * �.012 0.41 0.00 �.28 0_41 1.16 1.17 0.55 2 .04 1.26 381.63 * 0.012 0.47 0.00 0.40 0.47 1.24 1.26 0.63 2 .55 1. 33 381.70 * 0.012 0.53 0.00 0.52 0.53 1.31 1.33 0.71 3 .OG 1_38 3F�1 .75 * 0 .012 0 . 58 0 . 00 0. 61 0. 61 1.34 1 .3E 0 .78 3 .57 1.42 3°1. 79 * 0.012 0 . 63 0 .00 0 .71 G . 71 1 . 38 1 .42 0 . 85 4 .08 1.48 381.85 * 0.012 0.67 O.OG 0.80 0. 80 1.43 1.48 0. 91 4 .59 1.55 381. 92 * 0.012 0 .71 0 .40 0.89 0_89 1 .49 1.55 0. 97 5.10 1 .62 381.99 * 0 .012 0 .75 0.00 0.97 0 . 97 1 .50' 1 . 62 1. G3 PIPE NO. 4 : 291 LF - 30"CP Q 0.21°a OUTLET: 380_93 INLET: 381.53 INTYP: 2 JLTNC NO. 4: OVERFLOW-EL: 500.00 BEND: 90 DEG DIA/WIDTH_ 4 .0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI **�*************�*************�******�****************************�************ 0.51 Q_35 381.88 * 0.012 0.24 0.28 0.37 0_37 0.28 0.35 0.31 1.02 0.49 382.02 * 0.012 0.33 0.39 0.53 0.53 0.39 0 .49 0.44 1.53 0.60 382.13 * 0.012 0.41 0.47 0.61 0.61 0.47 0 .60 0.54 2.04 0.70 382.23 * 0.012 0.47 0.54 0.70 0.70 0.54 0.70 0.63 2.55 0.79 382.32 * 0.012 0.53 0_61 0.77 0.77 0.61 0_79 0.71 3.06 0. 87 382.40 * 0.012 0 _58 0.66 0.82 0.82 0.66 0_87 0.78 3 .57 0.94 382.47 * 0.012 0.63 0.72 0.86 0_86 0.72 0.94 0.84 4 .08 1.01 382.54 * 0.012 0.67 0.77 0.92 0.92 0.77 1.01 0.91 4.59 1.07 382.60 * 0.012 0_71 0.82 0.99 0_99 0.62 1.07 0.97 5. 10 1.14 382 .67 * 0.012 0.75 0.86 1.06 1_06 0.86 � 1.14 1.03 � PIPE NO. 5 : 107 LF - 30"CP Q 0.06% OUTLET: 381.78 INLET: 381.84 INTYP: 2 JUNC NO. 5: OVERFLOW-EL: 500.00 BEND: 90 DEG DIA/WIDTH: 4 .0 Q-RATIO: 0 . 00 Q(CFS) HW(FT) H1r7 ELEV. * N-FAC DC DN TW DO DE HWO HWI ****,r************�******�**+******************�***********�**�****�**********�x* � 0.51 0.41 382.25 * 0.012 0_24 0.38 0_10 0.24 0.38 a .41 0.31 1.02 0.57 382.41 * 0.012 0 _33 0.53 0.24 0.33 0.53 0 .57 0_44 1.53 0.70 382.54 * 0.012 0.41 0.65 0.35 0.41 0 .65 0.70 0.54 2.04 0.81 382.65 * 0.012 0 _47 0.75 0_45 0.47 0.74 0.81 0_63 2.55 0_88 382.72 * 0.012 0_53 0.84 0.54 0.54 0.79 0.88 0.71 3 .06 0.94 382.78 * 0.012 0.58 0.93 0 .62 0.62 0.83 0_94 0.78 3.57 1.01 362.85 * 0_012 0.63 1.01 0.69 0_69 0.88 1.01 0.85 4.08 1.07 382.91 * 0.012 0.67 1.09 0 .76 0.76 0.93 1.07 �.91 4_59 1.14 382.98 * 0.012 0_71 1.16 0. 82 0 . 82 0.98 1.14 0.97 5.10 1.20 383 . 04 * 0.012 0 .75 1.23 0 . 89 0. 89 1.03 1.20 1_a3 PIPE NO. 6: 28 LF - 30"CP @ 0.98°s OUTLET: 382.14 INLET: 382.42 INTYP: 2 JLTNC NO. 6: OVERFLOW-EL: 500.00 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.00 i Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *�**�************************�r*************�*****************��:***********�*** 0.51 0.30 382 .72 * 0.012 0.24 0.19 0.11 0.19 0.24 ***** 0.3 1.02 0.43 362.85 * 0.012 0_33 0.27 0.27 0.27 0.33 ***** 0 .4 1_53 0.53 382_95 * 0.012 0.41 0.32 0.40 0.40 0.41 ***** 0 .� 2:04 0.61 383.03 * 0.012 0.47 0_37 0.51 0.51 � 0.47 ***** O.E 2.55 0.69 383.11 * 0.012 0.53 0.41 0.58 0_58 0.53 ***** 0 . 6_ 3.06 0.76 383 .18 * 0.012 0.58 0.45 0.64 0.64 0_58 ***** 0.76 3.57 0.82 383.24 * 0_012 0 .63 0.49 0 .71'', 0.71 0.63 ***** 0 . 82 4.08 0. 88 383.30 * 0_�12 0.67 0.52 0 .77 0.77 0.67 ***** 0. 88 4.59 0_94 383.36 * 0_012 0.71 0.55 0.84 0_84 0_71 ***** a. 94 5.10 0.99 383.41 * 0.012 0.75 0.58 0.90 0_90 0.75 ***** 0_99 � � i, pIPE NO. 7: 56 LF - 30"CP @ 0.80% OUTLET: 382.42 INLET: 382.87 INTYP: 2 JUNC NO_ 7 : OVERFLOW-EL: 500_00 BEND: 0 DEG DIA/WIDTH: 4 .0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HPIO HWI *****************************�***********�********************�**************** 0.51 0.30 383 .17 * 0.012 0.24 0.20 0.30 0.3Q 0.24 ***** 0.30 1.02 0.43 383 .30 * 0.012 0.33 0.28 0.43 0.43 0.33 ***** 0.43 1.53 0.53 383.40 * 0.012 0.41 0.34 0.53 0.53 0.41 ***** 0.53 2.04 0.62 383.49 * 0.012 0.47 0 .39 0.61 0.61 0.47 ***** 0.62 2.55 0.69 383.56 * 0.012 0.53 0 .43 0.69 0.69 0.53 ***** 0.69 3.06 0.76 383.63 * 0.012 0.58 0 .47 0.76 0.76 0.58 ***** 0.76 3.57 0.83 383.70 * 0.012 U. 63 0_51 0.82 0.82 0.63 ***** 0. 83 4.08 0. 89 383.76 * 0.012 0. 67 0.55 0.88 0.88 0.67 ***** 0.89 4:59 0. 94 383.81 * 0.012 0.71 0.58 0.94 0.94 0.71 ***** 0.94 5.10 1. �0 383.87 * 0.012 0_75 0.61 0.99 0.99 0.75 ***** 1.00 PIPE NO. 8: 178 LF - 30"CP � 0.83% OUTLET: 382.87 INLET: 384 .35 INTYP: 2 JUNC NO. 8: OVERFLOW-EL: 500.00 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.0� i Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *****�r****�*************************************************************�***,r** 0.51 0_30 384.65 * 0.012 0.24 0.20 0.30 0.30 0.24 ***** 0.30 1.02 0_43 364.78 * 0.012 0.33 0.28 0.43 0.43 0.33 ***** 0.43 1.53 0.53 384.88 * 0.012 0.41 0.34 0.53 0.53 0.41 ***** 0.53 2 .04 0.62 384.97 * 0.012 0.47 0.39 0.62 0.62 0.47 ***** 0_62 2.55 0.69 385.04 * 0.012 0_53 0.43 0.69 0.69 0.53 ***** 0.69 , 3.06 0.76 385_11 * 0.012 0.58 0.47 0.76 0.76 0.58 ***** 0.76 3.57 0. 83 385_16 * 0.012 0.63 0.51 0.83 �.83 0.63 ***** 0.83 4.08 0.89 385_24 * 0.012 0.67 0.54 0.89 0.89 0.67 ***** 0.89 4.59 0.94 385.29 * 0.012 D_71 0.57 0.94 0.94 0.71 ***** 0.94 5.10 1.00 385.35 * 0.012 �.75 0.60 1.0� 1.00 0.75 ***** 1.00 PIPE NO. 9: 60 LF - 30"CP C� 1.03% OUTLET: 384 .35 INLET: 384 .97 INTYP: 2 II Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************�***************�***************************************�r**** ', 0.51 0.24 385.21 * 0.012 0.24 0.19 0.30 0.30 0.24 ***** 0.19 '� 1.02 0.33 365.30 * 0.012 0.33 0.26 0.43 0.43 0.33 ***** 0.29 1.53 0.41 385.38 * 0.012 0.41 0.32 0.53 0.53 0.41 ***** 0.39 , 2.04 0.48 385_45 * 0_012 0.47 0.37 0.62 0.62 0.47 ***** 0.48 2.55 0.55 385.52 * 0.012 0.53 0.41 0.69 0.69 0.53 ***** 0.55 3 .06 0.63 385.60 * 0.012 0.58 0.45 0.76 0_76 0.58 ***** 0.63 3_57 0.69 385.66 * 0.012 0.63 0.48 0.83 0.83 0.63 ***** 0.69 4.08 0 .75 385.72 * 0.012 0.67 0.51 0_89 0.89 0.67 ***** 0 .75 4.59 0 . 81 385.7B * 0.012 0.71 0.54 0.94 0.94 0.71 ***** 0.81 5.10 0 . 87 385.84 * 0.012 0_75 0.57 1.00 1.00 0.75 ***** 0_87 � `���wa.z�. �v� Ta Lb.�..rS�+v-Fc-o..� - rr . � C�P w ���- (� (n1 c,�' Co n>;Zoc�-��U. ���n�� ��oF� kc2r5 , winsorhourpeaks .pks Flow Frequency Analysis Time Series File :winsorhour. tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------ Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 2 . 11 6 2/09/O1 2 : 00 4 .27 1 100 . 00 0 . 99 0 1 . 73 8 1/05/02 16 : 00 2 . 74 2 25 . 00 0 _ 96 0 , 2 . 54 3 2/27/03 7 : 00 2 .54 3 10 . 00 0 . 90 - 0 1 . 89 7 8/26/04 2 : 00 2 .27 4 5 . 00 0 . 80 0 2 . 27 4 10/28/04 16 : 00 2 .25 5 3 . 00 0 . 66 7 ' 2 .25 5 1/18/06 16 : 00 2 . 11 6 2 . 00 0 . 50 0 � 2 . 74 2 10/26/06 0 : 00 1 . 89 7 1 .30 0 . 23 1 4 .27 1 1/09/08 6 : 00 1 . 73 8 1 . 10 0 . 09 1 Computed Peaks 3 . 76 50 . 00 0 . 98 0 gq�p vPoN ��, Z(j lkue.ES .T Zg IMP�cGVtO�S .3.�Z 1"�-eJ�ovS I Page 1 D�„��S�E� . . ��'��"��'��7 � t MA� o � zoo� Q. l 1 w• �.n a d' TEC`�-�1ICAL INFORMA'TI�N REPORT Cough��R p��jer Lunde en, inc, for � . �o��Q�J b� �rQ. No. ��� located at �,� .G . �h�o�. ,���, �. E . � �,� . '��� ST. ���.� , t��sL., �� -�--o�-. . for � S o,�.�a� ��•.�o r Po�d��2� by BUSH,ROED & HI7'CHTNGS, zNC. I� 2409 MINOR A'YENUE EAST ' SEA.TI`LE,WASHINGTON I (206) 323-4144 � S�E ��- ��'� BRH JoB NO. �'� 1'1�, 0 1 Ft�e. roo Y►z nn��x �-r�c�o�v 38�cFS pATE �D"�'• ���� Sc-�-., 5�� � I`� ` ��'���/�� . . � /Do y�2 rYI�K pv���.v ��4�x�'� �-�� l�o�- 5�e� w rkc� �S Co2R-�� ��� �`� p9y� ,1 ll��� . . l�S� �i�-e�E2 T� �-.`T'�U-S ���Pf�ENr pL�, �--1 � F R��'Tc , O� �� �� �.... � . 2687B; ' � _ �•�„�d�IB'I`Eg� � '�f4�ON�� c��'L'1 / `j � r EXPlRES 12J1/ 93 � '' ,�; —' "NE�• .G � � -.. . � . ;, �� } � ` ,. � , j . �'• i �ar '� i �i *� `�.,�` '0 ' � ,.i• �� ' � ;i � 7Ui�lt� � 1 � , "� �� ��� � .� � �� O , i !t � z f,. � �;. KIRK AV, N� _ � t.1, , �� ,� ,i yi rn�y p i�i,� . 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N� ,' � �� . . . .. ,- � � � ,. g �.,.�.... ,.. -;. , .,;,• �,,.. e : -- •r • - � ` �' �� , ,.,•-,"'' �Y'" �:� '8 ;' �c _ rv � , ,`' � •' •'�++ ,.I • 4 I,� �, ,.w�' • ;� ;.;. .....__. �,:.� 'i " ❑ '�, �\� ' ` ' • e� ... �y � '� ` �1 / . � i.,�...... .,��Z }��„��4� iY � . � l �,r . . . � •� �' � '� . I i•: + . :� • .. . � , '� ' ; , "�' r ; . ,, � • � . . . , . ; � E . . . . ; � � � ,,.. ; , , , • •..:. , ..,. . . Q , . . .... ... ; ,I I ' . , ; . �� � T���� ����� I i�� �^�' �� t111 . . � ` )'� ... ,... , ,+�.� �`'�'+t ,� � � � �r I 1 � ,3DI i �V , ; °t,: i . � , 1'_ ''l ;;'. .� 1,,� I ....... , , `��3`;� � , ,,} ;$��:' > i ' • . , �,. ,' ; '; ,3 ��S k •I `�k . 1 , 'Y �1 Sc .• i ` k' �, , i; � I ■) � I �� � �/ � � ,).•' y� ., ...� '�� � , � ' . • •'! )� y —\(` , � � ''J �, �t• ' ...a ' � . { I ��. � �� � � �•:. � ... ..� .... . '� . ':t' jo , � � � j . :r, .. , ,, .. . ••.d i �; ti i I��I � �� �• � I, '','�' ,r,�� ', ��V .. .,.,,� 3� { $ +�ts ^� �' j � ,I n 4 , , ! ^,�, • �`y i � •I .I 8 R9� , .' � Ii f , ���� r' ? f� �t` � °'n �...,.,, g' ,. �^ ` I , i �x . � r � ; � `,.,.. ' ! '?� � I �''W . i" : �:`;' l �, ,.. e ��' "�, ;.� �l !.. .. � . _" _" "r�' � �" , ••.•.. ,;.,.,.. ; � ; . . ,Sc .. ., "`►'c--'�' ' . ; t ;� ;r` ' X � � � I .. . . ,r�. ti .... __,._ ......_. _.. .. � . . .. .. .1 . = '�- � ON-SITE STORH WATBR 1i2�i1lI.YSZS There are two sources for storm water discharge from the site. The first is from the Windsor Place Apartments and the second from onsite storm water run-off. The storm water discharge from the Windsor Place Apartments currently flow onto the site through a 30 inch diameter culvert and then is conveyed across the site within a ditch. The ditch bottom is approximately 5 foot wide. A gravel driveway crosses the ditch within the Safeway site. At this location two culverts, a 12 and 10 inch CMP, convey the , stor�b water beneath the driveway. From t2Zis point the storm . water is conveyed in a south�aesterly direction across the site until it is collected by a 48 inch culvert located just west of � the Water District 90 pump house. This culvert conveys the storm �' water run-off from the Windsor Place Apartments and the subject �,` � site to the downstream system. � � The open drainage ditch across the Safeway site will be tight � �,�; lined. This concept was discussed with Neil Watts when we first � �" stated researching the site. It was Neil's opinion that a tight line system could be installed. Since no additional storm water � � will added to the tight line pipe within the Safeway site, the �� � pipe size will be based on the connectiol-i point pipe size. Tight , � � line conveyance of the Windsor Apartments will not impact the �� � downstream capacity. Therefore only onsite storm water run-off mitigation will be required. . . iY � The storm water run-off from the developed Safeway site will be ` �� conveyed to a storra water detention/wet vault combination. The � design of the facility is according to the 1990 King County Surface Water Design Manual . A water quality vault was selected because the site is within the aquifer protection zone. The vault will have better containment potential than an open pond with a 40 mil liner. Storm water will be discharged from the l�i,�� vault at the pre-developed peak rate into a biofiltration swale.� ��p`-Z The biofiltration swale will convey the storm water to the 48 � inch diameter culvert which discharges into the downstream sys- tem. DUWI+�STRF,�� ��`�SI� . Storm water run-off from the Safeway site and the Windsor Apart- ments will be conveyed beneath Northeast 4th Street within a 48 inch concrete culvert. The inlet of the culvert is located just west of the Water District 90 pump house. The culvert inlet pro- ' jects out of 6 to 7 foot high. :ecology block wall . The proposed � ; development would set a manhole at this location for connection of the Windsor Apartments tight line pipe. A smaller inlet pipe I would be connected to the manhole for the Safeway biofiltra�q� swale discharge. � �I On the south side of Northeast 4th Street the 48 inch culvert discharges into an open ditch. The ditch has a 5 foot wide bottom and is approximately 4 to 6 feet deep. Within the banks of the ditch there is a thick growth of grassed and blackberries . The ditch conveys the storm water southward for approximately 100 feet and then turns west. The ditch flows westward for approx- imately 100 feet and then turns southward again. The ditch con- tinues southward until it flows into what appears to be an open detention system for a residential subdivision. The detention facility has a 42 in�h o__L�tlet pipe which conveys the storm water beneath Bremerton Place Northeast just north of Northeast 1st Place. � n� U��' �`'�l".�r'� C�� � � � � The proposed development of the Safeway store will not signifi- � � cantly impact the downstream system. Both water quantity and � quality controls will be constructed at the source. The Safeway site represents only a minimal portion of the area tributary to the open ditch. Design standards implemented by the City of Renton will adequately protect the existing downstream course. TEHP0�IRX �ROS�O}� CON'�ROL Erosion. control measures will..be implemented during site grading:' A teraporary sedimentation control pond will be installed in the vicinity of the proposed detention system. The pond will be ' sized to accomidate the construction of the detention vaults and I biofiltration swales. Therefore the storm water volume will be ; excess of the 100 year volume for a developed site. Interceptor ' swales with rock check dams will be constructed on the perimeter � of the site. The interceptor swales will convey the storm water i to the sedimentation control pond. Filter fabric fence will be installed along the western boundary I , and along Northeast 4th Street from the pump house south. In these location the onsite grades wili be approximately the same as the adjacent property. The interceptor swales along the I boundary will collect the drainage. Therefore the primary func- tion of the filter fabric fence will be to deter vehicular traf- fic from entering the site. The sedimentation and erosion control measures will be designed in accordance with the BMP's outline in the King County desig� manual . Installation of the sedimentation and erosion contrql facilities will minimize the amount of silt laden storm watex� I run-off leaving the site. �. file 93178 .dsa � I KT T COUNTY AREA, WASHINGTO �I (RENTON QUADRANGLE) 7 i 6a0000 FE�r 122°07'30" I !AH 11 Mf. lo� - — ,- .. - ,. 47°30' I�I � '• . .. • 1 .t . . .... - . ,r ,�._ - � � .• I� . .k• • 7 .`ytv •i,�. iG�Y � _ :,C��•,�. e ' l'�'_ � . I ; - i� t":{�`.��':-. .��•�ui r:��=� . •:�(''`-`i:p .. _ � ,1mC i> ���Z• ;' . .--- � , - �� - r', :�: : : _ , ".�.; q � �' -- • o _",c"�� � � . .' • sAeC' ��., ` � n! ,_ .'=.'=�.;-1`� 1 � C:•1,�.�.-',. . • .gN � ` �v' �i�l�l���( '9 '413._ •� 1� - .g�5 _. • L _ . '- �1 ! i . � S1`�'� � . � � �: - �r��e 1l� Sa-.,� � �� • �- Agg;== -- . 1 1�Q�^n , ��lo' � C (qn _ ', . ; � ' ..��/ ?'. . i==== _____ � _ -� -- � m. . �� '� . Trailer . . r/i•7 `n•Ev,B •II•• ' • . . • �� . � I■ ■ � � ark� ��f'y:i n .B �ugM B 1-� "i�:�:----� � . . . .. n •3 3 '� 424 ". '• . •. '. - Z6 . iGreenwood�� �_ . ,N • . - • ' �a'-`•'`` ��� • • • ]80000 � t_i � • -�:� I � _ � �, ;;: .� '�J ' ,!'• ;,l-. _I - ' -. . .�' FEET : _(�=====�aa !. � •40fi C� • - ._... , . . I . - _ . , ..1. .� `� 1 An �� 1 '. .� ..s�� .. • •. ', ' . , - , . . aQ� � r�\ -. ��\ _ � I �:..: - . ��c,`�! n e , cd � - . __- . _�� ABC . • ____ . , . � ° � .15•. i 14,°,: _ `�a�'z C� ' x 1 ���''•- \ _ . � . ' _ n• � . _'_ I q `I• ._rr'' •G• , `�' .,�. "�, ' � _ " 11 . . I./�kF` 1 ..r P �-' � .. � - . �,", ; � . ;. �°r>>=>oll r�,L,--� '�..��../�„ ' � ' � -. . . '. ..... �'..�;.---_ --- , � � - / _ -Jri, � . . . .. . . -�=- , ` �.�`, i ��'AkF -�'��\ ' '"1 '_' ' . ==-ii ' ' /�� 'n. +'.. ' -il � BM _ f�. . ,3� - :; . . ��__'`' ��' �.h' _ _ - ��, . - .-- EvB � -------- •-���� _-'�- A�� .,-r� --1-_- ��'�_ '�� '' --• --�7�jc�� — — --_- - •,� - =-.ij.�:•�- �' . - - , ,M s. •�r � - �d�'�. .---- a�. t �-�� ._\ , . :�,. x F T� � A R ' '" �� �iic . . � � . � °� .E�6 \1 _ � � y o`r're . .•AkF . I t ir � . / •--...._,__ �' • . -..` � Rh, . p�' �i Ma "i;r _-• � QG' , _ •� �t i ♦ � _ - . I ��o : .AkF � AgD__�y�, '^•,. y �_ Py `_ . ... - �. I h •� Pc n . �" ' ' - ° c M `` i o ��` Ma > -F-- _ ` � '� i� �" �' & PNg I F, 'Pv � �k ,_ �_.� .,{.; ap ��� �: ,. . �. � IZ^ ';r, __ __- �� iif� �j� 'n yEI lOL FP�. •Rh W � -� \ � Y J I`t` ' ',q ,_ �0 J� U f Q.'� � P�C ` `.�� � AkF � " � . . . \ �� I �'�i� AkF Pa�k NR � py `�� �ro�. �� AEC ; � � 169 \�,`�, � '`� �=�y� i. qGC I . � i�� t"�� 1�. EvC ���� n I �ep AkF --:�`� ` � ' 8 2 ,-'-: �'•-- ._--,_ - _-_ -_--- - -------- � -- -` �b -- --- - - - � - ---- - --------- -- -1- --- - --- • BM�----.� B�"� 2��3�" � �� `� � •- -- -•---•-A-B r--•-- -•-,- --- --------.__;�g2--. --�46 �_-- . ^ ' I -- _ '- -. �` _ \; I �C � '-•- � �—_ I `�^' _ - q�p . S �� � AkF -Z'{-_� -AgC f Ag0 . ` \ �1 � B M p � `�. \-� 1 ' ' 428 I� ' �� � qg� � ' � � A B i ma ' ARD '— __PIPEClN£____ �� � g � � I '�. 2F�– _— I - ' 27 � U� ( 4921 � 1 �\ . �; �.: - - _ _� ,`FRo - � -_-No •`� �` . ,l.Sk-.. I •� `��tio ' � _ � '• "�'-'� V � \ �.�� `�_ ��' �iaEC � ��._ � _ ' . . .. • �J ... . �.: ., .i \.Y i :I I I �. � � �� � I ' i� ING COUNTY, WASf NGTON, SURFACE WATE - 'DESIGN MANUAL {2) CN vaiues can be area weighted when they apply to pervious areas of similar CN's (within 2p CN points). However, high CN areas shouid not be combined with low CN areas (unless the low CN areas are {ess than 15°� of the subbasin?. In this case, separate hydrographs should be generated and summed to form one hydrograph. FIGURE 3.5?A HYDROLOGIC SOIL GROUP OF THE SOILS IN KING COUNTY HYDROLOGIC HYDROLOGIC SOIL GRQUP GROUP' SOIL GROUP GROUP' . ;Atderwood C + Orcas Peat D Arents, Alderwood Material C Oridia D Arents, Everett P,laterial B Ovall C Beausite C Pilchuck C Bellingham 0 Puget D Briscoi D Puyallup B " Buckley D Ragnar B Coastal Beaches Variable Renton D � Earimont Silt Loam D Riven�vash Variable Edgewick C Sa1al C Everett AB `Sammamish D ; Indianola A Seatlle . D Kitsap C Shacar D }aaus � C Si Sitt C Mixed Aliwiai Land Var'�able Snohomish D Nelton A Suttan C Newberg B 7ukwita D �tooksack C Urban Variable :. Normai Sand.y Loam D. Woodinvlle D . : � HYDROLOGfC SOIL GROUP CLASSIFICA710NS A (Low runoff potentiaf). Soils having high infi(tration rates, even when thoroughly wetted, and consisting chiefly of deep, weil-to-excessively drained sands or gravels. 7hese sols have a high rate of water transmission. 8. (Moderately low runoH potent�al). So�7s having moderate infiltration rates when thoroughfy wetted, and consisting chieHy ot moderately fine to moderately coarse textures. These sols have a moderate rate of waler transmission_ C. (Moderately high runoH potentiai). So�ls having slow infiltration rates when thoroughiy wetied,and • consisting chiefly of sols with a layer that impedes downward mo�ement oi water, or so�s with moderately line to fine textures. These sols have a slow rate of Yraler transmission_ D. {t-iigh runoff potential). Sols having very slow infiltration rates when thoroughly wettecl and consisting chiefly oi clay sols with a high swelling potentiaJ, soils with a permanent high wa[er labie, sodsµr,th a hardpan or day layer at or near the surface, and shallow soiis over nearty impervious mater"�aJ. These soi(s ha�e a very slow rate of water transmission. ` From SCS, TR-55, Second Edition,June t986, Exhibrt A-1. Revisions made from SCS, Sod Interpretation Record, Form �S, September 1s88. �j 3.5.2_2 11/92 W' l'> KING COUNTY, WASH " GTON, SURFACE WATER ' ESIGN MANUAL TABLE 3.5.2[3 SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS SCS WESTEAN WASHINGTON RUNOFF CURVE NUMBERS (Pub�ished by SCS in 1982) Runoff curve numbers (or selected agricultural, suburban and urban land use for Type tA rainfalf distribution, 24-hour storm duration. CURVE NUMBERS BY HYDROLOGIC SOIL GROUP LAt�lD USE DESCRIPTION A B C D Cuitivated land(1): winter condrtion 86 91 94 95 Mountain open areas: low growing brush and grasslands 74 82 ° 89 � g2 �x���—��_ Meadow or pasture: 65 78 85 89 ���c . Wood or forest land: undisturbed or ofder second growth a2 6� 76 St . Wood or forest land: young second growth or brush 55 72 et 86 . Orchard: with cover crop 81 � 92 94 Open spaces, lawns, parks, gol(courses, cemeteries, - fandscaping.. good cond'Rion: grass cover on 75% or more of the area 68 80 86 90 tair condition: grass cover on 50°,G `. �� �Q J� `�;�� to 75°,0 of the area 77 85 { 90 1 92 �' i. � ������ Gravel roads and parking lots 76 85 89 91 Dirt roads and parking lots • 72 82 87 ' 89 . ' Impervious suriaces,�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 selecied 2.0 DU/GA 25 for pervious arxi 2.5 DU/GA 30 impervious portion 3.0 DU/GA 34 of the site or basin 3.5 DU/GA 38 4.0 DU/GA 42 4.5 DU/GA 46 5.0 DUfGA 48 5.5 DU/GA. 50 6.0 DU/GA 52 6.5 DU/GA 54 � �7.0 DU/GA 56 Planned unrt developmenls, % impervious condominiums, apartments, must be computed commercial business and industrial areas. (1) For a more detailed description of agricultural larxi use curve numbe�s.�efer_to National Engineering Handbook, Section 4, Hydrology, Chapter 9. August 1972 (2) Assumes rooi and driveway runoH is directed into street/storm system. (3) The remaining pervious areas (lawn) are considered to be in good condition for these curve numbers. �j 3.5.2-3 . 11/92 D(Y � '� '.\ \ —, �--�---�� i � Easemer.; � -�-y�� �: \� l ,`1 ` ,``` I ')/ .� ���, ; 1 � ; � . �. y- � �� � ,;,� ; �� � . � ; � � i �. � '� � � � � l � � --- i � v j'� � \.y � . •/ i � � i ��, / r ( �I �_� , .\ I 1;' r. � i � `� IB�,' � (.p f � , v . _ .\ o � '�' \ '�:�r .\ . ,\ ,'., t % ,, g�'�o �,50/� --` — - ,�--- �, :,, �.� � � ( ,`` , � + --— , � I` =� Y�J� • � ( �' ,•� �_�. 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CB�3�TyP_ l-54I . � Fenc rn v- m � f,%'� �'� i'"-•�.`Rrm=393.5 � ! i / / x , "� .i � � ;%N '���%" l.E.-3�!,50- � i Extend Ex 6��Srdc Serre � i �.. •I _ a „ � .-� ,�s/`• � I ; I undyr 30��Cmc.•-� � � � _,_ : 1 s B��.� ��-#' � � �, � ,� � j !£3i�7 /�� �s• f I � 394 �! � `C �� �tC.` �• --- f..- I,� I' � 5' „ %O�I i i �, 1 ''/./ .� __ � + l _ - 't� -�---r-� ' '� �nc - - - . -`l� � _ ' _ - - _ __ �Q0�25 - _ ,�:. ' . � � _`-_�JBO1h �!4 . .\_ - 1.. � , 'J O:�y� rJ� r —r-T =--_.�L �' a,= QRH Job No. : q� � ��.� ) Date: �1 - �l -Q � H Y D R 0 6 R A P H I N P U T W 0 R K 5 N E E T Project � �i/��Q�,J�--, � S`�� Basin Identification (5 char ): X `�— ( � X 10 . � Description (30 char): �xl��� �-U�+� � 2 �'� �2�- �-��' � Total Area: �. �� � � � Precipitation� 2yr '�-0 5yr 10yr 2•q � 25yr 50yr 100yr Hydrograph Numbers: 2yr I 5yr 10yr 2 25yr 50yr 100yr TiMe of Concentration: . length . slope _ surface. type •;"n" value �tiMe .� - - �o ' 1.5 �% .. . r .s . . - '.: 2¢ . . � i�a. q � � � . O' l o�/� ]�r <03 S I.oS 4�0 ' •4� � ��e.>S , o3S 1� , �� Total Travel Time: 24". �� Pervious Area: ��`�� I Land Use• ��-G!J�v�� 4 �QS� :� �i�.`': � d� Soi 1 Type: A �� `�.�DOc� Hydrologic 6roup: � . Curve NuMber: �q 1 -���-� S � ` ��.CASS� � � / HYD. INP - b i � BRH Job No. : q � I � 2�. D l Date: pi -"l —�l3 H Y D R 0 6 R A P N I N P U T W 0 R K S H E E T . . P r o j e c t = ���l Q.�.�-��- T S `�� Basin Identification (5 char): � 2- � �. � �`� 4 � � ��� i Description (30 char): �QJ � ��� �" `'�� L 4' '� � , � Total Area: g . �� � � Precipitatiori: 2yr 2.GC 5yr 10yr2 •q 1 2Syr 50yr 100yr �-� i Hydrograph Num6ers: 2yr � 5yr 10yr �' 25yr 50yr 100yr � � Tiroe of Concentr-ation: . � lerig�h slope surface type � ".n"� .value tiMe � 2�0 � 1 . S °�� J�-- � -'1� .oI i . ..2 �.� � � G1S� ' �.�°% , D t�- S •'� � � i � S � � a L o- Total Travel Tit�e: g• 3 3 0 Pervious Area: I �J �� ` � � 2 � � Land Use: 5`��� Soil Type: � ����. }��d Nydrologic 6roup: �i Curve NuMber: � � < <4.•�•� SC.�_D_�� -- � J�CI�S . �CJI.� — '� 5 % '��. HYD. INP ��� rile Basin riydrograph �iorage Uischarge Levei pool - - 3��ri�ri��i���ririri���ri�����M������ri���n�����ri��������������������n�ri�nri����ri������ 3 inrui, riuuir'r un BKuwSt uhin � 3 �H51N lU XL J�UH HYUKUbKHrN � � 3ut��niYiiuiv : E�IsT. C�ND. �YRI24HR 3 JhKth (acres ) • �.�fb KhiNth�L �HU1�tJ 3 3Kh1N rntL'lY ( inl • L.a� � . IYYt in 3 Jtl�t 1NItKVMLtMin1� la.bb �L. IYrt 1 j Jll�t Ur �VN� l�in ]= �L4. lJ 3. IYYt 11 3 �HhiNrHLL JtLtL11UN= b 4. IYYt !lh j �H�SIKhLI LUtrr • �.Lb �. IYYt � � � 3�h5t rLUw lcisl . b.bbb b. UStK l � .�51U1-(f'1 UUK t nrs ) • L4.bbl� !: t(l: �! 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IYYt 1 ;> �I li'lt UF- I:UNI: (P11Tt ]� L4.'f� �. I YYt 11 3 �Kfi 11VrfiLL JtLtL'I lU1V� b 4. I 1f Yt I l fi .� JHtf51 Kt1l;l l;UttY . l�.Lt0 5. I YYt J ,� 3tffiJt tLUW t cTs J • b.bbb b. U�tK 1 3 ,,51 UKl'I UUK ( hrs ) • L4.17b� !• tCL �! UHY 3 3 25. Ll.1J I UF1 - � 3YtF(VLUUS YfiKl:tL li'IYt1iV1UU5 YtiKl:tL J JHtttH: ! .tilOt'J acres fit(tfi: l'J.L /b acres .� �li 1V . YS J.IlJ b l;(V � y tS.IO�D .� � � J JlJ('lf'If1Yf Y Uf11 fi � �YtHK NYUtiUbfttiYti I 11'lt� if.101'1 h�'s .� ,�YtHK HYUKUbKHY11 rLUW� Z.�'ZBH Ct6 � �IUIfiL 1-IYUKUbtiHYH VUL. 1 .L4L4 ac-it � .� f-�Ur'it ttVU t=i :rind t=L�ivew t=J�bet t4:ic-�alc 1=5:Ueleie .� .� Ygup Ygtln t-b:LOMpute Y!� tli�l'lettlo0 Y�: ICt�lplate tl�0:txit .� T i-i r-i ri i-i i-i i-i ri i-i"ri ri ri i-ii-i�i ri i�i ri ri i-i i�i i-i'ri"ri'ri ri ri ri"riri i�i i-in i-i i�i ri i-i ri'ri ri i-i ri ri i�i i-i ri'rl f�i i-i ri ri ri Fi ri ri i-i riri ri�i ri ri ri ri ri i�i i�i i-i'ri ri ri i-iri�^>ri ri f-i� , �.� riie �asin Hyorograph 52oragc Uiscnarge �evel pool - 3M�ri���������ri���������ri�riri������i����M����M�ri�n���ri���riMriri���nMri��ri�ri�M���M�Ma � 1NYU1 , �UG1YY UK �RUWS� Uhlh � � �hSiN iu DZ SBUN HY�xubxnr� � � �ut��niriiuN : DEV. C�ND. �ZYR/24HR 3 3hKtH lacresl • 8.0-r0 nH1NrMLL CHUl�t� 3 �Kh1N YKtLlr ( ini • L.�b l . ITYt Ih 3 31i�t 1NItnvALtMin )� lb.�b L . ITYt 1 � �11Mt Ur LUNL' l�ln )� �.�� �. 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L:US I Ul'I � .�t'titV 1 ULJS YtiHl:tL ll'IYtFiV 1 UU5 Yt1Kl:tL " ,� , �tiFttfi: I .Llb acres fit{tfi: b.tibb acres 3 �LfV . yt0.IU10 Cf`I . ytS.{Ola - � � � � 5U1'1T'IfjT{Y UH I Fi � �Ytf1Y. 1iTUh(UbYtHYFi I it�lt: ti.b10 hrs a �t'ttilt IiYUKUbI(fiYti t'LU41: .�.�aS$ Cf3 � 31U1fiL HYllKUbttfiF'ti VUL� 1 : 1L4! ac-tt 3 3 1-lUl�it tiVU t=1 :T-ind rL:New t-J��et 1-4� tc-l:aic rS:Ueleie 3 � 3 Ygup Ygdn tb:l:ompute F=l: l=8�1'letfi�od Y�� lemplate tlb:txit 3 --•-•-•-------._._...-•---•---•---•-•-•---•-•---•---•- -•---•-�---.,.-•---•-•-•..................................--•---•-•-•-•-._.-•--•-•-•-•-•---. ._... 1 i'li'll'll'1P1T'il'ti'If"ii'li'll'It"11'll`I(`If7('11'lI'If'1I'1Tifli'if1f11'll`Il'1f11`1T'Ii'IT11"1T11'lt`1I`i191'1(11'Ifll`Il1f'II'1P11'li'll'111T11�r11`1T'll'll`I('ll'll'll'11'If1i91'fI'1P11'It'11'll'IPI� _ t=iie. tsasin . iiydrograph . SLorage uiscnarge. . Level. pool .. . _ ' . , - : •---=•-•---•-• •-�-•---•-•_•-•-•-•---•---._._._...:..._.-•-•-•:............:........�.---•-- •-._.-•-•-•-•.._:_..._..._._._._._._._.. ._._._._..:-•-:_-- . - �Mnnr�i�nnr�r�r�r�nr�nnr�r�r�r�r�r�r�i�r�r�r�r�nr��t�r�r�nnt�nnt�r�nr►nc�i��ii�r�nnr�r�r�nr�r�r�nnr�r�r�r�r�r�nrti�nr�i�r�r�r�nr�ts J 11VYU 1 , f'1UU 1 F Y Utt t3ttUt+lJt Ufi 1 F1 3 � lif-lJllV lU U110 StSIJH 1-tYUFtUbHtlYi-I � ,� �UtSt_;1(lY I lUIV : {�Jt�. l:l��ll7. j L�Yi(%'LdE'IK � �tiKtFi (acresl • iS.l�lb KH1NhtiLL l;l-IUIL;tS 3 �f<fi1tV Y1ttl;lY i in i • 'L.�l i . I YYt lfi � �111'lt 11VItHVfiLtt*llfl )� I�7.1'J10 L. IYt't 1 � .�I11'it UF' I;UIVI: tminJ : ti.�� J. IYYt 11 � .5Y(fi 11Vr HLL JtLtL I lUIV� b 4, 1 TYt 1 1 ti ,� �FitiS I litil:l l;UtrY • 111.'LYJ 5. I YNt � � 3tSfiJt rLl1W t c i 5 1 • b.bbb b . U�tK 1 3 ! �J I UKi'1 UUK i hrs i • L4.bb17 (. Kl: '! UHY � � i5. 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TYPE-lA DISTRIBUTION ****�*�*�*********** ****��*� 2-YEAR 24-HOUR STORM **** 2.00" TOTAL PRECIP. ********* -------------=------------------------------------------------------- NTER: A(PERV) , CN(PERV) , A(IMPERV), CN(IMPERV) , TC FOR BASIN N0. 1 t3.07,85,0,0,24.7 �ATA PRINT-OUT: � . � AREA(ACRES} PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 8.1 8.1 85.0 .D .0 24.7 � PEAK-Q(CFS) T-PEAK(NRS) VOL(CU-FT) 1 .01 7.83 23210 � �'FNTER [d:) [path]filename[.ext] FOR STORAGE pF COMPUTED HYDROGRAPH: " ' - - 17 •, � ��' y' Z`�"�� /�i--.e-��lcl'--� ;PECIFY S70RM OPTION: G�z �� S.C.S. TYPE-lA RAINFALL DISTRIBUTION :NTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP(INCHES) . �0,24,3.4 --------=------------------------------------------------------------- �***�***********'�*** S.C.S. TYPE-lA DISTRIBUTION *'�***'��`************* �******** - 10-YEAR 24-NOUR STORM �*** 3.40" TOTAL PRECIP. �*�****** ---------------------------------------------------------------------- =NTER: A(PERV) , CN(PERV), A(IMPERV) , CN(IMPERV} , TC FOR BASIN N0. 1 d.07,85,0,0,24.7 � )ATA PRINT-OUT: AREA(ACRES) pERVIOUS IMPERVIOUS TC(MINUTES) . • A CN A CN 8.1 8. 1 85.0 .0 .0 24.7 ` PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 2.94 7.83 56276 - � ENTER [d:] [path]filenamej.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: � � I � a � � l�-o y�-1 �� l�� `�� C�- ��i``� G,� Z .g 5� '.00,24.,3.9 ---�------------------------------------------------------------------ :************'�'�***** S.C.S. TYPE-lA DISTRIBUTION *�*�'����************ ******�*� 100-YEAR 24-HOUR STORM **** 3.90" TOTAL PRECIP. ********* --------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN N0. 1 �.07;89,0,0,24.7 �ATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 8. 1 89.0 .0 .0 24.7 PEAK-Q(CFS) ' T-PEAK(HRS) VOL(CU-FT) 4.45 7.83 79488 -NTER :] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: d:\rons junk 'FILE AL EADY EXIST; OVERWRITE (Y or N) ? i ENTER [ :] [path]filename[ .ext] FOR STORAGE OF C�MPUTED HYDROGRAPH: (OD c� �t,4� � � � . � . I�. . . .. �� �, � � �,� ��l f�� � SPECIFY STORM OPTION: ' � G�i � o S' S.C�.S. TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP(INCHES) � 100,24,3.9 ---------------------------------------------------------------------- *******'�'�*'�'��******* S.C.S. 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AND CIVIL ENGINEERWG COMPANY �pDEo �o�vmE 10 rAi174r� �15FLAGE�.� velv.nE �-�"l�� Q -Q i ..-. - � �-� ' � - 39�- �f"ll�/� , . . 1Z" � 2.�/ �2 �C , �� ,+ Z.6� X .$7 � �o..3� SF �G� zl4`-t' Z 2 __ _ - - _ � �c�1oN C2-� _ `� �� _ I � \,X�' -- _- . o' , _ _ _ , . . �_. -���J._�. � ` . _ . __ .__ . ��. . . � _ . . .. � .. _.. . .. _ _ ... � ��� �� rp�' � 2�. � aq X , a 7 _ 12.�Z- S� �' 2 b,�t6� 3��} _ _ _ - �' �C, s3 2 0� S-F - --- _ _ � J C j V � � � :l Project: ��� ►-�Sµ�,�.,os F��o ���tG n�tor-� Designed BY: �1fp� Date �„�� I� 2� -z Project Na ��—ooqo-o/ Client c�f.y'�Aep Checked By: Sheet 7 of /� 217 PINE STREET• SLIITE 300•SEAITLE,WA 98101•P:206/343-0460•F:206/343-5691 COUGHLIN PORTER LUNDEEN A CONSULTWG STRUCTURAL AND CIVIL ENGINEERING COMPANY c,�¢�., Ss � _. _ _ __ � . � �_ �- . �-' - . �� ��- .` f � ---- - &�� _ • ��u� 3a�(- ��3� x .� = 7. 83 _ _ _ ___. __ ; f3Fco..�.� 3q� _�1 _)(._0.3__ _ ___ _ Z.o-� .__._.-- -- --- - -- -_ --- _ ___.. _ _ _ ___ ____ --, — _ _ _ _ __Z _ _ _: ._ _ _ __ _ ,. .._ _ ... _ _ _ . - , ��h br., .tT _ _. _ : _ __. _ - --�------_ : - --.:._.._ _ _._ .____. . _ __��- - - --- --:-,. _ _-.-- --_---� --- --_..- - _ __ _ , , - � _ - __._ . �-�� � _- _ _ __ _. , ;_ _ _ __ ._ ° ��: � _ - ,� , - __ . _ _ _. :_ _ --- -- ---- ---�—' -- - --- �-_ __. �_ . . __ - - �--- . - _ _ ; , . . ; _ s�i4_._ _ _ _ __ _. _ _ _ // /��/ _ ' - - ` _ . � _ _ _ � _ _ -- � 42x .s7 _ _ �len''E ��- - _ -(g.2? 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S��¢z' V a�r�F ���tD� _ /'4£�v� ���no�.> �� � /9/ ck` 8�=�� �Ev�7a�, �I�f _ !6� _c�' ; �-�� F,�� !�l �(���_ .3�� _6�7Z`_ 3 . a� d?- :_a4;�.�e - _ _ __ � l�3 - — __. _ . ----' ' �`,0l-f- � - /D94_�o 8�- ��f -- 7q��5 - J � O d � O U P P _ O U Project �� ��q��o� �CIbD �d lT1G Pnoti/ Designed By: �(/)�.Date �l� l� " Proiect No: (�� - �9t5-. o� GienG QD�G��� Checked By: Sheet � of �� 217 PINE STREET• SUITE 300•SEATTLE,WA 98101 •P:206/343-0460•F:206/343-5691 COUGHLIN PORTER LUNDEEtV A CONSULTING STRUCTURAL AND CIVIL ENGWEERING COMPANY , - _..__ __ _ _ ' � E _ : : __ �( S- -��'�� _ __ _ __ _ _ ; _ _ _ _ ; - � : _� - - Q( _� s�� _ r_�1 _U P�DA-►�� . _ _ _ . __ :_ - � __ _ _ _ _c��cv�����5; __ . � _ _ __ --- - - _ , _ _ . _. _ _ J ! p . . . .... . . . .. . 1 � . . .. .. .. ..... . . . . _... ._ . .. . V . . _ . . . .. .. . � . p � � 6 O U Prole�t r��—rfl'�� l�141�t N-��D� Designed By: �/Ov Date ��b/o Z Pro'ect No: C'p I -�,�--6� Client C�(�f�� Checked By: Sheet ��- of /� 217 PINE STREET• SUITE 300•SEATTLE,WA 98101 •P:206/343-0460•F:206/343-5691 i �_ SECTION VII VII. OTHER PERMITS 1. Construction Utility Permits will be obtained by others pnor to construction. 2. Building Permit for R/D vault will be obtained as part of the structural design by others. Te�nni�� ,._. ._. �� .. � � � _„�. __ _ _ _ _ __ _-- al Information Re rt Renton,1�'ashington SECTION VIII VIII. ESC ANALYSIS AND DESIGN The Erosion and Sedimentation Control Design meets the seven minimum requirements of the Manual: 1. Areas to remain undisturbed shall be delineated with a high visibility plastic fence prior to any site clearing or grading. 2. Site disturbed areas shall be covered with mulch and seeded, as appropriate, for temparary or permanent measures. 3. Perimeter protection shall consist of silt fencing down slope of any disturbed areas or stockpiles. 4. A stabilized construction entrance will be located at the point of ingress/egress (i.e. north driveway entrance). 5. Cleared areas and flow path lengths and slopes are minimal. The R/D vault will be used as a temporary sediment retention facility. The vault outlet will be blocked, and sediment laden water shall be disposed of in a manner acceptable to the City. 6. Surface water from disturbed areas �vill sheet flow to the silt fences and the vault for sediment retention. 7. Dust control shall be provided by spraying exposed soils with �vater until wet. This is required when exposed soils are dry to the point that wind transport is possible �vhich �vould impact roadways, drainage ways, surface waters, or neighboring residences. OO 2003 D.R.STRONG Consulting Engineers Inc. 27 Vision House Children's Village Technical Information Report Renton,Washington SECTION IX IX. BOND QUANTITIES, F�CILITY SU1��Ii�I:�RIES, ��'D DECLARaTION OF COVENANT Bond Quantities Worksheet—will be pro�ided prior to Engineerin� Plan approval Detention Summary Sheet -attached Declaration of Covenant—will be pro�ided prior to Engineerin� Plan approval �I „ .. ..... ... . .. ... .._. .. .._� . Technical Intormation Report Kenton,1b'ashington KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL STORMWATER FACILITY SUMMARY SHEET Development Vision House Children's�i11aEe Date March 27,2003 Locarion 4514 NE 4te Street.Renton ENGINEER DEVELOPER Name Walter J.Shostak,P.E. Name Susan Camerer Firm D.R.STRONG Consultin En ineers Fum Vision House Children's Villa e Address 10604�TE 38`"Place,#101 Address P.O.Box 2951 Kirkland,WA 98033 Renton,WA 98056 Phone 425 827-3063 Phone 425 430-9609 Developed Site: 1.31 Acres Number of lots N/A Number of detenrion facilities on site: Number of infiltration facilities on site: ponds ponds 1 vaults vaults _tanks tanks Flo�; control provided in regional facility(give location) No flow control required Exemption number Downstream Draina e Basins Immediate Ma'or Basin X Basin A l�ia lewood Creek Cedar River Basin B Basin C Basin D I�umber&type of water quality faciliries on site: biofiltrarion swale(regular/web or sand filter(basic or large?) continuous inflow?) sand filter,linear(basic or large?) ', combined detention/WQ pond sand filter vault(basic or large?) (WQ portion basic or large?) , 1 combined detention/wetvault stormwater wetland ; compost filter wetpond(basic or large?) I filter strip wetvault flow dispersion fann management plan landscape management plan , oiUwater separator(baf�le or coalescing plate?) , catch basin inserts:Manufacriuer � pre-settling pond pre-settling strucriue:Manufacturer , flow-splitter catchbasin DESIGN INFORMATION INDNIDUAL BASIN A B C D Water ali desi flow Water uali treated volume or we ond Vr 13,660 1998 Surface Water Design Manual 9/I/98 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL DESIGN TOTAL INDIVIDUAL BASIN INFORMATION,cont'd Drainage basin(s) A B C D Onsite area Offsite area T e of Stora e Facili Live Stora e Volume Predevelo ed Runoff Rate 2- ear 0.053 10- ear 0.094 100- ear 0.177 Develo ed runoff rate 2- ear 0.288 10- ear 0.347 100- ear 0.568 T e of restrictor Size of orificelrestriction No.1 0.65" No.2 1.15" No.3 3.90" No.4 FLOW CONTROL&WATER QUALITY FACILITY SUMMARY SHEET SKETCH All detention,infiltration and water quality facilities must include a sketch per the following criteria: 1. Heading for the drawings should be located at the top of the sketch(top right-hand corner). The heading should contain: • North arrow(point up or to left) • D9# • Plat name or short plat number •Address(nearest) • Date dra���n(or updated) •Thomas Brothers page, grid number 2. Label CBs and MHs with the plan and profile designation. Label the control structure in��Titing or abbreviate with C.S. Indicate which structures provide spill control. 3. Pipes—indicate: Pipe size Pipe length Flow direction Use s single heav}���eight line 4. Tanks--use a double,heavyweight line and indi�are size (diaineter) 5. Access roads • Outline the limits of the road • Fill the outline with dots if the ruad . _ ' 6. Other Standard Symbols: • Bollazds: • •�• s w � w • Rip rap 00000c 00000� Fences --x---x---x---x--- • Ditches ��->�--�->u�--->u 7. Label trash racks in writing. 8. Label all streets with the actual street sign designation. If you don't l�ow the actual street name,consult the plat map. 9. Include easements and lot lines or tract limits when possble. 10. Arrange all the labeling or writing to read from left to right or from bottom to top with reference to a properly oriented heading. 11. Indicate driveways or features that may impact access,maintenance or replacement. 9/1/98 1998 Surface Water Design Manual 2 UPPER ELBOW-RESiRICTDR TOP OF RISER = 399.J0' 2 � ORIF'K:E DIM 0.65'� � r; oaa RENOVABLE WATER7ICHT � "��N COUPUNG OR FLANGE W {,,�� v � � � NIDDI£ ELBOW-RESiRtCTOR Y MIN z � � °O�'°D ORIFlCE DIA.� 1.15'� 4'� J � N PIPE SUPPORiS � � 3 2 ' � tA cr�N $EE N07E 5 Z i, .�. I .�. tYr R�SER 72'►nN. 0 ACCESS R6ER FlNIShiED GRADE v � Z (a�ar a+E sHowN s►� c�� w/ca+ma Froo s- ►��uc } c� Q, FOR CLARITI� FOR CLEIWWT DRMi (ROD BENT 1 5•DU� v �s r�cro rort vQtncw Pu� wanm To oeow � � � 4 : .. . AUGNMENT W/COVER)SEE KCRS tY�OU7LET PIPE Wlhi 0.65'�ORIFlCE N �` .. .. • . •. DWG. 2-026 : ,�_��=!. - - - Tv� ��5;�;,� UPPER ELBOW RESTRICTOR o E--I C „ N 14.67 14.6Y � ppt p�µg o � Q. VARIES EJ.EVA ONST) � 4.�� �- - Y NM COUPLING OR FI.ANGE O � � 3 � B�CE?11ER WALL 1' SEC?ION OF PIPE ATTACF1FD BY 2' MIN GASICETED BAND TO ALLOW REMOVAL ~ o � �.,,;,;-�.�'�<s;��.. . :�,ta^-�.r=.• • t � C � ' �� � N o � � � _,::T�, "''::�.�e;�`i.::�:- Y MI SUNP 12'YIN. U \ Y � S7G(IIIN) SLOPE + _' . . .• . • � RESIRICTOR PUTE M/0.65'�ORIFICE 6 MA7L +' N � Q' iRONEI FlMS11 AVERAGE t' SEDINOdT STONACE SMOOTH EDGE PLATE WELDED TO QBOW �� p ��.� ��sr arl) FROP-T r�TM i.�s•�orn� W ACCESS RISER (ONLY ONE SECTION A-A • CO N � �+oW►+ � ��TM) CONTROL STRUCTURE MIDDLE ELBOW RESTRICTOR RIb�yARIES, FRAME AND SEE 10NG COUN7Y ROAD LOpClIC COYER MARKm STMDAROS FOR w75 V d 'ORAIN" SPECIF1CA710NS FOR 0.5' F.B. < MANHOLES AND 1A00ERS a ' ' � ' • " + - ' Y � ' t � � DET_oE51a1 ws- 399.Jo _ _ ACCfSS RISER rmj W � DEIENnoM va.. (oN�r oME sHowN w W 5� 17,077 CU.-FT. FOR CLARIiIf) Z Z ,r.ouner � w.o. oEsa+ ws- ss+.3o -. � . :.. : . . . -. � .- � •.. . -��. - : � FACILITY VOLUME SUMMARY o e� PIPE E�394.30 - ` - - - - - � DET. DESICN IYS� 399.30 0.5' F.B. � O p W < T �( -s - - - - - - DETENlION VOIUYE REWIRm___...»............._..•-••....____.•••••-...17.077 GF. � ' \ '. • ' OETEN110N VOI.. � ' DElENiION VOLUME PROVIOED..••-...__.._._._....._».._.____...___.17.077 C.F. � ��� J 12'�IWLET P�E 5. 17.077 ql.-FT. WA7ER OUMITY TREATMENT MDLUTAE REWIRm_....._._.._.._....._.5.963 C.F. �� � �n� �U�W� . IE=393.30 . W.Q D61GN M5 � 394.30 WA7ER WALITY 7REATMENT VOLUNE PRONOED..........._.._......._73�660 C.F. DESIGIV. SEE DETAIL � . - L- - - - - - WAIER WAL11Y VOI.. � , 1J�660 CU.-FT. r � � N LADDER(TYP.) � � fL00R TO WAlER WALITY Wl. M lL �,�....�. ;;,i;.. • •a:���... COUNG WALL 13.660 ql.-FT. N LADDER (TYP.) � 0.57C LONp7UDINAL 57L MIIL SLOPE FRON � N SLOPE ALONC V-SHAPED BOTfON TO J_ 1 O V-SHAPED BOTTOM ��� W� v �v��s�►�T SECTION B-B �.:�,;��.�.-:-.�.,.._ :.. ._4:_....-.0 � � � sraUc�r w+ � 27L LOHqTUDINAL 57[Wli SIOPE FRON Z ELEV.�J88.19 SLOPE ALONG V-SHAPED BOTiOM TO (/� J v-s►+�aen Borro►� �oF w�ut v/ � � W I AVERAGE SEDIYENT `` , � W .. - � 1� � (n STORAGE 1' MN °�•-��•� n� 1 ..�* . SECTION C-C W� O a.Ex=3so.oz aF"-�o.s3 � 207G 4'� PERF. F'OUI�AiION ORAIH. S�t0.57G O M O � ELEV.=388.19 � ELEY.=390.16 tY�MI.ET PIPE A BAdCFlLLm WIlH GRAVEL. NATHIN NONWOVEN O = i K �'.°-.� aEv.-�o.ss ceD�na.E ��x F�c orvaaae (rrP.) ` � � v� I ELEV.�390.52 �1 ',o� 1 � CONNECT TO CB/2 � l,, � � - - - - V � � Q _ . ... . _ . � ': y+ �� � � : ~ t4.87 '� SHMED BOTTOM � W ELEV.=389.93 ' " ELEV+390.12 � � - - - - - - - - - - - - - - - - - - - - - �- - � '.. W J � Q5x - ( Fl.00s To cEasic� u.sr (; � Q U ELEV.�389.57 ' ot i J EIEV.�390.63 � B - - - - - - - - - -I- - -- - - - -- - - - - - - -� 8 t.�CAPAqiY• 100-YR PEAK FL01N O O � � o �� • 12'� OUTLET PIPE ' 14.67 2. METAI PARTS: CORR090N RESISTANT. NON-GALVANI�D PARTS PREFERRED. CALVANIZED PIPE ` PAR7S TO HAVE ASPHALT 1REATMENT i. � -^:r..• -.i�:.::.._ _ .:r. •.-.-' 3. FRAME AND LAOOER OR S7EPS OFFSET S0: � � ELEV.�369.93 '�-SHAPE� ACCESS PoSER. SEE I A CLEANOUT CAIE IS NSIBLE FROIA TOP. � � BOTTOM STRUCTURAL PLANS A.-.i B. CLYB-DOWN SPACE IS CLEAR OF RISER AND CLEANOUT GAIE � ---� VAULT BOTTOM ELEVATION PLAN UD°� ��"'•� �0""'°NE SH0"" c. �""'E 'S`�"R °``�' � 3 � �m 4. IF METAL OUTLET PIPE CONNEC7S TD CEYD�IT CONCRE7E PIPE: OUlLET PIPE Tp HAVE SY007H O.D. 116.5' EGUAL TO CONCRE7E PIPE I.D. LE55 1/4' O � 5. PRONOE AT LEAST ONE 3'7C090 GAUCE SUPPORT BRAqCET AlkHORED TO CONCREiE WALL � Z w PLAN VIEW (MAXMUM 3� �,� ���> (� � � 8. LOCAIE E1BOW RES7RICTOR(S) A$NECESSARY TO PROVIDE MINIMUTA CLEARANCE AS 5110WN. Q w COMBINED DETENTION AND WATER QUALITY VAULT 7. LOCAiE ADDITIONAL LADDER RUNCS IN S7RUC7URE5 USED AS ACCESS TO TANKS OR VAULTS TO � _ N� ALLOW ACC6S WHEN CATCH BASIN IS FlLLED MATH WATER. � U . 8. 1MMERE PIPES ENTER ANO LEAVE 1ME VAULT BELOW iME W.O. DE9GN WAiER SURFAC£, THEY SHALL . � BE USING A NON-PORUS, NON-SHRINKING CRWT. '�. " , .. . . u7�V.J�N .. �. . ' �. ��� .���. ... .. .. - � � ��1.7� � �I�VI\LJJ LVI\LJJ � Z : , ' r = - _.. _ ,, 13-F-DQ __ . SEE NOTE 5 f _ _ - ESMT. ' . • m v a � , . �J yv � -� " . — ■ — — � — — � — — � e — — � — — � — — � — � _ _ . � � n �' i � �- T��� . . . , .._. _ . . .. �. . . � � � � �. �. . � . . �. . . . -" � '�� Z I � �I : �� - - = � �: _ I 7 " 12 PROP. 15' WATER ESMT. _ I , , 1 f /� F � ��� _ ,_ _ _. � 1`�i . � ,r� � / � v���n STA_ 12+93:98 23.47' R � � =38.57� � %'� `� ' N � �o a _' . RIM=4a0 90 : " ��o _ ___ _.___ � N T E 5) � I . 100-YR FLDODPLAI A i�ARE d� o O y "�.• 0 �� iE �ss:o� � � �e�b� , _ =�, _ _ _ __-; _- - -.- __- -_ - - - - =__- - -. _ - _ = Tor.ef-�uM�a�� (�.),,-� � � Z � � 1; ,y� -r�� ,n � 15LF 12 N-12 -� � , ----__.._ /�� ::� 9.� _ � _� __ _ __ - __ - -/- 'Nr - � , -•,,� � � - -- �'`"�' � a � �� '�a�' E — — i, r ,i'_`--y �..,.._� _ ,._ __....__ (- ` - - .. � �y / •- � '-�' W V �'� � \ � _ ��► i s� s Pvc _____---- :;��;. -r-""��aP. N �� .0 cB �- . s=2:�o�s- _ _�,�.,.�_ ~� _�g,�ac�" - o p� ' - � - - 4� - ' � ' = � — - - - Q - - � - E��r _ ,�.; �--I „ STA � 12+75.32 1.21' L %`- - - = - __---,�`�- i i i ri � o � rv } RIM=.400:35 l ; � % 1 " - - - - - - - �- - -� - - - - - - - - SECTION X X. OPERATIONS AND MAINTENANCE MANUAL The catch basins have a t��o-foot deep sump far sediment accumulation. These sumps should be periodically checked and the sediment removed when accumulated to more than 1/3 of the depth from the bottom of the basin to the invert of the lowest pipe into or out of the basin. Grates should be cleaned when trash or debris of more than %z cubic foot is located immediately in front of the basin opening, or is blocking capacity of the basin by more than 10%. Conveyance pipes should be periodically checked and cleaned when more than 20% of the pipe diameter is obstructed by accumulated sediment or debris. Sediment in the vault should be removed when the 1-foot sediment zone is full plus 6 inches. Sediment should be tested for toxicants in compliance with current disposal requirements, if visual or olfactory indications of pollution are noticed. Water drained or pumped from the vault prior to sediment removal may be discharged to the downstream conveyance if it is not excessively turbid (i.e. if water appears translucent ��vhen held to light), and if floatable debris and visual petroleum ' sheens are removed. Excessively turbid water (i.e. water appears opaque when held to light) should be discharged only after the solids have been settled and removed. ' Perform inspections of all components quarterly during the first year of operation, then annually thereafter. For more detailed maintenance instructions, refer to the standards contained at the end of ' this section. OO 2003 D.R.STROi�G Consulting Engineers Inc. 29 Vision House Children's Village Technical Information Report Renton,«'ashington APPENDIX A T4AIN'I'ENANCE STAI�D?.RDS FOR PRIVATELY MAINTAINED DRf,L•'�IAGE FACILI'I'IES NO. 3-CLOSED DETEMION SYSTEMS (PtPES/TANKS) Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is Pertormed Storage Area Plugged Air Vents One-half of the cross section of a vent is blocked at Vents free of debris and any point with debris and sediment sediment Debris and Accumulated sediment depth exceeds 10%of ihe All sediment and debris Sediment diameter of the storage area for'/z length of storage removed from storage area. vault or any point depth exceeds 15%of diameter. Example:72-inch storage tank would require cleaning when sediment reaches depth of 7 inches for more than'fz length of tank. Joints Between Any crack allowing material to be transported into All joint between tank/pipe Tank/Pipe Section facility sections are sealed Tank Pipe Bent Any part of tank/pipe is bent out of shape more than Tank/pipe repaired or replaced Out of Shape 10%of iYs design shape to design. Manhole Cover Not in Place Cover is missing or only partialty in place.Any open Manhole is closed. ' manhole requires maintenance. Locking Mechanism cannot be opened by one maintenance Mechanism opens with proper Mechanism Not person with proper tools.Bolts into frame have less tools. Working than'h inch of thread (may not apply to self-focking lids.) Cover D'rfficutt to One maintenance person cannot remove lid after Cover can be removed and Remove appfying SOlbs of lift. Intent is to keep cover from reinstalled by one maintenance sealing off access to maintenance. person. Ladder Rungs King County Safety Office and/or maintenance person Ladder meets design standards Unsafe judges that ladder is unsafe due to missing rungs, allows maintenance person safe misalignment,rust,or cracks. access. Catch Basins See"Catch Basins"Standards No.3 See"Catch Basins"Standards No.5 � ,���. �,� . .. ���� � k_o.k A%�-.-���-'� � � _ ^ - • . It �s'I��..� . � � - - " . 1998 Surface Water Desi�n Manual 9/1/98 A-3 APPENDIX A AZ�NANCE STANDARDS FOR PRIti ATELY R4AI?`TTAII�,TED DRr'.INAGE FACILITIES NO. 4- CONTROL STRUCTURE/FLOW RESTRlCTOR htaintenance Defect Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed General Trash and Debris Distance between debris build-up and bott�m of All trash and debris r2moved. (Includes Sediment} orifice piate is less than 1-1/2 feet Structural Damage Structure is not securely attached to manhole wall Structure securely attached to and outlet pipe structure should support at least wall and outlet pipe. 1,OD0 Ibs of up or down pressure. Structure is not in upright position(ailow up t� Structure in ccrreci pcsition. 10%from plumb). Connections to ouUet pipe are not watertight and Connections to outlet pipe are show signs of rust. water tighT,structure repaired or replaced and works as designed. _ Any holes—other than designed holes--in the Structure has no holes other structure. than designed holes. Cleanout Gate Damaged or Missing Cleanout gate is not watertight or is missing. Gate is watertight and works as designed. Gate cann�t be moved up and down by one Gate moves up and down easily maintenance person. and is watertight. Chain feading to gate is missing or damaged. Chain is in place and works as designed. Gate is rust?d over 50°0 of its surface area. Gate is repaired or replaced to meet design standards.. Orifice Plate Damaged or Missing Control device is not working properly due to Plate is in place and works as missing,out of place,or bent orifice plate. designed. Obstructions Any trash,debris,sediment,or vegetation Plate is free of all obstructions blocking the plate. and works as designed. Overflow Pipe Obstructions Any trash or debris btocking(or having the Pipe is free of all obstructions potential of blocking)the overflow pipe. and works as designed. Manhole See"Closed Detention Systems"Standards No.3 5ee"Closed Detention Systems' 5tandards No.3 Catch Basin See°Catch Basins"Standards No.5 See'Catch Basins"Standards No.5 9/1198 1998 Surface«�ater Desi�n Manual �-4 APPENDIX A M.AINTEN.�NCE STr�NDARDS FOR PRIVATELY MAINTAINED DR.AINAGE FACII.ITTES NO. 5- CATCH BASINS Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is performed General Trash&Debris Trasn or debris of more than�/2 cubic foot which is No Trash or debris located (lncludes Sediment) located immediately in front of the catch basin immediately in front of catch opening or is blocking capacity of tfie basin by basin opening. more than 10% Trash or debris(in the basin)that exceeds 1/3 the No trash or debris in the catch depth from the bott�m of basin to invert the lowest basin. pipe into or out of the basin. Trash or debris in any inlet or outlst pipe blocking Inlet and outlet pipes free of more than 7/3 of its height. trash or debris. Dead animals or vegetation that could generate No dead animals or vegetation odors that could cause complaints or dangerous present within the catch basin. gases(e.g_,methane). � Deposits�f garbage exceeding 1 cubic foot in No condition present which volume would attract or support the breeding of insects or rodents. Structure Damage to Comer of frame extends more than 3!4 inch past Frame is even with curb. Frame and/or Top Slab curb face into the street(If applicable}. Top slab has holes larger than 2 square inches or Top slab is free of holes and cracks wider than 1/4 inch(intent is to make sure cracks. all material is running into basin). i Frame not sitting flush on top slab,i.e.,separation Frame is sitting flush on top of more than 3/4 inch of the frame from the iop slab. slab. Cracks in Basin Walls/ Cracks wider than 1/2 inch and longer than 3 feet, Basin replaced or repaired to Bottom any evidence of soil particles entering catch basin design standards. through cracks,or maintenance person judges that structure is unsound. Cracks wider than 1/2 inch and longerthan 1 foot No cracks more than 1/4 inch at the joint of any inleU outlet pipe or any evidence wide at the joint of inleUoutlet of soil particles entering catch basin through pipe_ cracks. SedimenU Basin has settled more than 1 inch or has rotated Basin replaced or repaired to Misalignment more than 2 inches out of alignment design standards. \ 1998 Surface Water Desib Manual 9/1198 I A-5 A?PENDIX A MAL'1TENANCE ST.�DARDS FOP.P�:=.`I'ELl'h1AINTaL��ED DR�.I\AG�FACILITIES NO. 5-CATCH BASINS(CONTINUF� Maintenance Defect Conditions When �daintenance is Needed Results Expected When Component Maintenance is performed Fire Hazard Presence of chemicals such as natural gas,oil and No flammable chemicals gasoline. present. Vegetation Vegetation growing across and blocking more than No vegetation blocking opening 10%of the basin opening. to basin. Vegetation growing in inleUoutiet pipe joints that is No vegetation or root gro��th more than six inches tall and less than six inches presen;. apart Pollution Nonflamm2ble chemicals of more than 1/2 cubic foot No pollution present other than per three feet of basin length. surface film. Caich Basin Cover Cover Not in Place� Cover is missing or only partially in place_Any open Catch basin cover is closed catch basin requires maintenance. _ Locking Mechanism Mechanism cannot be opened by on maintenance Mechanism opens with proper , Not Working person with proper tools.Bolts into frame have less tools. than 1/2 inch of thread. Cover Difficult to One maintenance person cannot remove lid after Cover can be removed by one ' Remove applying 80 Ibs.of lift;intent is keep cover from maintenance person. sealing off access to maintenance. Ladder Ladder Rungs Ladder is unsafe due to missing rungs,misalignment, Ladder meets design standards Unsafe rust,cracks,or sharp edges. and allows maintenance person safe access. Metal Grates Grate with opening wider than 7!8 inch. Grate opening meets design (If Appiicable) standards. Trash and Debris Trash and de: grate surface. Damaaed er Grate missin� NO. 6 DEBRlS BA�CRIERS (E.G., TRASH RACKS) Maintenance Defect Condition When Maintenance is Needed Results Expected�Vhen Components Maintenance is Pertormed. General Trash and Debris Trash or debris that is plugging more than 20%of Barrier clear to receive capa�iry the openings in the barrier. flow. Metal Damaged/Missing Bars are bent out of shape more than 3 inches. Bars in place with no bends more Bars. than 3/4 inch. Bars are missing or entire barrier missing. Bars in place accordng to design. Bars are loose and rust is causing 50%deterioration Repair or replace barrier to � to any part of barrier. design standards. � 9/1/98 1998 Surface Water Desi�n Manual A-6 APPENDIk A MAINTENANCE ST�'dD.ARDS FOP.PRIVATELY MAINTAINED DRAINAGE FACII.ITIES NO. 10-CONVEYANCE SYSTEMS (PIPES & DfTCHES) Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Mainienance is Pertormed Pipes Sediment&Debris Accumulated sediment that exceeds 20%of the Pipe cleaned of all sediment diameter of the pipe. and de6ris. Vegetation Vegetation that reduces free movement of water All vegetation removed so water through pipes. flows freely through pipes. Damaged Protective coating is damaged;rust is causing Pipe repair�d or replaced. more than 50%deterioration to any part of pipe. Any dent that decreases the cross section area of Pipe repaired or replaced. pipe by more than 20;0. Open Ditches Trash&Debris Trash and debris exceeds 1 cubic f�ot per 1,000 Trash and dehris cleared from square feet of ditch and slopes. ditches. Sediment Accumulated sediment that exceeds 20°k of the Ditch cleaned!flushed of all design depth. sediment and debris so that ft matches design. Vegetation Vegetation that reduces free movement�f water Water flows freely through ' through diiches. ditches. . Erosion Damage to See"Ponds"Standard No.1 See"Ponds'Standard No. 1 Slopes Rock Lining Out of Maintenance person can see native soil beneath Replao �__ _ ,__. . Place or Missing(If the rock lining. standa-:c;. Applicable). Catch Basins See"Catch Basins:Standard No.5 See"Catch Basns'S;and�� No.5 I Debris Barriers See"Debris Barriers"Standard Ne.6 Sc- r�o. � , _ ��our��5 ,,�ar���sc�Pir��� Maintenance Defect Conditions�'�r,en t;ain:�_nan�e is �Jeeae� Res:�,�� �xpe�ted ',�`n�,n Component Maintenance is Pertormed General Weeds Weeds growing in more than 20%of the landscaped Weeds present in fess than 5°ia (Nonpoisonous) area(trees and shrubs only). of the landscaped area. Safery Hazard Any presence of poison ivy or other pasonous No poisonous vegetation vegetation. present in landscaped area. Trash or Litter Paper,cans,bottles,totaling more than 1 cubic foot Area clear of litter. • within a landscaped area(trees and shrubs only)of 1,000 square feet Trees and Shrubs Damaged Limbs or parts of trees or shrubs that are splft or Trees and shrubs with less than broken which affect more than 25°�6 of the total 5%of total foliage with split or foliage of the tree or shrub. broken limbs. Trees or shrubs that have been blown down or Tree or shrub in place free of knocked over, injury. Trees or shrubs which are not adequately supported Tree or shrub in place and or are leaning over,causing exposure of the roots. adequately supported;remove any dead or diseased trees. 1998 Surface Water Design Manual 9/1/98 a_y — APPENDIX A t.4AINTEN.ANCE STA�DARDS FOR PRIV�,TELY MAINTAINED DRAINAGE FACIi,ITIES NO. 13-WATER QUALiTY FACIL{TIES (CONTINUED� D.)Wetvaults ' Maintenance Defect Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Wetvault Trash/Debris Trash and debris accumulated in vault,pipe or Trash and debris removed from Accumulation inleV outlet, (includes floatables and non- vault. floatables). 5ediment Accumulation Sediment accumulation in vault bottom that Removal of sediment from vaull. in Vault exceeds the depth of the sediment zone plus 6- inches_ Damaged Pipes InIeU ouUet piping damaged or broken and in Pipe repaired and/or replaced. need of repair. Access Cover Cover cannot be opened or removed,especially Pipe repaired or replaced to Damaged/Not Working by one person. proper working specifications. Vault Structure Vault Cracks wider than 1/2-inch and any No cracks wider than 1/4-inch at Damaged evidence of soil particles entering the structure the joint of the inleV outlet pipe. through the cracks,or maintenance/inspection Vault is determined to be personnel determines that ihe vault is not structurally sound. structurally sound. Baffles Baffles corroding,cracking,warping and/or Repair or replace baffles to showing signs of failure as determined by specifications. maintenance!inspection staff. Access Ladder Damage Ladder is corroded or deteriorated,not func6oning Ladder reptaced or repaired to properly,missing rungs, has cracks and/or specifications,and is safe to misaligned. use as determined by inspecfion personnel. 1998 5urface Water Design Manual 9/1/98 A-13