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HomeMy WebLinkAbout03255 - Technical Information Report - Drainage - ., � h �'� h � � ', � '�� xw��. �. �. �����G Consulting Engineers l os . � 10604 N.E. 38rf+ PLACE, SUITE 101 KIRKLAND, WA 98033-7903 (42, __. _- •TOLL FREE (Washington State) 1-800-962-14C • FAX NUMBER r���? R�7 �^ �-s�E,� l.�. DRAINAGE REPORT ASPEN V�'OODS DRS PROJECT NO. 04166 Prepared for Harbour Homes 33400 9`�Avenue S. #120 Federal Way, Washington 98003 vt D,`��F��OU v- ,��' .. �'�� � r o .�'� � s�21���1 t NAL � zb BS �s 3706 Prepared by D. R. STRONG Consulting Engineers Inc. 10604 NE 38th Place, Suite 101 Kirkland WA 98033 (425) 827-3063 Issued October 19, 2004 Revised March 30, 2005 Revised May 25, 2005 C�i?005 D.R.STRONG Cansulting L-ngineers Inc. DRAINAGE REPORT ASPEN VVOODS TABLE OF COl�'TENTS I. PROJECT OVER��'IEW...................................................................................................... 1 PREDEVELOPED COIV�ITIONS:..................................................................................... 1 DEVELOPEDCOl�'DITIONS: ............................................................................................ 1 NATUR4L DRAINAGE SYSTEM FLTNCTIONS:............................................................. 1 FIGURE1.TIR WORKSHEET...........................................................................................2 FIGURE2.VICINITY MAP................................................................................................5 FIGURE 3.DRAINAGE BASINS, StiBBASINS AND SITE CHARACTERISTICS........6 FIGURE 4.SOILS........................ ...........................................................................7 .............. II. CONDITIONS AND REQUIREMENTS SUMMARY.....................................................8 III. OFF-SITE ANALYSI5......................................................................................................9 IV. FLOW CONTROL & V�'ATER QUALIT'Y FACILITY ANALYSIS & DESIGN....... 10 A. EXISTING SITE HYRDOLOGY............................................................................... 10 FIGURE 5.EXISTING SITE HI'RDROLOGYl' AZAP ................................................... 11 B. DEVELOPED SITE HYDROLOGY ......................................................................... 12 FIGURE 6. DEVELOPED SITE HYRDOLOGY MAP.................................................... 14 C. PERFORMANCE STANDARD5............................................................................... 15 D. FLOW CONTROL SYSTEM..................................................................................... 15 E. VVATER QUALITY TREATMENT...........................................................................21 � �'. CONVEYANCE SYSTEM ANALYSIS AND DESIGN..................................................22 BACKWATERANALYSIS MAP .....................................................................................44 CONVEYANCE ANALYSIS TABLES.............................................................................45 VI. SPECIAL REPORTS AND STUDIES............................................................................50 VII. OTHER PERIVIITS........................................................................................................51 VIII. ESC ANALYSIS �ND DESIGN..................................................................................52 IX. BOND QUAl�'TITIES AI�TD FACILITY SUMMARIES................................................53 X. OPERATIONS AND MAINTENANCE MANUAL........................................................56 G�'2005 D.R STRONG Consulting Eneineers Inc. �_' � -- r SECTION I PROJECT OVERVIEW: The Project is the subdivision of three existing parcels zoned R8 (8.15 ac. total) into 46 single- family residential lots, per the City of Renton's (City) subdivision process. The Project location (Site) fronts on the east side of Hoquiam Avenue NE, at 864 Hoquiam Avenue NE. An existing water main in Hoquiam Avenue will be tapped to serve the proposed residences. Sanitary Sewer is not available at the frontage of the Site, therefore a sewer main extension will be required from the north approximately 1350 feet down to the Site. One retention/detention (R/D) system (combined wet/detention pond) is proposed to serve the subdivision. The Project will meet the drainage requirements of the 1998 King County Surface Water Design Manual (Manual), as adopted by the City. PREDEVELOPED CONDITIONS: The Site is currently developed with two single-family residences, several detached buildings, and gravel and paved driveways. The remainder of the Site is dense forest and underbrush. To simplify the hydrologic calculations, and as a conservative approach, the Site is modeled entirely as forest. DEVELOPED CONDITIOnTS: All existing improvements will be demolished or removed. The Project will add 5.39 acres of new impervious surfaces. This will include 3.17 acres of roof areas and driveways (based on 3,000 s.f. maximum for impervious surface per lot), 1.93 acres of roads and sidewalks, and 0.29 acres of pond area. The remainder of the developed Site (3.00 acres)will consist of landscaping and lawns. All surface water runoff from impervious surfaces will be collected. The Project will provide Basic Water Quality treatment and Level 2-Flow Control, per the Manual, with one R/D system, as described above in the Project Overview. Sewer, water, and other utilities will be extended to the Site within the proposed roadways. NATURAI, DRAINAGE SYSTEM FUNCTIONS: The Site is encompassed within one Threshold Discharge Area (TDA). The Site slopes to the east at 3-10%. The vegetation consists of lawn, landscaping, and scattered trees in the house areas towards the northwestern and western regions of the Site. The remainder of the Site is heavily vegetated with native grasses and shrubs, berry bushes, and moderately dense forest. Site runoff appears to flow east and exit the Site along the eastern property line as sheet flow. Runoff enters an off-site wetland and then exits to the north via a Class 3 stream. �02004 D.R.STRONG Consulting Engineers Inc. 1 Aspen Woods Drainage Report Renton,Washington � t_ ' ' �_ FIGtiRE L TIR V�'ORKSHEET King County Department of Development and Environmental Services TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND Part 2 PROJECT LOCATION AND PROJECT ENGINEER DESCRIPTION Project Owner: Project Name: Harbour Homes Aspen Woods Address,�Phone: Location: 33400 9`h Avenue South,#201 Township: 23 North Federal Way,WA 98003 (253) 838-8305 Range: 5 East Section: 10 Project Engineer: Luay R.Joudeh, P.E. D.R. STRONG Consulting Engineers Inc. Address/Phone: 10604 NE 38"'Place, Suite 101 Kirl:land WA 98033 (425)827-3063 Part 3 TYPE OF PERMIT Part 4 OTHER REVIEWS AND PERMITS APPLICATION � Subdivision ❑ DFW HPA ❑ Shoreline Management ❑ Short Subdivision ❑ COE 404 ❑ Rockery ❑ Clearing and Grading ❑ DOE Dam Safety ❑ Structural Vaults ❑ Commercial ❑ FEMA Floodplain � Other: ❑ Other: ❑ COE Wetlands Vertical Wall Pond Part 5 SITE COMMUNITY AND DRAINAGE BAS1N Community: Renton Drainage Basin May Creek �2004 D.R.STRONG Consulting Engineers Inc. 2 Aspen Woods Drainage Report Renton,Washineton Part 6 SITE CHARACTERISTICS ❑ River: ❑ Floodplain ❑ Stream: � Wetlands : Nonregulated ❑ Critical Stream Reach ❑ Seeps/Springs ❑ Depressions/Swales ❑ High Groundv�rater Table ❑ Lake: ❑ Groundwater Recharge ❑ Steep Slopes ❑ Other: Part 7 SOILS Soil Type: Slopes: Erosion Potential: Erosive Velocities: AgC 6-15 Moderate slow to medium � Additional Sheets Attached: SCS Map and soil description, Fig. 3 Part 8 DEVELOPMENT LIMITATIONS REFERENCE LIMITATION/SITE CONSTRAINT � Level 1 Downstream Analysis None � Geotechnical En�ineering Studv � Environmentallv Sensitive Areas ❑ Level 2 Off-Site Stormwater Analvsis ❑ Level II Traffic Impact Analvsis ❑ Structural Report ❑ Additional Sheets Attached Part 9 ESC REQUIREMENTS MII�TIMLIM ESC REQUIREMENTS MIN'IML)?vI ESC REQUIREMENTS DURING CONSTRUCTION AFTER CONSTRUCTION � Sedimentation Facilities � Stabilize Exposed Surface � Stabilized Construction Entrance � Remove and Restore Temporary ESC Facilities � Perimeter Runoff Control � Clean and Remove All Silt and Debris � Clearing and Grading Restrictions � Ensure Operation of Permanent Facilities ❑ Cover Practices � Flag Limits of SAO and open space preservation � Construction Sequence areas ❑ Other ❑ Other �2004 D.R.3TRONG Consulting Engineers Inc. 3 Aspen Woods Drainage Report Renton,Washington Part 10 SURFACE WATER SYSTEM ❑ Grass Lined ❑ Tank ❑ Infiltration Method of Analysis: Channel ❑ Vault ❑ Depression KCRTS � Pipe System ❑ Energy Dissipater ❑ Flow Dispersal Compensation/Mitigation ❑ Open Channel ❑ Wetland ❑ Waiver of Eliminated Site ❑ Dry Pond ❑ Stream ❑ Regional Storage � Wet Pond Detention N/A Brief Description of System Operation: Runoff from Site imperrious surfaces will be collected and conveyed to the onsite retention/detention pond and then dispersed into the offsite wetland. Facility Related Site Limitations: Reference Facility Limitarion Part 11 STRUCTURAL A?�ALYSIS Part 12 EASEMENTS/TRACTS ❑ Cast in Place Vault � Drainage Easement � Retaining Wall ❑ Access Easement � Rockery>4' High ❑ Native Growth Protection Easement ❑ Structural on Steep Slope � Tracts � Other: Vertical Wall Pond ❑ Other: , Part 13 SIGI�`ATURE OF PROFESSIONAL ENGINEER I ar a civil engineer under my supen�ision have 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. Si ed/Date �02004 D.R.STRONG Consulting Engineers Inc. 4 Aspen Woods Drainaee Report Renton,Wzshington FIGL'RE 2. 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EvC - � �. ,�� M � - : AS�°� , •� .� �• \ ,11� I , �_ AgC� _ • • •�-; � i � __ . . , ;,, ti,-•' I _ .sm. .`• .. �: ,� , :. . �i Dr i ' . I, - , ' y Trailer ark � ' 'i I AmC RdG � �— _ � an ' � �•', 'i .�' �, ,RF$rv ir. }^ ----- - - BM --- D- --•— .BP? ti% �—. '� �� i '.� � TJ.J �• • �•- - _i-_--- ��- �, '�"'�s:. '�M AgC .l_, �EvC • .. . . .. u� ., •• _ • - �� . o' �•. I�•'.��;,�' J` I � �� - . . : . � - � � - I� a'�� � � � - ,- ' , p� J!�_". . �'1 r 1► ,i , ;'. 1 • - � ` : I �I - G: �; ���° • lJ i.�� , �' - � ''; v�mc C t �,-- ' ,� � � �5 �� ;h]and ,���-�ii.� _ - ,� � •�qE GS� � ;� i ' : :� ° ,�;• . . '� .R ��.-�` V" ' /�C ' � !�.`'L ---,.1r .� •9 ' ` �ai3 . .1, �;. -� _��, _ � � � : `�h�,;�I;.' r� � , I . .. .' Age;_ _.�: --- ���. � • e . �` _— • — � ♦•, : An � . . • • _ - ___ �. � m� �I ., . . � II_ . • � `--� •�' � 'i• Tcailer . u. u EvB �� , , . � u n; -- � �� ♦�■ ■• � � arkl• ' u = u .B ��BM ' . . . _�� �'.---', ■� �� 3 ' aza ' �. , . _ . L ; ; �� - - � - t �� '- -----�—, ; . • , a ` . 'Greenwood Ce � iIIi - ; I l_� i ' �.�, I i _ i , � � .� � i. __� , � -AgC - .�••_� - . i; =ai=====.\ � _ • _ •-..• . I - � a a � 4fl6 � •�' `�.`'� � � � •' • � .. � _ - « 'arr ,n N , "� _ • - ° - p`� P, �_ _ Aspen Woods C2004 D.R STRONG Consulting Engineers Inc. 7 Renton,Washingcon Draina�e RepoR ' DESCRIPTIONS OF THE SOILS This section describes the soii series and map- Alderwood soils are used fcr timber, pasture, 'n the Kin Coun� Area. �ach soil berries, row crops, ar.d urban develo ment. Tne ping un=ts i g Y P Y series is descr'_bed and th2n each mapping unit in are the most extensive soils �n the survey area. that series. Un=ess it is specif�cally mentioned otherwise, it is to be assumed that a�hat is stated Alcerwoo3 g�-avelly sandy loam, 6 to 15 percent about the soil series holds true for the mapping slopes (AgC) .--This soil is rolling. A.reas are units in that se�ies. Thus, to get full information irregular in sJ;ape and range from 10 to about 600 about any one �rapping unit, it is necessary to read acres in size. both t7e description of the mapping unit and the Representative profile of .4lderwood gravelly description of the soil series to tiahich it belongs. sandy loam, 6 to 15 percent slo�es, in woodland, A.n important part of the description of each 450 feet east and 1,300 feet south of th� north soil series is the soil pror"ile, that is, the quarter corner of sec. 15, T. 24. N. , R. 6 E. : sequer,ce of layers from the surface down��ard to rock or other underlying material. Each series A1--0 to 2 inches, very dark bro��n (101'R 2/2) contains two descriptions of this profile. The gravelly sandy loam, dark gra}•ish brown first is brief and in terms familiar to the layman. (10�'R 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 nor.plastic; many roots; strongly acid; thorough and precise studies of soils. Unless it abrupt, wavy boundary. 1 to 3 inches thick. is otherwise stated, the colors given in the B2--2 to 12 inches, dark-b^own (lOYR 4/3) gravelly descriptions are those of a moist soil. sandy loam, brown (lOYR 5/3) dry; rnoderate, As mentioned in the section "How This Survey k�as mediwr., subangular blocky structure; slightly Ma3e," not all rnapping units are members of a soil hard, friable, nonsticky, nonplastic; many series. Urban land, for example, does not belong roots; strongiy acid; clear, havy boundary. to a soil series, but nevertheless, is listed in 9 to 14 inches thick. a'_phabetic order along with the soil series. B3--12 to 27 inches, grayish-b�own (2.5Y 5/2) Following the name of each mapping unit is a gravelly sandy loam, light gray (2.SY 7/2) sy�nbol in parentheses. This s��nbol identifies the dry; many, medium, distinct mottles of light mapping unit on the detailed soil �ap. :.isted at olive brown (2.5Y 5/6) ; hard, friable, non- �he end of each description o� a mapping unit is the sticky, nonplastic; many roots; medium acid; c��ability unit and woodland group in which the abrupt, wavy boundary. 12 to 23 inches thick. ma�ping unit has been placed. The woodlan3 desig- IIC--27 to 60 inches, grayish-brown (2.5Y 5/2) , nation and the page for the description of each weakly to strongly consolidated till, light . capability unit can be found by re�erring to the gray (2.5Y 7/2) 3ry; common, medium, distinct "Guide to Mapping Units" at the back of this survey. mottles of light olive brown and yellowisn The acreage and proportionate extent of each brown (2.5Y 5/6 and lOYR 5/6); massive; no mapping unit are shown in table 1. Many of the roots; mediwn aci d. M2ny feet thick. terms nsed in describing soils can be found in tne Glossary at the end of this survey, and more de- The A horizon ranges from very dark brown to �ailed information about t'�e terminology and methods dark b:own. The B horizon is dark brown, grayish of soil mapping can be obtained from the Seil Survey brown, and dark yellowish brown. The consolidated Ma-�ual (19) . C horizon, at a depth of 24 to 40 inches, is mestly — grayish brown mottled with yellowish brown. Some Alderwood Series layers in the C horizon slake in water. In a few areas, there is a thin, gray or grayish-brown A2 The Alderwood series is made up of moderately horizon. In most areas, this horizon has been well drained soils that have a weal:ly consolidated destroyed through logging operations. to strongly consolidated substra�um 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. 5ome formed under conifers, in g'_acial 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 5halcar soils; 35 to 60 inches, most of which is rainfall, betireen some are up to 5 percer.t the very gravelly Everett October and May. The mean annual air temperature is and Neilton soils; and some are up to 15 percent about 50° F. The frost-free season is 150 to 2�0 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 pvall grayish-brown gravelly sandy lozm about 27 inches soils, and some in the vicinity of Dash Point are thick. The sub=tratum 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. have a gravelly loam surface la}-er and subsoil. � I 8 I__.. �e�ne�bility =s mode�ate_y rar'_3 i:� �l:e ��__ace _ - _ �.13=-,•:003 =er==? iaver and su�soil and ve�y slow ia the substratum. P.00ts penetrate easily �o the consolidated ssbstsa- tum where they tend to mat on the surf2ce. Some Arents, Ald�rwood rr.aterial consists o= �.13erwood roots enter the substra�um through cracks. Water soils that have been so disturbed through urban- moves on top of �he subst:atum in winter. Available i�ation that they no longer can be classified k•ith water capacity is low. Runoff is slow to mediwn, the P,lderwood s>ries . These soils, however, have and the hazard of ero=_ion is rnoderate. many similar features. T'he upper part of the soil, This soil is used for tir�ber, pasture, berries, to a depth of 20 to 40 inches, is brown to dark- and row crops, and for urban developmer.t. Capability brown gra��elly sandy loam. Below this is a grayish unit IVe-2; woodland group 3d1. b�own, consolida�ed aad impervious substratum. A13erwood gravelly sandy loam, 0 to 6 percent Slopes generally range from 0 to 15 percent. 7'hese soils are used for urban development. slopes (AgB) ,--This soil is nearly level and undulating. It is similar to Alderwood gravelly sandy loam, 6 to 15 percert slopes, but in places ,rs ents Alderwood material, 0 to 6 ercent slo e: its surface layer is 2 to 3 inches thicker. A-eas ' P P are irregular in shape and range from 10 acres to ��°'mB� •--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 recrtangular in shape and Norma, Bellingham, Tul:wila, and 5halcar soils, all range from 5 acres to about 400 acres in size. of which are poorly drained; and some areas in the Representative profile of Arents, Alderwood material, 0 to 6 percent slopes, in 2n urban area, vicinity of Enumclaw are as much as 10 percent 1,300 feet west and 350 feet south of the northeast Buckley soils. co:-ner of sec. 23, T. 25 N. , R. 5 E. : Rimoff is slow, and the erosion hazard is slight, p to 26 inches, dark-br�wn (lOYR 4/3) gravelly This Alderwood soil is used for timber, pasture, sandy loam, pale brown (lOYR 6/3) dry; berries, and row crops, and for urban development. Capability unit IVe-2; woodland group 3d2. massive; slightly hard, very friable, non- sticky, nonplastic; many roots; medium acid; .41de�-x�ood gravelly sanuy loam, 15 to 30 percent abrupt, smooth boundary. 23 to 29 inches slopes (AgD) .--Depth to the substratum in this soil thick. varies wi;hin short distances, but is commonly 26 to 60 inches, grayish-brown (2.5Y 5/2) weakly about 40 inches. Areas a�e elongated and range consolidated to strongly consolidated glacial from 7 to about 250 acres in size, tiil, lignt broa�nish gray (2.5Y 6/2) drv; Soils included with this soil in mappiag mal:e commen, medium, prominent mottles of yel:owi='. up no more than 30 percent of the total acreage. br�wn (lOYR 5/6) moist; massi�.-e; no roots; - Some areas are up to 25 percent iverett soils th at mediwn 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 npper, very friable part of the soil exter.cs which are in depressior.s. Some areas, especially to a depth of 20 to 40 inches and ranges from dark on Squak Mow-�tain, in Newcastle Hills, and north of grayish brown to dark yellowish orown. Tiger Mountain, are 25 percent Beausite and Ovall Some areas are up to 30 percent included soils soils. Beausite soils are underlain by sandstone, th2t are similar to this soil material, but eit;�er and Ov211 soils by andesite. shallower or deeper over the compact substratum; Runeff is medium, and the erosion ha�.ard is and some 2reas are S to 10 percent very gravelly severe. The slippage potential is moderate. Everett soils and sandy Indianola soils. This Alderwood soil is used mostly for timber. This Arents, Alderwood soil is moderately well Some areas on the lower parts of slopes are used drained. Permeability in the upper, disturbed soil for pasture. Capability unit VIe-2; woodland group material is moderately rapid to moderately slow, 3d1, depending on its compaction during construction. The substratum is very slowly permeable. Roots Alderwood and Kitsap soils, very steep (AkF) .-- penetrate to ar.d tend to mat on the surface of t'.:e This mapping unit is abont 50 percen� Alderwood consolidated substratum. Some roots enter the gravelly sandy loam and 25 percent Kitsap silt substrat;mi through cracks. Water moves on top ot loam. Slopes are 25 to 70 percent. Distribution the substratiun in winter. .4vailable water ca aci�;r of the soils varies greatly xithin short distances. is low. Runoff is slow, and the ero;ion hazard �s About 15 percent of some mapped areas is an slight. included, unnamed, very deep, moderately coarse This soil is used for urban development. Ca- textured soil; and about 10 percent of some areas Pability unit IVe-2; woodland group 3d?. is a very deep, coarse-textured Indianola soil. Drainage and permeability vary. Runoff is rapid to very rapid, and the erosion hazard is`severe to Arents, Alderwood material, 6 to 15 perce::t very severe. The slippage potent3al is severe. slopes (AmC) .--This soil has convex slopes, kreas These soils are used :or timber. Capability are rectangular in shape and range f�om 10 acres to unit VIie-1; woodland gr�•ap =d1. about 45Q acres =n size. IJ i _ �-, SECTION II COl�DITIONS AI�TD REQUIREMENTS SUMMARY The Project must comply with the follow�ing Core and Special Requirements: • C.R. #1 —Discharge at the Natural Location: Runoff from the Site will discharge at the natural location. • C.R. #2 — Offsite Analysis: An Offsite Analysis is included in Section III. The Analysis describes the Site's runoff patterns in detail. • C.R. #3 — Flow Control: The Project is located in the Level 2 Flow Control area. A combined retention/detention pond will provide flow control as required. The Project is required to match durations for 50%of the two-year through 50-year peaks. • C.R. #4 — Conveyance System: New pipe systems and ditches/channels are required to be designed with sufficient capacity to convey and contain (at minimum) the 25-year peak flow, assuming developed conditions for onsite tributary areas and existing conditions for any offsite tributary areas. Pipe system structures and ditches/channels may overtop for runoff events that exceed the 25-year design capacity, provided the overflow from a 100-year runoff event does not create or aggravate a "severe flooding problem" or "severe erosion problem" as defined in C.R. #2. Any overflow occurring onsite for runoff events up to and including the 100-year event must discharge at the natural location for the project site. In residential subdivisions, such overflow must be contained within an onsite drainage easement, tract, covenant or public right- of-way. The proposed conveyance system was analyzed using the KCBW program, and is capable of conveying the 100-year peak storm without overtopping any structures or channels (see Section V). • C.R. #5 — Erosion and Sediment Control: The Project provides the seven minimum ESC measures. • C.R. #6 — Maintenance and Operations: Maintenance of the proposed storm drainage facilities will be the responsibility of the Home Owners Association. An Operation and Maintenance Manual is included in Section X. • C.R. #7 — Financial Guarantees: Prior to commencing construction, the Applicant must post a drainage facilities restoration and site stabilization financial guarantee. For any constructed or modified drainage facilities to be maintained and operated by the City, the Applicant must: 1) Post a drainage defect and maintenance financial guarantee for a period of two years, and 2) Maintain the drainage facilities during the two-year period following posting of the drainage defect and maintenance financial guarantee. • C.R. #8 - The Project is located in the Basic Water Quality Treatment area. One combined retention/detention pond will provide water quality treatment as required. • S.R. #1 Other Adopted Area-Specific Requirements: Not applicable for this Project. • S.R. #2—Floodplain/Floodway Delineation: Not applicable for this Project. • S.R. #3 —Flood Protection Facilities: Not applicable for this Project. • S.R. #4— Source Control: Not applicable for this Project. Sensitive areas on or adjacent to the Site include several wetlands. Project improvements will require filling two non-regulated wetlands onsite. The total wetland area to be filled is 2,789 s.f. (0.064 ac.) This is less than the 0.1-ac. threshold that requires Army Corps of Enbineers approval. 02004 D.R.STRONG Consulting Engineers Inc. 8 Aspen Woods Drainaee Report Renton,Washine:on SECTION III OFF-SITE ANAI.YSIS The Level 1 Downstream Analysis is included in this Section. I ' i OO 2004 D.R.STRONG Consulting Engineers Inc. 9 Aspen VVoods Drainage Report Renton,Washington PRELIMINARY PLAT OF ASPEN WOODS LEVEL ONE DOWNSTREAM ANALYSIS DRS Project No. 04-166 Prepared for: Harbour Homes 33400 9"' Avenue South, Suite 120 Federal Way,Washington 98003 �'!��F W��c��''�, y� oy � +d �� rp O� 3� �y,ti �SIONAL � n�mes 3 7 06 Prepared by: D. R. STRONG Consulting Engineers Inc. 10604 N. E. 38th Place, Suite 101 Kirkland, WA 98033 (425) 827 -3063 October 19, 2004 PRELIMINARY PLAT OF ASPEN WOODS LEVEL ONE DOVVI�ISTREAl12 ANALYSIS TABLE OF CONTENTS L NARRATNE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 II. UPSTREAM TRIBU'I'ARY AREA . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 III. SITE DRAINAGE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 N. DOWNSTREAM AI�TALYSIS. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 V. REVIEW OF EXISTL�IG RECORDS . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 VI. CONCLUSION. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 LIST OF FIGURES FIGURE DESCRIPTION 1 VICIl�]ITY MAP . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 2 SITE MAP. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 3 KING COUNT'Y IMAP COUNTOUR MAP. . . . . . . . . . . . . . . . 4 I 4 STREAMS & 100-YEAR FLOOD PLAINS . . . . . . . . . . . . . . . . 8 5 WETLANDS. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 6 EROSION HAZARD AREAS . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 7 LANDSLIDE HAZARD AREAS. . . . . . . . . . . . . . . . . . . . . . . . . 11 8 SEISMIC HAZARD AREAS . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12 APPENDICES APPENDIX A DOWNSTREAM MAP . . . . . . . . . . . . . . . . . . . . 13 DOWNSTREAM TABLE. . . . . . . . . . . . . . . . . . . 14 APPE�TDIX B DOCUMENTED DRAINAGE COMPLAINTS. . 15 m 2004 D.R.STRONG Consulting Engineers Inc. Aspen VJoods L.evel 1 Do�ti�nstteam Analysis Renton,Washington LEVEL ONE DOWNSTREAM ANALYSIS DISCLAIMER: This report was prepared at the request of Harbour Homes, Inc.for the 8.1 S acre parc.el known as a portion of the Northeast Quarter of Section 18, Township 26 North, Range S East, W.M., King County Tc�.r Parcel Numbers 102305-9344, 102306-9435 &,102305-9058 (Site). D. R. STRONG Consulting Engineers Inc. (DRS) has prepared this report for the exclusive use of DRS, the owner, and their 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, oY by others not described above, is forbidden without the expressed permission by DRS. I. N.ARRATIVE This Level One Drainage Analysis was prepared in accordance with Core Requirement #2 of the 1998 King County Surface Water Design Manual (Manual) as adopted by the City of Renton. The Site is located at approximately 864 Hoquiam Avenue NE in P.enton, V��ashington. The Project will consist of a 46-lot subdivision to be created from three existing parcels. All existing improvements will be demolished. Si�ificant trees will be retained to the fullest extent possible. Access from Hoquiam Avenue will be via two 42' right-of-ways. A combined runoff controU basic water quality (R/D) facility is proposed to be located in a tract near the Site's � southeast corner. Developed Site runoff will be collected and conveyed to the R/D facility, detained, treated for water quality, then dispersed into the existing wetland located on the parcel just east of the Site. A drainage easement through this adjacent property will be necessary prior i to construction. m 2004 D.R.STRONG Consulting Engineers Inc 1 Aspen Woods Level 1 Downstream Analysis Renton,Washington FIGURE 1 VICINITY MAP � � � � .�'= �� �---�`�,��---. �`� , �; � � ; �-� —_��: 1_ y .. � rf U � ��' '"`�`�'�'� �--�`_�"�` „ �=� ��----� �,� ���� .,��''���l ,rl ; �� � �!`����� 3 � � `��—tr fi f I � -� '� i-_r_D� � w�+-�� � ; F, N�11ry:st � ..�. � r� �� • �-*a --,, � � -�; � � . �r-�-�--- 3 _Z'._ .. .��.__ _,.,--, .r .-�tSE 1t27N S7 i .,�'-;,, __ '--.—��Yy ���-, � , j �� 5Cr��NpLw,� ;��-•-'-.'--, - - .-._,� { '? �---•-. �r.'���L�� '°'d-�.-r-""'�3 �," �~_ _.};_ 3 i 'S�`t •'-t-r-- #-, 5�:1137N57������._ .�_ T :� iNE 11TH.S7 +x�- �' � ; i^ r---?� i a7i-1 pt--r-�! f � 3 1.�� '�--, T+-1: ��:_, '��'�-+--a� w w z<*-3 --�--...� --�-- � '� � >.5E�rtaaTH.S7 � r ;'I � , r^, � -''-�C >. > .�� � � , -_� r�w=�r NE.IOTH PL"=�. �. .Q` 4 '1 '�..._ f...._.. � � :�.'T" 3 ._,: �a _ J�J� j ?� ' � � �� S ,?T � ���uT►a sTa ��� a a._� .__a ' : , I � � � ,-�� .F.T-.-�T-�;,,� 1�.,,„�r�,-�_ --2 _�}" ___ $E.y;}6TH_$1� '_c �_e NE$TH CT`T�.< �'i s�p�`""Y �i t, ° ` i �' � '� N��TH PL f I ;L ���' c5' _�_._s t �E;l�N�ST � °�rn �`�...�,�:NE 9TH,S7 ii��� n�> � � ul�; �'' �F � �` - -�� : C � ; �s }�..,. wI='�� ..�.: � `r' j _ �-._._. ..._....�_.. �Q+�..e tijr--1= . , liJ�-: 2 � .. �� � ,,,...�'3��{_�Q� `� J ^ �.,.,,,,.,.r f tC� � {j 1 =,� - ►��a�-N sr�' ����-�;� ��.^R �i---- �".s f� zar►�_st:__. ,: ��,-•-t��t ,���.r`Nf?TN Pi.�l$�1�..�.-�`��T�'�'��-`• . � � � ,� -� SE 12�7Ft ST. z �;_._.._. ; � :� �""_';,. �` Q. ;..__..____� _.. _ i i �, . �NE TH`ST �' '.z E;, � ' �j.� �� .. 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Z_� �! -1 0--��' . , _� .�M;�.._,., __: 3 '���vE��r;� Sr;�� � ..._....�—_ � � "����. �, � �`� s �'' 3 �—�� ,-- ,="�€,r`. � � -� � �*�.,� �� �t'�I c�T�arC j � � '.3 I . �I �`ss � � �''��� ``�"`€_... 1, � , �jE � � ���� � �'' � r �! � �� � .�� �'-r-° ���� i � '� `� '�ii r � -� ta ,� ��� A '� �� � �-�-�- � "J .,1 4� �- + j 3 � �� 'i #�� �"�—l� � � l f` :Y t p---�,t.'^�"# r1'_ �° 4�r;`��. *._ � �' �� �� ����-, .z a. Y P °'�sc a-.,a.�- -�U 3�m1,�,--�w . "1°."� .. ...,_.....� � i "'0 , ,, ti . ` 1 '�C)200�KiayConaiy "`r,:- .�_N� �3TN�'1--' _ . . � . .... ,. � Leqend � ,�j 'fopo Ganwurs{5t1} i_ 4a�niy�Savn��l�;y SlrO�is �T_P� Par-x� _ .� � Lakssatid L�rgu Riat�rs '1.9'rx�i K �y,J� 51r02fTf5 A'Y�';:[5 ,�V Ci � Aspen Woods ��2004 D.R.STRONG Consultin�Engineers Inc Renton,Washington Levcl I Do���nstream Analysis II. UPSTREAM TRIBUTARY AREA In evaluating the upstream area, we first reviewed the King County iMAP (see Figure 3) which showed Site topography that sloped generally to the east. Furthermore, a field sur��ey was performed by D. R. STRONG Consulting Engineers in September of 2004. The field survey indicates that Hoquiam Avenue SE reaches a high point at the Site's frontage. This along v��ith the roadside ditch system indicate that no runoff can enter the Site from the west, northwest or northeast. The topography indicates that runoff cannot enter the Site along the north or south property lines and the entire Site is sloping east, therefore no runoff may enter the Site along the east. Due to these observations, it is our determination that the upstream area for the Site is negligible. IIL SITE DRAIi�AGE The Site slopes to the east at 3-10%. The veg�tation consists of la��n, landscaping, and scattered trees around the area of the existing house and towards the northwestern portion of the Site. The remainder of the Site is heavily vegetated v�ith native grasses and shrubs, berry bushes, and moderately dense forest. Site runoff appears to flow east and exit the Site along the eastern property line as sheet flow across the off-site wetland before it is channeled into a Class 3 stream with northerly flow. The Project is required to meet the Level 2 Flow Control and Basic Water Quality Treatment criteria. No existing structures will remain. A new residence and driveway will be constructed �� on each new lot. � IV. DOWNSTREAM ANALYSIS The downstream analysis is further illustrated and detailed in the Downstream Map and Downstream Table located in Appendix "A". The downstream area is located within the May Creek Drainage Basin. The downstream path was evaluated by reviewing available resources, and by conducting a field reconnaissance. Points "A", "Al" and"A2",Natural points of discharge located along eastern line. Runoff flows easterly across the Site as sheet flow and continues offsite to the adjacent wetland/stream. From Point"A" to Point"B" the flow path begins as southeasterly sheet flow across the adjacent properties. No flow observed. (0— 190') From Point"B" to Point "C"the flow is westerly through the existing, offsite wetland. No flow observed. (190'-365') From Point "C" to Point "D" runoff enters a mapped Class 3 stream and heads north. Trickle flow was observed. Stream area was extremely overgrown. (365'-870'). �2004 D.R.STRONG Consulting Engineers[nc 5 Aspen Woods Level 1 Downstream Analysis Renton,Washington From Point "D" to Point "E" runoff continues traveling north via the Class 3 stream. Charuiel is well defined; stream area is extremely overgrown. No potential problems anticipated. Trickle flow was observed. (870'-1170') From Point "E" to Point "F" runoff continues traveling north via the Class 3 stream. Channel is well defined; stream area is extremely overgrown. No potential problems anticipated. Trickle flow ���as observed. (1170'-141�') �2004 D.R.STRONG Consulting Engineers Inc 6 Aspen Woods L.evel 1 Downstream Analysis Renton,Washin�ton V. REVIEW OF E�ISTII�`G RECORDS A review of the King County «%ater and Land Resources Division — Drainage Services Section Documented Drainage Complaints within one mile downstream from the Site revealed few recorded complaints, most of which date back more than 10 years. The most pertinent complaint occurred in 1994 and appeared to be a problem with the off-site Class 3 stream flooding. This complaint has not recurred since then and is assumed to have been resolved. (See Appendix "B") Included are sections of the King County Sensitive Areas Map Folio, which indicate the following: • Streams & 100 Year Floodplains: There is a mapped Class 3 stream just east of the Site. Field reconnaissance confirmed its e�istence and general location. (See Figure 3) • Ff'etla�tds: There is no mapped wetland downstream of the Site. However, in reviewing public records of the proposed development to the east, it appears that there may be a wetland just east of the Site. (See Figure 4) • Erosion Hazard: There is a mapped erosion hazard area approximately one-third mile downstream of the Site. (See Figure 5) • Landslide Hazard: There are no mapped landslide hazard areas within one mile dov��nstream of the Site. (See Figure 6) • Seismic Hazard: There are no mapped seismic hazard areas within one mile downstream of the Site. (See Figure 7) VI. CONCLUSION The Project should not adversely affect the downstream properties. There were no relevant documented drainage complaints within the last five years. Developed Site runoff will be collected, detained, treated for water quality, and released as per the Manual's requirements. During construction, standard sediment and erosion control methods will be utilized. This will include the use of a stabilized construction entrance, silt fences, a sediment trap or pond, and other necessary measures to minimize soil erosion during construction. �2004 D.R.STRONG Consulting Engineers Ine 7 Aspen Woods Level 1 Downstream Analysis Ren[on,Vl'ashington FIGURE 4 STREAMS & 100-YEAR FLOODPLAI�IS : �--� � � ,, � :;�,.���- _.�--:�,___,,� '�,�, i ,` �i � ----�� ,� - ; .- -.,� �� '�..,_.�.; X�� � , � n��}�.,�;i ''_.._....� g � � r-�_",M1 .'1.�`Y `�,�.i,..'"�'f�.���� �!�``� � ��^r.� � � ._..�� � � �� �� � �_ �'` c: >. �.._..� �--�+-rr � � F N�_'127N S'f '� ' �'� i � -r. �� _::,,._. ; �,._ � �r�+SE�1�TH S7, I ; � �,`�'.,�� �. _ �_µ--, �i t y�t-..� ��'1.12'tH PC� � f tr'...�""' - - - .-�'`. ;: N-- � v�-...u�....,..�.i �-t_._,_ , _, r, 1 ��- ---�� �."--, �r, ____�_.�-.-�_-�:�r+� ���E':113TN�57�. 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LL _ . . ' � --- - ;- D:32mi ' ` _ _`_",i � � , i , r_..,t_. .-� 0 . . _ ..,L _ . . __..='--xr�".^...°^_"f"'.d.-.-+,._,_<... _.. i , .___ ' �BgB(1{� � � , .^,ouniy Sound��y � 1��J Ye�r Fbodpain 1 Siteets �; Par�rels �� ��:��• � Lakus end lar�s Rivers � 1 ,,n/ 5lreama ,n, nrxr=a x .. ;cn�Y.;. m 2004 D.R.STRONG Consu!ting Enoinecrs Inc 8 Aspen��'oods Le�•el 1 Do�ti�nstream Anah�si� Renton,14'asnmgton FIGURE 5 WETLANDS ; , _. < ,� . - , r.--� �'� ,� � �� � _ � � '� ,4 ��. ,_--•_ '�_r: " �� i '�°�" ..-.'_3 .,t.. r. � ' .. ..__� ��-'s ����� "'_. 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W I � I v m I I I I � � o � Y A � O n O y T 41 � A � Z � � A ' � � � ���� ASPEN WOODS � � o � � � ��, ��. �� � � DOWNSTREAM ANALYSIS � �.°.� 0 4 ` D �q,� ����'� DOWNSTREAM MAP � � � �� ��p�� y � � � q�p� � DOV�'NSTREAM TABLE m 2004 D.R.STRONG Consulting Engineers[nc 14 Aspen Woods Level 1 Dow�nstream Analysis Renton,Washington Surfacc Water Dcsign Manual, Corc Requirement#2 DOWNSTREAM PATH BASIN: Ma Crcek Draina e Basin Symbol Drainage Drainage Component Slope Distvice Existing Potential Observations of field inspector Component Type, Description From site Problems Problems resource reviewer,or resident Name,and Size Dischar=e Typc:sheet flow,swalc Constrictions, under capacily, ponding, tributary area, likelihood of problem, see map Strcam,channel,pipe, drainage basin,vegetation,cover, % 1/4 mi=1,320 fl overtopping, Ilooding, habitat or organism overflow pathways,potential impacts. Pond;Size:dia�ncter depth,rype of scnsitive arca,volume destruction, scouring, bank sloughing, Surface area sedimenlation,incision,other erosion A,A1,A2 NATURAL POIN7'S OF ALONG EASTERN PKOPERTY LINE O NONE OBSERVED NONE ANTICIPATED DISCFIARGF, A-B SOUTHEASTERLY SHEFT SHEGT FLOW ACROSS ADIACENT RPOPERTIGS ±3 O-±190' NONE OBSERVED NONE AN'17CIPATFD PLOW B-C WESTERI.Y SHEET FLOW WESTERLY SHEET PLUW TIiROUGH t 3 t190'-36S NONE OBSERVED NONE ANTICIPATFD WLTLAND. NATIVE GRASSES, AND SMALL SHRUUS. C-D NORTHERLY CHANNEL FLOW ENTERS A CLASS 3 STREAM,WE(.L t 3 ±365'-870' NONE ODSERVf D NONE AN77CIPATED FLOW DEFINED CHANNEL, TRICKI.E FLOW OASERVED. D-E NORTHERLYCfIANNEL FLOW CONT[NUES IN STREAM. WF.LL ±3 f.870'-1170' NONEOBSERVED NONEANTICIPATED FLOW DEFINED CHANNEI., TRICKLG FLOW OBSERVED, HEAVILY VEGETATED WITI1 NATIVE GRASSF.S, SMALL SHRUBS ANU BERRY BUSHF.S. E-F NORTHE}tLY CHANNEL FLOW CONTMUES M STELEAM. WELL t 3 ±1170'-14IS NONE OBSGRVEU NONE ANTICIPATED FLOW UEFINED CHANNEL, TRICKLE FLOW OASERVEU, HF,AVILY VEGF.TATED WITI( NATIVE GRASSES, SMALL SHRURS ANU BEEtRY BUSf IES. i ; � � ,--, APPENDIX "B" DOCUME:�ITED DRAINAGE COMPLAINTS �__, i , �_ I � _! � t. i I �2004 D.R.STRONG Consulting Engineers Inc I S Aspen��v'oods Level 1 Do�timstream Analysis Renton,Nashington Map Output Page 1 of 1 i�`}! King County ,!"'," " - - .:, _ ,� ��'�"'� Draina e Com laints I. _ � _� f .-- I_'_"_' �^ !' i � �,—___ �� __ _ � �'1 r�E ��t� �� �, _;� ;_. �.:1 - i'-r, - � � � � �J___, :�:r-t- , .-1.�_._._� ��- �;i � -=N�-1 1H �T- ' S��o,O,:l.•i��L� � � lr- Q �.�_ ( ��V,=SF�U;�_�,� �, �5 � � �� � ( � �r ^-,�-�- r '�—_ � �` �� ,�-^'�. ._.1 `l_�r�T�1� cc ;-,�'T�i,:.rr`�n f .'�'-'r--j �' r � . i � �i -��'• i - -�_..•,ti.�C��i(j�-•�. r-�^'=1_I —�.i'-- `'.C`��f- � , '. � i �` ti-� ' n�� ' � �-}�' �n; '1�-I r �'�\- � r—'�v �I '-� hJi � .t: �I - � f - y � .C-� F�,� i J�� �� 1- � ,3, � 1 i t +� �. �L`��h ,��'.! �� ' i J' ' � x �����j , —Y �'~� , a� �--�,'i� � ' � ' ( � �--a f ``� '�� --t{-�' 'NT, I � ,� _ ' ,�-��-C�' h!�_�T i -L.._ F z ^```:� !�r-� ..�,�; I, ' � � -:--- 3 i�--� .��=- "_�.— '��,�--,SE'1�2 7 N_S'(. � , . -�-+r..-�;� ', � � ' '-- ��E 1 �'N p _ ,`�r7��; t � � i i i � '-i 'i.._ ��r �--��r .��.�i Y�-` "�--t E- ' L SE�� � � 1 �I 'I � I ';� -�-�-� :--�-v '113(M S J � ::T'-13T FJE 7:1�T N 51.���i� :�i ! r-,� — SE,:�r,�r���l"T' i . � �L._��._�� i--------r-�-= t- � - � =� � ; � �L��"�'-' �' u i,, =� .�._,_u:� � - ' c--�;��S_-�1 C 7.}�.,�sT� � i -�; ��.� �r ` . '� �'r �j�— r.�� ! '� � ^� ' • --i _ '� �;I�l� ���-F{ tFL1 �~ ��� y ; � W,—� . _�' _`� 1�� � I. �.�----�-i 'r^�' +{-.�1_l.. �{ -+ t �,.J � . __�n �'" -�---�- I --i �.1.A �_ J � -£�, Jf i I ,."! �, � � ~�'�' _"dt�cT t i ~Y,� C- '� �t -'----�-t'-F^ � , r' rir ��{�� +��, L_} - L - c� _.i- � Y_ ��_11�7 N 5 ry- I C-� _ �� � r��� _r�.-.:_! 1�• .�_•-'4 � -, __-, � � �-' r„�... J� � �''-���E T H,F?L' ,, '�'s �� I ' � _u F=i Y 1�H_S� � � "i �� i �_� �i � !tVL:y1 fi c1� � �` �., �yt� Ti—� �r I. -'�_�i � �+� .� � � � j +; --. � 4� {- �,-�--a, - l�^� ��� --- --- '`� ; t � � _ -r--�..�y[�. ( -. _ rr' ! r-��� f—: -- L � { - �� ra��i tt:�lt � =-E�-, � �i = �, / �` !�.'i ; �, ,- _L-Tt.. . (__ f� r— �'_, -- � — s`�.-y�u-{fi.S�T._�� �� ;- ,�_-� -�r�� T-r�i�� . F -�I-� , -r �_ , —.--, —� . _i afi ri s r � -r .�L;:� -� � E �'��y ;� —1$ ' -�- � ! 1 � ' `' �''�c--fi �.��� �r.i. �{{ '�; .f�...a..�.( r r r--�'--Ei�'-��'_�i i ! . ''�—_. .,�'�'.i'`'—.,.=-`-'--� .:tJ t---::s .=.,�' -�{ . � c' [ ' � �.�'„�. �-`T _ i ;� ctiF-"__ ,�y� ' } ^ "— . �--�.����! ��' fJ f�i I 1 r L.� Y 5 �r`:' ; �E�t2 M�S 1 �L------�i�...� .---,-.�----� �� �-� _- ��"""°'�;�,.L. ��'� � � _-- � .�., �i-� ��'`' i � �'� - i-�-i j ,� t �}-� 'x C ;� - l�- - .� — � � ` � - �'i-1� =-� � . :-�. �' _ �.h-�-;1 ��� E�t� 5t '` � '� .�E , a,-1� 1, .: � i f ti:��r :�'�' , _ ,� 1 - �rc`-;T-�—�-- _ � -1 cy 1! :; �-. ,i--`� [ ;r {Cj 2D�9 Kiny CouniY__ i 'i� �.�i ��:�� •�i.__C' � ^ � � _ 1708it�- :��:-- Lec�end • - U1LRD I7raina� a� Saints ! _ :.�unty$aundary � _ 3 � 5iraals ' Pa�a}s �' F �,q„�,�. � Lakas an��'_a�a Riva� � n:7-,3s �ry $V8e1I715 ;,xi'C: he information included on this map has been compiled by King County staff from a variety of sources and is subject to change without notice. King County makes no representations or warranties,express or implied,as to accuracy,completeness,timeliness,or rights to the use of such nformation.King County shall not be liable for any general,special,indirect,incidental,or consequential damages including,but not limited to, lost revenues or lost profits resutting from the use or misuse of the information contained on this map.Any sale of this map or information on his map is prohibited except by written permission of King County. ICfnq Cou��GI$_Center�News�Seryices�Comments�Search By visiting this and other King County web pages,you expressly agree to be bound by terms and conditions of the site.The details. http://ww��S.metrokc.go��/servletJcom.esri.esrimap.Esrimap?ServiceName=overview&Clie... 9/10/2004 AU6.24.2004 • 3:23PM KC WLRD • „�.o�L _y, .` , -- " '' KING COUNN SURFACE WATER MANAGEMENT DIV{SION ' '-� .., �R l 4•.Ss � � I7R,�INA�x�? �N�'ESTIGATION REPOR'T C Page 1: INVESTIGA710N�REOUEST 7ype Racelved by; L, /'�T,�-�;.- Data: /��9� 9¢ OK'd by. ���"✓ File�No.���� d v ; c�- ►Cei►red from: (Plsase print plalnly tor scannlr►e). (Day) (Eve) , t�aM�: ,�/�'✓! �t�� �c�'� PhIONE Z�S— �'rJ�S ng ; F )RESS: I�G �.� /�O �N !/�c�Lr C1ry ��7[JY�/ �7tat0 �p [ C] Q�� , L ation of problem, tf differen� � keported Piob/em: �l C�r ✓77 _l/��'6Lss� • ��S�c 7✓% �a ��O�'n � ���? /�^�A �,,�.a tL S I�►��'r'�, �r'?rd�3�' �5��"-c.I.J�cs. �� ' � � '� �'at name: ,y Lot NO: BIoCk No: ,y , �thsr agencles (nvolved: � No Fleld lnvestigation Needed n�r�w� '� . �. �l� !G _�� Parcel No. /D � � Kroll Th.Sros: New(Z 7 �7 c�5' 9 ss3 ��a s r R o�d 3SE�j Basin �1� Counc� Dist Charge No: :SPONSE: Cit¢en notffled on !�//- y �phone____ ietter�_In pe�scn _74{� o��s �/l�z.-Yc,� +� ,.•,�r►-� �,� �� yd�/ {0 7��-/�� ���� �,. ,��r,��r . ��L� � , l5POS17"/ON: Turned to��y�on - � by OR: No further actlon recommended beCause; � Lead a�ency has besn noCfied: _Problem has been corrected. _No problem has been Identlfled. Prlor Investigatlon�addresses problem: See Fila# _Private problem- NDAP wIf!not conslder because: Water originates onslte and/or on neighboring parcel ' _Location is outside SWM Service Area _Other (Spec�y): � �ATE CLOSED:� 2-2/� by:,� r�4- �— �AUG.24.2004 3�24PM KC WLRD -------- IIV.VVL � ,� � • . • � KING COUN'iY SURFACE WATER MANAGEMENT DlVIS10N ... �. , DRAINAGE INVES'�IGATION REP4RT ' . , ..� . Page 2: F1El.D INVEST{GAT'ION - � . � . - � . , � • � ' • , . ' . � � � , n�t817S Of/RVBS�8ti0I1: ! , ' COMPL.4Il�'T#9M1000 MET'ZGER .' ' . Investigat�d 1�-95 by Dong Dohkins . Mctt with Mra,Mdzger onsite to disc.vss hcr drainagc cancorns that flooded rhe base�uent o�hcr banse. The bascmeat was floodod and dam�,ged thra�roo�ns and a bathroom. Mctzger lives belorov road gtade aad redov�c�s�tes$om 148th avc SB and a]so a ditch to tha aorth of her propesty that is aimed r3i;ht ac her boasa. She has a sroaII yard drain in tbe narteast corner of2►er lot tbat trus to handle this t1ow.It appca�s the swa]1•yard dmia covldn't haadle tbc flow a�wat�r and overtoppod and flooderl the basement This roadside ditch h�s watcr conGibuted by tlu�x ptoperties to tbe north of Metzger that drains into thiv ditch. Mta.Metzger wants t�lnoa who is responstble for this d:ainage and who c�a Sx the psoblem. •'�•, :'\. . , :.y., � . � � ' . ...._,,: ....... :t Sketch: � �" ' 1r sa 116th 5T � . � � � � �: � , �. - �i;' ����,N.' . � re ScS�r�e-� '' . _. 45- obd`� r� . `�--..._.. .�-- / 148'T'8 AVE . SE , Investigated by � Date AUG.24.2004 � 3�c4PM KC WLRD � - I I - - � _ , ,_.--- - � � i r„ —. --- - . NEIGHBORHOOD DRAINAGg ASSISTANCE PRDGRAH COHPLAINT EVALUATION MEHO ' DATE: 3-15-95 TO: RANDY SNOW FROM: ALAN MEYERS p�`� NDAp EVALQATION FO COl�IPLAINT N�. 94-1Qa0 R M M�T2f3SR BACK6ROUND• � I The original complaint wae called fn on 12-29-94 and Doug D. completed the initial field inveatigation on 1-6-95. Randy snow and I 6poke to both Mee. Metzger and Schroeder during our field evaluat3.on on 3-6-95 on surface �aater frora etreste, paeturee and yards north and eaet of �detzger's property which accumulate and tlow into a very narrow draiaage ditch within the l�eth Avenua SE R/W flowinq eonth alonq the west eide , vf 148th into the NE corner of Metzger's yard which a.9 a low point below road grade ia this neighborhood ba�in. The flow partially draine into a private CB at the NE coraer of her yard wbich conveye some water through an 8 inch buried CPP pipe weet around the north eide of her house and dischargee weat into the schroeder'e horae pasture(eee complaint 95- Q OOD9) approximately 6 feet lower tha.n Matzger'e bsck yaxd level. A emall p�nd forme at the NE coraer o! 2ietzger'e yard and during receat heavy runoff flooded into her baeeroent filling eeveral bedrooma and a bathroam, damaging furaiture, carpete and wallg. The Schrceder'e oomplaint includee reported eroeicn, aedimeatation, ar�d j increaeed miaor flooding acroas their large aloping hcree yard/pasture � from NL to SW towarde a low wooded area which denelops into the upper channei of Honey creek which ie tributary of Msy Creek. For this raport, ' the horse paeture area impacte are coneidered to impact a horse boarding coimpercial bueinese. FINDINGSx Since the problem meete all of the NDAP project criteria lieted beiow, it qualifiee ror and hae bean iaveetigated under the NDAP program. • The problem eite is �►ithin the SWM eervice area ar►d doea not involve a Ring County (KC) code violation. • The problecn eite showe svidence of or reported localized flooding, erosion aad/or ssdimentation within ths ofP road drainage system on private reeidential aad/or conunercial property due to later upetream devel,opment {Property other than RC or StaCe roade, pnrks or echeols). � • The problem ia caueed by surfnce water (not groundwater) from more than one adjoininq property and crestee impacts : beyond the property ownere� control. , • Yf there ie oaly one afPected property, that property oontributes leee than 75$ of the problem runoff. iJOTS� This project has top priority rating uader the NDAP because flooding of living apace has ocaurred from a storm judged to ba ' less thaa a 10 pear storm eveat. ;+ PAdE 1 OF 3 ' A � AUG.z4.2004 3�z4PM KC WLRD ; � - � � � . . i OPTION5 AND DISCDSSIQN Opticne coneidered to convep the exceee eurfa.ce storat water paet b�th � pr�pertiea include tha following: 1. 2s►stall a.n underground 12 inch etorm drain eyetem from the � , corner oP the Metzger'e yard aear the exieting C9, weet approximately 130 lineai feet to juet ineide the Schroeder'a property line. Two Type ' 1 CBa would be inetalled, one at each ead of thie 12 pipe. Frotn the vutlet of the eacond CB to bQ located near the NE coraer of the 3chrcedsr�e horea yard on the eouth dide of ths C8, a ecour protection rip rap outlet wouid convey the atorm water eafaly into a graeaed earthea ewale abovt 8 feet wida which would run approxirnately 175 feet eouth alonq the schraeder'e eaet property line where it would diech�.rge intc an exieting ditch line flowing east to weet dowa into what appeare � to be a natural drainage channel which flowa weet-ncrthwest. Thie etorm water ewale would iaclude a acour protection etructure/facility located at the outlet of the atorm drain pipe in the SE corner of the horse yard in order to eafely coavey ths peak flowa from the end of ths grassed swale into the existing east-Weat man-made ditch. 2. Thie optioa is eimilar to No. 1 deecribed above. The difference ia that the conveyance facility from the N� corner of Metzqer's yard weat to the Schroeder'e NE corner would coneist of a grase lined ewale in place of the 12 inch storm drai.n pipe. Thie option would iaclude a U shaped diacharge chute made with eeveral rock gabioa/Rano mattreeeea eet on a layer of heavy duty filter fabric located at the end of the ewale at the weet side of Metzger'e back yard. Thie chute would provide soil erosional protection where the storm runotf wculd diarhargs from the upper Bwale down iato the ewale to be located along the eaet side of tha Schrosder'e horee yard. From thie point, the atarm water wvuld be conveyed eouth approximately 175 feet ae daecribed above in Option No. 1. I II�ACT SCORE = 22� PROPOSED SOLUTION: i Since the ea�e conveyance of the peak atorm runof� threugh the Motzger's I yard ie of primary importance, I recommend Option No. 1 be employed to � eafely convey the peak etprm urster flows past the 2ietzger's house. � Since a graeaed ewale might erode or wash out and faS,l resulting ia , another baeement flooding event, the storm drain facility included in Option po. 2 ie preferred based on reliability and safety. However, � there is a qusetion whether or not a Type 1 CB and 12 drain pipe would hava the capacity to adequately protect the Metzger'e yard and home, A emall baein etudy was completed in order to verify the eize of storm drain facility rBquired. 2he reBulte of the atudy using the S�UH computer model werB as shown below: Baeic Data From Maps and ths KCSWM Deeiga Manual: ' Baein Area 3.6 Acres t 25YR-24HR Precip. 3.5 Inchea Tc 24.0 Minutea Soil Type Alderwood Group C lqreaa and CNe: Pervioua AXea Impervioue Area $ of Area 75 25 Area in acres 2.7 0.9 CN 86 98 PAGE 2 oF 3 i I � i �-- - RUG.24.2004 3�25PM KC WLRD -- --- - - i i &ESULTS oP THE SSUH �TBOD SASIN ANALY3I8 FOR Z5 YEAR STOR1ds PEAR Q CFS 1.'!0 , ' T-PP�A]C 8RS ?.63 voLUME cr 3i,065. Based oA a deeign peak flow of 1.7 CFS, a 12 inch concrete etortn d�Cain ' pipa at a 23 elope would havs an ample capacity of 5.5 cPB. However, e3.rice the maximum capacity of a norma� Type 1 CH grate inlet equale only about 1 CFS, a.n expanded grate or cone type rebar inlet etructure would • be required along with a below grade rim inlet eet in a depreaeicn ae �aell ae a raised ma�onry type �emi-circlQ wing wall around the CS inlet to belp contiae and direct thQ peak rlows down i.Atc the CB inlet. A graeaed earthen emsrgency overfiow ewale i,�ould alao be required to convey pesk fiowe exceeding the deaign peak flow of 1.7 CFs arous►d the houee. _ Thie pxcject ie eetimated to coet approximately $ 11,200. The feasibility of thie project includea the follofri.ng limitationas l. The clearance on the north eide of the Metzger'g houee is tight and will probably elow conetructioa work along the north property line. Acceee to the backyard will require temporarily removing a portion of a 4 foot high fence i.n two locations for equipment and installatioa of the storm draxn along the north property liae. 2. Utility conflicte aloag th� north praperty line are unknown except the exi9tinq 6 or e inch CPP drain pipe ehowrs on the field investigatioa report. Other utilitiee could be in the yard areae7 , 3. Conatruction in both yarde may be limited by poor soile aad the horsa yard operations including breeding/foaling eeason or othsr • sensitive horee ieguee. The project muet be coordinated Nith both owners as required • � PRIORZT]C 6CORE a 1.96 ! , I FYLE NDAEVut..Doc iN WoxD 6.0 AEu 3-7-9 PAaE 3 OF 3 i , i . I � . � AUG.24.2004 3�25PM KC WLRD . No►siNa ��w3�drv�w a�s.dnn 3�d�dns u.rvno� �K���--- , -- �-�--����-- � � . . _. .. � -- - � � --�.,..�,.,,..�,` _. . � KING COUN'I'Y SIIRFACE WATER MANAGEMENT � � YNTEERrTAL MEMORANDIIM : . , . TO: Tim Kelly,P.E., Seaior Engineer,Pmject Managemer�t&Design Unit . FROM: Glean Evans,P.E., Senior Engineer,Drdina.ge Investigation Unit DATE: 11-6-95 , sv$�c�r: �or.ar.,owYrr nvFo�TTox: ��czGEx 9a-i000 ; I PER OUR M'EE�TIIJG WYTH YOU LAST WEE� WE AAVE CONFIRMF�7 T'f�AT TF� AANIAGE DONE AT TT� METZGER PROPERTY WAS CAUSID BY LESS T�3AN A -10 YEAR-24�OUR STORM. IN FACT TT WAS CAUSED BY 1.�4 INCHBS OF RAIN IN 24 HOURS WHICH EQUALS LESS THAN T�IAT OF A 2-YEAR-24 HOUR STORM (2.1 INCHES). THIS PROJECT'S RATIl�TG IS CONSEQLTENT�.Y REVIS£D 'TO A SCQRE OF 999, OR T4P PRIORITY FOR YOUR 1996 PROJECT LI5T. Please cornact me at 296-8386, or ALAN MEYERS, the investigating en�ineer, at 296-0411, if you need more information. ' cc: ALAN MEYE,RS . . ' - � I I I I � � I SECTION IV FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGl�' A. E�ISTI'�1G SITE HYDROLOGY There are existing improvements on the Site (two residences, outbuildings, and paved driveways). For the purpose of these calculations the predeveloped site conditions were modeled as "till forest". Modeling input Land cover Basin A1 Till forest (ac) 8.15 Till Grass {ac) 0.00 Wetland (ac) 0.00 Impervious (ac) 0.00 Scale Factor: 0.81 Time Step: Hourly Data Type: Reduced Project location: Landsburg Totai Area: 8.15 Table 1 Pre-Developed KCRTS Modeling Input Modeling results Return Basin period �-� 100 0.720 50 0.683 25 0.608 10 0.495 5 0.387 3 0.355 2 0.286 1.3 0.099 1.1 0.070 Table 2 Pre-Developed hourly time-step KCRTS Modeling Results �2004 D.R.STRONG Consulting Engineers Inc. 10 Aspen Woods Draina�e Report Renton,Vb'ashington FIGURE 5. EXISTING HYDROLOGY MAP m 2004 D.R STRONG Consulting Engineers Inc. 11 Aspen Woods Drainage Repor[ Renton,Washington i �� �, ..., ___ � �r� � -� I - �- - �:. _ - - � , �w,.T- .���.., �,_.,- , ,� LL = �-� ,.,..,.,.�' �.. ..,.,�,,:.. r� � ._ � _... :.__ - --- t-^---�..�- ,__-- - - AM A� .._.- -� �.�n._ •� — ._..... ...>• ... , ��.5 ,LL �.: ., _ _ .. �,.,�;�;: .._— .._. ._� ._'__"'" ' _"_. •. �y i _'_ _ ... -- ' ' � � " — 91^ _ ' � .. .... ._ ... — `�." _ ....... ."'"__ ..-�..�.MJ ,_ _. .."' — .,.r_ ..... � .... _. � l\\� "" .....�v�...:. _ _ (4...-....... �m_._ - ._.�.,m._.._._.� .;� - . � �-..,�.y- I ..;_ � � . �_�� v �-._.�..�._. - i--��e-.�. . . .. : � �,..._ ... \ ._ _ �;, __ .... _•-. �-- t' � i i.-=- ;-- ^ ���-- - '1� � 7 / �v x�,�r� � � u.�. � ��� !�� p� � �� f�.,°i"�\ f� �� �..__.--- �1��d `(;�'1�'" � � �,►� � ��('� �t "I ,r' 4�' �7�+..____ �}., k�^ i�� �\ ( / �' n \ � � ., � � � .. �i, . �� ` �__.. 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F. `� , � � �d T�� tL?i � �f^ � y � �_. �t a��� � �-- .,�U� �4A,'�����"� ��...tif�� �¢� ,� ;.'� ��,�� ��� r �Rta, °C ��� �,������ (I 1 �' � ! 7��' . fi�. � y,u � y�� E�.; r� - ' �tj� �{'�� ���-�,v � ��.1aA.� b,� , '�h� j �� ��� n',,,�, *I,1 �il;.a, �'� ti,��. -- — - - , '� !� ' ` � ���� ' �saa :, �,��" \q � ��A„��� -.\ ���s, I�i#- '�-- , , .._—�E� �1�����' � �� �i ��,� ,; ��__.._�--�----�14�� R �b'����°��t'��'�� � f�� �Y��)i��'i�x��\; �'� - - �;' 1 J 'h, � �..__ _ � �._. \, � ___ Y r.._� __ �--- _......_..__�uv , � � -- - .. � ' , �\ �_.__.�. � U� n n � � G) � � � Z U�Z C) -p� 8 S ._[ —'� A C, f� � � y n �c) ,� �s Q � � �I � N _ � c� �o � � � � g � �_^ ���� O ASPEN WOODS � o � q � � ����� DRAINAGE REPORT � o `O 4 �g p=�^ FIGURE 5 I � � �-� ��U�� A j � � � � ��� � �� � EXISIING SITE HYDROLOGY m � ��3Z .� �' rA 'g��� � B. DEVELOPED SITE HYDROLOGY Soil type The soil t�rpes are unchanged from pre developed conditions. Land covers The portions of the Site w�thin the proposed lot areas were modeled as till grass and impervious as appropriate. Portions of the site that are v��ithin the public right-of-way were modeled as impervious. Modelin� input Land cover Basin Till forest(ac) 0.00 Till Grass(ac) 3.00 Wetland(ac) 0.00 Impervious(ac) 5.39 Scale Factor: 0.81 Time Step: Hourly Data Type: Reduced Project location: Landsburg Total Area: 8.39 Table 3 Developed KCRTS Modeling Input '��Iodeling results Return Basin period 100 3.18 50 2.83 25 2.14 10 2.10 5 1.85 3 1.80 2 1.77 1.3 1.74 1.1 1.09 Table 4 Developed hourly time-step KCRTS Modeling Results , �2004 D.R.STRONG Consultine En;ineers Inc. 12 .Aspen Vl'oods Drainage Report Renton,Vb'ashington Modeling results Return Basin period 100 8.18 50 7.27 25 5.44 10 5.22 5 5.19 3 3.71 2 3.45 1.3 2.52 1.1 2.50 Table 5 Developed 15 min time-step KCRTS Modeling Results �20�4 D.R.STRONG Consulting Engineers Inc. 13 Aspen Woods Drainage Report Renton,Washington FIGURE 6. DEVELOPED SITE HYDROLOGY MAP Q 2004 D.R.STRONG Consulting Engineers Inc. 14 Aspen��'oods Drainage Report Renton,Washiagton � —.� , .� _;:� -:� '. N LOT AREA = 6.17 AC. 1� t -! 3,000 S.F. PER LOT MODELED "'� - >>�'� '��� �' =`�-. � -�� ��� _ � AS I�APERVIOUS SURFACE. � � r ENTIRE PROJECT (WCLUDES; � KCRTS INPUT: ' ��*�� IMPERVIOUS AREA = 3.17 AC. �/ , _ PORTION OF RIGHT OF WAY) t�` —j�� ', IS ENCOMPf��SED W ONE' TILL GRASS = 3.00 AC. �1. — ��— � �r�i� `_,4 .� , " .- SUBBASIN ,�OT__ ALLING 8.38 '�C+�E�;; ; ; *POND AREA = 0.29 AC. EE 1. _ 1' R. i �� �_e, i �_ !y � - / � / /j � , i . / 1 '!' 2' "'- 7_ 1- ' ,_ A,/i ; ROAD AREA = 1.69 AC. '� � � ; /`�� :� ; , � .__ ,� � � ._ _ � - �'9"� �" � _ : CONTRIBUl1NG R.O.W AREA = 0.24 AC. i'� uws� �� � �- �`' � � � : � ` - � �, ��� ���=' ��� KCRTS INPUT: Rar. ; i �� IMPERVIOUS SURFACE = 1.93 AC. �� _ � ` � � ( `�� _- -_---- � - - - --�- _" _ y !1 ' � � ' I - - , "-` - �— ��s� . � . €II '���i�� � _ ' :ti:f»�-�� / -�' `�`' _"^-� ,` � ' ��. } l- � -'� � ,\ ___ �` I.j �f� O /' ( L'- / . �` = � j I �� ,I ' Q � � 0 p '� � , 4 . 4i � 43 � 44� ' �S'' � �� �� 3 � � _ �`� � i ' ��� � � �� � - �t2 -�� Y'� Z � � (75 '' l � �=. �' _ �1. yJ W 2 li i, � . _ /" , �` �' / N < a ��� _ ' �\ ��� Q � � T�s, � •; � i � i� " �^ `\ '/� p I I` � j/ �j � �; � �i�` �� �,`.f l�/ i � ';� /• r 1 - / '� � II� , ;.e � � — � ' � � - _ ,� � -� � i t � �.. �._.._— h , � , ,�.` ��.,}��. ,' ,.\�, - \ �` �-, , �� � � `� ' � ;y� > � ' � , . , . 7 i , / � i -- i I � � , / � i - , + - __ •` � � '; f/ / \ 2t /% 20. y.22: 4 , I I �� �� r�� , . ����. � ' � �• I — I ' i � i 1 � �' i� I � '. f _ � \ —Y-� �� �'' ��'� � I ^• � � —! � � � `: ,. � ., , ;� N � � �� . j, ���,.\ ; '` \ ��� i J � I ` I � ` ,� � `f�} � ^' �' �� / � ., . , � �/ � �,; * ti 15 � � ��� �� � � � � �- I . '� ;�. ., ,` , � � �B - � D.R STRONG �, -_ ' 1 • �A i :`� CMauMbiy Enphws NG - ����� i 1 � FNONmtS• PLANNQ6 � AlRKY0R5 �`� � �� ; .�4i, ioea�an x+�¢amc ta �Mo.wi.amv I � ; , � �_. . , j ,, � ii (4��-� 'j ( : `�/ � r ` _ �J ,, ' � GRAPHI� S�AL� F�i,���.'-� ' . / i; �' ;' �' � , 50 p 50 1 GO 200 i :' ; Ij; ( � 1 ��, ��� 1` '� � oa�FrER: MAJ i'l "::t 1 INCH = 1��0 =T. ��cN� MAJ s �. E t;�' PR0.ECT ENqNEQi: LRJ � �- i o�1E: 09-OS-04 � PROJECT NO.:04166 9i�T 1 OF � L�PIRIGMT L'-�j20D1,D.R.STRONG COh<U'_TIN�EN:JN=EP.S INC. C. PERFOR�ZA.'vCE STANDARDS The Project is located in the Leve12 Flow Control area. The Level 2 performance requires that the developed condition's durations must match the predeveloped durations ranging from 50% of the two-year peak all the way up to the 50-year peak. The Project v��as evaluated for onsite infiltration and dispersion of roof downspout runoff. The lots have insufficient space to allow for infiltration or dispersion of roof runoff. D. FLOW CONTROL SYSTEM Retention/Detention Facility Type of Facility: Detention Vault Facility Length: 98.74 ft Facility Width: 98.74 ft Facility Area: 9750. sq. ft Effective Storage Depth: 11.00 ft Stage 0 Elevation: 0. 00 ft Storage Volume: 107250. cu. ft Riser Head: 11.00 ft Riser Diameter: 18. 00 inches Nsmber of orifices: 3 Full Head Pipe Crifice # Height Diameter Discharge Diameter (ft) (in) (CFS} (in) 1 0.00 1.50 0.202 2 5.50 1.59 0.161 4.0 3 8.00 1.70 0.136 4.0 Top Notch Weir: None Outflow Rating Curve: None Stage Elevation Storage Discharge Percolation (ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) 0.00 0.00 0. 0.000 0.000 0.00 0. 02 0.02 195. 0.004 0.008 0.00 0.03 0.03 293. 0.007 0. 011 0.00 0.05 0.05 486. 0.011 0.013 0.00 0. 06 0.06 585. 0.013 0.015 0.00 0.08 0.08 780. 0.018 0.017 0.00 0. 09 0.09 876. 0.020 0.019 0.00 0.11 0.11 1073. 0.025 0. 020 0. 00 0.13 0.13 1268. 0.029 0.022 0.00 0.34 0.34 3315. 0. 076 0.036 0.00 0.56 0.56 5460. 0.125 0.046 0.00 0.77 0.77 7508. 0.172 0. 054 0.00 0.99 0.99 9653 . 0.222 0.061 0.00 1.20 1.20 11700. 0.269 0.067 0.00 �2004 D.R.STRONG Consulting Engineers Inc. 15 Aspen Woods Drainage Report Renton,Washington 1.42 1.42 13845. 0.318 0.073 0.00 1.63 1.63 15893 . 0.365 0.078 0 .00 1.85 1. 85 18038. 0.414 �.083 0. 00 ' 2 .07 2. 07 20183 . 0.463 0.088 0. 00 2 .28 2 .28 22230. 0.510 0.092 0.00 2 .50 2 .50 24375. 0.560 0.096 0.00 2 .71 2 .71 26423 . 0.607 0.101 0. 00 2 .93 2. 93 2B568. 0.656 0.104 0.00 3 .14 3.14 30615 . 0.703 0.108 0.40 3 .36 3.36 32760. 0.752 0.112 0.00 3.58 3.58 34905. 0.801 0.115 0. 00 3 .79 3.79 36953 . 0.848 0.119 0.00 4.01 4.01 39098. 0.898 0.122 0.00 4.22 4.22 41145. 0.945 0.125 0.00 4.44 4.44 43290. 0.994 0 .129 0.00 4.65 4.65 45338. 1.041 0 .132 0.00 4.87 4 .87 47483. 1.090 0. 135 0.00 5.09 5.09 49626. 1.139 0.138 0.00 5 .30 5.30 51675. 1.186 0.141 �. 00 5.50 5.50 53625. 1.231 0.143 0.00 5.52 5.52 53820. 1.236 0. 144 0.00 5.53 5.53 53918. 1.238 0.146 0.00 5.55 5 .55 54113. 1.242 0.148 0 . 00 5.57 5.57 54308. 1.247 0 .152 0. 00 5.58 5.58 54405. 1.249 0.157 0.00 5 .60 5.60 54600. 1.253 0. 163 0.00 5.62 5.62 54795. 1.258 0.168 0. 00 5. 63 5.63 54693. 1.260 0.170 0 . 00 5.65 5.65 55088. 1.265 0.172 0. 00 5. 86 5 .86 57135. 1.312 0.189 0. 00 6.08 6.08 59280. 1.361 0.203 0.00 6.30 6.30 61425. 1.410 0.214 0. 00 6.51 6.51 63473. 1.457 0.225 0. 00 6.73 6.73 65616. 1.506 0.234 0.00 6.94 6.94 67665. 1.553 0.243 0.00 7.16 7. 16 69810. 1.603 0.252 0. 00 7.37 7.37 71858. 1.650 0.260 0.00 7.59 7.59 74003. 1.699 0.267 0. 00 7.81 7.81 76148. 1.748 0.275 0.00 8. 00 8.00 78000. 1.791 0.281 0.00 8.02 8.02 78195. 1.795 0.282 0.00 8.04 8.04 78390. 1. 800 0.285 0.00 8.05 8.05 78488. 1.802 0.288 0.00 8.07 8.07 78683. 1.806 0.293 0.00 8.09 8.09 78878. 1.611 0 .299 0.00 8.11 8.11 79073 . 1.815 0.306 0.00 8.12 8.12 79170. 1.817 0.313 0.00 8.14 8.14 79365. 1.822 0.315 0.00 8 .36 8.36 81510. 1.871 0.339 0.00 8.57 8.57 83556. 1.918 0.358 0.00 8.79 8.79 85703 . 1.967 0.375 0.00 9.00 9.00 87750. 2.014 0.390 0.00 9.22 9.22 69895. 2.064 0.404 0.00 9.44 9.44 92040. 2.113 0.417 0.00 0 2004 D.R.STRONG Consulting Engineers Inc. 16 Aspen Woods Drainage Report Renton,Washington 9. 65 9.65 94088. 2 . 160 0.430 0.00 9. 87 9.87 96233. 2 .209 0.442 0.00 10. 08 10.06 98280. 2 .256 0.454 0_00 10.30 10.30 100425. 2 .305 0.465 0.00 10.51 10.51 102473 . 2 .352 0.476 0. 00 10.73 10.73 104617. 2 .402 0.486 0 . 00 10.95 10.95 106763. 2 .451 0.496 0. 00 � 11.00 11. 00 107250. 2 .462 0.499 0. 00 11.10 11.10 108225. 2 .485 0.966 0.00 11.20 11.20 109200. 2 .507 1.810 0.00 11.30 11.30 110175. 2 .529 2.910 0.00 11.40 11.40 111150. 2.552 4 .210 0.00 11.50 11.50 112125. 2 .574 5.690 0.00 11.60 11.60 113100. 2.596 7.120 0.00 11.70 11.70 114075. 2 .619 7.650 0.00 11.60 11.80 115050. 2.641 8 .150 0.00 11.90 11.90 116025. 2.664 8 .610 0.00 12.00 12.00 117000 . 2.686 9.050 0.00 12 .10 12.10 117975. 2.708 9.470 0.00 12 .20 12 .20 118950. 2.731 9.870 0.00 12 .30 12 .30 119925. 2.753 10 .260 0.00 12 .40 12.40 120900. 2.775 10 .630 0.00 12 .50 12.50 121875 . 2.798 10. 990 0.00 12 .60 12.60 122850. 2.820 11.330 0 .00 12 .70 12.70 123825. 2 .843 11.670 0.00 12 .80 12 .80 124800. 2.865 11.990 0. 00 12.90 12.90 125775. 2 .887 12.310 0 . 00 xyd Inflow Outflow Peak Storage Target Calc Stage Elev (Cu-Ft) (Ac-Ft) 1 3 .18 ******* 2 .83 11.29 11.29 110107. 2.528 2 2.14 0.61 0.49 10.81 10.81 105372. 2 .419 3 1.77 ******* 0.48 10.66 10.66 103908. 2.385 4 1.07 ******* 0.26 7.44 7.44 72513 . 1.665 5 1.23 ******* 0.26 7.26 7.26 70806. 1.625 6 1.80 ******* 0.19 5.83 5. 63 56865. 1.305 7 2 .10 ******* 0.12 4.21 4 .21 41082. 0.943 8 1.09 ******* 0.10 2.93 2 .93 28582 . 0.656 Duration Comparison Anaylsis Base File: pre.tsf New File: rdout.tsf Cutoff Units: Discharge in CFS -----Fraction of Time----- ---------Check of Tolerance------- Cutoff Base New �Change Probability Base New $Change 0.143 � O.10E-01 0.97E-02 -3.9 I O.10E-01 0.143 0.143 -0.3 0.179 � 0.69E-02 0.81E-02 17.0 � 0.69E-02 0. 179 0.194 6.5 0.215 � 0.46E-02 0.53E-02 14.4 I 0 .46E-02 0.215 0.225 4.7 0.250 � 0.31E-02 0.24E-02 -20.6 � 0.31E-02 0.250 0.242 -3.2 0.286 � 0.20E-02 0.15E-02 -22.1 � 0.20E-02 0.286 0.262 -8.3 0.322 I 0.15E-02 0.15E-02 -2.2 I 0.15E-02 0.322 0 . 317 -1.4 �2�04 D.R.STRONG Consulting Engineers Inc. 17 Aspen�Voods Drainage Report Renton,�b'ashington 0 .358 � O.10E-02 0.12E-02 19.0 � O.10E-02 0.356 0.391 9.4 ' 0 .393 � 0.77E-03 O.10E-02 31.9 � 0.77E-03 0.393 0.414 5. 1 I 0.429 � 0.57E-03 0.59E-03 2.9 � 0.57E-03 0.429 0.430 0.3 0.465 � 0.33E-03 0 .28E-03 -15.0 � 0.33E-03 0.465 0.459 -1.2 I 0.501 � 0.20E-03 O. 00E+00 -100 .0 � 0.20E-03 0.501 0.475 -S.l � 0.537 I 0.15E-03 O .00E+00 -100.0 � 0.15E-03 0.537 0.480 -10.6 0.572 � 0.98E-04 O. 00E+00 -100. 0 � 0.98E-04 0. 572 0.482 -15 .8 Maximum positive excursion = 0.016 cfs ( 9.8$) occurring at 0.167 cfs on the Base Data:pre.tsf and at 0.183 cfs on the New Data:rdout.tsf Maximum negative excursion = 0.117 cfs (-19.3$) occurring at 0.607 cfs on the Base Data:pre.tsf and at 0.490 cfs on the New Data:rdout.tsf ---------------------------------- Route Time Series through Facility Inflow Time Series File:dev.tsf Outflow Time Series File:rdout Inflow/Outflow Analysis Peak Inflow Discharge: 3.18 CFS at 7:00 on Jan 9 in Year 8 Peak Outflow Discharge: 2.63 CFS at B:00 on Jan 9 in Year 8 Peak Reservoir Stage: 11.29 Ft Peak Reservoir Elev: 11.29 Ft Peak Reservoir Storage: 110107. Cu-Ft . 2.528 Ac-Ft Flow Frequency Analysis Time Series File:rdout.tsf Project Location:Landsburg ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) (ft) Period 0.483 3 2/09/O1 20:00 2 . 84 11.29 1 100.00 0.990 0. 104 8 11/05/O1 3:00 0.490 10.81 2 25.00 0.960 0.256 5 3/O1/03 7:00 0.483 10.66 3 10.00 0 .900 0.125 7 B/26/04 6:00 0.262 7.43 4 5.00 0.800 0.262 4 1/08/05 6:00 0.256 7.26 5 3.00 0.667 0.187 6 10/26/OS 2:00 0.187 5.83 6 2.00 0.500 0.490 2 11/24/06 8:00 0.125 4.21 7 1.30 0.231 2.84 1 1/09/OB 8:00 0.104 2.93 8 1.10 0.091 Computed Peaks 2.05 11.22 50.00 0.980 Flow Duration from Time Series File:rdout.tsf Cutoff Count Frequency CDF Exceedence_Probability CFS � � � 0.007 27203 44.362 44.362 55.638 0.556E+00 0.021 5421 6.841 53 .203 46.797 0.468E+00 0.035 6119 9.979 63 .1B2 36.818 0.368E+00 0.048 6139 10.011 73. 193 26.807 0.268E+00 0.062 5337 8.704 81.897 18.103 0.181E+00 �2004 D.R.STRONG Consulting Engineers Inc. 18 Aspen V�'oods Drainage Report Renton,Washington 0.076 3754 6.122 B8.019 11.981 0.120E+00 0. 090 2606 4.250 92.268 ?.732 0.773E-01 0.103 1749 2.852 95.121 4 .879 0 .488E-01 0 .117 1026 1.673 96.794 3 .206 0.321E-01 0.131 790 1.268 98.082 1. 916 0.192E-01 0.145 593 0.967 99.049 0. 951 0 .951E-02 0.158 36 0.059 99.108 0. 892 0 .892E-02 0.172 25 0.041 99.149 0. 651 0.851E-02 0.186 58 0.095 99.243 0.757 0 .757E-02 0.200 60 0.096 99.341 D.659 0 .659E-02 0.213 71 0.116 99.457 0.543 0 .543E-02 0.227 63 0.103 99.560 0.440 0 .440E-02 I 0.241 72 0.117 99.677 0.323 0 .323E-02 � 0.255 56 0.095 99.772 0.228 0 .228E-02 0.268 31 0.051 99.822 0.178 0.178E-02 0.282 12 0.020 99. 842 0.158 0. 158E-02 0.296 2 0.003 99.845 0.155 0.155E-02 0.310 3 0.005 99.850 0.150 0.150E-02 0.323 3 0.005 99. 855 0.145 0.145E-02 0.337 6 0.010 99.865 0.135 0. 135E-02 0.351 5 0.008 99. 873 0.127 0.127E-02 0.365 5 0.008 99.BB1 0.119 0.119E-02 0.379 5 0.008 99. 889 0.111 0.111E-02 0.392 6 0.010 99.899 0.101 O.101E-02 0.406 10 0.016 99.915 0.085 0.848E-03 0.420 10 0.016 99.932 0.068 0.685E-03 0.434 8 0.013 99.945 0.055 0.554E-03 0.447 B 0.013 99.958 0.042 0.424E-03 0.461 7 0.011 99.969 0.031 0.310E-03 0.475 7 0.011 99.980 0. 020 0.196E-03 0.489 11 0.018 99.998 0.002 0.163E-04 �� � � . I �2004 D.R STRONG Consulting Engineers Inc. 19 Aspen Woods Drainage Report Renton,Vl'ashington . � racu:cu� Ia!'get.dur ♦ � cu i 0 `\ `ti, �t � � �i R � 'y`� (A --G�,r �- a, U o o� �y , � L M N � 0 N O �� � 90 �� � � o � � _',�,��. o �� 0 0 10 5 10 � 10 3 10 Z 10 ' 10� Probability Exceeden�e O 2004 D.R.STRONG Consulting Enoineers Inc. 20 .Aspen��`oods Drainage Report Renton,1'�'ashington E. WATER QUALITI'TREATMENT The Project is located in the Basic Water Quality Treatment area. The treatment goal is 80% removal of total suspend solids for a typical rainfall year, assuming typical pollutant concentrations in urban runoff. Variables Units Notes Rainfall (R)of the mean annual storm = 0.47 in. From KCSWDM Fig. 6.4.1.A _ _ _ _ _ _ Area of impervious surface (Ai)= 234,788 s.f. _ _ _ _ _ __.... __ Area of till soil co�ered with till grass (Atg)= 130,680 s.f. ° _ _ _ __ _---------_�_---------------____�.__________i Area of tiil soil co�ered with till forest (At�= 0 s.f. � . _ _..____ Area of outwash soil co�ered with grass or forest (Ao)= 0 s.f. i __ Volume factor(fl= 3 N/A From KCSWDM Sec. 6.4.1.1 ` _ _ _ __ ___ __ _ . __ __ __. _ _ _ _ _____ _...____ _--' _ _. _ _ _ _._._�.._._ Calculations Units Notes Volume of runoff from mean annual storm (Vr)= 9,556 c.f. =(0.9Ai + 0.25Atg + 0.10Atf+ 0.01Ao)' R112 ° __ _ _ _ ___ _ _ _____. _ _ __ ___ __ __._ _.._ __ _____ __.. . __ Minimum Wetpool wlume required (Vb)= 28,668 c.f. =f;Vr �2004 D.R.STRONG Consulting Engineers lnc. 21 Aspen Woods Drainage Report Renton,Washington SECTION V CONVEYANCE SYSTEM ANALYSIS AND DESIGN Per C.R. #4, the conveyance system must be analyzed and designed for existing tributary and developed onsite runoff. Pipe systems and new ditches/channels shall be designed to convey the 25-year design storm. The Rational Method was used to calculate the Q-Ratio and peak 100-year flow for each pipe node, and the 100-year peak flow for the offsite upstream tributary and bypass areas. These areas are detailed in Section 3, Fig. 3. All pipes and channels are capable of conveying the 100-year peak storm event without overtopping. Results of the conveyance analysis are included in this section. CB 14 to Pond BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:CB#14 TO INLET.bwp Surcharge condition at intermediate junctions Tailwater Elevation:452.21 feet Discharge Range:0.5 to 16.5 Step of 0.5 [cfs] Overflow Elevation:475.61 feet Weir:NONE Upstream Velocity:0. feet/sec PIPE NO. 1: 51 LF - 24"CP @ 7.92� OUTLET: 439.34 INLET: 443 .38 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 454 .26 BEND: 90 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.11 Q(CFS) HW(FT} HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *****vr********,r**********************************************�***************** 0.50 8.84 452 .22 * 0.012 0.25 0.13 12 .87 12 .87 8. 84 8.84 0.25 1.00 8 .83 452 .21 * 0.012 0.35 0. 17 12.87 12.87 8 . 83 8.83 0.39 1.50 8. 84 452 .22 * 0.012 0.43 0.21 12 .87 12 .87 8. 63 8.84 0 .50 2 .00 8.84 452.22 * 0.012 0.50 0.24 12.87 12 .87 8.83 8.84 0.59 2 .50 8.85 452 .23 * 0 .012 0.56 0.27 12.87 12 .87 8.84 8.85 0.68 3 . 00 8.86 452.24 * 0.012 0.61 0.29 12 . 67 12 .87 8.84 8 .86 0.76 3 .50 8.88 452.26 * 0.012 0.66 0.31 12.87 12 .87 8. 84 8 .88 0.83 4 .00 8.89 452.27 * 0.012 0.71 0.33 12.87 12 .87 8. 84 8 .89 0.90 4 .50 8.91 452.29 * 0.012 0.75 0.35 12 .87 12 .87 8.85 8.91 0.97 5.00 8.92 452.30 * 0.012 0.79 0.37 12.87 12 .67 8.85 8.92 1. 04 5.50 8.94 452.32 * 0.012 0. 83 0.39 12.87 12 .87 6. 86 8.94 1. 11 6.00 8.96 452.34 * 0.012 0.87 0.40 12 .87 12.87 8.86 8.96 1. 17 6.50 8.99 452.37 * 0.012 0.91 0.42 12 .87 12.67 8.87 8.99 1.23 7.00 9.01 452.39 * 0.012 0. 94 0.44 12 .87 12 .87 8 .87 9. 01 1.30 7.50 9.04 452.42 * 0.012 0.98 0.45 12 .87 12 .87 8.88 9. 04 1.36 8.00 9.07 452.45 * 0.012 1.01 0.46 12 .87 12.87 8.88 9. 07 1.42 8 .50 9.10 452.48 * 0.012 1. 04 0.46 12 .87 12. 67 8 .89 9.10 1.48 9.00 9.13 452.51 * 0.012 1.08 0.49 12.87 12.87 8 .90 9. 13 1.54 9.50 9.17 452.55 * 0.012 l.11 0.51 12 .87 12.87 8.91 9. 17 1.61 10. 00 9.20 452.58 * 0.012 1.14 0.52 12 .87 12.87 8 .91 9.20 1.67 0 2004 D.R.STRONG Consul[ing Engineers Inc. 22 Aspen Woods Drainage Report Renton,VVashington 10.50 9.24 452 .62 * 0.012 1 . 17 0.53 12 . 87 12 . 87 8.92 9.24 1.73 11.00 9.28 452 .66 * 0.012 1 . 19 0.55 12 .87 12 . 87 8.93 9 .28 1.79 11.50 9.32 452.70 * 0.012 1 .22 0.56 12 .87 12 . 87 8.94 9. 32 1. 85 12.00 9.37 452 .75 * 0.012 1.25 0.57 12 .87 12 . 87 8.95 9.37 1. 91 12 .50 9.41 452 .79 * 0.012 1.26 0.58 12 . 87 12 .87 8.96 9.41 1. 98 13 .00 9.46 452 .84 * 0.012 1.30 0.59 12 . 87 12 . 87 8.97 9.46 2 .04 13 .50 9.51 452.89 * 0.012 1.33 0.60 12 .87 12 . 87 8.98 9.51 2 . 10 14.00 9.56 452 .94 * 0.012 1.35 0.62 12 . 87 12 . 87 9.00 9.56 2 .17 14 .50 9.62 453.00 * 0.012 1.38 0.63 12 . 87 12. 87 9.01 9. 62 2 .23 15.00 9.67 453.05 * 0.012 1.40 0.64 12. 87 12 .87 9.02 9. 67 2 .30 15 .50 9.73 453 .11 * 0.012 1.42 0.65 12 . 87 12 .87 9. 03 9. 73 2 .36 16.00 9.79 453.17 * 0.012 1.45 0.66 12.87 12.87 9.05 9.79 2.43 16.50 9. 85 453.23 * 0.012 1.47 0.67 12 . 87 12 .87 9.06 9. 85 2 .50 PIPE NO. 2: 109 LF - 24"CP @ 3.42� OUTLET: 443 .38 INLET: 447.11 INTYP: 5 JUNC NO. 2: OVERFLOW-EL: 455. 87 BEND: 84 DEG DIA/WIDTH: 4. 0 Q-RATIO: 0. 15 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *******************,r*********************************************************** 0.45 5. 12 452.23 * 0.012 0.23 0. 15 8.84 8. 84 5.12 5.12 0.27 0.90 5.11 452 .22 * 0.012 0.33 0.20 B.83 8.83 5 . 11 5.11 0 .41 1.35 5.12 452.23 * 0.012 0.41 0.24 8.84 8.84 5. 11 5.12 0.51 1.80 5.13 452.24 * 0.012 0.47 0.28 8.84 8.84 5. 12 5.13 0. 60 , 2.25 5.15 452.26 * 0.012 0.53 0.31 8. 85 8.85 5. 13 5.15 0.66 2.70 5.17 452.28 * 0.012 0.58 0.34 8.86 6.86 5. 15 5.17 0. 75 3 .16 5. 19 452 .30 * 0.012 0.63 0.36 8. 68 8.88 5. 16 5.19 0. 82 3.61 5.22 452.33 * 0.012 0.67 0.39 8.89 8.89 5. 18 5.22 0. 89 4.06 5.25 452.36 * 0.012 0.71 0.41 8.91 8.91 5.21 5.25 0.95 4.51 5.29 452.40 * 0.012 0.75 0.43 8.92 8.92 5.23 5.29 1. 02 4.96 5.32 452.43 * 0.012 0.79 0.45 8.94 8.94 5.26 5.32 1. 08 5.41 5.37 452 .48 * 0.012 0.83 0.47 8.96 8.96 5.29 5.37 1. 13 5. 66 5.41 452.52 * 0.012 0.86 0.49 8 .99 8 .99 5.32 5.41 1. 19 6.31 5.46 452.57 * 0.012 0.89 0.51 9. 01 9. 01 5.36 5.46 1. 25 6.76 5.52 452 .63 * 0.012 0.93 0.53 9.04 9.04 5.39 5.52 1.30 7.21 5.57 452.68 * 0.012 0.96 0.54 9.07 9. 07 5.43 5.57 1.36 7.66 5.64 452.75 * 0.012 0. 99 0.56 9.10 9.10 5.48 5.64 1.41 8.11 5.70 452.81 * 0.012 1. 02 0.58 9.13 9.13 5.52 5.70 1.47 8.56 5.77 452. 88 * 0.012 1.05 0.59 9.17 9.17 5.57 5.77 1.52 9.01 5.84 452.95 * 0.012 1.08 0.61 9.20 9.20 5.62 5 .84 1.58 9.47 5.92 453 .03 * 0.012 1.10 0.63 9.24 9.24 5.67 5 .92 1.63 9.92 6.00 453.11 * 0.012 1.13 0.64 9.28 9.28 5.73 6.00 1.68 10.37 6. 08 453 .19 * 0.012 1.16 0.66 9.32 9.32 5.79 6.08 1.74 10.82 6.17 453.28 * 0.012 1. 16 0.67 9.37 9.37 5.85 6.17 1.79 11.27 6.26 453.37 * 0.012 1.21 0.68 9.41 9.41 5.91 6.26 1.84 11.72 6.35 453.46 * 0.012 1.23 0.70 9.46 9.46 5.98 6.35 1.90 12.17 6.45 453.56 * 0.012 1.26 0.71 9.51 9.51 6.05 6.45 1.95 12.62 6.55 453.66 * 0.012 1.28 0.73 9.56 9.56 6.12 6.55 2.01 13 .07 6.66 453 .77 * 0.012 1.31 0.74 9.62 9.62 6.20 6.66 2.06 13 .52 6 .77 453.88 * 0.012 1.33 0.75 9.67 9.67 6.27 6.77 2. 12 13 .97 6. 88 453.99 * 0.012 1.35 0.77 9.73 9.73 6.35 6. 88 2. 17 14.42 7.00 454.11 * 0.012 1.37 0.78 9.79 9.79 6.43 7.00 2.23 14 .87 7.12 454 .23 * 0.012 1.40 0.79 9. 85 9.85 6.52 7. 12 2 .28 �2004 D.R.STRONG Consultine Eneineers Inc. 23 Aspen Woods Drainaee Report Renton,Washingtor PIPE N0. 3 : 31 LF - 24"CP � 3.97� OUTLET: 447.11 INLET: 448.34 INTYP: 5 JUNC NO. 3 : OVERFLOW-EL: 456. 00 BEND: 40 DFG DIA/WIDTH: 4 .0 Q-RATIO: 0 . 03 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *�******************x********************************************************** 0.39 3.90 452 .24 * 0.012 0 .22 0.13 5 .12 5 .12 3 . 90 3 .90 0.25 0.78 3. 88 452 .22 * 0.012 0 .31 0. 18 5. 11 5 .11 3 .86 3 . 88 0.37 1.16 3 . 89 452 .23 * 0.012 0 .38 0.22 5.12 5 .12 3 .89 3 . 89 0.47 1.57 3.90 452 .24 * 0.012 0 .44 0.25 5.13 5 .13 3 .90 3 . 90 0.55 1.96 3 . 92 452 .26 * 0.012 0 .49 0.28 5.15 5. 15 3 .92 3 . 92 0.62 2.35 3.95 452.29 * 0.012 0 .54 0.30 5.17 5.17 3 .94 3 .95 0 .68 2.75 3.98 452.32 * 0.012 0.58 0.33 5 .19 5 .19 3 . 96 3 . 98 0 .75 3 .14 4.01 452 .35 * 0.012 0.62 0.35 5 .22 5 .22 3.99 4 . 01 0.80 3 .53 4.04 452 .38 * 0.012 0.66 0.37 5 .25 5.25 4.03 4 . 04 0.86 3 .92 4. 08 452.42 * 0.012 0 .70 0.39 5.29 5 .29 4.06 4 .08 0.91 4 .32 4.13 452.47 * 0.012 0.73 0.41 5 .32 5.32 4 .10 4 . 13 0 .96 4.71 4.18 452 .52 * 0.012 0. 77 0.42 5 .37 5 .37 4. 15 4 . 18 1.01 5.10 4.23 452.57 * 0.012 0.80 0.44 5.41 5.41 4 .20 4 .23 1.05 5.49 4.29 452 .63 * 0.012 0.83 0.46 5 .46 5.46 4.25 4 .29 1.10 5.89 4.35 452 . 69 * 0.012 0.66 0.47 5 .52 5.52 4 .30 4 .35 1.14 6.2B 4.42 452.76 * 0.012 0. 69 0.49 5 .57 5.57 4 .36 4 .42 1.19 6.67 4.49 452.83 * 0.012 0.92 0.50 5 .64 5.64 4 .43 4.49 1.23 7.06 4.57 452 .91 * 0. 012 0.95 0.52 5.70 5.70 4 .50 4.57 1.27 7.46 4.64 452.98 * 0.012 0.98 0.53 5 .77 5.77 4 .57 4 . 64 1.31 7.85 4.73 453 .07 * 0.012 1.00 0.55 5 . 84 5.84 4 . 64 4. 73 1.35 8.24 4.82 453.16 * 0 .012 1.03 0.56 5 . 92 5.92 4 .72 4.82 1.39 8.63 4.91 453 .25 * 0.012 1.05 0.57 6. 00 6.00 4 . 80 4. 91 1.43 9. 03 5. 01 453.35 * 0. 012 1.08 0.59 6.08 6.08 4 . 89 5. 01 1.47 9.42 5.11 453 .45 * 0.012 1.10 0.60 6.17 6.17 4 .98 5.11 1.50 9.61 5.21 453.55 * 0.012 1.13 0.61 6_26 6.26 5.08 5.21 1.54 10.20 5.32 453.66 * 0.012 1.15 0.63 6.35 6.35 5 . 18 5.32 1.58 10.60 5.43 453.77 * 0.012 1.17 0.64 6.45 6.45 5 .28 5.43 1.61 10 .99 5.55 453 .89 * 0.012 1.19 0.65 6.55 6.55 5 . 38 5.55 1 .65 11.38 5.68 454.02 * 0. 012 1.22 0.66 6. 66 6.66 5.49 5.68 1 .68 11.77 5 .80 454.14 * 0.012 1.24 0.67 6.77 6.77 5.61 5.80 1.72 12 .17 5.93 454.27 * 0.012 1.26 0. 69 6. 88 6.88 5 .73 5.93 1.75 12.56 6.07 454.41 * 0.012 1.28 0.70 7.00 7.00 5.85 6.07 1.79 12 .95 6.21 454.55 * 0. 012 1.30 0 .71 7. 12 7.12 5. 97 6.21 1. 82 PIPE N0. 4 : 43 LF - 24"CP Q 3.51� OVTLET: 448.34 INLET: 449.85 INTYP: 5 JUNC NO. 4 : OVERFLOW-EL: 456.23 BEND: 40 DEG DIA/WIDTH: 4.0 Q-RATIO: 0 . 77 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO I�IWI ******************************************************************************* a.38 2.40 452.25 * 0.012 0.22 0.13 3 .90 3 . 90 2 .40 2 .40 0 .25 0.76 2.37 452 .22 * 0.012 0.30 0.18 3 .88 3.88 2.37 2.37 0.37 1.14 2 .38 452 .23 * 0.012 0.37 0.22 3.89 3 .89 2.38 2 .38 0.46 1.52 2.40 452 .25 * 0.012 0.43 0.25 3 .90 3 .90 2 .40 2.40 0.54 1.90 2.42 452 .27 * 0.012 0.48 0.28 3.92 3 .92 2.42 2 .42 0.62 2 .28 2.45 452 .30 * 0.012 0.53 0.31 3.95 3 .95 2.44 2.45 0.68 2.66 2 .49 452 .34 * 0.012 0 .57 0.33 3 .98 3 . 98 2 .47 2 .49 0.74 3 .04 2 .52 452 .37 * 0.012 0 .61 0.35 4 . 01 4 . 01 2 .50 2 .52 0 . 80 �?004 D.R.STRONG Consulting Enginee�s Inc. 24 Aspen Woods Drainage Report Renton,��'ashington 3 .42 2 .57 452 .42 * 0.012 0.65 0.37 4 . 04 4.04 2 .54 2.57 0 . 86 3 .80 2 .62 452 .47 * 0.012 0.69 0 .39 4. 08 4 . 08 2 .58 2.62 0 . 91 4.18 2 .67 452.52 * 0.012 0.72 0 .41 4 . 13 4.13 2 . 63 2.67 0 . 96 4.56 2 .73 452.58 * 0.012 0.76 0 .43 4. 18 4.18 2 .68 2.73 1 . 01 4 .94 2 .80 452 .65 * 0 .012 0.79 0 .45 4 .23 4.23 2 .74 2 .80 1. 06 5.32 2.86 452.71 * 0.012 0. 82 0.46 4.29 4.29 2 . 80 2.86 1. 11 5 .70 2 .94 452.79 * 0.012 0.85 0.48 4.35 4.35 2 . 87 2.94 1. 16 6.08 3 .02 452.87 * 0 .012 0.88 0.50 4 .42 4.42 2 . 94 3 .02 1.20 6 .47 3 .10 452.95 * 0.012 0.91 0 .51 4.49 4 .49 3 . 01 3 .10 1.25 6.85 3 .19 453.04 * 0. 012 0.93 0.53 4.57 4 .57 3 . 09 3 .19 1 .29 7 .23 3 .29 453.14 * 0.012 0.96 0.54 4.64 4 .64 3 . 17 3 .29 1. 34 7 .61 3 .39 453.24 * 0.012 0.99 0 .56 4.73 4 .73 3 .26 3 .39 1.38 7 .99 3 .50 453.35 * 0.012 1.01 0.57 4.82 4 .82 3 . 35 3 .50 1.42 8 .37 3 .61 453.46 * 0.012 1.04 0.58 4.91 4 .91 3 .45 3 .61 1.47 8 .75 3 .72 453 .57 * 0.012 1.06 0. 60 5.01 5.01 3 .55 3 .72 1.51 9.13 3 .84 453.69 * 0.012 1.08 0.61 5.11 5.11 3. 66 3 . 84 1.55 9.51 3. 97 453 .82 * 0.012 1.11 0.62 5.21 5.21 3. 77 3 .97 1.59 9.89 4.10 453.95 * 0.012 1.13 0. 64 5.32 5 .32 3. 88 4 .10 1.64 10.27 4.24 454 .09 * 0. 012 1.15 0.65 5.43 5 .43 4. 00 4 .24 1.68 1D.65 4.38 454.23 * 0.012 1.17 0.66 5.55 5 .55 4. 12 4 .38 1.72 1�.03 4.53 454.38 * 0.012 1.20 0.67 5.68 5 .68 4.25 4 .53 1.76 11.41 4.68 454.53 * 0.012 1.22 0.68 5. 80 5 . 80 4.38 4 .68 1.80 11.79 4. 84 454.69 * 0.012 1.24 0.70 5.93 5 . 93 4.52 4 . 84 1.84 12.17 5.00 454.85 * 0.012 1.26 0.71 6.07 6.07 4.66 5.00 1.89 12.55 5.17 455.02 * 0.012 1.28 0.72 6 .21 6.21 4.81 5 .17 1.93 PIPE N0. 5 : 31 LF - 24"CP @ 3 .48� OUTLET: 449.85 INLET: 450.93 INTYP: 5 JUNC NO. 5: OVERFLOW-EL: 458.24 BEND: 55 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.03 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.21 1.33 452.26 * 0.012 0.16 0.10 2 .40 2.40 1.33 1.33 0 .18 0.43 1.30 452.23 * 0.012 0.23 0 .14 2.37 2.37 1.30 1.30 0 .27 0.64 1.31 452 .24 * 0. 012 0.28 0.17 2 .38 2 .38 1.31 1.31 0 .33 0.86 1.33 452.26 * 0.012 0.32 0.19 2.40 2.40 1.33 1.33 0 .39 1.07 1.35 452.28 * 0.012 0.36 0.22 2.42 2 .42 1.35 1.35 0 .44 1.29 1.38 452.31 * 0.012 0.40 0.24 2.45 2.45 1.38 1.38 0 .49 1.50 1.41 452.34 * 0.012 0.43 0.25 2 .49 2.49 1.41 1.41 0 .54 1.71 1.46 452.39 * 0.012 0.46 0.27 2.52 2.52 1.45 1.46 0 .58 1.93 1.50 452 .43 * 0.012 0.49 0 .29 2.57 2.57 1.49 1.50 0.61 2. 14 1.55 452.48 * 0.012 0.51 0.30 2.62 2.62 1.54 1.55 0.65 2 .36 1.61 452.54 * 0.012 0.54 0.31 2.67 2.67 1.60 1.61 0 .68 2.57 1.67 452.60 * 0.012 0.56 0 .33 2 .73 2 .73 1.66 1.67 0 .72 2.79 1.73 452.66 * 0.012 0.59 0 .34 2.80 2. 80 1. 72 1.73 0 .75 3.00 1.80 452.73 * 0.012 0.61 0.35 2.86 2.86 1.79 1.80 0 .78 3.21 1.87 452.80 * 0.012 0.63 0.36 2.94 2.94 1. 87 1.87 0 .81 3.43 1.95 452.88 * 0.012 0.65 0.38 3 .02 3 .02 1.95 1.95 0 .84 3 .64 2.04 452.97 * 0.012 0.67 0.39 3.10 3.10 2 . 04 2.04 0 .66 3. 86 2.13 453 .d6 * 0.012 0.69 0.40 3.19 3. 19 2 . 12 2.13 0 . 89 4.07 2 .22 453 .15 * 0.012 0.71 0.41 3.29 3 .29 2 .22 2.22 0 . 92 4.29 2.33 453 .26 * 0.012 0.73 0.42 3.39 3 .39 2.32 2 .33 0 . 94 4.50 2 .43 453 .36 * 0.012 0. 75 0.43 3 .50 3 .50 2 .43 2 .43 0. 97 4.71 2 .55 453.48 * 0.012 0.77 0.44 3 .61 3 .61 2 .54 2 .55 0 .99 �2004 D.R.STRONG Consulting Engineers Inc. 25 Aspen Woods Drainage Report Renton,Washington 4. 93 2 .66 453 .59 * 0.012 0. 79 0.45 3 .72 3 .72 2.66 2 . 66 1.01 5.14 2.79 453 .72 * 0.012 0. 80 0.46 3 .84 3. 84 2.78 2 .79 1.04 5.36 2.91 453 . 84 * 0.012 0. 62 0.47 3.97 3 .97 2.90 2 . 91 1.06 5.57 3.05 453 .96 * 0.012 0 . 84 0.48 4 . 10 4. 10 3 .04 3 . 05 1.08 5.79 3.19 454 .12 * 0.012 0. 86 0.49 4 .24 4.24 3 .18 3 .19 1. 10 6.00 3 .33 454 .26 * 0.012 0 . 87 0.49 4 .36 4. 38 3.32 3 .33 1.12 6.21 3.48 454.41 * 0.012 0. 89 0.50 4 .53 4.53 3 .47 3 .48 1. 14 6.43 3.63 454 .56 * 0.012 0. 90 0.51 4 .68 4.68 3.62 3 .63 1.16 6.64 3 .79 454.72 * 0.012 0.92 0.52 4 .84 4.84 3 .78 3 .79 1. 18 6.86 3.96 454.89 * 0.012 0.93 0.53 5.00 5.00 3.94 3.96 1.20 7.07 4. 13 455.06 * 0.012 0. 95 0.54 5. 17 5.17 4 . 11 4 .13 1.22 PIPE NO. 6: 38 LF - 18"CP � 1.00� OL7TLET: 451.43 INLET: 451. 81 INTYP: 5 JUNC NO. 6: OVERFLOW-EL: 456.57 BEND: 51 DEG DIA/WIDTH: 2 .0 Q-RATIO: 0.05 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.21 0.46 452.27 * 0.012 0.17 0.15 0. 83 0.83 0.45 0.46 0.22 0.42 0.44 452.25 * 0.012 0.24 0.20 0.80 0.80 0 .42 0.44 0.31 0.63 0.46 452.29 * 0. 012 0.30 0.24 0.81 0.81 0.43 0.46 0.39 0.84 0.53 452 .34 * 0.012 0.35 0.28 0. 83 0.83 0.44 0.53 0.45 1.04 0.58 452.39 * 0.012 0.39 0.31 0.85 0.85 0.45 0.56 0.51 1.25 0.63 452.44 * 0.012 0.42 0.34 0.68 0.88 0.48 0.63 0.56 1.46 0.68 452.49 * 0.012 0.46 0.37 0.91 0.91 0.50 0.68 0.61 1.67 0.73 452.54 * 0.012 0.49 0.39 0.96 0.96 0.54 0.73 0 .66 1.88 0.78 452.59 * 0.012 0.52 0.42 1.OQ 1.00 0.58 0.78 0.70 2.09 0.83 452.64 * 0.012 0.55 0.44 1. 05 1.05 0.63 0.83 0.74 2 .30 0.87 452.68 * 0.012 0.58 0.46 l.11 1.11 0.69 0.87 0.78 2 .51 0.93 452 .74 * 0.012 0.60 0.48 1.17 1. 17 0.76 0.93 0.82 i 2.71 0.98 452 .79 * 0.012 0.63 0.50 1.23 1.23 0. 82 0.98 0. 66 2.92 1.04 452. 85 * 0.012 0.65 0.52 1.30 1.30 0.90 1.04 0.90 3 .13 1.12 452.93 * 0.012 0.68 0.54 1.37 1.37 0.99 1.12 0.93 3 .34 1.20 453 .01 * 0.012 0 .70 0.56 1.45 1.45 1. 08 1.20 0.97 3.55 1.29 453.10 * 0.012 0.72 0.58 1.54 1.54 1.18 1.29 1. 00 3.76 1.38 453.19 * 0.012 0.75 0.60 1.63 1.63 1.28 1.38 1.04 3.97 1.48 453 .29 * 0.012 0.77 0.62 1.72 1.72 1.39 1.48 1.07 4 .18 1.59 453 .40 * 0.012 0 .79 0.63 1.83 1. 63 1.50 1.59 1. 10 4 .39 1.71 453 .52 * 0.012 0.81 0.65 1.93 1. 93 1.61 1.71 1. 14 4.59 1.84 453.65 * 0.012 0.83 0.67 2 .05 2. 05 1.73 1. 84 1. 17 4 .80 1.97 453.78 * 0.012 0 .65 0.69 2 .16 2 . 16 1.85 1.97 1.20 5.01 2 .11 453.92 * 0.012 0. 87 0.70 2 .29 2.29 1.98 2.11 1.23 5.22 2.26 454.07 * 0.012 0.89 0.72 2 .41 2.41 2.11 2 .26 1.26 5.43 2.41 454.22 * 0.012 0. 90 0.73 2 .55 2.55 2.25 2.41 1.30 5.64 2.57 454.38 * 0.012 0.92 0.75 2 .69 2.69 2.40 2 .57 1.33 5.85 2 .73 454.54 * 0.012 0.94 0.77 2 . 83 2.83 2.55 2 .73 1.36 6.06 2.90 454.71 * 0.012 0.96 0.78 2 .98 2.96 2 .71 2.90 1.39 6.26 3.08 454.89 * 0.012 0.97 0.80 3 . 13 3.13 2 .87 3 . 08 1.42 6.47 3 .26 455.07 * 0.012 0.99 0.82 3 .29 3 .29 3 .04 3 .26 1.45 6.68 3.45 455.26 * 0.012 1.01 0.83 3 .46 3.46 3.21 3.45 1.48 6. 69 3 .64 455 .45 * 0 .012 1.02 0.85 3 . 63 3 .63 3 .39 3 . 64 1.51 PIPE N0. 7 : 162 LF - 18"CP Q 2 .48� OUTLET: 452 .31 INLET: 456. 33 INTYP: 5 �2004 D.R.STRONG Consulting Engineers Inc. 26 Aspen Woods Drainage Report Renton,Washineton JUNC NO. 7 : OVERFLOW-EL: 460.00 BEND: 44 DEG DIA/WIDTH: 2 .0 Q-RATIO: 0 . 18 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.20 0.20 456.53 * 0.012 0.17 0.12 0.00 0.12 0. 17 ***** 0 .20 0.40 0.29 456.62 * 0.012 0.24 0.16 0.00 0.16 0.24 ***** 0 .29 0.59 0.37 456.70 * 0.012 0.29 0.19 0. 00 0.19 0 .29 ***** 0 .37 0.79 0.43 456.76 * 0.012 0.34 0.22 0.03 0.22 0.34 ***** 0 .43 0.99 0 .4B 456.81 * 0. 012 0.38 0 .24 0.08 0.24 0.38 ***** 0 .46 1.19 0.53 456.86 * 0.012 0.41 0.27 0.13 0.27 0 .41 ***** 0 .53 1.39 0.57 456.90 * 0.012 0.45 0.29 0.18 0.29 0 .45 ***** 0 . 57 1.59 0.61 456.94 * 0.012 0.48 0.31 0.23 0.31 0.46 ***** 0 .61 1.78 0.65 456.98 * 0.012 0.51 0.32 0.28 0.32 0 . 51 ***** 0 .65 1.98 0.69 457.02 * 0.012 0.54 0.34 0.33 0.34 0 .54 ***** 0 .69 2 .18 0.72 457.05 * 0 .012 0.56 0.36 0.37 0.37 0.56 ***** 0 .72 2.38 0.75 457.08 * 0.012 0.59 0 .37 0.43 0 .43 0. 59 ***** 0.75 2.58 0.78 457.11 * 0. 012 0.61 0 .39 0.48 0.48 0 . 61 ***** 0 .78 2.77 0. 61 457.14 * 0.012 0.64 0.40 0.54 0.54 0. 64 ***** 0.81 2.97 0.84 457.17 * 0.012 0.66 0.42 0.62 0.62 0. 66 ***** 0. 84 3.17 0.86 457.19 * 0.012 0.68 0.43 0.70 0.70 0. 68 ***** 0. 86 3.37 0.89 457.22 * 0.012 0.70 0.45 0.79 0.79 0.70 ***** 0.89 3.57 0.91 457.24 * 0.012 0 .73 0.46 0.88 0. 88 0. 73 ***** 0.91 3.77 0.94 457.27 * 0.012 0.75 0.47 0.98 0.98 0. 75 ***** 0.94 3.96 0.96 457.29 * 0.012 0 .77 0.48 1.09 1. 09 0.77 ***** 0.96 4. 16 0.98 457.31 * 0.012 0.79 0.50 1.21 1.21 0.79 ***** 0.98 4.36 1.00 457.33 * 0.012 0.81 0.51 1.34 1.34 0. 81 ***** 1.00 4.56 1.02 457.35 * 0.012 0. 82 0_52 1.47 1.47 0. 82 ***** 1.02 4.76 1. 04 457.37 * 0.012 0.84 0.53 1.61 1.61 0.84 ***** 1.04 4.96 1.05 457.38 * 0.012 0. 86 0.54 1.76 1.76 0. 86 ***** 1.05 5.15 1.07 457.40 * 0.012 0.88 0.56 1.91 1.91 0.86 ***** 1.07 5.35 1.09 457.42 * 0.012 0.90 0.57 2.07 2 .07 0.90 ***** 1.09 5.55 1.10 457.43 * 0.012 0.91 0.58 2 .23 2 .23 0.91 ***** 1.10 5.75 1.12 457.45 * 0.012 0.93 0.59 2 .40 2.40 0.93 ***** 1.12 5.95 1.13 457.46 * 0 .012 0.95 0.60 2 .58 2 .58 0.95 ***** 1.13 6.14 1.15 457.48 * 0.012 0.96 0.61 2.76 2 .76 0.96 ***** 1.15 6.34 1.16 457.49 * 0.012 0.98 0.62 2.95 2.95 0.98 ***** 1.16 6.54 1. 17 457.50 * 0. 012 0 .99 0.63 3 . 14 3 .14 0 .99 ***** 1.17 PIPE NO. 8: 55 LF - 12"CP � 3 .69$ OUTLET: 456.33 INLET: 458.36 INTYP: 5 JUNC NO. 8: OVERFLOW-EL: 462 .21 BEND: 44 DEG DIA/WIDTH: 2 .0 Q-R.ATIO: 0.33 Q(CFS) IiW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *************************************************************�***************** 0.17 0.21 458.57 * 0.012 0.17 0.11 0.20 0.20 0. 17 ***** 0.21 0.33 0.31 458.67 * 0.012 0.24 0. 15 0.29 0.29 0 .24 ***** 0.31 0.50 0 .38 458.74 * 0.012 0.30 0.18 0.37 0.37 0 .30 ***** 0 .38 0.67 0.45 458 .81 * 0.012 0.35 0.21 0.43 0.43 0.35 ***** 0.45 0.84 0 .51 458.87 * 0.�12 0.39 0.23 0.48 0.48 0.39 ***** 0 .51 1.00 0.57 458.93 * 0.012 0.43 0.25 0.53 0.53 0.43 ***** 0.57 1.17 0. 63 458.99 * 0.012 0.46 0.27 0.57 0.57 0.46 ***** 0. 63 1.34 0.66 459.04 * 0.012 0.49 0.29 0.61 0.61 0.49 ***** 0 . 68 1.51 0.73 459.09 * 0.012 0.53 0.31 0.65 0.65 0.53 ***** 0.73 1.67 0 . 78 459. 14 * 0 . 012 0 .55 0 . 33 0.69 0.69 0. 55 ***** 0. 78 O 2004 D.R.STROI�G Consulting Engineers Ine. Z' Aspen R�oods Drainage Report Renton,1�'ashineton 1.84 0 .83 459.19 * 0. 012 0.58 0.34 0.72 0.72 0 .56 ***** 0. 83 2.01 0 .88 459.24 * 0.012 0.61 0.36 0.75 0.75 0 .61 ***** 0.88 2.17 0.93 459.29 * 0.012 0.64 0 .38 0.78 0.78 0 . 64 ***** 0 .93 2.34 0 .98 459.34 * 0.012 0.66 0 .39 0. 81 0_81 0 . 66 ***** 0. 98 2.51 1.03 459.39 * 0.012 0 .68 0 .41 0. 84 0.84 0 . 66 ***** 1. 03 2 .68 1.08 459.44 * 0.012 0.71 0 .42 0. 66 0.86 0.71 ***** 1. 08 2 .84 1.13 459.49 * 0.012 0.73 0.43 0.89 0.89 0. 73 ***** 1.13 3 .01 1.18 459.54 * 0.012 0.75 0.45 0.91 0 .91 0. 75 ***** 1.18 3 .18 1.25 459.61 * 0.012 0.77 0.46 0.94 0.94 0.77 ***** 1.25 3 .35 1.31 459. 67 * 0. 012 0.79 0.48 0. 96 0 .96 0 . 79 ***** 1.31 3 .51 1.38 459.74 * 0.012 0.81 0.49 0.98 0.96 0. 81 ***** 1.38 3 .66 1.45 459.81 * 0.012 0.82 0.50 1.00 1. 00 0. 82 ***** 1.45 3 .85 1.53 459. 89 * 0.012 0.84 0.52 1.02 1. 02 D. 84 ***** 1.53 4 .01 1.60 459.96 * 0.012 0 .85 0.53 1.04 1.04 0 . 85 ***** 1.60 4.18 1.68 460. 04 * 0.012 0. 87 0.54 1.05 1.05 0. 87 ***** 1.6B 4.35 1.77 460 .13 * 0.012 0 .88 0.56 1.07 1. 07 0. 88 ***** 1.77 4.52 1.86 460.22 * 0.012 0.89 0.57 1.09 1.09 0. 89 ***** 1.86 4.68 1.95 460.31 * 0.012 0 .90 0.58 1.10 1.10 0. 90 ***** 1.95 4.85 2.04 460.40 * 0.012 0.91 0.59 1.12 1.12 0.91 ***** 2.04 5.02 2.14 460.50 * 0.012 0 .92 0.61 1.13 1.13 0.92 ***** 2 .14 5.19 2.24 460 .60 * 0.012 0.93 0.62 1. 15 1. 15 0. 93 ***** 2.24 5.35 2.34 460.70 * 0.012 0.94 0.63 1.16 1.16 0.94 ***** 2.34 5.52 2.45 460.81 * 0.012 0.95 0.65 1.1� 1.17 0.95 ***** 2 .45 PIPE NO. 9: 148 LF - 12"CP @ 3. 00� OLTTLET: 458.36 INLET: 462. 80 INTYP: 5 JUNC NO. 9: OVERFLOW-EL: 466.10 BEND: 0 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.66 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.13 0.18 462 .98 * 0.012 0.15 0.10 0.21 0.21 0.15 ***** 0.18 0.25 0.26 463 .06 * 0.012 0.21 0.14 0 .31 0.31 0.21 ***** 0 .26 0.38 0.33 463 .13 * 0.012 0.26 0.17 0.3B 0.38 0.26 ***** 0 .33 0.50 0.39 463 .19 * 0.012 0.30 0.19 0.45 0.45 0.30 ***** 0.39 0.63 0.44 463 .24 * 0.012 0.33 0.21 0.51 0.51 0.33 ***** 0.44 0.75 0.49 463 .29 * 0.012 0.37 0.23 0.57 0.57 0.37 ***** 0.49 0.88 0.53 463 .33 * 0.012 0.40 0.25 0.63 0.63 0 .40 ***** 0.53 1.00 0.58 463.38 * 0.012 0.43 0.27 0.68 0.68 0.43 ***** 0.58 1.13 0.62 463 .42 * 0.012 0.45 0.28 0 .73 0.73 0 .45 ***** 0.62 1.25 0.66 463 .46 * 0.012 0.48 0 .30 0.78 0.78 0.48 ***** 0.66 1.38 0.70 463 .50 * 0.012 0.50 0.31 0. 83 0.83 0 .50 ***** 0.70 1.51 0.74 463 .54 * 0.012 0.53 0.33 0.88 0.88 0.53 ***** 0.74 1.63 0.77 463 .57 * 0.012 0.55 0.34 0.93 0 .93 0 .55 ***** 0.77 1.76 0. 61 463 .61 * 0.012 0.57 0.35 0.98 0.98 0.57 ***** 0.81 1.88 0.85 463 .65 * 0.012 0.59 0.37 1.03 1.03 0.59 ***** 0. 85 2 .01 0.89 463.69 * 0.012 0.61 0.38 1.08 1.08 0.61 ***** 0. 89 2.13 0.92 463 .72 * 0.012 0.63 0.39 1.13 1.13 0.63 ***** 0. 92 2.26 0.96 463.76 * 0.012 0.65 0 .41 1.18 1.18 0.65 ***** 0.96 2.38 1.00 463 .80 * 0.012 0.67 0.42 1.25 1.25 0. 67 ***** 1. 00 2.51 1.03 463 .83 * 0.012 0.68 0.43 1.31 1.31 0.68 ***** 1.03 2 .63 1.07 463 .87 * 0.012 0.70 0.44 1.38 1.38 0.70 ***** 1.07 2.76 1.11 463 .91 * 0.012 0.72 0.45 1.45 1.45 0.72 ***** 1. 11 2 .88 1.15 463.95 * 0.012 0 .73 0.46 1.53 1.53 0.73 ***** 1.15 3 .01 1.19 463.99 * 0.012 0.75 0.48 1 .60 1. 60 0. 75 ***** 1. 19 �2004 D.R.STRONG Consulting Engineers Inc. 28 Aspen VVoods Drainage Report Renton,Washington 3.14 1.23 464 . 03 * 0.012 0.76 0.49 1.68 1.68 0.76 ***** 1.23 3 .26 1.29 464 . 09 * 0 .012 0.78 0.50 1.77 1.77 0.78 ***** 1.29 3.39 1.34 464 .14 * 0. 012 0.79 0.51 1. 86 1.86 0.79 ***** 1.34 3 .51 1.39 464. 19 * 0.012 0.81 0 .52 1. 95 1.95 0 .81 ***** 1.39 3 .64 1.44 464.24 * 0. 012 0.82 0.53 2 . 04 2 .04 0 .82 ***** 1.44 3.76 1.50 464.30 * 0.012 0.63 0.54 2.14 2. 14 0 .83 ***** 1.50 3 .89 1.55 464.35 * 0. 012 0.84 0.55 2 .24 2.24 0 . 84 ***** 1.55 4.01 1.61 464.41 * 0.012 0.85 0.56 2.34 2.34 0.85 ***** 1.61 4.14 1.67 464.47 * 0. 012 0.86 0 .57 2 .45 2.45 0 . 86 ***** 1.67 PIPE NO.10: 79 LF - 12"CP Q 2.99� OUTLET: 462 .80 INLET: 465.16 INTYP: 5 JUNC NO.10 : OVERFLOW-EL: 468. 18 BEND: 7 DEG DIA/WIDTH: 2 . 0 Q-RATIO: 0. 14 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.08 0.14 465.30 * 0. 012 0.12 0.08 0.18 0.18 0.12 ***** 0. 14 0.15 �.20 465.36 * 0.012 0.16 0. 11 0.26 0.26 0.16 ***** 0.20 0.23 0.25 465 .41 * 0.012 0 .20 0.13 0.33 0.33 0.20 ***** 0.25 0.30 0.29 465.45 * 0.012 0.23 0. 15 0.39 0 .39 0.23 ***** 0.29 0.38 0.33 465.49 * 0.012 0.26 0.17 0.44 0.44 0.26 ***** 0.33 0.45 0.36 465.52 * 0.012 0.28 0.18 0.49 0.49 0.26 ***** 0.36 0.53 0.40 465.56 * 0.012 0.31 0.20 0.53 0.53 0.31 ***** 0.40 0.60 0.43 465.59 * 0.012 0.33 0.21 0.58 0.58 0.33 ***** 0.43 0.68 0.45 465.61 * 0.012 0.35 0.22 0.62 0.62 0.35 ***** 0.45 0.76 0.48 465.64 * 0.012 0.37 0.23 0.66 0.66 0.37 ***** 0.48 0.83 0.51 465.67 * 0.012 0.39 0.24 0.70 0.70 0.39 ***** 0.51 0.91 0.53 465 .69 * 0.012 0.40 0.25 0.74 0.74 0.40 ***** 0.53 0.98 0.56 465.72 * 0.012 0.42 0.26 0.77 0.77 0.42 ***** 0.56 1.06 0.58 465.74 * 0 .012 0.44 0.27 0.81 0.81 0.44 ***** 0.58 1.13 0.60 465.76 * 0.012 0.45 0.28 O . BS 0.85 0_45 ***** 0.60 1.21 0.63 465.79 * 0.012 0.47 0.29 0.89 0.89 0.47 ***** 0.63 1.28 0.65 465.81 * 0.012 0.48 0.30 0. 92 0.92 0.48 ***** 0 .65 1.36 0.67 465.83 * 0.012 0.50 0.31 0.96 0.96 0.50 ***** 0.67 1.43 0.69 465.85 * 0.012 0.51 0.32 1.00 1.00 0.51 ***** 0.69 1.51 0.71 465.87 * 0. 012 0.53 0.33 1.03 1.03 0 .53 ***** 0 .71 1.59 0.73 465.89 * 0.012 0.54 0.34 1.07 1.07 0 .54 ***** 0.73 1.66 0.75 465.91 * 0.012 0.55 0.35 1. 11 1.11 0.55 ***** 0.75 1.74 0.77 465.93 * 0.012 0.57 0.35 1.15 1.15 0.57 ***** 0. 77 1.81 0.79 465.95 * 0.012 0.58 0.36 1.19 1.19 0 .58 ***** 0. 79 1.89 0. 81 465.97 * 0.012 0.59 0.37 1.23 1.23 0.59 ***** 0. 81 1.96 0.83 465.99 * 0.012 0.60 0.38 1.29 1.29 0.60 ***** 0. 83 2.04 0.85 466.01 * 0.012 0.61 0.38 1.34 1.34 0.61 ***** 0. 85 2.11 0.87 466.03 * 0.012 0.63 0.39 1.39 1.39 0.63 ***** 0. 87 2.19 0. 89 466.05 * 0.012 0.64 0.40 1.44 1.44 0.64 ***** 0 . 89 2.27 0.91 466.07 * 0.012 0.65 0.41 1.50 1.50 0.65 ***** 0.91 2.34 0.92 466.08 * 0.012 0.66 0.41 1.55 1.55 0.66 ***** 0.92 2.42 0.94 466.10 * 0.012 0.67 0.42 1.61 1.61 0.67 ***** 0. 94 2.49 0.96 466.12 * 0.012 0.68 0.43 1.67 1. 67 0.68 ***** 0 . 96 PIPE NO.11: 51 LF - 12"CP Q 2 .00� OUTLET: 465.16 INLET: 466.20 INTYP: 5 J[TNC N0.11: OVERFLOW-EL: 469.61 BEND: 3 DEG DIA/WIDTH: 2 .0 Q-RATIO: 0. 84 �2004 D.R.STRONG Consulting Engineers Inc. ?9 Aspen\'�'oods Drainaee Report Renton,\�'ashington I � Q {CFS) HW(FT) HW ELEV. * N-FAC DC DN TH' DO DE HWO HWI ******************************************************************************* 0 .07 0.13 466.33 * 0.012 0 .11 0 .06 0.14 0 .14 0. 11 ***** 0.13 0.13 0.19 466.39 * 0.012 0.15 0. 11 0.20 0 .20 0.15 ***** 0 .19 0.20 0.24 466.44 * 0.012 0.19 0.14 0.25 0 .25 0.19 ***** 0.24 0.26 0.26 466.46 * 0.012 0 .22 0.15 0.29 0 .29 0.22 ***** p,2g 0.33 0.31 466.51 * 0.012 0.24 0. 17 0.33 0.33 0.24 ***** 0.31 0.40 0.35 466.55 * 0.012 0.27 0.19 0.36 0 . 36 0.27 ***** 0.35 0.46 0.38 466.58 * 0.012 0.29 0.20 0.40 0 .40 0.29 ***** 0 .38 0.53 0.40 466. 60 * 0.012 0 .31 0.22 0.43 0.43 0.31 ***** 0.40 0.60 0.43 466.63 * 0.012 0 .33 0.23 0.45 0.45 0.33 ***** 0.43 0.66 0.46 466.66 * 0.012 0.34 0.24 0.48 0 .48 0.34 ***** 0 .46 0.73 0.48 466.68 * 0.012 0.36 0.25 0.51 0.51 0.36 ***** 0.48 0.79 0.51 466.71 * 0.012 0.36 0.26 0.53 0.53 0.38 ***** 0.51 0.86 0.53 466.73 * 0.012 0.39 0.27 0.56 0.56 0.39 ***** 0 .53 0.93 0.56 466.76 * 0 .012 0.41 0.28 0 .58 0.58 0.41 ***** 0.56 , 0.99 0.58 466.78 * 0.012 0.42 0.29 0.60 0.60 0.42 ***** 0.58 1.06 0.60 466.80 * 0.012 0.44 0.30 0.63 0.63 0.44 ***** 0 . 60 1.12 0.62 466.82 * 0. 012 0.45 0.31 0.65 0.65 0.45 ***** 0.62 1.19 0.64 466.85 * 0.012 0.47 0.32 0. 67 0.67 0.47 ***** 0.64 1.26 0.67 466.87 * 0.012 0.48 0.33 0.69 0.69 0.48 ***** 0.67 1.32 0.69 466.B9 * 0.012 0.49 0.34 0.71 �.71 0.49 ***** 0.69 1.39 0.71 466.91 * 0.012 0.50 0.35 0.73 0.73 0.50 ***** 0.71 1.46 0.73 466.93 * 0.012 0.52 0.36 0.75 0.75 0.52 ***** 0.73 1.52 0.75 466.95 * 0.012 0.53 0.37 0.77 0.77 0.53 ***** 0.75 1.59 0.77 466.97 * 0.012 0.54 0.37 0.79 0.79 0.54 ***** p,�� I 1.65 0.79 466.99 * 0.012 0.55 0.38 0.81 0.81 0.55 ***** p. 79 1.72 0.81 467.01 * 0.012 0.56 0.39 0.83 0.83 0.56 ***** 0. 81 1.79 0. 83 467.03 * 0.012 0.57 0.40 0.85 0.85 0 .57 ***** 0 .83 1.85 0.85 467.05 * 0.012 0.58 0.41 0.87 0.87 0.56 ***** 0.85 1.92 0. 67 467.07 * 0.012 0.60 0.41 0.89 0.89 0.60 ***** p,g� 1.98 0.89 467.09 * 0.012 0.61 0.42 0.91 0.91 0. 61 ***** p.g9 2.05 0.91 467.11 * 0.012 0.62 0.43 0.92 0.92 0.62 ***** 0.91 2.12 0.93 467.13 * 0.012 0.63 0.44 0.94 0.94 0.63 ***** 0.93 2.18 0.95 467.15 * 0.012 0.64 0.44 0.96 0 .96 0. 64 ***** 0.95 PIPE N0.12 : 70 LF - 12"CP @ 3 .10� OUTLET: 466.20 INLET: 468.37 INTYP: 5 JUNC N0.12: OVERFLOW-EL: 471.38 BEND: 10 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.77 Q(CFS) HW{FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.04 0.09 468.46 * 0.012 0. 08 0.06 0.13 0.13 0.08 ***** 0.09 0.07 0.13 468.50 * 0.012 0.11 0.08 0.19 0. 19 0.11 ***** 0.13 0.11 0.16 468.53 * 0.012 0.14 0.09 0.24 0.24 0.14 ***** 0.16 0.14 0.19 468.56 * 0.012 0.16 0.11 0.26 0.26 0.16 ***** 0.19 0.18 0.22 468.59 * 0.012 0.18 0.12 0.31 0.31 0.18 ***** p.22 0.22 0.24 468.61 * 0.012 0.20 0.13 0.35 0.35 0.20 ***** 0.24 0.25 0.26 468.63 * 0.012 0.21 0.14 0.38 0.38 0 .21 ***** 0.26 0.29 0.28 468.65 * 0.012 0.23 0.15 0.40 0.40 0.23 ***** 0.28 0.32 0.30 468.67 * 0.012 0.24 0.15 0.43 0.43 0.24 ***** 0.30 0.36 0.32 466.69 * 0.012 0.25 0.16 0.46 0.46 0.25 ***** 0.32 0.39 0.34 468.71 * 0.012 0.26 0.17 0.48 0.48 0.26 ***** 0.34 0 .43 0.36 468.73 * 0.012 0.28 0.18 0.51 0.51 0.28 ***** 0.36 �2004 D.R.STRONG Consulting Engineers Inc. 30 Aspen 11'oods Drainage Report Renton,Washington 0.47 0.37 468.74 * 0.012 0 .29 0.18 0.53 0.53 0.29 ***** 0.37 0.50 0.39 468.76 * 0 .012 0 .30 0.19 0. 56 0.56 0.30 ***** 0 .39 0.54 0.40 468.77 * 0.012 0.31 0.20 0.5B 0.58 0.31 ***** 0.40 0.57 0.42 46B.79 * 0.012 0.32 0.20 0.60 0.60 0.32 ***** 0 .42 0.61 0.43 468.80 * 0.012 0.33 0.21 0.62 0.62 0.33 ***** 0.43 0.65 0.45 466 .82 * 0.012 0.34 0.21 0.64 0.64 0.34 ***** 0 .45 0.68 0.46 468.83 * 0.012 0.35 0.22 0.67 0.67 0.35 ***** 0.46 0.72 0.47 468.84 * 0.012 0.36 0.22 0.69 0.69 0.36 ***** 0.47 0.75 0.49 468.86 * 0.012 0.37 0 .23 0.71 0.71 0.37 ***** 0.49 0.79 0.50 468.87 * 0.012 0.38 0 .24 0.73 0.73 0.38 ***** 0.50 0.83 0.51 468.88 * 0.012 0.39 0 .24 0.75 0.75 0.39 ***** 0 .51 0.66 0.53 468 .90 * 0.012 0.39 0 .25 0.77 0.77 0 .39 ***** 0.53 0.90 0.54 468 .91 * 0.012 0.40 0.25 0.79 0.79 0.40 ***** 0.54 0.93 0.55 468. 92 * 0.012 0.41 0 .26 0.81 0.81 0.41 ***** 0.55 0.97 0.56 468.93 * 0.012 0.42 0.26 0.83 0 .83 0.42 ***** 0.56 1.00 0.58 468.95 * 0. 012 0.43 0 .26 0.85 0.85 0.43 ***** 0.58 1.04 0.59 468.96 * 0.012 0.43 0.27 0.87 0 .87 0.43 ***** 0.59 1.08 0.60 466.97 * 0.012 0.44 0.27 0.89 0 .89 0.44 ***** 0.60 1.11 0.61 468 .96 * 0.012 0.45 0.28 0.91 0.91 0.45 ***** 0.61 1.15 0.62 468.99 * 0.012 0.46 0.28 0.93 0.93 0.46 ***** 0.62 1.18 0.64 469. 01 * 0.012 0.46 0.29 0.95 0. 95 0.46 ***** 0.64 ? PIPE N0. 13 : 70 LF - 12°� @ 1.99� OUTLET: 468.37 INLET: 469.77 INTYP: 5 JUNC N0.13 : OVERFLOW-EL: 473.14 BEND: 43 DEG DIA/WIDTH: 2 . 0 Q-RATIO: 1. 93 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *************,r***************************************************************** 0.02 0.07 469.84 * 0.012 0.06 0. 05 0.09 0.09 0.06 ***** 0.07 0.04 0.10 469.87 * 0.012 0.09 0.07 0.13 0.13 0.09 ***** 0.10 0.06 0.13 469.90 * 0.012 0.11 0.08 0.16 0.16 0.11 ***** 0.13 0.08 0.15 469.92 * 0.012 0.12 0.09 0.19 0.19 0.12 ***** 0.15 0.10 0.16 469.93 * 0.012 0.13 0.10 0.22 0.22 0.13 ***** 0.16 0.12 0. 18 469.95 * 0.012 0.15 0.11 0.24 0.24 0.15 ***** 0.18 0.14 0.20 469.97 * 0.012 0.16 0.12 0.26 0.26 0.16 ***** 0.20 0.16 0.21 469.98 * 0.012 0.17 0 .12 0.28 0.28 0.17 ***** 0.21 0.18 0.23 470.00 * 0.012 0. 18 0.13 0.30 0.30 0.18 ***** 0.23 0.20 0.24 470.01 * 0.012 0.19 0.14 0.32 0.32 0.19 ***** 0.24 0.22 0.25 470.02 * 0.012 0.20 0.14 0.34 0.34 0.20 ***** 0.25 0.24 0.27 470.04 * 0.012 0.21 0.15 0.36 0.36 0.21 ***** 0.27 0.26 0.28 470.05 * 0.012 0.22 0.15 0.37 0.37 0.22 ***** 0.28 0.28 0.29 470.06 * 0.012 0.22 0 .16 0.39 0.39 0.22 ***** 0.29 0.30 0.30 470.07 * 0.012 0.23 0.17 0.40 0.40 0.23 ***** 0.30 0.33 0.31 470.08 * 0.012 0.24 0.17 0.42 0.42 0 .24 ***** 0.31 0.35 0.32 470.09 * 0.012 0.25 0.18 0.43 0.43 0 .25 ***** 0.32 0.37 0.33 470.10 * 0.012 0.25 0.18 0.45 0.45 0.25 ***** 0 .33 0.39 0.34 470.11 * 0.012 0.26 0. 19 0.46 0.46 0 .26 ***** 0.34 0.41 0.35 470.12 * 0.012 0.27 0.19 0.47 0.47 0 .27 ***** 0.35 0.43 0.36 470.13 * 0.012 0.28 0.19 0.49 0.49 0.28 ***** 0.36 0.45 0.37 470.14 * 0.012 0.28 0.20 0.50 0.50 0.28 ***** 0.37 0.47 0.38 470.15 * 0.012 0.29 0.20 0.51 0.51 0.29 ***** 0 .38 0.49 0.39 470.16 * 0.012 0.29 0.21 0.53 0.53 0.29 ***** 0.39 0.51 0 .40 470.17 * 0.012 0.30 0 .21 0.54 0.54 0.30 ***** 0 .40 0.53 0 .41 470.18 * 0.�12 0. 31 0 .22 0.55 0 .55 0 .31 ***** 0 .41 O?004 D.R.STRONG Consulting Eneineers Inc. 31 Aspen 1Voods Drainage Report Renton,��'ashington 0 .55 0.41 470.18 * 0.012 0 .31 0.22 0.56 0.56 0.31 ***** 0.41 0.57 0.42 470.19 * 0.012 0.32 0.22 0.58 0.58 0. 32 ***** 0 .42 0 .59 0.43 470.20 * 0.012 0.32 0.23 0.59 0 .59 0.32 ***** 0 .43 0 .61 0.44 470.21 * 0.012 0.33 0 .23 0.60 0. 60 0.33 ***** 0 .44 0.63 0.45 470.22 * 0.012 0 .34 0.23 0 .61 0.61 0.34 ***** 0.45 0.65 0.46 470.23 * 0.012 0.34 0.24 0.62 0.62 0.34 ***** 0.46 0.67 0.46 470.23 * 0.012 0 .35 0.24 0 .64 0. 64 0.35 ***** 0 .46 PIPE N0.14 : 50 LF - 12"CP @ 5.68� OUTLET: 469.77 INLET: 472 .61 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.01 0.04 472.65 * 0.012 0.04 0.03 0 .07 0.07 0.04 ***** 0 .03 0.01 0.05 472.66 * 0.012 0.05 0.03 0. 10 0.10 0. 05 ***** 0 . 04 0.02 0.06 472.67 * 0.012 0.06 0.04 0 .13 0.13 0.06 ***** 0 . 05 0.03 0.07 472 .68 * 0.012 0.07 0.05 0.15 0.15 0.07 ***** 0 . 06 0.03 0.08 472.69 * 0.012 0.08 0.05 0. 16 0.16 0 .08 ***** 0 .07 0.04 0.09 472.70 * 0.012 0.09 0.05 0.16 0.18 0. 09 ***** 0. 08 0.05 0.09 472.70 * 0.012 0.09 0.06 0.20 0.20 0.09 ***** 0 .09 0.06 0.10 472.71 * 0.012 0.10 0. 06 0.21 0.21 0.10 ***** 0. 10 0.06 0.11 472.72 * 0.012 0.11 0.06 0.23 0.23 0 .11 ***** 0. 11 0.07 0.12 472.73 * 0.012 0.11 0.07 0.24 0.24 0.11 ***** 0.12 0.08 0.12 472 .73 * 0.012 0.12 0 .07 0.25 0.25 0 . 12 ***** 0.12 0.08 0.13 472 .74 * 0.012 0.12 0. 07 0.27 0.27 0.12 ***** 0 . 13 0.09 0.14 472.75 * 0.012 0.13 0.07 0.28 0 .28 0 .13 ***** 0. 14 0.10 0.14 472 .75 * 0.012 0.13 0.08 0.29 0.29 0 . 13 ***** 0. 14 0.10 0.15 472.76 * 0.012 0.14 0. 08 0.30 0.30 0.14 ***** 0. 15 0.11 0.15 472.76 * 0.012 0.14 0.08 0.31 0 .31 0.14 ***** 0.15 0.12 0.16 472.77 * 0.012 0.15 0.08 0.32 0.32 0. 15 ***** 0. 16 0.12 0.17 472.78 * 0.012 0. 15 0. 09 0.33 0.33 0.15 ***** 0.17 0.13 0.17 472.78 * 0.012 0.15 0. 09 0.34 0 .34 0.15 ***** 0.17 0.14 0.18 472 .79 * 0.012 0.16 0. 09 0.35 0.35 0.16 ***** 0.18 0.15 0.18 472.79 * 0.012 0. 16 0.09 0.36 0.36 0.16 ***** 0. 18 0.15 0.19 472 .80 * 0.012 0 .16 0.09 0.37 0.37 0.16 ***** 0.19 0.16 0.19 472.80 * 0.012 0.17 0.10 0.38 0.38 0.17 ***** 0.19 0.17 0.20 472.81 * 0.012 0.17 0.10 0.39 0.39 0.17 ***** 0.20 0.17 0.20 472.81 * 0.012 0.18 0.10 0.40 0.40 0.18 ***** 0.20 0.18 0.21 472.82 * 0.012 0. 18 0.10 0.41 0.41 0. 18 ***** 0.21 0.19 0.21 472.62 * 0.012 0.18 0.10 0.41 0.41 0.18 ***** 0.21 0.19 0.22 472.83 * 0.012 0.19 0.11 0.42 0.42 0.19 ***** Q.22 0.20 0.22 472 .83 * 0.012 0.19 0.11 0.43 0.43 0 .19 ***** p.22 0.21 0.22 472. 83 * 0.012 0.19 0.11 0 .44 0.44 0.19 ***** Q.22 0.21 0.23 472.84 * 0.012 0.20 0.11 0.45 0.45 0.20 ***** 0.23 0.22 0.23 472.84 * 0.012 0.20 0.11 0.46 0.46 0.20 ***** 0.23 0.23 0.24 472.85 * 0.012 0 .20 0.11 0.46 0.46 0 .20 ***** 0.24 �2004 D.R.STRONG Consulting Engineers Inc. 32 Aspen Woods Drainage Report Renton,Washington CB 24 - CB 4 BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:CB#24 TO CB #4.bwp Surcharge condition at intermediate junctions Tailwater Elevation:452.21 feet Discharge Range:0.5 to 5.5 Step of 0.5 [cfs] Overflow Elevation:474.96 feet Weir:NONE Upstream Velocity:0. feet/sec PIPE NO. 1: 130 LF - 12"CP @ 7.38$ OUTLET: 449.85 INLET: 459.45 INTYP: 5 �TUNC NO. 1: OVERFLOW-EL: 463.76 BEND: 0 DEG DIA/WIDTH: 2. 0 Q-R.ATIO: 0.51 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ****************************************,r*************************�************ 0.50 0.36 459. 81 * 0.012 0.30 0.15 2.36 2 .36 0.30 ***** 0 .36 1.00 0.55 460.00 * 0.012 0 .43 0.21 2 .36 2.36 0.43 ***** 0.55 1.50 0.71 460.16 * 0.012 0.52 0.26 2.36 2 .36 0.52 ***** 0.71 2.00 0.86 460.31 * 0.012 0.61 0.30 2 .36 2 .36 0.61 ***** 0.86 2.50 1.00 460.45 * 0.012 0. 66 0.34 2.36 2.36 0.68 ***** 1.00 3 .00 1.15 460.60 * 0.012 0.75 0.37 2 .36 2.36 0.75 ***** 1.15 3 .50 1.34 460.79 * 0.012 0.80 0.40 2.36 2 .36 0.80 ***** 1.34 4.00 1.55 461.00 * 0.012 0. 85 0.43 2 .36 2.36 0.85 ***** 1.55 4.50 1.80 461.25 * 0 .012 0. 69 0.46 2 .36 2 .36 0.89 ***** 1.80 5.00 2 .07 461.52 * 0.012 0.92 0.49 2 .36 2.36 0.92 ***** 2 .07 5.50 2.37 461.82 * 0.012 0.94 0.52 2.36 2.36 0.94 ***** 2.37 PIPE NO. 2 : 150 LF - 12"CP @ 5.43$ OUTLET: 459.45 INLET: 467 .60 INTYP: 5 JUNC NO. 2: OVERFLOW-EL: 471.96 BEND: 0 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.96 Q(CFS) AW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************,r 0.33 0.30 467.90 * 0.012 0.24 0.14 0.36 0.36 0.24 ***** 0.30 0.66 0.44 468.04 * 0.012 0.34 0 .19 0.55 0.55 0.34 ***** 0 .44 1.00 0.56 468.16 * 0.012 0.42 0.23 0.71 0.71 0 .42 ***** 0 .56 1.33 0.67 468.27 * 0.012 0.49 0.26 0.86 0.86 0.49 ***** 0.67 1.66 0.78 466.38 * 0.012 0.55 0.30 1.00 1.00 0.55 ***** 0.78 1.99 0.88 468.48 * 0.012 0.61 0. 32 1.15 1.15 0.61 ***** 0 .88 2.32 0.98 468.58 * 0.012 0.66 0.35 1.34 1.34 0.66 ***** 0 .98 2.65 1.08 468.68 * 0.012 0.70 0.38 1.55 1.55 0.70 ***** 1.08 2.99 1.19 468.79 * 0.012 0.75 0.40 1.80 1.80 0.75 ***** 1.19 3.32 1.32 466.92 * 0.012 0.78 0.43 2 .07 2 .07 0.78 ***** 1 .32 3.65 1.46 469.06 * 0.012 0.82 0.45 2.37 2.37 0.82 ***** 1.46 PIPE N0. 3 : 146 LF - 12"CP C 2 .54� OUTLET: 467 .60 INL�.T: 471.32 INTYP: 5 JUNC NO. 3 : OVERFLOW-EL: 475.36 BEND: 44 DEG DIA/WIDTH: 2. 0 Q-RATIO: 6 .27 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *******************************************************,r*********************** �2004 D.R.STRO'.JG Consulting Engineers Inc. 33 Aspen Woods Drainage Report Renton,Washington 0.17 0.21 471.53 * 0.012 0.17 0. 12 0.30 0.30 0. 17 ***** 0 . 21 0.34 0.31 471.63 * 0.012 0.25 0.16 0.44 0.44 0.25 ***** 0 .31 0.51 0.39 471.71 * 0.012 0.30 0.20 0.56 0.56 0.30 ***** 0 .39 0.68 0.46 471.78 * 0. 012 0.35 0.23 0.67 0.67 0.35 ***** 0 .46 O.B5 0.53 471.85 * 0.012 0.39 0.26 0.78 0 .78 0.39 ***** 0 .53 1.02 0.59 471.91 * 0.012 0.43 0.28 0. 88 0.88 0.43 ***** 0 .59 1.19 0.65 471.97 * 0.012 0.46 0.30 0.98 0.98 0.46 ***** 0. 65 1.36 0.70 472 .02 * 0.012 0.50 0.32 1.08 1.08 0.50 ***** 0 . 70 1.53 0.76 472.08 * 0.012 0.53 0.34 1.19 1.19 0.53 ***** 0.76 1.69 0. 61 472 .13 * 0.012 0.56 0.36 1.32 1.32 0.56 ***** 0. 61 1.86 0.87 472.19 � 0.012 0.59 0.38 1.46 1.46 0.59 ***** 0.87 PIPE NO. 4: 50 LF - 12"CP � 0.50� OUTLET: 471.32 INLET: 471.57 INTYP: 5 JUNC NO. 4: OVERFLOW-EL: 475.76 BEND: 47 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.52 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI **********************************************************,r******************** 0.02 0.09 471.66 * 0.012 0 . 07 0.07 0.21 0.21 0.07 0 .09 0.08 0.05 0.13 471.70 * 0.012 0. 09 0.10 0.31 0 .31 0.11 0. 13 0.12 0.07 0.18 471.75 * 0.012 0. 11 0.12 0 .39 0.39 0.17 0. 18 0. 14 0.09 0.24 471.81 * 0.012 0.13 0.13 0.46 0.46 0.23 0.24 0.17 ' 0.12 0.30 471.87 * 0.012 0.14 0.15 0.53 0.53 0.29 0.30 0.18 0.14 0.36 471.93 * 0.012 0. 16 0.16 0.59 0.59 0.35 �.36 0.20 0.16 0.41 471.98 * 0.012 0.17 0.17 0.65 0.65 0 .40 0.41 0.22 0.19 0.47 472.04 * 0.012 0. 18 0.18 0.70 0.70 0.46 0.47 0 .24 0.21 0.52 472.09 * 0.012 0.19 0.19 0.76 0.76 0.51 0.52 0.25 0.23 0.58 472.15 * 0.012 0.20 0.20 0. 81 0.81 0.57 0.58 0.27 0.26 0.63 472.20 * 0.012 0.21 0.21 0.87 0.87 0.62 0.63 0.28 PIPE NO. 5 : 78 LF - 12"CP Q 0.50� OUTLET: 471.57 INLET: 471.96 INTYP: S Q(CFS) HW(FT} HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ***************************************************************************,r*** 0.02 0.07 472.03 * 0.012 0.06 0.06 0.09 0.09 0.06 0.07 0. 07 0. 03 0.11 472.07 * 0.012 0.08 0 .08 0.13 0.13 0 .08 0.11 0. 09 0.05 0.13 472.09 * 0.012 0.09 0.10 0.18 0.18 0.10 0.13 0.11 0.06 0.15 472.11 * 0.012 0 .11 0. 11 0.24 0.24 0.11 0.15 0. 13 0. 08 0.17 472.13 * 0.012 0.12 0.12 0.30 0.30 0.12 0.17 0. 15 0.09 0.19 472.15 * 0.012 0.13 0.13 0.36 0.36 0.13 0.19 0. 16 0.11 0.20 472.16 * 0.012 0.14 0.14 0.41 0.41 0.15 0.20 0.18 0.12 0.21 472.17 * 0.012 0.15 0.15 0.47 0.47 0.17 0.21 0.19 0.14 0.23 472.19 * 0.012 0.16 0. 16 0.52 0.52 0.19 0.23 0.20 0.15 0.26 472.22 * 0.012 0 .17 0.17 0.58 0.58 0.23 0.26 0.21 0.17 0.29 472.25 * 0.012 0 .17 0.17 0.63 0.63 0.26 0.29 0.22 �2004 D.R.STRONG Cansulting Engineers Inc. 34 Aspen Woods Drainage Report Renton,Vl'ashington CB 26 - CB 22 BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:CB#26 TO CB #22 .bwp Surcharge condition at intermediate junctions Tailwater Elevation:452.21 feet Discharge Range:0.25 to 1.5 Step of 0.25 [cfs] Overflow Elevation:476.59 feet Weir:NONE Upstream Velocity:0. feet/sec PIPE NO. 1: 31 LF - 12"CP @ 3 .48� OUTLET: 471.32 INLET: 472 .40 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 475.40 BEND: 42 DEG DIA/WIDTH: 2.0 Q-RATI0:14 . 00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ****************************************************************************x�** 0.25 0.26 472.66 * 0.012 0.21 0.13 0.00 0.13 0.21 ***** 0.26 0.50 0.39 472.79 * 0.012 0.30 0.18 0 . 00 0.18 0.30 ***** 0 .39 0.75 0.49 472.89 * 0.012 0.37 0.22 0.00 0.22 0.37 ***** 0.49 1.00 0.5B 472.98 * 0.012 0.43 0.26 0. 00 0.26 0.43 ***** 0 .58 1.25 0.66 473 .06 * 0. 012 0.48 0.29 0 .00 0.29 0.48 ***** 0 .66 1.50 0.74 473.14 * 0.012 0.52 0.31 0.00 0.31 0.52 ***** 0.74 PIPE NO. 2 : 49 LF - 12"CP @ 2.43� OUTLET: 472.40 INLET: 473 .59 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.02 0.06 473 .65 * 0.012 0.06 0.04 0_26 0.26 0.06 ***** 0.06 0.03 0.09 473 .68 * 0.012 0.06 0.06 0.39 0 .39 0. 08 ***** 0 . 09 0.05 0.11 473.70 * D.012 0.10 0.07 0.49 0.49 0.10 ***** 0.11 0.07 0.13 473 .72 * 0.012 0.11 0 .08 0.58 0.58 0.11 ***** 0. 13 0. 08 0.15 473.74 * 0.012 0.12 0.09 0.66 0.66 0.12 ***** 0 . 15 0.10 0.16 473 .75 * 0.012 0.13 0. 09 0.74 0.74 0.13 ***** 0.16 CB 19 - CB 2 BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:CB#19 TO CB #2 .bwp Surcharge condition at intermediate junctions Tailwater Elevation:452.21 feet Discharge Range:0.25 to 1.5 Step of 0.25 (cfs] Overflow Elevation:452.61 feet Weir:NONE Upstream Velocity:0. feet/sec PIPE NO. 1: 44 LF - 12"CP @ 0.82� OUTLET: 448.11 INLET: 448 .47 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 455.36 BEND: 46 DEG DIA/WIDTH: 4.0 Q-RATIO: 2 .22 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI 0 2004 D.R.STRONG Consulting Engineers Inc. 35 Aspen Woods Drainage Report Renton,Washington ***********************************************�*******************�*********** 0 .25 3 .75 452 .22 * 0.012 0.21 0.19 4 .10 4 . 10 3.75 3 .75 0.27 0.50 3.76 452 .23 * 0.012 0 .30 0.26 4 .10 4 . 10 3 .75 3 . 76 0.40 0.75 3.78 452 .25 * 0.a12 0.37 0.32 4 .10 4. 10 3 .76 3 .78 0.50 1.00 3.81 452.28 * 0.012 0 .43 0.37 4 .10 4 . 10 3 .77 3 . 81 0.59 1.25 3.B5 452 .32 * 0.012 0.48 0.42 4 .10 4 . 10 3 .79 3 . 85 0.68 1.50 3.89 452.36 * 0.012 0.52 0.46 4.10 4.10 3.81 3.89 0.76 PIPE N0. 2 : 85 LF - 12"CP � 1.16� OUTLET: 448.47 INLET: 449.46 INTYP: 5 JUNC NO. 2: OVERFLOW-EL: 452 .61 BEND: 90 DEG DIA/WIDTH: 2 . 0 Q-RATIO: 0.30 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *********************************************,+***,r***************************** 0.08 2.77 452.23 * 0.012 0.12 0.10 3 .75 3 .75 2 .77 2 .77 0.15 0.16 2.77 452 .23 * 0.012 0.17 0.14 3.76 3.76 2 .77 2 . 77 0.21 0.23 2.79 452.25 * 0.012 0.20 0.17 3 .78 3.78 2 .79 2.79 0 .26 0.31 2 . 83 452.29 * 0.012 0.23 0.19 3 .81 3 .81 2 . 82 2 .83 0 .31 0.39 2 . 87 452.33 * 0.�12 0.26 0.21 3 . 85 3.85 2 . 86 2.87 0 .35 0.47 2.93 452.39 * 0.012 0.29 0.23 3.89 3.89 2.92 2.93 0.38 PIPE NO. 3 : 31 LF - 12"CP Q 0.48� OUTLET: 449.46 INLET: 449.61 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.06 2 .63 452.24 * 0.012 0.10 0.11 2.77 2.77 2 . 63 2.63 0 .13 0.12 2 .62 452.23 * 0.012 0.15 0.15 2.77 2 .77 2 .62 2.62 0 . 19 0.18 2.65 452 .26 * 0.012 0.18 0.18 2.79 2.79 2 .64 2 .65 0.23 0.24 2 .66 452.29 * 0.012 0.21 0.21 2.83 2 .83 2 .68 2.68 0 .27 0.30 2.73 452.34 * 0.012 0.23 0.23 2.87 2 .87 2 .72 2 .73 0 .30 0.36 2.78 452.39 * 0.012 0.25 0.25 2.93 2.93 2.78 2.78 0.33 CB 29 - CB 1 BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:CB#29 TO CB #l.bwp Surcharge condition at intermediate junctions Tailwater Elevation:452.21 feet Discharge Range:0.5 to 1.5 Step of 0.25 [cfs] Overflow Elevation:453.77 feet Weir:NONE Upstream Velocity:0. feet/sec PIPE NO. l: 108 LF - 12"CP @ 4 .43� OUTLET: 444.38 INLET: 449.16 INTYP: 5 JUNC NO. l: OVERFLOW-EL: 452.67 BEND: 86 DEG DIA/WIDTH: 2 .0 Q-RATIO: 0.43 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.50 3 . 08 452.24 * 0.012 0 .30 0. 17 7. 83 7.83 3 . 07 3 . 08 0.38 O 2004 D.R.STRONG Consultine Engineers Inc. 36 Aspen Waods Drainaee Report Renton,\�'ashington i 0.75 3.12 452.28 * 0.012 0.37 0.21 7. 83 7. 83 3 .09 3 . 12 0 .49 1.00 3 .17 452.33 * 0 .012 0.43 0.24 7 . 63 7.83 3 . 12 3 . 17 0 .58 1.25 3.23 452.39 * 0.012 0.48 0.27 7. 83 7.83 3 . 16 3 .23 0.67 1.50 3.31 452.47 * 0.012 0.52 0.30 7.83 7.83 3.21 3.31 0.75 PIPE NO. 2 : 31 LF - 12"CP @ 1.65$ OUTLET: 449. 16 INLET: 449.67 INTYP: 5 JUNC NO. 2 : OVERFLOW-EL: 452 .67 BEND: 56 DEG DIA/WIDTH: 2 . 0 Q-RATIO: 0. 11 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI **********�********************************+*********************************** 0.35 2.58 452 .25 * 0.012 0 .25 0.19 3 .08 3 .08 2 .58 2.58 0.32 0.53 2 .62 452 .29 * 0.012 0.31 0 .23 3 .12 3 .12 2 . 61 2.62 0.40 0.70 2.68 452.35 * 0.012 0.35 0.26 3 .17 3 .17 2 . 67 2.68 0.47 0.88 2 .76 452 .43 * 0.012 0.40 0.29 3 .23 3 .23 2 . 74 2.76 0.54 1.05 2.86 452.53 * 0.012 0.44 0.32 3.31 3.31 2.83 2.86 0.60 PIPE NO. 3 : 33 LF - 12"CP � 3 .33� OUTLET: 449.67 INLET: 450.77 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI **********************��********************�********************************** 0 .32 1.49 452.26 * 0.012 0 .24 0. 15 2.58 2.58 1.49 1.49 0.30 0 .47 1.53 452 .30 * 0.012 0.29 0.18 2 .62 2 .62 1.52 1.53 0.37 0 .63 1.61 452.38 * 0.012 0.34 0.21 2.68 2 .68 1.59 1.61 0.44 0 .79 1.70 452 .47 * 0.012 0 . 38 0.23 2.76 2 .76 1. 68 1.70 0.50 0.95 1.81 452 .58 * 0.012 0 .41 0.25 2.86 2 .86 1.78 1.81 0.56 CB 17 - CB 15 BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:CB#17 TO CB #15.bwp Surcharge condition at intermediate junctions Tailwater Elevation:452.21 feet Discharge Range:0.5 to 1. Step of 0.1 [cfs] Overflow Elevation:456.17 feet Weir:NONE Upstream Velocity:0. feet/sec PIPE NO. 1: 31 LF - 12"CP @ 9.61� OUTLET: 448.47 INLET: 451.45 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 455.37 BEND: 41 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.16 4tCFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ****************************�*********************************�***�************ 0.50 0.78 452.23 * 0.012 0.30 0.14 3 .74 3 .74 0.77 0.78 0.35 0.60 0.79 452.24 * 0.012 0.33 0.16 3 .74 3 .74 0.77 0.79 0.39 0.70 0.79 452 .24 * 0.012 0.35 0.17 3 .74 3 .74 0.77 0.79 0.43 0.80 0.80 452.25 * 0.012 0.38 0. 18 3 .74 3 .74 0.77 0. 80 0.47 0.90 0 .81 452.26 * 0.012 0.40 0.19 3.74 3 .74 0.77 0.81 0.50 1.00 0.82 452.27 * 0.012 0.43 0.20 3.74 3.74 0.78 0.82 0.54 Q 2004 D.R.STRONG Consulting Engineers Inc. 37 Aspen Woods Drainage Report Renton,Washington i I PIPE NO. 2 : 43 LF - 12"CP @ 4.00$ OUTLET: 451.45 INLET: 453 .17 INTYP: 5 Q{CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *********************************************************************�********* , 0 .43 0.35 453 .52 * 0.012 0 .28 0.17 0.78 0. 7B 0.28 ***** 0.35 0.52 0.39 453 .56 * 0.012 0.30 0.18 0.79 0 .79 0.30 ***** 0.39 0.61 0.43 453 .60 * 0.012 0 .33 0. 19 0.79 0.79 0. 33 ***** 0.43 0.69 0.46 453 .63 * 0.012 0 .35 0.21 0. 80 0 . 80 0.35 ***** 0.46 0.78 0.49 453 . 66 * 0.012 0.37 0.22 0_ 81 0 . 81 0.37 ***** 0.49 0.87 0.53 453.70 * 0.012 0.39 0.23 0.82 0.82 0.39 ***** 0.53 CB 21A - CB 21 BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:CB#21A TO CB #21.bwp Surcharge condition at intermediate junctions Tailwater Elevation:452 .21 feet Discharge Range:0.5 to 1. Step of 0 .1 [cfs] Overflow Elevation:471.96 feet Weir:NONE Upstream Velocity:0. feet/se� PIPE NO. l: 31 LF - 12"CP @ 2 .16� OUTLET: 467.60 INLET: 468.27 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ****************************************************************************,r** 0.50 0.39 468.66 * 0.012 0.30 0.21 0.00 0.21 0 .30 ***** 0 .39 0.60 0.43 468.70 * 0.012 0.33 0.22 0.00 0.22 0.33 ***** 0 .43 0.70 0.47 468.74 * 0.012 0.35 0.24 0.00 0.24 0.35 ***** 0.47 0.80 0.51 468.78 * 0.012 0.38 0.26 0.00 0.26 0.3B ***** 0.51 0.90 0.55 468.82 * 0.012 0.40 0.27 0.00 0.27 0.40 ***** 0.55 1.00 0.58 468 .85 * 0.012 0.43 0.29 0 .00 0 .29 0 .43 ***** 0 . 58 CB 20A - CB 20 BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:CB#20A TO CB #20.bwp Surcharge condition at intermediate junctions Tailwater Elevation:452.21 feet Discharge Range:0.5 to l. Step of 0.1 [cfs] Overflow Elevation:463 .76 feet Weir:NONE Upstream Velocity:0. feet/sec 0 2004 D.R.STRONG Consulting Eneineers Inc. 38 Aspen�'�'oods Drainaee Report Renton,V.'ashing[on PIPE NO. 1 : 31 LF - 12"CP @ 4.23� OUTLET: 459.45 INLET: 460 .76 INTIP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******�************************************************************************ 0.50 0.38 461. 14 * 0.012 0.30 0.18 0.00 0 .18 0. 30 ***** 0.38 0.60 0.42 461.18 * 0.012 0.33 0. 19 0.00 0.19 0. 33 ***** 0.42 0.70 0.46 461.22 * 0. 012 0.35 0.21 0.00 0.21 0. 35 ***** 0.46 0. 80 0.50 461.26 * 0.012 0.38 0.22 0.00 0 .22 0. 36 ***** 0.50 0.90 0.54 461.30 * 0.012 0.40 0.23 0.00 0.23 0.40 ***** 0.54 1.00 0.57 461.33 * 0.012 0.43 0.24 0.00 0 .24 0.43 ***** 0 .57 CB 13A - CB 13 BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:CB#13A T� CB #13 .bwp Surcharge condition at intermediate junctions Tailwater Elevation:452.21 feet Discharge Range:0.1 to 0.2 Step of 0.1 (cfs] Overflow Elevation:473.21 feet Weir:NONE Upstream Velocity:0. feet/sec PIPE NO. 1: 31 LF - 12"CP � 1.42� OUTLET: 469.77 INLET: 470.21 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.10 0.17 470.38 * 0.012 0.13 0.11 0.00 0.11 0.13 ***** 0.17 0.20 0.24 470.45 * 0.012 0. 19 0.15 0. 00 0.15 0 .19 ***** 0.24 CB 11A - CB 11 BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:CB#11A TO CB #ll.bwp Surcharge condition at intermediate junctions Tailwater Elevation:452.21 feet Discharge Range:0.5 to 1. Step of 0.1 [cfs� Overflow Elevation:469.61 feet Weir:NONE Upstream Velocity:0. feet/sec PIPE NO. l: 31 LF - 12"CP C� 0.03� OUTLET: 466.20 INLET: 466.21 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ,r*************************************,r****************************,r**********,r 0.50 0.49 466.70 * 0.012 0.30 0.63 0.00 0.30 0.43 0.49 0.40 0.60 0.53 466.74 * 0.012 0 .33 0.72 0.00 0.33 0.47 0.53 0.45 0.70 0.58 466.79 * 0.012 0.35 0.83 0.00 0.35 0.51 0.58 0.48 0.80 0.62 466.83 * 0.012 0.38 1. 00 0.00 0.38 0.54 0.62 0.52 0 2004 D.R.STRONG Consulting Engineers Inc. 39 Aspen Woods Drainage Report Renton,Washington 0.90 0.66 466.87 * 0.012 0.40 1.00 0.00 0 .40 0 . 57 0 .66 0.56 1.00 0.69 466.90 * 0.012 0.43 1. 00 0.00 0.43 0. 59 0 . 69 0.59 CB 9A - CB 9 BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:CB#9A TO CB #9.bwp Surcharge condition at intermediate junctions Tailwater Elevation:452.21 feet Discharge Range:0.5 to 1. Step of 0.1 [cfs] Overflow Elevation:466.1 feet Weir:NONE Upstream Velocity:0. feet/sec PIPE NO. 1: 31 LF - 12"CP @ 0.97� OUTLET: 462 .80 INLET: 463 . 10 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.50 0.40 463.50 * 0.012 0.30 0.25 0.00 0.25 0.30 ***** 0.40 0.60 0.44 463.54 * 0.012 0.33 0.27 0.00 0.27 0.33 ***** 0.44 0.70 0.48 463.58 * 0.012 0.35 0.30 0.00 0.30 0.35 ***** 0.48 0.80 0.52 463 .62 * 0.012 0.38 0.32 0. 00 0.32 0.38 ***** 0.52 0.90 0.55 463.65 * 0.012 0.40 0.34 0.00 0.34 0.40 ***** 0.55 1.00 0.59 463.69 * 0.012 0.43 0.36 0.00 0.36 0.43 ***** 0.5� CB 8A - CB 8 BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:CB#8A TO CB #9 .bwp Surcharge condition at intermediate junctions Tailwater Elevation:452.21 feet Discharge Range:0.5 to 1. Step of 0. 1 [cfs] Overflow Elevation:462.21 feet Weir:NONE Upstream Velocity:0. feet/sec PIPE N0. l: 31 LF - 12"CP C� 2 .74� OUTLET: 458.36 INLET: 459.21 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************,r****************************************,r******************* 0.50 0.39 459.60 * 0.012 0.30 0.19 0.00 0. 19 0.30 ***** 0.39 0.60 0.43 459.64 * 0.012 0.33 0.21 0.00 0.21 0.33 ***** 0.43 0.70 0.47 459.68 * 0.012 0.35 0 .23 0.00 0.23 0.35 ***** 0.47 0.80 0.51 459.72 * 0.012 0.38 0.24 0.00 0.24 0 .38 ***** 0.51 0.90 0.55 459.76 * 0.012 0.40 0.26 0.00 0.26 0.40 ***** 0.55 1. 00 0. 58 459.79 * 0.012 0.43 0.27 0.00 0.27 0.43 ***** 0 .56 �2004 D.R STRONG Consulting Engineers Inc. 40 Aspen Woods Drainage Report Renton,Washington CB 7A - CB 7 3A�KWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:CB#7A TO CB #7 .bwp Surcharge condition at intermediate junctions Tailwater Elevation:452.21 feet Discharge Range:0.5 to 1. Step of 0.1 [cfs] Overflow Elevation:460. feet Weir:NONE Upstream Velocity:0. feet/sec PIPE NO. l: 31 LF - 12"CP @ 2 .16� OUTLET: 456.33 INLET: 457 . 00 INTYP: S Q (CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI **********************************************�******************************** 0.50 0.39 457.39 * 0.012 0.30 0.21 0. 00 0.21 0.30 ***** 0.39 0.60 0.43 457.43 * 0.012 0.33 0.22 0. 00 0.22 0.33 ***** 0.43 0.70 0.47 457.47 * 0.012 0.35 0.24 0. 00 0.24 0.35 ***** 0.47 0.80 0.51 457.51 * 0.012 0.38 0.26 0. 00 0.26 0.38 ***** 0 .51 0.90 0.55 457.55 * 0.012 0.40 a.27 0.00 0.27 0.40 ***** 0.55 1.00 0 .58 457.58 * 0. 012 0.43 0 .29 0 . 00 0 .29 0 .43 ***** 0 .58 Pond Outlet to Outfall BACKw'ATER COMPUTER PROGRAM FOR PIPES Pipe data from file:VAULT TO OUTLET.bwp Surcharge condition at intermediate junctions Tailwater Elevation:438.4 feet Discharge Range:0.5 to B. Step of 0 .5 [cfs] Overflow Elevation:453. feet ' Weir:NONE Upstream Velocity:0. feet/sec PIPE NO. 1: 52 LF - 12"CP C� 7.19� OUTLET: 436.73 INLET: 440.47 INTYP: 5 I JUNC N0. 1: OVERFLOW-EL: 448.90 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*****,r*****************,r************************ ; 0.50 0.36 440.83 * 0.012 0.30 0.15 1.67 1.67 0.30 ***** 0.36 1. 00 0.53 441.00 * 0.012 0.43 0.21 1.67 1.67 0.43 ***** 0. 53 1.50 0.67 441.14 * 0.012 0 .52 0.26 1.67 1.67 0.52 ***** 0.67 2.00 0.79 441.26 * 0.012 0.61 0.30 1.67 1.67 0.61 ***** 0. 79 2.50 0.89 441.36 * 0.012 0.68 0.34 1.67 1.67 0.68 ***** 0. 89 3 .00 0.99 441.46 * 0.012 0 .75 0.37 1.67 1.67 0.75 ***** 0. 99 3.50 1.12 441.59 * 0.012 0.80 0.41 1.67 1.67 0.80 ***** 1. 12 4.00 1.27 441.74 * 0.012 0.85 0.44 1.67 1.67 0.85 ***** 1.27 4.50 1.44 441.91 * O.a12 0 .89 0.47 1.67 1.67 0.89 ***** 1.44 I �2004 D.R.STRONG Consulting Engineers Inc. 41 Aspen VVoods I Drainage Report Renton,Washington ; I 5.00 1. 63 442 . 10 * 0.012 0 .92 0.49 1 .67 1.67 0.92 ***** 1. 63 5.50 1. 84 442 .31 * 0.012 0 .94 0.52 1.67 1.67 0.94 ***** 1. 84 6.00 2.07 442 .54 * 0. 012 0. 96 0.55 1.67 1. 67 0 .96 ***** 2 . 07 6.50 2.32 442 .79 * 0.012 0.97 �.58 1. 67 1.67 0.97 ***** 2 .32 7.00 2.59 443.06 * 0.012 0.98 0.61 1.67 1.67 0.99 ***** 2 .59 7 .50 2 .87 443.34 * 0.012 0.99 0.64 1.67 1.67 0.99 ***** 2 . g7 B.00 3.18 443 .65 * 0.012 0. 99 0.66 1.67 1.67 0.99 ***** 3 .18 PIPE NO. 2 : 54 LF - 12"CP � �.50� OUTLET: 440 .47 INLET: 440.74 INTYP: 5 JUNC NO. 2 : OVERFLOW-EL: 450.60 BEND: 52 DEG DIA/WIDTH: 4. 0 Q-RATIO: 0. 00 Q{CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI t****************************************************************************** 0.50 0.40 441.14 * 0. 012 0.30 0.29 0.36 0.36 0.30 ***** 0.40 1.00 0.59 441.33 * 0.012 0.43 0.42 0.53 0.53 0.43 ***** 0 .59 1.50 0 . 82 441.56 * 0 .012 0.52 0.53 0.67 0.67 0.53 0.82 0 .75 2.00 0.96 441.70 * 0.012 0.61 0.64 0.79 0.79 0.66 0.96 0. 91 2.50 1.11 441.85 * 0. 012 0.68 0.76 0.89 0.89 0 . 81 1.11 1. 06 3.00 1.36 442.10 * 0. 012 0.75 1. 00 0.99 0.99 1. 04 1.36 1.22 3.50 1.73 442.47 * 0.012 0.80 1.00 1.12 1.12 1. 30 1.73 1.43 4.00 2 .15 442 .89 * 0.012 0.85 1.00 1.27 1.27 1.58 2 .15 1.66 4.50 2 .62 443 .36 * 0.012 0.89 1.00 1.44 1.44 1.90 2 .62 1.92 5.00 3 .15 443 .89 * 0.012 0. 92 1.00 1.63 1.63 2 .27 3.15 2 .22 5.50 3.73 444.47 * 0.012 0.94 1.00 1.84 1.84 2 .67 3 .73 2 .54 6.00 4.37 445 .11 * 0.012 0.96 1. 00 2.07 2 .07 3.10 4 .37 2 .90 6.50 5.07 445. 81 * 0.012 0.97 1.00 2.32 2 .32 3 .56 5. 07 3 .29 7.00 5.82 446.56 * 0.012 0.98 1. 00 2.59 2.59 4 . 09 5.82 3 .71 7.50 6.63 447.37 * 0.012 0.99 1. 00 2.87 2 . 87 4.64 6.63 4 . 16 8.00 7 .49 449.23 * 0.012 0 .99 1. 00 3.18 3 .18 5.23 7.49 4 . 64 PIPE NO. 3 : 111 LF - 18"CP @ 0.50� OUTLET: 440.74 INLET: 441.30 INTYP: 5 �7LTNC NO. 3 : OVERFLOW-EL: 453.19 BEND: 0 DEG DIA/WIDTH: 4 . 0 Q-RATIO: 0. 00 Q(CFS� HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.50 0.35 441.65 * 0.012 0.27 0.26 0.40 0.40 0.27 ***** 0.35 1.00 0.50 441. 80 * 0.012 0 .36 0.36 0.59 0.59 0.38 ***** 0.50 1.50 0.62 441.92 * 0.012 0.46 0.44 0.82 0.82 0.46 ***** 0. 62 2.00 0.72 442.02 * 0.012 0.54 0.51 0.96 0 . 96 0.54 ***** 0. 72 2.50 0.89 442.19 * 0.012 0.60 0.58 1.11 1.11 0.64 0.89 0.81 3.00 1.01 442.31 * 0.012 0.66 0.64 1.36 1.36 0.86 1.01 0.89 3.50 1.31 442.61 * 0.012 0.72 0.70 1.73 1. 73 1.26 1.31 0.97 4.00 1.77 443 .07 * 0.012 0.77 0.75 2 .15 2.15 1.73 1.77 1.04 4.50 2 .29 443.59 * 0.012 0.82 0.80 2 .62 2 .62 2.23 2 .29 1.10 5. 00 2.87 444.17 * 0.012 0.87 0.86 3 .15 3.15 2.80 2 .87 1.17 5.50 3 .51 444.81 * 0.012 0.91 0.91 3 .73 3 .73 3 .43 3 .51 1.23 6.00 4.21 445.51 * 0.012 0.95 0.97 4.37 4.37 4 .12 4.21 1.29 6.50 4.98 446.28 * 0.012 0. 99 1.02 5.07 5.07 4.87 4 .98 1.34 7.00 5.81 447.11 * 0.012 1.03 1.08 5.82 5.82 5_68 5 .81 1.40 7.50 6.70 448.00 * 0.012 1.07 1.15 6.63 6.63 6.55 6.70 1.45 8.00 7.65 448.95 * 0. 012 1.10 1.22 7.49 7.49 7.48 7. 65 1.50 �2004 D.R.STRONG Consulting Engineers Inc. 42 Aspen Woods Drainage Report Renton,�Vashington PIPE NO. 4: 7 LF - 18"CP @ 0 .57� OUTLET: 441.30 INLET: 441.34 INTYP: 5 JUNC NO. 4: OVERFLOW-EL: 453 .39 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 ****�**********************************************************************�*** 0.50 0.39 441.73 * 0.012 0.27 0.25 0.35 0.35 0 .31 0.39 0 .35 1.00 0.57 441.91 * 0.012 0.38 0.35 0.50 0.50 0.46 0.57 0 .51 1.50 0.72 442.06 * 0. 012 0.46 0.43 0. 62 0.62 0 .58 0.72 0 . 63 2.00 0.84 442 .18 * 0.012 0.54 0 .50 0.72 0.72 0. 68 0.84 0. 74 2.50 1. 00 442.34 * 0 .012 0.60 0.56 0. 89 0. 89 0. 85 1. 00 0 . 85 3.00 1.13 442 .47 * 0.012 0.66 0. 62 1. 01 1.01 0. 97 1. 13 0. 95 3.50 1.41 442 .75 * 0. 012 0.72 0.67 1.31 1.31 1 .28 1.41 1. 04 4.00 1. 89 443 .23 * 0.012 0.77 0 .72 1.77 1.77 1.75 1.89 1. 14 4.50 2.44 443.78 * 0 .012 0.82 0.78 2.29 2 .29 2 .26 2.44 1.23 5.00 3 .07 444.41 * 0.012 0.87 0. 83 2 . 87 2 .87 2 . 84 3 .07 1.33 5.50 3 .76 445 .10 * 0.012 0.91 0. 88 3. 51 3 .51 3 .49 3 .76 1.42 6.00 4.52 445. 66 * 0.012 0.95 0 . 93 4.21 4 .21 4. 19 4.52 1.52 6.50 5.35 446.69 * 0.012 0.99 0. 98 4.98 4 .98 4 . 96 5.35 1. 61 7.00 6.24 447 .58 * 0.012 1.03 1. 03 5. 81 5. 81 5. 79 6.24 1. 71 7.50 7.20 448 .54 * 0.012 1.07 1.09 6.70 6.70 6.69 7.20 1. 81 8.40 8.22 449.56 * 0.012 1.10 1.15 7.65 7.65 7.64 8.22 1.92 PIPE NO. 5: 17 LF - 18"CP @ 0.00$ OUTLET: 441.34 INLET: 441.34 INTYP: 5 Q(CFS) HW{FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *********************,r************************************************�******** 0.50 0.45 441.79 * 0.012 0.27 0.00 0.39 0.39 0.41 0 .45 0.35 I 1.00 0.65 441.99 * 0.012 0.38 0.�0 0.57 0.57 0.59 0.65 0.51 1.50 0.81 442.15 * 0.012 0.46 0. 00 0.72 0.72 0.74 0.81 0.63 2.00 0.95 442.29 * 0.012 0.54 0.00 0.84 0. 84 0.86 0.95 0.74 2 .50 1.11 442.45 * 0.012 0.60 0.00 1.00 1.00 1.02 1.11 0.84 3.00 1.25 442.59 * 0.012 0.66 0.00 1.13 1.13 1.15 1.25 0.94 3 .50 1.52 442.86 * 0.012 0.72 0.00 1.41 1.41 1.43 1.52 1.03 4.00 2.04 443.38 * 0.012 0.77 0.00 1.89 1.89 1.92 2 .04 1.12 4.50 2 .62 443.96 * 0.012 0. 82 0.00 2 .44 2.44 2.47 2 .62 1.21 5.00 3 .29 444.63 * 0.012 0. 87 0.00 3 .07 3 .07 3.10 3 .29 1.29 5.50 4 .03 445.37 * 0 .012 0. 91 0.00 3 .76 3.76 3.80 4 .03 1.38 6.00 4 .64 446.18 * 0.012 0.95 0.00 4 .52 4.52 4 .57 4 .84 1.46 6.50 5.72 447.06 * 0.012 0.99 0.00 5.35 5.35 5.40 5 .72 1.55 7.00 6.67 448.01 * 0.012 1. 03 0.00 6.24 6.24 6.30 6.67 1.64 7.50 7.69 449.03 * 0.012 1.07 0.00 7.20 7.20 7.27 7.69 1.73 8.00 8.78 450.12 * 0.012 1.10 0.00 8.22 8.22 8.30 8.78 1.82 �2004 D.R.STRONG Consulting Engineers Inc. 43 Aspen Woods Drainage Report Renton,Washington BACK�'�'ATER ANALYSIS MAP I �2004 D.R.STRONG Consulting Engineers Inc. 44 Aspen Vl'oods Drainage Report Renton,�1'ashington � � N_ oT- 5-. s fi - — - - '� '� � N ' � � � � ,�;�: � � �yy 5�. )C.tYI if. I �' I � t��� t: ,' J I — ��_ `• , A� BTi S-. .� �� !� ie.vmss. (�.�. d �� �� � � �� � ;� — ' _ ss � ���r.P!-IC �C,�,LE N �� ��'' SC ":00 20G � � I ! J o { o � Q O fi.6]0 iG. f.�]:SF. t].6N SF_ ! G � O , q.,,,u 1 IP�CH = 1Q0 FT. ZQ 3 sr. 6 . eaoo s�. �� �� 2 ( Z � � � N i < � G a 'i Q I ~ ` � 3 z �n � Y " U - x �\ iax�v. � > Q a iI -' xs �'" mr. [Q � n.m sr. �a.�cz sc ia.ss.s�. � J ; o i �• zE � � � � J�!S � � / \ �� f�' � �.e9e sc teieS_ �se . �,���t � � ' NE 7iH�5�m`sr \ �` �\ � s���sr � � i� � � 2625 Sf. � 16 � - - /� � t��i S�� 15 / '..'.]5: � / / � �-� % :.5tf , __ _ ' 1�� / 1 � � \ - : � r �� �; �ams ss. ia.ms sr. ,uaix zr. I / �: zs / , i i � �' r � ,� 'f \� I �; i \ i I ' l� � � I , ; � , �. ' ; ' ��.u � � !I � � r'� i, I ;� I � I � �,.I�, � �� � r �',, ' , � m.an sr. � /i' j ID � _ � I g� __, `. _ /' 1 i,i'. i I D.R. STRONG �Nc FT-i Si 7i I ` ':.( i' ConaWti�Q Epinrrs h�c �___`__ _ _ —..��—�.t El10NmtS- PLAINFRS �SlIRVEY0R5 - I `�, .� �;�� ,�.�,���,� �., - - �.,��, — c•��-� ,-�-„� .�c.���-2.n o►t�r�x MAJ ��scxtErt: MAJ PR0.ECT ENqNE62: LRJ DA�: 09-30-04 PRO,ECT NO_ 04166 M\0<�165\�cose�3`,3HV41oE.ov� 5/30/20�4 11�30�31 AM PST $H�T 1 � � i.?�Y?GN-�=:2C�», C.fi. STr�.p:G CONSJLIIN��N::N=ERS INC. CUNVLYANCE ANA�,YS�S 1�ABLT;S Storm Water Runoff Variables: A= Total of Subasin and Tributary Areas C= Runoff Coefficient(the anticipated propo►tion of rainfall volume that runs off the area) see'98 KCSWM Table 3.2.1A CC= Composite Runoff Coefficient CC= S(Cn'An)/ATotal Tc= Time of Concentration (Typically 6.3 minutes which is the minimum value used in calculations) R= design return frequency iR= Unit peak rainfall intensity factor iR= (aR)(Tc)^(-bR) aR,bR= coe�cients from '98 KCSWM Table 3.2.1.6 used to adjust the equation for the design storm IR= Peak rainfall intensity factor for a storm of return frequency 'R' IR= PR'iR PR= total precipitation (inches) for the 24-hour storm event for the given frequency. See Issopluvial Maps in '98 KCSWM Figures 3.2.1.A- D QR= peak flow (cfs)for a storm of return frequency 'R' QR= CC*iR"A The Q-Ratio describes the ratio of the tributary flow to the main upstream flow. R= 100 -year storm aR= 2.61 bR= 0.63 PR= 4.1 inches i��2U0-I U.R.S�IRONG Cunsulling k�:ngincers Inc. 45 Aspen Wouds Urain���c Kepuit Rcnton,Washingtun Pipe Swctures Subasms& A A C C� ; Tc , �R I�i Qx SQu , (1- ' d Mat'L' u I Sbpe mvert uiven uvcr- Q V ' Tnbutarics � �. I subasm' Ratio ', , m ou[ ' flow Fu� FuIl t _ .. _ , _ ,.,, , ,_.. _. ; , � � ' ' ekv. Fbw Fbw' PROM CB To CB ' sf ac. � ',M�.; i cfs ' cfs m Il % ! ft ft ft cfs , fps ' _ ,... ._. .�_... __ CB#147'OINI.ET ., _ ` , � ? ....,. _�.. � _ d 'I _.� t , 14 H U W , 3196 0.07 0.90 6.3 0.82 ,3.36 022 ; 022 0.00 12 ;LCPE'0.012 ( SO � 5.68 : 472.61 469.77 475.61 9.22 1174 ,;_. � ...... !. _ � FRUM1I RUN 13A-13 301 0.01 0.90 ; � � , � . . . � .._ . .._.._; .... . � . . ..... . .........i 13 13 �. 12 13 ', 8 2 0 0 0.19 ' 0.6 5 . � ' �. '. . � � . .. . I ( . i..... '. . . ... . ............ j ..�... �. ..__.. � .. . . ..__...� 13 U 12 U 8501 U.20 0.65 6.3 Y 0.82 i 336 0.43 O.GS , 193 i2 LCPE O.Q�2 70.24 L99 469.77 I 46837 473.W % 5.46 6.96 � '. :... , . � . ,,.. .,.. ' . .. � .. �,. . . � .... . ....,.f L 12 II 12 11488 0.26 0.56 6.3 ; 0.82 I 3.36 ; 0.50 i LB I 0.77 12 :LCPEf OAl2 , 70 { 3.10 �46837 ; 466.2 , 47138 ; 6.81 8.68 � �....._ _._ . • y a _. _ _.._ ._ i N'KOM RUIV IIA-ll � 15134 � U.35 ��. 0.56 �� � ' � S �� . ' . . . _.. . . ..... .., .. . . . . ..._..�., _...�,,,... ..... . ..�.. . . . . ..,,.._ � Il 11 10 I1 ' 6620 0.15 0.63 � � ; , , � ; ;,,, �....,.. ; _ . ' 11 II 10 11 21754 0.50 0.58' 6J ! 0.82 ! 336 ! 0.97 1 2.12 ; 0.84 ; @ LCP F.'0.0@ SL93 ! 2.00 '466.20 ' 465.16 469.61 i 5.4A ! 6.97 i _ _ _.._ _._.. 10 10 9 10 6430 O.S ' 0.61' 6.3 . 0.82 ' 336 030 2.42 ' 0.14 I 12 LCP E,O.UIZ 79 . 2.99 465.16 ; 462.8 468 18 , 6.69 8.52 � F'ROM NUIV 9A-9 20334 ' 0.47 0.55 ' ' ' 9 9 � 8 9 176I1 0.40 �� 0.54 _..:., i �' � ! � _ _.... .,... _....._. . . ... . ..�.»..,..,. _.....r...., y,,......... ..... . .y...,,,, . 1... .. . . 4 9 9 ri 9 37975 0.87 0.55, 63 � 082 :336 160 4AI ; 0.66 T2 ;LCPEi 0.012 kt8 3.00 462.80 458.36 ' 466.10 ? 6.70 � 8.53 , _ � _�..... ,.._... . ,: s... ; i , , , FRODt RUN 8A-8 ' 20191 0.46 0.56 ; i A 8 7 8 9248 0.21 ' 0.66 _; . ,._ 8 S 7 S 29439 0.6R 0.59 63 0.82 3.36 L34 ' S.35 � 093 , 12 LCP E 0.012 55 ' 2.78 458.36 ' 45G.83 462.21 i 6.45 ; 8.22 � � . � � ,.....,. ...M.q._.... ._.,.. ...�..... ......._. '. . . . ,...._..... ,. . FRO�t RUN 7A-7 19701 0.45 0.58 � i 7 7 6 7 1491 0.03 0.90 � ; ', ; _. . c __ �........... . ... ,_ "/ 7 6 7 2I192 0.49 0.61' 63 0.82 ' 336 : 099 ' 634 , 0.18 ; 18 .LCPE,0.012 ' 162 2.48 ',45633 ' 452.31 .460.00' 17.97 ', 10.17 6 6 5 6 ' 4896 0.11 0.90 b3 '� 0.82 ' 336 034 '. G.68 0.05 ; 18 LCP E 0.012 , 38 232 452.31 451.43 456.57`, 17.36 9.83 ` _.._ _ _ 5 5 4 5 2519 0 06 0.90 6.3 0,82 ,336 0.17 ; 6.85 : 0.03 24 I LCP Gu 0.012 ! 3l ' 3.48 450.93 ' 449.SS '458.24; 45.87 : W.60 FROM RIIN 24-4 117561 ' 2.70 0.57 ' ' 4 4 .. . 3 .........4 ..... . 2 6 2 5 �� 0.0 6 � 0.9 0 � ., � . �. ' '.� �. ... . .....__.., ,_;, ._._ �..... . .,..,,.. . ._ . .._,. :.... . , ..._.. _.... 4 4 3 4 120186 ', 2.76 0.57 6.3 ' 0.82 , 3.36 531 ' @.17 0.77 24 LCPE�.0.012 � 43 3.51 449.85 i 448.34 458.23 46.05 41.66 _ _., _ 3 3 2 3 5626 O.11 0.90 6.3 ' 0.82 .3.36 039 I 12 56 � 0.03 24 LCP E 0.012 3I 3.97 448.34 447.11 456.00 p 48.95 I5.58 FROM1I NUN 19-2 � �. 337a2 �'� U.77 '�. 0.65 ; - '., . ' �� � � . . ' ' �. ' . 2 2 1 2 2582 0.06 0.90 � __ 2 2 I 2 36324 I 0.83 I 0.67 63 0 82 ; 336 1.86 ' 14.42 I 0.15 ' 24 LCP E;0.012 ]09 3.42 447.11 443.38 :455.87 45.46 14.47 FROM RIIN 29-1 35250 ' 0.81 0.55 ' ' , __ _ I 1 VAULT 1 , 1345 0.03 0.90 �u_ � ��� , � ` ___ __..... �.��. ...�t.. .,...,. .! . _{__��__ �.__-��.�.. � I I VAULT I ' 36595 ', 0.84 :0.56 63 ' 0.82 i 3.36 � L58 i IS 99 ; 0 p 24 i LCP E,0.012 , S I 7.92 '443.38 ! 439.34 �454 26: 69.16 �22.02 O 200�D. R.ti"fRON<;Consulting F.ngineers Ine. 46 Aspen Woods I)ruinage Ileport Kenton,Washington Pme Smictnrcs Subasuis& A A C C� Tc ; iR ' IR QR SQR Q- ' d ',MaCI n 1 Slope n�vert ' mvert over- ' Q V ' Tnbutaries " ; � subasc�l Ratio, _ I , n� out ' tbw Fu0 Pull ' ' , elcv. Fbw Fbw':. FROM CD fo CB ' sf ac. Mm.' cfs i cfs '. � m : ' ft % ft ft ft cfs ; fps � CBi124 TO CB #4 f �._ ; {.... � �..... . .. '; _ : _ �,. _ � _ 24 24 ' 23 24 ' 2273 0.05 0.90 63 0.82 336 0.16 0.16 , 0.00 12 ILCPE 0.0@ � 78 ' 0.50 471.96 47L57 '474.96: 2J4 3.48 ?3 23 22 23 1175 0.03 0.90 63 ': 0.82 336 0.08 0.24 ' 0.52 ! 12 ILCPF.'0.0@ 50 0.50 471.57 `: 47132 ,475.76 2J4 3A8 FROM NUN 26-22 ��. '. . 18021 ; U.41 �; 0.56 , � � '� '� � � ' � � � � . . . ..._ . ... ......... .,. .,,... ;�' � ��. . 22 22 2l 22 18039 0.41 0.52 i � ' ,.._. , ,_. . ,.. _ _ 22 22 21 22 360G0 ' 0.83 0.54 63 ; 0.82 ' 3.36 L50 { U4 I 6.27 � 12 i LCP E'.0.0@ ; W6.5 . 2.54 47 L32 ; 467.6 475.36'i 6.I7 7.85 : . ;�,.,._. ,m.... �....��.�.. . . _ __. __, FRCIM1I RUN 21A-21 19162 0.4�1 ; 0.57 , � � ; , _ _.. . �I .._ ; , _ 2 t 21 � 20 �� 2I ' 19065 . 0.44 ���� 0.57 . . . ..i . .. I . . . �� . :_.. ............. �...�..,.... ..., ,_. _.,.._... .._. .,, . ..._.. ..., ; L I Z 1 20 21 38227 � 0.88 � 0.57 6.3 I 0.82 336�f..H,.167 3.40 0.96 �,�12 �;LCP E,0.012 150 ' S.43 ��...4G7.60 ��' 459.45 47196 �� 9.02 1L49 ': ' .._. .. , ., t! _._ f... , _. .., . .... . .. ., FROIN HUN 20A-20 19994 0.46 ! 0.56 1 I � ; ! 20 20 4 20 � I9832 � 0.46 .'�. 0.56 . ' �'. � . ' � �. 20 ZU a 20 39824 0.91 0.56 63 O.R2 336 L72 ' S.0 O.SI IZ ',LCPE'0.012 L30 7.38 ; 459.45 449.85 '.463.76, 10.52 1399 + POTAL ^ 117561 : 2.70 f f 0.57 : ' ; _ � __........ , � , , � � , _., �� _�..��. _._.. .._---._..; _ �... � � CR#26 TO CR #22 " = ` . . � .. ... . ��.. .. ......... � ..... a ..,,... ....... , . _._.. , �,,,.,.... . ;..._ __... .. ��. .. ...f. .. . , __..... . � ' 26 I 26 ` 25 26 � 748 ; 0.02 ; 0.90 63 I 0.82 336 0.05 ; 0.05 , 0.00 � IZ !LCP E 0.012 ' 49 , 2.43 j 473.59 7 472.4 ,476 59� 6.03 7 68 ' __ _ _ ., i. _ . . ,__ __ .._ _ , . , , . .. .__; _ �_ . - . _ 25 25 22 25 ' 17273 0.40 , 0.55 63 I 0.82 I 336 0.73 + 0.78 14.00: 12 'LCP EI 0.012 i 31 3.48 472.40 - 471.32 ;475.40+. 7.22 9 20 i _ ..._ _ , , , _ TOTAL � 18021 ! 0.41 , 0.56 � ; � � I .. . � . _.. _ ._ ___ _... �,, � , ,...__ i �. .,, ; _ �....__ 9 T O C R #2 h � .,. , �.. __... 19 19 IS 19 8573 ', 0.20 0 6�! 69 ' 0.82 336 0 40 j 0 40 � 0.00 12 ,LCP E 0.0@ 31 0.48 449.61 449.46 : 452.61, 2.69 3 43 , � ,_ _ ,..... , _ i , Ift IS c IS IS 1745 0,04 ' 0.90 63 0.82 :3.36 0.12 ° 0.52 ; 0.30 I@ �LCP E O,Ot2 ; SS ' L16 449.46 448.47 , 452.61; 4.I8 5.32 I ,_. . . .. .._...__.� ,. FR0111 RUN 17-15 � �: 20165 �� 0.46 `� 0.60 � � .. I � .� .... i � .._... : .___ �.. .._... .. .. ...� . . .. ... . ... 15 �, IS 2 . IS I. 3 2 5 9 '�. 0.0 7 �; 0.9 0 I 1 .... �. .._.�..».... .� �� �.....�.,.�._u,.....�.�...,.�,.___ .... .. .... .�... i ,,,, ... �,.._..._.. , ... . M IS IS 2 ' IS 1 23424 0.54 ' 0.64 6.3 I 0.82 '336 116 ; L68 . 2.22�LCP E'0.012 ( 44 ; 0.62 448.47 , 448 II �455 36� 3 50 446 j � .._....�. � ... � ..;�... ....,_. i _._..............�.._. . _i....._.._ .... �....,...... 1 , 'I'OTAL 33742 0.77 ; U.65 ' � , � , . ; .. . . ........_ . ..., t ,_. _ ._. . .._.�..... _ ._.....5.......... .. ._...�.___�.__._ ..�._.._ . �., _ _.,_. _.....�..._._�.._,_... . . � t q _ �. , �2004 D.R.STKONG Consulting Engineers Ine. 47 Aspen Woods Ihainage Report Renton,Washington ....._.._._._. _.._._..�........_....._...�.'�_...�..._....._�._�__�._�..�......�...... _._. _.._._.. ___.._....__..._.__...._..._._.........................��__�__..,_._._�.__�._......___....,_,._._.._. ._.._.... Pipe Siructures Suhasins& A A C C� Tc iK IR QR SQk Q- d Mat9 n I Slope invert invert over- Q V Tributaries subasin Ratio in out flow Full Full ..._.,� elev. Flow Flow ..�......_.._.._.._._...._.,.,..___._......._..._._._.Y......_._.._._.._._.._�w�..._.__._�....�.,,.,.,,._.. ... ..._........ _, _.._._. FROM CB To CB ��_�� sf ��T ac. Min. cfs cfs in � R ^/, ft tt ft cfs fps CB#29 TO CB#1 29 29 28 29 23258 0.53 0.52 6.3 0.82 3.36 0.94 0.94 0.00 12 LCPE 0.012 33 0.48 449.65 449.49 452.65 2.69 3.43 28 28 27 28 1494 0.03 0.90 6.3 0.82 3.36 0.10 1.04 O.11 12 LCPE 0.012 3l 0.52 449.49 449.33 452.67 2.78 3.54 27 27 1 27 10498 0.24 0.55 6.3 0.82 336 0.44 1.48 0.43 12 LCPE 0.012 108 4.58 449.33 44438 452.67 8.29 10.55 TOTAL 35250 0.81 0.55 CB#17 TO CB#15 17 17 16 l7 18347 0.42 0.57 63 0.82 3.36 0.81 0.81 0.00 12 LCPE OAl2 43 4.00 453.17 451.45 456.17 7.74 9.86 16 16 IS 16 1818 0.04 090 6.3 0.82 336 0.13 0.93 O.16 12 LCPE 0.012 31 9.61 451.45 448.47 455.37 12.00 15.28 TO'fAL 20165 0.46 O.bO CR#21A TO CB q21 21A ZlA 21 2IA 19162 0.44 0.57 63 0.82 3.36 U.83 0.83 0.00 12 I.CPE 0.012 31 2.16 468.27 467.6 471.9G 5.69 7.24 C61120A TO CB#20 20A 2UA 20 20A 19994 0.46 0.56 63 0.82 336 0.87 0.87 0.00 12 LCPE 0.012 31 4.23 460.76 459.45 463J6 7.96 10.13 CB#13A TO CB#13 13A 13A 13 I3A 301 0.01 0.90 6.3 0.82 3.36 0.02 0.02 0.00 12 LCPB 0.012 31 1.42 470.21 469.77 473.21 4.61 5.87 C8#11A TO CB#11 1 1 A 11 A I l I IA 15134 035 0.56 6.3 0.82 3.36 0.65 0.65 0.00 12 LCPP. 0.012 31 0.03 466.21 466.2 469.61 0.70 0.89 Ctl#9A TO C8 tl9 YA 9A 9 9A 20334 0.47 0.55 63 O.R2 336 0.87 0.87 0.00 12 LCPE 0.012 31 0.97 463.10 462.8 466.10 3.81 4.85 C8#BA TO CR#8 SA SA 8 8A 20191 0.46 0.56 6.3 U.82 3.36 0.87 0.87 0.00 12 LCPE 0.012 31 2.74 459.21 458.36 462.21 6.41 8.16 CB#7A TO CH#7 7A 7A 7 7A 19701 0.45 0.58 6.3 0.82 3.36 0.89 0.89 0.00 12 LCPE 0.012 31 2.16 457.00 45G.33 460.00 5.69 7.24 O 2004 D.R.S fRONG Consul[ing lingineers Inc. 48 Aspen Woods Urainage Report Renton,Washington I .................................................................................................................................................................................................................................................................................................................................................................................. ...............................................................................................................................................................................�............................_.._............................... Pipe Swc[ures Subasins& A A C C�- Tc ik Ik QR SQk Q- d MaPI n 1 Slnpe invert invert over- Q V Tributrries subasin Ratio in out flow Full Full ..._............................................._.._..................,.....__........._.�._....................._.�....._.__.�.._........_.........�..............�__._...�...._��............�............._ _.._._��_._..._...... elev. Flow Flow _.... .__._._._..._.____._._�__...._._...._._ .__. _ PltnSf CB To CB sf ac. Min. cfs cfs in (i % ft ft ft cfs fps VAI II.T TO OUTLET 3o VAI11:1' 3o VAULT 0 0.00 0.48 6.3 0.82 336 7.77 7.77 0.00 18 LCPE 0.012 17 44134 44134 45234; 0.00 0.00 31 30 31 3U U 0.(� 0.48 6.3 0.82 3.36 0.00 7.77 0.00 18 LCPE 0.012 7 44134 4413 45339 8.63 4.88 3'_ 31 32 31 0 0.00 0.48 63 0.82 336 0.00 7.77 0.00 18 LCPE 0.012 11] 44130 440.74 453.19 8.10 4.59 11 3? 33 32 0 0.00 0.48 6.3 0.82 3.36 0.00 7.77 0.00 12 LCPF. O.Ol2 54 440.74 440.47 450.60 2.74 3.48 �a 33 34 33 U 0.00 0.48 6.3 0.82 3.36 0.00 7.77 0.00 12 LCPE 0.012 52 440.47 436.73 448.90 10.38 13.21 �OTAI. 0 O.W 0.4R I �2004 D.R.STRONG Consulting Engineers Inc. 49 Aspen Woods Drainage Keport Renton,Washington � SECTION VI SPECIAL REPORTS AND STUDIES 1. Geotechnical Engineering Study—Geotech Consultants, Inc. - September 21, 2004 2. Traffic Study— Jake Traffic Engineering - September 21, 2004 3. Wetland Study— B 12 Associates—October 12, 2004 rJ_'OOa D. R.$TRO\G C onsu�tire E�ginccr,Inc 50 :�spen'�L'iods Dramu�e Rc�r,rt i�cntnc.�t�as'.'.:neto� SECTION VII OTHER PERMITS l. Structural pond permit I �200�3 D. R.STRONG Consulting Eneineers Inc. �1 Aspen Woods Drainage Report Renton,Washington i • � SECTION VIII ESC A1�iALYSIS AND DESIGN The Erosion and Sedimentation Control Design meets the seven minimum King County requirements as adopted by the City: 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 temporary or permanent measures. 3. Perimeter protection shall consist of a silt fence down slope of any disturbed areas or stockpiles. i 4. A stabilized construction entrance will be located at the point of ingress/egress (i.e. onsite access road). 5. Surface water collected from disturbed areas of the Site shall be routed through a sediment pond within each TDA prior to release from the Site. The sediment ponds will be installed prior to grading of any confibuting area. � 6. Interceptor berms or swales shall be installed to control and intercept all surface water from disturbed areas. Surface water controls shall be installed concurrently with and/or immediately following rough grading. 7. Dust control shall be provided by spraying exposed soils with water until wet. This is required , when exposed soils are dry to the point that wind transport is possible which would impact roadways, drainage ways, surface waters, or neighboring residences. O�O�i-1 D. R.S�fRQNO Cunsu't:n�, rr,�ineers Inc. �'_ A�pen A4'�mds Uruma�;c IZepurt Rcnton. A�`a;n�n�t�ir, SECTION IX B01�� QUANTITIES AND FACILITY SUMMARIES 1. Bond Quantity Worksheet—will be provided prior to final engineering approval. 2. Facility Summary—attached. � i � I I Q 2004 D.R.STRONG Consulting Engineers Inc. �3 Aspen Woods Drainage Report Renton,Washington STORMWATER FACILITY SUMNIARY SHEET Development Aspenwood Date September 29, 2004 Location E�GINEER DEVELOPER Name Lua R. Joudeh, P.E. Name Justin La ers Firm D. R. STRONG Consulting Firm Harbour Homes En ineers Inc. Address 10604 NE 38`h Place, Suite 101 Address 33400 9th Avenue S., Suite 120 Kirkland WA 98033 Federal Wa WA 98003 Phone (425) 827-3063 Phone 253-838-8305 Developed Site: 8.15 Acres \umber of lots 46 l�umber of detention facilities on site: Number of infiltration facilities on site: 1 ponds ponds vaults vaults tanks tanks Flow control provided in regional facility(give location) No flow control required Exemption number Downstream Draina e Basins Immediate Ma'or Basin Basin A, B, C IVTa � Creek Nia Creek Number & type of water quality facilities on site: biofiltration swale (regular/wet/or continuous inflow?) sand filter (basic or large?) sand filter, linear (basic or large?) 1 combined detention/WQ pond sand filter vault (basic or large?) combined detention/wetvault stormwater wetland compost filter wetpond (basic or large?) filter strip wetvault flow dispersion (offsite) pre-settling pond � farm managernent plan flow-splitter catchbasin � landscape management plan oil/water separator(baffle or coalescing plate?) catch basin inserts: Nianufacturer pre-settling structure: Manufacturer i �200d D.R.STRONG Consulting Engineers[nc. �4 Aspen Wuods Drainage Report Renton,Washington � DESIGN INFORI�IATION INDNIDUAL BASIN Water Quali desi flow N/A Water Quality treated volume 28,831 c.f. Draina e basin(s) Onsite area 8.15 ac. Offsite area N/A Type of Storage Facility Detention Pond Live Stora e Volume c.f. Predevelo ed Runoff Rate 2- ear 0.286 cfs 10- ear 0.495 cfs 100- ear 0.720 cfs Develo ed Runoff Rate 2-year 1.77 cfs 10- ear 2.10 cfs 100- ear 3.18 cfs T e of Restrictor Size of orifice/restriction No. 1 1.39 No. 2 1.55 No. 3 1.50 No. 4 i i I I �2004 D. R.STRONG Consulting Engineers Inc. 5g Aspen Vl'oods Drainage Repurt Renton,\�`ashington SECTION X OPERATIONS AND MAI�ITENANCE MANUAL The Type 1 catch basins have a one-foot deep sump, and the Type 2 catch basins have a two-foot deep sump for 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 %2 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 w�hen more than 20% of the pipe diameter is obstructed by accumulated sediment or debris. The pond should be inspected annually. Floating debris and accumulated petroleum products should be removed as needed, but at least annually. Site vegetation should be trimmed, as necessary, to keep the pond free of leaves and to maintain the aesthetic appearance of the site. Slope areas that have become baze should be revegetated and eroded areas should be regraded prior to being revegetated. Sediment should be rernoved when the one-foot sediment zone is full plus six inches. Sediments 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 pond prior to sediment removal may be discharged to storm drains, if it is not excessively turbid (i.e. if �vater appears translucent when 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. � i ' I I � � � � I I I I �200d D.R.STRO�iG Consulting Engineers Inc. 56 Aspen Woods i Drainage Report Renton,Washington i 0 XR = xref and image ACCES = access easernent ACTDF = active drainfieid ADJ = adjacent ADS = ADS pipe ALDR = alder tree AREA = calculated areas ASPH = asphalt ASW = asphait sidewalk BASE = drawing base line BC - back of roll/vertical curb BDY = boundary BKLN = bike lane BKW - back walk BL = basin line BLDG = building Btii = benchmark BOLL = bollards BRDG = bridge BRDR = border BRK = break BRM = berm BSBL = building setback line BW = bottom of wall CASE = encasement CATCH = catchment area boundary CANA = cable tv(aerial) CANB = cable tv(buried} CC = curb cut CDR = cedar tree CE = construction entrance CH = channelization CHCK = check shot CHRY = cherry tree CLACC = access centeriine CLBRDG = centerline bridge CLCRK = creek centerline CLD = centerline of ditch CLDR = driveway centeriine CLEAR = clearing limits CLEG = centerline exisitng ground CLFG = centerline finish ground CLG = center line geometry CLP = power centerline CLRD = centerline of road CLRR = railroad rails CLRW = centerline right of way CLSV = survey centerline CLW = water:ine centerline _ CNTL = control CNTY = county boundary COMM = communications CONC = concrete CONES = construction easement COR = iron pipe&rebar etc.(Found) CORS iron pipe&rebar etc.(Set) CP = carport CR = crossings CRBB = curb at top back CRBF = cur5 at flow lire CRC = center of roll curb CRRD = crown of road CRET = curb returns CRK = creek/canal/stream edge CSAC = center of cul-de-sac CT? = contour interval CTD = depression contour CTNWD = cottonwood tree CULV = culvert DA = direction arrow(utilities) DATA = data tables DECK = decks DETL = detail DF = drain field DGWD = dogwood tree DIM = dimensioning DLT = daylight line DOOR = doors DRVL = driving lane DTCH = ditch DTR = dispersal trench DWGI = drawing information ��M' = driveway EAS = easement EAVE eave EAVEES = buiiding overhang easement EB = edge of brick ED = edge of dirt EDPL = edge of planter EES = electncal EG = exisitng ground EP = edge of pavement ER = edge of road EROS = erosion control ESHD = edge shoulder EVGRN = evergreen tree EW edge of water FA = flow arrow(pavement) FCE = extruded curb face FCW = face walk FF = finish Floor FG = finish grade FH = fire hydrants FIL = filter fence FIO = fiber optic FIR = fir tree FL = flow line FM = force main FNC = fence FOG = fog line FS = filter strip FVC = flowline verticai curb G = gas GAR = garage GATE = gates GES = gas easement GND = ground GRDRL = guard rail GRID = grid - GRNC = ground cover ' GRVL = gravel iGSCL = gas centerline � GUY = down guy GUYP = guy pole HC = handicap rarnp HDGE = hedge HMLK = hemlock tree � HPLP = high poinUlow point 'I HSBB = hose bib HT = hub and tack HWFNC = hogwire fence ILUM = illumination INFO = inforrnation (used only by survey) INT = intersection IP = iron pipe IPC = iron pipe with cap IRR = irrigation � JB = junction box LA = lot areas LAKE = lake � I LAND = landscape LATCO = lateral cleanout LEG = legend LEGL = legal description LIMT = construction limits WTBL = line table � LOCA = location map i LOGO = logo LOT = lot LSF = lot square footage LT - lead and tack MBX = mailboxes MCF = manifold MDRNA = madrona tree MIC = monument in case MISC = miscellaneous MONF = monuments found MONS = monuments set MPL = maple tree MTCH - match lines MW = monitoring wells NA = north arrow/graphic scale NARR = narrative NAVI = navigational aids NGPE = native growth protection ease. NOT = notes OAK = oak Vee OHP = power 8�electric(aeriai} OHW = ordinary high water OIL - oil OS = offset OSSD = offsite storm OSSS = offsite sanitary OSW = offsite water PAR = parcel PARK = parking PATH = pathways PCPT = pc's and pt's I PES = power easement PH = phase PILE = pile PKN = pk nail PKNW = pk nail and washer j PL = property line PLM = pium tree PLNT = planter I PN = pine tree � POND = edge of water POT = pothole PS = paint stripe PSE = paint stripe electrical PSL = parking stail lines PSSD = paint sMpe storm PSSS = paint stripe sanitary sewer PSTB = primary stream buffer PSW = paint stripe water � � I <*.�;, PVC = pvc pipe PVMT = pavement PWR = pawer&electric(buried) QUAN = quantity information RAMP = ramps RBC = rebar and cap RDCL = road centerline RES = reservation RESVDF = reserve drainfield RETW = retaining wall REVS = revisions REVW = review RFD = roof drain RGE = range RIVER = riverbank RKRY = rockery ROAD = road ROW = right�f—way RR = railroad RRAP = rip rap RRFT = railroad features RRRW = railroad right-of-way RRSPK = railroad spike RRXR = railroad crossing pads SA = slope arrows SAF = sand filter SAMP = sample loactions SAWC = sawcut line SB = setback line SCAL = scale bar SCN = sheet consVuction notes SD = storm drain SDCL = storm drain centerline SDES = storm drain easement SDS = storm drain stubs SDSPW = storm drain spillway SDV = storm drain service SDXG = storm drain crossing SE = spot eleva6on i SEC = section i SEC16 = section 1/16 SEC4 = section 1/4 SETB = setback SGNL = traffic signal SHLDR = shoulder SHRB = shrub SHRLN = shoreline SHT? = sheet number I SIDI = sightdistance � SIG = signalization SIGN = sign SILTF = siitation fence SIS = side slopes SLOG = soli log SPRC = spruce tree SS = sanitary sewer SSB = steep slope setback SSCL = sanitary sewer centerline SSCO = sanitary sewer cleanout SSES = sanitary sewer easement SSFM = sanitary force main SSS = sanitary sewer stub SSTB = secondary stream buffer SSV = sanitary sewer service SSX = sanitary sewer crossing ST = septic tank STA = centerline stationing STAGE = staging area STATE = state STBA — straw bale STMP = stamp STNAM = streeUroad names STP = storm pond STRM = steam STRMES = steam easernent STRP = paint stripe STRS = stairs STRTSN = street sign SUBG = subgrade SUE = supereleva6on SURV = survey SW = sidewalk SWCL = sidewalk centerline SWES = sidewalk easement SWL = swale TAB = line 8 curve tables TANKS = tanks TAX = tax lot info TBC = top back curb TBTX = title block text TC = time of concentration TCE = temporary construction entrance TD = trench drain TEB = toe berm TEBK = toe bank TED = toe of ditch TEF = toe of fill TELA = telephone(aerial) TELB = telephone(buried) TELE = telephone TELES = telephone easement TEMP = temporary TEPOND = toe pond TERKRY toe of rockery TESL = toe of slope TEST = ground test pits TEW = toe of wall TIE = fence,rebar, road&bldg ties TLCL = telephone centeriine TLN = transport line TMH = telephone manhole TMPBM = temporary benchmark TPB = top berm TPBK = top bank TPD = top of ditch TPF = top ot fill TPPOND = top pond TPRKRY = top of rockery TPSL = top of slope TPW = top of wall TR = tree TRAC = tract TRAF = traffic TRANS = transformer TRV = traverse TUNN = tunnel NCL = television centerline TVES = television easement TW = top of wall TWP = township UGBL = urban growth boundary UTES = utility easement UTIL = utilities VACT = vacate line VEG = vegetation VEH = vehicle VLT = vault VLVE = valves VM = vicinity map VPRT = view ports for paper space W = water WALL = retaining wall WATF = dedicated fire lines WELL = well i WES = waterline easement WFM = water force main WIND = wind rose WL = edge of wetland WLBUF = wetland buffer lines WLW = willow tree WS — water stub WSV = water service WXG = water crossing XCRBG = extruded curb&gutter XSEC = crass sections ZONE = zoning lines � i " D. R. STRONG CONSULTING ENGINEERS INC. Engineers Planners Surveyors 10604 NE 38th Place #101 Kirkland WA 98033 PHONE 425-827-3063 FAX 425-827-2423 L E T T E R O F T R A N S M I T T A L TO: FROM: Juliana Fries City of Renton JLE for Maher Joudi ADDRESS: DATE: For Delivery August 17, 2005 RE: PRO]ECT NUMBER: Aspen Woods 04166.200 ❑COPY OF LETTER ❑PLANS ❑PRINTS ❑SPECIFICATIONS ❑ FOR YOUR USE ❑ FOR REVIEW ❑ FOR APPROVAL COPIES [3ATE DESCRIPTION 1 8/17/05 Mylars sheet C8, C10, C12, and C13 1 8/17/05 Revised Sections C & D of Drainage Report 1 8/17/05 Addendum to Drainage NOTES/COMMENTS: If you have any further questions please contact our office. ,E ,, ;��� � RECEIVE� AUG ;� � ��t0� Rllll DING[�IVISI�}� 7`�k0a'1'0�1661TO50b'1?.doc C. PERFORMANCE STANDARDS The Project is located in the Level 2 Flow Control area. The Level 2 performance requires that the developed condition's durations must match the predeveloped durations ranging from 50% of the ' two-yeaz peak all the way up to the 50-year peak. The Project was evaluated for onsite infiltration ' and dispersion of roof downspout runoff. The lots have insufficient space to allow for infiltration or dispersion of roof runoff. D. FLOW CONTROL 5YSTEM Retention/Detention Facility ' Type of Facility: Detention Vault Facility Length: 98.74 ft Facility Width: 98.74 ft Facility Area: 9750. sq. ft Effective Storage Depth: 11.00 ft Stage 0 Elevation: 0.00 ft Storage Volume: 107250. cu. ft Riser Head: 11.00 ft Riser Diameter: 24.00 inches Number of orifices: 3 Full Head Pipe Orifice # Height Diameter Discharge Diameter '� (ft) (in) (CFS) (in) 1 0.00 1.50 0.202 2 5.50 1.59 0.161 4.0 ' 3 8.00 1.70 0.136 4.0 Top Notch Weir: None � Outflow Rating Curve: None I Stage Elevation Storage Discharge Percolation (ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) 0.00 0.00 0. 0.000 0.000 0.00 0.02 0.02 195. 0.004 0.008 0.00 0.03 0.03 293. 0.007 0.011 0.00 0.05 0.05 458. 0.011 0.013 0.00 0.06 0.06 585. 0.013 0.015 0.00 0.08 0.08 780. 0.018 0.017 0.00 0.09 0.09 878. 0.020 0.019 0.00 0.11 0.11 1073. 0.025 0.020 0.00 0.13 0.13 1268. 0.029 0.022 0.00 0.34 0.34 3315. 0_076 0.036 0.00 � 0.56 0.56 5460. 0.125 0.046 0.00 0.77 0.77 7508. 0.172 0.054 0.00 0.99 0. 99 9653. 0.222 0.061 0.00 1.20 1.20 11700. 0.269 0.067 0.00 0 2004 D.R.STRONG Consulting Engineers Inc. 15 Aspen Woods Drainage Report Renton,Washington 1.42 1.42 13845. 0.318 0.073 0.00 1. 63 1.63 15893. 0.365 0.078 0.00 1.85 1.85 18038. 0.414 0.083 0.00 2.07 2.07 20183. 0.963 0.088 0.00 2.28 2.28 22230. 0.510 0.092 0.00 2.50 2.50 24375. 0.560 0.096 0.00 2.71 2.71 26423. 0.607 0.101 0.00 2.93 2.93 28568. 0.656 0.104 0.00 3.14 3.14 30615. 0.703 0.108 0.00 3.36 3.36 32760. 0.752 0.112 0.00 3.58 3.58 34905. 0.801 0.115 0.00 3.79 3.79 36953. 0.848 0.119 0.00 4.01 4.01 39098. O.S98 0.122 0.00 4.22 4.22 41145. 0.945 0.125 0.00 4.44 4.44 43290. 0. 999 0.129 0.00 4.65 4.65 45338. 1.041 0.132 0.00 4.87 4.87 47483. 1.090 0. 135 0.00 5.09 5.09 49628. 1.139 0.138 0.00 5.30 5.30 51675. 1.186 0.141 0.00 5.50 5.50 53625. 1.231 0.143 0.00 5.52 5.52 53820. 1.236 0.144 0.00 5.53 5.53 53918. 1.238 0.146 0.00 5.55 5.55 54113. 1.242 0.148 0.00 5.57 5.57 54308. 1.247 0.152 0.00 5.58 5.58 54405. 1.249 0.157 0.00 5.60 5. 60 54600. 1.253 0.163 0.00 5. 62 5.62 54795. 1.258 0.168 0.00 5. 63 5.63 54893. 1.260 0.170 0.00 5.65 5. 65 55088. 1.265 0.172 0.00 5.86 5.86 57135. 1.312 0.189 0.00 6.08 6.08 59280. 1.361 0.203 0.00 �� 6.30 6.30 61425. 1.410 0.214 0.00 6.51 6.51 63473. 1.457 0.225 0.00 6.73 6.73 65618. 1.506 0.234 0.00 6. 94 6.94 67665. 1.553 0.243 0.00 7.16 7.16 69810. 1.603 0.252 0.00 7.37 7.37 71858. 1.650 0.260 0.00 , 7.59 7.59 74003. 1.699 0.267 0.00 ' 7.81 7.81 76148. 1.748 0.275 0.00 8.00 B.00 78000. 1.791 0.281 0.00 8.02 8.02 78195. 1.795 0.282 0.00 8.04 8.04 78390. 1.800 0.285 0.00 8.05 8.05 78488. 1.802 0.288 0.00 8.07 8.07 78683. 1.806 0.293 0.00 8.09 8.09 78878. 1.811 0.299 0.00 8.11 8.11 79073. 1.815 0.306 0.00 8.12 8.12 79170. 1.817 0.313 0.00 8.14 8.14 79365. 1.822 0.315 0.00 8.36 8.36 81510. 1.871 0.339 0.00 8.57 8.57 83558. 1.918 0.358 0.00 8.79 8.79 85703. 1. 967 0.375 0.00 9.00 9.00 87750. 2.014 0.390 0.00 9.22 9.22 89895. 2.064 0.404 0.00 9.44 9.44 92040. 2.113 0.417 0.00 �2004 D.R.STRONG Consulting Engineers Inc. 16 Aspen Woods Drainage Report Renton,Washington 9.65 9.65 94088. 2.160 0.430 0. 00 9.87 9.87 96233. 2.209 0.442 0.00 10.08 10.08 98280. 2.256 0.454 0.00 10.30 10.30 100425. 2.305 0.465 0.00 10.51 10.51 102473. 2.352 0.476 0.00 10.73 10.73 104617. 2.402 0.486 0.00 10. 95 10.95 106763. 2.451 0.496 0.00 11.00 11.00 107250. 2.462 0.499 0.00 11.10 11.10 108225. 2.485 0. 966 0.00 11.20 11.20 109200. 2.507 1.810 0.00 11.30 11.30 110175. 2.529 2.910 0.00 11.90 11.40 111150. 2.552 4.210 0.00 11.50 11.50 112125. 2.574 5.690 0.00 11.60 11.60 113100. 2.596 7.120 0.00 11.70 11.70 114075. 2.619 7.650 0.00 ' 11.80 11.80 115050. 2.641 8.150 0.00 11.90 11.90 116025. 2.664 8.610 0.00 12.00 12.00 117000. 2.686 9.050 0.00 12. 10 12.10 117975. 2.708 9.470 0.00 12.20 12.20 118950. 2.731 9.870 0.00 12.30 12.30 119925. 2.753 10.260 0.00 12.40 12.40 120900. 2.775 10.630 0.00 12.50 12.50 121875. 2.798 10.990 0.00 12.60 12.60 122850. 2.820 11.330 0.00 12.70 12.70 123825. 2.843 11.670 0.00 12.80 12.80 124800. 2.865 11.990 0.00 12.90 12.90 125775. 2.887 12.310 0.00 Hyd Inflow Outflow Peak Storage Target Calc Stage Elev (Cu-Ft) (Ac-Ft) 1 3.18 ******* 2_83 11_29 11.29 110107. 2.528 2 2.14 0.61 0.49 10.81 10.81 105372. 2.419 3 1.77 ******* 0.98 10.66 10. 66 103908. 2.385 4 1.07 ******* 0.26 7.44 7.44 72513. 1.665 5 1.23 ******* 0.26 7.26 7.26 70806. 1.625 6 1.80 ******* 0.19 5.83 5.83 56865. 1.305 7 2.10 ******* 0.12 4.21 4.21 41082. 0. 943 8 1.09 ******* 0.10 2. 93 2. 93 28582. 0. 656 Duration Comparison Anaylsis , Base File: pre.tsf � New File: rdout.tsf Cutoff Units: Discharge in CFS -----Fraction of Time----- ---------Check of Tolerance------- Cutoff Base New $Change Probability Base New oChange 0.143 I O.10E-01 0.97E-02 -3.9 I O.10E-01 0.143 0.143 -0.3 , 0.179 I 0.69E-02 0.81E-02 17.0 � 0.69E-02 0. 179 0.194 8.5 0.215 I 0.46E-02 0.53E-02 14.4 � 0.96E-02 0.215 0.225 4 .7 0.250 I 0.31E-02 0.24E-02 -20.6 I 0.31E-02 0.250 0.242 -3.2 0.286 I 0.20E-02 0.15E-02 -22.1 � 0.20E-02 0.286 0.262 -8.3 0.322 I 0.15E-02 0.15E-02 -2.2 I 0.15E-02 0.322 0.317 -1.4 �2004 D.R.STRONG Consulting Engineers Inc. 17 Aspen Woods Drainage Report Renton,Washington 0.358 I O.10E-02 0.12E-02 19.0 I O.10E-02 0.358 0.391 9.9 0.393 I 0.77E-03 O.10E-02 31. 9 I 0.77E-03 0.393 0.414 5. 1 0.429 I 0.57E-03 0.59E-03 2.9 � 0.57E-03 0.429 0.430 0.3 0.465 I 0.33E-03 0.28E-03 -15.0 t 0.33E-03 0.465 0.459 -1.2 0.501 � 0.20E-03 O.00E+00 -100.0 I 0.20E-03 0.501 0.475 -5.1 0.537 � 0.15E-03 O.00E+00 -100.0 I 0.15E-03 0.537 0.480 -10.6 0.572 � 0. 98E-04 O.00E+00 -100.0 I 0. 98E-04 0.572 0.482 -15.8 Maximum positive excursion = 0.016 cfs ( 9.8%) occurring at 0.167 cfs on the Base Data:pre.tsf and at 0.183 cfs on the New Data:rdout.tsf Maximum negative excursion = 0. 117 cfs (-19.30) occurring at 0. 607 cfs on the Base Data:pre.tsf and at 0.490 cfs on the New Data:rdout.tsf ---------------------------------- Route Time Series through Facility Inflow Time Series File:dev.tsf Outflow Time Series File:rdout Inflow/Outflow Analysis Peak Inflow Discharge: 3.18 CFS at 7: 00 on Jan 9 in Year B Peak Outflow Discharge: 2.83 CFS at E : 00 on Jan 9 in Year � Peak Reservoir Stage: 11.29 Ft Peak Reservoir Elev: 11.29 Ft Peak Reservoir Storage: 110107. Cu-rt . 2.528 P.c-rt Flow Frequency Analysis Time Series File:rdout.tsf Project Location:Landsburg ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) (ft) Period 0.483 3 2/09/O1 20:00 2.84 11.29 1 100.00 0. 990 0.104 8 11/05/O1 3:00 0.490 10.81 2 25.00 0. 960 0.256 5 3/O1/03 7:00 0.483 10.66 3 10.00 0. 900 0.125 7 8/26/04 6:00 0.262 7.43 4 5.00 0.800 0.262 4 1/08/05 6:00 0.256 7.26 5 3.00 0. 667 0.187 6 10/28/05 2:00 0.187 5.83 6 2.00 0.500 0.490 2 11/24/06 8:00 0.125 4.21 7 1.30 0.231 2.84 1 1/09/08 8:00 0.104 2.93 8 1.10 0.091 Computed Peaks 2.05 11.22 50.00 0. 980 Flow Duration from Time Series File:rdout.tsf Cutoff Count Frequency CDF Exceedence Probability CFS $ $ $ 0.007 27203 44.362 44.362 55.638 0.556E+00 0.021 5421 8.841 53.203 46.797 0.468E+00 0.035 6119 9. 979 63.182 36.818 0.368E+00 0.048 6139 10.011 73.193 26.807 0.268E+00 0.062 5337 8.704 81.897 18. 103 0.181E+00 �2004 D.R STRONG Consulting Engineers Inc. 18 Aspen Woods Drainage Report Renton,Washineton 0.076 3754 6.122 88.019 11. 981 0.120E+00 0.090 2606 4 .250 92.268 7.732 0.773E-01 0.103 1749 2.852 95.121 4.879 0.488E-01 0.117 1026 1. 673 96.794 3.206 0.321E-01 0.131 790 1.288 98.082 1. 918 0.192E-01 0.145 593 0.967 99.049 0. 951 0. 951E-02 0.158 36 0.059 99.108 0.892 0.892E-02 0.172 25 0.041 99.149 0.851 0.851E-02 0.186 58 0.095 99.243 0.757 0.757E-02 0.200 60 0.098 99.341 0. 659 0. 659E-02 0.213 71 0.116 99.457 0.543 0.543E-02 0.227 63 0.103 99.560 0.440 0.440E-02 0.241 72 0.117 99.677 0.323 0.323E-02 0.255 58 0.095 99.772 0.228 0.228E-02 0.268 31 0.051 99.822 0.178 0.178E-02 0.282 12 0.020 99.842 0.158 0.158E-02 0.296 2 0.003 99.845 0.155 0.155E-02 0.310 3 0.005 99.850 0. 150 0.150E-02 0.323 3 0.005 99.855 0. 145 0.145E-02 0.337 6 0.010 99.865 0. 135 0.135E-02 0.351 5 0.008 99.873 0. 127 0.127E-02 0.365 5 0.008 99.881 0.119 0.119E-02 0.379 5 0.008 99.889 0.111 0.111E-02 0.392 6 0.010 99.899 0.101 O.101E-02 0.406 10 0.016 99.915 0.085 0.848E-03 0.420 10 0.016 99.932 0.068 0. 685E-03 0.434 8 0.013 99.945 0.055 0.554E-03 0.447 8 0.013 99.958 0.042 0.424E-03 0.461 7 0.011 99.969 0.031 0.310E-03 0.475 7 0.011 99.980 0.020 0. 196E-03 0.489 ll 0.018 99.998 0.002 0. 163E-04 m 2004 D.R.STRONG Consulting Engineers Inc. 19 Aspen Woods Drainage Report Renton,Washing[on . �� '3uUi�_J• � :�:'�8:.,^.J' ♦ v co O +`��! .`� � ,n • o R��_ � �!. (� ' -----��`y+R � v '- �► U o «z,\ � S►'�-. o� ��, � L � U � � �� N �'! O � '�� � � �� ;♦ � '�, �1 o ^_'� ��`` o� , � o � 10�5 10�4 10-3 10-z 10-� 10� Probability Exceedence m 2004 D.R.STRONG Consulting Engineers Inc. 20 Aspen VJoods Drainage Report Renton,Washington l � ADDENDUM TO ASPEN WOODS DRAINAGE REPORT RENTON FILE NUMBER LUA 04-143 PP, ECF The following aze calculations for: • Primary overtlow water surface • Emergency overflow water surface • Jailhouse length calculations 02005 D.R.STRONG Consulting Engineers Inc. I Aspen 1�'oods Drainage Report Renton,Washington —� ti � FLOW CONTROL PRIMARY OVERFLOW I Using standard orifice equation to determine stand pipe diameter in control structure , Ref. KCSWDM '98 Figure 5.3.4.H � Q�oo = 100-Year, 24-Hour Peak Storm calculated using KCRTS Q,� = 8.18 cfs HM�= Maximum available head in feet measured from crest of weir II H Mnx= 0.6 ft. D = Riser Diameter D = �Q�oo/(3.782* H�°.s��o.s D = 1.67 ft. (min. diameter) round up to nearest standard pipe diameter use D = 24 in. or 2 ft. ' Calculate actual height above the weir expected during the 100-year, 24-hour peak storm H = Actual head above weir achieved with Q�oo H = (Q��/(9.739 " D))^0.67 H = 0.56 ft. BIRD CAGE EMERGENCY OVERFLOW Using standard orifice equation to determine stand pipe diameter in control structure Ref. KCSWDM '98 Figure 5.3.4.E Q�oo= 100-Year, 24-Hour Peak Storm calculated using KCRTS Q�oo= 8.18 cfs P= Height of primary overflow above outlet invert elevation P= 11.56 ft. D= Control structure diameter D= 60 in. C= Control structure circumference C= 15.71 ft. use... Q�oo= 3.27+0.4H/P(C-0.2H)H'' H= Emergency overflow water surface elevation H= 0.29 ft. 02005 D.R STRONG Consulting Engineers Inc. 2 Aspen Woods Drainage Report Renton,Washington F � JAIL-HOUSE EMERGENCY OVERFLOW Using standard orifice equation to determine stand pipe diameter in control structure Ref. KCSWDM '98 Figure 5.3.4.E D= Control structure diameter D= 60 in. Q,00= 100-Year, 24-Hour Peak Storm calculated using KCRTS Qioo= 8.18 cfs H,,,�„�= Head above weir achieved with Q,00 H�= 0.56 ft. P= Height of overflow above outlet invert elevation P= 11.00 ft. c= Constant c= 327+0.4*H,,,�,�/P C= 3.29 ft. L= Arc length of the jailhouse window as necessary but not to exceed 50% of the control structure's internal circumference L= �Q�oo���*H��.$)�+0.2*H� L= 6.04 ft. (min. diameter) C= Control Structure Circumference C= 16 ft. Calculate corrected L due to vertical bars in window. L��= adjusted arc length of the jail-house window L�� L+0.083"(U0.33) L��= 7.56 ft. 02005 D.R.STRONG Consulting Engineers Inc. 3 Aspen Woods Drainaee Report Renton,Washington