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HomeMy WebLinkAboutSWP272266(12) City of Renton: NE 10th Street/Anacortes Court NE Storm System Improvement Project Directory of Modeling and Memo Files Hydrogra • WaterWorks files: Complete set of input and output files for Existing System Analysis. 3adivers • WaterWorks files: Complete set of input and output files for Option 3A, Diversion. • HEC-I files: Input and output files for Option 3A, Diversion. Bypassfd • WaterWorks files: Complete set of input and output files for Option 113, Bypass. Bypfutre • WaterWorks files: New basin data to reflect future land use conditions for input files of Option 113, Bypass. Supplemented by existing data from Option 1B. Output file for Future Conditions, Option 113, Bypass. Memo1 2 • Document file: Text of Memo 1 2. • Excel files: All tables included in Memo 1 2. Memo 3 2 • Document file: Text of Memo 1_2 (includes imbedded tables). autocad. dat NDM report c : \users\kweigum\132472\autocad.dat Mar 04, 1996 - Page 1 Database AO_PREDESIGN_DRAWINGS (DELIVERABLES) on disk npw40801 The following criteria determine the contents of this report : Filenames : * . * Directory <all selected> Usernames <all selected> File Status <all selected> Project Code autocad_conversions Title <all selected> Terminal ID <all selected> Percent complete : <all selected> Begin date : 01/01/80 End date : 3/4/96 [ Filename ] [ Project Code ] [ Drawing Title ] 40801a00 .dwg autocad_conversions "top of curb elevation (figure 4) 40801a01 .dwg autocad_conversions " figure 4-3 " 408OlaO2 . dwg autocad_conversions " figure 4-1" 408OlaO3 .dwg autocad_conversions " figure 2-2 " 408OlaO4 .dwg autocad_conversions " figure 2-1 (figure 1) 408OlpO2 .dwg autocad_conversions " figure 2 " 408OlpO3 . dwg autocad_conversions " figure 3 " 408OlpO4 . dwg autocad_conversions " figure 4-2 " 408OlpO5 .dwg autocad_conversions " figure 4-4 " Page 1 City of Renton: NE 10th Street/Anacortes Court NE Storm System Improvement Project Directory of Document and Spreadsheet Files 1002cOfd.doc • Title Sheet • Table of Contents • List of Tables • List of Figures 1002cOfe.doc • Text and Tables for Sections 1 through 5 • Main Slip Sheets for Appendices 1002b1f9.x1s • Storm Drain Manhole Elevations (CH2M HILL Survey Data) FEE C0PY Drainage Improvement Plan p NE loth Street/Anacortes Court NE Storm System Improvement Project Prepared for the City of Renton by CHZM HILL March 1996 r Drainage Improvement Plan NE loth Street/Anacortes Court NE Storm System Improvement Project 1 Prepared for the City of Renton by CH2M HILL 1 March 1996 O +Q 24332 L�'GdSTE�ti `sI0NAL Y' EXPIRES This plan was prepared under the supervision of a registered professional engineer 116868.A0 Contents Section Page 1 Executive Summary 1-1 2 Introduction 2-1 Purpose and Background 2-1 Scope of Work and Authority 2-2 Criteria and Assumptions 2-2 3 Existing Drainage System 3-1 Trunk Drainage System Review 3-1 Trunk Drainage System Analysis 3-3 4 Alternative Solutions Development and Evaluation 4-1 Conceptual Solutions and Development and Screening 4-1 Screened Solutions Description and Evaluation 4-5 ' 5 Selected Plan 5-1 Selected Solution 5-1 Future Land Use Evaluation 5-2 Implementation Priorities 5-3 Appendix A. Technical Memoranda Appendix B. Hydraulic and Hydrologic Modeling Data—Input and Results Appendix C. Cost Estimates Tables 3-1 Existing Conditions Hydrologic and Hydraulic Analysis Results Summary 3-5 4-1 Conceptual Improvement Solutions Summary 4-3 4-2 Alternative 1B—Conveyance Improvements 4-6 4-3 Alternative 1B—Summary of Hydraulic Analysis Results 4-7 4-4 Alternative 3A—Conveyance Improvements 4-10 5-1 Selected Plan Hydrologic Analysis Sub-Basin Characteristics—Future Land Use 5-3 5-2 Selected Plan Future Land Use Hydrologic and Hydraulic Analysis Results 5-3 Figures 2-1 Project Location Map 2-5 2-2 Drainage Basin Boundaries and Existing Trunk Storm Drain System 2-7 3-1 Drainage Basin Boundary Map 3-7 3-2 Existing Storm Sewer Profiles—Main Trunk Line 3-9 3-3 Existing Storm Sewer Profiles—Lateral Connections 3-11 3-4 N.E. 10th/Anacortes Court City of Rented Top of Curb Elevations 3-13 4-1 Alternative 113 Plan—Trunk Storm Drain Improvements 4-13 4-2 Alternative 1B Profile—Trunk Storm Drain Improvements 4-15 ' 4-3 Alternative 3A Plan—Trunk Storm Drain Improvements 4-17 4-4 Alternative 3A Profile—Trunk Storm Drain Improvements 4-19 ' iii Section 1 Section 1 Executive Summary This drainage plan summarizes the results of drainage system investigation, analysis, and solutions development to resolve existing flooding problems in a tributary trunk drainage system within the Honey Creek drainage basin, City of Renton. The drainage basin study area consist of approximately 63 acres, and is roughly bounded on the north by Sunset Boulevard, on the east by 138th Avenue SE, on the south by NE loth Street, and on the west by Union Avenue NE. Solutions to existing flooding problems along the trunk drainage system are ' identified, with particular focus on those improvements that will eliminate frequent flooding within the upstream portion of that drainage system in the area of NE 10th Street and Anacortes Court NE. The plan findings validate prior preliminary drainage system assessment work performed by the City and documented flooding within the drainage system. It presents the alternative improvement solutions considered to resolve those flooding problems and provide a level of protection consistent with current City of Renton standards and design criteria. A total of eight conceptual solutions were initially evaluated. Those solutions included options for increase in size of the trunk drainage system, bypasses within the drainage system, possible diversions to adjacent drainage systems, and surface and sub-surface detention storage. Based on review of those options with the City staff, two system-wide improvement solutions were selected for further evaluation. Those included Alternatives 1B, Anacortes Avenue NE Bypass Trunk Storm Drain, and Alternative 3A, NE 10th Street Detention Pond and Reconnection with Existing Trunk System. Those solutions are ' illustrated on Figures 4-1 and 4-3 in Section 4 of this report. Technical feasibility, benefits and potential impacts, and estimated implementation costs were evaluated for each alternative. After review of results of that assessment with City staff, Alternative 113 was selected as the preferred solution for implementation. Alternative 113 consists of the following drainage system improvements in order of their recommended priority for implementation: 1-1 1. Replace the existing siphon located south of Sunset Boulevard in Whitman Court NE with a 36-inch storm drain, and connect that pipeline to both existing Honey Creek dual corrugated metal pipe arches (CMPAs) with a reinforced concrete junction structure. 2. Install a new 30-inch bypass storm drain in Anacortes Avenue NE and in NE 1 lth Street, and with connections to the existing trunk and lateral storm drainage system in NE 1 Oth Place and NE IOth Street. 3. Install the remaining 30- to 36-inch replacement trunk storm drain through the apart- ment complexes along the north-south alignment of Whitman Court NE, and connect , to the improvements described in priority 1 and 2. The total implementation cost (exclusive of engineering and administrative costs) for imple- menting the selected plan project improvements is estimated to be $560,000. The benefits provided by this improvement will be a significant increase in the level of flood protection to the entire drainage system (from less than 2-year to a minimum of 25-year level of protection). The potential impacts of this option include a significant (approximately 3- fold) increase in peak design flows delivered to the downstream Honey Creek system that could affect downstream flooding along the Honey Creek drainage system or have other ' associated impacts (e.g., erosion/sedimentation, habitat degradation). Evaluation of these potential impacts should be considered in the succeeding phases of project implementation. i 1 1-2 Section 2 ri � rr r r rr r rr rr rr r� �r rrr �r r r it rr r Section 2 Introduction Purpose and Background This report summarizes the results of the drainage analysis and alternative improvement solutions evaluation for a trunk storm drainage system within the Honey Creek Basin, City of Renton. The location of the drainage basin evaluated for this project is shown in Figure 2-1. In addition to drainage from areas within the City's jurisdiction, it includes some areas within Unincorporated King County. The trunk storm drainage system evaluated begins at NE loth Street and 138th Avenue SE (Duvall Avenue NE) and discharges to a storm-sewered segment of Honey Creek south of the intersection of Sunset Boulevard and Whitman Court NE. The combined storm system outfalls to the Honey Creek stream channel northwest of the intersection of NE Union Street and Sunset Boulevard. The location and extent of the trunk drainage system evaluated, and the drainage basin and subbasins contributing to this system are shown in Figure 2-2. MRecurring flooding problems have been reported and documented in Anacortes Court NE and the intersection of this cul-de-sac with NE loth Street. Portions of the properties along Ana- cortes Court NE are at lower elevations than the street and curb. When flooding has occurred, the flood waters have inundated the street and several of the properties and houses in the vicinity by overflow from the street and/or through direct hydraulic connections to existing private drainage systems. The City's Storm Water Utility Engineering Section has previously collected data on the extent and location of the flooding, and has summarized the probable causes. The trunk storm drain system downstream of Anacortes Court was inspected by the City in 1992. A root intrusion problem was identified during this inspection and subsequently remedied. The City's Maintenance Division placed this storm system on the annual mainte- nance program to clean on a periodic basis. The trunk storm drain was subsequently evalu- ated in a preliminary hydrologic and hydraulic analysis by the City. The evaluation indicated that the majority of the existing trunk storm drain system appeared to be undersized and may need to be replaced with larger conveyance pipes to meet current City design standards. This engineering study was initiated to validate the City's preliminary assessments and to identify a preferred design solution. 2-1 Scope of Work and Authority The scope of work for drainage system evaluation and solutions development in this study was limited to the trunk storm drain serving the tributary drainage subbasin area between its downstream connection to Honey Creek, south of the Sunset Boulevard and Whitman Court NE intersection, and its upstream limit at NE loth Street and 138th Avenue SE. The scope also included limited downstream hydraulic capacity evaluation for Honey Creek between the trunk storm drain system connection and the Honey Creek stream channel outfall west of NE Union Street. The City's primary project goals addressed by the scope of work for this study phase of the project include the following: • Characterize (by field inventory) the existing trunk storm drainage system and tributary drainage basin area. • Determine the potential severity and frequency of flooding within the drainage area served by the existing trunk drainage system (with particular focus on the Ana- cortes Court flooding problem). • Identify and evaluate alternative, improvement solutions that minimize the flooding risk and impact within the area served by the trunk drainage system (with particular focus on the Anacortes Court flooding problem). • Identify the potential flooding impact of additional development within the basin and the additional improvements needed to mitigate that impact. • Define the estimated improvements construction costs and prioritize solution com- ponents for implementation. CH2M HILL was contracted by the City of Renton, under Contract Agreement No. CAG-95- 038, dated April 18, 1995, to perform Phase I, Analysis and Solutions Development for the NE loth Street/Anacortes Avenue Storm System Improvement Project. The results of work performed under that agreement are presented in this report. r Criteria and Assumptions I� Criteria The solutions evaluation criteria for this improvements plan are categorized by the land use basis for hydrologic assessment, the level of service for flooding protection, and the ' 2-2 hydraulic considerations for sizing trunk drainage system improvements. The King County, Washington, Surface Water Design Manual (the Design Manual), partially adopted by the City, is the basis for the criteria applied within these categories. Technical memorandums (TMs) 1-2 and 3-2 in Appendix A detail the specific criteria used to evaluate the existing drainage system and the alternative improvement solutions. In summary, the following cri- teria were used: • The hydrologic criteria for the evaluation of existing condition subbasin runoff g were based on existing land use maps and an aerial photograph provided by the City. Assumed future land use for the evaluation of improved trunk drainage sys- tem performance was based on existing development for built-out subdivision areas supplemented by land uses consistent with zoning for undeveloped or sparsely developed basin areas. • The minimum level-of-service criteria for conveyance improvements evaluation Y P was for containment of a 25-year, 24-hour design storm within the trunk drainage system, with a 100-year protection level without flooding beyond the City right-of- way. • The performance criteria for detention system evaluation was for control of the 2-, 10-, and 25-year, 24-hour design storms, with downstream containment of over- flows from 100-year discharges within the City right-of-way. For preliminary ' assessment of subsurface detention storage alternatives, a 10-year event was used; for modeling of screened alternatives, a 25-year event was considered with a check of 100-year event downstream impacts. Assumptions Major assumptions used in the evaluation and solutions development stages were as follows: • Unobstructed conveyance exists in the existing and improved drainage system components. • The small amounts of onsite detention storage provided in the existing drainage system are not effective in providing appreciable downstream peak flow reduction (i.e., not considered for modeling analysis). 2-3 • Floodingunder existing conditions cause a reduction in peak flows that would g otherwise be delivered to the downstream drainage system (not reflected in the existing conditions modeling analysis). Order-of-magnitude construction cost estimates for drainage system improvements are based , on estimated material quantities and unit prices (1995 dollars), including excavation and material and placement costs of new pipes, manholes, and control structures, and on surface restoration consistent with existing conditions. The use of a trench box during pipe installa- tion was assumed for all replacement or new pipeline reaches. No sheeting and shoring costs are included as may be required in certain reaches with subsurface utilities conflicts or with excavation limitations. The preliminary estimates of required costs for easement and land acquisition use an assumed unit cost of $2.00 per square foot (based on information provided by the City). That cost would need to be confirmed through a property appraisal process for the affected properties. Contingency (20 percent), mobilization and general conditions (10 percent), undefined costs (10 percent), and sales tax (8.2 percent) are applied to all esti- mated project costs except land acquisition. Engineering and administration costs are not included. 2-4 _ __ � a fv 1/ v •r n ¢ � L $E rd A r � W „ � 6e H SE 95cr+Vo d th Co �a 11 NE 28th St SE 95th V r SE 95th P1 a °j� = P Ry NE 27th St. ti r yF 98th St Z .J ' I I ( f t L, < NE 251h Pt NE 26th C JLJ NE 24th St. NE 14th t I t St - E Z�th Cl z NE 23rd PI z Y SE 101st NE 24tn S SC tooth Pt d NE 223rd S—� � 102nd E 22nd z "Ct�3 NE 13rd n d ru o E 21st St ?� n NE 22nd - - NE 22nd PI NE 21st t NE loth St. o NE 20th y4�o�a, N 1 t o ' NE 20th P N 2tst ZFF-. Z �� 1 ' E Z ? NE 1 < 20 NE 19th E 20th � z P L � <'NE I9th N E 9th St co 16ih NE 17th p� _ NE 18Tk St = o d c S7 WhitmanQ r._— P 'c NE 16th St. NE 17 h < NE 17l tO7th PI o' —< NE 17th -� ,�, c z < v z a a v e N u ... 14th c s < < Y v = 5 = yv <> NE 14th St NE 12th St. < v •c NE < r< o _ z _ NE 12th St N V < B Ilth R D� . ttr a o SE 1 2 c' 0 > 3 s t ® ticti cyi NE 11(h $t. 'a 11 th , NE 1I lh ' _ z NE 10th E (�, Project PI. Location NE loth PI ' < N loth s, jam.% v _ NE 9th vv�/O NF7 I'II I 1"� tin to lz NE loth St H NE IOTN St = 07h SC `j V NE loth St. < NE 9th St. x ® c NE 81h P1. UUU 9\h PL SE 1t8th v %i �nNE9C �— St NE 9th CL 0 o NE 8lh Ct. NE 8th St. a oz s NE 13th St' NE )Ih St. ' m < o = NE \�S\ a i NE 7tn SE 121st St > s E6Ct z NE 7th \ < NE 6th PI 4 NF " = �` NE 6th z z� > 9 NE 6lh I NE < 6th $E z ' c m < ' N z I a e E K 54h[t o z a NE 5th St e 3 amaCL °+ 0 �t15m fand0k /FC-71f1 n P Z C ' `rj f s NE 4th St. NE 4th �t NE 4th St ' NE 4th St SE IZd h St NE xd 5\ y I < NE 3rd P1 E NF }rd a' < NE 2nd St 5 r o ea� n m SE 132nd S1 III I� NE is� W Figure 2-1 Project Location Map SCALE: 1 Inch = 1500 Feet North 2.5 NE 10th Street/Anacortes Avenue 500 1500 3000 Storm System Project D. Carey 11/94 CONTROL DATE:15:59:31 17-JAN-19% 801A01.OL V 9,37-5 9,87-4 w 8.17-CUL9,B8-5 9,C8 76 9,08 16 r 9.87-5A _-_.._. 9,F7-6 9.87 58 / Cr / 9.D7-6 hD5 73 -- 8 H8 2 —9,88-4 9,C8-17 � 9,88 7 9,C8-73 Q 1 9,F7-3❑ 9,08-12 -` __ _< �9,F7-5g9.C8 14 9.E8-6 9',F7-48.182 . 8 CUL �-- - Q 9.089 _ I y09,D8-7 9. 8- ♦WAFL F 3,B8-9- .88-8_ -- -9E18 6 9,C8-22 %C8-26� 9.C8-4 9,E8-ao 9.C8-20A w9,C8 5 i 9,D8-19,88 132-58"X36'CULV 9.C8-20B 9.C8 3 9.D8-8 Q _9,D8-tt8 3 OI 9.F8 2 9.CB-21 9,C8-2 9,D8 6 13.H2-3 � ��-___ D8 2 U 9,F8 1 ♦Z 9,C8-7 i -`— 1 °C8-18A 0. 9,D8-5 9,D8-4 9 D8-3 H2-4 ; tJQ814-------- 9 *----------- - �9.D8 10 — -- — N •d- 13,12-1 9,D8-14 .. AREA: 2.39 Ac _ . — _ L __. .___i--- LLJ 1 AREA: 4.36 Ac O �. pv.__ 14,F2 4 — PL ,' n j 1 1,.C2 1 2 14,C2 3 8 z O 1 14,F2-3 I 14 F2 5 - -- -- _ --- _w �W t 1 14,82 4 14,C2 2 14.C2-4 1 --- AREA: 2.54 Ac _D-Z 4.82-2 , "3_ = ., 14,F2 2 11TH CT ,a C2 6 :�. D 1 ,4,C2-7 14,�- 13,H3-5 ; 1 14•Q AREA: 2.19 Ac / w AREA: 2.38 Ac - m I,a,ez ; ❑ _. 14,C3 n�c 14,C3-7 w Q CITY OF ---- — ta,Fz , -- 1 14,83-4 ta,c3 6 14.C3-8, KING Z I¢ RENTON 1 KI yS COUNTY 10 I _ - i w 'SO 6 U o N 1 z 11TH 7 — — KING ST EA: 6.13 Ac 6r._.-__O ST �13,13-1 ; i C ,4 C3-13 COUNTY 14,C3-12 14.C3 10 �c14,D3-11'e�\ TOTAL BASIN 14,F3-1 \ AREA. 63.27 Ac 1 _ - 14 133-S I -- ........_..___. CD 3 4F 2 AREA 6.48 Ac D f 1 A N 10T 1 F 3 _ _ 1 1 I �_'-- 14,F3-4 ARE i ' P� -43-4. C % 1 �• 14,C3 3 ( 4,C3 4 14,C3-2 4 *74 D3 - 5 I 1 i d --- ---,—__ 1. j `� 14,F3 5 - NE 1 14,C3-t� 12 `F 1a84 1 AREA: 1.46 Ac 13,H4-7 �_ ', -� 1 1 ' 1 1 U I AREA. 12.78 A NE Ac, � 14,F3-7- -- =_--_ _ 3.H4-6 i i 1 ,a,B4-5 — _1QTLI I;- 14 C4-3 3 H _iT�a,Da 2 to pa_1 1 3-8 = 1 r —� — 4`a TH ' _ -„ SE ---_--._ f 1.. i •� .14•r,4.- ,.�_; _116 \`I ST :4F4-5 AREA: 8.15 Ac 1�.. - 14 1 Z. . .t i 1 � I i 1 *14.c4-a' y _. r• i r 1 I 13,H4-2 i — 1 --jAREA: 1.16 I AREA: 4.96 Ac --- _ 13.H4 4.' 1.__ SE' 117TH ' =_ ------ ST 1� 4- �������.���� ice' `�� ' '4F 2 14, 84-3 i Arllndale Plat P P v 14,E4-9 , ICITY OF_ — ;RENTON v 1 ta,Ea-to I \\ KING 14,Ea-1 COUNTY -__- ,__—.__ 14,F4�7 '4,F4-4 1 - -' 14,E4-2 I - 14,E4 8 .E4-6 ....SE .. _-\ .._ ..------1JJ LEGEND __ _14 y ,-.. i4,E4-4 118TH `r' -------- DRAINAGE BASIN BOUNDARY ST ,4,F4-t ; - __. --� ta.E4-7 _. - L SUBBASIN BOUNDARY I ta,Ea-5 -- -- — -- I W 14 E4-3/ -- �Q I Cn 14,F5-3 SUBBASIN DESIGNATION _. _ W NODE LOCATION 8 NUMBER - --- Q x @14,84-2 CITY OF RENTON MANHOLE p 300 450 I.D. NUMBER SCALE 1"=300' CITY OF RENTON, FIGURE 2-2 JfI �cta,Ca-4 EXISTING FACILITIES NOT FOUND IN FIELD WASHINGTON DRAINAGE BASIN BOUNDARIES N.E. 10TH STREET/ANACORTES COURT AND EXISTING STORM SYSTEM IMPROVEMENT PROJECT TRUNK STORM DRAIN SYSTEM 7_'7 Section 3 Section 3 Existing Drainage System This section summarizes the field reconnaissance, drainage system inventory and investiga- tion, and the hydrologic and hydraulic analyses of existing land use and drainage system conditions in the project area. Technical Memorandum (TM) 1-2 in Appendix A provides additional details. Pertinent tables and figures from TM1-2 are also included at the end of this section (not referenced). Trunk Drainage System Review Data Review The following data for the existing stormwater system was provided by the City, and was reviewed and incorporated (as applicable) with this report: • Storm Inventory Plan Sheets 5304 SE, 5303 SW, 5310 NW, 5309 NE • Stormwater Attribute Sheets for the above plan sheets • Zoning Maps for the above quarter sections • Survey Control Network description, Surveying Standards, and a description of monuments in quarter sections 5303 and 5310 • Listing of the existing drainage systems for the Honey Dew development area, and corrected attributes for the system • Various plan and profile sheets for portions of the sewerage and potable water pipe- lines in the project area • Site plan and storm drain utility information sheets for the Mission Hills and Arlin- dale plat improvements • SCS soil map project for the ro'ect area • 1:12,000 scale aerial photograph (July, 1990) of the project area • City's preliminary runoff analysis, hydraulic modeling calculations and figures including preliminary delineation of project basin and subbasins 3-1 • Internal City memorandum regarding flooding in the project area, including photo- , copies of pictures documenting flooding Drainage System Investigation ' y g After review of existing data, field inventory data needs were identified and field surveys were performed to collect that data. The drainage basin and subbasin boundaries were field verified, compared to the previous City analysis, and adjusted where needed. The resulting 63.3-acre drainage basin was divided into subbasins that correspond to significant runoff inputs (typically at manholes or catch basins) to the trunk drainage system(Figure 2-2). The existing trunk drainage system and selected laterals were surveyed to determine invert and rim elevations, pipe sizes, and pipe material types. This information was also collected for four catch basins to the south of the project area in the Mission Hills subdivision. The corrugated metal pipe arches (CMPAs) which convey flow under Whitman Court NE, the downstream commercial development area, Sunset Boulevard, and Union Avenue NE to the Honey Creek stream channel outfall were also inventoried. The inventory data is presented in Table 1 and Figures 1, 2, and 3 of TM 1-2 (Appendix A). Pipe lengths for the hydraulic model were initially determined from the City Stormwater Inventory Map. Some pipe lengths taken from the map were considerably different from the lengths in the City attribute data. To resolve this discrepancy, a field check was performed by pacing off the distances between manholes and adjusting the pipe lengths accordingly. Some pipe diameters at the inventoried catchbasins also differed from those recorded in the , City's attribute data. Table 2 in TM 1-2 lists the pipe diameters found in the survey and used in the hydraulic model. The followingmanholes and catch basins from the City attribute data could not be located y o o ated during the field survey: • 14.C3-11 Structure may be buried • 14.D3-1 Structure and pipe not found , • 14.D3-2 Structure and pipe not found • 14.C4-4 Sewer manhole found, no stormwater structure found In the Anacortes Court NE a sanitary sewer manhole was found at the location of 14,C44, instead of a Type 2 stormwater catch basin. A Type 1 catch basin was found on each side of Anacortes Court, as shown in Figure 4 of TM1-2 (Appendix A). The catch basin on the east ' 3-2 side of the street receives runoff from the street and a private and drain on the adjacent P Y J property. The east catch basin drains to the catch basin on the west side of the street. The west catch basin collects street runoff, and possibly roof drains from the adjacent properties. The combined flow from the west catch basin drains to manhole 3 (14,C4-2) at the intersec- tion of Anacortes Court NE and NE loth Street. The inventory data indicates a discrepancy in pipe size between the west catch basin (8-inch) and manhole 3 (10-inch). This may be due ' to inaccuracies with the pipe diameter measurements or a subsurface interconnecting struc- ture not found. Figure 4 of TM 1-2 also shows the surveyed spot elevations for the top of curb along Ana- cortes Court, historically the location of the most severe flooding in the project area. The yards of the adjacent properties typically slope downward towards the houses. The street provides some storage of flood waters,but is limited by top of curb and driveway curb cut elevations. Above the curb control elevations, excess stormwater runoff can overtop the curb and flood lower lying properties and houses. The grate elevation of the private yard drain connected to the east catch basins is below the elevation of the east catch basin grate; there- fore, backflow to the adjacent property would occur initially before flooding of the street. The data review and system inventory findings were used as the basis for the analyses of the hydrologic and hydraulic conditions. Trunk Drainage System Analysis ' Hydrologic Evaluation Hydrologic model simulation as the basis for peak runoff flow and volume estimates for existing and future land use conditions was performed using Version 3.a of the WaterWorks modeling program. The program uses the Santa Barbara Unit Hydrograph (SBUH) method to compute estimates of subbasin runoff for each design storm. The subbasins identified in the inventory process were planimetered to determine their total surface area. Curve numbers representative of the percent impervious areas and soil types and groundcover in pervious areas were based on the King County Surface Water Design Manual (Design Manual), and were determined using the aerial photograph of the project site and field reconnaissance data. 3-3 Times of concentration were calculated usingthe WaterWorks Tc-calculator, internal to the , hydrologic modeling program. This calculator computes times of concentration for sheet, shallow channel and channel flow, based on the methods described in SCS Technical Release No. 55, consistent with the Design Manual methodology. The WaterWorks input data is presented in Table 3 of TM 1-2. Precipitation for the area was determined using the Design Manual Isopluvial Maps. The ' following 24-hour precipitation values were used in the corresponding storm event modeling simulations. , • 2-Year Event: 2.0 inches • 10-Year Event: 2.9 inches • 25-Year Event: 3.4 inches • 100-Year Event: 3.9 inches The assumed distribution of design storm precipitation over the 24-hour storm duration was the Soil Conservation Service (SCS) Type I distribution presented in the Design Manual. ' Results The existing conditions estimated peak runoff, runoff volume, and unit discharge for the four design storms for each subarea are tabulated in Table 4 of TM 1-2 (Appendix A). Flows were combined and routed through the trunk storm drain reaches as part of the , hydraulic modeling. The cumulative flows from the subareas at selected locations along the trunk drainage system are presented in the Hydraulic Evaluation, Results section below. Hydraulic Evaluation The existing stormwater trunk drainage system hydraulic capacity was simulated using the ' WaterWorks modeling program. The hydraulic element of the program uses a backwater computation approach consistent with the Design Manual methodology. , x Each structure in the drainage system (manhole/subarea node) was input to the model with its rim elevation, pipe inverts, and manhole bottom elevation. Pipe reach lengths were com- puted by the model using each structure's coordinates (assumed coordinate basis). Hydraulic roughness parameters for the pipelines were also provided as input. The model was then run to establish hydraulic profiles (expected water surface elevations along the trunk storm drain) 3-4 fo r the computed design event peak flows. Technical Memorandum 1-2 summarizes the basis and results of this analysis and should be referenced for further details. The model was not able to properly simulate the siphon located at the downstream end of the ' existing system (mh 10). Therefore, hand calculations were performed to estimate the tail- water elevations at the upstream end of the siphon for a range of flows. These calculations (a tabulation of energy losses that cause a rise in the hydraulic grade line elevations) are pre- sented in Table 5 of TM 1-2. The hydraulic grade line elevations calculated for mh 10 were used as the starting condition for the model. The 2-year storm event generated partially submerged starting conditions of the pipe at mh 10, while the 10-, 25- and 100-year events resulted in full submergence of the pipe at mh 10. The hydraulic grade line elevation was set at 0.5 feet above the rim elevation for each storm that caused complete surcharging of mh 10. Results The results of the hydrologic and hydraulic simulations are included in Table 6 and Table 7 of TM 1-2, and are summarized below in Table 3-1. Table 3-1 Existing Conditions Hydrologic and Hydraulic Analysis Results Summary Drainage 2-Year 10-Year 25-Year 100-Year System Pipe Full Flow Event Event Event Event Reach Size Capacity Max. Max. Max. Max. Flow (by node) (in.) (cfs)* Flow (cfs) Flow (cfs) Flow (cfs) (cfs) 9 to 10 24 28.4 17.1 29.5 36.7 43.8 8 to 9 18 15.5 7 to 8 18 20.8 13.3 �7 , R.,.2 . 6 to 7 18 11.8 11.7 5 to 6 18 6.5 8.8 162 211 4 to 5 18 6.6 7.2 ' 3 to 4 18 8.4 �3"gal15. 2to3 12 2.3 0 ::59 4601, . Ito 2 12 2.6 1.9 3.9 5.2 6.4_ , * Full Flow Capacity based on Manning Equation for uniform flow. Em Shading indicates hydraulic grade line is above structure rim based on backwater analysis. 3-5 Comparison of the uniform full flow capacities of each pipe reach with the maximum com- bined runoff flows for the four design storms indicates that surcharging of pipelines will occur for design events at or below the 2-year recurrence interval. The shaded boxes indicate nodes where flooding of inlets is predicted to occur. As shown in the table, the inlets for ' reaches from mh 2 through mh 8 would be expected to flood for the 10-, 25-, and 100-year design storms assuming no restriction in the upstream trunk storm drain exists (modeling assumption). Because that restriction does currently exist, flooding is typically confined to ' the upstream reaches of the trunk drainage system (in Anacortes Court and NE loth Street vicinity). Similarly, flooding is predicted for inlets in reaches from mh 2 to 3, 3 to 4, and 8 to , 9 for the 2-year design storm. Manhole 3, and reaches 2 to 3 and 3 to 4, are adjacent to Ana- cortes Court, the area where flooding frequently occurs. City of Renton memorandums dated September 5, 1991, and October 14, 1994, address the flooding at Anacortes Court NE and on NE loth Street. The frequency of the flooding is not estimated in these reports, however based on the model results, it is likely that events at or below a 2-year recurrence interval will cause inundation of this area. Anacortes Court and the surrounding properties acts to store stormwater runoff, thus lower- ing the peak flow being conveyed through the downstream drainage system. Storage of stormwater in localized depressions and the dissipation of stormwater across relatively flat areas is not accounted for in the model simulations. Therefore, it is likely that the model results for existing conditions predict higher hydraulic grade line elevations than would actually result downstream of Anacortes Court NE. Problem Areas Confirmation The findings of the existing conditions analysis supports the Cit y's flooding reports and conclusion that the majority of the trunk storm drain in the project area is undersized to meet current design standards. The primary system deficiencies exist in the area of NE loth Street and Anacortes Court NE, and at the east end of NE loth Place. Manholes along the trunk storm drain in the access road through the apartment complexes north of NE 1 lth Street were , also predicted to surcharge during all modeled storm events. Based on modeling results, the trunk storm drain reach through Honey Dew Estates is estimated to provide flooding protec- tion for events up to approximately a 10-year recurrence interval. The next section addresses the alternatives for reducing flooding, either by improved con- , veyance, diversion or the use of stormwater detention storage facilities. 3-6 CONTROL DATE:16:02:06 17-JAN-1996 807AO1.DL V 9,87-5 9,87-4 ��' >, u 3,H8-1 8,17-CUL 9,C8-16 W 9,08-16 I ' 9;87-5A 9.88-5 h85 13 _-__-..__ 9,F7-6987-58 z Of Q9,D7-6 8,H8-2 -9,88-4 9,C8-17 l9,F7-3 C8-13 Q - -- �9,F7-5 9,88 7 1 9,D8-12 -Q , F 9.F8-3 9,88 3 9,C8-14 Z `9,E8-6 N9'F7 4 8,18-2 9,B8-CUL ® -- ___ 9,D8-9 - ♦W.D8-7 Q c�F 9 .68-8__- 4,B8 6 9,C8-22 9.C8-26` 9.C8 4 9.E8-4 F w -- z Z 9.C8-20A f 9.C8 5 / ' 9,D8-i p Q( (� F iV --- 2-58"X36'CULV• 9,C8 3 9,D8-8 0 l 9,F8 2 Z 8,18 i 9,88 13 9,C8-208 9,D8 ii 8 3 9,E 9.C8 27 l �9.C8;2 9.08-6 9.08 2 --- _ p 9,F8-1 p- 9,88-15 9,C8-i 0 O 9,C8-1 - - N 13.H2 3 _- 9.D8 5 _-- 1 91C8-18A: 0. �� 9,D8-a 9,D8-3 9,D8 10 13H2 4 -- 1 tJ,68�14'-------� 9 `-------- - �Y � - ----- O 9.D8-14 __-----__.---.__ L 13 fi2-, 1 � AREA: 2.39 Ac 1 14,F2-4 �_ ---- 13 H3 2 .r' 1...._..____-.-.� I - - 14,F2-5__.. - - -------._._-_..__-_._---- _ AREA: 4.36 Ac z -'`� j + 14,C2-1 2 ,4,C2-3 O - L •a,F2-3 l , 8 3 l l 14,C2-4 N 14,F2-2 � W 1 14,82 4 14,C2-2 AREA: 2.54 Ac F �11TH CT D-- ;a.B2 2 a 82 3 4 7 14,C2-6 .__ -j 14,C2-7 < ta, w CITY OF 14,F2-1 AREA: 2.19 Ac AREA. 2.38 Ac _---_ - 13,H3 5 frl ;14,B2 1 14 B3-4 C ,a.C3 1,* 14,C3 7 W Q RENTCN .,w KING z I o: 6 ,. 14,C3 8, »s: r.�r:xac.•am:. �e COUNTY lIL W i Li 11T16 v 7 KING ° v� - -_ - ST o ST_ 1 Z EA: 6.13 Ac - - COUNTY H N- t3.i3-1 1 `. ,, '•r ., 6 1a,C3-13 ,,' . r 1` 74,F3-1 _ _ *14,D3-i a \ TOTAL BASIN _------ 1 14,C3-12 14,.3-10 �. vW_ ....__ _.. 1 l ` AREA: 63.27 Ac l - i Q 14,B3 3, "� -_ 113-3 W _ --- 14,F3 3 - D , .� f ' �14,B3-1 a,c3 9 AREA: 6.48 Ac -- i f 1a,F3-a _ 1 N 110 T s PL 1 - D 1 AREA: 3 Ac-' _ _ - - __---_ _ < 14,C3--3 i3 4 4,C3-4 *14,D3-� ''a-5 14,C3-2 4 `.'(/� 14,F3-5 �C' NE , 14;c3 12 _ AREA: 1.46 Ac 1 F _. ... ....____--- ,4 - -.-. AREA: 12.78 Ac 14 . f3 H4-7 1 F3-7 ' NE _ Z 1 _ 10TH-__-' __ _13,H4-6 ( -�. _. . :--- --to D4-3 1 `\ 14,F3-8 -_ 14.84-5 14,C4-3 .� -- --- ---- --------- 11 L� 14,D4 2 14,D4 1, E ' '4'G4- ( --- �, _ � ; S T � ,ta Ti l a Fa 5 AREA: 8.15 Ac 1 1 1 1 LLJ *1a.C4 d -1 --�1 l AREA:.-1.16 AREA: 4.96 Ac / . ♦ - -----,3 H4 2 i ,3.H4-4 , + __ i♦ 14,F4-2 ST ' \ . Ia.Ba z - - - --- ------ 1 t Lew ---- `.' --- -------- 13.H4 3 Arilndale Plat - 14,E4-9 ITY OF -- -- - ;RENTON J \ 14,E4-10 I `� KING 74E41 l -- ---- `---i COUNTY _____,_._.__ ,a,Fa�7 14,F4-4 l 14 E4-2 c _ 14,E4-8 14,E4-6...SE _..._. � -- 118TH LEGEND ,4,E4 4 ST -- - _/._ 74,F4-1 . -------- DRAINAGE BASIN BOUNDARY 14,E4-7 \ L_ -- 1 14,Ea-5 -_ --_� -- SUBBASIN BOUNDARY ( W 14,E4-3 - 14 F5-3 Z I _ LLJ a < �� SUBBASIN DESIGNATION LLI 05 NODE LOCATION 8 NUMBER Q ",_-_-_. 14,F5-2 0 750 300 450 ® CITY OF RENTON MANHOLE RJVKJW SCALE V-300' CITY OF RENTON, FIGURE 3-1 1a,ea-2 I.D. NUMBER *14,C4-4 EXISTING FACILITIES NOT FOUND IN FIELD WASHINGTON N.E. 10TH STREET/ANACORTES COURT DRAINAGE BASIN BOUNDARY MAP STORM SYSTEM IMPROVEMENT PROJECT - �-7 .QW CONTROL DATE:13.-00;29 25-AUG-%5 Olpol.DC ON 430 WHITMAN CT N.E. WHITMAN CT N.E. N.E. LOTH PLACE mi 420 ---------------------------------------------------------------------------------------------............................... ............................................................. .................................-!a......................................--------------------------------------------- ---------- --------------------------------------................................................................................. 2iiq --------- EXISTING 0 GROUND Lu 410 ............................................................................................. m Lu ---------------------------- ............... ........................................ ----------------- ...................................... Lu --------------------------------------------------------------------------------- -------- 18" e LL 0.0055 18" 0 0.0034 X 0.0043 Z q 18!, 0 0.0032 F4 18!1 e 0.0113, z400 -----------------GID-------c6-------------------L............................................ 0.0109 .................... 0------------------- ................ -------- .............................. --------............................................................................... ---------------------------------------------------- 2 Q Q 0 -------------------A- .............. F- F- c; < 24" 0.01 RIM EL ui RIM EL 413.58 RIM EL 412.23 w > LLJ 0.0134 7 RIM 411. IE OUT 402.75 RIM EL (BURIED) IE OUT 403.45 IE OUT 404.40 390 ------- --------- ...................................................................8 IE OUT 401.62 IE IN 402,90 IE IN 403.52 IE IN 404.89 • in----- -------------- .............................------------------------------------------------------------IE-IN----401. .......... ----------------------------------------------------------BO-T--EL--=.6S-----------------lE--12"--IN--4G7-.-29(W)-------------------------IE--W--IN--4".f56(-E4-------- Lu 9 RIM EL 399.82 RIM EL '404.8 IE 12" IN 408.26(W) z BOT EL 402.32 BOT EL 403.59 -1 IE OUT 394.78 IE OUT:396.74 IE 12" IN 408.76(E) RIM EL 396.58 E IN 394.78 IE IN 398.92 BOT EL 400.84 .................... ------ F- 380 ------------------ ...........iE--Ot)T..390;06..............................� V' IN 395.36(W) IE 6' IN 399.62(SW) .8E-. Ylk................IWT-cc�-jg.................................................................................. RIM EL 394.85 -----------------------------------------------------------------......................................................- BOY .............................................------------ IE IN 390.05 IE OUT 389.20 IE IN 389.27 IE 12'IN 390.35(SE) BOT EL 385.08 BOT EL 385.78 IE IWIN 390.53NW) 370 BOT EL 389.58 oloo 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 i STATIONING IN FEET 460 Lu 460 > 0 NE 10TH STREET > 450 T ----------------------------------------------------------------------- --------------------------------------------------------------------------------- ............................... .......................... ............................. < w 7 w ---------------------------------------------------------;:----------------------------------------------- ----------------- 450 W, 440 ----------------------------------------------------------------------- ...................................................................... -------------------------------- F- ------- ------------------------------- ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ ---------- --------------------------------------------440 w w w co ui w LL EXISTING F- 430 ---------------------------------------------------- .................. ......................................................................MI....... ---------------------- GROUND ---- ------------------------------------------------------------- ............................................................................................. O. ------------------------ --------------------------------I---------------------------------------------------------------- 430 z < 0 12" 0 <> 420 -------------------- -<----------------------------------------------------------------------- .................................................. ...4 0.0629 wm I � ................... -------------- -- -----------------------------------------------------------420 -j Lu p - ----------------------- R�IMEL 4�37.82 410 ........................................................... !12" 0 0.0047 ---------------- ------- W, 0 0.0055 12, . 0-0036 ...... -------- ...........------------------------------------------------------------------ ......IE...OUT--426...11---------------------------------- 410 . ...... ..... .. IEIN 426.19 IE IZ' IN 433.34(NW) 2 3 RIM EL 409.88 BOT EL 425.37 400 ------------------------------------------------------------------------------------IE-OUT---406.56----------------------------------------------- ..................................................................................................................... .................................. ......................................................................................... -------------------------------------------------------------- IE IN 406.58 RIM EL 410.74 RIM EL 412.A7' 400 i RIM EL 416.46 IE 12" IN 404.43(W) IE OUT 407.86 i IE OUT 408.78 IE OUT 410.22 IE 10' IN 1406.88S) IE IN 407.99 i IE IN 408.84 IE IN 410.24 3901 BOT EL 405.22 'BOT EL 406.35 BOT EL 408.28 BOT EL 409.75 390 15f 00 16,00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00 25+00 26+00 27+00 28+00 29+00 30+00 STATIONING IN FEET NOTE: CITY BM#159, 1988 NAVID USED CITY OF RENTON. FIGURE 3-2 FOR ELEVATION REFERENCE. WASHINGTON EXISTING STORM SEWER N.E. 10TH STREETANACORTES COURT PROFILES STORM SYSTEM IMPROVEMENT PROJECT MAIN TRUNK LINE 1 3-9 ,CAD CONTROL DATE:12:58:59 25-AUG-1995 40801PO1.DLV 430 430 430 430 Q NE 11TH STREET Lu z 420 ----------------i -------------------------------------------- 420 ------------------------------------------------------------- 420 -------------------------4- < -------------------------------- 420 t-------------------------------------------------------------------- .................. ------------ co) -------------------------------------------- cl) C4 i LL] C-i cl) 410 ----------------------------- .............................. ----------------------------- ------------------------------ ..... ,t ni 12 410 c� 4104----- ------------- ---------------------------------- 410 ---------- ........... ------------ cli cli 400;1----------- ------------ 6" 7----------------------------- 400 -------6!t--*--------------- -------------------------- 04 n-nrA7 :�IM..EL-4 7 06 400 0.436W------- ---------------------------------- 400 -------------------------------------------------------------------------------------------------------------------RIM.-EL-413- --------------- 0.0442 RIM EL 406.27 RIM EL 413.91 IE 12' OUT 410.25(W) IE NA I OUT 6 7 IE 12" OUT 410 BOT EL 408.87 0.0162 8 BOT EL 1 10 404.06 390 ----------------------------- RIMEL-399.82 .... RIM EL (BURIED) IE 12" IN 410.T7(SW) RIM EL 411.92 39() --------- --RjM-ft--40&.-8l--------------------------- 390 ------------------------------------------------------------- I IE 19' OUT NA 390 ----------------------------------------------------BOT EL 409 30 ..........------------------------------- RIM EL 398.99 IE W' OUT 398.74(N) RIM EL 408.31 IE 16' IN 401.83(S) wl. IE 6" IN 395.36(W) tz .25(E) I BOT EL 394.78 IE W' IN 398.92(S) IE 6" OUT 404.58(NE) IE 12' IN 408.26(W) IE 6" IN 396.27(W): IE 6" IN 399.62(SW) IE 6' IN 404.75(W) IE 12" IN 408.76(E) 3801 IE 6' OUT 396 BOT EL 395.49 i 380 BOT EL 398.38 3801 BOT EL 403.22 380 BOT EL 400.84 0+00 1+00 0+00 1+00 0+00 1+00 0+00 1+00 2,00 3+00 4+00 5+00 430 430 NE 10TH PL I 470 NE LOTH STREET ui Lq SE 116TH STREET 420 ------------- ------ ........................... 420 q---------- -i I ......................................................................................................... < ..........q-........ ------;--------------------------- --------- ---------------------------7------------ I --- ---------- --------- c\l 460 ------------------------------ --- ---------------------------------------------- ------------- 1"o I VLU ,ul" ll 12" 4 0.0100 12z'�60.0100 qz ------------------------- ---- -- �12 ------------ 0. a RIM EL 410 ............. ........................... 410 ------------------------- ------------------------------------------ I........ X0--- ----------- --------- ------------------------ --- 450 12" e 0.0564 -----R4NI-EL-AZ-58. .........................400 1-tRTM-EC 414.97------- 400 LM--EL.Al5-73...-'ll 010------- ....................-------------------.IE---W2--OUT--406;56(N)------------- ------------- -- ---------RIM.-EL-453.0a----- IE IZ' OUT 409-.3 - IE 1IT' OUT 403.45 IE 1Z' OUT 411.00(W) 440 9(E) IE 16' IN 403.52 IE 1Z' IN 411.14(E) IE IZ' IN 406.58(E) IE OUT(W) 436.54 IE Z IN 409.51(W) IE IZ' IN 406.43(W) IE IN(E) 436.61 BOT EL 407.77 IE 1Z' IN 407.29(W) BOT EL 409.66 IE 10' IN 406.88(S) BOT EL 436.00 BOT EL 402.32 390 1 ..437.82_ 390 BOT EL 405.22 JRILM-EL-437.82----------------------------- 430 0+00 1+00 2+00 0+00 1+00 2-00 3+00 4+00 5+00 IE OUT 426.11 IE IN 426.19 IE 12" IN 433.34(NW) BOT EL 425.37 420 2.8+00 29+00 30+00 NOTE: CITY BM#159, 1988 NAVID USED FOR ELEVATION REFERENCE. CITY OF RENTON, FIGURE 3-3 WASHINGTON EXISTING STORM SEWER N.E. 10TH STREET/ANACORTES COURT PROFILES STORM SYSTEM IMPROVEMENT PROJECT LATERAL CONNECTIONS 3-11 I" CONTROL DATE:06:58:45 04-MAR-1996 01A00.OLV 1 �! cp 2 c\ / 0 70 20 IO \ II SCALE 7-r 2cr a \\ II \ I I I 14.C4-2 I SDMH 22 a II \ RIM - 409.88' — �i II \ 18" N INV • 406.56' ax \\ 12" W INV - 406.43' 0 12" E INV - 406.58' 10" S INV 406.88' CL BOTTOM • 405.22' aOt3` I I I I ice.`\ s II °o \ ra III 7c \\ 4p.07, a0 I I'I e a ♦� I I IO •� I 0� •ate I I 19.56' a� .0 II O O I I �4:p ti I I 1P23 Gp\iGII \ 0/ o RIM SDC6 09.13' \\6 II 8" N INV 407.33' 6" E INV - 407.31' \\ III gL s2 6" W INV - 407.37' N CL BOTTOM • 406.54" v9 II'o `VIQ I. a \ O O \ 'Q 'O a0 0 y. \ 2 Y p v 0� ?6.35' Oa0 \d O� 7 o \ ' pp 19 L� a\ SDCB •24 P. P p \ RIM - 409.20' �O 6" W INV - 407.52' -� 2 70 Y 6" E INV - 407.53' ♦p — �9 \\ CL BOTTOM 407.21' s •sue \ \\ DATUM aj 11 \ 'O \ CITY OF RENTON,SURVEY CONTROL NETWORK 0 36.5j' �JR( E �ONPR V DRAIN 1988 NAVD OX) 1 1/2" BRASS DISC W/ PUNCH ON 4" CONC MON IN CASE,0.6" DOWN AT THE CL INTERSECTION OF NE 12th STREET AND UNION AVENUE NE. ♦� IE IN 408.33 9� ELEVATION • 126.78 m., 415.94 ft. CITY OF RENTON. FIGURE 3-4 wASHINCTON NE 10TH / ANACORTES CT. - N.E. 10TH STREET/ANACORTES COURT CITY OF RENTON STORM SYSTEM IMPROVEMENT PROJECT TOP OF CURB ELEVATIONS - 3-13 Section 4 Section 4 ' Alternative Solutions Development and Evaluation This section summarizes the results of the conceptual solutions development and screening for the project. It presents the alternative improvements considered, their feasibility, benefits, ' potential impacts and comparative construction cost estimates. Technical Memorandum 3-2 (TM 3-2) in Appendix A provides additional details. Conceptual Solutions Development and Screening Eight alternatives were developed for the City to review and select two alternatives for fur- ther analyses. For the initial screening process the level of analysis detail was limited; there- fore, conceptual improvement needs should be considered as preliminary and subject to further refinement. Order-of-magnitude cost estimates were developed for comparison of ' alternatives. Actual implementation costs could be significantly higher or lower than those preliminary estimates. ' The following alternatives were presented to the City. • Alternative 1—Conveyance ' — IA: Trunk Storm Drain System Replacement — 113: Anacortes Avenue NE Bypass with Trunk Storm Drain Reach Replacements • Alternative 2—Sub-Surface Detention Storage g i — 2A: Whitman Court and NE 11th Street — 2B: NE loth Place — 2C: Anacortes Court NE and NE 10 Street ' • Alternative 3—Diversion — 3A: NE 10th Street/North to Existing Creek and Arches ' — 3B: NE loth Street/West to Union Avenue NE — 3C: NE loth Street to Mission Hills Development (with Sub-Surface storage) 4-1 A brief description of the alternatives is provided below. Table 4-1 presents a summary of the alternatives using the following evaluation criteria. , • Technical feasibility • Potential benefits ' • Potential impacts • Order-of-magnitude costs , Alternative l - Conveyance ' Alternative IA, shown in Figure IA of TM 3-2, considers replacement of the entire existing trunk system along its existing alignment with pipes sized to convey the 25-year design ' storm, with added protection for the 100-year event. Preliminary hydraulic analysis for the assumed trunk storm drain improvements shows that surcharging would occur at Anacortes , Court NE for the 100 year event. Most of the existing manholes along the main trunk line would be upgraded to accommodate the larger replacement pipes. A concrete junction struc- ture is proposed to connect the improved system to both of the existing 58-inch x 36-inch ' CMPAs, and to split the increased peak flow between the two arch pipes Alternative 1B, shown in Figure 1B of TM 3-2, considers construction of a new bypass storm , system in Anacortes Avenue NE and NE 1 lth Street, reducing the peak flow to the existing ' storm system and the flooding at Anacortes Court. This would require upgrading the existing system upstream of the bypass, and complete replacement of the existing system downstream of the bypass (mh 6 to mh 10). As with Alternative IA, a concrete box junction structure , would be installed at the downstream end of the system to connect to the existing CMPAs. Manhole replacements would also be required. ' Alternative 2 - Storage The storage alternatives considered would allow the existing undersized trunk line to remain in place by reducing peak flows throughout the system. Each alternative proposes to detain the peak flow from the 10-year design storm in an underground storage tank, with controlled release back to the trunk drainage system. Figure 2 of TM 3-2 shows the proposed location , of each underground storage tank (each is an independent alternative). 4-2 ' Table 4-1 Conceptual Improvement Solutions Summary Technical Potential Order-of- Alternativ(e'1 Feasibility Benefits Impacts Magnitude Cost IA: Trunk Feasible. Possible inter- Significant improvement Increase in delivered Approximately Replacement ference with sewer and wa- in flood protection to level peak flows to down- $510,000. terlines. Downstream con- of the 25-year event. stream system. Con- veyance would have to be Limited protection for the struction impacts within evaluated. 100-year event. right-of-way and to pri- vate property. 1B: Bypass w/ Feasible. Downstream Significant improvement Increase in delivered Approximately Trunk Replacement conveyance would have to in flood protection to level peak flows to down- $560,000. be evaluated. of the 25-year event. stream system. Con- Limited protection for the struction impacts within 100 ear event n ht of-way. IN 2A: Whitman Ct. Feasibility may be limited Limited flood protection, Construction impacts Approximately and NE I Ith St. by facility requirements, to level less than the within right-of-way. $830,000. large volumes of storage 10-year event. required and hydraulic ' grades. 213: NE loth P1. Feasibility may be limited Limited flood protection, Construction impacts Approximately by facility requirements, to level of the 2-year within right-of-way. $540,000. large volumes of storage event. required and hydraulic grades. 2C: Anacortes Ct. Feasibility may be limited Limited flood protection, Construction impacts Approximately NE and NE loth St. by facility requirements, to level of the 2-year within right-of-way. $350,000. ' large volumes of storage event. required and hydraulic grades. 3A: To Existing Feasibility may be limited Significant improvement Easement acquisitions. Approximately Creek and Arches by existing creek topogra- in flood protection to level Potential impacts to the $325,000(includ- phy,inter-jurisdictional di- of the 25-year event. existing drainage course ing estimated ease- version issues,easement ac- Limited protection for the and wetland would need ment acquisition quisitions and potential sen- 100-year event. to be evaluated further. costs). sitive area impacts. ' 3B: West to Union Infeasible for gravity con- Option not evaluated Option not evaluated Option not evalu- Ave.NE nection. High costs of further. further. ated further. pumping are prohibitive. Additionally,interbasin di- version is not desirable. 3C: To Mission Feasibility may be limited Significant improvement Potential impacts to Approximately Hills Development by downstream capacities in in flood protection to level biofiltration swale and $600,000. Mission Hills,legal issues of the 25-year event. restrictive drainage way regarding diversion and Limited protection for the south of project basin. existing system sizes and 100-year event rades. 1 4-3 1 Alternative 2A would involve the construction of a 1.7 acre-foot underground storage tank ' g g north of the intersection of Whitman Court and NE 1 lth Street. Alternative 2B considers a ' 1.1 acre-foot storage tank beneath NE IOth Place, and Alternative 2C considers a 0.8 acre-foot storage tank east of Anacortes Court NE. The level of resulting peak flow and flood reduction benefit of each alternative varies. ' The storage alternatives are limited by the high cost of constructing underground structures in the City ROW, and the amount of storage needed for the 10-year storm event. Based on the assessment for to provide up to a 10-year level of protection, the volume needed for the ' 25-year storm event was considered to not be feasible for sub-surface storage. Alternative 3 - Diversion ' Diversion of stormwater runoff away from the existing drainage system was considered at ' three locations in the project area. The three alternatives (3A. 3B, and 3C, and modifications to 3A developed after the release of TM 3-1) consider diverting the runoff from sub-basins 12, 13, 14 and 15. This is a total of more than 40 percent of the project area, contributing ' approximately 35 percent of the peak flow to the downstream system during the 25-year design storm. With the diversion of this portion of this peak flow, the existing downstream ' trunk drainage system would be adequate to provide a level of protection up to the 25-year event. For these alternatives, the existing siphon located between mh 8 and mh 9 would ' restrict flow and cause flooding for events greater than approximately a 10-year magnitude. For the diversion alternatives, the siphon would need to be replaced with a 24-inch diameter pipe to provide adequate capacity up to a 25-year design storm event. ' Alternative 3A, shown in Figure 3A of TM 3-2, considers diversion of runoff to the north at ' mh 2 to a natural drainage Swale (within King County) that extends north to Honey Creek (connects upstream of existing CMPA's). The diverted runoff from mh 2 would be con- ' veyed by a culvert discharging to a level-spreader at the head of the existing swale. Runoff from an additional subbasin area north of subbasin 15 would also contribute runoff to the swale and downstream drainage system. Further investigation of this alternative indicated ' that the diversion system alignment would not be feasible due to topographic constraints (field verified). Based on discussions with the City, this alternative was modified to incor- porate a detention pond on property north of NE loth Street, with the discharge pipe connect- ing back to the existing drainage system at mh6. The modified alternative was selected by ' the City for further consideration and is included in the Screened Solutions Description and Evaluation section. ' 4-4 Alternative 3B shown in Figure 3B of TM 3-2 considers diversion of peak flows to the west g , to the existing drainage system in Union Avenue, which runs to the to the south. This pro- posed improvement would not be feasible for gravity connection due to the higher storm ' drain system elevations along NE loth Street. Furthermore, an interbasin diversion of runoff would be required. For these reasons this alternative was not considered further. Alternative 3C, shown in Figure 3C of TM3-2, considers diversion of peak runoff in excess of the existing drainage system capacity through Mission Hills (the new development south of Anacortes Court NE) to the adjacent drainage basin. To reduce the potential impact to the installed Mission Hill drainage system, sub-surface storage similar to Alternative 2C was considered along with the diversion. Screened Solutions Description and Evaluation The eight alternatives presented in the previous section were reviewed by City staff. Two alternatives were selected for further assessment for technical feasibility, hydraulic capacity and flood reduction benefit, potential impacts, and refinement in layout and estimated costs. The results of these analyses and modifications to the conceptual designs are presented herein. Alternative 1B: Anacortes Avenue NE Bypass Trunk Storm Drain Previous reports of flooding and the modeling results show that flooding can be expected most frequently in the area of Anacortes Court NE and NE loth Street. Alternative 1B, shown in Figures 4-1 and 4-2, proposes to reduce the peak flow delivered to the existing trunk storm drain between mh 3 and mh 6 resulting in reduced upstream flooding. Alterna- tive I would consist of a bypass pipeline to convey runoff through a new storm drain pipe aligned beneath Anacortes Avenue NE and NE 1 lth Street. This would also require upgrad- ing part of the existing system upstream of the bypass, and the complete replacement of the existing drainage system downstream of the junction point (mh 6). The bypass and existing trunk storm drain improvements are listed in Table 4-2, and were sized to convey peak flows for the 25-year design storm without flooding , with a check of 100-year event hydraulic impacts. i 4-5 Table 4-2 Alternative 1B - Conveyance Im rovements Average Existing Replacement Depth to Length ' Pipe Upstream Downstream Diameter Diameter Invert of Reach Reach ID Node Node (in) (in) Elev. (ft) (ft) Bypass S stem 2 mh2 A 12 18 6 225 A A B N/A 30 5 280 B B C N/A 30 9 400 C C 14.C3-13 N/A 30 12 1 300 14.0-13 14.C3-13 mh6 N/A 30 12 225 3 mh3 A 12 24 5 235 Existing Upgrade 1 mh1 14.D4-2 12 18 9 305 14.134-2 14.D4-2 mh2 12 18 5 295 5 mh5 mh6 18 no change n/a 410 6 mh6 14.C3-11 18 30a 9 180 14.C3-11 14.C3-11 mh7 18 30a 7 60 7 mh7 mh8 18 30a 6 120 8 mh8 mh9 18 36a 6 255 91 mh9 mh 10 24 36a1 6 1 60 10 mh10 9.C8-21 2-12 36a 6 30 to arch 9.C8-21 arch 24 1 36a 6 85 aThe replacement diameter was determined using the Inlet Control Nomograph,otherwise, it was calcu- lated using Mannin s Equation. Feasibility Alternative 113 is technically feasible. Hydraulic modeling of this alternative under existing land use conditions showed maximum water surface elevations below the manhole rim ele- vations for all events, up to and including the 25-year storm. While no trunk storm drain manhole surcharging is indicated in the results of the 100-year design storm simulation, the hydraulic grade line elevations along Anacortes Avenue NE and NE loth Street(between mh 2 and mh 3) show that the lateral storm drain on Anacortes Court NE may surcharge. No other flooding in the project area is expected during the 100-year design storm. The results of the 25-year event modeling are presented in Table 4-3. t 4-6 r r Table 4-3 Alternative 1B - Summary of Hydraulic Analysis Results 25-Year Event 25-Year Structure Hydraulic ' Element Full Flow Event Rim Grade Line Pipe Reach Size and Capacity' Maximum Elevation Elevation ID Type (cfs) Flowb(cfs) (ft) (ft) Bypass System 2 18" RCP 11.4 7.6 412.47 407.75 A 30" RCP 19.9 13.9 410.74 406.78 B 30" RCP 19.9 17.0 409.29 406.03 C 30" RCP 24.3 19.5 416.08 405.20 14.C3-13 30" RCP 24.3 19.5 411.92 n/a 3 24" RCP 19.9 6.0 409.88 407.36 Existing Upgrade 1 Existing 12" 8.9 5.2 437.82 428.49 RCP 14.D4-2 18" RCP 11.4 5.2 416.46 n/a ' 5 Existing 18" 7.5 3.4 413.58 404.23 RCP 6 30" RCP 44.4 25.4 411.92 402.48 r14.C3-11 30" RCP 71.6 28.8 Paved Over n/a 7 30" RCP 71.6 28.8 404.81 399.40 8 36" RCP 98.3 34.0 399.82 395.12 9 36" RCP 83.6 35.8 395.58 392.97 ' 10 36" RCP 45.1 36.5 394.85 392.02 arch n/a 391.08 'Full Flow Capacity is based on Mannings Equation for normal flow b25-Year Event Maximum Flows are cumulative. See plan sheet for Alternative 1B to see network sequenc- ing. Pipes provide additional limited protection for the 100-year storm event. r rThe bypass alternative would involve the removal and replacement of existing pipes and manholes within the street right-of-way. Excavation depth would average approximately r6 feet, with a range of depths from 4 to 13 feet. The majority of the 900 foot bypass pipe in 4-7 1 r NE 1 lth Street and Anacortes Avenue NE would be 10 to 12 feet deep. The use of a trench r box should limit the extent of required excavation and area impacted. Sheeting and shoring near the intersection of Anacortes Avenue NE and NE 1 lth Street may be required. The pro- tection of parallel water and sewer lines downstream of mh 6 may require the use of special r trench shoring measures. The removal and replacement of the siphon downstream of mh 9 is required along with the construction of a concrete junction box at the existing CMPA arches (see detail on Figure 4-1). r Based on review of available plans, it appears that the bypass line could be constructed along Anacortes Avenue NE without disrupting existing sanitary or water pipelines. Downstream flow impacts and development area construction impacts could affect project improvement requirements and costs. Benefits/Potential Impacts Implementation of this alternative would provide a significant increase in the level-of-pro- tection from flooding for the study area. The upgraded system and new bypass were sized to r convey flows from the 25-year storm (with additional limited protection in the 100-year event) to the downstream Honey Creek CMPAs. Improvements to the existing system could potentially impact the downstream system through the delivery of higher peak flows (approximately three fold increase in peak flows as compared to existing conditions for a 25-year event). Peak storm flows are presently being controlled by upstream flooding, ponding and runoff to other basins, whereas an improved system would convey this runoff at a higher peak rate directly to the downstream Honey Creek drainage system. Temporary construction impacts to roads, utilities and some private property in the Honey Dew Estates development would also occur with the implementation of this alternative. , These may include the following temporary disturbances: • Roadway access restrictions r • Utility disruptions for relocation • Increased turbidity for flows discharging to Honey Creek • Construction equipment disruption r . r 4-8 1 Estimated Cost Major construction cost items for Alternative I include the bypass pipes and existing storm drain replacements listed in Table 4-2, five 60-inch diameter manholes, seven 72-inch diam- eter manholes, and the junction structure at the CMPAs. The preliminary estimate of the construction cost for this alternative is approximately $560,000. This cost estimate is sum- marized in Table C-1 of Appendix C. Alternative 3A: NE loth Street Detention Pond and Reconnection with Existing Trunk System Alternative 3A, as shown in Figures 4-3 and 4-4, proposes to reduce the peak flow delivered to the existing stormwater trunk system by diverting runoff from subbasins 12, 13, 14 and 15 to an excavated open detention pond north of NE 10th Street along the east fence line of the Anacortes Avenue NE properties. Originally Alternative 3A proposed to use an existing drainage swale to divert flow to the north to Honey Creek. However, further analysis and field reconnaissance after the release of technical memorandum TM 3-2 indicated that using the existing drainage course would not be feasible due to topographic constraints. Based on discussions with the City, Alternative 3A was modified to include a 1.8-acre-foot surface detention pond and reconnection to the original drainage system. The proposed detention pond consists of an 8 foot deep (3 foot active storage depth) trapezoidal pond with surface dimensions of approximately 250 feet by 150 feet, as shown in Figure 4-3. The maximum pool elevation of the detention pond would be 406.5 feet. This elevation was established to maintain flood elevations below the lowest catch basin rim elevation at Ana- cones Court NE (El. 409.0) for the 25-year design storm. The existing stormwater pipe between manholes 2 and 3 would be replaced with a larger ' pipe, sloping towards mh2. This pipe would convey the runoff from subbasins 13 and 14 to the pond. The pipes between mh 1 and mh 2 would be upgraded only from the intermediate manhole (mh 14.134-2) to mh 2, and would convey the runoff from subbasins 12 and 15 to the pond. The pond was sized to detain the peak runoff from the collection areas described above. It would also collect surface runoff from a new area currently outside of the subbasin bounda- ries. This 4.5-acre area north of subbasin 15 and east of the pond is labeled "new" on the plan sheet for Alternative 3A (Figure 4-3). 4-9 The proposed and would release a peak flow of approximately 4.5 cfs w p p p p pp y to a new pipe reach leading back to Anacortes Avenue NE. The new pipe would pass along the fence line between the third and fourth properties north of NE loth Street, connecting to a new manhole in Anacortes Avenue NE. The new manhole would also collect runoff from subbasin 10 conveyed through a replacement pipe from mh 4 to mh A. The combined runoff would be conveyed north in a new pipe line in Anacortes Avenue NE and NE 11 th Street to mh 6, where it would connect to the existing trunk storm drain system. No further upgrades of the existing storm drain system would be required, except for the replacement of the siphon near the downstream end. The siphon improvement calls for a 24-inch replacement pipe and the replacement of one manhole. The pipe improvements, sized to convey the 25-year design storm and provide limited addi- tional protection for the 100-year design storm, are listed in Table 4-4. Table 4-4 Alternative 3A-Conveyance Improvements Replace- Average Down- Existing ment Depth to Length of Pipe Reach Upstream stream Diameter Diameter Invert Elev. Reach ID Node Node (in) (in) (ft) (ft) 14.D4-2 14.134-2 mh2 12 18 5 295 3 mh3 A 12 24 5 240 A A mh2 12 24 7 225 2 mh2 pond N/A 24 8 50 4 mh4 B 18 18a 7 215 F F B N/A 24 7 160 B B D N/A 24 8 200 D D C N/A 24 12 200 C C E N/A 24 13 300 E E mh6 12 24 11 230 siphon mh9 mh10 2-12 24 9 90 ' aNew grade is opposite to existing grade. Replacement diameter determined using Inlet Control Nomograph. All others calculated using Mannings ' Equation for uniform flow. Feasibility The Alternative 3A diversion and detention alternative was found to be technically feasible based on modeling evaluation. The hydrologic function of this alternative was modeled us- ing the HEC-1 Flood Hydrograph Package program. This was done to correctly simulate the 4-10 effects of the detention and flow routing and the combining of flows downstream P g g ' (WaterWorks Version 3a would not correctly simulate). The subbasin runoff peak flow results of the HEC-1 model were compared to the WaterWorks model to check compatibility of the two models. The results agreed closely. The HEC-1 model was then run for the 25- year event with the pond routing parameters to confirm the adequacy of the assumed pond size. The results of that analysis confirmed the adequacy of the 1.8 acre-foot pond size for a 4.5 cfs maximum release rate under 25-year event design storm conditions (existing land use conditions). The HEC-1 model input and output files are included in Appendix B. Based on review of available plans, it appears that the pipeline connecting the pond to the existing system at mh 6 could be constructed along Anacortes Avenue NE without disrupting ' existing sanitary or water pipes. Benefits/Potential Impacts Implementation of this alternative would provide a significant increase in the level-of-pro- tection from flooding for the study area. The pipeline improvements to the storage pond and from the storage pond to the existing system were sized to convey flows from the 25-year ' storm. A benefit derived from this option, as compared to Alternative 1B, is that the downstream ' drainage system (the CMPAs and Honey Creek) would not be subject to increased peak flows. The evaluation of the need for improvements downstream of the CMPA connection were beyond the scope of this study. Construction of a detention pond would have some potential impacts. Approximately 9,000 cubic yards of soil would be excavated to construct the pond. A location would be needed for disposal of the excavated soil. There is also a potential for groundwater table draw down due to the pond excavation and outlet pipe installation. This may have an impact on a possible wetland area(assumed from topographic map and field reconnaissance) to the north of the proposed pond location. Groundwater dewatering also has the potential to cause settlement of adjacent land. A geotechnical investigation would be needed to determine the existing groundwater level and potential effects of a detention pond. The land needed for the pond would likely require purchase from a private property owner. Approximately 1 acre of land is anticipated to be needed for the pond, buffer area, and access road. Based on land values of developed properties nearby, purchase cost for 1 acre may range from approximately $100,000 to $200,000. The City should consider obtaining a mar- 4-11 r ket analysis from an appraiser to more closely estimate the potential land cost, if it wants to pursue this alternative. There are also interjurisdictional issues related to the construction of a detention pond outside of the City of Renton boundaries that may have to be resolved before the project could be further developed. A permanent utility easement would be needed for construction and maintenance of the new 'r pipe that would cross private property to go from the pond to Anacortes Avenue. Temporary construction impacts to roads, utilities and some private property in the Honey Dew Estates development would occur with the implementation of this alternative. These impacts may include the following temporary disturbances: • Roadway access restrictions , • Utility disruptions for relocation • Increased turbidity for flows discharging to Honey Creek • Construction equipment disturbance Estimated Cost Major construction cost items for Alternative 3A include the existing storm drain replace- ment pipes and additional reconnection pipes listed in Table 4, four 60-inch and two 48-inch diameter manhole structures, a discharge structure, pond excavation haul and disposal, and land/easement acquisition costs. The preliminary estimate of the implementation cost for this alternative is approximately $520,000. This cost estimate is summarized in Table C-2 of Appendix C. r r r r 4-12 C -TROI DATE:16:56:40 17-JAN-1996 , 801AO1.DL V 9,B7-5 9,87-4 Sv LLJ 9,D7-1 9,E7-10 8,HS-i 8,17-CUL9 88 5 2-58"X3411 CM0,�S16 t- 9.08-16 9,E7-13 9,F7-6 APPROX. 15.5' 1-30 CMP 9,D7-6 9,D7-8 .87-58 - g-q 9,C8-17 � ( 9,F7-3 EXISTING 2-30" CMPs 8,H8-2 9,c8-13 Q 9,D7-9 - 1__-- �'9,F7 (58'x36A CHECMPA) 9,B8-7 1 9,D8-12 � s,e8-3 9.C8 to -"JUNCTION TO z 9,E9-6 �, 9.F7-a a.18 z s.es c L ® - ___--- EXISTING ARCHES,__-- 9,D8 75 F- 9,F8 3 aW Ll ` SEE DETAIL =9.ca-a^ 9,EB-s s,Ea a Q 2-66"x38" CM PAs B8=9 -- .Bea.__ 9,Et3-6 ca zz 9,c8 z6` N ~I _.---� �� Lu _.FLOW z - 9,C8-20A 9,C8-5 / 9,D8-1 p O 2-58'•X36•CULV. 9,C8-3 8,18 1 9,88 13 361C8-208 9,D8 ,i 9,E8 3 dl y - - g.F 82 L 36" DIA 9.C8-21 ! 9,C8 2 9F 1 A�9.B8 15 9,c8-1 10___ 0 V13,H2-3 9,C8 t8A 0. j38 C� 9•C8-1 9,D8-3 9.D8 10 -- -_. __- _.__. N - ---- - I--------3, 3�y.---�---� I---------- 73.H2-4 1 - _ _ -- 9,D8-14 13,12-1 1 O AREA: 2.39 Ac ` -�' 14 F2-4 -- �I ,3,H3-2- �,- 1- ___ 2 PLAN W - m,V _ AREA: 4.36 Ac t 2 3 3� 1 a,F PL C7 1 14,C2 , ta,C2 3 l 3 - 8 1 i '- `° = ,4,C2-4 14,F2 2 �: FLOW'j Z ( 14,82-4 14 C2 2 �11 AREA: 2.54 Ac - _ ' E 11TH CT ;4.82-2 14,B2 4 7 14 D 1 14 1a,cz 7 14'cz 6 i W' CITY OF ,a,Fz 1 ELEVATION 13,H3-5 <. 1 AREA: 2.1' Ac AREA: 2.38 Ac v m l ig,ez ; a 1a,c3 n�c 1a,c3 7 W a RENTON - - 14B3 4 KING z I ¢. -- I G, 14,C3 6 � 1¢C3 8 O 1 Z 1 q COUNTY 1 a 30 X L� 0 CMPA ARCHES: ST , i Z �EA:6.131Ac 6 U -30" ST JUNCTION STRUCTURE 73d3-, 1` - ( A 62.91 AC 1 ,.3 14.C3-12 14.C3-'-0 ! ._-__._...__. -- REA 4F , 1 DETAIL AREA: 4.00 Ac Z -- _ _1 ! 1 / « 1483 3,H3-3 - 1 \� -- ' _3 _l.__"' _ _ I a �- 30" ,F LL _ D r"`�. AREA. 6.48 c 1a C3 9 3 ' t1483 , ' 8 F3 a - - _.-- , N 10_T 9 PL3 3. _ O" ta, 1 ' 3,H3-a' C_ _ E ,., 14,C3-3 *14,D3 rrj 1 .. ----------._.� _.. . ....5 ,14,C3-4 14 C3-2 4 / B._�. + I 1 AREA: 1.46 Ac LLJ 1811 ta,c3-1 NE If _ 1a sa - 1 , ,a,F3 6 1 13H4-7 - _...' i AREA: 12.78 Ac ``�� 14,F3-7 1 1 1 3011 1: 1DTH 1 r- NE Q 1 . 13,H4-6 1 14 84 5 14 D4v3-_^�`ST 14,D4-2_ 14 04-11 f4,F3-8 1- -- ' 3 3 - - - - - - - - - --- 1 �14,EE4-11 Sr E- 1�6Tf� % t , 4-5 KING --- - i 4F j14 A w 24 ta,ca 1811 2- 18" _ ' I COUNTY 1 -- AREA: 8.15 AcLZ; HOUSE - -- CB #23 ~' #968 ---- I I i 1 *,a,c4 a, DRAIN AREA: 4.96 Ac q T L� ` 13,H4 2 1.17,_I I I ST 1 �R�A: 1.16 24 - - i 04,B4-2 1 -����. CB� # iX -� 2 � -------------- P ---- z 14,B4-3 a ------.-�.._ w _ r- �e N 13.H4-3 - ' � � ? Arilndale :Plat � i ___ �- ,4,E4-9 I [ CITY OF- •� - r' 14,E4-to RENTON 1`� 1 -- ---- - K I N G _._ _-_� i ` 1 COUNTY - -- ,4.F417 14,F4-4 __-_ _._ 14 1 LEGEND 1a,Ea-z t4,Ea-8 DRAINAGE BASIN BOUNDARY �14 6 SE �11HTH � - 1a,Ea-a y SUBBASIN BOUNDARY -- -� a,Ea-7 L- 1 14,Ea-5 -- - -_ 10 SUBBASIN DESIGNATION I LLJ 14,E4-3 _. .-. 05 NODE LOCATION & NUMBER I w -- - > - -- ® Q F- 14,84-2 I.D. NUMBER ------ CITY OF RENTON MANHOLE 14,E5-t - - - D -� +; EXISTING FACILITIES NOT FOUND IN FIELD 750 300 Qi0 (f) w� �rcja,Ba-2 I SCALE 1"=300' CITY OF RENTON, FIGURE 4-1 WASHINGTON ALTERNATIVE 1B PLAN - �E NE-�-1- PROPOSED IMPROVEMENTS N.E. 10TH STREET/ANACORTES LOUR' TRUNK STORM DRAIN • ? STORM SYSTEM IMPROVEMENT PROJECT IMPROVEMENTS Or CON1PO1.DGTROL NDATE:16:14:12 17-JAN-1996 80 430 WHITMAN CT N.E. WHITMAN CT N� NE 11TH STREET ANACORTES AVE NE NE _. _ FI 420 -----------•---•-----•-----•-----------•--•-------------•--•--•----•------------•-•••-•--••-•_......... o �1 r-------------------- ------...--------------•---------_---------_- ------•----•--------•--•--•----------•-------------------- wi EXISTING `h ----I 3 o ZIQ GROUND O V- 410 ---------------------------------------------------------- w -----------------(3----------------------------------- ---------------- --•-•-•--------•--.....--- ------- F- LuV •----------••-•-------•-•- _----• ---- -•---•---------•••------------------- 2 Z ao U '�" O 0.01 30" O 0.003 I 3W O 0.003 3W O 0.002 ti I Z400 m-----•-----------------• ----••------...-----••--------------- ---...------•. 1)026- - _ < m Q 36" O 0.0185 I RIM EL 413J2 RIM EL 416.08 w 7 RIM EL 411.92 IE OUT 402.10 36" O 0.0039 36" O 0.0 RIM APPROX. EL 406. IE OUT 403.10 ti IE OUT 401.32 IE IN 402.20 IE IN 403.20 W 390 - $ ----- ----•----------------•----------IE-OUT 399.42____-_-----------•IE-_-!N...401: BOT-EL-401.60- BOT EL 402.60 W M EL _ fE RJ 399.52 IE 12 IN 408.26iW) - z_ 10 9 IE OUT 394.54 IE OUT 397.76 IE IN UNKNOWN (W) IE 18" IN 401.83(S) J BOT EL 398.92 BOT EL 400.82 U RIM EL 395.58 IE IN 394.64 IE IN 397.86 380 - -----••-----------........... •---------------------- '•---IE-OUT--389.72 IE 6" 1N 395.36(W) IE 6" IN 399.62(SW) Q ------------------•_------- IE IN 389.82 --BOT-n-•394:D4-------•- •----BOT--EC 39T:26-----_- - -------------------- __------_-__------------------- ----•-------•-••----- UNCTION TO I RIM EL 394.85 IE 12" IN 390.35(SE) ---------------•--•- � ------------... - ----... � EXISTING CMPAs IE OUT 388.41' IE 18" IN 390.53(SE) IE IN 388.08 IE IN 388.51 BOT EL 389.22 370. BOT EL 387.91 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 STATIONING IN FEET �I 430 ANACORTES AVE NE ! NE 10TH ST I ANACORTES - > I CT NE I N w 0) (�j M I U m HOUSE DRAIN cn - - 410 '------- -- U ~ 1 0 002 30"O 0.002 24"O 0.0066 &;@ 0. 6'- w = I ~ i w A 13 z w co D B - ------ -- ----- - -•---------•---- ------------------------------- ------ o RIM EL 412.68 RIM EL 409.29 RIM EL 410.74 fflbf EL d09.88 RIM EL 409.00 400 F IE OUT 403.50 IE OUT 404.01 IE OUT 408.38 w IE OUT 404.87 IE OUT. 406.56 > z IE IN 403.60 IE IN 404.31 IE IN 405.00(W) IE IN 406.58 w J BOT EL 403.00 IE 18" IN 404.'OW) IE 12" IN 406.43(W) IE IN 408.33 IE 18" IN 404.97(E) _ BOT EL 408.28 w -•---------B©•F--EL---403:6E1-------------- --••------------BO-T--EL-405�2---•----------------.............................. i ( 390 2 ! IE OUT 407.133 IE IN 407.31 I I IE IN 407.37(W) 380 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00 STATIONING IN FEET 440 420 NE 10TH STREET NE 10TH PLACE < w F I I Z Lu EXISTING ! w I I - - GROUND 1 LL 1 j ---- • --------------•--•-•-- -- w U. w 1 fV i 18" ® 0.0012 I o O p.0529 1 Z 42 M------••--••---- 12 I------ ---- > RIM-.EL-A09.29.. .- 'B C8 .--•---•-------_---•-------------------•------••--••------•---- YJ ------•------- ----- - ----•-- -•---.----------- ------ --•- ---•---------------- > 400 ------• ---------------- --- ... - RIM.EL.-A]2.23 p z U p wi- RIM EL 437.82 -1 IE OUT 404.00 4 IE OUT 404.40 F- aim IE OUT 426.11 W IE IN 404.10 IE IN 404.89 > Ey q IE 12" IN 426.19(E) IE IN 404.31(S) w 410 ------------------------------ --------- -------- •-- 18."-O 0.01 41� IE 12" IN 433.34(NW) BOT EL 403.50 J ---- - IE 18" IN 404.66(E) - ----------•--• ------------- ---- -•• ---- -•-•- -- 1 BOT EL 403.59 w 18' O 0.01 I 390 RIM EL 416.46 >. SOfi Et 425.37 O+CO 1+00 2+00 3+00 2 IE OUT 410.22 HI A IE IN 410.24 wi NOTE: STATIONING IN FEET w 400 RIM EL 410.74 BOT EL 409.75 Z• E OUT 404.87 RIM EL a1z.a7 ----- �1------ ------------------- CITY BM#159, 1988 NAVD USED IE IN 404.97 IE OUT 407.17 I FOR ELEVATION REFERENCE. BOT EL 404.37 IE IN 407.27 BOT EL 406.67 390 CITY OF RENTON, FIGURE 4-2 ®- WASHINGTON ALTERNATIVE 1B PROFILE - �� � 2+� 3+� 4+� 5 6*00 7+00 8+00 STATIONING IN FEET N.E. 10TH STREET/ANACORTES COURT TRUNK STORM DRAIN STORM SYSTEM IMPROVEMENT PROJECT - IMPROVEMENTS A + ••• dr CONTROL DATE:16:55:16 17-JAN-1996 907A01.OLV 9,87-5 9.87-4LLJ �_�,�,- 3 H8-t 8.17-CUL 9,C8-16 9,D8-16 —` -- I 9,F7-6 -.. 9,88-5 9,E7-13 __._____._..- u 9,97-5A / O 9,07-6 9,D7-8 I z_. 9,87-58 -9,B8-4 9,C8-17 U 9,F7-3 8.H8 2 9,C8-13 < 9.D7-9 9,88-7 - 9,F7 5 9,F7-a-- - ' 9.88-3 9.C8-14 Z 9.E8-6 rn 'Sp 9,88-CUL ¢ 9.08-9 -J 9,D8 15 9,F8-3 �j AFL 8-7 Q E8-5 9 E8 J Q c�F 9D .88-9--- BS 8.- - 9.88 6 9.C8 22 9.C8 26� . 9.C8-4 - - -4 w F� 9 9.C8-20A 9.C8-5 / 9.D8-i p .._.f.--- 0 2-58"X36•CULV, 9,C8 3 9,08 8 9,08-11 _ — 8.i8-1 9,88-13 9,C8 208 3 ¢I 9,F8-2 Z -__ 9,E8- ;� _ cc _ 9,C8.21 1024n 9,C8-2 9,D8 6 9,08 2 - 9,F8 1 9,88-15 9,C8-11 _ 0 _"__ 13.H2-3 2411 9,C8 1 : - 9,C8-18A 0. �� 9,08-5 9,D8-4 9,08-3 OCN 9,DE 0 -- ; ----- T4--- 1, '9..�a� c.� o. s.. _..------- _- 13.H2-4 t � - w- t r- 08-14 13,12-1 ( O AREA: 2.39 AC _ 14,F2-4 14 F2-5 r� AREA: 4.36 Ac Z 14,F2-3 �s PL .\ n ,4.C2 , O 1a,C2 3 8 O _ i - I I W f 4.C2-a _ N 14,F2 2 1 1 1a 82 4 14,C2-2 AREA: 2.54 Ac ____-_--.1 Z 1 E D...- $4.82-2 14,82-3 - -- --_- -C ,11TH CT D 1 4 14,Cz 7 14 r - -- -< — 1 1a w CITY OF 14,F2-1 13 H3-5 � AREA: 2.19 Ac AREA: 2.38 Ac � m 114B2 1 t483 a -0 '—w 14,C3-11* a,c3-7 cr W a RENTON KING --_ r. 14,-3-a -0 o w ,� COUNT � _ _ 1 Lir __� 'Sp 6 U 24 o - z Q _ _11TH _ Q S I _.._..____ - = COUNTY N ST ; C EA: 6.13 Ac 6 _ ( _ 1` _ E -- C *14D3 11 e TOTAL BASIN 14,F3_, 14,C3 12 14,C3-10 -- _. - , AREA: 67.19 Ac I AREA. 4.00 AC _ 1 F 3 14,13- Q u 14,F3-2 - - w 24 1.8 Ac-Ft _ 1 - 43-3 1 14,83-2 DETENTION POND 1 : ._. _ 1 ->- �. a - _. w - _ (3 _ACTIVE / ; 14,F3 3 _ _ aC3-' �, AREA: 6.48 c �> STORAGE DEPTH) / : ` t y14,63-1' -< ( I `% N g 24" MAX POOL 1 ;I __ .__ L�J- _ D l I ( AREA 3. Ac L_ - ---� t ' ---1QT REA ras'Ac P - EL 406.5'--- 1 - -- .- _ _ � 74 F3 4 '� i3-4 �._._�.,,._�,;.-_ ; 1 14,C3-3 ' ,4 C3-4 14,C3- - '� � ` `� 14,F3 5 C� -.— Ld m 1 PLUG AND 1811 a cs-i� I 12 ___.._._____ NE —, 14,04-1 ABANDON ta.F3-6 13,H4-7 I ` 1 AREA: 12.78 Ac 1 1 I ♦ 14,F3 7 ' 1 PLUG AN - 10T 2 AREA. 4.za Ac NE- ABANDON H Q 411 14.F3 e �•_- _._._..?4,C4-3 -._.._.. . .—_.� 3 _. 11 a3_. 14,D4-2. .._14.04-1 14,E4-11 SE �% 1a Ba-s ST 1 116 TH % 14 F4 5 O , '. '. 114,C4- -' .._- _.../•� a .....5 T - i z 2411a'c ' AREA: 8.157Ac j 1 14 I ... HOUSE #968 LLJ r r CB #23 1 *14,C4-4 DRAIN AREA: a.96 Ac ' I 13 H4 2 1` --- / -14REA: 1.16 13,H4-� 117 T H S T 1 1 CB #24 - / 14 _ E f f .F4-2 134-2 - --- • - ta.Ba 3 --------- -• ._. -- L i —-- < 3 �P (n 13.H4- Arlindale Plat 14,E4-9 -- - - -- 1 - ;CITY OF _ —--- --j RENTON 1► 1a,E4 10 14,F4-3 ' 1 •% 1 KING 14,E4-, 1 - _ `---! COUNTY —_._._.___—._ _` 14,F4�7 -4,F4 4 LEGEND 14 E4-2 DRAINAGE BASIN BOUNDARY 14 Ea 8 f / -- ,a,Ea a 1.18TH ST 14,F4-1 -;,,•,.x:,�� SUBBASIN BOUNDARY f4.Ea 7 E4-5 --- L- - 1� SUBBASIN DESIGNATION I W 14,Ea-3 14,F5 3 c V 05 NODE LOCATION 8 NUMBER W !k > n 14,F5-2 ® CITY OF RENTON MANHOLE -- ta,ea-2 QI.D. NUMBER 0 250 300 ao '�cf4,e4-2------ EXISTING FACILITIES NOT FOUND IN FIELD SCALE 1"=300' CITY OF RENTON, FIGURE 4-3 E--•E--F-f- PROPOSED IMPROVEMENTS WASHINGTON ALTERNATIVE 3A PLAN — N.E. 10TH STREET/ANACORTES COURT TRUNK STORM DRAIN STORM SYSTEM IMPROVEMENT PROJECT - IMPROVEMENTS I 7- CONTROL DATE:16:15:09 17-JAN-1996 O1POI.DGN 430 1 WHITMAN CT N.E. WHITMAN CT ti! 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L...........JE..QU .390.05------........---------.......................lE..� ..)N.. 45, 6SN1............ 5".E.. .l_N..�e 62($WZ a - < RIM EL 394.85 IE IN 390.05: BOT EL 394.78 BOT EL 398.38 IE OUT 389.20 IE 12" IN 390.35(SE) IE IN 389.30 IE 18" IN 390.53(NW) BOT EL 388.70 BOT EL 389.58 370 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 STATIONING IN FEET 430 1 ANACORTES AVE NE ! EASEMENT THROUGH I WEST OF ANACORTES AVE NE NE 10TH ST ANACORTES I ANACORTES AVENE I FENCELINE 1 -1 IPROPERTY ----------------- ------ ................---- --------------------L----• I CT NE I -----•-'------------ --------- I ..----------- m E/W CREEK ca ! I U i ! V I u HOUSE DRAIN wco - I -•----- -•-- ------------------- ---- w i I 24"�----I------ - - - 410- U N . 0.0025 j 11 24"0 0.0025 24A 00014 2O0008 240 0.0018 4" 0 6 w Lu ~ B- F MAX POOL ELE_Vj4OO6.5 2 A 3 z - _ w RIM EL 412.68 RIM EL 409 29 IE 403.5 BOTTOM E�EV IE 404.0 RIM EL 410.74 RfM EL 409:$$ ---- ------------- - IE OUT 405.50 RIM EL 409.00 Z rw RIM EL 412.47 IE OUT 402.78 IE OUT 403 11 F DISCHARGE STRUCTURE IE OUT 404.14 IE OUT 404.80IE IE IN 402.83 IE IN 403.21 IM EL 411.5 IE IN 404.24 IE IN 404.90 IE IN 406.88 IE IN 408.33 O w BOT EL 402.28 IE 18 IN 403.36(W).................IE..QU-T.-.4.Q3.44------------------- IE 1W IN 404.54(E) BOT EL 404.30 - SOT EL 405 00 BOT EL 408.28 > Z � IE IN 403.45 BOT--�--AIS3.64----•-------------•-----------•-. --------•-•-------• -• .......................................... 390 RIM EL 409.13 w € BOT EL 402.94 IE OUT 407.33 ~ IE IN 407.31 --------•----••-- -----------------•------------------ ------------------............r i IE 8" IN 407.37(W ------•----------- ----------_--------••----------- --------------------- ----------------•-•-•------- ------------- i �Bar-�E�-4ob-:5d---- 380 • 370 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00 25+00 26+00 27+00 28+00 STATIONING IN FEET 440 NE 10TH STREET ) EXISTING 1 I 430 -----------------------•--•--- ----------•-----•-•-••-•-•-------------••------..-.-..--•---• --------....--....--------•---......------------• --•-----GflOUND I ---------•--------------------•--------- 420 NE 10TH PLACE I v I N w Lu w ' i I p 12` • 0'�� 1 LL 410 ---------------------------- _-- .. ..... ................ ................. ..........................._ ........... LL420 M------------ ........................... Z o ! I� RIM EL 437.82 0046! 18" a 0.0046 c Qjv IE OUT 426.11 zz Z i I i •- IE 12" IN 33.34((El RIM-.EL.-40929.. ..-B.............. -------_......4....-- RIM.EL-.412.23-...... p i JI^ IE 12" IN 433.34(NW) ~ RIM EL-110g F 410 > 400 30-- -�--0:018---------- ------------ ------------------•------------•-•- --- ----- ----- > IE OUT 403.11(NI Q 18 >. BOT'fC 425'.37""" w IE 403.37 IE OUT 404.40 w i QI w IE IN 403.21(E IE IN 404.89 IE IN 403.36(W) IE 18" IN 404.66(E w 3 { 2 I RIM EL 416.46 wl 390 BOT EL 402.61 80T EL 403.59 Lj IE OUT 410.-4 ------- ----------------------•-- z -•--•-•--•---- 400 -- - ---- - � 0+00 h00 2+00 3+00 IE OUT 404.14 IE IN 410.24 Ey IE IN 404.54 i BOT EL 409.75 ( I STATIONING IN FEET IE 24" IN 404.24(W) 190 BOT EL 403.64 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 CITY OF RENTON, FIGURE 4-4 ®� J I NOTE: STATIONING IN FEET WASHINGTON ALTERNATIVE 3A PROFILE CITY BM#159, 1988 NAVD USED N.E. 10TH STREET/ANACORTES COURT TRUNK STORM DRAIN FOR ELEVATION REFERENCE. STORM SYSTEM IMPROVEMENT PROJECT - IMPROVEMENTS A 10 Section 5 ` Section 5 Selected Plan This section identifies the drainage improvements plan selected by the City of Renton for ' trunk drainage system modifications within the project area. It present the results of a future land use evaluation to define additional possible improvement needs under full build-out conditions within the basin. Recommended priorities for implementation of improvements are also summarized. Selected Solution Based on consideration of the screened solutions presented and evaluated in Section 4, the City of Renton selected Alternative 1B, Anacortes Avenue NE Bypass Trunk Storm Drain as the preferred design solution for implementation. Section 4 describes the improvements pro- posed for this alternative. Figures 4-1 and 4-2 present preliminary plan and profile align- ments for the proposed improvements. Recommended sizes for the new bypass storm drain and required replacement piping within the existing trunk drainage system are shown in Table 4-2. Alignments and sizes should be validated for any modifications that may occur with the final design of improvements. Once fully implemented, this solution will provide flood protection to a minimum 25-year level of protection in accordance with current City standards and design criteria. If phasing of project construction is required to meet funding limitations, some interim benefit in flood protection may be gained through sequencing of improvements consistent with the priorities identified below. The estimated implementation cost of all improvements associated with this solution is $560,000 (1995 dollars, exclusive of engineering and administrative costs required for final design, bid, and construction). r 5-1 Future Land Use Evaluation The selected solution improvements were evaluated under future land use conditions pro- r jected within the basin area to assess their adequacy to provide the targeted level of flood protection with additional basin development. The King County Surface Water Design Manual and City of Renton stormwater control regulations require that increases in peak runoff greater than 0.5 cfs caused by new development be controlled by on-site retention/detention systems. Therefore, the proposed storm system improvements should not be required to convey increased flows from new development. After discussion of this with City staff, a conservative approach was used for analysis by assuming that no detention is provided for future development within the drainage basin. All subbasins except 12 and 15 are presently at full build-out conditions. Therefore, only the r land use determinations for these two subbasins were modified for the future land use analy- sis. Upon the City's recommendation, the proposed land use designation used for subbasins r 12 and 15 was "residential, developed at a density of 8 dwelling units per acre." The land use for the church and parking lot in sub-basin 15 was assumed to remain unchanged. Hydrologic and hydraulic model simulation of the entire drainage system using the future build-out condition assumptions was performed in the same manner as described in Section 4, Hydrologic and Hydraulic Evaluation. Table 5-1 presents the future land use data used for subbasins 12 and 15. All other subbasin parameters remained unchanged. r The results of the hydrologic and hydraulic modeling for future land use conditions are shown in Table 5-2. Without retention/detention to attenuate the peak flows from future development in subbasins 12 and 15, flooding at manhole 1 is predicted to occur for the 25- year storm event. Likewise, manholes A, B, 2, 1 and 3 are projected to flood during the 100- year storm event. If stormwater peak flow controls are not provided for future development, then the pipe segment between manholes 1 and City ID 14,D4-2 should be replaced by an 18- inch RCP. No other improvements should be required to provide a system-wide 25-year level of flooding protection for those conditions. Further detailed evaluation would be r 5-2 required to confirm that flooding under 100-year event conditions would stay confined to the City road right-of-ways. ' Table 5-1 Selected Plan Hydrologic Analysis Sub-Basin Characteristics-Future Land Use Area Percent Impervious Percent Time of Subbasin (ac) Impervious CN Pervious Pervious CN Concentration'(min) 12 12.8 60% 98 40% 86 19.0 15 5.0 79% 93 21% 86 19.0 Time of concentration is defined for flow in the sub-basin to the collection node. Table 5-2 Selected Plan Future Land Use Hydrologic and Hydraulic Analysis Results Trunk Drain- 25-Year 100-Year age System Structure 25-Year 2-Year Event 10-Year Event Event Event Reach(By Rim Event Hydraulic Hydraulic Hydraulic Hydraulic Node Elevation Maximum Grade Line Grade Line Grade Line Grade Line Number) (ft) Flow'(cfs) Elevation(ft) Elevation(ft) Elevation(ft) Elevation(ft) 10 to 'nctn. 394.85 40.8 389.18 390.54 392.29 393.28 9 to 10 395.58 40.8 390.47 390.86 393.53 395.02 8 to 9 399.82 40.0 395.08 395.10 395.09 396.40 7 to 8 404.81 33.7 398.31 398.61 400.75 401.30 6 to 7 411.92 30.4 401.99 402.43 404.41 405.42 C to 6 416.08 24.5 404.37 405.23 406.71 408.68 B to C 409.29 22.0 405.34 406.09 407.98 A to B 410.74 18.1 406.20 407.04 409.24 2 to A 412.47 12.2 407.70 408.46 411.40 4127 1 to 2 437.82 8.9 428.02 431.64 4 l2 .,,,` 3712 77 5 to 6 413.58 3.4 403.90 404.08 404.86 406.07 3 to A 409.88 6.0 407.06 407.18 409.47 409:98 ' Cumulative flow. Dispersal and localized storage are not taken into account. b Hydraulic grade line elevation is above the structure rim elevation. The program sets the HGL at the structure at 0.1 feet above the rim to allow for ponding or bypass. Implementation Priorities ' If all improvements are not able to be fully implemented as a single project, the following priorities for implementation should be considered to maximize the interim flood protection benefits provided: 5-3 1. Replace the existing siphon between mh 9 and mh 10 with a new P storms stem pipe, Y extend the new pipeline to the existing CMPAs, and construct the junction box. 2. Install the Anacortes Ave. NE bypass storm drain system and lateral storm drainage system connections. , 3. Install the remaining replacement trunk storm drain between mh 6 and mh 9. The benefit provided by this phased approach (if necessary) should be a measurable improvement in the level of flood protection provided to the upstream drainage system. This will result since the capacity of the existing system downstream of mh 6 will be effectively increased with additional allowable headwater depth at mh 6 (operates under inlet control) prior to upstream flooding due to reduced head loss in the upstream improved drainage system. This approach would need to be validated through modeling analysis (beyond scope of this plan). If additional flow capacity does result, the ability of the existing downstream drainage system to convey those flow increases without flooding should also be confirmed. r 5-4 r Appendix A Appendix A Technical Memoranda j 1 i 1 1 i 1 Technical Memorandum 1-2 1 1 1 1 1 1 1 e TECHNICAL MEMORANDUM (1-2) CKWI LL PREPARED FOR: Dan Carey COPIES TO: Ron Straka PREPARED BY: Teresa J. Platin 1 Gerald A. Bibee DATE: June 13, 1995 (Revised July 13, 1995) SUBJECT: Consultant Agreement Number CAG-95-038 NE loth Street/Anacortes Avenue Storm System Improvement ' Project: Tasks 1.0 and 2.0. PROJECT: NPW40801.A0 This memorandum summarizes the findings of Task 1.0, Field Reconnaissance and Drainage System Inventory and Task 2.0, Hydrologic and Hydraulic Analysis for the subject project. Task 1.0 involved reconnaissance of the drainage system and the collection of additional data necessary for the analysis of the existing system and the design of improvements. ' For Task 2.0, basin characteristics for the hydrologic analysis were defined, and the sub-basins contributing runoff to the area's drainage system were modelled in the hydrologic software package WaterWorks. The existing drainage system was simulated hydraulically using the same software package, producing comparative hydraulic capacities of the reaches, hydraulic profiles and an indication of the extent of flooding under existing conditions. ' Task 1.0 Data Review and Assessment Existing data provided by the City was reviewed. This included system inventory records, basin delineations, soils data and existing flooding history information. Additional data needs were then identified, and a survey crew was instructed to perform a field survey of the study area trunk drainage system. Drainage System Field Reconnaissance iThe trunk drainage system location was verified, then additional areas were identified for the collection of survey information, with potential solution opportunities in mind. Field verification of tributary area boundaries was performed to compare existing City delineations to actual site conditions. Refinements were made as necessary. As seen in the base map (Figure 1), the 63 acre project area was divided into sub-basins that correspond to manholes (input nodes) on the trunk line. ' 1 Drainage System Inventory The survey crew inventoried the existing trunk drainage system and selected laterals for the following storm sewer manhole and pipeline data. This data is presented in Table 1 and Figures 2 and 3. • invert and rim elevations • interconnecting pipe sizes • elevations • material types This information was also collected for four catch basins to the south of the project area in the new development. The possibility of conveying stormwater from Anacortes Court to this area may be considered in the solutions development process. The corrugated metal pipe arches (CMPAs)that convey stormwater to the culvert beneath Sunset Boulevard were also , inventoried. Actual inventoried pipe sizes varied from City records for some pipe reaches. The locations, inventoried diameters and City record diameters are presented in Table 2. Several manholes and catch basins could not be located during the field survey. It is likely that the following structures were paved over during roadway improvements: • 14.C3-11 • 14.C4-4 • 14.D3-1 • 14.D3-2 Instead of finding the storm sewer manhole 14.C44 in the cul-de-sac of Anacortes Court, a sanitary sewer was found in the location indicated on the City map. A single catch basin was , found on either side of Anacortes Court, as shown in Figure 4. The catch basin on the east side of the street receives runoff from a private catch basin on the adjacent property. The road catch basin appears to drain to the west, where it combines with the runoff collected by the catch basin on the west side of the street. This inlet likely collects street runoff as well as roof top inputs from the surrounding properties. Stormwater is conveyed to manhole #3 at the intersection of Anacortes Court and NE 1 Oth Street. Spot elevations for the top of curb were taken along Anacortes Court, historically the location of the most severe flooding in the project area. This information is shown in Figure 4. The top of the curb is the highest elevation along the cul-de-sac. Lawns slope down towards the houses, and it appears that the street is providing storage up to the elevation of the curb top, at which point the stormwater runs down the lawns and approaches the houses. The data review and system inventory findings were used as the basis of the analyses of Task 2.0. 2 r Task 2.0 Drainage Basin Delineation and Runoff Characterization Using existing delineation information from the City and field reconnaissance, the drainage basins tributary to the main trunk system were delineated. These sub-basins were planimetered to determine their surface area. 1 Curve numbers for the percent of pervious and impervious areas based on the King County Surface Water Design Manual standards were determined using an aerial photograph of the project site and field reconnaissance data. Typically, several different pervious land cover ltypes, ranging from gravel lots to dense trees covered each sub-basin. Therefore, it was necessary to calculate a weighted pervious curve number, indicative of the relative percent coverage of each land surface type. Impervioius ground was assigned the standard curve ' number of 98 for the independent entry of percent impervious. Times of concentration were calculated using the WaterWorks Tc-calculator, internal to the hydrologic modelling program. This calculator computes times of concentration for sheet, shallow channel and channel flow, based on the methods described in the SCS Technical Release No. 55. Data for the lengths of overland and channelized flow were input along with the slope of the conveyance surface and the roughness characteristics. Input data for the hydrologic simulation is presented in Table 3. Precipitation for the area was determined using the King County Surface Water Design Manual Isopluvials. The following 24-hour precipitation values were used in the corresponding storm simulations: • 2-Year Event: 2.0 inches • 10-Year Event: 2.9 inches • 25-Year Event: 3.4 inches • 100-Year Event: 3.9 inches ExistingCondition d tion Hydrologic Model Simulation Hydrologic model simulation was performed using the WaterWorks model, a program that follows the Santa Barbara Unit Hydrograph (SBUH) method to determine sub-basin runoff contributions for each design storm. The runoff volume, peak runoff and unit discharge for the four design storms for each sub-basin are tabulated in Table 4. Flows were combined and routed through the main stormwater trunk reaches as part of the hydraulic modeling. The cumulative flows from the sub-basins are presented as part of the following discussion. ' 3 Existing Condition Hydraulic Model Simulation The existing stormwater trunk drainage system was simulated using the WaterWorks model. This portion of the program is based on King County's Surface Water Design methodology for backwater calculations. Each structure (manhole/sub-basin node) was detailed in the model using the following survey data: rim elevations; pipe inverts; and manhole bottom elevations. Coordinates for the location of each manhole were entered to provide a basis for the calculation of pipe reach lengths and losses due to friction and bends. The entrance loss coefficient (Ke)was assumed to be 0.5, for a square edge with headwall entrance type. b the model using the structure coordinates and the pipe types Pipe reaches were establishedy g and inverts entered in the structures fields. A network was then established that contained each of the pipe reaches forming the main trunk line. The upstream end of the network ' started with"mhI" (City ID 14.D4-1) on NE Duvall and NE IOth Street and ended at"mh10" (City ID 9.C8-19) on Whitman Court NE,just south of Sunset Boulevard. The last node in the system, "mh10" contains the south end of the existing 12-inch siphon pipes. Because the hydraulic model is not designed to handle siphons, the reach connecting"mh10" to the southern CMPA was eliminated from the modelled network. To include the effects of this reach and the siphon, hand calculations were performed to ascertain the tailwater elevation at the pipe delivering runoff to "mh10." These calculations, a tabulation of friction losses causing a rise in the hydraulic gradeline above that found at the partially full CMPAs, are , presented in Table 5. As seen in Table 5, friction losses were calculated and tabulated to determine the hydraulic ' gradeline at"mh10." To begin the analysis, the water level in the CMPAs was assumed to be at the top of the 18" diameter pipe connected to the CMPA. Losses were calculated using the pipe lengths, changes in elevation and the design flows for each storm event. The following standard multipliers (King County Surface Water Design Manual for most) were used in the calculations: • Friction Loss=Friction Slope * V2/2g ' • Entrance Loss= 0.3 * V2/2g • Exit Loss= 1 * V2/2g • Junction/Bend Loss=0.2 * V2/2g Table 5 shows friction losses for pipe reaches (denoted as"p#") and entrance, exit and junction/bend losses at the nodes. The total losses are the summation of each of these individual values, and represent the rise in the hydraulic grade line between the CMPA , collection point and the connection of Node 10 and Pipe 9 (p9). The calculated hydraulic grade line elevation was used as the starting condition for the model. , The 2-year storm event generated partially submerged starting conditions, while the 10-, 25- and 100-year events resulted in full submergence of the pipe delivering runoff to "mh10." The hydraulic grade line elevation was set at 0.5 feet above the rim elevation for each storm that caused complete surcharging of"mh10." 4 , The results of the hydraulic simulation are summarized in Table 6. The full flow capacities of each pipe reach are presented, along with the maximum flows for the 4 design storms, to provide a comparison of the potential flows and the existing capacity of the system. Simulated flooding events are also recorded in this table. These events were determined by noting the locations where the model produced headwater elevations above the manhole rim elevations. As shown in the table, the pipe reaches from"mh2" to "mhY and from"mhY to "mho" had simulated flooding for all of the design storms. These manholes serve the 1 Anacortes Court area, a location of historic flooding. The results of hydrograph routing between"mho" and"mh8" indicated that flooding could be expected during the 10-, 25- and 100-year design storms in the area served by this section of the network. A summary of the maximum flows and the headwater elevations generated for each reach of the network is presented in Table 7. City of Renton Memorandums dated September 5, 1991 and October 14, 1994 address the flooding at Anacortes Court NE and between this street and Anacortes Avenue NE on NE 10th Street. The frequency of the flooding is not estimated in these reports, however based on the model results, it is likely that 2-year events and perhaps smaller will cause inundation of this area. It should be noted that Anacortes Court effectively stores stormwater runoff, thus lowering the peak amount of flow moving through the drainage system. The storage of stormwater in localized depressions and the dissipation of stormwater across relatively flat areas is not accounted for in this simulation model. Therefore, it is likely that the model has ' slightly overestimated the hydraulic gradelines downstream of Anacortes Court. Comparison of Existing Condition Hydrologic and Hydraulic Simulation ' Results to Actual Flooding Data The findings of Tasks 1.0 and 2.0 support the City's flooding reports and conclusion that several reaches of pipe in the project area are undersized. Subsequent tasks will address possible means of reducing flooding, either by better conveyance or the use of a stormwater storage facility. i 1 6ateresaVenton4nemo1_2.dm 5 1 Table 1 Storm Drain System Inventory NE loth Street/Anacortes Court Stormwater Drainage Improvements FJ9.B8-13 Y OF HYDRAULIC RIM INVERT TON ID FIELD ID ANALYSIS ELEVATION ELEVATION DESCRIPTION NODE ID SDMH#1 394.73' 387.96' 36"pipe, cl inv. ' 9.C8-21 SDMH#2 394.85' 385.08' 1 c bottom w/sediment 389.20' 24"pipe, North inv. 9.C8-19 SDMH#3 mh10 395.08 385.78 cl bottom 389.27' 24"pipe, South inv. 9.C8-18 SDMH#4 mh9 395.58' 389.58' cl bottom 390.05' 24"pipe,North inv. 390.35' 12"pipe, SE inv. 390.05' 18"pipe, South inv. 390.53' 18"pipe, NW inv. 14.C2-4 SDMH#5 mh8 399.82' 394.78' 18"pipe,cl inv. 395.36' 6"pipe, W inv. ' 14.C2-3 SDCB#6 398.99' 395.49' cl bottom 396.27' 6"pipe, W inv. ' 396.25' 6"pipe,E inv. 14.C2-7 SDMH#7 mh7 404.81' 398.38' cl bottom ' 398.92' 18"pipe, S inv. 398.74' 18"pipe,N inv. 399.62' 6"pipe, SW inv. ' 14.C2-6 SDCB#8 406.27' 404.06' cl bottom 14.0-11 SDMH#9 Paved over 14.0-6 SDCB#10 408.3P 403.22' cl bottom 404.75' 6"pipe, W inv. 404.58' 6"pipe, NE inv. 14.0-12 SDMH#11 413.91' 409.30' cl bottom 410.77' 12"pipe, SW inv. 410.72' 12"pipe,E inv. ' Note: Elevations determined using City BM#159, 1988 NAVD as reference CITY OF HYDRAULIC RIM INVERT DESCRIPTION FIELD ID ANALYSIS RENT ON ID NODE ID ELEVATION ELEVATION 14.0-10 SDMH#12 mh6 411.92' 400.84' cl bottom 401.62' 18"pipe,N inv. 401.83' 18"pipe, S inv. 408.26' 12"pipe,W inv. 408.76' 12"pipe,E inv. 14.0-13 SDMH#13 413.72' 408.87' cl bottom , 410.25' 12"pipe,W inv. 14.0-3 SDMH#14 414.97' 407.77' cl bottom , 409.51' 12"pipe,W inv. 409.39' 12"pipe,E inv. 14.0-9 SDMH#15 414.54' 402.65' cl bottom 402.75' 18" pipe,N inv. 402.90' 18"pipe, S inv. 14.C3-4 SDMH#16 mh5 413.58' 402.32' cl bottom 403.45' 18"pipe,N inv. 403.52' 18"pipe,E inv. 407.29' 12"pipe,W inv. 14.0-2 SDMH#17 mh4 412.23' 403.59' cl bottom , 404.40' 18"pipe,W inv. 404.66' 18"pipe,E inv. 404.89' 18"pipe,S inv. , 14.0-1 SDCB#18 409.29' 405.21' cl bottom 406.14' 18"pipe,W inv. 406.15' 12"pipe,NE inv. EAnaes City a SDMH#19 409.80' 405.05' cl bottom e NE) 406.41' 12"pipe, SW inv. ' 406.41' 12"pipe,N inv. SDMH#20 415.73' 409.66' cl bottom 411.14' 12"pipe,E inv. 411.00' 12"pipe,W inv. a SDCB#21413.08' 408.69' cl bottomet) 410.06' 12"pipe,W inv. 410.01' 12"pipe, S inv. , 410.06' 12"pipe,E inv. Note: Elevations determined using City BM#159, 1988 NAVD as reference 2 ' CITY OF HYDRAULIC RIM RE N ON ID FIELD ANALYSIS ELEVATIONINVERT ELEVATION T ID DESCRIPTION ' NODE ID 14.C4-2 SDMH#22 mh3 409.88' 405.22' cl bottom I 406.56' 18" pipe, N inv. 406.43' 12"pipe, W inv. 406.58' 12"pipe,E inv. 406.88' 10" pipe, S inv. Not on City Map SDCB#23 409.13' 406.54' cl bottom ' (Anacortes Ct. NE) 407.33' 8"pipe, N inv. 407.31' 6"pipe,E inv. 407.37' 6"pipe, W inv. In Anacortes Ct. SDCB#24 409.20' 407.21' cl bottom (Anacortes Ct.NE) 407.52' 6"pipe, W inv. ' 407.53' 6"pipe,E inv. House#968 Drain SDCB#25 409.00' 408.28 cl bottom 408.38 4" i W inv. 408.33 4"pipe,E inv. 14.C4-1 SDCB#26 410.74' 406.35' cl bottom 407.86' 12"pipe, W inv. 407.99' 12"pipe,E inv. 14.134-3 SDMH#27 mh2 412.47' 408.28' cl bottom 408.78' 12" pipe, W inv. ' 408.84' 12"pipe,E inv. Not on City Map SDCB#28 414.22' 409.30' cl bottom w/sediment (NE 10th Street) 409.65' 12"pipe, W inv. 409.65' 12"pipe,E inv. 409.87' 12" pipe, S inv. ' 14.D4-2 SDMH#29 416.46' 409.75' cl bottom w/sediment 410.22' 12"pipe, W inv. 410.24' 12'pipe,E inv. Not on City Map SDMH#30 433.02' 415.51' cl bottom (NE loth Street) 415.70' 12"pipe,E inv. 415.72' 12" pipe, W inv. Note: Elevations determined using City BM#159, 1988 NAVD as reference i 3 CITY OF HYDRAULIC VINVERT RE N ON FIELD ID ANALYSIS ELEVATION ELEVATION T ID DESCRIPTION NODE ID , 14.D4-1 SDMH#31 Mill 437.82' 425.37' cl bottom 426.11' 12"pipe,W inv. 426.19' 12"pipe,E inv. 433.34' 12"pipe,NW inv. 14.E4-11 SDMH#32 453.08' 436.00' cl bottom 436.54' 12"pipe,W inv. 436.61' 12"pipe,E inv. 14.D3-2 SDMH#33 Paved over 14.D3-1 SDMH#34 Paved over New Cul-de-Sac SDCB#35 411.56' 408.11' cl bottom (Mission Hills) 409.56' 12"pipe, S inv. ' New Cul-de-Sac SDCB#36 411.47' 407.87' cl bottom (Mission Hills) 409.07' 12"pipe, W inv. 409.07' 12"pipe,N inv. 409.07' 12'pipe,E inv. New Cul-de-Sac SDCB#37 412.62' 408.87' cl bottom , (Mission Hills) 410.12' 12"pipe,N inv. 410.02' 12"pipe,E inv. ' New Cul-de-Sac SDCB#38 412.78' 409.18' cl bottom (Mission Hills) 410.48' 12"pipe, S inv. 9.C8-20A 388.48' 54"culvert inlet ' 9.C8-20B 388.51' 54"culvert inlet , 396.14' Top of culvert headwall Culvert on north side of Sunset Blvd. ' 386.32' 30" culvert outlet 386.29' 54" culvert outlet 386.32' 54"culvert outlet , Culvert on east side of Union Ave. 385.30' 30"culvert inlet ' 385.08' 54"culvert inlet Culvert on west side of Union Ave. 383.20' 30'culvert outlet , 383.89' 54" culvert outlet Note: Elevations determined using City BM#159, 1988 NAVD as reference , 1002B1 F9.XLSSheet1 4 Table 2 Trunk Line System Inventory: Comparison to City Records of Pipe Diameters ' NE loth Street/Anacortes Court Stormwater Drainage Improvement Project ' Inventoried Diameter City Records Diameter Reach ID city ID (in.) (in.)* mhl-2 14.D4-1 to 14.D4-3 12 12 ' mh2-3 14.D4-3 to 14.C4-2 12 12 mh3-4 14.C4-2 to 14.0-2 18 12 mh4-5 14.0-2 to 14.0-4 18 15 ' mh5-6 14.C3-4 to 14.0-10 18 18 mh6-7 14.0-10 to 14.C2-7 18 15 mh7-8 14.C2-7 to 14.C2-4 18 15 mh8-9 14.C2-4 to 9.C8-18 18 15 mh9-10 9.C8-18 to 9.C8-19 24 18 siphon 9C8-19 to 9.C8-21 12 (2) n/a *From City of Renton Attributes: Manhole/Catch Basin and Pipe Inventory,date unknown. ' HYDROLO2.XLS Pipe Sizes r r r rr r ■�r r r rri rr +r r rr rr rr rr r r r Table 3 Hydrologic Analysis Basin Characteristics - Existing Conditions NE loth Street/Anacortes Court Stormwater Drainage Improvement Project WaterWorks BASIN In ut Data SUB- PERCENT PERCENT PERVIOUS TIME OF BASIN AREA(ac) PERVIOUS PERVIOUS CN * CONCENTRA- TION ** min 0 0.38 20% 80% 81.00 68.07 1 2.39 80% 20% 86.00 23.38 2 4.36 90% 10% 89.00 14.37 3 2.54 80% 20% 87.00 15.76 4 2.19 85% 15% 86.30 14.03 5 2.38 90% 10% 87.00 4.81 6 6.13 42% 58% 86.00 21.03 7 4.00 42% 58% 86.00 24.87 8 3.98 42% 58% 86.00 24.12 9 1.46 42% 58% 86.00 19.46 10 6.48 42% 58% 86.00 25.88 12 12.78 15% 85% 84.20 41.2 13 8.15 38% 62% 86.00 16.93 14 1.16 46% 54% 86.00 17.07 15 4.96 28% 72% 86.60 36.09 NOTES: * Pervious Curve Number(CN)is a weighted average based on the various pervious land covers in each sub-basin. Impervious CN in all cases is 98. **Time of concentration is defined for flow in the sub-basin to the collection node. HYDROL02ALS[Input[ 1 ■r ar rr ,r r r r r r r r r r r r �r r■� r� �r Table 4 Hydrologic Analysis Results-Existing Conditions NE 10th Street/Anacortes Court Stormwater Drainage Improvement Project WaterWorks Hydrologic Modelling Results [ 2-YEAR,24-HOUR EVENT 10-YEAR,24-HOUR EVENT 25-YEA 24-HOUR EVENT 100-YEA 24-HOUR EVENT SUB- AREA RUNOFF PEAK UNIT RUNOFF PEAK UNIT RUNOFF PEAK UNIT MRUNOFF PEAK UNIT BASIN (me) VOLUME RUNOFF DISCHARGE VOLUME RUNOFF DISCHARGE VOLUME RUNOFF DISCHARGE RUNOFF DISCHARGEac-ft cis cfs/ac ac-ft cfa cfs/ac ac-ft cis cfs/ac cfs cfs/ac 0 0.38 0.02 0.04 0.10 0.05 0.08 0.22 0.06 0.11 0.29 0.07 0.14 0.37 1 2.39 0.30 0.95 0.40 0.48 1.49 0.62 0.57 1.78 0.75 0.67 2.08 0.87 2 4.36 0.61 2.14 0.49 0.93 3.24 0.74 1.11 3.84 0.88 1.29 4.45 1.02 3 2.54 0.33 1.11 0.44 0.51 1.73 0.68 0.61 2.07 0.82 0.72 2.42 0.95 4 2.19 0.29 1.03 0.47 0.45 1.60 0.73 0.54 1.91 0.87 0.63 2.22 1.01 5 2.38 0.33 1.39 0.58 0.50 2.11 0.89 0.60 2.51 1.05 0.70 2.90 1.22 6 6.13 0.59 1.79 0.29 1.00 3.16 0.52 1.24 3.93 0.64 1.48 4.71 0.77 7 4.00 0.39 1.13 0.28 0.66 1.99 0.50 0.81 2.49 0.62 0.97 2.98 0.75 8 3.98 0.38 1.13 0.28 0.65 2.00 0.50 0.81 2.49 0.63 0.96 2.99 0.75 9 1.46 0.14 0.43 0.29 0.24 0.75 0.52 0.30 0.94 0.64 0.35 1.12 0.77 10 6.48 0.62 1.79 0.28 1.06 3.17 0.49 1.31 3.95 0.61 1.57 4.74 0.73 12 12.78 0.91 1.93 0.15 1.69 3.95 0.31 2.15 5.17 0.40 2.62 6.42 0.50 13 8.15 0.76 2.30 0.28 1.31 4.16 0.51 1.62 5.22 0.64 1.94 6.29 0.77 14 1.16 0.11 0.35 0.30 0.19 0.19 0.17 0.24 0.77 0.66 0.28 0.92 0.80 15 4.96 0.44 1.07 0.22 0.77 1.96 0.39 0.96 2.47 0.50 1.15 2.98 0.60 NOTE: Data is provided for each individual sub-basin,cumulative results are not tallied here. HYDROL02.XLS[Resuftsl 1 Table 5 NE 10th Street/Anacortes Court Stormwater Drainage Improvement Project Head Losses for North End of System: Node 9.C8-19 to Connection with CMPA Friction Loss Coefficients for Pipes Pipe ID Pipe Q2(cfs) Sf2 3f2 x L Q10(cfs) Sf10 Sf10 x L 025(cfs) Sf25 Sf26 x L. Length(ft) 11 97 16.7 0.0046 :::f14506 28.9 0.0139 1.3492 35.8 0.0213 2.0703 10 30 16.7 0.0046 01393 28.9 0.0139 0.4173 35.8 O.C213 0.6403 Pipe ID Length(ft) (cis)Pipe Q100 Sf100 .3"00 x L 11 97 42.8 0.0305 'sI2'9591 10 30 42.8 0.0305 1i8162 ' Friction Loss for Nodes and Pipes: 2-Year Event Pipe Friction Entrance Exit Loss Jn/Bend Total L ID Diameter Q(cfs) V(fps) V"2/2g(ft) Loss(ft) Loss(ft) (ft) Loss(ft)ft (ft) PA 2 16.7 5.32 0.44 0.44 0.09 0.53 p11 2 16.7 5.32 0.44 0.20 0.20 Node 11 1 8 10.19 1.61 0.48 1.61 0.32 2.42 p10(2-12 1 8 10.19 1.61 022 0.22 Node 10 2 16 5.09 0.40 0.12 0.40 0.08 0.60 11 Loss between CMPA&p9= 3.97 Friction Loss for Nodes and Pipes: 10-Year Event ' Pipe Friction Entrance Exit Loss JnBend Total Los ID Diameter Q(cis) V(fps) V"2/2g(ft) Loss(ft) Loss(ft) (ft) Loss(ft) (ft) ft CMPA 2 28.9 9.20 1.31 1.31 0.26 1.58 p11 2 28.9 9.20 1.31 1.77 1.77 ' Node 11 1 14.5 18.46 5.29 1.59 5.29 1.06 7.94 p10(2-12 1 14.5 18.46 5.29 2.21 2.21 Node 10 2 28 8.91 1.23 0.37 1.23 0.25 1.85 ' Loss between CMPA& 9= 15.35 Friction Loss for Nodes and Pipes: 25-Year Event Pipe Friction Entrance Exit Loss Jn/Bend Total Loss ID Diameter Q(cfs) V(fps) V"2/2g(ft) Loss(ft) Loss(ft) (ft) Loss(ft) (ft) PA 2 35.8 11.40 2.02 2.02 0.40 2.42 p11 2 35.8 11.40 2.02 4.17 4.17 Node 11 1 17.5 22.28 7.71 2.31 7.71 1.54 11.56 p10(2-12 1 17.5 2228 7.71 4.94 4.94 Node 10 2 35 11.14 1.93 0.58 1.93 0.39 2.89 Loss between CMPA& ' Friction Loss for Nodes and Pipes: 100-Year Event Pipe Friction Entrance Exit Loss JnBend Total Loss ID Diameter Q(cfs) V(fps) V"2Rg(ft) Loss(ft) Loss(ft) (ft) Loss(ft) (ft) ft CMPA 2 42.8 13.62 2.88 2.88 0.58 3.46 p11 2 42.8 13.62 2.88 8.53 8.53 Node 11 1 21 26.74 11.10 3.33 11.10 2.22 16.65 p10(2-12 1 21 26.74 11.10 10.16 10.16 Node 10 2 42 13.37 2.78 0.83 2.78 0.56 4.16 Loss between CMPA& 4 . NOTE: 'Tailwater level exceeds catch basin rim. Water level set at maximum elevation of rim elevation+0.5'. An explanation of the calculations used in this spreadsheet can be found on the following page. ' HYDRAUL ALS[Frfct Lou] 1 Definition of Calculations for Table 5: NE 10th Street/Anacortes Court Stormwater Drainage Improvement Project Head Losses for North End of System: Node 9.C8-19 to Connection with CMPA Friction Loss Coefficients for Pipes Pipe Id = pipe identification. u/s manhole= identifier(i.e. for pipe starting at mh10 and ending at mh11, pipe is p10) , Pipe Length (ft)=from City data 02(cfs)=flow rate determined by Waterworks modelling run , Sf=((Q'n)/(K"dA2.67))^2 from the Handbook of Hydraulics by Brater and King n=0.012, D/d=1.0, therefore K'=0.463 ' Sf x L=Sf x pipe length Friction Loss for Nodes and Pipes Pipe Diameter(ft)= Existing diameter, determined during field survey ' Q(cfs)=flow rate determined by Waterworks modelling run. Note that flow is divided through the 2-pipe siphon system V(fps)=Q/A(assumes that pipes are flowing full-ok for this approximation) , VA2/2g (ft)=velocity head Friction Loss(ft)=("Sf x L"from Friction Loss Coefficients calculation)x(VA2/2g) ' Entrance Loss(ft)=(0.3)x(VA2/2g) Exit Loss(ft)=(1.0)x(VA2/2g) Jn/Bend Loss(ft)=(0.2)x(VA212g) Total Loss(ft)=E(Friction Loss+ Entrance Loss + Exit Loss + Jn/Bend Loss) Loss Between CMPA& p9=E(Total Loss) ' HYDRAUL2.XLS Sample Caks ' �r rr Ir rr Ir r r� r■i �r r� r it r r r �r �r r � Table 6 WaterWorks Hydraulic Analysis Results - Existing Conditions NE 10th Street/Anacortes Court Stormwater Drainage Improvement Project TRUNK 2-YEAR 10-YEAR 25-YEAR 100-YEAR SYSTEM DRAINAGE ELEMENT FULL EVENT EVENT EVENT EVENT FLOODING CONSIDER FOR REACH(BY SIZE AND CAPACITY* MAXIMUM MAXIMUM MAXIMUM MAXIMUM EVENTS REPLACEMENT NODE TYPE (cfs) FLOW ** FLOW** FLOW** FLOW ** *** ?(yes/no) NUMBER) (cfs) (cfs) (cfs) (cfs) 9 to 10 24"conc. 28.37 17.06 29.55 36.67 43.85 yes 8 to 9 18"conc. 15.48 16.11 28.06 34.89 41.78 yes 7 to 8 18"conc. 20.80 13.26 23.73 29.74 35.81 ALL yes 6 to 7 18"conc. 11.80 11.69 21.32 26.88 32.50 10,25,100yr yes 5 to 6 18"conc. 6.44 8.77 16.18 20.46 24.81 10,25,100yr yes 4 to 5 18"conc. 6.64 7.21 13.42 17.03 20.70 10,25,100yr yes 3 to 4 18"conc. 8.44 5.42 10.26 13.08 15.95 ALL yes 2 to 3 12"conc. 2.32 3.00 5.91 7.63 9.40 ALL yes 1 to 2 12"conc. 2.65 1.93 3.95 5.17 6.42 no NOTES * Full Flow Capacity based on Mannings Equation for normal flow. ** Event Maximum Flows are cumulative. They do not take into account flow dispersal or localized storage. *** Flooding Events are for storm frequencies that caused manhole overtopping(greater than 0.5')during computer simulation. With improved delivery to reaches "8 to 9"and "9 to 10,"flooding can be expected;therefore, replacement is suggested. HYDRAUL2.XLS[Output) t Table 7 WaterWorks Hydraulic Analysis Headwater Elevations NE 10th Street/Anacortes Court Stormwater Drainage Improvement Project TRUNK 2-YEAR EVENT 10-YEAR 25-YEAR 100-YEAR DRAINAGE STRUCTURE HYDRAULIC EVENT EVENT EVENT SYSTEM RIM GRADE LINE HYDRAULIC HYDRAULIC HYDRAULIC REACH(BY ELEVATION ELEVATION GRADE LINE GRADE LINE GRADE LINE NODE 00 (ft) ELEVATION ELEVATION ELEVATION NUMBER) (ft) (ft) (ft) 10 395.08 393.95 395.58 395.58 395.58 9 to 10 395.58 393.73 394.67 394.45 393.93 ................. . WOW .. 8 to 9 399.82 ..... .......................... . .. ........... 7 to 8 404.81 402.19 ........ ................. 4,41 ............... .. ..... . ............ .............. . .......... . ......... ...... . .. . ........ 6 to 7 411.92 405.49 .......... XXX., 5 to 6 413.58 408.62 -:.,41% ................... . .. . . ........ . ................... . ................ 4 to 5 412.23 410.13 ............. ...... .......... ..........- 09m, 3 to 4 409.88 ............ ........... ..0.0.. 4 ... ........ ...... ................ 2 to 3 412.47 S. 1 to 2 437.82 + 426.41 427.77 428.49 430.34 Legend Hydraulic grade line elevation is above the structure rim elevation. The program sets the HGL at the structure at 0.1 feet above the rim to allow for ponding or bypass. HYDRAUL2.XLS[HGL] CONTROL DATE:16:02:06 17-JAN-1996 01AO1.DLV 9,87-5 9.B7-4 1u 9,C8-i6 W A9 ---� 8-1 ® HHHHHHip I 9,F7-6 / S,HB-, 8,�7-CU �' 9,E7-13 - - L �- 9.88-5 -__ 91B7-5B -9,B8 a CD 9,F7-3 9,C8-17S,HB-2 �%F7-5 9,88-7 9,D7-99.C8 13 z 1 9.D8 ,2 g.EB 6 rn g.1 7 4 9,C8-14 _ -J ~ 9,f8 3 ALLJ818-2 988•CUL 9,D8- :J 9,D8 15 i � C� 9.D8 7 Q Q Pf� 9.E8 5 9,C8-22 9.C8 26� 9.C8 a 9,E8 a ui 9,CB-20A 9,C8-5 / 9,08-1 Q QI- - \ 2-58"X36'CULV, 9,C8 3 9,08 8 �I 9,F8 2 8,18-1 9,B8-13 9,C8 208 9,D8 71 O -.- 9.E8-3 9,C8.27 9,C8.2 I 9,D8 6 - p 9,F8 1 ♦Q 9.88-15 9.C8-1 10 Q 9,D8 2 13,H2-3 - _ 9,C8-1 9,D8-5 9,D8-4 9,08-3 CV -�- _ - ---------- 1 = - - --------� - ---_.- _ 9_ 13.H2-4 W l 1 .08-14 I } 10 - { 13,12-1 O AREA: 2.39 Ac j - < 13.H3 2 ( j 14,F2-4 14,F2-5 73,12 =LZ1 14.F2-3 ; AREA: 414, 2 c O 14,C2-3 8 ,4,F2 2 �t I i L�.1 1 14,82-4 14,C2-2 ta,C2 4 AREA: Ac F- � 1_ j -D-Z 14,82 2 1a,B2 3 1'- t ,11TH CT 1 14,C2-7 7 to`J „, -_-. CITY OF 14.F2-1 13,H3 5 _C 1 to AREA: 2.19 Ac AREA: 2.38 Ac LJJ --- rn 114,9z-1 14,C3-11* 14,C3-7 KING z I Q RENTON -" I - -----------. -./K.63 4,�' .: '.+w.i4 COUNTY I d - w ¢ cn KING 3- rr1 1. � 1 w ; O -. - ---_-. COUNTY Z �ji - , 11_TH �'J S L --of ST 1 EA: 6.13 Ac 6-_.. - - .' /1 _ U a -13,13-t 1""�� - ` 14,C3-13 y` , 1 - 14,F3-1 ( � __._ _ � - -- ---- *t4,D3-11 s � TOTAL BASIN I ti ( 14,C3 12 14,C3-10 - -.L,1 -- -- - -- -/ '( \` AREA: 63.27 Ac ram- ' 1 �'.� •. /Ij : Z s'' - --- --- ---- Z 1 ,1 I 13 3 D -� .- f- - 1 �`` 14.F3 2 -- -- _ w 14,F3 3 la,C3 9 AREA: 6.48 Ac-Q ---- / 14.B3 t 1 _----- --- -- - 1 -" af+E `s�'Ao---1OT O - yF• i3-4 14.C3-3 -5 la.C3 a t4.C3 2 (� *14,03-' 14,F3-5 cP - -- 4_ -- �u 1 12 1- c 'v` 1 14.84,3 AREA: 1.46 Ac -`�- ( O ��� i 1a,F3 6 13Ha-7 "-�- :�.nrczerr>�e5�,na�:_-T V - ; I AREA: 12.78 Ac %� 74.F3 7 Z 1 ' %` - 1 ♦ 14.F3-8 --- O TIi_' c 1 t4.B4-5 ------- ------_--�' 1 ,4,E4-„ SE 116TH ,4,Fa-5 13,Ha-6 -- ( 3 -t�,Dt-3 1� ta,Da-2 t4 Da-tl ` 14 O1_ 4 ILtJ 14,C4-1•,-- 2 W5 AREA: 6.15 Ac --i 1 14 - -,'- / ui i 1 1 1 �14,C4-4 `y AREA: 4.96 AC `--� �� ♦ --' 1 ,#AREA; 1.16 /- ���-- �� 14,F4-2 13H4_2 I 13,H4-4 � i ._SE 1 TH ( 1---- ST --- - I14,B4-2 1 r4�- �• LiJ -- I 14 B4-3------------- � 13,Ht-3 Arlindole Plat - ' �- - - I j i P � 14,E4-9 'CITY OF i4,E4-,o RENTON % ' - /1 % ' KING 14,E4-1 - u.Ft 3 - 1 �--I 14,F4-4 ' `---� COUNTY -- -- 14,F417 I to E4 2 % ta,Ea-8 14,E4-6 - -LLJ --- - LEGEND -_ - -f--�SE 14.E4-4 118TH "' --� i4Ea-7 -\ ` L- ---- ST ---- DRAINAGE BASIN BOUNDARY - - i --- I 14.E4-5 -_- �_�.�_s�._ SUgBASIN BOUNDARY ,4,E4-3 1 I � - 14,F5-3 --W o LLJ 1� SUBBASIN DESIGNATION _-_--_____ 14,F5-2 ` 05 NODE LOCATION S NUMBER ------ D 750 300 d5:) ® CITY OF RENTON MANHOLE FIGURE 1 ta,8a•2 I.D. NUMBER SCALE 7'=300' CITY SH RETON - WASH INGTON EXISTING FACILITIES NOT FOUND IN FIELD N.E. 10TH STREET/ANACORTES COURT DRAINAGE BASIN BOUNDARY MAP STORM SYSTEM IMPROVEMENT PROJECT QQ CONTROL DATE:13-0029 25-AUG-M5 01POLOGN 430 WHITMAN CT N.E. Hi WHITMAN CT N.E. N.E. 10TH PLACE 420 -------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- -------------------- ----------------------------------- ------------------...................-------------------------------------------------------------------------------- ------------------- EXISTING 0 GROUND Lu 410 ------------------- ...............4....................------------------------------- --------------- .......... LLJ i u 7---------------------------------------------------------------------------- -------------------------------------- -----------------------------------------------------------------------------f:j&j] w uj u- V 0 it' uj 0.0055 v 0 0.0043 0.0034 Z 19. 0.0am 0.0113 z 400 -----------------c6-------c6------------------c6------------------------------------------- ...0109 _ 0.0 ------------------ ................ --------- .... 2 Q u ----------------------- --------�7- -------------------------------------------------------------- ................... .. .............. 0. < w, o LLj > ------------------ ---- -------------------------- �2\3 ui RIM EL 414.54 RIM EL 2 01 7 RI' (n 390 2 R I'M 411, R I M EL 412.23 Lli 0.0134 RIM EL (BURIED) I IE OUT 402.75 IE OUT 403.45 E OUT 404.40 -1 8 IE OUT 401.62 IE IN 402.90 ui I 0_ ---------------------------------------------------------- ------------------------------------- ---------------------------------------------------------------------------IE-.IN----A01.aa------------ IE IN 403.52 :E IN 4064.89 -------BC-T--EL--=.6.........--------fE--121--IN--407-.29(W)-------------------------IE---W2--4N--4".,66(C4-------- uj 0�000RIM EL 404.81 IE 1Z' IN 408.26(W) z IE OUT 394.78 IE OUT 398.74 IE IV IN 408.76(E)O BOT EL 402.32 BOT EL 403.59 E IN 394.78 E IN 398.92 BOT EL 400.04 RIM EL 395.58 :E G' IN 395.36(w) :E 6" IN 399.62(SW) 380 -------------------------------------- ----------------------------------------tE--OtJT--390:05------------------------------- F- 394. RIM EL .135 RIM EL 396.08 ffoT a - ---------------------------------------------------------------------------------------------------------------------------------------------- < IE IN 390.05 IE OUT 389.20 IE IN 389.27 IE 12"IN 390.35(SE) BOT EL 385.08 BOT EL 385.78 IE lEr'IN 390.53NW) 3701 BOT EL 389.58 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9-00 10+00 11+00 12+00 13+00 14-00 15+00 STATIONING IN FEET 460 Lu - > 0 NE 10TH STREET > 460 cn < < -i 450 -1 I=----------------------------------------------------------------------- ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ < Lli -------------------------------------------------------------------------------------------------------------------------......... LLJ 450 co LLJ' In Z! WO 440 ------------- ------------------------------------------------- ------------------------------------------------------------------ I----------------------------------- ------------------------- ---------------------------------------------------------------------------------------------------------------------------------------................ Zi------------------------------------------------------------ 440<! w Lu u- F-Lu ! EXISTING 430 ---------------------------------------------------------------------- --------------------------------------------------------------------M4------- GROUND z0. 7---------------------- -------- ---------- -------------- --------- ----------------------------------------------------------------------------------------------------------------------------------- ------------------------------- -----o ----------------------------------------------------------- 430 z 0 u 12" a F- >< 420 ----------------------------------------------------------------------- 0.0529 ...... ------------------------------------------------------------------ ------------------------------ LU7------------------------------------------------------- ------------ --------------------------------- -- ----------------------------------I -------------------------- Lu7----------------------------- 420 O 410 ---------------------------------------------------------- ------- �12" 0 0.0047 RIM EL 437.82 lEr, 0 0.0055 17 af cy: ----------- ...0---0,CO3mfi.............. 0054-------------- ---------------------------------------- IE OUT 14Q2 --------------------------------------------------------7------ ---------------------------------- 410 2 IE IZ' IN 433.34(NYA 3 RIM EL 409.88 BOT EL 425.37 400 ------------------------------------------------------------------------------------IE--W-T---406.56---------------------------------------------- --------------------------------7------------------------------•------------------------------------------------------------ IE IN 406.5E RIM EL 410.74 RIM EL 412.47 400 RIM EL 4ro.46 IE OUT 408.78 IE 12" IN 404,43(W) IE OUT 407.86 q IE OUT 4 IE IV' IN 1406.88S) IE IN 407.99 IE IN 408.84 IE IN 410.24 10.22 390 1 BOT EL 405.22 BOT EL 406.35 BOT EL 408.28 - BOT EL 409.75 -6�00 16+00 17,00 18+00 19+00 20+00 21+00 22+00 23+00 390 24+OD 25+00 26+00 27+00 28+00 29+00 30+00 STATIONING IN FEET NOTE: CITY BM#159, 1988 NAVID USED CITY OF RENTON, FIGURE 2 FOR ELEVATION REFERENCE. WASHINGTON EXISTING STORM SEWER N.E. LOTH STREETANACORTES COURT PROFILES STORM SYSTEM IMPROVEMENT PROJECT MAIN TRUNK LINE CAD CONTROL DATE:12:58:59 25-AUG-M5 DLV 430 430 430 430 NE 1TTH STREET z ui < z z 420 ---------------2------------7---------------------- ------ 420 ------------------------------------------------------------- 420 -------------------------0--------------------------------- 420M------------------------------------------------------ - ------------- cl) z-- - ---------------------------------i- q U m e o ml ------------ 410 ------------ to C"i M 0.0 -------------7------------------------------ 410,�----------------------------4;------------------------------- 410---------------------- --------------------------------- .......... ...12"_6 0.0104 12 0 0067 q410 .... .. .... ------------ z cli 1 0 00 2" '104 12 0'0')6- 400:��---- 400 G!-4--------------- -------------------- 6" 0 ---- ------------------------------------------ _40600 - --------------------------- ------------- ------------------------------------------------------ ---------------------------- ----- EL 413J 0.0442 RIM EL 406.27 400 --4.06C)o------- - --------------------------------- 400 ------------------------------------------------------------------------------------------- -------------------RIbA.EL--413- -------------- 7 IE NA RIM EL 413.91 - 6 IE IZ' OUT 410.25(W) E 12- OUT 410-72(E) E 12" OUT 410-72(E) BOT EL 408.87 0.0162 8 EL ..K BOT EL 404.06 �o T(SW) 119 IE 12" IN 410.T7(SYI) RIM EL RIM EL (BURIED) I RIM EL 4 390 ------------------------------ 399.a2 RIM EL 411.92 IE 16' OUT NA---- 390 --------- --R 1 M -Elt-4CLld-:8-t--------------------------- 390 ... ...............------------------------------------------ 390 ...6�(?T_El- 409,30 RIM EL 398.99 -- --------------------------------------------------------------------IE---18"_0uT-.40-1 5_N-) IE 6" OUT 396.25(E)IE 6" IN 395.36(Mi IE 18" OUT 398.74(N) RIM EL 408.31 IE ii� IN 401.aNS) IE 6" IN 396.27(W) BOT EL 39-4.78 IE 18" IN 398.9ZS) IE 6" OUT �58(NE) IE 12" IN 408.26(W) IE 6" IN 399.62(SM IE 6" IN 404.75(W) IE 12" IN 408.76(E) 360 380 3W 3W BOT EL 395.49 80T EL 398.38 BOT EL 403.22 BOT EL 4W.a4 T I 0+00 1+00 0+00 1+00 0+00 1+00 0+00 1+00 2+00 3+00 4+00 5+00 430 430 NE 10TH PL I 470 NE 10TH STREET ui Ly > SE 116TH STREET 7t 420q--------------------------------------------------------------- --------------------------- 420 q-------------------------------:--------------------------------- ------------------------------------- q > 460 ---------------------------------------------- ------------------ ------- --------- --- c 1 11 --------- -------- >--------------------------- 12" 0 0.0100 12" 0 0.0100 cz ---- ------------ 410 ........................I-------------------------- 410 ------------------------- ....- ---- ---------------------- 450 ------------------------ to -------------R4M 12" 0 0.0564 400 Llul..EL.A15-73- ----------------------------- 7-----------------------------------------------lE---19-�-0UT--4G6;56(N)------------- ------------- --------RLM�EL-453.011..... 4W -tRTM--ECL:--414.97----------- ------------------------- RIM EL 409.88 3 IE 12" OUT 409. IE W' OUT 403.45 IE 12" OUT 411.00(W) 440 E 19' IN 403.52 IE 1Z' IN 411.14(E) IE 12" IN 406.58(E) IE OUT(W) 436-54 IE 12" IN 409.51W) :E 12" IN 407.29(W) IE 7' IN 406.43(W) IE IN(E) 436.61 BOT EL 407.77 BOT EL 409.66 IE Xr IN 406.88(S) BOT EL 436.00 3901 BOT EL 402.32 390 BOT EL 405.22 _437.82 ------------ 0+00 1+00 2-00 0+00 1+00 2-00 3+00 4+00 5+00 IE OUT 426.11---*------- ------ 430 IE IN 426.19 IE V IN 433.34(NW) BOT EL 425.37 420 a+oo 29+00 30+00 NOTE: CITY BM#159, 1988 NAVD USED FOR ELEVATION REFERENCE. CITY OF RENTON, FIGURE 3 E WASHINGTON EXISTING STORM SEWER N.E. 10TH STREET/ANACORTES COURT PROFILES STORM SYSTEM IMPROVEMENT PROJECT LATERAL CONNECTIONS C ONTRCL DATE:06:58:45 04-IAAR-*96 4 AOO.DLV � I 2 I � � 4 I S ( 6 O cp C \ /' A ♦ c 0 JO 20 30 ♦�// O \ / SCALE I'M •a ♦ /' zz \ / s \ / SDMH *22 2 C 18 N INV - 406.56' -7x \\ 12., W INV 406.43' Jr rc/ O 12" E INV 406.58' `� ` 10" S INV - 406.88' ♦�/ ♦ CL BOTTOM - 405.22' a / \ s ♦ r'' /' 11, \ z a 10 !O (:p •ya' Y r o0\ 19.56' a O !O / o SDCB •23 Ct RIM - 409.13' \ 6 a 8" N INV - 407.33' 6" E INV - 407.31' N 6" W INV - 407.37' CL BOTTOM • 406.54' M ill � F! a p O OA \ ! c O -a 0 a 3 ♦ f .2635, 01 Jj 40'S3 0 \\ O !� 10 SDCB •24 F p x'\ RIM - 409.20' p O 6" W INV - 407.52' O� Fp S! \6% 6" E INV - 407.53' 9e k•� ♦♦ CL BOTTOM - 407.21' DATUM O 36- CITY OF RENTON,SURVEY CONTROL NETWORK 5�• ♦ 1988 NAVD PRIVATE YARD DRAIN (LOCATION APPROX) 1-1/2" BRASS DISC W/ PUNCH ON 4" CONC MON IN RIM EL 409.00 CASE,0.6- DOWN AT THE CL INTERSECTION OF NE O I U 40 12th STREET AND UNION AVENUE NE. fl IE IN 408.33 9i ELEVATION • 126.78 m., 415.94 ft- z 0 1 CITY OF RENTON, FIGURE 4 WASHINGTON NE 10TH / ANACORTES CT. - N.E. LOTH STREET/ANACORTES COURT CITY OF RENTON z W STORM SYSTEM IMPROVEMENT PROJECT TOP OF CURB ELEVATIONS ' Technical Memorandum 3-2 ■ 1 1 ■ 1 1 TECHNICAL MEMORANDUM (TM 3-2) CWHILL PREPARED FOR: Dan Carey COPIES TO: Ron Straka PREPARED BY: Teresa J. Platin Gerald A. Bibee DATE: June 29, 1995 (Revised August 1995) SUBJECT: Consultant Agreement Number CAG-95-038 NE loth Street/Anacortes Avenue Storm System Improvement Project: Subtask 3.1 - Conceptual Solutions Development/Screening PROJECT: 116868.A0.30 This memorandum summarizes the results of Sub-Task 3.1, Conceptual Solutions Development and Screening for the subject project. It presents the alternative improvements considered, their feasibility, benefits, potential impacts and comparative construction cost estimates. This memorandum is intended to provide the basis for screening the alternatives with the City to two options for further consideration. The hydrologic and hydraulic modelling results of Task 2.0 showed that most of the existing drainage system in the Honey Dew Estates Development is inadequately sized to convey peak stormwater flows from events larger than the 2-year design storm. Portions of the system (e.g., NE loth Street near Anacortes Court) have deficient capacity to convey estimated 2- year event peak flows. Several conceptual solutions (alternatives)were developed to address this situation, based on discussion with City staff. Those alternatives are discussed below. For this initial screening process, the level of analysis detail employed was limited. Therefore, improvement needs should be considered as preliminary and subject to further refinement. Order-of-magnitude cost estimates were developed for comparison of alternatives. Actual implementation costs may vary from the preliminary construction cost estimate ranges. Alternative Improvement Concepts P P The alternatives considered fall within three categories, as follows: • Alternative 1—Conveyance — IA: Trunk Storm Drain System Replacement — 113: Anacortes Avenue NE Bypass with Trunk Storm Drain Reach Replacements 1 • Alternative 2—Sub-Surface Detention Storage — 2A: Whitman Court and NE 1 lth Street — 2B: NE IOth Place — 2C: Anacortes Court NE and NE 10 Street • Alternative 3—Diversion — 3A: NE loth Street/North to Existing Creek and Arches — 3B: NE loth Street/West to Union Avenue NE — 3C: NE loth Street to Mission Hills Development (with Sub-Surface Storage) Criteria and Assumptions Conveyance The King County Surface Water Design Manual (the design manual), as partially adopted by the City, specifies that"pipe systems shall be designed to convey and contain at least the peak runoff rate for the 25-year design storm..." The 100-year storm was selected for preliminary pipe sizing to maintain compliance with the design manual's requirement that surcharged pipe systems convey the 100-year runoff without flooding buildings or overtopping roadway crowns. In only a few cases did the more conservative flow values cause an increase in pipe sizes above those required for the 25-year event peak flows. Uniform full-flow capacity was used to determine the pipe diameters required to convey the peak design storm discharge(as computed in the hydrologic modelling of Task 2.0), unless the pipe reach capacity was controlled at the inlet. For those inlet control conditions, the "Inlet Control Nomograph" from the Bureau of Public Roads was used to size pipes. Surcharge in the manholes was limited to within 0.5 feet of the rim elevation. r Storage The minimum storage requirement specified in the design manual is that necessary to control the peak flow from the 10-year, 24-hour design storm to existing condition peak flow release rates. Downstream impacts from the 100-year flow also need to be considered. Costs Order-of-magnitude construction cost estimates for pipe replacements were based on estimated unit prices of all new pipes (installed), the addition of new manhole and control structures and resurfacing. The lower reaches of the existing storm drain are centered between the sanitary sewer and water lines in a 15-foot corridor. Removal and replacement of 2 rthe storm drain within this corridor will require trench shoring measures. The cost estimates assume the use of a trench box, but sheeting and shoring may be necessary in some reaches, thereby raising the costs. The replacement/addition of structures to accommodate the larger replacement pipes was considered in the cost estimates, with a general guideline applied to the sizing of manholes. The manhole diameter was assumed equal to 2 feet plus the largest pipe diameter at the structure. Another foot was added to manholes at bends in the system to account for geometric constraints. Manhole depths were assumed to fall within the range of 6 to 12 feet. Order-of-magnitude cost estimates for the storage options were developed using a rough approximation (based on previous projects) of$300,000 per acre-foot of underground storage volume required. Contingency(30%), mobilization and general conditions (10%), undefined costs (10%) and sales tax (8.2%)were applied to all estimated project costs; however, engineering/ administration and easement acquisition costs were not included. Alternative Improvements Description and Evaluation Alternative 1—Conveyance Results of the modelling (reference June 13, 1995 Task 1.0/2.0 memorandum) show that the trunk line leading to the corrugated metal pipe arches (CMPAs) near Sunset Boulevard is inadequately sized to convey the 25-year design storm peak runoff. Alternative 1 would replace deficient trunk storm drain reaches. Conveyance improvements would only provide system-wide flooding relief if implemented as an entire improvement project. However, if phasing is required due to funding constraints, it is recommended that all conveyance alternatives proceed from the downstream end of the system to the upstream end. Alternative IA—Trunk Storm Drain System Replacement y P Description As shown in Figure 1 A and Table 1, Alternative 1 A includes the replacement of the entire trunk system with pipes sized for the 100-year design storm. A concrete junction structure to connect the improved system to both 58" x 36" CMPAs would be installed to split the flow between the two arch pipes. All existing manholes along the main trunk line (except mhl, mh2 and the catch basin between them)would be upgraded to accommodate the larger diameter replacement pipes. 3 Table 1 Alternative 1A Conveyance Improve ents Average 100-Year Existing Replacement Depth to Length Pipe Design Flow Diameter Diameter Invert of Reach , Reach cfs in in Elev. 11 ft mhl-2 6.4 12 18 10 590 mh2-3 9.4 12 24 4 455 mh3-4 16.0 18 24 7.5 310 mh4-5 20.7 18 30 12 260 mh5-6 24.8 18 30 13.5 410 mh6-7 32.5 18 30* 11.5 260 mh7-8 35.8 18 30* 8.5 115 mh8-9 41.8 18 36* 8.5 170 mh9-10 43.8 24 36* 10 60 siphon approx. 44 12 2 pipes) 36* 6 30 to arch a rox. 45 24 36* 6 85 *When denoted by an asterisk, the replacement diameter was determined using the Inlet Control Nomo a h, otherwise, it was calculated using Mannin s Equation. Feasibility The replacement of existing pipes with larger pipes on the same slope is technically feasible; however, some adjustments in depth will be required to provide adequate cover in various improvement reaches. The CMPAs downstream of the system also presently receive flows from outside of the project sub-basin boundaries. The cumulative impact of those flows combined with study area flows should be considered in an evaluation of the downstream impacts of this alternative (beyond this scope of work). The existing storm drain lies between the sanitary sewer and water main in an approximately 15-foot wide corridor, and sections of the upstream pipes extend within easements across private properties. These construction issues will affect project implementation requirements and costs. Benefcts/Potential Impacts Implementation of this alternative would provide a significant increase in the level-of- protection from flooding. The upgraded system was sized to convey flows from the 100-year storm to the downstream CMPAs. Improvements to the existing system could potentially impact the downstream system through the delivery of higher peak flows (on the order of three times the amount that would presently reach the CMPAs in a 100-year event). Peak storm flows are presently being dispersed by upstream flooding, ponding and runoff to other basins, while an improved system would convey this runoff at a higher peak rate directly to the CMPAs. Construction impacts to roads, utilities and some private property in the Honey Dew Estates Development would also occur with the implementation of this alternative. 4 Estimated Cost Cost items for Alternative I include the pipe upgrades listed in Table IA, eight 60-inch rdiameter manholes, two 72-inch diameter manholes and the junction structure at the CMPAs. The preliminary estimate of the order-of-magnitude construction cost for this alternative is approximately $510,000. Alternative 1B—Anacortes Avenue NE Bypass with Trunk Storm Drain Reach Replacements Description Previous reports of flooding in this basin and modelling results show that flooding can be expected most frequently in the area of Anacortes Court NE and NE 1 Oth Street. Alternative 1B proposes to reduce the peak flow delivered to the pipes between manholes 3 through 6 ■ (see Figure 1B), reducing backwater conditions and associated flooding. This alternative would consist of a bypass pipeline to convey runoff through a storm drain aligned beneath Anacortes Avenue NE and 1 lth Street. This would still require some existing-system upgrades upstream of the bypass, and a complete replacement downstream of the junction point (manhole 6). Although the existing system and the bypass would initially operate in parallel, the bypass was sized to convey all of the peak flow through that reach. The preliminary sizing of the bypass pipe was based on the 100-year design storm peak flow through this reach, assuming that the existing reach between manholes 3 and 6 could be plugged and reconnected in the future. Another bypass option was suggested by the City Staff. This would convey flow through two separate bypass lines east and west of Anacortes Court NE along NE 1 Oth Place and back into the main trunk line at manholes 4 and 5 respectively. This option was not considered further because it was determined that it would not be cost-effective for the small benefit provided, as only a short reach of the system was being bypassed. This option would require approximately 1000 feet of 24-foot diameter storm drain, diversion structures and manholes. Alternative 1B includes the installation of new pipe reaches and structures as detailed in Table 2. r 5 Table 2 Alternative 113 Conveyanee Im rovements Average 100-Year Existing Replacement Depth to Length Design Flow Diameter Diameter Invert of Reach Pipe Reach cfs in in Elev. (ft) (ft BYPASS SYSTEM mh2-A 9.4 24 6 220 mhA-B 16.0 24 6.5 270 mhB-C 20.7 30 9 400 mhC-6 23.7 30 10 495 mh3-A 7.2 24 6 235 EXISTING UPGRADE mhl-2 6.4 12 18 10 590 mh5-6 4.1 18 no change n/a 410 mh6-7 30.8 18 30* 11.5 260 mh7-8 34.6 18 30* 8.5 115 mh8-9 40.7 18 36* 8.5 170 mh9-10 42.8 24 36* 10 60 siphon approx. 44 12 2 pipes) 36* 6 30 to arch approx. 45 24 36* 6 85 *When denoted by an asterisk, the replacement diameter was determined using the Inlet Control Nomo ra h, otherwise, it was calculated using Mannin s Equation. Feasibility Based on available plans, the bypass line can be constructed along Anacortes Avenue NE without disrupting existing sanitary or water pipes. No significant issues that would limit technical feasibility are known to exist. As with Alternative IA, downstream flow impacts and development area construction impacts could affect project improvement requirements and costs. Beneflts/Potential Impacts Implementation of this alternative would provide a significant increase in the level-of- protection from flooding. The upgraded system and new bypass were sized to convey flows from the 100-year storm to the downstream CMPAs. The potential impacts of this alternative are the same as those for Alternative IA, with the exception of the impacts to private property. 6 Estimated Cost Cost items for Alternative 1B include the bypass pipe reaches and pipe upgrades listed in Table IA, nine 60-inch diameter manholes, two 72-inch diameter manholes and the junction structure at the CMPAs. The preliminary estimate of the order-of-magnitude construction cost for this alternative is approximately $560,000. Alternative 2-Storage Alternative 2 proposes to maintain the existing inadequately sized trunk line, and alleviate some of the peak flow through the system using sub-surface detention facilities (see Figure 2). Replacement of the existing siphon is recommended with this alternative, as the siphons are no longer necessary, and they seriously impede flow to the CMPAs. Three different locations were considered for storage, as described below. Surface detention was considered, but deemed infeasible based on siting constraints. Preliminary results show that none of the storage alternatives would alleviate the flooding of 10-year recurrence interval and greater storm events. Evaluation of the system upstream of proposed storage locations would be required with this alternative. Alternative 2A—Whitman Court and NE 11th Street Description Alternative 2A would include the construction of a sub-surface storage facilitynorth of the intersection of Whitman Court and NE 1 lth Street. The 10-year design storm peak flow is approximately 24 cfs through this area. The hydrograph for mh7 was used to determine the runoff volume that would need to be detained in temporary storage. Reducing the peak flow to downstream system capacities would require routing all flows above 5.8 cfs to storage, or in the case of this particular flow pattern, storing 1.7 acre-feet, with controlled release back to the trunk drainage system. The hydrographs used in the analysis of this alternative and the following two alternatives are provided at the end of this memorandum. Feasibility The feasibility of Alternative 2A is limited by facility requirements and the practicality of providing large volumes of subsurface storage within the road right-of-way. System hydraulic grades compared to road grades and the high construction costs of sub-surface storage raise feasibility concerns. Benefits/Potential Impacts A preliminary check of the improvement benefits shows that this would provide only a limited increase in the level of protection throughout the system. Surcharging of the manholes will still occur at the current problem locations during events between the 2- and 10-year recurrence interval and beyond. 7 Estimated Cost This alternative would result in a sub-surface storage facility cost (order-of-magnitude) of approximately $830,000. Alternative 2B—NE loth Place Description Alternative 2B proposes the construction of a storage facility beneath NE loth Place. The 10- year design storm peak flow in the pipe beneath NE 10th Place, near the northern cul-de-sac of Anacortes Court NE is approximately 16 cfs. Attenuating the hydrograph peak of manhole 5 would require routing all flows above 4 cfs to storage, or in the case of this particular flow pattern, storing 1.1 acre-feet, with controlled release back to the trunk drainage system. Feasibility The feasibility of Alternative 2B is limited by facility requirements and the practicality of providing large volumes of subsurface storage within the road right-of-way. System hydraulic grades compared to road grades and the high construction costs of sub-surface storage raise feasibility concerns. Benefits/Potential Impacts A preliminary check of the improvement benefits shows that this storage facility would not substantially improve the level of protection throughout the system for flows beyond the 2- year design, due to the extent of contributing drainage area downstream of this location. Surcharging of the manholes will still occur at the current problem locations for larger storm events. Estimated Cost This alternative would result in a sub-surface storage facility cost (order-of-magnitude) of approximately $540,000 . Alternative 2C Anacortes Court NE and NE 10 Street Description Alternative 2C includes the construction of a subsurface storage facility east of Anacortes Court NE. The 10-year design storm peak flow at the intersection of Anacortes Court NE and NE 1 Oth Street is approximately 10 cfs. Attenuating the hydrograph peak of manhole 3 would require routing all flows above 2.8 cfs to storage, or in the case of this particular hydrograph, storing approximately 0.77 acre-feet, with controlled release back to the trunk drainage system. 8 Feasibility The feasibility of Alternative 2C is limited by facility requirements and the practicality of providing large volumes of subsurface storage within the road right-of-way. System hydraulic grades compared to road grades and the high construction costs of sub-surface storage raise feasibility concerns. Benefits/Potential Impacts A preliminary check of the improvement benefits of this alternative shows that it will not substantially improve the level of protection throughout the system for flows beyond the 2- year design, due to the extent of contributing drainage area downstream of this location. Surcharging of the manholes will still occur at the current problem locations during larger storm events. Estimated Cost This alternative would result in a sub-surface storage facility cost (order-of-magnitude) of approximately $350,000. Alternative 3 - Diversion Diversion of stormwater runoff to reduce the level of required improvements to the existing drainage system was considered at three locations in the basin. The diversion locations most likely to significantly reduce the frequency and magnitude of flooding are along the south end of the basin, near Anacortes Court NE and NE 10th Street. All three of these alternatives propose diverting the runoff from sub-basins 12, 13, 14 and 15. This is a total area of approximately 27 acres(43% of the project area), that contributes 20.7 cfs during the 100- year design storm to the downstream trunk system. By alleviating 20.7 cfs of peak flow from the system(47% of the sub-basin flow), the existing downstream trunk drainage system would be adequate to provide a level of protection up to the 25-year event. For these alternatives, potential flooding between manholes 8 and 9 in the 10-year event warrant the recommendation that the existing siphon be replaced with at least a 24" diameter pipe. If this alternative is pursued further, the option to install high-flow bypasses should be considered in lieu of full diversions. Alternative 3A-NE loth Street/North to Existing Creek and Arches Description Stormwater runoff north of drainage sub-basin 15 is presently conveyed from the area north of NE 10th Street (outside of the sub-basin boundaries), through a natural drainage along the east fenceline of the Anacortes Avenue NE properties. This runoff appears to be discharged to the pipe system denoted by the City as 9,C8-1 through 9,C8-5 (see Figure 3A)that discharges downstream to the double corrugated metal arches (CMPAs) along Sunset Boulevard. The pipes in this system are listed in the City's stormwater inventory attributes as 8" through 30" pipes. Through implementation of this alternative, this system would be i9 upgraded to allow passage of the maximum flow diverted from the project area's existing system(20.7 cfs), as well as flows from other areas contributing to this reach. This alternative offers the opportunity to incorporate a surface water storage element along the existing creek, as well. An estimated 24-inch parallel pipeline to the reach between manholes 3 and 2 would be installed to convey runoff from areas 13 and 14 to the diversion structure at manhole 2. The runoff from all four diverted basins would be conveyed by a 24-inch culvert discharging to a level-spreader at the head of the existing creek. An alternative open channel could be constructed north from the NE 10th right-of-way limit. Table 3 lists the items associated with this improvement alternative. Table 3 Alternative 3A : Diversion Piping and Existing Reach Upgrade Information Existing Replacement Average Length Diameter Diameter Depth of Reach Pipe Reach in in ft ft mhl-2 12 18 10 590 mh3-2 12 24 5 455 mh2-Creek 30 5.5 230 Creek-Exist. 30 + 4 250 si hon 12 2 i es 24 6 30 Technical Feasibility The feasibility of this alternative may be limited by existing creek topography, as compared to required diversion elevations (this does not appear to be a problem). Inter jurisdictional issues (diversion through King County), private property easement acquisitions and potential sensitive area (e.g., wetland) interfaces may be concerns. Beneflts✓Potential Impacts Implementation of this alternative would provide protection to the level of the 100-year design storm event. This alternative would involve diversion of runoff across jurisdictional boundaries (from Renton to King County and back to Renton). Easements would be required for private ' property ownerships and sensitive areas. Potential impacts to the existing drainage course and wetland would need to be considered if this alternative is analyzed further. 10 Estimated Cost The preliminary order-of-magnitude construction cost of Alternative 3A is approximately $280,000. Consideration of an open channel improvement north of NE 10th Street would reduce costs. Alternative 3B-NE loth Street/West to Union Avenue NE The diversion of runoff to the existing drainage system aligned north-south along Union Avenue was considered (See Figure 3B). Not only would this alternative result in the inter- basin diversion of runoff, it would not be feasible for gravity connection, based on the steep grade along NE loth Street approaching Union. Pumping would be necessary to overcome the adverse grade and would be infeasible at the required diversion flow rates. Therefore, this alternative was not considered further. Alternative 3C-NE loth Street to Mission Hills Development (with Sub- Surface Storage) Description Diversion of runoff to Mission Hills, the new development south of Anacortes Court NE, was considered for Alternative 3C. To reduce the potential impact to the installed Mission Hill drainage system, sub-surface storage similar to Alternative 2C would be implemented along with the diversion. A similar option, the diversion of flow from the southern-most catchbasin in Anacortes Court NE, along the property-line and into the ditch behind the property line (with a tie to the Mission Hills drainage system), was also considered. This alternative was not evaluated ' further due to the limited capacities of the existing system to divert flows, the interbasin flow diversion and the potential property owner easement issues. Table 4 Alternative 3C: Diversion Piping and Existing Reach Upgrade Information Existing Replacement Average Length of Diameter Diameter Depth Reach Pipe Reach in in ft ft mhl-2 12 18 10 590 mh2- 12 18 4 215 Diversion mh3- 12 24 4 240 Diversion Diversion- -- 30 6 650 Mission Hills si hon 12 K2 i es 24 6 30 r 11 Feasibility Feasibility of this alternative would be limited by downstream capacities of adjacent sub-basin drainage reaches, legal issues regarding diversion and existing drainage system sizes and grades. Benefits/Potential Impacts Implementation of this alternative would provide protection from events up to and including the 100-year design storm. The inter-basin diversion of flows could be an issue with this option, as the Mission Hills system discharges to a biofiltration swale and ultimately a restrictive drainage way south of the Honey Dew Creek Basin. Estimated Cost The preliminary order-of-magnitude construction cost of this alternative, including the sub- surface storage of Alternative 3C, is approximately $600,000. Conclusions After review of these alternatives by City staff, two alternatives will be jointly selected for further assessment. Based on the information presented in this technical memorandum, a single conveyance and diversion alternative is suggested. A third alternative (possibly combined conveyance and storage) could be considered, although this would extend beyond the scope of work. c:\a1eresa\rentonVncmo3_2.&c. 12 �6A01 DGN l' 9.87-4 LHa-1 I� 3.17-CVL 9.C8-16 9.08-16 7� 1 ,_SA 9.88-5 �9.E7-13 I 9.F7-6 / 9.07-6 j 9.D7-8 9.3• -2 -9.38-a 9.C8 17 U 9. 7-3 8 tie 2 9.C8-13 7I D7-9 ' 9.B8-7 1 9.D8-12 9.F7-5 9.88-3 9.cl3-14 t_ 9.E8-6 9,F2-3 3.18 2 9,8? 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AC Q a,83 1 'V 10 H 9 `I. 14.F3 a ` o D AREA: c % PE 13 a < ta,C3 3 _ 14.D3-a `� ta,F3 5 c�r*l Q_ 14.C3 1 f I _ REA 1.4 Ac E _ 14 C3-1 1 ` H4-7 1 1w hil1 nnnl n 1 1 n 1 nn1 � 14,F3-6 , U 1 AREA: 12.78 AC 2!l i 14,F3-7 / LJ • 1 NE 10 H ` 14,F3-8 14,04-3 S T 14,D4-2 1a,D4-11 , t3.H4-6 1 14,e4-5 ta,C4-3 3 to E4-n SE 116 TH ♦ S T 14,F4-5 1 1 1``�p� L�-I 14,C4-1 1 A EA: .15 AC -11 ♦ 1 1 1 14,C FI-- 'E �.` 4F t � � 15 ♦. ' LLJ 41aR A: 1.16 AREA: 4,96 c i •% 13.H -2 , ,H4-4 1 SE 117 H T 1 1 , '•- �.__ �.•' 14.F4-2 LL �4.84-2 �G .. � W W 14,84-3 Vn 13.H 14,Ea-9 i i I4,E4-10 ♦ 1 14,F4-3 ♦ -_ 14E4 1 ♦� 1 14,F4-4 14,F4 7 1a.E4-2 LEGEND 1a.E4-8 14.E4-6 SE V) •-------- DRAINAGE BASIN BOUNDARY 14,E4_7 ta.Ed-a 118T ST 14.F4-1 1 14,E4-5 1111111111111111111111111 SUBBASIN BOUNDARY W 14.E4-3 1 L - TVuVl y 1� SUBBASIN DESIGNATION /) W 9.F5.2 l t- W5+Z) Dt��k-,Wo5 NODE LOCATION 8 NUMBER ¢ ¢ �� 14,B4-2 CITY OF RENTON I.O. NUMBER 0 � 300 450 �p(ca cc v-,e-Y4-- Ala SCALE 1 =300' CITY OF RENTON, FIGURE IQ WASHING TON Ll N.E. LOTH STREET/ANACOR TES COURT DRAINAGE BASIN BOUNDARY MAP • ? < I STORM SYSTEM IMPROVEMENT PROJECT BCIAO I.OGN 9.6.7-5 9,e7-4 ll� ZrW� OIJI I I 9.D8 ,6i.Ha-I 7-5A 3.17-CUL 9.e8-5 9.C8-t6 uJ 1II I ®1 9.E7 I I 9.F'-5 °87-`6 I., � 9.D7-6 9,D7-8 -9.68-4 9.C8-178r8-Z 9.C8-,3 9. 7-3 9,e8-7 9" 14 ¢ 9.D8-12 D7-9 .E69.88-3 Q9•F 7-5 9. ¢ ti8.18-2 9018-9 08-15 9.F3-3 0 9. 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Ac ±4,F3-5 Z1 r r14rSPri�r nrrnr lilt r I. nur 1 �♦ 14,F3-6 ,H4-7 a �I i AREA: 12.78 Ac ♦♦, r NE Z (� ♦ 14,F3-7 C/ 1 ♦ 13,Ha-6 1 14,64-5 =10 H 1s,Da-3 S T 1 ,♦ 14,F3-8 1 14.C4-3 3 _--- 14,D4-2 14.D4-1 SE 14 E4-11 116TH 1 ` 1 S T 14.1`4-5 p 1 A EA: .15 Ac 1 1 14,C 1 24-'I 15 H / SE !aR A: 1.16 W ♦ �� �� � 13. -z , .Ha-a 1 117 H T ;, � •, ' �a.Ba-2 - ARE 4. C � � �-- ��10' 14.F4-2 14,B4-3 G W 1a,E4-9 ♦ 1 14,E4-10 ♦ 14.E4-1 14,F4-3 ♦ 1 ♦- 1 ta,Fa 7 4•F4-4 14.E4-2 ta,Ea-8 ta.Ea-6 SE � LEGEND 118T ' ST ------- 1a,Ea-a - DRAINAGE BASIN BOUNDARY 14 E4-7 t i.F4- 1 SUBBASIN BOUNDARY 14,E4-5 N ta.E4-3 l�sr �55 1Q SUBBASIN DESIGNATION W 14,F5-3 ✓lo vc -I 5 NODE LOCATION 8 NUMBER L`•I -1- ¢ ¢ W L. l V-uCA� S-for dJ✓c�s✓t ,a,g4-2 14,F5-2 CITY OF RENTON I.D. NUMBER �r �(c 0 150 3C4 450 V1 3 CITY OF RENTON, FIGURE is •a' •p SCALE 1"=300' WASHINGTON N.E. 10TH STREET/ANACOR TE S COURT DRAINAGE BASIN BOUNDARY STORM SYSTEM IMPROVEMENT PROJECT MAP EC 1A0 tDGN \. "f 9,67-5 9.87-4 U-'.c r i.HB t � 8.17-CUL 9.C8-t6 ' 9,D8-16 v 9.F7-6 / v 9.88-5 9,E7-t3 a.B7-�B / 9.D7-6 9.D7-8 -9.88-4 9.C8-17 U I 9. 7-3 S.HB-2 9.88-7 , 9,08-12 1 _ 9.C8-13 Q� .D7-9 9.F7-5 9.68-3 9i 3-td Z� �9.E8-6 'b 9.83 CUL Q • 9.D8-9 - -f DS-15 9,F8-= aj C 8.18-2 i � 9.08-7 ¢ p� o 9,C8 4 9.E8 5 Q C z 88 83 6 9.C8-22 9.CS-2 9.E8-4 z 9.C8-20a f r N 9,18-, 2 5E"X36' 9.C8-5 i 9,D8-1 p CULv ,C2-_C_ 9.D8-11 9.E8 3 9.F8-2 z 9.88-73 ,� g a 9. 8- 9.D8-8 9.C8-2 9,D8-2 9.C8 21 1� 9.D8-6 .88-15 9,C8 1 _ Q 4„0,- z i 13.H2-3 ---0- 9.D8-5 9.C8-I -___---_ 1ar _ 9D8-4 9D8 3 I N 13,H2-4 L 1 .o -T.�------- - � 9.D8 4 13.12- } = O AREA: 2.39 Ac 1 i4,F2-a 14.F2-5 , ,H3-2 = 1 iu_n n( �nwnnuuun�umn��nm�uu�nunminnni Ia,F2-3 � AREA; 4.36 AC 3 L. n 1 ,a,C2-1 O 14.C2-3 _ O r • • �- I4,C2-4 W 14,32-4 14,C2-2 C AREA: 2.54 AC Z }unnnuu�mumnumunmunnunnunnnuunn 1 �t4.82-2 14.82-3� 14,C2-6 t� 11 H T D 14.C2 7 7 14 13.H3-5 ( 14,. `+ J AREA: 2.19 AC AREA: 2.38 AC l��.,/7/ W ,4.F2-1 p9 FTl of tT,7 i1 1 -0 . u-+-- 14,C3-11 14,C3-7 Z sy Al ``��1 6 N 11 H 7 T \, SET EA: 6.13 Ac 1�C` 13,13-1 C� e R A: 4,00 tAc 3 ,3 ra,D3 11 ♦ Afl A• 62.91 AC ts,F3-t 1 C3-12 14. 3-,0 • W r , . f ` 14,83-3 - •, LL 0 ta.83-2 _ W 1 ` 14,F3-3 � Inuuwnwu�unuun � = r 314.83-1 NE =,4,, RE : 6. Ac Q 1 N '♦♦�♦` I4,F3 s \ D AREA: 3 $ C 10 H e 9 PL C �.♦ �2c^ A3_a 14,D3-21 • � frl s,C3-3 ♦- _ 1a,C3-� Q � 1 ♦ ♦ 14,F3-5 op I O E = RE A 1.4 AC 7 14 C3-1 1 12 ♦ ♦ % ta,F3-6 � ,�S�i7, ,u,w nn � �. Q 1 ♦ .H4-7 ����� _ (, 1 AREA: 12.78 Ac ♦♦ 14.F3-7 1 ♦ a ♦♦ 1 NE 910 H S T ; • 14,F3-8 ta.Da-3 14,Da-2 14,D4-t 13,H4-6 1 ta,B4-5 i 1 ,a.Ca-3 3 _ -- ---"t ,a Ea-n 116 TH ` S T 14.F4-5 1 ,`��a� 1 L!jz Att. ta.ca-t - - - 1 1 A EA: .15 Ac -t' 1 �'f C -- ta,C /� LLJ kR A: 1.16 AREA: 4.96 Ac ♦ '• 13.H -2 t ,H4-4 1 117 H T 1 � 1 ♦ • �__-..• t4,F4-2 S4.B4-2Ld - - - ts.Ba-3 ..� 14.E4-9 14,E4-10 ♦ t 14,F4-3 ♦ t 14,E4-1 ♦-�, t 14,F4-4 -� 14,F4 7 ta,Ea-2 14,Ea-8 14.E4-6 SE (Vl LEGEND 14,E4-4 118T ST DRAINAGE BASIN BOUNDARY 14,E4-7 ta.Fa-, Ia,Es-5 nuuu,nmmumtu $UBBA$IN BOUNDARY W 14,E4-3 ✓��U� , (/? W 14,F5-3 3 8SUBBASIN DESIGNATION LLJ rl cj NODE LOCATION 8 NUMBER Q Jib' e- < H 14,F5-2 14.94-2 CITY OF RENTON I.O. NUMBER 0 150 300 450 3 SEPAPLATE AL-m-RNA JIs� SCALE 1"=300' CITY OF RENTON, FIGURE 'j WASHINGTON ut N.E. LOTH STREET/ANACOR TES COURT DRAINAGE BASIN BOUNDARY MAP • STORM SYSTEM IMPROVEMENT PROJECT - BCIAO I.DGN v.u, u � 'tea e7-s 9.87-4 7`-' V r 1 � L7_o,c - 3.Hd ` 3.17-CUL 9,C8 t6 ' 9.08-I6 I i - 'u 9.88-5 9,E7-13 9,F7-6 9.87-58 � / 9.D7-6 9.D7-8 -9.B8-4 9.C8-t7 C, 9. 7-3 \8,H8-2 9.CS-13 Q' •07-9 9.F7-5 i 9.8d 7 Bi 9.D8-12 , 9.88 S 3 Z 1 9,E8-6 SO 3,78-2 °.8E-CUL Q ! 9.D8-9 J , D8-15 9,F3-S j 2n}c 0 9,D8-7 0 9,C8-s 9.E8-5 I 9.E8-4 t7 , .88- .83-6 9.C8-22 9,CS-2 r z O 9.C8-20A f 9.C8-5 i �tl 9,D8-1 p 8.19_I 2 SE"x36"CULv1 9.CS-3,, 9.08-d 9.D8 tl 9 FS 2 y 9.88-73 t -c3_2C9 3 9.CSF21 0 9.CS-2 9.D8-6 88-15 9.C8 1�1�- 9,D8-2 9 FS t I 13.H2-3 - -► 9•( 9,D8-5 z �9 ?O� 18A: 0. ♦ 908-a D8 S 9,D3-1011 N t3.H2 4 / -------- •o -'�--------�n14u�i1 13.12- } O AREA: 2.39 AC 9,D8 4 77 14,F2-4 ta,F2-5 \ t ,F13-2, t 1 D1 .12 q iu-n � nnnnuuuunummnnununuumin....uy 14,F2-3 ! 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Ac E is C3-1 t ♦ \ fetal = _ 0 14•F3-6 1 ♦ t 714► �ti�t 7nHn nn t �� - ♦r 3 U 24`� tl 1 AREA: 12.78 Ac t ♦♦ 14,F3-7 NE 1 -10 H 1 4-3 S T ♦� 14,F3-8 73.H4-6 1 14.84-5 14.C4-3 3 14,D4-2 14,D4-i1 1 to Ea-71 SEI 116TH ST 14,F4-5 1 ` 14 I LJ 14,C4-I f 1 I 1 A EA: .15 AC tt ♦ ' t t ta,C Ft-- -�♦ � 1 (u 15 - LLJ kR A: 1.16 AREA: 4. c �� •♦ �♦ 13.H 2 1 .H4-q 1 S E 117 H T =- ' - ` '---•`, 14,F4-2 �4.84-- f - W W 14.84-3 -G CJ) 1 ,H4-3 i � 74,E4-9 i 14,E4-10 Eq --T % 1 14,F4-3 ♦ 1 la,Ea-1 ♦- 14.F4-4 -� 14,F4 7 • 14,E4-8 1a.Ea-2 ta.E4-6 C J E V)' LEGEND 14.E4-4 118T ST 14,F4-1 •-------- DRAINAGE BASIN BOUNDARY 14,E4-7 nununnnnni�iuu SUBBASIN BOUNDARY W 14,E4-5 14.E4-3 10 SUBBASIN DESIGNATION (/) W 14,F5-3 A 5 NODE LOCATION 8 NUMBER j Q Il �OC'31^ EX1Sfi `J r�� �- Q a"d F--- 14,F5-2 Y PP<:(LS 14,84-2 CITY OF RENTON I.O. NUMBER 0 � 300 450 SCALE P'=300' CITY OF RENTON, FIGURE 3A WASHINGTON N.E. 10TH STREET/ANACOR TE S COURT ?DRAINAGE_ BASIN BOUNDARY MAP STORM SYSTEM IMPROVEMENT PROJECT t1A0 LOON :'Cj 9.87-5 9.87-1 i.Ha-1 8.17-cut 9,Ca-16 9,08-16 - �.�•-� ' I �9.E7-t3 9.88-5 9,F7-6 9,67 56 9.D7-6 j 9.07-8 -9.88-4 9.C8 17 9. 7-3 S.H8-2 9.88-7 9.C8-13 QI 9.D8-t2 ! D7-9, _ 9.177-5 9.88-3 9. 3 1c Q �! 3 9.E8 6 9,:8- yp I 8.18-2 9•BE CL'L ! 9.08 9 -t I 08-t5 w yF} 9.08-7 Q C� 9.E8-5 88 83-6 9.C8-2; ' 9.C8-2 9,C8 a 9.E8-4 Q `Fr z Z 9•C8-20A 9.C8-5 i N 8J8 1 2-58"X36'•CUIy 9.C8 3� 9.D8-8 9.08-t Z 9.8E 13 i 9.D8-1, 9,E8 3 9.F3-2 � O 9.C8 21� 9.C8-2 9.08-6 9.F8-1 .88-15 9,C8k1%&-- Q 9,08-2 � 13.hi2-3 f I --..- 9.C8-I 9.08-5 908-1 lD8-3 GV 19�1,' -:8A: 0. �+c ♦ 9,D3-10 13.H2'4 1 -------- .o -------- sit 1 Z O 9,D8 4 13.12- } z 1 AREA: 2.39 AC � 1 .H3_2 t i t 14.F2-4 ta,F2-5 1 ,12-� � nmm�nmuutummmm�nnmwuutuun� 14,F2-3 AREA: 4.36 Ac F n t 1a C2 , 2 14,C2-3 _ 3 w 14,62-4 14,C2 2 _14,C2-4 AREA:O2 54 AC 11,F2-2 z nnnnuunlnnun°uu'„ttnnuunuununuuutttt 1 4,B2 2 14.82 3 nQ 7 ta,C2 6 la 11 H T D 14� ,a,c2-7 �- to F2 , 13.H3-5 AREA: 2.19 Ac AREA: 2.38 Ac � W IT7 14,C3-11 14,C3-7 III Z sy w SET 6 11 H c� 7 T NI , EA: 6.13 Ac - a4 , 13,t3-t ' L� 14, 3-t0 x R A: 4.001AC3 13 ``� 14,D3-11 � AR A' 62.91 AC I4,F3-1 1 C3 t2 _ . L1J ; = Z .�� 14,B3-3 = Q 1 0 14,83-2 4 � 1� w 1 ♦♦ ♦ 74,F3 3 heimnnnWn tutenu� ♦ 14,B3-i NE =14,0 RE 6. Ac Q ♦♦♦♦ 14.F3-4 N 8 r pL ♦. D AREA: 3.9 c 10 H_ 9 ''; c2 1 ♦♦ F, 1a,C3 3 1a,D3 t ♦♦ 14,F3-5 c a3-4 _14,C3-4 14,C3-x Q � 1 rn E _ REA 1.4 Ac 14 C3-1 y t ♦ 14,F3-6 t d4�s?1i�t�mn mt t ♦ H4-7 um U t AREA: 12.78 Ac Y t ♦ 14.F3-7 1 NE 10 H S T ,♦♦% ,a,F3-3 ,3,H4-6 _ 14,D4-3 14,D4-2 14,D4-1 1 SE t - - ----�_ 14E4-1 116TH �� ST 14.F4-5 t A EA: .Z AC I - t i 1 14,C - 1 , � � 15 .♦ : w �4R A: 1.16 ARE : 4.96 AD I '♦ I, 13. 117 H H -2 1 ,H4-4 1 E T 14,F4-2 w A4.84 2 - - w t H4-3 14,E4-9 �i � 14,E4-10 % t 14,F4-3 % t 14,E4-1 14,F4-4 -- 14,F4 7 ,a,Ea-2 f 14,E4-8 14.E4-6 SE LEGEND 14.E4-4 118T ST 74.f 4-t -------- DRAINAGE BASIN BOUNDARY 14,E4-7 ,4,Ea-5 nnunnnnnnli!!i.! SUBBA$IN BOUNDARY LtJ 14,E4-3 c SUBBASIN DESIGNATION w w 14.F5 3 Ave-n`k IN w ® 5 NODE LOCATION 8 NUMBER Q I Q 14 FS-2 F- ,a,8s-2 CITY OF RENTON I.O. NUMBER 0 150 300 450 of SCALE 1"=300' CITY OF RENTON. FIGURE LL,s WASHINGTON - N.E. LOTH STREET/ANACORTES COURT DRAINAGE_ BASIN BOUNDARY MAP � t STORM SYSTEM IMPROVEMENT PROJECT - O:NT;;C-C;.TE: -:4%_ CIAOI.OGN -\�` 9.67-5 9,B7-4 1,Ha 8.17-CUl 9.ca-16 ' ' 7-5A 9.88-5 �9.E7-13 9,F7-6 �� '.�'•-' 9,87-58 / 9.D7-6 9.07-8 8.H8 2 -9.88-4 9.C8-17 9C8-13 9, 7-3 . 9.08-7 Q t 9.08-12 c 07-9 9,Cd t� 9,88-3 Z -9,E8-6 9.177-5 Ii 8,18.2 9.8E CLl Q 1• 9.D8-9 I D8-15 I 9,ra-3 W yCq�y I �❑ 9,08-7 Q 03-6 9.C8-22 9,C8-2 �C8 E > 1 9.�8-5 Q CSC _ I 9.E8 a 9.C8-20A j r o O 2 g8 x36'•CUIv 9.C9,D8-IZ3.18' 3-2C_ 08-8 9.D8-tt � 9.E8-3 9.F3-2 9.Cd 21 .D � �O 9.C8-2 98-6 13.H2-3 .� 9.D8-2 B8-15 9.C8 v O 9,F8-1 --�--- 9.C8-1 Z ---- �9 °C -:8A: 0. �c 9.D8 5 9 DS-a 9 08-3 9,D8-t0 N 13.H2.4 -- _;y-------� nut�uri I t3,12 } O AREA: 2.39 AC 9.08 14 t i �u_n r(x> rnnnnnnur'rr""""""'nrNrrn -{ 1 '12 AREA: 4.36 AC G nnnnrrnurl ta,F2-5 n f 14,C2-1 O 14,C2-3 = O j 14,F2.3 � r 1 W fa,62 a 14,C2 2 14,C2-4 AREA: 2.54 AC 1 14.F2-2 Z nuurrrrr"""""1°""""'nwnuruuuuunnc j 11 H T 4.B2-2 14.82-3 4 T n nur t4,C2 6 I4,C2 7 7 14 0 13,H3-5 fTl 1 t q9 1 14 AREA, 2.19 AC AREA: 2.38 AC W t4,F2-1 rN rfrT r 1 - - 14,C3-11 14.C3-7 7 _ W i 1 H 7- 6 z 7i , ST EA: 6.13 Ac = T 1`N 13,13-1 _ R A: 4.00 1$C 3 t3 1 I /C3-12 14. 3-10 W 14,D3-1� ♦ AR A: 62.91 Ac 14,F3-t 43 3 14.93 n ` •e ta,F3-2 � 14,83-2 hunrrr'rIr'r"r rrNrNw tY 10 Lw f 14,F3-3 14,83-1 =Ia,C RE 6. AC Q + �. n NEnI 8 10 H t 9 PE `�'��` 14.F3-4 \ AREA: c _ 02 43-4 < 14,C3-3 I4,C3 a 14,C3- Q t4.F3-5 1 � E n REA 1.4 Ac ti ( 1 • P_ � ,a C3-, �2 ,H4-7 � urn U f �� 14,F3-6 HE 244 Z IS 14,F3-7 " ; AREA: 12.78 AC p it `♦ i Q i 13.H4-6 1 14 4-5 =10 H I4,D4-3 ♦♦ 14.C4-3 3 14,D4-2 14,D4-11 1 SE ♦ 14•F3-8 1 14E4-11 S 1]6TH ST 1 / 14,F4-5 14, f A EA: .15 AC fr f Su�s4�4 , f 1 1 14,C Ff �'.R A: 1.16 Lli 2 1 H4-4 ' 117 H SE T AREA: 4. c 13.H , t � � f � 54.84-2 14.F4-2 w 14,84-3 W EllTqTi � �10 - 14,E4-9 i i � 1a.Ea-t0 ♦ 1 i ♦♦ 1 14 E4_1 14,F4-3 + 1 I TO ws - 14,F4-4 14,F4 7 lStiOh «f 14,E4-2 S ,E4-8 � QINy4 ys+ 1a 14,E4-6SE r LEGEND J `f' '-------- DRAINAGE BASIN BOUNDARY 14,E4-7 14.E4-4 118T ST 14.F4-1 SUBBASIN BOUNDARY L4J 14,E4-5 14.E4-3 V2 N E lot b �O SUBBASIN DESIGNATION � W 1a,F5-3 l�LL�I S NODE LOCATION 8 NUMBER j Q Q� '� 1n/l1SSt h (11115 /� 14,B4-2 CITY OF RENTON I.D. NUMBER Q F- 14F5•2 Q� (Li Su.6-Suri�Ce 0 150 300 a5ci -� r SCALE P'-300' CITY OF RENTON, FIGURE 3C, 0 WASHINGTON _ N.E. LOTH STREET/ANACORTES COURT DRAINAGE BASIN BOUNDARY MAP STORM SYSTEM IMPROVEMENT PROJECT _..._..... �._._ m m m man r m r Mae r._ m � m r 1. STOR13 Chart 2 10-YR: Hydrograph for Node 3 12 10 ............................_.................._...._..............._........................_._._.................._......._....... .._...._.................._...._. g ............................................_...._._.................._._._............_._._._..............._......._... ...... ......_._............_._..........................._......... . y 0 335o 3 U rgs ...._...._............_...._...................._._.............._.-.---------........-------- 3 LL 4 ............................................._._._._............_. 2 ......._._.......................................-...._............_......._..............._.............. 0 O C .- fV f� M sr ? N tC f0 h GD OD Ol O O (V IV fh �! �! IA f0 10 h OD CD Of N N N N N Time in Hours Page 1 STOR15 Chart 1 10-YR: Hydrograph for Node 5 18 16 ----__..........._............................................................................................... ..---._._._............_._._._..............._._._._............_._._._._............_._._..........................._............-------.-...........------._......_......._._._._...... 14 --_........._-------------------------------------------------------------------------------------------- ... ._._._._............_...._._._...........--------.._........_._._._._............_._._._...............---._._............-.-.---._......._..._._.__..............._._._._......._..._._._._._..........._.._._._..............._._._.-............_._. 12 ._......................_................._.................................................................... ......._..................._._._.....................--......................................._._............................................_._............_......................................................................................................... 10 _...._................................................._..................._......................................._.._.................--------..............--------...._....._._._._._............_.-.--- �u 0 8 ._._._._............_._._._...............-------............---._._._............_._._............_...._----._ ..........._.................................................................._.........._._._._. g ._._._._............_._._._..............._._._._............_...._._._........._.__._._..............._.._ ..........._...................._._..._..................._.............._........_............. q ...._._._............_._._.................._...._._......_...._._._._..............._._._._.._.......... ---------------- ........................................... ._............_.... ............._._._._............-.-.------_........_..._..............---------........._._._._._............_._._._..............._._._..............._._. ------------- 2 --............................................................................... ................._._........................................_._..................._._._............................................................................................................................................................................................... 0 8 �; 2 8 'W'- 8 �; 8 �-, 2 8 S 88 �; 2 8V �('oV CR 8 � O O N N tM 'i -i L6 fG f0 r� a0 fD O O ro 7 'i in l ci N f4 . tD ►� 06 a6 i N N N N N N N N Time In Hours Page 1 m w me M � OEM M o m STOR17 Chart 1 10-YR: Hydrograph for Node 7 25 20 ._...._........................_.................................................._............_._._.-....................._._... ......._._.................._................................._............._......._............_...._._.............._._...._..............._...._..............._._...._....................._._.................._._._..............._...._....................._._................. r7 so Air 2- 15 '-.-.---.............._.....................-----._........------._._._._..-------- ----------------.._._._.-....---...._._.-._._............_._.............................................. ... u c m Q: 3 0 U. ............_._...._..............._._._..............._._........................_....................._._._--------------- -.-------- ..............----- ._............_._...._..............._.....----.............._. ................. .............. _............. ............. ..........._._._._..............._._....................._._._._............--'- ---------------- U p M p 2 S M pp Ap0 p p O O fV (� l'7 Q IA fC f0 h EO OD 01 G O CV N C7 IA fG f0 h GO OD Of N N N N N N N N Time In Hours Page 1 Appendix B r r r �s r r� r� r ■r r■� ■r err � � �r rr r� rr r Appendix B Hydraulic and Hydrologic Modeling Data—Input and Results Hydrologic/Hydraulic Modelling Input Data and Results Existing System Analysis 1 1 1 Input Data ' • Basin Summary • Reach Summary • Structure Report ' 3/ 4/96 Ch2M Hill - Bellevue , WA page a e 1 City of Renton: NE 10th Street/Anacortes Ct. NE Storm System Improvement Project Existing System Analysis ------------------------- ' BASIN SUMMARY BASIN ID: BO NAME: 100 YR PRECIP TOTAL AREA. . . . . . • 0 . 38 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . . USER1 PERVIOUS AREA PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 30 Acres ' TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 81 . 00 TIME OF CONC. . . . . : 68 . 07 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 . 20 AREA. . : 0 . 08 Acres CN. . . . : 98 . 00 TcReach - Sheet L: 220 . 00 ns : 0 . 4000 p2yr: 2 . 00 s : 0 . 0250 TcReach - Sheet L: 80 . 00 ns : 0 . 4100 p2yr: 2 . 00 s : 0 . 0250 TcReach - Shallow L: 20 . 00 ks : 11 . 00 s : 0 . 0250 PEAK RATE: 0 . 14 cfs VOL: 0 . 07 Ac-ft TIME: 500 min BASIN ID: B1 NAME: 100 YR PRECIP TOTAL AREA. . . . . 2 . 39 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : USER1 PERVIOUS AREA PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 48 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 TIME OF CONC. . . . . : 23 . 38 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 . 20 AREA. . : 1 . 91 Acres CN. . . . : 98 . 00 TcReach - Sheet L: 100 . 00 ns : 0 . 4000 p2yr: 2. 00 s : 0 . 0400 TcReach - Sheet L: 200 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0400 TcReach - Shallow L: 250 . 00 ks : 27 . 00 s: 0 . 0400 PEAK RATE: 2 . 08 cfs VOL: 0 . 67 Ac-ft TIME: 480 min BASIN ID: B10 NAME: 100 YR PRECIP TOTAL AREA. . . . . . . : 6 . 48 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : USER1 PERVIOUS AREA ' PRECIPITATION. . . . : 3 . 90 inches AREA. . : 3 . 76 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 TIME OF CONC. . . . . : 25 . 88 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 . 20 AREA. . : 2 . 72 Acres CN. . . . : 98 . 00 TcReach - Sheet L: 200 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 0200 TcReach - Sheet L: 100 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0200 TcReach - Shallow L: 230 . 00 ks : 27 . 00 s : 0 . 0200 TcReach Channel L. 80 . 00 kc : 42 . 00 s : 0 . 0030 TcReach - Channel L: 250 . 00 kc : 42 . 00 s : 0 . 0070 ' PEAK RATE: 4 . 74 cfs VOL: 1 . 57 Ac-ft TIME: 480 min 3/ 4/96 Ch2M Hill - Bellevue , WA page 2 City of Renton: NE loth Street/Anaccrtes Ct. NE Storm System Improvement Project Existing System Analysis BASIN SUMMARY=====_______________________ , BASIN ID: B12 NAME: 100 YR PRECIP , TOTAL AREA. . . . . . . : 12 . 78 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : USER1 PERVIOUS AREA PRECIPITATION. . . . : 3 . 90 inches AREA. . : 10 . 86 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 84 . 20 TIME OF CONC. . . . . : 41 . 20 min IMPERVIOUS AREA ABSTRACTION COEFF : 0 . 20 AREA. . : 1 . 92 Acres ' CN. . . . : 98 . 00 TcReach - Sheet L: 300 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 0200 TcReach - Shallow L: 125 . 00 ks : 11 . 00 s: 0 . 0200 TcReach - Shallow L: 545 . 00 ks : 5 . 00 s : 0 . 0350 TcReach - Shallow L: 70 . 00 ks : 27 . 00 s : 0 . 0200 PEAK RATE: 6 . 42 cfs VOL: 2 . 62 Ac-ft TIME: 490 min BASIN ID: B13 NAME: 100 YR PRECIP TOTAL AREA. . . . . . . : 8 . 15 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE. . . . : USER1 PERVIOUS AREA ' PRECIPITATION. . . . : 3 . 90 inches AREA. . : 5 . 05 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 TIME OF CONC. . . . . : 16 . 93 min IMPERVIOUS AREA ' ABSTRACTION COEFF: 0 . 20 AREA. . : 3 . 10 Acres CN. . . . . 98 . 00 TcReach - Sheet L: 50 . 00 ns : 0 . 1500 p2yr: 2. 00 s : 0 . 0200 TcReach - Channel L: 550 . 00 kc : 17 . 00 s : 0 . 0050 TcReach - Channel L: 550 . 00 kc : 42 . 00 s : 0 . 0100 PEAK RATE: 6 . 29 cfs VOL: 1 . 94 Ac-ft TIME: 470 min BASIN ID: B14 NAME : 100 YR PRECIP TOTAL AREA. . . . . . . : 1 . 16 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE. . . . : USER1 PERVIOUS AREA , PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 63 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 TIME OF CONC. . . . . : 17 . 07 min IMPERVIOUS AREA ABSTRACTION COEFF : 0 . 20 AREA. . : 0 . 53 Acres CN. . . . . 98 . 00 TcReach - Sheet L: 130 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 0200 TcReach - Sheet L: 30 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0200 ' TcReach - Channel L: 165 . 00 kc : 42 . 00 s : 0 . 0030 PEAK RATE: 0 . 92 cfs VOL: 0 . 28 Ac-ft TIME: 470 min 3/ 4/96 Ch2M Hill - Bellevue, WA page 3 City of Renton: NE loth Street/Anacortes Ct. NE Storm System Improvement Project Existing System Analysis ------------ BASIN SUMMARY BASIN ID: B15 NAME: 100 YR PRECIP TOTAL AREA. . . . . . . : 4 . 96 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : USER1 PERVIOUS AREA ' PRECIPITATION. . . . : 3 . 90 inches AREA. . : 3 . 57 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 60 TIME OF CONC. . . . . : 36 . 09 min IMPERVIOUS AREA ' ABSTRACTION COEFF: 0 . 20 AREA. . : 1 . 39 Acres CN. . . . : 98 . 00 TcReach - Sheet L: 300 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 0200 ' TcReach - Shallow L: 300 . 00 ks : 11 . 00 s : 0 . 0200 TcReach - Shallow L: 100 . 00 ks : 27 . 00 s : 0 . 0200 TcReach Shallow L: 70 . 00 ks : 27 . 00 s : 0 . 0200 TcReach - Channel L: 330 . 00 kc : 17 . 00 s : 0 . 0200 PEAK RATE: 2 . 98 cfs VOL: 1 . 15 Ac-ft TIME: 490 min BASIN ID: B2 NAME: 100 YR PRECIP TOTAL AREA. . . . . . . : 4 . 36 Acres BASEFLOWS : 0 . 00 cfs i RAINFALL TYPE. . . . : USER1 PERVIOUS AREA PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 44 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 89 . 00 TIME OF CONC. . . . . : 14 . 37 min IMPERVIOUS AREA ' ABSTRACTION COEFF: 0 . 20 AREA. . : 3 . 92 Acres CN. . . . : 98 . 00 TcReach - Sheet L: 225 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0200 TcReach - Sheet L: 75 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 0200 TcReach - Shallow L: 120 . 00 ks : 27 . 00 s: 0 . 0200 TcReach - Channel L: 380 . 00 kc : 42 . 00 s : 0 . 0200 1 PEAK RATE: 4 . 45 cfs VOL: 1 . 29 Ac-ft TIME: 470 min BASIN ID: B3 NAME: 100 YR PRECIP TOTAL AREA. . . . . . . : 2. 54 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : USER1 PERVIOUS AREA PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 51 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 87 . 00 ' TIME OF CONC. . . . . : 15 . 76 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 . 20 AREA. . : 2 . 03 Acres CN. . . . : 98 . 00 TcReach - Sheet L: 100 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 0200 TcReach - Sheet L: 200 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0200 TcReach - Shallow L: 400 . 00 ks : 67 . 20 s : 0 . 0200 PEAK RATE: 2 . 42 cfs VOL: 0 . 72 Ac-ft TIME: 470 min 3/ 4/96 Ch2M Hill - Bellevue, WA page 4 City of Renton: NE 10th Street/Anacortes Ct. NE ' Storm System Improvement Project Existing System Analysis BASIN SUMMARY=====_______________________ ' BASIN ID: B4 NAME: 100 YR PRECIP ' TOTAL AREA. . . . . . . : 2 . 19 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : USER1 PERVIOUS AREA PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 33 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 30 TIME OF CONC. . . . . : 14 . 03 min IMPERVIOUS AREA ABSTRACTION COEFF : 0 . 20 AREA. . : 1 . 86 Acres ' CN. . . . . 98 . 00 TcReach - Sheet L: 100 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 0200 TcReach - Sheet L: 50 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0200 ' TcReach - Channel L: 270 . 00 kc : 42 . 00 s : 0 . 0200 PEAK RATE: 2 . 22 cfs VOL: 0 . 63 Ac-ft TIME: 470 min BASIN ID: B5 NAME: 100 YR PRECIP TOTAL AREA. . . . . . . : 2 . 38 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : USER1 PERVIOUS AREA PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 24 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 87 . 00 TIME OF CONC . . . . . : 4. 81 min IMPERVIOUS AREA ' ABSTRACTION COEFF: 0 . 20 AREA. . : 2 . 14 Acres CN. . . . . 98 . 00 TcReach - Sheet L: 300 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0200 TcReach - Shallow L: 70 . 00 ks: 27 . 00 s : 0 . 0200 ' TcReach - Channel L: 290 . 00 kc : 42 . 00 s : 0 . 0200 PEAK RATE: 2 . 90 cfs VOL: 0 . 70 Ac-ft TIME: 470 min BASIN ID: B6 NAME: 100 YR PRECIP TOTAL AREA. . . . . . . : 6 . 13 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : USER1 PERVIOUS AREA ' PRECIPITATION. . . . : 3 . 90 inches AREA. . : 3 . 56 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 TIME OF CONC. . . . . : 21 . 03 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 . 20 AREA. . : 2 . 57 Acres CN. . . . . 98 . 00 TcReach - Sheet L: 150 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 0200 TcReach - Sheet L: 150 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0200 TcReach - Shallow L: 60 . 00 ks : 27 . 00 s : 0 . 0200 TcReach - Channel L: 380 . 00 kc : 42 . 00 s : 0 . 0100 PEAK RATE: 4 . 71 cfs VOL: 1 . 48 Ac-ft TIME: 480 min ' 3/ 4/96 Ch2M Hill - Bellevue, WA page 5 City of Renton: NE 10th Street/Anacortes Ct. NE Storm System Improvement Project Existing System Analysis BASIN SUMMARY ' BASIN ID: B7 NAME: 100 YR PRECIP TOTAL AREA. . . . . . . : 4 . 00 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : USER1 PERVIOUS AREA PRECIPITATION. . . . : 3 . 90 inches AREA. . : 2 . 32 Acres TIME INTERVAL. . . . . 10 . 00 min CN. . . . . 86 . 00 TIME OF CONC . . . . . : 24 . 87 min IMPERVIOUS AREA ' ABSTRACTION COEFF: 0 . 20 AREA. . : 1 . 68 Acres CN. . . . : 98 . 00 TcReach - Sheet L: 200 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 0200 TcReach - Sheet L: 100 . 00 ns : 0 . 0110 p2yr: 2. 00 s : 0 . 0200 TcReach - Shallow L: 150 . 00 ks : 27 . 00 s : 0 . 0200 TcReach Channel L: 224 . 00 kc : 42 . 00 s : 0 . 0065 PEAK RATE: 2 . 98 cfs VOL: 0 . 97 Ac-ft TIME: 480 min BASIN ID: B8 NAME: 100 YR PRECIP TOTAL AREA. . . . . . . : 3 . 98 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : USER1 PERVIOUS AREA PRECIPITATION. . . . : 3 . 90 inches AREA. . : 2 . 31 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . . 86 . 00 TIME OF CONC. . . . . : 24. 12 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 . 20 AREA. . : 1 . 67 Acres CN. . . . . 98 . 00 TcReach - Sheet L: 200 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 0200 TcReach - Sheet L: 100 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0200 TcReach - Shallow L: 40 . 00 ks : 27 . 00 s : 0 . 0200 TcReach - Channel L: 210 . 00 kc : 42 . 00 s : 0 . 0100 PEAK RATE: 2 . 99 cfs VOL: 0 . 96 Ac-ft TIME: 480 min BASIN ID: B9 NAME: 100 YR PRECIP TOTAL AREA. . . . . . . : 1 . 46 Acres BASEFLOWS : 0 . 00 cfs ' RAINFALL TYPE. . . . : USER1 PERVIOUS AREA PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 85 Acres TIME INTERVAL. . . . . 10 . 00 min CN. . . . . 86 . 00 TIME OF CONC. . . . . : 19 . 46 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 . 20 AREA. . : 0 . 61 Acres CN. . . . . 98 . 00 PEAK RATE: 1 . 12 cfs VOL: 0 . 35 Ac-ft TIME: 480 min 3/ 4/96 Ch2M Hill - Bellevue , WA page 2 ' City of Renton: NE loth Street/Anacortes Ct. NE Storm System Improvement Project ' Existing System Analysis REACH SUMMARY , PIPE REACH ID No. pl , From: mhl To: mh2 Pipe Diameter: 1 . 00 ft n: 0 . 0120 Pipe Length 590 . 17 ft s : 0 . 0293 Up invert 426 . 11 ft down invert: 408 . 80 Collection Area: 12. 78 Ac . Design Flow 6 . 42 cfs Dsgn Depth: 0 . 21 ft Pipe Capacity 7 . 13 cfs Design Vel 9 . 61 fps Travel Time: 1 . 02 min Pipe Full Vel 9 . 32 fps 3/ 4/96 Ch2M Hill - Bellevue, WA page 3 ' City of Renton: NE 10th Street/Anacortes Ct. NE Storm System Improvement Project Existing System Analysis REACH SUMMARY ' PIPE REACH ID No. p10 From: cb10 To: Pipe Diameter: 0 . 00 ft n: 0 . 0000 Pipe Length 0 . 00 ft s : 0 . 0000 Up invert ft down invert: Collection Area: Ac . ' Design Flow cfs Dsgn Depth: ft Pipe Capacity cfs Design Vel fps Travel Time : min Pipe Full Vel fps PIPE REACH ID No. p11 From: To: cbll Pipe Diameter: 0 . 00 ft n: 0 . 0000 Pipe Length 0 . 00 ft s : 0 . 0000 ' Up invert ft down invert: Collection Area: Ac . Design Flow cfs Dsgn Depth: ft Pipe Capacity cfs ' Design Vel fps Travel Time: min Pipe Full Vel fps ' PIPE REACH ID No. p2 From: mh2 To: mh3 Pipe Diameter: 1 . 00 ft n: 0 . 0120 Pipe Length 455 . 00 ft s : 0 . 0069 Up invert 408 . 78 ft down invert: 405 . 63 Collection Area: 17 . 74 Ac . Design Flow 9 . 40 cfs Dsgn Depth: ft Pipe Capacity 3 . 46 cfs Design Vel 11 . 96 fps Travel Time: 0 . 63 min ' Pipe Full Vel 4 . 53 fps (surcharged tt) ' PIPE REACH ID No. p3 From: mh3 To: mh4 Pipe Diameter: 1 . 50 ft n: 0 . 0120 Pipe Length 308 . 16 ft s : 0 . 0054 Up invert 406 . 56 ft down invert: 404 . 89 Collection Area: 27 . 05 Ac . Design Flow 15 . 95 cfs Dsgn Depth: ft Pipe Capacity 9 . 04 cfs Design Vel 9 . 03 fps Travel Time: 0 . 57 min Pipe Full Vel 5 . 25 fps ' (surcharged tt) 3/ 4/96 Ch2M Hill - Bellevue , WA page 4 City of Renton: NE loth Street/Anacortes Ct. NE ' Storm System Improvement Project Existing System Analysis REACH SUMMARY=====_______________________ ' PIPE REACH ID No. p4 ' From: mh4 To: mh5 Pipe Diameter: 1 . 50 ft n: 0 . 0120 Pipe Length 260 . 05 ft s : 0 . 0034 Up invert 404 . 40 ft down invert: 403 . 52 Collection Area: 33 . 53 Ac . Design Flow 20 . 70 cfs Dsgn Depth: ft , Pipe Capacity 7 . 14 cfs Design Vel 11 . 71 fps Travel Time: 0 . 37 min Pipe Full Vel 4 . 15 fps ' (surcharged tt) PIPE REACH ID No. p5 , From: mh5 To: mh6 Pipe Diameter: 1 . 50 ft n: 0 . 0120 Pipe Length 410 . 12 ft s: 0 . 0040 Up invert 403 . 45 ft down invert: 401 . 83 Collection Area: 38 . 97 Ac . Design Flow 24 . 81 cfs Dsgn Depth: ft Pipe Capacity 7 . 71 cfs ' Design Vel 14 . 04 fps Travel Time: 0 . 49 min Pipe Full Vel 4 . 48 fps (surcharged tt) PIPE REACH ID No. p6 From: mh6 To: mh7 Pipe Diameter: 1. 50 ft n: 0 . 0120 Pipe Length 245 . 05 ft s : 0 . 0110 Up invert 401. 62 ft down invert: 398 . 92 ' Collection Area: 49 . 10 Ac . Design Flow 32 . 50 cfs Dsgn Depth: ft Pipe Capacity 12 . 88 cfs , Design Vel 18 . 39 fps Travel Time: 0 . 22 min Pipe Full Vel 7 . 48 fps (surcharged tt) PIPE REACH ID No. p7 From: mh7 To: mh8 ' Pipe Diameter: 1 . 50 ft n: 0 . 0120 Pipe Length 115 . 35 ft s : 0 . 0343 Up invert 398 . 74 ft down invert: 394. 78 ' Collection Area: 53 . 67 Ac . Design Flow 35 . 81 cfs Dsgn Depth: ft Pipe Capacity 22 . 74 cfs , Design Vel 20 . 26 fps Travel Time: 0 . 09 min Pipe Full Vel 13 . 21 fps (surcharged tt) 3/ 4/96 Ch2M Hill - Bellevue , WA page 5 ' City of Renton: NE loth Street/Anacortes Ct. NE Storm System Improvement Project Existing System Analysis REACH SUMMARY ' PIPE REACH ID No. p8 From: mh8 To: mh9 Pipe Diameter: 1 . 50 ft n: 0 . 0120 Pipe Length 251 . 91 ft s : 0 . 0188 Up invert 394 . 78 ft down invert: 390 . 05 Collection Area: 60 . 57 Ac . ' Design Flow 41 . 78 cfs Dsgn Depth: ft Pipe Capacity 16. 82 cfs Design Vel 23 . 64 fps Travel Time: 0 . 18 min Pipe Full Vel 9 . 77 fps (surcharged tt) ' PIPE REACH ID No. p9 From: mh9 To: mh10 Pipe Diameter: 2 . 00 ft n: 0 . 0120 ' Pipe Length 60 . 01 ft s : 0 . 0130 Up invert 390 . 05 ft down invert: 389 . 27 Collection Area: 62 . 96 Ac . Design Flow 43 . 85 cfs Dsgn Depth: ft ' Pipe Capacity 30 . 14 cfs Design Vel 13 . 96 fps Travel Time: 0 . 07 min Pipe Full Vel 9 . 85 fps ' (surcharged tt) 3/ 4/96 Ch2M Hill - Bellevue , WA page 1 ' City of Renton: NE loth Street/Anacortes Ct. NE Storm System Improvement Project ' Existing System Analysis STRUCTURE REPORT ' EXISTING STRUCTURE REACH ID No. mhl Location : Node 14 , D4-1 North 555 . 0000 ' Str Type : --- East 1910 . 0000 Str Cat : Stm Manhole Rim Elev 437 . 8200 Str Diam : 48 . 00 in Bottom El: 426 . 1100 Cont Area: B12 Hgrade E1: 430 . 3437 ft Bend. . . . . . No special shape Ent type. . Str Diam . Ent Loss : 0 . 518 Exit: 1 . 036 App Vel: 0 . 000 Junct: 0 . 000 Bend: 0 . 10 Reach <Invert> <Diam> < n > <End> pl 426 . 110 12 . 00 0 . 012 Upper EXISTING STRUCTURE REACH ID No. mh10 , Location : Node 9 , C8-19 North 1950 . 0000 , Str Type : --- East 671 . 0000 Str Cat : Stm Manhole Rim Elev 395 . 0800 Str Diam : 48. 00 in Bottom El: 389 . 2700 Cont Area: Hgrade El: 395 . 5800 ft , Bend. . . . . : No special shape Ent type. : Str Diam : Ent Loss : 0 . 000 Exit: 0 . 000 App Vel: 0 . 000 Junct: 0 . 000 Bend: 0 . 0f Reach <Invert> <Diam> < n > <End> p9 389 . 270 24. 00 0 . 012 Lower ' EXISTING STRUCTURE REACH ID No. mh2 Location : Node 14 , D4-3 North 569 . 0000 ' Str Type : --- East 1320 . 0000 Str Cat : Stm Manhole Rim Elev 412 . 4700 , Str Diam : 48 . 00 in Bottom El: 408 . 7800 Cont Area: B15 Hgrade El: 412 . 5700 ft Bend. . . . . . No special shape Ent type. : Str Diam Ent Loss : 1 . 111 Exit: 2 . 222 App Vel: 1 . 036 Junct: 0 . 327 Bend: 0 . 0� Reach <Invert> <Diam> < n > <End> ' p2 408 . 780 12 . 00 0 . 012 Upper pl 408 . 803 12 . 00 0 . 012 Lower t 3/ 4/96 Ch2M Hill - Bellevue , WA page 2 ' City of Renton: NE loth Street/Anacortes Ct. NE Storm System Improvement Project Existing System Analysis ' STRUCTURE REPORT ' EXISTING STRUCTURE REACH ID No. mh3 Location : Node 14 , C4-2 North 567 . 0000 Str Type : --- East 865 . 0000 Str Cat : Stm Manhole Rim Elev 409 . 8800 Str Diam : 48 . 00 in Bottom El: 405 . 6300 ' Cont Area: B14 Hgrade El: 409 . 9800 ft Bend. . . . . : No special shape Ent type. . Str Diam Ent Loss : 0 . 633 Exit: 1 . 266 App Vel: 2 . 222 Junct: 0 . 958 Bend: 2 . 958 Reach <Invert> <Diam> < n > <End> p3 406 . 560 18 . 00 0 . 012 Upper p2 405 . 630 12 . 00 0 . 012 Lower EXISTING STRUCTURE REACH ID No. mh4 Location . Node 14 , C3-2 North 875 . 0000 Str Type : --- East 875 . 0000 ' Str Cat : Stm Manhole Rim Elev 412 . 2300 Str Diam : 48 . 00 in Bottom El: 404. 4000 Cont Area: B10 Hgrade El : 412 . 3300 ft ' Bend. . . . . : No special shape Ent type. : Str Diam : Ent Loss : 1 . 065 Exit: 2 . 130 App Vel: 1 . 266 Junct: 0 . 275 Bend: 1 . 685 ' Reach <Invert> <Diam> < n > <End> p4 404 . 400 18 . 00 0 . 012 Upper p3 404 . 890 18 . 00 0 . 012 Lower EXISTING STRUCTURE REACH ID No. mh5 Location : Node 14 , C3-4 North 870 . 0000 Str Type : --- East 615 . 0000 Str Cat : Stm Manhole Rim Elev 413 . 5800 Str Diam : 48 . 00 in Bottom El: 403 . 4500 Cont Area: B9 Hgrade El: 413 . 6800 ft Bend. . . . . : No special shape ' Ent type. : Str Diam : Ent Loss : 1 . 530 Exit: 3 . 060 App Vel: 2 . 130 Junct: 0 . 324 Bend: 2 . 835 Reach <Invert> <Diam> < n > <End> p5 403 . 450 18 . 00 0 . 012 Upper p4 403 . 520 18 . 00 0 . 012 Lower 3/ 4/96 Ch2M Hill - Bellevue, WA page 3 City of Renton: NE loth Street/Anacortes Ct. NE Storm System Improvement Project Existing System Analysis STRUCTURE REPORT EXISTING STRUCTURE REACH ID No. mh6 ' Location Node 14 , C3-10 North 1280 . 0000 Str Type --- East 625 . 0000 Str Cat Stm Manhole Rim Elev 411 . 9200 Str Diam 48 . 00 in Bottom El : 401 . 6200 Cont Area: B7 Hgrade El : 412 . 0200 ft ' Bend. . . . . : No special shape Ent type . : Str Diam : Ent Loss : 2 . 626 Exit: 5 . 251 App Vel: 3 . 060 Junct: 0 . 690 Bend: 0 . 012 Reach <Invert> <Diam> < n > <End> p6 401 . 620 18 . 00 0 . 012 Upper p5 401 . 830 18 . 00 0 . 012 Lower ' EXISTING STRUCTURE REACH ID No. mh7 ' Location . Node 14 , C2-7 North 1525 . 0000 Str Type : --- East 630 . 0000 Str Cat : Stm Manhole Rim Elev 404. 8100 ' Str Diam : 48 . 00 in Bottom El: 398 . 7400 Cont Area: B5 Hgrade El: 404 . 9100 ft Bend. . . . . : No special shape Ent type. : Str Diam : Ent Loss : 3 . 188 Exit: 6 . 376 App Vel: 5 . 251 Junct: 0 . 430 Bend: 0 . 0 4 Reach <Invert> <Diam> < n > <End> ' p7 398 . 740 18 . 00 0 . 012 Upper p6 398 . 920 18 . 00 0 . 012 Lower EXISTING STRUCTURE REACH ID No. mh8 Location : Node 14 , C2-4 North 1640 . 0000 ' Str Type : --- East 639 . 0000 Str Cat : Stm Manhole Rim Elev 399 . 8200 Str Diam : 48 . 00 in Bottom El : 394 . 7800 , Cont Area: B3 Hgrade El: 399 . 9200 ft Bend. . . . . : No special shape Ent type. : Str Diam : Ent Loss : 4 . 339 Exit: 8 . 678 App Vel : 6 . 376 Junct: 0 . 827 Bend: 0 . 01 Reach <Invert> <Diam> < n > <End> ' p8 394 . 780 18 . 00 0 . 012 Upper p7 394 . 780 18 . 00 0 . 012 Lower 3/ 4/96 Ch2M Hill - Bellevue , WA page 4 City of Renton: NE loth Street/Anacortes Ct. NE Storm System Improvement Project Existing System Analysis --------------------------------------------------------------------- STRUCTURE REPORT ' EXISTING STRUCTURE REACH ID No. mh9 Location : Node 9 , C8-18 North 1890 . 0000 Str Type : --- East 670 . 0000 Str Cat : Stm Manhole Rim Elev 395 . 5800 Str Diam : 48 . 00 in Bottom El: 390 . 0500 ' Cont Area: B1 Hgrade El : 393 . 9277 ft Bend. . . . . : No special shape Ent type. . Str Diam Ent Loss : 1 . 513 Exit: 3 . 026 App Vel: 8 . 678 Junct: 0 . 356 Bend: 0 . 221 Reach <Invert> <Diam> < n > <End> p9 390 . 050 24 . 00 0 . 012 Upper p8 390 . 050 18 . 00 0 . 012 Lower 1 1 Results • History of Hydrograph Activity r 3/ 4/96 Ch2M Hill - Bellevue , WA page 1 City of Renton: NE loth Street/Anacortes Ct. NE Storm System Improvement Project Existing System Analysis HISTORY OF HYDROGRAPH ACTIVITY Date of Session: 6/22/95 CLEARHIS ZERO 1 20 REMARK t**t**r*rr******tr***ttt**************tt*+*+*t*****r********r****t* START OUT BY ROUTING THE 2 YEAR STORM THROUGH HYDROGRAPH 1 LSTEND ****e*********r******** **t***r*t*****r**r*ttt**rw*t*t*r*****r***t* CHANGE "2 YR STORM" 2.00 PRECIP BO B1 B10 B12 813 B14 815 B2 B3 B4 B5 B6 B7 B8 B9 LSTEND ROUTE HYDROGRAPH 1 THROUGH REACH pl Reach -Area- --Qact-- --QFuLL- %FuLL Ndepth --Dia- -Vact- -VfuLL Basn p1 12.78 1.93 7.13 27.03 4.43 12.00 7.31 8.44 B12 ROUTE HYDROGRAPH 1 THROUGH REACH p2 Reach -Area- --Qact-- --QFuLL- %FuLL Ndepth --Dia- -Vact- -VfuLL Basn p2 17.74 3.00 3.46 86.57 9.17 12.00 4.66 4.10 B15 ADD 1 B13 1 5.0704 cfs 2.1161 ac-ft 8.00 hrs ROUTE HYDROGRAPH 1 THROUGH REACH p3 Reach -Area- --Qact-- --QFuLL- %FuLL Ndepth --Dia- -Vact- -VfuLL Basn p3 27.05 5.42 9.04 60.00 10.52 18.00 5.05 4.75 B14 ROUTE HYDROGRAPH 1 THROUGH REACH p4 Reach -Area- --Qact-- --QFuLL- %FuLL Ndepth --Dia- -Vact- -VfuLL Basn- p4 33.53 7.21 - -------- Pressure Flow 4.08 B10 ADD 1 B8 1 8.3410 cfs 3.2380 ac-ft 8.00 hrs ROUTE HYDROGRAPH 1 THROUGH REACH p5 Reach -Area- --Qact-- --QFuLL- %FuLL Ndepth --Dia- -Vast- -VfuLL Basn p5 38.97 8.77 --------Pressure Flow-------- 4.96 B9 ADD 1 66 1 10.5587 cfs 3.9682 ac-ft 8.00 hrs ROUTE HYDROGRAPH 1 THROUGH REACH p6 Reach -Area- --Qact-- --QFuLL- %FuLL Ndepth --Dia- -Vact- -VfuLL Basn p6 49.10 11.69 12.88 90.70 14.37 18.00 7.72 6.78 B7 ADD 1 B4 1 12.5572 cfs 4.6431 ac-ft 8.00 hrs 3/ 4/96 Ch2M Hill - Bellevue WA page a e 2 City of Renton: NE 1Oth Street/Anacortes Ct. NE Storm System Improvement Project Existing System Analysis --------------------------------------------------------------------- --------------------------------------------------------------------- HISTORY OF HYDROGRAPH ACTIVITY ROUTE HYDROGRAPH 1 THROUGH REACH p7 Reach -Area- --Qact-- --QFuLL- %Full Ndepth --Dia- -Vact- -VfuLL Basn p7 53.67 13.26 22.74 58.33 7.66 18.00 12.63 11.96 B5 ADD 1 B2 1 15.0918 cfs 5.5763 ac-ft 8.00 hrs ROUTE HYDROGRAPH 1 THROUGH REACH p8 r Reach -Area- --Qact-- --QFuLL- %FuLL Ndepth --Dia- -Vact- -VfuLL Basn p8 60.57 16.11 16.82 95.77 2.70 18.00 10.06 8.85 B3 ROUTE HYDROGRAPH 1 THROUGH REACH p9 Reach -Area- --Qact-- --QFULL- %Full Ndepth --Oia- -Vact- -VfuLL Basn p9 62.96 17.06 30.14 56.60 10.48 24.00 9.35 8.92 B1 HGRADE hgradel n1 SUBMERGED 393.95 LSTEND HGLINE hgradel Hydraulic Gradeline for Reach hgradel <-FROM-> <--TO--> <FLOW> floss Ent_HGL EntLoss ExtLoss OutLet Inlet AppHead BndHead JunHead HeadWtr -cb/mh- mh10 393.95 mh9 mh10 17.06 0.29 394.24 0.23 0.46 394.93 392.12 1.29 0.03 0.06 393.73 395.58 mh8 mh9 16.11 5.02 398.75 0.65 1.29 400.69 399.08 0.87 0.01 0.14 399.92* 399.82 mh7 mh8 13.26 1.56 401.48 0.44 0.87 402.79 401.96 0.68 0.01 0.07 402.19 404.81 mh6 mh7 11.69 2.57 404.76 0.34 0.68 405.78 404.36 0.38 0.00 0.09 405.49 411.92 mh5 mh6 8.77 2.42 407.92 0.19 0.38 408.49 405.43 0.26 0.34 0.04 408.62 413.58 mho mh5 7.21 1.04 409.66 0.13 0.26 410.04 405.04 0.15 0.19 0.03 410.13 412.23 mh3 mho 5.42 0.70 410.82 0.07 0.15 411.04 407.04 0.23 0.30 0.11 409.98* 409.88 mh2 mh3 3.00 2.73 412.71 0.11 0.23 413.05 409.78 0.09 0.00 0.03 412.57* 412.47 mhl mh2 1.93 1.46 414.03 0.05 0.09 414.17 426.41 0.00 0.00 0.00 426.41 437.82 REMARK ROUTING THE 10 YEAR STORM THROUGH HYDROGRAPH 2 LSTEND CHANGE "10 YR STORM" 2.90 PRECIP BO B1 B10 B12 B13 B14 B15 B2 B3 B4 B5 B6 B7 B8 B9 LSTEND ROUTE HYDROGRAPH 2 THROUGH REACH pl Reach -Area- --Qact-- --QFull- %Full Ndepth --Dia- -Vact- -VfuLL Basn p1 12.78 3.95 7.13 55.48 5.32 12.00 8.81 8.44 B12 3/ 4/96 Ch2M Hill - Bellevue , WA page 3 City of Renton: NE 10th Street/Anacortes Ct . NE Storm System Improvement Project Existing System Analysis ------------------- HISTORY OF HYDROGRAPH ACTIVITY ROUTE HYDROGRAPH 2 THROUGH REACH p2 Reach -Area- --Qact-- --QFuLL- %FuLL Ndepth --Dia- -Vact- -VfuLL Basn p2 17.74 5.91 --------Pressure Flow-------- 7.53 B15 ADD 2 B13 2 9.6485 cfs 3.7615 ac-ft 8.00 hrs ROUTE HYDROGRAPH 2 THROUGH REACH p3 Reach -Area- --Qact-- --QFuLL- %Full Ndepth --Dia- -Vact- -VfuLL Basn p3 27.05 10.26 --------Pressure Flow-------- 5.80 B14 ROUTE HYDROGRAPH 2 THROUGH REACH p4 Reach -Area- --Qact-- --QFuIL- %FuLL Ndepth --Dia- -Vact- -VfuLL Basn p4 33.53 13.42 --------Pressure Flow-------- 7.60 B10 ADD 2 B8 2 15.4218 cfs 5.6671 ac-ft 8.00 hrs ROUTE HYDROGRAPH 2 THROUGH REACH p5 Reach -Area- --Qact-- --QFuIL- %FuLL Ndepth --Dia- -Vact- -VfuLL Basn p5 38.97 16.18 --------Pressure Flow-------- 9.15 B9 ADD 2 B6 2 19.3295 cfs 6.9087 ac-ft 8.00 hrs ROUTE HYDROGRAPH 2 THROUGH REACH p6 Reach -Area- --Qact-- --QFuLL- %FuLL Ndepth --Dia- -Vact- -VfuLL Basn p6 49.10 21.32 --------Pressure Flow-------- 12.07 B7 ADD 2 B4 2 22.6605 cfs 8.0133 ac-ft 8.00 hrs ROUTE HYDROGRAPH 2 THROUGH REACH p7 Reach -Area- --Qact-- --QFuIL- %FuLL Ndepth --Dia- -Vact- -VfuLL Basn p7 53.67 23.73 --------Pressure Flow-------- 13.43 B5 ADD 2 B2 2 26.4822 cfs 9.4419 ac-ft 8.00 hrs ROUTE HYDROGRAPH 2 THROUGH REACH p8 Reach -Area- --pact-- --QFuIL- %Full Ndepth --Dia- -Vact- -VfuLL Basn p8 60.57 28.06 --------Pressure Flow-------- 15.88 B3 ROUTE HYDROGRAPH 2 THROUGH REACH p9 Reach -Area- --Qact-- --QFuIt- %FuLL Ndepth --Dia- -Vact- -VfuLL Basn p9 62.96 29.55 30.14 98.04 2.87 24.00 10.09 8.92 B1 HGRADE hgradel n1 SUBMERGED 395.58 3 4 96 Ch2M Hill - Bellevue WA page 4 / / P g City of Renton: NE 10th Street/Anacortes Ct. NE Storm System Improvement Project Existing System Analysis --------------------------------------------------------------------- --------------------------------------------------------------------- HISTORY OF HYDROGRAPH ACTIVITY LSTEND HGLINE hgradel Hydraulic GradeLine for Reach hgradel <-FROM-> <--TO--> <FLOW> floss Ent_HGL EntLoss ExtLoss OutLet Inlet AppHead BndHead JunHead HeadWtr -cb/mh- mh10 395.58 mh9 mh10 29.55 0.87 396.45 0.69 1.37 398.51 394.90 3.92 0.10 0.17 394.86 395.58 mh8 mh9 28.06 15.23 410.10 1.96 3.92 415.97 405.81 2.80 0.03 0.39 399.92* 399.82 mh7 mh8 23.73 4.99 404.91 1.40 2.80 409.11 406.89 2.26 0.03 0.20 404.91* 404.81 mh6 mh7 21.32 8.56 413.47 1.13 2.26 416.86 408.41 1.30 0.01 0.30 412.02* 411.92 mh5 mh6 16.18 8.24 420.26 0.65 1.30 422.21 407.79 0.90 1.19 0.14 413.68* 413.58 mh4 mh5 13.42 3.60 417.28 0.45 0.90 418.62 407.70 0.52 0.70 0.12 412.33* 412.23 mh3 mh4 10.26 2.49 414.82 0.26 0.52 415.60 408.90 0.88 1.17 0.39 409.98* 409.88 mh2 mh3 5.91 10.62 420.60 0.44 0.88 421.91 411.70 0.39 0.00 0.13 412.57* 412.47 mhl mh2 3.95 6.16 418.73 0.20 0.39 419.32 427.77 0.00 0.00 0.00 427.77 437.82 REMARK ROUTING THE 25 YEAR STORM THROUGH HYDROGRAPH 3 LSTEND CHANGE "25 YR STORM" 3.40 PRECIP BO B1 B10 B12 B13 B14 B15 B2 B3 B4 B5 B6 87 B8 B9 LSTEND ROUTE HYDROGRAPH 3 THROUGH REACH pl Reach -Area- --Qact-- --QFuLL- %Full Ndepth --Dia- -Vact- -VfuLL Basn p1 12.78 5.17 7.13 72.49 4.03 12.00 9.33 8.44 B12 ROUTE HYDROGRAPH 3 THROUGH REACH p2 Reach -Area- --Qact-- --QFuIL- %Full Ndepth --Dia- -Vact- -VfuLL Basn p2 17.74 7.63 --------Pressure Flow-------- 9.72 B15 ADD 3 B13 3 12.3276 cfs 4.7244 ac-ft 8.00 hrs ROUTE HYDROGRAPH 3 THROUGH REACH p3 Reach -Area- --Qact-- --QFuLL- %Full Ndepth --Dia- -Vact- -VfuLL Basn p3 27.05 13.08 --------Pressure flow-------- 7.40 B14 ROUTE HYDROGRAPH 3 THROUGH REACH p4 Reach -Area- --Qact-- --QFuLI- %Full Ndepth --Dia- -Vact- -VfuLL Basn p4 33.53 17.03 --------Pressure Flow-------- 9.64 B10 ADD 3 B8 3 19.5242 cfs 7.0806 ac-ft 8.00 hrs ROUTE HYOROGRAPH 3 THROUGH REACH p5 3/ 4/96 Ch2M Hil l - Bellevue, WA page 5 City of Renton: NE 10th Street/Anacortes Ct. NE Storm System Improvement Project Existing System Analysis ---------------------- HISTORY OF HYDROGRAPH ACTIVITY Reach -Area- --Qact-- --QFuLL- %FuLL Ndepth --Dia- -Vact- -VfuLL Basn p5 38.97 20.46 -- --Pressure Flow-------- 11.58 89 ADD 3 B6 3 24.3924 cfs 8.6163 ac-ft 8.00 hrs ROUTE HYDROGRAPH 3 THROUGH REACH p6 Reach -Area- --Qact-- --QFuLL- %FuLL Ndepth --Dia- -Vact- -VfuLL Basn P6 49.10 26.88 -- ---Pressure Flow-------- 15.21 B7 ADD 3 64 3 28.4731 cfs 9.9655 ac-ft 8.00 hrs ROUTE HYDROGRAPH 3 THROUGHREACHp7 Reach -Area- --Qact-- --QFuIL- %FuLL Ndepth --Dia- -Vact- -VfuLL Basn- P7 53.67 29.74 - Pressure Flow-------- 16.83 B5 ADD 3 B2 3 33.0031 cfs 11.6709 ac-ft 8.00 hrs ROUTE HYDROGRAPH 3 THROUGH REACH p8 Reach -Area- --Qact-- --QFuLL- %FuIL Ndepth --Dia- -Vact- -VfuLL Basn- P8 60.57 34.89 --Pressure Flow-------- 19.74 63 ROUTE HYDROGRAPH 3 THROUGH REACH p9 Reach -Area- --Qact-- --QFuLI- %Full Ndepth --Dia- -Vact- -VfuLL Basn P9 62.96 36.67 --------Pressure Flow-------- 11.67 B1 1 HGRADE hgradel n1 SUBMERGED 395.58 LSTEND HGLINE hgradel Hydraulic GradeLine for Reach hgradel <-FROM-> <--TO--> <FLOW> floss Ent_HGL EntLoss ExtLoss OutLet Inlet AppHead BndHead JunHead HeadWtr -cb/mh- mh10 395.58 mh9 mh10 36.67 1.34 396.92 1.06 2.12 400.09 396.80 6.05 0.15 0.26 394.45 395.58 mh8 mh9 34.89 23.55 418.00 3.03 6.05 427.08 411.29 4.40 0.05 0.59 399.92* 399.82 mh7 mh8 29.74 7.84 407.76 2.20 4.40 414.35 410.99 3.59 0.05 0.31 404.91* 404.81 mh6 mh7 26.88 13.60 418.51 1.80 3.59 423.90 411.82 2.08 0.01 0.47 412.02* 411.92 mh5 mh6 20.46 13.19 425.21 1.04 2.08 428.33 409.79 1.44 1.92 0.22 413.68* 413.58 mho mh5 17.03 5.79 419.47 0.72 1.44 421.64 409.10 0.85 1.13 0.19 412.33* 412.23 mh3 mho 13.08 4.05 416.38 0.43 0.85 417.66 409.74 1.47 1.95 0.64 409.98* 409.88 mh2 mh3 7.63 17.70 427.68 0.73 1.47 429.88 413.21 0.67 0.01 0.22 412.57* 412.47 mhl mh2 5.17 10.52 423.09 0.34 0.67 424.10 428.49 0.00 0.00 0.00 428.49 437.82 REMARK ROUTING THE 100 YEAR STORM THROUGH HYDROGRAPH 3 - page 6 3/ 4/96 Ch2M Hill Bellevue , WA P g City of Renton: NE 10th Street/Anacortes Ct. NE Storm System Improvement Project Existing System Analysis HISTORY OF HYDROGRAPH ACTIVITY LSTEND CHANGE "100 YR PRECIP" 3.90 PRECIP BO B1 B10 B12 B13 B14 B15 B2 B3 B4 B5 B6 B7 B8 B9 LSTEND ROUTE HYDROGRAPH 4 THROUGH REACH pl Reach -Area- --Qact-- --QFull- %Full Ndepth --Dia- -Vact- -VfuLL Basn p1 12.78 6.42 7.13 89.99 2.49 12.00 9.61 8.44 B12 ROUTE HYDROGRAPH 4 THROUGH REACH p2 Reach -Area- --Qact-- --QFuLI- %FuLI Ndepth --Dia- -Vact- -VfuLL Basn p2 17.74 9.40 --------Pressure Flow-------- 11.96 B15 ADD 4 B13 4 15.0557 cfs 5.7089 ac-ft 8.00 hrs ROUTE HYDROGRAPH 4 THROUGH REACH p3 Reach -Area- --Qact-- --QFull- %full Ndepth --Dia- -Vact- -VfuLL Basn p3 27.05 15.95 --------Pressure Flow-------- 9.03 B14 ROUTE HYDROGRAPH 4 THROUGH REACH p4 Reach -Area- --Qact--'--QFull- %Full Ndepth --Dia- -Vact- -VfuLL Basn p4 33.53 20.70 --------Pressure Flow-------- 11.71 B10 ADD 4 B8 4 23.6829 cfs 8.5222 ac-ft 8.00 hrs ROUTE HYDROGRAPH 4 THROUGH REACH p5 Reach -Area- --Qact-- --QFuLI- %Full Ndepth --Dia- -Vact- -VfuLL Basn p5 38.97 24.81 --------Pressure Flow-------- 14.04 B9 ADD 4 66 4 29.5162 cfs 10.3562 ac-ft 8.00 hrs ROUTE HYDROGRAPH 4 THROUGH REACH p6 Reach -Area- --Qact-- --QFuIL- %Full Ndepth --Dia- -Vact- -VfuLL Basn p6 49.10 32.50 --------Pressure Flow-------- 18.39 B7 ADD 4 64 4 34.3476 cfs 11.9526 ac-ft 8.00 hrs ROUTE HYDROGRAPH 4 THROUGH REACH p7 Reach -Area- --Qact-- --QFull- %Full Ndepth --Dia- -Vact- -VfuLL Basn p7 53.67 35.81 --------Pressure flow-------- 20.26 B5 ADD 4 B2 4 39.5826 cfs 13.9352 ac-ft 8.00 hrs 3/ 4/96 Ch2M Hill - Bellevue , WA page 7 City of Renton: NE 10th Street/Anacortes Ct. NE Storm System Improvement Project Existing System Analysis ---------------------=----------------------------------------------- --------------------------------------------------------------------- HISTORY OF HYDROGRAPH ACTIVITY ROUTE HYDROGRAPH 4 THROUGH REACH p8 Reach -Area- --Qact-- --QFuLL- %Full Ndepth --Dia- -Vact- -VfuLL Basn p8 60.57 41.78 --------Pressure Flow-------- 23.64 83 ROUTE HYDROGRAPH 4 THROUGH REACH p9 Reach -Area- --Qact-- --QFull- %Full Ndepth --Dia- -Vact- -Vfull Basn p9 62.96 43.85 --------Pressure Flow-------- 13.96 B1 HGRADE hgradel n1 SUBMERGED 395.58 LSTEND HGLINE hgradel Hydraulic GradeLine for Reach hgradel <-FROM-> <--TO--> <FLOW> floss Ent-HGL EntLoss ExtLoss OutLet Inlet AppHead BndHead JunHead HeadWtr -cb/mh- mh10 395.58 mh9 mh10 43.85 1.91 397.49 1.51 3.03 402.03 399.13 8.68 0.22 0.36 393.93 395.58 mh8 mh9 41.78 33.77 427.70 4.34 8.68 440.72 418.01 6.38 0.07 0.83 399.92* 399.82 mh7 mh8 35.81 11.36 411.28 3.19 6.38 420.85 416.06 5.25 0.07 0.43 404.91* 404.81 mh6 mh7 32.50 19.88 424.79 2.63 5.25 432.66 416.08 3.06 0.01 0.69 412.02* 411.92 mh5 mh6 24.81 19.38 431.40 1.53 3.06 435.99 412.29 2.13 2.83 0.32 413.68* 413.58 I mh4 mh5 20.70 8.55 422.23 1.06 2.13 425.43 410.86 1.27 1.68 0.28 412.33* 412.23 mh3 mh4 15.95 6.02 418.35 0.63 1.27 420.25 410.81 2.22 2.96 0.96 409.98* 409.88 mh2 mh3 9.40 26.82 436.80 1.11 2.22 440.13 415.14 1.04 0.01 0.33 412.57* 412.47 mh1 mh2 6.42 16.22 428.79 0.52 1.04 430.34 429.42 0.00 0.00 0.00 430.34 437.82 End program file BASIN O.PGM Hydrologic/Hydraulic Modelling Input Data and Results Alternative 1 B, Conveyance: Anacortes Avenue NE Bypass with Trunk Storm Drain Reach Replacements Input Data • Basin Summary • Reach Summary • Structure Report i i I t 1 r 1 1/ 7/96 Ch2M Hill - Bellevue , WA page 1 City of Renton: NE 10th Street/Anacortes Court NE ' Storm System Improvement Project Alternative 1B - Bypass --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: BO NAME: 100 YR PRECIP TOTAL AREA. . . . . . 0 . 38 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : USER1 PERVIOUS AREA PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 30 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 81 . 00 TIME OF CONC. . . . . : 68 . 07 min IMPERVIOUS AREA ABSTRACTION COEFF : 0 . 20 AREA. . : 0 . 08 Acres CN. . . . : 98 . 00 TcReach - Sheet L: 220 . 00 ns : 0 . 4000 p2yr: 2 . 00 s : 0 . 0250 TcReach - Sheet L: 80 . 00 ns : 0 . 4100 p2yr: 2 . 00 s : 0 . 0250 TcReach - Shallow L: 20 . 00 ks : 11 . 00 s : 0 . 0250 PEAK RATE: 0 . 14 cfs VOL: 0 . 07 Ac-ft TIME: 500 min BASIN ID: B1 NAME: 100 YR PRECIP TOTAL AREA. . . . . . . : 2 . 39 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : USER1 PERVIOUS AREA PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 48 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 TIME OF CONC. . . . . : 23 . 38 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 . 20 AREA. . : 1 . 91 Acres CN. . . . : 98 . 00 TcReach Sheet L: 100 . 00 ns : 0 . 4000 p2yr. 2 . 00 s : 0 . 0400 TcReach - Sheet L: 200 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0400 ' TcReach - Shallow L: 250 . 00 ks : 27 . 00 s : 0 . 0400 PEAK RATE: 2 . 08 cfs VOL: 0 . 67 Ac-ft TIME: 480 min BASIN ID: B10 NAME: 100 YR PRECIP TOTAL AREA. . . . . . . : 6 . 48 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : USER1 PERVIOUS AREA ' PRECIPITATION. . . . : 3 . 90 inches AREA. . : 3 . 76 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 TIME OF CONC . . . . . : 25 . 88 min IMPERVIOUS AREA i ABSTRACTION COEFF: 0 . 20 AREA. . : 2 . 72 Acres CN. . . . . 98 . 00 TcReach - Sheet L: 200 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 0200 TcReach - Sheet L: 100 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0200 TcReach - Shallow L: 230 . 00 ks : 27 . 00 s : 0 . 0200 TcReach - Channel L: 80 . 00 kc : 42 . 00 s: 0 . 0030 TcReach - Channel L: 250 . 00 kc : 42 . 00 s : 0 . 0070 PEAK RATE: 4 . 74 cfs VOL: 1 . 57 Ac-ft TIME: 480 min 1/ 7/96 Ch2M Hill - Bellevue , WA page 2 City of Renton: NE 10th Street/Anacortes Court NE ' Storm System Improvement Project Alternative 1B - Bypass BASIN SUMMARY BASIN ID: B12 NAME: 100 YR PRECIP TOTAL AREA. . . . . . . : 12 . 78 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : USER1 PERVIOUS AREA PRECIPITATION. . . . : 3 . 90 inches AREA. . : 10 . 86 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 84 . 20 TIME OF CONC . . . . . : 41 . 20 min IMPERVIOUS AREA ABSTRACTION COEFF : 0 . 20 AREA. . : 1 . 92 Acres CN. . . . . 98 . 00 TcReach - Sheet L: 300 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 0200 TcReach - Shallow L: 125 . 00 ks : 11 . 00 s : 0 . 0200 TcReach - Shallow L: 545 . 00 ks : 5 . 00 s : 0 . 0350 TcReach Shallow L: 70 . 00 ks : 27 . 00 s : 0 . 0200 PEAK RATE: 6 . 42 cfs VOL: 2 . 62 Ac-ft TIME: 490 min BASIN ID: B14 NAME: 100 YR PRECIP TOTAL AREA. . . . . . . : 9 . 31 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : USER1 PERVIOUS AREA ' PRECIPITATION. . . . : 3 . 90 inches AREA. . : 5 . 68 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 TIME OF CONC . . . . . : 17 . 07 min IMPERVIOUS AREA ABSTRACTION COEFF : 0 . 20 AREA. . : 3 . 63 Acres CN. . . . . 98 . 00 TcReach - Sheet L: 130 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 0200 TcReach - Sheet L: 30 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0200 TcReach - Channel L: 165 . 00 kc : 42 . 00 s : 0 . 0030 PEAK RATE: 7 . 19 cfs VOL: 2 . 22 Ac-ft TIME: 470 min BASIN ID: B15 NAME: 100 YR PRECIP TOTAL AREA. . . . . . . : 4 . 96 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : USER1 PERVIOUS AREA , PRECIPITATION. . . . : 3 . 90 inches AREA. . : 3 . 57 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 60 TIME OF CONC . . . . . : 36 . 09 min IMPERVIOUS AREA ABSTRACTION COEFF : 0 . 20 AREA. . : 1 . 39 Acres CN. . . . . 98 . 00 TcReach - Sheet L: 300 . 00 ns: 0 . 1500 p2yr: 2 . 00 s : 0 . 0200 TcReach - Shallow L: 300 . 00 ks : 11 . 00 s : 0 . 0200 TcReach Shallow L: 100 . 00 ks : 27 . 00 s : 0 . 0200 TcReach - Shallow L: 70 . 00 ks : 27 . 00 s : 0 . 0200 TcReach - Channel L: 330 . 00 kc : 17 . 00 s : 0 . 0200 PEAK RATE: 2 . 98 cfs VOL: 1. 15 Ac-ft TIME: 490 min 1/ 7/96 Ch2M Hill - Bellevue , WA page 3 City of Renton: NE 10th Street/Anacortes Court NE Storm System Improvement Project Alternative 1B - Bypass BASIN SUMMARY BASIN ID: B3 NAME: 100 YR PRECIP TOTAL AREA. . . . . . . : 6 . 90 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : USER1 PERVIOUS AREA ' PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 95 Acres TIME INTERVAL. . . . . 10 . 00 min CN. . . . . 88 . 00 TIME OF CONC . . . . . : 15 . 76 min IMPERVIOUS AREA ABSTRACTION COEFF : 0 . 20 AREA. . : 5 . 95 Acres CN. . . . . 98 . 00 TcReach - Sheet L: 100 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 0200 TcReach - Sheet L: 200 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0200 TcReach - Shallow L: 400 . 00 ks : 67 . 20 s : 0 . 0200 PEAK RATE. 6 . 69 cfs VOL: 2 . 00 Ac-ft TIME: 470 min BASIN ID: B5 NAME: 100 YR PRECIP TOTAL AREA. . . . . . . : 4 . 57 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : USER1 PERVIOUS AREA PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 57 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 60 TIME OF CONC . . . . . : 14 . 03 min IMPERVIOUS AREA ABSTRACTION COEFF : 0 . 20 AREA. . : 4 . 00 Acres CN. . . . . 98 . 00 PEAK RATE: 4 . 66 cfs VOL: 1 . 33 Ac-ft TIME: 470 min BASIN ID: B6 NAME: 100 YR PRECIP TOTAL AREA. . . . . . . : 6 . 13 Acres BASEFLOWS : 0 . 00 cfs ' RAINFALL TYPE. . . . : USER1 PERVIOUS AREA PRECIPITATION. . . . : 3 . 90 inches AREA. . : 3 . 56 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 TIME OF CONC . . . . . : 21 . 03 min IMPERVIOUS AREA ABSTRACTION COEFF : 0 . 20 AREA. . : 2 . 57 Acres CN. . . . . 98 . 00 TcReach - Sheet L: 150 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 0200 TcReach - Sheet L: 150 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0200 TcReach Shallow -L: 60 . 00 ks : 27 . 00 s : 0 . 0200 TcReach - Channel L: 380 . 00 kc : 42 . 00 s : 0 . 0100 PEAK RATE: 4 . 71 cfs VOL: 1 . 48 Ac-ft TIME: 480 min i 1/ 7/96 Ch2M Hill - Bellevue, WA page 4 City of Renton: NE loth Street/Anacortes Court NE Storm System Improvement Project Alternative 1B - Bypass BASINSUMMARY=====_______________________ '� BASIN ID: B7 NAME: 100 YR PRECIP TOTAL AREA. . . . . . . : 4 . 00 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : USER1 PERVIOUS AREA PRECIPITATION. . . . : 3 . 90 inches AREA. . : 2 . 32 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 TIME OF CONC . . . . . : 24 . 87 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 . 20 AREA. . : 1 . 68 Acres CN. . . . . 98 . 00 TcReach - Sheet L: 200 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 0200 TcReach - Sheet L: 100 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0200 TcReach - Shallow L: 150 . 00 ks : 27 . 00 s : 0 . 0200 TcReach Channel L: 224 . 00 kc : 42 . 00 s : 0 . 0065 PEAK RATE: 2 . 98 cfs VOL: 0 . 97 Ac-ft TIME: 480 min BASIN ID: B9 NAME: 100 YR PRECIP TOTAL AREA. . . . . . . : 5 . 44 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : USER1 PERVIOUS AREA PRECIPITATION. . . . : 3 . 90 inches AREA. . : 3 . 16 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 TIME OF CONC . . . . . : 24 . 12 min IMPERVIOUS AREA ABSTRACTION COEFF : 0 . 20 AREA. . : 2 . 28 Acres CN. . . . . 98 . 00 PEAK RATE: 4 . 08 cfs VOL: 1 . 31 Ac-ft TIME: 480 min 1/ 7/96 Ch2M Hill - Bellevue , WA page 7 City of Renton: NE 10th Street/Anacortes Court NE Storm System Improvement Project Alternative 1B - Bypass REACH SUMMARY PIPE REACH ID No. pl ' From: mhl To: mh2 Pipe Diameter: 1 . 00 ft n: 0 . 0120 Pipe Length 590 . 17 ft s : 0 . 0319 Up invert 426 . 11 ft down invert: 407 . 27 Collection Area: 12 . 78 Ac . Design Flow 6 . 42 cfs Dsgn Depth: 0 . 24 ft Pipe Capacity 7 . 44 cfs Design Vel 10 . 00 fps Travel Time : 0 . 98 min Pipe Full Vel 9 . 72 fps 1/ 7/96 Ch2M Hill - Bellevue , WA page 8 City of Renton: NE 10th Street/Anacortes Court NE Storm System Improvement Project Alternative 1B - Bypass REACH SUMMARY=====_______________________ PIPE REACH ID No. p10 From: mhA To: mhB Pipe Diameter: 2 . 50 ft n: 0 . 0120 Pipe Length 281 . 11 ft s : 0 . 0020 j Up invert 404 . 87 ft down invert: 404 . 31 Collection Area: 27 . 05 Ac . Design Flow 15 . 96 cfs Dsgn Depth: 1 . 70 ft Pipe Capacity 21 . 39 cfs Design Vel 4 . 50 fps Travel Time : 1 . 04 min Pipe Full Vel 4 . 47 fps PIPE REACH ID No. p11 From: mhB To: mhC Pipe Diameter: 2 . 50 ft n: 0 . 0120 Pipe Length 400 . 78 ft s : 0 . 0020 Up invert 404 . 00 ft down invert: 403 . 20 Collection Area: 33 . 53 Ac . Design Flow 20 . 70 cfs Dsgn Depth: 2 . 15 ft Pipe Capacity 21 . 41 cfs Design Vel 4 . 60 fps Travel Time: 1 . 45 min Pipe Full Vel 4 . 48 fps PIPE REACH ID No. p12 From: mhC To: mh6 Pipe Diameter: 2 . 50 ft n: 0 . 0120 Pipe Length 525 . 38 ft s : 0 . 0032 Up invert 403 . 10 ft down invert: 401 . 42 Collection Area: 37 . 53 Ac . Design Flow 23 . 68 cfs Dsgn Depth: 1 . 93 ft Pipe Capacity 27 . 10 cfs Design Vel 5 . 84 fps Travel Time: 1 . 50 min Pipe Full Vel 5 . 67 fps PIPE REACH ID No. p13 From: mh10 To: junction Pipe Diameter: 3 . 00 ft n: 0 . 0120 Pipe Length 85 . 00 ft s : 0 . 0039 Up invert 388 . 41 ft down invert: 388 . 08 Collection Area: 60 . 83 Ac . Design Flow 42 . 78 cfs Dsgn Depth: 2 . 33 ft Pipe Capacity 48 . 56 cfs Design Vel 7 . 27 fps Travel Time: 0 . 19 min Pipe Full Vel 7 . 05 fps 1/ 7/96 Ch2M Hill - Bellevue , WA page 9 City of Renton: NE 10th Street/Anacortes Court NE Storm System Improvement Project Alternative 1B - Bypass REACH SUMMARY PIPE REACH ID No. p2 From: mh2 To: mhA Pipe Diameter: 1 . 50 ft n: 0 . 0120 Pipe Length 220 . 27 ft s : 0 . 0100 Up invert 407 . 17 ft down invert: 404 . 97 Collection Area: 17 . 74 Ac . Design Flow 9 . 40 cfs Dsgn Depth: 1 . 04 ft Pipe Capacity 12 . 27 cfs Design Vel 7 . 21 fps Travel Time: 0 . 51 min Pipe Full Vel 7 . 12 fps PIPE REACH ID No. p3 From: mh3 To: mhA Pipe Diameter: 2 . 00 ft n: 0 . 0120 Pipe Length 235 . 36 ft s : 0 . 0066 Up invert 406 . 56 ft down invert: 405 . 00 Collection Area: 9 . 31 Ac . Design Flow 7 . 19 cfs Dsgn Depth: 1 . 17 ft Pipe Capacity 21 . 52 cfs Design Vel 5 . 84 fps Travel Time: 0 . 67 min Pipe Full Vel 7 . 03 fps 1 PIPE REACH ID No. p5 From: mh5 To: mh6 Pipe Diameter: 1 . 50 ft n: 0 . 0120 Pipe Length 410 . 12 ft s : 0 . 0040 Up invert 403 . 45 ft down invert: 401 . 83 Collection Area: 5 . 44 Ac . Design Flow 4 . 08 cfs Dsgn Depth: 0 . 81 ft Pipe Capacity 7 . 71 cfs Design Vel 4 . 19 fps Travel Time: 1 . 63 min Pipe Full Vel 4 . 48 fps PIPE REACH ID No. p6 From: mh6 To: mh7 Pipe Diameter: 2 . 50 ft n: 0 . 0120 Pipe Length 240 . 05 ft s : 0 . 0144 Up invert 401 . 32 ft down invert: 397 . 86 Collection Area: 46 . 97 Ac . Design Flow 30 . 75 cfs Dsgn Depth: 1 . 14 ft Pipe Capacity 57 . 54 cfs Design Vel 11 . 28 fps Travel Time : 0 . 35 min Pipe Full Vel 12 . 03 fps 1/ 7/96 Ch2M Hill - Bellevue, WA page 10 City of Renton: NE loth Street/Anacortes Court NE Storm System Improvement Project Alternative 1B - Bypass REACH SUMMARY=====_______________________ PIPE REACH ID No. p7 t From: mh7 To: mh8 Pipe Diameter: 2 . 50 ft n: 0 . 0120 , Pipe Length 120 . 42 ft s : 0 . 0259 Up invert 397 . 76 ft down invert. 394 . 64 Collection Area: 51 . 54 Ac . Design Flow 34 . 63 cfs Dsgn Depth: 1 . 22 ft Pipe Capacity 77 . 15 cfs Design Vel 14 . 48 fps Travel Time : 0 . 14 min Pipe Full Vel 16 . 13 fps PIPE REACH ID No. p8 From: mh8 To: mh9 Pipe Diameter: 3 . 00 ft n: 0 . 0120 Pipe Length 250 . 20 ft s : 0 . 0189 Up invert 394 . 54 ft down invert: 389 . 82 Collection Area: 58 . 44 Ac . Design Flow 40 . 70 cfs Dsgn Depth: 1 . 34 ft Pipe Capacity 107 . 04 cfs Design Vel 13 . 37 fps Travel Time : 0 . 31 min Pipe Full Vel 15 . 54 fps PIPE REACH ID No. p9 From: mh9 To: mh10 Pipe Diameter: 3 . 00 ft n: 0 . 0120 Pipe Length 90 . 00 ft s : 0 . 0134 Up invert 389 . 72 ft down invert: 388 . 51 Collection Area: 60 . 83 Ac . Design Flow 42 . 78 cfs Dsgn Depth: 1 . 48 ft Pipe Capacity 90 . 37 cfs Design Vel 11 . 94 fps Travel Time: 0 . 13 min Pipe Full Vel 13 . 12 fps 1/ 7/96 Ch2M Hill - Bellevue , WA page 11 City of Renton: NE 10th Street/Anacortes Court NE Storm System Improvement Project Alternative 1B - Bypass STRUCTURE REPORT=====______________________ EXISTING STRUCTURE REACH ID No. junction Location Junction Structure to Arches North 1980 . 0000 Str Type East 565 . 0000 Str Cat Dummy Structure Rim Elev 392 . 0000 Str Diam 72 . 00 in Bottom El : 388 . 0800 Cont Area: Hgrade El : 391 . 5800 ft Bend. . . . . : No special shape Ent type . : Str Diam : Ent Loss : 0 . 181 Exit: 0 . 362 App Vel: 0 . 276 Junct: 0 . 031 Bend: 0 . 336 Reach <Invert> <Diam> < n > <End> p13 388 . 080 36 . 00 0 . 012 Lower EXISTING STRUCTURE REACH ID No. mhl Location : Node 14 , D4-1 North 555 . 0000 Str Type : --- East 1910 . 0000 Str Cat : Stm Manhole Rim Elev 437 . 8200 Str Diam : 48 . 00 in Bottom El : 426 . 1100 Cont Area: B12 Hgrade El : 429 . 4199 ft Bend. . . . . : No special shape Ent type. : Str Diam : Ent Loss : 0 . 518 Exit: 1 . 036 App Vel : 0 . 000 Junct: 0 . 000 Bend: 0 . 000 Reach <Invert> <Diam> < n > <End> p1 426 . 110 12 . 00 0 . 012 Upper EXISTING STRUCTURE REACH ID No. mh10 Location : Node 9 , C8-19 North 1980 . 0000 Str Type : --- East 650 . 0000 Str Cat : Stm Manhole Rim Elev 394 . 8500 Str Diam : 60 . 00 in Bottom El : 388 . 4100 Cont Area: Hgrade El : 392 . 9175 ft Bend. . . . . : No special shape Ent type . . Str Diam . Ent Loss : 0 . 284 Exit: 0 . 569 App Vel : 0 . 569 Junct: 0 . 000 Bend: 0 . 757 1 Reach <Invert> <Diam> < n > <End> p9 388 . 510 36 . 00 0 . 012 Lower s p13 388 . 410 36 . 00 0 . 012 Upper I 1/ 7/96 Ch2M Hill - Bellevue , WA page 12 City of Renton: NE 10th Street/Anacortes Court NE Storm System Improvement Project Alternative 1B - Bypass STRUCTURE REPORT EXISTING STRUCTURE REACH ID No. mh2 Location Node 14 , D4-3 North 569 . 0000 Str Type --- East 1320 . 0000 Str Cat Stm Manhole Rim Elev 412 . 4700 Str Diam 48 . 00 in Bottom El: 407 . 1700 Cont Area: B15 Hgrade El : 410 . 2962 ft Bend. . . . . : No special shape Ent type. : Str Diam : Ent Loss : 0 . 219 Exit: 0 . 439 App Vel: 1 . 036 Junct: 0 . 327 Bend: 0 . 18 Reach <Invert> <Diam> < n > <End> p2 407 . 170 18 . 00 0 . 012 Upper p1 407 . 270 12 . 00 0 . 012 Lower EXISTING STRUCTURE REACH ID No. mh3 Location Node 14 . C4-2 North 567 . 0000 Str Type East 865 . 0000 Str Cat Stm Manhole Rim Elev 409 . 8800 Str Diam 48 . 00 in Bottom El : 406 . 5600 Cont Area: B14 Hgrade El : 407 . 3811 ft Bend. . . . . : No special shape Ent type. : Str Diam : Ent Loss : 0 . 041 Exit: 0 . 081 App Vel : 0 . 000 Junct: 0 . 000 Bend: O . 000 Reach <Invert> <Diam> < n > <End> p3 406 . 560 24 . 00 0 . 012 Upper EXISTING STRUCTURE REACH ID No. mh5 Location : Node 14 . C3-4 North 870 . 0000 Str Type : East 615 . 0000 Str Cat : Stm Manhole Rim Elev 413 . 5800 Str Diam 48 . 00 in Bottom El : 403 . 4500 Cont Area: B9 Hgrade El : 404 . 4693 ft Bend. . . . . . No special shape Ent type. : Str Diam : Ent Loss : 0 . 041 Exit: 0 . 083 App Vel: 0 . 000 Junct: 0 . 000 Bend: 0 . 0t Reach <Invert> <Diam> < n > <End> p5 403 . 450 18 . 00 0 . 012 Upper 1/ 7/96 Ch2M Hill - Bellevue , WA page 13 City of Renton: NE 10th Street/Anacortes Court NE Storm System Improvement Project Alternative 1B - Bypass STRUCTURE REPORT ' EXISTING STRUCTURE REACH ID No. mh6 Location Node 14 , C3-10 North 1280 . 0000 Str Type --- East 625 . 0000 Str Cat Stm Manhole Rim Elev 411 . 9200 Str Diam 72 . 00 in Bottom E1: 401 . 3200 1 Cont Area: B7 Hgrade El : 403 . 8200 ft Bend. . . . . : No special shape Ent type. : Str Diam : Ent Loss : 0 . 305 Exit: 0 . 609 App Vel : 0 . 362 Junct: 0 . 079 Bend: 0 . 471 Reach <Invert> <Diam> < n > <End> p6 401 . 320 30 . 00 0 . 012 Upper p5 401 . 830 18 . 00 0 . 012 Lower p12 401 . 420 30 . 00 0 . 012 Lower EXISTING STRUCTURE REACH ID No. mh7 Location Node 14 , C2-7 North 1520 . 0000 Str Type East 630 . 0000 Str Cat Stm Manhole Rim Elev 404 . 8100 Str Diam 60 . 00 in Bottom El : 397 . 7600 Cont Area: B5 Hgrade El : 400 . 8450 ft Bend. . . . . : No special shape Ent type. : Str Diam : Ent Loss : 0 . 387 Exit: 0 . 773 App Vel : 0 . 609 Junct: 0 . 061 Bend: 0 . 009 Reach <Invert> <Diam> < n > <End> p7 397 . 760 30 . 00 0 . 012 Upper p6 397 . 860 30 . 00 0 . 012 Lower EXISTING STRUCTURE REACH ID No. mh8 Location Node 14 , C2-4 North 1640 . 0000 ' Str Type --- East 640 . 0000 Str Cat Stm Manhole Rim Elev 399 . 8200 Str Diam 60 . 00 in Bottom El . 394 . 5400 Cont Area: B3 Hgrade E1: 395 . 1786 ft Bend. . . . . : No special shape Ent type. : Str Diam : Ent Loss : 0 . 257 Exit: 0 . 515 App Vel: 0 . 773 Junct: 0 . 105 Bend: 0 . 009 Reach <Invert> <Diam> < n > <End> p8 394 . 540 36 . 00 0 . 012 Upper ' p7 394 . 640 30 . 00 0 . 012 Lower 1/ 7/96 Ch2M Hill - Bellevue, WA page 14 City of Renton: NE 10th Street/Anacortes Court NE Storm System Improvement Project Alternative 1B - Bypass STRUCTURE REPORT=====______________________ � EXISTING STRUCTURE REACH ID No. mh9 Location Node 9 , C8-18 North 1890 . 0000 Str Type --- East 650 . 0000 Str Cat Stm Manhole Rim Elev 395 . 5800 Str Diam 60 . 00 in Bottom El : 389 . 7200 Cont Area: B1 Hgrade El: 394 . 2763 ft Bend. . . . . : No special shape Ent type . : Str Diam : Ent Loss : 0 . 284 Exit: 0 . 569 App Vel: 0 . 515 Junct: 0 . 022 Bend: 0 . 15 Reach <Invert> <Diam> < n > <End> p9 389 . 720 36 . 00 0 . 012 Upper p8 389 . 820 36 . 00 0 . 012 Lower EXISTING STRUCTURE REACH ID No. mhA Location : Node 14 . C4-1 North 580 . 0000 Str Type : East 1100 . 0000 Str Cat : Stm Manhole Rim Elev 410 . 7400 Str Diam : 60 . 00 in Bottom El: 404 . 8700 Cont Area: Hgrade El: 404 . 9700 ft Bend. . . . . : No special shape Ent type . : Str Diam : Ent Loss : 0 . 082 Exit: 0 . 164 App Vel: 0 . 439 Junct: 0 . 189 Bend: 0 . 584 Reach <Invert> <Diam> < n > <End> p2 404 . 970 18 . 00 0 . 012 Lower p3 405 . 000 24 . 00 0 . 012 Lower p10 404 . 870 30 . 00 0 . 012 Upper , EXISTING STRUCTURE REACH ID No. mhB Location Node 14 .C3-1 North 860 . 0000 Str Type East 1125 . 0000 , Str Cat Stm Manhole Rim Elev 409 . 2900 Str Diam 72 . 00 in Bottom El. 404 . 0000 Cont Area: B10 Hgrade El: 407 . 9036 ft Bend. . . . . : No special shape Ent type. : Str Diam : Ent Loss : 0 . 138 Exit: 0 . 276 App Vel : 0 . 164 Junct: 0 . 036 Bend: 0 . 001 Reach <Invert> <Diam> < n > <End> p10 404 . 310 30 . 00 0 . 012 Lower pll 404 . 000 30 . 00 0 . 012 Upper 1/ 7/96 Ch2M Hill - Bellevue , WA page 15 City of Renton: NE 10t1-1 Street/Anacortes Court NE Storm System Improvement Project Alternative 1B - Bypass STRUCTURE REPORT EXISTING STRUCTURE REACH ID No. mhC Location : North 1260 . 0000 Str Type : East 1150 . 0000 Str Cat : Stm Manhole Rim Elev 416 . 0800 Str Diam : 72 . 00 in Bottom El: 403 . 1000 Cont Area: B7 Hgrade El: 406 . 7511 ft Bend. . . . . : No special shape Ent type . : Str Diam : Ent Loss : 0 . 181 Exit: 0 . 362 App Vel: 0 . 276 Junct: 0 . 031 Bend: 0 . 368 Reach <Invert> <Diam> < n > <End> p12 413 . 100 30 . 00 0 . 012 Upper p11 403 . 200 30 . 00 0 . 012 Lower �I Results • Hydrograph Summary • History of Hydrograph Activity 1/ 7/96 Ch2M Hill - Bellevue, WA page 5 City of Renton: NE 10th Street/Anacortes Court NE Storm System Improvement Project Alternative 1B - Bypass HYDROGRAPH SUMMARY PEAK TIME VOLUME HYD RUNOFF OF OF Contrib NUM RATE PEAK HYDRO Area cfs min. cf\AcFt Acres 1 16 . 701 480 261441 c f 60 . 83 2-Year Design Storm 2 28 . 856 480 439181 c f 60 . 83 10-Year Design Storm 3 35 . 789 480 541432 c f 60 . 83 25-Year Design Storm 4 42 . 776 480 645206 c f 60 . 83 100-Year Design Storm 3/ 4/96 Ch2M Hill - Bellevue , WA page 1 City of Renton: NE 10th Street/Anacortes Court NE Storm System Improvement Project Alternative 1B - Bypass ---------------------=----------------------------------------------- --------------------------------------------------------------------- HISTORY OF HYDROGRAPH ACTIVITY Date of Session: 1/ 8/96 CLEARHIS ZERO 1 20 REMARK START OUT BY ROUTING THE 2 YEAR STORM THROUGH HYDROGRAPH 1 LSTEND r***x**rrrr**t*t**r*r****tt***t*rt*t********t********rrx*********** CHANGE "2 YR STORM" 2.00 PRECIP BO B1 B10 B12 814 B15 B3 B5 B6 B7 89 LSTEND ROUTE HYDROGRAPH 1 THROUGH REACH n1 Network n3 Reach <AREA> <Act Q> <Q FuLL> % Full Ndepth <Diam> <NVeL> <FVeL> Carea p3 9.31 2.64 21.52 12.29 18.11 24.00 4.42 6.37 B14 Network n2 Reach <AREA> <Act Q> <Q FuLL> % Full Ndepth <Diam> <NVeL> <FVeL> Carea p5 5.44 1.54 7.71 20.02 12.33 18.00 3.24 4.06 B9 Network n1 Reach <AREA> <Act Q> <Q FuLL> % Full Ndepth <Diam> <NVeL> <FVeL> Carea p1 12.78 1.93 7.44 25.91 4.33 12.00 7.54 8.80 B12 p2 17.74 3.00 12.27 24.45 11.70 18.00 5.44 6.45 B15 p10 27.05 5.42 21.39 25.35 19.29 30.00 3.45 4.05 p11 33.53 7.21 21.41 33.68 17.51 30.00 3.73 4.06 B10 p12 37.53 8.34 27.10 30.77 18.12 30.00 4.61 5.13 B7 p6 46.97 11.01 57.54 19.14 9.24 30.00 8.58 10.90 B7 p7 51.54 12.86 77.15 16.67 8.60 30.00 11.06 14.61 B5 p8 58.44 15.75 107.04 14.72 9.68 36.00 10.28 14.08 83 p9 60.83 16.70 90.37 18.48 10.88 36.00 9.26 11.88 B1 p13 60.83 16.70 48.56 34.39 20.84 36.00 5.91 6.39 HGRADE hgradel n1 n2 n3 SUBMERGED 389.08 LSTEND HGLINE hgradel 3/ 4/96 Ch2M Hill - Be llevue , WA page 2 City of Renton: NE loth Street/Anacortes Court NE Storm System Improvement Project Alternative 1B - Bypass HISTORY OF HYDROGRAPH ACTIVITY ' Hydraulic Gradeline for Reach hgradel <-FROM-> <--TO--> <FLOW> floss Ent_HGL EntLoss ExtLoss OutLet Inlet AppHead BndHead JunHead HeadWtr -cb/mh- junction 389.08 mh10 junction 16.70 0.79 388.93 0.04 0.09 389.06 389.08 0.09 0.12 0.00 389.11 394.85 mh9 mh10 16.70 6.42 tw & do <dc: Inlet CtrL Assumed 390.37 0.08 0.10 0.00 390.40 395.58 mh8 mh9 15.75 17.45 tw & do <dc: Inlet CtrL Assumed 395.17 0.11 0.00 0.02 395.08 399.82 mh7 mh8 12.86 21.95 tw & do <dc: Inlet CtrL Assumed 398.34 0.08 0.00 0.01 398.28 404.81 mh6 mh7 11.01 40.19 tw & do <dc: Inlet CtrL Assumed 401.87 0.04 0.06 0.01 401.90 411.92 mhC mh6 8.34 29.14 404.00 0.02 0.04 404.07 403.60 0.03 0.04 0.00 404.09 416.08 mhB mhC 7.21 1.45 405.05 0.02 0.03 405.10 404.48 0.02 0.00 0.00 405.09 409.29 mhA mhB 5.42 0.93 406.02 0.01 0.02 406.05 405.29 0.04 0.06 0.02 406.09 410.74 mh2 mhA 3.00 0.19 407.61 0.02 0.04 407.68 407.50 0.09 0.00 0.03 407.62 412.47 mhl mh2 1.93 20.69 tw & do <dc: Inlet CtrL Assumed 426.41 0.00 0.00 0.00 426.41 437.82 j mh6 402.86 mh5 mh6 1.54 0.11 403.88 0.01 0.01 403.90 403.70 0.00 0.00 0.00 403.90 413.58 mhA 406.51 mh3 mhA 2.64 0.03 407.04 0.01 0.01 407.06 406.87 0.00 0.00 0.00 407.06 409.88 ' REMARK ROUTING THE 10 YEAR STORM THROUGH HYDROGRAPH 2 LSTEND CHANGE "10 YR STORM" 2.90 PRECIP BO B1 B10 B12 B14 B15 ' 83 B5 B6 B7 B9 LSTEND ROUTE HYDROGRAPH 2 THROUGH REACH n1 Network n3 Reach <AREA> <Act Q> <Q FuLL> % Full Ndepth <Diam> <NVeL> <FVeI> Carea p3 9.31 4.75 21.52 22.09 16.04 24.00 5.22 6.37 B14 Network n2 Reach <AREA> <Act Q> <Q FuL0 % Full Ndepth <Diam> <NVeL> <FVeL> Carea p5 5.44 2.73 7.71 35.39 10.30 18.00 3.78 4.06 B9 Network n1 Reach <AREA> <Act Q> <Q FuLL> % Full Ndepth <Diam> <NVeL> <FVeL> Carea p1 12.78 3.95 7.44 53.17 5.50 12.00 9.10 8.80 B12 p2 17.74 5.91 12.27 48.19 9.19 18.00 6.51 6.45 B15 p10 27.05 10.26 21.39 47.97 15.28 30.00 4.08 4.05 3/ 4/96 Ch2M Hill - Bellevue , WA page 3 City of Renton: NE 10th Street/Anacortes Court NE Storm System Improvement Project Alternative 1B - Bypass ------------------------------------------------------------- HISTORY OF HYDROGRAPH ACTIVITY p11 33.53 13.43 21.41 62.71 18.05 30.00 4.35 4.06 B10 p12 37.53 15.42 27.10 56.90 16.96 30.00 5.39 5.13 B7 p6 46.97 20.14 57.54 35.01 12.76 30.00 10.13 10.90 B7 p7 51.54 22.97 77.15 29.77 11.67 30.00 13.00 14.61 B5 p8 58.44 27.37 107.04 25.57 12.91 36.00 12.02 14.08 B3 p9 60.83 28.86 90.37 31.93 14.55 36.00 10.78 11.88 B1 p13 60.83 28.86 48.56 59.42 20.92 36.00 6.77 6.39 HGRADE hgradel nl n2 n3 SUBMERGED 389.58 LSTEND HGLINE hgradel Hydraulic Gradeline for Reach hgradel <-FROM-> <--TO--> <FLOW> floss Ent_HGL EntLoss ExtLoss OutLet Inlet AppHead BndHead JunHead HeadWtr -cb/mh- junction 389.58 mh10 junction 28.86 0.54 390.14 0.13 0.26 390.53 389.33 0.26 0.34 0.00 390.62 394.85 mh9 mh10 28.86 0.20 390.20 0.13 0.26 390.59 390.63 0.23 0.31 0.01 390.71 395.58 mh8 mh9 27.37 9.60 tw & do <dc: Inlet CtrL Assumed 395.40 0.34 0.00 0.05 395.12 399.82 mh7 mh8 22.97 51.19 tw & do <dc: Inlet CtrL Assumed 398.67 0.26 0.00 0.03 398.44 404.81 mh6 mh7 20.14 35.08 tw & do <dc: Inlet CtrL Assumed 402.14 0.15 0.20 0.03 402.22 411.92 mhC mh6 15.42 12.98 404.52 0.08 0.15 404.75 403.78 0.12 0.15 0.01 404.80 416.08 mhB mhC 13.43 0.67 405.49 0.06 0.12 405.67 404.63 0.07 0.00 0.02 405.62 409.29 mhA mhB 10.26 0.51 406.14 0.03 0.07 406.24 405.42 0.17 0.23 0.08 406.38 410.74 , mh2 mhA 5.91 0.51 407.81 0.09 0.17 408.07 407.69 0.39 0.00 0.13 407.81 412.47 mhl mh2 3.95 18.82 tw & do <dc: Inlet CtrL Assumed 427.77 0.00 0.00 0.00 427.77 437.82 mh6 402.69 mh5 mh6 2.73 0.60 404.02 0.02 0.04 404.08 403.77 0.00 0.00 0.00 404.08 413.58 mhA 406.38 mh3 mhA 4.75 0.13 407.15 0.02 0.04 407.20 406.96 0.00 0.00 0.00 407.20 409.88 REMARK ROUTING THE 25 YEAR STORM THROUGH HYDROGRAPH 3 LSTEND CHANGE "25 YR STORM" 3.40 PRECIP BO B1 B10 B12 B14 B15 B3 B5 B6 B7 B9 LSTEND ROUTE HYDROGRAPH 3 THROUGH REACH n1 Network n3 Reach <AREA> <Act Q> <Q FuLL> % Full Ndepth <Diam> <NVeL> <FVeL> Carea 3/ 4/96 Ch2M Hill - Bellevue , WA page 4 City of Renton: NE 10th Street/Anacortes Court NE Storm System Improvement Project Alternative 1B - Bypass --------------------------------------------------------------------- --------------------------------------------------------------------- HISTORY OF HYDROGRAPH ACTIVITY p3 9.31 5.97 21.52 27.72 15.02 24.00 5.56 6.37 B14 Network n2 Reach <AREA> <Act Q> <Q FULL> % Full Ndepth <Diam> <NVeL> <FVeL> Carea p5 5.44 3.40 7.71 44.13 9.27 18.00 4.01 4.06 B9 Network n1 Reach <AREA> <Act Q> <Q Full> % Full Ndepth <Diam> <NVeL> <FVeL> Carea p1 12.78 5.17 7.44 69.48 4.26 12.00 9.66 8.80 B12 p2 17.74 7.63 12.27 62.23 10.77 18.00 6.91 6.45 B15 p10 27.05 13.09 21.39 61.18 17.76 30.00 4.32 4.05 p11 33.53 17.04 21.41 79.57 21.36 30.00 4.56 4.06 B10 p12 37.53 19.53 27.10 72.04 19.84 30.00 5.67 5.13 B7 p6 46.97 25.42 57.54 44.17 14.56 30.00 10.76 10.90 B7 p7 51.54 28.77 77.15 37.29 13.22 30.00 13.81 14.61 B5 p8 58.44 34.01 107.04 31.77 14.51 36.00 12.75 14.011 B3 p9 60.83 35.79 90.37 39.60 16.41 36.00 11.41 11.88 B1 p13 60.83 35.79 48.56 73.70 24.20 36.00 7.08 6.39 HGRADE hgradel n1 n2 1 n3 SUBMERGED 391.08 LSTEND HGLINE hgradel Hydraulic Gradeline for Reach hgradel <-FROM-> <--TO--> <FLOW> floss Ent-HGL EntLoss ExtLoss Outlet Inlet AppHead BndHead JunHead HeadWtr -cb/mh- junction 391.08 mh10 junction 35.79 0.21 391.29 0.20 0.40 391.88 389.52 0.40 0.53 0.00 392.02 394.85 mh9 mh10 35.79 0.22 392.24 0.20 0.40 392.83 390.82 0.36 0.48 0.02 392.97 395.58 mh8 mh9 34.01 0.55 393.52 0.18 0.36 394.06 395.58 0.53 0.01 0.07 395.12 399.82 mh7 mh8 28.77 75.34 tw & do <dc: Inlet CtrL Assumed 399.77 0.42 0.01 0.04 399.40 404.81 mh6 mh7 25.42 1.60 tw & do <dc: Inlet Ctrl Assumed 402.35 0.25 0.32 0.05 402.48 411.92 mhC mh6 19.53 7.28 404.75 0.12 0.25 405.12 403.91 0.19 0.25 0.02 405.20 416.08 mhB mhC 17.04 0.61 405.84 0.09 0.19 406.12 404.73 0.11 0.00 0.02 406.03 409.29 mhA mhB 13.09 0.36 406.39 0.06 0.11 406.56 405.49 0.29 0.39 0.13 406.78 410.74 mh2 mhA 7.63 0.99 407.77 0.14 0.29 408.20 407.91 0.67 0.01 0.22 407.75 412.47 mhl mh2 5.17 47.70 tw & do <dc: Inlet CtrL Assumed 428.49 0.00 0.00 0.00 428.49 437.82 mh6 402.60 mh5 mh6 3.40 1.32 404.15 0.03 0.06 404.23 403.81 0.00 0.00 0.00 404.23 413.58 3/ 4/96 Ch2M Hill - Bellevue , WA page 5 City of Renton: NE loth Street/Anacortes Court NE Storm System Improvement Project ' Alternative 1B - Bypass --------------------------------------------------------------------- --------------------------------------------------------------------- HISTORY OF HYDROGRAPH ACTIVITY mhA 406.78 mh3 mhA 5.97 0.12 407.28 0.03 0.06 407.36 407.00 0.00 0.00 0.00 407.36 409.88 REMARK ROUTING THE 100 YEAR STORM THROUGH HYDROGRAPH 4 LSTEND CHANGE "100 YR PRECIP" 3.90 PRECIP BO Bi B10 B12 814 B15 B3 B5 B6 B7 B9 LSTEND ROUTE HYDROGRAPH 4 THROUGH REACH n1 Network n3 Reach <AREA> <Act Q> <Q FULL> % Full Ndepth <Diam> <NVeI> <FVeL> Carea p3 9.31 7.19 21.52 33.39 14.06 24.00 5.84 6.37 B14 Network n2 - --- , Reach <AREA> <Act-q> <q Full> X Full Ndepth <Diam> <NVeI> <FVeL> Carea p5 5.44 4.08 7.71 52.92 9.73 18.00 4.19 4.06 B9 Network n1 Reach <AREA> <Act Q> <q FULL> % Full Ndepth <Diam> <NVeI> <FVeL> Carea p1 12.78 6.42 7.44 86.25 2.86 12.00 10.00 8.80 812 p2 17.74 9.40 12.27 76.60 12.45 18.00 7.21 6.45 B15 p10 27.05 15.96 21.39 74.62 20.35 30.00 4.50 4.05 p11 33.53 20.70 21.41 96.69 25.83 30.00 4.60 4.06 B10 p12 37.53 23.68 27.10 87.39 23.12 30.00 5.84 5.13 B7 p6 46.97 30.75 57.54 53.44 13.69 30.00 11.28 10.90 B7 p7 51.54 34.63 77.15 44.89 14.70 30.00 14.48 14.61 B5 p8 58.44 40.70 107.04 38.02 16.03 36.00 13.37 14.08 B3 p9 60.83 42.78 90.37 47.34 17.81 36.00 11.94 11.88 B1 p13 60.83 42.78 48.56 88.09 27.94 36.00 7.27 6.39 HGRADE hgradel n1 n2 n3 SUBMERGED 391.58 LSTEND HGLINE hgradel Hydraulic Gradeline for Reach hgradel 3/ 4/96 Ch2M Hill - Bellevue , WA page 6 City of Renton: NE loth Street/Anacortes Court NE Storm System Improvement Project Alternative 1B - Bypass --------------------------------------------------------------------- --------------------------------------------------------------------- HISTORY OF HYDROGRAPH ACTIVITY <-FROM-> <--TO--> <FLOW> floss Ent_HGL EntLoss ExtLoss OutLet Inlet AppHead BndHead JunHead HeadWtr -cb/mh- junction 391.58 mh10 junction 42.78 0.30 391.88 0.28 0.57 392.73 389.75 0.57 0.76 0.00 392.92 394.85 mh9 mh10 42.78 0.31 393.23 0.28 0.57 394.08 391.05 0.51 0.69 0.02 394.28 395.58 mh8 mh9 40.70 0.79 395.07 0.26 0.51 395.84 395.79 0.77 0.01 0.10 395.18 399.82 mh7 mh8 34.63 70.29 tw & do <dc: Inlet Ctrl Assumed 401.38 0.61 0.01 0.06 400.85 404.81 mh6 mh7 30.75 1.14 401.99 0.30 0.61 402.90 404.41 0.36 0.47 0.08 404.60 411.92 mhC mh6 23.68 1.48 406.09 0.18 0.36 406.63 404.07 0.28 0.37 0.03 406.75 416.08 mhB mhC 20.70 0.87 407.62 0.14 0.28 408.03 404.85 0.16 0.00 0.04 407.90 409.29 mhA mhB 15.96 0.36 408.26 0.08 0.16 408.51 405.57 0.44 0.58 0.19 408.85 410.74 ' mh2 mhA 9.40 1.49 410.34 0.22 0.44 411.00 409.29 1.04 0.01 0.33 410.30 412.47 mhl mh2 6.42 16.22 426.52 0.52 1.04 428.07 429.42 0.00 0.00 0.00 429.42 437.82 mh6 404.60 mh5 mh6 4.08 0.52 405.13 0.04 0.08 405.25 403.84 0.00 0.00 0.00 405.25 413.58 mhA 408.85 mh3 mhA 7.19 0.20 409.05 0.04 0.08 409.17 407.04 0.00 0.00 0.00 409.17 409.88 End program file BASIN_O.PGM Date of Session: 3/ 4/96 Hydrologic/Hydraulic Modelling Input Data and Results r Alternative 3A, Diversion: NE 10th Street 1 North to Existing Creek and Arches 1 1 Input Data • Basin Summary • Reach Summary • Structure Report 1 ' 1/ 8/96 Ch2M Hill - Bellevue , WA page 1 City of Renton: NE 10th Street/Anacortes Court NE Storm System Improvement Project Alternative 3A - Diversion --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: BO NAME: 100 YR PRECIP TOTAL AREA. . . . . . • 0 . 38 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : USER1 PERVIOUS AREA PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 30 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 81 . 00 TIME OF CONC . . . . . : 68 . 07 min IMPERVIOUS AREA ABSTRACTION COEFF : 0 . 20 AREA. . : 0 . 08 Acres CN. . . . : 98 . 00 TcReach - Sheet L: 220 . 00 ns : 0 . 4000 p2yr: 2 . 00 s : 0 . 0250 TcReach - Sheet L: 80 . 00 ns : 0 . 4100 p2yr: 2 . 00 s : 0 . 0250 ' TcReach - Shallow L: 20 . 00 ks : 11 . 00 s : 0 . 0250 PEAK RATE: 0 . 14 cfs VOL: 0 . 07 Ac-ft TIME: 500 min BASIN ID: B1 NAME: 100 YR PRECIP TOTAL AREA. . . . . . . : 2 . 39 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : USER1 PERVIOUS AREA PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 48 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 TIME OF CONC. . . . . : 23 . 38 min IMPERVIOUS AREA ABSTRACTION COEFF : 0 . 20 AREA. . : 1 . 91 Acres CN. . . . : 98 . 00 TcReach Sheet L: 100 . 00 ns : 0 . 4000 p2yr. 2 . 00 s : 0 . 0400 TcReach - Sheet L: 200 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0400 TcReach - Shallow L: 250 . 00 ks : 27 . 00 s : 0 . 0400 PEAK RATE: 2 . 08 cfs VOL: 0 . 67 Ac-ft TIME: 480 min BASIN ID: B10 NAME: 100 YR PRECIP TOTAL AREA. . . . . . . : 6 . 48 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : USER1 PERVIOUS AREA PRECIPITATION. . . . : 3 . 90 inches AREA. . : 3 . 76 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 TIME OF CONC. . . . . : 25 . 88 min IMPERVIOUS AREA ' ABSTRACTION COEFF: 0 . 20 AREA. . : 2 . 72 Acres CN. . . . . 98 . 00 TcReach - Sheet L: 200 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 0200 TcReach - Sheet L: 100 . 00 ns : 0 . 0i10 p2yr: 2 . 00 s : 0 . 0200 TcReach - Shallow L: 230 . 00 ks : 27 . 00 s : 0 . 0200 TcReach Channel L. 80 . 00 kc . 42 . 00 s : 0 . 0030 TcReach - Channel L: 250 . 00 kc : 42 . 00 s : 0 . 0070 ' PEAK RATE: 4 . 74 cfs VOL: 1 . 57 Ac-ft TIME: 480 min 1/ 8/96 Ch2M Hill - Bellevue , WA page 2 , City of Renton: NE loth Street/Anacortes Court NE Storm System Improvement Project Alternative 3A - Diversion BASIN SUMMARY=====_______________________ ' BASIN ID: B12 NAME: 100 YR PRECIP TOTAL AREA. . . . . . . : 12 . 78 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : USER1 PERVIOUS AREA PRECIPITATION. . . . : 3 . 90 inches AREA. . : 10 . 86 Acres TIME INTERVAL. . . . . 10 . 00 min CN. . . . . 84 . 20 TIME OF CONC. . . . . : 41 . 20 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 . 20 AREA. . : 1 . 92 Acres CN. . . . . 98 . 00 TcReach - Sheet L: 300 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 0200 TcReach - Shallow L: 125 . 00 ks : 11 . 00 s : 0 . 0200 , TcReach - Shallow L: 545 . 00 ks : 5 . 00 s : 0 . 0350 TcReach - Shallow L: 70 . 00 ks : 27 . 00 s : 0 . 0200 PEAK RATE: 6 . 42 cfs VOL: 2 . 62 Ac-ft TIME: 490 min BASIN ID: B14 NAME: 100 YR PRECIP ' TOTAL AREA. . . . . . . : 9 . 31 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : USER1 PERVIOUS AREA ' PRECIPITATION. . . . : 3 . 90 inches AREA. . : 5 . 68 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 TIME OF CONC . . . . . : 17 . 07 min IMPERVIOUS AREA ' ABSTRACTION COEFF : 0 . 20 AREA. . : 3 . 63 Acres CN. . . . . 98 . 00 TcReach - Sheet L: 130 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 0200 TcReach - Sheet L: 30 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0200 TcReach - Channel L: 165 . 00 kc : 42 . 00 s : 0 . 0030 PEAK RATE: 7 . 19 cfs VOL: 2 . 22 Ac-ft TIME: 470 min BASIN ID: B15 NAME: 100 YR PRECIP ' TOTAL AREA. . . . . . . : 9 . 51 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : USER1 PERVIOUS AREA PRECIPITATION. . . . : 3 . 90 inches AREA. . : 7 . 21 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 85 . 80 TIME OF CONC. . . . . : 36 . 09 min IMPERVIOUS AREA , ABSTRACTION COEFF : 0 . 20 AREA. . : 2 . 30 Acres CN. . . . . 98 . 60 TcReach - Sheet L: 300 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 0200 TcReach - Shallow L: 300 . 00 ks : 11 . 00 s : 0 . 0200 TcReach - Shallow L: 100 . 00 ks : 27 . 00 s : 0 . 0200 TcReach - Shallow L: 70 . 00 ks : 27 . 00 s : 0 . 0200 TcReach - Channel L: 330 . 00 kc : 17 . 00 s : 0 . 0200 PEAK RATE: 5 . 52 cfs VOL: 2 . 14 Ac-ft TIME: 490 min 1/ 8/96 Ch2M Hill - Bellevue , WA page 3 ' City of Renton: NE 10th Street/Anacortes Court NE Storm System Improvement Project Alternative 3A - Diversion BASIN ID: B3 NAME: 100 YR PRECIP TOTAL AREA. . . . . . . : 6 . 90 Acres BASEFLOWS : 0 . 00 cfs ' RAINFALL TYPE. . . . : USER1 PERVIOUS AREA PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 95 Acres TIME INTERVAL. . . . . 10 . 00 min CN. . . . . 88 . 00 TIME OF CONC. . . . . : 15 . 76 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 . 20 AREA. . : 5 . 95 Acres CN. . . . . 98 . 00 TcReach - Sheet L: 100 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 0200 TcReach - Sheet L: 200 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0200 TcReach - Shallow L: 400 . 00 ks : 67 . 20 s : 0 . 0200 PEAK RATE: 6 . 69 cfs VOL: 2 . 00 Ac-ft TIME: 470 min BASIN ID: B5 NAME: 100 YR PRECIP TOTAL AREA. . . . . . . : 4 . 57 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : USER1 PERVIOUS AREA PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 57 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 60 TIME OF CONC . . . . . : 14 . 03 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 . 20 AREA. . : 4 . 00 Acres CN. . . . . 98 . 00 PEAK RATE: 4 . 66 cfs VOL: 1 . 33 Ac-ft TIME: 470 min BASIN ID: B6 NAME: 100 YR PRECIP TOTAL AREA. . . . . . . : 6 . 13 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : USER1 PERVIOUS AREA PRECIPITATION. . . . : 3 . 90 inches AREA. . : 3 . 56 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 TIME OF CONC. . . . . : 21 . 03 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 . 20 AREA. . : 2 . 57 Acres CN. . . . . 98 . 00 TcReach - Sheet L: 150 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 0200 TcReach - Sheet L: 150 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0200 TcReach - Shallow L: 60 . 00 ks : 27 . 00 s : 0 . 0200 TcReach - Channel L: 380 . 00 kc : 42 . 00 s : 0 . 0100 PEAK RATE: 4 . 71 cfs VOL: 1 . 48 Ac-ft TIME: 480 min 1/ 8/96 Ch2M Hill - Bellevue, WA page 4 City of Renton: NE loth Street/Anacortes Court NE Storm System Improvement Project Alternative 3A - Diversion BASIN SUMMARY=====_______________________ , BASIN ID: B7 NAME: 100 YEAR PRECIP . i TOTAL AREA. . . . . . . : 4 . 00 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : USER1 PERVIOUS AREA ' PRECIPITATION. . . . : 3 . 90 inches AREA. . : 2 . 32 Acres TIME INTERVAL. . . . . 10 . 00 min CN. . . . . 86 . 00 TIME OF CONC . . . . . : 24 . 87 min IMPERVIOUS AREA ABSTRACTION COEFF : 0 . 20 AREA. . : 1 . 68 Acres CN. . . . . 98 . 00 TcReach - Sheet L: 200 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 0200 TcReach - Sheet L: 100 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0200 TcReach - Shallow L: 150 . 00 ks : 27 . 00 s : 0 . 0200 TcReach - Channel L: 224 . 00 kc : 42 . 00 s : 0 . 0065 PEAK RATE: 2 . 98 cfs VOL: 0 . 97 Ac-ft TIME: 480 min BASIN ID: B9 NAME: 100 YR PRECIP TOTAL AREA. . . . . . . : 5 . 44 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : USER1 PERVIOUS AREA ' PRECIPITATION. . . . : 3 . 90 inches AREA. . : 3 . 16 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 TIME OF CONC . . . . . : 24 . 12 min IMPERVIOUS AREA ' ABSTRACTION COEFF : 0 . 20 AREA. . : 2 . 28 Acres CN. . . . . 98 . 00 PEAK RATE: 4 . 08 cfs VOL: 1 . 31 Ac-ft TIME: 480 min 1/ 8/96 Ch2M Hill - Bellevue, WA page 6 City of Renton: NE 10th Street/Anacortes Court NE Storm System Improvement Project Alternative 3A - Diversion -------------------- LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK- STORAGE <---------DESCRIPTION------- cfs) (Cfs) --id- --i - - TAGE> id VOL (cf) ROUTING POND .......... 3. 28 POND Y5.18 1 30859.64 cf See HEC-1 Results 1 i 1 1 1 1 i 1 l/ 8/96 Ch2M Hill - Bellevue, WA page 4 ' City of Renton: NE 10th Street/Anacortes Court NE Storm System Improvement Project Alternative 3A - Diversion ' REACH SUMMARY PIPE REACH ID No. pl From: mhl To: mh2 Pipe Diameter: 1.00 ft n: 0.0120. , Pipe Length 590. 19 ft s: 0.0319 Up invert 426 . 11 ft down invert: 407 .27 Collection Area: 12.78 Ac. Design Flow 5.17 cfs Dsgn Depth: 0. 36 ft ' Pipe Capacity 7 .44 cfs Design Vel 9. 66 fps Travel Time: 1.02 min Pipe Full Vel 9 .72 fps , PIPE REACH ID No. p10 , From: mhA To: mhB Pipe Diameter: 2.50 ft n: 0.0120 Pipe Length 281 . 11 ft s: 0 .0020 , Up invert 404 . 87 ft down invert: 404 . 31 Collection Area: 27.05 Ac. Design Flow 15.96 cfs Dsgn Depth: 1 .70 ft Pipe Capacity 21. 39 cfs Design Vel 4 .50 fps Travel Time: 1. 04 min Pipe Full Vel 4 .47 fps PIPE REACH ID No. pll , From: mhB To: mhC Pipe Diameter: 2 .00 ft n: 0.0120 Pipe Length 385. 81 ft s: 0.0016 , Up invert 403 .11 ft down invert: 402 . 50 Collection Area: 6 . 48 Ac. Design Flow 4.74 cfs Dsgn Depth: 1.02 ft Pipe Capacity 10.51 cfs Design Vel 3 .09 fps Travel Time: 2 .08 min Pipe Full Vel 3 .43 fps ' 1/ 8/96 Ch2M Hill - Bellevue, WA page 5 City of Renton: NE 10th Street/Anacortes Court NE Storm System Improvement Project Alternative 3A - Diversion REACHSUMMARY=====_______________________ ' PIPE REACH ID No. p12 From: mhC To: mh6 Pipe Diameter: 2 .00 ft n: 0.0120 Pipe Length 525 . 38 ft s: 0 . 0015 Up invert 402 .45 ft down invert: 401 . 66 Collection Area: 10 .48 Ac. Design Flow 7 .72 cfs Dsgn Depth: 1 . 37 ft Pipe Capacity 10. 25 cfs Design Vel 3 . 38 fps Travel Time: 2 . 59 min ' Pipe Full Vel 3 . 35 fps ' PIPE REACH ID No. p13 From: mh10 To: junction Pipe Diameter: 2 .00 ft n: 0.0120 ' Pipe Length 85.00 ft s: 0.0068 Up invert 388 .66 ft down invert: 388.08 Collection Area: 33 .78 Ac. ' Design Flow 26 . 81 cfs Dsgn Depth: ft Pipe Capacity 21.84 cfs Design Vel 8 .54 fps Travel Time: 0.17 min Pipe Full Vel 7.13 fps ' (surcharged tt) ' PIPE REACH ID No. p14 From: mh2 To: mhE Pipe Diameter: 2 .00 ft n: 0.0120 Pipe Length 50.00 ft s: 0.0026 Up invert 404 .14 ft down invert: 404.01 Collection Area: 31.60 Ac. Design Flow 15.13 cfs Dsgn Depth: ft Pipe Capacity 13 .48 cfs Design Vel 4.82 fps Travel Time: 0 .17 min Pipe Full Vel 4 .40 fps ' (surcharged tt) PIPE REACH ID No. p15 ' From: weir To: mhB Pipe Diameter: 2 .00 ft n: 0 .0120 Pipe Length 161 .40 ft s: 0.0018 Up invert 403 . 50 ft down invert: 403 .21 Collection Area: 31.60 Ac. Design Flow 3 .50 cfs Dsgn Depth: 1 . 20 ft Pipe Capacity 11 .20 cfs Design Vel 2 .99 fps Travel Time: 0 .90 min Pipe Full Vel 3 . 66 fps 1/ 8/96 Ch2M Hill - Bellevue, WA page 6 , City of Renton: NE loth Street/Anacortes Court NE Storm System Improvement Project Alternative_3A-=-Diversion ___________________________________________ REACH SUMMARY PIPE REACH ID No. p2 ' From: mhA To: mh2 Pipe Diameter: 2.00 ft n: 0. 0120 ' Pipe Length 220 . 23 ft s: 0 .0025 Up invert 404 . 80 ft down invert: 404 . 24 Collection Area: 9 . 31 Ac. Design Flow 5. 97 cfs Dsgn Depth: 1.02 ft , Pipe Capacity 13 . 33 cfs Design Vel 3 . 91 fps Travel Time: 0.94 min Pipe Full Vel 4 . 35 fps , PIPE REACH ID No. p3 ' From: mh3 To: mhA Pipe Diameter: 2.00 ft n: 0.0120 Pipe Length 235. 36 ft s: 0 .0025 ' Up invert 405.50 ft down invert: 404 .90 Collection Area: 9. 31 Ac. Design Flow 5.97 cfs Dsgn Depth: 1.02 ft Pipe Capacity 13 . 35 cfs Design Vel 3.91 fps Travel Time: 1.00 min Pipe Full Vel 4 . 36 fps PIPE REACH ID No. p5 , From: mh5 To: mh6 Pipe Diameter: 1.50 ft n: 0. 0120 Pipe Length 410.12 ft s: 0.0040 Up invert 403 .45 ft down invert: 401 . 83 Collection Area: 5.44 Ac. Design Flow 4 .08 cfs Dsgn Depth: 0.81 ft Pipe Capacity 7.71 cfs , Design Vel 4 . 19 fps Travel Time: 1.63 min Pipe Full Vel 4 .48 fps PIPE REACH ID No. p6 From: mh6 To: mh7 ' Pipe Diameter: 1. 50 ft n: 0.0120 Pipe Length 240.05 ft s: 0 .0112 Up invert 401 .62 ft down invert: 398 .92 ' Collection Area: 19 .92 Ac. Design Flow 14 .79 cfs Dsgn Depth: ft Pipe Capacity 13 .02 cfs ' Design Vel 8. 37 fps Travel Time: 0.48 min Pipe Full Vel 7.56 fps (surcharged tt) 1/ 8/96 Ch2M Hill - Bellevue, WA page 7 City of Renton: NE loth Street/Anacortes Court NE Storm System Improvement Project Alternative 3A - Diversion REACHSUMMARY=====_______________-_______ PIPE REACH ID No. p7 From: mh7 To: mh8 ' Pipe Diameter: 1. 50 ft n: 0. 0120 Pipe Length 120.42 ft s: 0 .0329 Up invert 398.74 ft down invert: 394 .78 Collection Area: 24 . 49 Ac. ' Design Flow 18 .67 cfs Dsgn Depth: 0. 38 ft Pipe Capacity 22 . 26 cfs Design Vel 13 . 26 fps Travel Time: 0.15 min ' Pipe Full Vel 12.93 fps PIPE REACH ID No. p8 From: mh8 To: mh9 Pipe Diameter: 1 .50 ft n: 0. 0120 ' Pipe Length 250. 20 ft s: 0. 0189 Up invert 394. 78 ft down invert: 390. 05 Collection Area: 31. 39 Ac. Design Flow 24.74 cfs Dsgn Depth: ft Pipe Capacity 16. 88 cfs Design Vel 14.00 fps Travel Time: 0. 30 min Pipe Full Vel 9.80 fps ' (surcharged tt) ' PIPE REACH ID No. p9 From: mh9 To: mh10 Pipe Diameter: 2.00 ft n: 0 .0120 Pipe Length 90.00 ft s: 0.0143 Up invert 390.05 ft down invert: 388.76 Collection Area. 33 .78 Ac. Design Flow 26.81 cfs Dsgn Depth: 0.50 ft Pipe Capacity : 31 .65 cfs Design Vel 10 .61 fps Travel Time: 0. 14 min Pipe Full Vel 10. 34 fps LEVEL POOL REACH ID No. pond ' In & Out Hydrograph No. : Storage Structure Id. . . : pond Discharge Structure Id. : weir Outflow Hydrograph Peak: 0.00 cfs Outflow Peak Time. . . . . . : 0.00 hrs ' Peak Detention Stage. . . : 0.00 ft Maximum Storage Volune. : 0.00 cf I 1/ 8/96 Ch2M Hill - Bellevue, WA page 7 ' City of Renton: NE loth Street/Anacortes Court NE Storm System Improvement Project Alternative 3A - Diversion STRUCTURE REPORT EXISTING STRUCTURE REACH ID No. junction ' Location Junction Structure to Arches North 1980 . 0000 Str Type : East 565 . 0000 Str Cat . Dummy Structure Rim Elev 392 . 0000 Str Diam : 72 . 00 in Bottom El: 388 . 0800 Cont Area: Hgrade El : 391 . 5800 ft , Bend. . . . . : No special shape Ent type . : Str Diam : Ent Loss : 0 . 181 Exit: 0 . 362 App Vel: 0 . 276 Junct: 0 . 031 Bend: 0 . 16 Reach <Invert> <Diam> < n > <End> p13 388 . 080 24 . 00 0 . 012 Lower EXISTING STRUCTURE REACH ID No. mh1 Location : Node 14 , D4-1 North 555 . 0000 ' Str Type : --- East 1910 . 0000 Str Cat : Stm Manhole Rim Elev 437 . 8200 , Str Diam : 48 . 00 in Bottom El : 426 . 1100 Cont Area: B12 Hgrade El : 429 . 4199 ft Bend. . . . . : No special shape Ent type. : Str Diam : Ent Loss : 0 . 102 Exit: 0 . 205 App Vel : 0 . 000 Junct: 0 . 000 Bend: 0 . 0 Reach <Invert> <Diam> < n > <End> , pl 426 . 110 12 . 00 0 . 012 Upper EXISTING STRUCTURE REACH ID No. mh10 ' Location : Node 9 , C8-19 North 1980 . 0000 Str Type : --- East 650 . 0000 Str Cat : Stm Manhole Rim Elev 394 . 8500 Str Diam : 48 . 00 in Bottom El : 388 . 6600 Cont Area: Hgrade El : 394 . 6633 ft , Bend. . . . . : No special shape Ent type. : Str Diam : Ent Loss : 0 . 566 Exit: 1 . 131 App Vel : 1 . 131 Junct: 0 . 000 Bend: 1 . 506 Reach <Invert> <Diam> < n > <End> p9 388 . 760 24 . 00 0 . 012 Lower p13 388 . 660 24 . 00 0 . 012 Upper ' 1/ 8/96 Ch2M Hill - Bellevue, WA page 8 City of Renton: NE 10th Street/Anacortes Court NE Storm System Improvement Project Alternative 3A - Diversion STRUCTURE REPORT=====______________________ EXISTING STRUCTURE REACH ID No. mh2 Location : Node 14 , D4-3 North 570 . 0000 ' Str Type : --- East 1320 . 0000 Str Cat : Stm Manhole Rim Elev 412 . 4700 Str Diam : 60 . 00 in Bottom El : 404 . 1400 ' Cont Area: B15 Hgrade El : 408 . 1881 ft Bend. . . . . : No special shape Ent type . : Str Diam : ' Ent Loss : 0 . 268 Exit: 0 . 537 App Vel : 0 . 000 Junct: 0 . 000 Bend: 0 . 000 Reach <Invert> <Diam> < n > <End> p14 404 . 140 24 . 00 0 . 012 Upper pl 407 . 270 12 . 00 0 . 012 Lower p2 404 . 240 24 . 00 0 . 012 Lower ' EXISTING STRUCTURE REACH ID No. mh3 ' Location Node 14 . C4-2 North 567 . 0000 Str Type East 865 . 0000 Str Cat Stm Manhole Rim Elev 409 . 8800 Str Diam 60 . 00 in Bottom El: 405 . 5000 ' Cont Area: B14 Hgrade El : 408 . 5698 ft Bend. . . . . : No special shape Ent type. : Str Diam : ' Ent Loss : 0 . 028 Exit: 0 . 056 App Vel : 0 . 000 Junct: 0 . 000 Bend: 0 . 000 Reach <Invert> <Diam> < n > <End> p3 405 . 500 24 . 00 0 . 012 Upper EXISTING STRUCTURE REACH ID No. mh5 ' Location : Node 14 .C3-4 North 870 . 0000 Str Type : East 615 . 0000 Str Cat : Stm Manhole Rim Elev 413 . 5800 Str Diam : 48 . 00 in Bottom E1: 403 . 4500 Cont Area: B9 Hgrade El. 411 . 2758 ft Bend. . . . . : No special shape ' Ent type . : Str Diam : Ent Loss : 0 . 041 Exit: 0 . 083 App Vel: 0 . 000 Junct: 0 . 000 Bend: 0 . 000 ' Reach <Invert> <Diam> < n > <End> p5 403 . 450 18 . 00 0 . 012 Upper 1/ 8/96 Ch2M Hill - Bellevue , WA page 9 ' City of Renton: NE loth Street/Anacortes Court NE Storm System Improvement Project Alternative 3A - Diversion STRUCTURE REPORT EXISTING STRUCTURE REACH ID No. mh6 ' Location Node 14 , C3-10 North 1280 . 0000 ' Str Type --- East 625 . 0000 Str Cat Stm Manhole Rim Elev 411 . 9200 Str Diam 60 . 00 in Bottom El: 401 . 6200 Cont Area: B7 Hgrade El : 410 . 6265 ft ' Bend. . . . . : No special shape Ent type . : Str Diam : Ent Loss : 0 . 544 Exit: 1 . 087 App Vel : 0 . 094 Junct: 0 . 049 Bend: 0 . 11 Reach <Invert> <Diam> < n > <End> p6 401 . 620 18 . 00 0 . 012 Upper p5 401 . 830 18 . 00 0 . 012 Lower ' p12 401 . 660 24 . 00 0 . 012 Lower EXISTING STRUCTURE REACH ID No. mh7 , Location Node 14 , C2-7 North 1520 . 0000 , Str Type --- East 630 . 0000 Str Cat Stm Manhole Rim Elev 404 . 8100 Str Diam 48 . 00 in Bottom El: 398 . 7400 Cont Area: B5 Hgrade El: 404 . 8870 ft ' Bend. . . . . : No special shape Ent type . : Str Diam : Ent Loss : 0 . 867 Exit: 1 . 734 App Vel: 1 . 087 Junct: 0 . 212 Bend: 0 . 09 Reach <Invert> <Diam> < n > <End> p7 398 . 740 18 . 00 0 . 012 Upper p6 398 . 920 18 . 00 0 . 012 Lower ' EXISTING STRUCTURE REACH ID No. mh8 , Location : Node 14 , C2-4 North 1640 . 0000 Str Type --- East 640 . 0000 Str Cat : Stm Manhole Rim Elev 399 . 8200 Str Diam . 48 . 00 in Bottom El. 394 . 7800 Cont Area: B3 Hgrade El: 399 . 9200 ft Bend. . . . . : No special shape ' Ent type. : Str Diam : Ent Loss : 1 . 522 Exit: 3 . 043 App Vel: 1 . 734 Junct: 0 . 407 Bend: 0 . 019 Reach <Invert> <Diam> < n > <End> ' p8 394 . 780 18 . 00 0 . 012 Upper p7 394 . 780 18 . 00 0 . 012 Lower ' 1/ 8/96 Ch2M Hill - Bellevue , WA page 10 City of Renton: NE 10th Street/Anacortes Court NE Storm System Improvement Project Alternative 3A - Diversion STRUCTURE REPORT=====______________________ EXISTING STRUCTURE REACH ID No. mh9 Location : Node 9 , C8-18 North 1890 . 0000 Str Type --- East 650 . 0000 Str Cat Stm Manhole Rim Elev 395 . 5800 Str Diam 48 . 00 in Bottom El : 390 . 0500 Cont Area: B1 Hgrade El: 395 . 6800 ft Bend. . . . . : No special shape Ent type . : Str Diam : Ent Loss : 0 . 566 Exit: 1 . 131 App Vel : 3 . 043 Junct: 0 . 207 Bend: 4 . 050 Reach <Invert> <Diam> < n > <End> p9 390 . 050 24 . 00 0 . 012 Upper ' p8 390 . 050 18 . 00 0 . 012 Lower ' EXISTING STRUCTURE REACH ID No. mhA Location : Node 14 . C4-1 North 580 . 0000 Str Type : East 1100 . 0000 ' Str Cat : Stm Manhole Rim Elev 410 . 7400 Str Diam : 48 . 00 in Bottom El : 404 . 8000 Cont Area: Hgrade El: 408 . 3472 ft Bend. . . . . : No special shape Ent type. : Str Diam : Ent Loss : 0 . 028 Exit: 0 . 056 App Vel : 0 . 056 Junct: 0 . 000 Bend: 0 . 001 ' Reach <Invert> <Diam> < n > <End> p2 404 . 800 24 . 00 0 . 012 Upper p3 404 . 900 24 . 00 0 . 012 Lower 1 EXISTING STRUCTURE REACH ID No. mhB Location : Node 14 . C3-1 North 875 . 0000 Str Type : East 1125 . 0000 Str Cat : Stm Manhole Rim Elev 409 . 2900 Str Diam : 60 . 00 in Bottom El : 403 . 1100 Cont Area: B10 Hgrade El : 409 . 3900 ft Bend. . . . . : No special shape ' Ent type . : Str Diam : Ent Loss : 0 . 018 Exit: 0 . 035 App Vel : 0 . 019 Junct: 0 . 005 Bend: 0 . 019 Reach <Invert> <Diam> < n > <End> p15 403 . 210 24 . 00 0 . 012 Lower p11 403 . 110 24 . 00 0 . 012 Upper 1/ 8/96 Ch2M Hill - Bellevue, WA page 11 City of Renton: NE 10th Street/Anacortes Court NE ' Storm System Improvement Project Alternative 3A - Diversion STRUCTURE REPORT=====_____________________= t EXISTING STRUCTURE REACH ID No. mhC ' Location North 1260 . 0000 Str Type East 1150 . 0000 Str Cat Stm Manhole Rim Elev 416 . 0800 Str Diam 60 . 00 in Bottom El: 402 . 4500 Cont Area: B7 Hgrade El : 411 . 3120 ft Bend. . . . . : No special shape Ent type . : Str Diam : Ent Loss : 0 . 047 Exit: 0 . 094 App Vel : 0 . 035 Junct: 0 . 014 Bend: 0 . 0f Reach <Invert> <Diam> < n > <End> p12 402 . 450 24 . 00 0 . 012 Upper p11 402 . 500 24 . 00 0 . 012 Lower ' EXISTING STRUCTURE REACH ID No. mhE ' Location End of discharge pipe to pond North 620 . 0000 Str Type --- East 1320 . 0000 Str Cat Dummy Structure Rim Elev 412 . 0000 , Str Diam 48 . 00 in Bottom El: 404 . 0100 Cont Area: Hgrade El : 0 . 0000 ft Bend. . . . . : No special shape ' Ent type . : Str Diam : Ent Loss : 0 . 069 Exit: 0 . 139 App Vel : 0 . 205 Junct: 0 . 065 Bend: 0 . 002 Reach <Invert> <Diam> < n > <End> ' p14 404 . 010 24 . 00 0 . 012 Lower EXISTING STRUCTURE REACH ID No. weir ' Location Discharge Structure to p15 North 830 . 0000 Str Type --- East 1280 . 0000 Str Cat Dummy Structure Rim Elev 407 . 0000 Str Diam 48 . 00 in Bottom El : 403 . 5000 Cont Area: Hgrade El : 407 . 1000 ft Bend. . . . . : No special shape Ent type. : Str Diam : Ent Loss : 0 . 010 Exit: 0 . 019 App Vel: 0 . 000 Junct: 0 . 000 Bend: 0 . 0� Reach <Invert> <Diam> < n > <End> p15 403 . 500 24 . 00 0 . 012 Upper ' 1 Results • Hydrograph Summary • History of Hydrograph Activity 1/ 8/96 Ch2M Hill - Bellevue , WA page 5 City of Renton: NE loth Street/Anacortes Court NE Storm System Improvement Project Alternative 3A - Diversion HYDROGRAPH SUMMARY PEAK TIME VOLUME HYD RUNOFF OF OF Contrib NUM RATE PEAK HYDRO Area cfs min. cf\AcFt Acres 1 11 . 278 480 164267 c f 33 . 78 2-Year Design Storm 2 18 . 595 480 266901 c f 33 . 78 10-Year Design Storm 3 22 . 703 480 325238 c f 33 . 78 25-Year Design Storm 4 26 . 814 480 384129 c f 33 . 78 100-Year Design Storm f t 1 3 1 96 Ch2M Hill - page 1 , / / Bellevue, WA p g City of Renton: NE loth Street/Anacortes Court NE Storm System Improvement Project Alternative 3A - Diversion --------------------------------------------------------------------- --------------------------------------------------------------------- HISTORY OF HYDROGRAPH ACTIVITY Date of Session: 10/17/95 CLEARHIS ZERO 1 20 REMARK •r,►***+r+r r,t,t,t**t,tr*w rr*r rr r**r*r****,rw,rrr rrr*r*r r►**r r****t*trr r***r START OUT BY ROUTING THE 2 YEAR STORM THROUGH HYDROGRAPH 1 LSTEND ,t*w rrrrr*w,t**r,t,t rr trrw*w r r r r r*r,r r*,r,r r,r,r*,r,r,r***r r r r rr*s r,rww,►w,r r**,r** CHANGE 112 YR STORM" 2.00 PRECIP BO B1 B10 B12 B14 B15 B3 B5 B6 B7 B9 LSTEND ROUTE HYDROGRAPH 1 THROUGH REACH nl Network n2 Reach <AREA>_<Act--G>_<p-Full> % Full-Ndepth-<Diam>-<NVeI>-<FVel>_Carea- p5 5.44 1.54 7.71 20.02 12.33 18.00 3.24 4.06 B9 Network n1 Reach <AREA> <Act 0> <p Full> % Full Ndepth <Diam> <NVeL> <FVeL> Carea p15=========31.60=====3.50====11.20 31.25 14.41 24.00===2.99===3.32=====_= j p11 6.48 1.79 10.51 17.03 17.04 24.00 2.37 3.11 B10 p12 10.48 2.92 10.25 28.46 14.89 24.00 2.67 3.03 B7 p6 19.92 5.59 13.02 42.93 9.41 18.00 6.71 6.85 B7 p7 24.49 7.44 22.26 33.42 7.46 18.00 10.75 11.71 B5 p8 31.39 10.33 16.88 61.21 7.34 18.00 9.48 8.88 B3 p9 33.78 11.28 31.65 35.64 10.31 24.00 8.74 9.36 B1 p13 33.78 11.28 21.84 51.65 12.78 24.00 6.63 6.46 HGRADE hgradel n1 n2 n3 SUBMERGED 389.08 LSTEND HGLINE hgradel Hydraulic Gradeline for Reach hgradel <-FROM-> <--TO--> <FLOW> floss Ent_HGL EntLoss ExtLoss Outlet Inlet AppHead BndHead JunHead Headutr -cb/mh- junction 389.08 mh10 junction 11.28 0.72 tw & do <dc: Inlet Ctrl Assumed 389.31 0.20 0.27 0.00 389.37 394.85 mh9 mh10 11.28 4.51 tw & do <dc: Inlet CtrL Assumed 390.69 0.53 0.71 0.04 390.91 395.58 mh8 mh9 10.33 5.32 tw & do <dc: Inlet Ctrl Assumed 397.13 0.28 0.00 0.08 396.93 399.82 mh7 mh8 7.44 0.51 397.45 0.14 0.28 397.86 399.38 0.16 0.00 0.04 399.26 404.81 3/ 1/96 Ch2M Hill - Bellevue, WA page 2 City of Renton: NE loth Street/Anacortes Court NE Storm System Improvement Project Alternative 3A - Diversion HISTORY OF HYDROGRAPH ACTIVITY mh6 mh7 5.59 44.36 tw 8 do <dc: Inlet Ctrl Assumed 402.11 0.01 0.02 0.01 402.12 411.92 mhC mh6 2.92 5.45 403.25 0.01 0.01 403.27 402.78 0.01 0.01 0.00 403.27 416.08 mhB mhC 1.79 0.21 403.98 0.00 0.01 403.99 403.36 0.02 0.02 -0.01 403.98 409.29 weir mhB 3.50 0.33 404.48 0.01 0.02 404.51 403.86 0.00 0.00 0.00 404.51 407.00 mh6 402.86 mh5 mh6 1.54 0.11 403.88 0.01 0.01 403.90 403.70 0.00 0.00 0.00 403.90 413.58 mh2 408.19 mhA mh2 5.97 0.13 408.32 0.03 0.06 408.40 405.24 0.06 0.00 0.00 408.35 410.74 mh3 mhA 5.97 0.14 408.49 0.03 0.06 408.57 405.94 0.00 0.00 0.00 408.57 409.88 REMARK ROUTING THE 10 YEAR STORM THROUGH HYOROGRAPH 2 LSTEND CHANGE 1110 YR STORM" 2.90 PRECIP BO B1 B10 B12 B14 815 83 B5 86 87 B9 LSTEND ROUTE HYDROGRAPH 2 THROUGH REACH n1 Network n2 Reach <AREA>-<Act--G>-<0_Full> %-Full-Ndepth-<Diam>-<NVeI>_<FVeI>_Carea_ p5 5.44 2.73 7.71 35.39 10.30 18.00 3.78 4.06 B9 Network nl Reach <AREA> <Act G> <p Full> % Full Ndepth <Diam> <NVeL> <FVeI> Carea p15 31.60 3.50 11.20 31.25 14.41 24.00 2.99 3.32 p11 6.48 3.17 10.51 30.14 14.60 24.00 2.78 3.11 B10 p12 10.48 5.16 10.25 50.35 12.59 24.00 3.09 3.03 B7 p6 19.92 9.88 13.02 75.93 12.37 18.00 7.64 6.85 B7 p7 24.49 12.71 22.26 57.08 7.80 18.00 12.30 11.71 B5 p8 31.39 17.11 --------Pressure Flow-------- 9.68 B3 p9 33.78 18.60 31.65 58.76 10.16 24.00 9.91 9.36 B1 p13 33.78 18.60 21.84 85.16 18.07 24.00 7.33 6.46 HGRADE hgradel nl n2 SUBMERGED 389.58 LSTEND HGLINE hgradel 3 1 96 - '/ / Ch2M Hill Bellevue, WA page 3 City of Renton: NE 10th Street/Anacortes Court NE Storm System Improvement Project Alternative 3A - Diversion --------------------------------------------------------------------- --------------------------------------------------------------------- HISTORY OF HYDROGRAPH ACTIVITY Hydraulic Gradeline for Reach hgradel <-FROM-> <--TO--> <FLOW> floss Ent_HGL EntLoss ExtLoss OutLet Inlet AppHead BndHead JunHead HeadWtr -cb/mh- junction 389.58 mh10 junction 18.60 0.59 tw 8 do <dc: Inlet CtrL Assumed 391.39 0.54 0.72 0.00 391.57 394.85 mh9 mh10 18.60 0.52 392.08 0.27 0.54 392.90 392.77 1.46 1.94 0.10 393.48 395.58 mh8 mh9 17.11 5.63 399.11 0.73 1.46 401.29 399.50 0.80 0.01 0.20 399.92* 399.82 mh7 mh8 12.71 1.49 401.41 0.40 0.80 402.62 401.78 0.49 0.01 0.10 402.24 404.81 mh6 mh7 9.88 1.80 404.04 0.24 0.49 404.77 403.86 0.04 0.05 0.02 404.81 411.92 mhC mh6 5.16 0.23 405.04 0.02 0.04 405.10 402.87 0.02 0.02 0.01 405.11 416.08 mhB mhC 3.17 0.06 405.18 0.01 0.02 405.20 403.45 0.02 0.02 -0.00 405.20 409.29 weir mhB 3.50 0.03 405.22 0.01 0.02 405.25 403.86 0.00 0.00 0.00 405.25 407.00 mh6 404.81 mh5 mh6 2.73 0.23 405.04 0.02 0.04 405.10 403.77 0.00 0.00 0.00 405.10 413.58 mh2 408.19 mhA mh2 5.97 0.13 408.32 0.03 0.06 408.40 405.24 0.06 0.00 0.00 408.35 410.74 mh3 mhA 5.97 0.14 408.49 0.03 0.06 408.57 405.94 0.00 0.00 0.00 408.57 409.88 REMARK ROUTING THE 25 YEAR STORM THROUGH HYDROGRAPH 3 LSTEND CHANGE 1125 YR STORM" 3.40 PRECIP BO B1 B10 B12 814 B15 B3 65 B6 B7 89 LSTEND ROUTE HYDROGRAPH 3 THROUGH REACH nl Network n2 Reach <AREA>_<Act-_G>_<G-FULL> %-Full-Ndepth_<Diam>-<NVel>_<FVeI>-Carea_ p5 5.44 3.40 7.71 44.13 9.27 18.00 4.01 4.06 B9 Network nl Reach <AREA>_<Act- 0>-<p_Full> %_Full-Ndepth-<Diam>-<NVet>-<FVet>-Carea- p15 31.60 3.50 11.20 31.25 14.41 24.00 2.99 3.32 p11 6.48 3.95 10.51 37.60 13.38 24.00 2.95 3.11 B10 p12 10.48 6.44 10.25 62.81 14.45 24.00 3.26 3.03 B7 p6 19.92 12.33 13.02 94.71 15.08 18.00 7.80 6.85 B7 p7 24.49 15.68 22.26 70.46 6.28 18.00 12.88 11.71 B5 p8 31.39 20.92 --------Pressure Flow-------- 11.84 B3 p9 33.78 22.70 31.65 71.74 8.18 24.00 10.33 9.36 B1 p13 33.78 22.70 --------Pressure Flow-------- 7.23 HGRADE hgradel nl 3 1 96 Ch2M Hill - Bellevue, WA page 4 / / City of Renton: NE loth Street/Anacortes Court NE Storm System Improvement Project Alternative 3A - Diversion HISTORY OF HYDROGRAPH ACTIVITY n2 n3 SUBMERGED 391.08 LSTEND HGLINE hgradel ' Hydraulic Gradeline for Reach hgradel <-FROM-> <--TO--> <FLOW> floss Ent HGL EntLoss ExtLoss Outlet Inlet AppHead BndHead JunHead HeadWtr -cb/mh- junction 391.08 mh10 junction 22.70 0.73 391.81 0.41 0.81 393.02 392.07 0.81 1.08 0.00 393.29 394.85 mh9 mh10 22.70 0.77 394.06 0.41 0.81 395.27 393.45 2.18 2.90 0.15 395.68* 395.58 mh8 mh9 20.92 8.41 404.09 1.09 2.18 407.36 401.35 1.22 0.01 0.29 399.92* 399.82 mh7 mh8 15.68 2.28 402.20 0.61 1.22 404.03 402.86 0.76 0.01 0.15 403.44 404.81 mh6 mh7 12.33 2.80 406.24 0.38 0.76 407.37 404.55 0.07 0.09 0.03 407.43 411.92 mhC mh6 6.44 0.36 407.79 0.03 0.07 407.89 402.91 0.02 0.03 0.01 407.90 416.08 mhB mhC 3.95 0.10 408.00 0.01 0.02 408.04 403.49 0.02 0.02 0.00 408.04 409.29 weir mhB 3.50 0.03 408.08 0.01 0.02 408.10 403.86 0.00 0.00 0.00 407.10* 407.00 mh6 407.43 mh5 mh6 3.40 0.37 407.79 0.03 0.06 407.88 403.81 0.00 0.00 0.00 407.88 413.58 mh2 408.19 mhA mh2 5.97 0.13 408.32 0.03 0.06 408.40 405.24 0.06 0.00 0.00 408.35 410.74 mh3 mhA 5.97 0.14 408.49 0.03 0.06 408.57 405.94 0.00 0.00 0.00 408.57 409.88 REMARK ROUTING THE 100 YEAR STORM THROUGH HYDROGRAPH 4 LSTEND CHANGE 11100 YR PRECIP" 3.90 PRECIP BO B1 B10 812 B14 B15 B3 B5 B6 B7 89 LSTEND ROUTE HYDROGRAPH 4 THROUGH REACH nl Network n2 Reach ----__<AREA>-<Act o> <p Full> % Full Ndepth <Diam> <NVel> <FVeI> Carea p5 5.44 4.08 7.71 52.92 9.73 18.00 4.19 4.06 B9 Network n1 Reach <AREA>_<Act_ 0>_<p-Full> X_Full-Ndepth-<Diam>-<NVeI>_<FVeI>_Carea- p15 31.60 3.50 11.20 31.25 14.41 24.00 2.99 3.32 p11 6.48 4.74 10.51 45.11 12.21 24.00 3.09 3.11 B10 p12 10.48 7.72 10.25 75.34 16.39 24.00 3.38 3.03 B7 p6 19.92 14.79 --------Pressure Flow-- 8.37 B7 3/ 96 1 Ch2M Hill - Bellevue a/ � WA page 5 City of Renton: NE 10th Street/Anacortes Court NE Storm System Improvement Project Alternative 3A - Diversion ----------------------=---------------------------------------------- --------------------------------------------------------------------- HISTORY OF HYDROGRAPH ACTIVITY p7 24.49 18.67 22.26 83.89 4.62 18.00 13.26 11.71 B5 p8 31.39 24.74 --------Pressure Flow-------- 14.00 B3 p9 33.78 26.81 31.65 84.73 6.01 24.00 10.61 9.36 B1 p13 33.78 26.81 --------Pressure Flow-------- 8.54 HGRADE hgradel nl n2 n3 SUBMERGED 391.58 LSTEND HGLINE hgradel Hydraulic Gradeline for Reach hgradel <-FROM-> <--TO--> <FLOW> floss Ent_HGL EntLoss ExtLoss Outlet Inlet AppHead BndHead JunHead HeadWtr -cb/mh- junction 391.58 mh10 junction 26.81 1.01 392.59 0.57 1.13 394.29 392.89 1.13 1.51 0.00 394.66 394.85 mh9 mh10 26.81 1.07 395.73 0.57 1.13 397.43 394.28 3.04 4.05 0.21 395.68* 395.58 mh8 mh9 24.74 11.76 407.44 1.52 3.04 412.01 403.57 1.73 0.02 0.41 399.92* 399.82 mh7 mh8 18.67 3.22 403.14 0.87 1.73 405.75 404.16 1.09 0.02 0.21 404.89 404.81 mh6 mh7 14.79 4.03 408.92 0.54 1.09 410.55 405.40 0.09 0.12 0.05 410.63 411.92 mhC mh6 7.72 0.52 411.15 0.05 0.09 411.29 402.95 0.04 0.05 0.01 411.31 416.08 MB mhC 4.74 0.14 411.46 0.02 0.04 411.51 403.51 0.02 0.02 0.00 409.39* 409.29 weir mhB 3.50 0.03 409.42 0.01 0.02 409.45 403.86 0.00 0.00 0.00 407.10* 407.00 mh6 410.63 mh5 mh6 4.08 0.52 411.15 0.04 0.08 411.28 403.84 0.00 0.00 0.00 411.28 413.58 mh2 408.19 mhA mh2 5.97 0.13 408.32 0.03 0.06 408.40 405.24 0.06 0.00 0.00 408.35 410.74 mh3 mhA 5.97 0.14 408.49 0.03 0.06 408.57 405.94 0.00 0.00 0.00 408.57 409.88 End program file BASIN_O.PGM i HEC-1 Input and Results • Input and Program • System Schematic • Hydrograph at Pond • Runoff Summary 1 #♦♦♦#♦t #♦♦♦♦#♦t#tt###tftt♦M♦#♦♦f♦##Rf1f#♦#♦♦# • FLOOD HYDROGRAPH PACKAGE (HEC-1) • U.S.ARMY CORPS OF ENGINEERS " SEPTEMBER 1990 ` HYDROLOGIC ENGINEERING CENTER ` VERSION 4.0 609 SECOND STREET ' DAVIS,CALIFORNIA 95616 ' • RUN DATE 10/18/1995 TIME 19:36:08 t (916)756-1104 ' ♦♦ fw##tf:frrtr X X )0000= XX)= X X XX X X XX X XX X X )0000= XXXX X )00= X X XX X X X XX X X X X X XXXXXXC XXXXX XXX THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 GAN 73),HECIGS,HECIDB, AND HECIKW. THE DEFINITIONS OF VARIABLES-RTIMP-AND-RTIOR-HAVE CHANGED FROM THOSE USED WITH THE 1973- STYLE INPUT STRUCTURE. THE DEFINITION OF-AMSKK-ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81.THIS IS THE FORTRAN77 VERSION NEW OPTIONS:DAMBREAK OUTFLOW SUBMERGENCE,SINGLE EVENT DAMAGE CALCULATION,DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE:NEW FINITE DIFFERENCE ALGORITHM 1 HEC-1 INPUT PAGE 1 LINE ID.......1.......2......3.......4.......5.......6.......7.......8.......9......10 1 ID City of Renton NE loth/Anacortes Ct Storm System Improvement 2 ID Alt.3A:Diversion and Pond Analysis 3 ID HEC-1 Hydrologic Analysis for Design 4 ID 25-Year,24-Hour Design Storm,Existing Site Conditions 5 ID SCS Type 1A Preicpitation Distribution,10 min.Time Increment 6 ID Run at 5 Min Time Step 7 ID Input Filename:3AHEC.DAT,Revised 10/9/95 *DIAGRAM 8 IT 5 0 300 9 IN 10 10 IO 5 0 11 KK SUBB12 12 KM Runoff from Drainage Subarea B12 •area in square miles-multiplied by 100 to get significant digits 13 BA 1.997 25-Year,24-Hour Event Precipitation estimated at 3.4 inches from King County •Surface Water Design Manual Isopluvial Map 14 PB 3.40 15 PC .004 .008 .012 .016 .020 .024 .028 .032 .036 .040 16 PC .045 .050 .055 .060 .065 .070 .076 .082 .088 .094 17 PC .100 .106 .113 .120 .127 .134 .141 .148 .156 .164 18 PC .173 .181 .189 .197 .207 .216 .226 .235 .245 .254 19 PC .268 .281 .294 .312 .3M .364 .418 .445 .463 .477 20 PC .490 .504 .512 .521 .530 .539 .548 .556 .565 .574 21 PC .583 .592 .600 .609 .616 .624 .631 .638 .645 .652 22 PC .660 .667 .674 .681 .688 .696 .701 .707 .713 .718 23 PC .724 .730 .736 .741 .747 .753 .758 .764 .769 .774 24 PC .779 .784 .789 .794 .799 .804 .809 .814 .819 .824 25 PC .828 .832 .836 .840 .844 .848 .852 .&% .860 .864 26 PC .868 .872 .876 .880 .884 .888 .892 .896 .900 .904 27 PC .908 .912 .916 .920 .924 .928 .932 .936 .940 .944 28 PC .948 .952 .956 .960 .964 .968 .972 .976 .980 .984 29 PC .988 .992 .996 1.000 30 LS 0 86.3 31 UD .412 route Subarea B12 through pipe with one time-step lag 32 KK RTB12 33 RT 0 1 1 34 KK SUBB15 35 KM Runoff from Drainage Subarea B15 •area in square miles-multiplied by 100 to get significant digits 36 BA .775 37 LS 0 89.8 38 UD .361 39 KK SUBB13 40 KM Runoff from Drainage Subarea B13 •area in square miles-multiplied by 100 to get significant digits 41 BA 1.273 42 IS 0 90.6 43 UD .169 •route Subarea B13 through pipe with one time-step lag 1 HEC-1 INPUT PAGE 2 LINE ID.......1.......2.......3.......4.......5.......6.......7.......8.......9......10 44 KK RTB13 45 RT 0 1 1 46 KK SUBB14 47 KM Runoff from Drainage Subarea B14 •area in square miles-multiplied by 100 to get significant digits 48 BA .181 49 LS 0 91.5 50 UD .170 51 KK SUBNEW 52 KM Runoff from Drainage Subarea NEW •area in square miles-multiplied by 100 to get significant digits 53 BA .711 54 IS 0 87.9 55 UD .592 56 KK COM1 57 KM Combine flows from Subareas B12-B14&BNEW at Detention Pond 58 HC 5 59 KK DPOND 60 KM Storage Routing of Combined Runoff through Detention Pond •assumes single submerged orifice(8.0 inch diameter)at elevation 402.5 •volume and outflow input multiplied by 100 for consistency with input 61 KO 1 62 RS 1 ELEV 403.5 63 SV 0 61 121 182 212 64 SE 403.5 404.5 405.5 406.5 407.0 65 SQ 0 0 170 250 1100 66 KK SUBB10 67 KM Runoff from Drainage Subarea B10 •area in square miles-multiplied by 100 to get significant digits 68 BA 1.012 69 LS 0 91.0 70 UD .259 71 KK COM2 72 KM Combine flows from Pond and Subarea B10 after Detention Pond 73 HC 2 •route Subarea B10(combined w/Pond)through pipe with one time-step lag 74 KK RTB10 75 RT 0 1 1 76 KK SUBB9 ' 77 KM Runoff from Drainage Subarea B9 •area in square miles-multiplied by 100 to get significant digits 78 BA .228 79 IS 0 91.0 80 UD .194 1 HEC-1 INPUT PAGE 3 LINE ID.......1.......2.......3.......4.......5.......6.......7.......8.......9......10 81 KK SUBBB 82 KM Runoff from Drainage Subarea B8 'area in square miles-multiplied by 100 to get significant digits 83 BA .622 84 LS 0 91.0 85 UD .241 ' 86 KK SUBB7 87 KM Runoff from Drainage Subarea B7 area in square miles-multiplied by 100 to get significant digits 88 BA .625 89 LS 0 91.0 90 UD .248 91 KK SUBB6 92 KM Runoff from Drainage Subarea B6 area in square miles-multiplied by 100 to get significant digits 93 BA .958 94 LS 0 91.0 95 UD .210 96 KK COM3 97 KM Combine flows from COM2& Subareas B6-B9 @ Node 6 98 HC 5 99 KK SUBBS 100 KM Runoff from Drainage Subarea B5 •area in square miles-multiplied by 100 to get significant digits 101 BA .372 102 IS 0 96.9 103 UD .048 ' 104 KK SUBB4 105 KM Runoff from Drainage Subarea B4 •area in square miles-multiplied by 100 to get significant digits 106 BA .342 107 IS 0 96.2 , 108 UD .140 109 KK SUBB3 110 KM Runoff from Drainage Subarea B3 •area in square miles-multiplied by 100 to get significant digits 11 I S 0 97 112 IS 0 95.8 113 UD .158 114 KK SUBB2 115 KM Runoff from Drainage Subarea B2 •area in square miles-multiplied by 100 to get significant digits 116 BA .686 117 IS 0 97.1 118 UD .144 1 HEC-1 INPUT PAGE 4 LINE ID.......1.......2....... .......4.......5.......6.......7.......8.......9......10 119 KK COM4 ' 120 KM Combine flows from COM3& Subareas B2-B5 @ Node 8 121 HC 5 ' 122 KK SUBB1 123 KM Runoff from Drainage Subarea Bl •area in square miles-multiplied by 100 to get significant digits 124 BA 373 125 IS 0 95.6 126 UD .240 127 KK SUBBO 128 KM Runoff from Drainage Subarea BO •area in square miles-multiplied by 100 to get significant digits 129 BA .059 ' 130 IS 0 84A 131 UD .680 132 KK COMS 133 KM Combine flows from COM4& Subareas Bl&BO @ Node 10 134 HC 3 135 ZZ 1 SCHEMATIC DIAGRAM OF STREAM NETWORK INPUT LINE (V)ROUTING (—>)DIVERSION OR PUMP FLOW NO. (.)CONNECTOR (<--)RETURN OF DIVERTED OR PUMPED FLOW 11 SUBB12 V V 32 RTB12 34 SUBB15 39 SUBB13 V V 44 RTB13 46 SUBB14 51 SUBNEW 56 Comi................................................ V V 59 DPOND 66 SUBB10 71 COM2............ V V 74 RTB10 76 SUBB9 81 SUBB8 86 SUBB7 91 SUBB6 96 COM3................................................ 99 S UBB5 104 SUBB4 109 SUBB3 114 SUBB2 119 COM4................................................ 122 SUBB1 127 SUBBO 132 COM5........................ RUNOFF ALSO COMPUTED AT THIS LOCATION FLOOD HYDROGR*APH PACKAGE (HEC-1) U.S.ARMY CORPS OF ENGINEERS SEPTEMBER 1990 HYDROLOGIC ENGINEERING CENTER VERSION 4.0 609 SECOND STREET ' DAVIS,CALIFORNIA 95616 « ' RUN DATE 10/18/1995 TIME 19:36:08« (916)756-1104 « « « City of Renton:NE 10th/Anacortes Ct Storm System Improvement Alt.3A:Diversion and Pond Analysis HEC-1 Hydrologic Analysis for Design 25-Year,24-Hour Design Storm,Existing Site Conditions SCS Type 1A Preicpitation Distribution,10 min.Time Increment Run at 5 Min Time Step Input Filename:3AHEC.DAT,Revised 10/9/95 1010 OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMIN 5 MINUTES IN COMPUTATION INTERVAL IDATE 1 0 STARTING DATE ITMME 0000 STARTING TIME NQ 300 NUMBER OF HYDROGRAPH ORDINATES NDDATE 2 0 ENDING DATE NDTIME 0055 ENDING TIME ICENT 19 CENTURY MARK COMPUTATION INTERVAL .08 HOURS , TOTAL TIME BASE 24.92 HOURS ENGLISH UNITS DRAINAGE AREA SQUARE MILES PRECIPITATION DEPTH INCHES LENGTH,ELEVATION FEET FLOW CUBIC FEET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT 59 KK DPOND ` « 61 KO OUTPUT CONTROL VARIABLES IPRNT 1 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE HYDROGRAPH ROUTING DATA 62 RS STORAGE ROUTING NSTPS 1 NUMBER OF SUBREACHES TTYP ELEV TYPE OF INITIAL CONDITION RSVRIC 403.50 INITIAL CONDITION X .00 WORKING R AND D COEFFICIENT 63 SV STORAGE .0 61.0 121.0 182.0 212.0 64 SE ELEVATION 403.50 404.50 405.50 406.50 407.00 65 SQ DISCHARGE 0. 0. 170. 250. 1100. ..r •r++a ...s..rrrr..rrrrrs...s....r......«....++«.«w++++r«««+«+ra.arsarr..«a.«rr+r««««r«r«rrrrrr..ra««+«« HYDROGRAPH AT STATION DPOND DA MON HRMN ORD OUTFLOW STORAGE STAGE*DA MON HRMN ORD OUTFLOW STORAGE STAGE*DA MON HRMN ORD OUTFLOW STORAGE STAGE r 1 0000 1 0. .0 403.5* 1 0820101 200. 143.6 405.9* 1 1640 201 287. 183.3 406.5 1 0005 2 0. .0 403.5* 1 0825102 207. 149.2 406.0* 1 1645 202 286. 183.3 406.5 1 0010 3 0. .0 403.5* 1 0830103 214. 154.2 406.0* 1 1650 203 284. 183.2 406.5 1 0015 4 0. .0 403.5* 1 0835104 219. 158.7 406.1* 1 1655 204 280. 183.1 406.5 1 0020 5 0. .0 403.5* 1 0840105 225. 162.8 406.2* 1 1700 205 276. 182.9 406.5 1 0025 6 0. .0 403.5* 1 0845106 230. 166.5 406.2* 1 1705 206 272. 182.8 406.5 1 0030 7 0. .0 403.5* 1 0850107 234. 169.7 406.3* 1 1710 207 268. 182.6 406.5 1 0035 8 0. .0 403.5* 1 0855108 237. 172.5 406.3* 1 1715 208 263. 182.5 406.5 1 0040 9 0. .0 403.5* 1 0900109 241. 175.0 406.4* 1 1720 209 259. 182.3 406.5 1 0045 10 0. .0 403.5* 1 0905110 244. 177.2 406.4* 1 1725 210 255. 182.2 406.5 1 0050 11 0. .0 403.5* 1 0910111 246. 179.2 406.5* 1 1730 211 252. 182.1 406.5 1 0055 12 0. .0 403.5* 1 0915112 249. 181.1 406.5* 1 1735 212 250. 182.0 406.5 I 1 0100 13 0. .0 403.5* 1 0920113 273. 182.8 406.5* 1 1740 213 250. 181.9 406.5 1 0105 14 0. .0 403.5* 1 0925114 313. 184.2 406.5* 1 1745 214 250. 181.7 406.5 1 0110 15 0. .0 403.5* 1 0930115 344. 185.3 406.6* 1 1750 215 250. 181.6 406.5 1 0115 16 0. .0 403.5* 1 0935116 367. 186.1 406.6* 1 1755 216 249. 181.5 406.5 1 0120 17 0. .0 403.5* 1 0940117 385. 186.8 406.6* 1 1800 217 249. 181.4 406.5 1 0125 18 0. .0 403.5* 1 0945118 399. 187.3 406.6* 1 1805 218 249. 181.3 406.5 1 0130 19 0. .0 403.5* 1 0950119 410. 187.7 406.6* 1 1810 219 249. 181.2 406.5 1 0135 20 0. .0 403.5* 1 0955120 419. 188.0 406.6* 1 1815 220 249. 181.1 406.5 1 0140 21 0. .0 403.5* 1 1000121 427. 188.2 406.6* 1 1820 221 249. 180.9 406.5 1 0145 22 0. .0 403.5* 1 1005122 434. 188.5 406.6* 1 1825 222 248. 180.8 406.5 1 0150 23 0. .0 403.5* 1 1010123 440. 188.7 406.6* 1 1830 223 248. 180.7 406.5 1 0155 24 0. .0 403.5* 1 1015124 445. 188.9 406.6* 1 1835 224 248. 180.6 406.5 1 0200 25 0. .0 403.5* 1 1020125 449. 189.0 406.6* 1 1840 225 248. 180.5 406.5 1 0205 26 0. .0 403.5* 1 1025126 452. 189.1 406.6* 1 1845 226 248. 180.4 406.5 1 0210 27 0. .0 403.5* 1 1030127 454. 189.2 406.6* 1 1850 227 248. 180.3 406.5 1 0215 28 0. .0 403.5* 1 1035128 455. 189.2 406.6* 1 1855 228 248. 180.2 406.5 1 0220 29 0. .0 403.5* 1 1040129 456. 1893 406.6* 1 1900 229 247. 180.1 406.5 1 0225 30 0. .0 403.5* 1 1045130 455. 189.2 406.6* 1 1905 230 247. 180.0 406.5 1 0230 31 0. .0 403.5* 1 1050131 453. 189.2 406.6* 1 1910 231 247. 179.9 406.5 1 0235 32 0. .0 403.5* 1 1055132 450. 189.1 406.6* 1 1915 232 247. 179.8 406.5 1 0240 33 0. .0 403.5* 1 1100133 446. 188.9 406.6* 1 1920 233 247. 179.7 406.5 1 0245 34 0. .0 403.5* 1 1105134 442. 188.8 406.6* 1 1925 234 247. 179.6 406.5 1 0250 35 0. .1 403.5* 1 1110135 438. 188.6 406.6* 1 1930 235 247. 179.5 406.5 1 0255 36 0. .1 403.5* 1 1115136 433. 188.4 406.6* 1 1935 236 247. 179.4 406.5 1 0300 37 0. .2 403.5* 1 1120137 427. 1883 406.6* 1 1940 237 246. 179.3 406.5 1 0305 38 0. .3 403.5* 1 1125138 422. 188.1 406.6* 1 1945 238 246. 179.2 406.5 1 0310 39 0. .4 403.5* 1 1130139 417. 187.9 406.6* 1 1950 239 246. 179.1 406.5 1 0315 40 0. .5 403.5* 1 1135140 412. 187.7 406.6* 1 1955 240 246. 179.0 406.5 1 0320 41 0. .6 403.5* 1 1140141 408. 187.6 406.6* 1 2000 241 246. 179.0 406.5 1 0325 42 0. .8 403.5* 1 1145142 406. 187.5 406.6* 1 2005 242 246. 178.9 406.4 1 0330 43 0. 1.0 403.5* 1 1150143 404. 187.4 406.6* 1 2010 243 246. 178.8 406.4 1 0335 44 0. 1.2 403.5* 1 1155144 403. 187.4 406.6* 1 2015 244 246. 178.7 406.4 1 0340 45 0. 1.4 403.5* 1 1200145 403. 187.4 406.6* 1 2020 245 246. 178.6 406A 1 0345 46 0. 1.7 403.5* 1 1205146 402. 1873 406.6* 1 2025 246 245. 178.6 406.4 r 1 0350 47 0. 2.0 403.5" 1 1210147 400. 187.3 406.6* 1 2030 247 245. 178.5 406.4 r 1 0355 48 0. 2.3 403.5. 1 1215148 399. 187.3 406.6. 1 2035 248 245. 178.4 406.4 1 0400 49 0. 2.7 403.5* 1 1220149 398. 187.2 406.6* 1 2040 249 245. 178.3 406.4 1 0405 50 0. 3.1 403.6* 1 1225150 396. 187.2 406.6* 1 2045 250 245. 178.3 406.4 1 0410 51 0. 3.5 403.6* 1 1230151 396. 187.1 406.6* 1 2050 251 245. 178.2 406.4 1 0415 52 0. 4.0 403.6* 1 1235152 395. 187.1 406.6* 1 2055 252 245. 178.1 406.4 1 0420 53 0. 4.6 403.6" 1 1240153 396. 187.1 406.6* 1 2100 253 245. 178.0 406.4 1 0425 54 0. 5.2 403.6. 1 1245154 395. 187.1 406.6* 1 2105 254 245. 178.0 406.4 1 0430 55 0. 5.8 403.6* 1 1250155 391. 187.0 406.6* 1 2110 255 245. 177.9 406.4 1 0435 56 0. 6.5 403.6* 1 1255156 387. 186.8 406.6* 1 2115 256 245. 177.8 406.4 1 0440 57 0. 7.2 403.6* 1 1300157 381. 186.6 406.6* 1 2120 257 244. 177.8 406.4 1 0445 58 0. 7.9 403.6* 1 1305158 376. 186.4 406.6* 1 2125 258 244. 177.7 406.4 1 0450 59 0. 8.7 403.6* 1 1310159 370. 186.2 406.6. 1 2130 259 244. 177.6 406.4 1 0455 60 0. 9.6 403.7* 1 1315160 364. 186.0 406.6' 1 2135 260 244. 177.6 406.4 1 0500 61 0. 10.5 403.7* 1 1320161 358. 185.8 406.6* 1 2140 261 244. 177.5 406.4 1 0505 62 0. 11.5 403.7* 1 1325162 352. 185.6 406.6* 1 2145 262 244. 177.5 406.4 1 0510 63 0. 12.6 403.7* 1 1330163 347. 185.4 406.6* 1 2150 263 244. 177.4 406.4 1 0515 64 0. 13.7 403.7* 1 1335164 343. 185.3 406.6* 1 2155 264 244. 177.3 406.4 1 0520 65 0. 14.9 403.7* 1 1340165 340. 185.2 406.6* 1 2200 265 244. 177.3 406.4 1 0525 66 0. 16.1 403.8" 1 1345166 338. 185.1 406.6* 1 2205 266 244. 177.2 406.4 1 0530 67 0. 17.4 403.8* 1 1350167 336. 185.0 406.6* 1 2210 267 244. 177.2 406.4 1 0535 68 0. 18.7 403.8* 1 1355168 334. 185.0 406.5* 1 2215 268 244. 177.1 406.4 1 0540 69 0. 20.0 403.8* 1 1400169 332. 184.9 406.5* 1 2220 269 244. 177.1 406.4 1 0545 70 0. 21.4 403.9* 1 1405170 330. 184.8 406.5* 1 2225 270 243. 177.0 406.4 1 0550 71 0. 22.9 403.9* 1 1410171 328. 194.8 406.5* 1 2230 271 243. 177.0 406.4 1 0555 72 0. 24.4 403.9* 1 1415172 327. 184.7 406.5* 1 2235 272 243. 176.9 406.4 1 0600 73 0. 26.1 403.9* 1 1420173 326. 184.7 406.5' 1 2240 273 243. 176.9 406.4 1 0605 74 0. 27.8 404.0* 1 1425174 326. 184.7 406.5* 1 2245 274 243. 176.8 406.4 1 0610 75 0. 29.5 404.0* 1 1430175 324. 184.6 406.5* 1 2250 275 243. 176.8 406.4 1 0615 76 0. 31.4 404.0. 1 1435176 323. 184.6 406.5* 1 2255 276 243. 176.7 406.4 1 0620 77 0. 33.2 404.0* 1 1440177 322. 184.5 406.5" 1 2300 277 243. 176.7 406.4 1 0625 78 0. 35.1 404.1* 1 1445178 321. 184.5 406.5* 1 2305 278 243. 176.7 406.4 1 0630 79 0. 37.1 404.1* 1 1450179 319. 184.4 406.5* 1 2310 279 243. 176.6 406.4 1 0635 80 0. 39.1 404.1* 1 1455180 317. 194.4 406.5* 1 2315 280 243. 176.6 406.4 1 0640 81 0. 41.2 404.2* 1 1500181 314. 184.3 406.5* 1 2320 281 243. 176.5 406.4 1 0645 82 0. 43.4 404.2* 1 1505182 312. 184.2 406.5* 1 2325 282 243. 176.5 406.4 1 0650 83 0. 45.8 404.3* 1 1510183 309. 184.1 406.5* 1 2330 283 243. 176.5 406.4 1 0655 84 0. 48.4 404-3* 1 1515184 306. 184.0 406.5. 1 2335 284 243. 176.4 406.4 1 0700 85 0. 51.1 404.3* 1 1520195 303. 183.9 406.5* 1 2340 285 243. 176.4 406.4 1 0705 86 0. 54.0 404.4* 1 1525186 301. 183.8 406.5* 1 2345 286 243. 176.3 406.4 1 0710 87 0. 57.0 404.4" 1 1530187 298. 193.7 406.5* 1 2350 287 243. 176.3 406.4 1 0715 88 0. 60.3 404.5. 1 1535188 297. 183.6 406.5* 1 2355 288 242. 176.3 406.4 1 0720 89 8. 63.8 404.5* 1 1540189 295. 183.6 406.5* 2 0000 289 242. 176.2 406.4 1 0725 90 18. 67.5 404.6* 1 1545190 293. 183.5 406.5. 2 0005 290 242. 176.0 406.4 1 0730 91 30. 71.5 404.7* 1 1550191 292. 183.5 406.5* 2 0010 291 242. 175.5 406.4 1 0735 92 43. 76.2 404.8' 1 1555192 291. 183.5 406.5* 2 0015 292 241. 174.9 406.4 1 0740 93 59. 81.8 404.8* 1 1600193 290. 183.4 406.5* 2 0020 293 240. 174.0 406.4 1 0745 94 78. 88.6 405.0* 1 1605194 290. 183.4 406.5' 2 0025 294 238. 173.0 406.4 1 0750 95 101. 96.7 405.1* 1 1610195 289. 183.4 406.5 2 0030 295 237. 171.9 406.3 1 0755 96 126. 105.5 405.2* 1 1615196 288. 183.4 406.5" 2 0035 296 235. 170.6 406.3 1 0800 97 151. 114.3 405.4* 1 1620197 288. 183.3 406.5. 2 0040 297 233. 169.3 406.3 1 0805 98 172. 122.6 405.5. 1 1625198 288. 183.3 406.5* 2 0045 298 231. 167.9 406.3 1 0810 99 182. 130.3 405.7* 1 1630199 288. 183.3 406.5" 2 0050 299 230. 166.5 406.2 1 0815100 191. 137.3 405.8* 1 1635 200 287. 183.3 406.5. 2 0055 300 228. 165.0 406.2 fff........... fffffM......iif*ffifff.f111f.11f1111111HR"f11111ff1fffffftif111111fR*Rf PEAK FLOW TIME MAXIMUM AVERAGE FLOW 6-HR 24-HR 72-HR 24.92-HR + (CFS) (HR) ( ) r + 456. 10.67 382. 211. 203. 203. (INCHES) .719 1.587 1.587 1.587 (AC-FT) 189. 418. 418. 418. PEAK STORAGE TIME MAXIMUM AVERAGE STORAGE 6-HR 24-HR 72-HR 24.92-HR + (AC-FT) (HR) 189. 10.67 187. 133. 128. 128. PEAK STAGE TIME MAXIMUM AVERAGE STAGE 6-HR 24-HR 72-HR 24.92-HR + (FEET) (HR) 406.62 10.67 406.58 405.69 405.61 405.61 CUMULATIVE AREA= 4.94 SQ MI 1 RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK AREA STAGE MAX STAGE + 6-HOUR 24-HOUR 72-HOUR HYDROGRAPH AT + SUBB12 523. 8.00 216. 109. 105. 2.00 ROUTED TO + RT1312 523. 8.08 216. 109. 105. 2.00 HYDROGRAPH AT + SUBB15 253. 8.00 97. 49. 47. .77 HYDROGRAPH AT I SUBB13 547. 7.75 165. 82. 79. 1.27 ROUTED TO + RTB13 547. 7.83 165. 82. 79. 1.27 HYDROGRAPH AT + SUBB14 81. 7.75 24. 12. 12. .18 HYDROGRAPH AT + SUBNEW 175. 8.25 82. 41. 40. .71 5 COMBINED AT + COM1 1418. 7.92 582. 294. 283. 4.94 ROUTED TO + DPOND 4%. 10.67 382. 211. 203. 4.94 + 406.62 10.67 HYDROGRAPH AT + SUBB10 391. 7.83 133. 67. 64. 1.01 2 COMBINED AT + COM2 555. 10.58 468. 277. 267. 5.95 ROUTED TO + RTB10 SM. 10.67 468. 276. 266. 5.95 HYDROGRAPH AT + SUBB9 95. 7.75 30. 15. 14. .23 HYDROGRAPH AT + SUBB8 246. 7.83 82. 41. 39. .62 HYDROGRAPH AT + SUBB7 245. 7.83 82. 41. 40. .63 HYDROGRAPH AT + SUBB6 391. 7.83 126. 63. 61. .96 5 COMBINED AT + COM3 1413. 7.83 762. 436. 420. 8.38 HYDROGRAPH AT + SUBBS 248. 7.67 59. 30. 29. .37 HYDROGRAPH AT + SUBB4 189. 7.75 53. 27. 26. .34 HYDROGRAPH AT + SUBB3 212. 7.75 61. 31. 30. .40 HYDROGRAPH AT + SUBB2 387. 7.75 110. 57. 54. .69 5 COMBINED AT r + COM4 2245. 7.75 1022. 582. 561. 10.18 HYDROGRAPH AT + SUBB1 176. 7.83 57. 29. 28. .37 HYDROGRAPH AT + SUBBO 11. 8.33 6. 3. 3. .06 3 COMBINED AT + COMS 2425. 7.83 1083. 614. 591. 10.61 "'NORMAL END OF HEC-1- Hydrologic/Hydraulic Modelling Input Data and Results Future Land Use Analysis for Alternative 1 B, Conveyance: Y Y Anacortes Avenue NE Bypass with Trunk Storm Drain Reach Replacements 1 1 1 1 Input Data • Basin Summary for Revised Subbasins* *For all other input data, reference Alternative 1B 1 i 1 1 1/ 9/96 Ch2M Hill - Bellevue WA 1 page City of Renton: NE 10th Street/Anacortes Court NE ' Storm System Improvement Project FUTURE LAND USE for Alternative 1B: Bypass ------------------------------------- BASIN SUMMARY BASIN ID: B12 NAME: 100 YR PRECIP TOTAL AREA. . . . . . • 12 . 78 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : USERl PERVIOUS AREA PRECIPITATION. . . . : 3 . 90 inches AREA. . : 5 . 11 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 TIME OF CONC. . . . . : 19 . 00 min IMPERVIOUS AREA ABSTRACTION COEFF : 0 . 20 AREA. . : 7 . 67 Acres CN. . . . : 98 . 00 TcReach - Sheet L: 150 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 0200 TcReach - Channel L: 875 . 00 kc : 42 . 00 s : 0 . 0350 PEAK RATE : 10 . 57 cfs VOL: 3 . 32 Ac-ft TIME: 480 min ' BASIN ID: B15 NAME: 100 YR PRECIP TOTAL AREA. . . . . . . : 4 . 96 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : USER1 PERVIOUS AREA PRECIPITATION. . . . : 3 . 90 inches AREA. . : 1 . 04 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 TIME OF CONC. . . . . : 18 . 97 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 . 20 AREA. . : 3 . 92 Acres CN. . . . : 93 . 00 TcReach Sheet L. 150 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 0200 TcReach - Channel L: 650 . 00 kc : 42 . 00 s : 0 . 0200 PEAK RATE: 3 . 89 cfs VOL: 1 . 22 Ac-ft TIME: 480 min i Revised Subbasins for Future Land Use Evaluation. All other subbasins remain unchanged. 1 Results • Hydrograph Summary • History of Hydrograph Activity r 1/ 9/96 Ch2M Hill - Bellevue, WA page 2 City of Renton: NE 10th Street/Anacortes Court NE Storm System Improvement Project FUTURE LAND USE for Alternative 1B: Bypass -------------- HYDROGRAPH SUMMARY PEAK TIME VOLUME HYD RUNOFF OF OF Contrib NUM RATE PEAK HYDRO Area cfs min. cf\AcFt Acres 1 19 . 854 480 285100 c f 60 . 83 2-Year Design Storm 2 33 . 237 480 468571 cf 60 . 83 10-Year Design Storm 3 40 . 760 480 573122 c f 60 . 83 25-Year Design Storm 4 48 . 293 480 678777 c f 60 . 83 100-Year Design Storm Hydrograph Results for Future Land Use Evaluation 1/ 9/96 Ch2M Hill - Bellevue , WA page 3 City of Renton: NE 10th Street/Anacortes Court NE Storm System Improvement Project FUTURE LAND USE for Alternative 1B: Bypass HISTORY OF HYDROGRAPH ACTIVITY Date of Session: 1/ 9/96 i CLEARHIS ZERO 1 20 REMARK *t***********t*********t*t****tttx***t*****t*e*r****t*****wt *t**** START OUT BY ROUTING THE 2 YEAR STORM THROUGH HYDROGRAPH 1 LSTEND CHANGE "2 YR STORM" 2.00 PRECIP , BO B1 B10 B12 B14 B15 B3 B5 B6 B7 B9 LSTEND ROUTE HYDROGRAPH 1 THROUGH REACH n1 Network n3 , Reach <AREA> <Act Q> <Q FuLL> % Full Ndepth <Diam> <NVeL> <FVeL> Carea p3 9.31 2.64 21.52 12.29 18.11 24.00 4.42 6.37 B14 , Network n2 Reach- -<AREA> <Act Q> <Q FuLL> % FuLL Ndepth <Diam> <NVeL> <FVeL> Carea p5 5.44 1.54 7.71 20.02 12.33 18.00 3.24 4.06 B9 Network n1 Reach--- <AREA>-<Act- Q> <Q FuLL> % Full Ndepth-<Diam> <NVeL>-<FVeL>-Carea- p1 12.78 4.41 7.44 59.35 5.03 12.00 9.33 8.80 B12 p2 17.74 5.93 12.27 48.35 9.21 18.00 6.52 6.45 B15 p10 27.05 8.58 21.39 40.09 16.23 30.00 3.90 4.05 p11 33.53 10.37 21.41 48.41 15.36 30.00 4.10 4.06 B10 p12 37.53 11.49 27.10 42.40 15.78 30.00 5.01 5.13 B7 p6 46.97 14.16 57.54 24.61 10.54 30.00 9.20 10.90 B7 p7 51.54 16.01 77.15 20.76 9.63 30.00 11.77 14.61 B5 p8 58.44 18.91 107.04 17.66 10.63 36.00 10.83 14.08 B3 p9 60.83 19.85 90.37 21.97 11.91 36.00 9.73 11.88 B1 ' p13 60.83 19.85 48.56 40.88 19.29 36.00 6.18 6.39 HGRADE hgradel n1 n2 n3 SUBMERGED 389.08 ' LSTEND HGLINE hgradel ' 1/ 9/96 Ch2M Hill - Bellevue , WA page 4 City of Renton: NE loth Street/Anacortes Court NE Storm System Improvement Project FUTURE LAND USE for Alternative 1B: Bypass --------------------------------------------------------------------- --------------------------------------------------------------------- HISTORY OF HYDROGRAPH ACTIVITY Hydraulic Gradeline for Reach hgradel <-FROM-> <--TO--> <FLOW> floss Ent_HGL EntLoss ExtLoss OutLet Inlet AppHead BndHead JunHead HeadWtr -cb/mh- junction 389.08 mh10 junction 19.85 1.11 388.90 0.06 0.12 389.08 389.13 0.12 0.16 0.00 389.18 394.85 mh9 mh10 19.85 5.81 tw & do <dc: Inlet CtrL Assumed 390.43 0.11 0.15 0.00 390.47 395.58 mh8 mh9 18.91 15.89 tw & do <dc: Inlet CtrL Assumed 395.22 0.17 0.00 0.02 395.08 399.82 mh7 mh8 16.01 32.82 tw & do <dc: Inlet CtrL Assumed 398.43 0.13 0.00 0.01 398.31 404.81 mh6 mh7 14.16 46.48 tw & do <dc: Inlet CtrL Assumed 401.95 0.09 0.11 0.01 401.99 411.92 mhC mh6 11.49 26.46 404.21 0.04 0.09 404.34 403.68 0.07 0.09 0.01 404.37 416.08 mhB mhC 10.37 1.09 405.28 0.03 0.07 405.38 404.55 0.05 0.00 0.01 405.34 409.29 mhA mhB 8.58 0.81 406.02 0.02 0.05 406.09 405.38 0.17 0.23 0.05 406.20 410.74 mh2 mhA 5.93 0.59 407.80 0.09 0.17 408.07 407.69 0.49 0.00 0.12 407.70 412.47 mh1 mh2 4.41 52.43 tw & do <dc: Inlet CtrL Assumed 428.02 0.00 0.00 0.00 428.02 437.82 mh6 402.86 mh5 mh6 1.54 0.11 403.88 0.01 0.01 403.90 403.70 0.00 0.00 0.00 403.90 413.58 mhA 406.51 mh3 mhA 2.64 0.03 407.04 0.01 0.01 407.06 406.87 0.00 0.00 0.00 407.06 409.88 ' REMARK ROUTING THE 10 YEAR STORM THROUGH HYDROGRAPH 2 LSTEND CHANGE "10 YR STORM" 2.90 PRECIP BO B1 B10 B12 B14 B15 B3 B5 B6 B7 B9 LSTEND ROUTE HYDROGRAPH 2 THROUGH REACH n1 Network n3 Reach <AREA> <Act Q> <Q FULL) % Full Ndepth <Diam> <NVeL> <FVeL> Carea p3 9.31 4.75 21.52 22.09 16.044224.00 5.22y6.37 B14 Network n2 Reach <AREA> <Act Q> <Q FULL) % Full Ndepth <Diam> <NVeL> <FVeL> Carea ' p5 5.44 2.73 7.71 35.39 10.30 18.00^ 3.78 4.06 B9 Network n1 Reach <AREA> <Act Q> <Q FULL> % Full Ndepth <Diam> <NVeL> <FVeL> Carea ' p1 12.78 7.33 7.44 98.51 1.34 12.00 9.93 8.80 B12 p2 17.74 9.96 12.27 81.17 13.02 18.00 7.27 6.45 B15 p10 27.05 14.64 21.39 68.45 19.14 30.00 4.43 4.05 1/ 9/96 Ch2M Hill - Bellevue, ,e levue, WA page 5 City of Renton: NE 10th Street/Anacortes Court NE Storm System Improvement Project FUTURE LAND USE for Alternative 1B: Bypass ---------------------- HISTORY OF HYDROGRAPH ACTIVITY ' p11 33.53 17.81 21.41 83.17 22.14 30.00 4.59 4.06 B10 ' p12 37.53 19.80 27.10 73.07 20.04 30.00 5.68 5.13 B7 p6 46.97 24.53 57.54 42.62 14.26 30.00 10.66 10.90 B7 p7 51.54 27.35 77.15 35.45 12.85 30.00 13.62 14.61 B5 p8 58.44 31.75 107.04 29.66 13.98 36.00 12.51 14.08 B3 p9 60.83 33.24 90.37 36.78 15.74 36.00 11.19 11.88 B1 p13 60.83 33.24 48.56 68.44 22.97 36.00 6.98 6.39 HGRADE hgradel i n1 n2 n3 SUBMERGED 389.58 LSTEND HGLINE hgradel Hydraulic GradeLine for Reach hgradel , <-FROM-> <--TO--> <FLOW> floss Ent HGL EntLoss ExtLoss OutLet Inlet AppHead BndHead JunHead HeadWtr -cb/mh- junction 389.58 mh10 junction 33.24 0.72 389.91 0.17 0.34 390.42 389.45 0.34 0.46 0.00 390.54 394.85 , mh9 mh10 33.24 0.30 390.20 0.17 0.34 390.71 390.74 0.31 0.42 0.01 390.86 395.58 mh8 mh9 31.75 7.28 tw & do <dc: Inlet CtrL Assumed 395.51 0.48 0.01 0.06 395.10 399.82 mh7 mh8 27.35 85.72 tw & do <dc: Inlet CtrL Assumed 398.96 0.39 0.01 0.04 398.61 404.81 mh6 mh7 24.53 18.62 tw & do <dc: Inlet CtrL Assumed 402.31 0.25 0.33 0.05 402.43 411.92 ' mhC mh6 19.80 8.79 404.77 0.13 0.25 405.15 403.92 0.20 0.27 0.02 405.23 416.08 mhB mhC 17.81 0.65 405.89 0.10 0.20 406.20 404.75 0.14 0.00 0.02 406.09 409.29 mhA mhB 14.64 0.42 406.51 0.07 0.14 406.72 405.53 0.49 0.66 0.16 407.04 410.74 , mh2 mhA 9.96 1.68 408.72 0.25 0.49 409.46 409.43 1.35 0.01 0.34 408.46 412.47 mhl mh2 7.33 21.16 429.62 0.68 1.35 431.64 430.23 0.00 0.00 0.00 431.64 437.82 mh6 402.69 ' mh5 mh6 2.73 0.60 404.02 0.02 0.04 404.08 403.77 0.00 0.00 0.00 404.08 413.58 mhA 407.04 , mh3 mhA 4.75 0.09 407.13 0.02 0.04 407.18 406.96 0.00 0.00 0.00 407.18 409.88 REMARK ROUTING THE 25 YEAR STORM THROUGH HYDROGRAPH 3 LSTEND CHANGE "25 YR STORM" 3.40 PRECIP ' BO B1 BID B12 B14 B15 B3 B5 B6 B7 B9 LSTEND ROUTE HYDROGRAPH 3 THROUGH REACH n1 Network n3 , Reach <AREA> <Act Q> <Q FuLL> % FuLL Ndepth <Diam> <NVeL> <FVeL> Carea ' 1 9 96 - / / Ch2M Hill Bellevue , WA page 6 City of Renton: NE 10th Street/Anacortes Court NE Storm System Improvement Project FUTURE LAND USE for Alternative 1B: Bypass HISTORY OF HYDROGRAPH ACTIVITY P3 9.31 5.97 21.52 27.72 15.02 24.00 5.56 6.37 B14 ' Network n2 Reach <AREA> <Act Q> <Q FULL) % Full Ndepth <Diam> <NVeL> <FVeL> Carea ' p5 5.44 3.40 7.71 44.13 9.27 18.00 4.01 4.06 B9 ' Network n1 Reach <AREA> <Act Q> <Q FuLL> % Full Ndepth <Diam> <NVeL> <FVeL> Carea P1 12.78 8.95 --------Pressure Flow-------- 11.40 B12 P2 17.74 12.21 12.27 99.56 16.42 18.00 7.22 6.45 B15 p10 27.05 18.06 21.39 84.42 22.42 30.00 4.59 4.05 p11 33.53 22.01 --------Pressure Flow-------- 4.48 B10 ' p12 37.53 24.50 27.10 90.38 23.87 30.00 5.85 5.13 B7 P6 46.97 30.39 57.54 52.81 13.81 30.00 11.24 10.90 B7 P7 51.54 33.74 T7.15 43.74 14.48 30.00 14.39 14.61 B5 ' P8 58.44 38.98 107.04 36.41 15.65 36.00 13.22 14.08 B3 P9 60.83 40.76 90.37 45.11 17.69 36.00 11.80 11.88 81 p13 60.83 40.76 48.56 83.94 26.77 36.00 7.23 6.39 HGRADE hgradel n1 n2 ' n3 SUBMERGED 391.08 LSTEND HGLINE hgradel Hydraulic GradeLine for Reach hgradel <-FROM-> <--TO--> <FLOW> floss Ent-HGL EntLoss ExtLoss OutLet Inlet AppHead BndHead JunHead HeadWtr -cb/mh- junction 391.08 mh10 junction 40.76 0.27 391.35 0.26 0.52 392.12 389.68 0.52 0.69 0.00 392.29 394.85 1 mh9 mh10 40.76 0.28 392.58 0.26 0.52 393.35 390.98 0.47 0.63 0.02 393.53 395.58 mh8 mh9 38.98 0.72 394.25 0.24 0.47 394.96 395.73 0.73 0.01 0.09 395.09 399.82 mh7 mh8 33.74 134.43 tw & do <dc: Inlet CtrL Assumed 401.28 0.60 0.01 0.05 400.75 404.81 mh6 mh7 30.39 1.12 401.87 0.30 0.60 402.76 404.22 0.39 0.50 0.07 404.41 411.92 ' mhC mh6 24.50 1.59 406.00 0.19 0.39 406.58 404.10 0.31 0.42 0.03 406.71 416.08 mhB mhC 22.01 0.98 407.69 0.16 0.31 408.15 404.90 0.21 0.00 0.03 407.98 409.29 mhA mhB 18.06 0.46 408.44 0.11 0.21 408.76 405.63 0.74 0.99 0.24 409.24 410.74 ' mh2 mhA 12.21 2.52 411.77 0.37 0.74 412.88 410.07 2.02 0.02 0.52 411.40 412.47 mh1 mh2 8.95 31.58 442.98 1.01 2.02 446.00 431.94 0.00 0.00 0.00 437.92* 437.82 ' mh6 404.41 mh5 mh6 3.40 0.37 404.77 0.03 0.06 404.86 403.81 0.00 0.00 0.00 404.86 413.58 1/ 9/96 Ch2M Hill - Bellevue , WA page 7 City of Renton: NE loth Street/Anacortes Court NE , Storm System Improvement Project FUTURE LAND USE for Alternative 1B: Bypass HISTORY OF HYDROGRAPH ACTIVITY ' mhA 409.24 ' mh3 mhA 5.97 0.14 409.38 0.03 0.06 409.47 407.00 0.00 0.00 0.00 409.47 409.88 REMARK , ROUTING THE 100 YEAR STORM THROUGH HYDROGRAPH 4 LSTEND CHANGE "100 YR PRECIP" 3.90 PRECIP ' BO B1 B10 B12 B14 B15 B3 B5 B6 B7 B9 LSTEND ' ROUTE HYDROGRAPH 4 THROUGH REACH n1 Network n3 , Reach <AREA> <Act Q> <Q FULL) % Full Ndepth <Diam> <NVeI> <FVeI> Carea p3` 9.31 7.19 21.52 33.39 14.06 24.00 5.84 6.37 B14 ' Network n2 Reach <AREA> <Act Q> <Q FULL> % Full Ndepth <Diam> <NVeI> <FVeI> Carea p5 5.44 4.08 7.71 52.92 9.73 18.00 4.19 4.06 B9 , Network n1 Reach <AREA> <Act Q> <Q Full>-%-Full-Ndepth-<Diam>-<NVeL> <FVeI> Carea- , p1 12.78 10.57 --------Pressure Flow-------- 13.46 B12 p2 17.74 14.46 --------Pressure Flow-------- 8.19 B15 ' p10 27.05 21.48 --------Pressure Flow-------- 4.38 p11 33.53 26.22 --------Pressure Flow-------- 5.34 B10 p12 37.53 29.20 --------Pressure FLow-------- 5.95 B7 p6 46.97 36.26 57.54 63.02 11.89 30.00 11.71 10.90 B7 ' p7 51.54 40.15 77.15 52.04 13.95 30.00 15.02 14.61 B5 p8 58.44 46.22 107.04 43.17 17.24 36.00 13.82 14.08 B3 p9 60.83 48.29 90.37 53.44 16.43 36.00 12.30 11.88 B1 ' p13 60.83 48.29 48.56 99.45 32.73 36.00 7.16 6.39 HGRADE hgradel ' n1 n2 n3 SUBMERGED 391.58 , LSTEND HGLINE hgradel , Hydraulic Gradeline for Reach hgradel ' 1/ 9/96 Ch2M Hill - Bellevue , WA page 8 City of Renton: NE 10th Street/Anacortes Court NE ' Storm System Improvement Project FUTURE LAND USE for Alternative 1B: Bypass --------------------------------------------------------------------- --------------------------------------------------------------------- ' HISTORY OF HYDROGRAPH ACTIVITY ' <-FROM-> <--TO--> <FLOW> floss Ent-HGL EntLoss ExtLoss OutLet Inlet AppHead BndHead JunHead HeadWtr -cb/mh- junction 391.58 mh10 junction 48.29 0.38 391.96 0.36 0.72 393.04 392.05 0.72 0.96 0.00 393.28 394.85 m19 m110 48.29 0.40 393.68 0.36 0.72 394.77 393.35 0.66 0.88 0.02 395.02 395.58 ' mh8 mh9 46.22 1.02 396.03 0.33 0.66 397.03 397.31 1.04 0.01 0.12 396.40 399.82 mh7 mh8 40.15 1.37 tw & do <dc: Inlet CtrL Assumed 402.07 0.85 0.01 0.07 401.30 404.81 mh6 mh7 36.26 1.59 402.89 0.42 0.85 404.17 405.15 0.55 0.72 0.10 405.42 411.92 mhC mh6 29.20 2.26 407.67 0.27 0.55 408.50 405.37 0.44 0.59 0.04 408.68 416.08 mhB mhC 26.22 1.39 410.07 0.22 0.44 410.74 405.08 0.30 0.00 0.05 409.39* 409.29 mhA mhB 21.48 0.65 410.04 0.15 0.30 410.49 405.75 1.04 1.38 0.34 410.84* 410.74 ' mh2 mhA 14.46 3.54 414.38 0.52 1.04 415.94 410.83 2.81 0.02 0.73 412.57* 412.47 mh1 mh2 10.57 44.06 456.63 1.41 2.81 460.85 433.98 0.00 0.00 0.00 437.92* 437.82 mh6 405.42 ' mh5 mh6 4.08 0.52 405.94 0.04 0.08 406.07 403.84 0.00 0.00 0.00 406.07 413.58 mhA 410.84 ' mh3 mhA 7.19 0.20 411.04 0.04 0.08 411.16 407.04 0.00 0.00 0.00 409.98* 409.88 End program file BASIN O.PGM 1 Appendix C r r� r■i �r r� r rr rr r� rr r r� r� rr r r rr rr rr 1 1 � � ��E;��mates 1 1 i 1 1 1 1 1 1 1 1 1 1 1 1 1 NE 10th Street/Anscortes Court Stormwater Drainage Improvement Project ' City of Renton 116868.A0.30 August 24,1996 T.Platin ' TABLE C-1: ORDER OF MAGNITUDE COST ESTIMATES FOR ALTERNATIVES ANALYSIS Alternative 1B Plae Improve ents Order-of- Existing RCP Pipe Surface Magnitude Diameter Replacement Maximum Average Length of Surface Placement Restoration Trench Box Cost Pipe Reach m Diameter m Depth ft De th(ft) Reach(ft) Type Cost Cost S («,1/ Estimate BYPASS mh2-A 18 6 6 225 Road 60 1 20 2 18,450 mhA-B 30 6 5 280 Road 80 20 2 28,560 mhB-C 30 13 9 400 Road 80 20 2 40,800 mhC-14.C3-13 30 13 12 300 Road 80 20 2 30,600 14.C3-13-mh6 30 13 12 225 Road 80 20 2 22,950 ' mh3-A 24 6 5 235 Road 65 20 2 20,445 UPGRADE mht-14.D4-2 12 18 12 9 305 Road 60 20 2 25,010 14.D4-2-mh2 12 18 6 5 295 Road 60 20 2 24,190 mh5-6 18 no change n/a n/a 410 - ' mh6-14.C3-11 18 30' 11 9 180 Road 80 20 2 18,360 14.C311-mh7 18 30' 7 7 60 Road 80 20 2 6,120 mh7-8 18 30' 7 6 120 Road 80 20 2 12,240 mh8-9 18 36' 6 6 255 Road 90 20 2 28,560 mh9-10 24 36' 6 6 60 Road 90 20 2 6,720 no. 12 2 i 36 6 6 30 Road 90 20 2 3,360 o arch 24 36 6 6 85 Road 90 20 2 9,520 SUBTOTAL= 295,885 'When denoted by an asterisk,the replacement diameter was determined 20%Contingency= 59,177 ' using the Inlet Control Nomograph,otherwise,0 was calculated using 10%Undefined= 29,589 Mannings Equation. 10%General Condit.= 29,589 SUBTOTAL= 414,239 8.5%Sales Tax= 35,210 PIPING TOTAL= 449,449 Alternative 1B Structure ttems Largest Connected Calculated Standard Order-of- Pipe Manhole Manhole Magnitude Diameter Additional 24' Diameter Diameter Depth Material Cost Manhole ID (in)___or 36 fl ft Depth fl Class Cost S/ea Estimate S ' mh1 proposed does not change existing size 12 C no replacement 14.D4-2 proposed does not change existing size 7 1 8 no re lacement mh2 proposed does not change existing size 6 B no replace ent mhA 30 36 66 72 6 B 5,000 1 5,000 mh3 24 36 60 60 5 A no replacement mhB 30 36 66 72 6 B 5,000 5,000 mhD 30 24 54 60 10 B 5,900 5,900 mhC 30 36 66 72 14 C 8,400 8,400 14.C3-13 30 24 54 60 12 C 6,600 6,600 mh6 30 36 66 72 11 8 7,200 7,200 14.C311 30 36 66 72 7 B 5,400 5,400 mh7 30 36 66 72 8 8 5,900 5,900 mh8 36 36 72 72 6 B 5,000 5,000 mh9 36 24 60 60 6 B 4,400 4,400 ' mhSi hon 36 24 60 60 7 B 4,800 4,800 Arch Junction- SUBTOTAL= 70,600 Sizing Rules of Thumb: 24'added to largest dia. 20%Contingency- 14,120 ' and 12'more added for bends in line. 10%Undefined- 7,060 10%General Condit. 7,060 Depth Class: A<6;B=6-12';C>12' SUBTOTAL= 98,840 8.5%Sales Tax= 8,401 16 cu.yd.concrete C$400/cu.yd. MANHOLES TOTAL- 107,241 ' (includes rebar,construction crew and formviork) ALT. 1B PROJECT TOTAL = S 556,691 NE 10th Street/Anacortes Court Stormwater Drainage Improvement Project City of Renton August 24,1896(Updated 1/17/96) T.Platin TABLE C-2: ORDER OF MAGNITUDE COST ESTIMATES FOR ALTERNATIVES ANALYSIS ' tternative 3A Pipe Improvements Order-of- Magnitude Existing Surface Cost ' Diameter Replacement Maximum Average Length of Surface Material Restoration Trench Box Estimate Pi Reach m Diameter in Depth 11 De th ft Reach ft T Cost S Cost S mh1-14.134-2 12 no change n/a n/a 295 Road n/a n/a n/a n/a 14.134-2-mh2 12 18 6 5 295 Road 60 201 2 24,190 mh3-A 12 24 6 5 240 Road 65 20 2 20,880 mhA-2 12 24 8 7 225 Road 65 20 2 19,575 mh2-Pond - 24 8 8 50 Meadow 65 2 2 3,450 mhF-B - 24 8 7 160 Lawn 65 20 2 13,920 mh4-B 18 18 8 7 215 Road 60 20 2 17,630 , mhB-D - 24 10 8 200 Road 65 20 21 17,400 mhD-C 24 14 12 200 Road 65 20 2 17,400 mhC-E 24 14 13 300 Road 65 20 2 26,100 mhE-6 12 24 12 11 230 Road 65 20 2 20,010 siphon 12 2 i 24 9 1 9 90 Road 65 201 2 7,830 , SUBTOTAL= 188,385 'When denoted by an asterisk,the replacement diameter was determined 20%Contingency= 37,677 using the Inlet Control Nomograph,otherwise,it was calculated using 10%Undefined= 18,839 Mannings Equation. 10%General Condit.= 18,839 SUBTOTAL= 263,739 ' 8.5%Sales Tax= 22,418 PIPING TOTAL ss286,157 POND EXCAVATION,Haul and Disposal-a 8800 cu.yd. $8/cu.yd.= S 75 000 ' PROPERTY ACQUISITION Pond,malnt.road 8 r!w through lot on Anacortes ..>100,000 $2 I sq.ft.for Pond Excavation=58,000 sq.ft. ' Alternative 3A Structure ttems Largest Incoming Order-of- Pipe Calculated Standard Magnitude Diameter Additional 24" Manhole Manhole Depth Material Cost Manhole ID m or 36"' Diameter n Diameter in Depth Class" Cost $/ea Estimate S mh1 proposed does not change existing size no replacement 14.D4-2 proposed does not change existing size no replacement ' mh3 proposed does not change existing size no re lacement mhA proposed does not change existing size no replacement mho proposed does not change existing size no replacement mh2 24 36 60 60 9 B 5,500 5,500 mhB 24 36 60 60 7 B 4,800 4.800 mhD 24 24 48 48 10 B 3,300 3,300 mhC 24 36 60 60 14 C 7,400 7,400 mhE proposed does not change existing size no replacement mh9 proposed does not change existing size no replacement mh10 24 24 48 48 7 B 2,700 2,700 mh6 24 36 60 60 11 B 6,300 6,300 Dischar a Structure 7,000 7,000 SUBTOTAL- 37,000 ' Sizing Rules of Thumb: 24'added to largest dia. 20%Contingency- 7,400 and 12"more added for bends in line. 10%Undefined= 3,700 10%General Condit.- 3J2O3 "Depth Class: A<6';B>.-12';C>12' SUBTOTAL- 51 ' 8.5%Sales Tax= 4 MANHOLES TOTAL m 66 ALT.3A PROJECT TOTAL S 517,360 ' Table 1 Summary of Subsurface Exploration Program Test Ground Total Boring Location Surface Depth Number Elevationb (feet) (feet) Whitman Ct. NE Segment B-la Near Sunset Boulevard 394.01 11.5 Intersection Whitman Ct. NE Segment B-2 at NE 11th Street 411.49 15.4 Intersection NE llth Street Segment B-3 Near Anacortes Ave. NE 416.02 15.3 Intersection Anacortes Ave. NE Segment �I B-4 at NE IOth Place 409.81 10.5 Intersection NE loth Place Segment B-5 at Anacortes Ct. NE 411.64 11.5 Intersection Anacortes Ave. NE Segment B-6 Near NE 1 lth Street 413.58 15.5 Intersection Anacortes Ave. NE Segment B-7 at NE loth Street 410.32 10.5 - Intersection NE loth Street Segment B-8 Near Anacortes Ct. NE 409.87 10.4 Intersection Whitman Ct. NE Segment B-9 Near Sunset Boulevard 394.00 26.5 Intersection NOTE: a Groundwater observation well P-1 was installed at this location. b Based on NGVD 1988 datum. Cjt o (� ct, �D 1