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F _., _ Final Hydraulic Technical - - Information Report w `ti g i f A Duvall Avenue NE/ i - Coal Creek Parkway SE Reconstruction Project Submitted to ' City of Renton - Renton, Washington Submitted by BERGER/AB" E N G I N E E R S 1 N C. i ' Job No. FAPWT-04-032 FAPWT-04-033 2 November 2005 COMMENTS Designer Response The following are Renton Surface Water Utility's review comments concerning the 60% Design Plans and the Final Design Report, dated December 2004. There were no additional comments for the TIR per Allyn Quinn's email. Final Desi Report 1. (Fig 2.1) Subbasin C 1 should be modified to include the Baxter I and Baxter II short plats which are located on the south According to the topographic information provided toffs by the City of COR side of NE 18th Circle. The two short plat boundaries on the Renton, a portion of the parcel drains towards the''`eas'f(away from Drainage Basin Map have been hatched in. The drainage Duvall). Therefore not all of the parcel should be included in the calculations for subbasin C1 should be modified to include this drainage basin. additional area. 2. The consultant should get a set of plans for the Baxter I Short Plat(see Arnie Henninger, Plan Reviewer) to accurately We have showed the offsite system but COR does not have As-builts COR show how the storm system from the development ties into the for this parcel yet. It is still under construction. system out in Duvall Ave. The plans will need to show this offsite system on the plans. COR 3. (Page 2-7) Subbasin D 1 incorrectly shows May Creek as Updated the downstream water body instead of Honey Creek. p 4. (Page 3-9) The table for Honey Creek should break out the amount of new impervious surface, replaced impervious For Baisn D1, the net change in impervious area is new impervious COR surface and converted pervious surface and show what areas area. There is no shift in the alignment in this segment. I have added a must meet requirements 1-5 and which must meet requirements row for converted pervious area into table 2' page 5-10. The table doesn't show how many acres are replaced impervious and doesn't require detention and WQ treatment. 5. (Page 1 of HSPF Model for Subbasin D1) Input parameters for pre-developed and developed condition land COR areas use don't match the table on Page 3-9. The total modeled yes, Basin D1 only treats New Impervious and converted pervious basin area is 1.1 acres versus the table, which is 3.23 acres. areas. (page 13-14) Maybe because some portion of the total impervious area is replaced impervious and is excluded from the calculations. O:\2004\FAPWT-04-032\ENGR\Comments\TIR\TIR_draft_review comments.xis 11/3/2005 1 of 10 COMMENTS Designer Response 6. (Page 2 of HSPF Model for Subbasin D1) The 60%plans COR do not include a control structure detail for detention vault D1, Ok, will include this with the final report. so we are unable to verify orifice elevation and sizing model inputs. 7. (Page 18 of HSPF Model for Subbasin DI) Why is the The program automatically gives you a volume for both a normal and COR water quality volume increase by a factor of 1.5? The manual enhanced wetpond and the designer is left to choose what is required o requires only a combined normal sized wet vault and sand filter the project site. for enhanced water quality treatment. 8. Unless there is a compelling reason to locate the sand filter prior to the vault, the City would like the sand filter preceded COR Done. by the wet vault. The DOE manual recommends this arrangement as well 9. (Page 18 of HSPF Model for Subbasin Dl) The water 9. (Old page 19 not page 18.) This is a feature of the program that has COR quality facility data output shows an online design discharge been disabled which is why it reads a discharge rate of 0.0 cfs. Page rate of 0.00 cfs. This is incorrect. The engineer must show 18, pond discarge rate= 0.012 cfs. calculations for determining water quality design flow. 60% Plans 1. (General Comment) Why is a grate inlet being used as a COR catch basin? A standard Type I should be adequate and cheaper We will be using Type I. than what appears to be a specially designed structure. 2a. (Sheet SD-4, Station 180+00 and Station 182+35) There are two existing storm systems not shown on the 60% Plans 107th Place: Water is conveyed using the existing system that ties into COR that are shown on the 30% Plans that appear to convey offsite existing catch basin#9 (STA 179+40, 29.67' LT). This line is shown flows from SE 107th Place and SE 107th Street. How are these on the marked-up set of plans. systems being intercepted and conveyed downstream? COR 3. (Sheet SD-4, general) There are several structures that are Done P S I missing station and invert information. See redlines. COR 4. (Sheet SD-4) Storm manhole at Station 180+24 is missing Added proposed MH from vault to profile at station 180+11. on profile. O:\2004\FAPWT-04-032\ENG R\Comments\TI R\TI R_draft_review_comments.xls 11/3/2005 2of10 COMMENTS Designer Response COR 5. (Sheet SD-4) There appears to be conflict with the catch Yes, the power will need to be relocated. ((P 5 —1 basins on the south side and an existing power utility. COR 6. (General Comment) Show all existing and proposed Done utility crossings of proposed storm pipe in profile. 7. What kind of pipe is Schedule A and what is the reason for using it versus CPEP? CPEP is the accepted standard for This comment was before our Sr900 intersection review comment. I COR think we cleared this up on SR 900. (schedule A refers to the depth of storm pipe. Schedule A must meet the same pipe strength standards as CPEP. pipe) 8. (General Comment) All lateral profiles should provide a COR reference label indicating what sheet the profile can be found Done, references lateral profile sheets on. COR 9. (General Comment) 1"= 5' vertical scale would provide a Yes this is true but the scale we are using allows us to have a plan and better visual presentation than 1"= 10'. profile on a single sheet. We will keep the current scale. 10. (General Comment) Eliminate scale bars on lower right COR hand corner of plan sheets. These scales are already provided We will keep the scale bars on the lower right hand corner. below the plan and profile. 11. (Sheet SD-5 186+50) Catch basin HC9 is in conflict with COR CB has been adjusted, now located at station186+58 Cps— Z) communication utility. The original configuration was to reuse as much of the existing storm COR 12. (General Comment) Why replace some portions of the system as possible. Since these comments were first formulated the existing storm pipe on the eastside of the road and not others? design has changed and the comment( I believe--NAS) no longer applies. 13. (Sheet SD-6) The existing pipe from Station 188+18 to COR Station 189+50 is shown as existing on the plans, but the Shown as new 12" pipe, see lateral profiles. profile shows it as a new 18" concrete pipe. Please revise plan sheet to show a new 18" storm pipe. COR 14. (General Comment) Show proposed contours on drainage We will do this on the Final PS&E Plans. plans. COR 15. (Sheet SD-6, Station 190+60) Structure info missing for The survey(provided by COR) shows this as a CB. This will be existing manhole. removed, see drainage structure notes 16. (Sheet SD-7, Station 197+00) Proposed storm line and COR We have moved the SD line to the east side of the road. existing sewer manhole in conflict. O:\2004\FAPWT-04-032\ENGR\Comments\TI R\TI R_draft_review_comments.xis 11/3/2005 3of10 COMMENTS Designer Response 17. (Sheet SD-7) What is the rationale for placing proposed COR catch basins over existing stormline on the east side of the These are not over existing CB's. These CB's are for offsite overland street and how is offsite drainage to be directed to the flows. The earth will be graded to divert flows to these CB's. structures? 4� COR 18. (Sheet SD-8) Proposed storm pipe is in conflict with the We have moved the SD line to the east side of the road. sanitary sewer line on west side of street. 5� 19. (General Comment) The City does not want storm systems located outside of the right-of-way conveying offsite runoff from the eastside of Duvall Ave,between Station 194+77 to COR Station 208+23. The City would like to see the offsite catch We have done this. basins connected to laterals that are tied to a trunk line located in the street. Locating storm pipe outside of the right-of-way will make maintenance difficult. COR 20. (Sheet SD-9) What is the purpose for using a dike Changed to CB's. structure for Structures MCF 10 and MCF 11? - COR 21. (Sheet SD-14) Control structure detail absent from plans. Done,plans revised no longer on SD-14. US _ 1 5 22. (Sheet SD-14) A flow splitter is required to divert the COR water quality flow to the sand filter and bypass flows above the Done, used a bypass structure. S �1 water quality flow to the detention vault. ) COR 23. (General Comment) Details must include a reference label Done. directing the reader to the plan sheet and vice versa. COR 24. (Sheet SD-14) Vault detail must include water surface Done 1 elevations for dead storage and all design storms. �S ` '4 J 25. (Sheet SD-14) The invert of the control structure outlet pipe appears to be located too high. The detention elevation COR should be below the sand filter outlet so the sand filter can Changed configuration, see new plan sheets. completely drain out. As designed, water will back-up to an S— 4 elevation above the sand filter. 26. (Sheet SD-17) Pond B1 control structure detail does not COR match the HSPF model routing input. The detail shows a 4- Updated. orifice control structure and the model shows only 3. O:\2004\FAPWT-04-032\ENGR\Comments\TIR\TIR_draft_review_comments.xis 11/3/2005 4of10 COMMENTS Designer Response COR 27. (Sheet SD-15) Pond B1 cells don't match labels in pond volume table. Ok N' co�' ') !� Dt COR 28. (Sheet SD-15) Pond detail does not show the maintenance Done, we will provide more details once the TIR is approved. access road into the detention pond. 29. (Sheet SD-15) Control structure should be accessible for COR maintenance. Pond detail should show a maintenance road Done, but configuration has changed see sheet PS-17. between the pond and the constructed wetland to allow a maintenance vehicle access to the control structure from above. COR 30. (Sheet SD-15) Show location of emergency spillway. See sheet PS-17 &PS-20. O:\2004\FAPWT-04-032\ENGR\Comments\TIR\TIR_draft_review comments.xls 11/3/2005 5of10 COMMENTS Designer Response The Draft Hydraulic Technical Information Report for "Duvall Avenue NE/Coal Creek Parkway SE Reconstruction Project" dated March 11, 2005 was reviewed for compliance with King County drainage standards, specifically the 2005 King County Surface Water Design Manual (KCSWDM) and applicable portions of the 2001 Washington State Department of Ecology Stormwater Manual for Western Washington (SMMWW). Issue List: 1. The report is missing the following KCSDM standard sections: conditions and requirements summary; special reports and studies; other permits (listing other permits and any Text for Bond Quantities and O&M were added to the text. The other KC more restrictive drainage requirements); bond quantities (may be responded as "N/A" given that this is a KC facility); and O items were included in the report. and M Manual (may be responded as "N/A" since KC will operate the facility. KC 2. On figure 3, call out the unnamed stream as "P9". Mention Done. that the stream is "unclassified"in the report. 3. For Sub basin B1, there appear to be 2 existing, distinct discharge points/outfalls that outlet to either stream P9 or to May Creek by a different route. Please assess and clarify that these are a single threshold discharge basin (recombine within a KC Done. y mile). For each discharge point,please clarify for each the amount of existing road area and offsite area that is tributary. Please complete and describe a downstream analysis for each discharge point. 4. Page 5: "Geological Hazards": Are the landslide hazard and KC landslide hazard drainage areas mentioned to the northwest of Done, updated text. the site located in the downstream drainage path of project flows? O:\2004\FAPWT-04-032\ENGR\Comments\TIR\TIR_draft_review_comments.xls 11/3/2005 6of10 COMMENTS Designer Response 5. Page 10: Under"Project Sub basin Descriptions", please KC describe and clarify the downstream path of Sub basin Al. Added text to clarify what portion is going to stream P9. Also added a Clarify for this sub basin if a portion of the flow goes to P9 and new figure. a portion drains to the outlet on the west side of the roadway. 6. Page 10: Under"Project Sub basin Descriptions", please KC clarify the downstream description for Sub basin A4. Does this Added text to clarify what portion is going to stream P9. Also added a area drain to stream P9, or does it take an alternate route to new figure. May Creek? 7. Page 10: Under"Project Sub basin Descriptions", Please clarify the downstream path for Sub basin B1. Does a portion KC of the roadway area drain to P9 and another portion drain to the Updated text to discuss portion that flows to SubBasin B 1. outlet on the west side of the roadway? Please quantify these areas. KC 8. The backwater analysis will be reviewed in a detailed OK manner once the conveyance layout is finalized. 9. Page 11: "Soils": Update text to identify which appendix KC the KC Soil Survey is found within. Done KC 10. Page 12: "Stormwater Site Plans": Please identify the Done. ecology manual is the"2001" version. 11. Page 13: Please confirm if all 1.611 acres of converted pervious area qualifies as such for flow control and treatment. Yes, the converted areas will be treated. The majority of the converted KC Lawn areas that will be disturbed, but replaced as lawn or grass area is from the undisturbed areas in the north part of the project. So should not count towards the converted pervious area used to we feel that it is warranted to treat these areas. determine flow control and water quality volumes. 12. Page 13: Has the analysis factored in areas of existing KC impervious that will be"reclaimed"back into a landscaped, Yes, see paragraph 5 (page, 14 under table 1). pervious surface? Please assess. O:\2004\FAPWT-04-032\ENGR\Comments\TIR\TIR_draft_review comments.As 11/3/2005 7of10 COMMENTS Designer Response 13. Page 13: Note that it appears that the disturbed area for the proposed pond was counted as converted pervious surface,but KC Done. it should be considered new impervious surface up to the 100 year water surface elevation. 14. Page 13: It does not appear if the impacts (new impervious KC surface) of the proposed new driveway to serve the park were They have been added. factored into the flow control and water quality design. Please assess. 15. Page 13: The project totals from Table 2 imply that the project as a whole should provide flow control and water KC quality for the new impervious, replaced impervious, and Changed Table. converted pervious surfaces. Currently, Renton improvements are proposing flow control and treatment for new impervious and converted pervious surfaces only. KC 16. Page 13: Table 1 and Table 2 new impervious surface Updated,please note that the totals have changed. totals for Honey Creek do not match. 17. Appendix C Subbasin D 1 does not contain the detention KC calculations for Honey Creek—instead a duplicate copy of the OK, will insert calculations for May Creek is included. 18. Page 15, Water Quality paragraph 3: please clarify what KC the"converted pervious areas containing roadway runoff' Changed text. consists of for the project. 19. General: Regarding the offsite bypass lines on both sides o the roadway: Are they set to drain the adjacent offsite areas or only to pass through upstream bypass flows? No cut or fill lines, sections, or associated contours are shown to confirm that The trunk lines have been placed in the roadway. The bypass lines are KC the catch basins will collect the drainage. If the lines are set to drain to the stream P9 to maintain the existing discharge strictly used to convey upstream flows, why not place the trunk location. line within the ROW (under the sidewalk, at the back of sidewalk, in curbline, etc.)—and therefore,minimize easements, ROW purchase, and disturbed surfaces? O:\2004\FAPWT-04-032\ENGR\Comments\TIR\TIR draft review comments.As 11/3/2005 8of10 COMMENTS Designer Response 20. What offsite areas will actually drain to the pond? How KC will the 1.611 acres of converted pervious be routed into the No offsite areas will be draining to the pond. The runoff from the converted surfaces drain onto the roadway to be captured and treated. pond facility? What offsite areas will bypass the pond? 21. What is the rationale behind the offsite trunk lines being KC placed behind the sidewalks rather than with a trunk line within This was per the meeting with the City and County concerning offsite existing ROW with laterals as necessary to the catch basins stormwater. We have changed the configuration per the City's request. behind the sidewalk? 22. The catch basin spacing analysis needs to be revised to be consistent with KCRS section 7.04A (.12 feet of water depth allowed at the edge of traveled way and not extend more than 5 KC feet into the traveled lane) and the Highway Runoff Manual. Done, thanks for noticing the oversite. Note that .12 feet of depth is allowed at the edge of traveled way, not the gutter line. This will allow a substantially greater CB spacing and cost savings. 23. Page 14: "Flow Control": Paragraph 2: Please clarify in the text that discharges shall match developed discharge KC durations to predeveloped forest condition durations for the Done. range of predeveloped discharge rates from 50% of the 2-year peak flow up to the full 50 year peak flow. 24. Page 15: "Water Quality": Paragraph 3: Please clarify that KC the water quality facilities are sized to the treat the new Done, added separate text for Basin B 1 and DI. impervious, replaced impervious, and converted pervious surfaces in Basin B 1. 25. Page 16: The detention volume for basin B 1 in Table 4 KC does not match the calculated volume in Appendix B 1. Please Changed update. 26. Page 16: Table 4: Rather than list the water quality volume, please show the required surface area of the treatment KC wetland as proposed. See the 1998 KCSWDM section 6.4.3 for Done, show both volume and surface area for WQ. methods of analysis and design criteria for stormwater wetlands. O:\2004\FAPWT-04-032\ENGR\Comments\TI R\TIR_draft_review_comments.As 11/3/2005 9of10 COMMENTS Designer Response 27. Page 16: Regarding the outfall for pond B1, this outfall and KC conveyance route is not shown on the design plans or in the Done. See design Plans for new outfall to May Creek. report. 28. Page 17: Sub basin B 1: paragraph 2 mentions "two KC locations mentioned above in the section on wet ponds". No Updated text to reflect new outfall location. such reference to two locations is found in the text. 29. Page 18: "Downstream Analysis": The provided analysis is inadequate and incomplete. See the 2005 KCSWDM for the KC proper procedure. Have drainage complaint databases been Done searched? Has the downstream drainage path been walked and visually observed? Are there existing problems/concerns? 30. The facility for Sub basin D1 (Renton improvements) are KC located in KC ROW. An agreement will need to be made OK, We will Let James know. regarding maintenance of these facilities. O:\2004\FAPWT-04-032\ENGR\Comments\TIR\TIR_draft_review comments.xls 11/3/2005 10 of 10 FINAL REPORT Hydraulic Technical Information Report Duvall Avenue r Submitted to City of Renton Renton,Washington ' November 2005 r Submitted by BERGER/ARAM Engineers Inc. 33301 Ninth Avenue South, Suite 300 Federal Way,Washington 98003-2600 Job No. FAPWT-04-032 1 FINAL HYDRAULIC TECHNICAL INFORMATION REPORT DUVALL AVENUE ' TABLE OF CONTENTS SECTION PAGE ' FINAL REPORT CITYOF RENTON................................................................................................................................... 1 PROJECTOVERVIEW............................................................................................................................ 1 ProjectDescription ............................................................................................................................. 1 RegionalRoadway Network..............................................................................................................4 ExistingDevelopment.........................................................................................................................4 1 Roadway................................................................................................................................................. 4 Topography............................................................................................................................................4 GeologicalHazards..............................................................................................................................5 Floodplains............................................................................................................................................ 5 Wetlands................................................................................................................................................. 5 Utilities................................................................................................................................................... 5 rHYDROLOGY AND DRAINAGE........................................................................................................... 6 Surfacewater......................................................................................................................................... 6 ConveyanceSystem............................................................................................................................. 6 SubbasinB1.......................................................................................................................................... 6 SubbasinD 1 ......................................................................................................................................... 9 ExistingBasin.......................................................................................................................................9 Project Subbasin Descriptions.........................................................................................................9 Soils....................................................................................................................................................... 12 ' Ground Cover...................................................................................................................................... 12 SubbasinB 1........................................................................................................................................ 12 SubbasinD 1 ....................................................................................................................................... 12 PROPOSEDIMPROVEMENTS........................................................................................................... 13 Roadway............................................................................................................................................... 13 rSTORMWATER SITE PLANS.............................................................................................................. 13 Requirements...................................................................................................................................... 13 ' TABLE 2. SUMMARY OF PROJECT SURFACE AREAS ............................................................. 14 FlowControl........................................................................................................................................ 15 ' TABLE 3. SUMMARY OF DISCHARGE RATES............................................................................. 15 WaterQuality...................................................................................................................................... 16 ConveyanceSystem........................................................................................................................... 16 ' Ponds..................................................................................................................................................... 17 TABLE 4. WATER QUALITY (WQ)AND FLOW CONTROL........................................................ 17 r Final Hydraulic Technical Information Report FAWPT-04-032° Duvall Avenue, City of Renton ii October 2005 iVaults.................................................................................................................................................... 18 Proposed System for On-Site Runoff............................................................................................ 18 Subbasin D1 (from Northeast Sunset Boulevard to Northeast 22nd Place)........................ 18 Subbasin B1 (from Northeast 22nd Place to Southeast 95th Way)........................................ 18 Proposed System for Off-Site Runoff............................................................................................ 18 BasinD1................................................................................................................................................ 19 BasinB1................................................................................................................................................ 19 DownstreamAnalysis ....................................................................................................................... 19 BondQuantities..................................................................................................................................20 O&M Manual .......................................................................................................................................20 Erosion and Sedimentation Control.............................................................................................20 BIBLIOGRAPHY....................................................................................................................................20 Plansand Reports..............................................................................................................................20 Design Standards. .20 LIST OF FIGURES Figure 1 Vicinity Map Figure 2 General Site Map Figure 3 Drainage Basin Map Figure 4 Contributary Area Map Figure 5 May Creek Basin Map LIST OF TABLES Table 1 Summary of Treated Surfaces Table 2 Summary of Project Surface Areas ' Table 3 Summary of Discharge Rates Table 4 Water Quality (WQ) and Flow Control LIST OF APPENDIXES ' Appendix A Appendix B - Subbasin B1 Appendix C- Subbasin D1 Appendix D-Hydraulic Report Plans i Final Hydraulic Technical Information Report FAWPT-04-032 ' Duvall Avenue, City of Renton iii October 2005 PROJECT OVERVIEW Project Description The primary goal of the Duvall Avenue NE/Coal Creek Parkway SE reconstruction project is to improve an eight-tenths of a mile roadway section of Duvall Avenue NE/Coal Creek Parkway SE from 260 feet north of Northeast Sunset Boulevard [State Route 900 (SR 900)] in the City of Renton to Southeast 95th Way in the City of Newcastle (see vicinity map on Figure 1 and general site map on Figure 2). The project footprint encompasses approximately 10.70 acres. The improvements are planned to reduce congestion and improve safety along Duvall Avenue NE. The roadway within the project limits will be widened and will provide bike lanes, curb and gutter, and sidewalks along both sides of the roadway, in addition to adding two through traffic lanes. Reconstruction of this corridor is within both the City of Renton and King County jurisdictions. The City of Renton is the lead agency. The project will add approximately 4.07 acres of impervious surfaces to the site. Following is the summary of the existing and proposed areas of the project for each of the two subbasins, B1 and D1, identified within the project area. Subbasin B1 (May Creek) Existing Proposed Net (increase/decrease) Impervious area (sidewalk) 0.035 acre 0.625 acre 0.59 acre (increase) Impervious area (roadway) 2.303 acres 3.876 acres 1.573 acres (increase) Impervious area (misc.)* 0.000 acre 1.202 acres 1.202 acres (increase) Total impervious area 2.338 acres 5.703 acres 3.365 acres (increase) Pervious area 5.134 acres 1.768 acres 3.365 acres (decrease) Total Project Area 7.471 acres 7.471 acres Subbasin D1 Hone Net (Honey Existing Proposed Creek) (increase/decrease) Impervious area (sidewalk) 0.222 acre 0.385 acre 0.163 acre (increase) Impervious area (roadway) 1.932 acres 2.375 acres 0.443 acre (increase) Total impervious area 2.154 acres 2.760 acres 0.606 acre (increase) Pervious area 1.072 acres 0.466 acre 0.606 acre (decrease) Total Project Area 3.226 acres 3.226 acres *Includes area for the walls, pond, park access road and McDowell driveway. EXISTING CONDITIONS Within the project limits, Duvall Avenue NE changes names three times. At the beginning of the project limits, in the vicinity of Sunset Boulevard (SR 900) to Northeast 24th Street, the roadway is identified as Duvall Avenue NE, Duvall Avenue NE becomes 138th Avenue SE between Northeast 24th Street and Southeast 100th Street. North of Southeast 100th Street, to the end of the project limits, at Southeast 95th Way, the roadway section is known as Coal Creek Parkway SE. For simplicity, in all locations, it will be referred to as Duvall Avenue NE. Final Hydraulic Technical Information Report FAWPT-04-032 Duvall Avenue,City of Renton 1 November 2005 i r 1 P T ANGELES EVERETT Q Y TILE rENT0�1 TACOMA ABERDEEN • OLYMPIA \ i N 32nd St lyg 4, NE 31st St < £ r N 30th St� $ SE 93rd St t< 7F ,951h Way " SE 95th Way d gg G04 _ tw < SE Noy Valley N 28th St NE 28th St `K SE 95th Wo s SE 95th PI 9S� Y � i NE 27th sL,4ja �_ Project St 14ai3 SE 96th St i ' r s Area X f NE 25th PINE 261A NE 24th SC NE 24th St S' SE 100th St NE 2%Ct N 24th �, ; NE 24th NE 23rd PI SE 101st St NE 14th SE 100th% NE 23rd ryD 8 m SE 102nd � a� NE 23rd NE 2 NE 22nd NE 23rd St NE 22nd PI S o R NE 21st St z Z '� � NE 22nd St NE�'� 3 NE 22nd PI NE 21st NE 21st A A NE 20th St. B $ NE 20th �6 NE 21st St R ap NE 21st �o NE 20th 3 NE 19th NE NE 19th St 3' NE 19th �,� 5 16th NE 17th y Whitman�� m NE 181N St >e 7--i.- NE 9NE t7th St < SE 107th PINE 8th Sl. NE 17ths Y S < < 6 z 900 y ;]4th NE 14th St NE 12th St _� 3 NE 12th St oq Y b a �c Y A y� 11th%. nn n. NE 11th St. d 11th NE 11th 3X loth PI. NE 10tht i 'E� @ ihE 10th Ct 'a N£tOth Pi% a S . 3 NE 10th St �f' r NE 10th Ln. m � loth St NE IO7H St NE 9th r NE 10U St NE 9th PL � iris St E NE 9th St y NE 9th St 4 i is! SE 118th St NE 8th%.` ` ¢ 3(c 8 8 NE 9 Ct NE 9th Ct < Y 5 qq b o N 8th St ,NE 7th s g NE 8th St 8 NE 8th Ct NE 8th St 3 NE 6y S 8th SC NE 7th St NE 7th% i r r Duvall Ave NE/Coal Creek Parkway SE Figure BERGER/ABAM Reconstruction Project "r„ I Vicinity Map 1 i r r SE May Vq/ioy RC/ rsF Creek 9s� Newcastle h� z Renton 4` c°4i z a� NE 25th PI NE 26th Ct < �ysF o NE 25th Ct SE 100th St NE 24th St NJ24thSt Kin Count NRenton ENE 22nd LL, NE 22N w E 21 st St > > > rNE ) ZNE21stPIa) >20th St oa NE 19th St of � NE 19th St E G m E 18th St w Whitman Q Nlk ENE 18th PI Q) J�() � Q wNE 17th St SE 107th P LL- rZI ' NE s�"Set 0 rr116 -oft Duvall Ave NE/Coal Creek Parkway SE Figure BERGER/ABAM Reconstruction Project General Site Map 2 r r Regional Roadway Network Principal roadways in the vicinity of the project include Duvall Avenue NE/Coal Creek Parkway SE, Northeast Sunset Boulevard (SR 900), Southeast 95th Way, and Southeast May Valley Road. This roadway network serves as a commuter and freight traffic route between the cities of Renton and Bellevue. Additionally, the corridor has developed into an alternative route to Interstate 405 (I-405), particularly during peak hours. The widening of Duvall Avenue NE/Coal Creek Parkway will ease traffic congestion, while increasing safety, along this corridor. Existing Development The existing land use in the project area is residential and mixed use centers. On the west side of Duvall Avenue NE from the vicinity of Sunset Boulevard to Southeast 107th Street, the area is zoned as center neighborhood (CN)with mixed use. From Southeast 107th Street north to Southeast 95th Way, with the exception of the McDowell property, the west side is zoned as residential with eight dwelling units per acre (R-8). The McDowell property, residing in unincorporated King County, is zoned as residential with one dwelling unit per acre (R-1). On the east side of Duvall Avenue NE, from the vicinity of Sunset Boulevard to Northeast 18th Place, the area is zoned as CN with mixed use. From Northeast 18th Place to mid-block between Northeast 23rd Street and Northeast 24th Street the area is zoned as residential with eight dwelling units per acre. North of this area, on the east side of Duvall Avenue NE, is zoned as five dwelling units per acre (R-5) and resides in unincorporated King County. Roadway The existing roadway varies in width from 34 to 59 feet. The road is paved with asphalt concrete and has both paved and gravel shoulders with individual mailboxes. The existing asphalt concrete pavement is in fair to poor condition. Most of the homes flanking Duvall Avenue NE are single story and were built either in the mid-1940s or in the mid-1970s. Along the southern portion of the roadway, there are several stretches of curb and gutter and sidewalks with an enclosed drainage system. Variable depth drainage ditches exist along the northern portion of the project, which does not have sidewalks. All intersections in the project are stop-sign controlled for the approach roadways. These (east/west) laterals feed into neighboring subdivisions that are characterized with internal cul-de-sacs. A flashing pedestrian signal and crosswalk are located at Northeast 21st Street. Currently, the roadway is a two-lane roadway with limited dedicated turn lanes. The current posted speed for the roadway is 35 mph and the roadway is classified as a minor arterial. Topography The proposed project area is classified as rolling. The existing roadway prism crests at the intersection of Northeast 21st Street and Duvall Avenue NE. Total elevation change over the length of the project is approximately 80 feet. The topography to the south of the crest is relatively flat with an average longitudinal downward slope of less than 2 percent. The elevations vary from +436.0 at the intersection of Duvall Avenue NE/Northeast 21st Street to+405.4 just south of the intersection of Duvall Avenue NE/SR 900. rThe topography to the north of the crest varies dramatically. Along the west side of the existing roadway, the land rises significantly, while along the east side, the land drops off past the roadway. r Final Hydraulic Technical Information Report FAWPT-04-032 ' Duvall Avenue,City of Renton 4 November 2005 The downward longitudinal slope of the road to the north towards May Creek ranges between 3 and 7 percent with an average slope of-5.5 percent. The slope increases as to the roadway approaches Southeast 95th Way. The elevations vary from+436.0 at the intersection of Northeast 21st Street to +361.0 at the intersection of Southeast 95th Way. Geological Hazards According to the King County Sensitive Areas Map (2004), there are no landslide hazard areas or landslide drainage areas within the project footprint. There is both a landslide hazard area and landslide hazard drainage area approximately 500 feet northwest of the project in the vicinity of the stormwater wetland pond. The landslide hazard area and landslide hazard drainage area are not within the downstream drainage path of the project flows. Impacts to these areas will be minimized by implementing permanent erosion control through reestablishment of vegetation and utilizing a liner in the bottom of the pond to prevent infiltration within the slope. Floodplains The project area is not located within a floodplain based on the Federal Emergency Management Agency (FEMA) U.S. Flood Areas Map or the King County Sensitive Areas Map (2004). There is a 100-year floodplain on the north side of May Creek according to the King County Sensitive Areas Map (2004). Wetlands According to the National Wetlands Inventory and the King County Sensitive Areas Map (2004), there are no wetlands within the project vicinity. A Wetland Investigation and Delineation Report (Widener and Associates, 2004)was conducted to delineate the location and extent of wetlands within the project area of Duvall Avenue SE/138th Avenue SE/Coal Creek Parkway SE. Wetlands were delineated consistent with the Washington State Wetlands Identification and Delineation Manual (DOE, 1997) and the U.S.Army Corps of Engineers (USACE)Wetland Delineation Manual (1987). The three criteria (plants, soils, and hydrology)to be classified as wetlands were identified in four areas within the project vicinity. Three of these wetlands are within the drainage ditches. The fourth wetland is at the bottom of the ravine at the mouth of Stream P9. Once wetland impacts have been identified and quantified, a wetland mitigation and monitoring plan will be developed in accordance with USACE guidelines and King County Critical Area Ordinance, if deemed necessary. Utilities There are numerous utilities that run through the project: power, television/cable, water, sanitary sewer, and telephone. The power, television/cable, and telephone utilities currently run through the area on power poles. During the widening of Duvall Avenue NE, Puget Sound Energy (PSE) will relocate these utilities up to the Renton city limits at Northeast 24th Street. PSE is solely responsible for these relocations. The sanitary sewer system will be upgraded during the same time period. The upgraded sanitary system will follow the existing configuration, which ends at the intersection of Northeast 23rd Street. Any conflicts with the storm drain system will be the responsibility of the effecting municipality. The valves for the existing waterline will need to be brought up to grade at various locations. Due to the widening of the roadway, the water meters will need to be relocated behind the proposed sidewalk. There are approximately seven fire hydrants along Duvall Avenue NE that will need to be relocated behind the sidewalks. Final Hydraulic Technical Information Report FAWPT-04-032 Duvall Avenue,City of Renton 5 November 2005 HYDROLOGY AND DRAINAGE Surfacewater Honey Creek flows northwest on the southeast corner of the SR 900/Duvall Avenue NE intersection. At approximately B STA 173+50,just south of the intersection, the creek flows into a 72-by 44-inch corrugated metal pipe arch. This pipe arch connects to a series of closed drainage systems that run under the parking lot in the southeast corner of the above-mentioned intersection. This system discharges into Honey Creek at the northwest corner of Union Avenue/SR 900. Honey Creek flows northwest to connect at the north to May Creek. May Creek is located approximately 850 feet north of the Southeast 95th Way intersection. May Creek flows northwesterly to discharge into East Lake Washington. Stream P9 is located on the east side of Duvall Avenue NE at approximately B STA 208+00. This small unmapped, unclassified stream flows northeasterly to a wetland 400 feet from the roadside. This wetland is not within the project limits. Conveyance System Within the project footprint, stormwater flows both to the north to May Creek and to the south to Honey Creek. The change in flow direction, at the crest of Duvall Avenue NE, is located at approximately B STA 194+50 (just south of Northeast 21st Street). There are no existing water quality treatment or flow controls for the roadway runoff. The following describes each of the two existing conveyance systems. Subbasin BI In the adjacent subdivisions, on the west side of Duvall Avenue NE, off-site stormwater is primarily collected through a series of catch basins. The water is then routed in pipes towards Duvall Avenue NE to be discharged into a ditch on the west side of the roadway. The ditch on the west side of the roadway parallels the road. The west side roadway runoff, combined with off-site water, is conveyed north to an 18-inch corrugated metal culvert located at approximately B STA 208+00. The corrugated metal culvert transports the water under the roadway to outfall on the eastside of Duvall Avenue NE into the head of Stream P9. On the east side of Duvall Avenue NE, off-site stormwater flows overland to a ditch on the east side of the roadway. Eastside roadway runoff also drains to the ditch. Both the on- and off-site water for the east side of Duvall Avenue NE is combined and conveyed northward in the ditch. This ditch flows into a culvert connected to a plugged catch basin on the northeast corner of Northeast 100th Street at approximately B STA 204+75. It is not known at this time if there are any problems with this segment of the system during large storm events due to the plugged catch basin. Approximately 10 feet north of the plugged catch basin, the ditch continues on the east side of the roadway. At one point, it was thought that the continuing ditch may be an underground stream due to percolation. By testing the water in the ditch, the City of Renton determined that the percolating water was due to a broken water main. The roadway runoff, along with the eastside overland flows, combines in the continuing ditch to flow over an embankment at approximately B STA 207+75. The stormwater from the ditch combines with the water from the above-mentioned culvert (from the west side)to flow downhill to the head of Stream P9 (see Figure 3, Drainage Basin Map, for approximate location of Stream P9). The tributary area of Stream P9 is approximately 27.25 Acres. Stream P9 feeds a wetland approximately 400 feet to the northeast. North of B STA 208+00, on the west side, both on- and off-site stormwater combine in a ditch to the west. Final Hydraulic Technical Information Report FAWPT-04-032 Duvall Avenue,City of Renton 6 November 2005 DRAINAGE BASINS MAP now LEGEND MAY CREEK OFFSITE A1,A2,A3,14t SUB-BASINS SUB--BASIN MAY CREEK ONSITE 61Al 1 SUB-BASINS (20.25 AC)— , HONEY CREEK OFFSITE C1'C2'C3'C4 SUB-BASINS HONEY CREEK ONSITE SUB-BASINS SUB-BASIN � � - A3 - (20.27 AC)— SUB—BASIN 3 58 AC SUB-BASIN NEWCASTLE ( ) C1 - - I — II SUB-BASIN I (4.18 AC I' I I —1 �I — w RENTON I / KING COUNTY I May Creek / _ L Uj T Chelan Pt . • __-_ e - '" 66vatrl(ve7iE-'' Duvau e E / r — y Stream P9 I C, (Unclassified) \ L / �I w SUB-BBASIN —� - _ m � W 3 1 ey Creek I— z a / (6.57 AC) SUB-BASIN - II J (3.23 AC) l / '—SUB-BASIN z `� SUB-BASIN a A2 SUB-BASIN - SUB-BA S N (1.86 AC) ~ (5.30 AC) - - - — y � � C4 C2 �z Field Ave NNE_ (1.22 AC) (7.69 AC - L 1- I Figure Drainage Basins Map 3 AREA A3-E I (5.29 AC) CONTRIBUTARY AREA MAP I LEGEND AREA A3-D MAY CREEK OFFSITE (5.09 AC) AREA Al-B SUB BASINS (17.69 AC) I MAY CREEK ONSITE AREA A3-C SUB BASIN (3.52 AC) I HONEY CREEK OFFSITE � a ------- SUB BASINS NEBC CREEK ONSITESUB AREA A3-13 __------�` (3.47 AC) , \� AREA CI-C (6.77 AC) AREA A3-A I I 1 \� AREA C3 (2.90 AC) �p1 --- NEWCASTLE \� (3.58 AC) j I AREA C1-13 AREA CI-A (9.66 AC) -r I (6.37 AC r-T T-T— i\ -Jit ' _J , i� I \� ' / I I MAY CREEK � / 1 --1d r---I 13f1 _—J I I i I I L__� ' I I I&I 1 _ -----i - --J - "1 r- I i- --� 1 fib, ---r-x I I 1" Yam' �r-{\ I -- W i � ►► ♦ < I I �I I I I I I n I J .L :, I I - AREA A2----- WWAL Art NE - - -- (0.64 AC) I I Stream P9 (unclassified) JkL i��^ I L_------/—"--- t\ Id II AREIA Al-A HONEY CREEK) Pb�, I-__ €\ J- �$�-- (2.5� AC) � AREA C2-C I r (2.50 AC) IJ-- - / AREA A4 z AREA A2-A (1.86 AC) (4.66 AC) AREA C2-B LU co AREA C2-A (3.22 AC) I Y (1.97 AC) r--� AREA C4 (1.22 AC) I I ; l� r L O Contributary Area Map Figure 4 This ditch flows to an 18-inch reinforced concrete culvert at the corner of Duvall Avenue NE and Southeast 95th Way. The culvert outfalls on the northwest side of Southeast 95th Way. The stormwater is dispersed through the native vegetation. On the east side, north of B STA 208+00, the off-site water sheet flows down the hill. Subbasin DI 1 South of Northeast 21st Street, stormwater from the neighboring subdivisions, on both the west and east sides, is collected in a series of catch basins. The stormwater is directed to a closed system of I catch basins and pipes along Duvall Avenue NE. There are two main trunk lines running parallel to the curb on each side of Duvall Avenue NE. Intermittent laterals collect roadside runoff connecting to one of the main trunk lines. At approximately B STA 190+00, the west trunk line crosses under Duvall Avenue NE to join the east trunk line. South of this location, the on- and off-site water for the east side continues to be collected and conveyed in the same manner. On the west side, south of B STA 190+00, the off-site water continues to be collected in a series of catch basins, but is now routed to a ditch. This ditch collects both the west side off-site water and roadway runoff from the west side. At B STA 180+75, the stormwater from the ditch is routed to a catch basin at the northwest corner of Southeast 107th Place. The east trunk line runs west under Duvall Avenue NE at B STA 179+40 where the above-mentioned catch basin joins this main trunk line. Intermittent laterals collect roadside runoff and stormwater from adjacent parking lots to be conveyed in the main trunk line. The main trunk line on the west side conveys the water south to a storm drain manhole in the parking lot at the southwest corner of the intersection of Duvall Avenue NE and SR 900 at approximately B STA 173+67. Stormwater on SR 900 is collected by catch basins on both the north and south sides of the roadway. Runoff from the eastern leg of SR 900 is conveyed south on the east side of Duvall Avenue NE to be discharged into Honey Creek. Honey Creek is routed southwest under Duvall Avenue NE through a 77-by 44-inch culvert. The culvert connects to a pipe that, in turn, connects to the previously mentioned manhole. From this point, the water is conveyed southwest through a series of pipes and manholes. The runoff from the western leg of SR 900 is conveyed south to join with this system. This system is believed to be discharged into a ditch. According to the City of Renton's drainage plans, all of the water from the ditch is conveyed in pipes southwest to two parallel culverts (58 by 36 inches). These two culverts cross northwesterly under SR 900 to discharge into Honey Creek. There are no existing water quality treatment or flow controls for the roadway runoff. Existing Basin Covering over 14 square miles, the May Creek Basin is part of the Lake Washington/Cedar River Watershed. May Creek Basin is divided into four subbasins: the Lower Basin, May Valley, Highlands, and the East Renton Plateau. The Duvall Avenue Reconstruction project is within the Lower Basin (see Figure 5, May Creek Basin). May Creek is approximately 7 miles long, originates in the vicinity of Cougar Mountain, Washington, and flows northwest to outfall at the southeast side of Lake Washington. May Creek is the primary stream within the basin. There are many small tributaries, but there are five tributaries of significant size: Honey Creek, Boren Creek, and the North, South, and East Forks of May Creek. The Duvall Avenue NE Reconstruction project is within the Lower Subbasin of the May Creek Basin. Project Subbasin Descriptions Eleven existing subbasins have been identified within the project corridor (see Figures 3 and 4). Eight of these are off-site flows. Final Hydraulic Technical Information Report FAWPT-04-032 Duvall Avenue,City of Renton 9 November 2005 •moo LAKF.BOREN COAL CREEK TRIBUTARIES i HIGHLANDS LOWERBASIN 900 EAST RENTON ,'--- EY PLATEAU , LAKE KATHLE LEGEND p / LAKE MAC Incorporated King County , Unincorporated King County 169 ° Wetlands �4 a May Creek Basin Project Area o Figure May Creek Basin Map 5 �,� .. ■ — off-site runoff from the area northwest of Northeast 24th Subbasin Al (20.25 acres) The off s to Street flows eastward down the hill to be collected in a roadside ditch on the west side of Duvall Avenue NE. A portion(2.56 acres) of this overland flow is conveyed to Stream P9 (See area Al-A on Figure 4). ■ Subbasin A2 (5.30 acres)—The off-site runoff flows towards Duvall Avenue NE from the area to the north and south of Southeast 100th Street. A portion(4.66 acres) of this flow is collected in a ditch on the east side of Duvall Avenue NE (See Area A2-A on Figure 4). The ditch conveys the water over the side of the hill into Stream P9. ■ Subbasin A3 (20.27 acres)—The area on the west side of Duvall Avenue NE between the south sides of Northeast 23rd Street and Northeast 24th Street. The off-site runoff is conveyed through three storm drain pipes into ditches on the west side of Duvall Avenue NE. These ditches convey the runoff to a culvert located at B STA 208+00, which outfalls to Stream P9 on the east side of Duvall Avenue NE. ■ Subbasin A4 (1.86 acres)—The area on the east side of Duvall Avenue NE between Northeast 21st Street and Northeast 24th Street. The off-site runoff flows overland to a series of ditches on the east side of Duvall Avenue NE and is conveyed to Stream P9. ■ Subbasin B1 (6.57 acres)—The area within the project footprint that conveys runoff to May Creek. The water is currently collected on both sides of Duvall Avenue NE in a series of ditches. A portion of the tributary area for Stream P9 will be routed Basin B1. An additional 0.9 acre is added to the 6.57 acres to account for the area of the pond and pond access road for analysis. ■ Subbasin C1 (22.80 acres)—The area on the west side of Duvall Avenue NE between Northeast 107th Place and mid-block of Northeast 24th Street/Northeast 21st Street. Off-site runoff flows south to Honey Creek through intermittent ditches and closed storm systems. ■ Subbasin C2 (7.69 acres)—The area on the east side of Duvall Avenue NE between Northeast 19th Street and Southeast 107th Place. Off-site runoff is collected in a series of catch basins on the east side of Duvall Avenue NE to be routed to the south into Honey Creek. ■ Subbasin C3 (3.58 acres)—The area on the west side of Duvall Avenue NE between Northeast 107th Place and Sunset Boulevard (SR 900). The off-site runoff predominately flows toward both Duvall Avenue NE and Sunset Boulevard to be collected in a series of catch basins and routed to Honey Creek. ■ Subbasin C4 (1.22 acres)—The area on the east side of Duvall Avenue NE between Northeast 107th Place and Sunset Boulevard The off-site runoff predominately flows toward both Duvall Avenue NE and Sunset Boulevard to be collected in a series of catch basins and routed to Honey Creek. ■ Subbasin D1 (3.23 acres)—The area within the project footprint that conveys runoff to Honey Creek. The water is currently collected on both sides of Duvall Avenue NE and Sunset Boulevard in a series of catch basin to be routed to Honey Creek. ■ Subbasin D2 (4.18 acres)—The area within the project footprint that conveys runoff to Honey Creek. In the vicinity of the SR 900 and Duvall Avenue NE intersection, the water is currently collected on both sides of Duvall Avenue NE and Sunset Boulevard in a series of catch basins. This water is routed to Honey Creek. Final Hydraulic Technical Information Report FAWPT-04-032 Duvall Avenue,City of Renton 11 November 2005 Soils According to the U.S. Department of Agriculture's King County Soil Survey (see Appendix A), the dominant soil is Alderwood gravelly sandy loam (Ag). There are two classifications of the soil within in the May Creek Subbasin: Class C (AgQ and Class D (AgD). Class C is on both sides of the roadway from just north of the Duvall Avenue NE/SR 900 intersection to just north of Southeast 100th Street, where the soil transforms into Class D. The soil remains Class D north of Southeast 100th Street until Southeast 95th Way, where the soil types returns to Class C. Both classifications belong to Hydrologic Group C. On the south and northwest sides of the intersection of SR 900 and Duvall Avenue NE, the soil is typically Everett gravelly sandy loam (Ev), Class C. The Everett soil belongs to Hydrologic Group A. The physical and engineering properties of the three soils within the project are summarized in the following table. Soil Symbol Hydrological Slope Erosion Limiting Group Potential Features Alderwood Gravelly (AgC) C 6 to 15 % moderate Cutbanks Sandy Loam cave Alderwood Gravelly (AgD) C 15 to 30 % moderate Cutbanks Sandy Loam cave Everett Gravelly (EvC) A 5 to 15 % moderate Cutbanks Sandy Loam cave Borings within the project area were taken in January 2004. The results can be found in the Geotechnical Engineering Report (January 2005). Ground Cover Subbasin BI The shoulders of the roadway are maintained grassy areas with low or little shrubbery between Northeast 21st Street and Southeast 100th Street. The trees within this section are predominantly fir trees with an average diameter of 10 inches. From Southeast 100th Street to the end of the project at Southeast 95th Way, shrubbery is dominant with sporadic unmaintained grassy areas. There are a larger variety of trees in this location. The trees are comprised of the fir, alder, pine, cedar, and maple families with an average diameter of 20 inches. There are intermittent gravel driveways along this corridor. On the south end of this basin, there are segments with sidewalks. Subbasin D1 There are very few grassy shoulders in this area. The basin transitions from developing urban at Northeast 21st Street to commercial at SR 900/Duvall Avenue NE. There are sidewalks on both sides along the majority of the roadway. North of the intersection, narrow landscaped borders line the back of some of the sidewalks. Along Duvall Avenue NE, the trees are comprised of the fir, alder, pine, cedar, and maple families with an average diameter of 6 inches. Intermingled with these, are some larger diameter (20 inches averaged)trees of various varieties. Along the eastern leg of SR 900, clumps of alders with an average diameter of 3 feet dominate the landscape. Final Hydraulic Technical Information Report FAWPT-04-032 Duvall Avenue,City of Renton 12 November 2005 PROPOSED IMPROVEMENTS Roadway Proposed improvements to Duvall Avenue NE/Coal Creek Parkway SE would increase the roadway width to 79 feet in most sections. The roadway cross section will be widened to provide two 11-foot travel lanes in each direction separated by a center 12-foot two-way left-turn lane with turn pockets at the intersections. Approximately midway between Northeast 24th Street and Southeast 95th Way, the center turn lane will transition to an extruded curb where no driveways or side streets are present. Both sides of the roadway will furnish a 5-foot bike lane adjacent to a 6.5-foot-wide sidewalk with curb and gutter to enhance pedestrian and bicycle traffic. A proposed pedestrian crossing with a pedestrian actuated signal at mid-block will be constructed between Northeast 23rd Street and Northeast 21st Street. Stormwater will be formally collected, eliminating the existing open ditches and culverts under street intersections and driveways. Both detention and treatment facilities will be configured to collect, treat, and detain the stormwater runoff. All utilities within the Renton city limits will be undergrounded. Street lighting will be enhanced along the corridor by PSE. The sanitary sewer system will be reconstructed in the vicinity of Northeast 24th Street to allow for future upgrades to the system. Utility relocation, if necessary, will be coordinated with the affected utility company. STORMWATER SITE PLANS Requirements The proposed storm drain system analysis and design will comply with the following minimum requirements set forth by the Washington State Department of Ecology's Stormwater Management Manual for Western Washington (SMMWW) (2001). The minimum requirements are listed below. • Minimum Requirement No. 1: Preparation of Stormwater Site Plans • Minimum Requirement No. 2: Construction Stormwater Pollution Prevention (SWPP) ■ Minimum Requirement No. 3: Source Control of Pollution ■ Minimum Requirement No. 4: Preservation of Natural Drainage Systems and Outfalls • Minimum Requirement No. 5: On-site Stormwater Management ■ Minimum Requirement No. 6: Runoff Treatment ■ Minimum Requirement No. 7: Flow Control • Minimum Requirement No. 8: Wetlands Protection • Minimum Requirement No. 9: Basin/Watershed Planning ■ Minimum Requirement No. 10: Operation and Maintenance A stormwater analysis and design has been conducted by BERGER/ABAM Engineers Inc. in accordance with SMMWW's requirement for redevelopment. Each of the two on-site subbasins has over 35 percent of existing impervious coverage. Each of the subbasins was analyzed as a separate system. Final Hydraulic Technical Information Report FAWPT-04-032 Duvall Avenue,City of Renton 13 November 2005 Subbasin B1 has 40 percent existing impervious coverage, but will add 50 percent or more to the existing impervious surfaces within the project limits such that the minimum requirements No. 1 through No. 10 of the SMMWW will apply to the converted pervious surfaces and also the new and replaced impervious surfaces. Subbasin D1 has 66 percent existing impervious coverage and will not add 50 percent or more to the existing impervious surfaces within the project limits such that the minimum requirements No. 1 through No. 5 of the SMMWW will apply to the converted pervious surfaces, and the new and replaced impervious surfaces. Minimum requirements No. 6 through No. 10 of the SMMWW will apply only to the new impervious surfaces and converted pervious surfaces. The existing"hydrology and drainage" conditions for the project area are described in the Hydrology and Drainage section of this report. The following is a summary of the stormwater management findings and recommendations. Stormwater will be formally collected in catch basins, eliminating the existing open ditches and culverts under street intersections and driveways. Both detention and treatment facilities will be configured to collect, treat, and detain the runoff from the relevant surfaces. The areas of the new and replaced surfaces were used to size the detention/water quality facilities (see Table 1 for these areas). Table 1. Summary of Treated Surfaces Sub-Basin Impervious Surface Converted Pervious Surfaces Total May Creek (B1) 5.703 acres (new +replaced) 1.768 acres 7.471 acres Honey Creek (D1) 0.606 acre (new) 0.442 acre 1.101 acres Due to the proposed shift in the existing alignment in Basin B1, a portion of the existing impervious surfaces will be converted to landscaping while, on the other hand, some of the existing pervious surfaces will be converted to impervious surfaces. For the majority of Basin B1, there is little or no formal landscaping; therefore, the proposed pervious surfaces were analyzed as converted pervious surfaces. In Basin D1, the alignment remains in its existing configuration. The net increase in impervious area for Basin D1 is analyzed as new impervious area. The project will add approximately 3.972 net acres of impervious surface area to the site (see Table 2 for a net summary of the surface areas of the project). Table 2. Summary of Project Surface Areas Project Totals Existing Proposed Net (increase/decrease) Total Project Area 10.697 acres 10.697 acres May Creek-B1 Existing Proposed Net increase/decrease Impervious Area (roadway) 2.303 acres 3.876 acres 1.573 acres (increase) Impervious Area (sidewalk) 0.035 acre 0.625 acre 0.590 acre increase Impervious Area (misc. 0.000 acre 1.202 acres 1.202 acres (increase) areas Total Impervious Area 2.338 acres 5.703 acres 3.365 acres increase Pervious Area 5.134 acres 1.768 acres 3.365 acres decrease Total Project Area 7.471 acres 7.471 acres Honey Creek-D1 Existing Proposed Net(increase/decrease)' Impervious Area (roadway) 1.932 acres 2.375 acres 0.443 acre (increase) Final Hydraulic Technical Information Report FAWPT-04-032 Duvall Avenue,City of Renton 14 November 2005 Project Totals ExistingProposed,` Net increase/decrease) Impervious Area (sidewalk) 0.222 acre 0.385 acre 0.163 acre (increase) Honey Creek-D1 Existing Proposed Net increase/decrease) Total Impervious Area 2.154 acres 2.760 acres 0.606 acre increase Pervious area 1.072 acres 0.024 acre Converted Pervious Area 0.442 acre Total Pervious Area 1.072 acres 0.466 acre 0.606 acre (decrease) Total Project Area 3.226 acres 3.226 acres Flow Control The hydraulic analysis was performed and the proposed facilities were designed using a continuous simulation hydraulic model based on the Environmental Protection Agency's Hydraulic Simulation Program-Fortran(HSPF). The continuous simulation hydraulic model, MGSFlood, is in accordance with the guidelines listed in Volume 3 of the SMMWW (see Appendixes B and C for Subbasin Bland D1 detention calculations, respectively). The continuous model was used to determine stormwater detention requirements. The detention facilities were sized using a flow control standard which is based on detaining the stormwater for the duration of the storm. This produces larger detention volumes than controlling only the peak runoff period. Stormwater detention facilities within the May Creek Basin shall achieve a Level 2 flow control standard per the May Creek Basin Action Plan(April 2001). The performance standard of a Level 2 flow control is to match developed discharge durations with predeveloped forest condition durations for the range of predeveloped discharge rates from 50 percent of the 2-year peak flow up to the full 50-year peak flow (see Table 3 for a summary of these discharge rates). Table 3. Summary of Discharge Rates May Creek (Basin 131)— City of Renton and King County 2-year PRE 10-year PRE 50-year PRE Flows (cfs) 0.188 0.369 0.580 Precip. (in) 2•1 3.0 4.0 2-year POST 10-year POST 50-year POST Flows (cfs) 1.647 2.554 3.59 Precip. (in) 2.1 3.0 4.0 In Flow Release Rates (cfs) (cfs) !1' 2-year POST 1.647 <1/2 of 2-year PRE 0.89 10-year POST 2.554 <2-year PRE 0.188 50-year POST 3.59 <10-year PRE 0.369 Final Hydraulic Technical Information Report FAWPT-04-032 Duvall Avenue,City of Renton 15 November 2005 The outfall for Pond B1 will be routed through a series of closed pipes and catch basins to a bubble- up catch basin located at the toe of the hill. The bubble-up catch basin will be located above the Ordinary High Water Mark (OHWM). Vaults A detention vault preceded by a sand filter vault will contain the roadway runoff for Subbasin D1. The two vaults will be located within the King County right-of-way along Southeast 107th Place. The sand filter vault will contain the water quality volume to be treated. The sand filter vault will be two celled. The first cell, for presettling, will contain 1 foot of sediment storage. The second cell shall contain a flow spreader to distribute the flow, sand media (18 inches minimum), and an underdrain system. The second vault will detain the detention volume (see Table 4 above for water quality and detention volumes). Proposed System for On-Site Runoff Computations to size the pipes are included in Appendixes B and C for Subbasins B1 and D1, respectively, and depicted in the drainage report plans included in Appendix D. Preliminary design of flow control and water quality facilities are shown on the hydraulic report plans included in Appendix D. Subbasin D1 (from Northeast Sunset Boulevard to Northeast 22nd Place) This drainage area is in the Honey Creek Basin. All runoff from the proposed roadway will be collected by catch basins at the gutter on both sides of the roadway. Meeting the requirement to treat only the new impervious and converted pervious surfaces, an equivalent area method will be utilized to direct the runoff stormwater to the series of vaults located at Southeast 107th Place. The stormwater from approximately B STA 194+50 to B STA 186+50 will tie in to the existing drainage system. A backwater analysis was performed on the existing system to determine what effect if any this would have on the system (see Backwater Analysis in Appendix Q. The stormwater from approximately B STA 186+50 to B STA 181+50 will be directed to the above-mentioned vaults for water quality treatment and flow control. Discharge from the detention vault will be conveyed through a closed pipe system to discharge at an existing manhole located along Sunset Boulevard at approximately A STA 169+93 (66 feet roundtrip). This manhole (discussed in the Hydrology and Drainage section of this report) eventually discharges into Honey Creek. Subbasin B1 (from Northeast 22nd Place to Southeast 95th Way) This drainage area is in the May Creek Basin. Runoff from the proposed roadway will be collected by catch basins at the gutter on both sides of the roadway. Flow from the new and replaced impervious areas and converted pervious areas will be routed to Pond B1 for water quality treatment and flow control. Discharge from the pond will be conveyed through a closed system of pipes to May Creek as mentioned in the previous section on Ponds. Proposed System for Off-Site Runoff For both subbasins, off-site runoff will be separated from on-site flows. The off-site flows will be conveyed to the existing storm system or will outfall at their current location to maintain the existing hydrology. Final Hydraulic Technical Information Report FAWPT-04-032 �� Duvall Avenue,City of Renton 18 November 2005 Basin D1 The pipes carrying the off-site flows from the west side of Duvall Avenue NE will connect to the existing storm system. For approximately 400 feet to the south of B STA 194+50, the east side off- site overland flows will be collected in a series of catch basins and tied into the existing storm system. South of this area, off-site flows are captured in the neighboring subdivisions and connected to the existing system either on Duvall Avenue NE or Sunset Boulevard. Existing drainage patterns will be maintained. Basin B1 There is an existing culvert that crosses under Duvall Avenue NE at approximately B STA 208+00. This culvert outfalls on the east side of Duvall Avenue NE to Stream P9, which feeds a wetland approximately 400 feet to the northeast. Currently, both off- and on-site water are conveyed to the culvert through roadside ditches. The proposed storm system would separate the on- and off-site stormwater. Only the off-site water will be conveyed to the existing culvert. Separating the on- and off-site flows would decrease the amount of hydrology going through the culvert to Stream P9 by approximately 9 percent(See Miscellaneous Drainage Calculations in Appendix B). 2.52 acres of the existing 27.25 tributary acres of Stream P9 will be diverted to Pond B1. Due to site limitations, it was not possible to treat the 2.52 acres of roadway runoff and continue to outfall to Stream P9. The quality of Stream P9 will be greatly enhanced by diverting the untreated roadway runoff. The pipes carrying the off-site flows from the west side of Duvall Avenue NE will connect to a trunk line within a proposed drainage easement. This trunk line will convey the flow to approximately B STA 208+00 (left), where it will connect to the existing culvert. Off-site flows on the west side, north of B STA 208+00, will be intercepted behind the retaining wall to be discharged on the northwest side of Southeast 95th Way. Off-site flows from the east side of Duvall Avenue NE flow overland to catch basins located within a drainage easement. A trunk line will transport the captured off-site flows to the existing culvert. Off-site flows on the east side, north of B STA 208+00, will flow overland to the east. The proposed off-site system is shown in the hydraulic report plans included in Appendix D. Downstream Analysis Runoff from the project site will be collected and detained to meet the flow control requirement set by Washington State Department of Ecology. The flow control criteria reduce flow rates for the proposed condition to the rates that are characteristic of the natural conditions. The controlled flow prevents the long-term erosion in the downstream watercourses. A Level 1 downstream analysis was conducted on Basins B1 and DI per requirements of the 2005 KCSWDM. A Level 1 Downstream Analysis consists of four tasks: define and map the study area, review all available information in the study area, field inspect the study area, and describe the drainage system and its existing and predicted problems. The study area shall include one quarter mile downstream from the proposed outfall for Pond B1 and one quarter mile downstream from the outfall for Vault D2, located along Sunset Boulevard. According to the King County iMap GIS database, there are no drainage complaints, sensitive areas, wetlands, or 100-year floodplains in the study area. The May Creek Basin Action Plan(2001) was reviewed and it was determined that there were no potential problems in the study area. The downstream path of May Creek was field inspected in the early spring of 2005. May Creek has adequate capacity. There did not appear to be any overtopping, scouring, or bank sloughing. The Final Hydraulic Technical Information Report FAWPT-04-032 Duvall Avenue,City of Renton 19 November 2005 ' steep slopes of the ravine are eroding on the south side of May Creek, on the east side of the bridge. It is believed that the erosion is caused by landslide activity, not bank sloughing due to high velocities of the stream. The downstream path of Honey Creek was field inspected in the spring of 2005. Honey Creek is conveyed west along Sunset Boulevard in a series of closed pipe systems and ditches to outfall into two culverts at the northwest corner of Union Avenue and Sunset Boulevard. These systems have adequate capacity. Bond Quantities Not applicable, King County facility. O&M Manual Not applicable, King County will maintain facility. Erosion and Sedimentation Control A temporary erosion and sediment control plan will be submitted with the final construction plans for approval for the construction permit application. At minimum, filter fabric fences will be installed downslope of all construction areas, and sediment traps will be used to protect new and existing catch basins. Further measures will be considered when construction methods and schedules are set. BIBLIOGRAPHY Plans and Reports GeoEngineers, Corridor Level Environmental Reconnaissance Study, Duvall Avenue NE 1 Improvements, 28 September 2004. GeoEngineers, Geotechnical Engineering Services, Duvall Avenue NE Improvements (Final), 27 January 2005. GeoEngineers,Addendum Report, Geotechnical Engineering Services, Duvall Avenue NE Improvements (Final), Stormwater Pond, 2 September 2005. King County Department of Public Works, Environmental Impact Statement(Final), September 1995. May Creek Basin Action Plan, 2001 Widener &Associates, Wetland Investigation Report, Duvall Avenue NE/Coal Creek Parkway Improvements Projects (Final), 23 September 2004. Design Standards Washington State Department of Transportation (WSDOT) ■ WSDOT Hydraulic Manual (2004) ■ WSDOT Highway Runoff Manual (2004) Final Hydraulic Technical Information Report FAWPT-04-032 ' Duvall Avenue,City of Renton 20 November 2005 Washington State Department of Ecology • Stormwater Management Manual for Western Washington(2001) King County • King County Road Standards (1993) • King County Surfacewater Design Manual(2005) ■ King County Code City of Renton • City of Renton Standard Plans for Road, Bridge, and Municipal Construction(1995) Final Hydraulic Technical Information Report FAWPT-04-032 Duvall Avenue,City of Renton 21 November 2005 ' Appendix A ' KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET ' Part 1 PROJECT OWNER AND Part PROJECT LOCATION AND PROJECT ENGINEER DESCRIPTION ' Project Owner i 1r1 Project Name©Lk,dr - , Phone �25 V — 31 DDES Permit, Address l 06 J Grr zL Wit Location Township tunn�eY1 0 Range ) &0-0 Project Engineer G CX_V_4 7�1t I J 110 Section ' Company Bet-can mE?. -4-1h Site Address Phone 'qo(D) 0 Lt 3 i - a 3 co ' Part 3 TYPE OF PERMIT APPLICATION Part 4 OTHER REVIEWS AND PERMITS ❑ Landuse Services TCCOE FW HPA ❑ Shoreline ' Subdivison / Short Subd. / UPD 404 Management ❑ Building Services ❑ DOE Dam Safety ❑ Structural ' M/F/Commerical / SFR FEMA Floodplain Rockery/Vault/ ❑ Clearing and Grading ❑ ❑ ESA Section 7 ❑ Right-of-Way Use COE Wetlands ' ❑ Other ❑ Other Part 5 PLAN AND REPORT INFORMATION ' Technical Information Report Site Improvement Plan (Engr. Plans) Type of Drainage Review Fu]rag Targeted / Type (circle one): Pmall Modified / ' (circle): e Site Site Date (include revision 31 11 6S Date (include revision dates): dates): ' Date of Final: IvG Z CGS Date of Final: Part 6 ADJUSTMENT APPROVALS Type (circle one): Standard / Complex / Preapplication / Experimental/ Blanket Description: (include conditions in TIR Section 2) Date of Approval: 2005 Surface Water Design Manual 111105 ' 1 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET ' Part7 MONITORING REQUIREMENTS Monitoring Required: Yes Describe: ' Start Date: Completion Date: ' Part 8 SITE COMMUNITY AND DRAINAGE BASIN ' Community Plan : Special District Overlays: Drainage Basin: h C'-4 C ' Stormwater Requirements: Part 9 ONSITE AND ADJACENT SENSITIVE AREAS ' ❑ River/Stream U-�teep Slope 10 '—I�D"j ❑ Lake ❑ Erosion Hazard ' U'Wetlands T [-)D al-andslide Hazard ❑ Closed Depression ❑ Coal Mine Hazard ' ❑ Floodplain ❑ Seismic Hazard Other �1 C L ❑ Habitat Protection ti CA ❑ Part 10 SOILS ' Soil Type Slopes Erosion Potential �� 3G /o MaclFrcti� _. E0 L 1 ❑ High Groundwater Table (within 5 feet) ❑ Sole Source Aquifer ❑ Other ❑ Seeps/Springs ❑ Additional Sheets Attached 2005 Surface Water Design Manual 111105 ' 2 ' KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 1 ' Part 11 DRAINAGE DESIGN LIMITATIONS REFERENCE LIMITATION /SITE CONSTRAINT ' ❑ Core 2—Offsite Analysis ❑ Sensitive/Critical Areas ❑ SEPA ❑ Other ❑ ❑ Additional Sheets Attached Part 12 TIR SUMMARY SHEET (provide one TIR Summary Sheet per Threshold Discharge Area) Threshold Discharge Area: name or description) Core Requirements (all 8 apply) ' Discharge at Natural Location Number ofNatural Discharge Locations: Offsite Analysis Level: 2 / 3 dated: ' Flow Control Level: 1 / 2 / 3 or Exemption Number Incl. facilitysummarysheet Small Site MPs Conveyance System Spill containment located at: ' Erosion and Sediment Control ESC Site Supervisor: Contact Phone: After Hours Phone: ' Maintenance and Operation Responsibility: Privat Public. , If Private, Maintenance Log Required: Yes /No Financial Guarantees and Provided: Yes / No ' Liability Water Quality Type: Basic / Sens. Lake Enhanced Basi / Bog (include facility summary sheet) or Exemption No. ' Landscape Management Plan: Yes / No Special Requirements (as applicable) Area Specific Drainage Type: CDA/ SDO/MDP/ BP/ LMP/ Shared Fac. / None Requirements Name: Flood plain/Floodway Delineation Type: Major / Minor / Exemption None 100-year Base Flood Elevation (or range): ' Datum: Flood Protection Facilities Describe: l ' Source Control Describe landuse: (comm./industrial landuse) Describe any structural controls: 2005 Surface Water Design Manual 111105 ' 3 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Oil Control High-use Site: Ye r(/ N� ' Treatment BMP: Maintenance Agreement: Ye // with whom? Other Drainage Structures Describe: ' Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION AFTER CONSTRUCTION Clearing Limits Stabilize Exposed Surfaces Cover Measures Remove and Restore Temporary ESC Facilities Perimeter Protection Fa Clean and Remove All Silt and Debris Ensure �1 Traffic Area Stabilization Operation of Permanent Facilities Sediment Retention ❑ Flag Limits of SAO and open space preservation areas ' Surface Water Control ❑ Other Dust Control ' Construction Sequence Part 14 STORMWATER FACILITY DESCRIPTIONS Note: Include Facility Su mary and Sketch ' Flow Control Type/Description Water Quality Type/Description 59 Detention _bn� ❑ Biofiltration ' ❑ Infiltration ® Wetpoolnd ❑ Regional Facility ❑ Media Filtration ' ❑ Shared Facility ❑ Oil Control ❑ Small Site BMPs ❑ Spill Control ' ❑ Other ❑ Small Site BMPs ' ❑ Other i 1 2005 Surface Water Design Manual 111105 ' 4 ' KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET ' Part 15 EASEMENTS/TRACTS Part 16 STRUCTURAL ANALYSIS Drainage Easement ❑ Cast in Place Vault ❑ Access Easement ❑ Retaining Wall ❑ Native Growth Protection Covenant ❑ Rockery> 4' High ❑ Tract ❑ Structural on Steep Slope ❑ Other ❑ Other Part 17 SIGNATURE OF PROFESSIONAL ENGINEER I, or a civil engineer under my supervision, have visited the site. Actual site conditions as observed were ' incorporated into this worksheet and the attached Technical Information Report. To the best of my knowledge the information provided here is accurate. ' Signed/Date 2005 Surface Water Design Manual 111105 Appendix B Subbasin B1 rr r r r� rr r� rr rr r� r rr r ■r r �r r r r r■ ' Detention Calculations Subbasin B1 MGS FLOOD ' PROJECT REPORT Program Version: 2.27 Run Date: 10/13/2005 7:55 AM Input File Name: FAPWT-04-032_POND_B1_10_12_2005_FINALw-VOLtable.fld Project Name Duvall Ave/Coal Creek Parkway Reconstruction Project Analysis Title: Pond Bl-Oehrling Property Comments This analysis is for the pond to be relocated to the Oehrling property. Thi ' Extended Timeseries Selected Climatic Region Number: 12 Full Period of Record Available used for Routing Precipitation Station 960044 Puget East 44 in MAP 10/01/1939-10/01/2097 Evaporation Station 961044 Puget East 44 in MAP Evaporation Scale Factor : 0.750 ' HSPF Parameter Region Number: 1 HSPF Parameter Region Name : USGS Default ********* Default HSPF Parameters Used (Not Modified by User) *************** 1 Page 2 ********* Watershed Definition ********** ' Number of Subbasins: 1 ********** Subbasin Number: 1 ********** ***Tributary to Node: 1 1 ***Bypass to Node : None Area(Acres) ------------- ------Developed----- ' Predeveloped To Node Bypass Node Include GW Till Forest 7.470 0.000 0.000 No Till Pasture 0.000 0.000 0.000 No Till Grass 0.000 1.770 0.000 No ' Outwash Forest 0.000 0.000 0.000 No Outwash Pasture 0.000 0.000 0.000 No Outwash Grass 0.000 0.000 0.000 No Wetland 0.000 0.000 0.000 No ' Impervious 0.000 5.700 0.000 SUBBASIN TOTAL 7.470 7.470 0.000 *** Subbasin Connection Summary *** Subbasin 1 --------------> Node 1 *** By-Pass Area Connection Summary *** No By-Passed Areas in Watershed Pond Inflow Node : 1 Pond Outflow Node: 99 1 1 i 1 1 ' Page 3 ********* Retention/Detention Facility Summary ' Hydraulic Structures Add-in Routines Used ----------------- Pond Geometry ----------------- ' User Specified Elevation Volume Table Used Elevation (ft) Pond Volume (cu-ft) --------------------------------------------- ' 315.25 0000. 316.25 32915. 317.25 69092. 318.25 108602. 319.25 151519. 320.00 185984. ----------------- Riser Geometry ----------------- Riser Structure Type Circular Riser Diameter 24.00 in Common Length 0.000 ft Riser Crest Elevation 318. 67 ft ---------- Hydraulic Structure Geometry ----------- Number of Devices: 2 --- Device Number 1 --- Device Type Circular Orifice Invert Elevation 315.30 ft Diameter 1.57 in Orientation Horizontal Elbow No --- Device Number 2 --- Device Type Circular Orifice ' Invert Elevation 317.80 ft Diameter 2.83 in Orientation Horizontal Elbow Yes ' Page 4 **** Computed Pond Hydraulic Table ***** Elev Surf Area Volume Discharge Infilt (ft) (acres) (ac-ft) (cfs) (cfs) 315.25 0.853 0.000 0.000 0.000 315.28 0.855 0.022 0.000 0.000 315.31 0.857 0.043 0.007 0.000 315.37 0.862 0.087 0.017 0.000 315.43 0.866 0.131 0.024 0.000 315.49 0.870 0.175 0.029 0.000 315.55 0.875 0.219 0.033 0.000 315.61 0.879 0.263 0.037 0.000 315.67 0.884 0.308 0.040 0.000 ' 315.73 0.888 0.353 0.043 0.000 315.79 0.892 0.399 0.046 0.000 315.85 0.897 0.444 0.049 0.000 315.91 0.901 0.490 0.051 0.000 ' 315.97 0.906 0.537 0.054 0.000 316.03 0.910 0.583 0.056 0.000 316.09 0.914 0.630 0.058 0.000 316.15 0.919 0.677 0.061 0.001 ' 316.21 0.923 0.724 0.063 0.000 316.27 0.928 0.771 0.065 0.000 316.33 0.932 0.819 0.067 0.000 316.39 0.937 0.867 0.069 0.010 316.45 0.941 0.916 0.071 0.000 316.51 0.946 0.964 0.072 0.000 316.57 0.950 1.013 0.074 0.000 316.63 0.955 1.062 0.076 0.000 316. 69 0.959 1.112 0.078 0.000 316.75 0.964 1.161 0.079 0.000 316.81 0.968 1.211 0.081 0.000 316.87 0.973 1.262 0.012 0.000 316. 93 0.977 1.312 0.084 0.000 316. 99 0.982 1.363 0.086 0.000 317.05 0.986 1.414 0.087 0.000 317.11 0.991 1.465 0.088 0.000 317.17 0.995 1.517 0.090 0.000 317.23 1.000 1.569 0.091 0.000 317.29 1.004 1.621 0.093 0.000 317.35 1.009 1. 673 0.094 0.000 317.41 1.013 1.726 0.096 0.000 317.47 1.018 1.779 0.097 0.000 317.53 1.023 1.832 0.098 0.000 ' 317.59 1.027 1.886 0.100 0.000 317.65 1.032 1. 940 0.101 0.000 317.71 1.036 1. 994 0.102 0.000 317.73 1.038 2.014 0.103 0.000 317.75 1.040 2.034 0.103 0.000 317.78 1.041 2.055 0.104 0.000 317.80 1.043 2.075 0.104 0.000 317.82 1.044 2.089 0.129 0.000 317.83 1.046 2.103 0.140 0.000 317.85 1.047 2.117 0.148 0.000 317.86 1.048 2.130 0.155 0.000 317.92 1.052 2.115 0.177 0.000 317. 98 1.057 2.241 0.194 0.000 318.04 1.062 2.296 0.208 0.000 318.10 1.066 2.352 0.221 0.000 318.16 1.071 2.408 0.233 0.000 318.22 1.076 2.465 0.244 0.000 318.28 1.080 2.522 0.254 0.000 Page 5 318.34 1.085 2.579 0.264 0.000 318.41 1.091 2.631 0.273 0.001 318.46 1.094 2.694 0.282 0.000 318.52 1.099 2.751 0.290 0.000 318.58 1.104 2.810 0.298 0.000 ' 318.60 1.105 2.831 0.301 0.000 318.63 1.107 2.853 0.304 0.000 318.65 1.109 2.875 0.307 0.000 318.67 1.111 2.897 0.310 0.000 318. 69 1.112 2.912 0.351 0.000 318.70 1.113 2.927 0.424 0.000 318.72 1.114 2.942 0.519 0.000 318.73 1.115 2.956 0.630 0.000 318.75 1.116 2.971 0.756 0.000 318.76 1.118 2.986 0.895 0.000 318.78 1.119 3.001 1.045 0.000 318.79 1.120 3.015 1.207 0.000 318.85 1.125 3.075 1. 947 0.000 318. 91 1.129 3.135 2.811 0.000 318.97 1.134 3.195 3.769 0.000 319.03 1.139 3.255 4.791 0.000 ' Page 6 ****************** Annual Maxima Flow Data *********************** Subbasin 1 Runoff Pond Outflow Node Predevelopment Runoff Postdevelopment Runoff Date Annual Max (cfs) Date Annual Max (cfs) 1940 04 30 0.237 1939 12 07 0.097 1941 01 31 0.100 11941 01 18 0.075 1941 12 15 0.257 1941 12 20 0.086 1943 02 10 0.095 11942 11 23 0.101 1944 01 23 0.082 11943 10 17 0.067 1945 02 07 0.300 11945 02 07 0.097 1946 02 05 0.183 1946 02 06 0.080 1947 02 02 0.181 11946 12 05 0.089 1948 03 21 0.312 11947 10 19 0.098 1949 02 22 0.171 11949 02 22 0.090 1950 03 03 0.652 11950 01 22 0.100 1951 02 09 0.263 11951 02 09 0.193 1952 01 24 0.075 11951 10 03 0.075 1953 01 11 0.116 11953 01 18 0.104 1954 01 22 0.169 11954 01 06 0.084 1955 04 12 0.074 11954 11 19 0.083 1956 01 06 0.172 11956 01 06 0.225 1957 02 25 0.152 11957 02 26 0.091 1958 01 16 0.176 11958 01 17 0.091 1959 01 12 0.197 11959 01 13 0.102 1959 12 15 0.214 11959 11 21 0.097 1961 02 14 0.170 11960 11 24 0.153 1962 03 04 0.104 11961 12 24 0.081 1963 02 03 0.113 11962 11 30 0.079 1964 01 01 0.170 11963 11 23 0.081 1965 02 26 0.197 11964 12 01 0.091 1966 04 11 0.138 11966 01 07 0.092 1967 01 19 0.308 11966 12 16 0.103 1968 02 03 0.162 11968 01 20 0.088 1968 12 03 0.175 ( 1968 12 11 0.093 1970 01 13 0.146 11970 01 27 0.102 1970 12 06 0.168 i 1970 12 07 0.096 1972 02 28 0.413 11972 03 05 0.290 1973 01 13 0.155 11972 12 26 0.216 1974 02 18 0.219 11974 01 18 0.092 1974 12 26 0.290 11974 12 27 0.086 1976 01 27 0.181 11976 02 27 0.092 1977 06 03 0.059 11977 06 01 0.076 1977 12 15 0.165 11977 12 15 0.103 ' 1979 03 04 0.165 11979 03 05 0.077 1979 12 15 0.256 11979 12 18 0.305 1980 12 26 0.114 11980 12 30 0.093 1981 10 06 0.376 1981 10 06 0.247 1983 01 05 0.194 ► 1983 01 08 0.092 1984 03 14 0.172 1984 03 21 0.079 1985 02 11 0.126 11984 11 11 0.082 1986 01 18 0.370 11986 01 19 0.099 1986 11 24 0.347 11986 11 24 0.248 1988 04 06 0.166 11988 04 06 0.088 1989 04 05 0.188 11989 04 05 0.093 1990 01 09 0.586 11990 01 09 0.275 1990 11 24 0.510 11990 11 24 0.284 1992 01 27 0.166 11992 02 01 0.103 1993 03 23 0.136 i 1993 04 11 0.075 1994 03 03 0.110 11994 03 03 0.080 1995 02 19 0.219 11994 12 27 0.103 1996 02 08 0.490 11996 02 09 0.384 ' Page 7 1997 01 02 0.304 11997 01 02 0.292 1991 03 23 0.115 11997 10 08 0.080 1998 11 25 0.294 11998 11 26 0.291 2000 02 06 0.181 12000 03 01 0.094 2001 05 05 0.131 12001 05 05 0.080 2002 05 03 0.412 12001 11 15 0.078 2003 03 31 0.353 12002 11 26 0.272 2004 01 23 0.102 12003 10 24 0.090 2005 02 05 0.178 12005 02 08 0.081 2006 02 27 0.194 12005 11 29 0.102 2006 12 14 0.149 12006 11 27 0.092 2008 03 21 0.252 12008 01 08 0.100 2009 02 17 0.350 12009 02 18 0.276 2010 01 10 0.236 12010 01 10 0.099 2010 11 17 0.323 12010 11 17 0.218 2012 01 31 0.204 12011 10 02 0.092 2013 01 20 0.456 12013 01 20 0.534 2013 12 06 0.214 2014 01 29 0.094 2015 03 30 0.131 2015 03 30 0.080 2016 01 04 0.329 2016 01 04 0.256 2017 03 07 0.097 12016 11 01 0.089 2018 01 31 0.184 2018 01 31 0.091 2019 02 14 0.181 2019 01 12 0.101 2020 03 30 0.141 12020 04 21 0.079 2021 02 10 0.289 12020 11 24 0.184 ' 2021 12 20 0.120 12021 12 21 0.088 2023 03 30 0.220 12023 03 30 0.093 2024 01 19 0.178 12024 01 25 0.100 2024 12 22 0.361 12024 12 24 0.254 2026 03 09 0.212 12026 01 03 0.192 2027 01 27 0.192 12027 01 29 0.087 2028 02 19 0.238 12028 02 23 0.094 2028 12 04 0.190 12028 12 11 0.092 2030 02 16 0.228 12030 01 26 0.226 2030 12 30 0.232 12031 03 04 0.090 2032 01 20 0.357 12032 01 21 0.101 2033 03 01 0.112 12032 12 24 0.091 2034 01 15 0.396 12033 11 16 0.292 2035 02 19 0.211 12035 02 19 0.091 2035 12 04 0.205 ( 2036 02 27 0.096 2037 03 06 0.036 12037 03 09 0.067 2037 11 24 0.151 12037 12 16 0.100 2039 02 07 0.104 ( 2038 12 04 0.074 2040 01 14 0.391 12040 01 14 0.093 1 2040 12 25 0.216 12040 12 27 0.098 2042 02 20 0.218 12042 04 15 0.097 2043 03 31 0.324 12043 02 26 0.096 2044 05 01 0.149 12044 03 21 0.086 2045 02 11 0.162 12045 02 11 0.094 2046 02 16 0.192 12046 02 17 0.091 2047 02 01 0.130 12047 02 02 0.087 2048 04 21 0.115 12047 12 10 0.195 2049 03 16 0.127 2049 03 17 0.086 2049 12 04 0.238 2049 12 05 0.082 2051 04 06 0.140 2051 04 09 0.081 2052 04 16 0.097 12052 02 22 0.073 2053 06 04 0.362 12052 12 10 0.081 2054 02 24 0.065 12053 12 11 0.084 2055 02 17 0.289 12054 11 01 0.254 2056 02 07 0.545 12056 02 08 0.557 2056 11 19 0.625 12057 01 02 0.276 2058 01 24 0.222 12057 11 25 0.090 2059 01 17 0.248 12058 12 02 0.210 Page 8 2060 01 19 0.101 12060 01 23 0.080 2061 01 10 0.196 12061 01 15 0.097 2062 02 03 0.742 12062 01 03 0.089 2062 12 29 0.173 12063 01 02 0.094 2063 12 23 0.290 12063 12 23 0.203 2064 11 30 0.148 12064 12 02 0.088 2066 01 13 0.089 12066 01 13 0.072 2067 01 19 0.187 12066 12 17 0.186 2068 01 18 0.380 2068 01 20 0.196 2069 01 04 0.113 12069 09 23 0.076 2070 04 09 0.106 12069 12 14 0.076 2071 02 14 0.102 2070 12 19 0.075 2072 02 27 0.107 2071 11 03 0.084 2072 12 25 0.434 2072 12 25 1.260 2074 03 16 0.235 12073 12 16 0.100 2075 01 23 0.067 2074 11 24 0.077 2076 03 24 0.250 2075 10 30 0.180 2077 02 12 0.039 2077 08 26 0.065 2077 11 25 0.124 12077 12 02 0.087 2079 02 25 0.139 12079 02 25 0.075 2079 12 17 0.503 12079 12 17 0.306 2080 11 21 0.224 12080 11 21 0.208 2082 02 13 0.271 12082 02 19 0.194 2083 02 11 0.161 12083 02 20 0.157 2083 11 26 0.208 ( 2083 11 26 0.260 2084 12 14 0.144 12084 12 14 0.096 2086 01 18 0.203 12085 11 01 0.089 2086 12 21 0.194 12086 11 23 0.098 2088 01 14 0.131 2087 12 10 0.086 2088 11 05 0.294 12088 11 05 0.099 2090 01 07 0.111 12089 11 10 0.095 2090 12 04 0.194 12090 12 09 0.263 2092 04 28 0.393 2092 01 31 0.218 2093 03 22 0.112 2092 11 07 0.074 2094 03 01 0.082 12093 12 14 0.080 2094 12 27 0.128 12094 12 27 0.094 2096 01 14 0.158 12095 12 15 0.101 2097 01 29 0.318 12097 03 19 0.103 Page 9 ****************** Ranked Annual Maxima Data******************* Recurrence Interval Computed Using Gringorten Plotting Position Subbasin 1 Runoff Pond Outflow Node Predevelopment Runoff Postdevelopment Runoff Tr(yrs) Q(cfs) Tr(yrs) Q(cfs) 1.00 0.036 1 1.00 0.065 1.01 0.039 1 1.01 0.067 1.02 0.059 I 1.02 0.067 1.02 0.065 I 1.02 0.072 1.03 0.067 1.03 0.073 1.04 0.074 1.04 0.074 1.04 0.075 1.04 0.074 1.05 0.082 1.05 0.075 1.06 0.082 I 1.06 0.075 1.06 0.089 1.06 0.075 1.07 0.095 I 1.07 0.075 1.08 0.097 I 1.08 0.075 1.09 0.097 I 1.09 0.076 1.09 0.100 I 1.09 0.076 1.10 0.101 1 1.10 0.076 1.11 0.102 I 1.11 0.077 1.12 0.102 ( 1.12 0.077 1.12 0.104 1 1.12 0.078 1.13 0.104 1 1.13 0.079 1.14 0.106 I 1.14 0.079 1.15 0.107 1 1.15 0.079 1.16 0.110 I 1.16 0.080 1.17 0.111 1.17 0.080 1.18 0.112 1 1.18 0.080 1.18 0.112 I 1.18 0.080 1.19 0.113 1 1.19 0.080 1.20 0.113 1.20 0.080 1.21 0.114 I 1.21 0.080 1.22 0.115 I 1.22 0.081 1.23 0.115 I 1.23 0.081 1.24 0.116 I 1.24 0.081 1.25 0.120 I 1.25 0.081 1.26 0.124 1 1.26 0.081 1.27 0.126 1 1.27 0.082 1.28 0.127 i 1.28 0.082 1.29 0.128 I 1.29 0.083 1.30 0.130 1.30 0.084 1.31 0.131 I 1.31 0.084 1.32 0.131 I 1.32 0.084 1.33 0.131 1 1.33 0.086 1.35 0.136 1 1.35 0.086 1.36 0.138 1 1.36 0.086 1.37 0.139 1 1.37 0.086 1.38 0.140 I 1.38 0.086 1.39 0.141 1.39 0.087 1.40 0.144 I 1.40 0.087 1.42 0.146 I 1.42 0.087 1.43 0.148 1 1.43 0.088 1.44 0.149 1 1.44 0.088 1.46 0.149 I 1.46 0.088 1.47 0.151 I 1.47 0.088 1.48 0.152 1 1.48 0.089 1.50 0.155 I 1.50 0.089 1.51 0.158 1 1.51 0.089 1.53 0.161 1 1.53 0.089 1.54 0.162 I 1.54 0.090 Page 10 1.56 0.162 I 1.56 0.090 1.57 0.165 ) 1.57 0.090 1.59 0.165 I 1.59 0.090 1.60 0.166 I 1.60 0.091 1.62 0.166 I 1.62 0.091 1.64 0.168 1.64 0.091 1.65 0.169 I 1.65 0.091 1.67 0.170 I 1.67 0.091 1.69 0.170 I 1.69 0.091 1.71 0.171 I 1.71 0.091 1.73 0.172 I 1.73 0.092 1.75 0.172 I 1.75 0.092 1.77 0.173 I 1.77 0.092 1.79 0.175 I 1.79 0.092 1.81 0.176 I 1.81 0.092 1.83 0.178 I 1.83 0.092 1.85 0.178 I 1.85 0.092 1.87 0.181 I 1.87 0.093 1.89 0.181 I 1.89 0.093 1. 92 0.181 I 1.92 0.093 1. 94 0.181 I 1.94 0.093 1. 96 0.183 I 1.96 0.093 1.99 0.184 I 1.99 0.094 2.01 0.187 I 2.01 0.094 2.04 0.188 I 2.04 0.094 2.07 0.190 I 2.07 0.094 2.09 0.192 I 2.09 0.094 2.12 0.192 I 2.12 0.094 2.15 0.194 I 2.15 0.095 2.18 0.194 I 2.18 0.096 2.21 0.194 I 2.21 0.096 2.24 0.194 I 2.24 0.096 2.27 0.196 I 2.27 0.096 2.31 0.197 I 2.31 0.097 2.34 0.197 I .2.34 0.097 2.38 0.203 I 2.38 0.097 2.41 0.204 I 2.41 0.097 2.45 0.205 I 2.45 0.097 2.49 0.208 I 2.49 0.098 2.53 0.211 I 2.53 0.098 2.57 0.212 I 2.57 0.098 2. 61 0.214 I 2.61 0.099 2.65 0.214 I 2. 65 0.099 2.70 0.216 I 2.70 0.099 2.75 0.218 I 2.75 0.100 2.80 0.219 I 2.80 0.100 2.85 0.219 I 2.85 0.100 2.90 0.220 I 2.90 0.100 2.95 0.222 I 2.95 0.100 3.01 0.224 I 3.01 0.101 3.07 0.228 I 3.07 0.101 3.13 0.232 I 3.13 0.101 3.19 0.235 I 3.19 0.101 3.26 0.236 I 3.26 0.102 3.32 0.237 I 3.32 0.102 3.40 0.238 I 3.40 0.102 3.47 0.238 I 3.47 0.103 3.55 0.248 I 3.55 0.103 3. 63 0.250 I 3.63 0.103 3.72 0.252 I 3.72 0.103 3.80 0.256 I 3.80 0.103 3. 90 0.257 I 3. 90 0.104 4 .00 0.263 I 4.00 0.153 Page 11 4.10 0.271 4.10 0.157 4.21 0.289 I 4.21 0.180 4.32 0.289 I 4.32 0.184 4.45 0.290 I 4 .45 0.186 4.58 0.290 I 4.58 0.192 4.71 0.294 I 4.71 0.193 4.86 0.294 4.86 0.194 5.01 0.300 5.01 0.195 5.17 0.304 I 5.17 0.196 5.35 0.308 I 5.35 0.203 5.54 0.312 I 5.54 0.208 5.74 0.318 I 5.74 0.210 5.95 0.323 I 5.95 0.216 6.19 0.324 I 6.19 0.218 6.44 0.329 I 6.44 0.218 6.71 0.347 I 6.71 0.225 7.01 0.350 I 7.01 0.226 7.33 0.353 I 7.33 0.247 7.69 0.357 I 7.69 0.248 8.08 0.361 I 8.08 0.254 8.52 0.362 I 8.52 0.254 ' 9.00 0.370 I 9.00 0.256 9.55 0.376 I 9.55 0.260 10.16 0.380 10.16 0.263 10.86 0.391 I 10.86 0.272 11. 66 0.393 I 11.66 0.275 12.59 0.396 I 12.59 0.276 13. 68 0.412 13.68 0.276 14. 97 0.413 14.97 0.284 16.54 0.434 16.54 0.290 18.47 0.456 I 18.47 0.291 20. 92 0.490 I 20. 92 0.292 24.10 0.503 I 24.10 0.292 28.44 0.510 I 28.44 0.305 34.68 0.545 I 34.68 0.306 44.42 0.586 I 44.42 0.384 61.77 0.625 I 61.77 0.534 101.36 0.652 I 101.36 0.557 282.36 0.742 I 282.36 1.260 Page 12 ************* Flow Frequency Data for Selected Recurrence Intervals ************* Subbasin 1 Runoff Subbasin 1 Runoff Pond Outflow Node Predevelopment* Postdevelopment* Postdevelopment** Tr (Years) Flow(cfs) Flow(cfs) Flow(cfs) 6-Month 0.108 1.245 2-Year 0.188 1.647 0.094 5-Year 0.290 2.161 0.195 10-Year 0.369 2.554 0.262 25-Year 0.483 3.121 0.295 50-Year 0.580 3.599 0.438 100-Year 0. 687 4.128 0.556 200-Year 0.807 4.715 1.023 * Predeveloped Recurrence Interval Computed Using Gringorten Plotting Position Due to High Skew Coefficient * Postdeveloped Recurrence Interval Computed Using Generalized Extreme Value Distribution ** Computed Using Gringorten Plotting Position Page 13 ****************** Flow Duration Performance*************************** Predevelopment Postdevelopment Discharge Exceedance Discharge Exceedance (cfs) Probability (cfs) Probability 0.000E+00 1.0000E+00 0.000E+00 1.0000E+00 3.712E-03 2. 6394E-01 6.301E-03 6.5634E-01 7.424E-03 2.0728E-01 0.013 5.8969E-01 0.011 1.7149E-01 0.019 5.3809E-01 0.015 1.4556E-01 0.025 4.7734E-01 0.019 1.2518E-01 0.032 4.1517E-01 0.022 1.0874E-01 0.038 3.5236E-01 0.021 9.4670E-02 0.044 2.8958E-01 0.030 8.2497E-02 0.050 2.2790E-01 0.033 7.2312E-02 0.057 1.7099E-01 0.037 6.3685E-02 0.063 1.2296E-01 0.041 5. 6317E-02 0.069 8.2987E-02 0.045 4. 9951E-02 0.076 5.4456E-02 0.048 4.4447E-02 0.082 3.3884E-02 0.052 3.9566E-02 0.088 1.9818E-02 0.056 3.5392E-02 0.094 1.1278E-02 0.059 3.1686E-02 0.101 4. 9681E-03 0.063 2.8341E-02 0.107 2.8692E-03 0.067 2.5396E-02 0.113 2.8100E-03 0.071 2.2759E-02 0.120 2.7595E-03 0.074 2.0426E-02 0.126 2.7126E-03 0.078 1.8374E-02 0.132 2.6425E-03 0.082 1. 6531E-02 0.139 2.5451E-03 0.085 1.4901E-02 0.145 2.4245E-03 0.089 1.3457E-02 0.151 2.2830E-03 0.094 1.1825E-02 0.158 2.1227E-03 0.097 1.1075E-02 0.164 1. 9826E-03 0.100 1.0059E-02 0.170 1.8483E-03 0.104 9.1846E-03 0.176 1.7213E-03 0.108 8.3925E-03 0.183 1.5769E-03 0.111 7.6597E-03 0.188 1.4575E-03 0.115 6.9817E-03 0.195 1.3003E-03 0.119 6.4222E-03 0.202 1.1711E-03 0.122 5.9233E-03 0.208 1.0606E-03 0.126 5.4699E-03 0.214 9.4366E-04 0.130 5.0071E-03 0.221 8.3536E-04 0.134 4.6064E-03 0.227 7.5377E-04 0.137 4.2620E-03 0.233 6.8085E-04 0.141 3.9255E-03 0.239 6.0576E-04 0.145 3.6158E-03 0.246 5.1623E-04 0.148 3.3349E-03 0.252 4.4259E-04 0.152 3.0685E-03 0.258 3.8266E-04 0.156 2.8404E-03 0.265 3.3790E-04 0.160 2.6367E-03 0.271 2.9024E-04 0.163 2.4534E-03 0.277 2.3321E-04 0.167 2.2721E-03 0.284 1.8050E-04 0.171 2.1111E-03 0.290 1.2012E-04 0.174 1.9602E-03 0.296 8.8806E-05 0.178 1.8137E-03 0.302 5.0540E-05 0.182 1.6866E-03 0.309 2.3826E-05 0.186 1.5675E-03 0.315 2.1660E-05 0.188 1.5009E-03 0.321 2.0216E-05 0.193 1.3725E-03 0.328 2.0216E-05 0.197 1.2859E-03 0.334 1. 9494E-05 0.200 1.2195E-03 0.340 1.8772E-05 0.204 1.1487E-03 0.347 1.8772E-05 0.208 1.0779E-03 0.353 1.7328E-05 Page 14 0.212 1.0231E-03 0.359 1.7328E-05 0.215 9.6676E-04 0.365 1.7328E-05 0.219 9.1261E-04 0.372 1.5884E-05 0.223 8.5485E-04 0.378 1.5162E-05 0.226 8.0647E-04 0.384 1.4440E-05 0.230 7. 6171E-04 0.391 1.4440E-05 0.234 7.1622E-04 0.397 1.3718E-05 0.238 6.8012E-04 0.403 1.3718E-05 0.241 6.4836E-04 0.410 1.2996E-05 0.245 6.1587E-04 0.416 1.2274E-05 0.249 5.7904E-04 0.422 1.2274E-05 0.252 5.5233E-04 0.428 1.2274E-05 0.256 5.2273E-04 0.435 1.1552E-05 0.260 5.0323E-04 0.442 1.1598E-05 0.264 4.8302E-04 0.447 1.1552E-05 0.267 4. 6569E-04 0.454 1.0830E-05 0.271 4.4331E-04 0.460 1.0830E-05 0.275 4.2093E-04 0.466 1.0830E-05 0.278 4.0071E-04 0.473 1.0108E-05 0.282 3.7544E-04 0.479 9.3860E-06 0.286 3.5089E-04 0.485 9.3860E-06 0.290 3.2543E-04 0.491 7. 9420E-06 0.293 3.1263E-04 0.498 7.9420E-06 0.297 2. 9746E-04 0.504 7.2200E-06 0.301 2.8736E-04 0.510 6.4980E-06 0.304 2.7147E-04 0.517 6.4980E-06 0.308 2.5848E-04 0.523 6.4980E-06 0.312 2.4620E-04 0.529 6.4980E-06 0.316 2.3537E-04 0.536 5.7760E-06 0.319 2.2382E-04 0.542 5.0540E-06 0.323 2.1299E-04 0.548 5.0540E-06 0.327 2.0433E-04 0.554 5.0540E-06 0.330 1.9133E-04 0.561 4.3320E-06 0.334 1.8194E-04 0.567 4.3320E-06 0.338 1.7184E-04 0.573 4.3320E-06 0.341 1.5812E-04 0.580 4.3320E-06 0.345 1.5234E-04 0.586 4.3320E-06 0.349 1.3501E-04 0.592 4.3320E-06 0.353 1.2707E-04 0.599 4.3320E-06 0.356 1.2202E-04 0.605 4.3320E-06 0.360 1.1552E-04 0. 611 4.3320E-06 0.364 1.0830E-04 0. 617 4.3320E-06 0.367 1.0397E-04 0. 624 4.3320E-06 0.371 9.5304E-05 0. 630 4.3320E-06 0.375 9.0250E-05 0. 636 4 .3320E-06 0.379 8.3030E-05 0. 643 4.3320E-06 0.382 7.8698E-05 0.649 4.3320E-06 0.386 7.7254E-05 0. 655 3.6100E-06 0.390 7.2200E-05 0.662 3. 6100E-06 0.393 6.3536E-05 0.668 3. 6100E-06 0.397 6.1370E-05 0.674 3.6100E-06 0.401 5.7038E-05 0.680 3. 6100E-06 0.405 5.1984E-05 0.687 3. 6100E-06 0.408 4.8374E-05 0.693 3. 6100E-06 0.412 4.2598E-05 0.699 3. 6100E-06 0.416 3.8988E-05 0.706 3. 6100E-06 0.419 3.8266E-05 0.712 3. 6100E-06 0.423 3.1768E-05 0.718 3.6100E-06 0.427 2.9602E-05 0.725 3.6100E-06 0.431 2.6714E-05 0.731 3.6100E-06 0.434 2.3826E-05 0.737 3.6100E-06 0.438 2.1660E-05 0.743 3. 6100E-06 0.442 1.9494E-05 0.750 3. 6100E-06 ' Page 15 0.445 1.8772E-05 0.756 3.6100E-06 0.449 1. 6606E-05 0.762 3.6100E-06 0.453 1.5884E-05 0.769 3.6100E-06 0.457 1.5162E-05 0.775 3. 6100E-06 0.460 1.3718E-05 0.781 3.6100E-06 0.464 1.2274E-05 0.788 3.6100E-06 0.468 1.1552E-05 0.794 3.6100E-06 0.471 1.0830E-05 0.800 3. 6100E-06 0.475 1.0830E-05 0.806 3.6100E-06 0.479 9.3860E-06 0.813 3.6100E-06 0.483 9.3860E-06 0.819 3. 6100E-06 0.486 9.3860E-06 0.825 3.6100E-06 0.490 9.3860E-06 0.832 3. 6100E-06 0.494 8. 6640E-06 0.838 3.6100E-06 0.497 8. 6640E-06 0.844 3. 6100E-06 0.501 8. 6640E-06 0.851 3. 6100E-06 0.505 7. 9420E-06 0.857 3. 6100E-06 0.509 7. 9420E-06 0.863 3. 6100E-06 0.512 7.2200E-06 0.869 2.8880E-06 0.516 7.2200E-06 0.876 2.8880E-06 0.520 7.2200E-06 0.882 2.8880E-06 0.523 7.2200E-06 0.888 2.8880E-06 0.527 7.2200E-06 0.895 2.8880E-06 0.531 7.2200E-06 0. 901 2.8880E-06 0.534 7.2200E-06 0. 907 2.8880E-06 0.538 7.2200E-06 0. 914 2.8880E-06 0.542 7.2200E-06 0. 920 2.8880E-06 0.546 6.4980E-06 0.926 2.8880E-06 0.549 5.7760E-06 0. 933 2.8880E-06 0.553 5.7760E-06 0. 939 2.8880E-06 0.557 5.0540E-06 0. 945 2.8880E-06 0.560 5.0540E-06 0. 951 2.8880E-06 0.564 5.0540E-06 0. 958 2.8880E-06 0.568 5.0540E-06 0.964 2.8880E-06 0.572 5.0540E-06 0. 970 2.8880E-06 0.575 5.0540E-06 0.977 2.8880E-06 0.511 5.1505E-06 0. 983 2.8880E-06 0.583 5.0540E-06 0. 989 2.8880E-06 0.586 3.6100E-06 0. 996 2.8880E-06 0.590 3. 6100E-06 1.002 2.8880E-06 0.594 3. 6100E-06 1.008 2.8880E-06 0.598 3. 6100E-06 1.014 2.8880E-06 0.601 2.8880E-06 1.021 2.8880E-06 0. 605 2.8880E-06 1.027 2.8880E-06 0.609 2.8880E-06 1.033 2.8880E-06 0.612 2.8880E-06 1.040 2.8880E-06 0.616 2.8880E-06 1.046 2.8880E-06 0.620 2.8880E-06 1.052 2.1660E-06 0.624 2.8880E-06 1.059 2.1660E-06 0.627 2.1660E-06 1.065 2.1660E-06 0.631 2.1660E-06 1.071 2.1660E-06 0. 635 2.1660E-06 1.077 1.4440E-06 0.638 2.1660E-06 1.084 1.4440E-06 0.642 1.4440E-06 1.090 1.4440E-06 0.646 1.4440E-06 1.096 1.4440E-06 0.650 1.4440E-06 1.103 1.4440E-06 0.653 7.2200E-07 1.109 1.4440E-06 0.657 7.2200E-07 1.115 1.4440E-06 0.661 7.2200E-07 1.122 1.4440E-06 0.664 7.2200E-07 1.128 1.4440E-06 0.668 7.2200E-07 1.134 1.4440E-06 0.672 7.2200E-07 1.140 1.4440E-06 0.676 7.2200E-07 1.147 1.4440E-06 Page 16 0.679 7.2200E-07 1.153 1.4440E-06 0.683 7.2200E-07 1.159 1.4440E-06 0.687 7.2200E-07 1.166 1.4440E-06 0. 690 7.2200E-07 1.172 1.4440E-06 0.694 7.2200E-07 1.178 1.4440E-06 0.698 7.2200E-07 1.185 1,4440E-06 0.702 7.2200E-07 1.191 1.4440E-06 0.705 7.2200E-07 1.197 1.4440E-06 0.709 7.2200E-07 1.203 1.4440E-06 0.713 7.2200E-07 1.210 1.4440E-06 0.716 7.2200E-07 1.216 7.2200E-07 0.720 7.2200E-07 1.222 7.2200E-07 0.724 7.2200E-07 1.229 7.2200E-07 0.721 7.2200E-07 1.235 7.2200E-07 0.731 7.2200E-07 1.241 7.2200E-07 0.735 7.2200E-07 1.248 7.2200E-07 0.739 7.2200E-07 1.254 7.2200E-07 0.742 7.2200E-07 1.260 7.2200E-07 Page 17 *** Flow Duration Performance According to Dept. of Ecology Criteria **** Excursion at Predeveloped -�Q2 (Must be Less Than 0%) : -5.7% PASS Maximum Excursion from '-,Q2 to Q2 (Must be Less Than 0%) : -2. 9% PASS Maximum Excursion from Q2 to Q50 (Must be less than 10%) : 0.0% PASS Percent Excursion from Q2 to Q50 (Must be less than 50%) : 0.0% PASS POND MEETS ALL DURATION DESIGN CRITERIA: PASS i i Page 18 ****************** Water Quality Facility Data *************** Basic Wet Pond Volume (91% Exceedance) : 29050. cu-ft Computed Large Wet Pond Volume, 1.5*Basic Volume: 43575. cu-ft 2-Year Stormwater Pond Discharge Rate: 0.094 cfs 15-Minute Timestep, Water Quality Treatment Design Discharge Discharge Rates Computed for Node: 1 On-line Design Discharge Rate (91% Exceedance) : 0.00 cfs Off-line Design Discharge Rate (91% Exceedance) : 0.00 cfs l Page 19 Flow Duration Plot - Pond B1 (relocated) 1r and Duration Performance Excursion at 1r Q2:-5.7% Pass I IIII x Excursion 112 Q2 to 02:-2.9% PASS x Excursion Q2 to Q50:0.0% PASS I Pos Excursion Q2 to Q50:0.0`f. PASS x Pond WSB During Sim:318.79 1 co ti- 0 � �3D - -- -- F -- o ` I Q2 ti18-0i 1�e-06 1ile� 1ik-0t 1!]e-03 1lle-Q2 t!k-01 1!1?+m Exceedance Probabilit? f Predeveloped / Postdeveloped M M M M M man M MM M rim M M mom Flow Duration Plot - Fond 131 (relocated) 1 on d Duration Performance Excursion at 1 t2 Q2: -5.7% PAS S ( 1111 x Excursion 1 A2 Q2 to Q2: -2.9% PASS ,fix Excursion Q2 to Q60: 0.0% PASS � Pos Excursion Q2 to Q60: 0.0% PAS S -Ijbx Pond WSB During Sim: 318.79 1 0 1:15 C I 0 I l22 WA 4 o� 1 D�-0 1 Dlr-01 1 J +m Exceedance Probability Predeveloped ' Fostdeveloped 0:\2004\FAPWT-04-032\ENGR\Civil\Drainage\MGSFIood\May Creek Pond\MGS--May Creek Pond Graph 10-13-05.doc 1 I � Conveyance Calculations Subbasin B1 j i 1 1 I 1 i Appended on: 13:29:36 Thursday, September 22,2005 File Path: 0:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed File Name: May Creek—NEW 02_01_05.wwk Layout Report: May Creek Pond ( Event_ lPrecip (in) other 11.0000 2 year 12.1000 110 year 3.0000 '25 year :3 6000 100 year 4 0000 1 Reach Records Record Id: May Creek Start Section Shape: ____ -IC _ ircular Uniform Flow Method: Manning's !Coefficient: 10.0130 'Routing Method: !Travel Time Translation!Contributing Hyd DnNode CB-MC 01 1UpNode !DUMMY BEGIN' ;Material (Conc-Spun ,Size [12:":D:iam !Ent Losses !Groove End w/Headwall Length !10.0000 ft Slope 1.00% !Up Invert 1425.0000 ft EDn Invert 1424.9000 ft Conduit Constraints Min Vel Max Vel Min Slope!Max Slope;Min Cover 1 12.00 ft/s 15.0-Oft s 0.50� 2.00�'{3.00 ft :Drop across MH 10.0000 ft� =Ex/Infil Rate 10.0000 in/hr Up Invert 1424.9000 ft Dn Invert !4 5 000 ft ;Hold down invert. !Allow smaller size. O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\MayCreek_Onsite_StormShed_Rprt.doe Pagel of 32 Record Id: R-MC 01 'Section Shape: ICircular !Uniform Flow Method: Manning's Coefficient: 0.0130 ;Routing Method: Travel Time Translation;Contributing Hyd ' DnNode CB-MC 02 !UpNode CB-MC 01 ;Material Smooth CDEP 'Size 112H Diam Ent Losses Groove End w/Headwall Length 163.5000 ft Slope 10.50% Up Invert �1424.0200 ft ?Dn Invert [4: l Conduit Constraints Min Vel jM V,Min Slope Max Slope'Min --..�. 2.00 ;15 00 ft/s,0.50/ 2.00% Z.00 ft ft/s J ,Drop across MH €0.0000 ft Ex/Infil Rate 0.0000 in/hr', Up Invert 423.7025 ft Dn Invert �424.0 Record Id: R-MC 02 (Section Shape: Circular lUniform Flow Method:' ManningIs Coefficient: 0.0120 I ;Routing Method: 1Travel Time Translation'Contributing Hyd DnNode [CB-MC04 UpNode CB02 'Material Smooth CDEP Size llr Dim 'Ent Losses IGroove End w/Headwall ;Length 1143.0000 ft Slope ,0.50% Up Invert i423.7025 ft Dn Invert 1422.9875 ft Conduit Constraints ,Min Vel Max Vel Min Slope FmiI Slope Min 2.00 ft/s 1 15.00 ft/s 0.50% 12.00% '2.00 ft ,Drop across MH 0.0000 ft ;Ex/Infil Rate 0.0000 in/hr Up Invert �422.9875 ft Dn Invert E423.7025 ft EHold up invert. 0:A2004\FAPi'*T-04-032\ENGR\Civil\Drainage\StormSHed\MayCreek_Onsite_StormShed_Rprt.doc Page 2 of 32 Record Id: R-MC 03 ;Section Shape: ICircular ;Uniform Flow Method: !Manning's "Coefficient: 10.0120 (Routing Method: ITravel Time Translation;Contributing Hyd DnNode !CB-MC 04 fUpNode CB-MC 03 :Material Smooth CDEP :Size 1�2" Diam ;Ent Losses Groove End w/Headwall ;Length 63.5000 ft `Slope 0.50% .�.._.. __ �422.6125 ft Up Invert 422.9300 ft Dn Invert Conduit Constraints ;Min Vel(Max Vet Min Slope Max Slope Min Cover .2. 115. ° 2.0°0/ `2.00 ft i2.00 ft/s �15.00 ft/s 0.50% Drop across MH io.0000 ft Ex/Infil Rate 0.0000 in/hr'' Up Invert 1422.6125 ft Dn Invert 422.9300 ft `Match inverts. Record Id: R-MC 04 'Section Shape: Circular ;Uniform Flow Method. Manning's Coefficient: 0.0120 ;Routing Method: Travel Time Translation?Contributing Hyd DnNode CB-MC OS 'UpNode ICB-MC 04 ;Material ISmooth CDEP ;Size 112" Diam ,Ent Losses .Groove End w/Headwall ;Length j75.0000 ft 'Slope 10.50% Up Invert i422.6125 ft Dn Invert 1422.2375 ft I � Conduit Constraints I ,Min Vel[M�EMin Slope IMa�Min Cover') 2.00 ft/s 15.0 0 ft/s�0.50°o 5 0% 12.00 ft j ;Drop across MH 10.0000 ft Ex/Infil Rate j0.0000 in/hr'� Up Invert 422.2375 ft €Dn Invert 422.6125 ft Hold up invert. 0:A2004\FAPWT-04-032\ENGR\Civil\Drainage\StormS Hed\M ayCreek_Onsite_StormS hed_Rprt.doc Page 3 of 32 Record Id: R-MC 05 'Section Shape: ICircular IUniform Flow Method: anning's Coefficient: 0. 10 20 ;Routing Method: ,Travel Time Translation Contributing Hyd DnNode CB-MC 07 �UpNode GCB-MC 05 ;Material 'Smooth CDEP 'Size 12" Diam ;Ent Losses ;Groove End w/Headwall ;Length 138.6700 ft ;Slope 0 0% Up Invert 422.2375 ft !Dn Invert 1421.5442 ft € Conduit Constraints € iMin Vel Max Vel 'Min Slope[Max Slope Min Cover' 3 '2.00 ft/s F l 00 ftls 0.50% 12.00% 12.00 ft Drop across MH 10.0000 ft IEx/Infil Rate 10.0000 in/hr' Up Invert421.5442 ft n Invert422.2375 ft Record Id: R-MC 06 -1 Section Shape: Cir r ;Uniform Flow Method: Manning's !Coefficient: 0.0120 'Routing Method: 'Travel Time Translation!Contributing Hyd 'DnNode CB-MC 07 'UpNode CB-MC 06 Material Smooth CDEP Size 12" Diam Ent Losses Groove End w/Headwall Len 63.5000 ft :Sloe 0. 50% Up Invert 42 500 ft �Dn Invert 421.1325 ft Conduit Constraints Min Vel;M el , Slope Max ;Min Cover 2.00 ft/s €1 0 ft/s 0.50% 2.00�` 1� _ 2.00 ft Drop across MH 10.0000 ft Ex/Infil Rate }0.0 in/hr Up Invert ;421.1325 ft On Invert ,42 4500 ft O:A2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHedUMayCreek_Onsite_StormShed_Rprt.doc Page 4 of 32 Record Id: R-MC 07 !Section Shape: ICircular !Uniform Flow Method: Manning's Coefficient: 10.0120 ;Routing Method: !Travel Time Translation€Contributing Hyd DnNode !CB-MC 09 [UpNode ICB-MC 07 ;Material }Smooth CDEP !Size 12" Diam :Ent Losses ;Groove End w/Headwall ;Length 1133.0000 ft `Slope 10.75% IUp Invert _ =421.1325 ft Dn Invert 420.1350 ft f Conduit Constraints Min Vel;Max Vel Min Slope jMax Slope?Min Cover j €'i2.00 ft/s 115.00 ft1s 10.50% 2.00% 12.00 ft Ex/Infil Rate ;Drop across MH 10.0000 ft l0.0000 in/hr 'Up Invert 142 350 ft Dn Invert F4221.1325 ftM Hold down invert. Record Id: R-MC 08 ;.Section Shape: !Circular °Uniform Flow Method: Manning's !Coefficient: 10.0120 Routing Method: ,Travel Time Translation!Contributing Hyd DnNode FCB-MC 09IUpNode CB-MC 08 ;Material ;Smooth CDEP ;Size !12"D Ent Losses lGro eov End w/Headwall ;Length 163.5000 ft '.Slope 10.50% 1 Up Invert 420.3200 ft Dn Invert 1420.0025 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope IMin Cover 2.00 ft/s �1 0 ft/s F0.0 $2�00% 2.00 ft :Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr',� 'Up Invert 1420.0025 ft Dn Invert 420.3200 ft ;Hold up invert. 0:A2004\FAPWT-04-032\ENGR\Civimrainage\StormSHed\MayCreek Onsite_StormShed_Rprt.doc Page 5 of 32 Record Id: R-MC 09 ',Section Shape: I ircular 'Uniform Flow Method: IManning's !Coefficient: 0.0120 :Routing Method: ITravel Time Translation!Contributing Hyd lDnNode CB-MC 11 !UpNode CB-MC 09 '1 'Material Smooth CDEP Size 118" Diam !Ent Losses Groove End w/Headwall (Length 151.0000 ft ;Slope 10.50% ',Up Invert 419.8200 ft !Dn Invert 419.0650 ft Conduit Constraints I Min Vel IMax Vel Min Slope M Slopel !Min Cover =2.00 ftis 15 00 ft/s 0.50% 12.00% 12.00 ft Drop across MH0.0000 ft Ex/Infil Rate (000 in/hr 'Up Invert 419.0650 ft 'Dn Invert 419.8200 ft Record Id: R-MC 10 .. ....... . . . . ............. . . ..... ;Section Shape: (Circular !Uniform Flow Method: 1Manning's ,Coefficient: 0.0120 'Routing Method: ,Travel Time Translation Contributing Hyd DnNodeB-MC 11 UpNode CB-MC 10 !Material ;Steel-Unlined ;Size 12" Diam ;Ent Losses Groove End w/Headwall � :Length 163.5000 ft Slope [0.50% Up Invert ?419.1900 ft Dn Invert i 1.8725 ft Conduit Constraints P PMin Vel lMax Vel Min Slope lMax Slope;Min Cover' w...........n__...:.. 2.00 ft/s 15. [0.50% 12.00% ?2.00 ft Drop across MH 10.0000 ft Ex/Infil Rate 10.0000 in/hr Up Invert =418.8725 ft �Dn Invert €419.1900 ft O:A2004\FAPV1'T-04-032\ENGR\Civil\Drainage\StormSHedUVlayCreek Onsite_StormShed_Rprt.doc Page 6 of 32 Record Id: R-MC 11 'Section Shape: ►Circular 'Uniform Flow Method: jManning's Coefficient: 0.0120 ;Routing Method: Travel Time Translation Contributing Hyd EDnNode CB-MC 12 ;UpNode (CB-MC 11 Material jConc-Spun ;Size 18" Diam :Ent Losses !Groove End w/Headwall Length 1177.2300 ft ;Slope 10.50% ,Up Invert 418.8725 ft Dn Invert '417.9864 ft Conduit Constraints I 3 ;Min Vel'Max Vel ►Min Slope'Max Slope`Min Cover'. ' E�2.00 ft/s 115.00 ft/s 10.500/o 2.00/ 1.2.00 ft 'Drop across MH _____r F0.0 1x/Infil Rate 0.0 0 in/hr ' Up Invert ,417 9864 ft Dn Invert 1418.8725 ft Record Id: R-MC 12 'Section Shape: jCircular ' ;Uniform Flow Method: IManning's ;Coefficient: 0.0120 'Routing Method: jTravel Time Translation,Contributing Hyd DnNode GCB-MC 13 UpNode CBM'� Material jSmooth CDEP (Size 318" Diam Ent Losses ,Groove End w/Headwall Length 163.5000 ft (Slope `2.75% Up Invert 1417.9864 ft Dn Invert 416.2402 ft Conduit Constraints ,Min Vel Max Vel (Min Slope►Max Slope;Min Cover 2.00 ft/s 115.00 ft/s 10.50% t00% 2.00 ft ;Drop across MH 0.0000 ft Ex/Infil Rate F0.0000 in/hr �Up Invert 1416.2402 ft ';Dn Invert 1417.9864 ft 'Hold down invert. i O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\M ayCreek_Onsite_StormSh ed_Rp rt.doe ' Page 7 of 32 Record Id: R-MC 13 'Section Shape: }Circular 'Uniform Flow Method: Manning's Coefficient: 0.0120 Routing Method: ;Travel Time Translation}Contributing Hyd DnNode iCB-MC 14 'UpNodeCB-MC 13 ;Material ,Smooth CDEP `Size 118" Diam ;Ent Losses Groove End w/Headwall ' ,Length 1135.8100 ft .Slope Up Invert 1416.2402 ft :Dn Invert 1414.5426 ft ', Conduit Constraints ;,;Min Vel Max Vel Min Slope Max Slope Mi Cover over ft/s 15.00 ft/s 10.50% 2.00% 12.00 ft Drop across MH 0.0000 ft =Ex/Infil Rate 000 in/hr ' Up Invert 414.5426 ft FDn Invert 1416.2402 ft Match inverts. Record Id: R-MC 14 Section Shape: ICircular Uniform Flow Method: Manning's Coefficient: £0.0120 Routing Method: 'Travel Time Translation(Contributing Hyd DnNode ICB-MC 15 ?UpNode CB-MC 14 Material !Smooth CDEP Size18" Diam 'Ent Losses ]Groove End w/Headwally ,Length 177.1100 ft ;Slope 12.0 Up Invert 1414.5426 ft ,Dn Invert 1411.0004 ft ' Conduit Constraints Min Vel Imax Vel Min Slope'Max Slope;Min Cover ft/s 15.00 ft/s 0.50% ;',2.00% 2.00 ft 'Drop across MH 0.0000 ft Ex/hifil Rate F6.0000 in/hr Up Invert 1411.0004 ft Dn Invert 414.5426 ft 0:A2004TAPNN T-04-032\ENGR\Civil\DrainageAStormSHed\MayCreek_Onsite_StormShed_Rprt.doe Page 8 of 32 Record Id: R-MC 15 !Section Shape: Orcular ;Uniform Flow Method aManning's (Coefficient: 0.0120 ;Routing Method: ;Travel Time Translation Contributing Hyd ;DnNode }CB-MC 16 ;UpNode CB-MC 15 ;Material Smooth CDEP ;Size 118" Diam ,Ent Losses lGroove End w/Headwall ' 'Length 119.9200 ft :Slope 4.00% Up Invert 411.0004 ft Dn Invert 406.2036 ft 1 Conduit Constraints 3 4 Min Vel;Max Vel `Min Slope[M S ope Mi C ' 'l2.00 ft/s 15.0 sO ft/s0 ft/ 10.50 100 0 ;2.00 ft (Drop across MH 10.0000 ft Ex/Infil Rate 10.0000 in/hr ' Up Invert 406.2036 ft Dn Invert !411.0004 ft } Record Id: R-MC 16 Section Shape: ICircular ;Uniform Flow Method: Manning's !Coefficient: l0.0120 '! 'Routing Method: avel Time Translation.Contributing Hyd DnNode ~ CB-MC 17_ UpNode CB-MC 16 ;Material jSmoEP ;Size F18" Diam ' lEnt Losses 1Groove End w/Headwall ;Length 215.8000 ft ;Slope 4.25% Up Invert 406.2036 ft Dn Invert t397.0321 ft Conduit Constraints ';Min Vel Max Vel [Min Slope Max S1ope;Min Cover j 2.00 ft/s £15.0 s 10.50% j2.00% 2.00 ft I Drop across MH J0.0000 ft Ex/Infil Rate 10.0000 in/hr£ !Up Invert !397.0321 ft Dn Invert 1406.2036 ft ' 'Match inverts. 0:A2004\FAPWT-04-032\ENGR\Civil\DrainageAStormSHed\MayCreek_Onsite_StormShed_Rprt.doe Page 9 of 32 ' Record Id: R-MC 17 �Section Shape: C c lar ' ;Uniform Flow Method: Manning's !Coefficient: 0.0120 !Routing Method: €Travel Time Translation 4Contributing Hyd[ i DnNode GCB-MC 18 UpNode !CB-MC 17 'Material {Smooth CDEP ;Size 18" Diam ;Ent Losses IGroove End w/Headwall ;Length 209.0000 ft Slope 15.50% 1 Up Invert 397.0321 ft iDn Invert 385.5371 ft ' Conduit Constraints I Min Vel Max Vel [Min Slope Max Slope Min Cover .:2.00 ft/s p15.0O ft/s 0.50% 2.00°/O i2.00 ft ;Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr ' 'Up Invert �385.5371 ft 'Dn Invert 39 321 ft j Match inverts. Record Id: R-MC 18 Section Shape: JCircular i Uniform Flow Method: IManning's 'Coefficient: 10.0120 Routing Method: ITravel Time Translation?Contributing Hyd ! °DnNode CB-MC 20 €UpNode CB-MC 18 Material !Smooth CDEP Size 18" Diam _ Ent Losses broove End w/Headwall Length 147.6300 ft :Slope 6.00% !Up Invert 385.5371 ft Dn Invert 37 6793 ft ' Conduit Constraints { I � -Min Vet[Ma�Mi!EMax Slope;Min Cover; 2.00 ft/s 15.00 ft/s 0.50% 2.00° 2.00 ft ;Drop across MH 000 ft Ex/Infil Rate 10.0000 in/hr 'Up Invert 1376.6793 ft .Dn Invert 1385.5371 ft 0:A2004TAPw'T-04-032\ENGR\Civi1\Drainage\StormSHed\MayCreek_Onsite_StormShed_Rprt.doc ' Page 10 of 32 Record Id: R-MC 19 ;Section Shape: Clrcular ' Uniform Flow Method: Manning's Coefficient: 0.0120 ;Routing Method: ;Travel Time Translation#Contributing Hyd DnNode CB-MC 20 ?UpNode CB-MCF 019 ;Material ;Smooth CDEP ;Size 12" Diam Ent Losses IGroove End w/Headwall i ;Length 129.5100 ft 'Slope J6.00% Up Invert 7.2800 ft Dn Invert 377 5094 ft Conduit Constraints , Min Vel'Max Vel IMin Slope Max Slope;Min Cover' ' 3.00 ft/s 10.00 ft/s 10.50% ;2.00/ 2.00 ft m . --] :Drop across MH 1.0000 ft Ex/Infil Rate 0.0000 in/hr tUp Invert 1'377.5094 ft -lDn Invert 379.2800 ft Match inverts. Record Id: R-MC 20 ,Section Shape: ICircular !Uniform Flow Method: IManning's {Coefficient: 0.0130 ;Routing Method: ITravel Time Translation lContributing Hyd iDnNode iC�-MC 21 �UpNode CB-MC 20 ;Material Conc-Spun :Size j18" Diam ,Ent Losses !Groove End w/Headwally Length 98.4100 ft Slope ;5.50% 'Up Invert 1376.6793 ft Dn Invert 371.2668 ft (- Conduit Constraints fir._.._:_, fin.... {E ...• -'Min Vel!Max Vel Ml Slope Max Slope MIn Cover 1'3.00 ft/s 10.00 ft/s 0.50 ,2.00% :2.00 Drop across MH 0.0000 ft Ex/Infil Rate 10.0000 in/hr IIUp Invert j371.2668 ft Dn Invert 376.6793 ft O:A2004\FAPVVT-04-032\ENGR\Civil\Drainage\StormSHed\MayCreek_Onsite_StormShed_Rprt.doe ' Page 11 of 32 ' Record Id: R-MC 21 :Section Shape: 'Circular Uniform Flow Method: 'Manning's Coefficient: 10.0130 iRouting Method: 'Travel Time Translation!Contributing Hyd I !DnNode C-MC 23 �UpNode CB-MC 21 'Material C-Spun 'Size 118" Diam .Ent Losses 'Groove End w/Headwall Length 142.1500 ft ;Slope 16.25% _ - i Up Invert 1371.2668 ft Dn Invert ;362.3824 ft Conduit Constraints `:Min Vet Max Vel ji i S pe'Max Slope'Min Cover, j ' 3.00 sft/sft/ 10.00 ft/s0.50�2 00% 2.00 ft E I Drop across MH 10.0000 ft lEx/Infil Rate 10.00OO 1n/hill ' 'Up Invert 1362.3824 ft Dn Invert 371.2668 ft Record Id: R-MC 22 i ;Section Shape: Circular 'Uniform Flow Method: €Manning's Coefficient: 0.0120 'Routing Method: ,Travel Time Translation!Contributing Hyd ;DnNode B-MC 23 UpNode ICB-MC 22 :Material DEP 'Size2" Diam ' ?Ent Losses jGroove End w/Headwall :Length 62.5600 ft ,Slope i Up Invert `367.9800 ft ;Dn Invert 362.9752 ft E Conduit Constraints 1 ' ' 'Min Vel 1MM Vel FM lope EM S ope Min Cover 13.00 ft/s 10.00 ft/s10.50 0�=2.00% 12.00 ft 6t ;Drop across MH ;2.7500 ft zEx/Infil Rate0.0000 in/hr 'Up Invert 362.9752 ft Dn Invert 1367.980 O:\2004\FAPNNT-04-032\ENGR\Civil\Drainage\StormSHed\MayCreek Onsite_StormShed_Rprt.doc ' Page 12 of 32 Record Id: R-MC 23 Section Shape: ICircular ;� lUn f Flow Method. Manning's !Coefficient: 0 0120 ;Routing Method: !Travel Time Translation;Contributing Hyd 6DnNode I,CB-MC 24 UpNodeCB-MC 23 , • - Material !Smooth CDEP Size 18" Diam Ent Losses !Groove End w/Headwall ' Length 185.0000 ft ;Slope 10.00% Up Invert l362.3824 ft Dn Invert j343.8824 ft Conduit Constraints ,Min Vel!Max Vel !Min Slope!Max Slope'Min Cover ' 3.00 ft1s 110.00 ft/s 0.50%�j2 002 2.00 ft 'Drop across MH 10.0000 ft Ex/Infil Rate 0.0000 in/hr' Up Invert 343.8824 ft _ Dn Invert362.3824 ft� `Match inverts. Record Id: R-MC 24 ;Section Shape: !Circular Uniform Flow Method: �Manning's !Coefficient: 10.0120 :Routing Method: 'Travel Time Translation!Contributing Hyd DnNode !C� 'UpNode ICB-MC 24 ! `Material !Smooth CDEP ;Size 118" Diam ;Ent Losses Groove End w/Headwall Length 95.0000 ft Slope 13.50% Up Invert 1'343.8824 ft II)n Invert '331.0574 ft _ Conduit Constraints ,Min Vel FMax Vel Min SlopelMax-Slope Min Cover 13.00 ft/s 10.00 ft/s,0.50� 15.00% '2.00 ft ' :Drop across MH F0.0000 ft !Ex/Infil Rate 10.0000 in/hr �Up Invert 331.0574 ft =Dn Invert 1343.8 `Match inverts. 0:A2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\MayCreek_Onsite_StormShed_Rprt.doc Page 13 of 32 Node Records Record Id: CB-MC 01 Descrip: ;May Creek Basin lIncrement 'I0.10 ft 3 ;Start El. 424.0200 ft Max El. 1427.0200 ft !Classification!Catch Basin ?Structure Type,,CB-TYPE 1 _ 'Ent Ke ;Headwall (ke=0.50) Channelization'(Curved or Deflector ,Catch 2.0000 ft 'Bottom Area 3.9700 sf €Condition 'Existing Record Id: CB-MC 02 ;Descrip: May Creek Basin mm Increment � 0.10 ft ,Start El. 423.7025 ft Max El. �427.0200ft '.Classification tCatch Basin (Structure Type ICB-TYPE 1 'Ent Ke ,Headwall (ke=0.50)lChannelization!Curved or Deflector, 'Catch 12.0000 ft !Bottom Area 13.9700 sf !Condition Existing Record Id: CB-MC 03 Descrip: ;In rcreement 0.10 ftft ;Start El. €422.9300 ft (Max El. 1425.9300 ft 'Classification.Catch Basin IStructure Type' CB-TYPE 1 Ent Ke Headwall (ke=0.50)lChannelization,Curved or Deflector E 'Catch mm 12.0000 ft !Bottom Area 3.9700 sf xCondition Existing Record Id: CB-MC 04 IDescrip: 1 'Increment 10.10 ft ',Start 422.6125 ft t a El. 425.9300 ft .Classification;Catch Basin Structure Type CB-TYPE 1 1 ;Ent Ke Headwall (ke=0.50) Curved or Deflector ,Catch 2.0000 ft jBottom.Area 13.9700 sf (Condition ;Existing O:\2004\FAP WT-04-03 2\E N GR\CiviM rai n age\Storm S H ed\M ayC reek_O nsite_StormS hed_Rprt.doc ' Page 14 of 32 Record Id: CB-MC 05 Descrip: Prototype Record Increment i0.10 ft ;Start El. �422.2375 ft Max EL 425.9400 ft Classification iCatch Basin (Structure Type ICB-TYPE 2-48 Channelization(Curved or Deflector ;Ent Ke Headwall (ke=0.50) ° 'Catch 2.0000 ft ,Bo�Area 112.5664 sf iCondition ;Existing Record Id: CB-MC 06 Descrip: Prototype Record lIncrement 10.10 ft `Start El. 421.4500 ft jMax El. 424.4500 ft !Classification!Catch Basin ;Structure Type`GRATE INLET TYPE 2, Ent Ke Headwall (ke=0.50)!Channelization;Curved or Deflector ,Catch 1.2900 ft Bottom Area 17.7638 sf !Condition !Existing ` Record Id: CB-MC 07 !Descrip: Prototype Record ;Increment 0.10 ft ;Start El. 1421.1325 ft AIM El.1. 1424.3200 ft !Classification(Catch Basin w�cture Type CB-TYPE 1 :Ent Ke ;Headwall (ke=0.50)' Channehzation lCurved or Deflector] Catch 2.0000 ft iBottom Area 3.9700 sf 'Condition Existing Record Id: CB-MC 08 Descrip: !Prototype Record jnncrement i0.10 ft ;Start El. 420.3200 ft 1Max El. 423.3200 ft t "Classification ECatch Basin !Structure Type CB-TYPE 1 Ent Ke ;Headwall (ke=0.50) Channelization,[Curved or Deflector, !Catch 12.0000 ft jBottom Area 3.9700 sf (Condition lExisting t E O:\2004\FAP%A'T-04-032\ENGR\Civil\Drainage\StormSHed\MayCreek_Onsite_StormShed_Rprt.doe ' Page 15 of 32 Record Id: CB-MC 09 _-- - _-- ,.__ _ Descrip: :Prototype Record Increment 0.10 ft ;Start El. 417.8816 ft IMax El. +422.9000 ft !Classification Catch Basin ,Structure Type GRATE INLET TYPE 2 !Ent Ke Headwall (ke=0.50)lChannelization Curved or Deflector Catch 11.2900 ft jBottom Area �7.7638 sf ;Condition EExisting Record Id: CB-MC 10 'Descrip: ,Prototype Record #Increment 10.10 ft ' Start El. 419.1900 ft Max El. 422.1900 ft Classification Catch Basin ,Structure Type ICB-TYPE 1 :Ent Ke 'Headwall (ke=0.50) Channelization iCurved or Deflector'; lCatch 12.0000 ft jBottom Area 3.9700 sf ;Condition ;Existing Record Id: CB-MC I Descrip Prototype Record =Increment 0.10 ft Start El. 418.8725 ft {Max El. 1422.7300 ft jClassification Catch Basin (Structure Type l,CB-TYPE 1 i 'Ent Ke Headwall (ke=0.50) Channelization!Curved or Deflector Catch 2.0000 ft Bottom Area 3.9700 sf E `Condition :Existing Record Id: CB-MC 12 Descrip: `Prototype Record EIncrement 0.10 ft Start El. 417.9864 ft ;M� 423.0100 ft 'Classification;Catch Basin (Structure Type 1CB-TYPE 2-488 Znt Ke 'Headwall (ke=0.50) Channelization 16urved or Deflector kCatch 2.0000 ft jBottom Area ;;12.5664 sf `Condition ;Existing 0:\2004\FAPNN T-04-032\ENGR\Civil\Drainage\StormsHed\MayCreek_Onsite_StormShed_Rprt.doe Page 16 of 32 Record Id: CB-MC 13 Descrip: ,Prototype Record Increment 0.10 ft ;Start EL 416.2402 ft Max El.�,4 9.9800 ftir Oassification!Catch Basin (Structure Type CB-TYPE 1 'Ent Ke 'Headwall (ke=0.50),Channelization'lCurved or Deflector! !Catch 11.4160 ft jBottom Area ,3.9700 sf lCondition 'Existing Record Id: CB-MC 14 'Descrip: ;Prototype Record lIncrement A 10 ft F Start El. 1414.5426 ft !Max El 418.4300 ft ?Classification!Catch Basin (Structure Type [CB-TYPE 1 Ent Ke Headwall (ke=0.50) Channelization[Curved or Deflectorj€ =Catch E1.4160 ft lBottom Area ;3.9700 sf 'Condition 'Existing Record Id: CB-MC 15 'Descrip: !Prototype Record !increment 110 10 ft 'Start El. 1411.0004 ft (Max El. 1425.7316 ft !Classification!Catch Basin µ!Structure Type ICB-TYPE 1 'Ent Ke rHeadwall (ke=0.50)' Channelization Curved or Deflector; i Catch 2.0000 ft !Bottom Area 13.9700 sf I °Condition 'Existing Record Id: CB-MC 16 lbescrip: ;Prototype Record ,Increment FO.10 ft E `Start El. 406.2036 ft (Max El. 425.3316 ft t ;Classification Catch Basin ,Str�uctureType CB-TYPE T ;Ent Ke ;Headwall (ke=0.50);Ch ization(Curved or Deflector �i sCatch 1.4160 ft Bottom Area 3.9700 sf =Condition ;Existing O:A2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\MayCreek- Onsite StormShed_Rprt.doc Page 17 of 32 Record Id: CB-MC 17 Descrip: ;Prototype Record .Increment �m'0 10 ft iStart El. 397.0321 ft �ax El. 400.8600 ft !Classification Catch Basin IStructure Type CB-TYPE 1 E Ent Ke Headwall (ke=0.50);C annelization Curved or Deflector =Catch 2.0000 ft IBottom Area 3.9700 sf !Condition Existing Record Id: CB-MC 18 6Descrip: Prototype Record [Increment 10.10 ft ;Start El. 385.5371 ft IMax EL 1423.9807 ft Classification Catch Basin iStructure Type CB-TYPE 1 Ent Ke .._._.._.._..::: Hea dwall (ke=0.50)IChannelization lCurved or Deflector f (Catch E2.0000 ft jBottom Area 3.9700 sf lCondition Existing Record Id: CB-MC 20 EDescrip: Prototype Record [Inc�rexnent 0.10 ft k ;Start El. j376.6793 ft Max EL 380.4000 ft f Uassification iCatch Basin [S ctture Type CB-TYPE 1 'Ent Ke Headwall (ke=0.50) Channelization iCurved or Deflector Icatch 2.0000 ft Bottom Area 3.9700 sf `Condition :Existing Record Id: CB-MC 21 t Descrip: 'Prototype Record �crement 0.10 ft (Start El. 371.2668 ft Max El. 374.9800 ft I :.w 'Classification;Catch Basin Structure Type JCR-TYPE T Ent Ke ;Headwall (ke=0.50) Channelization Curved or Deflector ;Catch 1.4160 ft (Bottom Area 3.9700 sf Condition ;Existing O:\2004\FAPM T-04-032\ENGR\Civil\Drainage\StormSHed\MayCreek_Onsite_StormShed_Rprt.doc Page 18 of 32 Record Id: CB-MC 22 IDescrip: ;Prototype Record ;Increment0.10 ft Start El. '367.9800 ft [Max El. I370.9800 ft 'Classification Catch Basin (Structure Type CB-TYPE 1 `Ent Ke Headwall (ke=0.50)IChannelization 1Curved or Deflector; 1Catch 12.0000 ft !Bottom Area 13.9700 sf Condition :Existing j Record Id: CB-MC 23 'Descrip: 'Prototype Record €Increment 10.10 ft !Start El. 362.3824 ft :Max El. 1404.8363 ft :Classification-Catch Basin :Structure Type :CB-TYPE 1 Ent Ke ;Headwall (ke=0.50)IChannelization'ICurved or Deflector ;Catch °2.0000 ft :Bottom Area 13.9700 of !Condition 'Existing Record Id: CB-MC 24 bescrip: lIncrement 10.10 ft ;Start El. 1343.8824 ft !Max El. 399.2332 ft Classification'Catch Basin (Structure Type ICB-TYPE 2-48 -1 ;Ent Ke Headwall (ke=0.50),Channelization:Curved or Deflector.: Catch 2.0000 ft 'Bottom Area 112.5664 sf { F Condition .Existing Record Id: CB-MC 25 Descrip: !Increment 10.10 ft Start El. 380.9300 ft (Max El. 390.9300 ft t 'Classification.Catch Basin :Structure Type ICB-TYPE 2-48 Ent Ke Headwall (ke=0.50) Charmelization[Curved or Deflector'; Catch 2.0000 ft !Bottom Area 12.5664 sf :Condition 'Existing O:\2004\FAPNN T-04-032\ENGR\Civil\Drainage\StormSHed\MayCreek_onsite_StormShed_Rprt.doc Page 19 of 32 Record Id: CB-MCF 019 Descrip: (Increment !0.10 ft ,Start El. 379.2800 ft IMax El. 382.2800 ft Classification!Catch Basin ;S_tructure Type !CB-TYPE 1 i `Ent Ke iGroove End w/Headwall (ke=0.20} }Channelization Curved or Deflector iCatch 12.0000 ft ,Bottom Area 13.9700 sf ECondition lExisting Record Id: DUMMY BEGIN Descrip: jPrototype Record Ilncrement' 0.10 ft ;Start El. 1425.0000 ft (Max El 428.0000 ft. 'Dummy Type Node Contributing Drainage Areas Record Id: B-MC 01 Design Method Rational i IDF Table: Seattle E Composite C Cale Description ISubArea ;Sub c Pavement(n=0.90) 10.20 ac 0.90 �3 I Directly Connected TC Cale Type Description Length I Slope j Coeff sc F Ti B:Sheet ''IMP Smooth Surfaces.: 0.011 171.00 ft 10.75% '0.0110 12.10 in ;3.4 m E Directly Connected TC 3 40mm j') Record Id: B-MC 02 Design Method __ Rational IDF Table: _ Seattle Composite C Cale ;Description S b ea Sub c Pavement (n=0.90) 0.20 ac °0.90 Directly Connected TC Cale Type Description Length Slope Coeff Misc 1 T� .`Sheet 'IMP Smooth Surfaces.: 0.011 ;l 1 0 ft 0.75% 0.01102 0 in 3.40 min 1 Directly Connected TC 3.40min O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\MayCreek Onsite_StormShed_Rprt.doc Page 20 of 32 Record Id: B-MC 03 Design Method Rational ! IDF Table: I Seattle Composite C Cale ;Description 'SubArea `Sub c Pavement(n=0.90) 10.20 ac =0.90 Directly Connected TC Cale _;Type Description Length ; Slope Coeff , Misc Ti ':Sheet ;IMP Smooth Surfaces.: 0.011 55.00 ft ,0E0.0110 10.00 in 10.00 min f Directly Connected TC 3.14min Record Id: B-MC 04 Design Method Rational IDF Table: Seattle ` Composite C Cale ,Description SubArea Sub c P a vent(n=0.90) 10.13 ac -!0.90 Directly Connected TC Cale Type Description Length Slope Coeff Misc TT =; Sheet !IMP Smooth Surfaces.: 0.011155.00 ft 0.75% !0.0110 I0.00 in I0.00 min Directly Connected TC 3.14min �! Record Id: B-MC 05 Design Method Rational 1 IDF Table: Seattle _.__ _.._ __..._ Composite C Cale Description !SubArea Sub c ' ;Pavement(n=0.90) 10.16 ac 0.90 f Directly Connected TC Cale Type Description ! Length Sl p€ Coeff Misc ! TT iSheet EIMP Smooth Surfaces.: 0.011 187 t I0.75/o !0.0110 2.10 m 3.66 min Directly Connected TC 3.66min ?'r 0:A2004\FAPWT-04-032\ENGR\Civil\DrainageAStormSH ed\M ayCreek_Onsite_StormShed_Rprt.doc Page 21 of 32 j Record Id: B-MC 06 Design Method Rational IDF Table: Seattle Composite C Cale ;,Description ESubArea ;Sub c £ Pavement(n=0.90) 10.22 ac 0.90 _ 4 Directly Connected TC Cale Type Description Length ; Slope `: Coeff Misc TT ;Sheet LIMP Smooth Surfaces.: 0.011 1245.00 ft A75% 10.0110 12.10 in 4.53 min Directly Connected TC 4.53min Record Id: B-MC 07 Design Method F Rational i IDF Table: Seattle Composite C Cale ;Description 1SubArea Sub c !Pavement(n=0.90) 0.22 ac �0.90 ' Directly Connected TC Cale ^'ype Description Length Slope Coeff ( Misc TT Sheet IMP Smooth Surfaces.: 0.011 245.00 ft 10.75% 0.0110 =2.10 in 14.53 min Directly Connected TC 4.53min Record Id: B-MC 08 Design Method Rational IDF Table: Seattle Composite C Cale ! ;Description SubArea ISub c 4.0 Dwelling Units/Gross Acre(n=0.48) 10.20 ac 10.48 Directly Connected TC Cale I Type j Description [ Length _ Slope p Coeff Misc TT ,.Sheet IMP Smooth Surfaces.: 0.011 J 87.11 ft 10 75% f0.0110 }0 00 in -Om,in Directly Connected TC 3.66min O:\2004\FAPNN'T-04-032\EN GR\Civil\Drainage\StormSHed\MayCreek_Onsite_StormShed_Rprt.doc Page 22 of 32 Record Id: B-MC 09 Design Method Rational IDF Table: Seattle Composite C Cale :Description jSubArea ;Sub c ;Pavement(n=0.90) i0.08 ac 10.90 # Directly"Connected TC Cale -- --- !;Type ) Description Length ; Slope ; Coeff M><sc TT ;Sheet ,IMP Smooth Surfaces.: 0.011 1060.75% '0.0110 0.00 in ;0.00 min }' Directly Connected TC 2.32min Record Id: B-MC 10 Design Method Rational IDF Table: t Seattle (. Composite C Cale ;Description iSubArea ;Sub c 'Pavement(n=0.90) 10.20 ac `0.90 I,I Directly Connected TC Cale " Type Description Length Slope ; Coeff Misc j TT Sheet 1IMP Smooth Surfaces.: 0.011 1172.00 ft 10.75°o/ '0.0110 F2.10 in 13.42 min Directly Connected TC j 3.42min Record Id: B-MC 11 Design Method E Rational IDF Table: Seattle t Composite C Cale :Description jSubArea :Sub c Pavement(n=0.90) j0 20 ac 10.90 __.__.... ..._...... EE E; Directly Connected TC Cale { Type Description ( Length j Slope Coeff Misc TT f:Sheet €IMP Smooth Surfaces.: 0.011 17 10.75// 0.0110 2.10 in 13.42 min Directly Connected TC 3.42min O:\2004\FAP WT-04-032\EN GR\Civil\D rainage\Storms H ed\MayC reek_Onsite_StormShed_Rprt.doc Page 23 of 32 Record Id: B-MC 12 Design Method Rational ; IDF Table: Seattle Composite C Cale ;Description jSubArea .Sub c ;Pavement(n=0.90) 10.20 ac 10.90 Directly Connected TC Cale Type Description I Length ; Slope I Coeff Misc TT t :Sheet IIMP Smooth Surfaces.: 0.011 1196.00 ft 10.75% 10.0110 12.10 in '3.79 min ' Directly Connected TC I 3.79min Record Id: B-MC 13 Design Method I Rational IDF Table: Seattle Composite C Cale ;Description ISubArea rSub c r ;Pavement(n=0.90) 0 ac f0.90 Directly Connected TC Cale Type DescriptionLength ? Slope �Coeff 1 Misc TT Sheet IMP Smooth Surfaces.: 0.011 196.00 ft 14.00% �0.0110 12.10 in 11.94 min Directly Connected TC E 1. Record Id: B-MC 14 Design Method Rational IDF Table: Seattle Composite C Cale :Description mrea Sub c S bA °Pavement(n=0.90) [0.26 ac 10.90 _ �! � Directly Connected TC Cale Type Description ;; Length Slope Coeff FMisc F TT Sheet 'IMP Smooth Surfaces.: 0.011 159 00 ft ;4.00/ 0.0 0 2.10 in 1 64 rnin l: Directly Connected TC j1.64min O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\MayCreek_Onsite_StormShed_Rprt.doc Page 24 of 32 Record Id: B-MC 15 Design Method I Rational IDF Table: Seattle Composite C Cale w Description €SubArea Sub c ;Pavement(n=0.90) 0.34 ac 0.90 !'e Directly Connected TC Cale �- .Type Description Length ' Slope : Coeff Misc TT is �t ;Sheet ;IMP Smooth Surfaces.: 0.011 '195.00 ft 4.00% 10.0110 2.10 in 1.93 min Directly Connected TC 1.93min i= ' Record Id: B-MC 16 Design Met o i Rational IDF Table: Seattle Composite C Cale =Description SubArea ,Sub c `Pavement(n=0.90) 10.23 ac !0.90 Directly Connected TC Cale Type' T T —Description Length 1 Slope Coeff Misc TT Sheet ,IM Smooth Surfaces.: 0.011 i120.00 ft 6.00% ;0.0110 12.10 in 11.12 min ' Directly Connected TC 1.12min hE Record Id: B-MC 17 DesignMethod Rational IDF Table: Seattle . Composite C Cale Description jSubArea 'Sub c ,Pavement(n=0.90) O ac 0.90 Directly Connected TC Cale Type. Description Length Slope ; Coeff Misc TT �- ;Sheet ;IMP Smooth Surfaces.: 0.011231 00 ft 6.00% 0.0110 „2.10m 1.88 min Directly Connected TC 1.88' r O:A2004\FAP'A T-04-032\ENGR\Civil\DrainageAStormSHed\MayCreek_Onsite_StormShed_Rprt.doc Page 25 of 32 Record Id: B-MC 18 Design Method Rational IDF Table: Seattle Composite C Calc .Description ISubArea Sub c _ _ _ 'Pavement(n=0.90) 10.40 ac Directly Connected TC Calc Type j Description Length i Slope ` Coeff Misc l TT ;Sheet IMP Smooth Surfaces.: 0.011 ,225.00 ft5.4 0.0110 2.10 in j 1.92 min Directly Connected TC 1 2min Record Id: B-MC 19 Design Method ! Rational IDF Table: Seattle Composite C Calc 'Description isubArea Sub c Pavement (n=0.90) 0.28 ac 10.90 Directly Connected TC Calc E Type Description Length i Slope Coeff^ Misc TT f: :Sheet =IMP Smooth Surfaces.: 0.011 i—W 00 ft 5.44% 0.0110 12.10 in 11.53 min Directly Connected TC 1.53min Record Id: B-MC 20 Design Method Rational IDF Table: Seattle Composite C Cale :Description SubArea 'Sub c ;Pavement (n=0.90) 10.28 ac 10.90 tDirectly Connected TC Calc Type Description Length .Slope ! Coeff c TT Sheet ;IMP Smooth Surfaces.: 0.011 i 170.00 ft 5.44// ?0.0110 2.10 m 1.53 min .' 't Directly Connected TC 1.53min E O:A2004\FAPNN'T-04-032\ENGR\Civil\Drainage\StormSHed\MayCreek_Onsite_StormShed_Rprt.doc Page 26 of 32 Record Id: B-MC 21 � . Design Method Rational IDF Table: Seattle Composite C Cale ;Description ISubArea. Sub c Pavement (n=0.90) 10.17 ac 10.90 Directly Connected TC Cale !,E Type Description Len h Sloe Coeff Misc TT P ; ;Sheet IIMP Smooth Surfaces.: 0.011 1120.00 ft 15.44% !0.0110 2.10 in 1.16 min Directly Connected TC 1.1 6min Record Id: B-MC 22 Design Method Rational IDF Table: Seattle Composite C Cale =Description ISubArea ;Sub c !Pavement(n=0.90) 10.25 ac 10.90 Directly Connected TC Cale Type Description Length Slope Coeff Misc TT 0 00`:SheetMSaces.: 0.011 j201 .00 ft I5.44% 0.011 0in 10.00 min Directly Connected TC 1.16min Record Id: B-MC 23 Design Method Rational 1 IDF Table: Seattlel Composite C Cale ;Description ISubArea Sub c (Pavement(n=0.90) ;ac I0.90 'i Directly Connected TC Cale ;Type Description Length Slope I Coeff Misc TT l Sheet WIMP Smooth Surfaces.: 0.011 162.00 ft F5.44% 60A11O 2 10 in ;1 47 min Directly Connected TC 4 min 1 O:A2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\MayCreek_Onsite_StormS6ed_Rprt.doc Page 27 of 32 Record Id: B-MC 24 Design Method E Rational IDF Table: ( Seattle Composite C Cale 'Description SubArea ;Sub c ,Pavement(n=0.90) 10.26 ac €0.90 f y Connected nLengthT Slope Coeff c j TT Directly Type Description :Sheet !IMP Smooth Surfaces.: 0.011 1194.00 ft 5.44% 0.0110 `2.10 in 1.70 min Directly Connected TC 1 1.70min t Record Id: B-MC 25 Design Method Rational IDF Table: F Seattle Composite C Cale ;Description ISubArea Sub c ;Pavement(n=0.90) 10.23 ac 10.90 ' Directly Connected TC Cale Type Description ; Length Slope CoeffMisc TT `Sheet ,IMP Smooth Surfaces.: 0.011 2 °=112.00 ft 5 44/0��0.0110 � 12 0 in �1.10 min €f Directly Connected TC 1.10min O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\MayCreek_Onsite_StormS hed_Rp rt.doc Page 28 of 32 Appended on: 13:38:29 Thursday, September 22, 2005 ROUTEHYD THRU Ma Creek Pond USING Seattle AND 25 r NOTZERO [l [May l [ Y RELATIVE RATIONAL Reach5Area TC Flow Full Q Full nDepth,s Size �nVelfVel CBasin ID ac min cfs cfs ratio (ft) t/s) �(ft/s) /Hyd ( ) ( ) ( ) ( ) R-MC 0.2500 0.14 ' 0.6511 10.9- FO.06'FO.1655 12" 7.6428 F13-9372 . B-MC22 Diam22 R MC 12�� �- _ B-MC 10 0.2000(4, 3.81 ; 0.5209 2.7366 0.19 [ 0.2954 'Diam 2.6854 3.4843 10 ( £ i i , ^F R MCn 12'� B-MC 0$ 0.2000 0.47 0.2778 2.7366 0.10 ` 0.2153 Diam 2.2357 3.4843 s 08 B-MC I R MC 10.2220 9 0.5782 2.7366 1 0.21 0� 12 2.7633 3.4843 06 06 Diam R MC 0.2000 0.39 0.5209 € 2.7366 0.19 FO.2954 12 2.6854 3.4843 B-MC F 03 I i Diam03 3 fi : May I 12" I t Creek 10.0000 0.00 0.0000 13.5724 '0.00 0.0000 Dim [ 0.0000 4.5485 Start ' R MC 0.2000 3.82 10.5209 2.5261 0.21 0.0 mm 12� ' 2.5332 3.2163B-MC 01 ;Dia01 R MC 0.4000�--55 1.0418 2.7366 3 0.4282 �12" 3.2, 3.4843B-MC 02j Diam ! 02 _ : R-MC. 0.7343 4.89 1.5F27366 B-MC 04 '0.70 0.6157 D�: 3.7693 = 3.4843 04 _ €_ _ R05 C s0.8981 5F2.33912.'-- 0.85 0.7114 D 3.9139 ,13.4844 B 05 C iam > 4R-MC 0.990.8130 .86721.34211 5.93 3.3284 3.3516 110.9 � 4.2674 Dram 0707 € B MCR MC 683 0.707718" 45 3.631580 5221 6 . 657 09 . Diam 09 R-MC 2 [.02211 7.13 4.3619 j 8.0681 0.54 0.7855 18" 4.5656 f B-MC(Diam ) 11 i € 3 R MC B-MC 0.240.5028 8.8113 10.7074 2.2221F7-25 4.5784 8.9216 (Diam I 12 12 R MC 2.4221 7.59 4.9637 12.7570 3 0.9FDam8 r6.7721 7.2190 f B MC 13 I 13 R 14 C , .6821 7.95 5.3855 16.1366 F33 0.5966 Diam' 8� 9.13154B-MC ��, 14 R MC 18" B-MC 3.0191 [8.13 5 22.8207 0.26 0.5219 10.9€1215Daam 15 � O:\2004\FAPNVT-04-032\ENCR\Civil\Drainage\StormsHed\MayC reek_Onsite_StormShed_Rprt.doc Page 29 of 32 R MC � I B-MC 1 € 16 3.2491 8.45 6.3248 `23.5230 0.27 0.5314 �Diam 11.2876 13.3113 16 R MC B-MC 17 3.6691 €t[ 8.72 7.0196 kk26.7596 (g�0.26 0.5240 Di j#(12.7666 115.1428 ' 17 R MC ` 8 -- --am B-MC i 18 t4.0671 ; 8.90 ' 7.6684 e27.9495 0.27 0.537.2 �13IDiarn . 8828 15.8162 j 18 R MC 0. 082 0 1.60 107292 4 9. 974 8 10.08 0.1880 5 12" 7.8 7120700' 1 ! B-MC IDiam 19 R MC `4.6291 ' 9.03 8.6558 24.7011 FO.35 ��,F 1 £1Zg B'MC 20I Dram 13.9779 20 R MC ` ` 18" _ B-MC 21 �4.8028 9.21 8.9180 26.3316 0.34 0.6017Diam'�13.46OO 14.9006721 R MC 5.3128 9.39 9.7815 36.0826 0.27 0.5336 �i817.3588 20.4186: B-MC 23 E23 R MC i 18" C 24 5.5728 47 ;10.1635'.41.9242 10 24 [0.5028Diam19.559923.7243 � 24 1 I 1 O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormS Hed\MayCreek_Onsite_StormShed_Rprt.doc Page 30 of 32 To Rch Loss App Bend Junct HW Loss Max El From Node Node ft ft ft Loss ft Elev ft ft i O O I O O O _ � ____O E [332.2853 CB-MC 24 `CB-5 C E 345.8570 ,0.4758 0.0021 ------ 345.3834 399.2332 i 4 CB-MC 23 i1CB 4 C 364.3120 �0.3955 0.0085 0.0236 363.9486 • 1404.8363 l ? i I CB-MC 22 { 368.4040 ------ ------ 1 368.4040 370.9800 23 E ICB-MCI { CB-MC 21 23 373.0736 0.3725 10.0026 ------ 372.7037 £ 374.9800 CB-MC 20 CB MC 378.5254 0.2924 k 0.0145 0� 378.2699 380.4000 21 _ _ _ MC CB-MC 18 20 387.2111 ;0.2450 0.0040E------ F38 423.9807 ,£ CB-MC 177CB-MC 398.6011 Fo.1989 , 0� ------ 398.4103 (0 8600 18f I I f CB-MC _ CB-MC 16 17 F407.6668 1.8311 [0.0744 ------ 405.9101 425.3316 ICB-MC CB-MC 15 16 412.4013 1. 4497 0.0097 ------ 1 411.3613 4 752 316 E !CB-MC CB-MC 14 j 15 415.8674 0.7121 0.0052 ------ 415.1605 418.4300 CB-MC 13 CB 4 C 417.5007 ' 1.2056 F1.7082 ------ 418.0033 419.9800 I f ............ CB-MC CB-MC 12 I 13 419.1713 10.3366 [ 0.4444 ` ------ 419.2791 [42-3.01010 ( 1 � ICB-MC � �CB-MC � - 11 12 420.0378 i 3067 0.0035 ; 0.0346 419.7693 1422.7300 i I CB-MC 10C C 420.2025 ------ -- --- � 420.2025 422.1900 [CB-MC CB-MC 09 11 420.8602 0 0.0032 0.0249 420.5205 422.9000 CB-MC 08 `C 09 C 420.6114 ------ ------ ------ 420.6115 423.3200 No approach losses at node CB-MC 05 because inverts and/or crowns are offset. CB-MC CB-MC 07 42�, ------ ------ 422.3869 [424.3200 09 jC C r�-- F- CB-MC 06 ; 422.4112 ------ ------ 422.4112 (424.4500 07 O:A2004\FAPWT-04-032TNGR\Civil\Drainage\StormSHed\MayCreek_Onsite_StormShed_Rprt.doe Page 31 of 32 1CB-MC, CB-MC 05 E 07 423.2344 3 170.2206 if 0.0018 ---- - 1 423.0155 425.9400 No approach losses at node CB-MC 02 because inverts and/or crowns are offset. B MC F _ CB-MC 04 05 423.4929 ' ------ ------ � 423.4930 425.9300 ' C 04 C ------ ------ �--- y CB-MC 03 423.9262 ( 1 423.9261 425.9300 ' CB-MC 02 424.3053 0.0996 0.1433 ------ 424.3490 42 � CB-MC 7.0200 _ 04 i_ ,No approach losses at node DUMMY BEGIN because inverts and/or crowns are offset. ........ . . . 0 MC -- CB-MC Ol 02 424.4759 ------ 7------ ------ 424.4759 427.0200 DUMMY CB-MC -F i 0.0000 --na-- --na-- --na-- 0.0000 4�28 0000 BEGIN 01 CB-MCF ICB-MC. .379.7441 ------ ------ ------ 379.7441 ' 38 0 019 20 Licensed to: BERGERAABAM Engineers Inc. 0:A2004\FAPW7F-04-032\ENGR\Civil\Drainage\StormSHed\MayCreek_Onsite_StormShed_Rprt.doc Page 32 of 32 DUMMY BEGIN CB-MCF019 CB-MC22 iMCO' C13-MC03 CB-MC06 CB-MC00 CB-MCIO CB-MC115X CB-MC 214 C8-MC 15 CB-Mc is CB-MC 17 6 % \•\ 6.50X CB-MC 10 LMC20 BI�1X �X p,. X 0. % 2. 6.01(ZL,-3_ CB-MC21 0.S \CB-MC 23 C -MCO2 C< MC 04 CB-MC 05 Cl1i-MC07 C -MC09 C,-MCI I C�MC12 --O'9OX-, ..O.Z524 J1.5O%--19 AW DUMMY BEGIN CB-MCF019 CB-MC 22 i 2" lam CB-MC 06 CB-MCOB CB-MC 10 C-MC 13 CB-MC 14 CB-Mc 15 MC OI CB-MC 03 CB-MC16 10"Dlam q M Dla.0 la_Df 0 CB-MC 17 12' yam `\ I &� m CB-MC 10 Iz••blam MC20 12" lam 12"LLiam 12 lam 12 lam 12" lam 10" lam -i&J21-a1 p� CB-MC21B-MC23 MCO2 C4-MC04 CB-MC 05 C, MC 07 C -Mc 09 CIkMC 11 C�-MC 12 :�-- 2'•WW" 12"Dlam 0 A2"Dlam 4p 17Dlam 0 I B`' k)�, 3L"Uiarn O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\MayCreek_StormShed_layout.doc DUMMY BEGIN CB-MCF019 CB-MC22 10. Oft -M C O 1 CB-MC03 CB-MC06 CB-MCOO CB-MC 10 CB-MC 13 CB-MC 14 CB-MC 15 Cl CB-MC 16 175y,Bl 177.1lT LL _ 0 C 17 29. 'ft - d15.$_Qft O`LRO ftC6-MC 10 C -MC 20 62. 6 ft CB-MC 21 *B-MC 23 63. 0 ft G3. 0 ft 63. O ft 63.�0 ft 63. O ft 63. 0 ft —50�1 f II �_IAZ15 ft� MCO2 -MC04 CB-MC05 Ci-MC07 CO-MC09 C MC11 C -MC12 qp 143 0(�ft 7500 ft 0—138.6715 0 133.0g tt 0 1�iL0 x IZZ q f� O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\MayCreek_StormShed_layout.doc ' Backwater Calculations Subbasin B1 i 1 1 1 1 1 i 1 1 1 1 1 1 4.3.1 CULVERTS—METHODS OF ANALYSIS ' FIGURE 4.3.1.17 CRITICAL DEPTH OF FLOW FOR CIRCULAR CULVERTS ' 120 3,000 1 0 99 14 108 2,000 ' 102 96 1,000 90 ' 84 500 0.90 78 400 72 300 0.80 6 e 200 0.70 ' 60 100 0.60 54 w 48 a 50 = 40 p 0.50 I ' U .0 o 30 42 20 Uj 0.40 I �� Q 36 0 10 33 aT = 1.0 30 5 gA3 D D 0.30 ( l 27 4 GCC .�O ` •5'J a 3 A do 24 2 cA C 0 .0115 �k- - 21 1 Note: For all cross-sectional ' shapes, do can be calculated by 0.20 trial and error knowing that the 18 quantity (Q2T/gA3)=1.0 at critical ' depth. 15 EXAMPLE ' D = 66 inches, Q = 100cfs do/D - Ratio= 0.50 ' 12 do= (0.50)(66 inches)= 33 inches= (12 inches/ft) d� 2.75 feet 2005 Surface Water Design Manual 1/24/2005 4-49 Berger/ABAM 9/26/2005 BACKWATER CALCULATION SPREADSHEET ' Project: Duvall Ave-Pond B1 Design Event 25-Year Storm Column 1 Design Flow to be conveyed by pipe segment Column 2 Length of pipe segment Column 3 Pipe Diameter Column 4 Manning"n"value ' Column 5 Outlet Elevation of pipe segment Bend Loss Column 6 Intel Elevation of pipe segment no special shapin Column 7 Cross sectional area of pipe Pipe Bend Kb Column 8 Velocity of pipe V=Q/A 0 0.02 ' Column 9 Pipe Velocity V2/2g 10 0.04 Column 10 Water surface elevation at the outlet of the pipe (D+dc)/2 do/D=.61 do=0.915 ft (D+dC)12= 1.21 20 0.12 Column 11 Friction Loss Sf=(nV)2/2.22 R 1.33 30 0.22 Column 12 Hydraulic Grade Line Sf+(D+dc)/2 40 0.32 Column 13 Entrance Head Loss Ke*V2/2g Ke= 0.5 Table 4.3.1.13 pg.4-40 King County SWDM 45 0.40 11 Column 14 Exit Head Loss Kexit*V2/2g Kexit= 1.0 50 0.48 Junction Head Loss Column 15 Outlet Elevation HGL+Ke*V2/2g+Kexit*V2/2g 60 0.64 Column 16 Inlet Elevation 70 0.84 Column 17 Approach Velocity Head: Drop MH=O, Pipe Discharge=Pipe Velocity Head 80 1.08 ► Q, Qz -► Column 18 Bend Head Loss Kb*V2/2g Kb= Figure 4.2.1.K pg.4-25 King County SWDM 90 1.32 ' Column 19 Junction Head Loss KJ*V2/2g KJ= (Q3/Q1)/(1.18+.63(Q3/Q1)) Column 20 Head Water Elevation HW=Control El-(Approach Velocity+Bend Head Loss+Junction Head Loss) Q3 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 StormShed Pipe Qz L D In EL Outlet EL Inlet A Barrel V Barrel H Barrel Vel EL tail water H Loss Friction HGL H Loss Entrance H Loss Exit EL outlet Cont. EL Inlet Cont. H App.Vel. H Loss Bend H Loss Junction HW El. RIM Elev Structure Pipe Segment Bend Q Length Pipe Size n Outlet El. Inlet El. Barrel Area Barrel Vel. H Barrel vel TW El. H Loss Friction Entr. HGL H Loss Entrance H Loss exit outlet Cont.El Inlet Cont.EI H App.Vel. H Loss Bend H Loss Junction HW El. ELEV. Check No Reach to CB from CB Angle (cfs) (ft) (in) (ft) (ft) (sq ft) (fps) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) R-MC25 outfall CB-MC25 53.4 10.16 30 18 0.012 325.00 331.06 1.77 5.75 0.51 326.21 0.09 326.30 0.26 0,51 327.07 331.06 -0.51 0.246 0.00 330.79 335.00 R-MC25 R-MC24 CB-MC25 CB-MC24 23.11 10.164 951 18 0.0121 331.05 343.88 1.77 5.75 0.51 330.79 0.30 331.09 0.26 0.511 331.86 343.88 -0.51 0.0621 0.03 343.46 351.201 Oka R-MC24 ' R-MC23 CB-MC24 CB-MC23 19.1 9.7815 185 18 0.012 343.88 362.38 1.77 5.54 0.48 343,46 0.54 344.00 0.24 0.48 344.71 362.38 -0.48 0.019 0.07 361.99 366.04 Okay R-MC23 R-MC21 CB-MC23 CB-MC21 14.4 -8.918 142 18 0.012 362.38 371.26 1.77 5.05 0.40 361.99 0.34 362.34 0.20 0.40 362.93 371.26 -0.40 0.016 -0.07 370.81 375.00 Okay R-MC21 R-MC20 CB-MC21 CB-MC20 '12.1 9.65 98.41 18 0.012 371.27 376.68 1.77 5.05 0.40 370.81 0.24 371.05 0.20 0.40 371.64 376.68 -0A0 0.016 -0.07 r 376.23 380.40 Okay R-MC20 R-MC18 CB-MC20 CB-MC18 13.6 7,61 147.63 18 0,012 376.68 385,54 1.77 5.46 0,46 376.23 0.42 376.65 0.23 0.46 377,34 385.54 -0.46 0.019 0.16 385.25 389.30 Okay R-MC18 ' R-MC17 CB-MC18 CB-MC17 _12.7 7.0196 209 18 0.012 385.54 `"397.03 1.77 4.33 0.29 385.25 0.37 385.62 0.15 0.29 386.06 397.03 -0.29 0.012 0.07 396.82 397.03 Okay R-MC17 R-MC16 CB-MC17 CB-MC16 14.9 6.32 215:8 18 0.012 397.03 406.20 1.77 3.97 0.25 396.82 0.32 397.14 0.1.2 0.25 397,51 406.20 -0.25 0.010 0.08 406.05 410.24 Okay R-MC16 R-MC15 CB-MC16 CB-MC15 17.1 5.9367 119.92 18 '0.012 406.20 411.00 1.77 3.58 0.20 406.05 0.15 406.19 0.10 0.20 406.49 411.00 -0.20 0.214 0.05 ' 411.07 414.67 Oka R-MC15 R-MC14 CB-MC15 CB-MC14 18 5.38 177.11 18 0.012 411.00 414.54 1.77 3.36 0.18 411,07 0.19 411.26 0.09 0.18 411.52 414.54 0.18 0.231 0.13 414.72 418.43 Oka R-MC14 R-MC13 CB-MC14 CB-MC13 82.2 4.96 135.81 18 0.012 414.54 416,24 1.77 2.81 0.12 414.72 0.10 414.83 0.06 0.12 415.01 416.24 -0.12 0.002 0.06 416.18 419.98 Okay R-MC13 R-MC12 CB-MC13 CB-MC12 90 4.57 63.5 18 0.012 416.24 447 98 1.77 2.59 0.10 416.18 0.04 416.22 0,05 0.10 416.38 417.98 -0.10 0.112 0.04 418.03 423.01 Okay R-MC12 R-MC11 CB-MC12 CB-MC11 0 4.36 177.23 18 0.012 417.98 418.87 1.77 2.47 0.09 418.03 0.10 418.13 0.05 0.09 418.27 418,87 -0.09s 0.125 0.13 419.03 422.73 Okay R-MC11 R-MC09 CB-MC11 CB-MC09 0 3.63 151 12 0.012 419.06 419.82 1.77 2.05 0.07 419.031 0.10 41`9.13 0.03 0.07 419.23 419.82 0.07 0.001 0.07 419.82 423.32 Okay R-MC09 R-MC07 CB-MC09 CB-MC07 0 3.33 133 12 0.012 420.13 421.13 0.79 4.24 0.28 419.82 0.39 420.21 0.14 0.28 420.63 421.13 -0.28 0.006 0.22 421.07 424.45 Okay R-MC07 R-MC05 CB-MC07 CB-MC05 0 2.3391 138.67 12 0.012 421.54 422.24 0.79 2.98 0.14 421.07 0.20 421.27 0.07 0.14 421.48 422.24 -0.14 0.003 0.14 422.24 1 425.94 Okay R-MC05 R-MC04 CB-MC05 CB-MC04 0 1.9125 75 12 s 0.012 422.24 422.61 0.79 2.44 0.09 422.24 0.07 422.32 0.05 0.09 422.45 422.61 -0.09 0.002 0.31 422.83 425.93 Okay R-MC04 ' R-MCO2 CB-MC04 CB-MCO2 0 1.04 143 12 0.012 422.99 423.70 0.791 1.321 0.03 422.83 0.04 422.871 0.01 0.03 422.91 423.70 -0.03 0.001 0.331 424.011 1 427.021 Okay R-MCO2 R-MC01 CB-MCO2 I CB-MC01 1 90 0.521 63.5 12 0.0121 423.7 424.02 0.791 0.661 0.01 424.01 0.00 424.011 0.00 0.01 424.021 424.02 ` -0.01 0.000 0.00 424.02 427.021 Okay R-MC01 O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\Backwater Anal sis\Backwater Pond B1 FINAL.xis Backwater 25 r--Pond B1 Y - - - ( Y) ' Gutter Analysis Subbasin B1 �� �� , . ", . f del�. .1► 'y E� � �"N' �� � I �?�3eawr � ��k s,�b,..>2,i,.f.. ��,u.^3. Zd=Width ' d(tw)=depth @edge of d=depth @ curb travelled way 5TA 194+42 54 to 202+50 .... For.Each Side bf"the Roadway Q = CIA ' C 0.90 Ipg 2-11 WSDOT Hy d Manual, 1997 1 Seattle m = 6.89 25-Yr MR 7.88 50-YR MRI n = 0.539 25-Yr MR 0.545 50-YR MRI ' Tc 5.00 min I = m/(Tc)^n I 2.89 in/ hour 3.28 in/ hour Runoff Coef Adjustment Factor 1.10 10% Safety Factor Area (pavement) Width Travel Lane, 11.00 Travel Lane2 11.00 Bike Lane 5.00 Median 6.00 Sidewalk 6.00 Other Lanes 0.00 Total Width 39.00 feet ' Length"between CB's 150.0 I feet Held by SL,150' max for less than 1% Area 5850.0 SF Area 0.1343 Acres 0.0689 Ac Landscaped Qroad 0.38 cfs 0.2032 Ac Total Qbypass 000 cfs ' Qtotal 0.38 cfs Depth of Flow , : d _ [Q-St/(37 * (SL)n0.5W(3/8) d=depth of flow at face of curb 0.10 ft 1.25 inches Q=the gutter discharge 0.38 cfs SL=the longitudinal slope of the gutter 0.0075 ft/ft St=the superelevation slope 0.020 ft/ft Zd=the top width of the flow prism 5.21 ft d(tw) = 0.0499 inches OK Check Width req'd from face of curb 10.50 OK rt473 ° Bypass Flower QBP = Q * ( Zd-GW)/Zd)A(8/3) Zd=the top width of the flow prism 5.21 ft ' GW =width of grate inlet perp to flow 1.67 ft Vaned Grate Q=the gutter discharge 0.38 cfs Q Bp=portion of flow outside grate 0.14 cfs ' 0:\2004\FAPWT-D4-032\ENGR\Civil\Drainage\Gutter Analysis\Duvall_Gutter_Analysis new06-21-05.xls Sheet: May Creek-Gutter Flow Page 1 of 12 41 20 Gutter Flow 06 A '.w. ' Zd=Width ' d=depth @curb d(tw)=depth @edge of IF travelled wayit =STA .__ or EachlSrde of the�«fla.,. aYr9 +425 F _.. Q = CIA ' C 0.90 pg 2-11 WSDOT Hyd Manual, 1997 1 Seattle m = 6.89 25-Yr MR 7.88 50-YR MRI n = 0.539 25-Yr MR 0.545 50-YR MRI ' Tc 5.00 min I = m/(Tc)An 2.89 in/hour 3.28 in/ hour Runoff Coef Adjustment Factor 1.10 10% Safety Factor Area (pavement) Width Travel Lane, 11.00 ' Travel Lanez 11.00 Bike Lane 5.00 Median 6.00 ' Sidewalk 6.00 Other Lanes 0.00 Total Width 39.00 feet Length between CB's 200.00 feet Held by SL,150' max for less than 1% Area 7800.0 SF ' Area 0.1791 Acres 0.0918 Ac Landscaped Qroad 0.51 cfs 0.2709 Ac Total Qbypass 0.14 cfs Qtotal 1 0.65 Jcfs y� c _ �� �' �.,k s �y anyy Depth of Flow N h 5 3 \S � 13lb 3 �k��L�'�tt•.�1� � � �• .�-- % .n. ' ' £td , s �. .,?��,�3,4.r1.. d = [Q*St/(37' (SX0.5)]A(3/8) ' d=depth of flow at face of curb 0.13 ft 1.52 inches Q=the gutter discharge 0.65 cfs SL=the longitudinal slope of the gutter 0.0075 ft/ft St=the superelevation slope 0.020 ft/ft Zd=the top width of the flow prism 6.34 1 ft d(tw) = 0.3216 inches OK Check'Width req'd from face of curb 10.50 OK n a :�Bypas$ Flow ; � Ix� , 3 � k � .,. . QBP = Q * L(Zd-GW)/Zd]A(8/3) Zd=the top width of the flow prism 6.34 ft ' GW=width of grate inlet perp to flow 1.67 ft Vaned Grate Q=the gutter discharge 0.65 cfs Q BP=portion of flow outside grate 0.29 cfs 0:\2004\FAPWT-04-032\ENGR\Civil\Drainage\Gutter Analysis\Duvall_Gutter_Analysis new06-21-05.xls Sheet: May Creek-Gutter Flow Page 2 of 12 Zd=Width ' 9d(t @curb w)=depth @edge of travelled way 52, .. For, So teFoac kr 144�4 .54to 202+56., E L7 � Q =CIA C 0.90 pg 2-11 WSDOT Hyd Manual, 1997 1 Seattle m = 6.89 25-Yr MRI 7.88 50-YR MRI n = 0.539 25-Yr MRI 0.545 50-YR MRI ' Tc 5.00 min I = m/(Tc)^n 2.89 in/ hour 3.28 in/ hour Runoff Coef Adjustment Factor 1.10 10% Safety Factor Area (pavement) Width Travel Lane, 11.00 ' Travel Lanez 11.00 Bike Lane 5.00 Median 6.00 Sidewalk 6.00 Other Lanes 0.00 Total Width 39.00 feet Length between CB's'' 150.00 feet Held by St_,150' max for less than 1% Area 5850.0 SF Area 0.1343 Acres 0.0689 Ac Landscaped Qroad 0.38 cfs 0.2032 Ac Total Qbypass 0.29 cfs ' Qtotal 0.67 cfs c rc � rx t? a 3 Depth of Flow' �� f F � N 3 ., A . ... _ . 9,. �. d = [Q*St/(37* (SX0.5))A(3/8) id=depth of flow at face of curb 0.13 ft 1.54 inches Q=the gutter discharge 0.67 cfs SL=the longitudinal slope of the gutter 0.0075 ft/ft St=the superelevation slope 0.020 ft/ft Zd =the top width of the flow prism 6.42 ft d(tw) = 0.3410 inches OK Check Width req'd from face of curb 10.50 OK Bypass Flow / QBP - Q * 1 Zd-GW)/Zd]A(8/3) Zd=the top width of the flow prism 6.42 ft ' GW=width of grate inlet perp to flow 1.67 ft Vaned Grate Q=the gutter discharge 0.67 cfs Q Bp=portion of flow outside grate 0.30 cfs 0:\2004\FAPWT-04-032\ENGR\Civil\Drainage\Gutter Analysis\Duvall_Gutter_Analysis new06-21-05.xis Sheet: May Creek-Gutter Flow Page 3 of 12 Gutter Flow: :Duvall Ave/Coal Creek,Parkway Basin B1 Zd=Width d=depth @ curb d(tw)=depth @edge of travelled way STA 19442:54#o� 020..--- For Each Side of the Roadway MC 7&x3 Q = CIA C 0.90 IP9 2-11 WSDOT Hyd Manual, 1997 1 Seattle m = 6.89 25-Yr MRI 7.88 50-YR MRI n = 0.539 25-Yr MRI 0.545 150-YR MRI ' Tc 5.00 min I = m/(Tc)^n 289 in/hour 3.28 in/ hour Runoff Coef Adjustment Factor 1.10 10% Safety Factor ' Area (pavement) Width Travel Lane, 11.00 Travel Lane2 11.00 Bike Lane 5.00 Median 6.00 Sidewalk 6.00 Other Lanes 0.00 Total Width 39.00 feet Length between'CB's 150.00 feet. Held by SL,150' max for less than 1% Area 58500 SF Area 0.1343 Acres 0.0689 Ac Landscaped Qroad 0.38 cfs 0.2032 Ac Total Qbypass 0.30 cfs ' Qtotal 0 69 cfs .Depth of.Flout =� �� � �_ � � � fi.�.��,1�....r.: ��.3E., . s��� . __ ., �. d = [Q*St/(37 *(SL)A0.5)]A(3/8) ' d=depth of flow at face of curb 0.13 ft 1.55 inches Q=the gutter discharge 0.69 cfs SL=the longitudinal slope of the gutter 0.0075 ft/ft St=the superelevation slope 0.020 ft/ft Zd=the top width of the flow prism 6.47 ft d(tw) = 0.3525 inches OK Check, Width req'd from face of curb 10.50 OK Bypass Flow, ' QBP = Q * ( Zd-GW)/Zd)A(8/3) Zd=the top width of the flow prism 6.47 ft GW=width of grate inlet perp to flow 1.67 ft Vaned Grate Q=the gutter discharge 0.69 cfs Q BP=portion of flow outside grate 0.31 cfs 0:\2004\FAPWT-04-032\ENGR\Civil\Drainage\Gutter Anal ysis\DuvaII_Gutter_AnaIysis new06-21-05.xis Sheet: May Creek-Gutter Flow Page 4 of 12 ' utter'Fiow': ©uva11,Ave/Coal Creek Parkwaj Zd=Width d=depth @ curb nii h @ edge of y STA 19 +42:54 t>3 2(T4S �... ..Fo� Each„S�de .,. M � . Q =C I A C 0.90 pg 2-11 WSDOT Hyd Manual, 1997 1 Seattle m = 6.89 25-Yr MRI 7.88 50-YR MRI n = 0.539 25-Yr MRI 0.545 50-YR MRI ' Tc 5.00 min I = m/(Tc)^n 2.89 in/ hour 3-287in/ hour Runoff Coef Adjustment Factor 1.10 10% Safety Factor Area (pavement) Width Travel Lane, 11.00 ' Travel Lane2 11.00 Bike Lane 5.00 Median 6.00 Sidewalk 6.00 Other Lanes 0.00 Total Width 39.00 feet Length between CB's 150,00 feet Held by Su,150' max for less than 1% Area 5850.0 SF Area 0.1343 Acres 0.0689 Ac Landscaped Qroad 0.38 cfs 0.2032 Ac Total Qbypass 1 cfs Qtotal PL�OR 9 cfs +2 w. I a '.�" l '` Depth of Flow � �` " ` ' ?a"Nwl L s:3- s �.:...,,ii..�a�,,.�,.,,..„_...�` .,.._.,., ..m..aa.,�m. �•, ...�. ,.,.. d = [Q*St/(37 " (SX0.5AA(3/8) d=depth of flow at face of curb 0.13 ft 1.56- Inches Q=the gutter discharge 0.69 cfs ' SL=the longitudinal slope of the gutter 0.0075 ft/ft St=the superelevation slope 0.020 ft/ft Zd=the top width of the flow prism 1 6.50 ft d(tw) = 0.3594 inches OK Check Width req'd from face of curb 10.50 OK Bypass Flow k c *' N3AN ... 'r, riaaNN QBP — Q * I( Zd-GW)/Zd]A(8/3) Zd=the top width of the flow prism 6.50 ft ' GW=width of grate inlet perp to flow 1.67 ft Vaned Grate Q=the gutter discharge 0.69 cfs Q Bp=portion of flow outside grate 0.31 cfs O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\Gutter Analysis\Duvall_Gutter_Analysis new06-21-05.xls Sheet: May Creek—Gutter Flow Page 5 of 12 M Gutter Flow. Duvall Ave/Coal Creek Park�ti � � ,�nA y � r w , Zd=Width d=depth @curb d(tw)=depth @edge of travelled way STA 202+50' to 204+59-...West side,-, Roadway transitions 2 6°lo;East side flows t oz west side] P r Q= C I A ' C 0.90 pg 2-11 WSDOT Hyd Manual, 1997 1 Seattle m = 6.89 25-Yr MRI 7.88 50-YR MRI n = 0.539 25-Yr MRI 0.545 50-YR MRI Tc 5.00 min I = m/(Tc)^n 2.89 in/ hour 3,28 in/ hour Runoff Coef Adjustment Factor 1.10 10% Safety Factor Area (pavement) Width Travel Lane, 11.00 ' Travel Lane2 11.00 Bike Lane 5.00 Median 6.00 Sidewalk 6.00 Other Lanes 39.00 Total Width 78.00 feet Length between CB's 150.00 feet Held by SL,150' max for less than 1% Area 11700.00 SF Area 0.2686 Acres 0.0689 Ac Landscaped Qroad 0,77 cfs 0.3375 Ac Total Qbypass 0.14 cfs Qtotal 0.91..r•; rV'S?T+ cf,s }Jr, £ � ���' 1NNOx u � 1Deptof 3� d = [Q*St/ (37 *(SL)A0.5)]A(3/8) d=depth of flow at face of curb 0.'186 ft 2.24 inches Q=the gutter discharge 0.91 cfs ' SL=the longitudinal slope of the gutter 0.0075 ft/ft St=the superelevation slope 0.040 ft/ft(avg cross slope) Zd =the top width of the flow prism 4.66 ft d(tw) = 0.0000 inches OK Zd < Bike Lane Width Check Width req'd from face of curb 10.50 OK Bypass Flow QBP = Q * I( Zd-GW)/Zd)A(8/3) Zd=the top width of the flow prism 4.66 ft ' GW=width of grate inlet perp to flow 1.67 ft Q=the gutter discharge 0.91 cfs Q BP=portion of flow outside grate 0.28 cfs 0:\2004\FAPWT-04-032\ENGR\Civil\Drainage\Gutter Analysis\Duvall_Gutter_Analysis new06-21-05.xis Sheet: May Creek-Gutter Flow Page 6 of 12 Zd=Width d=depth @ curb d(tw)=depth @ edge of travelled way STA 204+59 to 205+22-,-Full Super,flowseet��` Q= CIA C 0.90 pg 2-11 WSDOT Hyd Manual, 1997 1 Seattle m = 6.89 25-Yr MRI 7.88 50-YR MRI n = 0.539 25-Yr MRI 0.545 50-YR MRI Tc 5.00 min I = m/(Tc)^n 2.89 in/hour 3.28 in/ hour Runoff Coef Adjustment Factor 1.10 10% Safety Factor Area (pavement) Width Travel Lane, 11.00 Travel Lanez 11.00 Bike Lane 5.00 Median 6.00 Sidewalk 6.00 Other Lanes 39.00 Total Width 78.00 feet Length between CB's 150.00 feet Held by SL,150' max for less than 1% Area 11700.00 SF Area 0.2686 Acres 0.0689 Ac Landscaped Qroad 0.77 cfs 0.3375 Ac Total Qbypass 0.28 cfs Qtotal 1.05 cfs Depth of Flow . . _. d = [Q*St/(37 *(SL)A0.5)]A(3/8) d =depth of flow at face of curb 0.229 ft 2.75 inches Q=the gutter discharge 1.05 cfs SL=the longitudinal slope of the gutter 0.0075 ft/ft St=the superelevation slope 0.060 ft/ft Zd=the top width of the flow prism 3.81 ft d(tw) = 0.0000 inches OK Zd < Bike Lane Width Check Width req'd from face of curb 10.50 OK Bypass Flow y} ��A �� ` 3 � ,.._.., u,.u , .� .� QBP Q *[( Zd-GW)/Zd]^(8/3) Zd=the top width of the flow prism 3.81 ft ' GW=width of grate inlet perp to flow 1.67 ft Use rotated Grate Inlet Type 2 Q=the gutter discharge 1.05 cfs Minimizes by pass flow Q BP=portion of flow outside grate 0.225 cfs 0:\2004\FAPWT-04-032\ENGR\Civil\Drainage\Gutter Analysis\Duvall_Gutter_Analysis new06-21-05.xls Sheet: May Creek-Gutter Flow Page 7 of 12 Gutter Flow: Duvall Ave/Coal Creek Parkway Basin B1 Zd=Width d=depth @ curb d(tw)=depth @edge of travelled way STA "205+22 to 209+� Full'SuperF#lows west, change in longitudinal slope . .___ h.. Q= CIA C 0.90 pg 2-11 ADOT Hyd Manual, 1997 1 Seattle m = 6.89 25-Yr MRI 7.88 50-YR MRI n = 0.539 25-Yr MRI 0.545 50-YR MRI Tc 5.00 min I = m/(Tc)^n 2.89 in/ hour 3.28 in/hour Runoff Coef Adjustment Factor 1.10 10% Safety Factor Area (pavement) Width Travel Lane, 11.00 Travel Lane2 11.00 Bike Lane 5.00 Median 6.00 Sidewalk 6.00 Other Lanes 39.00 Total Width 78.00 feet Length between CB's 300.00 feet Held by SL,300' max for grades 3-6% Area 23400.00 SF Area 0.5372 Acres 0.1377 Ac Landscaped Qroad 1.54 cfs 0.6749 Ac Total Qbypass 0.225 cfs Qtotal 176 cfs Depth of ..,zo3919 � d = [Q*St/(37* (SL)A0.5))A(3/8) d=depth of flow at face of curb 0.192 ft 2.30 inches Q=the gutter discharge 1.76 cfs SL=the longitudinal slope of the gutter 0.0544 ft/ft St=the superelevation slope 0.060 ft/ft Zd=the top width of the flow prism 3.20 ft d(tw) = 0.0000 inches OK Zd < Bike Lane Width Check Width req'd from face of curb 10.50 OK Bypass Flow QBP = Q * ( Zd-GW)/Zd)A(8/3) Zd=the top width of the flow prism 3.20 ft GW=width of grate inlet perp to flow 1.67 ft Q=the gutter discharge 1.76 cfs Q BP=portion of flow outside grate 0.247 cfs 0:\2004\FAPWT-04-032\ENGR\Civil\Drainage\Gutter Analysis\Duvall_Gutter_Analysis new06-21-05.xls Sheet: May Creek—Gutter Flow iPage 8 of 12 Gutter Flow: Duvall Ave/Coal Creek Parkwa Y Basin 61i'' Zd=Width d=depth @curb d(tw)=depth @edge of travelled way STA 209+18 to 211+26---(Transitions 6-0%,East side flows to west side) v W , Q = CIA C 0.90 Ipg 2-11 WSDOT Hyd Manual, 1997 1 Seattle m = 6.89 25-Yr MR 7.88 50-YR MRI n = 0.539 25-Yr MR 0.545 50-YR MRI Tc 5.00 min I = m/(TC)^n 2.89 in/ hour 3.28 in/ hour Runoff Coef Adjustment Factor 1.10 10% Safety Factor Area (pavement) Width Travel Lane, 11.00 Travel Lane2 11.00 Bike Lane 5.00 Median 6.00 Sidewalk 6.00 Other Lanes 39.00 Total Width 78.00 feet Length between CB's 300.00 feet Held by SL,300' max for grades 3-6% Area 23400.00 SF Area 0.5372 Acres 0.1377 Ac Landscaped Qroad 1.54 cfs 0.6749 Ac Total Qbypass 0.25 cfs Qtotal 1 79 cfs VIP Depth of Flowtl l rc ..d„ a I`�s. . ��r d = [Q*St/(37 * (SL)A0.5)�A(3/8) d =depth of flow at face of curb 0.149 ft 1.78 inches Q=the gutter discharge 1.79 cfs SL=the longitudinal slope of the gutter 0.0544 ft/ft St=the superelevation slope 0.030 ft/ft (avg cross slope) Zd=the top width of the flow prism 4.96 ft d(tw) = 0.0000 inches OK Zd < Bike Lane Width Check Width req'd from face of curb 10.50 OK Bypass Flow ,....a.._ �I. ; .. ,� ,__ � � ,, ....� ,... QBP = Q * ( Zd-GW)/Zd]A(8/3) Zd =the top width of the flow prism 4.96 ft GW =width of grate inlet perp to flow 1.67 ft Q=the gutter discharge 1.79 cfs Q Bp=portion of flow outside grate 0,597 cfs 0:\2004\FAPWT-04-032\ENGR\Civil\Drainage\Gutter Analysis\Duvall_Gutter_Analysis new06-21-05.xis Sheet: May Creek-Gutter Flow Page 9 of 12 Gutter Flow: Duvall Ave/Coal Creek Parkway g �� :Basin"B1 Zd=Width d=depth @ curb d(tw)=depth @edge of travelled way rSTA 211+26 to 214+37---(Transitions 0-6%, West side flows to East side)., Q = CIA C 0.90 Ipg 2-11 WSDOT Hyd Manual, 1997 1 Seattle m = 6.89 25-Yr MR 7.88 50-YR MRI n = 0.539 25-Yr MR 0.545 50-YR MRI Tc 5.00 min I = m/(Tc)An 2.89 in/ hour 3.28 in/ hour Runoff Coef Adjustment Factor 1.10 10% Safety Factor Area (pavement) Width Travel Lane, 11.00 Travel Lane2 11.00 Bike Lane 5.00 Median 6.00 Sidewalk 6.00 Other Lanes 39.00 Total Width 78.00 feet Length between CB's 300.00 feet Held by St-,300' max for grades 3-6% Area 23400.00 SF Area 0.5372 Acres 0.1377 Ac Landscaped Qroad 1.54 cfs 0.6749 Ac Total Qbypass 0.597 cfs Qtotal 1 214 Icfs Depth of Flow d = [Q"St/(37 * (SL)^o.5)]n(3/8) d=depth of flow at face of curb 0.159 ft 1.91 inches Q=the gutter discharge 2.14 cfs SL=the longitudinal slope of the gutter 0.0544 ft/ft St=the superelevation slope 0.030 ft/ft (avg cross slope) Zd=the top width of the flow prism 5.30 ft d(tw) = 0.1086 inches OK Check Width req'd from face of curb F 10.50 OK Bypass Flow a ,.. U g , 1 QBP — Q [( Zd-GW)/Zd]^(8/3) Zd=the top width of the flow prism 5.30 ft GW=width of grate inlet perp to flow 1.67 ft Q=the gutter discharge 2.14 cfs Q Bp=portion of flow outside grate 0.779 cfs O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\Gutter Analysis\Duvall_Gutter_Analysis new06-21-05.xis Sheet: May Creek—Gutter Flow Page 10 of 12 Gutter Flow: Duvall Ave/Coal Creek Parkway , Basin Zd=Width 1 d=depth @ curb d(tw)=depth @edge of F-I travelled way STA 214+37 to 217+45---Full Super, begin 3'median Q = CIA C 0.90 pg 2-11 WSDOT Hyd Manual, 1997 I Seattle m = 6.89 25-Yr MRI 7.88 50-YR MRI n = 0.539 25-Yr MRI 0.545 50-YR MRI Tc 5.00 min I = m/(Tc)^n 2.89 in/ hour 3.28 in/ hour Runoff Coef Adjustment Factor 1 1.10 10% Safety Factor Area (pavement) Width Travel Lane, 11.00 Travel Lane2 11.00 Bike Lane 5.00 Median 1.50 Sidewalk 6.00 Other Lanes 34.00 5.5' SW LT Total Width 68.50 feet Length between CB's 300.00 feet Held by SL,300' max for grades 3-6% Area 20550.00 SF Area 0.4718 Acres 0.1377 Ac Landscaped Qroad 1.35 cfs 0.6095 Ac Total Qbypass 0.78 cfs Qtotal 213 Jcfs Depth of Flow d = [Q*St/ (37 " (SL)A0.5))A(3/8) d =depth of flow at face of curb 0.2061 ft 2.47 inches Q=the gutter discharge 2.13 cfs SL=the longitudinal slope of the gutter 0.0544 ft/ft St=the superelevation slope 0.060 ft/ft d(tw) = 0.0000 inches OK Zd=the top width of the flow prism 3.43 ft Zd < Bike Lane Width Check Width req'd from face of curb 10.50 OK BBypass Flow ' yP QBP = Q l Zd-GW) /Zd)A(8/3) Zd=the top width of the flow prism 3.43 ft GW =width of grate inlet perp to flow 1.67 ft Q=the gutter discharge 2.13 cfs Q BP=portion of flow outside grate 0.361 cfs 0:\2004\FAPWT-04-032\ENGR\Civil\Drainage\Gutter Analysis\Duvall_Gutter_Analysis new06-21-05.xis Sheet: May Creek-Gutter Flow Page 11 of 12 Gutter Flow: Duvall Ave/Coal Creek Parkway Basin B1 Zd=Width 1 d=depth @ curb d(tw)=depth @ edge of travelled way STA 217+45 to 2118+50 ---Transitioning 6%to 3%super(existing) Q = CIA C 0.90 Ipg 2-11 WSDOT Hyd Manual, 1997 1 Seattle m = 6.89 25-Yr MRI 7.88 50-YR MRI n = 0.539 25-Yr MRI 0.545 50-YR MRI Tc 5.00 min I = m/(Tc)^n 2.89 in/ hour 3.28 in/ hour Runoff Coef Adjustment Factor 1.10 10% Safety Factor Area (pavement) Width Travel Lane, 11.00 Travel Lane2 11.00 Bike Lane 5.00 Median 1.50 Sidewalk 6.00 Other Lanes 34.00 Total Width 68.50 feet Length between CB's 300.00 feet Held by Su,300' max for grades 3-6% Area 20550.00 SF Area 0.4718 Acres 0.1377 Ac Landscaped Qroad 1.35 cfs 0.6095 Ac Total Qbypass 0.36 cfs Qtotal 1.71 cfs Depth of Flow d = [Q`St/ (37 * (SL)Ao.5))A(3/8) d=depth of flow at face of curb 0.170 ft 2.05 inches Q=the gutter discharge 1.71 cfs SL=the longitudinal slope of the gutter 0.0544 ft/ft St=the superelevation slope 0.045 ft/ft (avg cross slope) Zd=the top with of the flow prism 3.79 1 ft d(tw) = 0.0000 inches OK Zd < Bike Lane Width Check Width req'd from face of curb 10.50 OK Bypass Flow QBP = Q *[ ( Zd-GW)/Zd)A(8 3) Zd=the top width of the flow prism 3.79 ft GW=width of grate inlet perp to flow 1.67 ft Q=the gutter discharge 1.71 cfs Q 6P=portion of flow outside grate 0.363 cfs O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\Gutter Analysis\Duvall_Gutter_Analysis new06-21-05.xis Sheet: May Creek-Gutter Flow Page 12 of 12 r r t Conveyance Calculations Subbasin B1 (Offsite) f Appended on: 09:55:28 Friday, September 02, 2005 File Location: 0:\20041FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\May Creek_NEW_02_01_05.wwk Layout Report: MC Off-site lEvent Precip (in) other v=1.0000 ' 2 year .2.1000 1 y r 3.0000 25 year 3.6000 100 year 4.0000 Reach Records Record Id: CB-MCF 01 -._ ,Section Shape iCircular [Uniform Flow Method: Manning's Coefficient: 0.0120 !Routing Method: ITravel.Time Translation,Contributing Hyd _ i DnNode IMCF MHl UpNode 1CB-MCF 001 j jMaterial ISmooth CDEP Size 12" Diam En L es ;Groove End w/Headwall !Length 144.1500 ft ,Slope 11.00% Up Invert420.7500 ft Dn Invert 420.3085 ft f ! 6 iConduit Constraints [Min Vel.Max Vel !Min Slope Max Slope;Min Cover €2.00 ft/s 15.00 ft/s 10.50/0 2.00/o 13.15 ft ___ .. __- __ .......... Drop across MH 0.0000 ft Ex/Infd Rate 0.0000 in/hr Up Invert 420.3085 ft Dn Invert 420.7500 ft O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\MayCreek_Offsite_StormShed_Rprt.doc Friday, September 02, 2005 Pagel of 29 Record Id: CB-MCF 02 ,S ction Shape: _Circular , Uniform Flow Method: Manning's Coefficient: 0.0120 Routing Method: 'Travel Time Translation Contributing Hyd l _ , lDnNode ;MCF MH4 UpNode CB-MCF 002 -I. Material !Smooth CDEP ISize 12" Diam !Ent Losses !Square Edge w/Headwall 3 1 Length 143.6600 ft 'Slope 3.00% (Up Invert 1419.5000 ft ,Dn Invert 418.1902 ft !Conduit Constraints mm _ E ! !Min Vel'Max Vel 'Min Slope;Max Slope Min Cover + E2.00 ft/s';15.00 ft/s'l0.50% 2.00% 3.50 ft [Drop across MH 10.0000 ft ,Ex/Infil Rate 0.0000 in/hr jUp Invert 1418.1902 ft I,Dn Invert 419.5000 ft Record Id: CB-MCF 03 jSection Shape !Circular ;Uniform Flow Method: FMann S'- Coefficient: 0.0120 Routing Method: 1Travel Time Translation!Contributing Hyd; 1DnNode iCB-MCF 004 VpNode CB-MCF 003' Material ,Smooth CDEP Size 12" Diam !Ent LossesGroove End w/Headwall !Length42.6600 ft Slope Up Invert 1421.2394 ft On Invert '420.8128 ft i EConduit Constraints f !Mm Ve1;Max Vet ;Min Slope Max Slope',[Min Cover; 2.00 ft/s 15.00 ft/s 10 50%0 2 00% 12.00 ft _ __._.._.._._..._ .................._._. Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr 'a U Invert 420.8128 ft Dn Invert 421.2394 ft j.__.p EMatch inverts. ...... ............ ........ :_ O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\MayCreek_Offsite_StormShed_Rprt.doc Friday, September 02, 2005 Page 2 of 29 Record id: CB-MCF 04 Section Shape: Circ a jUniform Flow Method: Manning's Coefficient: 0.0120 Routing Method: Travel Time Translation Contributing Hyd, IDnNode MCF MH5 U N p ode `CB-MCF 004 Material jSmooth CDEP :Size 18" Diam lEnt Losses Groove End w/Headwall Length „63.4700 ft ;Slope 1.00% ___... --_ .._..... ___ Up Invert '420.8128 ft Dn Invert 1420.1781 ft Conduit Constraints j fM Vm el'Max Vel ,Min Slope Max Slope rMin Cover ''i 00 ft/s ''15 00 ft/s`0.50% 12.00% 2.00 ft�� jDrop across MH 10.0000 ft 'Ex/Infd Rate 0.0000 ln/hr I Up Invert 1420.1781 ft Dn Invert ,420.8128 ft ;Match inverts. j Record Id: CB-MCF 05 !Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0120 Routing Method: jTravel Time Translation'Contributing Hyd. DnNode 'CB-MCF 006 UpNode CB-MCF 005 ;Material ISmooth CDEP Size 18" Diam Ent Losses !Groove End w/Headwall Length 146.8100 ft Slope Up^Invert ,421.0003 ft Dn Invert 1420.7662 ft Conduit Constraints t,Min Vel IMax Vel Min Slope Max Slope Min Cover: j2 00 ft/s 15 00 ft/s 0 50% 2 00% 12 00 ft jDrop across MH 0.0000 ft _ Ex/Infil Rate ;0.0000 in/hr ._._..�..___ Up Invert 420.7662 ft Dn Invert 421.0003 ft IMatch inverts. 0:12004\FAPWT-04-0321ENGR1CivillDrainagelStormSHedlMayCreek_Offsite_StormShed_Rprt.doc Friday, September 02, 2005 Page 3 of 29 Record Id: CB-MCF 06 (Section Shape: jCirc 1 Uniform Flow Method:,Manning's \Coefficient: 0.0120 'Routing Method: 'Travel Time Translation:Contributing Hyd I iDnNode JMCF MH6 UpNode ;CB-MCF 0061 {Material ,Smooth CDEP Size 18" Diam 'Ent Losses jGroove End w/Headwall ,Length 178.1000 ft ;Slope 3.00% Up Invert ;420.7662 ft ,Dn Invert 418.4232 ft 3 Conduit Constraints x__el ,-:----_ Min Vel Max Vel Min Slope Max Slope;Min Cover; 2.00 ft/s' 15.00 ft/s'10 50% 1.00% 2.00 ft .....- 1 ;Drop across MH 10.0000 ft Ex/Infd Rate 0.0000 in/hr iUp Invert 418.4232 ft Dn Invert 420.7662 ft ;Match inverts. .......... Record Id: CB-MCF 07 ;Section Shape: 'Circular \Uniform Flow Method: Manning's Coefficient: 0.0120 ;Routing Method: Travel Time Translation Contributing Hyd DnNode IMCF MH6 UpNode CB-MCF 007,1 {Material jSmooth CDEP Size 12" Diam jEnt Losses ,Groove End w/Headwall Length 138.7500 ft Slope Up Invert 41 500 ft Dn Invert 414.2000 ft Conduit Constraints ;Min Vel Max Vel 'Min Slope,Max Slope?Min Cover 2.00 ft/s 15.00 ftls0.50% '2.00% 3.59 ft j jDrop across MH ,0.0000 ft :Ex/Infil Rate '0.0000 in/hr IMatch Up Invert 142 'D 000 ft n Invert 415.7500 ft inverts. 0:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\MayCreek_Offsite_StormShed_Rprt.doc Friday, September 02, 2005 Page 4 of 29 Record Id: CB-MCF 08 !Section Shape: -Circular Uniform Flow Method: iManning's ECoefficient: 0.0120 j lRouting Method: 'Travel Time TranslationContributing Hyd. 1DnNode 'MCF M117 'UpNode CB-MCF 008, ;Material ,Smooth CDEP -Size :12" Diam E (Ent Losses !Groove End w/Headwall ,Length 41.40 00 ft !Slope 5.00% Up Invert _416.2500 ft Dn Invert _ 414.1800 ft Conduit Constraints 'Min Vet Max Vel Min Slope Max Slope Min Cover; 2.00 ft/s' 15 00 ft/s, 0 50% 2.00% 3.89 ft =_ ---------- Drop across MH - 10.0000 ft � Ex/Infil Rate 0.0000 in/hr jUp-Invert WYLLY V� ,414.1800 ft :Dn Invert 416.2500 ft Match inverts. I Record Id: CB-MCF 09 'Section Shape: Circular !Uniform Flow Method. !Manning's Coefficient: 0.0120 Routing Method ,Travel Time Translation Contributing Hyd, ................................. iDnNode 'MCF M118 ;UpNode CB-MCF 009' ,Material 'Smooth CDEP Size 12" Diam 'Ent Losses [Groove End w/Headwall ELength 54.2500 ft ;;Slope 'Up Invert ,413.0000 ft Dn Invert 411.9150 ft !!Conduit Constraints Mm Vel Max Vel Min Slope 4Max Slope 3Min Cover, t1.2.00 ft/s .15.00 ft/s=0 50% 32.00% 3.00 ft Drop across MH 10 0000 ft Ex/Inrd Rate 0.0000 m/hr 'Up Invert 1411.9150 ft Dn Invert 413.0000 ft ? O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\MayCreek_Offsite_StormShed_Rprt.doc Friday, September 02, 2005 Page 5 of 29 Record Id: CB-MCF 10 Section Shape: ;Circular _ __ - _ Uniform Flow Method. lManning's Coefficient: !0.0120 (Routing Method: Travel Time Translation Contributing Hyd DnNode MCF MH8 UpNode CB-MCF 010' 'Material ;Smooth CDEP (Size 12" Diam ;Ent Losses !Groove End w/Headwall ILength 142.3300 ft Slope 12.00% Vp Invert ,415.6200 ft Dn Invert 414.7734 ft _ ____�_____ __ _ _-..--:�___ lConduit Constraints 14in Vel Max Vel-;Min S1opeMax Slope Min Cover; �2 06 ws 15.00 ft/s 0 50% z2 00% „2.00 ft I 'Drop across MH io.0000 ft Ex/Infd Rate !0.0000 in/hr jUp Invert ?414.7734 ft Dn Invert 415.6200 ft Record Id: CB-MCF 11 !Section Shape: 'Circular EUniform Flow Method: IManning's :Coefficient: �0.0120 i —---_---------- ___ !Routing Method: ;Travel Time Translation Contributing Hyd j DnNode 'MCF MH9 ,UpNode CB-MCF 011 ' !Material 'Smooth CDEP Size 12" Diam ,Ent Losses 'Groove End w/Headwall �l jLength 51.8000 ft Slope 3.00% Up Invert 1411.8000 ft 1Dn Invert ;410.2460 ft Conduit Constraints IMin Vel Max Vel ;Min Slope;Max Slope Min Cover 12.00 ft/s 15 00 ft/s 0 50% 18.00% 1.00 ft '. .............. Drop across MH 10.0000 ft Ex/Infil Rate 0.0000 in/hr Vp Invert ;410 2460 ft Dn Invert 4118000 ft O:\2004\FAPWT-04-032\ENGR\CivihDrainage\StormSHed\MayCreek_Offsite_StormShed_Rprt.doc Friday, September 02, 2005 Page 6 of 29 Record Id: CB-MCF 12 !Section Shape: ;Circular !,Uniform Flow Method:Mamm�g's ;Coefficient: 10.0120 Routing Method: Travel Time Translation Contributing Hyd M IDnNode CF MH9 UpNode CB-MCF 012 ;Material ;Smooth CDEP ISize 12" Diam !Ent Losses ;!Groove End w/Headwall !Length 14 3 0 ft ,Slope Up Invert 411.8000 ft Dn Invert 410.8494 ft !Conduit Constraints Min Vel;Max Vel ,Min Slope'Max Slope!Min Cover 1 !'2 00 ft/s 15.00 ft/s 0 50% 2 00% 12 00 ft !Drop across MH 1 0.0000 ft Ex/Infil Rate 10.0000 in/hr Up Invert 410.8494 ft Dn Invert 411.8000 ft ;Match inverts. Record Id: CB-MCF EX23RDA Section Shape: !Circular !Uniform Flow Method: IManning's jCoefficient: 10.0120 Travel Time iContributin I Routing Method: ! g _ Translation iHyd MCF__ DnNode JCS-MCF 003 1UpNode CEx23RDA jMaterial ;Smooth CDEP _�_��___. _ _ 12 Diam ;Ent Losses jGroove End w/Headwall Le 80.0300 ft !Slope 12.00% jUp Invert 1422.8400 ft !Dn Invert ,4 12394 ft jConduit Constraints Min Vel Max Vel ;Min Slope j x Slope;Min Cover 12.00 ft/s 15.00 ft/s 10 50% 12.00% 4.10 ft 3 Drop across MH !0.0000 ft fEx/Infil Rate 10.0000 in/hr !_ P (� 8400 ___., U Invert 421.2394 ft Dn Invert 24 2. ft !Match inverts. 0:120041FAPWT-04-0321ENGRICivil\Drainage\StormSHedlMayCreek_Offs ite_StormShed_Rprt.doc Friday, September 02, 2005 Page 7 of 29 Record Id: CB-MCF EX23RDB !Section Shape:,.,. Circular !Uniform Flow ;Method: Manning's {Coefficient: 0.0120 _ Travel Time Contributin Routing Method: g; Translation IHyd jDnNode ?CB-MCF 004 1UpNode ICB-MCF EX23RDB Material (Smooth CDEP ISize 12" Diam Ent Losses !Groove End w/Headwallength i107.1000 ft Slope 50% Up Invert 1423.5400 ft 'Dn Invert 1420.8625 ft Conduit Constraints ,M V:Max Vel Min Slope'Max Slope BMin Cover � 12.0 f 15.00 ft/s b.50% 12.00% 10.15 ft Drop across MH 0.0000 ft !E Rate 10.0000 in/hr } GUp Invert 420ft IDn Invert ,423.5400 ft (Match inverts. ! Record Id: CB-MCF EX24THa !Section Shape: (Circular ;Uniform Flow FManning's Coeffieient: 10.0120 (Method: I ;Contributing Routing Method: Travel Time Translation Hyd jDnNode GCB-MCF 005 jUpNode CB-MCF EX24TRA Material _ _ Smooth CDEP {Size 12" Diam ,Ent Losses !Groove End w/Headwall l Length 158 0000 ft [slope €1.10% �Up Invert ;4216400 ft 1Dn Invert 42 03 ft !Conduit Constraints ',Min Vel Max Vel ,Min Slope!Max Slope!Min Cover f ft/s `2.00°�2.00 ft ,2.00 ft/s 15.00 t/ /o„ � !Drop across MH 10.0000 ft IEx/Infd Rate F 000 in/hr 1 U�rt 421.0003 ft Dn Invert 1421.6400 ft Match inverts. O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\MayCreek_Offsite_StormShed_Rprt.doc Friday, September 02, 2005 Page 8 of 29 Record Id: CB-MCF EX24THb ,Section Shape: Circular [Uni •form Flow m ;Method• Manng's Coefficient: 10.0120�__ I ____.._..._._._._. _ ........_._ 1 Travel Time Contributing Routing Method: Method: ,Translation [Hyd _ m ,GCB-MCF 'DnNode CB-MCF 006 UpNode .EX24THb Material :Smooth CDEP Size '12" Diam j jEnt Losses Groove End w/Headwall length 423.7400 ft „Slope 1.01% jUp Invert 425.2200 ft iDn Invert 1420.9233 ft ' ;Conduit Constraints jMin Vel,Max Vel 'MinSlope Max Slope Min Cover __�_�12.00 ft/s 15.00 ft/s 0.50% 2.00% 2.00 ft jDrop across MH 0.0000 ft jEx/Infil Rate 10.0000 in/hr [ jUp Invert 420.9233 ft On Invert 425.2200 ft }Match inverts. I Record Id: MH-MCF 01 ;Section Shape: ICircular !Uniform Flow Method: anning's Coefficient: i 0.0120 _.__ _._ jRouting Method: jTravel Time Translation Contributing Hyd`, _._ jDnNode MCF MH3 UpNode MCF MH1 ;Material ;Smooth CDEP Size :121' Diam ,En Losses ;Groove End w/Headwall ,Length 177.2800 ft Slope jUp Invert 420 3085 ft Dn Invert 419 9221 ft ____ _.... jConduit Constraints Min Vel Max Vel Alin Slope IMa p;Min Cover! j _ 2 00 ft/s 15.00 ft/s '0.50% 12.00% 2.00 ft j jDrop across MH 10.0000 ft Ex/Infil Rate 10.0000 in/hr' jUp Invert 3419.9221 ft iDn Invert 420.3085 ft O:\2004\FAPWT-04-032\ENGR\CivillDrainage\StormSHed\MayCreek_Offsite_StormShed_Rprt.doc Friday, September 02, 2005 Page 9 of 29 Record Id: MH-MCF 02 'Section Shape: 'Circular UUniform Flow Method: Manning's Coefficient: 0.0120 !Routing Method: 'Travel Time Translation Contributing Hyd F IDnNode 1MCF MH3 UpNode MCF MH2 ;Material 'Smooth CDEP ;Size 12" Diam ;Ent Losses 'Groove End w/Headwall ! !Length 28 1600 ft 'Slope `1.00% _ ................... . ;Up Invert 422.9600 ft Dn Invert .422.6784 ft ._._.....�_, €!Conduit Constraints Min Vet=,Max Ve1�iMin Slope jMax Slope!Min Cover 12.00 ft/s 15.00 ft/s 10.50% �10. 2.35 ft ;Drop across MH €0.0000 ft ,=Ex/Infil Rate :0.0000 in/hr (U Invert 422.6784 ft Dn Invert .422.9600 ft I Record Id: MH-MCF 03 iSection Shape: !Circular Uniform Flow Method: IManning's Coefficient: 0.0120 I Routing Method: 'Travel Time Translation Contributing Hyd DnNode ;MCF M114 _M m UpNode MCF M113 ?Material 'Smooth CDEP Size 18" Diam Ent Losses 'Groove End w/Headwall 'Length J20.7500 ft Slope Up Invert419.9221 ft Dn Invert 418.7146 ft [Conduit Constraints 1 Min Max Vel ;Min Slope.�Max Slope;Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 12.00 ft ;Drop across MH O.000O ft Ex/Infil Rate 0.0000 in/hr j Up Invert E418.7146 ft Dn Invert 419.9221 ft O:120041FAP WT-04-0321ENGR1Civi 11Drai n agelStormSHedlMayCreek_Offsite_StormShed_Rprt.doc Friday, September 02, 2005 Page 10 of 29 Record Id: MH-MCF 04 ;Section Shape: ICircular (Uniform Flow Me thod:'Mannmg's Coefficient: 0.0120 !Routing Method: Travel Time Translation Contributing Hyd ' jDnNode JMCF M115 UpNode MCF MH4 ,Material Smooth CDEP Size 18 Diam jEnt Losses lGroove End w/Headwall Length 172.0900 ft ISlope 4.00%° Up Invert j418.1902 ft 'Dn Invert 416.4693 ft jConduit Constraints Min Vel Max Vel 'Min Slope;Max Slope;Min Cover 2.00 ft/s 15.00 ft/s '0.50% `2.00% ft _ '200 'Drop across MH -� Fl0.0000 ft -�--- �-- Ex/Infd Rate 0.0000 in/hr jUp Invert 416.4693 ft Dn Invert 418.1902 ft Record Id: MH-MCF 05 ,Section Shape !Circular jUniform Flow Method: jManning's Coefficient: 0.0120 Routing Method: 'Travel Time Translation Contributing Hyd r— jDnNode jMCF MH6 UpNode ,MCF MH5 'I i'Material !Smooth CDEP Size 24" Diam Ent Losses Groove End w/Headwall ;Length 1296.6200 ft ,Slope 1.00% IUp Invert416.4693 ft mm Dn Invert 413.5031 ft } �. _--_::�__.- iConduit Constraints - I;Min Vel'Max Vel ''Min Slope Max Slope Min Cover' i2 00 ft/s 15.00 ft/s 0 50% 12 00% 2.00 ft _._ l _....._ _.... _ . !Drop across MH 0.0000 ft Ex/Infd Rate 10.0000 in/hr'? 3 jUp Invert 413 5031 ft Dn Invert 416.4693 ft 0:120041FAPWT-04-0321ENGRICivillDrainagelStormSHedlMayCreek_Offsite_StormShed_Rprt.doc Friday, September 02, 2005 Page 11 of 29 Record Id: MH-MCF 06 Section Shape: �C�ircular Uniform Flow Method: IManning's :.Coefficient: 0.0120 [Routing Method: 'Travel Time Translation iContributing Hyd; DnNode IMCF M117 UpNode ;MCF MH6 Material ;Smooth CDEP 12411 Diam 'Ent Losses lGroove End w/Headwall Length �� �j102.5000 ft Slope 1.00% ........... ........... _ ......._.._. . Up Invert 413.5031 ft Dn Invert 412.4781 ft Conduit Constraints Min Vel Max Vel ;Min Slope Max Slope IMin Cover 2.00 ft/s A5.00 ft/s 10.50% '2.00% 12.00 ft i ;Drop across MH 0.0000 ft Ex/Infil Rate _ 0.0000 in/hr'? Up Invert 1412.4781 ft Dn Invert 413.5031 ft Record Id: MH-MCF 07 ISection Shape (Circular _ Uniform Flow Method Manning's Coefficient 0.0120 .......... Rouhn Method: l g ;Travel Time Translation Contributing Hyd; DnNode JMCF MH8 UpNode :MCF M117 }Material Smooth CDEP ;Size 24" Diam ?Ent Losses !Groove d w/Headwall ILength 1 5 400 ft ;Slope 1.00% `Up Invert ^ mm _ 2 ft.4781 Dn Invert 410.5277 ft —--------- I onduit Constraints Min Vel Max Vel Min Slope Max Slope IMin Cover 2.00 ft/s 15.00 ft/s 10.50% 2.00% 2.00 ft Orop across MH 0.0000 ft Ex/Infd Rate 0.0000 in/hr ,Up Invert 1410.5277 ft iDn Invert 1412.4781 ft Hold down invert. __.._._._......__......... O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\MayCreek_Offsite_StormShed_Rprt.doc Friday, September 02, 2005 Page 12 of 29 Record Id: MH-MCF 08 !Section Shape: Circular ;form Flow Method:'IManning's !Coefficient: �0.0120 'Routing Method: Travel Time Translation Contributing Hyd !DnNode IMCF M119 UpNode MCF M118 ;Material ISmooth CDEP !Size 24" Diam s I ;Ent Losses [Groove End w/Headwall I ;Length , 37.1900 ft „Slope 2.00% 'Up Invert 410.5277 ft Dn Invert :407.7839 ft I [Conduit Constraints _ !Min Vet Max Vel ;Min Slope[Max Slope,Min Cover I 2.00 ft/s ,15.00 ft/s '0.50% �2.00% _ 2.00 ft ;Drop across MH '0.0000 ft Ex/Infil Rate 0.0000 in/hr, Up Invert 407.7839 ft Dn Invert .410.5277 ft !Bold down invert. Record Id: MH-MCF 09 'Section Shape: !Circular !Uniform Flow Method: 'Manning's Coefficient: 0.0120 ;Routing Method: !Travel Time Translation!Contributing Hyd [DnNode 'MC 10 UpNode iMCF M119 !Material 'Smooth CDEP Size 24" Diam Ent Losses [Groove End w/Headwall [Length 168.3100 ft Slope 3 30% 'Up Invert 4 77.7839 ft Dn Invert 405.5297 ft Conduit Constraints ' I Min Vel Max Vel 'Min Slope Max Slope;Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 12.00 ft Drop across MH 0.0000 ft `Ex/Infd Rate 10.0000 in/hr'[ 1Up Invert ,405.5297 ft Dn Invert 407.7839 ft ;Hold down invert. O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\MayCreek_Offsite_StormShed_Rprt.doc Friday, September 02, 2005 Page 13 of 29 Record Id: MH-MCF 10 {S;._ ICircular ection Shape: _ €Uniform Flow Method: IManning s Coefficient: 10.0120 Routing Method: .Travel Time Translation Contributing Hyd DnNode ,CB-MCF EXCULV UpNode MCF MH10 ,Material iSmooth CDEP ;Size 24" Diam !Ent Losses !Groove End w/Headwall !Length 177.7800 ft 'Slope 15.83% i, jUp Invert '405.5297 ft Dn Invert 393.2171 ft ........_._............... 'Conduit Constraints (€ Min Vel Max Vel ;Min Slope!Max Slope Min Cover I 2.00 ft/s 15.00 ftls 0 50% �2.00% 2.00 f 'Drop across MH i0.0000 ft ;Ex/Infil Rate 0.0000 in/hr Up Invert r393.2171 ft Dn Invert 405.5297 ft Hold down invert. Node Records Record Id: CB-MCF 001 ,Descrip: Increment 0.10 ft Start El. 1420 7500 ft „Max El. 424.9000 ft ;Classification lCatch Basin 'Structure Type;CB-TYPE 1 End w/Headwall Curved or lEnt Ke Channelization �Groove (ke=0.20) Deflector ;Catch 1.4160 ft !Bottom Area 3.9700 sf - _ 'Condition Existing Record Id: CB-MCF 002 :Descrip: ;Increment V.10 ft ;Start El. ;419 5000 ft Max El 424.0000 ft ,,Classification!Manhole Structure Type CB-TYPE 1 Groove End w/Headwall Curved or Ent Ke lChannelization I(ke=0.20) Deflector 'Catch 2.0000 ft Bottom Area 3.9700 sf ;Condition .Existing 0:120041FAPWT-04-0321ENGR\CivillDrai nagelStormSHedlMayCreek_Offsite_StormShed_Rprt.doc Friday, September 02, 2005 Page 14 of 29 Record Id: CB-MCF 003 IDescrip: iIncrement 10.10 ft Start El 4212394 ft Max El. 424.5000 ft Classification Catch Basin ,Structure Type CB-TYPE 1 .. _ .. 1 Groove End w/Headwall iCurved or lChannelization Ent Ke � ) Deflector ke=0.20 _ Catch 12.0000 ft Bottom Area 3.9700 sf i _ !Condition `Existing Record Id: CB-MCF 004 IDescrip: Increment 10.10 ft IStart El. !420 8128 ft IMax El. '425.7500 ft #ClassificationiICatch Basin 'Structure Type ,CB-TYPE 1 Ent Ke jGroove End w/Headwall Curved or j i(ke=0.20) ?Channelization � Deflector E atch 12.0000 ft 'Bottom Area 3.9700 sf lCondition lExisting — Record Id: CB-MCF 005 Descrip: 'Increment 0.10 ft ;Start El4210003 ft 'Max El 425.0750 ft 1 Classification Catch Basin ;Structure Type GCB-TYPE 1 Groove End w/Headwall Curved or 'Ent Ke (ke=0.20) Channelization Deflector I 'Catch 12.0000 ft Bottom Area 3.9700 sf iCondition !Existing Record Id: CB-MCF 006 1Descrip: iIncrement 0 10 ft tStart El. 4420.7662 ft Max El. 1424.7000 ft Classification Catch Basin ;Structure Type CB TYPE 1 _ ��� ___ ��Groove End w/I3ead�vall� - ----------------------------- Curved or [Ent Ke Channelization (ke=0.20) Deflector Catch 12.0000 ft Bottom Area 3.9700 sf ._...: iConditi Existing O:t20041FAPWT-04-0321ENGR\Civi]\DrainagelStormSHedlMayCreek_Offsite_StormShed_Rprt.doc Friday, September 02, 2005 Page 15 of 29 Record Id: CB-MCF 007 ;Descrip -- ';Increment 40.10 ft i Start El. _ 41. t 5.7500 f ?Max El. ft __.._ _ 420.3400 ___-_- _._ __ ___ Classification Catch Basin ;Structure Type ICB-TYPE 1 IGroove End w/Headwall Curved or Ent Ke ?Channelization l(ke=0.20) ;Deflector Catch j2 0000 ft IBottom Area 3.9700 sf !Condition lExisting Record Id: CB-MCF 008 Descrip: Increment '0.10 ft Start El. 416.2500 ft Max El. F421.1400 ft lClassification lCatch Basin ;Structure Type 2CB-TYPE 1 ...__........... _ __IGroove End w/Headwall Curved or ;Ent Ke 3Channelization _ _ (ke=0.20) Deflector lC atch 12.0000 ft Bottom Area �3.9700 sf ,Condition iExisting Record id: CB-MCF 009 iDescrip: ;Increment 0.10 ft 'Start El. 1413.0000 ft ;Max El. 417.0000 ft Classification Catch Basin Structure Type CB-TYPE 1 3 Ent Ke IGroove End w/Headwall ' Curved or Channelization l(ke=0.20) Deflector ___ __. ............ Catch 12.0000 ft Bottom Area 3.9700 sf ;Condition jExisting l Record Id: CB-MCF 010 ;Descrip: Increment .0.10 ft lStart El. 415.6200 ft ;Max El. 418.6200 ft €Classification;Catch Basin ;Structure Type°CB-TYPE 1 Groove End w/Headwall Curved or fEnt Ke Channelization l(ke=0.20) IDeflector 3 lCatch 11.4160 ft Bottom Area ,3.9700 sf ,Co� Existing O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\MayCreek_Offsite_StormShed_Rprt.doc Friday, September 02, 2005 Page 16 of 29 Record Id: CB-MCF 011 Descrip I !Increment 10.10 ft !Start El. 411.8000 ft ;Max El. 414.8000 ft f Classification ilCatch Basin Structure Type GCB-TYPE 1 Groove End w/Headwall ` 'Curved or !Ent Ke ?Channelization (ke=0.20) Deflector (Catch 2.0000 ft ;Bottom Area 3.9700 sf Condition Existing Record Id: CB-MCF 012 (Descrip: t :Increment 0.10 ft ,Start El. 411.8000 ft Max El. 414.8000 ft Classification Catch Basin "Structure Type .CB-TYPE 2-48 !Groove End w/Headwall 'Curved or (Ent Ke ? lChannelization '(ke=0.20) Deflector Catch 12.0000 ft Bottom Area 12.5664 sf Condition Existing Record Id: CB-MCF EX23RDA Descrip: " ;Increment 0.10 ft !Start El 1420 9400 ft Max El 424 9400 ft ,Classification Catch Basin ;Structure Type !CB-TYPE 1 ______________ Groove End w/Headwall Curved or !Ent Ke !Channelization - (ke=0.20) Deflector "Catch j1.4160 ft - (Bottom Area .3.9700 sf !Condition rExis_&n Record Id: CB-MCF EX23RDB !Descrip: ;Increment 0.10 ft Start El '423 5400 ft Max El 424 6900 ft !Classification(Catch Basin ;Structure Type CB TYPE 1 ....................-- Groove End w/Headwall Curved or Ent Ke Channelization (ke=0.20) 'Deflector ICatch 11.4160 ft ;Bottom Area 3.9700 sf l ._... ........ (Condition Existing O:120041FAPWT-04-032\ENGR1CivillDrainagelStormSHedlMayCreek_Offsite_StormShed_Rprt.doc Friday, September 02, 2005 Page 17 of 29 Record id: CB-MCF EX24THA �Descr><p: .,Increment 0.10 ft !Start El. W 421.6400 ft ?Max El. 424.9400 ft (Classification!Catch Basin ;Structure Type CB-TYPE 1 3 Groove End w/Headwall lCurved or ?Ent Ke Channelization � _ 1(ke=0.20) Deflector Catch 1.4160 ft Bottom Area 13.9700 sf ;Condition Existing Record Id: CB-MCF EX24THb Descri i p: [Increment !0.10 ft � ;Start EL 1415.2200 ft :Max El. 435.2200 ft Classification!Catch Basin ;Structure Type CB-TYPE 1 F� Groove End w/Headwall Curved or !Ent Ke 3Channelization (ke=0.20) ;Deflector _.___._ ........ _ Catch J.4160 ft ;Bottom Area 3.9700 sf [Condition Existing Record Id: CB-MCF EXCULV Descrip: =Increment 0.10 ft !Start El 1405.5300 ft ;Max El. 415 0700 ft Classification Catch Basin ;Structure Type!CB TYPE 2-48 Groove End w/HieadwaII Curved or !Ent Ke lChannelization (ke=0.20) :Deflector ............. (C tch 2.0000 ft Bottom Area 42.5664 sf i —___---- ----— -__ _ !Condition ;Existing Record Id: MCF MH1 I 'p: type Record Increment 0.10 ft Descri Proto Start El 420 3085 ft Max El. 427 7000 ft j 'Cl fication assi Ca h Bastcin 'Structure Type CB-TYPE 2-48 _ Gr _oove_ End w/Headwall Curved or Ent Ke Channelization l(ke=0.20) Deflector Catch2.0000 ft Bottom Area 12.5664 sf 'Condltion Existing O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\MayCreek_Offsite_StormShed_Rprt.doc Friday, September 02, 2005 Page 18 of 29 Record Id: MCF MH10 EDescrip: _,Prototype Record (Increment 0.10 ft ,Start El. 105.5297 ft Max El. 415.0000 ft Classification Catch Basin 'Structure Type iCB-TYPE 2-48 Groove End w/Headwall Curved or iEnt Ke ?Channelization (ke=0.20) Deflector___._ ;Catch 12.0000 ft ;Bottom Area 42.5664 sf Condition Existin Record Id: MCF MH2 IDescrip. Prototype Record !Increment 0.10 ft __-_- --.__� _. _ __ _ 1 Start El. ,422 9 600 ft {Max El. 426.3100 ft Cl�assification Catch Basin 'Structure Type CB-TYPE 2-48 Groove End w/Headwall ' \Curved or jEnt Ke Channelization l(ke=0.20) Deflector ?Catch �2.0000 ft Bottom Area 12.5664 sf _W. 3 ,Condition ;Existing --- Record id: MCF MH3 _. _................... __ Descrip ,Prototype Record 'Increment 0.10 ft (Start El. 1419.9221 ft ;Max El. :427.6700 ft \Classification Catch Basin ,Structure Type CB-TYPE 2-48 j +~ �(k roove End w/Headwall Curved or 'Ent Ke iChannelization e=0 20) IDeflector I ;Catch 2.0000 ft Bottom Area .12.5664 sf Condition \Existing f { i Record Id: MCF MH4 Descrip: Prototype Record ;Increment 0.10 ft ' 'Start El. 1418.1902 ft ;Max El. 425 7600 ft Classification Catch Basm ;Structure Type :CB-TYPE 2-48 j __- _................. E Groove End w/Headwall Curved or (Ent Ke iChannelization , I (ke=0.20) ; Deflector 'Catch 2.0000 ft 'Bottom Area 12.5664 sf E i ;Condition Existing �1 0:12004\FAPWT-04-0321ENGR1Civil\Drainage\StormSHedlMayCreek_Offsite_StormShed_Rprt.doc Friday, September 02, 2005 Page 19 of 29 Record Id: MCF MH5 Descrip: Prototype Record ;Increment 0.10 ft -------------- ____.:ALL_____ ,Start El. �416.4693 ft IMax El. 44241.4700 ft _.__ ----- -— — ;Classification lCatch Basin ;Structure Type ;CB-TYPE 2-48 Groove End w/Headwall Curved or i Ent Ke r IChannelization ;Deflector 1(ke 0.20) ---- . ............................. 1Catch �2.0000 ft ?Bottom Area 12.5664 sf ;Condition lExisting 3 Record Id: MCF MH6 �Descrip Prototype Record Increment 0.10 ft Start El. I413.5031 ft Max El. 422.4100 ft _ ... _ jClassification iCatch Basin ;Structure Type ,CB-TYPE 2-48 'Ent Ke !Groove End w/Headwall Curved or Channelization I(ke=0.20) Deflector Catch 2.0000 ft ;Bottom Area 12.5664 sf !Condition _ Record Id: MCF MH7 ..........................- !Descrip: (Prototype Record =Increment 0.10 ft IStart El. 1412.4781 ft 3Max El. 1427.7000 ft (Classification Catch Basin ;Structure Type ,CB-TYPE 2-48 3 Groove End w/Headwall lCurved or ' Ent Ke Channelization (ke=0 20) ; Deflector (Catch 2.0000 ft Bottom Area 12.5664 sf 'Condition 'Existing 3 ' Record Id: MCF MH8 Descrip: jPrototype Record (Increment 0.10 ft 3 Start El 410 52. ft Max El. 420 1100 ft Classi th fication Cac Basin 'Structure Type CB TYPE 2-48 _ -; Groove End w/Headwall Curved or Ent Ke i 3Channehzation 1(ke=0 20) .Deflector :__ .._..._._ Catch �2 0000 ft ;Bottom Area 12.5664 sf I ;Condition Existing O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\MayCreek_offsite_StormShed_Rprt.doc Friday, September 02, 2005 Page 20 of 29 Record Id: MCF MH9 IDescrip: Prototype Record ;Increment 0.10 ft Start El. 407.7839 ft Max El. 417.2200 ft Classification Catch Basin ;Structure Type!CB-TYPE 2-48 _._ Ent Ke Groove End w/Headwall Channelization 'Curved or (ke=0.20) j ;Deflector ....................... ,C t 2.0000 ft :Bottom Area ;12.5664 sf Condition jExisting Contributing Drainage Areas ' Record Id: A3a-Offsite ;Design Method ;Rational FIDF Table: ;Seattle ' Composite C Calc (Description SubArea ',Sub c 4.0 Dwelling Units/Gross Acre (n=0.48) 12.90 ac �0 48 I Directly Connected TC Calc 'Type ;Description Length (Slope lCoeff ,Misc TT I _...._ _in--',---- ... _..._ ; ,Sheet (Smooth Surfaces.: 0.011 700.00 ft �100% 0 0110 2 10 19 36 min __..__.....______ ' ,Directly Connected TC 9 36min 3 Record Id: A3b-Offsite ;Design Method Rational IIDF Table: (Seattle ,Composite C Calc ' iDescription ISSubArea Sub c j4.0 Dwelling Units/Gross Acre (n=0.48) 13.47 ac 0.48 j ' Directly Connected TC Calc Type Description Length Slope Coeff Mist TT (Sheet ;Smooth Surfaces 0.011 1100.00 ft [1.00% 0 0110 !2.10 m 13 44 min jDirectly Connected TC 113 44min OA20041FAMT-04-032TNGR1CiviIXDrainagelStormSHedlMayC reek_Offsite_StormShed_Rprt.doc Friday, September 02, 2005 ' Page 21 of 29 Record Id: A3c-Offsite ;Design Method !Rational IDF Table:Seattle ,Composite C Cale _ � 3 (Description SubArea !Sub c 14.0 Dwelling Units/ Gross Acre (n=0.48) 3.51 ac0.48 ,Directly Connected TC Cale ;Type (Description Length Slope Coeff Misc ITT ' !Sheet ;Smooth Surfaces.: 0.011 11182.00 ft 11.00% 10.0110 114.2.1 Min !Directly Connected TC 11 Z� ' Record Id: A3d-Offsite !Design Method lRational. EIDF Table: !Seattle !Composite C Cale !Description ubArea !Sub 4.0 Dwelling Units!Gross Acre (n=0.48) i509 ac �' 0.48 !=Directly Connected TC Cale !'I !Type 'Description Length Slope Coeff MiscT !Sheet Smooth Surfaces.: 0.011 1942.00 ft 11.00% 0.0110 2.10 in 121.18 min E',Directly Connected TC 21.18min i Record Id: A3e-Offsite FDesign Method Rational IDF Table: Seattle 1 ?Composite C Cale DescriptionSu A ea ,Sub c 14.0 Dwelling Units/Gross Acre (n=0.48) 15.29 ac 0.48 1.;Directly Connected TC Cale � ;Type !Description Length Slope Coeff Misc TT !,Sheet ;Smooth Surfaces.: 0.011 1938.00 ft 1.00% 0.0110 2.10 in 21.14 min 4,lDirectly Connected TC 121.14min ;' O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\MayCreek_Offsite_StormShed_Rpa.doc Friday, September 02, 2005 ' Page 22 of 29 Record Id: Ma-Offsite Design Method _ Rational IDF Table: :Seattle Composite C Calc _ _ EDescription SubArea ;Sub c 4.0 Dwelling Units/Gross Acre (n=0.48) 0.80 ac 10.48 ' 1;Directly Connected TC Cale ''Type „Description 1Le h$Sl p Coeff =Misc TT ?' �3 H'Sheet A2- IMP Smooth Surfaces.: 0.011 50.00 ft 1.00/ 0.0110 0.00 in !0.00 min - ;_ 1 'Directly Connected TC 11.13min I' Record Id: Mb-Offsite Design Method Rational IDF Table: Seattle ' !Composite C Cale Description ;SubArea 'Sub c ^_ _ 14.0 Dwelling.Units /Gross Acre (n 0 48) E0.80 ac 10.48 _ .__..._.......... ------ TC Cale ;Type ;Description Length ;Slope Coeff Misc TT - 'Sheet-A2 IMP Smooth Surfaces 0.011 50.00 ft E100% 0.0110 10.00 m 0 00 mm ?i _ -_ -Directly Connected TC 1 13mm Record Id: B-MC 09 'Design Method Rational 'IDF Table: Seattle !Composite C Cale ;Description SubArea ;Sub c ;Pavement(n=0.90) 0.08 ac io.90 j Directly Connected TC Cale 1 p 'Description Length 'Slope jCoeff (Misc TT Sh IMP Smooth Surfaces.: 0.011 106.00 ft 10.75% 10.0110 0.00 in 10.0 .. .... . ...... .. ... . .. __ _ _._ .._.__ -_ . .._ - _ _ .�_...._ ____ , Directly Connected TC 2.32mm F O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\MayCreek_Offsite_StormShed_Rprt.doc Friday, September 02, 2005 Page 23 of 29 Record id: B-MCF 003 IDesign Method Rational IDF Table: Seattle ...................................... _ .:_. ...... (Composite C Calc Description 'SubArea Sub c 4.0 Dwelling Units /Gross Acre (n=0.48) 10.23 ac 0.48 !Directly Connected TC Cale 'Type ';Description ;Length ;Slope ' Coeff ' Misc TT �fSheet ;IMP Smooth Surfaces.: 0.011 246.16 ft0.75% 10.0110 2.10 in ;4.5 min €Directly Connected TC ; .55min ' Record id: B-MCF 004 IDesign Method 'Rational IDF Table: ;Seattle l Composite C Calc Description SubArea [Sub c 4.0 Dwelling Units/Gross Acre (n=0.48) 0 i5- ac 10.48 IDirectly^Connected TC Calc Type Description Length `Slope Coeff Misc IT ' ;Sheet ;IMP Smooth Surfaces.: 0.011 ;219.81 ft ?0.75% 0.0110 !2.10 in 4.16 min jDirectly Connected TC 14.16 j Record Id: B-MCF 005 IDesign Method Rational 11DF Table: [Seattle !Composite C Calc ;Description ubArea (Sub c E6.0 Dwelling Units /Gross Acre (n=0.60) �3.4 10.60 I y Directl Connected TC Calc Type (Description Length ;Slope ;Coeff �Misc ;TT �! `Sheet IO.O11 IMP Smooth Surfaces.: ft 18.00 11.00% 10.0110 (}I(-10 I13 61 min !Directly Connected TC 113.61min ' O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\MayCreek_Offsite_StormShed_Rprt.doc Friday, September 02, 2005 Page 24 of 29 Record Id: B-MCF 006 ' Design Method Rational IDF Table: ,Seattle Composite C Cale bescription 'SubArea ISub c 6.0 Dwelling Units/Gross Acre (n=0.60) 3.51 ac 10.60 Directly Connected TC Calc ,Type ,Description Length ;Slope lCoeff Misc ITT 1 F-A3c- IMP Smooth Surfaces.: 1124.00 0 'l i2.10 ;13.671. 'Sheet+ 1.00/o 10.0110 . I 10.011 ft Im imin ?Directly Connected TC 1,13.67min ' Record Id: B-MCF 007 ;Design Method ,Rational 1IDF Table: 'Seattle iComposite C Cale l Description ';SubArea 4.0 Dwelling Units/Gross Acre (n=0.48) 10.23 ac 0.48 _ -- Directly Connected TC Calc E{$,TypeDescription Length Slope�ICoeff Misc Sheet ,IMP Smooth Surfaces.: 0.011 .201.78 ft ;0.75% 10.0110 2.10 in 13.88 min 1 Directly Connected TC 5.88mm Record Id: B-MCF 008 j Design Method Rational IIDF Table: Seattle _ _ !Composite C Calc ' 'Description SubArea ISu c I ' 16.0 Dwelling Units/Gross Acre (n=0.60) 10.20 ac 10 0 IDirectly Connected TC Cale j iType ;Description iLength ;Slope Coeff Misc ITT {Sheet 3A3b- IMP Smooth Surfaces.: 0.011 ,150.00 ft 11.00% 0.0110 ,2.10 in 11.13 min IDi ec _ C _ ted _ __ _._._ _ 1 r. ' rtly onnec TC ........ n� ' O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\MayCreek_Offsite_StormShed_Rprt.doc Friday, September 02, 2005 Page 25 of 29 Record Id: B-MCF 011 Design Method 'Rational IDF Table: Seattle !Composite C Calc Description !SubArea [Sub c j4.0 Dwelling Units/Gross Acre (n=0.48) 10.14 ac 0.48 ' IDirectly Connected TC Calc ;Type 'Description Length Slope ICoeff jMisc 'ITT !Sheet eeee ;IMP Smooth Surfaces.: 0.011 123.13 ft 10.75% 0.0110 iO.00 in 0.00 min 'Directly Connected TC 2.62min Record Id: B-MCF 012 =Design Method ;Rational IDF Table Seattle _.. ........._.__ __ lComposite C Calc Description ;SubArea Sub c 14.0 Dwelling Units/Gross Acre (n=0.48) 0.14 ac 0.48 ' _ Directly Connected TC Calc Type ,Description ;Length 'Slope Coeff 'Misc TT ' 'Sheet 'IMP Smooth Surfaces.: 0.011 423.13 ft ',10.75% 10.0110 2.10 in ;2.62 min e IDirectly Connected TC 12.62min O:120041FAPWT-04-0321ENGRXCivil\DrainagelStormSHedlMayCreek_Offsite_StormShed_Rprt.doc Friday, September 02, 2005 Page 26 of 29 ROUTEHYD p THRU [MC Off-site] USING Seattle AND [25 yr] NOTZERO RELATIVE RATIONAL Reach ID Area TC 11 Flow Full Q Full I nDepth I Size 1 nVel Wel }CBasin (ac) (min), (cfs) i (cfs) ratio (ft) (ftls) ; (ft/s) Hyd CB-MCF } 11 0.1400 0.23 1 0.1945 6.7032 0.03 0.1167 Dram' 3.7942 8.5348 B p oil F V � � i CB-MCF ' 12" 1B-MCF 12 0.1400 2.86 0.1945 5.4731 ;0.04 0.1294 3 3.2633 6.9686 1 ' 1 ( IDiam 012 CB-MCF j 12" '' ' B-MC 0.0800 2.59 0.2084 5.4731 0.04 0.1333 3.3481 ; 6.9686 09 Diam 09 I CB-MCF l �� 12" � ;B-MCF' 5 2900 21.39 = 4.2058 5.4731 :0.77 + 0.6577 17.6782 6.9686 10 ��i Diam' 010 ? CB 8 CF �0 2000 1.26� 0.3473 8.6538 0.04 (0.1367 '� 12 1 5.3783 111.0184 jB-MCF i Dram, 008 CB-MCF ? , 12" B-MCF j'__' 07 0.2300 14.02 10.3195 7.7402 0.04 (0.1382Dl 4.8719 9.8551 007 CB-MCF 12" A3e- EX24THb 5 2900 ;22.41 3.3781 : 3.8971 0.87 m�0.7192 Imo' S.5864 4.9619 Offsite i CB-MCF 5 0900 121.34 3.2475 4.0644 0.80 0.6763 12" 5.7452 ; 5.1749 Aid i EX24THa € I i �Diam Offsite ........................... CB-MCF �- 1 gti B-MCF I OS 8.5600 ',21.50 5.9892 8.0683 0.74 0.9620 =Diam 5.0021 4.5657 _ _ 005 ..................... CB-MCF 18�� B-MCF 06 [17.3600 22.52 11.8240 ,19.7633 0.60 0.8361 �Diam !11.6794 11.1837 3 006 CB-MCF 12" Me- EX23RDB 135100 14.47'; 2.7740 6.1192 0.45 0.4722 7.6026 7.7912 IDiam ; Offsite CB-MCF A3b- 3.4700 ;13.63 12.8288 5.4731 0.52 '105103 7.0201 ` 6.9686 EX23RDA 1 1 IDiam' Offsite ........................ CB-MCF113.7000 B-MCF 1 3� 13.76 j 2.9935 3.8701 0.77 0.6606 5.4375 4.9276 03 I I Diam 003 CB-MCF I18" B-MCF 04 ` 7.4600 14.63 1 5.8441 ;11.4103 0.51 [0-7606 1 164970 : 6.4569 Diam I 004 3 : A4b- 1 CB-MCF 0.0= 1.25 1.1112 6.7032 . 0.17 0.2759 12 1 6.3021 ( 8.5348 02 Diam,i Offsite ' MH-MCF 1 12.0 1 9.45 2.8 3.8701 0.74 0.6411 12" 5.4009 4.9276 ! Ma 02 I i _ _ IDiam Offsite 1 CB-MCF ( � 12" E ' A4a- 0.8000 0.17 1.1112 3.8701 0.29 0.3667 4.2577 : 4.9276 ' 01 i Diam Offsite ^MH-MCF 0.56 1.1112 ` 2.7366 10.41 0.4438 3.3007 3.484301 10.8000 I I Diam i OMCF 3.7000 9.80 3.6471 11.4103 0.32 0.5826 �Diaxn 5.7468 ; 6.4569 i MH-MCF [4-5000 10.27' 4.3495 E11.4103 0.38 0.6420 6.0236 6.4569 04IDiam 0:120041FAPWT-04-0321ENGR1CiviRDrai nagelStormSHedlMayCreek_Offsite_StormShed_Rprt.doc Friday, September 02, 2005 Page 27 of 29 MH-MCF [11.9600 15.31 ! 9.3130 124.5736 0.38 0.8540 7.2766 17.8220 05 Diam MH-MCF 129.5500 ,22.7119.3166 .'24.5736 0.79 ? 1.3364 2411 8.6593 7.8220 'J 06 I Diam I F MH-MCF ' + ; 8-.-6-6 61 _7.�8_2 2029.7500 '23.09 119.3796 124.5736 ; 0.79 1.3394 24" 07 Diam ............ _.....�. 24'MH-MCFI35.1200 23.28 23.3272 34.7523 0.67 1 ll 8560 11.0620 08 [Diam I _ E 24" 1 09 CF 335.4000 23 36 23.3926 44.6398 0.52 1.0278 Dram 14.3826 14.2093 10 CF 35� 23.41 197.7707 : 0.24 ',� 0.6655 m[23.349925.5318 31.1214 To Node _Max El From Node I Rch Loss App Bend v Junct ; HW Loss (ft) (ft) Loss (ft) Elev (ft) (ft) .�._.......�..._.. _.._..._ _._ _ __..__ ______._ .�__ 1394.9334 ' CB-MCF _ _w �- i MCF MH10 EXCULV 408.4645 0.8609 0.6524 - �--- 408.2559 415.0000 _ i 1 MCF MH9 IMCF MH10 1410.8494 [0.8561 0.0030 �OA120 410.0087 j417.2200; - CB-MCF 011 --- MCF MH9 412.0290 -- 412.0290 41�1 ------ ; MCF 0121 MCF MH9 F412.0340 -- -- ------ 412.0340 41�j MCF MH8 MCF MH9 ;4 3 976 0.5909 0.0027 0.1017 413.1112420.1100° - -- - JCB-MCF 0091 MCF MH8 1413.2429 1 ------ „ ------ - 413.2429 --- 417.0000' -- 1418.6200' �CB-MCF O10.1 MCF MH8 1417.1873 ----- ---- � -�- I 417.1873 , MCF MH7 MCF MH8 415.0592 'ii0.5870' 0.0039 0.0089 -414.4850 427.7000, CB-MCF 0081 MCF MH7 1416.5556 j ---- ---- -- - 1 416.5556 421.1400 j INo approach losses at node CB-MCF 006 because inverts and/or crowns are offset. ' MCF MH6 MCF MH7 416.0770 ------ ------ ------ ( 416.0771 #4 2 100 1 CB-MCF 007 MCF MH6 416.0828 ------ ------ ------ 416.0828 420.3400 3 I �' ICB-MCF 006 MCF MH6 423.1610 0.1784 10.3310 0.0655 1 423.3792 �424 7000 I CB-MCF FCB-MCF f EX24THb i 006 [426.4951 ------ ------ ------ 426.4951 435.22001 �..__..........._.. CB-MCF ------ � 1 .0750 jCB-MCF 005 006 423.7221 0.2655 0.2927 [ 423.7493425 CB-MCF CB-MCF EX24THA 005 424.4761 f ------ ------ ------ 424.4761 424.9400 l No approach losses at node CB-MCF 004 because inverts and/or crowns are offset. MCF MH5 r MCF MH6 F418.0573 -- ` ------ F ------ 41�r 24.4700' ' 0:120041FAPWT-04-0321ENGR1Civi[\DrainagelStormSHedlMayCreek_Offs ite_StormShed_Rprt.doc Friday, September 02, 2005 Page 28 of 29 CB-MCF 004 , MCF MH5 !422.2209 ;0.2256' 0.1986 0.1185 ( 422.3125 425 7500 . __.__._....-_..._� _ ..._ CB-MCF CB-MCF -_.___ _ ._ _____ _ ____ 424.6708 424.6900 EX23RDB l 004 424.6708 ----- - _...._.. T gym.__:._ __..-:�� CB-MCF I CB-MCF 0031 004 422.8384 10.2014 ;0.2595 ------ 422.8965 3424.5000' E FEX23RDA . kF___...( 003 CB-MCF 423.9902 f ------ ------ ------ 423.9902 424.9400 1 __. .._ No approach losses at node MCF M113 because inverts and/or crowns are offset. MCF MH4 i MCF MHS 1419.3497 --- F 1 419 3497 1425.7600 ; CB-MCF 002 MCF MH4 1 420.1176 ------ ------ --- 420.1176 1424.0000 No approach losses at node MCF MH2 because inverts and/or crowns are offset. MCF MH3 ; MCF MH4 (420.9613 3 ----- ------ 420.9613 427.6700 MCF MH2 MCF MH3 42 9 F------ ; --'--- F ------ 424.1289 426.3100 MCF MH1 I MCF MH3 F421.0623 0.2815 0.4722 ------ 421.2531 42� 7.7000 CB-MCF 001 MCF MH1 422.0347 ------ ------ 422.0347 1424.9000 ------ i �. Licensed to: BERGER/ABAM Engineers Inc. i O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\MayCreek_Offsite_StormShed_Rprt.doc Friday, September 02, 2005 Page 29 of 29 CliCF EX23RDB CF EX24THb CF EX23RDA CF EX24THA 12" iam 12" Diam 12" Diam 12" Diam CO CF 0 nq an, WCF 004 MH2 18 iam co, CFQ�� ni Oi am CCF 006 „ C- a� CF 009 _ 24" iam CF 011 12" Diam 12" Diam 12" Diam MH1 � � l�iam _ MH�R Pi am N�MH4 D' MH5 24�� Tli am— 4MH6,a� Tli am s_ M_H7 24 it Tli am MH_8 ?4 iam MH9 a ?�i amNke MH10 12" Diam 12" iam 12" iam 12" Diam 12" Diam 12" Diam 24" iam 4 CF 001 CF 002 CF 007 CeCF 008 q&CF 010 Cg&CF 012 C'MCF EXCULV I CCF EX23RDB CCF EX24THb COWCF EX2 3 RDA CCF EX24THA CB-MCF X23RDB CB-MCF EX23RDA CB-MCF EX24THb CB-MCF EX24THa CO CF Q19P-MrF n-� CF 004 Me MH2 CF ,9Q5MrF_�_C&CF 006 CB-M F 04 qw CB-M F 06 • CF 009 CF Oil MH-M F 02 CB-M F 09 CB-M F 11 MH1Mu-MrF ni MA E -MCF �I ';MH4 Mu-MrF n4 MH5 mH-n7rF n- M ;MH MrF nF MH'JMH-M� MHS MH-MCF nA = MHa7u_MrF n9 MH10 CB-M F 01 CB-M F 02 CB-M F 07 CB-M F 08 CB-M F 10 CB-M F 12 MH-M F 10 CF 001 CF 002 CiCF 007 CF 008 CF 010 CF 012 CFCAft EXCULV t CF EX23RDB C lCF EX24THb r �R� u CF EX23RDA ' CF EX24THA .107 0 ft �W 80.03 ft 423 . 4 ft 58 . 00 ft CF OQ3 66 ft C'O CF 004 r _ C-' ' CF %2La ft CF 006 JMH2 63 . 7 ft IVVCF 009 ' CF O11 78.10 ft 28 . 16 ft 54 .25 ft 51 .80 ft M MH177 2R ff r4Mn 7� f I .MH4 �� n� ft �'MH5 296_ti2 ft ;MH6 n� �n ft iMH7 MH9�R MH10 44.15 ft 43 . 66 ft 38 .75 ft 41.40 ft 42 .33 ft 47 .53 ft 77 . 8 ft C (ICF 001 CF 002 CCF 007 a. CF 008 Col CF 010 -r. CF 012 CAftCF EXCULV r r 1 r r r n'Ina xE[ 3D r ZTO 3aI OTO 3aLD 800 3a L00 3D Z00 33IJ TOO 33 & %Z8'ST �0 ' Z %0 ,0 S o 00 00 Z OTHY n & GHL %0 T II a _ ' 9H1nI . o u t SHAI . I o i�HI�I �'Ld � o ''-' £HInI iGQ iHL>I 0 • Z ' %0 ' Z 00 '3 Z �SrJ i �� 00 0 I T T 0 600 3D ,�.D 0 ' T ZHYd. i 900 33 ,aD 00 3D`__ .D �i00 JD f00 dD %0 ' T AW %0 'Z VHstzxH 3a*a fIQ2i E ZXH 3D*.gb aHlf ZXH 3Dli a 9CEE8 :XH 3� I ' Backwater Calculations Subbasin B1 (Offsite) 1 4.3.1 CULVERTS—METHODS OFANALYSIS FIGURE 4.3.1.17 CRITICAL DEPTH OF FLOW FOR CIRCULAR CULVERTS ' 120 3,000 0.99 114 108 2,000 ' 102 96 1,000 90 0 84 500 78 400 72 300 0.80 200 6 L°}�p� 0.70 60 100 0.60 54 w 48 Q 50 = 40 p 0.50 U L ai Q 42 20 ui 0.40 t 36 Mc 0 10 0 33 Q2T 1.0 30 5 gA3 D 0.30 27 4 3 A do — 24 2 i T of 21 1 Note: For all cross-sectional ' shapes, do can be calculated by 0.20 trial and error knowing that the 18 quantity (Q2T/gA3)=1.0 at critical depth. 15 EXAMPLE D = 66 inches, Q= 100cfs do/D - Ratio =0.50 12 do= (0.50)(66 inches)= 33 inches_ (12 inches/ft) dc=2.75 feet 2005 Surface Water Design Manual 1/24/2005 4-49 ' Berger/ARAM 9/26/2005 BACKWATER CALCULATION SPREADSHEET ' Project: Duvall Ave-May-Cr k Offsite Flows Design Event 25-Year Storm Column 1 Design Flow to be conveyed by pipe segment Column 2 Length of pipe segment Column 3 Pipe Diameter Column 4 Manning"n"value Column 5 Outlet Elevation of pipe segment Bend Loss Column 6 Intel Elevation of pipe segment no special shaping Column 7 Cross sectional area of pipe Pipe Bend Kb Column 8 Velocity of pipe V=Q/A 0 0.02 Column 9 Pipe Velocity V2/2g 10 0.04 Column 10 Water surface elevation at the outlet of the pipe (D+dc)/2 do/D=0.85 do=1.70ft (D+dC)/2= 1.85 20 0.12 Column 11 Friction Loss Sf=(nV)2/2.22 R 1.33 30 0.22 Column 12 Hydraulic Grade Line Sf+(D+dc)/2 40 0.32 Column 13 Entrance Head Loss Ke*V2/2g Ke= 0.5 Table 4.3.1.E pg.4-40 King County SWDM 45 0.40 Column 14 Exit Head Loss Kexit*V2/29 Kexlt= 1.0 50 0.48 Junction Head Loss Column 15 Outlet Elevation HGL+Ke*V2/2g+"exit*V2/29 60 0.64 Column 16 Inlet Elevation 70 0.84 Column 17 Approach Velocity Head: Drop MH=O, Pipe Discharge=Pipe Velocity Head 80 1.08 Q2 Column 18 Bend Head Loss Kb*V2/2g Kb= Figure 4.2.1.K pg.4-25 King County SWDM 90 1.32 Column 19 Junction Head Loss KJ*V2/2g KJ= (Q3/Qt)/(1.18+.63(Q3/Qt)) Column 20 Head Water Elevation HW=Control EI-(Approach Velocity+Bend Head Loss+Junction Head Loss) Q 3 t 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 StormShed Pipe Qs L D n EL Outlet EL Inlet A Barrel V Barrel H Barrel Val EL tail water H Loss Friction HGL H Loss Entrance H Loss Exit EL outlet Cont. EL inlet Cont. H App.Val. H Loss Bend H Loss Junction HW El. RIM Elev Structure Pipe Segment Bend Q Length Pipe Size n Outlet El. Inlet El. Barrel Area Barrel Vel. H Barrel vei TW El. H Loss Friction Entr, HGL H Loss Entrance H Loss Exit outlet Cont.El Inlet Cont.El H App.vel. H Loss Bend H Loss Junction HW El. ELEV. Check No Reach to CB from CB Angle (cfs) (ft) (in) (ft) (ft) (sq ft) (fps) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) R-MCF MH10 outfall MCF MH10 61.3 23.39 77.78 24 0.012 393.22 405.53 3.14 7.45 0.86 395.07 0.28 395.35 0.43 0.86 396.64 405.53 -0.86 0.551 0.00 405.22 415.15 Oka R-MCF MH10 R-MCF MH09 MCF MH10 MCF MHO9 10.8 23.34 68.31 24 0.012 405.53 407.78 3.14 7.43 0.86 405.22 0.24 405.47 0.43 0.86 406.75 407.78 0.86 0.034 0.00 406.96 417.23 Okay R-MCF MH09 R-MCF MH08 MCF MHO9 MCF MH08 18 23.32 137.19 24 0.012 407.78 410.53 3.14 7.42 0.86 406.96 0.49 407.45 0.43 0.86 408.74 410.53 -0.86 0.034 0.13 409.84 420.11 Oka R-MCF MH08 R-MCF MH07 MCF MH08 MCF MH07 11.6 19.37 195 24 0.012 410.53 412.48 3.14 6.17 0.59 409.84 0.48 410.32 0.30 0.59 411.20 412.48 -0.59 0.024 0.00 411.91 421.80 Oka R-MCF MH07 R-MCF MH06 MCF MH07 MCF MH06 0 19.32 102.5 24 0.012 412.48 413.50 3.14 6.17 0.59 411.91 0.25 412.17 0.30 0.59 413.05 413.50 -0.59 0.024 0.00 412:94 413.50 Oka R-MCF MH06 R-MCF MH05 MCF MH06 MCF MH05 0 9.3 - 296.62 24 0.012 413.50 416.47 3.14 6.15 0.59 412.94 0.73 413.67 0.29 0.59 414.55 416.47 -0.59 0:012 0.34 416.24 416.47 Okay R-MCF MH05 R-MCF MH04 MCF MH05 MCF MH04 0 4.34 172.09 18 0.012 416.47 418.19 3.14 2.96 0.14 416.24 0.14 41638 0.07 0.14 416.59 418.19 -0.14 0.003 0.35 418.41 425.76 Oka R-MCF MH04 R-MCF MH03 MCF MH04 MCF MH03 0 3.65 120.75 18 0.012 418.71 419.92 1.77 2.461 0.09 "418.411 0.071 418.48 0.051 0.091 418.621 419.92 -0.091 0.0021 0,121 427.67 Oka R-MCF MH03 R-MCF MH01 MCF MHO3 MCF MH01 1 01 1.111 77.281 121 0.0121 419.921 420.311 1.771 2.071 0.071 419.951 0.051 420.011 0.031 0.071 420.111 420.31 -0.071 0.0011 0.43 420:671 1 427.701 Oka R-MCF MH01 I I ' O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\Backwater Analysis\Backwater_MC_OFFsite_FINAL.xis Backwater(25 yr)--MC Offsite � Miscellaneous Drainage Calculations ' (Subbasin B1) N Project D c--- Sheet I of 1 Job Number ( BERGER/ABAM Subject V l/'�'�'�" "� / Designer 1 ENG I NEERS I NC q � (3�o5 Date Nc P) 1 FeAa -f-- o ,10 � } n, o► A (SF ) C SF) O) G�1�1yJ �� rAt� a 0 ,0 SF UK, _ (o -q ,. : r ) -�0125 7 7 oar sP to -�- CD �� 043 1 1 0 0L43 Eng-002-061095 (� q q.2 1 Project Sheet of Job Number BERGER/AB" Subject � ' Designer 1v - ENGINEERS I NC. — Date J D�- 4 1 4 V0 V � = v� 1 3 J - � i 3a5 J 1 1 s s �v�) cam . ua.-� 1l(D zV � = +3 1 r - 2 wQ '5 P-b"NI UDQ UA�l� klWa) �T 1 Eng-002.061095 � Project �l/l-I�D�JC� t '.'.� � Sheet of Job Number LZ BERGER/ABAM Subject ���Q �"'" Designer ! E N 'G I N E E R S I N C. Date ! Ck- Cp-Q-0 1 ! 1+1 1 1 1 4�rY►�in O '+4-2 - �3 �d � � Z 1 L4 .s � 1 _ 'i Eng-002-061095 ' Project Sheet of 0*00 Job Number c.J4-Qq d3-3 BERGER/ABAM Subject \►\)S—A� 1/�..13— Designer J E N ,G I N E E R S I N C. [�� Date "i L r' 1 1 4,59 1 �-Vv _ ( Q6 * L) (,Qr-k + w) 1 ( a B ++W) w (a� as LVW) ►3.5 t wvi -r ) ( w +�--+) ) 1 _ 2 r —t- 4 w 2�w t- I a� w aq 25,�3 \ J2} 155 Val -7 Z-q 1 Uj = q , a' ' or viz 1 w - 1 = P,3ad s 1 1 Eng-002-061095 Project Sheet of Job Number BERGER/ABAM Subject Designer P115, Date tea = v � 3 %kv rb L/7 -lam elz Ste, cqju - 1 Eng-002-061095 Project Sheet of Job Number 4o33 BERGERIABAM Subject Designer E N G I N E E R I S I N C. Date �Mooe 41 v 'LO CIS r 31��L boL�L gy-) 00 0- I v r Z),OA �rll_ aa I 7 /44, ;0 S r _ 3/a � 5,1� � ,f�r� 0, alp )11114 ZO-00 C'MOM rye r 3 Eng-002-061095 Project— Sheet of Job Number BERGERIABAM Subject Designer E N G I N E E R S I N C. Date C) 31, 1 � r - 1 14 Eng-002-061095 Project ��1.��"'✓ Mom' Sheet of' Job Number W�- ® rif a BERGERIABAM Subject_vwkOA,)q Designer N E NIG I N E E R S I N C. /��/� Date j 1 1 - �h� ���� ��' �fin• a� �,� � a a ' 7 e, 3C) 5 3<c 1 5r,(5. 30 lk 1 z 00 5F Ac,) 1 1 1 1 1 1 1 1 Eng-003-061095 Project. �,�„� � � `�� Sheet I of O000 L4 0-3S Job Number11/n� QQ BERGER/ABAM Subject Designer N Y - � ' E N iG I N E E R S I N C. _ Q ©C . Date O J �Xis � ��✓���°�-� l 0 C� � - l' �J�k3 S F S�:- elA iCV,9 VAZ 3190 45S SF �eg lo w rQ�- 5� - sip -Q-Q� 1 c . Eng-002-061095 Project �y Vu ��l . Sheet of Job Number L-40 VO 33 BERGER/ABAM Subject �U — �1 Designer A/ E N �G I N E E R S I N C. � (� lQ ,-2/_ 0S Vy,, , W1 Date T— � i H /riser � P t— PLAN rns SECTION Nrs M (5-6) Q = C(L-0.2H)H where Q = flow(cfs) C = 3.27+0.40 HIP(ft) H,P are as shown above L = length(ft)of the portion of the riser circumference as necessary not to exceed 50%of the circumference D = inside riser diameter(ft) Note that this equation accounts for side contractions by subtracting 0.I H from L for each side of the notch weir. r V PJQ - r _ 0 e.,L E-lea. = 315, `30 F.,��ro_natnos Project ��`—v4`�"� Sheet 2— of 2- Job Number _ —n j� T BERGER/ABAM Subject PCB v1 Designer E N G I N E E R S I N C. Date &Jao LAJO� BO Qrnoeq-4� 31 9 , - 315 C3 - 23 , 3 40 P 33 (D'i5l) (0,534) s 33 ( L 0 - 3 3 _ ,© s0 (0. � i �27 p C%%zekw,, �.�,�-�., �' -� �--��--�.�. cam►-, ���.. i Eng-002-061095 ' Project Dc/ Von-V- Sheet of Job Number F `' '�'`, 3Z BERGER/ABAM Subject ;Pc ! Designer 1 r Date AD ! CO o-r, 1 k3�) ao� a 1 A2-A 4z- �. &G ems. kc Af e,_ PC. 4C- 1 - �S � � o 1 lb ! f F��-nna-os�nss Appendix C Subbasin D1 1 � Detention Calculations Subbasin D1 MGS FLOOD PROJECT REPORT r Program Version: 2.27 Run Date: 10/25/2005 3:53 PM Input File Name: FAPWT-04-032_VAULT_B-31-05_FINAL.fld Project Name Duvall Ave/Coal Creek Parkway Reconstruction Project Analysis Title: City of Renton-Vault for Basin D1 Comments This analysis is to size a vault for Honey Creek Basin Dl. The analysis is using DOE 2001 requirements based on NEW IMPERVIOUS and CONVERTED PERVIOUS areas only (not replaced impervious areas) . Extended Timeseries Selected Climatic Region Number: 12 Full Period of Record Available used for Routing Precipitation Station 960044 Puget East 44 in MAP 10/01/1939-10/01/2097 Evaporation Station 961044 Puget East 44 in MAP Evaporation Scale Factor : 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name . USGS Default Default HSPF Parameters Used (Not Modified by User) r r r r r r r r r r Page ********* Watershed Definition ********** Number of Subbasins: 1 ********** Subbasin Number: 1 ********** ***Tributary to Node: 1 ***Bypass to Node : None ---------Area(Acres) ------------- ------Developed----- Predeveloped To Node Bypass Node Include GW Till Forest 1.101 0.000 0.000 No Till Pasture 0.000 0.000 0.000 No Till Grass 0.000 0*111 0.000 No Outwash Forest 0.000 0.000 0.000 No Outwash Pasture 0.000 0.000 0.000 No Outwash Grass 0.000 0.000 0.000 No Wetland 0.000 0.000 0.000 No Impervious 0.000 0.659 0.000 SUBBASIN TOTAL 1.101 1.101 0.000 *** Subbasin Connection Summary *** Subbasin 1 - - --> Node 1 *** By-Pass Area Connection Summary *** No By-Passed Areas in Watershed Pond Inflow Node : 1 Pond Outflow Node: 99 Page 3 ********* Retention/Detention Facility Summary ********** Hydraulic Structures Add-in Routines Used ----------------- Pond Geometry ----------------- rPrismatic Pond Option Used Pond Floor Elevation 110.01 ft Riser Crest Elevation 106.25 ft Maximum Pond Elevation 106.50 ft Maximum Storage Depth 6.25 ft Pond Bottom Length 146.0 ft Pond Bottom Width 20.0 ft Side Slope 0.00 ft/ft Infiltration Rate 0.00 in/hr Pond Bottom Area 2920. sq-ft Area at Riser Crest El 2920. sq-ft 0.067 acres Volume at Riser Crest 18250. cu-ft ' 0.419 ac-ft Area at Max Elevation 2920. sq-ft 0.067 acres Volume at Max Elevation: 18980. cu-ft 0.436 ac-ft ----------------- Riser Geometry ----------------- Riser Structure Type : Circular Riser Diameter : 18.00 in Common Length : 0.000 ft Riser Crest Elevation : 106.25 ft ---------- Hydraulic Structure Geometry ----------- Number of Devices: 3 --- Device Number 1 --- Device Type Circular Orifice Invert Elevation 100.00 ft Diameter 0.50 in Orientation Horizontal Elbow No --- Device Number 2 --- Device Type Circular Orifice Invert Elevation 104.50 ft Diameter 0. 67 in Orientation Horizontal Elbow Yes --- Device Number 3 --- Device Type Circular Orifice Invert Elevation 105.75 ft Diameter 0.75 in Orientation Horizontal Elbow Yes r r Page 4 **** Computed Pond Hydraulic Table Elev Surf Area Volume Discharge Infilt (ft) (acres) (ac-ft) (cfs) (cfs) 100.00 0.017 0.001 0.000 0.001 100.05 0.067 0.003 0.001 0.000 100.09 0.067 0.006 0.002 0.000 100.18 0.067 0.012 0.003 0.000 110.27 0.067 0.011 0.003 0.010 100.36 0.067 0.024 0.004 0.000 100.45 0.067 0.030 0.004 0.000 100.54 0.067 0.036 0.005 0.000 100.63 0.067 0.042 0.005 0.000 100.72 0.067 0.048 0.006 0.000 100.81 0.067 0.054 0.006 0.000 100.90 0.067 0.060 0.006 0.000 100.99 0.067 0.066 0.007 0.000 101.08 0.067 0.072 0.007 0.000 101.17 0.067 0.078 0.007 0.000 101.26 0.067 0.084 0.007 0.000 101.35 0.067 0.090 0.008 0.000 101.44 0.067 0.097 0.008 0.000 101.53 0.067 0.103 0.008 0.000 101. 62 0.067 0.109 0.008 0.000 101.71 0.067 0.115 0.009 0.000 101.80 0.067 0.121 0.009 0.000 101.89 0.067 0.127 0.009 0.000 101. 98 0.067 0.133 0.009 0.000 102.07 0.067 0.139 0.010 0.000 102.16 0.067 0.145 0.010 0.000 102.25 0.067 0.151 0.010 0.000 102.34 0.067 0.157 0.010 0.000 102.43 0.067 0.163 0.010 0.000 102.52 0.067 0.169 0.011 0.000 102.61 0.067 0.175 0.011 0.000 102.70 0.067 0.181 0.011 0.000 102.79 0.067 0.187 0.011 0.000 102.88 0.067 0.193 0.011 0.000 102.97 0.067 0.199 0.011 0.000 103.06 0.067 0.205 0.012 0.000 103.15 0.067 0.211 0.012 0.000 103.24 0.067 0.217 0.012 0.000 103.33 0.067 0.223 0.012 0.000 103.42 0.067 0.229 0.012 0.000 103.51 0.067 0.235 0.012 0.000 103. 60 0.067 0.241 0.013 0.000 103. 69 0.067 0.247 0.013 0.000 103.78 0.067 0.253 0.013 0.000 103.87 0.067 0.259 0.013 0.000 103.96 0.067 0.265 0.013 0.000 104.05 0.067 0.271 0.013 0.000 104.14 0.067 0.278 0.011 0.000 104.23 0.067 0.284 0.014 0.000 104.32 0.067 0.290 0.014 0.000 104.41 0.067 0.296 0.014 0.000 104.43 0.067 0.297 0.014 0.000 104.45 0.067 0.299 0.014 0.000 104.48 0.067 0.300 0.014 0.000 104.50 0.067 0.302 0.014 0.000 104.52 0.067 0.303 0.016 0.000 104.55 0.067 0.305 0.017 0.000 104.57 0.067 0.306 0.017 0.000 Page 5 104.59 0.067 0.308 0.018 0.000 104.68 0.067 0.314 0.019 0.000 104.77 0.067 0.320 0.020 0.000 104.86 0.067 0.326 0.022 0.000 104. 95 0.067 0.332 0.022 0.000 105.04 0.067 0.338 0.023 0.000 105.13 0.067 0.344 0.024 0.000 105.22 0.067 0.350 0.025 0.000 105.31 0.067 0.356 0.026 0.000 105.40 0.067 0.362 0.026 0.000 105.49 0.067 0.368 0.027 0.000 105.58 0.067 0.374 0.028 0.000 115.62 0.067 0.377 0.028 0.000 105.67 0.067 0.380 0.028 0.000 105.71 0.067 0.383 0.028 0.000 105.75 0.067 0.385 0.029 0.000 105.77 0.067 0.387 0.031 0.000 105.80 0.067 0.388 0.032 0.000 105.82 0.067 0.390 0.033 0.000 105.84 0.067 0.391 0.034 0.000 105. 93 0.067 0.398 0.031 0.000 106.02 0.067 0.404 0.038 0.000 106.11 0.067 0.410 0.039 0.000 106.15 0.067 0.412 0.040 0.000 106.18 0.067 0.414 0.041 0.001 106.22 0.067 0.417 0.041 0.000 106.25 0.067 0.419 0.042 0.000 106.27 0.067 0.420 0.096 0.000 106.30 0.067 0.422 0.114 0.000 106.32 0.067 0.423 0.322 0.000 106.34 0.067 0.425 0.472 0.000 106.36 0.067 0.427 0.642 0.000 106.39 0.017 0.428 0*130 0.000 106.41 0.067 0.430 1.032 0.000 106.43 0.067 0.431 1.248 0.000 106.52 0.067 0.437 2.207 0.000 106. 61 0.067 0.443 3.233 0.000 106.70 0.067 0.449 4.208 0.000 106.79 0.067 0.455 5.027 0.000 106.88 0.067 0.461 5.625 0.000 106. 97 0.067 0.467 6.018 0.000 107.06 0.067 0.473 6.430 0.000 Page 6 ****************** Annual Maxima Flow Data *********************** Subbasin 1 Runoff Pond Outflow Node Predevelopment Runoff Postdevelopment Runoff Date Annual Max (cfs) Date Annual Max (cfs) 1940 04 30 0.035 11939 12 10 0.012 1941 01 31 0.015 11941 01 18 9.459E-03 1941 12 15 0.038 11941 12 20 0.011 1943 02 10 0.014 11942 11 23 0.013 1944 01 23 0.012 1943 10 17 8.064E-03 1945 02 07 0.044 11945 02 09 0.013 1946 02 05 0.027 11946 02 06 0.010 1947 02 02 0.027 1946 12 05 0.012 1948 03 21 0.046 11947 10 19 0.012 1949 02 22 0.025 11949 02 23 0.012 1950 03 03 0.096 11950 01 22 0.013 1951 02 09 0.039 11951 02 10 0.020 1952 01 24 0.011 11951 10 03 9.099E-03 1953 01 11 0.017 11953 01 18 0.014 1954 01 22 0.025 11954 01 07 0.011 1955 04 12 0.011 11954 11 19 0.011 1956 01 06 0.025 11956 01 06 0.025 1957 02 25 0.022 11957 02 26 0.012 1958 01 16 0.026 11958 01 17 0.012 1959 01 12 0.029 1959 01 13 0.013 1959 12 15 0.032 11959 11 22 0.012 1961 02 14 0.025 11960 11 25 0.014 1962 03 04 0.015 11961 12 24 0.011 1963 02 03 0.017 11962 11 30 0.010 1964 01 01 0.025 11963 11 25 0.011 1965 02 26 0.029 11964 12 01 0.012 1966 04 11 0.020 11966 01 14 0.012 1967 01 19 0.045 11966 12 16 0.014 1968 02 03 0.024 11968 01 20 0.012 1968 12 03 0.026 11968 12 11 0.012 1970 01 13 0.021 11970 01 27 0.014 1970 12 06 0.025 11970 12 07 0.013 1972 02 28 0.061 11972 03 05 0.038 1973 01 13 0.023 11972 12 26 0.024 1974 02 18 0.032 11974 03 02 0.012 1974 12 26 0.043 11974 12 27 0.011 1976 01 27 0.027 11976 02 28 0.012 1977 06 03 8.761E-03 1977 06 04 9.750E-03 1977 12 15 0.024 11977 12 15 0.014 1979 03 04 0.024 1979 03 05 0.010 1979 12 15 0.038 11979 12 18 0.041 1980 12 26 0.017 11980 12 31 0.012 1981 10 06 0.055 1981 10 08 0.022 1983 01 05 0.029 11983 03 10 0.012 1984 03 14 0.025 11984 03 26 0.010 1985 02 11 0.019 11984 11 12 0.010 1986 01 18 0.055 11986 01 23 0.013 1986 11 24 0.051 11986 11 27 0.024 1988 04 06 0.025 11988 04 06 0.011 1989 04 05 0.028 1989 04 06 0.012 1990 O1 09 0.086 11990 01 09 0.027 1990 11 24 0.075 11990 11 24 0.028 19920 001 27 0.025 11992 02 01 0.014 1993 03 23 0.020 1993 04 11 9.964E-03 1994 03 03 0.016 11994 03 05 0.011 1995 02 19 0.032 11994 12 27 0.014 1996 02 08 0.072 11996 02 09 0.042 Page 7 1997 01 02 0.045 11997 01 02 0.040 1998 03 23 0.017 11997 10 08 0.010 1998 11 25 0.043 11998 11 26 0.036 2000 02 06 0.027 12000 03 01 0.013 2001 05 05 0.019 12001 05 06 0.010 2002 05 03 0.061 12001 11 16 9.804E-03 2003 03 31 0.052 12002 11 26 0.028 2004 01 23 0.015 12003 10 24 0.011 2005 02 05 0.026 2005 02 08 0.010 2006 02 27 0.029 12005 11 29 0.014 2006 12 14 0.022 12006 11 27 0.012 2008 03 21 0.037 12008 01 08 0.013 2009 02 17 0.052 12009 02 19 0.033 2010 01 10 0.035 12010 01 10 0.013 2010 11 17 0.048 12010 11 17 0.022 2012 01 31 0.030 12011 12 05 0.012 2013 01 20 0.067 12013 01 20 0.064 2013 12 06 0.031 12014 01 29 0.013 2015 03 30 0.019 12015 03 30 0.010 2016 01 04 0.048 2016 01 07 0.033 2017 03 07 0.014 12016 11 01 0.011 2018 01 31 0.027 12018 01 31 0.012 2019 02 14 0.027 12019 01 12 0.013 2020 03 30 0.021 12020 04 21 0.011 2021 02 10 0.043 12021 02 11 0.018 2021 12 20 0.018 12021 12 21 0.011 2023 03 30 0.032 12023 03 31 0.012 2024 01 19 0.026 12024 01 25 0.013 2024 12 22 0.053 2024 12 24 0.028 2026 03 09 0.031 12026 01 05 0.021 2027 01 27 0.028 12027 01 29 0.011 2028 02 19 0.035 12028 02 23 0.012 2028 12 04 0.028 12028 12 11 0.012 2030 02 16 0.034 12030 01 26 0.026 2030 12 30 0.034 12031 03 04 0.012 2032 01 20 0.053 12032 01 23 0.013 2033 03 01 0.017 12032 12 24 0.012 2034 01 15 0.058 12034 01 16 0.037 2035 02 19 0.031 12035 02 20 0.012 2035 12 04 0.030 12036 02 28 0.013 2037 03 08 5.328E-03 12037 03 09 8.559E-03 2037 11 24 0.022 12037 12 17 0.013 2039 02 07 0.015 12038 12 04 9.509E-03 2040 01 14 0.058 2040 01 14 0.012 2040 12 25 0.032 12040 12 27 0.013 2042 02 20 0.032 12042 04 15 0.013 2043 03 31 0.048 12043 02 26 0.013 2044 05 01 0.022 12044 03 21 0.011 2045 02 11 0.024 12045 02 12 0.012 2046 02 16 0.028 12046 02 23 0.012 2047 02 01 0.019 12047 02 02 0.011 2048 04 21 0.017 2047 12 10 0.018 2049 03 16 0.019 2049 03 18 0.012 2049 12 04 0.035 12050 02 09 0.011 2051 04 06 0.021 12051 04 09 0.011 2052 04 16 0.014 12052 04 17 9.240E-03 2053 06 04 0.053 12052 12 10 0.010 2054 02 24 9.638E-03 12053 12 11 0.011 2055 02 17 0.043 12054 11 02 0.024 2056 02 07 0.080 2056 02 08 0.191 2056 11 19 0.092 12057 01 02 0.034 2058 01 24 0.033 12057 11 25 0.012 2059 01 17 0.037 12058 12 02 0.023 Page 8 2060 01 19 0.015 12060 01 24 0.010 2061 01 10 0.029 12061 01 15 0.013 2062 02 03 0.109 12062 01 03 0.012 2062 12 29 0.025 12063 01 02 0.013 2063 12 23 0.043 12063 12 24 0.019 2064 11 30 0.022 12064 12 02 0.011 2066 01 13 0.013 12066 01 13 9.104E-03 2067 01 19 0.028 2066 12 17 0.021 2068 01 18 0.056 2068 01 20 0.021 2069 01 04 0.017 2069 09 24 9.235E-03 2070 04 09 0.016 12069 12 14 9. 627E-03 2071 02 14 0.015 12070 12 19 9.723E-03 2072 02 27 0.016 12071 11 04 0.011 2072 12 25 0.064 12072 12 25 0.161 2074 03 16 0.035 12073 12 16 0.013 2075 01 23 9.827E-03 12074 11 24 9.895E-03 2076 03 24 0.037 12075 10 30 0.014 2077 02 12 5.735E-03 2077 08 26 7.851E-03 2077 11 25 0.018 2077 12 02 0.011 2079 02 25 0.020 2079 03 06 9.912E-03 2079 12 17 0.074 2079 12 19 0.041 2080 11 21 0.033 2080 11 21 0.020 2062 02 13 0.040 12082 02 19 0.021 2083 02 11 0.024 12083 02 20 0.016 2013 11 26 0.031 12083 11 27 0.029 2084 12 14 0.021 12084 12 14 0.013 2066 01 18 0.030 12085 11 01 0.011 2086 12 21 0.029 12086 11 24 0.013 2011 01 14 0.019 12087 12 10 0.011 2088 11 05 0.043 12088 11 08 0.013 2090 01 07 0.016 12089 11 10 0.012 2090 12 04 0.029 12090 12 09 0.030 2012 04 28 0.011 12092 01 31 0.022 2093 03 22 0.017 12092 11 07 9.303E-03 2094 03 01 0.012 12093 12 14 0.010 2094 12 27 0.019 12094 12 28 0.013 2096 01 14 0.023 12095 12 15 0.014 2097 01 29 0.047 12097 03 20 0.014 Page 9 ****************** Ranked Annual Maxima Data******************* Recurrence Interval Computed Using Gringorten Plotting Position Subbasin 1 Runoff Pond Outflow Node Predevelopment Runoff Postdevelopment Runoff Tr(yrs) Q(cfs) Tr(yrs) Q(cfs) 1.00 5.328E-03 1 1.00 7.851E-03 1.01 5.735E-03 1 1.01 8.064E-03 1.02 8.761E-03 I 1.02 8.559E-03 1.02 9.638E-03 I 1.02 9.099E-03 1.03 9.827E-03 1 1.03 9.104E-03 1.04 0.011 1 1.04 9.235E-03 1.04 0.011 1 1.04 9.240E-03 1.05 0.012 1 1.05 9.303E-03 1.06 0.012 I 1.06 9.459E-03 1.06 0.013 1.06 9.509E-03 1.07 0.014 1 1.07 9.627E-03 1.08 0.014 1 1.08 9.723E-03 1.09 0.014 1 1.09 9.750E-03 1.09 0.015 1 1.09 9.804E-03 1.10 0.015 1 1.10 9.895E-03 1.11 0.015 1 1.11 9.912E-03 1.12 0.015 1 1.12 9.964E-03 1.12 0.015 1 1.12 0.010 1.13 0.015 1.13 0.010 1.14 0.016 I 1.14 0.010 1.15 0.016 1 1.15 0.010 1.16 0.016 1 1.16 0.010 1.17 0.016 1 1.17 0.010 1.18 0.017 1 1.18 0.010 1.18 0.017 1 1.18 0.010 1.19 0.017 1 1.19 0.010 1.20 0.017 1 1.20 0.010 1.21 0.017 1 1.21 0.010 1.22 0.017 1 1.22 0.010 1.23 0.017 1 1.23 0.011 1.24 0.017 1 1.24 0.011 1.25 0.018 1 1.25 0.011 1.26 0.018 1 1.26 0.011 1.27 0.019 1 1.27 0.011 1.28 0.019 1 1.28 0.011 1.29 0.019 1 1.29 0.011 1.30 0.019 1 1.30 0.011 1.31 0.019 1 1.31 0.011 1.32 0.019 1 1.32 0.011 1.33 0.019 I 1.33 0.011 1.35 0.020 I 1.35 0.011 1.36 0.020 I 1.36 0.011 1.37 0.020 1 1.37 0.011 �. 1.38 0.021 1 1.38 0.011 1.39 0.021 1 1.39 0.011 1.40 0.021 1 1.40 0.011 1.42 0.021 1 1.42 0.011 1.43 0.022 1 1.43 0.011 1.44 0.022 1 1.44 0.011 1.46 0.022 1 1.46 0.011 1.47 0.022 1 1.47 0.011 1.48 0.022 1 1.48 0.011 1.50 0.023 1 1.50 0.012 1.51 0.023 1 1.51 0.012 1.53 0.024 1 1.53 0.012 1.54 0.024 1 1.54 0.012 Page 10 1.51 0.024 I 1.56 0.012 1.57 0.024 I 1.57 0.012 1.59 0.024 I 1.59 0.012 1.60 0.025 I 1.60 0.012 1.62 0.025 I 1.62 0.012 1.64 0.025 1.64 0.012 1.65 0.025 1.65 0.012 1.67 0.025 I 1.67 0.012 1.69 0.025 I 1.69 0.012 1.71 0.025 I 1.71 0.012 1.73 0.025 I 1.73 0.012 1.75 0.025 I 1.75 0.012 1.77 0.025 I 1.77 0.012 1.79 0.026 I 1.79 0.012 1.81 0.026 1.81 0.012 1.83 0.026 I 1.83 0.012 1.85 0.026 I 1.85 0.012 1.87 0.027 I 1.87 0.012 1.89 0.027 1.89 0.012 1.92 0.027 1. 92 0.012 1. 94 0.027 1. 94 0.012 1. 96 0.027 I 1. 96 0.012 1.99 0.027 I 1.99 0.012 2.01 0.028 I 2.01 0.012 2.04 0.028 I 2.04 0.012 2.07 0.028 I 2.07 0.012 2.09 0.028 I 2.09 0.012 2.12 0.028 I 2.12 0.012 2.15 0.029 I 2.15 0.013 2.18 0.029 I 2.18 0.013 2.21 0.029 I 2.21 0.013 2.24 0.029 I 2.24 0.013 2.27 0.029 I 2.27 0.013 2.31 0.029 I 2.31 0.013 2.34 0.029 I 2.34 0.013 2.38 0.030 I 2.38 0.013 2.41 0.030 I 2.41 0.013 2.45 0.030 I 2.45 0.013 2.49 0.031 I 2.49 0.013 2.53 0.031 I 2.53 0.013 2.57 0.031 I 2.57 0.013 2.61 0.031 I 2.61 0.013 2.65 0.032 I 2.65 0.013 2.70 0.032 2.70 0.013 2.75 0.032 2.75 0.013 2.80 0.032 I 2.80 0.013 2.85 0.032 I 2.85 0.013 2. 90 0.032 2.90 0.013 2.95 0.033 I 2.95 0.013 3.01 0.033 I 3.01 0.013 3.07 0.034 3.07 0.013 3.13 0.034 I 3.13 0.013 3.19 0.035 I 3.19 0.013 3.26 0.035 3.26 0.014 3.32 0.035 I 3.32 0.014 3.40 0.035 I 3.40 0.014 3.47 0.035 I 3.47 0.014 3.55 0.037 I 3.55 0.014 3.63 0.037 I 3.63 0.014 3.72 0.037 3.72 0.014 3.80 0.038 I 3.80 0.014 3.90 0.038 I 3.90 0.014 4.00 0.039 I 4.00 0.014 Page 11 4.10 0.040 I 4.10 0.014 4.21 0.043 I 4.21 0.016 4.32 0.043 I 4.32 0.018 4.45 0.043 I 4.45 0.018 4.58 0.043 I 4.58 0.019 4.71 0.043 I 4.71 0.020 4.86 0.043 I 4.86 0.020 5.01 0.044 I 5.01 0.021 5.17 0.045 I 5.17 0.021 5.35 0.045 I 5.35 0.021 5.54 0.046 I 5.54 0.021 5.74 0.047 ( 5.74 0.022 5.95 0.048 I 5.95 0.022 6.19 0.048 I 6.19 0.022 6.44 0.048 I 6.44 0.023 6.71 0.051 I 6.71 0.024 7.01 0.052 I 7.01 0.024 7.33 0.052 I 7.33 0.024 7.69 0.053 I 7.69 0.025 8.08 0.053 8.08 0.026 8.52 0.053 I 8.52 0.027 9.00 0.055 I 9.00 0.028 9.55 0.055 I 9.55 0.028 10.16 0.056 10.16 0.028 10.86 0.058 10.86 0.029 11.66 0.058 I 11.66 0.030 12.59 0.058 12.59 0.033 13.68 0.061 I 13.68 0.033 14.97 0.061 I 14.97 0.034 16.54 0.064 16.54 0.036 18.47 0.067 I 18.47 0.037 20. 92 0.072 I 20.92 0.038 24.10 0.074 I 24.10 0.040 28.44 0.075 28.44 0.041 34. 68 0.080 I 34.68 0.041 44.42 0.086 I 44.42 0.042 61.77 0.092 I 61.77 0.064 101.36 0.096 I 101.36 0.161 282.36 0.109 I 282.36 0.191 Page 12 ************* Flow Frequency Data for Selected Recurrence Intervals ************* Subbasin 1 Runoff Subbasin 1 Runoff Pond Outflow Node Predevelopment* Postdevelopment* Postdevelopment** Tr (Years) Flow(cfs) Flow(cfs) Flow(cfs) 6-Month 0.016 0.151 2-Year 0.028 0.204 0.012 5-Year 0.043 0.273 0.021 10-Year 0.054 0.327 0.028 25-Year 0.071 0.406 0.040 50-Year 0.085 0.474 0.050 100-Year 0.101 0.549 0.158 200-Year 0.119 0.634 0.181 * Predeveloped Recurrence Interval Computed Using Gringorten Plotting Position Due to High Skew Coefficient * Postdeveloped Recurrence Interval Computed Using Generalized Extreme Value Distribution ** Computed Using Gringorten Plotting Position �aqe 3 ****************** Flow Duration Performance*************************** Predevelopment Postdevelopment Discharge Exceedance Discharge Exceedance (cfs) Probability (cfs) Probability 0.000E+00 1.0000E+00 0.000E+00 1.0000E+00 5.471E-04 2.6394E-01 9.542E-04 6.5378E-01 1.094E-03 2.0728E-01 1.908E-03 5.9548E-01 1.641E-03 1.7149E-01 2.863E-03 5.2073E-01 2.188E-03 1.4556E-01 3.817E-03 4.4595E-01 2.735E-03 1.2518E-01 4.771E-03 3.7083E-01 3.282E-03 1.0874E-01 5.725E-03 2. 9573E-01 3.830E-03 9.4670E-02 6.292E-03 2.5227E-01 4.377E-03 8.2497E-02 7.633E-03 1. 6245E-01 4.924E-03 7.2312E-02 8.588E-03 1.1111E-01 5.471E-03 6.3685E-02 9.542E-03 7.2073E-02 6.018E-03 5. 6317E-02 0.010 4.3963E-02 6.565E-03 4. 9951E-02 0.011 2.6111E-02 7 .112E-03 4.4447E-02 0.013 1.2636E-02 7.659E-03 3.9566E-02 0.013 7.2388E-03 8.206E-03 3.5392E-02 0.014 3.5999E-03 8.753E-03 3.1686E-02 0.015 3.5140E-03 9.300E-03 2.8341E-02 0.016 3.4042E-03 9.847E-03 2.5396E-02 0.017 3.1927E-03 I 0.010 2.2759E-02 0.018 2.9335E-03 0.011 2.0426E-02 0.019 2.6476E-03 0.011 1.8374E-02 0.020 2.3588E-03 0.012 1. 6531E-02 0.021 2.0182E-03 0.013 1.4901E-02 0.022 1.7285E-03 0.013 1.3457E-02 0.023 1.4844E-03 0.014 1.1825E-02 0.024 1.2101E-03 0.014 1.1075E-02 0.025 9.8481E-04 0.015 1.0059E-02 0.026 8.1008E-04 0.015 9.1846E-03 0.027 6.4763E-04 0.016 8.3925E-03 0.028 4 .8663E-04 0.016 7. 6597E-03 0.029 3.2346E-04 0.017 6. 9817E-03 0.030 2. 9891E-04 0.018 6.4222E-03 0.031 2.8952E-04 0.018 5. 9233E-03 0.031 2.7725E-04 0.019 5.4699E-03 0.032 2.5559E-04 0.019 5.0071E-03 0.033 2.3898E-04 0.020 4. 6064E-03 0.034 2.2238E-04 0.020 4.2620E-03 0.035 2.0505E-04 0.021 3.9255E-03 0.036 1.8122E-04 0.021 3. 6158E-03 0.037 1.5162E-04 0.022 3.3349E-03 0.038 1.1408E-04 0.022 3.0685E-03 0.039 7.9420E-05 0.023 2.8404E-03 0.040 5.4150E-05 0.024 2.6367E-03 0.041 3.2490E-05 0.024 2.4534E-03 0.042 1.5884E-05 0.025 2.2721E-03 0.043 1.5884E-05 1*025 2.1111E-03 0.044 1.5162E-05 0.026 1.9602E-03 0.045 1.4440E-05 0.026 1.8137E-03 0.046 1.4428E-05 0.027 1.6866E-03 0.047 1.4440E-05 0.027 1.5675E-03 0.048 1.3718E-05 0.028 1.5009E-03 0.049 1.2274E-05 0.028 1.3725E-03 0.050 1.1552E-05 0.029 1.2859E-03 0.051 1.1552E-05 0,030 1.2195E-03 0.052 1.1552E-05 0.030 1.1487E-03 0.052 1.1552E-05 0.031 1.0779E-03 0.053 1.1552E-05 Page 14 0.031 1.0231E-03 0.054 1.1552E-05 0.032 9. 6676E-04 0.055 1.1552E-05 0.032 9.1261E-04 0.056 1.1552E-05 0.033 8.5485E-04 0.057 1.0830E-05 0.033 8.0647E-04 0.058 1.0830E-05 0.034 7.6171E-04 0.059 1.0830E-05 0.034 7.1622E-04 0.060 1.0108E-05 0.035 6.8012E-04 0.061 9.3860E-06 0.036 6.4836E-04 0.062 9.3860E-06 0.036 6.1587E-04 0.063 9.3860E-06 0.037 5.7904E-04 0.064 9.3860E-06 0.037 5.5233E-04 0.065 7.9420E-06 0.038 5.2273E-04 0.066 6.4980E-06 0.038 5.0323E-04 0.067 5.7760E-06 0.039 4.8302E-04 0.068 5.7760E-06 0.039 4. 6569E-04 0.069 5.7760E-06 0.040 4.4331E-04 0.070 5.7760E-06 0.040 4.2093E-04 0.071 5.0540E-06 0.041 4.0071E-04 0.072 5.0540E-06 0.042 3.7544E-04 0.073 5.0540E-06 0.042 3.5089E-04 0.073 5.0540E-06 0.043 3.2543E-04 0.074 5.0540E-06 0.043 3.1263E-04 0.075 5.0540E-06 0.044 2. 9746E-04 0.076 4.3320E-06 0.044 2.8736E-04 0.077 3.6100E-06 0.045 2.7147E-04 0.078 3.6100E-06 0.045 2.5848E-04 0.079 3.6100E-06 0.046 2.4620E-04 0.080 3. 6100E-06 0.047 2.3537E-04 0.011 3.6100E-06 0.047 2.2382E-04 0.082 3. 6100E-06 0.048 2.1299E-04 0.083 3.6100E-06 0.048 2.0433E-04 0.084 3.6100E-06 0.041 1.9133E-04 0.085 3.6100E-06 0.049 1.8194E-04 0.086 3.6100E-06 0.050 1.7184E-04 0.087 3.6100E-06 0.050 1.5812E-04 0.088 3.6100E-06 0.051 1.5234E-04 0.089 3.6100E-06 0.051 1.3501E-04 0.090 3.6100E-06 0.052 1.2707E-04 0.091 3.6100E-06 0.053 1.2202E-04 0.092 3.6100E-06 0.053 1.1552E-04 0.093 2.8880E-06 0.054 1.0830E-04 0.094 2.8880E-06 0.054 1.0397E-04 0.094 2.8880E-06 0.055 9.5304E-05 0.095 2.8880E-06 0.055 9.0250E-05 0.096 2.8880E-06 0.056 8.3030E-05 0.097 2.8880E-06 0.056 7.8698E-05 0.098 2.8880E-06 0.057 7.7254E-05 0.099 2.8880E-06 0.057 7.2200E-05 0.100 2.8880E-06 0.058 6.3536E-05 0.101 2.8880E-06 0.059 6.1370E-05 0.102 2.8880E-06 0.059 5.7038E-05 0.103 2.8880E-06 0.060 5.1984E-05 0.104 2.8880E-06 0.060 4.8374E-05 0.105 2.8880E-06 0.061 4.2598E-05 0.106 2.8880E-06 0.061 3.8988E-05 0.107 2.8880E-06 0.062 3.8266E-05 0.108 2.8880E-06 0.062 3.1768E-05 0.109 2.8880E-06 0.063 2.9602E-05 0.110 2.8880E-06 0.063 2.6714E-05 0.111 2.8880E-06 0.064 2.3826E-05 0.112 2.8880E-06 0.065 2.1660E-05 0.113 2.8880E-06 0.065 1.9494E-05 0.114 2.8880E-06 ' Page 15 0.066 1.8772E-05 0.115 2.8880E-06 0.066 1.6606E-05 0.115 2.8880E-06 0.067 1.5884E-05 0.116 2.8880E-06 0.067 1.5162E-05 0.117 2.8880E-06 0.068 1.3718E-05 0.118 2.8880E-06 0.068 1.2274E-05 0.119 2.8880E-06 0.069 1.1552E-05 0.120 2.1660E-06 0.069 1.0830E-05 0.121 2.1660E-06 0.070 1.0830E-05 0.122 2.1660E-06 0.071 9.3860E-06 0.123 2.1660E-06 0.071 9.3860E-06 0.124 2.1660E-06 0.072 9.3860E-06 0.125 2.1660E-06 0.072 9.3860E-06 0.126 2.1660E-06 0.073 8.6640E-06 0.127 2.1660E-06 0.073 8.6640E-06 0.128 2.1660E-06 0.074 8.6640E-06 0.129 2.1660E-06 0.074 7.9420E-06 0.130 2.1660E-06 0.075 7.9420E-06 0.131 2.1660E-06 0.075 7.2200E-06 0.132 2.1660E-06 0.076 7.2200E-06 0.133 2.1660E-06 0.077 7.2200E-06 0.134 2.1660E-06 0.077 7.2200E-06 0.135 2.1660E-06 0.078 7.2200E-06 0.135 2.1660E-06 0.078 7.2200E-06 0.136 2.1660E-06 0.079 7.2200E-06 0.137 2.1660E-06 0.079 7.2200E-06 0.138 2.1660E-06 0.080 7.2200E-06 0.139 2.1660E-06 0.080 6.4980E-06 0.140 2.1660E-06 0.081 5.7760E-06 0.141 2.1660E-06 0.082 5.7760E-06 0.142 2.1660E-06 0.082 5.0540E-06 0.143 2.1660E-06 0.083 5.0540E-06 0.144 2.1660E-06 0.083 5.0540E-06 0.145 2.1660E-06 0.084 5.0540E-06 0.146 2.1660E-06 0.084 5.0540E-06 0.147 1.4440E-06 0.085 5.0540E-06 0.148 1.4440E-06 ' 0.085 5.1505E-06 0.149 1.4440E-06 0.086 5.0540E-06 0.150 1.4440E-06 0.086 3.6100E-06 0.151 1.4440E-06 0.087 3.6100E-06 0.152 1.4440E-06 0.088 3. 6100E-06 0.153 1.4440E-06 0.088 3.6100E-06 0.154 1.4440E-06 0.089 2.8880E-06 0.155 1.4440E-06 0.089 2.8880E-06 0.156 1.4440E-06 0.090 2.8880E-06 0.156 1.4440E-06 0.090 2.8880E-06 0.157 1.4440E-06 0.091 2.8880E-06 0.158 1.4440E-06 0.091 2.8880E-06 0.159 1.4440E-06 0.092 2.8880E-06 0.160 1.4440E-06 0.092 2.1660E-06 0.161 7.2200E-07 0.093 2.1660E-06 0.162 7.2200E-07 0.094 2.1660E-06 0.163 7.2200E-07 0.094 2.1660E-06 0.164 7.2200E-07 0.095 1.4440E-06 0.165 7.2200E-07 0.095 1.4440E-06 0.166 7.2200E-07 0.096 1.4440E-06 0.167 7.2200E-07 0.096 7.2200E-07 0.168 7.2200E-07 0.097 7.2200E-07 0.169 7.2200E-07 0.097 7.2200E-07 0.170 7.2200E-07 0.098 7.2200E-07 0.171 7.2200E-07 0.098 7.2200E-07 0.172 7.2200E-07 0.099 7.2200E-07 0.173 7.2200E-07 0.100 7.2200E-07 0.174 7.2200E-07 ' Page 16 0.100 7.2200E-07 0.175 7.2200E-07 ' 0.101 7.2200E-07 0.176 7.2200E-07 0.101 7.2200E-07 0.177 7.2200E-07 0.102 7.2200E-07 0.177 7.2200E-07 0.102 7.2200E-07 0.178 7.2200E-07 ' 0.103 7.2200E-07 0.179 7.2200E-07 0.103 7.2200E-07 0.180 7.2200E-07 0.104 7.2200E-07 0.181 7.2200E-07 0.104 7.2200E-07 0.182 7.2200E-07 0.105 7.2200E-07 0.183 7.2200E-07 0.106 7.2200E-07 0.184 7.2200E-07 0.106 7.2200E-07 0.185 7.2200E-07 0.107 7.2200E-07 0.186 7.2200E-07 0.107 7.2200E-07 0.187 7.2200E-07 0.108 7.2200E-07 0.188 7.2200E-07 0.108 7.2200E-07 0.189 7.2200E-07 0.109 7.2200E-07 0.190 7.2200E-07 0.109 7.2200E-07 0.191 7.2200E-07 1 1 1 ' Page 17 *** Flow Duration Performance According to Dept. of Ecology Criteria **** ' Excursion at Predeveloped 1-�Q2 (Must be Less Than 0%) : -60.4% PASS Maximum Excursion from 1,�Q2 to Q2 (Must be Less Than 0%) : -46.3% PASS Maximum Excursion from Q2 to Q50 (Must be less than 10%) : -28.6% PASS Percent Excursion from Q2 to Q50 (Must be less than 50%) : 0.0% PASS POND MEETS ALL DURATION DESIGN CRITERIA: PASS 1 1 0:\2004\FAPWT-04-032\ENGR\Civil\Drainage\MGSFlood\Honey Creek Vault\ PWT-04-032_VAULT_8-31-05_FINALDUR.jpg (439x375x16M jpeg) 1 1 1 1 Flow Duration Plot -- Vault D 1 1 and Du«tio'n Performan e E•cur{ion 3t 1 Q 112:.:t 0.4 F.P A.S S II ' 1.�x E•:�:ljr_ic-n 1�' 02 to 02: -48.�t- P u�_,t, 'f. Pi i_ &cursion 02 tc 1 050: 11.0 PAS}'} mbx Pc-nd 'j."YS 8 EluHnr� :�im: 1tir_� yea. 111 �1 1 I_I � 1 aF0 1 l 1 7'iFf Wj-Om I A W4 1 JI1__-0i 1 J -�. 1 J__01 111~-01 1& P 1&--M 1 11-+M Exceedance Pri=ik= abilit'V 1 1 1 � Conveyance Calculations Subbasin D1 Appended on: 11:44:36 Thursday, September 01,2005 File Location: 0:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\Honey Crk New May_1_2005.wwk Layout Report: Renton Vault on 107th St (Event Trecip(in) 12 year 1.0000 ' jother 12.1000 10 year 3.0000 _ `;25 year 3.6000 1100 year 4.0000 Reach Records Record Id: R HC 01 ISection Shape: !Circular ,Uniform Flow Method: Manning's (Coefficient: 0.0130 !Routing Method: Travel Time Translation lContributing Hyd DnNode By-pass Strut lUpNode CB-HC Ol Material Conc-Spun !Size F,12"Diam !Ent Losses }Groove End w/Headwall Length 25.2500 ft ISlope 1.00% !Up Invert 413.5125 ft Dn Invert F413.2600 ft !Conduit Constraints I; Min Vel!Max Vel Min Slope,Max Slope Min Cover 112.00 ft/s 115.00 ft/s i0.50% 12.00% 2.00 ft ;Drop across MH I0.0000 ft {Ex/Infil Rate 0.0000 in/hr' ' !Up Invert 1413.2600 ft Dn Invertt 413.5125 ft iHold up invert. O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\HoneyCreek_Vault_StormShed_Rprt.doc Thursday, September 01, 2005 ' Page 1 of 12 Record Id: R-HC 02 z Section Shape: !Circular !Uniform Flow Method: ?Manning's [Coe�cient: 0.013 jRouting Method. ;Travel Time Translation'f Contributing Hyd DnNode 1CB-HC 01 jUpNode ICB !Material lConc-Spun ,Size 112"D !Ent Losses Groove End w/Headwall !Length 163.5000 ft [Slope i0.5 (Up Invert 414.1560 ft IDn Invert 1413.8 !Conduit Constraints 'Min Vel[Max Vel Min Slope;Max Slope;Min Cover 'E2.00 ft/st/s j15 OOTft/s 0.50% _^ 200% 1.00 ft !Drop across MH V.0000 ft (Ex/Infil Rate 10.0000 in/hr !Up Invert 413.8385 ft 1Dn Invert 1414.1560 ft 'E jHold up invert. Record Id: R-HC 03 Section Shape: Circular !Uniform Flow Method: ,Manning's (Coefficient: 10.0130 , !Routing Method Travel Time Translation Contributing Hyd IDnNode GCB-HC 01 jUpNode �CB-HC 03 (Material !Conc-Spun jSize 12"Diam lEnt Losses [Groove End w/Headwall (Length 124.0000 ft !Slope 10.75% !Up Invert 414 4425 ft Dn Invert 413 2 ft _____--._. !Conduit Constraints IMm Vel Max Vel 1Min Slop_ a;Max Slope Min Cover 1 1100 ft/s 115.00 ft/s t0.50% 12.00% 2.00 ft [Drop across MH '0.0000 ft Ex/Infil Rate 10.0000 in/hr jUp Invert 413.5125 ft Dn Invert 1414.4425 ft !Match inverts. ' O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\HoneyCreek_Vault_StormShed_Rprt.doc Thursday, September 01, 2005 ' Page 2 of 12 Record Id: R-HC 04 ' ,Section Shape: lCircular lUniform Flow Method: 3Manning's Coefficient: „0 0130 :Routing Method: Travel Time Translation(Contributing Hyd [DnNode 1CB-HC 03 pNode JCBJCB JMaterial iConc-Spun !Size 12"Diam I ' 'Ent Losses Groove End w/Headwall ,Length '63.5000 ft ;Slope 10.50% !Up Invert �414 7600 ft Dn Invert 1414.4425 iConduit Constraints (Min Vel 1-Max Vel Min Slope;Max Slope,Min Cover }15 0 ..10.50% 2 00% [20 2.00 ft 1 Drop across MH 10.0000 ft jEx/Infd Rate F0.0 in/hr Up Invert ?414.4425 ftDn Invert414.7600 ft J 3Hold up invert. Record Id: R-HC 05 SSection Shape: Circular (Uniform Flow Method. Manning's Coefficient: 10.01130 Routmg Method Travel Time Translation iContributing Hyd !DnNode CB-HC 03 _jU Node �. _ CB-HC 05 _.._W_..__. i P J Material iConc Spun ESiz e y W 12"Diam -------_.- jEnt Losses 'Groove End w/Headwall Length 150.0000 ft (Slope 0.75% '!Up Invert 416.1505 ft Dn Invert 1415.0 jConduit Constraints ,Min Vel!Max Vel Min Slope,Max Slope Min Cover 2.00 ft/s 115.00 s 10.50% 2.00% .2.00 ft 1 Drop across MH 10.0000 ft IE f Rate 10.0000 in/hr; Up Invert =415.0255 ft !Dn Invert 416.1505 ft JMatch inverts. i O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\HoneyCreek_Vault_StormShed_Rprt.doc Thursday, September 01, 2005 Page 3 of 12 r r Record Id: R-HC 06 ;Section Shape: CCircular 'Uniform Flow Method Manning's !Coefficient: 10 0130 ;Routing Method: :Travel Time Translation !Contributing Hyd'� DnNode ?CB-HC 05 [UpN_ CB-HC 06 jMaterial !Cone-Spun !Size 12"Diam (Ent Losses ;Groove End w/Headwall ' 'Length 63.5000 ft ESlope jUp Invert 416.4680 ft On Invert 416.1505 ft !Conduit Constraints Min Vel Max Vel ;Min Slope;Max Slope;Min Cover; I2.00 ft/s 15.00 ft/s 10.50% ;2.00% 2.00 ft ;Drop across MH V0 0000 ft jEx/Infil Rate 10.0000 in/hr l IUp Invert �416.1505 ft IDn Invert416.4680 ft !Hold up invert. J r Record Id: R-HC 07 ;Section Shape: Circular '.Uniform Flow Method. iManning's !Coefficient VAIN !Routing Method. 'Convex Routing!Contributing Hyd DnNode 1CB-HC 05 !UpNode (CB-HC 07 Material !Smooth CDEP ;Size 12"Diam !Ent Losses m ... !Groove End w/Headwall 1 !Length 150.0000 ft ;Slope l0.75% 'Up Invert 417.3100 ft Dn Invert ,4 6.1850 ft '! iConduit Constraints '!Min Vel Max Vel ;Min Slope Max Slope 'Min Cover j 1 _ E2.00 ft/s 45.00 ft/s 0.50% !2.00% 2.00 ft !Drop across MH 10.0000 ft Ex/Infil Rate iO.0000 in/hr, (Up Invert I416.1850 ft IDn Invert 1417.3100 ft ;Match inverts. r O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\HoneyCreek_Vault StormShed_Rprt.doc Thursday, September 01,2005 ' Page 4 of 12 Record Id: R-HC 08 iSection Shape: !Circular Uniform Flow Method: !Mammng's ,!Coefficient: 10.0130 !Routing Method: Travel Time Translation[Contributing Hyd',; i 1DnNode iCB-HC 07 UpNode ICB HC 08 ;Material !Conc-Spun !Size 12" Diam _______ . .............. ........_...._ ;Ent Losses Groove End w/Headwall [Length i63.5000 ft ,S ope I0.50% g 'Up Invert 417.6400 ft €Dn Invert 14 73225 ft i!Conduit Constraints 4!Min Vel Max Vel Min Slope,Max Slope:Min Cover 2.00 ft/s 115 t/ 0.50% 2.00% 2.00 ft !Drop across MH !0.0000 ft EEx/Infil Rate 10.0 n/hr �. __ __ __ ,Up Invert �4173225 ft !Dn Invert 417.6400 ft Match inverts. Record Id: R-HC 09 'Section Shape: Circular 3 !Uniform Flow Method 'Manning's !Coefficient: IO 0120 ;Routing Method: _ 'Travel Time Translation!Contributing Hyd DnNode CB-HC 07 1UpNode GCB-HC 09 Material 'Smooth CDEP ESize 112'am !Ent Losses !Groove End w/Headwall ;Length '158.0000 ft 'Slope Up Invert 418.8900 ft On Invert 1417 3�'� [Conduit Constraints !Min Vel[Max Vet <Min Slope Max Slope Min Cover' 4 12.00 ft/s ;15.00 ft/s 10.50% 10.00% .2.00 ft !Drop across MH 10.0000 ft ix/Infil Rate 0.0�000 in/hr Up Invert 4173100 ft jDn Invert 1418.8900 ft _ jHold up invert. ;Match inverts. O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\HoneyCreek_Vault_StormShed_Rprt.doc Thursday, September 01, 2005 ' Page 5of12 Node Records Record Id: By-pass Struc IDescrPrototype Record ;Increment 10.10 ft Start El. 1413.9200 ft Max El. 1416.9200 ft (Classification'Manhole ,Structure Type CB-TYPE 1-48W,j Ent Ke jGroove End w/Headwall(ke=0 20),!Channelization,!Curved or Deflector _ T mm ICatch 2 0000 ft Bottom Area 19.6350 sf I' ondihon (Existing Record Id: CB-HC 01 ;Descrip: ;Prototype Record Increment 0.10 ft jStart�1413.5125 ft Max El. !1417.1560 ft sClassification'Catch Basin Structure Type GRATE INLET TYPE 2' __... _._.r_ _. ._.___ ____ _ (Ent Ke IG._a roove____ End w/Headwall(ke=0 20)1 Channelization Curved or Deflector Catch i1.2900 ft ;Bottom Area 17.7638 sf _. ._...... .. �Condihon Existing Record Id: CB-HC 02 Descrip: jPrototype Record 'Increment 10.10 ft IStart El. 414 1560 ft Max El. 1417.1560 ft Classif��icahon;Catch Basin :Structure Type,GRATE INLET TYPE 2' 'Ent Ke jGroove End w/Headwall(ke=0 20)'Channelization Curved or Deflector ` _ ._ .___. ____ _ _._ _- _ lCatch 12900 ft Bottom Area ,7.7638 sf Condition Existing Record Id: CB-HC 03 ;Descrip: jPrototype Record ;Increment 10.10 ft l jStart El. 1414.4425 ft ;Max El. 141 80 ft FClassifica "on Catch Basm Structure Type'GRATE INLET TYPE 2 20 ke=0. ___. _ __________ _ !Ent Ke Groove End w/Headwall( )iChannelization'Curved or Deflector , !Catch1.2900 ;Bottom Area 17.7638 sf i Condition Xxisting O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\HoneyCreek_Vault_StormShed_Rprt.doc Thursday, September 01, 2005 Page 6 of 12 i Record Id: CB-HC 04 !Descrip: Prototype Record Increment ;10.10 ft Start El. !414.7600 ft 'Max El. a418.2680 ft IClassification'!Catch Basin IStructure Type,GRATE INLET TYPE 2'1 ;Ent Ke [Groove End w/Headwall(ke=0 20)lChannelizationlCurved or Deflector Catch ,1.2900 ft :Bottom Area 17.7638 sf [Condition Existing _ _ Record Id: CB-HC 05 ;Descrip: .Prototype Record _ iIncrement 10.10 ft 'Start El. 416.1505 ft Max El. 1419.4680 ft ICI sa si ifcation[Catch Basin .Structure Type'CB-TYPE 1 _...._..._....... [Ent Ke !Groove End w/Headwall(ke=0 20).Channelization'Curved or Deflector [Catch 12.0000 ft !Bottom Area 13.9700 sf !ConditionExisting Record Id: CB-HC 06 'Descrip: !Prototype Record ;Increment 0.10 ft _. Start E- 1416 4680 ft Max EL 419.4500 ft IClassiflcation[Catch Basin ;Structure Type 1CB-TYPE 1-48 ,Ent,Ent Ke�[Groove End w/Headwall(ke=0 20) ChanneRzation [Curved or Deflector _ !Catch 12.0000 ft -Bottom Area 12.5664 sf €Condition Existing i Record Id: CB-HC 07 [Descrip: ;Prototype Record ;Increment !Start El. ft ;Max El. 1420.6400 ft [Classification lCatch Basin ;Structure Type ICB-TYPE 1 Ent Ke !Groove End w/Headwall(ke=0 20);Channelization !Curved or Deflector'! !Catch 12.0000 ft `Bottom Area�';3.9700 sf [Condition Existing i O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\HoneyCreek_Vault_StormShed_Rprt.doc Thursday, September 01, 2005 Page 7 of 12 i Record Id: CB-HC 08 IDescrip: !Prototype Record Increment 10.10 ft IStart�!417.6400 ft IMax El. 1420.6400 ft _ .._..._ __.___. ... Classification(Catch Basin !Structure Type ICB TYPE 1-48 Ent Ke (Headwall(ke=0.50)iChannelization,!Curved or Deflector' !Catch 12.0000 ft (Bottom Area 42.5664 sf ......._____ __..____......_._._..._.. (Conditioner 4 Existing Record Id: CB-HC 09 !Descrip: (Prototype Record Increment !- .. 0 10 ft Sta E 418.8900 ft Max El. l421.9100 ft ;Classification ICatch Basin ;Structure Type'CB-TYPE 1-48 _.. _.... ._..._._ _ _ _..._.__._.._ _..._w..__.._.._ __._....__-._........_....... .___.--__ ...._._.. _ ._._......._.... ;Ent Ke ;Groove End w/Headwall(ke=0.20) !Channelization'}Curved or Deflector (Catch 2.0000 ft :Bottom Area 112.5664 sf 6 ;Condition ,Existing Contributing Drainage Areas Record Id: B-HC 01 Zesign Method lRational IDF Table: 'Seattle ------------- Composite C Calc !Description SubArea :Sub c IPav ent(n=0.90) 0.15 ac 0.90 _ __ . _. .... _. _...._ _,__ __.__ ............. ;Directly Connected TC Calc Type (Description !Length Slope ICoeff MisclTT (Sheet (IMP Smooth Surfaces 0.011 144 37 ft 0.80% 0.0110 !100 in 4 nun ?=Directly Connected TC 14 19min Record Id: B-HC 02 'Design Meth Method (Rational IDF Table: ;Seattle ,Composite C Calc i ,Description ISubArea 'Sub c a Pavement(n-0 90) 10.15 ac 0 90 IDn ectly Connected TC Calc ;Type Description Length Slope ICoeff IMisc ITT ,She IMP Smooth Surfaces.: 0.011 144.37 ft 0.80% I0.0 0 110O�in 14 n ° - .._.... j ,Directly Connected TC 4 1910 O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormS Hed\HoneyCreek_Vault_StormShed_Rprt.doc Thursday,September 01,2005 Page 8 of 12 Record Id. B-HC 03 ;Design Method ;Rational IDF Table: jSeattle Composite C Cale _.....__..........___.___...._.___.._.-__________.__.___.____._._ ___ ;Description SubArea Sub c iPavement(n=0.90) 1.15 ac i0.90 Directly Connected TC Cale _ ,Type Description Misc Leng Slope lCoeff ITT j!Sheet !IMP Smooth Surfaces.: 0.011 .154.99 ft ,0.80% ,0.0110 1.00 in 44.44 min i _ � I i lffirectly Connected TC 14.44min I Record id: B-HC 04 Design Method ;Rational IDF Table: 'Seattle ;Composite C Cale (Description 'SubArea Sub c I iPavement(n=0.90) 10.15 ac !0.90 !Directly Connected TC Cale I I;Type bescription Length Slop iCoeff Misc iTT !;Sheet IMP Smooth Surfaces 0.011 154.98 ft 0.80/o +0.0110 1.00 m 14.44 min � 'Directly Connected TC F4.4 n , Record Id: B-HC 05 Design Method Rational IDF Table: ,Seattle !Composite C Cale ;Description ,Sub Sub c iPavement(n=0.90) 10.15 ac 0.90 !Directly Connected TC Cale _ CTYP Description ;Length Slope Coeff !Misc TT I !;Sheet JIMP Smooth Surfaces.: 0.011 154.98 ft 10.80016 0.0110 . 1.00 in ;4.44 min _______ —_._ .__ i Directly Connected TC ! O:\2004\rAPWT-04-032\ENGR\Civil\Drainage\StormSHed\HoneyCreek_Vault_StormShed_Rprt.doc Thursday, September 01, 2005 Page 9 of 12 Record id: B-HC 06 ;Design Method 1Rational `:IDF Table: ;Seattle 'Composite C Cale 'Description 'SubArea ;Sub c iPavement(n=0.90) 10.15 ac 0.90 ^Directly Connected TC Cale ,Type Description Length lope iCoeff jMisc ITT 'Sheet ?IMP Smooth Surfaces.: 0.011 '154.98 ft 10.80// 0.0110 11.00 14.4 n a '!Directly Connected TC 4.44nun L; Record Id. B-HC 07 Design Method Rational IDF Table: ;Seattle =Composite C Cale 'Description 'SubArea Sub c _......_._._....___ ...._..__.__-__.; !Pavement(n=0.90) 10.15 ac 10.90 Directly Connected TC Cale Type iDescription Length ;Slope ICoeff jMisc' ~ `TT Sheet !IMP Smooth Surfaces.. 0.011 154.98 ft 10.80% 10.0110 11.00 in 14.44 min �s Directly Connected TC 14.44mm i Record Id: B-HC 08 jDesign Method Rational IDF Table. "Seattle !Composite C Cale !Description SubArea ASub c IPavement(n=0.90) 0 15 ac 10.90 t y Connected TC Cale I,Direct! _ T aDescriphon Length !Slope ICoeff Misc T ' !ISheet 1IMP Smooth Surfaces.: 0.011 ,154.98 ft 10.80% 10.0110 Il.00 in 4.44 min ;Directly Connected TC , O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\HoneyCreek_Vau It_StormS hed_Rprt.doc Thursday,September 01,2005 Page 10 of 12 Recor d Id: B-HC 09 !Design Method !Rational IDF Table: 'Seattle Composite C Calc !Description SubArea "Sub c jPavement(n=0.90) 30.15 ac 0.90 i i Directly Connected TC Cale LType Description Length ISlope ICoeff jMisc ITT I ISheet jIMP Smooth Surfaces.: 0.011 154.98 ft 10.80% 0.0110 11.00 m 14.44 min !Directly Connected TC ,4.4 n Appended on: 11:52:58 Thursday,September 01,2005 ROUTEHYD [] THRU [Renton Vault on 107th St] USING Seattle AND [25 yr] NOTZERO RELATIVE RATIONAL Reach Area E TC Flow Full Q Full ; nDepth nVel fVel CBasm ID (ac) 1 (min) ( ) (cfs) ratio (ft Size (ft/s) (ft/s) Hyd R 2C 0.1515 4.65 0.3946 l 2 5261 0.16 0.2671 D am 2.3416 13.2163 B-HC 02 R HC 2.5261 0.16 ! 0.2671 12" 2.3416 13.3 B-HC 04 04 0.1515 4.89 0.3946 3 Diam ( 1 _, ._ tt R06C 0.1515 j 4.89 0.3946 2.5261 0.16 0.2671 Dam 2.3416 3.2163 B-HC 06 I _1515.___. _ _._..____._.._____...___...__ �09 0. 5.27 0.3946 3.8701 0.10 0.2153 Diam 3.1754 4.9276 B-HC 09 1211 3._216_3 Bm-H: C 08 8C0.1515 4.89 0.3946 2.5261 6 0.2671 2.3416F Diam ... 4 _H. C_07_ R0C ( am 0.4545 5 9 1.1508 3.3516 0.34 0.4038 Diam7 'II I R HC 1211 8 3.9391 B-HC OS ; OS 0.7575 6.53 1.8021 3.0938 0.58 0.5483 Dam 4.086 �--- s R HC 11 1.0605 7.00 2.3926 3.0938 0.77 0.6606 12 4.3460 3.9391 B-HC 03 -; I 03 Dam . _ - - R01C 1.3635 7.08 „ 2.9618 i 3 0.83 0.6948 Dam S.0848 ` B-HC Ol [4.5485� O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\HoneyCreek_Vault_StormShed_Rprt.doc Thursday, September 01,2005 Page 11 of 12 From Rch Loss App Bend Junct Loss HW Loss Elev Max El To Node Node (ft) (ft) (ft) (ft) (ft) (ft) 413.9978 CB By-pass 414.7092 0.1441 == Oj 0.0185 414.6928 417.1560 . Struc --- 414.7986 417.1560ICB-HC 02 CB-HC 01 '; 414.7986 ------ No approach losses at node CB HC 05 because inverts and/or crowns are offset. 1CB-HC 03 CB- 415.4651 -- 415.4651 ; 418.2680 j CC C 04 CB-HC 03 j 415.4775 ---- ----mm ; ------ 415.4775 ' 418.2680 3 ... ................... CB-AC 05 VCB HC 03 416 9936 10.2330 0.0012 0.0572 416.8191 419.4680 CB-C CB-AC OS i 416.9247 416.9247 419.4500 CB-HC 07, CB-HC OSF 417.9480 0.1566 0.0008 ',F 0.0865 417.8787 420.6400 CB HC 09 CB-HC 07 ( 419 2388 ---- ----- --- 419.2388 421.9100 i CB-HC 081 CB-HC 07 41 �"' i 418.0093_ 420.6400 Licensed to: BERGER/ABAM Engineers Inc. O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\HoneyCreek_Vault_StormShed_Rprt.doc Thursday,September 01,2005 Page 12 of 12 By-pass Struc 12"Diam �B-HC OI CB-HC 03 CB-HC 05 CB-HC 07 CB-HC 09 Diam •-4�Q)�DL- -e.1 ..Mam 72" i— 12"g1. 12" am 12"�iam C HCO2 CtILL�s''"C. C C06 C HC00 By-pass Struc 2�ft ',PB-HCOI CB-HCO3 CB-HC05 CB-HC 07 CB-HC09 _z oo f 0 JAQ.00 ft 0 _U0jU_0 E 1� r 63.Oft 63. Oft 63. Oft 63.Oft HCO2 CHC04 C -HC06 CHC08 By-pass Shut 1.3 ac B-HC 01 CB-HC 03 CB-HC 05 CB-HC 07 CB-HC 09 -.4-n6 aVL—00 R A ac_ QA5,0_ E 0 15 ac , 0.1 ac 0.1 ac 0.1 ac 0.1 ac C HCIV C -HC04 C -HC06 C HCOB By-pass Struc �X �B-HC O1 CB-HC 03 CB-HC 015 CB-HC 07 CB-HC 09 • En 75X * a ZSX 0_ O.75X 0 , 1.00% • O.SX 0. 0.5X 0.5X C HCO2 C .HC04 C�-HC06 C -Hc00 By pass Struc k R- Ol tB-HCOI CB-HCO3 CB-HCO5 CB-HC07 CB-HCO9 • -H�O3 0 1�:HC 05 *-4 R-H(,07 0 ,R-HC 09 - R-H 02 R-H 04 R-H 06 PH 08 C -HCO2 C HC04 C HC06 C�HC06 40 46 40 OA2004TAP WT-04-032\ENGR\Civil\Drainage\StormSHed\HoneyCreek_V ault_StormShed_layout.doc i r Backwater Calculations Subbasin D1 i 1 1 1 Berger/ABAM 10/1/2005 BACKWATER CALCULATION SPREADSHEET Projectj Duvall Ave-Vault D1 Design Event 25-Year Storm olumn 1 Design Flow to be conveyed by pipe segment Column 2 Length of pipe segment olumn 3 Pipe Diameter Column 4 Manning"n"value Column 5 Outlet Elevation of pipe segment Bend Loss Column 6 Intel Elevation of pipe segment no special shaping Column 7 Cross sectional area of pipe Pipe Bend Kb Column 8 Velocity of pipe V=Q/A 0 0.02 Column 9 Pipe Velocity V2/2g 10 0.04 Column 10 Water surface elevation at the outlet of the pipe (D+dc)/2 do/D=.423 do=.31' (D+dC)/2=1.655 20 0.12 Column 11 Friction Loss Sf=(nV)2/2.22 R 1.33 30 0.22 Column 12 Hydraulic Grade Line Sf+(D+dc)/2 40 0.32 Column 13 Entrance Head Loss Ke*V2/2g Ke= 0.5 Table 4.3.1.E pg.4-40 King County SWDM 45 0.4 Column 14 Exit Head Loss Kexit*V2/2g Kexit= 1.0 50 0.48 Junction Head Loss Column 15 Outlet Elevation HGL+Ke*V2/2g+Kexit*V2/2g 60 0.64 Column 16 Inlet Elevation 70 0.84 Column 17 Approach Velocity Head: Drop MH=O, Pipe Discharge=Pipe Velocity Head 80 1.08 -0 Q, Qz -� Column 18 Bend Head Loss Kb*V/2g Kb= Figure 4.2.1.K pg.4-25 King County SWDM 90 1.32 Column 19 Junction Head Loss KJ*V2/2g KJ= (Q3/Q1)/(1.18+.63(Q3/Qt)) Column 20 Head Water Elevation HW=Control El-(Approach Velocity+Bend Head Loss+Junction Head Loss) Q3 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Pipe Q, L D n EL Outlet EL inlet A Barrel V Barrel H Barrel Vel EL tail water H Loss Friction HGL H Loss Entrance H Loss Exit EL outlet Cont. EL inlet Cont. H App.Vel. H Loss Bend H Loss Junction HW El. RIM Elev Structure Pipe Segment Bend Q Length Pipe Size n Outlet El. Inlet El. Barrel Area Barrel Vel. H Barrel Vel TW El. H Loss Friction Entr. HGL H Loss Entrance H Loss Exit Outlet Cont.El Inlet Cont.El H App.Val. H Loss Bend H Loss Junction HW El. ELEV. Check No Reach CB to CB Angle (cfs) (ft) (in) (ft) (ft) I (sq ft) (fps) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) R-HC1 CB-HC1 Vault 93.1 2.96 4 12 0.012 413.06 413.10 0.79 3.77 0:22 414.73 0.01 414.74 0.11 0.22 415.07 413.10 -0.22 0.291 0.15 415.29 417.16 Okay CB-HC1 R-HC3 CB-HC3 CB-HC1 01 2.39 124 121 0.012 414.44 414.51 0.79 3.04 0.14 415.29 0.19 415.47 007 0.14 415.69 414.51 -0.14 0.0031 0.18 415.73 418.271 Oka CB-HC3 R-HC5 CB-HC5 CB-HC3 0 1.8 150 12 0.012 415.03 416.15 0.79 2.29 0.08 415.73 0.13 415.86 0.04 0.08 415.98 416.15 -0.08 0.002 0.26 416.33 419.47 Oka CB-HC5 R-HC7 CB-HC7 CB-HC5 0 1.15 150 12 0.012 416.18 417.31 0.79 1.46 0.03 416.33 0.05 416.38 0.02 0,03 416.43 417.31 -0.03 0.001 0.41 41`7.69 420.67 Okay L C7R-HC9 CB-HC9 CB-HC7 0 0.39 160 12 0.012 417.31 418.91 0.79 0.50 0.00 417.69 0.01 417.70 0 00 0.00 417,70 418.91 0 00 0.000 0.00 418.91 421.87 Oka C9 0:\2004\FAPWT-04-032\ENGR\Civil\Drainage\Backwater Analysis\Backwater_Vault_D1.XlS n 25- r Storm Design 9 r Gutter Analysis Subbasin D1 I 1 r i i Page 1 of 12 Gutlf', t�" ri " '^ ..s&, - `'' [�u g, `^"fit wl .u0 r1 -. s'.a 11 Zd=Width d=depth .� ...... ..__ti..,. . 3+65STA 95+00 to F.. ..�u �� .R � Q=.CIA _ C 0.90 pg 2-11 WSDOT Hyd Manual, 1997 1 Seattle m = 6.89 25-Yr MR 7.88 50-YR MRI n = 0.539 25-Yr MR 0.545 50-YR MRI Tc 5.00 min I = m/(Tc)An 2.89 in/ hour 3.28 in/hour Runoff Coef Adjustment Factor 1.10 10% Safety Factor Area (pavement) Width Travel Lane, 11.00 Travel Lane2 11.00 Bike Lane 5.00 Median 6.00 Sidewalk 6.00 Other Lanes 0.00 Total Width 39.00 feet Length between C$'s •;300.00 feet Held by SL, 150' max for slopes less than 1% Area 11700.00 SF Area 0.2686 Acres Qroad 0.77 cfs Qbypass 0.00 cfs Qtotal F 0.77 cfs C4'np `e w Depth of Flo s d = [Q*St/ (37* (SL)'0.5))A(3/8) d=depth of flow at face of curb 0.133 ft 1.60' inches Q=the gutter discharge 0.77 cfs SL=the longitudinal slope of the gutter 0.0080 ft/ft St=the superelevation slope 0.020 ft/ft d(tw) = 0.0000 inches OK Zd=the top with of the flow prism 6.67 ft Zd < Bike Lane Width Check''Width req'd from face of curb (Zd) < bike lane + 1/2 travel lane 10.501 OK Bypass FlowM ,... QBP = Q * [( Zd-GW)/Zd)A(8/3) Zd=the top width of the flow prism 6.67 ft GW=width of grate inlet perp to flow 1.67 ft Q=the gutter discharge 0.77 cfs Q Bp=portion of flow outside grate 0.36 cfs 0:\2004\FAPWT-04-032\ENGR\Civil\Drainage\Gutter Analysis\Duvall_Gutter_Analysis new06-21-05.xls Sheet: Honey Creek_Gutter Flow Renton Page 2 of 12 4eL.�wa. qucx� �,.w�.� ,,,.,��.�-.-,_w�.r.,r 9-,x�..°19�.aN.,c_<»..:,xr�t x,,.,. «§�, &r. ,._ ,�, ,ssa �a„``• _ ,.� `-� .�-:,e..,�"'. ��4,z,'�`rz'5�,a�'-..�. s' fig{&5, .., ` ,a,-e...f Q= CIA C 0.90 pg 2-11 WSDOT Hyd Manual, 1997 1 Seattle m = 6.89 25-Yr MR 7.88 50-YR MRI n = 0.539 25-Yr MR 0.545 50-YR MRI Tc 5.00 min I = m/(Tc)^n 2.89 in/ hour 3.28 in/ hour Runoff Coef Adjustment Factor 1.10 10% Safety Factor Area (pavement) Width Travel Lane, 11.00 Travel Lane2 11.00 Bike Lane 5.00 Median 6.00 Sidewalk 6.00 Other Lanes 0.00 Total Width 39.00 feet Length between CB's 300.00 feet Held by SL, 150' max for slopes less than 1% Area 11700.00 SF Area 0.2686 Acres Qroad 0.77 cfs Qbypass 0.36 cfs Qtotal 1.13 cfs Depth�of Flow z .. d Q*St/ (37 ' (SL)A0.51)]A(3/8) I MR d=depth of flow at face of curb 0.154 ft 1.85 inches Q=the gutter discharge 1.13 cfs SL=the longitudinal slope of the gutter 0.0080 ft/ft St=the superelevation slope 0.020 ft/ft d(tw) = 0.0000 inches OK Zd=the top with of the flow prism 7.70 ft Zd < Bike Lane Width Check,, Width req'd from face of curb (Zd) < bike lane + 1/2 travel lane L 10.50 OK r "1A^� l a�a �� � I QBP - Q* ( Zd-GW)/Zd]A(8/3) Zd=the top width of the flow prism 7.70 ft GW =width of grate inlet perp to flow 1.67 ft Q=the gutter discharge 1.13 cfs Q BP=portion of flow outside grate 0.59 cfs 0:\2004\FAPWT-04-032\ENGR\Civil\Drainage\Gutter Analysis\Duvall_Gutter_Analysis new06-21-05.xls Sheet: Honey Creek-Gutter Flow Renton Page 3 of 12 Gut# r Fpr; Duvall AvelC©a1 Creek parkwayasiri DI Zd=Width d=depth Q= CIA C 0.90 pg 2-11 WSDOT Hyd Manual, 1997 1 Seattle m = 6.89 25-Yr MR 7.88 50-YR MRI n = 0.539 25-Yr MR 0.545 50-YR MRI Tc 5.00 min I = m/(Tc)^n 2.89 in/ hour 3.28 in/ hour Runoff Coef Adjustment Factor 1.10 10% Safety Factor Area (pavement) Width Travel Lane, 11.00 Travel Lane2 11.00 Bike Lane 5.00 Median 6.00 Sidewalk 6.00 Other Lanes 0.00 Total Width 39.00 feet Length between CB's 300.00 feet; Held by SL, 150' max for slopes less than 1% Area #� SF Area 0.2686 Acres Qroad 0!77 cfs Qbypass 0.36 cfs Qtotal 113 cfs ' t ` N yak r #.' az a f xy,. tay� Depth of Flow r" ,., NU d = [Q*St/(37 ' (SL)'0.5)]A(3/8) d=depth of flow at face of curb 0.154 ft F 1.85 inches Q=the gutter discharge 1.13 cfs SL=the longitudinal slope of the gutter 0.0080 ft/ft St=the superelevation slope 0.020 ft/ft d(tw) = 0.0000 inches OK Zd=the top with of the flow prism 7.70 ft Zd < Bike Lane Width Check Width req'd from face of curb (Zd) < bike lane + 1/2 travel lane 10.50 OK Bypass Flow QBP = Q * ( Zd-GW)/Zd)A(8/3) Zd=the top width of the flow prism 7.70 ft GW=width of grate inlet perp to flow 1.67 ft Q=the gutter discharge 1.13 cfs Q Bp=portion of flow outside grate 0.59 cfs 0:\2004\FAPWT-04-032\ENGR\Civil\Drainage\Gutter Analysis\Duvall_Gutter_Analysis new06-21-05.xis Sheet: Honey Creek—Gutter Flow Renton Page 4 of 12 Gutter'Flow. OuvallfAve/Coal Creek Parkway Basin Dl,,: Zd=Width rd=depth STA f 92+25'to 191+00 -- Foc Each stile of the Roadway,Fast s�deis 4.w-. w .....s. `r..w.........u,, _...w„ .-.. .T.. -..a. 5w*'Y` ,....E. , .s'.bf.,f .n rf Q= CIA C 0.90 pg 2-11 WSDOT Hyd Manual, 1997 1 Seattle m = 6.89 25-Yr MRI 7.88 50-YR MRI n = 0.539 25-Yr MRI 0.545 50-YR MRI Tc 5.00 min I = m/(Tc)^n 2.89 in/hour 1 3.28 in/ hour Runoff Coef Adjustment Factor 1.10 10% Safety Factor Area (pavement) Width Travel Lane, 11.00 Travel Lane2 11.00 Bike Lane 5.00 Median 6.00 Sidewalk 6.00 Other Lanes 0.00 Total Width 39.00 feet .. ........................_......... Length between CB's '' 150.00 feet Held by SL, 150'max, Area 5850.00 SF Area 0.1343 Acres Qroad 0.38 cfs Qbypass 0.59 Icfs Qtotal 0.97 cfs �� tH of Flow DeA . �: a m � .. ...�..... . �', . d = [Q*St/(37'. (SL)A,o.5)]A(3/8) � d=depth of flow at face of curb 0.146 ft 1.75 inches Q=the gutter discharge 0.97 cfs SL=the longitudinal slope of the gutter 0.0080 ft/ft St=the superelevation slope 0.020 ft/ft Zd=the top with of the flow prism 7.28 ft Check Width req'd from face of curb (Zd) < bike lane + 1/2 travel lane 10.50 OK Bypass Flow QBP = Q * I( Zd-GW)/Zdj�(8/3) Zd=the top width of the flow prism 7.28 ft GW =width of grate inlet perp to flow 3.46 ft Q=the gutter discharge 0.97 cfs Q Bp=portion of flow outside grate 0.17 cfs 0:\2004\FAPWT-04-032\ENGR\Civil\Drainage\Gutter Analysis\Duvall_Gutter_Analysis new06-21-05.xls Sheet: Honey Creek—Gutter Flow Renton Page 5 of 12 x -a q ro a 3 33 ^r , �','� "re. '}^ '' �.-1;'7 b° �t�P _ � 3uvalllC°oal iCiekrsir /� wRI a ...".;Basin �. . , ' � a Zd-7 idth * d=depth "*�¢, > ' '� r � ��STA�9 +00to1$9+50 For Each Slide of the Roadway '$ , n�, „,n. Q = CIA C 0.90 pg 2-11 WSDOT Hyd Manual, 1997 I Seattle m = 6.89 25-Yr MRI 7.88 50-YR MRI n = 0.539 25-Yr MRI 0.545 50-YR MRI Tc 5.00 min I = m/(Tc)^n 2.89 in/ hour 3.28 in/hour Runoff Coef Adjustment Factor 1.10 10% Safety Factor Area (pavement) Width Travel Lane, 11.00 Travel Lane2 11.00 Bike Lane 5.00 Median 6.00 Sidewalk 6.00 Other Lanes 0.00 Total Width 39.00 feet Length between CB's 150.00 feet Held by Area 5850.00 SF Area 0.1343 Acres Qroad 0.38 cfs Qbypass 0.17 cfs Qtotal 0.56 Jcfs Depth of Flow `s"S d = [Q*St/(37 *(SL)A0.5AA(3/8) d=depth of flow at face of curb 0.118 ft 1.42 inches Q=the gutter discharge 0.56 cfs SL=the longitudinal slope of the gutter 0.0080 ft/ft St=the superelevation slope 0.020 ft/ft Zd=the top with of the flow prism 1 5.92 ft Check Width req'd from face of curb (Zd) < bike lane + 1/2 travel lane 10.50 OK Bypass Flow QBP = Q ( Zd-GW)/Zd]A(8/3) Zd=the top width of the flow prism 5.92 ft GW=width of grate inlet perp to flow 3.46 ft Q=the gutter discharge 0.56 cfs Q Bp=portion of flow outside grate 0.05 cfs 0:\2004\FAPWT-04-032\ENGR\Civil\Drainage\Gutter Analysis\Duvall_Gutter_Analysis new06-21-05.xis Sheet: Honey Creek_Gutter Flow Renton Page 6 of 12 Gutter Flow.' :Duvall Ave/Coal .Creek Parkway Basin D1 Zd=Width * d=depth S7A 191+DO to 189+50 For Each side of'Roadway � " "`s2 �H3ri( �i`zT"8.3nd Q =CIA C 0.90 pg 2-11 WSDOT Hyd Manual, 1997 I Seattle m = 6.89 25-Yr MRI 7.88 50-YR MRI n = 0.539 25-Yr MRI 0.545 50-YR MRI Tc 5.00 min I = m/(Tc)An 2.89 in/ hour 3.28 in/ hour Runoff Coef Adjustment Factor 1.10 10% Safety Factor Area (pavement) Width Travel Lane, 11.00 Travel Lane2 11.00 Bike Lane 5.00 Median 6.00 Sidewalk 6.00 Other Lanes 0.00 Total Width 39.00 feet Length between CB's 150.00 feet Held by SL, 150'may " Area 5850.00 SF Area 0.1343 Acres Qroad 0.38 cfs Qbypass 0.05 cfs Qtotal '0.44 cfs Depth of Flow' d = [Q#St/(37* (SL),0.5)]A(3/8) d=depth of flow at face of curb 0.108 ft 1.30 inches Q=the gutter discharge 0.44 cfs OK Spacing SL=the longitudinal slope of the gutter 0.0080 ft/ft St=the superelevation slope 0.020 ft/ft Zd=the top with of the flow prism 5.40 ft Check Width req'd from face of curb (Zd) < bike lane + 1/2 travel lane 10.50 OK Bypass Flaw 3) Im"Ts� QBP - Q * ( Zd-GW)/Zd] �(8/3) Zd=the top width of the flow prism 5.40 ft GW=width of grate inlet perp to flow 3.46 ft Use rotated Grate Inlet Type 2 Q=the gutter discharge 0.44 cfs Minimizes by pass flow Q Bp=portion of flow outside grate 0.03 cfs O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\Gutter Ana lysis\DuvaII_Gutter Analysis new06-21-05.xis Sheet: Honey Creek—Gutter Flow Renton Page 7 of 12 Gutter'Fhw Duvall AvefCoal Creek Parkway . Basin D7 ._. Zd=Width 1 * d=depth il Q=CIA C 0.90 pg 2-11 WSDOT Hyd Manual, 1997 I Seattle m = 6.89 25-Yr MRI 7.88 50-YR MRI n = 0.539 25-Yr MRI 0.545 50-YR MRI Tc 5.00 min I = m/(Tc)^n 2.89 in/hour 3.28 in/ hour Runoff Coef Adjustment Factor 1.10 10% Safety Factor Area (pavement) Width Travel Lane, 11.00 Travel Lane2 11.00 Bike Lane 5.00 Median 6.00 Sidewalk 6.00 Other Lanes 0.00 Total Width 39.00 feet Length between CB's 150.00 feet Held by SL, 150' max Area 5850.00 SF Area 0.1343 Acres Qroad 0.38 cfs Qbypass 0.00 cfs Qtotal 0.38 Jcfs Depth of Flow , �..5 i ,,=M d .,.. �c�' ,.��,.v d = [Q*St/(37 * (SL),�0.5)y,(3/8) d=depth of flow at face of curb 0.103 ft 1.23 inches Q=the gutter discharge 0.38 cfs OK Spacing SL=the longitudinal slope of the gutter 0.0080 ft/ft St=the superelevation slope 0.020 ft/ft Zd=the top with of the flow prism 5.15 ft Check Width req'd from face of curb (Zd) < bike lane + 1/2 travel lane 10.50 OK ,R 1 a rYx �� Bypass Flow q r 77 QBp — Q ( Zd-GW /Z 13) Zd=the top width of the flow prism 5.15 ft GW=width of grate inlet perp to flow 3.46 ft Use rotated Grate Inlet Type 2 Q=the gutter discharge 0.38 cfs Minimizes by pass flow Q BP=portion of flow outside grate 0.02 cfs O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\Gutter Ana lysis\Duvall_Gutter_Analysis new06-21-05.xls Sheet:Honey Creek_Gutter Flow Renton Page 8 of 12 u#terxFlow: Duvall Ave/Coal Creek=Parkway Basin,D1 Zd=Width 1 * d=depth Far each side of the Roadwayl1 .� . _ ...,.. _ _.., .. . Q=CIA C 0.90 pg 2-11 WSDOT Hyd Manual, 1997 1 Seattle m = 6.89 25-Yr MRI 7.88 50-YR MRI n = 0.539 25-Yr MRI 0.545 50-YR MRI Tc 5.00 min I = m/(Tc)An 2.89 in/ hour 3.28 in/ hour Runoff Coef Adjustment Factor 1.10 10% Safety Factor Area (pavement) Width Travel Lane, 11.00 Travel Lane2 11.00 Bike Lane 5.00 Median 6.00 Sidewalk 6.00 Other Lanes 0.00 Total Width 39.00 feet Length between CB's 150.00 feet Held by SL', 150' max Area 5850.00 SF Area 0.1343 Acres Qroad 0.38 cfs Qbypass 0.02 cfs Qtotal 0.40 cfs a Depth of Flour g 3 d [Q*St/ (37 * (SL)A0.5))A(3/8) d=depth of flow at face of curb 0.105 ft 1.26 inches Q=the gutter discharge 0.40 cfs OK Spacing SL=the longitudinal slope of the gutter 0.0080 ft/ft St=the superelevation slope 0.020 ft/ft Zd=the top with of the flow prism I 5.24 ft Check' Width req'd from face of curb (Zd) < bike lane + 1/2 travel lane 10.50 OK Bypass Flow , QBP — Q * ( Zd-GW)/Zd]A(8/3). Zd=the top width of the flow prism 5.24 ft GW=width of grate inlet perp to flow 3.46 ft Use rotated Grate Inlet Type 2 Q=the gutter discharge 0.40 cfs Minimizes by pass flow Q BP=portion of flow outside grate 0.02 cfs O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\Gutter Ana lysis\Duvall_Gutter Analysis new06-21-05.xls Sheet: Honey Creek—Gutter Flow Renton Page 9 of 12 Gutter Flow:', Duval! Ave/Coal..Cree,k Parkway Basin D1 ; Zd=Width 1 d=depth STA 1$6#50 to'185+gyp For Each side�f the Roadwa use co w, .._a.. , �,,, ,. .. ., .., y+ . ... � .�� ,u Q=CIA C 0.90 pg 2-11 WSDOT Hyd Manual, 1997 1 Seattle m = 6.89 25-Yr MRI 7.88 50-YR MRI n = 0.539 25-Yr MRI 0.545 50-YR MRI Tc 5.00 min I = m/(Tc)^n 2.89 in/ hour 3.28 in/hour Runoff Coef Adjustment Factor 1.10 10% Safety Factor Area (pavement) Width Travel Lane, 11.00 Travel Lane2 11.00 Bike Lane 5.00 Median 6.00 Sidewalk 6.00 Other Lanes 0.00 Total Width 39.00 feet Length between'CB's'' 150.00;feet Held by SL,'150'max Area 5850.00 SF Area 0.1343 Acres Qroad 0.38 cfs Qbypass 0.02 lcfs Qtotal 0.41 Jcfs Depth of Flow d - [Q-St/(37 * (SL)^o.5AA(3/8) d=depth of flow at face of curb 0.105 ft 1.26 inches Q=the gutter discharge 0.41 cfs OK Spacing SL=the longitudinal slope of the gutter 0.0080 ft/ft St=the superelevation slope 0.020 ft/ft Zd=the top with of the flow prism I5.26 ft Check.,, Width req'd from face of curb (Zd) < bike lane + 1/2 travel lane 10.50 OK Bypass Flow QBP — Q * [(Zd-GW)/Zd1^(813) Zd=the top width of the flow prism 5.26 ft GW=width of grate inlet perp to flow 3.46 ft Use rotated Grate Inlet Type 2 Q=the gutter discharge 0.41 cfs Minimizes by pass flow Q Bp=portion of flow outside grate 0.02 cfs 0:\2004\FAPWT-04-032\ENGR\Civil\Drainage\Gutter Analysis\Duvall_Gutter_Analysis new06-21-05.xis Sheet: Honey Creek—Gutter Flow Renton Page 10 of 12 I r�� � Gutter Flow: Duvall Ave/Coal Cree C ar ci v�y „ 'Amok .,M 1, Zd=Width d=depth STA 18v+00 to 183+50iteocl � Q= CIA C 0.90 pg 2-11 WSDOT Hyd Manual, 1997 1 Seattle m = 6.89 25-Yr MRI 7.88 50-YR MRI n = 0.539 25-Yr MRI 0.545 50-YR MRI Tc 5.00 min I = m/(Tc)^n 2.89 in/ hour 3.28 in/hour Runoff Coef Adjustment Factor 1.10 10% Safety Factor Area (pavement) Width Travel Lane, 11.00 Travel Lanez 11.00 Bike Lane 5.00 Median 6.00 Sidewalk 6.00 Other Lanes 0.00 Total Width 39.00 feet Length;between CB's �150.00 feet Held,by S�, 150' m ax Area 5850.00 SF Area 0.1343 Acres Qroad 0.38 cfs Qbypass 0.02 cfs Qtotal 0.41 cfs Depth of Flow d = [Q*St/(37 ' (SL),0.5)1A(3/8) d =depth of flow at face of curb 0.105 ft 1.267 inches Q=the gutter discharge 0.41 cfs OK Spacing SL=the longitudinal slope of the gutter 0.0080 ft/ft St=the superelevation slope 0.020 ft/ft Zd=the top with of the flow prism 5.26 ft Check Width req'd from face of curb (Zd) < bike lane + 1/2 travel lane 10.50 OK Bypass Flow ,, QBP — Q * ( Zd-GW)/Zd]A(8/3) Zd=the top width of the flow prism 5.26 ft GW=width of grate inlet perp to flow 3.46 ft Use rotated Grate Inlet Type 2 Q=the gutter discharge 0.41 cfs Minimizes by pass flow Q Bp=portion of flow outside grate 0.02 cfs O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\Gutter Analysis\Duvall_Gutter_Analysis new06-21-05.xis Sheet: Honey Creek_Gutter Flow Renton Page 11 of 12 Ic�w � �rel�calCreek P Basin D1 Zd=Width d=depth STA 183+50 to t82+flfl For Eacfi side of the Roadway " Q = CIA r r... . . C 0.90 pg 2-11 WSDOT Hyd Manual, 1997 1 Seattle m = 6.89 25-Yr MRI 7.88 50-YR MRI n = 0.539 25-Yr MRI 0.545 50-YR MRI Tc 5.00 min I = m/(Tc)^n 2.89 in/hour 3.28 in/ hour Runoff Coef Adjustment Factor 1.10 10% Safety Factor Area (pavement) Width Travel Lane, 11.00 Travel Lane2 11.00 Bike Lane 5.00 Median 6.00 Sidewalk 6.00 Other Lanes 0.00 Total Width 39.00 feet Length between CB's 150:00I feet Held by SL, 150'max =a. Area 5850.00 SF Area 0.1343 Acres Qroad 0.38 cfs Qbypass 0.02 cfs Qtotal 0.41 cfs . �Q epth of Flow �._.,,.. � t) d = [Q-St/ (37 ' (SL)A0.5))A(3/8) d=depth of flow at face of curb 0.105 ft 1.26 inches Q=the gutter discharge 0.41 cfs OK Spacing SL=the longitudinal slope of the gutter 0.0080 ft/ft St=the superelevation slope 0.020 ft/ft Zd=the top with of the flow prism 5.26 ft Check °.' Width req'd from face of curb (Zd)< bike lane + 1/2 travel lane F 10.507 OK Bypass Flow � ' �. � . ?' .a ' QBP — Q * L( Zd-GW)/Zd]A(8/3) Zd=the top width of the flow prism 5.26 ft GW =width of grate inlet perp to flow 3.46 ft Use rotated Grate Inlet Type 2 Q=the gutter discharge 0.41 cfs Minimizes by pass flow Q BP=portion of flow outside grate 0.02 cfs O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\Gutter Analysis\Duvall_Gutter_Analysis new06-21-05.xis Sheet: Honey Creek—Gutter Flow Renton Page 12 of 12 lau taer Flo uvall Ave]Coal Creek Parkway Basin D'! Z '-Width � 1 * d=depth � � gam . .,..f,:5 �aF -�,�.,k,,... .«�.�re�`.., .�c��lans.w�"se,a�.,m:--�C.��„�.... ?�:,� a4.6 s�a�s�Ovzm ' Q = CIA C 0.90 pg 2-11 WSDOT Hyd Manual, 1997 1 Seattle m = 6.89 25-Yr MRI 7.88 50-YR MRI n = 0.539 25-Yr MRI 0.545 50-YR MRI Tc 5.00 Imin I = m/(Tc)^n 2.89 in/ hour 3.28 in/hour Runoff Coef Adjustment Factor 1.10 10% Safety Factor Area (pavement) Width Travel Lane, 11.00 Travel Lane2 11.00 Bike Lane 5.00 Median 6.00 Sidewalk 6.00 Other Lanes 0.00 Total Width 39.00 feet Length between'CB's 150:00 feet Held by;SL, 150'max Area 5850.00 SF Area 0.1343 Acres Qroad 0.38 cfs Qbypass 0.02 cfs Qtotal 0.41 cfs Depth of Flow' � ,. x s d — [Q*St/(37 *(SL)A0.5)]A(3/8) d=depth of flow at face of curb 0.105 ft 1.26 inches Q=the gutter discharge 0.41 cfs OK Spacing SL=the longitudinal slope of the gutter 0.0080 ft/ft St=the superelevation slope 0.020 ft/ft Zd=the top with of the flow prism 5.26 ft Check Width req'd from face of curb 10.50 OK Bypass Flow QBP — Q * (Zd-GW)/Zd]A(8/3) Zd=the top width of the flow prism 5.26 ft GW=width of grate inlet perp to flow 3.46 ft Use rotated Grate Inlet Type 2 Q=the gutter discharge 0.41 cfs Minimizes by pass flow Q Bp=portion of flow outside grate 0.02 cfs O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\Gutter Analysis\Duvall_Gutter_Analysis new06-21-05.xls Sheet: Honey Creek_Gutter Flow Renton � Conveyance Calculations Subbasin D1 (Off-site) r t r l i r 1 Appended on: 08:41:09 Wednesday, August 31, 2005 File: 0:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormS Hed\Honey Crk New May_1_2005.wwk Layout Report: Honey Crk Untreated Event Precip (in) 12 year 111.0000 jotheerr 12.1000 10 year 13.0000 {25 y 3.6000 100 year 14.0000 Reach Records Record Id: R-HC Ol a ISection Shape: iCircular Uniform Flow Method: Manning's ]Coefficient: 10.0130 Routing Method: `:Travel Time Translation; Contributing Hyd DnNode iCB-HC ME 2 jUpNode !C H O1 a Material ;Smooth CDEP ,Si e _ 112" Diam .. Ent Losses Groove End w/Headwall Length 30.7500 ft ISl e 11.00% U Invert �413.0900 ft Dn Invert 412.7825 ft —E Conduit Constraints Min Vel Max Vel =Min Slope IMax Slope Min Cover' 2.00 ftls ,15.00 ft/s 0.50 0 £2.000/. 2.00 ft _ !E Drop across MH 0.0000 ft Ex/Infil Rate 10.0 0 n/hr'I Up Invert 412.7825 ft JDn Invert '413.0900 ft I' (Hold up invert. O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\HoneyCreek_StormShed_Rprt.doc Wednesday,August 31,2005 Page 1 of 28 Record Id: R-HC 10 !Section Shape: ;Circular Uniform Flow Method iManning's Coefficient: 0.0120 Routing Method: Travel Time Translation lCori uting Hyd F DnNode ;CB-HC MH 5 Node I,CB-HC 10 Material !Smooth CDEP Size 112 Diam (Ent Losses `Groove End w/Headwall .Length 130.7500 ft IS1 e 1.00010 Up Invert 418.8800 ft Dn Invert �g5725 ft I Conduit Constraints ` Min Vel Max Vel 'Min-Slope Max Slo e Mien Cover' ��� �� p � 12.00 ft/ft/ '15.00 ft/s 0.50�% 2.00% 2.00 ft Drop across MH 0.0000 ft Ex/Infil Rate 10.0000 in/hr;! IUP Invert F418.5725 ft Dn Invert '418.8800 ft !Match inverts. Record Id: R-HC 11 ISection Shape: ;Circular !Uniform Flow Method. Manning's iCoefficient: 10.0120 _ _ Routing Method: ;Travel Time Translation'lContributing Hyd;! jDnNode !CB-HC MH06 UpNode CB-HC 11 Material ;Smooth CDEP ,Size ,18" Diam !Ent Losses :Groove End w/Headwall Length E32.7500 ft .!Slope i 1.00% jUp Invert �419.4600 ft EDn Invert 419.1325 ft �W Conduit Constraints IMin Vel Max Vel Min Slope Max Slope Min Cover' 2.00 ft/s 115�?0.50% 2.000/. 2.00 ft JDrop across MH 10.0000 ft Ex/Infil Rate 10.0000 in/hr'' Up Invert �419.1325 ft Dn Invert ?419.4600 ft !Hold up invert. O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\HoneyCreek_StormShed_Rprt.doc Wednesday, August 31,2005 Page 2 of 28 ' Record Id: R-HC 12 ,Section Shape: !Circular jUniform Flow Method !Manning's Coefficient: 0.0120 R outing Method: ;Travel Time Translation Contributing Hyd - ^— (DnNode ;CB-HC MH06 UpNode _ #CB-HC 12 Material ;S oth CDEP Size 112" Diam ;Ent Losses Groove End w/Headwall Length 30 7500 ft iS pe 11.00% Up Invert 420.0000 ft Dn Invert 1419.6925 ft Conduit Constraints Min Vel'Max Vel Min Slope Ma�FM—in C over 2.00 ft/s 115.00 ft/s 10.50% 12.00% 12.00 ft Drop across MH 10.0000 ft lEx/Infil Rate 0.0000 in/hr' Up Invert 1419.6925 ft jDn Invert 420.0000 ft Record Id: R-HC 13 Section Shape: lCircular ;Uniform Flow Method 'Manning's Coefficient: 10.0120 Routing Method: 'Travel Time Translation[Contributing' Hyd - DnNode CB-HC MH07 jUpNode ICB-HC 13 Material ISmooth CDEP ISize 112" Diam ;Ent Losses Groove End w/Headwall Length 32.7500 ft FS -e 1.00% . _ _. fUp Invert 421.2660 ftDn Invert 420.9385 ft Conduit Constraints Min Vel Mai Vel�IMin Slope Max Slope;Min Cover' �2.00 ft/s i15.00 ft/s 10.50% 2.00% 2.00 ft i Drop across MH j0.00� lEx/Infil Rate 0.0000 in/hr Up Invert 1420.9385 ft Dn Invert 4 1 660 ft lHold up invert. O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\HoneyCreek_StormShed_Rprt.doc Wednesday,August 31, 2005 Page 3 of 28 r ' Record Id: R-HC 14 ISection Shape: !Circular Uniform Flow Method 'Manning's Coefficient: 10.0120 Routing Method: ,Travel Time Translation Contributing Hyd j =DnNode !C-HC MH07 UpNode !CB-HC 14 11, IMaterial rSmooth CDEP Size 12" Diam ' !Ent Losses ;Groove End w/Headwall ILength 30.7500 ft Slope j1.00% IUp Invert ,421.2400 ft Dn Invert I420.9325 ft .... _ Conduit Constraints IMin Vel Max Vel ,Min Slope Max Slope Min Cover o 0 2.00 ft/s I15.00 ftls(0.50% 2.00% ,2.0 ' Drop across MH 0.0000 ft !Ex/Infil Rate 0.0000 in/hr' Up Invert 1420.9325 ft #Dn Invert 421.2400 ft i ' IMatch inverts. Record Id: R-HC 15 ' jSectionShape: � ;Circular ,Uniform Flow Method: Manning's Coefficient: 10.0120 ' IRouting Method: ;Travel Time Translation Contributing Hyd I DnNode !CB-HC MH08 UpNode CB-HC 15 _—.0 Material Smooth CDEP ISiz 12" Diam 'Ent Losses 1Groove End w/Headwall ILength !3 00 ft ISlope 1.00 0 Ap Invert 423.3500 ft iDn Invert ,423.0225 ft _ Conduit Constraints Min Vel IMax Vel ''Min Slope Max Slope Min Cover " 2.00 ft/s ,15 00 ft/s`A50% 2.00% �2 00 ft Drop across MH :0 0000 ft �Ex/Infil Rate I 000 in/hr' .. ...._...... .., ........,... ....._.._ ___.. .. ......., _ 3 U Invert 423.0225 ft Dn Invert 1423 p ' � .3500 ft O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\HoneyCreek_StormShed_Rprt.doc Wednesday,August 31, 2005 Page 4 of 28 ' Record Id: R-HC 16 Section Shape: !Circular ,Uniform Flow Method: ?Manning's Coefficient: 10.0120 Routing Method: ;Travel Time Translation Contributing Hyd lDnNode !CB-HC MHO UpNode 1CB-HC 16 Material !Smooth CDEP !Size 12" Diam tEn Losses !Groove End w/Headwall [Length i30.7500 ft iSlope 11.50% Up Invert 1422.6000 ft Dn Invert !422.1388 ft Conduit Constraints !Min Ve1Max Vet ?Min Slope Max Slope Min Cover j2.00 115. 00�10.50% 2.00°^y%-�j2.00 1Drop across MH 10.0000 ft Ex/Infil Rate ;0.0000 in/hr,! Up Invert 1422.1388 ft Dn Invert 1422.6000 ft Hold up invert. il Record Id: R-HC 17 !Section Shape: Circular i Uniform Flow Method 'Manning's !Coefficient: 0.0120 1Routing Method: travel Time Translation lContributing Hyd l DnNode CB-HC MH09 UpNode ?CB-HC 17 ' Material CDEP iSize 12" Diam (Ent Losses .Groove End w/Headwall ' Length ,32.7500 ft !Slope v J.00% ibp Invert 423 3500 ft iDn Invert ,423 25 ft ,'I Conduit Constraints el in Slope Mope Min CverMinVelMVM S '. 2.00 ft/s;115.�10.50% 2.00% 1�2 00 ft j (D p across MH i0.0 ft iEx/Infil Rate 0.0000 in/hr _ .... . Up Invert '423.0225 ft Dn Invert423.3500 ft Match inverts. O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\HoneyCreek_StormShed_Rprt.doc Wednesday, August 31, 2005 Page 5 of 28 ' Record Id: R-HC 18 ,Section Shape: :Circular ' [Uniform Flow Method: IManning's Coefficient: 10.0120 [Routing Method: 'Travel Time Translation Contributing Hyd jDnNode CB-HC MH09UpNode ICB HC 18 5 _._______: terial - ISmooth CDEP !Size 12" Diam 'Ent Losses Groove End w/Headwall Length 30.7500 ft Slope Up Invert ;423.3500 ft Dn Invert 1423.0425 ft .. _ _. _. jConduit Constraints ' 'Min Vel Max Vel [Min Slope Max Slope[Min Cover, 2.00 ft/s 115.00 ft/s 10.50% 2.00% 0 ft j ;Drop across MH 10.0000 ft FEx/Infil Rate 10.000�0 in/hr; ;Up Invert 423.0425 ft Dn Invert 423.3500 ft Bold up invert. Hold down invert. ' Record Id: R-HC 19 ,Section Shape: 'Circular ,Uniform Flow Method: Manning's Coefficient: 10.0120 [Routing Method: Travel Time Translation lContributing Hyd EDnNode !CB-HC MH10 UpNode iCB-HC 19 Material Smooth CDEP Size 12" Diam t Losses lGroove End w/Headwall Length 30.7500 ft Slope 1.00�% Up Invert 424.5500 ft Dn Invert 1424.2425 ft '` i Conduit Constraints ' Mi V FM V[Min Slope,Max Slope;M n over. 2.00 [15.00.50% 2.00% 2.00 ft Drop across MH 0.0 ft Ex/Infil Rate 10.0000 in/hr' ,Up Invert ;424.2425 ft Dn Invert 424.5500 ft Hold down invert. ' O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\HoneyCreek_StormShed_Rprt.doc Wednesday,August 31,2005 Page 6 of 28 Record Id: R-RC 20 ISection Shape: !Circular Uniform Flow Method: 1Manning's Coefficient: 10.0120 Routing Method: Travel Time Translation lontributing Hyd F ' DnNode ICB-HC MH10 jUpNode CB-HC 20 Material ;Smooth CDEP _ _ Size 11" Diam i Ent Losses 'Groove End w/Headwall Length 32.7500 ft Slope 1.00% Up Invert 424 5500 ft Invert424.2225 ft _ _ _ Conduit Constraints VelM ax Slo a Min Cove�MinVelMax eM ' 12.00 ft/s 115.00 ft/s 10.50% 12.00% 2.00 ft ...... . ...... 1Drop across MH 10.0000 ft Ex/Infil Rate 0.0000 in/hr' Up Invert 1424.2225 ft ,D Invert 1424.5500 ft 1Hold down invert. ' Record Id: R-HC Clb off Section Shape: 'Circular Uniform Flow Method Manning's Coefficient: 110.0120 Routing Method: Travel Time Translation(C tributing Hyd DnNode CB-HC 11UpNode ICB-HC Clb off. Material Smooth CDEP ISize 115" Diam Ent Losses GGroove End w/Headwall Length 11.0000 ft jSlope2.50% Up Invert ;420.0600 ft Dn Invert 419.7850 ft Conduit Constraints ' n Vel 'Max Vel 1Mi�M�Min Cover 112.0�;15-66 0.59% 2.00% 2.00 ft 'Drop across MH 10.2400 ft Ex/Infil Rate �'0.0000 in/hr Up Invert 419.7850 ft Dn Invert 1420.0600 ft Hold up invert. .Hold down invert. O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\HoneyCreek_StormShed_Rprt.doc Wednesday,August 31, 2005 Page 7 of 28 Record Id: R-HC Clc off ,Section Shape: ;Circular ' Uniform Flow Method: fManning's Coefficient: 0.0090 uting Method: ;Travel Time Translation jContributing Hyd tDnNode GCB-HC 17 jUpNode ICB-HC C 1 c off _ f Material !Plastic FSize j6' Diam Ent Losses ,Groove End w/Headwall Length 528.3200 ft ,Slope I0.85% Up Invert 423.5900 ft FDn Invert 423.3493 ft Conduit Constraints ,IMi V?Max Vel Min Slope Max Slope Min Cover' 2.00 4 5.00 ft/s I0.50% [2.00% 13.0 !Drop across MH 10.2400 ft Ex/Infil Rate 10.0000 in/hr ,Up Invert 423.3493 ft Dn Invert 423.5900 ft Hold up invert. 'Hold down invert. Record Id: R-HC C2b off ;Section Shape: lCircular jUniform Flow Method �Manning's ' Coefficient: 10.0120 (Routing Method: Travel Time Translation'Contributing Hyd; DnNode 'CB-HC MH 3 [] pNode CB-HC C2b Material ;EConc-Spun jSize 18" Diam \Ent Losses ;Groove End w/Headwall ,gt i h z 1.00% Len h f2O.1600 ft Sloe ;Up Invert 412.0000 ft n Invert '411.7984 ft i Conduit Constraints Min Vel jM V Min Max Slope Min Cover 42.00 ft/s 515.00 ft/s I0.5O% 2.00% 2.00 ft ' Drop across MH f0.24OO ft Ex/Infil Rate I0.O0O0 in/hr Up Invert 1'411.7984 ft Dn Invert '412.0000 ft Hold up invert. ;Hold down invert. ' O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\HoneyCreek_StormShed_Rprt.doc Wednesday, August 31, 2005 Page 8 of 28 Record Id: R-HC MH 1 (Section Shape: 'Circular ' Uniform Flow Method ;Manning's FCoefficient: 110.0120 Routing Method: `Travel Time Translation lontributing Hyd EDnNode ,ExCB#7 UpNode iCB-HC MH 1 Material ;Smooth CDEP Size 124" Diam - _ ' Ent Losses Groove End w/Headwall Length 38.3600 ft Slope Up Invert ,409.2034 ft Dn Invert 1408.9116 ft _ _ Conduit Constraints Min Vel;Max Vel � n Slope Max Slope Min-Coverl 2.00 ft/s 15.00 ft/s 10.50% 2.00% 2.00 ft {Drop across MH 10.0000 ft lEx/Infil Rate 0.0000 in/hr IUp Invert 408.9116 ft JDn Invert 409.2034 ft Hold down invert. ' Record Id: R-HC MH 10 Section Shape: ;Circular I [Uniform Flow Method Manning's Coefficient: 10.0120 Routing Method: Travel Time Translation lContributing Hyd ' nNode „CB-HC MH09 UpNode ,CB-HC MH D ' [Material ;Smooth CDEP -Size 12" Diam ?Ent Losses lGroove End w/Headwall Length 150.0000 ft Slope 11.00% Up Invert ;424.2225 ft n Invert , 22.7225 ft F_ Conduit Constraints Min Vel IM V Min Slope Max Slope Min Cover; 2.00 ft/s F15.0 F0% 2.00% 2.00 ft Drop across MH ;0.0000 ft Ex/Infil Rate 0.0000 in/hr Up Invert 1422.7225 ft ,Dn Invert {424.2225 ft Hold up invert. O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\HoneyCreek_StormShed_Rprt.doc Wednesday,August 31,2005 Page 9 of 28 Record Id: R-HC MH 2 iSection Shape: Circular Uniform Flow Method lManning's (Coefficient: 10.0120 Routing Method: 'Travel Time Translation Contributing Hyd ' 1DnNode CB-HC MH 1 UpNode !CB HC MH 2' ,Material 'Smooth CDEP Size 24' Diam !Ent Losses Groove End w/Headwall (Length 42.6900 ft Slope 0.50% Up Invert 409.4168 ft Dn Invert 409.2034 ft jConduit Constraints Min Vel Max Vel ' Min Slope Max Slope Min Cover: 2.00 ft/s 115.00 ft/s 10.50% 12.00% i3.0 [Drop across MH 10.0000 ft Ex/Infil Rate 10.0000 in/hr Up Invert 1409.2034 ft Dn Invert 3409.4168 ft Hold down invert. Record Id: R-HC MH 3 ,Section Shape: lCircular Uniform Flow Method "Manning's Coefficient: 10.0120 Routing Method: Travel Time Translation, Contributing Hyd;F jDnNode � :CB-HC MH 2 jUpNode ;CB-HC MH 3 Matenal 'Smooth CDEP !Size 24 Dram Ent Losses !Groove End w/Headwall Length .296.6700 ft !Slope 10.50% Up Invert '410.9001 ft Dn Invert 1409.4168 ft Conduit Constraints Min Vel Max Vel (Min Slo e Max Sloe Min Cover. 12.0� 15.00 ftls 10.50% 2.00%0 12.0�0 ft (Drop across MH 0.0000 ft Exx/Infil Rate F0.0000 in/hr r Up Invert 1409.4168 ft Dn Invert ;410.9001 ft Hold up invert. ;Hold down invert. ' O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\HoneyCreek_StormShed_Rprt.doc Wednesday,August 31, 2005 Page 10 of 28 Record Id: R-HC MH 4 ..................._.._...... ,Section Shape: !Circular , - Uniform Flow Method. �Manning's Coefficient: 10.0120 ' _ _ _ _ _ Routing Method: "Travel Time Translation Contributing Hyd} jDnNode 1CB-HC MH 3 jUpNode IC HB C MH 4' [Material "Smooth CDEP Size 18" Diam lEnt Losses ;Groove End w/Headwall Length _ '291.5800 ft ISlope Up Invert 416.3824 ft Dn Invert 410 9001 ft _ - Conduit Constraints IM n el'Max Vel ;Min Slope Max Slope'lMm Cover. 12.00`15.00 ft/s 10.50% 2.00% 12.0 Drop across MH 10.0000 ft iEx/�Infil Rate 10.0000 in/hr jUp Invert 1410.9001 ft bn Invert 4�16.3824 ft Record Id: R-HC MHOS (Section Shape: Circular lUmform Flow Method ;Manning s ,Coefficient: 10.0120 Routing Method: (Travel Time Translation Contributing Hyd F jDnNode !CB-HC MH 4 UpNode ;CB-HC MH 5' ,Material !Smooth CDEP fSize j18" Diam !Ent Losses 11Groove End w/Headwall Length `122.3000 ft "Slope ,Up�Invert 417.6054 ft Dn Invert 416.3824 ft Conduit Constraints jMin Ve1 ;Max Vel (Min Slope 14 x SlopejMin Cover' 2.00 ft/s 115.00 ft/s0.50% ?2.00% ;2. Drop across MH 0.0000 ft �Ex/Infil Rate 0.0000 in/hr Up Invert 416.3824 ft !Dn Invert 417.6054 ft O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\HoneyCreek_StormShed_Rprt.doc Wednesday,August 31, 2005 Page 11 of 28 Record Id: R-HC MHO6 Section Shape: lCircular IUniform Flow Method !Manning's Coefficient: 1O.O12O � Routing Method: Travel Time Translation Contributing Hyd DnNode ECB-HC MH 5 ,UpNode GCB-HC MHO6 Material 'Smooth CDEP Size _ � '18" Diam lEnt Losses 'Groove End w/Headwall _ _ ;Length ,139.6200 ft Slope 1 1.00% Up Invert 419.0016 ft Dn Invert 417.6054 ft Conduit Constraints Min Vel iMax Vel 'Min Slope]-Max Slope jrMin Cover 12.00�j15.O0 ft/s 10.50% 0% 12.0 _ _ _ i ,Drop across MH 0.0000 ft lEx/Infil Rate 10.0000 in/hr Up Invert 417.6054 ft Dn Invert 419.0016 ft Record Id: R-HC MHO7 iiSection Shape: 'Circular Uniform Flow Method: iManning's Coefficient: i!0.0120 Routing Method: Travel Time Translation' Contributing Hyd j DnNode CB-HC MHO6 UpN-ode !CB-H.0 MH07 Material „Smooth CDEP jSize ,18" Diam Ent Losses ;Groove End w/Headwall iLength 108.4300 ft ISlope Up Invert 420.0859 ft IDn Invert 419.0016 ft Conduit Constraints Min Vel IM�Min Slope;M�Min Cover 2�OOMft/s 15.00 ft/s 0.5 2.00% 42.00 ft jDrop across MH 10.0000 ft Ex/Infil Rate 10.0000 in/hr EUp Invert 419.0016 ft Dn Invert 42O.O859 ft O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\HoneyCreek_StormShed_Rprt.doc Wednesday,August 31,2005 Page 12 of 28 Record Id: R-HC MH08 ,Section Shape: ;Circular Uniform Flow Method: 'Manning's (Coefficient: �0.0120 Routing Method: 'Travel Time Translation Contributing Hyde jDnNode ICB-HC MH07 j& No iCB-HC MH08 _ _ Material ;Smooth CDEPSize 12" Diam [E Losses ;Gro End w/Headwall _.. _ [Length 1155.2300 ft Slope j1.00% jUp Invert 421.6382 ft Dn Invert 420.0859 ft Conduit Constraints ,M n e1 Max ;'Min Slope Max Sloe Min Cover. 12.00 ft/s 115.00 ft/s j0.50 2.00% 2.00 ft [Drop across MH j0.0000 ft Ix/Infil Rate 10.0000 in/hr Up Invert 1420.0859 ft [Dn Invert :421.6382 ft Record Id: R-HC M1109 Section Shape: ,Circular Fform Flow Method 'Manning's ;Coefficient: 10.0120 _— W [Routing Method: ,Travel Time Translation Contributing Hyd DnNode ;CB-HC MH08 UpNode 1CB-HC MH09I Material Smooth CDEP ISize 12" Diam jEnt Losses ;Groove End w/Headwall Length '108.4300 ft (Slope1.00% Up Invert 1422.7225 ft [Dn Invert 1421.6382 ft � i Conduit Constraints [Min Vel;Max Vel ;Min Slope[Max Slope(Min over [2_.00 ft/s j 15.00 ftls0.50% 2.00% _ Fi.00 ft [Drop across MH �0.0000 ft Ex/Infil Rate 0.0000 in/hr Up Invert '421.6382 ft rDn Invert 4 2.7225 ft __ O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\HoneyCreek_StormShed_Rprt.doc Wednesday,August 31, 2005 Page 13 of 28 Node Records Record Id: CB-HC Ola F6escrip: jPrototype Record ;Increment ',10.10 ft ;Start EL ,413.0900 ft Max El. 11416.0900 ft 1Classification!Catch Basin Structure Type ICB-TYPE 1-48 Ent Ke IGroove End w/Headwall (ke=0.20) =Channelization Curved or Deflector' Catch ,2.0000 ft Bottom Area ;112.5664 sf Condition Existing Record Id: CB-HC 10 Descrip: Prototype Record Increment 10.10 ft Start El. 1418.5000 ft ,Max El. 421.8500 ft Classification Manhole ;Structure Type' CB-TYPE 1-48 Groove End w/Headwall e=0.20 �Channelization' Curved or Deflector atch 2.0000 ft Bottom Fnt-K--eomArea 19.6350 sf Cori ton iExisting Record Id: CB-HC 11 De p Prototype Record Increment 0.10 ft FStart El. 419.4600 ft ;Max El. 1422.9600 ft (Classification Catch Basin ;Structure Type' CB-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20) Channelization'lCurved or Deflector ;Catch 12.0000 ft Bottom Area 19.6350 sf .__.___ _ !ConditionExisting Record Id: CB-HC 12 Descrip: F rototype Record Increment I0.10 ft St �,4 9.9600 ft Max El. ,422.9600 ft Classification Manhole iStructure Type ECB TYPE 1-48 'Ent Ke Groove End w/Headwall (ke=0.20) Channelization;iCurved or Deflector Catch 12.0000 ft ;Bottom Area 119.6350 sf Condition !Existing O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\HoneyC reek_StormShed_Rprt.doc Wednesday,August 31, 2005 Page 14 of 28 Record Id: CB-HC 13 Descrip: jPrototype Record Increment F0 10 ft St EL 1421.2660 ft ;Max El. �24.2500 ft 'Classification jManhole ;Structure Type GCB-TYPE 1-48 Ent Ke (Groove End w/Headwall e=0.20 "Channelization Curved or Deflector Catch 2F0000 ft ;Bottom Area 11 6350 sf (Condition Existing Record Id: CB-HC 14 Fescrip: IPrototype Record ;Increment 0.10 ft iSt El. 421.2400 ft Max EL 424.2500 ft Classification jManhole ;Structure Type CB-TYPE 1-48 ;Ent Ke IGroove End w/Headwall (ke=0.20) Channelization Curved or Deflector FCatch 12.0000 ft ;Bottom Area 119.6350 sf Condition 'Existing Record Id: CB-HC 15 jbeserip: !Prototype Record I Increment ,0.10 ft iS El. 423.6000 ft Max El. 425.6000 ft Classification Manhole Structure Type CB-TYPE 1-48 Ent Ke (Groove End w/Headwall (ke=0.20) Channelization(Curved or Deflector Catch l2.0000 ft Bottom Area 19.6350 sf Condition Existing Record Id: CB-HC 16 ;Descrip: Increment 0 10 ft Start El. 1422.6000 ft Max El. 425.6000 ft 'Classification IManhole Structure Type CB-TYPE 1-48 Ent Ke ,Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector' 'Catch j .0000 ft ;Bottom Area :119.6350 sf {C n ition Existing O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\HoneyCreek_StormShed_Rprt.doc Wednesday,August 31,2005 Page 15 of 28 Record Id: CB-HC 17 Descrip: ,Prototype Record Increment 10.10 ft Start El. �23.3500 ft ;Max El. 426.3500 ft iClassifi M cation anhole I Structure Type CB-TYPE 1-48 (Ent Ke Groove End w/Headwall (ke=0.20) IChannelization Fcurved or Deflector £C tch __2.0000 ft 'Bottom Area 19.6350 sf �Co ition �Exishng Record Id: CB-HC 18 Descrip: Prototype Record lIncrement 10.10 ft Start EL 1422.8500 ft _ Max El. 426.3500 ft (Classification FManhole ;Structure Type ICB-TYPE 1-48 EEnt Ke ilGroove End w/Headwall (ke=0.20) Channelization lCurved.or Deflector Catch 12.0000 ft ;Bottom Area 19.6350 sf 'Condition 'Existing Record Id: CB-HC 19 Descrip: Prototype Record Increment 10.10 ft Start El. 424.5500 ft Max El. ft ft 'FClassification CatchBasin Structure Type CB-TYPE 1-48 'Ent Ke 'Groove End w/Headwall (ke=0.20) thannelization Curved or Deflector Catch 12.0000 ft lBottom Area 12.5664 sf 'Condition 'Existing Record Id: CB-HC 20 Descrip: lPrototype Record .Increment 10.10 ft __ _. 'Start El. '424.5500 ft Max EL 427.5506 ft 1 'Classification;Manhole Structure Type CB-TYPE 1-48 jEn� t Ke 'Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector' _ . Catch �'2.0000 ft .Bottom Area 119.6350sf Condition lExisting O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\HoneyCreek_StormShed_Rprt.doc Wednesday,August 31,2005 Page 16 of 28 r Record Id: CB-HC Clb off ........... Descrip: Prototype Record ;Increment 0.10 ft Start El. 420.0600 ft Max El. F423.3 100 ft Classification Manhole 'Structure Type MH-TYPE 1-48 [E—nt Ke JGroove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch 12.0000 ft `Bottom Area 112.5664 sf Condition jProp Record Id: CB-HC Clc off Descrip: JEx MH Bsta 192+14 Increment 0 10 ft Start El. 423.5900 ft Max El. 1428.1900 ft Classification!Manhole !Structure Type'EMH-TYPE 1-48 Ent Ke IGroove End w/Headwall (ke=0.20) Channelization lCurved or Deflector Catch 0.0000 ft Bottom Area 112.5664 sf !Condition oposed Record Id: CB-HC C2b iDescrip: FPrototype Record Increment 0.10 ft (Start El. ;412.0000 ft ;Max El. 419.0000 ft Classification EManhole Structure Type jMH-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20) iChannelization Curved or Deflector Catch 12.0000 ft _ B. Y _ � ottom Area12.5664 sf Condition jProposed Record Id: CB-HC MH I Descrip: Prototype Record Increment 0.10 ft tart El. 409.2034 ft Max El. #416 1400 ft lC ssification tch Basin ,Structure Type CB-TYPE 2-60 (Ent Ke ,Groove End w/Headwall (ke=0.20) lChannelization Curved or Deflector Catch 12.0000 ft ;Bottom Area 19.6340 sf ConditionExisting O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\HoneyCreek_StormShed_Rprt.doc Wednesday,August 31, 2005 Page 17 of 28 Record Id: CB-HC MH 2 IDescrip: Prototype Record ;Increment 0.10 ft �tart EL �409.4168 ft Max El. F416.0900 ft (Classification ICatch Basin 'Structure Type CB-TYPE 2-54 Ent Ke GroOve End w/Headwall (ke=0.20) lChannelization(Curved or Deflector' Catch 12.0000 ft ;Bottom Area 115.9040 sf Condition !Existing Record Id: CB-HC MH 3 Descrip: jPrototype Record Increment0.10 ft Start El. 410.9001 ft _ ;Max El� � 1432.5600 ft ,Classification ICatch Basin :Structure Type' CB-TYPE 1-48 ,En� t Ke lGroove End w/Headwall (ke=0.20) ;Channelization;Curved or Deflector (Catch f2.0000 ft Bottom Area 12.5664 sf g Condition E Existing _....�.:: .... ___ .u. _ ________...._._____.. ._._......_._._....._._______.._._._._. Record Id: CB-HC MH 4 !Descrip: jPrototype Record ;Increment 10.10 ft ,Start 416.3824 ft ;Max El. 1421.4800 ft _._�_:._ _ _ ,Classification Catch Basin Structure Type CB-TYPE 1-54 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector' !Catch 12.0000 ft :Bottom Area `15.9043 sf .--- !Condition !Existing Record Id: CB-HC MH 5 Descrip: iPrototype Record ;Increment 0 10$ _ _ !Start El. 1 17.6054 ft :Max El. 422.5700 ft . Classification!Catch Basin iStructure Type CB-TYPE 2-48 Ent Ke ;Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch 2.0000 ft ;Bottom Area 112.5664 sf Condition ,Existing O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\HoneyCreek_StormShed_Rprt.doc Wednesday,August 31, 2005 Page 18 of 28 Record Id: CB-HC MII06 Descrip: Prototype Record Increment 0.10 ft IStartEl. 1419.0016 ft 'Max El. �423.5700 ft (Classification ICatch Basin ;Structure Type CB-TYPE 2-60 Ent Ke �oove End w/Headwall (ke=0.20) lChannelizationlCurved.or Deflector' Catch 12.0000 ft lBottom Area 14.6340 sf iCondition lExisting Record Id: CB-HC MH07 Descrip: jPrototype Record Increment 10.10 ft iSt 1420.0859 ft .Max El. 1424.8600 ft ;Classification IManhole 'Structure Type MH-TYPE 2-48 ;Ent Ke IGroove End w/Headwall (ke=0.20) ;Channelization lCurved or Deflector' Catch 12.0000 ft 'Bottom Area '12.5664 sf ,IC Ondltlori Existing Record Id: CB-HC MH08 Descrip: 'Prototype Record Increment 10.10 ft Start El. 421.6382 ft Max El. F426. 000 ft Classification Manhole ;Structure Type MH-TYPE 2-48 Ent Ke `Groove End w/Headwall e=0.20 lChannelization Curved or Deflector'. lCatch 112.6006 ft Bottom Area 12.5664 sf Condition iExisting Record Id: CB-HC MH09 Descnp: Prototype Record Increment 10.10 ft art El. j422.7225 ft _ 'Max 426.9700 ft St (Classification IManhole Structure Type MH-TYPE 2-48 ,Ent Ke (Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector !Catch 12.0000 ft !Bottom Area 112.5664 sf Condition lExisting O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\HoneyCreek_StormShed_Rprt.doc Wednesday,August 31, 2005 Page 19 of 28 Record Id: CB-HC MH10 Descrip: jPrototype Record Increment 0.10 ft Start El. 1424.2225 ft ;Max El. 1428.1700 ft ,Classification EManhole Structure Type MH-TYPE 2-48 jrEnt Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch 12.0000 ft ,Bottom Area 112.5664 sf Condition I'Existing 4.- ,..... ....__. _. ......_._._..__ Record Id: ExCB#7 �Des�p:p „Prototype Record;Increment 0.10 ft Start EL';408.9100 ft ;Max El. ,416 Dummy Type Node Contributing Drainage Areas Record Id: B-HC 01 Design Method Rational FWIT-Table- Seattle _ Composite C Cale descr_iptionSubArea ISub c � Pavement(n=0.90) 0.15 ac 0.90 Directly Connected TC Cale Type Description Length Slope Coeff I Misc E TT ISheet P Smooth Surfaces.: 0.011 (144.37 ft '0.80% 10.0 0 1.00 in ',.4.19 min IM. Directly Connected TC 4.19mm O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\HoneyCreek_StormShed_Rprt.doc Wednesday,August 31,2005 Page 20 of 28 Record Id: B-HC 10 Design Method Rational IDF Table: Seattle I Composite C Calc Description ;SubArea jSub c j Pavement(n=0.90) 0,15 ac0.90 Directly Connected TC Calc T p F-- DescriptionLength SlopeCoeff f Misc 1 TT �S eet IMP Smooth Surfaces.: 0.011 154.98 ft i0.80% 10.0110 !1.00 in `14.44 min Directly Connected TC 4.44m Record Id: B-HC 11 Design Method FRational F IDF Table: Seattle Composite C Calc Description ��ubArea IS c Pavement(n=0.90) Im 5 ac------------ Directly Connected TC Calc Type Description Length Slope Coeff Misc ;j TT Sheet JIMP Smooth Surfaces.: 0.011 154.98 ft 0.00.0 0 1.00 in 4.44 min Directly Connected TC 4.44min Record Id: B-HC 12 rr Design Method Rational IDF Table: Seattle !._ _ Composite C Calc Description ,SubArea Sub c jPavement(n=0.90) 100.15 ac 0.9 i Directly Connected TC Calc Type Description Length I Slope I Coeff Misc TT Sheet 'JIMP Smooth Surfaces.: 0.011 154.98 ft 0.80% 0.0 0 1.00 in 4.44 min Directly Connected TC 4 44min O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\HoneyCreek_StormShed_Rprt.doc Wednesday, August 31, 2005 Page 21 of 28 Record Id: B-HC 13 Design Method Rational IDF Table: Seattle l Composite C Cale � Description ISubArea Sub c 3 _ _ tPavement (n=0.90) 10.15 ac Directly Connected TC Cale F T Description Length ' SlopeCoeff ! Misc TT 4Sheet IMP Smooth Surfaces.: 0.011 15 9 ft 0.80% €0.0110 1.00 in 4.44 min Directly Connected TC E 4.44min Record Id: B-HC 14 Design Method Rational IDF Table: Seattle F- Composite C Cale Description SubArea 11Sub c i ( ) `Pavement n=0.90 F0.15 ac0.9�0 Directly Connected TC Cale Type Description Len h Sloe Coeff Misc '::T P Sheet IMP Smooth Surfaces.: 0.011 154.98 ft 0.80/ �0.0 0 1.00m 4.44 min Directly Connected TC 4.4�� Record Id: B-HC 15 Design Method Rational IDF Table: Seattle V W Composite C Cale Description SubArea ,Sub c I I Pavement(n=0.90) 0.15 ac 10.90 Directly Connected TC Cale Type Description Length Sl p Coeff ! Misc „ TT ISheet IMP Smooth Surfaces.: 0.0 11 154.98 ft ', 0.80% 10.0110 11.00 4.44 min Directly Connected TC 4.44min O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\HoneyCreek_StormShed_Rprt.doc Wednesday,August 31, 2005 Page 22 of 28 Record Id: B-HC 16 Design Method F Rational IDF Table: Seattle iComposite C Cale FDescriptionSubArea Sub c P ment(n-0 90) 0.15 ac 0.90 I Directly Connected TC Cale tion Length Slope Description Coeff Misc i TT , [Type _ `Sheet IMP Smooth Surfaces.: 0.011 154.98 ft 0.80% 0.0110 ,;1.00 m 4.44 mm .�.._ __: -----W v Directly Connected TC 4.44min Record Id: B-HC 17 Design Method F— Rational IDF Table: Seattle Composite C Calc FDescnption ubArea . .iSub c ............_..___.__ _. � Pavement(n=0.90) 0.15 ac 10.90 Directly Connected TC Calc Type Description Length Slope Coeff ; Misc T ; ,Sheet JIMP Smooth Surfaces.: 0.011 1154.98 ft ' 0.90/0 0.0110 11.00 in 4.24 min Directly Connected TC 4.24rrun Record Id: B-HC 18 Design Metho6.d Rational IDF Table: Seattle I � Composite.C Cale Description ISubArea jSub c Pavement(n=0.90) 0.15 ac 0.90 1 3 Directly Connected TC Calc j Type Description Length Slope Coeff Misc TT rSh ee t ',IMP Smooth Surfaces.: 0.011 154.98 ft 0.80% 10.0110 '11.00 in ;14.44 min Directly Connected TC 4.44min O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\HoneyCreek_StormShed_Rprt.doc Wednesday,August 31, 2005 Page 23 of 28 Record Id: B-HC 19 Design Method Rational IDF Table: I Seattle Composite C Cale Description [S4Area ;Sub c =Pavement(n=0.90) 0.15 ac __ 0 90 ! Directly Connected TC Cale Type Description —Length Slope j Coeff Misc TT _ _ ; Sheet IMP Smooth Surfaces : 0.011 154.98 ft ;0.80% 0.0110 1.00 m ;4.44 min —- _ ._-- Directly Connected TC j 4 44mm Record Id: B-HC 20 Design Method F Rational F IDF Table: (Seattle Composite C Cale Description jSubArea ISub c 1 ___; _ jPav�ement(n=0.90) ,0 15 ac 10.90 Directly Connected TC Cale Type Description Length „ Slope CoeCoe f;c TT 'I 5 et IMP Smooth Surfaces.: 0.011 154.98 ft 0.80% 0.0�110 1.00 in ',4.44 min ,! Directly Connected TC 4.44 Record Id: C1b-Offsite Design Method Rational IDF Table: '; Seattle _ �..�....... Composite C Calc (Description JSub,Area ISu c 8.0 Dwelling Units/ Gross Acre(n=0.80) 4.00 ac 0.80 Directly Connected TC Cale I [Type Description ;Length Slope C f f Misc �_TT JSh e Al- IMP Smooth Surfaces.: 0.011 KOO. 00 ft 0.50% 0.0110 1.00 in 115.82 min Directly Connected TC j I5.82min O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\HoneyCreek_StormShed_Rprt.doc Wednesday,August 31,2005 Page 24 of 28 Record Id: Oc-Offsite Design Method Rational �IDF Table: Seattle Composite C Cale (Description Sub ea ;Sub c y 8.0 Dwelling Units/Gross Acre(n=0.80) 0.10 ac0 80 Directly Connected TC Cale I pe Description ; Length Slope Coeff Misc TT Sheet Al- IMP Smooth Surfaces.: 0.011 it 00 00 ft 1.00% 0.0110 FL 0 12.86 min ' Directly Connected TC ' 2 86min Record Id: M-Offsite Design Method 1 Rational IDF Table: i Seattle Composite C Cale Description £SubArea [Sub c F8.0 dwelling units '3.22 ac 3_ Directly Connected TC Cale !1 [Type Description Length Slope Coeff i M _ . Sheet A 1- IMP Smooth Surfaces.: 0.011 1780.00 ft 0.50% 0.0110','1.00 in' 19.52 min Directly Connected TC i 19.52min Record Id: Renton Dummy Design Method Rational _ IDF Table: Seattle i _ O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\HoneyCreek_StormShed_Rprt.doc Wednesday,August 31, 2005 Page 25 of 28 Appended on: 08:53:11 Wednesday, August 31, 2005 ROUTEHYD [] THRU [Honey Crk Untreated] USING Seattle AND [25 yr] NOTZERO RELATIVE RATIONAL Reach Area T Flow Full Q I Full ' epth nVel Wel CBasin ID j (ac) (min) (cfs) (cfs) ratio (ft) Size (ft/s) (ft/s) ! /Hyd R-HC ( 12" B-HC !0.1515 4.37 0.3946 3.5724 ' 0.11 0.2241 `2.9997 4.5485 O1 Ola ! Diam R-HC C2b 3 19.581 3.5778 11 0.31 ; 0 1 'S� 6.4�569- C2b- off i [Di8 am Offsite F0-.1515- _ _ B-HC 10 ' 4.60 0.3946 3 8701 ' 0.10 102153. 3.1754 4.9276 I Diam 10 R-HC 0.1515 4.61 0.3946 3.8701 0.10 '' 0.2153 12" 3.1754.14.9276 B-HC 13 Diam' _ _13 [�l2" _- B-HC R-HC [01515. 4.60 0.3946 3.8701 0.10 0.2153 D 3.1754 4.9276 14 14 ! f _ 1211 16 0.1510 [4.58 0.3933 F4.7396 0.08 0.1948 Diam i3.6514' 6.0347 :_ i i6 C FO. 4.61 0.3946 3.0!0 0.2153 12 ;3. 7514''4.9B-HC 15Diam 1 ) 15 R-HC _ i 6�� j Clc- Clc0.1000 [3.00 0.2315 0.7492 0.31 ` 0.1909 '� 3.3595'°;3.8157 ( Diam : � Offsite off R-HC0.2515 [4.39 0.6261 3.8701 0.16 !0 720 12 3.6223 [4.927617 ! Diam j17 R18C `0.1515' 4.60 0.3946 3.8701 0.10 I0.21,53 Diam 3 1754 4.9276 18 _ C 12" 3.1754I 4.9276 B-HC 19 0.1515 4.60 0.3946 3.8701 0.10 0.2153 Diam j 19 R-HC 015 12" 3.4 4.9276 B-HC 20 �0.1515 4.61 0.3946 3.8701 1 0.10 Diam 20 �LHC 0.30 !10 3 0' S.26 ! 0.7891 3.8701 1 0.20 0. 03 62 Dliam .3.8717 4.9276 Deunmm Y R-HC Renton MH09 0.7060 4.76 1.8098 3.8701 0.47 0.4810 Diam . Dummy, Y R HC � 12" Renton MH08 £1.0085 5.25 2.5977 3.8701 0.67 0.6001 'Diam 5.2785---[4.9276 _ _ DUMMY:, 18" � Renton F�--iii�-[&15H07 [5.57 3.299111.4103 0.29 0.5526 Dim i5.5828 6.4569_ ._.. _....... W .._ _ _Dummy, O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\HoneyCreek_StormShed_Rprt.doc Wednesday,August 31, 2005 Page 26 of 28 - _ I' RHC 0.1515 4.60 0.3946 3.8701 0.10 ; 0 Drain 3.1754 4.9276 B 12C 12 151, _ Clb =4.0000 115.8449768 11.0948 0.45 0.5869 ;8.7939 !9.0408 Clb- Dram Offsite Off R-HC 4.1515 '15.93 5.1852 '11.4103 0.45 0.7094 Diairi'16.3032 6.4569 B-HC _ R-HC 5.5[16.27 1 7.1948 11.4103 0.630.8639 DiB6.8 6.6eMH061Dummy. R-HC116 i - 18�� �--- Renton 5.7660 16.57 7.3220 111.4103 0.64 0.8734 16.8568 6.4569 j MHOS Dram i__ i Dummy �R-HC � 1811 1. Renton 15.7660 [17.13 ` 7.2509 . 15.6461 , 0.46 0.7174 Diam''8.6869 8.85391DummMH 4Y R-HC 24" ? Renton MH 3 18.9860 20.44 10.1993 17.3758 0.59 Dummy ? 1.1011 Dram 5.7538 5.5309 r I y , [iMH -HC 24" � Renton 9.137520 10.1505 17.3761 ; 0.58 1.0981 5.7453 5.5310 2 Dram Dummy [ R-HC 24" ! [Dummy Renton MH 1 9.1375 �20.73 10.1175 17.3761! 0.58 1.0962 Di 15.53�10 i From Rch Loss App ! J HW Loss Max El i Node To Node Bend und-ft ft ft Loss (ft) ' Elev (ft) I �(ft) 410.0498 ------------- �ExCB#7 410.8838 0.5125 0.6691 ------ 411.0404 CB-HC 16.1400 CB- CB-HC 412.7956 �0.1637 0.2463 0.0053 412.8835 416.0900 MH2 MH1 I CB HC CB-HC 1 F413.4388 F ------ ------ 413.4388 416.0900 0 a MH 2 _ L CB-HC I CB-HC 413.5908 0.2614 0.0053 0.0865 413.4211 F432.5600 MH3 MH2 CB-HC CB-HC j I C2b MH 3 F 13.5173 ------ ------ ------ 413.5173 419.0000 �CB-HC CB-HC MH4 MH3 418.0172 0.2666 0.0015 ------ 417.7521 421.4800 CB-HC MH 4 [419-2587 0.2574 0.0033 0.0116 419.0162 422.5700 MH 5 CB-HC I CB-HC 419.2288 ------ ------ ------ 419.2288 421.8500 10 MH 5 CB-HC_ CB-HC 420.6336� 0.1337 0.1715 0.0585 420.7299 �423.5700 O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\HoneyCreek_StormShed_Rprt.doc Wednesday,August 31, 2005 Page 27 of 28 MH06 MH 5 W _ CB-HC � CB-HC 7 �_-� MH07 i MH06 421.0639 0.4326 0.0031 0.0958 420.7302 F424-8600 C� CB-HC r-----_-. _ 3 M 421.6148 ---- - ------ ------ 421.6148 424.2500 13 _ � MH07 CB-HC CB-HC F421-588 -- - ----- ------ 421.5888 42 0 14 MH07 CB-HC CB-HC 422 07 .7221 0.0825 [o-`0004Fo-o247 422.6647 426.1000 MH08 MH W_-___. - _ _ I___ _ . _.W._.--------- CB HC CMH�8 �422.9457 ---- - -- -- 422.9457 425.60001 16 ----[ CB-HC CB-HC 15 MH08 423.6988 j ---- ------ ------ 423.6988 F425.6000 CB-HC CB-HC F423.5667 (0 2328 0.0013 0.1509 423.4862 426.9700 MH09 MH08f _ CB-HC C MH09 4�91 0.1753 0.0026 ------ 423.6264 42 36 500 CB-HC 17 CB-HC 423.9346 ---- - ------ ------ 423.9345 42�00 l C 1 c off 1 CB-HC CB-HC 423.6988 ------ ------ 423.6988 426.3500 18 MH09 CB-HC 1 CB-HC MH10 i MH09 424.7339 0.1566 0.1856 0.0865 424.8495 428.1700 _ ; ( I i CB-HC CB-HC 19 MH10 425.2971 ------ ------ --- 427.5500 I CB-0HC C10 [425.2971 ---- ------ ------ 425.2971 427.5500 1 CB-HC CB-HC i 12 MH06 420.7378 ---- ------ ------ 420.7378 422.9600 CB-HCI CB-HC 11 MH06 [420-9579 [1.2008 0.0215 F ------ 419.7786 422.9600 CB-HC Clb o CB-HC 11 ` 421 5025 ---- ; ------ ------ 421.5025 423.3100 . ....... ........ Licensed to: BERGER/ABAM Engineers Inc. O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\HoneyCreek_StormShed_Rprt.doc Wednesday,August 31, 2005 Page 28 of 28 C Clb off CO C Clc off 2. 0 0. O-Al:l C 13 7 C 17 C MH 1 c 11 Cok C��C 15 q q& C 20 0. 0% 1. 0% 1. 04 0-% 0% C IgUala COC MH10 q0C KR 5b� q�*C_fLn_4,� q&C MIJ _q&C_MHO*, Ce c NLH 0,L-P, C,3*C MHO9m: 0% 1. 0% 1. 0% 1. 0% n . 1. 0% q*C Ola q*C C2b CO c 10 q9- C 12 Ce C 14 ��*C 16 q&c 18 q&c 19 C Clb off C Clc off 15" Diam 6 IT iam Diam C 13 C MH 1 C 11 C 15 C 17 T q& C 20 24" iam 18" Diam 12 iam 12" Diam 12" iam 12" Diam CO : C2MH Lam Cl�� � am Cl�t i;i am C ' `,ni H' iam C1 HO iam. C l d$�i am Z�Dq,_ a C MH10 am Cl � . 12" Diam 18" 1 iam 12" iam 12" iam 12 iam 12" iam 1z" iam 12" Diam C Ola C C2b C 10 C 12 C 14 CO C 16 q&c 18 q& C 19 6T DAGD 8T D „`. 9I A . ZT De OT DOD aZD 34gb PTO 3 .,. I3 S '0£ ;j SL'0£ 43 '0£ �� SL'O£ �j SL'0£ 4; SL'O£ q3 9T'OZ �� S!_'0£ I OIHW T� �OP�W�Zgj0 F � �� +d �H J HST' GIRD SL'Z£ q; SL'Z£ SL'Z£ q; SL'Z£ 43 6., 'Z� OZ Deb LT 3 SI DW El DAot TT DAW T HW 00'TT 33o OTO Deb aao aI3 3 C Clb off Ce C Clc off R-HC lb off R-HC lc off C 13 I *Lqr- Mu 1 q&C MH 1 G C 11 C 15 C 17 C 20 R-HC IMH 2 R-HT ll R-H 13 R-H 15 R-H 17 R-H 20 COCk gnu ru 4 G C-# ? r&u05 CaM �5raunti v' run 7 sr�n ,una CRMg,68MHnA Q� M n�,�u L C MH10 R-H Ola R-HC b off R-H 10 R-H 12 R-H 14 R-H 16 R-H 1-8 R-H 19 QAQC Ola C C2b K,„„ C 10 C 12 :�'� CO C 14 C 16 C 18 COC 19 ' Backwater Calculations Subbasin D1 (Off-site) r 4.3.1 CULVERTS—METHODS OF ANALYSIS FIGURE 4.3.1.17 CRITICAL DEPTH OF FLOW FOR CIRCULAR CULVERTS 120 3,000 0.99 114 108 2,000 102 96 1,000 90 84 500 78 400 300 0.80 72 Vwv \) 6 200 0.70 60 24 it _ 100 0.60 G 54 I 48 a 50 = 40 0 0.50 42 �� o w 20 0.40 ' (0 2.`, Uj Q 36 0 10 0 33 QZT =1.0 30 5 gA3 D 0.30 4 v 27 3 A do 24 2 .-- T 21 1 Note: For all cross-sectional shapes, do can be calculated by 0.20 trial and error knowing that the 18 quantity (Q2T/gA3)=1.0 at critical depth. 15 EXAMPLE D = 66 inches, Q = 100cfs do/D - Ratio=0.50 12 do= (0.50)(66 inches)= 33 inches- (12 inches/ft) dc= 2.75 feet 2005 Surface Water Design Manual 1/24/2005 4-49 Berger/ABAM 9/26/2005 BACKWATER CALCULATION SPREADSHEET Projectj Duvall Ave-Pond B1 Design Event 25-YearStorm Column 1 Design Flow to be conveyed by pipe segment Column 2 Length of pipe segment Column 3 Pipe Diameter Column 4 Manning'in"value Column 5 Outlet Elevation of pipe segment Bend Loss Column 6 Intel Elevation of pipe segment no special shaping Column 7 Cross sectional area of pipe Pipe Bend Kb Column 8 Velocity of pipe V=Q/A 0 0.02 Column 9 Pipe Velocity V2/2g 10 0.04 Column 10 Water surface elevation at the outlet of the pipe (D+dc)/2 do/D=0.81 do=1.62 ft (D+dC)/2= 1.81 20 0.12 Column 11 Friction Loss Sf=(nV)2/2.22 R 1.33 30 0.22 Column 12 Hydraulic Grade Line Sf+(D+dc)/2 40 0.32 Column 13 Entrance Head Loss Ke*V2/2g Ke= 0.5 Table 4.3.1.13 pg. 4-40 King County SWDM 45 0.40 Column 14 Exit Head Loss Kexit*V2/2g Kexit= 1.0 50 0.48 Junction Head Loss Column 15 Outlet Elevation HGL+Ke*V2/2g+Kexlt*V2/2g 60 0.64 Column 16 Inlet Elevation 70 0.84 Column 17 Approach Velocity Head: Drop MH=O, Pipe Discharge=Pipe Velocity Head 801 1.08 10 Column 18 Bend Head Loss Kb*V/2g Kb= Figure 4.2.1.K pg.4-25 King County SWDM 901 1.32 Column 19 Junction Head Loss KJ*V2/2g KJ= (Q3/Q1)/(1.18+.63(Q3/Q1)) Column 20 Head Water Elevation HW=Control El-(Approach Velocity+Bend Head Loss+Junction Head Loss) Q3 1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 StormShed Pipe Q2 L D n EL outlet EL Inlet A Barrel V Barrel H Barrel Vel EL tall water H Loss Friction HGL H Loss Entrance H Loss Exit EL outlet Cont. Et-inlet Cont. H App.Vel. H Loss Bend H Loss Junction HW El. RIM Elev Structure Pipe Segment Bend Q Length Pipe Size n Outlet El. Inlet El. Barrel Area Barrel Vel. H Barrel Vel TW El. H Loss Friction Entr. HGL H Loss Entrance H Loss Exit Outlet Cont.El Inlet Cont.El H App.Vel H Loss Bend H Loss Junction HW El. ELEV. Check No Reach to CB from CB Angle (cfs) (ft) (in) A (ft) (sq ft) (fps) (ft) A A (ft) (ft) (ft) (ft) (ft) A (ft) (ft) (ft) (ft) R-HC MH 01 Ex CB#7 CB-HC MI-11 90 10.11 58.36 24 0.012 408.91 409.20 3.14 3.22 0.16 410.72 0.04 410.76 0.08 0.16 411,00 409.20 -0.16 0.212 0.00 411.05 415.73 R-HC MH 01 R-HC MH 02 CB-HC MH' CB-HC MI-12 90 10.15 42.691 24 0.012 409.20 409.41 3.14 3.23 0.16 411.05 0.03 411.08 0.08 0.16 411.32 409A1 -0.16 0.214 0.00 411.37 416.71 Oka R-HC MH 02 R-HC MH 03 CB-HC MH CB-HC MI-13 0 10.19 296.67 24 0.012 409.42 410.90 3.14 3.24 0.16 411.37 0.20 411.57 0.08 0.16 411.82 410.90 -0,16 0.003 0.21 411.87 419.15 Okay R-HC MH 03 R-HC MH 04 CB-HC MH CB-HC MI-14 0 7.25 292 18 0.012 410.90 416.38 1.77 4.10 0.26 411.87 0.47 412.34 0.13 0.26 412.73 416.38 -0.26 0.005 -0.01 416.12 421.48 Oka R-HC MH 04 R-HC MH 05 CB-HC MH CB-HC MI-15 0 7.322 122.3 18 0.012 416.38 417.61 1.77 4.10 0.26 416.12 0.20 416.31 0.13 0.26 416.71 417.61 -0.26 0.005 -0.01 417.34 422.47 Okay R-HC MH 05 R-HC MH 06 CB-HC MH CB-HC MH6 0 7.194 139.62 18 0.012 417.61 419.00 1.77 4A4 0.27 417.34 0.23 417.57 0.13 0.27 417,97 419.00 -0.27 0.005 0.01 4- 423.58 Okay R-HC MH 06 R-HC MH 07 CB-HC MHE CB-HC MI-17 0 3.299 108.43 18 0.012 419.00 420.09 1.77+ 4,07 0.26 418.75 0.17 418.92 0.13 0.26 419.31 420.09 -0.26 0.005 0.36 420.19 424.86 Okay R-HC MH 07 R-HC MH 08 CB-HC MH CB-HC MI-18 0 2.5977 155.23 12 0.012 420.09, 421.641 1.77 1.87 0.05 420.19 0.09 420.281 0.031 0.051 420.361 421.64 -0.05 0.0011 0.161 421.75 426.10 Okay R-HC MH 08 R-HC MH 09 CB-HC MH CB-HC MH9 01 1.8098 108.431 12 0.012 421.641 422.721 0.791 3.311 0.17 421.751 0.191 421.941 0,08 0.171 422.201 422.72 -0.17 0.0031 0.221 422.78 426.97 Okay R-HC MH 09 R-HC MH 10 CB-HC MH CB-HC MH10 01 78911 1501 12 0.0121 422.721 424.231 O.791 2.301 0.08 422.781 0.131 422.911 0.04 0.081 423.031 424.23 -0.08 0.0021 1.591 425.73 1 428.17 Okay R-HC MH 10 L 1 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\Backwater Analysis\Backwater_HC_OFFsiteUntreated_FINAL.xis Backwater(25 yr)--HC Untreated Miscellaneous Drainage Calculations (Subbasin D1) Project ��,�,�o Sheet of 400 1 1` - Job Number 1114 IDZ BERGER/ABAM Subject ••d��� �h Designer \v 1 E N 'G I N E E R S I N C. ii I Date 0 1 } 1 1 a rvlf 3Z , .1 1C ............ 1 1 �rI � I r Eng-002-061095 Project v ^'�"y— Sheet 'z of ' Job Number BERGER/ABAM Subject L h"""1 Designer A E N%G I N E E R S I N . 05 Date 2-0 C4S ©. 1 Oci - 0- _ a 2 I ' - rTr �, X I L+4 2- 14 �aqc- �Z �2 1 � 2 L4 1 1 59 , 1 1 1 Eng-002-061095 Project Sheet of Job Number BERGER/ARAM Subject � Designer ,. E N G I N E E R S I N C. Date 60 l l(a l� 1 3(o r70 .�, Z f zE 4 13.a� 1 4 a5 50� -16 1 1 p,SJ• M � <� �ti2.c.�z r By�a ■ ZE 41 M E ;vi- L-t 1,.5:g3 Eng-002-061095 O ' ' e Sizing verflow �... . 2gh 2 O = ( i E CA to WQ facility where C= 0.58 ^ 2 CA) h = 2g Bypass s c u storm 2 yr Q(cfs) 0.200 0.200 0.200 0.200 0.200 d(in) 1.00 2.00 2.50 3.00 12.00 A(sq.ft.) 0.005 0.022 0.034 .049 0.785 0.000 0.000 0.000 0.000 0.000 h (ft.) 62.07 3.879 1.589J::�O.766 0.003 #DIV/0! #DIVIO! #DIVIO! #DIV/O! #DIV/0! h(in) 745 46.55 19.07 9.20 0.04 #DIV/O! #DIV/O! #DIV/O! #DIV/O! #DIV/O! storm Q(cfs) 0.200 0.200 0.200 0.200 0.200 Q(GPM) 89.77 89.77 89.77 89.77 89.77 Orifice PAHydraulic Calcs\Drainage Assistant.xls 6/16/2005 Project l _ Sheet J-,. of � Job Number 6 0 BERGER/ABAM Subject �,.( Designer N ' E N `G I N E E R S I N C. Date — r S F I o d- P4-c��� 1 3 U 13 4-4 2- 2 500 � Cry 1 \)C)I I 1 J4, � - �11* .,. :.�.�. LS 1 2� o f 3, 'W .�. ., �, ►o �.. vO.A- � 1 1 1 1 Eng-002-061095 Project �t Sheet '� of Job Number + C BERGER/ABAM Subject sp oL FLI,4 ' Designer E N I N E E R -20�QS Date r 1 P 1 C N ,d-, = vi 1 DOE 1 -------------- r J � U I"g-003-061095 Coy ! Project ���yc1�-�-�-.� � .�.. Sheet of Job Number Q L ' BERGER/ABAM Subject �` Designer E N ;G I N E E R S I N C. Date (e, § WC, vo►�..�,.�, _ � CvCr� � .��� s� 0,75 Q vet ' 2-7 L+Co ! s + ! v -Z,4 ! U 1 j Eng-uo2-o61095 Project ��yQ��-�'L �3�✓� Sheet �^� of � Job Number4`` ".J4 03 2" BERGER/ABAM Subject 5-OLI� '�� Designer E N;G I N E E R S I N C. Date �; f f 05 ' sit X = $n L d�v! (daf� x � a'' VI o 1119-003-061095 413 to 0 1 WS- y 12ii CD � o o I 4116 Anil Lkos 51 -2-4 a4' CL m� LQ Q¢ . �w 0 0 0 o � r w r �w r� ■ir ri r� ■r w r� w r r ■■r ■r �r ' Page 1 of 2 Water Quality --- City of Renton Sub-Basin Areas Weighted ' Impervious Roof Top = 0.000 Ac CN = 98 Impervious Sidewalk/ Pavmnt = 0.659 Ac CN = 98 Pervious / Landscaped = 0.442 Ac CN = 87 CN = 93.58 Pervious / Forested = 0.000 Ac CN = 0 Total Area = 1.101 Ac S = 1000 -10 S = 0.69 CN 0.2*S = 0.14 0.8*S = 0.55 From Appendix IB, Table B1, DOE August 2001 P = 1 .32 inches if P ? 0.2*S Qd = (P-0.2*S)2 (P+0.8*S) if P < 0.2*S Qd = 0 Qd = 0.75 inches Vol Runoff (ft) = 3,360 (cu-ft / ac-in) * Qd (in) * Area (ac) Vol Runoff = 2,770 (ft) ' Safety Factor = 1.5 Final Vol Runoff (ft) = 4,155 (ft) Wetpond 1 st Cell = 35% of Final Vol Runoff Wetpond 1st Cell (ft) = 1 ,454 0:\2004\FAPWT-04-032\ENGR\Civil\Drainage\ByPass, Sand Filter\DuvallSandFilter&ByPass.xls i Page 2 of 2 SAND FILTER VAULT Asf = At * Qd * R * L / K * t * h + L At = 1.101 acres (tributary area) Qd = 0.75 in. (rainfall) R = 0.7 routing factor L = 1.5 ft (sandbed depth) K = 2 ft/day(conductivity of sand) t = 24 h rs d = 4.25 ft ( POND depth) h = 2.125 ft (1/2 POND depth) At = 433 SF width = 18 ft length= 24 ft Equation: 2001 DOE (pg. 8-15) 0:\2004\FAPWT-04-032\ENGR\Civil\Drainage\ByPass, Sand Filter\DuvallSandFilter&ByPass.xis SAND FILTER VAULT SIZING WORKSHEET 2005 Surface Water.Design Manual Sizing Method Name: METHODS OF ANALYSIS (Section 6.5.2.1), Simple Sizing Method Step 1) Determine whether a basic or large sand filter is needed. See Core Requirement 8(1.2.g)and the WQ applications map in the back of the design manual. * Large sand filter--an option in resource stream or sensitive lake areas,or partial option for sphagnum bog areas * Basic sand filter--an option for basic WQ treatment areas or part of a 2-3 facility treatment train for other areas Basic, regionally significant resource stream, sensitive lake, or sphagnum bog area? Basic Water Quality Applications Map,manual back cover Basic or Large Sand Filter? Basic Consult water quality menus in Section 6.1 Step 2) Determine rainfall region and regional scale factor. Refer to the precipitation scaling map in Chapter 3,Figure 3.2.2.A. Rainfall Region: Landsburg or Seatac? (unitless) Required Figure 3.2.2.A Regional Scale Factor: ), 0 (unitless) Required Figure 3.2.2.A Step 3) Determine maximum depth of water above sand filter Select maximum water storage depth above the surface of the filter depending on site topography. d=maximum water depth above sand r (ft) Select now;maximum 6 feet(6.5.2.2) Step 4) Determine site characteristics For the simple sizing method,vegetated areas other than grass may be represented as grass. Soil Type: Till or Outwash? See Table 3.2.213 T;= tributary area of impervious surface (acres) Roads,roofs, etc, See Table 3.2.2.1 Ttg= tributary area of till grass (acres) Landscaping and forest,See Table 3.2.2.1 Tog= tributary area of outwash grass (acres) Refer to Table 3.2.2.1 Step 5) Calculate minimum required surface area for sand filter ASf= 0.7 CS(T;Aj+TtgAt9+Tog^Qog) 0.7= adjustment factor for routing effeu 0.7 (unitless) CS= regional scale factor /,0 (unitless)From Step 2 T;= tributary area of impervious 1c (acres) From Step 4 Ttg= tributary area of till grass 14 L�A (acres) From Step 4 Tog= tributary area of outwash grass (acres) From Step 4 A= filter area for impervious " L(U (sf/acre) Table 6.5.2.A,Al Impervious colu "d" Atg= filter area for till grass a t-�C) (sf/acre) Table 6.5.2.A,Atg Till grass column "d" Aog= filter area for outwash grass (sf/acre) Table 6.5.2.A, Outwash grass column"d" ASf= sand filter area ®(sf) Step 6) Size the underdrain system *Design criteria in "underdrain systems"(6.5.2.2) can be used or do capacity analysis for feeder pipes. * The pipe collecting flows from the underdrain system shall be sized to convey the 2-yr 15-min. peak flow with one foot of head above the invert of the upstream end of the collector pipe. Capacity can be checked using the "KCBW" standard step back water program. KCRTS developed, 2-year return period, 15-minute time step, peak flow (cfs) See Section 3.2.2 Rainfall region: Seatac or Landsburg? A 41-r— See Step 2 or Figure 3.2.2.A Scale Factor: , 0 (unitless) See Step 2 or Figure 3.2.2.A Time Step: hourly or 15-min? 15 Required "15 min" Data Type: Reduced or historic? ,C . "Reduced," (3.2.2_1) Till grass (acres) See Step 4it Outwash grass (acres) See Step 4 "T,, Impervious (acres) See Step 4"Ti" t=ttective area (3.2.2.1) Step 7) Determine presettling volume Determine rainfall R for mean annual storm. Rainfall (R) _.�� �f(feet) Required from Figure 6.4.1.A Calculate runoff from mean annual storm Q Vr_ (0.9A;+ 0.25At9+ 0.10Atf+0.01 Ao9)X R ' A;= tributary area of impervious surface t 7*sf) 0 At9= tributary area of till grass /q� cj c� (sf) 4-C. , Atf= tributary area of till forest Ao9= tributary area of outwash grass ---- ', R = rainfall from mean annual storm p,p y3 l (ft) _ 5/ t oZ /q` •x Vr= volume of runoff from °�$��� �` t � C mean annual storm �3��'.q(cf) .� Calculate presettling volume 3 Vb =fV, f= Volume factor 0.75 (unitless) Vr = volume of runoff, mean annual storm (cf) 3(oho Vb = Volume of the wetpool a7�(y (cf) Calculate presettling cell size Vault depth .. (ft) Vault area (sf) Volume/cell depth Vault width Pp.* (ft) Use 20'w for precast options Vault length �-1 1* (ft) Size Summary: Surface area chance in elevation Total surface area equals sand bed area, surface area of presettling cell plus addtl for inlet/outlet pipes Sand surface area 5,3q (sf) Presettling surface area q(pa (sf) Outlet pipe area (so (3'X20') Total surface area �(so The elevational change needed includes sand depth Yi 11 (ft) (required) underdrain Z/ (ft) (minimum) Depth"d" above sand (tt) (Uepencis on design) Total fall needed: �1, 5. (ft) iOther design criteria (Section 6.5.2.2) Pretreatment,Flow Spreading,Energy Dissipation Overflow and bypass structures Filter Composition and specifications Access to inlet, outlet, over sand bed Map Output Page 1 of 1 King County Efff.M."IT-W 0 - WAP - Sensitive Areas all themes a&;. _ r } 1 SE T f r 1 t'. Q _ SL / SE 93Rb ST - J S• tE 36TH FL i z — - 1 y ;Y'w 25iN - � z NCE4rHST - -- , } 4 LL n '� y, ' ,S Z _ yP c G yE Q �i �^. NEf1Sr Sr 0 " 7 — s < IN 2G,,P L 0 _ tl_ 19 T H -S - n ;CI 2005 King County NE t; - z�iffirP,Lr 3 rJ.3�mf T Legend Streets El SAO''Ne tla nd a ice:rd •+g�r:r4 E3 SAO Lanjslida arm = SAO Coai Mine -CX7' SAO Saismic I�1 La ices and Lange Rivers SAO Erosion 3treams ■ Sansitwe Area Natice on Title Flood-Way Y- WLRD Drainage Complaints ' 100 Year Floodplain Landslide Hazard Drainage Area ® Sale Source Aquifer :ainft; he information included on this map has been compiled by King County staff from a variety of sources and is subject to change without notice. King County makes no representations or warranties,express or implied,as to accuracy,completeness,timeliness,or rights to the use of such nformation.King County shall not be liable for any general,special,indirect,incidental,or consequential damages including,but not limited to, ost revenues or lost profits resulting from the use or misuse of the information contained on this map.Any sale of this map or information on his map is prohibited except by written permission of King County. King County I GIS_Center I News I Services I Comments I Search By visiting this and other King County web pages,you expressly agree to be bound by terms and conditions of the site.The-details. http://www5.metrokc.gov/servlet/com.esri.esrimap.Esrimap?ServiceName=overview&ClientV... 11/1/2005 Map Output Page 1 of 1 King County WAP - Sensitive Areas all themes ` r ' - 14 74 1 � 1 i _ J 22W$T NE:20T _ {v � 1^ L y«^ " r f St'•JSET SLVD- _ ram' r��s — -- ;Ci2bO5KmgCaurnv �. Nam" "�� '? 1 T `) 7.41im � Legend iCounty Boundary ❑ Lakes and Large Rivers • X Mountain Peaks ,,•:` 5tr®atrrs streets Roadway .iy,,.. 10-3 Year Rood pia in A-ras ® Sole Souroe AquifeI -CE' ® SAO A'stland Parcels © SAO Landslide Incorporated Area r.� SAO Coaf twine I� Fish and Gitvh SAO Seismic SAO Stream SAO Erosion A/ Ca---r ■ Sensitive Area Iw lice an Title /*/ C�=2-acna WLRD Dratnage Complaints �yCmm 2 So-nmd Landslide Hazard Drainage Area -iaLsd he information included on this map has been compiled by King County staff from a variety of sources and is subject to change without notice. King County rakes no representations or warranties,express or implied,as to accuracy,completeness,timeliness,or rights to the use of such nformation.King County shall not be liable for any general,special,indirect,incidental,or consequential damages including,but not limited to, ost revenues or lost profits resulting from the use or misuse of the information contained on this map.Any sale of this map or information on his map is prohibited except by written permission of Kinq Countv. King County I GIS Center I News I Services I Comments I Search By visiting this and other King County web pages,you expressly agree to be bound by terms and conditions of the site.The details. http://www5.metrokc.gov/servlet/com.esri.esrimap.Esrimap?ServiceName=overview&ClientV... 11/1/2005 Map Output Page 1 of 1 King Count WAP - Sensitive Areas all themes T _ _ Y - - -- - ---------- -- _,-S=s1S ST ;; �G£ fi y�`.z�' < 1 �. SE 92 NL 2 r s Ur '14E.i3T4f S y- 5 J _ > P_ z _ - - — a z _ � NEg12THisT - ,�` , ZTH ST_ � SE ill sf Sr 'i ci 2035 K,A ctiumy NE:*,Tti_�T.NEi1�iTH'ST,, L 3.44n• Legend County Boundary - Parryats 1 X• Nbuntakr Peaks Incorporaled Area Streets Lakes and Large Rivers .+gu zr S trea ms Y&RD Drainage Complaints The information included on this map has been compiled by King County staff from a variety of sources and is subject to change without notice. King County makes no representations or warranties,express or implied,as to accuracy,completeness,timeliness,or rights to the use of such information.King County shall not be liable for any general,special,indirect,incidental,or consequential damages including,but not limited to, lost revenues or lost profits resulting from the use or misuse of the information contained on this map.Any sale of this map or information on his map is prohibited except by written permission of King County. King County I GI_S-Center I News I Services I Comments I Search By visiting this and other King County web pages,you expressly agree to be bound by terms and conditions of the site.The details. http://www5.metrokc.gov/servlet/com.esri.esrimap.Esrimap?ServiceName=overview&ClientV... 11/1/2005 Appendix D r r r w r r .is r r iw r ,� r �► .� r► w r DUVALL AVENUE NE / COAL CREEK PARKWAY SE RECONSTRUCTION PROJECT HYDRAULIC TECHNICAL Drain Index Drawing Sheet Draww ing Title No. No. lnde)�Vicinity Map NFORMATION REPORT S-1 2 E sting Drainage-Sheet 1 ES-2 3 E)dsting Drainage-Sheet 2 ES-3 4 E)dsfing Drainage-Sheet 3 ES-4 5 E)dsting Drainage-Sheet 4 ES-5 6 E)dsting Drainage-Sheet 5 ES-6 7 E)dsting Drainage-Sheet 6 ES-7 8 E)dsting Drainage-Sheet 7 ES-8 9 E)dsbng Drainage-Sheet 8 ES-9 10 E)dsfing Drainage-Sheet 9 PS-1 11 Drainage Plan and Profile-Sheet 1 ® NEWCASTLE KING COUNTY/CITY of PS-2 12 Drainage Plan and Profile-Sheet 2 s SE NEWCASTLE CITY LIMITS PS-3 13 Drainage Plan and Profile-Sheet 3 5 PORT �, a>b� �„ �, �9 ' END PROJECT PS-4 14 Drainage Plan and Profile-Sheet 4 ANGELES 1 e STA 221+62 VERET D ME310St k PS-5 15 IlDrainage Plan and Profile-Sheet 5 s N ® PROJECT = Ps-6 16 Drainage Plan and Profile-Sheet 6 T E �M ° 71C LOCATION 9 �� ` 9aM� g PROJECT AREA PS-7 17 Drainage Plan and Profile-Sheet 7 12"N� 1 „s SEr, —EVAfl PS-8 18 Drainage Plan and Profile-Sheet 8 NEB KING COUNTY CITY OF N SE go 5 q � fl ��� ` , RENTON CITY LIMITS PS-9 19 Drainage Plan and Profile-Sheet 9 EN RENTON R M RT NEE,�ss NE2„ti `2 RENTON n — �„ PS 10 20 Drainage Laterals-Sheet 1 -' 1a N 211N O 1}d fl 4 SE Mld NE IHh NE INh ��^ PS-11 21 Drainage Laterals-Sheet 2 SHELTON a s � � ,f,'a° $ �g lose 121 � NE LWNE a.e BEGIN PROJECT PS 12 an 22 Drainage Laterals-Sheet 3 p„ al �" NE 2a STA 179+ 0 PS-13 NE 9DN 9E NE 20U 'a ' 23 Drainage Laterals- Sheet 4 4 NE ABERDEEN OLY PIA , 5 A� a O e 1 I I NE "'9"S1 PS-14 24 Drainage Details-Sheet 1 ONE17th ❑ Etan PS-15 25 Drainage Details-Sheet 2 � i' " PS-16 26 Drainage Details-Sheet 3 CENTRALIA ® „� PS-17 27 Draina a Details-Sheet 4 CHEHALIS N o "®s` PS-18 28 Draina a Details-Sheet 5 PS-19 29 Drainage Details-Sheet 6 � 111h R AREA MAP � ll>h NE 116 PS-20 30 Drainage Details-Sheet 7 NE IMPL M fl AR-01 31 Treatment Areas-Sheet 1 s '°"SI '°'"R AR-02 32 Treatment Areas- Sheet 2 a 9b 9L �� AR-03 33 Treatment Areas- Sheet 3 as aMITINE ft ca. AR-04 34 ITreatment Areas- Sheet 4 VICINITY MAP 1000 0 1000 2000 AR-05 35 Treatment Areas- Sheet 5 1"=1000' scale feet AR-06 36 Treatment Areas-Sheet 6 AR-07 37 Treatment Areas- Sheet 7 AR-08 38 Treatment Areas- Sheet 8 AR-09 39 Treatment Areas- Sheet 9 L P C»� 04 e,Ir,y e4 �T�N KC MAP NO.318.12 DUVALL AVE NE 11/2/05 33301 9TH AVENUE SOUTH A CITY OF �rZ N CALL 48 HOURS . ,'� FEDERAL WAY,WASHINGTON —DES ROADWAY IMPROVEMENTS BEFORE YOU DIG BERGER/ABAM 9e003-20M ,MH RENTON EN91 NE ERA 1 NC. ¢. DATUM 1-800-424-5555 VOICE:(206)431 2300 � Planning/Building/Public works Dept. INDEX,VICINITY MAP IR-1 EXPIRES AMRCH 15,2DD6 King County ;r f"'v° FAX: (206)431-2250 NO. REVISION BY DATE APPR d� t �39 r wSEC. 3 T. 23 N . R. 5E. W. M . z _I _ _ 1 I2-RCP I I ue-airp cm LL Z �� ry cram rr �- - g \ I c to s-4I4 se I t aN \ I I IE fa•RCP N-4 I ta.l �4 N ,Po \\ I c 12 RCP w-41f.ss4.58 l I2 RCP oW� � Ln IIE OUT-41Aa7 ^W ,II s I IE M-41A08 C, I /5 ING COUP COP — — —E�-41A M�0.84 I d — e/7 s D Y 0��£NT N - SS MH 2 s I 12'RIp o; TYPE I co SS H w w w w 3 w E N-417.Yaw o I GE-417.18 IE Ia•c N-414.34 DUVALL AVE. NE I Q IE Ie•cup 1P�a4.a� o o 0 o I F- IE Ir RCP IF41A40 o LU w w 12=°_'._w w w_ w z of w w w w w w w w w w y Z_ w gp yN/Q 11 J 0 D 0 D D �� D D D D D D 0 0 0 D D 0 D D--1 T CEIE10 ; cen' ce/I2 v V -- 1._ H -D P P P P P PP P P P 3 P P P CQ P ry X P P p/. SEWER MANHOLE RIM-412.81 O ( P I �'� I D— o I II TYPE 2 GO �\ TYPE I Ca II p 0 G a414,14 E-40D.4z \\\ \\ GE-4 7.2e St7PP MANHOLE l cEaCM I 'I' I I \ I \ I 1E 8•PYC SE-4T392 II 1ECPP N-fTJ.03-69 ff 12 CHIP E-4fA1J IE IM-4I294 I � PLAN SCALE: 1"=20'-0" 460 460 450 :: 450 .... ... . 440 p w p w 440 .... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... d 430 430 .. ... ....... 8 STA 179+00 BEGIN�ONSTRUC ION ::::: :::::::: N T GR M TCH EXIS /.NG,ELEV TION..... ......... ......... ......... ........: :....... ....... .. ....... ...... ....... ....... ....... .......� �5 our 420 .... _ 420 _ -.- -.-. --- -.. T.T.'. - -- -... - -- -- - - - - 410 ::: 410 400 400 179+00 180+00 181+00 182+00 183+00 10 0 10 20 VERT �PROFILE 20°le o 20 feet SCALE: H: 1"=20'-O" V: 1"=10'-O" HORZ KEY PLAN ��lRm a�N KC MAP NO.316.12 scale feet 5 =4% 33301 9TH AVENUE SOUTH M ='�'�°" a CITY OF DUVALL AVE NE 11/2/05 CALL 48 HOURS . FEDERAL WAY, DES ROADWAY IMPROVEMENTS s �f'Z , RENTON BEFORE YOU DIG BERGER 11 I "I VOICE:(20 °'"'w`AMH w . Ia pL EMI X E E X I I N D.VOICE: ZOB 31_2 N � DATUM 1-800-424-5555 � � � � Dus Planning/Building/Public worts Deft. EXISTING DRAINAGE ES—1 [xPin[5 N�FRCH 15,2D06 King County ,: I;;I;,T.`f'T FAX: (208)<131-2250 NO. REVISION BY DATE APPR »c� SHEET 1 2 "39 /�./c..w�.vr U/N/t/J/A�5 n//!//NW/by Gnvn FJ.N r /1 IJ•/YM IFARWT M-/1 i9ICAM 1Aw.r1/Mn:rmr R—trI FC-/))Awr Crnla / ' N SEC. 3 T. 23 N . R. 5E. W.M. z 0 w I \ v I � GE-42 YANFI(XE / DOT. VA& LL DOT. VA1A.T<iQ7E I \ 10 \ Tl'1 E 1 C8 I jr I \\' 1 / 1E 12*RCP fY RfP i1 11'RCP w 1z Rrn s-szo.sa e E N-41AA0 E GVT-41aT7 z I tY RCP I ❑ E 1 / Y CPP 4.D Y RCP IY RCP E OUT-419M 1 GAS /(�tv KING COUNTY 1 E N�4M23 =_ �— _G .G— _G_ _G —G fB�4 �� Pnn REN IVIVv ��. .=. ® S$MH s s O �/ 5 M M T S' S 5 5 �T�--I�d 5 -� 5 5 55 MH54 5�- �5' �- 5 5 5 s 5 S G G __ — _ _ u w r 00 001 ABANDONED J"WA 00 TER r- CPP E OLIT-410.11 / DUVALL AVE. NE ,w + J��L; UL' m �— ' m m C w trPr t m 0 Z w w I2"01 w w ��IIxI \ E B• W. .6J L1.1 w w w w w---I�L�w w w� w w w w w IZ"D.I. I Z �0 0 0 0 0 D a�►•��fl r� O O 0 I� O 0 0 N—�f1I a N U T T f i T T T T P/T/N T P/i/ry-i i CQC '�nJ 4Ce I � Q� ' G I sc ❑ N l ; ' SEWER Ad NHS 1' P P— P o P �q ,' IE 8 PVC E-409.67 w sv I IE 8"PVC W=409.27I w J c I I w " z I I tr cPP. PLAN SCALE: 1"=20'-0" 460 .................................................................................................................................................... ....... ............................................................................ 460 ........................................................................................................................................................................................................................................... 450 ................................................................................................................................................... 450 ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... .......:. ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... .... 440 440 ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... .... ........ ......... ......... ......... ......... ......... ......... ........ .......: :.......: :....... ::::::: :: 430 ......... ......... ......... ......... ......... ......... ........ 430 Xl 1N G ......... ......... . N : ....... ....... ....... ....... .. .. ——_. -.-.- -.—-- ......- ---- ^^^ —,— -- :: t1111I➢� —__ —.—. —— ——-— - .—.— —— ... . .. .. .... .. . 42 1420 ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ........: :.......: :.......: :.......: :.......: :.......: : ....... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... . .......: :.......: :.......: : 410 ......... .. ...... ......... ......... ......... ......... ......... ......... ......... 410 ....... ...... ....... ... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... : ......... . 400 184+00 185+00 186+00 187+00 40010 0 10 20 r VERT r PROFILE scale feet ;4l. p, SCALE: H: 1"=20'-0" V: 1"=10'-0" '�'� HORZ 20 0 20 40 KEY PLAN KC MAP NO.316-12 � scale feet _ "P DUVALL AVE NE 11/2/05 CALL 48HOURS 333019THAVENUESOUTH �j� CITY OF Big }_ ; FEDERAL WAY,WASHINGTON DES RENTON ROADWAY IMPROVEMENTS BEFORE YOU DIG BERG62/ARAM 98003-2600 AMH gYpy EN. 1 NEE N N I N C.VOICE: 2D6 31-2300 - DATUM 1-800-424-5555 l ( NAs s�Mw Planning/Building/Public Works Dept. EXISTING DRAINAGE ES-2 ERPIAES MARC4i S,2DD6 Kin County y.� FAX: (206pt31-2250 NO. REVISION BY DATE APPR 9 tY :�:;,. "clr SHEET 2 °""' s "as Last 5owd m Avm Ikt J12w5,t 01.17P1/bv Lawcbn F7 a:0.120041FAPWr-Oh-W21GDDICmsIA-onooe_Rm*,lfD_ES-02.d p So* 1 O SEC. 3 T. 23 N . R. 5E. W.M. z J I WOOD DECK I F- I I I \ \ I W (iE�426,0 u_ xSLly Ln - - - - - - - - - - - - - - ~ I P t °� - - - - - - _0 z o �a IL O S 5 S S S Ste'S MH�'6 5 5 5 5 S S 5 5 5 SS MH J 5 S 5— 5 5 5 5 5 L + 4'GAS 4"GAS 8 I 4^GASS MH/8 + G w w S w w G w G w w 0 w w w w G w 0 0 w C w w w QNj r wASANDONED 3'WATER a I w I I y! 8 �;— S DUVALL AVE. N �— wr 1UJ Z 12'D.1. _ t 2'D.I. I Z ~ w 0w 0w 0 w 0 w w ° T1PEw1 LB 0 w D x 0 w ° w 0 w_D--D ° caps 0 ° TWE 1 ce ° ° w 0 w ° 6"E-424.01 so�T (E-423.40 U r E 12'D1 N-422,0 r _ r_� � �r ; r E 12'CPP�_ �_r Q c T — � 1 — I 0 o`g onmv YARD DRAW \\\\ V- o GE 42CM I GE-424.07 E 12'fpP S-42S�/ E 4'CPP MI-424.02 ~ I II 41 I /--1 Z PLAN SCALE: 1"=20'-0" 460 ............................................................................................................................................................... 460 ........................................................................................................................................................................................................................................... 450 ........................................................................................................................................................................................................................................... 450 .... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... .......... ........ ......... ........: :.......: :........ :....... 440 ....... ....... 40 .... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ........ 4 ....... ......... ......... ......... ........ ......... ......... ......... ........: .......: ....... ......... ......... ......... ......... ......... ......... .... - ......... ......... ......... ......... ......... ......... ......... 430 430 ......... .. ....... - ---- a.T- --- ---- ---- ---- ----- - . - ---- -.- - :nn -- ---- - --._: ---- - - . :. -_ .. - ... .. EXISTING - 420 N J 420 .... ....... ....... ....... .... ......... ......... ......... ......... ......... ......... ......... ......... ......... ........: :.......: :. 410 .... ......... ......... ......... ......... ......... ......... ......... ..... ... ......... ......... ........ 4 10 ...... ... ..... 400 188+00 189+00 190+00 191+00 192+00 400 0 0 10 20 VERT scale feet PROFILE 20 0 20 40 Qg-k op* lCo SCALE: H: i =20'-0^ v:rd. 33301 9TH AVENUE SOUTH 1"=10'-0o w w� HORZ KEY PLAN Cs�v'�btD KC MAP NO.316-12 scale feet r : k CITY OF DUVALL AVE NE 11/2/Ds .,°" CALL 48 HOURS . FEDERAL WAY,WASHINGTON °� RENTON ROADWAY IMPROVEMENTS BEFORE YOU DIG eE GER/AR4M 98003-2600 °""" ,MH `` rQdAL E N I I N E E N E I N C.VOICE' 2OB 31_2300 � x ra DATUM ' 1-800-424-5555 (� —NAs Planning/Building/Public Works Dept. EXISTING DRAINAGE —ES-3 EXPIRES NrPRCH S.2DD6 King County � FAX: (206)<t31-2250 NO. REVISION BY DATE APPR SHEET 3 .m 4 �39 cEP Cast SovM an Mm Lkt Jl?005 wL 0J.IIPA/br LowwSin FkN :OI2"I!MW7-04-0J21C4Wld—lGta�--R.0 tIFD_fS-OJd- S-M J 0 SEC. 3 T. 23 N . R. 5E. W. M. Z m MH GE-42a,0 CE-420.44 E 38"CUP N-42110 E Jp'WP N-422/S I I E 36'CUP W 42.7.10 U_ J o 42215___—__ E SJ2207_—_____ __—__—__ __ __—__�___ s I W 12,CO�NC 42200 u Ems'GYPTG 42L�d d E 1Y COUC -42203 I 1 SiANOMC M M PIES 12'CCB6 o v,p E M-421.37 y 12'UT- E OV7-424.00 G '> p�-0 s p p p p s _ _ S O (O 5 s s S 5 5 s 5 S 5 �—S•� SS M�I M + SS MHA9 � •� —� + CY) /: �'w W GAS r r 4"GAS r . c w " --w ----ice 6 . w a) r ABANDONED WATER w 12'CCWGz ABANDONED WA IER G Q' E-424.03 I Q Cl)I 8 0 8 DUVALL AVE. NE 8 I U)j 03 Z 1 w —"----- —w w w r r w w w w w • w w w 12"D.L M N Z com p 0 EU� D..� 55 MH-11 5 5 5 5 5 S 5 S S U a — a C x s s s 5 P o ® ❑m W t' s _ \ \ EWER MANHOLE IM=426.77 I N \ E 8'PVL NE 4144467 II iCv II I PLAN SCALE: 1"=20'-0" 470 ......... ......... ......... ......... ......... ... 470 ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... .. ......... ......... ......... ......... ......... ......... .......— ......... 460 460 . ......... ......... ..... .. ........................................................................................................................................................................................................................................... .. .. . .. ......... ......... ......... ......... ......... ......... ::::::... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... .... ...... ......... ......... ......... ........ iq 440 ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... : 440 ... ......... ......... ......... ........ ....... ...... ...... .. ......... ......... ......... ......... ......... ......... ........: :.......: :....... ... .. .. .... ......... ......... ......... ........: :.......: :.......: :....... ..... ....... 430 ......... ......... ......... ......... ......... ......... ......... ........ 430 [77 ......... ......... EXIST[ G:GROUN 420 :.......: ......... ........: :.......: :....... ....... ..... ....... ....... .. ....... ...... ....... .... .. ........ 420 ... ......... ......... ......... ......... . ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ........: : : :.......: : ........ ......... ......... ......... ......... ......... .... 410 193+00 194+00 195+00 196+00 197+00 41�0 0 10 20 r VERT scale feet r PROFILE zo o zo 40 o* l p SCALE: H: 1"=20'—O" V: 1"=10'-0" HORZ PLA KC MAP NO.316-12 scale feet KEY N CALL 48 HOURS 33301 9TH AVENUE SOUTH � CITY OF DUVALL AVE NE 11/2/05 •p•E921P �"`� ; FEDERAL WAY,WASHINGTON DES !i REN•TON ROADWAY IMPROVEMENTS `�aCC BEFORE YOU DIG 8MGiW/A6AM 98003-26M AMH E A 0 I M E ERE I w I:.VOICE:(206)431-2300 „� �� DATUM Plannin Buildin Public Works Dept. EXISTING DRAINAGE 1-800-424-5555 rl" FAX: 206 31-zzso r e/ 9/ P ES-4 EXPIRES MARCH V,2DD6 King County -1F;.� :;0 ( NO. REVISION BY DATE APPR �� SHEET 4 "`" s -�39 E 12-CON-E-422.aa 1 I ._ -_••-_ .--._. `O SEC. T. N . IR. M. IL -—--—--—--—--—- I _ I ` I I I \ I co l II \ I I I � \\\\,y� I \ \ \ W I \ I A\ I � O ° I — — — — —- - \ \ CITY OF RENTON O Cl) + I KING COUNTY + rnl 1 I 10 PVC I 04 E OUT-423.72 U t Q IY CONC. � 2•CCNC• V9T"CONC. Q (-- SS MHj13 EWT-4T2• SS M g15 E M-421.27 it E k1-42216 I..- (n -7 s s s• s_ _s. s s _ s s_ s r2•CON- E p/� •G •G� Gf f t-am- ._� / __ _ _ m LU I 12'P►C I W Z IG 1r CON- w rY PYCJE � ABANDONED WA TER w0 r DON- I Z J E a4-IZZ 7d E OfJT..l E al-42r.71 J ' o U o o DUVALL AVE. NE SS MH t6 \ o S Il --T I � I I �I• 1 I— Q I I 4PA� it RCP 0 on rY RCP H I Q N E 4"PW SE-4=03 rn E a4-42r a2 \ E W7-42t.ss r R� V rY RCP �"D.1, tiU E a•CON-EE 22a7 w 8" 1 w w w w w E N-421.24 Co E Mh4za 7f1 w w w w w��w cam w U Y IE N--az r.e s T/ —OAT- G - -.�—_Tca�— - -- —Ir—nR/M N4EAST sE r RCP our. r 2- - — — — — — _— E our-s2r'm III I - -- 2 NW� CL PLAN Z SCALE: 1"=20'-O" 460 ............................................................................................................. ................................................................... .. .................... ............................ 460 . ...............................................................................................- :::.................-................................................................................. ............................ 450 ........................................................ ..........................................................................._................................................................... ............................ 450 ... . 440 .... 440 .... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... .... .. ......... ......... ......... ......... ........ d " 430 .:: 430 -.. __ 7 7- .. . . 420 fXl iNG GR ND 420 0 ... .. ......... ........ 2: ::::::::: .... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... 410 ......... ......... ......... ......... 410 O U .... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ........: :.......: :.......: :....... ....... ....... ....... ....... .. _ ....... ....... .. Z: UX: ......I. .... ....I I I I I I.. .. ... .. ... .. ..... .... ... 400 198+00 199+00 200+00 201+00 400 10 0 10 20 VERT > P PROFILE scale feet of "B� lCo SCALE: H: 1"=20'-O" V: 1"=10'-O" HORZ 20 0 20 40 KEY PLAN KC MAP NO.316-12 scale feet 33301 9TH AVENUE SOUTH " ' CITY OF DUVALL AVE NE 11/2/05 ROADWAY IMPROVEMENTS la CALL 48 HOURS FEDERAL WAY,WASHINGTON DES �+ RENTON BEFORE YOU DIG BERG ER/4B" 98003-2600 °"°qMH E x E 1 X E ENE I X c.VOICE: 206 31-2•00 l==a DATUM 1-800-424-5555 �3 ( um Planning/Building/Public Works Dept. EXISTING DRAINAGE ES-5 E%PIRFS N�PRCN t5,2aC6 King County r + FAX: (206r131-2250 NO. REVISION BY DATE APPR �� SHEET 5 6 "39 I SEC. 3 T. 23 N . R. 5E. W. M . __ Z o \ w I ig�� ��j L\\ \I UiC1 IL I 1r ftp ccwcAr ;I k �� .� 1r arr a t a-arxal �N IE MI_420.e2 0-414.e1 4-14 la co a w Z (COAL CREEK PARK WA Y SE)— R -- � °fa"v5 G G -G 12•cPv - ' / \ 4L�`L IEW-417.40 fr Rep \ IE OUT-41505 �-_ D E 44-41432 frR �. i 176 W7.4/ K RT BURIED TYPE i CB ry TYPE 1 CB PLUbGED W/Sme co \ \ PPLLOtG PLAN SCALE: 1"=20'-0" 460 ....... 460 ......................................................................................................................................................................................................................................... .......................................................................................................................................................................................................................................... .......................................................................................................................................................................................................................................... .......................................................................................................................................................................................................................................... .......................................................................................................................................................................................................................................... 450 .... ......... ."....::: :::::::: ::::::::: ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... .... .... ......... ::::::.. 450 :::::: . ......... . d 430 :..: :.......: :.......: :.......: :.......: :.......: :.......: :.......: :.......: :.......: ...... 430 . ......... ......... ......... ......... ......... ......... ......... ......... ... ....... 420 .... _. -- ---.— — -- —_ 420 — ———_ __ .... .. -— __ _ _ ..... EXIS NG,GROUP D...... —.—._ .. .. ..:. .. ":: .: 44 C3 .. 410 ........................................ .... ....................... ...................... ......................... 410 .. .. .. .. .. 400 202+00 203+00 204+00 205+00 206+00 400 10 0 10 20 1< VERT L P sc PROFILE zo ale o 20 fe 40 �r SCALE: H: 1"=20'-0" V. 1"=10'-0" HORz KEY PLAN KC MAP NO.316-12 oM scale feet 33301 9TH AVENUE SOUTH m CITY OF DUVALL AVE NE �E11/2/D5 �lsz,2 CALL 48 HOURS FEDERAL WAY,WASHINGTON DES W RENTON ROADWAY IMPROVEMENTS _ BEFORE YOU DIG O BERGER/ABAM 96003-2600 AMH U I N E E R B x c.VOICE:(206pt31-2300 I .* -{ DATUM Plannin Buildin Public Works Dept. EXISTING DRAINAGE DES-6 EXPIRES AMRCH 15,2Z1Ce -800-424-5555 King County ; � 9/ 9/ P SHEET 6 7 -39 1 FAX: (206)<131-2250 N0. REVISION BY DATE APPR r` o� SEC. 3 T. 23 N . R. 5E. W.M . LL N 'M F C / \ ' \ - - - - - - - - - - - -- - - '.�, \�`\�.�\ /Pry✓ � � -� / / PLAN _ - - - _ _ - - SCALE: 1"=20'-0 — — — — — — OUTFALL TO STREAM P9 / 450 450 440 ......... ......... ......... ......... ......... ...... 440 430 ....... ....... ....... 430 . . 420 ....... ....... ....... 4 ....... 20 ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... .... N _ — X :.... .... —— u1LLiIiTJ .. .. - __ ... ...... ... ....... :.....- ::�-:..r i .. �:�... __ ::::::: ::::::: 410 —-— — -...... 410 (/ . . . . �—. .`.. E ;ISTING:GROUND 400 "— ... ...... 00 .. ......... ......... . 4 ... ......... .... .. .. . ...... ......... ......... ......... ......... : :: 1 .......: ..... .. ....... ..... 390 10 0 10 20 390 Y 207+00 208+00 209+00 210+00 211+00 VERT scale feet 4L. PROFILE 20 0 20 40 KC MAP NO.316-12 H: 1"=20'-0" V: 1"=10'-0" HORZ scale feet KEY PLAN i p•'a CITY OF DUVALL AVE NE 11/2/05 , 33301 AL AY,WUE SOUTH �' ROADWAY IMPROVEMENTS �Etf CALL 48 HOURS �` FEDERAL WAY,WASHINGTON oes � �N,I,ON BEFORE YOU DIG . BERGER/ABAM 98003-MM °""" AMH �fNAL I R E E R. R VOICE:(206)431-2300 —i DATUM IwwN No 1-800-424-5555 E N U NAS Planning/Building/Public Works Dept. EXISTING DRAINAGE ES-7 E%PIR6 MAIFCH 15.2DD6 King County _. FAX: (206)431-2250 NO. REVISION BY DATE APPR cir .« �. SHEET? ' 8 -39 SE' 23 N . R. 5E. W. M. LL / WrZL,NO CpvER NfEDS MAlNIENfN BC OCK-All / --- — _CITY OF RENTON / ' -- KIN-COUNTY / GUARD / N 1 / /•/ o RA =1 A/ ' / / / 1 PLAN t SCALE: 1"=20'-0" 420 .... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... .... .... ........ 420 ... .. . ......... ... .. .. .. .. . ..., .... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ....... .... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... . T . . d .... .. EXI TING:GROUND:::::: :....... 390 390 .T -. -.— N : T " - 380 ——.— __ 380 — ...... ....... ........ ....... ... .. ....... ....... ....... .. ....... 370 370 .. .. .. T .. ......... ... ... .. .. 360 212+00 213+00 214+00 215+00 360 10 0 10 20 VERT Y L•P PROFILE 20O1e 0 20 feet SCALE: H: 1"=20'-0' v: 1^=10'-0^ HORZ KEY PLAN KC MAP NO.316-12 scale feet 33301 9TH AVENUE SOUTH ""�"`"°"��"' CITY OF DUVALL AVE NE 11/2/05 :TE CALL 48 HOURS t + j FEDERAL WAY,WASHINGTON —DES ROADWAY IMPROVEMENTS _ f BEFORE YOU DIG O BERGER/ABAM 98003-26M ,MH FENTON E N N I N E E R 1 I N c.VOICE:(206)431-2300 NAs 1 DATUM nn plaing/Building/Public Works Dept. EXISTING DRAINAGE ES-8 1-800-424-5555 ' FAX: (206)431-2250 ..� EXPIRES NWRCH S.27106 King County �.5;�»-' N0. REVISION BY DATE APPR ��P SHEET 8 9 °F39 SEC. 3 T. 23 N . R. 5E. W.M. ITIr- — - - - - y o NEWOAS� \\ / / / // q�� $ � CODt✓N .y� X t+'Y I � db \ a PLAN \ \ SCALE: 1"=20'-0" 410 .... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ....... 410 .... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... .... .... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... .... .... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... .... .... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... .... :: 400 400 390 .... .... 39 0 .... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... . 380 380 370 370 _ ..... ...... ...... ....... ....... —.__. ...... ......... ........ EXISTI G:GR4UN :::::::: :::::::: ....... ....... ...... ....... ...... N U _ .. . 360 ... _ .. _.. q qqqpp q q qp qqqw p q wq w q w qp 360 350 .. _. —- _ 350 — .� \ERT 10 0 10 20 � 217+00 218+00 219+00 220+00 340 scale feet � L PROFILE HORZ 20 ° 20 40 � KC MAP NO.316-12 SCALE: H: 1"=20'—O" V: 1"=10'-0" scale feet KEY PLAN DUVALL AVE NE 11/2/O5 33301 9TH AVENUE SOUTH d6 CITY OF 2921E CALL 48 HOURS _�' `I FEDERAL WAY,WASHINGTON —DESROADWAY IMPROVEMENTS BEFORE YOU DIG • BERGER/ABAM 960D3-26M M ' RENTON 1GNMAL E N 1 1 N E E R I I N C.VOICE: 206 31-2300 I DATUM 1-800-424-5555 ( �' w L. Planning/Building/Public Works Dept. EXISTING DRAINAGE E7-9 El(PINES MPRCH S,2DD6 King County FAX: (206)131-2250 NO. REVISION BY DATE APPR SHEET 9 cuP 10 39 A PORTION OF SW 1/4, SEC.3, T.23N, R.5E, W.M.Ld z Q I Q I OFFSITE RUNOFF, w EXISTING CB CONNECTS TO ~ �— NOTES: ILL B STA 179+10 I I cn Q ILL I EXISTING SYSTEM (26.78' LT) I _— — SEE SHEET XXX I I // OX DENOTES PROPOSED STRUCTURE, SEE THIS CL —— FOR VAULT ® 1 (�I I O I ( PLAN OR LATERAL PROFILE SHEETS 4� D1 DETAILS I I —r r —I � 1 8 12 W i ( DENOTES EXISTING STRUCTURE TO BE ------------- t � OX MODIFIED s � KING p ,� DENOTES EXISTING STRUCTURE TO BE SD--SD— a°_D— 6 N SD—Sm < REMOVED —so-- r r s T2 � —D D _ ® � v 1 I N STORM DRAIN PIPE TO BE ABANDONED IN 5 5 S 5 S 5 57 5 S 5 S 5 5 SO w64 LF ss MHg2 �j / / / PLACE 12�!+-00 o� ss un� ; w 12" SCHE ULE A w 64 LFw w w w DU ALL AVE. NE SLOPE = 0.50% 10 12" SCHEDULE A 14 STORM DRAIN PIPE TO BE REMOVED 180+00 7 181+00 SLOPE = 0.50% 182 00 183+ Cl) ' w�w 4 w w w 9 w w w 13 w 15 w w I W I2'DI w 12"DI w w�IZ w 777 J 1 w £ w �D��~f f9� Dom— -7' IV y E T r. •� 3 v T T T T T—_ T T T T T o T -——————————— ———————------�— ----------------------_¢— -- �_ ry u ______T�_ _ RIM-4 MnNMOEE I -+ R� I T�"— T T--�--��T I (1a� P RIM=472.81 I I I I ® I I I I I ! I PLAN SCALE: 1"=20'-0" 450 50 4 „. .... ......... ......... ......... .... ...... ....... 6 =PASS:S UCTURE TYPE:1: :....... GB TYPE 1 ......: .... .. . R 2 EX CB TYPE..2.. 8":..:::: ::::::::: ... 6:5TA 180+11.:1. B STA:180 52 38.7i'LT STA:]8:0 76::3t.7: LT :.8:. B:STA:.1 C2+00: 31. :5 LT,�., ; 440 .... .::9:$TA 179+:09.9 :::: .... (1:7,75' T}::::: RIM:=:416: 2:::::::: ::::::::: ::::::: M::=:417. 5:::::::: :::::::: RIM::_:418.2:4::::: ::...... _ t..... I: NE _ 413;27::: ::::::::: ....... I. S):�: 13:51::: 40 _ I.E.1.�.: S):. :414:44:: ... ...... .... 403.3:5 I: .,: WE7 V ULT 4 0:4:::::: ....... _ ....... ......... ..RIM=415.7:8::::: ... ....... :It . DET V IiLT —4 2:02..... ::::... I. E _ 13:83:::: ::...... I.E.:(E):: :414:44:: ::...... :].E.:N: 410.33::: .... .... ....... ....... ... ....... EX CB TYPE 2 CB ::::: S E: SHEET: .XX:::::: ......... ....... ........: IZ W� 412:31::: .... .... ...... :. R 5TA:1 .9.+3.9..86: ::::::::: F R::DETAjL ::::::::: TYPE 1 C6 TYPE 1....... 430 :::: :::I:E. NE, )=409:2 :::: :::: ...... STA 1 76.. 1..7. RT. 9: STA 1 + 1. RT.13 '....... ......... 430 RIM=416 56::::::: ::::::::: M::=:41:7. S:::::::: ...... ....... FW:=:41 :24::::: ...... I.E.:247: RCP: N ._ 11'-T0:::: i. :(�N)::=: 14.25:::: ::::::::: XaS71NG ROUND::: LE::(W):. :414:76: ::24`":CP. P:(N-12) :::: :::: d ( ) SCHEDU E:A::::: :::: t.E. 24 GP (S)= 11.06.... IZ 18 CP (E)= 11.b7:::: ......... ......... ......... ......... ....... :....... 420 .... ......... ......... .... .... ..... ...... ...... ......... ......... ......... ......... ....... ........: :.......: :....... o.eox :....... .......... _ 420 ..... ......I.. ......... ......... ......... .... —— —— —— ———— ——— ————— ———.. 0.757 ......... ......... ..I...... __._._._ _. .——-- —— ——— ———— ————— ...... ...... ... 2 70% 2.43% { 1 00% 0.75%. 0 410 ..... 10 N w171� 2.7:LF: .—.3 ....::::: ::. E ::1:8: RCP ::::: :. :::1 5 L F:.... :... 1:24 LF 1:50 LF:.. . 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REVISION BY DATE APPR SHEET 1 ^� 11 39 i N A PORTION OF SW 1/4, SEC.3, T.23N, R.5E, W.M. z i o EL I I I 17 NOTES: ILLI Z �/ I U I ' I / j CONNECTS TO 9 I I EXISTING OX DENOTES PROPOSED STRUCTURE, SEE THIS SYSTEM I PLAN OR LATERAL PROFILE SHEETS DO ! I 14 DENOTES EXISTING STRUCTURE TO BE / z \ - i OX MODIFIED k _ s DENOTES EXISTING STRUCTURE TO BE N T � 4 �� c c c pp+pp O REMOVED C�l ® 7 10a 11 ® 20 ap �j I—s w s w s �� s—I—s W s W ss -ems s x s w s s w W s s µ s / /'/ STORM DRAIN PIPE TO BE ABANDONED IN °p c c PLACE `- 64 LF ABANDONED 3"WA ER 64 LF t w U) 18 ;c— STORM DRAIN PIPE TO BE REMOVED Fa- 12" SCHEDULE A 12" SCHEDULE A 10 \ 1 12 / DUVALL AVE. NE m co SLOPE = 0,50% 4+00 SLOPE = 0.50� 185 00 186+00 1 �87+00 21 188+00 m - - - - - - - - - - - - - - - - - C - �— - - - —- W Lu :3 2 s of w w x 5 x 9. 1llL »� 13 w w :2"o.i. I= T w T T T T T T T T T w T T T w T T T_ w T T T T T T T T T T T T T TP�r��—L T T T T T T o T cQ to p T e T T W mp o • P P ~ --e -----------------1't'------------� 16 6�------------------------------� I� I 2I I 22 I w I \\ •' Q �/ I 11 1 I II I � I I �o II I I I Z PLAN iSCALE: 1"=20'-0" 450 ......... CB: YP£:1'::: ::::::::: CB:TYPE 1 ....... 50 1.... B:S A:183+5. :(3t.75 L. ::.:::::. ::::::::: :B:S:TA:1 5+:00: 31 751T).. B::S A:186+5 :(:31:.75': ) ...... R1M: T:41H.45 ::::::::: ::::::::: ::::::::: ::::::::: :::::::': ::::::::: AIM:�:4 0:65::::: ::::::::: ::::::::: :..:::::: RIM: ':421;91: I.E.: NV.w .:^:416 18::::::. ......... ......::: ::::::::: ::::::::: ::::::::: I:E:::S,N :=:41:7.31 ... ....... .. � .... I.E: S) = 418 91::::::: :....... ........ ........: ........: :.......: : 440 ......... .... .... .....-... ... ..... 440 ... ..... ....... ....... ......... ......... ......... ......... CB:TYPE .....: ......... .... ...... g ...... ...... .. ....... .. .. B S A 183+ 31.75'R: 2':::: ::::::::: ::::::::: ::::::::: ::::::::: :B:STA.1 5+00 31 75.RT .. 430 ......... .... IZIM 419.45 ......... ......... ......... ......... ......... ......... :RIM:-- 4 0,65::::: :::::::: 30 416 45....... ......... ......... ......... ......... .. ...... 4 .. ......... . EXI.STI.N.G GROUND. ROPOSE� C� ....... . . .. d - - - -- - ----- ---- -... .. ..... 420 _ ..... ... ....... _.0.75gb. ::: . ::: 420 J F:: / .. J 8 L _1 150 LF: ... ... .. .. 1215 SCHEDULE A: 00%; 410 ......... ....... 10 ......... ......... ......... ......... .......:. ......... ......... ..... 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REVISION BY DATE APPR cEP SHEET 2 9"T' 12—39 co SW 1/4, SEC.3, T.23N, R.5E, W.M. NW 1/4, SEC.3, T.2 N, R. , W.M. ! o Cf) OFFSITE RUNOFF CL x I I— I �) ( W I I \ — 15 1 NOTES: W10 �� \\ — -------- -- " In — \ - I XO DENOTES PROPOSED STRUCTURE, SEE THIS PLAN OR LATERAL PROFILE SHEETS — — DENOTES EXISTING STRUCTURE TO BE ° o Pro Z • OX MODIFIED p 5C8 9 ° I DENOTES EXISTING STRUCTURE TO BE + I ° 5 ° XO REMOVED 001 , s s s s ps s s s s s s s s s s---s s� s STORM DRAIN PIPE TO BE ABANDONED IN IQ—I_Gw G w We w a'casw c 2a G . 0 w 5 G w Gw w c G � G c w G WG ..GASW W PLACE �I ABANDPVED 3'WATER 3 w 10 DUVALL AVE. NE 1 Z I Q STORM DRAIN PIPE TO BE REMOVED m I X + 188+00 189+00 19 +00 �1 191+0 192+00 W - --ytr- - ap-- - - - - - --yam- - - - - --- - -- --�-- - - - - -- Z m ! 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D:60%: :.......: — — —— 420 420 .... ....... ..... ....... ..... ......... ......... ......... ........: :....... ....... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ........: :....... ! 410 ....... ....... 410 N ......: ...... ..... 400 : ! 00 4 ......... ......... ......... ......... ........: ....... ...... 188+00 189+00 190+00 191+00 192+00 10 0 10 20 VERT ,, P P R O F I LE scale feet »° 20 0 20 40 KC MAP NO.��oy SCALE: H: 1"=20'-0" V: 1"=10'-0" HORZ scale feet KEY PLAN a N }� 33301 9TH AVENUE SOUTH CITY OF DUVALL AVE NE 11/2/05 2 CALL 48 HOURS O ' FEDERALwnv,wnsHlNcroN oa RENTON ROADWAY IMPROVEMENTS BEFORE YOU DIG BERG6e/ABAM 98003-2600 °^""AM ! WAL 1-800-424-5555 E M l 1 M E E A x c.VOICE:(206)431-2300 ius DATUM planning/Building/Public Works Dept. DRAINAGE PLAN AND PROFILE PS-3 E%PIAES McRCH 15,2DD6 King County '10 FAX: (206)431-2250 NO. REVISION BY DATE APPR �� SHEET 3 sin 1339 A PORTION OF NW 1 /4, SEC.3, T.23N, R.5E, W.M. 0 z (n I OFFSITE RUNOFF L 0I 1 —1 I — — — \�— I I I I NOTES: tL OFFSITE RUNOFF I I t � O DENOTES PROPOSED STRUCTURE, SEE THIS 1 PLAN OR LATERAL PROFILE SHEETS ---------------------------- -------------------------------------� ----------------------------- ---1 I I DENOTES EXISTING STRUCTURE TO BE a • OX MODIFIED � DENOTES EXISTING STRUCTURE TO BE OX REMOVED C) s s s s s s s s s ® s s s s s s�CD M STORM DRAIN PIPE TO BE ABANDONED IN c � a cns 5 w (' � (; a"cas T15 w � -6 x yr w a 1 w 1- / / / PLACE r ABANDONED WATER w6 ABANDONE WATER G w w�: Q� 12 14 I Q ��� STORM DRAIN PIPE TO BE REMOVED 193+00 194+00 196 00 DUVALL AVE. NE197+0 1 -- - —I-- - ---I - - - -r-- +-- - - --- - - - - Lu STA 195+77.02 w co W (1 3 � 17.68' RT) 10 W Z_ 12'D.I. Z_ J w�—w w T T T N T T T T T wT w T T T T T T w Tw J T T T T T s s s s s s s s 1 T T T T_' '��r U wT R ————— ———— — n T T `?Tza ------------------- - s — Ld / I 09 I OFFSITE RUNOFF I I 1 PLAN SCALE: 1"=20'-0" 1 460 ......... ......... ......... ......... .. ...... ......... ...... .. ......... ......... ......... 460 ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... .... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... .... 450 ......... ......... ......... ......... ......... ......... ......... ........: .. ....... .. .. ... ....... 450 B -STA 19 +00 8... 31:75..L . 1 RiM,.427. 2; .. ......... .... ...: _ ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ........: ........ ........: :.......: :.......: :..: ....... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ... 440 440 ....... ..... ...—.... ......... ......... ......... ......... ......... ......... ......... ........: :.......: :.......: :.......: :....... ....... i B :STA.:91+OD:..: 9....... ........ ......... ......... ......... 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CALL 48 HOURS : _ 1 33301 9TH AVENUE SOUTH ��"' CITY OF DUVALL AVE NE 11/z/os eaeie FEDERAL WAY,WASHINGTON DES wON ROADWAY IMPROVEMENTS BEFORE YOU DIG . BERG9t/ABAM 98003-26M -AMH RENTDATUM _ ' we1 E N R I N E E R 1 i x o.VOICE:(206k131-2300 a uuf�Rrc Plannin Buildin Public Walks Dept. DRAINAGE PLAN AND PROFILE 1-800-424-5555 ; > 9/ 9/ P SHEET4 "�P,a"`s EIIPIRES MARCH 15,ZDDE King County °..,«{+ FAX: (206)<131-2250 NO. REVISION BY DATE APPR A PORTION OF NW /4, SEC.3, T.23N, R.5E, W.M. ' o I I 17 z coI -�- - I a 16 I NOTES: LL i —_--__--- =-- -�N- --- I XO DENOTES PROPOSED STRUCTURE, SEE THIS PLAN OR LATERAL PROFILE SHEETS I I I DENOTES EXISTING STRUCTURE TO BE I W I I XO MODIFIED Ld DENOTES EXISTING STRUCTURE TO BE OX REMOVED I o j I N OFFSITE RUNOFF i / / / PSTORM LACE DRAIN PIPE TO BE ABANDONED IN STORM DRAIN PIPE TO BE REMOVED I I I I I I I ---° --------------------i--------------------------- - 15 CITY2- NTN ��--------------------------- I RI a 14 - a NC COUNTY 1 \ u a O 1 s s s a a s s s s p 21 O 4'GAS T fh G G S 6 0)+ 5 10 w J 4 w w 0 w O IG ABANDONED WATER S ~ I N Q I DUVALL AVE. NE $ NEW B'ss w Q 198+00 199+00 �'p s s s s s s s s zo1+p� co IT m - - - - --F-- -� - +— - --i- - - - - -- - - --F- - - --I - - OU 4 OF so LLl 4 13 � 18 19 �Z LLJ Z 6•,D.i�. 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T........ ........: :.......: :.......: :.......: :.......: :.......: :.......: :....... 1.7 (31.: :LT.):: _.4. ... ......... ......... ......... ......... ......... ......... ......... ......... ....... - 4.4 ........: :.......: :.......: :. - ... ..' R M ..2 .93...... .... RIM: 523:32:.: :....... ....... ....... R M-42...5 ......... ......... ........ I.E.:(E:): 22.93:::: ::::::::: ......... ::::::::: ::::::::: ::::::::: ::::::::: ::::::::: ::::::::: ::::::: I. :(E)=421, S::::::: :::::::: I:E:( )-�420:32: .... ......... ......... ... ..... ......... ......... ......... ......... ......... 440 .... ::CB:TYP :1::::::: B TYPE.. .48.... 440 . ......... ......... ......... ......... C 7YPE::1: :...... Cg.. .PE.1.... .. ....... .. B:STA:197+:43:.: ....:... ST,A;198 .17:...:. .. ... ....... ....... 1 ...... 36;67' :RT pROP SED B STq i 9s 39:..... B & 200+89 (31.75. T). ..... ..... ... .. ... �. 1,75. RT :::' :::: ::...... 3t.: 5':RT:::: ::...... 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REVISION BY DATE APPR GLP SHEET 5 " 15 N"39 A PORTION OF NW 1/4, SEC.3, T.23N, R.5E, W.M. 7 EXISTING STORM SYSTEM i NOTES: I �) I � � � � � OX DENOTES PROPOSED STRUCTURE, SEE THIS PLAN OR LATERAL PROFILE SHEETS I I I I W ~ \ DENOTES EXISTING STRUCTURE TO BE 1 I N I 'z OX MODIFIED 4 I W I OFFSITE RUNOFF CITY OF i p�U DENOTES EXISTING STRUCTURE TO BE KIN —REN'—TON � yZ 1 5 CD OX REMOVED OFFSITE RUNOFF Z 17 O STORM DRAIN PIPE TO BE ABANDONED IN PLACE Ali� 3 , -�,w.,�� f X STORM DRAIN PIPE TO BE REMOVED Nw--�-__w I ( T.Co 20+OSO—s 93 -m�"'I NEW q• O s SS S 12 V j- \ \y LlJ 203+ 0 6 c c _ \ -__w UVALL q -------- PAR204+00 9 _-----"- 0 \ U _ T — CpgL C NE 138TN _—~ - - ------+-_--- vw� -�TREK KWA Y q�l/) ---T 7 nin` _ i 20 1 1 II p� 15 ----- 10 ---- -- I I 16 � I �r OFFSITE RUNOFF \ `j \` i OFFSITE RUNOFF tl I p I PLAN I. w ' SCALE: 1"=20'-O" 460 .... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ........ 460 48"::: . 450 CB TYPE. 1......... ..... ..... 450 ... C 2 1:75' l T RIM-422:. 9:......: :.......: ......: :.......: :....... �.�..�... ........ 440 ... __ ....... ........: :.......: :....... ....... . ..... ...... .. .... ........ 440 C 8.. 11 CB TYPE 1.... 17 .. CB TYPE 2' .. .. B STA 204 16 8 STA 2 5+60 d B ;STA 2 2+40 .. .: i,75';ftl) ..:: .. .... .. (3175.L )::::.... .: ......... 31:75'..R _ .. .:::::. E........ )........ ::::::::: ::::::::: ::::::::. ......... ::::::::: ::::::::: R M=423;.01 RIM— ;1;8. :3......: 430 .... ......... ......... _ ......... ......... ......... I. : S W=417 9.. ........ 41 ........ 430 .... ......... I.E:'W;N)= :18.8.7::: ::::::::: ::::::::: ::::::::: EXISTING GROUND:: ' ::::. ......... ......... ......... ....... ......... :::.::... t.E:'S)=41 ..D6::::: ::::::::: ......... .......:: ::::::::: ::::::::: ::::::::: ::::::: ::::::::: � :: :::: :::::::: ::::: ROPO . ......::: .....:::: ......... ......... :::...... ......... ....... . ......... ......... ....... ....... ..... ....... N I. ....... ....... ....... — —— —————420 — — ——— 420 -- --- — ---- :. 12 SD 12" SQ oor 410 P. 410 . .. . "151 LF. :' 177 LF; 13f.LF: 18": SCHEDULE A::::::: ::::::::: 16 SCHEgUt. :A::::::: ::::::::: 1:8"::SCH RULE:A: :::::::: 18?SCHE UkE:?::: ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... .......Z. ...... ......... ......... ........ 400 ... 4 :SD:....: :.... .. 400 202+00 203+00 204+00 205+00 206+00 PROFILE 10 0 10 20 20 0 20 40 � SCALE: H: 1"=20'-0" V: 1"=1 0'-0" VERT HORZ Qq d � scale feet scale feet KEY PLAN 04 eAsar �y�g TAN KC MAP NO.316-12 33301 9TH AVENUE SOUTH °"�"° °°' CITY OF DUVALL AVE NE r 1/2/05 E9212 CALL 48 HOURS FEDERAL WAY,WASHINGTON ROADWAY IMPROVEMENTS ' BEFORE YOU DIG 3ERGER/AA4M 98W3-26M °"" AMH RENTON OVAL 1-800-424-5555 E M E I M E E A i w C.VOICE:(206)431-2300 Nas � DATUM Planning/Building/Public Works Dept. DRAINAGE PLAN AND PROFILE PS-6 EXPIRES MNFCH S,2DD6 King County FAX: (206)131-2250 NO. REVISION BY DATE APPR SHEET 6 cAS 7 6 c"39 cw.- r A PORTION OF NW 1/4, SEC.3, T.23N, R.5E, W.M. o NOTES: LL DENOTES PROPOSED STRUCTURE, SEE THIS PLAN OR LATERAL PROFILE SHEETS // OX DENOTES EXISTING STRUCTURE TO BE MODIFIED 1 DENOTES EXISTING STRUCTURE TO BE / OX REMOVED STORM DRAIN PIPE TO BE ABANDONED IN Cps O/ \\ ------------------------------------- PLACE �( — STORM DRAIN PIPE TO BE REMOVED I - a SD + N �� 2 ______ g � ?O;7XOp 5 211+0=_"�� r SD ' _208+00 ' 209+00 6 i 4 OFFSITE RUNOFF �✓ -'--------- ------ EXISTING PLAN CULVERT i� SCALE: 1"=20'—O" 440 ......... ......... ......... ......... .....C8. E..1.... .....5::: 8 TYPE..1 ....... ..... ......... ......... 440 �RS--A,.2D7+50::::....:: ::::::::: ::::::::: ::::::::: :::::::: STA 20 +_78::::. ........ ......... ......... 3j;60::LT ......... ......... ... ....... RJM 414:67... ........ iM=41q:z ......... ......... ......... ......... .... .... .... .... ......... .... .. . . ..... . 430 ......... ......... ......... ......... __ 430 PROP SED:(L ......... .. .. .... ......... ......... ......... ..... ... ........ ... .. .... ..... ......... ......... ......... ......... . 420 420 ..... ......... .... .... ......... ......... ......... ......... .... ......... ......... ......... ......... ......... ........ .. ......... ......... ......... ........ 1+:00:..: ...... ......... ......... ........ ..... ....... 38R. T) ..... 86 . ......... =:= :..... �..: ..... .. i......' y:T: ....... ....... E(:S,N) 397.03 .. 410 — — 410 :. ....... .. �_.-- �\ .... .. 4:DDT. 177 LF 18" SCHEDULEA l .... .. ...... .. ......400 .: 12" SD' 1820 SC LE 400 1 ., H D.0. .A.. 4;00% 416 LF ........ ......... ......... ......... ........ I)SW 1.8,. SCHEDULE :A::: :....... ....... ....... ....... ... ........ ......... ......... ......... ......... ....... ...... ....... .......20, LF:.....: ...... .... .. ...... ..... 'IS" SCHEDULE ?; '' ....... 00 . 390 20 380 207+00 208+00 9+ 21 0+0O 211+00 380 q 10 0 10 20 20 0 20 40 P. PROFILE VERT HORZ o�*� SCALE: H: 1"=20'-0" V: 1"=10'-0' scale feet scale feet KEY PLAN KC MAP NO.31612 0 11/2/05 ». DUVALL AVE NE 3E301 9TH AVENUE SOUTH CITY OF ,m,",,,r �:aue CALL 48 HOURS O FEDERAL WAY,WASHINGTON moEs IR �EENTON ROADWAY IMPROVEMENTS ' t BEFORE YOU DIG BERGERIA W 98003-2600 ° AMH rCNA1.T' E NI I NE ENI I NC. DATUM 1-800-424-5555 volcE:�zosya3123o0 � � Planning/Building/Public Works Dept. DRAINAGE PLAN AND PROFILE PS-7 EXPIRES MMCH s,7DD6 King County ..,'l FAX: (208)131-2250 NO. REVISION BY DATE APPR �� SHEET 7 — 17 6139 i DO A PORTION 9F� NW 1/4, SEC.3, T.23N, R.5E, W.M. L` 9 1 BLOCK � ---- ® BL OLYc WALL / / -- CITY OF REN70N I KINC�-'T 214+00 2151 .� --1---_ 2 -+--- _ /N + �° 213+00 �__-�" 12" SCHEDULE 40 � Cjj _ �— 138TH AVE SE SLOPE - 6.00� 3 m Q ��SD--_SD --�" CREEK PARKWAY SE) 4/ i —•�.���,��.,cdo-- _--- 1 (COAL 4 m � W / / � • •' . . o • . � N TES: Jtl - J O DENOTES PROPOSED STRUCTURE, SEE THIS PLAN OR LATERAL PROFILE SHEETS DENOTES EXISTING STRUCTURE TO BE OX MODIFIED DENOTES EXISTING STRUCTURE TO BE / O REMOVED I - PLAN / STORM DRAIN PIPE TO BE ABANDONED IN PLACE 1 /J I,J STORM DRAIN PIPE TO BE REMOVED 420 .. 20 4 .: .. .. .. ........ ......... ......... ......... ......... ......... ......... ......... ......... ...... .. 410 ... g6 TYR214+ 10 PROPOSE :: 1. 5'LT)... 0....... ...... ......... ......... ......... ......... .... ......... ......... ...... .. ......... ......... ......... ......... ......... CB':TYPE 1: :::: RI. =382:2g ::::::: :::::: EXISTING ROUND:: ::::::::: :B:STA:2 3+'01:::: :t.:::::: ::::::::: ::::::::: :I.E. E)=3n.: ::::..... ::::::: ....... . ......... .. :(:27:25':: T):.....d ... ....... ....... ..I... . 400 00 I.E.5W. =385.54: :....... .... ...... .. . . .. .�..... ......... ........: :.......: :.......: :....... CB TYPE... ....... J PROPOSE :CL B: TA:214+: 3:...::3. �J ... ... ......... ......... ......... ......... ......... ........ .. -__ 9. z.... ...... RI =380 40: :.EXIST GROUND:: ��' PE''1'''' ........ ......... :.. ........: : 390 .... ......... ......... .... -. .-._-_. ....... ....... = 15+57 4 90 . .. ....... .. ..... - - _ . . . B 7 A+ RT.. 3 ' ... --- 209 LF.:::::: ......... --...- _ LE:( ,N)=371:2 N......... ......... - 1... .... DOLE A:: ' - __ ....... :... o.. 380 _ 380 u117� .... ......... ......... ......... ......... ......... ......... ......... ..... 148 LF:.....: .... ......... ......... ......... ......... ......... ......... ......... ......... ......... ...... 70 18. SCHEDULEA:.....: :. 77 370 .... ......... ......... ......... ......... ......... ......... ......... ......... ......... .. ...... ......... ......... " 3 ....... ......... .... ......... ......... ..... 98:L ......... ......... ......... ......... ......... i$' GHEDULE: ::......: :....... ....... .... ._. ........: ........ ... ....... ..... . . 360 360 � 212+00 213+00 214+00 215+00 PROFILE 10 0 10 20 20 0 20 4 L•1'HIL SCALE: H: 1"=20'-O" V: 1'=10'-0" VERT HORZ �y ,41 KC MAP NO.316-12 scale feet scale feet KEY PLAN a CITY OF CALL 48 HOURS . 33301 sTH AVENUE SOUTH w9». DUVALL AVE NE >>/z/os z9z,: I FEDERAL WAY,WASHINGTON oEs ROADWAY IMPROVEMENTS BEFORE YOU DIG BERGERIABSAM ee003-26� ^^-�,�„ R RENTON o ' 1-800-424-5555 E x.l x E E R t x e.VOICE:(206)431-2300I j DATUM i o," HAS Planning/Building/Public works Dept. DRAINAGE PLAN AND PROFILE PS-8 EXPIRES ~CH E5,Md King County +?s'1 FAX' (206)431-2250 NO. REVISION BY DATE APPR —6LP SHEETB 18°"ss A PORTION CIF NW 1/4, SEC.3, T.23N, R.5E, W.M. CD END PROJECT LIMITS 9 B STA 220+01 � END CONSTRUCTION LMITS OFFSITE FLOWS n B STA 218+50 FOG UNE ' I a \ � 218+00 _ _—____219+p0 220 AVE- SE SE) r tq 138THPARKWAY ro uTM of NEASt E Lm K (COAL CRE 2 go �� \ so �� \/ 4 PLAN ' \ a NOTES: I OX DENOTES PROPOSED STRUCTURE, SEE THIS 1 PLAN OR LATERAL PROFILE SHEETS DENOTES EXISTING STRUCTURE TO BE 380 TA 216+ 0 PROPOSED CL CB TYPE 1 MODIFIED 1 X 380 DENOTES EXISTING STRUCTURE TO BE EXSTING.GR UND..:: R]M 370.98::: ::::::::: :: B::STA 21:7+06: ...?. :: O REMOVED _ LE-( )=36798 :::...... :: (28:8] :RT)..... ......... ....... ......... ... .... —._ T: .... .... ......... ...... / / . DRAIN PIPE TO BE ABANDONED IN ........ .. RIM:=3 6:04.:::: ::::::::: ::::..... ::::..... :.......: :....... C8:TYPE 2:.. ....... /' 370 8.25 .... _ 3:::....: :. 370 PLACE — _`..... 1_E, S 362:38: _ __ _— b .. � STORM DRAIN PIPE TO BE REMOVED 351: _....... ......... ......... ......... ......... . 360 360 1 ":SCHEDU E::A::::' f :TYPE ....: ........ :. ..:. ....... .....0. y. ..:....: - XISTING ROUND SOLID 1D -- 4 ......I. ..... .. .... ......... ......... ......... ......... ......... ......... .......18 .SCHEQU E.A..... ......... ......... .......: :......:: _ .. 47 69' ft +9...... 350 350 9. -. ..... ...... — _ .. ......... ......... ......... ........ .E. SW 3 1:06 ... ....... ....... N 340 340 11 ....... I 330 .... ......... ......... ......... ......... ......... ......... ......... ......... ........: :.......: :.......: ... ... 330 "18" S HEDULE ' ................................................................................................................................................ ..................... .................................... ..........................................:............................................................................................................................................. 320 1 320 216+00 217+00 218+00 219+00 220+0D PROFILE 10 0 10 20 20 0 20 40 ti•PFL SCALE: H: i"=20'-0" V: 1"=10'—O" VERT HORZ I — — i 04*"su6�lle scale feet scale feet KEY PLAN a�N KC MAP NO.318-12 eml� H a" 33301 9TH AVENUE SOUTH " A CITY OF DUVALL AVE NE 11/2/05 2921E CALL 48 HOURS i FEDERAL WAY,WASHINGTON oEs ROADWAY IMPROVEMENTS G BEFORE YOU DIG E N t I N E A, . .. VOICE:(20 ,M„ -� FENTON 1-800-424-5555 E M I M E E E t VOICE: 206 31-2300 � DATUM ( }4 N,� Planning/Building/Public works Deft. DRAINAGE PLAN AND PROFILE PS-9 EAPIREs MARCH 7,706 King County �k tvv FAX: (206)431-2250 NO. REVISION BY DATE APPR 6LF SHEET 9 9 1s ss m o d� CL 450 ......... ......... 450 .. ......... ......... ......... ......... ......... ....... .. .:....... ......... ......... ......... ......... ........ ....... EX[ TING:CB TYPE:2 :::::EXIS ING::TYPE 2:CB':48 :::CB:TYRE:2':48 : ::3:.:::: ::......: :::::'::: ::::::::: :: :::::: ::::::::: ::::::... :::::::: :::::::CB :TYPE:2: ......... ......... ......B:S .A:178+5 ::::::::: :::: R:S A:179+10 ::::::::: :::B:STA 1 Z9+:36:: :RSt :::: ::::::::: ::::::::: ::::::::: :: :::::: ......:: B: TA:182+ 6:: PS1 440 :::(30 00'.:LT):: :::::::: ::: (29: 8:LT)::: :::::::: (:1:69 : T)::::::: ....:::: ::(1. 0':RT):: :: ..... ......... ......... ...... , ... ......... .... ... ......... _ = 40 i 4 I:E; =408.31 ::::::::: :::: I.E: E)=409:2 ......... ...I:E. N,S )=409.3 ......... G.E .N;S)=41 90:....: ...... .. .. ...... ......... ......... ........: :. 4 b 3 ... .... ::I:E. E) 412,78:.: LE�E>=4i 6 ::...... .. I.E. =409:20 ......... . ......... ......... ........: ....... . ......... ........ ....... ....... ..... 430 LE. 411.95 ......... ......... ......... ......... :::::::: 430 ....... ......... .... .... .... ......... ......... ......... ......... ..... ... ........ ... ..... .. .... ......... ......... ......... ......... ......... .... .... ......... ......... ......... ......... ......... . 420 ......... ......... ......... ......... ......... ......... ........ 12 S.R..::::: 420 ......... ......... ......... ......... ......... .... .... 12" SD ......... ... ......... ......... ......... ... ......... ......... ......... ......... ........ 0;509:.: ...... ......... . 410 410 5 41 LF 18 SC EDULE A .. .. 8 LF. 24 SCH DUL A: .: .. .. 400 24" SCHEDUL :A 400 301 F , 24 CHEDULE: FOR CONTINU 710N SEE BELOW— 178+00 179+00 180+00 181+00 182+00 450 450 ....... C8 T PE:2::48 :.a a2:.: :....... ...... rm:00- ST 185+28 PS2 B 5 A 186+ PS2 ....... ......... ......... ......... ......... ......... ......... ......... ... .. ....: ... ..... ...... ... .. ......... ......... ......... ......... ......... ......... ......... .........440 IM= 21:48 RIM 422.47 440 ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ........ ......... ......... I.E:� =4i8;05: j.E:• )=:41;9.57....... ......... ......... ......... ......... ......... ......... ......... ... ......... ......... ......... ......... _ .... —...... ....... .. .. ......... ......... ......... ......... ......... ......... ......... ......... ......... ....... LE.(5 . 413.82: ......... ......... ......... :.......: 430 ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... 430 .. ....... ...... . 12 SD ..... .. .... .. ... ... ....... ....... ....... ...... ...... i:2-:Sp: ......... ......... .....:.:: : ......... ......... ......... ......... . ....... ......... ......... ......... ......... ......... ......... ....... . . 420 ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... 420 ......... ......... ......... ......... ... ..... ......... ........ ......... ......... ......... . ...... .... .... ......... ....1:00 .... ... 0 1410 .. .... 410 12 LF 140 LF'292 LF 18 SCHEDULE:A 18" SCHEDULE A .. f8; SCHEDULEq....... ........ ......: :..... ....... ....: :....... ........ :.......: :. EO SEE ABQVE: N4UAI ' .... ......... ......... ......... ......... ......... ......... ......... :........ P5- j:' ..SEES EET.. 1400 183+00 184+00 185+00 186+00 187+00 450 ......... ......... ......... 450 CB'TYPE ' 48"":. .. ::CB TYRE :CB TYPE 2':48 ::. t4:.::::: ::::::::: C ::TYPE:1: :::.10a. :::CB:T. E:2':4g": :70:: ::: :::CB:. .PE:g:4g' :]2: :: B TYPE:1 ::: :73: STA 7 +36 P 1 B TA 179+ 9 PS1 B STA 1 2*36 S1 B STA 185 28 P52 B STA 485+28 PS2 B:S. 186+50 PS2 STA 186 5O PS2 1 69' aT) (31.75' aT) (1.0o a ( 40T L7) (100': T t'.b RT) 31.75' FbT RIM=416: 1 RI =4185 64 RIM=419. 5 R M=421 50 RIM=4 1.48 RIM= 22.47 IM-421.8 440 I.E.. N,SW=409.39 LE. W=413,0 I:E. N,S 410:90 ., I. E,W..41 ,08 . L.E..N:_ 416:38 I:E.. S =417.6 I E. W=4,1, .85 440 18,8 I:E.:: E)=4 2:78. LE. E)=4 1:62 I E. W), 417,08 LE 418:57. .. B $TA 182+ 3 P 1 (1 :97 RT RI 4 3: I E S . 413.$2 ....... ......... ......... ... 430 ......... ......... .. .... ......... ......... ......... ......... ........ I. SW:=412 02::::::: :: 30 _ . . -rE4 ......... ......... .... .... ......... ......... ......... ......... ......... ... LE. SW:=412 23(TO:BE ABANDON D)::::::: ::::::: ......... ......... .... .... ......... ......... ......... ......... 12":EX .... I.E. I. SW:�412 02(TO:BE REMOVED :....:: ::::: ::::::. . .WATE2 ....... " 420 t. 0 :' 2:00%::.. :: ::: 9 ::::: 0 12' EX WATER :....... ......... ......... ......... ........: :. Q. 10 ......... ...... : :3 t CF 410 EX UJ TEFL:(AB' t2"'SC EDULE A 18 EX:SD::T :BE:REM. VED:::::: 25 LF :.: ....... 31::LF,::: „ : (.. �..... ...:::::: 18" SGC L ULE:A:.. 24..E .SR:(T0: E:REMOV D):::::: 20. F........ ......... _.. :::::18": SCHEDULE A:..... ]2'"SCHEDULE.A:. ......... ......... ......... 8" EX: S :::: ......... ......... ......... ... ... .... .. ....... 00 2" EX: ATER: TO BE: _BANDON 4 VERT PROFILE 20 Cale 0 20 feet SCALE: H: 1"=20'-0" V: 1"=10'-0" HORZ scale feet KC MAP NO.316-12 ° CALL 48 HOURS f 33301 AL AY,WuesouTH ""°" CITY OF DUVALL AVE NE 11/z/os ¢szEs ,� � FEDERAL WAY,WASHINGTON —DES � ROADWAY IMPROVEMENTS BEFORE YOU DIG BERGER/ABAA4 98003-2600 XX." �„ RENTON _ ' rWAL E X X I X E E P X N C.VOICE: 206 31-2300 �� DATUM 1-800-424-5555 I� �' Planning/Building/Public Works Dept. DRAINAGE LATERALS PS-10 EXPIRES MMCN U`,2DD6 King County ;i$rt'I,`^1' FAX: (206}131-2250 N0. REVISION BY DATE APPR �� ""F""�'a' SHEET 1 ' 20°"39 450 450 CL ...... ... ... w: ........ .......... a ...... ....... . ...... ::CB'TYF. ......... CB IE:2'.*487. ...... LL .... ..... . . ......... ...... .. ........... ... 113:S'-A:1874- PS2': ag+51C P S3 .... ...... B STA 191+:05 :PS,3: 440 (1100':RT): ........ . (1:00':RT): ..... ........ :(.J:.Oa.,: RT.):::::: 440 q q'E.:(N,S)--421;64: .. .. ...... ..... ... ... ..... .... w p 1.L v)�=;420 94 ... ......... ......... ....... SEE SHEET:P5710- V) LE. =4192 EI 9 3 :E: :422.14 430 . ......... ... w ......... ......... : 430 p tX:sb FOR CONTINUATION .. ... ... ... q p q q .. .... .. SEE EIFJLOW- TO:BE:REMOVED) A ro .1,.00%: . ......... .. p 420 420 U 408 LF ...... a p a q 155 LF 12 SCHEDULE A A40 LF...-. ..... 108:Lr: 12" SCHEDULE :A:::: 7: - M........ .... q ........ ...: ...... ......... :18" SCHEDULO:A:::: :SCHEDULE A q .... ... ... ... ...... ....... ... 410 ....... 1410 ......... . .. ...... ... ....... ...... qpqq:�:�: .... .... a . .... ......... .. ...... ...... .. ........ ......... . ..... .. ............. .. ...... .. ..... ......... .::::+�.. ..... .... ...... 400 ...... ...... ......... ........ ......... ...... ....... ........... 400 188+00 189+00 190+00 191+00 450 450 450 8 TYPE 2 48". EXIS11N :Df AIN. CB::TYP 1 CB: YPE.2. 4�E' B::TYPE: 4'. v EXISTING MH :17: 20 CB Ty E:2.-48" CB TYPE I ......... CB TYPE:Z: B:STA 193+64 B:ST/ 187r�9U .82 B: TrT 1�87��i :EI:STA 487 4�90: B STA:097 B:ST 8: 189��50 P�55� 13:STA 189 50: P.5 fB STA:1924�13: PS1 �:- + + + :CIIS6�). _7 TA:�:::. :RT ..... .. . (I C)0' RT) LT (S (31175-r..Tr LT� (1:4,)U:FRT �75 LT): �T..): (31..75 f.S i RT) 131.15':R.T ... ..... .... ........ RIM-42 .96 ... ... Rllvl��42 .25: ::Rim 42486::: 440 Rlh;i=426;97 R4=428.17 '140 RIM-2331 RIM*-42'2:98: -RIM=423,58-+ 491 -424:2 5 . . . 440 N,S)=422.72 I.E. S F)=424.23 p LE.CW1=420.06 LE(E).=4194.4 ....... F.(N,S)=4 9;00:�:_ I.E-.(W)=420;00... I-.E;(E).- 21-.25,: 1--E;�.�,S)=420.CB ......... I.ELE::E. Q=4ftO� I-ERb, ....q '-a- a 74.1� .. ... ....... w, =424�24 9.17 w. . . w a 23.IZ 2 .. ...... ......... . .... E), 4�b.�3 ........ ... w 7 7.............I. .I a.......... .... ....... I . 430 .......430 - . ..... q 430 ... .... ..... ... ..... a ::: ::::::: ::::::::: d+. .:::: +.I M.::q+ .M.M... ::::* : : . .:.d. . . :::w q ... ... p :: : : .00 1 0 0% ... .......... ... 2, );i ........ L........ ... ::::::::: :: ::� 07-- .q I .... . ::::::[4- ......... ... ........ 4 w: : . ::'' L.r 1 -�1:.00, w: 420 420 .............. 420 ......... .a. :::: ::��:U ...150:LF+:: a u� LJ 10.8 L L J-. -. -3 LF+ .. ......... J��q u: So J2' :SCHEDULE A: 31 LF:�::::: :::.::' ' ' ' ' 12!':SCHE)ULE:A . ......... * ��; ::::::..M .:: ::-:c ...:-: :::::12"- 31QHEDULE A:. .. ......... ......... w: a a . ..... f!" ScHmU L -A ... .... +:. .... ......... . ....... ......... . . .... (TO:BE: REMOVED) .... ...... ....... ... . ::::: ::::::::: a a Ly p q . ....... ..... ......... ..... ... ...... .. ...... 15 SCHEDU- Ad�w m 410 410 i8 EX SD 410 1 .... ....... ... ... SEE Abwt ::::::::: :::: :::+ 4::: :::: ::::::: +::: 4...q.. r::::� - ..q. .....q.:: ::::::::: ::::::::: ::: p. ..... ......... 2 :EX:SR ..... ... w w w :33 L . .....4. . ..(+f.6 k AB�NI)6NED:. .18 q: SCHEDULE Aj -�TC BE REMOVED):: .. ...... : TO THE:SOLITI'l;: .. .. ...... . To E:REMOV--D ...... ......... 31 LF:::::.. 400 ... ... ......... 400 ....... ::TO:�E:NORTIJ): 12" :SCHEDULE A 400 192+00 193+00 450 C13 1 Yl E 2 -;�V:::CB� YPE:l "I CB TYPE:2,:48 450 C13 T 48"1 ;77 CH:T.YP.E 48 KI ........ ........ . ... ........ ... .... ::c :TYPEJ :::66 CB T 48'CS:TYPE :1: T YIE 2.:48" :11� C*B TYRE P E -2 EX CI3,:TY-PE:21f1-E\ ... F 2 B TYPE r6 7) a 7ff-S - \�PE� A:192 13: 8 STA 192-�13: Pg'� STA:1:92 13::��S3V B:S-A: 195+6� P54 B:STA:1:9 64 �:PS 1R�T54-64 :PS4 8 STA 1)1+05 TA 191+05 P83 :B 3TA:19 1+ 5 STA:192+13: :ST B S b4 LT):: 1:75':LT :4:::::: P p q RT)::::: ::(31.75' RT) ... (55.07,: (1.00' PT):: 1:75' IRT) .... (31 15' LT 1S TA ...... RIM-416�97+ ...Off -426.35 RIM4427.55 RIIIA=428.) 440 RIM-425.6 RIM '426.10 RIM 425.6 RIM-428.19 M-426.3 1 . R+IM-1-27.55 440 =422.6 1.E.(-N-,+!,T--- 4,22.7,A).R. 35:: I.E. E -:I;E.1� Lff-F)7�423j§9: I., N . I LE; S)m� (W)�74Z�. E., 1 E.(yV)=424;55 I.E.(SW) 423.59 + .. ....b. .M .I... ::M..&..a .... .... ....M.... ...... q ldt.(W)=42102.+ ....... ....... I.F; E)=42�.b4 .. .... ........ .. ..... .... E I �77 ...... 71 w ....... .. ...... ......... .. ..... ......... ... .... I:- :Fq: w: 430 430 w p.p .... .... ........ a w q w w q q p q ..... . . ..... ... w: ... ... :1.. bg : :: p -om-n 6%.... w . + '*- a 420 �8 Lr: 12''EX:SD :7 ..... .. :12 SCHEDUL-- A: ....... ( 420 TO BE,REMOVED)3+ . ........ w ki�mb\A b) EX I SD::: 42kkEbuLt A '.�tb BE REmOvEb)' -:jl::LF:: p w Sb:::: :-.. :1:b::.(TO BE:REMO�ED) ..... . :12' . 6.0 LE':A 410 3L:REMOVE b) ::::::12- SCHEDULE 410 .... ..... . ..... q q q w w ...... .... .... .. .. b&b ::::::: :::::: : : :::w q w . * +..,+ .." p w a a a ... ...... ....... 33 LF... ...... .31:LFq ... .... ......- ...... 3+3� y 2" SCHED,14. :12 SCH DULE:A:: A 4001 I ....... ........ 4DO PROFILE 10 0 10 20 20 0 20 40 ' e4�� t�Co VERT HORZ E FIE 1.E I 1 0( SCALE: H: 1"=20'-O" V: 1"=10'-O" scale feet scale feet KC MAP NO.316-12 3=1 SITH AVENUE SOUTH DUVALL AVE NE 11/2/05 CALL 48 HOURS CITY OF - FEDERAL WAY,WASHINGTON DES ROADWAY IMPROVEMENTS BEFORE YOU DIG BERGERIA&W 98003-2600 AMH RENTON RNAL 1-800-424-5555 E N.k 4 1 N E E R E"& I N C.VOICE:(206)431-2300 -HAS I�zm Planning/Building/Public Works Dept. DRAINAGE LATERALS 7S-1 1 EXPIRESMMZH 15,2DD6 King County 41%Irg FAX: (206)431-2250 NO. REVISION BY DATE APPR SHEET - 21-39 i N 0_ 450 50 i ... ...: .. ......... ......... ......... ......... ..... . ......... ......... ........ .... ... ....... .... ....... ....... ....... 1 B TYPE.. .48. .. .... ........0 TYPE 2 48 . .15. C TYPE 2 48'z . ...... C8 T PE:2:48 :::1:8::STA 19 -F38::.: ......... ....... .440 PS B STA 197 15 f�S4 8 5TA 198 35 B S7 200+07 PS5 40 .... ......... ....:.:?.: ::::::::: :0... .0. .RT...... .. . . .... . .. . IM�427:•7 ::::::::: ::::::::: :RI =427:67 ::::::::: RIM ::::::::: :::..... RIM= 24.27.... .. ........ .E.(E,N)-4 0.31..... ......... .....:::I; ..S,N�P41 ;92:::::: ::::..... ...8":EX SD::::::: ::::::. I. . S)=41:8. :1........ I.E. S N =416.4 :....... S ........ ... ..... ....... ....... . ..... ....... ....... ...... ... ....I W)=422. 8::::::: ::::::::: ::: TO:B :REMOVE S ... ) ........ ......... ......... ........ ( ):::::: l• ;IE.N)=41 ;19:: ::: LE; W=42q;t8: ....... 430 ........ ...... ......... ......... ..... ... ......... ......... ......... ......... ......... ....... ...... .... .. .. ...... 30 ......... ......... ......... ......... ......... ......... ......... ......... ......... ....... ....... ......... ......... ......... ......... .. .. ...... .. ......::: :....... ...... ... ......... ......... ......... ......... ... ......... ......... . .. ..... 4 2..SD... ......... ......... ...... ]2"::SD: :' ..... OEE:SHEET P5�13 ' -0.. ......... - . ... ......... ........ 12""'SD 1:00% :::::::.. ......... ...... ......... ......... ....... ... ... 420 0 20 1:00% ...... ..... . 7T . 410 ......... ......... ......... ......... ......... ......... ....... .. ...... ......... ......... ......... ........: :.......: :....... .... ....... 10 "297 LF::::::: 12 SCHEDULE:A:::::: ::::::::: ::::::::: :.::::18" SCHEDULE A:::::: ....... ...... ......... ......... ......... ......... ......... ......... ..... ........ ....... .... ......... ........ ......... ........: :.......: ..... 400 400 197+00 198+00 199+00 200+00 201+00 1 450 50 ..... ....... ....... ....... ....... ....... ...... ......... ........ ........ „. .. ... ........ .. .... TA 98+36: P.55::. ,8. E..2. 4 ....12 .. .CB TYP. .1.... .1 .... CB TYP . 2_36 14.. ..C TYPE 2 48" 15 .. .. .. . :: B T) 6456 RT :. :::. : .. 440 B 5 A 196+3 PS4 B STA 1 6+38 P 4 B SFA 97+14 PS4 B STA 197+ 5 PS4 RI O!) RT76 36 RIM=4 4 0 40 5:0 : RT :... ..::..::: 48.D.R :::::::: .:::::::: ::::::::: :: 23..1.. LT.:::::: ..:" .0,0, RT... .... 1: S=418.: t::: PS5 I ........ RIM. 427:•70 . :::.... RIM=42. .90 0i 2 :.31:... fZl =427.6.7 ::: :: i.: .�E Nj=:41: .19 .... .... ... I.E. (W) 419 50' 4 I.E:•( .:N)=420.: 1::::::::: 1. .(W)= 20.95:::: ::::::::: I.E;(E.:W=4:22.96: i.: . S;N)=41: .92:::::: ..... .. ...... ......... ...... ........: : .... i.. . W)=422. 8:::::::: . i 430 ......... .... .... ......... ...... .. ......... ......... ::.EXISTIN ':::::::: ....... ... : 12.":SD:: : ....... ....... ...... 30 :: 12":SD::: ...... .. ......... ......... 1:2::RC ... ....... ... ....... ....... 420 ......... ... o ....... ..... 20........ ... ... ......... r 28:if ..... ........: :.......: ......:.: : ........ ........: : 27:EX:SD ::::::::: .... ......... .:::::::: .. ......... ........ ......... ::::::::: ......... ......... ......... ......... ...12":S HEDU:LE:A ::::::::: ......... ........: :....... .... ...... ... ......... ......... ......... ......... ......... ... ... ....... .... ....... 410 ......... ......... ......... ......... ......... ...... 10 44 LF 4 r ....... ......... ......... ......... ......... 12. SCHEDU LE:A::::::: ::::::::: ::::::::: ::::::::: ::::::::: ::::::::: ::::::::: ::::::::: ::::::::: 12" EX SD::::::: ......... ......... ......... ......... ......... ......... ......... .... T�... BE 400 400 r 450 ..... ......... ......... 50 r .. EXIS NG GB.. 16 :. .. CB PE:.1:..: 14 ':. GB TYPE .......15 .: ....:: B TYPE 2 48 1g CB.: E:1. :1 E ISt1NG C 1.7. ........ B S A 199+5 ...P .. ......:.: :::: BSA 199+6 PS5..:: B STA 20 +06..P . .:.:::. .STA 20 07 PS5 :: �, 8 STA 200 02 PS5 ...... ....... 440 ......... ......... ......... (139 TV:LT):: ::::..::: ::::::::: :::: (5B. 1':LT)::: ::...:::: (58:.43':4 )::::::.. ....... .. 40 5.0.0';RT. ...... ......... ......... ......... ... RIM. 42:4:.94::: ::::::::: RJM. 42:4.5R:: ::::::::: RIM=425; 5:::::::: ::::::::: IM=:424.:4 ::::::::: :: R M=4.4. ... ....... ......... LE: =422:87 ::::::::: ::::::::: :::: LE: N)=421.: 4:::::::: I,E:S E= 20,81:::: I S .=4 ...... ... ....: ........: ....... ....... ..... ......... ......... f ) f ) ( ) E....N.)... 6.47..... .. I. :(W;E)=4 3.:54:...: :....... r ...... ......... ......... .... I.E =:422.85 ::::::::: ::::::::: :::: :::: ::::::::: I:E.(W=:4 0.:06::::: :::::::::IE_SW=4 1 ....... . ......... .... ( ) ( ) ( )..2 ,.8 430 ......... ......... ......... .... .... ......... ......... ......... .... .... ......... 30 4 2 ": 00% ' _ 50%... Q p �. 1;00% 1.00% " .... 420 20 4 . ... ..... : 107 LF EX TING LE :::: 64L .. .... F:::::::: .. ... . 12" EX :SD... :. 12" SCFIE ULE °4 1 .SCHEDU E:A:::::: ::::: 18: SCHEDULE A:: r .. .. .. ... ... ....... 10 410 TO BE REMO D....... ......... ......... ....... ........ ......... ......... ......... ......... ......... . ......... ......... ......... ......... ......... ......... . # ::LF::::: ...... 1 »:SCHED LE:q::::: ......... ::::::: ...... ......... ......... ......... ......... ......... ......... ......... ......... ......... ........ ..... ... 400 400 PROFILE 10 0 10 20 20 0 20 40 4 L'PIS SCALE: H: 1"=20'-0" V: 1"=10'-0" VERT HORZ oe ensy � scale feet scale feet KC MAP NO.31612 oM �� 4�Ex3"f 3=1 9TH AVENUE SOUTH °'"�°°' e CTTY OF DUVALL AVE NE 11/2/05 �>?9212 CALL 48 HOURS FEDERAL WAY,WASHINGTON —DESON ROADWAY IMPROVEMENTS BEFORE YOU DIG • BERGER/ABAM 9e003-26� °""`A�,H ram' E X X N E E X I N c.VOICE:(206}431-23Q0 �__.i DATU M ' 1-800-424-5555 e° Plonning/Building/Public worms Dept. DRAINAGE LATERALS PS—1 2 EXPIRES MARCH S,ZDD6 King CountyA' FAX' (208)'t31-2250 N0. REVISION BY DATE APPR �� SHEET 3 XXm. 22��39 Cr) 450 450 d ....... ....... ... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... : ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... .. ......... ......... ......... ......... 440 ......... ......... ......... ......... ......... ......... ........ ....... ......... ......_.. .... 440 CB TY E 2 48" g' CB E 2 48, 9 CB TYPE 2 48" 9 �:STA. 203+04 PS6 ... ..... B:ST 204+06 PS6 B STA.2 6+00 S6 .. ... .. {5.00': O- RT):::: ($.00';R ) ...... ......... .. ...... RIM=4 2.41:::::: RIM=4 1:•8Q :::::::: :RIM=42Q. 1:::::::: .... 430 ......... ......... ......... ......... ......... ...:..... 430 .. ....... 1 I:E..W 4 ]:92:::.. FOR Q o; uATI N ....... ......... i.E. W.). 418.42... ......... ..... ... ....... I.E.(E) :414 .8 ....... ) ...... i_E. Ej 414:20.. ... :I:E. E')41: .77 .... .... ..t8":S ' 420 .... .... ......... ......... ......... ......... ......... ... ......... ......... ......... ..... ... ....... ....... ....... ....... 420 ...... ......... ......... ......... ......... . . .... 2::SD::.: ':: '1:0 d' :::::: ......... ... ....... 1:00%..... ... ...... ......... ...... ...... ....... ....... o O ':. 1: O;e .. _00 .. . ... ..... .... .... ...... 410 ....... .... ..... ....... 410 F....... ......... ......... ... 0 ..F...... ..... ... .. . . ..... ...... ... . 297 L. 1. i ....... ......... ......... ......... ......... ......... ......... 195.LF.. ......... ......... ......... ......... ......... ........: ......: FOR: ...... ......... ......... 24 SCHEDU:L :A::::::: ......... ...:::24 SCHEDULE:A::.... 24"::SCH:SCHEDULE A:: :::::::: 137:LF: CONTINU TION .... 24":SCH DULE '. SEE BEL W 400 202+00 203+00 204+00 205+00 206+00 207+00 450 450 . ......... ......... ......... ........ ...... ......... ......... ........ ...... 8 TYPE..2..48. ..3.. :::::::::: CB T E..2.48 8.. .....0 .. E:j:..: .:q:.::C TYPE::1: :.: .:5:: :....... 0 :Tl f'E::2: '8't.:6:. :CB TYPE :1:...:': CS TY E:2::48" ::g:.:::C TYPE j: 440 "STA 207 39 B STA 208+05 B ST 202+58 B STA 203 04 8 STA 203+ 4 B STA 2 3+04 B STA 204+06 B STA 204 06 440 5;0V:RT):.::::::...:::::::::::: (5;QV:.T)::::::::...::::: (:.$.: Q'::LT):::: ::..::: ( 3;W:LTj :::::...: ::::::::: :: (5 00':RT):: :.......: :(43;75'.: T)::::::. ........ (5;QQ'. RT):::::: :. ..:::(: 447 :RT) :: =4 ... ...................... R .= 1. ............... = . 7... ....... R = 4. =4 41 R = 4....... RIM=4 Q.BQ:::: :.:' RI =:21.14:]M...17.2 ...................... .IM..41 ..5............... R M. .24.4.... ....... M .42..7 Ri ...22.... ......... ..IM..420 3........ .. I.E:(S,1J =405.53:::::::::: ::::::::: :::::I: .(W,Q: 421:0 ::::::: I. �E)p4�20. .0:..... I. S:N)=41 .50:::::: :I:E:(W)=: 1:5.?5:::: ::::::::: :::I.E S; )-.4.12.413 ::::::: I: .:(W)=416:E W)=:4t :85::::::::::::::::::: :::::::::............::::: [. W20 92::::::: ::::::::: :::::: I. W)=:4t8.: 2:::::::: :::::::: I.E. E) :41:4.18::: ..... 430 ................. ........... ......... ......... ......... ......... ....... ....... ......... _ .... ....... .......: 430 ..... .. ... ....... .................. .......................... ... ......... ........: :.... .... ...... 1. .%. ... 0:50�.. 18 SD ...... . ................................. E STING OO ALL o 3• y:::... ........ ..... ... 18.:SD 420 ................. ................................. ...............B. TA 208+ 3 420 ......... .... .................. ................7 .44 R T ....... ......... ... .. ..... . ......: :........ ......... . STI � :. 18" SCHEDULE: 771� ............. ..................... 410 410 -- -�............ . ......................... .t.2..E SO..... ......... ......... ......... ......... ......... ....... ]8.":SCHE . CE:A:: :...... 39 E:.....:L 42 LF ........ . ....... :.......: :..:TO:B. ... VEQ :....: iZ HEDUL : 4:....: :....... :12" SCHEDUL A::::::' ' SC: 1.3 .LF............. >'::::::............ ......... ......... ......... . .. ...... 68 LF................ ......... ......... ......... 400 ...... ...SCHEDU. .A..........24!' EDU. ....... .. 39............... .. ....... 400 208 00....... . ...... ........ .............. i 78 LF.............. ... ............ ...... ...................................................... 24" EXIST NG RCP ....... ....... 390 207+00 208+00 440 .........:.. 440 350 350 ......... .. .................... .. ....... CB TYPE:2:: 6".:18:.::::CB:T. :E:2::48".:19:.::CB TYPE:1:::::.:20:.:::::::::::::::::::C 7YPE::2::::'::2::':::C8 7Y E::2:4g".:3:.:::C TYPE::1::::::::::::::::::::: :TYPE: :W...S L .. ... ....... ......... ......... B: TA .206+ O: P.S6 8 STA 206+00 PS6 8 TA 206+ O::P:S6::::::::::::::::::: B STA 24 39 PS7 B STA 207+39 PS7 B 5TA 207 35 S A ,2.1.E+99 ps 75'.LT. :..... 5.00'.RT.::...::: 4 .00':RT:::..:: 6. 5 :LT .... ..::: 5:00 T ........ 2.50 .RT .. ..... bb 47.69..R. ...... RI 417.00 RIM-4 0.11 RI -418.62............................. RI =415:00 RIM-417:23 RI =414:80.,.................. 430 -41:0.53 ...... i..f: W=415:6........................... f. :'E =41 t: 0........... LE: S N =407.78........ 1. :'W=4tt. 0................. 430 340 .. ..... .., ...n. .,....... ......... ......... ....... 340 I.E(E)=41.1%0 .':: I.E. S. )= ( ) . .. .. .( ).. _ I.E. W)..411:91. LE;(W). 407;92 .: :: _ I.E. Ej.:41:4.77::.:' .:. :...: t.E:(E).410.25 .. :O TF LL:TO:P ND: ... E. NW 37.94 ......... ....................... ............ ....... ....................................... 1.8..SD............. ....................... ............................ ........... .......................... ............ 8 ST 20+8 420 330 420 330 2:00%:: LE.(5 )=312.75 . ... .... .................. . 1..OQ%.... ......................: ::::::::::::::::::::::::::::18"::SD:: :::2:Q:. .... ....... :.......: :....... ................................................... .... 1:.0 %::::::::::: ...... �4•:Q9,:::: 410 ..... ....... ................ 410 320 320 1 EX SD .. ..... 54 LF.................... .. ....... 1...SCHEDU.E.q............„.......... ...................................... ..........12...S HEDULE ...... 2::LF::::::::::: ..... 48:LF: 0:QE:RE .AVER:::::::::::: 18" SCHEDULE q::::::: 1 ..S. H U. ............ ....... 12..SOHED LE.A..........2......ER.LE.............. ................ 1 400 ...................................................................................................................................... ....... .................. ................ 400 310 ...... .. ......... 310 PROFILE VERT 10 0 10 20 HORZ 20 0 20 40 1 P scale feet scale feet �4op e� SCALE: H: 1 20'-0" V: 1 10'-0" N KC MAP NO.316-12 o„r TF"I'1 :d'9.. DUVALL AVE NE 11/2/05 33301 sTH AVENUE souni dlE CITY OF FYI R12 CALL 48 HOURS O r t FEDERAL WAY,WASHING TON ors ROADWAY IMPROVEMENTS r BEFORE YOU DIG 8ERGER/A&4M 98003-2600 AMH RENTON ^� 1 E X E X E E R E I N C. .aonmra� DATUM 1-800-424-5555 VOICE:(206)431-2300 NAS -� Planning/Building/Public wo 5 DePc. DRAINAGE LATERALS PS-13 EXPIRES MMCH 15,2DD6 King County ,:?; >1; p FAX: (206)431-2250 NO. REVISION BY DATE APPR 6, SHEET 4 sXrn 23"39 ■ i I II o U) N I + ofL� DE BYP,LL STRUCTURE SEEPS-16SAND FILTER VAULT 49.5x18x8 TION VAULT 100% WATER QUALITY x8 100%TION SEE 1 � Psi So— SD I �J SE 107TH PLACE I -� -w 0 z J i FLOW RESTRICTOR I I t as I 1 I � Q I 1 � PLAN — VAULT D1 SCALE: 1"=20' FINISH GRADE STEPS, TYP >� ELEV = 416.00 EL 416.00 12" OVERFLOW RISER A INSIDE TOP OF VAULT PIPE SUPPORT ° ELEV = 412.73 WS ELEV = 411.98 � \ WS ELEV = 411.98 a -- XTILE BRIC GEOTEXTILE Z W 01�GRAVELACOVERA CAP 1' MIN INLET ELEV = 409.98 MATTING I CLEANOUTco o 12" RCP " �* o WITH CAP O Z Z o SAND FLOW SPREADER O OUTLET ELEV = 405.00 MAX z e 12 RCP ZA e ELEV = 405.73 BOT ELEV = 404.73 Et� BOT ELEV = 404.73 GEOTEXTILE FABRIC1 SAND \ 6" DRAIN PIPE 1' AVERAGE ///� � 6" UNDERDRAIN SEDIMENT STORAGE GRAVEL DRAIN ROCKJ COLLECT OR PIPE GRAVEL DRAIN ROCK 24'-0" 25'-6" BOTTOM SLOPE I — 0.5-2% TOWARD — DETAIL VAULT D1 INLET A SECTION VAULT D1 SCALE: 1"=3'-O" - SCALE: 1"=3'-O" OF*'1bZ/ cti�:�gA"kr�P KC MAP NO. 12 9 vp m=-7- � CTTY OF DUVALL AVE NE 11/2/05 FEDERAL AL AVENUE WAS SOUTH D �„ ROADWAY IMPROVEMENTS zszie CALL 48 HOURS j FEDERAL WAY,WASHINGTON -�„ BEFORE YOU DIG BERCER/ABAM 98003-2M ^-• AMH RENTON `CRAL E N.4 I N E E R N 1 N C.VOICE: 20B 31-2300 DATUM 1-800-424-5555 FAX: (20631-2250 NASPlanning/Building/Public Works Dept. DRAINAGE DETAILS PS-14 OPIRM MMRCH 15,2DD6 King County NO. REVISION BY DATE APPR �� SHEET 1 — 24—39 I n.l SnwA."A/nn/A^/.i/�/MS nl/Il/M1M/Av S,Jn," Fi.N /1 INNMIFAPN7-/J!-/17ll f.AmlAms Grnno,.? /Ifn PS-/5 A"n SrM. I 146'-0" I 15'-0" 50'-0" 56'-0" 25'-0" QI 15'-0" 0 0 + + m 0 �18" DIA OUTLET a — — — — N — — — — — — — — — — — — — — — — — — — — — — — — — — — I — — — — — U U IO I II lLli.J SUMP WITH GRATING Ln + R I In 0 o N I 12" DIA INLET I (N) = 411.58 VENTILATION PIPE, 12" MIN, TYP--,,_l — — — — — — — — — — — — — — — — — — — — — — — — — — — — 38" DIA OPENING IN TOP SECTION, TYP 1 24" DIA CLEAR ACCESS LADDER, WITH PLAN - DETENTION VAULT SCALE: 3/1 6"=V-0" FRAMES, GRATES AND ROUND SOLID ORIFICE ELBOW COVERS MARKED "DRAIN" WITH LOCKING INSIDE TOP ELEV = 414. LIFT HANDLE, SEE NOTE 3 SEE NOTE 5, TYP BOLTS. SEE NOTE 10, TYP SHEAR GATE, 8" DIA MIN, FINISH GROUND SEE NOTE 2 9" MINIMUM OVERFLOW DEPTH %/j\�/j\�/j\�/j� RESTRICTOR PLATE WITH 0.75" \ \ \ \ \ \ \ \ \ \ \ 2 0% ORIFICE CUT ROUND AND SMOOTH �.� DETENTION WS ELEV = 413.58 _ �— STANDARD GALVANIZED e 0.67" RIFT PLATE WITH m ELEV = 413.08 21LF 12" SCHEDULE A, e STEEL LADDER STEPS, e ROUND ORIFICE CUT ELEV = 411.83 / `j ROUND AND SMOOTH-------- FROM BY-PASS TYP 6" SEDIMENT PIPE SUPPORT SEE NOTE 1 0 STRUCTURE, SEE IE (N) = 411.58 STORAGE, TYP 18"0 RESTRICTOR/SEPARATOR FLOW SHEET PS-14 / e e PIPE, SEE NOTE 4 e `4 WALL FLANGE, TYP- F— OUTLET ELEV 407.33, SEE NOTE 9 RESTRICTOR PLATE NTH 0.50' SECTION - DETENTION VAULT ORIFICE CUT ROUND AND SMOOTH - 0 4'-0" MIN SCALE: 3/16"=1'-0" I `14 FLOOR GRATE WITH 2'x2' HINGED FLOW CONTROL STRUCTURE NOTES: 4. REFER TO WSDOT STD PLAN B-3 AND 8. METAL PARTS: CORROSION RESISTANT. ACCESS DOOR (1"x1/4" GALVANIZED ASSOCIATED PLAN NOTE 1, 2, 3 AND 5 FOR GALVANIZED PARTS TO HAVE ASPHALT DETENTION VOLUME = 18,250 CF METAL BARS) 1. REFER TO WSDOT STD PLAN B-3 AND VERTICAL RESTRICTOR/SEPARATOR PIPE. TREATMENT 1 PER WSDOT STD SPEC. ASSOCIATED PLAN NOTE 1 FOR VERTICAL PIPE SUPPORT(S). 5. REFER TO ORIFICE ELBOW DETAILS SHOWN ON 9. METAL OUTLET PIPE CONNECTS TO REINFORCED WSDOT STD PLAN B-3. CONCRETE PIPE. OUTLET PIPE TO HAVE SHOOTH 2. REFER TO WSDOT STD PLAN B-3 AND OD EQUAL TO CONCRETE PIPE ID LESS 1/4". ASSOCIATED PLAN NOTE 4, 7, 8 AND 9 FOR 6. PIPE SIZES AND SLOPES PER PLANS. SHEAR GATE. 10. FRAME AND LID PER WSDOT STD PLAN B-25. 7. OUTLET CAPACITY: 100 YEAR, 24 HOUR STORM 3. REFER TO WSDOT STD PLAN B-3 AND EVENT. 11. LADDER/STEPS SHALL EXTEND TO WITHIN 16" ASSOCIATED PLAN NOTE 7 FOR LIFT HANDLE OF BOTTOM OF CATCH BASIN. cys 'h+ N KC MAP NO.316-12 w7»+ DUVALL AVE NE 11/2/05 CALL 48 HOURS f` 3301 9TH AVENUE SOUTH 8 CITY OF �E,z • '. �^�V ;' FEDERAL WAY,WASHINGTON —DES ROADWAY ROADWAY IMPROVEMENTS t. BEFORE YOU DIG O BERGERIAB" 98003-2600 AMH RENTON E R 1 1 R F E R I I R e.VOICE: 206 1-2300 =� DATUM Pwc 1-800-424-5555 ( NAS Planning/Building/Public woks Deft. DRAINAGE DETAILS PS-15 E%PIRES NJdPCH 15,2DD6 King County FAX: (206)431-2250 NO. REVISION BY DAT�APPR l li= s� SHEET 2 25"R39 iu_ INLET A TO SAND FILTER VAULT TO DETENTION VAULT PLAN - BYPASS STRUCTURE — SCALE: 1/2"=1'—O" BYPASS STRUCTURE NOTES: 1. REFER TO WSDOT STD PLAN B-3 AND ASSOCIATED PLAN NOTE 1 FOR VERTICAL PIPE SUPPORT(S). FRAME AND SOLID LID SEE NOTE 10 2. REFER TO WSDOT STD PLAN B-3 AND ASSOCIATED PLAN RIM = 416.92 NOTES 4, 7, 8, AND 9 FOR SHEAR GATE. 3. REFER TO WSDOT STD PLAN B-3 AND ASSOCIATED PLAN NOTE 7 FOR LIFT HANDLE. ' 4. REFER TO WSDOT STD PLAN B-3 AND ASSOCIATED PLAN NOTE 1, 2, 3 AND 5 FOR VERTICAL RESTRICTOR/SEPARATOR PIPE. PIPE SUPPORT SEE NOTE 9 5. REFER TO ORIFICE ELBOW DETAILS SHOWN ON WSDOT STD PLAN B-3. WS EL = 415.27 6. PIPE SIZES AND SLOPES PER PLANS. 12" SCHEDULE A 7. OUTLET CAPACITY: 100 YEAR, 24 HR STORM EVENT. IE (NE) = 413.27 SEE NOTE 4 8. METAL PARTS: CORROSION RESISTANT. GALVANIZED PARTS TO HAVE ASPHALT TREATMENT 1 PER WSDOT STD SPEC. INLET OUTLET TO DETENTION VAULT 9. METAL OUTLET PIPE CONNECTS TO REINFORCED CONCRETE PIPE. OUTLET PIPE TO HAVE SMOOTH OD EQUAL TO LF 12" RCP IE (SSW) = 412.02 CONCRETE PIPE ID LESS 1/4". IE = STANDARD GALV 10. FRAME AND LID PER WSDOT STD PLAN B-25. STEEL LADDER/STEPS SLOPE = 0.50% SEE NOTE 7 & 10 11. LADDER/STEPS SHALL EXTEND TO WITHIN 16" OF LIFT HANDLE BOTTOM OF CATCH BASIN. SHEAR GATE SEE NOTE 3 8"0 MIN, SEE NOTE 2 1. • MIN' OUTLET TO SAND FILTER VAULT OUTLET PIPE —21 LF 12" RCP SEE NOTE a IE (SW) = 410.43 _ SLOPE = 2.00% o z 12"0 RESTRICTOR/SEPARATOR N T.— PIPE SEE NOTE 4 RESTRICTOR PLATE WITH O z 2.50" ORIFICE CUT ROUND 1 0 1'-0'' I � AND SMOOTH MIN 48"O WSDOT TYPE II pR°o 4_ CATCH BASIN MODIFIED c c cCo cLo cVo 0o cVo cVoc,� AS SHOWN BASE COURSE BOTTOM ELEVATION = 406.43 A SECTION - BYPASS STRUCTURE — SCALE: 1/2"=V-0" L P Clue � 1P KC MAP NO.316-12 _ » :»'%» DUVALL AVE NE 11/2/os 1 33301 9TH AVENUE SOUTH a CITY OF CALL 48 HOURS FEDERAL WAY,WASHINGTON DESK LON ROADWAY IMPROVEMENTS BEFORE YOU DIG O BERGER/ABAM 98003-2600 °" AMH 1-800-424-5555 ENE 1 N E E R,E 1 N DATUM �4 1 VOICE:(206)131-2300 rAs � Planning/Building/Public Works Dept. DRAINAGE DETAILS PS-16 EXPIRES MARCH 15,2066 King County 4 �;T c:' FAX: (206)431-2250 NO. REVISION BY DATE APPR cLP SHEET 3 26-39 A PORTION OF NW 1 /4, SEC.3, T.23N, R.5E, W.M. SPILWAY, SSEEFALL SHEET PS-19 0 EEM • x III RIPRAP PAD PAD CELL 2 N m CELL 1 D0� v o W 0 v j U�o ------------- Z II II MAINTENANCE ROAD Ii 108 LF Z �- 18" SCHEDULE A i- 1 WATER QUALITY -- --- I g STORAGE VOLUME `-- CELL 1 = 10,442 CF AVERAGE SURFACE AREA CELL 2 = 8,122 SF PLAN - POND B1 1 SCALE: 1" = 20'-0" —' 1 1 ' 1 1 1 1 N 1 1 � 11 1 i It 1 iv 4LPL KC MAP N0.316-12 o KEY PLAN CITY OF `e>>/z/os E1R1E CALL 48 HOURS FEDERAL WAY,WASHINGTON �a ��� ROADWAY IM IMPROVEMENTS BEFORE YOU DIG BEI GER/AB"98003-2M AMH r° RENTON ^_ !a'lAl.v E N.R 1 N E E R"t 1 N C.VOICE: 2OB �-YN �� DATUM 1-800-424-5555 � � NAS Planning/Building/Public worms Dept. DRAINAGE DETAILS PS-17 EVIRES ,Mwee+f>s,zaa6 Kin County i:s"` FAX: (206)131-2250 9 tY �� NO. REVISION BY DATE APPR —6, SHEET4 1——,,,.—"_„11— --— —u,..,..n i a.,.,.tm cr_n,i,.,. cs 00 EXISTING (A TOP OF POND GROUND 11 EL = 320.00 ---------- ----- 12' ACCESS RD mTl�6 3 1.3 ' v I - X EL 320.00 _ FREEBOARD 0 CUTSLOPES DETENTION +318.67 1I 2H:1V, TYP W +315.25 POND INLET SEE, �I - FOR DETAIL ON FLOW - - - - - - CONTROL STRUCTURE, SEE PS-13 147 1' SEDIMENT n PS-20 IE +312.75 STORAGE +309.75 DETENTION STORAGE = 126,193 CF N POND INTERNAL SLOPE 3H:1V, TYP SECTION - DETENTION POND & WQ POND PZ:J,� SCALE: H: 1"=20'-O" V: 1"=10'-O" _ --GROUND r EXISTING EXISTING��,� ------------ / GROUND 12' ACCESS RD __ 12' ACCESS RD--- _- 6, EL 320.00 -� 6 T I- EL 320.00 CUT SLOPES - 1.33' T� Ali 1.33, 2H:1V, TYP - FREEBOARD �� ,` FREEBOARD v DETENTION +318.67 DETENTION +318.67 POND INTER iT=III= SLOPE 3H:1V, TYP // +315.25 I 'R= W +315.25-�I =m - _ - - POND INLET /� DETENTION STORAGE - 126,193 CF SEE, —/ IE +312.75 VARIES DETENTION STORAGE = 126,193 CF 4 PS-13 +309.75 � 1' SEDIMENT 0'-2.5' MAX STORAGE VARIES VARIES � SECTION DETENTION POND SECTION - WATER QUALITY POND PS-15 SCALE: H: 1"=20'—O" V: 1"=10'—O" PS-15 SCALE: H: 1"=20'—O" V: 1"=10'—O" 10 0 10 20 VERT scale feet 20 0 20 40 HORZ L p scale feet e f- cy�R ae KC MAP NO.316-12 33301 9TH AVENUE SOUTH ��'��� h DUVALL AVE NE >>/2/os CALL 48 HOURS DES CITY OF ROADWAY IMPROVEMENTS szie � FEDERAL WAY,WASHINGTON °°"L RENTON r BEFORE YOU DIG BERGER/ABAM 98003-2600 AMHi -"` I 1-800-424-5555 E"' ' "E E^o ' " VOICE:(206)431-2300 i� D"TUM Planning/Building/Public Woks Dept. DRAINAGE DETAILS PS-18 E%PIRES MARCH 5.20D6 King County FAX: (206)431-2250 NO. REVISION BY DATE APPR cLP SHEET 5 28"39 r A PORTION OF NW 1/4, SEC.3, T.23N, R.5E, W.M. r � _ LL /12+00 �/ / J/ // / 13+so Ii ���1\IIII �x/ �jl)1\IIII�IIIIIIIIII � I t> j j I � IIIII 1 ///// / /• I / , / / � \ l � / /I I/I I��/��%// I\ � -- 11��Y� / MAY CREEK IA1 11IIIIII/II /(//// / PLAN SCALE: 1"=20'-O" 350 350 ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... CB:TYPE 2::48" :: ...... ......... ......... ......... ......... ......... ......... ......... ......... ......... ..... RLIEM._:N321 6135.3::0:::::::: ::: CB:TYRE:2 48 : ::: I )= M RI 15.:83.330 330 r -... .... ......... I:E. (0 T)-308:0 ::::::::: ::::::::: ::::::::: ::: LE.: N)-306.71 ::::::: :. B Tom.. ......... ......... ......... .. LE.: llT)=306. :1::::::: RI 300:62 -> r---^- _ _...... ......... ......... ......... I:E. :1N':OU:T. :295.87 310 S5 L — CB TYPE 2 :48." 310 12 CHEDUL€: ....... 1.25' .. Z.50%:: ._... . „-_ t 2 . I.E. (...IN) 276... . ......... ......... ......... ......... ......... ......... ......... ......... .. ..... ....... ... ....... 103 LF::::::: 145::LF:: 290 290 ".: - . - ......... ......... ......... ......... ......... ......... ......... ......... :.......: :.......: :. .......: :.......: .. 270 270 ....... .... 12" SCHEDUL A .... ......... ......... ......... ......... .... ......... ......... ......... ......... ......... ......... ......... ......... 250 ......... ......... ......... ......... ......... ......... ......... ........ 250 10+00 11+00 12+00 13+00 10 0 10 20 VERT scale feet PROFILE 20 o zo 40 SCALE: H: 1"=20'-0" V: 1"=1 0'-0' HORZ n scale feetKEY PLAN KC MAP NO.316-1233301 9TH AVENUE SOUTH8DUVALL AVE NE11/z/o5 CALL 48 HOURS i FEDERAL WAY,WASHINGTON ors CTTY OFROADWAY IMPROVEMENTS BEFORE YOU DIG BERGER/ARAM 98003-2600 AMH RENTONAL E N,•1 N E E N t 1 N`VOICE: 206 31_2• —+ DATUM 1-800-424-5555 � � � � Planning/Building/Public works Dept. DRAINAGE DETAILS PS-19 EXPIRES MARCH 15,706 King County ru` FAX: (206)131-2250 NO. REVISION 6Y DATE APPR c,P "®'""a SHEET 6 '•�"' 29"39 CD N (n � CIRCUMFERENTIAL INLET TO OUTFALL Z LENGTH=11 —0 LL � g POND DESIGN WS EL 318.67 FRAME/GRATE FOR CONTROLLED POND OVERFLOW. PROVIDE VERTICAL BARS IN FRAME ® 4"OC ' PLAN - FLOW CONTROL STRUCTURE [A DETAIL-FRAME/GRATE SCALE: 1/2" = 1'-0" SCALE: 1/2" = 1'—O" STANDARD GALV STEEL FRAME AND SOLID LID LADDER/STEPS SEE NOTE 10 FLOW CONTROL STRUCTURE NOTES: LIFT HANDLE 1. REFER TO WSDOT STD PLAN B-3 AND ASSOCIATED PLAN OVERFLOW INLET CONTROL STRUCTURE I SEE NOTE 3 NOTE 1 FOR VERTICAL PIPE SUPPORT(S). PIPE SUPPORT 2. REFER TO WSDOT STD PLAN B-3 AND ASSOCIATED PLAN SEE NOTE 1 NOTES 4, 7, 8, AND 9 FOR SHEAR GATE. DESIGN WS ORIFICE ELBOW 3. REFER TO WSDOT STD PLAN B-3 AND ASSOCIATED PLAN EL 318.67 SEE NOTE 5, TYP NOTE 7 FOR LIFT HANDLE. A RESTRICTOR PLATE 4. REFER TO WSDOT STD PLAN B-3 AND ASSOCIATED PLAN SHEAR GATE, WITH 2.83" ORIFICE NOTE 1, 2, 3 AND 5 FOR VERTICAL 8"0 MIN CUT ROUND AND SMOOTH RESTRICTOR/SEPARATOR PIPE. SEE NOTE 2 1.00' MIN 5. REFER TO ORIFICE ELBOW DETAILS SHOWN ON WSDOT STD OUTLET PIPE IE=315.30 PLAN B-3. SEE NOTE 9 6. PIPE SIZES AND SLOPES PER PLANS. ? 18"� RESTRICTOR/SEPARATOR 7. OUTLET CAPACITY: 100 YEAR, 24 HR STORM EVENT. N � PIPE SEE NOTE 4 12" RCP 8. METAL PARTS: CORROSION RESISTANT. GALVANIZED PARTS ,314.75 RESTRICTOR PLATE TO HAVE ASPHALT TREATMENT 1 PER WSDOT STD SPEC. WITH 1.57" ORIFICE 1 CUT ROUND AND 9. METAL OUTLET PIPE CONNECTS TO REINFORCED CONCRETE CN 48"0 WSDOT SMOOTH PIPE. OUTLET PIPE TO HAVE SMOOTH OD EQUAL TO MIN CONCRETE PIPE ID LESS 1/4 ' •• TYPE II CATCH 10. FRAME AND LID PER WSDOT STD PLAN B-25. o��o°"O ° °o°�000 ° °0°.00 BASIN MODIFIED BASE COURSE AS SHOWN SECTION-FLOW CONTROL STRUCTURE (POND 131 ) SCALE: 1/2" = V-0" TOP OF POND EL = 320.00 13'-4" OTYP EMERGENCY OVERFLOW WSlz EL = 318.87 OVERFLOW WS — EL = 318.67 � 7B�E��GINN�ING RIP RAP INSIDE FACE OF POND SLOPE FILTER FABRIC BELOW RIP RAP, TYP EMERGENCY OVERFLOW SPILLWAY POND B1 (DET) — SCALE: 3/4" = 1'—O" cob cP KC MAP NO.316-12 $ai ' DUVALL AVE NE11/z/os CALL48 HOURS ���:� '. 333019THAVENUESOUTH �'" A MY wale FEDERAL WAY,WASHINGTON DES ROADWAY IMPROVEMENTS BEFORE YOU DIG O BERGn2/aBAM 98003-2M r4 RENTON _ VOICE: 206 31-2300 DATUM PS-20 AMH 1-800-424-5555 � � I-�,�-i EXPIRES MMCH S,2DD6 Kin County �� i'�* FAX: (206p131-2250 NO. REVISION BY DATE APPR Nns Planning/Building/Public Works Dept. DRAINAGE DETAILS 9 tY �fid ' DP SHEET 7 "�'• 30"3s PORTION OF NW 1/4, SEC.3, T.23N, R.5E, W.M. IL I, IL 1 1 LEGEND: 1 I I 1 EXISTING IMPERVIOUS AREA i I I BASIN D1 ' 1 W PROPOSED IMPERVIOUS AREA a \ BASIN D1 \\;j\\ 1 ~ I \ ---1 ' Lu V) ' ������ \ W . CONVERTED AREA BASIN D1 I \ wo I o I 1 ui I w I Co \\ 1 1 - I N Co 00 179 00 Co BEGIN PROJECT w Z B STA 79+50 U Q O O O I PLAN d SCALE: 1"=20'-0" N 10 0 10 20 ti 1"=10' ff scale feet pp,, 20 0 20 40 KC MAP NO.316-12 0., KEY PLAN scale feet "�'""' CALL 48 HOURS a'`''' 33301 9THAVENUE SOUTH CITY OF DUVALL AVE NE 11/2/os q�88818 FEDERAL WAY,WASHINGTON DES RENTON ROADWAY IMPROVEMENTS BEFORE YOU DIG � BE�EK/ABAM 98003-2600 °"'"A,,,,, ' r E M G 1 R E E R E 1 R C.VOICE: 208 31-2300 � DATUM 1-800-424-5555 C us Planning/Building/Public works Dept. TREATMENT AREAS AR-1 ERRES MARCH 15,]AD6 King County ' 11 FAX: (206)131-2250 N0. REVISION BY DATE APPR �� SHEET 1 """ 31�39 i..,c......,,..,r..,u,..,n vix..,r,nreu♦..cr..,- ta-,✓..,....n.IvvulreoxT_nl_mflrum l�M.1/r......./J...eit"dF_n,.i... CM., A PORTION OF NW 1/4, SEC.3, T.23N, R.5E, W.M. z Q) I ` I LEGEND: Z EXISTING IMPERVIOUS AREA BASIN D1 N - - l- 0 -E N- 0 Ir'+ PROPOSED IMPERVIOUS AREA 00 Q 00 BASIN D1 07 W DO CONVERTED AREA .�W Z_ Z BASIN D1 J J Q .�.� .�. F— W W Vn S � Z z PLAN SCALE: 1"=20'-0" d N Y q L•F 20 0 20 40 N KC MAP NO.31&12 1"=20' scale .feet KEY PLAN 33301 9TH AVENUE SOUTH o :.1.. e CITY OF WAY IMPROVEMENTS RO NE 11/2/05 raaeie CALL 48 HOURS O FEDERAL WAY,WASHINGTON D6 �� � ROADWAY IMPROVEMENTS BEFORE YOU DIG BERGER/ABAM 98003-2600 FENTON ....a�H DATUM vJn1 E x. l R E E R O i R VOICE: 206 31-2300 a TREATMENT AREAS 1-800-424-5555 i NAS Planning/Building/Public Works De c. !.,�� AR-2 FSPIRE$ MARCH 15,2M King County .. FAX: (206)<131-2250 N0. REVISION BY DATE APPR �� "1EtO'ROva' SHEET 2 mms 3239 A PORTION OF NW 1 /4, SEC.3, T.23N, R.5E, W.M. I 0 LEGEND: F— I W EXISTING IMPERVIOUS AREA BASIN D1 WOOD DECK F=— I PROPOSED IMPERVIOUS AREA Z I � BASIN D1 `�` ` `�` CONVERTED AREA BASIN D1 p O O� (O t t H FQ— W W Z Z J J Lu IR Q Q I I W Z CL a Z \ PLAN " EgmHP SCALE: 1"=20'-0" 20 0 20 40 KC MAP NO.316-12 scale feet KEY PLAN - DUVALL AVE NE 11/2/05 CITY OF 33301 9TH AVENUE SOUTH CALL 48 HOURS O i FEDERAL WAY,WASHINGTON D6 RENTON ROADWAY IMPROVEMENTS „ - BEFORE YOU DIG E N I I N ER/ASAM 98003-2600 °~°A.H rQ'7A1. E M X E E Rflt I X c.VOICE:(208kt31-2300 —I DATUM 1-800-424-5555 ;,� �� Planning/Building/Public wcrice Dept. TREATMENT AREAS AR-3 EXPIRES MARCH 15,2DD6 Kin County oon FAX: (206)431-2250 NO. REVISION BY DATE APPR SHEET 3 9 tY t NAS 0 A PORTION OF NW 1/4, SEC.3, T.23N, R.5E, W.M. z 1 1 1 I LEGEND: + EXISTING IMPERVIOUS AREA y y 1 BASIN D1 CID O + + PROPOSED IMPERVIOUS AREA Q Q BASIN D1 D L V . + C/) an NI I IN W w Z Z CONVERTED AREA J J = 1= BASIN Dl IN EXISTING IMPERVIOUS AREA . . . . ` BASIN B1 7-71 I F' PROPOSED IMPERVIOUS AREA w 1 LLJ 1 BASIN B1 I cn F CONVERTED AREA W \ BASIN B1 Fx ACP TO LANDSCAPE AREA x BASIN B1 -- ------ - -- \\\\\ PLAN SCALE: 1"=20'-0" d N l . Y Y A p 1"=20' 20 0 20 40 ll-- KC MAP NO.31612 scale feet KEY PLAN 33301 9TH AVENUE SOUTH '» p DUVALL AVE NE 11/z/Os 121Q CALL 48 HOURS " ) FEDERAL WAY,WASHINGTON oa _1'� CITY OF ROADWAY IMPROVEMENTS BEFORE YOU DIG O sERGER/ARAM 98003-2600 A.H —7� RENTON _ 1-800-424-5555 E N.I N E E R f I N VOICE: 20e 31-2309 � onruM ( K FAX: (206}431-2250 � Planning/Building/Public Works Dept. TREATMENT AREAS AR-4 OA'IAES Mal¢cH 15,2DD6 King County `<I t ?fTil'- NO. REVISION BY DATE APPR �� SHEET 4 — 34-39 ,O A PORTION OF NW 1/4, SEC.3, T.23N, R.5E, W.M. 0 w w \\� u LEGEND: \ N EXISTING IMPERVIOUS AREA BASIN B1 I CITY OF RENTON I PROPOSED IMPERVIOUS AREA ` - KWq QUNW BASIN Bt M CONVERTED AREA h I. BASIN 81 (V � Q 1 0 9+ 2 0 01 I� rx - ACP TO LANDSCAPE AREA mW m BASIN B1 Z w J Z F— Q U � Q � I PLAN SCALE: 1"=20'—O" —4;&tr' L.Pl 20 0 20 40 tp KC MAP NO.316-12 1 —20 scale feet KEY PLAN ,y CALL 48 HOURS . 33301 sTH AVENUE SOUTH ""'�""' CITY OF DUVALL AVE NE i i/z/os +g„p-f8N12 ' FEDERAL WAY,WASHINGTON DM ROADWAY IMPROVEMENTS M BEFORE YOU DIG BERGER/ABA 98003-2600 AMH ION E X E I N E E a E I N c.VOICE.(206)131-23001-800-424-5555 —NASs• Y DATUM I Planning/Building/Public Works Dept. TREATMENT AREAS U-5 EXPIRES MORCH 15,2DD6 King County �w� FAX: (206)431-2250 N0. REVISION BY DATE APPR cLP SHEET 5 " 35-39 east S,v m Wee Nov 02 AW at 11:1.uvey SNo¢ FkN— 0Is00rllavwr-a-aJalcam ey:�anmoge_RgwIFD AR-a5 e»y sNe: A PORTION OF NW 1 /4, SEC.3, T.23N, R.5E, W.M. 2� LEGEND: EXISTING IMPERVIOUS AREA BASIN 61 \\ PROPOSED IMPERVIOUS AREA W \ \ ® BASIN 81 CONVERTED AREA BASIN B1 1 W \ Y n ` CITY OF RfNTON \���\ . . , . ' ' ' ' • • ' " •. • ' ' •. •• •' " ' ••+ ' + • • ' , N , + + • 2� 1Q 'P m +_ m 7 L ° ° ao 2 _ 4+ - O I ti N :z. PLAN ) SCALE: 1"=20'—O" 20 0 20 40 1"=20 KEY PLAN ��-fir'EI N KC MAP NO.316-12 scale feet 33301 9TH AVENUE SOUTH mma =4117." A CITY OF DUVALL AVE NE 11/2/Os 212 CALL 48 HOURS F iµ 3 FEDERAL WAY,WASHINGTON °E RENTON ROADWAY IMPROVEMENTS _ 'C BEFORE YOU DIG O BE06R/AB"98003-26M °""A,H r ERR 1 M E E R INC.c.VOICE:(208�131-2300 N� —I DATUM planning/Building/Public Works Dept. TREATMENT AREAS AR-6 1-800-424-5555 1 FAX: :(206 31-2250 4 E%PIRES MWCH 15,2D06 King County •�t-Ti,- NO. REVISION BY DATE APPR �u, ° ' r SHEET 6 36-39 A PORTION OF NW 1/4, SEC.3, T.23N, R.5E, W.M. 0 LEGEND: / - - - EXISTING IMPERVIOUS AREA BASIN B1 - - - - - - - - ' PROPOSED IMPERVIOUS AREA rv\" BASIN 81 Y. - y CONVERTED AREA N - + BASIN B1 CO �N ACP TO LANDSCAPE AREA BASIN B1 uj 3 O /Y - PLAN SCALE: 1"=20'-0" d N 20 0 20 40 44�. "matzo 1"=zo'KC MAP NO.31692 � scale feet KEY PLAN 33301 9TH AVENUE SOUTH '"° X7.. d6� CITY OF DUVALL AVE NE 11/2/05 z�z�z CALL 48 HOURS O FEDERAL WAY,WASHINGTON —DES X --„ ROADWAY IMPROVEMENTS BEFORE YOU DIG BERGER/ABAM 98003-2600 —AMH PENTON toxA9 ENO O I X E E A B 1 x c.VOICE: 206 31_2300 I —"=I DATUM 1-800-424-5555 ( NAS Planning/Building/Public Woks Dept. TREATMENTAREAS AR-7 EXPIRES MARCH S,2Da6 King County FAX: (206)<131-2250 NO. REVISION BY DATE APPR —, '�" SHEET 7 cEa 37-39 A PORTION OF NW 1/4, SEC.3, T.23N, R.5E, W.M. t 0 1` 1` an of RENTON !! LEGEND: couNn 1, EXISTING IMPERVIOUS AREA BASIN B1 + 5 ^ PROPOSED IMPERVIOUS AREA N BASIN 81 2 + _ co CONVERTED AREA N /Z BASIN B1 N 1 Y /I m ' 111 R Q + + ACP TO LANDSCAPE AREA JG BASIN B1 _ + + Q► "L► ! 1•` PLAN SCALE: 1"=20'-0" ' d Y L p 20 0 20 40 V t KC MAP NO.316-12 1 =20 scale feet KEY PLAN " 33301 9TH AVENUE SOUTH `" "' CITY OF DUVALL AVE NE 1 1/2/D5 CALL 48 HOURS FEDERAL WAY,WASHINGTON DES ROADWAY IMPROVEMENTS _ BEFORE YOU DIG O BERGER/ABAM 98003-2600 °"" AMH RENTON r E N R i N E E R/ i N e.VOICE:(206)431-2300 � DATUM Planning/Building/Public Works De t TREATMENT AREAS AR-8 1-800-424-5555 „f' � P I er, FAX: (206)+431-2250 O�IRFS MARCH 15,2D06 King County �'I:'F.;,�t,'�a^' N0. REVISION BY DATE APPR �� 'O"EC°"'ar SHEET 8 38—39 A PORTION OF NW 1 /4, SEC.3, T.23N, R.5E, W.M. o' 'L IEND PROJECT B STA 220+01 ' END CONSTRUCTION (12.92' LT) B STA 218+50 Z LEGEND: ♦ ♦ + ♦ ♦ + ' --- EXISTING IMPERVIOUS AREA BASIN Bt 219+00 ♦ - PROPOSED IMPERVIOUS AREA BASIN B1 y y . ' + s + ' CONVERTED AREA � y ♦ y + + BASIN y 1 . CX� ♦ ♦ ; ; y ; ,v;�;♦ ; ; ♦♦ ; ; ; ;♦;y;v; ♦; .v�♦;♦ ; ; ;♦;♦ ; ; ; +y;♦� ; ; sy; ;y; ; ; ,y yy v ; ; ; , ;♦v♦ ; ; ;♦; ; 'v y y v ; v v y + + + + v + , y + + ++ +vyv ;y v y v A. ++v yy y+ ++++ + y y + v y v y v+ v v v ; ; v " ' ; ♦ vy v +v ' v y v + +i + , y + + y y v y y v y v + y y + + y y + y v y v v i ♦ i y ; y y + y + y + y + y v v y v y ' v v , v v y + y + y y v y y v y y + y + ++ y y + y y v v � v � v ♦ + v + y + + + ; 'y y v ; ; ; s y y y ,v ° ; v j v ♦ y v v v y ; vv y y v y y ; i y y vv y ' y + + y y v + y + +y y y N v y v v y v + + y v y , + y v y v w-L111.LL1 y + y + y y v v v y v + y y v + — y y v v v v y + ,v ' y � + ; y y ♦ (INTERIM PRIOR TO COMPLETION OF CITY OF NEWCASTLE PROJECT) ' PLAN SCALE: 1"=20'—O" Y 20 0 20 40 ot*�ay lCo 1"=20' ��vRba�EP KC MAP NO.316-12 * scale feet KEY PLAN CALL 48 HOURS 33301 9TH AVENUE SOUTH x 27- CITY OF DUVALL AVE NE 11/2/05 eszis FEDERAL WAY,WASHINGTON DES ROADWAY IMPROVEMENTS BEFORE YOU DIG . sERGER/ABAM 98003-2600 """"AMH »� N.j,ON _ ' 2 E I I I N E E R N i N c.VOICE:(206)431-2300 � DATUM 1-800-424-5555 "°—HAs Planning/Building/Public Works Dept. TREATMENT AREAS AR-9 EXPIRES MARCH S,206 King County lztvg FAX: (206)431-2250 NO, REVISION BY DATE APPR cep ' ' �v SHEET 9 39—39 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1