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EXAMINER COPY TRAFFIC ANALYSIS FOR AL TMYER 21 LOT P -PLAT September 2007 Prepared by GARRY STRUTHERS ASSOCIATES, INC. 3150 Richards Road, Suite 100 Bellevue. WA 98005 ( 425) 519-0300 TABLE OF CONTENTS Executive Summary ..................................................................................... i Introduction ............................................................................................... I Trip Generation ........................................................................................... I Trip DistributionfTraffic Assignment.. ............................................................... I School Walkway Conditions ........................................................................... 2 Conclusions ............................................................................................... 10 Recommendations ....................................................................................... 10 LIST OF FIGURES Figure I -Project Vicinity Map Figure 2 -Project Site Plan Figure 3 -A.M. Peak Hour Trip Distribution Figure 4 -P.M. Peak Hour Trip Distribution Figure 5 -A.M. Peak Hour Trip Assignment Figure 6 -P.M. Peak Hour Trip Assignment Figure 7 -School Bus Stop Locations LIST OF TABLES Table I Project Trip Generation Table 2 A.M. Peak Hour Trip Assignment Table 3 P.M. Peak Hour Trip Assignment APPENDIX Trip Generation Calculation EXECUTIVE SUMMARY The purpose of this analysis is to evaluate the trip generation and distribution for Altmyer 21 Lot P-Plat project. The results of the analysis were evaluated and conclusions and recommendations made. CONCLUSIONS The Altmyer 21 Lot P-Plat project will not create any significant adverse conditions on the surrounding transportation network. The new site will generate approximately 200 daily, 16 AM peak hour and 21 PM peak hour new vehicle trips. The walking conditions between the proposed project site and the nearest school bus stops for Lindberg High School and Nelsen Middle School are good. RECOMMENDATIONS Based of the analysis presented in this report, no off site roadway improvements will be needed to mitigate the traffic impacts of this project. Introdnction The following report was prepared to address the traffic analysis for the Altmyer 21 Lot P-Plat project. The project is located west of intersection of 112"' Avenue SE and SE 184"' Place (private road) in the Panther Creek area of King county east of the Benson Hwy. The project's vicinity map is presented in Figure I. The project site plan is presented in Figure 2. This report summarizes the evaluation of trip generation for Altmyer 21 Lot P-Plat project and assignment of the resultant trips to the transportation network. The results of analysis were evaluated and appropriate course of action was proposed. The report also contains a school walkway inventory and documents walking conditions between the proposed project site and Lindberg High School and Nelsen Middle School bus stops. Trip Generation Trip generation for Altmyer 21 Lot P-Plat was calculated using the Institute of Transportation Engineers (ITE) Trip Generation, 7"' Edition. A summary of the anticipated trip generation is presented in Table I. Table 1. Project Trip Generation Weekday Daily Trips A.M. Peak Hour Trips P .M. Peak Hour Trips Total Enter. Exit Total Enter. Exit. Total Enter Exit. 200 100 100 16 4 12 21 13 8 I As shown in table 1, the proposed project site will generate 200 daily trips, 16 AM Peak Hour and 21 PM Peak Hour trips. Trip Distribution/Traffic Assignment Trip distribution percentages for Altmyer 21 Lot P-Plot project were based on the existing trip distribution at the key intersections along SE 186"' Street. The trips generated by the new development were assigned to the roadway network using the existing directional distribution. The AM Peak Hour Trip Distribution expressed as percentages and as number of trips is presented in Figure 3. The PM Peak Hour Trip Distribution expressed as percentages and as number of trips is presented in Figure 4. The AM and PM Peak Hour Trip Assignment at key intersections is presented in figures 5 and 6 and in Table 2 and Table 3. 1 Table 2 AM Peak Hour Trip Assignment Intersection EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR SEl84th Pl/I l2'h Ave SE 4 0 8 0 0 0 3 0 0 0 0 l 112mAve SE/SEl86th Ave 3 0 0 0 0 l 0 0 0 4 0 4 Table 3 PM Peak Hour Trip Assignment Intersection EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR SEl84th Pl/112'h Ave SE 2 0 6 0 0 0 9 0 0 0 0 4 llztnAve SE/SE! 86th Ave 5 0 0 0 0 4 0 0 0 2 0 4 I School Walkway Conditions The school walkway inventory was performed on September 25 and 26, 2007. The proposed project site is located at 112th Ave SE and SE 184th Place. In the close proximity of project site there are four bus stops for Lindberg High School and Nelsen Middle School. The bus stops for Nelsen Middle School are located along! 16th Ave. SE at the intersections with SE 186th St. and SE 178th Pl. The bus stops for Lindberg high School are located at 176th St. near the intersection with 110th Ave. SE. and at SE 186th St near the intersection with 109th Ave SE. The Project site nearest bus stop locations for Lindberg High School and Nelsen Middle School are presented in Figure 7 There is a 5' wide sidewalk on the west side of I 12th Avenue that extends 157' towards 186'h St. The section of 112th Ave that do not have sidewalk have a 5' ~ 10' shoulder that provides adequate separation from the roadway. There are several speed bumps along 186'h St. with posted suggested speed limits of 15 mph. This slows down vehicles traveling along 186'", making it easier for them to react to pedestrians. There are two 5'-10' shoulders along most of 186th St. As 186'h reaches 116th Ave, there is only one 9' shoulder. These shoulder lanes provide adequate separation from the roadway for pedestrians. There are sidewalks on both sides of SE 176'h St. They run along the entire length of the street. The walking conditions around the proposed proJcct site are very good. There are large shoulders or sidewalks along the roadways and multiple speed bumps. There are no major hazards to pedestrians around the proposed project site. 2 z 8 " N ' " .. f ••• .. 122°13'00" w TNj f,MN v''" RRY STRUTHERS ASSOCIATES. INC 31'50 R,ch.,d, Ao~ Svne 200 8•'1evue_ WA 91!005,.4445 P...,.,a (425) 5 ,,o OJ-00 E-m,:,a;~~~~!:~:: com hllp //www 9 ... M<lC "'C <:offl 47°26'23" N, 122°11'34" W Ni>D27 122°12'00" w 122°11·0011 w NA027 122°10'00"' W '\lrn;;;;e;;,:""T----"'(~~~~ 122°12'00'' w 122°11'00" w y,..~=~~=-...,=~~=-~~·vm ~0:0 ittr 11m MrTfRS Printed fmm TOPOI «:12001 N.rtiarml O!!Ographit Holdiligs (www.topo corn) VICINITY MAP FIGURE 1 z 0 0 " N ' " " NAD27 122° 10'00" W Altmyer 21 Lot Plat Proposal • . , ,. k •,' c ' .I lj .! ' ·1 ' "l i'.'., ,. ' ' J,, ' , ·I , lili ·"' . ···.,~~ .,~ .. , !1 ·> :;I ~ • ,1 ' •I ·i' 'I ""f.r,..., ' ,1 ' ii "I ,, 1 J I ' ,: ·I ;j _I ' ·..,,.--'-,.'-.., .... .....r__. .-1.. ..... --1 ___ .J SITE PLAN FIGURE 2 NOT TO SCALE Altmyer 21 Lot Plat Proposal l 12th Ave. SE 30% 5 16 PROJECT SITE I 2s%1 4 ¢= ==C> SE 184th Pl. 1 7s%1 12 70% al i3 11 40% 30% 6 5 SE 186th St. 4 2 4 LEGEND xx Number of Trips -Both Directions xx Number of Trips -One Direction l 12th Ave. SE XX% I Percent Trip Distribution RRY STRUTHERS ASSOCIATES. INC 1150 A,c~~M• Ro"". Suite WO lleloe"'"-WAW~46 "'"""" ,•2~) 51<;-0:){I() A.M. PEAK HOUR TRIP DISTRIBUTION E-ma:~.;.:;).!~~ com ht\~ 1/www goauoc-,nc com FIGURE 3 SE 186th St. NOTTO SCALE Altmyer 21 Lot Plat Proposal I t2th Ave. SE 30% 6 21 PROJECT SITE I 63%! <J== 13 SE 184th Pl. 70% 15 I 40% 9 SE 186thSt. 4 5 LEGEND xx Number of Trips -Both Directions xx Number of Trips -One Direction 112th Ave. SE I XX% Percent Trip Distribution 30% 6 4 2 RRY STRUTHERS ASSOCIATES. INC J1'>0 "-'ct,~,d• Hgad. s.,.1. ;.OQ a. .. u .. v~e. WA 9800-46 F'>,o,-,e· :<25) 5)~300 P.M. PEAK HOUR TRIP DISTRIBUTION e.,,:..a;~~~1.:!~:~: CV,, http,,-...,. gs~s,i.o,;o ,nc com FIGURE 4 SE \86thSt. NOT TO SCALE Altmyer 21 Lot Plat Proposal 1 l2th Ave. SE 1 J PROJECT SITE 4 4 J L SE 186th St LEGEND 112th Ave. SE Lxx PM PEAK HOUR TURNING MOVEMENT VOLUMES RRY STRUTHERS ASSOCIATES. INC }150 R,cna,ds R03d, &u,,., 200 B-vu<o, WA %005-4446 P""""; (~25) 51\/-0WO Fa• 142~1 519--0309 E-rna,o· g""@y,.essoc-,~c com http,,.,,._ go.aaso<c-,.-.c com A.M. PEAK HOUR TRIP ASSIGNMENT FIGURE 5 L_, SE 186th St. NOT TO SCALE Altmyer 21 Lot Plat Proposal l 12th Ave. SE 4 J 2_) l •-, 9 PROJECT SITE SE l84th Pl. SE 186th St LEGEND l L2th Ave. SE Lxx PM PEAK HOUR TURNING MOVEMENT VOLUMES RRY STRUTHERS ASSOCIATES. \NC. Jl~Roc»en:l•R<>a<J 5,..1 .. .200 -ue. WA 9800~·...UO P.M. PEAK HOUR TRIP ASSIGNMENT Pl><lne (4.25) 5,,i.-0300 '"" :4251 519·0309 E_,.,.,.; g,~@\;J5BHOC·Kl<:,="> Nt,:, 11www g..,,o•.,.::-,,-,.c com FIGURE 6 SE 186th St. NOTTO SCALE Altmyer 21 Lot Plat Proposal e NELSEN MIDDLE SCHOOL ..... LINBERG HIGH SCHOOL RRY STRUTHERS ASSOCIATES, INC. J150 FIICMnH Floac, sui,. ZOO BIM"""-"'. WA 9&)1}5..4.446 P"°"", :.ti5) 5'9-0:l-00 E.m!a;.'.a:~~~~:! eom Mp.I-g...,.><>C•<J>C com 116th Ave. SE I SE 178th Pl. 116th Ave. SE/ SE 186th Pl. SE 176th St. / 110th Ave. SE SE 186th St. / 109th Ave. SE SCHOOL BUS STOP LOCATIONS FIGURE 7 r L __ ~E-·~n~s• , NOT TO SCALE Altmyer 21 Lot Plat Proposal CONCLUSIONS The Altmyer 21 Lot P-Plat project will not create any significant adverse conditions on the surrounding transportation network. The new site will generate approximately 200 daily, 16 AM peak hour and 21 PM peak hour new vehicle trips. The walking conditions between the proposed project site and the nearest school bus stops for Lindberg High School and Nelsen Middle School are good. RECOMMENDATIONS Based of the analysis presented in this report, no off site roadway improvements will be needed to mitigate the traffic impacts of this project. 10 APPENDIX Trip Generation Calculation for Altmyer 21 Lot P-Plat Single Family Detached Housing ITE Code 210, Trip Generation, Page 269 • Weekday: 9.57 x 21 = 200, Entering 50% (100), Exiting 50% (100) • A.M. Peak Hour: 0.75 x 21 = 16, Entering 25% (4), Exiting 75% (12) • P.M. Peak Hour: I.OJ x 21 = 21, Entering 63% (13), Exiting 37% (8) Altmyer Plat Preliminary Technical Information Report King County April 28, 2008 (revised) [REVISION/ August 30, 2007 . . Prepared for: Centurion Development Services, Inc. P.O. Box 2668 Redmond, WA98073-2668 ~ IE (C IE~.~ \E lQ) APR 3 0 ZOUd d W ~ 1· .,· . . r /, , . ~:' (, ,' Jl...ll "Jf ' u . Ii 1 ., ,. . ..., •. /,, .. j \ K.C ODES LAND USE SERVICES DIVISION Prepared By: '· ' ·,~;:.,:?·-r J3ME I EXPIRES Clarissa Hammett J3ME Job No. MJF-003 Preliminary Technical Information Report for Altmyer Plat April 28, 2008 TABLE OF CONTENTS SECTION 1 PROJECT OVERVIEW ........................................................................................ 1 SECTION 2 CONDITIONS & REQUIREMENTS SUMMARY .................................................. 4 SECTION 3 OFF-SITE ANALYSIS ......................................................................................... 6 SECTION 4 FLOW CONTROL & WATER QUALITY ANALYSIS AND DESIGN .................. 23 SECTION 5 CONVEYANCE SYSTEM ANALYSIS AND DESIGN ........................................ 30 SECTION 6 SPECIAL REPORTS AND STUDIES ................................................................ 31 SECTION 7 OTHER PERMITS ............................................................................................. 32 SECTION 8 ESC ANALYSIS AND DESIGN ......................................................................... 33 SECTION 9 BOND QUANTITIES AND FACILITY SUMMARIES .......................................... 34 SECTION 10 OPERATIONS AND MAINTENANCE MANUAL ............................................... 35 APPENDIX A: KCRTS ANALYSIS & CONVEYANCE Rainfall Regions and Regional Scale Factor KCRTS Output -Existing Conditions -Developed Conditions -Detention Vault Conveyance Calculations APPENDIX B: Pond A Analysis Catch Basin Flow Rates Backwater Analysis Fred Bennett Interview text from Larson Park TIR (2-13-01) Pond A and B Orifice Calculations APPENDIXC: Ruddells Drainage Investigation performed by R.W. Beck and Associates in December of 1992. King County Drainage Complaints Limited Evaluation and Classification of the Surficial Soils by Associated Earth Sciences, Inc. April 18, 2008. Interview of Mr. Fred Bennett was found in the approved Larson Park TIR APPENDIX D: Ruddells Drainage Improvement Asbuilts as constructed in 1998 J3ME ii Preliminary Technical Information Report for Altmyer Plat LIST OF FIGURES Figure 1: Vicinity Map Figure 2: USGS MAP Figure 3: Upstream Tributary Area Map Figure 4: Pond A Tributary Areas Breakdown Figure Sa: Downstream Map 1 Figure Sb: Downstream Map 2 Figure 6: SCS Soils Map Figure 7: Existing Conditions Map Figure 8: Developed Conditions Map LIST OF TABLES Table 1: Off-site Analysis Drainage System Table Table 2: Pond A Tributary Areas Table Table 3: Conveyance System Tributary Areas Table Table 4: CB Tributary Areas Summary Table April 28, 2008 J3ME ii Preliminary Technical Information Report for Altmyer Plat April 28, 2008 SECTION 1: PROJECT OVERVIEW The proposed project is the subdivision of approximately 3.12 acres into 21 single- family detached residences. The Altmyer Plat is located southeast of the City of Renton in unincorporated King County at 11022 SE 1841h Street and encompasses parcel numbers 3223059302 and 3223059294. More generally, the site is located within the SE Y. of Section 32, Township 23 North, and Range 5 East of the Willamette Meridian. See Figure 1: Vicinity Map and Figure 2: USGS Map. Existing Site Conditions: The site is currently developed with two single-family residences, outbuildings, and driveways. Access to the residences is provided off of SE 1841h Place which extends off of 11ih Avenue SE. Generally, the site is flat with slopes from southwest to northeast averaging 1 %. Aside from the aforementioned impervious surfaces, the site is vegetated with grass, trees, shrubs, and landscaping. Development surrounding the project site consists of single family residences to the north, south, east, and west. The two lots on SE 1841h Place adjacent to the proposed development consist of a single family residence on the south and a King County detention pond on the north. There is approximately 80 .4 7 acres tributary to the detention pond located on SE 184 th Place (Pond 'A'). Runoff from the project site is collected by catch basins located throughout the site and combines with the flows discharged from Pond 'A'. Flows are routed through the system towards a second detention pond (Pond 'B') located on the southeast corner of SE 182nd St and 1081h Avenue SE. According to a drainage study conducted by RW Beck entitled Ruddells Drainage Investigation (please see Appendix C) there is an additional 58 acres of upstream area tributary to this second pond. However, no upstream tributary area is directly tributary to the proposed development. Developed Site Conditions: The project consists of the subdivision of the property into 21 single-family detached residences. Access to the residences will be provided a public road extending off of SE 1841h Place. Frontage improvements along SE 1841h Place will only include curb radius to match the existing curb, gutter, and sidewalk. Stormwater runoff from the site will be collected and conveyed to the existing conveyance system from Pond 'A' to Pond 'B'. Flow control will be provided by a detention vault to be located within the northern portion of the project site. Water quality will be provided via dead storage that will be combined with the proposed detention vault. J3ME SE 180TH ST ill N SE 1B1STST ~ ill ~ SE 183RDPL ~ SITE SE 186TH ST SE 1/4 SEC. 32, TWP. 23N., RGE. SE. • 1375 NW Mall Street, Suite 3 Issaquah, WA 98027 Tel (425) 313-1078 J3ME Fax (425) 313-1077 ill ~ 5 SE 182ND ST SE 180TH PL SE 1S4TH Pl OWN.BY· AAB CHKD. BY: J. JOLMA VICINITY MAP ALTMYER DATE: JOB NO. 08/20/07 MJF-003 SCALE: NTS FIGURE 1 USGSMAP SE 1/4 SEC. 32, TWP. 23N., RGE. 5E. ALTMYER 0 1375 NW Mall Street, Suite 3 OWN. BY· I DATE: JOB NO. I Issaquah, WA 98027 MB 08/20/01 MJF-003 Tel (425) 313-1078 CHKD. BY· SCALE: J3ME Fax (425) 313-1077 J. JOLMA NTS FIGURE2 Preliminary Technical Information Report for Altmyer Plat April 28, 2008 SECTION 2: CONDITIONS & REQUIREMENTS SUMMARY King County Surface Water Design Manual Core Requirements: 1. Discharge at the Natural Location The existing drainage patterns of the site will be emulated and maintained in the developed conditions. Runoff from the site will be conveyed to the existing drainage system from Pond 'A' to Pond 'B'. The offsite upstream drainage system will remain unaffected throughout the duration of the development. 2. Off-site Analysis Due to historic flooding problems in the area, a Level 3 Downstream Analysis has been completed. This analysis can be found in Section 3: Off-site Analysis. 3. Flow Control Although the site is within a Conservation Flow Control Area (Level -2), per King County, Flood Problem Flow Control (Level -3) is proposed. Calculations are provided in Section 4: Flow Control and Water Quality Analysis, which conform to the requirements set forth in the 2005 KCSWDM. Detained runoff will discharge to the existing conveyance system from Pond 'A' to Pond 'B'. 4. Conveyance System All proposed conveyance systems conform to the 2005 KCSWDM requirements. See Section 5: Conveyance System Analysis and Design. 5. Temporary Erosion & Sediment Control An erosion and sediment control plan which will serve to control soil erosion and sedimentation during the proposed site construction activities will be prepared for approval by the KCDDES. See Section 9: ESC Analysis and Design of this report for further details of the Best Management Practices to be implemented for the project. 6. Maintenance & Operations Standard King County maintenance and Operation guidelines have been included in Section 10: Operations and Maintenance Manual. 7. Financial Guarantees & Liability Financial Guarantee & Liability commitments between the property developer and KCDDES will be established at the time of permit issuance. 8. Water Quality The project site is subject to provide Basic Water Quality as outlined by the Water Quality Applications Map in the 2005 KCSWDM. Water quality will be provided by incorporating a wet vault into the proposed detention vault sized to J3ME 4 Preliminary Technical Information Report for Altmyer Plat April 28, 2008 conform to King County standards. See Section 4: Flow Control and Water Quality Analysis. King County Surface Water Design Manual Special Requirements: 1. Other Adopted Area-Specific Requirements The project is not located in a designated critical drainage area, in an area included in an adopted master drainage plan, or in a shared facility drainage plan. 2. Floodplain/Floodway Delineation The site is not located within a 100-year floodplain, zero-rise flood fringe, zero- rise floodway, FEMA floodway, or channel migration zone as described in KCC 21A.24. Concurrently, the site is not adjacent to any such area. 3. Flood Protection Facilities The site is not located in a floodplain or adjacent to a flood protection facility. 4. Source Control This site does not meet the threshold for source control requirements, therefore, source control is not proposed for the completion of this project. 5. Oil Control J3ME This site does not meet the threshold for oil control requirements, therefore, oil control is not proposed for the completion of this project. 5 Preliminary Technical Information Report for Altmyer Plat April 28, 2008 SECTION 3: OFF-SITE ANALYSIS Adopted Basin Plan: The project site is located within the Black River Drainage Basin, which is in the Green River-Duwamish Watershed. Upstream Tributary Area: Based on the analysis of topographical maps as well as the Ruddells Drainage Investigation performed in December of 1992, and our site visits, we have concluded that there is a negligible amount of tributary runoff to the project site. However, there is an existing detention pond within close proximity of the project site (Pond 'A') that receives and detains runoff from roughly 80 acres. This water is conveyed through the project site towards a second detention pond which receives an additional 58 acres of tributary runoff. As part of this analysis, the current condition of the existing detention ponds were analyzed to ensure that they can adequately convey flows. See Figure 3: Tributary Area Map and Figure 4: Pond A Tributary Areas Breakdown. Downstream Analysis: A field investigation was performed on May 3, 2007. The weather was partly cloudy and the temperature was approximately 57 degrees. A visual site inspection was performed of the drainage system surrounding the project site utilizing detailed aerial and drainage maps. See Figure 5: Downstream Map and Table 1: Downstream Analysis Table. Upon inspection of the site as well as through the analysis of topographical maps, the site was found to be generally flat and slopes slightly from southwest to northeast at an average of 1 %. Present on the site are 2 single family residences and related outbuilding structures. Runoff from the residences is collected by a series of yard drains and catch basins and is routed to a catch basin located on the northwestern side of SE 1841h Place. There is an existing grass lined detention pond located northeast of the site that collects runoff from the tributary areas to the site (Point A). The pond could not directly be inspected due to the presence of a wire fence, but two 24" inlet pipes and a "birdcage" control structure could be observed. According to the Ruddells Drainage Improvements Plans, flows are conveyed into the storm drainage manhole on the northwestern side of SE 1841h Place through a 24" pipe (Point B). The manhole receives flow from the detention pond through a 24" pipe as well as flows from the residences through an 8" pipe and conveys the water in a northerly direction through a 24" pipe. Approximately 250 feet from the project site, the pipe changes to 35" x 24" arch pipe (Point C). Flow continues for approximately 250 feet until the pipe size changes to 30" (Point D) and continues to convey flow to a detention pond located SE 182nd Street and 108 Avenue SE, approximately 800 feet northwest of the project site (Point E). Upon inspection of the second pond, it was seen that the outfall from the conveyance system is located on the southeastern portion of the pond (Point F). There is an additional 6" pipe that was observed as an inlet to the pond, however, no flow was seen during the inspection (Point G) and there appeared to be cracks in the pipe. The pond is grass-lined and appears to be in good condition as no erosion or sloughing was observed. Two drainage structures roughly 5 feet apart located in the northwest corner of the pond are equipped with birdcages. The northernmost drainage structure is J3ME 6 ,,· .. ..-: ~.: -= . --:=:::--::'-~--~-~ ': '1!~1·1 -'• ···~ " r i \.2. ' ,, li',_- t! ,, . ., ·-.- -, --' .-·-' i ·~ ~---·:-{. ..-; - ;, "' '>·-, C-e SE 1/4 SEC. 32, TWP. 23N., RGE. SE. • J3ME 1375 NW Mall Street, Suite 3 Issaquah, WA 98027 Te/(425)313-1078 Fax (425) 313-1077 ' ( ~ l .. ~· -,- '1 • . I .,I (,'IT ,;;;_ :7 ---- I ( l. _ _:, •, r, ' -,- ,:_ S[ 1.!)'.JT·•I ;:,_ ·~, ', 1 ~-; ~-- ' ; ' l \ .... .,_ . ·---- UPSTREAM TRIBUTARY AREA ALTMYER DWN. BY: MB CHKD. BY· J. JOLMA DATE: 08/20107 SCALE: NTS JOB NO. MJF-003 FIGURE3 ~ <.) !!l ~ 2 ii ~ ;l; 1 ~ ::, a. ~ 0 ~ ;; ! $ I 0: ~ 1 ~ ~ t § I ... 2 ,. ~ "\ ~ 2 iii ~ ? • y. 8 I ... ~ i $ -;; 0 125 SCALE IN FffT POND'B' 250 ·~ ~-i .... _,__,_, --,. -~ 7,_-.. -~ ~ ............... , ~ ;', :, ( ~ -~ ~--. ····· .. .... . ... ! ... ~ . ~:--· I ,I ~ I I ·, II (J - 20 .46796 SF .. ~· 1.07 ac. l ! .. ..,,l :..,_ \ -..._~ .. " ( ~ ' ........ ..... T ... I N ..... . . . ' ... ~-_1 . ·-•• , .. - 8 229465 SF 5.27 ac. ·'I-•• ~- 12 19046 SF 0.14 ac. h,"Jf:, L H :.;1,./ ~ ":-'' I ' . ,. ·~:-,,.. .. , .. ,., ... ~ ..... -·--~-~. ·,,. ,f.\N };!~.t· L'U._ ---•J ._ ... ,. _ _,.._,'_,JI•·,.·., 17 196082 SF 4 .50 ac. ' .. n-, , '""c-.·b· :--····:·····_· ' ' rl~-;..:,D EL ~:., ! . ~ ~·-, _ { 25 176569 SF 4. 10 ac. 26 158432 SF . 3.64 ac. 28 87293 SF 2.00 ac. 30 101438 SF 2.33 ac. ~ ...... - ' ., ~s~· l.f.,1D L --·-··-----· 27 232749 SF 5.34 ac. 'r I_ . .r--.;,,,._ ____ _ ~ •; -., ~ ' .:;, ~ . . .. ' -~ (· ; . {.,;···-.-\.' ~ ' .\. r u '····--... Et•Fi . 1 50585 SF 1.16 ac. i 4 ;· •. 45638 SF ' 1.05 ~c. P O ND'.A ' -4--.---~--------. 9 165777 SF 3.81 ac. 15 72875 SF 1.67 ac. i _ .. ;:'..;' ..... t 18 72276 SF 1.66 ac. ' ·-· . .• J .... ··--····---h 24 324684 SF 7.45 ac. 31 10219 SF 0.23 ac. ·t·\_~-;:;i·. '. J ,·.,t '.J'J_~·~t11--\;:e·,I r"·:~:•L!: . .. ·:,;·jj 6 --·50819 SF ..-~ .. -:,.,"-) ir....... _1.17 ac_. - 10 211662 SF : . _ \:",.::,· 4 .66a~c. ::_\/-'' <·· . \·./~?~".' .... ·:--· '-~--~~~: ·, _:~·-· ~~~ 11 93830 SF 2.15 ac. 16 i ' 120753 SF .! 2.77 ac. '':./. ~~ ·--1-------------··=~s;· -_.i,'._ _____ .-- 19 ' 122443 SF 2.81 ac. 33 I 157508 SF l ;-' ! 3.62 ac. ' ' + ------POND A BASIN BOUNDARY 3,502,198 SF 80.40 ac . (Per J3ME) ii, --· - N ·:)r-··: .. t 1\:V€s·:-;-:·~-!\ : (1::...r~D::.f',-~ ·--··-·---.. ..... -~-·--·. ···-···, .,.,. -.---....... . ~ ; ·----··--·-· r• ~---.., ·-----,---~ j •I ~ .. -· ~ ' ..:..-----~-- N::;~·J ~~ "1 \-i·; ti- I ~ ~ ~<J<J<l <J<J<J<l<l<J<I I I I I ~ C) ~ ~ ~ C/) ~ 0:: s:i:: ).... 0:: ~ :::> ~ ~ ~ ~ ~ f5 ); ! ..... ~ STAMP NOT VALID UNLESS SIGNED ANO DATED " J3ME 1375 NW Moll S1reet, Suite 3 lssoquoh , WA 98027 hi (4 25) 313-1078 fox (425) 313· 1077 <'. 2 I ~ /:: §§ 8 \'.) ~ :.: JOB NUMBER MJF-003 FIGURE 1~l Basin: Symbol see map A B C D E F G II l J K 9X-4\in804 TABLE 1: OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE SURFACE WATER DESIGN MANUAL, CORE REQUIREMENT #2 Green River-Duwamish Watershed Sub basin Name: Black River Drainage Basin Subbasin Number: Drainage Drainage Component Slope Distance Existing Potential Observations of field Component Type, Description from site Problems Problems inspector, resource Name, and Size dischame reviewer, or resident Type: sheet flow. swale, drainage basin. vegetation, % X ml= 1,320 constrictions, under capacity, ponding, overtopping, tributary area, likelihood of stream, channel, pipe, pond; cover, depth, type of sensitive ft. flooding, habitat or organism destruction, scouring, problem, overilow pathways, Size: diameter, surface area area, volume bank sloughing, sedimentation, incision, other potential impacts erosion Detention Pond Roughly 0.25 acres 0% 0 Under Capacity None Catch Basin Discharge through 24" pipe 0.6% 0 None None . Catch Rasin Pipe changes to 35" X 24" 0.75% 200' None None arch pipe Catch Basin Pipe changes to 30" 0.5 % 420' None None Detention Pond Roughly 0.37 acres 0% 850' None None 30" Outfall to Pond Ootlcts to Pond 9% 850' None None 6" pipe Outlets to Pond 0.5% 950' None None Pipe is cracked 24"pipe Conveys flow to structure 2% 1050' None None Grass Lined Culvert Roughly IO' wide x 4' deep 0.5% 2020' None None 36" Pipe Flow from culvert enters pipe 0.5% 3035' None None Outfall to Forested Arca Discharge to forested area 0.5% 3765' None None I I 1 __ SE ~o~~s_E ---_ --_ . 1 ~ -----~ao·-rH-sr _ __;I ~ I I 'g I I J::1 (~'. I "------·----_j l~I ____ \,1~\ _____ J l,-----SE_1_81_ST_S_T --~I 1---~~-~~, ~ . I ~ '-'-,,---------_JI I ________ --" J ~ J SE182NDST w !'l ( " MPOIN:;'l'"ww I~ l ; I OINT~ X ., i~ ' ~I I POINTF .~\ I- I~ "-.... ' SE 183RD PL ~---.... 1 "-~--11 ________ __::::_;: iJi ,---~ ) I SE 183RD S I! '\ \ . r ~~, '\ '\___J I I PO!NT ~I ( \_/ / \.____,-~ I I I I '· ,- POINT A r-~ '!;.---1-- POINT B I PROJECT SITE I , I DOWNSTREAM MAP 1 SE 1/4 SEC 32, TWP. 23N, RGE. 5E. ALTMYER 0 1375 NW Mall Street, Suite 3 OWN BY: DATE: JOB NO. Issaquah, WA 98027 MB 08/20/07 MJF-003 Tel (425) 313-1078 CHKD. BY· SCALE: J3ME Fax(425)313-1077 J JOLMA NTS FIGURES4 ' \ \ \ \ \ \ \ \ \ \ '"' '\ "----- SE 1/4 SEC. 32, TWP. 23N, RGE. SE. 0 J3ME 1375 NW Mall Street, Suite 3 Issaquah, WA 98027 Tel(425) 313-1078 Fax (425) 313-1077 OWN BY· AAB CHKD. BY: J. JOLMA SE 176TH ST DOWNSTREAM MAP 12 ALTMYER DATE: 08/20/01 SCALE: NTS JOB NO MJF-003 FIGURES/: Preliminary Technical Information Report for Altmyer Plat April 28, 2008 equipped with a valve which appears to serve as flow control, while the southernmost structure appears to have once served as an overflow structure for the pond. Flow from the pond is conveyed through a 24" pipe located on the northern end of the pond (Point H) and is directed toward the southernmost drainage structure. Water from this structure is conveyed in a northerly direction and connects to the conveyance system along SE 182"d Street. Following the system downstream, flow is conveyed north along 108 Avenue SE for approximately 700 feet before diverging flows west along SE 1801h Street. Flow is conveyed through a 30" pipe and enters a grass-lined draina~e channel roughly 10 feet wide and 4 deep running along the north side of SE 1801 Street (Point I). Water continues to flow along the drainage channel for approximately 750 feet before rerouting north along the east side of 105th Place SE. Roughly 450 feet from the corner of SE 1801h Street and 105th Place SE, flow enters a 36" pipe (Point J) and continues north for 730 feet before crossing under SE Carr Road and outfalling to the forested area on the north side of SE Carr road (Point K). At this point, the analysis is approximately Yz mile from the project site. Downstream Concerns & Effects of Proposed Project: As evident by the drainage complaints recorded with King County, the project area has experience past flooding. A drainage investigation of the area was performed by R.W. Beck and Associates in December of 1992. According to the drainage investigation, the subject site and the area surrounding was encompassed within a naturally closed depression. As urbanization began in the area, attempts were made to try to provide a drainage outlet from this closed depression, including the construction of a 12 inch diameter concrete outlet pipe located in the general vicinity of where the current outlet from Pond 'A' is located. However, there were no engineering standards in place at the time and several houses were constructed without consideration for the floodplain or other drainage related issues. Detention Pond 'B' was constructed in 1976 with the development of the Maple Glen Division and Pond 'A' was constructed in 1978 with the Ruddells 151 Division. As areas tributary to Pond 'A' developed, the frequency of flooding increased and according to some residents, the severity of the flooding culminated with the construction of the Springfield Apartment Complex which drained to a pipe immediately downstream of the outlet pipe to Pond 'A'. As discussed in the drainage investigation, a level of protection for the 100-year storm even was not attainable through any possible detention/conveyance system due to topographical constraints. The maximum storm event that could effectively be detained and conveyed is the 25-year storm event. Four Alternatives were proposed as a result of the drainage investigation: 1. Add detention volume at Pond 'A' to the maximum extent in order to try to eliminate the flooding problem without increasing downstream flows. To achieve this, two additional detention ponds would be constructed in the undeveloped areas within the vicinity of Pond 'A'. This alternative was not taken into consideration as the frequent flooding problem could not effectively be solved by this configuration. 2. Construct an addition detention pond to help supplement the detention volume at J3ME 12 Preliminary Technical Information Report for Altmyer Plat April 28, 2008 Pond 'A' and enlarge the size of Pond 'B'. Additionally, a pump system would be installed to discharge flows from Pond 'A' and the newly constructed pond. The downside to this alternative would be the diminished water quality benefits provided by the pond on low flows. 3. The volumes of Pond 'A' and Pond 'B' would be enlarged and an additional detention pond would be constructed within the vicinity of Pond 'A'. 4. Adding a detention pond at a high water surface elevation to supplement the storage volume in Pond 'A'. This alternative, however, was rejected early in conception due to the fact that although the ponds would be hydraulically linked, Pond 'A' would never be able to fully utilize the storage volume and flooding would continue. Upon analysis of the storm system asbuilts related to the Ruddells Drainage Improvement constructed in 1998, it was found that none of the four recommended alternatives were constructed. Instead, the volumes in the two detentions ponds were increased and the pipes in the conveyance system between Pond 'A' and Pond 'B' were enlarged to increase detention and flow capacity through the system. Since these improvements were completed, there has not been any drainage complaints filed with the County. Interviews with local residents confirm, that the pond has not overtopped since the improvements were constructed, despite the large rainfall events that have occurred since 1998. See Ruddells Drainage Improvement Plans in Appendix D. During our research investigation, an interview of Mr. Fred Bennett was found in the approved Larson Park TIR. Mr. Bennett stated that collapse pipes were found during the conveyance line replacement project. This could have been a major contributor to the historic flooding problems. Additionally he states that no flooding problems have occurred sense the improvements were constructed. A copy of the interview text has been included in the Appendix C. Resource Review: The King County IMAP program was examined for mapped sensitive areas, both on-site and adjacent off-site features. Sensitive areas include streams, wetlands, erosion, and seismic hazards located on-site and downstream within 1/4 mile of the project area. See KC IMAP in Appendix A. Streams: Wetlands: Erosion: Landslide: Seismic: Coal Mine: None located within the one quarter mile area None located within the one quarter mile area None located within the one quarter mile area None located within the one quarter mile area None located within the one quarter mile area None located within the one quarter mile area Critical Drainage Area: The site is not located in any of the King County Critical Drainage Areas identified in the King County Surface Water Design Manual. King County Drainage Complaints: The following drainage complaints are on record with King County and pertain to the area surrounding the proposed development. Upon analysis of the drainage complaints, it was seen that there weren't any significant drainage complaints after the redevelopment of the two detention ponds. The following drainage complaints were resolved by the Ruddells Drainage Improvements project constructed in 1998: J3ME 13 Preliminary Technical Information Report for Altmyer Plat April 28, 2008 97-0084: In January of 1997, the resident at 18504 11zth Avenue SE expressed concern over the detention pond overflowing and the new construction washing out onto 11 zlh Avenue. 97-0085: In January of 1997, the resident at 11202 SE 1861h Street expressed concern over the detention pond overflowing and flooding SE 1861h Street. She requested to find out about the proposed development. 97-0173: In January of 1997, the resident at 18304 1081h Place SE expressed concern over flooding. She was enquiring about the proposed drainage system schedule so that she could coordinate doing her work after the scheduled drainage repair. 97-0334: In January of 1997, the resident at 18425 11zlh Avenue SE expressed concern over the detention pond overflowing and threatening the homes surrounding the pond. 97-0668: In March of 1997, the resident at 18425 1121h Avenue SE expressed concern over the detention pond being plugged and backing up. The trash racks were cleared of debris, but during the investigation it was found that the drainage system couldn't handle the water from a normal storm and that the pond would have to be checked every 4-6 hours during a normal rain storm. 98-0546: The resident at 10810 SE 182nd Street expressed concern over the water that was flooding her yard and driveway, almost flooding her garage and leaving a large amount of debris. She is directly across the street from the rebuilt detention pond, but the actual source of her problem wasn't related to the pond. The problem was related to a road overlay that had been done which essentially reduced the capacity of the gutter and adversely affected the ability of the catch basin near her house to collect the water. Also, because her house is lower than the road, there is a possibility of her yard flooding during severe storms. 98-0691: The resident at 18424 11 zlh Avenue SE expressed concern over her neighbor regarding his property and flooding her yard as a result. The flooding resulted from her neighbor connecting his downspouts to a small pipe which drains into the yard and sheet flows onto her property since her property sits on a low point. It was recommended that she try to pipe the water to the street. SCS Soils Map: Based on the King County Soil Survey the on-site soils are mapped as Alderwood gravelly sandy loam (AgB) series. Alderwood series have slow permeability; runoff potential is slow to medium, and a moderate to severe erosion hazard. See Figure 6: Soils Map. In addition to the available mapping, a Limited Evaluation and Classification of the Surficail Soils was prepared by AESI. There evaluation states that the tills soils appear to have lenses of higher permeable soils within them. Therefore, the basin study will assume that soils within basin are half till and half outwash. A copy of AESl's memo is included in Appendix C for reference. J3ME 14 SGS SOILS MAP SE 1/4 SEC. 32, TWP. 23N., RGE. SE. ALTMYER • 1375 NW Mall Street , Suite 3 DWN. BY: DATE: JOB NO I ssoquah , WA 98027 MB 08/20/07 MJF-003 Tel (425) 313-1078 CHKD. BY· SCALE: J3ME Fax ( 4 25) 313-1 0 77 J. JOLMA NTS FIGURE6 Preliminary Technical Information Report for Altmyer Plat April 28, 2008 Drainage Basin Analysis: As previously discussed, the Ruddells Drainage system has experienced historic flooding problems. These drainage problems appear to have been alleviated with the construction of the Ruddells Drainage Improvement project constructed in 1998. However, in accordance with King County Core Requirement #2: Offsite Analysis, a more detailed analysis was performed to investigate how the improved system was functioning. A model of the existing drainage system was created as part of this analysis. Basin area values from the Ruddells Drainage Investigation as well as County records of the existing development within the basin were used to create a KCRTS runoff model. The Ruddells Drainage Improvement As-builts were used to create a backwater analysis of the improved drainage system as well as to model Pond A. Pond 'A' Based on County records, aerial photos, tax assessor mapping and field investigation, our basin delineation found that 80.47 acres is tributary to Pond 'A', see Figure 4: Pond A Tributary Areas Breakdown. The assumed ground cover is based on measurement of road and sidewalk areas and by using an average impervious area of the lots within each basin, calculated using aerial photos. Basins 10 and 11 (7.02 ac) are tributary to an infiltration pond constructed as part of the Emerald Glen Development and therefore have been subtracted from the basin gross acreage. See Table 2: Pond A Tributary Areas. Per the recommendations of the project geotechnical engineer, half of area within the basin was modeled as till and half was modeled as outwash. Any impervious area that was not identifiable as forest with aerial photography was considered pasture per Section 3.2.2 of the 2005 KCSWDM. Additionally, half of the impervious area was assumed to be pasture to account for non-effective impervious surfaces within the basin. The resulting areas used in the runoff model are shown below. Net Basin Area -73.5 Acres ExistinQ (Acres) Till Forest 4.4 ac Outwash Forest 4.4 ac Till Pasture 25.9 ac Outwash Pasture 25.9 ac Impervious 12.9 ac J3ME 16 Sub-basin Sub -b asin Number a r ea (Ac.) 1 1.1 61 2 0 .84 1 3 1.303 4 1 048 5 ... 0 .923 6 1.167 7 1.092 .. 8 5.26 8 9 3.806 *10 4.864 *1 1 2.154 12 0.437 13 0.4.87 14 2.603 15 1.673 16 2.772 •'. 17 4 .501 18 1.659 19. "·' 2:a1 1 20 1.074 21 .. 1.7!:12 ..•. 22 0.882 23 1.482 24 7.454 25 4 .l.)9~t 26 3.637 n .. 5.343 . 28 2 004 29 .. ;0 .. 520 30 2.329 31 '0.235 32 5.436 33 a:s16 · ·, PERVIOUS AREA Total Pervious Area (Ac .) \Basin area less Impervious Area) 0 .661 0 .792 1 .153 0 .642 0.526 0 .408 Q.933 . 3.822 3.046 2.462 2 .123 0 000 0 ,000 . TABLE 2: POND A TRI BUT ARY AREAS IMPERVIOUS Ave rage Lot Impervious # of L o ts Area (Ac.) .. 5 . , I o.oaa :,·:1 3 6 ·. 6 1 6 ., ,.. 3 :• 26 0.049 0 .150 , 0 .074 p,053 ·,· 0.062 0 .159 0. 169 · 0 .182. • 0 .062 0.031 AREA Total Percentage Impervious Impervious Foreste d Fl o w Road Area (Ac .) Area Area Area Control Sub Basin Name (Ac.) (Ac .) (Ac.) · o.ooQ_. I o.5oo L f !43% 0 .00 NA (Birchw ood Estates o ooo I 0.049 I 6 % 0 .00 , +20.000 : I < 0 .1$0 I , 12% 0 .00 0.184 I 0 .4 06 I 39% N A Bi ll Ruth :::0 .0 79 ,;: le:,d·o.~~1 .. ,. l ,_ .43%, L3 · Larsor:i Parke . o.387 I 0 .759 I 65 % 000 L3 La rson Parke ·+·q.ooo ,,,d u o.1 s9 ,·J •· <15% o.oo ,:: L4 0.432 1.446 27 % 0 00 N A 0 :214 Q.160 , · 20~,, ,•>2.09 ,, ·NA • 0.790 2402 49% 0 .00 IN Eme rald Glen 0 .000 0.031 1% I 0.72 I IN 0 0 .000 I 0 .43 7 I 0 .437 100% I O 00 I N A IWalhaven Rd 0 Q.QClg '"':· I o.:487 < r,,,;0,4at .. .:"J90%' · ·ii /.0,00 · L.N-A,,,J Walhavert Rd . 1. 739 I I 9 .5 I 0.09 1 I o ooo I 0.8 65 33% I 0 .00 I NA 1 • J .032 : · ·<J I' ",1 9 ;'.!. L '' Q.010 · d · '.o.22r· ~64t : T:i(i\:!~8%~:"'', 1,t 0.00 ~1 i N.A:.<!Walhaven., 1.661 10 I o.076 I 0.351 I 1.11 1 40% I 0 .00 I N A IWalha ven 1:,c .; 2 .779 I.,.,·~ '15 ; .•• ,. . 0.072 ·.····1 .. 0 .64?. ;,I· • .. 1.722 ;, <:;!lli.~8%. ;/.' I · · b.4() I ·• N.A /' 'IWalhaven 0.940 6 0.083 I 0 .221 I 0 .719 43% I o 00 I NA IWalhaven · 1.602 !10 . · 0-P~l:c't 0 .449 "I ··· 1.209 ,43% ,; .. , .,-, :.6.,.oo , ., b:: l'J.A:': :l"'Yai haven 0 .613 4 0.092 I 0 .093 I 0.461 43% I O 00 I NA I Panther Lake 1.151 8 .. 5 , o.0q1 . · 1:,;if_Q)??F; I :o:sil 1 . _]~% :J · , 0.00 I. N.~, J_Ea_11t!},e{Lake 0.45 1 I I 3 .5 I 0.06 1 I 0 .219 I 0.43 1 I 49% I o.oo I N A I Panther Lake 0.9~. ·~ · ;I I. ,·~ . j" . 0.054 .,, J • 0.000 . I "'.E,OA8a.· H~ 33.'V<,~'j tT :' ,0.00 . r ·, N.A. .,+JRu!;ld~t:s <" 6.388 I I 6.5 I o 164 I 0.000 I 1.066 I 14 % I 5 .38 I NA 1 909 1 1 ''·'· ·I ··•i:'!<'< I ·'0720·,··1 · .2 ,1·90·· ·1--.;;,*53o, ..... ,,., .... ,, 000 '~j ·-~N-.A ""'IM. o'"rgan··c·o"'"'o·-.. -2--·--~··-~-.. :,___ ~.· , .,::(.-·:'. ;;:;'..::;,;· . · .. .:.-·:::!~·--!=·:'¥_?~.:"°':'.~: -~+;-"' ';' :-~~-~::->_~--,, _.~· -----~....:.._:~~':'.:~:: _____ ._: ___ ,J~_, __ ,_/;~/ _c "". , • ~-~ -~~----------_ •'·. , • • -~-1 IU . ,., . 1.693 I I 15 I 0.084 I 0 .684 I 1.944 I 53 % I o .oo I NA I Ruddel l's 3 .082 ' 'I ll ,1 8 ' I .0,067 . I \'.1.0~_ 2,261 .j 42% · ,J 0 .00 · I NA:\ IRi.iddell's ' · · 1.900 I I 1 I 0 .104 I 0000 I 0 .104 I 5% I o .oo I NA I Southof Morg an ___J),_379 I I 3 .. I · 0.047-;·.' L J P ,000 k d.f~1 .. J . 27% , L: O.QO~N,P.,.J C3arden,V lewlll 1.523 I I 11 I 0 .047 I 0.289 I 0.806 I 35% I 0 .00 I NA (Garden V iew 11 .. ,,,0 .1 2 h '. IJ .v · 1 ')0.062 I o .. 050 ~1 -·0~112 j ~.48%' ·I ~0.00 , .. NA c !Garde'nViewJ :>~, 2 .54 I I 25 I 0 .079 I 0 .920 I 2.895 I 53% I 0 .00 I NA (Chinguapin .3.2i Iii 2.5~~~0.154 I ,,c>.000 . cl · "0.:410 · · LH:i ... 11%:,, ... I +o.&2 -., L N.A. Raw Tol!l~_L' )!)_0:~r.,: F7 , 62.~7. . : L ,. I ,+,;:ad ':':j9.1~~,~·u :v, 28.197 , L ~~ 'a5°4 ' 'c., I 9 .6 ~ 'cl ,~ * Basin is tributary to an infiltration facility (total= 4 .6 ac) Resultant 73 .46 47.69 8.32 25.76 8.79 Preliminary Technical Information Report for Altmyer Plat Pond 'A' Tributary Flow Rates Flow Frequency P..r.alys_:_s Ti~e Series File:ex-5.tsf Project Location:Sea-Tac ---Prn:iual Peak Flow Rates--- Flow Rate ~ar.k TiDe of ?eak (CFS) 4.99 4 2/09/Cl 2:00 3.5: 7 l/05/C2 16:00 5.56 2 2/27/03 7:00 3.33 8 8/26/84 2:00 4.Jl 6 10/28/04 16:00 5.09 3 l/H/06 16:00 4. 84 5 L/24/06 3:0C 9.68 1 1/09/08 6:00 Corni::·--1ted Peaks -----Flow --Peaks {CFS) 9.68 5.56 5.09 4.99 4.84 4.01 3.51 3.33 8.31 April 28, 2008 Frequency Analysis------- Rank Re::. c.rn ?rob Period 1 100.00 0.990 2 25.00 0. 960 3 10.00 CJ. 980 4 5.00 0.800 5 3.00 0.667 6 2.00 0.500 7 1. 30 0.231 8 1.lC 0.091 50.00 0. 98 0 Per the County's asbuilt plans (see Appendix D), Pond A has an active storage depth of 5.6 feet and a storage volume of approximately 57,223 cubic feet with the maximum water surface at 423.0. The control structure consists of a single orifice 24 inches in diameter at elevation 417.4 with a shear gate opened to a height of 3.5-inches (per field measurements). Based on the surface area of the opening, the equivalent orifice size translates to roughly 10.3 inches (see orifice calculations in Appendix B). The pond was modeled in KCRTS by routing the basin runoff time series through a single outlet reservoir. It was found that the full head discharge from the control structure is 6.81 cfs, which can adequately convey the 25-year generated basin flow rate of 4.28 cfs. The pond modeling analysis shows that the pond can effectively detain flows beyond 25-year storm, and only slightly overtop (0.13-ft) during the 100-year event. See Appendix B for Pond A Analysis. The results of the modeling analysis are verifiable based on the lack of drainage complaints and through interviews with local residents who confirmed that the pond no longer is a flooding issue. Pond 'B' Based on the Ruddells Drainage Investigation prepared by RW Beck, the tributary area for Pond B is approximately 158 acres, which includes the Pond A area. Per Table 1 of RW Beck's report, a 100-year runoff event creates 21.8 cfs, please see Append ix C for RW Becks report. A field investigation found the outlet riser in Pond B to consist of a 24-inch diameter pipe equipped with a shear gate which is completely open. A 24-inch diameter outlet that is acting as an orifice has the capacity to flow 49.18 cfs when the pond is filled to it's maximum stage of 414.0', please see orifice calculations in Appendix B. Therefore Pond B has the capacity to outflow more than twice the predicted inflow, thus overflow is extremely unlikely. J3ME 18 Preliminary Technical Information Report for Altmyer Plat April 28, 2008 Again, the lack of any drainage complaints since the Ruddells improvements were constructed, confirms these results. Backwater Analysis In order to effectively analyze the capacity of both new and existing pipe systems, it is necessary to perform a backwater analysis to ensure that the existing conveyance system has the ability to convey runoff for the 25-year storm event. This is done using a modified version of Manning's equation which can determine the head loss in each pipe segment due to barrel friction, making it possible to obtain water surface elevations at all structures along the pipe system. Analysis begins at the downstream end of the pipe system and is computed back through each pipe segment and structure upstream. A backwater analysis was performed utilizing stormwater asbuilts in conjunction with the values presented in the Ruddells Drainage Investigation as well as our Pond A runoff values. The system was modeled starting at Pond 'B', assuming it is full, back through the system to Pond 'A'. The backwater analysis was performed using the King County Back Water Program (KCBW) which is developed and provided by the King County Surface Water Management Division. The tributary areas for the conveyance system model were developed using our basin analysis areas for Pond A as well as the downstream areas from the Ruddells Drainage Investigation. Please see Table 3: Conveyance System Tributary Areas, and Table 4: CB Tributary Areas Summary. Assuming Pond A is in overflowing during a 25-year event, the flow exiting the pond is 5.56 cfs. Additional flow will enter the system at CB 15, 10, 8, and 5 as described in the Ruddells Drainage Investigation. The cumulative total of all flow exiting the conveyance system at Pond Bis 14.56 cfs. Looking at the system as a whole, surcharging begins at 15.63 cfs at Pipe 16, which is greater than the predicted 25-year flow rates, please see complete backwater analysis in Appendix B. Our modeling suggests that the Ruddells conveyance system has the capacity to convey the 25-year event, but likely has the ability to convey significantly more. This can be confirmed by the lack of drainage complaints since the systems upgrade. Design Recommendations Based on field investigation information and modeling results, we recommend the following items be included in the design of the Altmyer subdivision. 1. The existing control structure in Pond A does not include an emergency overflow device; please see Sheet 10 of the asbuilt drawings in Appendix D. J3ME recommends that an overflow riser with a sheer gate be installed. The riser does not need to include an outflow orifice, only a shear gate at elevation 417.4 that is opened the same amount as the existing shear gate (3.5-inches). This will provide an overflow for the pond, which will add addition flood protection to the surrounding area. J3ME 19 Preliminary Technical Information Report for Altmyer Plat April 28, 2008 2. Although modeling results suggest that flooding is not longer an issue in the vicinity of Pond A, Level -3 Flood Control is recommended as an additional factor of safety. J3ME 20 Table 3: Conveyance System Tributary Areas Per J3ME Basin Analysis Tributa_ry_ to Pond A Per Ruddel/s Drainage Investigation Tributarv To Node P ICB -101 Pervious (Ac) I lmoervious (Ac) I Area (Ac) Basin Area# Pervious (Ac) Impervious (Ac) 60.6 I 12.9 I 73.50 14 0.6 0.5 15 0.8 0.5 16 0.7 0.4 19 3.0 0.0 Total 5.1 1.4 Tributary To Node R1 (CB -81 Basin Area# Pervious (Ac) Impervious (Ac) 12a 0.8 0.7 21 3.8 1. 1 Total 4.6 . -1.8 Tributary To Node N (CB -J_fil Basin Area# Pervious (Ac) Impervious (Ac) 13 1.2 0.8 12b 0.8 0.6 Total 2.0 1.4 Tributary To Node S (CB -~fil Basin Area# Pervious (Ac) Impervious (Ac) 5b 1.2 0.9 6 0.8 0.8 7 0.5 0.2 9 0.6 0.5 10 0.5 0.4 11 0.7 0.5 Total 4.3 3.3 Area (Ac) 1.10 1.30 1.10 3.00 6.50 Area (AcJ 1.50 4.90 6.40 Area (Acl 2.00 1.40 3.40 Area (Ac) 2.10 1.60 0.70 1.10 0.90 1.20 7.60 Table 4: CB Tributary Areas Summary Convevance from Pond A to Pond B CB# Additional Tributar Area Cumulative Area Pervious Impervious Pervious Impervious (Ac) (Ac) Total (Ac (Ac) (Ac) Total /Ac 15 ··· 60.S .... 12:s ··.····. .•. 7:3.5 •• • ,.60.6,.--·' · .·12.Q·.H· · ;:,..7·3_5·: 14 0.0 0.0 0.0 60.6 12.9 73.5 13A 0.0 00 00 60.6 12.9 73.5 13 0.0 0.0 0.0 60.6 12.9 73.5 12 0.0 0.0 0.0 60.6 12.9 73.5 11 0.0 00 0.0 60.6 12.9 73.5 10 7.1 2.8 9.9 67.7 15.7 834 9 0.0 0.0 0.0 67.7 15.7 834 8 4.6 1.8 64 72.3 17.5 89.8 7 0.0 0.0 0.0 72.3 17.5 89.8 6A 00 0.0 0.0 72.3 17.5 89.8 6 0.0 00 00 72.3 17.5 89.8 5 4.3 3.3 7.6 76.6 20.8 97.4 4 00 0.0 0.0 76.6 20.8 974 3 00 0.0 0.0 76.6 20.8 974 Total 76.6 20.8 97.4 Tributarv to Pond B /Not tributarv to Subiect Convevancel Basin Area# Pervious /Acl lmoervious (Acl Area /Acl 1 1.9 0.9 2.80 2 1.6 0.8 240 3 14 0.7 2.10 4 1.9 1.0 2.90 5 14 1.2 2.60 6 1.7 0.8 2.50 7 1.6 0.3 1.90 8 0.7 0.0 0.70 9 0.8 0.0 0.80 10 12.5 3.1 15.60 Total 25.5 8.8 34.30 Total Area Tributary to Conveyance System: 97.4 Acres Basin Area Not Tributary to Conveyance System: 34.30 Acres Total Basin Area: 131.7 Acres denotes areas determined by J3ME, remainder are per Ruddell's Drainage Investigation All areas use 15-minute time step except flow leaving Pond A Preliminary Technical Information Report for Altmyer Plat April 28, 2008 SECTION 4: FLOW CONTROL & WATER QUALITY ANALYSIS AND DESIGN A hydrologic analysis of the site was completed in order to determine the required on site detention volume and water quality treatment necessary to account for the increase in the peak storm water release rate for the developed site. The site was analyzed for the pre-developed and developed conditions under the King County Continuous Runoff Time Series (KCRTS) hydrograph model using the KCRTS software developed and provided by the King County Surface Water Management Division. Part A -Existing Site Hydrology The site is currently developed with 2 single-family residences, outbuildings, and driveways. Access to the residences is provided off of SE 1841h Place which extends off of 11 ih Avenue SE. Generally, the site is flat with slopes from southwest to northeast averaging 1 %. Aside from the aforementioned impervious surfaces, the site is vegetated with grass, trees, shrubs, and landscaping. Development surrounding the project site consists of single family residences to the north, south, east, and west. The two lots on SE 1841h Place adjacent to the proposed development consist of a single family residence on the south and a King County detention pond on the north. Runoff from the project site is collected by catch basins located throughout the site and combines with the flows discharged from Pond 'A'. Flows are routed through the system towards a second detention pond (Pond 'B') located on the southeast corner of SE 182nd St and 1081h Avenue SE. However, no upstream tributary area is directly tributary to the proposed development. See Figure 7: Existing Conditions Map. A portion of Parcel C was recently acquired through BLA (2008221900006). For preliminary design purposes all of Parcel C was included in the detention design. Additionally, approximately 8-feet of King County property which contains Pond A, will need to be acquired to complete the road construction. This area was also included in the project site. KCRTS Hydrologic Parameters Soil Type Location Rain Region Scale Factor Existing Basin Areas Area Till Forest Total Basin Area J3ME = Till = Black River Subbasin of the Green River Drainage Basin = SeaTac = 1.0 = 3.51 Acres = 3.51 Acres 23 Preliminary Technical Information Report for Altmyer Plat April 28, 2008 ---A.nnuol Peak F~ow Rates--------Flow Frequency Analys_:_s------- Flow Rate Rank Time of ?eak --?eaks Rank Reti..:.:::1 Prob {CFS) {CFS) Period 0.221 2 2/09/01 18:00 0.283 1 100.00 0.990 0.060 7 1/06/02 3:00 0.221 2 25.00 0. 960 0. lE4 4 2/28/03 3:00 0.170 3 l_O. 00 0.900 0.006 8 3/24/C,; 20:00 0. 164 4 5.00 0.800 0.097 6 1/05/05 8: o,o 0.143 5 3.CO 0.667 0.170 3 1/18/06 21:00 0. 097 6 2.00 0.500 0.143 5 11/24/06 4:00 0.060 7 1. 30 0.231 0.283 1 1/09/08 9:00 0.006 8 :.10 0. 091 Compu:ed Peaks 0.262 50.80 0.980 J3ME 24 1 • ' ' I . . i l t ! i t l i ! e i 11 rOtH> 112· lttltM r:» l ~.i!::~:::°~7 r--... I .. I t r I !~·,_ --- ~.-· \ :"· ~ . I Ii I I L_ -'L.P.'" :- [ SE 1/4 SEC. 32, TWP. 23N , RGE . SE. PROJEC T S I TE AREA =-3 16 AC ADDITIONAL AREA INCLUDE D IN PRELIMINARY DESIGN {PARCEL CJ• 0 3 5 AC TOTAL SITE AREA :: 3.51 AC GRAPHIC SCALE )0 0 t ~ 30 111 • we I I SCALE IN FEET ,ruw~~~ UM( (l'UI --- iej::·:,,.---·---~----.!"!!!"8:2;9"i3!2"lQ.10"~ , •67.57" T -r:·-·---~--~t~~~--· • .,.,. :,.,,, Of ,:,1 "87l2"10J: ~ --v--- ·'--:;,,, . V ""~-" I I ;~, : ., ' - -,I -:.I :/ I ., ,~ ' . ... II \J~ LI /f ... r=*°~~o I _,,.. k'('·'"'< • . " -. • I '.. . . . • . ·, . . . . ' . "'" ~.. ±: I I ~-. -~ :··: ,:,,,,,~:·/i ~ ;~:~:::.~ __ ~~-~·:·r . ~-~ ~:~~T·&::' _ _/, i .--,'··-·r···· I , ·-.,· I . ~ I ' ~ :;( ,-PONDA ' ' ~ .1-} ii ~-t. ·:,I · .~ : \_~ ~ I '° ' ~! 1:1 I I S8!l'U"1 2'W 387.49 ' --- }J,J 2-: ~ ~ '( i!: ~ ( ~1 ); ~ :'< .• . -:..,. .. 'J ...... ' . ,;.,,.• _,,, ... ,, ·,' / :' / A . ,~' .. f" l I r. r . _:_ ( -f--·------- ---:~-~ } '.. 1: i fn : ; . . •. ,.,,'30::. ~· 1 1 .I ',. ,""!.. ... • --· J., -~-~----~ f .· i .' •" • 1 rOtHl BRASS CISC ~ S1Eil. CASI: r o.1s· £AST 01 sec. I.J,j( (FU! 2007) ij -------·-~ ~ i ~ N <l <l<l<l<l <l<l<l<l<l I ... g i ~ ., -i O §I ~10 ~1 ~,~ i ~d~2~§S~~: ~ ..... ~,or;~--.G iaw.i .... ~ 0 j:::: ~ 0 u ~ .::: (/) ,~ ~ QI: ~~ ~ == § I- ~ .... ~~ $1.tNPHOT \'ALID lN..CSS SIGHEO N<iOOA.tm • J3ME 1375 NW Mo ll S1ree1 • Su~, 3 lss oquoh , WA 98027 Tel (425)313 -1078 Fox (42S) 313-1077 z 0 ... Cl z :i: i ~ z ~ 8 Cl z S2 J08miMB.£A MJF-003 SH EET NUMDER FIGURE 7 Preliminary Technical Information Report for Altmyer Plat April 28, 2008 Part B -Developed Site Hydrology The project consists of the subdivision of the property into 21 single-family detached residences . Access to the residences will be provided by multiple joint-use driveways extending off of SE 1841h Place. Frontage improvements along SE 1841h Place include the construction of a cul-de-sac, road widening to 38 feet, and the installation of curb and gutter. Stormwater runoff from the site will be collected and conveyed to the existing conveyance system from Pond 'A' to Pond 'B'. Flow control will be provided by a detention vault to be located within the northern portion of the project site . Water quality will be provided by a wet vault to be combined with the proposed detention vault. See Figure 8: Developed Conditions Map. KCRTS Hydrologic Parameters Soil Type Location Rain Region Scale Factor Developed Basin Areas Area Impervious (54%) = Area Till Grass = = = = = Till Black River Subbasin of the Green River Drainage Basin SeaTac 1.0 1.90 Acres 1.61 Acres Total Basin Area = 3.51 Acres ---Annual Peak Flow Rates --------Flow Frequency Analys i s ------- Flow Rate Ran k Time o f P eak -Peaks Ran k Return Prob (C FS) (CFS) Period 0 .605 6 2/09/01 2:00 1. 2 4 1 100 .00 0 .990 0.479 8 1 /05/02 16 :0 0 0 . 73 1 2 25 .00 0 . 960 0 .730 3 2/27 /0 3 7 :00 0 .730 3 10 .00 0 .9 00 0 .503 7 8/26/04 2 :00 0 .640 4 5 .00 0 .800 0 .610 5 1 0/28/04 1 6 :00 0 .610 5 3 .00 0 .667 0 .6 40 4 1/18/0 6 16:00 0 .605 6 2 .00 0 .500 0 .731 2 1 0/26/0 6 0 :00 0 .503 7 1. 30 0 .23 1 1. 24 1 1/09/08 6 :00 0 . 4 7 9 8 1. 1 0 0 .0 91 Computed Peaks 1. 07 5 0 .00 0 .980 J3ME 26 I~--- r OUNO 1 ;2• Rawl ~ :'>.4" 'K!:Sl (fCB 2007) r i..!; 156,H " 0.1 0' HORTI-I °' sec. u,.,,r .._ '17"!-- , L ~.::::=:::=-~--<--~-~~ :!l n ~ ~ w ~ ~ ~ 0 z . I I I l .~ ,- 6 J.U.D.T. 'E' ,__ ____ _ 10 -~ i: 11 I I L ___ 12- 5 P A T. 'F f-' II f- 1,, 281'::r ,. --1 1• 16 I I I ,I I I r I I ! I i ' t- REC SPACE & DETENTION TRA C T ·c · ·:,.!\IN' .r,1,;1 15 599·44·12"'V.· 387.-'9. SE 1/4 SEC. 32 , TWP . 23 N . RGE. SE PROJECT SiTF Af?LA -"' 3 16 AC A DDI l !ONA.I.. AREA INCt..UDEO /,\' PREUMINAl?Y DESIGN (PARCEL CJ= 0 3.'i AC TOTAL SITE AREA= J Sc AC ON$1TE AREA IMPERV!OUS AREA ROAD & 0.'?!VEWA YS -HOUSES PERVIOlJS AR[A rorAt -" I 90ACR ES = Q 74 ACR[S ., l J6 A CRI S : l 6T ACRES = 3 .~I A CR[S GRAPHIC SCALE :\0 0 15 JO II -.. ' I :SCAL.E IN rrr:; II ~ ~ cl ------ N <J <J <J <J<J <J<J <J<l <l .. ~ ~ 0 ~ C * ; I ~ ~ ~ ~ 51 ~ ~ ~d "'~ !:: ~ ..:1~ : 5 -: ~I ~lw ~~ d ~ ~ E ~ z ~[i ' 467.Si' -----.----i--/'.:t~!'::::OlS!GN•ffCLUOC ,. I .• ,, ---,,,, , 'I ' ----,, rov1C> .. ~c~ ~~ . --1\_ -- o '-"' (rm '°''' ~ -,S ""'r><OFSCC '2"o'E~ y r -. ~ ('.) z :i: !!> II P.A,T. 'A 11 -o:i ;:~. -. .A.T. 'H' U.D T '• I~ -2 , I I ~ V ~.:~!~""(>PE RN I :~o;;~;.£, I I I ,j · I I I I Ss ,~ ,~ ,·~ ,~ I I POND A ,urt11,11:,,,io1+ ro HrAC.ou1~ED FROM K/"-G COHN/V RFAJ. PROPERTY -----... .,.,..,,.,.:_:i·~<"'!!li1.i;r~1~;,i:,~·,.1!?!!!-;i;;,i;,--,,;l~).,;.,.;.,;.,.;~~~~~,;,;;,~.;,,,;.,:,,;,.,,;~..,,~~~~"'f£~ , :'!;>:-:~~3~-"---=~~~~,-~'';"" ~-~. ''s E=184TH PL.~~-- ·r.;. _;_-,. I I 21 I I 20 I F: .~ ·-·~ 19 1R ? r I .. 17 I T I I d • 1 T ,, :,I ~l li: ,--~ I 1; ,,: 8 ii ~r "' uj ::,.I ~- i::J :: I J ! ..I ~I ·~ i·ll ~ ... _· I. --'> • fOUHO ~ DISC I 1H STEEL CJS[ ; / 0.15· EAST Of sec \ / UH£ (ffi! l007) ~ I (fJ ~ j::: ~ (_) [B Cl... C) -..J ~ lJJ Q -?!.f "•,· -..,z :3;--::=-:::2. ~~ ~ U)' ); ~ :s §~ ~ ..... ~ q: ST~N OT'/"1_10 UNLE:.5S 51G N1CD M D OATC:0 0 J3ME J ll7S NW Mo/1 \lre tt . l uil e 3 · h10 quo h. WA 98027 r ,1 1m1J1J.1 01a fOK (\25) J JJ 107/ (/) < ?; i'.: z ::, 0 u ('.) z ,2 ll Jon NU Mnrn MJF-OOJ SHE(i I FIGU IUMBER REB Preliminary Technical Information Report for Altmyer Plat April 28, 2008 Part C -Performance Standards The project site is located the Black River Basin which is within the Green River Watershed. The flow control performance standard is Level -2 based on the 2005 King County Surface Water Design Manual (KCSWDM). As an added factor of safety as recommended in Section 4, Level -3 flow control will be design for the Altmyer Project. This standard mandates maintaining the durations of high flows at their predevelopment levels for all flows greater than one-half of the 2-year peak flow, up to the 50-year peak flow and matching the 100-year predeveloped peak flows. The predevelopment conditions are to be modeled using the historic site conditions (forested) in order to provide a hydrologic regime that more closely resembles the conditions to which local aquatic species have adapted. The area-specific water quality treatment was determined to be Basic Water Quality per the Water Quality Applications Map in the 2005 KCSWDM. This standard is generally applied to areas outside of the drainage basin of sensitive lakes or sphagnum bog wetlands. Water quality treatment facilities are designed to treat flows up to and including the water quality design flow and provide minimum 80 percent Total Suspended Solids removal. We are aware that there are additional requirements outlined in the 2005 KCSWDM standards and will address these during the final engineering phase. Part D -Flow Control System The detention/water quality vault system was designed for the project site and provides 1 O feet of active storage depth. The vault outfall will be via a twelve inch pipe to the existing onsite conveyance system. Flows collected in this conveyance system will eventually outfall to Pond B. Type of Facility: Facility Lengt~: Facility Width: Fac.i.l:'.-ty Area: Effec":ive Storage Depth: Stage O E~evation: Storage Volume: Riser Head: Riser Diameter:-: Nurrber of orifices: Orifice# 1 2 3 Heiqht (ft) a.co 4. 90 6.90 Detention Vaul-: lOC.00 ft 48.50 ft 485C. sq. ft lC.00 ft '_QQ. 00 ft 48:iJO. cu. ft 10.00 ft 12.00 ir:cbes 3 Full Head Pipe Diameter Discharge Di6meter (in) (CFS) (in) 0. 90 0.069 1.ss o.:47 4.o 1.37 0.09C 4.0 Top Notch Weir: Ncr1e Out~~ow Rating Cu~ve: None The volume required to adequately detail runoff generated by the project site is 48,500 cubic feet. A factor of safety of roughly 10% is applied to this volume, making the provided volume of the proposed vault 54,600 cubic feet. The proposed vault will BME 28 Preliminary Technical Information Report for Altmyer Plat April 28, 2008 provide 10 feet of active storage depth and will be 130 feet long and 42 feet wide. See Appendix A for KCRTS vault sizing output. Part E -Water Quality System Water quality for the proposed development will be provided by a wet vault sized per King County standards. Wet vaults maintain a permanent pool of water and treat stormwater during the relatively long residence time within the vault. Wet Vault Sizing (Area Tributary to Vault Only): V, = [0.9A; + 0.25Ai9 ](R) = [O. 9(82, 936)+0.25(70, 038)](0. 0392) = 3,612 cf = 3.0 (3,612) = 10 837 ft 3 Where: V, = Runoff Volume from Mean Annual Storm (cf) A; = Area of Impervious Surface (sf) A,9 = Area of Till Grass (sf) Vb = Required Wetpool Volume (cf) f = Volume Factor (3.0 for basic ponds) R = Rainfall from Mean Annual Storm (ft) (from KCSWDM Figure 6.4.1.A) Through the analysis, the volume of the wetpool was determined to be 10,837 cubic feet. This volume will be provided under the live storage volume within the proposed detention/water quality vault. J3ME 29 Preliminary Technical Information Report for Altmyer Plat April 28, 2008 SECTION 5: CONVEYANCE SYSTEM ANALYSIS AND DESIGN An initial pipe capacity check was performed to verify that adequate conveyance capacity can be provided with a 12 inch storm pipe. Using the Manning's Equation, the maximum capacity of a 12" pipe sloped at 0.5% is 2.73 cfs, which is greater than the flow rate from the developed site of 1.24 cfs (see Appendix A for calculations). The existing conveyance line will be rerouted onsite. Calculations will be performed to verify backwater performance during the final engineering phase. Because the proposed development is going to incorporate a Level-3 onsite detention vault and the exiting conditions are assumed to be forested, the developed conditions will allow less water to enter the conveyance system than the existing condition. Existing Basin Areas (assuming actual ground cover) Area Impervious Area Till Grass Total Basin Area = 0.32 Acres = 3.19Acres = 3.51 Acres ---Ann-ua: ?eak Flow Rates--------~low F.:'.._ow Rate Ra;1k Time of Peak --Peaks (CFS) (CFS) 0.363 4 2/09/01 2:00 0.826 0. 214 6 1/05/02 16: DO 0.454 0. 4 54 2 2/27/03 7:00 0.375 o.:39 E 8/26/04 2:00 0.363 0.207 7 1/05/05 2:00 0.342 0.37S 3 1/18/06 16: 00 0. 214 0.342 C :1/24/06 3:00 0.207 ~ 0.826 1/09/02 6:00 0 .139 Cornputeci Peaks 0.702 Freq'..1er.cy Rank 1 2 3 4 5 6 7 E Ana2-ysis------- Retl.'..r::1 Prob ?eriod 100.CO 0.990 25.CO 0. 960 10.CO 0.900 5.0C 0.800 3.0C 0. 66"1 2.0C o.sco 1. 30 0.231 1.10 0.091 50.00 C.980 The 25-year flow that is going to be taken out of the system is 0.454 cfs, while the 25- year flow that is going to be discharging into the system from the detention vault is 0.22 cfs. Therefore, we no negative impacts are anticipated due to the reduction if flow. The discharge pipe from the detention vault is being proposed to connect to the conveyance system through an existing CB located on the northern portion of the site. The HGL at this CB during the 25-year storm event is 419.62 (see backwater analysis in Appendix B) and the invert elevation of the pipe discharging from the detention vault is approximately 422.0. This means that during the 25-year storm, as the conveyance system is surcharging, water not will surcharge into the detention vault. J3ME 30 Preliminary Technical Information Report for Altmyer Plat April 28, 2008 SECTION 6: SPECIAL REPORTS AND STUDIES The reports and studies listed below can be found in Appendix C. J3ME Ruddells Drainage Investigation performed by R.W. Beck and Associates in December of 1992. Limited Evaluation and Classification of the Surficial Soils by Associated Earth Sciences, Inc. April 18, 2008. 31 Preliminary Technical Information Report for Altmyer Plat April 28, 2008 SECTION 7: OTHER PERMITS Additional permit requirements will be determined at the final engineering phase. J3ME 32 Preliminary Technical Information Report for Altmyer Plat April 28, 2008 SECTION 8: ESC ANALYSIS AND DESIGN A temporary erosion and sediment control (TESC) plan will be provided with the engineering plans. J3ME 33 Preliminary Technical Information Report for Altmyer Plat April 28, 2008 SECTION 9: BOND QUANTITIES AND FACILITY SUMMARIES Bond Quantities and Facility Summaries will be provided during engineering review. J3ME 34 Preliminary Technical Information Report for Altmyer Plat April 28, 2008 SECTION 10: OPERATIONS AND MAINTENANCE MANUAL An Operations and Maintenance Manual will be provided at the final engineering phase. J3ME 35 APPENDIX A ST 1.0 ST 1.1 0.54" (0.045') ,--~: Incorporated Area ~ River/Lake Major Road 0.47" (0.039') NOTE: Areas east of the easternmost isopluvial should use 0.65 inches unless rainfall data is available for the location of interest 24 The mean annual storm is a conceptual storm found by dividing the annual precipitation by the total number of storm events per year 0.52" (0.043') 0.56" (0.047') LA 1.0 LA 1.2 SNOtlOMISH COUNH 11.ING eourtn .Q • Retention/De::.ent.icn Facility Type of fac_:_lity: ?aci:ity ~ength: Fac_:_li ty 'IV:Cth: ::"acili ty 11.rea: Effective S~orage Depth: Stage O Elevation: Storage Vol ·.1me: Riser Eead: Riser Diameter: Number of ori:':ices: Detention Vault lOO.JC ft 48.50 ft 4850. sq. ft 10.00 ft lOC.00 ft 48'.::-0C. cu. ft 10.00 f: 12.00 inches 3 ?ull lleaci Pipe Ori:':ice # Heigt'.t i ft I 0.00 4.9C 6.9C Dianeter i~n) 0.90 Discharge Diameter 1 2 3 Top Notch ~eir: No~e Outflow Rati~g Curve: ~one ::. . 5S -.._. 3 7 (CFS) (in) 0.069 o.:.47 4.o 0.090 4.C Stage Elevation Stcrage Disc::har9e ( :':t) (ft) (CJ. f~' ' ' (ac-ft) I cfs I 0.00 ::. 0 J. ()'.) 0. 0.000 0.800 0.01 -~00.01 4 9. 0.001 0.002 0.02 100.02 9" '. 0.002 0.003 0. (13 lOJ.03 J 4 6. 0.003 0.004 0. ,J4 100.04 19.::;. 0.004 O.OC4 0.05 100.05 243. 0.006 C.OC:5 8.06 100.06 2 9 ~. 0.007 C.005 0.07 100.07 340. 0.008 O.OC6 0. 27 100.27 1310. 0.030 C. 011 0. !, 7 100.n 2280. 0.052 0.015 '.I. 66 100.66 3201. 0. C73 8.018 0. 8 6 100.86 4:71. 0. 096 8.020 1.06 101. 06 5 :_41. 0.118 0.023 1.25 101. 25 6063. 0.139 0.025 1.,; 5 lC".·15 7033. 0.161 0.026 1.64 lCl. 6£, 7954. 0.183 0.028 1.84 lCl.84 8 924. 0.205 0.03C 2.04 J C2. 04 98 94. 0. 227 0.031 2.23 102.23 10816. 0. 248 0.033 2 L: -~ 102.43 1]786. 0. 2·-,, 1 0.034 2.62 lC2.62 12707. 0.292 0.036 2.82 102.82 : 3 67 7. 0.3~4 0.037 3.02 103.82 :_ 4 64 7. 0. 336 0.038 3.;; l 103.21 :CSS-69. C.3S7 0.039 3.41 103.41 c6539. C.380 0.041 3. 6'.) 103.60 ~7460. C.401 0.042 3.80 183.[lO 1843~J. C.423 0. 043 4.00 104.JO C 94 0 0. C. 4 4 5 0.044 4. 19 104.19 20322. C. 4 67 0.045 4.39 104.39 21292. C.489 0.046 4. :;.g 184.58 222 ~ 3. C.510 0.047 Percolation I cc s I 0.00 0.00 ,J. 0 0 0.00 0.00 o.co o.co a.co 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o.oc c.oc c.oc c.oc c.oc c.oc C.00 0.00 0.00 C.00 0.00 4. 7 8 :'i.04. 78 23183. 0.532 0.048 0. 0 ,J 4.9C '.04.90 23765. 0.546 0.049 0.00 4. 92 104.92 23862. 0.548 0.049 0.00 4.93 104.93 23911. 0.549 0.051 0.00 4.95 :04.95 24008. 0.551 0.053 a.co 4. 96 :04.96 2,;056. 0.552 0.057 o.co 4.98 :04.98 2053. 0.554 0.061 a.co 5.08 :o5.0C 24250. 0.557 0.067 a.co 5.01 "05.01 24299. 0.558 0. C71 C.00 5.03 105.03 24396. 0.560 0. 07 3 0.00 5.05 1.05.05 24493. 0. 5 62 0.874 0.00 5.24 105.24 2504. 0.583 0.088 0. CJ 0 5.44 105.44 26334. 0.606 0.099 0.00 5.63 105.63 27306. 0. 627 C.108 '.J. 0 C 5.83 105.83 28276. C.649 0 .116 D.08 6.CJ 106.03 2 92 4 6. C. 671 0.123 0.00 6.22 106.22 30167. 0.693 0. 130 0.00 6.42 106.42 31137. 0.7]5 0. 13 6 0.00 6.El 186.6: 32C59. 0. 7 36 o.:.42 0.00 6.81 ]06.8: 33829. 0.758 0.:. 4 7 0.00 6.90 106.90 33465. 0. 7 68 0.150 0.00 E.91 106.91 33514. 0. 7 69 0. 151 0.00 E.93 106.93 33611. 0.772 0.152 0.00 E. 94 :06.94 33659. 0. 77 3 0.154 0.00 6. 96 :.06. 96 33756. 0.'175 0.158 0.00 6.97 :oE.97 33805. 0.776 0.161 0.00 6.99 106.99 33902. 0.778 0.166 C.00 7.00 107.00 33950. 0. 779 0. 169 C;. OD 7.01 107.01 33999. C.780 0.170 J. 0 C, r.c3 107.03 34096. 0.783 0.172 0. O'.J 7.22 107.22 35017. 0. 8 04 '.J. 187 0.00 7.42 107.42 35957. 0.226 0.200 0.00 7. 62 1C7.62 369.57. 0.848 0. 211 0.00 7.81 1C7.8: 37879. 0.870 0. 221 0.00 8.0l 188.C: 38 8, 9. 0. 8 92 0.231 0.00 8.70 188.20 3 977 0. 0. 913 0.24C 0.00 8. 4 0 108.40 40740. 0.935 0.248 0.00 8.60 108.60 41710. 0.958 0.2S6 0.00 8.79 108.79 42632. 0. 97 9 0. 2 64 0. co 8.99 108.99 43602. 1.001 0. 2 71 0.00 9.19 109.19 H571. 1. 02 3 0. 278 0.00 9.38 109.38 45493. l.C44 0.285 0.00 9. 58 :09.58 46463. ~. 0 67 0.292 0.00 9.77 ::.09. 7 7 47385. :.C88 0. 2 99 0.00 9.97 2. 09. 97 48355. 1.110 0.305 C.00 10.00 llJ.00 4 8 :..iDO. 1.113 0.306 0.00 10.10 L0.10 48985. 1.125 0.617 0.00 10.20 L0.20 49470. 1.136 1.180 o . o c; 10.30 1:0.30 49955. 1.147 1.920 J.OJ 10. 4 0 110.40 5044C. 1. 1'18 7.710 0.00 lC.50 110.50 50925. 1.169 3.000 0.00 1 0. 60 110.60 51418. 1.180 3.250 0.00 10./0 110.70 51895. 1. 191 3. 4 90 0.00 10.80 110.80 5238:J. 1.202 3.710 0.00 10.90 110. 90 52865. 1.214 3.920 0.00 11.80 lL. CO 53350. 1. 22.S 4. ·: ?O D.00 11.10 11~.10 53835. 1 . 236 4.31C 0.00 11. 20 Ll.28 5 t, 320. l . 24 7 ll. 30 :11.3C 54805. 1. 2 58 L.40 :11.40 5529C. 1. 2 69 11.50 ::_ 11 . 50 55775. :..280 ll.60 :!1.60 S.6268. :. . 292 11. 70 : 11. 7:J S 67 L, 5. :_. 303 ~yd Ic1flow o·.1tflow Peak ':'arget Cale Stage Elev 1. 2 4 C.28 0.26 8.67 103.67 2 0.60 *""***""'* 0.22 7. 77 107.77 3 0.60 *'"'***""* 0.15 6.80 106.80 4 0. "! 3 *****-,.* 0.15 6.76 106.)6 5 0.64 *****"'* 0. l 1 5.63 105.63 6 0.48 *****•* n.cs 4. 4 0 104.40 7 0. '38 ******* 0.07 5.05 105.05 8 0.50 **-.c**** 0.04 2.23 102.83 ---------------------------------- Route :i~1e Series thro~gh Facility Inflow T]me Series File:developed.~sf Outflow :i~e Series File:vauJtou~ Inflow/Outflow A~a~ysis Peak Inflow Jisc~1arge: Peak Outflow Cisc~arge: Peak Reservoir Stage: : . 2 4 CFS 8.259 CFS 8. 67 ft 108.67 Ft at at Peak Reservoir Elev: fea~ Reservoir s~orage: t; 20 54. Cu-Ft 0.965 Flow Frequency Analys~s Time Series File:vaultout.ts~ Project Location:Sea-~ac Ac-Ft 4. 4 90 0.00 4.660 0.00 4. 82 :J 0.00 4.980 0.00 5.140 0.00 5.290 '.). 00 Storage (Cu-Ft) (Ac-F: I 42054. 0. 965 37708. 0.866 32963. 0.757 32 7 8 9. 0.753 27297. 0.627 213 2-7. 0.489 24477. C.562 13734. 0.315 6:00 on Jan 9 i:1 Year 8 12:00 on Jan 9 in Year 8 ---Ann·Jal Peak Flow Rates--------Fl 01,,; F~equer.cy A~alysis------- Flow Rate Ra:-1k Tine of Peak --Peaks --Ra:-1k Retur::1 Prob (CFS) (CFS) ( ft i i?eriod 0.223 2 2/09/01 20: O:J 0.259 8. 67 1 1 :JO. 00 0.990 0.046 7 1/01/02 4:0J 0.223 7.85 2 25.00 0. 960 0. 14 6 4 3/06/03 22:00 0.10 6.80 3 10.00 0.900 0.03'! 8 8/26/04 8: O:J 0.H6 6.77 4 5 .. JO 0.800 0. 074 6 1/08/05 l:OJ 0.108 5.63 5 3. :JO 0.667 0. -. 08 s 1;:9;06 1:00 0.874 5.05 6 2. :JO 0.500 0. ~ 4 7 3 11/24/06 8:00 0. '.J4 6 4. 4 2 7 1. 30 0.231 0. 259 1/09/08 12:00 0. '.:; 37 2.83 8 1 . 10 0. CJ 91 Computed Peaks 0. 247 8.38 50.00 0.980 Flow o~~at~on from Time Series ri:e:vaultoct.tsf Cutoff Cour~t Frequency CCF Exceederce Erobab1:1ty CFS 0.003 31560 :)1.468 5 ~. 4 68 ~8.532 0.125£+0:l (). 009 7 818 12.847 64.315 35.685 0.3c/E+D0 O.Cl6 5355 9.S48 73.863 2 6. :1._37 0.261£+00 O.C:22 5213 8.5:Jl 82.365 :7.635 0.176E+OO 0. C:73 4753 7. 7 51 90.2-16 9.884 0.988£-01 O.C34 2304 3. 7 5 7 93. 8 F3 6.127 0.613£-01 0.041 1611 2. 627 96.SOC 3.50C 0.350E-01 0.047 1412 2.303 98.8C3 1.197 C.120E-01 0.053 357 0.582 99.385 0.615 J.615E-02 0.059 13 0.021 99.4C6 Q.594 0.594E-02 0.066 16 O.C26 99.432 0.568 0.568~-02 0.072 ll O.C18 99.450 0.550 0.550E-C2 0.078 40 O.C65 99.516 0.484 0.484E-C2 0.024 34 0.CS5 99.571 0.429 0.429E-C2 0.C91 32 0.052 9 9. 62 3 0.377 0. 377E-82 C. 'J 97 33 0.054 99. 677 0.323 0.323E-02 C.103 22 0.036 99. 7'.3 0.287 0.287E-02 C.109 31 0.JSl 99.764 0.236 0.236E-02 8. 11 E 24 C.039 99.803 0.197 0.197E-02 J.122 -; La C.03<. 99.837 C.163 0.163E-02 0.128 12 C.020 99.856 C.144 0.H4E-02 0.135 16 0.026 99.883 0. 117 0 .11 7E-02 0. 141 14 0.023 99.9CS 8.095 0.946E-03 0.147 26 0.042 99.948 0.052 C.522E-03 o. :.s3 9 0.015 99. 962 0.038 J.375E-03 o.:Eo 0 0.000 99. 962 0.038 0.375£-03 0. l 6 6 2 0.003 99. %6 0.034 o.34n-o3 0 .172 3 O.C05 9 9. 971 0.029 0.294E-C3 0 .178 1 0.002 99.972 0.028 0. 277E-03 0.185 1 0.002 99.974 0.026 0.261E-03 0. 191 3 0.005 99. 979 0. C21 0. 212E-03 0.197 1 0.002 99.980 0.C2D 0.196E-03 C.203 2 C.OC3 99.984 0.816 0.163E-03 o. no 3 8. oc :5 99.989 C. 011 O.ll4E-03 0.216 2 0.083 99.992 O.OC8 0.815E-04 0.222 4 0.007 99.998 0. 002 C.163E-04 ---------------------------------- Rci__:te T in.e Se:::-ies -.::hr01..:.gh Fa:::ility In:"low Time Ser:..es File:developed.tsf Out:low Time Ser :..es F.i.:._e:vaultout Inflow/Outflow Analysis Peak Tntlow Discharge: Peak Outf~ow Discharge: Peak Reservoir Stage: ?eak Reservoi~ E:ev: Peak Rese~voir Storage: 1. 24 0.259 8.67 :08.67 420:°J4. C?S at 6:00 on Gan c~s at 12:00 0~ c:;c;. n rt Ft Cu-~t C.965 Ac.-Ft Flow Freq~ency Analys~s Tine Series Fi~e:vaL:tout.ts: Project Location:Sea-Tac ---P..nnua ~ Peak f'low Ra:::es--- Flow Ra t.e Rank Time o: Peak (CFS) 0.223 2 2/09/01 2J:OJ 0.046 7 1/07 /02 ·1: 00 o.:46 4 3/06/03 n:OO 0.037 8 8/26/04 8:00 0.0"/4 6 1/08/05 1:00 O.IOS C 1/19/0E 1:00 " -----Flow· Frequency --Peaks --?ank (CFS) I ft I C.259 8. 67 1 C.223 7.35 2 C. 14 7 6.80 ] 0. 14 6 6. 77 4 0. 108 5.63 5 0.074 S.05 6 9 ir Year E 9 ir. Year 2 Analysjs------- Ret1Jrn P:::ob Period 100.00 C. 990 25.00 C. 960 10.00 C.9CO 5.00 C. 3 CJO 3.00 0.667 2.00 J.SQC 0.147 3 11/24/06 8:00 C.259 1/09/08 l2:00 Corr.puted Peaks 0.046 0.037 0.247 4. 4 2 2.83 8.38 Flow Duration from Time Ser~es File:va~ltout.ts~ 7 2 1.30 1.10 50.00 Cutoff Cou~t Freque~cy CDF Exceedence Probab~lity CFS t % 1_ 0.003 3:-._5 60 5 l. 4 68 51. 4 68 48.532 0.009 7878 12.847 64. 315 35.685 ".J. o:6 5855 9.548 73.263 26.137 0.022 5213 8.5Cl 82.365 17.635 0.028 4753 7.751 90.~16 9.884 0.034 2304 3.757 93.873 E.~27 0. 041 1611 2.627 96. 500 3 • .SOC 0.047 1.:; 12 2.303 98.803 1.197 0.053 357 O.c82 99.385 0.615 0.059 13 0. 021 99.406 0.594 O.C66 J 6 0.026 99.432 0. 5 68 0.072 11 0.018 99.450 0.550 0.878 40 0.065 99.516 0.484 0.084 34 0.055 99.571 0.429 C.CJ91 32 0.052 99.623 0. 377 0.097 33 0.054 99.677 0.323 0.1C3 22 O.C36 99.713 0.287 J.1C9 31 0.051 99.764 C.236 0. 116 24 0.039 99.203 C.197 0.122 2~ 0.034 99.837 0.163 0. :_22 12 0.020 99.856 0. :C 4 4 0. -:._35 16 0.026 99.883 0. :Cl7 0.141 14 C.023 99.905 0.095 0. :l. 4 7 26 C.042 99.948 0.052 0.1.53 9 J.015 99.962 0.038 0.160 0 0.000 9 9. 962 0.038 0.166 2 0.003 99.966 O.C34 0.172 3 0.005 99.971 0.029 0.178 1 0.002 9 9. 972 0.028 0.185 1 0.002 99.974 0.026 0.191 3 0.005 99.979 0. 021 0. l 97 1 0.002 99.980 0.020 0.203 2 0.003 99.984 0. 0 i_ 6 0. 210 3 0.005 99.989 O.JE 0. 2:. 6 2 0.003 99.992 0.008 C. 222 4 O.C07 99.998 C.OC2 Rouce Ti~e Series through Facilily :nflow T~me Series File:deve1oped.tsf Cutf:ow T~me Se~ies File:vaultout Inflow/O~tflow A~alys~s Peak :nflow D~sc~arge: Peak O~~flow D~scharge: ?eak Rese~voir S~age: Peak Reservoir Elev: Peak Reservoir Storage: 1. 24 0.259 8. 67 ~08.67 42054. C. 965 CFS at CFS at Ft Ft Cu-Ft Ac-Ft 0.425E•OO 0.357E+OC 0.261E+OC 0.176E+OO 0.988E-Ol 0.613S-01 0.350£-01 0.120E-01 O.El5E-02 0.594E-02 C.568E-02 0.SSOE-02 0.48E-C2 0.429E-C2 0. 377E-82 0.323E-02 0.287E-02 0.236E-02 0. 197E-02 0.163E-02 0.144E-02 0.117E-02 0.946E-03 0.522E-03 0.375E-03 0.375E-03 C.342~-03 0.29,;~-03 0.277E:-03 0. 261:::-CJ C.212~-CJ '.J. J 96S-C3 J.163E-03 O.ll4E-03 0. BlSE-04 0.~63E-04 6:00 or. ,Jan 9 in 17:CO or. Jan 9 in 0. 231 0.09l 0.980 Year 8 Year 8 ?_ow Frequency Ana~ysis T~me Series File:vaultou~.ts£ P~o~ect Locatio~:Sea-Tac ---Annual Peak F2-ow Rates--------Flow· Frequency Analysis------- Flo 11,' ~ate Rank Time of ?eak --Peaks --Rank Re~i..:rn (C?S) (CFS) I ft I Period 0.223 2 2/C9/0l 20:00 8.259 8.E7 1 100.00 0. Ct; 6 7 1/07/02 4: CJO 0.223 7.85 2 25.CO 0 .14 E 4 3/D6/83 22:00 0. 14 7 6.80 3 10.00 C.837 8 8/26/04 8:00 0.146 6. 77 4 5. 00 0.074 6 1/08/05 1:00 0.108 5. 63 5 3.00 C. J 08 5 1/19/06 l:OC 0.074 5.05 6 2.80 0. 14 7 3 11/24/06 8:08 0.046 4. c2 7 1. 30 0.259 1 1/09/08 12:00 0.037 2.83 8 1. 1 C Conputed Peaks 0.247 8.38 50.0C Flow D~ration from Time Series File:vaultout.tsf Cutoff Count Frequen~y CDF Exceedence Probability CFS i % % 0.003 0.009 0.016 O.C22 0.028 0.034 0. 841 C.047 C.053 8. OS 9 8. CJ 66 0. 072 0.078 o. os,; 0. D9: 0.097 0.:03 o.~89 0 .116 0. :22 o. :2s o.:3.s 0.141 0. 14 7 0.153 0.16C 0. 166 0. 172 0 .178 0.125 0.191 0.197 C.203 c.2:0 C. 2 '-E C.222 31560 7878 S8 :is 52: 3 4753 2304 161: .. :412 357 13 16 11 40 34 32 33 22 31 24 21 12 16 C 4 26 9 0 2 3 3 2 3 2 4 51. 4 68 12.847 9.548 8.5Cl 7.751 3.757 2.627 2.303 0.582 0.021 0.026 0. Old O. C65 o.css O.C52 O.C54 0.836 0. 85 l 0.039 0.034 0.020 0.026 0.023 C.042 C.015 0.000 :J. OJ3 J.085 0.082 0. 002 0.005 0.002 0.003 0.005 0.003 0.007 Di..:ration Compo.risen Anaylsis 51. 4 68 64.315 73.863 82.365 90. L6 93.873 96. 500 98.803 99.385 99.4C6 99.432 99.450 99.516 99.571 99.623 99.677 99. 713 99. 764 99.803 99.837 99.856 99.883 99.905 99.948 99. 962 99.962 99. 966 99.971 99.972 99.914 99.979 99.980 99.98c 99.989 99.992 99.998 48.532 35.685 26.137 l).635 9.884 6.127 3.500 l. 197 0.615 0.594 0.568 0.550 0.484 0.429 0. 377 C.323 8. 287 C.236 8. 197 0. 163 0.144 0 .117 0.095 0. 0.52 0.038 0.038 0. 034 0.029 0.028 0.026 0. 021 0.02C 0.016 0. 011 0.008 0.002 C.485E+OO 0.357E+OO 0. 26:E+OO 0.176E+CO 0. 988~-Cl 0.613E-8: 0. 350E-CJ:;_ 0.128E-01 0.6:SE-02 0.594E-02 0.568E-02 0.550E-02 0.484!:-02 0.429E-D2 0.377E-02 0.323E-02 C.287E-02 C.236E-02 0.197E-02 C.163E-02 0. lHE-02 0.117E-02 0.946E-03 J.:)22E-C3 0.375~-C3 0.37SG-C3 0.342E-CJ 0.294E-03 0.277E-JJ 0.261E-03 0.212£-03 0.196E-03 0.163E-03 0.L4E-03 o.8:ss-04 0.163E-04 Prob 0.990 0. 960 0.9CO a.sea 0.667 0.500 0.231 C. 091 C.980 Ease File: predeveloped.ts~ New File: va'Jltout.tsf Cutoff Units: C~scharge in CFS -----Fraction of Time--------------Check of Tolerance------- C\..1toff 3ase Ne·,-1 '6Ctan9e ?robabil~ty Base 0.050 0.90E-02 o. 6rn-02 -28.4 0.90£-02 0.050 ,J. 063 0. 62E-02 O.SSE-02 -6.9 0.62£-02 0.063 0. 07 6 0.4E-02 O.SOF.-02 5.l 0.,8E-02 0. 07 6 0. 08 9 0.36E-02 0.39E-02 7.6 ! 0.36£-02 0. JS 9 0.103 0.2BE-02 0.29E-02 2.3 0.28E-02 0.103 0 .116 o. 2n-02 0.20E-02 -9. 7 0.22E-02 0. 116 0. 12 9 0.lS~-02 0. HE-02 -:";. 6 O.~SE-02 Cl. 12 9 0.142 0. 98:::'.-03 0. 8'.::,E-03 -13.3 0.98E-03 0.142 0.156 0.60E-03 0.38E-03 -37.8 0.60E-03 0.156 0.169 0.34E-03 O.J,;E-03 0.0 0.JcE-03 0.169 0.182 0.2::.:::-C3 0.26E-03 23.1 0.2lE-03 0.182 0.195 0.16E-03 0.2~E-03 30.0 0.16E-03 0.195 0.209 0.82E-Cc 0.13S-03 60.0 0.82E-04 0.209 Maximum positive excurs~o~ = 0.015 cfs 8.0i) cccurring at 0.185 cfs en the Base Da7a:predevelcped.ts~ and at 0.20J c~s en the New ~ata:va~ltout.tsf ~ax~mum negative excurs~on = 0.011 cfs (-JS.3i) occurring at 0.060 cfs cr1 the Base Da~a:predevelcped.tsf a~d at 0.049 cfs on tje New Data:va~ltout.~sf New ~,Change 0.048 -3. 7 0.052 -16.6 0.079 3.3 0. 092 3.2 0. l 04 1. 4 0.112 -3.6 0.128 -1. 0 0.139 -2. 0 0.146 -6.3 0.169 0.2 0.195 7. 3 0.2C4 t;. 7 C.216 3. 8 :;; Pulffd ~ flow Frequency -KCRTS ~!IJ iii u. ',!_ ~ ['> m ~ u ~ B ir,·' H 1J J 1 • • RctumF'cric,j 5 10 1J 'J() l(_(l ---~-----~------~--~- • • • 00 70 90 95 :: Paused -Ouro1tton Anillysls • KCRTS ~ • "+---------·~----------------- 0 • • • • • • • .. • ,.,.,,,_ --------------.___._-.,----------------.• 0 ~+--------------- ~+-------------- 0 or; ~ • • • • • • • • • . • • • o+--------------------------------- 0 0 0 o --;-<:·----, --1--r~.-~,~~--~---~~~T .. -,--~~~~~~--~~~~~~1-e·- ·,o 1::i ·• ,r, 10 1(1 Probability Exceedence • ',(J ~ 1(11(r:,7 ~ ---------------·------·------------- .,J ' J,.,, ·- "";·' I ,--:BPrrP!..& I ;, i ;-l'Lf\lJ I(. I Sv?r"l~ • W /'<LJ-- " --cc.·ac_J /~ ' . IY, , ' N ,II ________ _L_ RcQ'v vr:,Lc--> 5"S:= e-..(:::t Io, 33 r c..c. .:I:. ---. ---I -·-·-------.J ---... _ }-toL1...o<...J -u:,rz.e-"t"'uµt._ l "~ Existing Conditions (Conveyance) Area ? Till Forest 0.00 acres Till Pasture 0.00 8crC·s Till Grass 3.19 acres Outwash Forest a.on acres Outwash Pasture 0.00 acres Outwash Grass 0.00 acres Wetland 0.00 acres Impervious 0.32 acres Total 3.51 acres Scale Fador: 1.00 Hourly Reduced Time Series: rje-x~is~ti-ng-.~T~SF~-------~j » j Compute Time Series Modify User Input ----~--~--~··------ File for computed Time Series [.TSFJ Flow Frequency Analysis Time Series File:existing.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--------Flow Frequency Analysis------- Flow Rate Rank Time of Peak --Peaks Rank Return Prob (CFS) (CFS) Period 0. 3 63 4 2/09/01 2:00 0.826 1 100.00 0.990 0. 214 6 1/05/02 16:00 0.454 2 25.00 0. 960 0.454 2 2/27/03 7:00 0.375 3 10.00 0.900 0.139 8 8/26/04 2:00 0.363 4 5.00 0.800 0.207 7 1/05/05 8:00 0.342 5 3.00 0.667 0.375 3 1/18/06 16: 00 0.214 6 2.00 0.500 0.342 5 11/24/06 3:00 0.207 7 1. 30 0.231 0. 82 6 1 1/09/08 6:00 0.139 8 1.10 0.091 Computed Peaks 0.702 50.00 0.980 Pipe _-Q·(cfs)P"~oo~utiu~i -~ --) _--~--' . _-_'. _·--~---- ~-n ____ O 0121 O 012_ _ -i--t :]-__ ____ -·---=-~ :~~-_ ~ ~~' --~ ~g:_ ---=~-1 _()_r~ inches --~-=----J=-=. - ~~-0.005 o oo_1 _~-~ -/--r _ _ : t=--~-_-_ __ _ __ ----r-i ... -----···-------- _____ , ~~ iR (ftl -~o 2so;__ _ _ __ if::i::::= ___ _j_'S '-~~ J ------. -----; ----- D Q~!~C~~ :~: :1-0 9382 --· ~ - -' --0 ~v. ma~@f·y···t~.-.... o.s_1_2,sr-.-=---=-- =--L= ,--t=--= =·=--1-~f=--1== I-~ Jo~S1~clair Plat I Description: C:°orweyance Cale __ J __ J, _ __ B ' I Date: i I Page 1 APPENDIX B F~ow Frequency Analysis Tirr.e Series File:ex-5.ts~ ?~oject Location:Sea-T~c ---P.nnc.al Peak Flow Kates--- Flow Rate Kar.k Tirr.e of (C::"S) 4.99 4 2/09/01 3.51 7 1/05/02 5.56 2 2/27/03 3.33 8 8/26/04 S.01 6 lCJ/28/04 5.09 3 1/18/06 4. 84 5 11/2·1/06 9.68 1 1/09/08 Computeci Peaks SI-/. D T .. +<-( B" ,.; "" -13. .;;-"< ~ -.::i ts [?~ <-vi ovs. :: •-/7 · 1q 'i "'-c__ >..llr :ri,..,,p =-25'.T7 c..c..... Pea:, 2:00 16:0C 7:0C 2:0C 16:0C 16:0C 3:0C 6:00 -----Flov, F~equency Analysis------- --Peaks Rank RetJrn Prob (CFS) Period 9.68 lOC.00 0.990 5.S6 2 25.00 0. 96C 5.09 3 10.00 0.90C 4.99 ,; 5.0C 0.800 4. 84 0 3.0C 0. 667 4. CJ. 6 2.0C 0.508 3.51 7 1. 3C 0.231 3.33 8 1.10 0.091 8.3~ 50.00 0. 98 0 A>Svw>.p,no.<S ·~ I.) A S':»-1¥},...-€_ \ / 2... 1, 1 \ <$ \ / 2-6 v-1-w o-'<> \......_ ..\-o .Po.--s:.,,~ \ +ff>€ 2). A-S~\MC '?fr',.1"v~E fon_ A'-'-l -pe..-v10<.1.S. No'i :Z:'D£NTI Fl R-.8l£.. /H;; For< ff ~) Tu Acc_ow..._-r .R,,--EFfSCl'y.1£/ ,ucT eff&c--nvE T.""-?E'li?VIOv~ flrs:;.u ~ I/'-f'l\-'i.Tvu.E-( 11-z. 1111 4 '/<-c,v.\-w<-""'-} p-<..r ... .,.,..,,.,.~ ...... ~ l T, l I +:oe£sT 6...;\ wo.s;,.1,.._ Fo,,;,5! Ti\\ Pil'i.1ve.E-2S-:"/<>.c D cr\',....,o.,>K r'A5.Tvl2f -Z ~ ~ "i " <-- 12. ci~c.. Flew Frcq~ency Analysis Tlme Series F~le:po~dao~:5.ts£ ?ro~ect Locat~on:Sea-Tac ---A:-inual Peak ~lCv,,' ~ates--- Flow Rate Rank Time of Peak {CFS} 4.13 5 2/89/01 5:00 2. 91 7 1/05/02 17:CO 4. ~ 5 4 2/27/03 9:CO 2. 63 8 8/26/04 3:00 3.35 6 10/28/04 18:0C 1. 28 2 1/18/06 17: oc 4. 2 :_ 3 11/24/06 5:00 6.89 1 1/09/08 ~0:00 Computed ?e&i<.S ~ S". b I l -----Flow Freq~ency Ana-1-ysis------- --Peaks --Rank Return Prob (CFS) ( f:: i Perioci 6.89 S.7~ 1 100.CO 0.990 4 .28 2 . 2.; 2 25.80 0.96J 4. 2: 2.16 3 10.00 0.90J 4. 15 2.09 4 5.JO 0.800 4. 13 2.06 5 3.00 0. 6 67 3.35 1. 4 0 6 2.00 0.500 2.91 1. 02 7 1.30 0.231 2.63 J. 91 8 1.10 0.09~ 6.02 4.38 50.00 0.980 Catch Basin Flow Rates (From Pond A to Pond B) CB 15 -First CB out of Pond A ?low Frequency A~alysis Time Series File:ex-5.tsf Project Lccatio::1:Sea-Tac ---Prnnual ?eak Flow Ra::es--- Flow Rate Rank Time of Peak (CFS) 4.99 4 2/09/01 2:00 3.51 7 1/05/02 16;()0S :::, .. s 6 2 2/27/03 7:00 3.33 8 8/26/04 2:00 c. C 1 6 J0/23/04 16: 00 5.09 3 l /18/06 16: 00 4.84 C lc/24/06 3:00 9.68 1 '-/09/CB 6:00 Computed Peaks F:ow Frequency Analysis Time Series File:cb-:O.ts~ Projec:: ~ocation:Sea-~ac ---An::1.ual PeaK Flov; Rates--- Flow Ra-:e ~ank Time cf Peak i CFS I ::. . 38 6 21,J9/01 12:30 1.04 8 1/05/02 15:00 3. 110 2 12/08/02 17:15 ".C7 7 8/23/04 14: 30 : . 5 6 J 10/28/04 16:CO :.64 4 10/27 /C,5 10: 4 5 1. 8 4 3 10/25/06 22:4:i 4. 7 8 1 l/C9/C8 6:30 Computed ?eaks ?:ow ?requency Analysis Ti~e Series File:cb-8.tsf Project ~ocation:Sea-?ac ---Anne.al Pea:-:: Flow Fa.tes--- flo1d Rate Rc:l n :-::: Ti::-:1e of Pe:ak (CFS) 0.893 6 2/09/01 12: 30 0.668 8 1/05/02 15:00 -----Flow Frequency Analysis------- --Peaks Rank Return ?~ob (CFS) Period 9.68 1 100.00 5.56 2 25.00 S. C9 3 10.00 4.99 4 5.00 c. 84 5 3.00 4. Jl 6 2. 00 3.51 7 1. 30 3.33 8 1.10 8.31 50.00 8.990 O'. 9&0 0.900 0.800 0.667 o.soo 0.231 0.091 0.980 -----Flow Frequency Analysis------- --Peaks Rank Return Prob (CFS) 4. 78 1 3.40 2 1. 84 3 1. E4 4 l . 56 5 1. 38 6 1.07 7 1.04 8 4.32 Period lC0.00 25.lJQ .. 10.00 s.co 3.CO 2.00 1.30 l. lC 50.0C 0.990 0,960 0.900 0.800 0.667 o.soc ll.231 0. 091 0.980 -----Flow Frequency Ana_ysis------- --Peaks Rank Re~urn ?re~ ,: ::rs) 3.08 2.19 1 2 Perice 100.00 25.00 0.990 0.960 2.19 2 :2/0S/02 l 7: ::_ 5 0.691 7 3/23/D4 "4: 30 :.01 5 10/28/04 :6:00 ::_. 05 4 10/27/05 ::_ '.J: 4 5 2.. 12 3 10/25/06 22: 4 5 3.08 1 1/09/08 6:30 Compc:ted ?eaks Flow Freg~ency Analysis Time Series File:cb-5.tsf ?roject ~ocat~on:Sea-Tac ---.Z:....nm.:al Peak Flow Rates--- Flow ?ate Rank Time o: Pea:-:: (CtS:1 1.57 6 8 /27 /01 18:00 L.i3 8. 1/05/02 15:00 3.50 2 12/08/02 . 7: 15 :._. 27 7 8/23/04 14:30 :.75 5 10/28/04 16:00 " . 85 4 :0/27/05 10:.15 2.15 3 10/25/06 7.2: 4 5 4.79 l 1/09/08 6:30 Computed Peaks 1. l B 3 :o.oo 0.90C 1. 05 4 5.00 0.800 l.Jl 5 3.00 0.667 0.893 6 2.00 O.S80 0.691 7 1. 30 0.231 0.668 8 1. 10 0.091 2.78 50.00 0.980 -----Flow Frequency A~alysis------- --Peaks Rank Return Prob (CFS) Pe2::'iod 4.79 :oo.oo 3. 5°0 2 25.,00 2.15 3 10.00 1. 85 4 5.00 1. 75 5 3.00 1. 57 6 2.00 1. 27 7 1. 30 1.13 B 1. j_,J 4.36 50.00 0.990 0.960 C.900 0.800 0.6(7 0.500 0.231 0. 091 0.98C All analysis uses 15-minute time steps, except flow leaving Pond A Runoff analysis uses till pasture as pervious surface 25-year cumulative flows 5"56 3. 40 2.19 3.50 - ? ;": Total. = 14. 65 Backwater Analysis (From Pond 'A' to Pond 'B') BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:conveyance.bwp Surcharge condition at intermediate junctions Tailwater Elevation:414. feet Discharge Range:6.36 to 33.42 Step of 0.5 [cfs] Overflow Elevation:423. feet Weir:NONE Upstrean Velocity:1. feet/sec PIPE NO. 1: 56 LF -30"CP @ OVERFLOW-EL: 416.50 9.07% BEND: OUTLET: 404.66 INLET: 409.74 INTYP: 2 JUNC NO. 1: 5 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.00 Q (CFS) HW (FT) HW ELEV. * N-FAC DC ON TW DO DE HWO HWI ******************************************************************************* 6.36 6.86 7.36 7.86 8.36 8.86 9. 36 9.86 10.36 10.86 11. 36 11. 86 12.36 12. 86 13. 36 13. 86 14.36 14.86 15.36 15.86 16.36 16.86 17.36 17.86 18.36 18.86 19.36 19.86 20.36 20.86 21. 36 21. 86 22.36 22.86 23.36 23.86 24.36 4.29 4.29 4.29 4.30 4.30 4.31 4.32 4.32 4.33 4.33 4.34 4.35 4.36 4.36 4.37 4.38 4.39 4.40 4.41 4. 42 4.43 4.44 4.45 4. 4 6 4.47 4.48 4.50 4.51 4.52 4.53 4.55 4.56 4.57 4.59 4.60 4.62 4. 63 414.03 414.03 414.03 414.04 414.04 414.05 414.06 414.06 414.07 414.07 414.08 414.09 414.10 414.10 414.11 414.12 414.13 414.14 414.15 414.16 414.17 414.18 414.19 414.20 414.21 414.22 414.24 414.25 414.26 414.27 414.29 414.30 414.31 414.33 414.34 414.36 414.37 * 0.012 * 0.012 * 0.012 * 0.012 * 0.012 * 0.012 * 0.012 * 0.012 * 0.012 * 0.012 * 0. 012 * 0.012 * 0.012 * 0.012 * 0.012 * 0.012 * 0.012 * 0.012 * 0.012 * 0.012 * 0.012 * 0.012 * 0.012 * 0.012 * 0.012 * 0.012 * 0.012 * 0.012 * 0.012 * 0.012 * 0.012 * 0.012 * 0.012 * 0.012 * 0.012 * 0.012 * 0.012 0.84 0.87 0.91 0.94 0.97 1. 00 1. 03 1. 05 1. 08 1.11 1.13 1.16 1.19 1. 21 1.23 l. 26 1. 28 1. 30 1. 33 1. 35 1.37 1.39 1. 42 1. 44 1. 46 1. 48 1. 50 1. 52 1. 54 1. 56 1. 58 1. 60 1. 61 1.63 1.65 1.67 1. 69 0.38 0.39 0.40 0.42 0.43 0.44 0.45 0.46 0. 48 0.49 0.50 0.51 0.52 0.53 0.54 0.55 0.56 0.57 0.58 0.59 0.60 0.60 0.61 0.62 0. 63 0. 64 0.65 0.66 0.66 0.67 0.68 0.69 0.70 0.70 C. 71 0. 72 0.73 9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34 9. 3,; 9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34 4.28 4.27 4.28 4. 28 4. 2 8 4.28 4.28 4.29 4.29 4.29 4.30 4.30 4.30 4.31 4.31 4.31 4.32 4.32 4.33 4.33 4.34 4.34 4.35 4.35 4.36 4.36 4.37 4.37 4.38 4.38 4.39 4.40 4.40 4.41 4.41 4.42 4.43 4.29 4.29 4.29 4.30 4.30 4.31 4.32 4.32 4.33 4.33 4.34 4.35 4.36 4.36 4.37 4.38 4.39 4.40 4.41 4.42 4.43 4.44 4.45 4.46 4.47 4.48 4.50 4.51 4.52 4.53 4.55 4.56 4. 57 4.59 4.60 4. 62 4.63 1. 01 1. 06 1.10 1.15 1.19 1. 23 1. 26 1. 30 1. 34 1.38 1. 41 1. 44 1. 48 1. 51 1. 54 1. 58 1. 61 1.64 1. 67 1. 70 1. 73 1.75 1. 78 1. 81 1. 84 1. 86 1. 89 1. 92 1. 94 1. 97 l. 99 2. 02 2.04 2.07 2.09 2.12 2.14 24.86 4. 65 414.39 * 0.012 1. 70 0.73 9.34 9.34 4.44 4.65 2.16 25.36 4. 66 414.40 ' 0.012 1. 72 0.74 9.34 9.34 4.44 4.66 2.19 25.86 4. 68 414.42 * 0. 0'-2 1. 74 0.75 9.34 9.34 4.45 4.68 2 .21 26.36 4.70 414.44 ' 0.012 1. 76 0.76 9.34 9.34 4.46 4.70 2.23 26. 86 4.71 414.45 ' 0.012 1. 77 0.76 9.34 9.34 4.46 4. 71 2.25 27. 36 4.73 414.47 * 0.012 1. 79 0.77 9.34 9.34 4.47 4.73 2.30 27. 86 4.75 414.49 * 0.012 1. 81 0.78 9.34 9.34 4.48 4.75 2.32 28.36 4.77 414.51 * 0.012 1. 82 0.79 9.34 9.34 4.49 4. 77 2.35 28.86 4.78 ·414.52 * 0.012 1. 84 0.79 9.34 9.34 4.50 4.78 2.37 29. 36 4.80 414.54 * 0.012 1. 85 0.80 9.34 9.34 4.50 4.80 2.40 29.86 4.82 414.56 * 0.012 1. 87 0.81 9.34 9.34 4.51 4.82 2.42 30.36 4.84 414.58 * 0.012 1. 88 0.81 9.34 9.34 4.52 4.84 2.45 30.86 4.86 414.60 * 0.012 1. 90 0.82 9.34 9.34 4.53 4.86 2.47 31.36 4.88 414.62 * 0.012 1. 91 0.83 9.34 9.34 4.54 4.88 2.55 31. 86 4.90 414.64 * 0.012 1.93 0.84 9.34 9.34 4.55 4.90 2.58 32.36 4.92 414.66 * 0.012 1. 94 0.84 9.34 9.34 4.56 4.92 2.61 32.86 4.94 414 . 68 * 0.012 1. 96 0.85 9.34 9.34 4.57 4.94 2.64 33.36 4. 96 414.70 * 0.012 1. 97 0.86 9.34 9.34 4.58 4. 96 2. 67 33.86 4.98 414.72 * 0.012 1. 98 0.86 9.34 9.34 4.59 4.98 2.70 PIPE NO. 2: 126 LF -30"CP @ 0. 67 % OUTLET: 409.74 INLET: 410.59 INTYP: 2 JUNC NO. 2: OVERFLOW-EL: 417.50 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.00 Q (CFS) HW (FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 6.36 3.48 414.07 * 0.012 0.84 0.71 4.29 4.29 3.47 3.48 1.12 6. 86 3.49 414.08 * 0.012 0.87 0.74 4.29 4.29 3.47 3.49 1.16 7.36 3.50 414.09 * 0.012 0.91 0.77 4.29 4.29 3.48 3.50 1. 21 7.86 3.51 414.10 * 0.012 0.94 0.79 4.30 4.30 3.49 3.51 1.25 8.36 3.52 414.11 * 0.012 0.97 0.82 4.30 4.30 3.50 3.52 1. 29 8.86 3.54 414.13 * 0.012 1. 00 0.84 4.31 4.31 3.51 3.54 1. 33 9.36 3.55 414.14 * 0.012 1. 03 0.87 4.32 4. 32 3.52 3.55 1. 37 9.86 3.57 414.16 * 0.012 1. 05 0.89 4.32 4.32 3.53 3.57 1. 41 10.36 3.58 414.17 * 0.012 1. 08 0. 92 4.33 4.33 3.55 3.58 1. 44 10.86 3.60 414.19 * 0.012 1.11 0.94 4.33 4.33 3.56 3.60 1. 48 11. 36 3.62 414.21 * 0.012 1.13 0.96 4.34 4.34 3.57 3.62 1. 51 11. 86 3.64 414.23 * 0.012 1.16 0.99 4.35 4.35 3.59 3. 64 1. 55 12.36 3.65 414.24 * 0.012 1.19 1. 01 4.36 4.36 3.60 3.65 1. 58 12.86 3.68 414.27 * 0.012 1.21 1. 03 4.36 4.36 3.62 3.68 1. 61 13. 36 3.70 414.29 * 0.012 1. 23 1. 05 4.37 4.37 3.64 3.70 1. 65 13.86 3. 72 414.31 * 0.012 1. 26 1. 07 4.38 4.38 3.65 3. 72 1. 68 14.36 3.74 414.33 * 0.012 1. 28 1. 09 4.39 4.39 3.67 3. 74 1. 71 14.86 3. 76 414.35 * 0.012 1. 30 1.12 4.40 4.40 3.69 3.76 1. 74 15.36 3.79 414.38 * 0.012 1. 33 1. 14 4.41 4.41 3. 71 3.79 1. 77 15.86 3.81 414.40 * 0.012 1. 35 1.16 4.42 4.42 3.73 3.81 1. 80 16.36 3.84 414.43 * 0.012 1.37 1.18 4.43 4.43 3.75 3.84 1. 83 16.86 3.87 414.46 * 0.012 1. 39 1. 20 4.44 4.44 3. 77 3.87 1. 86 17 .36 3.89 414.48 * 0.012 1. 42 1. 22 4.45 4.45 3.79 3.89 1. 88 17.86 3.92 414.51 * 0.012 1. 44 1. 24 4.46 4.46 3.81 3.92 1. 91 18.36 3.95 414.54 * 0.012 1. 46 1. 26 4.47 4.47 3.84 3.95 1. 94 18.86 3.98 414.57 * 0.012 1.48 1.28 4.48 4.48 3. 86 3.98 1. 97 19.36 4.01 414.60 * 0.012 1.50 1. 30 4.50 4.50 3.88 4.01 1. 99 19.86 4.04 414.63 * 0.012 1.52 1.32 4.51 4.51 3.91 4.04 2.02 20.36 4.07 414.66 * 0.012 1. 54 1. 34 4.52 4. 52 3.94 4.C7 2.04 20.86 4.11 414.70 * 0.012 1. 56 1. 36 4.53 4.53 3. 96 4 .11 2.07 21.36 4.14 414.73 * 0.012 1. 58 1. 38 4.55 ~.55 3.99 4.14 2.09 21. 86 4.18 414.77 * 0.012 1. 60 1. 40 4.56 4.56 4.02 4.18 2 .12 22.36 4.21 414.80 * 0.012 1. 61 1. 42 4.57 4.57 4.04 4.21 2. :i 4 22.86 4.25 414.84 * 0.012 1. 63 1. 44 4.59 4.59 4.07 4.25 2.17 23.36 4.28 414.87 * 0.012 1. 65 1. 46 4. 60 4. 60 4.10 4.28 2.19 23.86 4.32 414.91 * 0.012 1. 67 1. 48 4. 62 4. 62 4 .13 4.32 2.21 24.36 4.36 414.95 * 0.012 1. 69 1. 50 4. 63 4. 63 4.16 4.36 2.24 24.86 4.40 4:4.99 * 0.012 1. 70 1. 52 4. 65 4. 65 4.19 4.40 2.26 25.36 4.44 415.03 * 0.012 1. 72 1. 54 4.66 4.66 4.22 4.44 2.28 25.86 4.48 415·. 07 * 0.012 1. 74 1. 56 4. 68 4.68 4. 26 ·4. 4 8 2.31 26.36 4.52 415.11 . 0.012 1. 7 6 1. 58 4.70 4.70 4.29 4.52 2.33 26.86 4.57 415.16 . 0.012 1. 77 1. 60 4.71 4.71 4. 32 4.57 2.35 27. 36 4.61 415.20 * 0.012 1. 79 1. 62 4.73 4.73 4.36 4.61 2.40 27. 86 4.65 415.24 * 0.012 1. 81 1. 64 4.75 4.75 4.39 4.65 2.42 28.36 4.70 415.29 * 0.012 1. 82 1. 66 4. 77 4. 77 4.43 4.70 2.44 28.86 4.74 415.33 * 0.012 1. 84 1. 68 4.78 4.78 4.47 4.74 2.47 29.36 4.79 415.38 * 0.012 1. 85 1. 70 4.80 4.80 4.50 4.79 2.49 29.86 4.84 415.43 * 0.012 1. 87 1. 72 4.82 4. 82 4.54 4.84 2.52 30. 36 4.89 415.48 * 0.012 1. 88 1. 75 4.84 4.84 4.58 4.89 2.54 30.86 4.94 415.53 * 0.012 1. 90 1. 77 4.86 4.86 4. 62 4.94 2.57 31. 36 4.99 415.58 * 0.012 1. 91 1. 79 4.88 4.88 4.66 4.99 2. 64 31. 86 5.04 415.63 * 0.012 1. 93 1. 81 4.90 4.90 4.70 5.04 2. 67 32.36 5.09 415.68 * 0.012 1. 94 1. 84 4.92 4.92 4.74 5.09 2.70 32.86 5.14 415.73 * 0.012 1. 96 1. 86 4.94 4. 94 4.78 5 .14 2.73 33.36 5.19 415.78 * 0.012 1. 97 1. 88 4. 96 4. 96 4.82 5.19 2. 7 6 33.86 5.25 415.84 * 0.012 1. 98 1. 91 4.98 4.98 4.86 5.25 2.79 PIPE NO. 3: 27 LF -30"CP @ -0.51% OUTLET: 410.59 INLET: 410.45 INTYP: 2 JUNC NO. 3: OVERFLOW-EL: 417.50 BEND: 5 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.08 Q (CFS) HW (FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ************************************************************************~****** 6.36 3.65 414.10 * 0.012 0.84 0.00 3.48 3.48 3.63 3.65 1.14 6.86 3.65 414.10 * 0.012 0.87 0.00 3.49 3.49 3.63 3.65 1.19 7.36 3. 67 414.12 * 0.012 0.91 0.00 3.50 3.50 3.64 3.67 1. 23 7.86 3.69 414.14 * 0.012 0.94 0.00 3.51 3.51 3.66 3.69 1. 27 8.36 3.70 414.15 * 0.012 0. 97 0.00 3.52 3.52 3.67 3.70 1. 31 8.86 3. 72 414.17 * 0.012 1. 00 0.00 3.54 3.54 3.69 3.72 1. 36 9.36 3.74 414.19 * 0.012 1. 03 0.00 3.55 3.55 3.70 3.74 1. 40 9.86 3. 77 414.22 * 0.012 1. 05 0.00 3.57 3.57 3.72 3. 77 1. 43 10.36 3.79 414.24 * 0.012 1. 08 0.00 3.58 3.58 3.74 3.79 1. 47 10.86 3.81 414.26 * 0.012 1.11 0.00 3. 60 3.60 3.76 3.81 1. 51 11. 36 3.84 414.29 * 0.012 1.13 0.00 3. 62 3.62 3.77 3.84 1. 55 11. 86 3.86 414.31 * 0.012 1.16 0.00 3.64 3.64 3. 7 9 3.86 1. 58 12.36 3.89 414.34 * 0.012 1.19 0.00 3.65 3.65 3.82 3.89 1. 62 12.86 3.92 414.37 * 0.012 1.21 0.00 3.68 3.68 3.84 3.92 1.65 13. 36 3.94 414.39 * 0.012 1. 23 0.00 3. 70 3.70 3.86 3.94 1. 69 13. 86 3.97 414.42 * 0.012 1. 26 0.00 3.72 3.72 3.88 3.97 1. 72 14.36 4.01 414.46 * 0.012 1.28 0.00 3.74 3.74 3.91 4.01 1. 75 14.86 4.04 414.49 * 0.012 1. 30 0.00 3.76 3.76 3.93 4.04 1. 78 15.36 4.07 414.52 * 0.012 1. 33 0.00 3.79 3.79 3. 96 4.07 1. 82 15.86 4 .11 414.56 * 0.012 1.35 0.00 3.81 3.81 3.99 4 .11 1. 85 16. 36 4.14 414.59 * 0.012 l. 37 0.00 3.84 3.84 4.02 4.14 1. 88 16. 86 4.18 414 . 63 * 0.012 1.39 0.00 3.87 3.87 4.05 4.18 1. 91 17.36 4 .22 414.67 * 0.012 1. 42 0.00 3.89 3.89 4.07 4.22 1. 94 17.86 4.26 414.71 * 0.012 1. 44 0.00 3.92 3.92 4 .11 4. 2 6 1. 97 18.36 4.30 414.75 * 0.012 1. 46 0.00 3.95 3.95 4.H 4.30 2.00 18.86 4.34 414.79 * 0.012 1. 48 0.00 3.98 3.98 4.17 4.34 2.03 19.36 4.38 414.83 * 0.012 1. 50 0.00 4. 01 4.01 4.20 4.38 2.06 19.86 4.42 414.87 * 0.012 1. 52 0.00 4.04 4.04 4.24 4.42 2.09 20.36 4.47 414.92 * 0.012 1. 54 0.00 4.07 4.07 4.27 4.47 2 .11 20.86 4.51 414.96 * 0.012 1. 56 0.00 4 .11 4 .11 4.31 4.51 2.14 21. 36 4.56 415.01 * 0.012 l. 58 0.00 4.14 4.14 4.34 4.56 2.17 21. 86 4. 61 415.06 * 0.012 1. 60 0.00 4.18 4.18 4.38 4.61 2.20 22. 3 6 4.66 415.11 * 0.012 1. 61 0.00 4.21 4.21 4.42 4.66 2.23 22. 86 4.71 415.16" * 0.012 l. 63 0.00 4.25 4.25 4.46 4. 71 2.25 23.36 4.76 415.21 * 0.012 1. 65 0.00 4.28 4.28 4.50 4. 76 2.28 23.86 4.81 415.26 * 0.012 1. 67 0.00 4.32 4.32 4. 54 4.81 2.31 24.36 4.86 415.31 * 0.012 1. 69 0.00 4.36 4.36 4.58 4.86 2.33 24.86 4.92 415.37 * 0.012 1. 70 0.00 4.40 4.40 4.63 4.92 2.36 25.36 4.97 415.42 * 0.012 1. 72 0.00 4.44 4.44 4. 67 4.97 2.39 25. 8 6 5.03 415.48 * 0.012 1. 74 0.00 4.48 4.48 4. 71 5.03 2.41 26. 36 5.09 415.54 * 0.012 l. 7 6 0.00 4.52 4.52 4.76 5.09 2.44 2 6. 8 6 5.15 415.60 * 0.012 1. 77 0.00 4.57 4.57 4.81 5.15 2.46 27. 36 5 .21 415.66 * 0.012 1.79 0.00 4. 61 4.61 4.85 5.21 2.51 27.86 5.27 415. 72 * 0.012 1.81 0.00 4. 65 4.65 4. 90 5.27 2.54 28.36 5.33 415.78 * 0.012 1. 82 0.00 4.70 4.70 4.95 5.33 2.57 28.86 5.39 415.84 * 0.012 1. 84 0.00 4.74 4.74 5.00 5.39 2.60 29.36 5.46 415.91 * 0.012 1. 85 0.00 4.79 4.79 5.05 5.46 2.62 29.86 5.52 415.97 * 0.012 1. 87 0.00 4.84 4.84 5.10 5.52 2.65 30.36 5.59 416.04 * 0.012 1. 88 0.00 4.89 4. 8 9 5.16 5.59 2.68 30.86 5.66 416.11 * 0.012 1. 90 0.00 4. 94 4.94 5.21 5.66 2. 71 31. 36 5.73 416.18 * 0.012 1. 91 0.00 4.99 4.99 5.26 5.73 2.79 31. 8 6 5.80 416.25 * 0.012 1. 93 0.00 5.04 5.04 5.32 5.80 2.82 32.36 5.87 416.32 * 0.012 1. 94 0.00 5.09 5.09 5.37 5.87 2.86 32.86 5.94 416.39 * 0.012 1. 96 0.00 5.14 5.14 5.43 5.94 2. 89 33.36 6.01 416.46 * 0.012 1. 97 0.00 5.19 5.19 5.49 6.01 2.93 33.86 6.09 416.54 * 0.012 1. 98 0.00 5.25 5.25 5.55 6.09 2.96 PIPE NO. 4: 109 LF -30"CP @ 0.78% OUTLET: 410.45 INLET: 411.30 INTYP: 2 JUNC NO. 4: OVERFLOW-EL: 419.50 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.00 Q (CFS) HW (FT) HW ELEV. * N-FAC DC ON TW DO DE HWO HWI ******************************************************************************* 5. 89 2.83 414.13 * 0.012 0.81 0.66 3.65 3.65 2.82 2.83 1. 07 6. 35 2.84 414.14 * 0.012 0.84 0.69 3.65 3.65 2.83 2.84 1.12 6.81 2.86 414.16 * 0.012 0.87 0.71 3.67 3.67 2.85 2.86 1.16 7.28 2.88 414.18 * 0.012 0.90 0.73 3.69 3.69 2.87 2.88 1. 20 7.74 2.91 414.21 * 0.012 0.93 0.76 3.70 3.70 2.89 2.91 1. 24 8.20 2.93 414.23 * 0.012 0. 96 0.78 3. 72 3.72 2.91 2.93 1. 28 8. 67 2. 96 414.26 * 0.012 0.99 0.80 3.74 3.74 2.94 2. 96 1. 31 9.13 2.99 414.29 * 0.012 1. 01 0.83 3. 77 3. 77 2. 96 2.99 1. 35 9.59 3.02 414. 32 * 0.012 1. 04 0.85 3.79 3.79 2.99 3.02 1. 39 10.06 3.05 414.35 * 0.012 1. 06 0.87 3.81 3.81 3.02 3.05 1. 42 10.52 3.08 414.38 * 0.012 l. 09 0.89 3.84 3.84 3.05 3.08 1.45 10.98 3.12 414.42 * 0.02.2 1.11 0.91 3.86 3.86 3.08 3.12 1. 4 9 11. 4 4 3.15 414.45 * 0.012 1. 14 0.93 3. 89 3.89 3 .11 3.15 1. 52 11. 91 3.19 414.49 * 0.012 1. 16 0.95 3.92 3. 92 3.14 3.19 1.55 12.37 3.23 414. 53 * 0. 0 2.2 1.19 0.97 3.94 3.94 3.18 3.23 1. 58 12.83 3 .27 04 .57 * 0.012 1. 21 0.99 3.97 3.97 3.22 3.27 1. 61 13.30 3.31 414.61 * 0.012 1. 23 1. 01 4.01 4.01 3.25 3.31 1.64 13.76 3.36 414.66 * 0.012 1. 25 1. 03 4.04 4.04 3.29 3.36 1. 67 14.22 3.40 414.70 * 0.012 1. 28 1. 05 4.07 4. 07 3.33 3.40 1. 70 14.69 3.45 414.75 * 0.012 1. 30 1. 06 4 .11 4 .11 3.38 3. 4 5 1. 7 3 15.15 3.50 414.80 * 0.012 1. 32 1. 08 4 .14 4.14 3.42 3.50 1.76 15.61 3.55 414.85 * 0.012 1.34 1.10 4.18 4.18 3. 46 3.55 1.78 16.07 3.60 414.90 * 0.012 1. 36 1.12 4.22 4.22 3.51 3.60 1.81 16.54 3.65 414.95 * 0.012 1. 38 1.14 4.26 4.26 3.56 3.65 1. 84 17.00 3.70 415.00 * 0.012 1.40 l. 16 4.30 4.30 3.61 3.70 1. 86 17.46 3.76 415.06 * 0.012 1. 42 1.17 4.34 4.34 3.66 3. 7 6 1. 89 17.93 3.81 415.11 * 0.012 1. 4 4 1.19 4.38 4.38 3.71 3.81 1.91 18. 3 9 3.87 415.17 * 0.012 1.46 1. 21 4.42 4.42 3.76 3.87 1. 94 18.85 3.93 415.23 * 0.012 1. 48 1. 23 4.47 4.47 3.81 3.93 1. 96 19.31 3.99 415.29 * 0.012 1. 50 1. 24 4.51 4.51 3.87 3.99 1. 99 19.78 4.06 415.36 * 0.012 1. 51 1.26 4.56 4.56 3.93 4.06 2.01 20.24 4. 12 415.42 * 0.012 1. 53 1. 28 4.61 4.61 3.98 4.12 2.04 20.70 4.19 415.49 * 0.012 1. 55 1. 30 4.66 4.66 4.04 4.19 2.06 21.17 4.25 415.55 * 0.012 1. 57 1. 31 4. 71 4. 71 4.10 4.25 2.08 21. 63 4.32 415. 62 * 0.012 1.59 1.33 4.76 4.76 4 .17 4.32 2 .11 22.09 4.39 415.69 * 0.012 1. 60 1. 35 4.81 4.81 4.23 4.39 2.13 22.56 4.46 415.76 * 0.012 1. 62 1. 36 4.86 4.86 4.29 4.46 2.15 23.02 4.54 415.84 * 0.012 1. 64 1. 38 4.92 4. 92 4.36 4.54 2.17 23.48 4.61 415.91 * 0.012 1. 66 1. 40 4.97 4.97 4.43 4.61 2.20 23.94 4. 69 415.99 * 0.012 1. 67 1. 42 5.03 5.03 4.50 4.69 2.22 24. 41 4.77 416. 07 * 0.012 1. 69 1. 43 5.09 5.09 4.57 4.77 2.24 24.87 4.84 416.14 * 0.012 1. 70 1. 45 5.15 5.15 4.64 4.84 2.26 25.33 4.93 416.23 * 0.012 1. 72 1. 47 5.21 5.21 4.71 4.93 2.28 25.80 5.01 416.31 * 0.012 1. 74 1. 48 5.27 5.27 4.78 5.01 2.30 26.26 5.09 416.39 * 0.012 1. 75 1. 50 5.33 5.33 4.86 5.09 2.32 26.72 5.18 416.48 * 0.012 1. 77 1.52 5.39 5.39 4.94 5.18 2.34 27.19 5.26 416.56 * 0.012 1. 78 1. 54 5.46 5. 4 6 5.01 5.26 2.39 27. 65 5.35 416.65 * 0.012 1. 80 1. 55 5.52 5.52 5.09 5.35 2.41 28 .11 5.44 416.74 * 0.012 1. 81 1. 57 5.59 5.59 5.18 5.44 2. 43 28.57 5.53 416.83 * 0.012 1. 83 1. 59 5.66 5.66 5.26 5.53 2.45 29.04 5. 62 416.92 * 0.012 l. 84 1.61 5.73 5.73 5.34 5.62 2.48 29.50 5.72 417.02 * 0.012 1. 86 1. 62 5.80 5.80 5.43 5.72 2.50 29. 96 5.81 417 .11 * 0.012 1. 87 1. 64 5.87 5.87 5.51 5.81 2.52 30.43 5.91 417.21 * 0.012 1. 89 1. 66 5.94 5.94 5.60 5.91 2.54 30.89 6.01 417.31 * 0.012 1. 90 1. 68 6.01 6.01 5.69 6.01 2.57 31. 35 6.11 417.41 * 0.012 1. 91 1. 69 6.09 6.09 5.78 6.11 2. 64 PIPE NO. 5: 81 LF -30"CP @ 0.51% OUTLET: 411. 30 INLET: 411.71 INTYP: 2 JUNC NO. 5: OVERFLOW-EL: 422.50 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.00 Q 1c~sJ HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *********~********************************************************************* 5.89 2.45 414.16 * 0.012 0.81 0.74 2.83 2. 83 2.44 2.45 1. 08 6.35 2.46 414.17 * 0.012 0.84 0.77 2.84 2.84 2.45 2. 4 6 1.12 6.81 2.49 414.20 * 0.012 0.87 0.79 2.86 2.86 2.47 2.49 1.16 7.28 2.52 414.23 * 0.012 0.90 0.82 2.88 2.88 2.50 2.52 1. 20 7.74 2.55 414.26 * 0.012 0.93 0.85 2. 91 2.91 2.53 2.55 1. 24 8.20 2.57 414.28 * 0.012 0. 96 0.87 2. 93 2.93 2.55 2.57 1.28 8.67 2.61 414.32 * 0.012 0.99 0.90 2. 96 2. 96 2.58 2.61 l. 32 9.13 2.64 414.35 * 0.012 1.01 0. 92 2.99 2.99 2.61 2.64 1. 35 9.59 2. 68 414.39 * 0.012 l. 04 0.95 3.02 3.02 2.65 2.68 1. 39 10.06 2.72 414.43 * 0.012 1. 06 0.97 3.05 3.05 2.68 2.72 1. 42 10.52 2.76 4'4.47 * 0.012 1. 09 1. 00 3.08 3.08 2.72 2.76 1. 46 10.98 2.80 414.51 * 0.012 1.11 1. 02 3.12 3.12 2.76 2.80 1.49 11. 4 4 2.84 414.55 * 0.012 1.14 1. 05 3.15 3.15 2.80 2.84 1. 52 11. 91 2.89 414.60 * 0.012 1.16 1. 07 3.19 3.19 2.84 2.89 1. 55 12.37 2.93 414.64 * 0.012 1.19 1. 09 3.23 3.23 2.88 2.93 1.58 12.83 2.98 414.69 * 0.012 1.21 1.11 3.27 3 .27 2.93 2.98 1.61 13. 30 3.03 414.74 * 0.012 1.23 1.14 3.31 3.31 2.98 3.03 l. 64 13. 76 3.09 414.80 * 0.012 1. 25 1.16 3.36 3.36 3.02 3.09 1. 67 14.22 3.14 414.85 * 0.012 1. 28 l. 18 3.40 3.40 3.07 3.14 1. 70 14.69 3.20 414.91 * 0.012 1. 30 1. 20 3.45 3.45 3 .13 3. 20 1. 73 15.15 3.26 414.97 * 0.012 1. 32 1. 22 3.50 3.50 3.18 3. 26 1. 76 15.61 3.32 415.03 * 0 :O 12 1. 34 1. 25 3.55 3.55 3.24 3.32 1:79 16. 07 3.38 415.09 * 0.012 1.36 1. 27 3.60 3.60 3.29 3.38 1. 81 16.54 3.44 415.15 * 0.012 1. 38 1. 29 3.65 3.65 3. 35 3.44 1. 84 17.00 3.51 415.22 * 0.012 1. 40 1. 31 3.70 3.70 3.41 3.51 1. 87 17.46 3.57 415.28 * 0.012 1. 42 1. 33 3.76 3.76 3.47 3.57 1. 89 17.93 3.64 415.35 * 0.012 1. 44 1. 35 3.81 3.81 3.54 3.64 1. 92 18.39 3. 71 415.42 * 0.012 1. 46 1. 37 3.87 3.87 3.60 3.71 1. 94 18.85 3.79 415.50 * 0.012 1. 48 1. 40 3.93 3.93 3. 67 3.79 1. 97 19.31 3.86 415.57 * 0.012 1. 50 1. 42 3.99 3. 99 3. 7 4 3.86 1. 99 19. 78 3.94 415.65 * 0.012 1. 51 1. 44 4.06 4.06 3.81 3.94 2.02 20.24 4.02 415.73 * 0.012 1. 53 1. 46 4.12 4.12 3.88 4.02 2.04 20.70 4.10 415.81 * 0.012 1. 55 1. 48 4.19 4.19 3.95 4.10 2.06 21.17 4.18 415.89 * 0.012 1. 57 1. 50 4.25 4.25 4.03 4.18 2.09 21.63 4.26 415.97 * 0.012 1. 59 1. 52 4.32 4.32 4.10 4.26 2 .11 22. 09 4.35 416.06 * 0.012 1. 60 1. 54 4.39 4.39 4.18 4.35 2.13 22.56 4.43 416.14 * 0.012 1. 62 1. 57 4.46 4.46 4.26 4.43 2.15 23.02 4.52 416.23 * 0.012 1. 64 1. 59 4.54 4. 54 4.34 4.52 2 .18 23.48 4. 61 416.32 * 0.012 1. 66 1. 61 4.61 4.61 4.43 4.61 2.20 23.94 4. 71 416.42 * 0.012 1. 67 1.63 4.69 4.69 4.51 4.71 2.22 24.41 4.80 416.51 * 0.012 1. 69 1. 65 4. 77 4. 77 4. 60 4.80 2.24 24.87 4.90 416.61 * 0.012 1. 70 1. 68 4.84 4.84 4.69 4.90 2.26 25.33 4.99 416.70 * 0.012 1. 72 1. 70 4.93 4.93 4. 78 4.99 2.29 25.80 5.09 416.80 * 0.012 1. 74 1. 72 5.01 5.01 4.87 5.09 2.31 26. 26 5.20 416.91 * 0.012 1. 75 1. 7 4 5.09 5.09 4. 96 5. 20 2.33 26. 72 5.30 417.01 * 0.012 1. 77 1. 77 5.18 5.18 5.06 5.30 2.35 27.19 5.40 417.11 * 0.012 1. 78 :. . 79 5. 26 5.26 5.16 5.40 2.39 27. 65 -s' :) • ..., J. 417.22 * 0.012 1. 80 1. 82 5.35 5.35 5. 25 5.51 2.41 28 .11 5.62 417.33 * 0.012 1.81 1. 84 5.44 5.44 5.35 5.62 2.43 28.57 5. 73 417.44 * 0.012 1. 83 1. 87 5.53 5.53 5.46 5.73 2.46 29.04 5.84 417.55 * 0.012 l. 84 1. 89 5. 62 5.62 5. 56 5.84 2.48 29.50 5. 96 41 7. 67 * 0.012 1. 86 1. 92 5. 72 5. 72 5.66 5. 96 2.50 29. 96 6.07 417.78 * 0.012 1. 87 1. 95 5.81 5.81 5. 77 6.07 2.52 30.43 6.19 417.90 * 0.012 1. 89 1. 97 5.91 5. 91 5.88 6.19 2.55 30.89 6.31 418.02 * 0.012 1. 90 2.00 6.01 6.01 5.99 6.31 2.57 31. 35 6.43 418.14 * 0.012 1. 91 2.04 6.11 6 .11 6.10 6. 43 2.64 PIPE NO. 6: 80 LF -30"CP @ 0.51% OUTLET: 411. 71 INLET: 412. 12 INTYP: 2 JUNC NO. 6: OVERFLOW-EL: 422.00 BEND: 0 DEG DIA/WIDTH: 4.5 Q-RATIO: 0.00 Q (CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ***********************~***********************************~******************* 5.89 2.07 414.19 * 0.012 0.81 0.73 2.45 2.45 2.05 2.07 1. 08 6.35 2.09 414.21 * 0.012 0.84 0.76 2.46 2. 46 2.07 2.09 1.12 6.81 2.12 414.24 * 0.012 0.87 0.79 2.49 2.49 2.09 2.12 1.: 6 7.28 2. 16 414.28 * 0.012 0.90 0.82 2.52 2.52 2.13 2.16 1. 20 7.74 2. 19 414.31 * 0.012 0.93 0.84 2.55 2.55 2 .16 2.19 1. 24 8.20 2. 22 414.34 * 0.012 0. 96 0.87 2.57 2.57 2.19 2.22 l. 28 8.67 2.26 414.38 * 0.012 0.99 0.90 2.61 2. 61 2.22 2.26 1. 32 9.13 2.30 414.42 * 0.012 1. 01 0. 92 2.64 2. 64 2.26 2.30 1. 35 9.59 2.34 414.46 * 0.012 1. 04 0. 95 2.68 2. 68 2.30 2.34 1. 39 10.06 2.39 414.51 * 0.012 1. 06 0.97 2. 72 2. 72 2.35 2.39 1. 42 10.52 2.43 414.55 * 0.012 1. 09 0.99 2.76 2.76 2.39 2. 43 1. 4 6 10.98 2.48 414.60 * 0.012 1.11 1. 02 2.80 2.80 2.44 2.48 1. 49 11. 44 2.53 414.65 * 0.012 1.14 1. 04 2.84 2.84 2.49 2.53 1. 52 11. 91 2.59 414.71 * 0.012 1.16 1. 06 2.89 2.89 2.54 2.59 1. 55 12.37 2. 64 414.76 * 0.012 1.19 1. 09 2. 93 2.93 2.59 2.64 1. 58 12.83 2.70 414.82 * 0.012' 1.21 1.11 2. 98 2. 98 2.64 2. 7 0 1. 61 · 13. 30 2.76 414.88 * 0.012 1. 23 1.13 3.03 3.03 2.70 2. 7 6 1. 64 13. 76 2.82 414.94 * 0.012 1. 25 1.15 3.09 3.09 2.75 2.82 1. 67 14.22 2.88 415.00 * 0.012 1. 28 1.18 3.14 3.14 2.81 2.88 1. 70 14.69 2.95 415.07 * 0.012 1. 30 1. 20 3.20 3.20 2.88 2.95 1. 73 15.15 3.02 415.14 * 0.012 1. 32 1. 22 3.26 3.26 2.94 3.02 1. 7 6 15.61 3.09 415. 21 * 0.012 1. 34 1. 24 3.32 3.32 3.01 3.09 1. 79 16.07 3.16 415.28 * 0.012 1. 36 1. 26 3.38 3.38 3.07 3 .16 1. 81 16.54 3.23 415.35 * 0.012 1. 38 1. 28 3.44 3.44 3.14 3. 23 1.84 17.00 3.31 415.43 * 0.012 1. 40 1. 31 3.51 3.51 3.21 3.31 1. 87 17.46 3.39 415.51 * 0.012 1. 42 1. 33 3.57 3.57 3.29 3.39 1. 89 17.93 3.47 415.59 * 0.012 1. 44 1. 35 3.64 3.64 3.36 3.47 1. 92 18.39 3.56 415.68 * 0.012 1. 46 1. 37 3. 71 3. 71 3.44 3.56 1. 94 18.85 3.64 415.76 * 0.012 1. 48 1. 39 3.79 3.79 3.52 3.64 1. 97 19.31 3.73 415.85 * 0.012 1. 50 1. 41 3.86 3.86 3.60 3.73 1. 99 19.78 3.82 415.94 * 0.012 1. 51 1. 43 3.94 3.94 3.69 3.82 2.02 20.24 3.91 416.03 * 0.012 1.53 1. 45 4.02 4.02 3. 77 3.91 2.04 20.70 4.00 416.12 * 0.012 1. 55 1. 47 4.10 4.10 3.86 4.00 2.06 21.17 4.10 416.22 * 0.012 1. 57 1. 50 4.18 4.18 3.95 4.10 2.09 21. 63 4.20 416.32 * 0.012 1. 59 1. 52 4.26 4.26 4.04 4.20 2 .11 22.09 4.30 416.42 * 0.012 1. 60 1. 54 4.35 4.35 4.13 4.30 2 .13 22.56 4.40 416.52 * 0.012 1. 62 1. 56 4.43 4.43 4.23 4.40 2.15 23.02 4.50 416.62 * 0.012 1. 64 1. 58 4.52 4.52 4.33 4.50 2 .18 23.48 4. 61 416.73 * 0.012 1. 66 1. 60 4.61 4. 61 4.43 4.61 2.20 23.94 4.72 416.84 * 0.012 1. 67 1. 62 4. 71 4. 71 4.53 4. 72 2.22 24.41 4.83 416.95 * 0.012 1. 69 1. 65 4.80 4.80 4.63 4.83 2.24 24.87 4.94 417.06 ' 0.012 1. 70 1. 67 4. 90 4. 90 4.74 4.94 2.26 25.33 5.06 417.18 * 0.012 1. 72 1.69 4.99 4.99 4.84 5.06 2.28 25.80 5.18 417.30 * 0.012 1. 74 1. 71 5.09 5.09 4. 95 5.18 2.31 26. 26 5.30 417. 42 * 0.012 1. 75 1. 7 4 5.20 5.20 5.06 5.30 2.33 26. 72 5.42 417.54 * 0.012 1. 77 1. 76 5.30 5.30 5.18 5.42 2.35 27 .19 5.54 417.66 * 0.012 1. 78 ~.78 5.40 5.40 5.29 5.54 2.39 27. 65 5.67 417.79 * 0.012 1. 8 0 1. 81 5.51 5.51 5.41 5.67 2.41 28 .11 5.79 417.91 * 0.012 1. 81 1. 83 5. 62 5.62 5.53 5.79 2.43 28.57 5. 92 418.04 * 0.012 1. 83 1. 86 5.73 5.73 5.65 5. 92 2.46 29.04 6.06 418.18 * 0.012 1. 84 1. 88 5.84 5.84 5.77 6.06 2.48 29.50 6.19 418.31 * 0. 012 1. 86 1. 91 5. 96 5. 96 5.90 6.19 2.50 29. 96 6.33 418.45 ' 0.012 1. 87 1. 93 6.07 6.07 6.03 6.33 2.52 30.43 6.47 418.59 * 0.012 1. 8 9 1. 96 6.19 6.19 6.16 6.47 2.55 30.89 6.61 418.73 * 0.012 1. 90 1. 99 6.31 6.31 6. 29 6.61 2. 57 31. 35 6.75 418.87 * 0.012 1. 91 2.02 6.43 6.43 6.42 6.75 2. 64 PIPE NO. '. .. 44 LF -30"CP @ 0.39% OUTLET: 412.12 INLET: 412.29 INTYP: 2 JUNC NO. '. .. OVERFLOW-EL: 422.75 BEND: 90 DEG DIA/WIDTH: 4.5 Q-RATIO: 0.06 Q (CFS) HW(FT) HW ELEV. * N-FAC DC ON TW DO DE HWO HWI ************************************~***************************~************** 5.89 1. 97 414.26 ' 0.012 0.81 0.79 2.07 2.07 1. 91 1. 97 1.11 6.35 2.00 414.29 * 0.012 0.84 0.82 2.09 2.09 1. 93 2.00 1.16 6.81 2.03 414.32 * 0.012 0.87 0.85 2.12 2.12 1. 96 2.03 1. 20 7.28 2.08 414.37 * 0.012 0.90 0.88 2.16 2.16 2.00 2.08 1.25 7.74 2.12 414.41 * 0.012 0.93 0.91 2.19 2. 19 2.03 2.12 1. 29 8.20 2 .17 414.46 * 0.012 0. 96 0.94 2.22 2.22 2.07 2.17 1. 34 8. 67 2.21 414.50 * 0.012 0.99 0.97 2.26 2.26 2.10 2.21 1. 38 9.13 2.25 414.54 * 0.012 1. 01 0.99 2.30 2.30 2.14 2.25 1. 43 9.59 2.30 414.59 * 0.012 1. 04 1. 02 2.34 2.34 2.18 2.30 1. 47 10.06 2.37 414.66 * 0.012 1·. 0 6 1. 05 2. 39 2.39 2.24 2.37 1. 51 10.52 2.42 414.71 * 0.012 1. 09 1. 07 2.43 2.43 2. 28 2.42 1. 55 10.98 2.49 414.78 * 0.012 1.11 1.10 2.48 2.48 2.34 2.49 1. 59 11. 44 2.55 414.84 * 0.012 1. 14 1.13 2.53 2.53 2.39 2.55 1. 63 11. 91 2. 62 414.91 * 0.012 1.16 1.15 2.59 2.59 2.45 2.62 1. 67 12.37 2.69 414.98 * 0.012 1.19 1.18 2.64 2.64 2.51 2.69 1.72 12.83 2.76 415.05 * 0.012 1.21 1. 20 2.70 2. 70 2.56 2. 7 6 1. 76 13. 30 2.83 415.12 * 0.012 1. 23 1. 23 2. 7 6 2. 76 2. 63 2.83 1. 80 13. 76 2. 91 415.20 * 0.012 1. 25 1.25 2.82 2.82 2.69 2.91 1. 84 14.22 3.00 415.29 * 0.012 1. 28 1. 28 2.88 2.88 2.76 3.00 1. 88 14.69 3.08 415.37 * 0.012 1. 30 1. 30 2. 95 2.95 2.83 3.08 1.91 15.15 3 .17 415.46 * 0.012 1. 32 1. 33 3.02 3.02 2.90 3.17 1. 95 15.61 3.26 415.55 * 0.012 1. 34 1. 35 3.09 3.09 2.97 3.26 1. 99 16.07 3.35 415.64 * 0.012 1. 36 1. 37 3.16 3.16 3.05 3.35 2.03 16.54 3.45 415.74 * 0.012 1. 38 1. 40 3.23 3.23 3.13 3.45 2.07 17.00 3.55 415.84 * 0.012 1. 40 1. 42 3.31 3.31 3.21 3.55 2 .11 17.46 3.65 415.94 * 0.012 1. 42 1. 45 3.39 3.39 3.29 3.65 2 .15 17.93 3.75 416.04 * 0.012 1. 44 1. 4 7 3.47 3.47 3.37 3.75 2.19 18.39 3.86 416.15 * 0.012 1. 4 6 1.50 3.56 3.56 3. 4 6 3.86 2.23 18.85 3.97 416.26 * 0.012 1. 48 1. 52 3.64 3.64 3.55 3.97 2.27 19.31 4.08 416.37 * 0.012 1. 50 1. 55 3.73 3.73 3.64 4.08 2.31 19.78 4.20 416.49 * 0.012 1. 51 1. 57 3.82 3.82 3.73 4.20 2.35 20.24 4.31 416.60 * 0.012 1. 53 1. 59 3.91 3.91 3.83 4.31 2.39 20.70 4.43 416.72 * 0.012 1. 55 1. 62 4.00 4.00 3.93 4.43 2.43 21.17 4.56 416.85 * 0.012 1. 57 1. 64 4.10 4 .10 4.03 4.56 2.47 21. 63 4.68 416.97 * 0.012 1. 59 1. 67 4.20 4.20 4.13 4.68 2.51 22.09 4.81 417.10 * 0.012 1. 60 1. 70 4.30 4.30 4.24 4.81 2.55 22.56 4.94 417.23 * 0.012 1. 62 1. 72 4.40 4.40 4.34 4.94 2.59 23.02 5.08 417.37 * 0.012 1. 64 1. 75 4.50 4.50 4.45 5.08 2.63 23.48 5 .21 417.51 * 0.012 1. 66 1. 78 4. 61 4. 61 4.56 5.21 2. 67 23.94 5.35 417.64 * 0.012 1. 67 1. 80 4. 72 4. 72 4.68 5.35 2.71 24.41 5.50 417.79 * 0.012 1. 69 1. 83 4.83 4.83 4.79 5.50 2.75 24.87 5. 64 417.93 * 0.012 1. 70 1. 86 4.94 4.94 4.91 5.64 2.79 25.33 5.79 418.08 * 0.012 1. 72 1. 89 5.06 5.06 5.03 5.79 2.83 25.80 5.94 418.23 * 0.012 1. 74 1. 92 5 .18 5.18 5.15 5.94 2.87 26. 26 6.09 418.38 * 0.012 1. 75 1. 95 5.30 5.30 5. 2 8 6.09 2. 91 26.72 6.25 418.54 * 0.012 1. 77 1. 98 5.42 5.42 5. 41 6.25 2.95 27.19 6. 41 418.70 * 0.012 1. 7 8 2.02 5.54 5.54 5.54 6. 41 3.02 27. 65 6.57 418.86 * 0.012 1. 8 0 2.06 5. 67 5. 67 5. 67 6.57 3.06 28 .11 6. 7 3 419.02 * 0.012 1. 81 2.10 5.79 5.79 5.80 6. 73 3.10 28.57 6.90 419.19 * 0.012 1. 83 2.14 5. 92 5.92 5.94 6.90 3.15 29.04 7.C7 419.36 * 0.012 1. 84 2.19 6.06 6.06 6.07 7.07 3.19 29.50 7.24 419.53 * 0.012 1. 86 2.27 6.19 6.19 6.22 7.24 3.24 29. 96 7.42 419.71 * 0.012 1. 87 2.50 6.33 6.33 6.36 7.42 3.28 30.43 7.59 419.88 * 0.012 1. 89 2.50 6.47 6.47 6.50 7.59 3.33 30.89 7.78 420.07 * 0.012 1.90 2.50 6.61 6.61 6.65 7. 78 3.38 31. 35 7. 96 420.25 * 0.012 1.91 2.50 6.75 6. 7 5 6.80 7.96 3.47 PIPE NO. 8: 72 LF -J0 11 CP @ -0.10% OUTLET: 412.29 INLET: 412. 22 INTYP: 2 JlJNC NO. 8: OVERFLOW-EL: 423.00 BEND: 0 DSG DIA/WIDTH: 4.5 Q-RATIO: 0.00 Q (CFS) HW (FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ***************************~*********************************~***************** 5.56 2.08 414.30 * 0. 0:.2 0.78 0.00 1. 97 1. 97 2.06 2.08 1. 05 5.99 2 .11 414.33 * 0.0,2 0.81 0.00 2.00 2.00 2.09 2.11 1. 09 6. 43 2.15 414.37 * 0.012 0.84 0.00 2. 03 2.03 2.12 2.15 1.13 6.87 2.19 414.41 * 0.012 0. 87· 0.00 2.08 2.08 2.17 2.19 1.17 7.30 2.24 414.46 * 0.012 0.90 0.00 2.12 2.12 2.22 2.24 1. 21 7.74 2.29 414.51 * 0.012 0.93 0.00 2.17 2.17 2.27 2.29 1. 25 8.18 2.33 414.55 * 0.012 0. 96 0.00 2 .21 2 .21 2.31 2.33 1. 29 8.61 2.38 414.60 * 0.012 0.98 0.00 2.25 2.25 2.35 2.38 1. 32 9.05 2.43 414.65 * 0.012 1. 01 0.00 2.30 2.30 2.40 2.43 1. 35 9.49 2.51 414.73 * 0.012 1. 03 0.00 2.37 2.37 2.48 2.51 1. 39 9.92 2.56 414.78 * 0.012 1. 06 0.00 2.42 2.42 2.53 2.56 1. 42 10.36 2. 63 414.85 * 0.012 1. 08 0.00 2.49 2.49 2.60 2.63 1. 45 10.80 2.70 414.92 * 0.012 1.10 0.00 2.55 2.55 2.66 2.70 1. 48 11. 23 2.78 415.00 * 0.012 1.13 0.00 2.62 2.62 2.73 2.78 1. 51 11. 67 2.86 415.08 * 0.012 1.15 0.00 2.69 2.69 2. 81 2.86 1. 54 12.11 2.93 415.15 * 0.012 1. 1 7 0.00 2.76 2.76 2.88 2.93 1. 57 12.54 3.01 415.23 * 0.012 1.19 0.00 2.83 2.83 2. 96 3.01 1. 60 12.98 3.10 415.32 * 0.012 1. 22 0.00 2. 91 2.91 3.05 3.10 1. 63 13. 42 3.19 415.41 * 0.012 1. 24 0.00 3.00 3.00 3 .13 3.19 1. 66 13. 85 3.29 415.51 * 0.012 1. 26 0.00 3.08 3.08 3.22 3.29 1. 69 14. 29 3.38 415.60 * 0.012 1. 28 0.00 3.17 3.17 3.31 3.38 1. 71 14.73 3.48 415.70 * 0.012 1. 30 0.00 3.26 3.26 3.41 3.48 1. 74 15.16 3.58 415.80 * 0.012 1.32 0.00 3.35 3.35 3.51 3.58 1. 77 15.60 3.69 415.91 * 0.012 1. 34 0.00 3.45 3.45 3.61 3.69 1.79 16. 04 3.80 416.02 * 0.012 1. 36 0.00 3.55 3.55 3. 71 3.80 1. 82 16.47 3.91 416.13 * 0.012 1. 38 0.00 3.65 3.65 3.82 3.91 1. 84 16. 91 4.02 416.24 * 0.012 1. 40 0.00 3. 7 5 3.75 3.93 4.02 1. 87 17.35 4.14 416.36 * 0.012 1. 41 0.00 3.86 3.86 4.04 4.14 1. 89 17.78 4.26 416.48 * 0.012 l. 43 0.00 3.97 3.97 4.16 4. 2 6 1. 92 18.22 4.38 416.60 * 0.012 1. 45 0.00 4.08 4.08 4.27 4.38 1. 94 18.66 4.51 416.73 * 0.012 1. 47 0.00 4.20 4.20 4.39 4.51 1. 96 19.10 4. 64 416.86 * 0.012 1. 49 0.00 4.31 4.31 4.52 4.64 1. 99 19.53 4. 77 416.99 * 0.012 1. 50 0.00 4.43 4.43 4. 64 4.77 2.01 19.97 4.91 417.13 * 0.012 1. 52 0.00 4.56 4.56 4.77 4.91 2.03 20.41 5.05 417.27 * 0.012 1. 54 0.00 4.68 4.68 4.91 5.05 2.06 20.84 5.19 417.41 * 0.012 1. 56 0.00 4.81 4.81 5.04 5.19 2.08 21. 2 8 5.33 417.55 * 0.012 1. 57 0.00 4. 94 4.94 5.18 5.33 2.10 21. 72 5.48 417.70 * 0.012 1. 59 0.00 5.08 5.08 5.32 5.48 2.12 22.15 5.63 417.85 * 0.012 1. 61 0.00 5.21 5.21 5.47 5.63 2.14 22.59 5.78 418.00 * 0.012 1. 62 0.00 5.35 5.35 5.61 5.78 2.16 23.03 5.94 418.16 * 0.012 l.64 0.00 5.50 5.50 5.76 5.94 2.19 23.46 6.10 418.32 * 0. 0 :.2 1. 65 0.00 5.64 5.64 5.91 6.10 2.21 23.90 6.26 418.48 * 0.012 1. 67 0.00 5.79 5.79 6.07 6.26 2.23 24.34 6.43 418.65 * 0.012 1. 69 0.00 5.94 5.94 6.23 6.43 2.25 24.77 6.59 418.81 * 0.012 1. 78 0.00 6.09 6.09 6.39 6.59 2.27 25 .21 6.77 418.99 * 0.012 1. 72 0.00 6.25 6. 2 5 6.55 6. 77 2.29 25.65 6.94 419.16 * 0.012 1. 7 3 0.00 6.41 6.4] 6. 72 6.94 2.31 2 6. 08 7. 12 419.34 * 0.012 1. 7 5 0.00 6.57 6.57 6. 8 9 7.12 2.33 2 6. 52 7.30 419.52 * 0.012 1. 7 6 0.00 6.73 6. 7 3 7.06 7.30 2.35 26. 96 7.48 419.70 * 0.012 1. 78 0.00 6.90 6.90 7.24 7.48 2.37 27. 39 7.67 419.89 * 0.012 1. 79 0.00 7. 07 7.07 7.42 7. 67 2.41 27.83 7.86 420.08 * 0.012 1. 80 0.00 7.24 7.24 7.60 7.86 2.43 28. 27 8.05 420.27 * 0.012 1. 82 0.00 7.42 7.42 7.78 8.05 2.45 28.70 8.24 420.46 * 0.012 1. 83 0.00 7.59 7.59 7.97 8.24 2.47 29.14 8.44 420.66 * 0.012 1. 85 0.00 7.78 7. 78 8.16 8.44 2. 49 29.58 8.64 420.86 * 0.012 1.86 0.00 7. 96 7. 96 8.35 8.64 2.51 ?IPE NO. 9: 145 LF -30"CP @ 0.80% OUTLET: 412.22 INLET: 413.38 INTYP: 2 JUNC NO. 9: OVERFLOW-EL: 426.00 BEND: 0 DEG DIA/WIDTH: 4.5 Q-RATIO: 0 .11 Q (CFS) HW (FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 5.56 1.15 414.53 * 0.012 0.78 0.64 2.08 2.08 0.92 1.15 1. 03 5.99 1. 19 414.57 * 0.012 0.81 0.66 2 .11 2 .11 0.94 1.19 1. 06 6.43 1. 24 414 . 62 * 0.012 0.84 0.69 2.15 2.15 0.98 1. 24 1.10 6.87 1. 28 414.66 * 0.012 0.87 0.71 2.19 2 .19 1. 03 1. 28 1.14 7.30 1. 32 414.70 * 0.012 0.90 0.73 2.24 2.24 1. 07 1. 32 1.17 7.74 1. 36 414.74 * 0.012 0.93 0.75 2.29 2.29 1.12 1. 36 1. 21 8.18 1. 40 414.78 * 0.012 0.96 0.78 2.33 2.33 1.16 1. 40 1. 2 4 8.61 1. 44 414.82 * 0.012 0.98 0.80 2.38 2.38 1. 22 1. 44 1. 27 9.05 1. 48 414.86 * 0.012 1. 01 0.82 2.43 2.43 1. 27 1. 48 1. 30 9.49 1. 54 414.92 * 0.012 1. 03 0.84 2.51 2.51 1. 36 1.54 1.33 9. 92 1. 58 414.96 * 0.012 1.06 0.86 2.56 2.56 1. 42 1.58 1. 36 10.36 1. 64 415.02 * 0.012 1. 08 0.88 2.63 2. 63 1. 50 1. 64 1.39 10.80 1. 70 415.08 * 0.012 1.10 0.90 2.70 2.70 1. 57 1. 70 1. 41 11. 23 1. 76 415.14 * 0.012 1.13 0.92 2.78 2. 78 1. 66 1. 76 1. 44 11. 67 1. 83 415.21 * 0.012 1.15 0.93 2.86 2.86 1. 75 1. 83 1. 46 12 .11 1. 90 415.28 * 0.012 1.17 0.95 2.93 2.93 1. 84 1. 90 1. 49 12.54 1. 98 415.36 * 0.012 1.19 0.97 3.01 3.01 1. 94 1. 98 1. 51 12.98 2.06 415.44 * 0.012 1. 22 0.99 3.10 3.10 2.04 2.06 1. 54 13.42 2.14 415.52 * 0.012 1. 24 1. 01 3.19 3.19 2.14 2.14 1. 56 13.85 2.25 415.63 * 0.012 1. 26 1. 02 3.29 3.29 2.25 2.24 1. 58 14.29 2.36 415.74 * 0.012 1. 28 1. 04 3.38 3.38 2.36 2.33 1. 60 14. 73 2.48 415.86 * 0.012 1. 30 1. 06 3.48 3.48 2.48 2.44 1. 62 15. 16 2.60 415.98 * 0.012 1. 32 1. 08 3.58 3.58 2.60 2.56 1. 64 15.60 2. 71 416.09 * 0.012 1. 34 1. 09 3.69 3.69 2. 71 2. 67 1. 66 16.04 2.83 416.21 * 0.012 1. 36 1.11 3.80 3.80 2.83 2.78 1.68 16.47 2.95 416.33 * 0.012 1. 38 1.13 3.91 3. 91 2.95 2.90 1.69 16.91 3.07 416.45 * 0.012 1. 40 1.14 4.02 4.02 3.07 3.03 1. 71 17.35 3.20 416.58 * 0.012 1. 41 1.16 4.14 4.14 3.20 3.15 1. 73 17.78 3.33 416.71 * 0.012 1. 43 1.18 4.26 4.26 3.33 3.28 1. 75 18.22 3.47 416.85 * 0.012 1. 45 1. 19 4.38 4.38 3. 4 7 3.41 1. 76 18.66 3.61 416.99 * 0.012 1. 47 1.21 4.51 4.51 3.61 3.55 1. 78 19.10 3.75 417.13 * 0.012 1.49 1. 23 4. 64 4.64 3.75 3.69 1.79 19.53 3.89 417.27 * 0.012 1. 50 1. 24 4. 77 4.77 3.89 3.83 1.81 19.97 4.04 417.42 * 0.012 1. 52 1. 26 4. 91 4.91 4.04 3.97 1. 82 20.41 4.19 417.57 * 0.012 1. 54 l.28 5.05 5.05 4.19 4.12 1. 83 20.84 4.35 417.73 * 0.012 1. 56 1. 29 5.19 5.19 4.35 4.27 1. 85 21. 28 4.51 417.89 * 0.012 1. 57 1. 31 5.33 5.33 4.51 4.43 1. 86 21. 72 4. 67 418.05 * 0.012 1. 59 1. 32 5.48 5.48 4.67 4.59 1. 87 22.15 4.83 418.21 * 0.012 1. 61 1. 34 5. 63 5. 63 4.83 4.75 1. 88 22.59 5.00 418.38 * 0.012 1. 62 1. 36 5.78 5.78 5.00 4.91 1. 89 23.03 5.17 418.55 * 0.012 1. 64 1. 37 5.94 5.94 5.17 5.08 1. 90 23.46 5.34 418.72 ' 0.012 1.65 1. 39 6.:o 6.10 5.34 5.25 1. 91 23.90 5.52 418.90 * 0.0:2 1. 67 1. 40 6.26 6. 26 5.52 5.42 1. 93 24.34 5.70 419. 08 * 0.0"2 1.69 1. 42 6.43 6. 4 3 5.70 5.60 1. 93 24. 77 5.89 419.27 * 0.012 1. 70 1.44 6.59 6.59 5.89 5.78 1. 94 25.21 6.07 419.45 * 0.012 1.72 1. 45 6.77 6. 77 6.07 5.96 1. 95 25.65 6. 26 419.64 * 0.012 1. 7 3 1. 47 6.94 6.94 6.26 6.15 1. 96 26.08 6. 46 419.84 * 0.012 1. 7 5 1. 48 7.12 7.12 6.46 6.34 1. 97 26.52 6.66 420.04 * 0.012 1. 7 6 1. 50 7.30 7.30 6.66 6.53 1. 98 26.96 6. 86 420.24 * 0.012 1. 78 1. 52 7.48 7.48 6.86 6.73 1. 98 27. 39 7.06 420.44 * 0.012 1. 79 1. 53 7. 67 7. 67 7.06 6.93 2.02 27.83 7.27 420.65 * 0.012 1. 80 1. 55 7.86 7.86 7 .27 7 .13 2.02 28.27 7.48 420.86 * 0.012 1. 82 1. 56 8.05 8.05 7.48 7.34 2.03 28.70 7.69 421.07 * 0.012 1. 83 1. 58 8.24 8.24 7.69 7.55 2.04 ·29 .14 7.91 421.29 * 0.012 1. 85 1. 60 8.44 8.44 7.91 7.76 2.05 29.58 8.13 421.51 * 0.012 1. 86 1. 61 8.64 8. 64 8.13 7.98 2.06 PIPE N0.10: 144 LF -24"CP @ 0.22% OUTLET: 413.38 INLET: 413.70 INTYP: 2 JUNC N0.10: OVERFLOW-EL: 427.00 BEND: 90 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.00 Q (CFS) HW(FT) liW ELEV. * N-FAC DC ON TW DO DE HWO HWI ******************************************************************************* 5. 01 1. 25 414.95 * 0.012 0.79 0.93 1.15 1.15 0.99 1. 25 1.11 5.40 1. 30 415.00 * 0.012 0.82 0.97 1.19 1.19 1. 03 1. 30 1.16 5.79 1. 36 415.06 * 0.012 0.86 1. 01 1. 24 1. 24 1. 08 1. 36 1. 21 6.19 1. 41 415.11 * 0.012 0.89 1. 05 1. 28 1. 28 1.12 1. 41 1.26 6.58 1. 47 415.17 * 0.012 0.91 1. 09 1. 32 1. 32 1.17 1. 4 7 1. 31 6.97 1. 53 415.23 * 0.012 0. 94 1.13 1. 36 1. 36 1. 22 1. 53 1. 36 7.37 1. 58 415.28 * 0.012 0. 97 1.17 1. 40 1. 40 1.26 1. 58 1.41 7.76 1. 64 415.34 * 0.012 1. 00 1. 20 1. 44 1. 44 1. 31 1. 64 1. 46 8.15 1. 69 415.39 * 0.012 1. 02 1. 24 1. 48 1. 48 1. 35 1. 69 1. 50 8.55 1. 7 5 415.45 * 0.012 1. 05 1. 29 1. 54 1. 54 1. 41 1. 7 5 1. 55 8.94 1. 81 415.51 * 0.012 1. 07 1. 33 1. 58 1. 58 1. 4 6 1. 81 1. 60 9. 33 1. 87 415.57 * 0.012 1.10 1. 37 1. 64 1. 64 1. 52 1. 87 1. 64 9.73 1. 94 415.64 * 0.012 1.12 1. 41 1. 70 1. 70 1. 58 1. 94 1. 69 10.12 2.02 415. 72 * 0.012 1.14 1. 46 1. 76 1. 76 1. 66 2.02 1. 74 10.51 2.10 415.80 * 0.012 1.17 1. 50 1. 83 1. 83 1. 74 2.10 1. 78 10.91 2.19 415.89 * 0.012 1. 19 1. 55 1. 90 1. 90 1. 82 2.19 1. 83 11. 30 2.31 416.01 * 0.012 1. 21 1. 61 1. 98 1. 98 1. 94 2.31 1. 88 11. 69 2.46 416.16 * 0.012 1. 23 l. 67 2.06 2.06 2.07 2.46 1. 92 12.09 2.59 416.29 * 0.012 1. 25 l. 7 4 2.14 2.14 2.17 2.59 1. 97 12.48 2.75 416.45 * 0.012 1. 28 2. 00 2.25 2.25 2.30 2.75 2.02 12.87 2. 91 416.61 * 0.012 1. 30 2.00 2.36 2.36 2.44 2.91 2.06 13. 27 3.09 416.79 * 0.012 1. 32 2.00 2.48 2.48 2.58 3.09 2 .11 13. 66 3.26 416.96 * 0.012 1. 34 2.00 2.60 2.60 2. 73 3.26 2.16 14.05 3.43 417.13 * 0.012 1. 36 2.00 2.71 2.71 2.86 3.43 2 .21 14.45 3.61 417.31 * 0.012 1. 37 2.00 2.83 2.83 3.01 3.61 2.25 14.84 3.79 417.49 * 0.012 1. 39 2.00 2.95 2.95 3.16 3.79 2.30 15.24 3.98 41 7. 68 * 0.012 1. 41 2.00 3.07 3.07 3.31 3.98 2.35 15.63 4.17 417.87 * 0.012 1. 43 2.00 3.20 3.20 3.47 4.17 2.42 16.02 4.37 418.07 * 0.012 1. 45 2.00 3.33 3.33 3. 63 4.37 2.47 16.42 4.57 418.27 * 0.012 1. 47 2.00 3.47 3.47 3.80 4.57 2.52 16.81 4.78 418.48 * 0.012 1. 48 2.00 3.61 3.61 3.97 4.78 2.58 17.20 4.99 418.69 ' 0.012 1. 50 2.00 3.75 3.75 4.14 4.99 2.63 17.60 5.20 418.90 * 0.012 1. 52 2.00 3. 89 3.89 4.32 5.20 2. 69 17.99 5.43 419.13 * 0.012 1. 53 2. 00 4.04 4.04 4.50 5.43 2.78 18.38 5.65 419.35 * 0.012 1. 55 2.00 4.19 4.19 4. 68 5.65 2.85 18.78 5.88 419. 58 * 0.012 1. 56 2.00 4.35 4.35 4.87 5.88 2.91 19 .17 6.12 419. 82 * 0.012 1. 58 2.00 4.51 4.51 5.07 6.12 2.97 19.56 6. 36 420.06 * 0.012 1. 60 2.00 4. 67 4. 67 5.26 6.36 3.04 19. 96 6.61 420.31 * 0.012 1. 61 2.00 4.83 4.83 5.47 6.61 3 .11 20.35 6.86 420.56 * 0. 012 1. 62 2.00 5.00 5.00 5. 67 6.86 3.18 20.74 7.12 420.82 * 0.012 1. 64 2.00 5.17 5 .17 5.88 7.12 3.25 21.14 7.38 421.08 * 0.012 1. 65 2.00 5.34 5.34 6.10 7.38 3.32 21. 53 7.64 421.34 * 0.012 1. 67 2.00 5.52 5.52 6.31 7.64 3.39 21. 92 7. 91 421.61 * 0.012 1. 68 2.00 5.70 5.70 6.54 7.91 3.47 22.32 8.19 421. 89 * 0.012 1. 69 2.00 5.89 5.89 6. 7 6 8.19 3.54 22.71 8.47 422. 1 7 * 0.012 1. 70 2.00 6.07 6.07 6.99 8.47 3.62 23.10 8.76 422.46 * 0.012 1. 71 2.00 6. 26 6. 26 7. 22 8.76 3.70 23.50 9.05 422.75 * 0.012 1. 73 2.00 6.46 6.46 7.46 9.05 3. 7 8 23.139 9.34 423.04 * 0.012 1. 74 2.00 6'. 66 6.66 7.70 9.34 3. 86 24. 2 9 9.64 423.34 * 0.012 1. 7 5 2.00 6. 86 6. 86 7. 95 9.64 3.94 24.68 9.95 423.65 * 0.012 1. 7 6 2.00 7.06 7.06 8.20 9.95 4.02 25.07 10.26 423. 96 * 0.012 1. 77 2.00 7 .27 7.27 8.45 10. 26 4 .11 25.47 10.57 424.27 * 0.012 1. 78 2.00 7.48 7.48 8.71 10.57 4.19 25.86 10.89 424.59 * 0.012 1. 79 2.00 7.69 7.69 8.97 10. 8 9 4.28 26.25 11. 22 424.92 * 0.012 1. 80 2.00 7.91 7.91 9.24 11. 22 4.37 26.65 11.55 425.25 * 0.012 1. 81 2.00 8 .13 8 .13 9.51 11. 55 4.46 PIPE N0.11: 264 LF -24 11 CP @ 0.53% OUTLET: 413.70 INLET: 415.10 INTYP: 2 JUNC N0.11: OVERFLOW-EL: 429.50 BEND: 90 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.00 Q(CFS) HW (FT) HW ELEV. * N-FAC DC ON TW DO DE HWO HWI ******************************************************************************* 5.01 1.11 416.21 * 0.012 0.79 0.73 1. 25 1. 25 0.79 ***** 1.11 5.40 1.16 416.26 * 0.012 0.82 0. 76 1. 30 1. 30 0.82 ***** 1.16 5. 79 1. 21 416.31 * 0.012 0.86 0.79 1. 36 1. 36 0.86 ***** 1. 21 6 .19 1. 26 416.36 * 0.012 0.89 0.82 1. 41 1. 41 0.89 ***** 1. 26 6.58 1. 31 416.41 * 0.012 0. 91 0.85 1. 47 1. 47 0.91 ***** 1. 31 6.97 1. 36 416.46 * 0.012 0.94 0.87 1. 53 1. 53 0.94 ***** 1. 36 7.37 1. 40 416.50 * 0.012 0.97 0.90 1. 58 1. 58 0.97 ***** 1.40 7.76 1. 45 416.55 * 0.012 1. 00 0.93 1. 64 1. 64 1. 00 ***** 1. 45 8.15 1. 50 416.60 * 0.012 1. 02 0.95 1. 69 1. 69 1. 02 ***** 1. 50 8.55 1. 55 416.65 * 0.012 1. 05 0.98 1. 75 1. 75 1. 05 ***** 1. 55 8.94 1. 59 416.69 * 0.012 1. 07 1. 01 1. 81 1. 81 1. 07 ***** 1. 59 9.33 1. 64 416.74 * 0.012 1.10 1. 03 1. 87 1. 87 1. 10 ***** 1. 64 9.73 1. 69 416.79 * 0.012 1.12 1. 06 1. 94 1. 94 1.12 ***** 1. 69 10.12 1. 73 416.83 * 0.012 1.14 1. 08 2.02 2.02 1.14 ***** 1. 73 10.51 1.92 417. 02 * 0.012 1.17 1.11 2. 10 2.10 1. 22 1. 92 1. 78 10.91 1. 95 417.05 * 0.012 1.19 1. 14 2.19 2.19 1.30 1. 95 1.83 11. 30 2.01 417.11 * 0.012 1.21 1.16 2.31 2.31 1.44 2.01 1.87 11. 69 2. ll 417.21 * 0.012 1. 23 1.19 2.46 2.46 1. 61 2 .11 1. 92 12.09 2.24 417.34 * 0.012 1. 25 1. 21 2.59 2.59 1. 78 2.24 1. 97 12.48 2.49 417.59 * 0.012 1. 28 l. 24 2.75 2.75 2.04 2.49 2.01 12.87 2. 72 417.82 * 0.012 1. 30 1. 26 2. 91 2.91 2.24 2. 72 2.06 13 .27 2. 97 418.07 * 0.012 1. 32 1. 29 3.09 3.09 2.46 2. 97 2 .11 13.66 3.22 418.32 * 0.012 1. 34 1. 32 3.26 3.26 2.68 3.22 2.16 14.05 3.47 418.57 * 0.012 1. 36 1. 34 3.43 3. 43 2.90 3.47 2.20 14.45 3.72 418.82 * 0.012 1. 37 1. 37 3.61 3.61 3 .13 3. 72 2.25 14.84 3.99 419.09 * 0.012 1. 39 1. 40 3.79 3.79 3.36 3.99 2.30 15. 2 4 4.26 419.36 * 0.012 1. 41 1. 43 3.98 3.98 3.60 4.26 2.35 15.63 4.54 419. 64 * 0.012 1. 43 1. 4 6 4.17 4.17 3.84 4.54 2.42 16.02 4.83 419.93 * 0. 012 1. 45 1. 49 4.37 4.37 4.10 4.83 2.47 16.42 5 .13 420.23 * 0.012 1.47 1. 52 4.57 4.57 4.36 5.13 2.52 16.81 5.43 420.53 * 0.012 l.48 1. 55 4.78 4.78 4.62 5.43 2.57 17.20 5.74 420.84 * 0.012 1. 50 1. 58 4.99 4.99 4.89 5.74 2.63 17.60 6.06 421.16 * 0.012 1. 52 1. 62 5.20 5.20 5. 17 6.06 2.68 17.99 6.38 421.48 * 0.012 1. 53 1. 66 5.43 5. 43 5. 45 6.38 2.78 18.38 18.78 19.17 19.56 19. 96 20.35 20.74 21. 14 21. 53 21. 92 22.32 22. 71 23.10 23.50 23.89 24.29 24.68 25.07 25.47 25. 86 6. 71 7.05 7.39 7.74 8.10 8.47 8.84 9.23 9.61 10.01 10.41 10.82 11. 24 11. 66 12.09 12.53 12.97 13. 43 13.89 14.35 **************** ******** 26.25 2 6. 65 OVERFLOW 14.83 15.31 421.81 422.15 422.49 422.84 423.20 423.57 423.94 424.33 424.71 425 .11 425.51 425.92 426.34 426.76 427. 19 427. 63 428.07 428.53 428.99 429.45 * 0.012 * 0. 0 C.2 * 0.0:2 * 0.012 * 0.012 * 0.012 * 0.012 * 0.012 * 0.012 * 0.012 * 0.012 * 0.012 * 0. 012 * 0.012 * 0.012 * 0.012 * 0.012 * 0.012 * 0.012 * 0.012 1. 55 1. 56 1. 58 1. 60 1. 61 1. 62 1. 64 1. 65 1. 67 1. 68 1. 69 1. 70 1. 71 1. 73 1. 74 1. 75 1. 76 1. 77 1. 78 1. 79 OVERFLOW ENCOUNTERED AT 1.71 5.65 5.65 5.74 6.71 2.84 1.76 5.88 5.88 6.04 7.05 2.91 1.86 6.12 6.12 6.34 7.39 2.97 2.00 6.36 6.36 6.65 7.74 3.04 2.00 6.61 6.61 6.96 8.10 3.10 2.00 6.86 6.86 7.28 8.47 3.17 2.00 7.12 7.12 7.61 8.84 3.24 2.00 7.38 7.38 7.94 9.23 3.32 2.00 7.64 7.64 8.28 9.61 3.39 2.00 7.91 7.91 8.63 10.01 3.46 2.00 8.19 8.19 8.98 10.41 3.54 2.00 8.47 8.47 9.34 10.82 3.62 2.00 8.76 8.76 9.71 11.24 3.69 2.00 9.05 9.05 10.08 11.66 3.77 2.00 9.34 9.34 10.46 12.09 3.85 2.00 9.64 9.64 10.84 12.53 3.94 2.00 9.95 9.95 11.23 12.97 4.02 2.00 10.26 10.26 11.63 13.43 4.11 2.00 10.57 10.57 12.03 13.89 4.19 2.00 10.89 10.89 12.44 14.35 4.28 26.25 CFS DISCHARGE***************** CONDITIONS CALCULATED ASSUMING SURCHARGE CONDITIONS********* 429.93 * 0.012 1.80 2.00 11.22 11.22 12.85 14.83 4.37 430.41 * 0.012 1.81 2.00 11.55 11.55 13.27 15.31 4.46 PIPE N0.12: JUNC N0.12: 147 LF -24"CP @ OVERFLOW-EL: 427.68 0.61% OUTLET: 415.10 INLET: 416.00 INTYP: 2 BEND: 90 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.00 Q (CFS) HW (FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 5.01 5.40 5.79 6.19 6.58 6.97 7.37 7.76 8.15 8.55 8.94 9.33 9.73 10.12 10.51 10. 91 11. 30 11. 69 12.09 12.48 12.87 13 .27 13.66 14.05 14.45 14.84 1.11 1.16 1. 21 1. 2 6 1. 31 1. 36 1. 40 1. 45 1. 50 1. 55 1. 59 1. 64 1. 69 1. 7 3 1. 7 8 1.97 2.00 2.06 2.16 2.40 2.71 3.00 3.31 3. 62 3.93 4.26 417.11 417.16 417.21 417.26 417.31 417.36 417.40 417.45 417.50 417. 55 417.59 417. 64 417.69 417.73 417.78 417.97 418.00 418.06 418.16 418.40 418.71 419.00 419.31 419.62 419.93 420.26 * 0.012 * 0.012 * 0. 012 * 0.012 * 0.012 * 0.012 * 0.012 * 0.012 * 0.012 * 0.012 * 0.012 * 0.012 * 0. 012 * 0. 012 * 0.012 * 0.012 * 0.012 * 0.012 * 0.012 * 0.012 * 0.012 * 0.012 * 0.012 * 0.012 * 0.012 * 0.012 0.79 0.82 0.86 0.89 0. 91 0.94 0.97 1. 00 1. 02 1. 05 1. 07 1.10 1.12 1.14 1.17 1.19 1. 21 1. 23 l. 25 1. 28 1. 30 1. 32 1. 34 1. 36 1. 37 1.39 0.70 0.73 0.76 0.79 0.81 0.84 0.86 0.89 0.92 0.94 0. 96 0.99 1. 01 1. 04 1. 06 1. 09 1. 11 1.13 1.16 1. 18 1. 20 1. 23 1. 25 1. 28 1. 30 1. 33 1.11 1.16 1. 21 1. 26 1. 31 1. 36 1. 40 1. 45 1. 50 1. 55 1. 59 1. 64 1. 69 1. 73 1. 92 1. 95 2.01 2 .11 2.24 2.49 2.72 2.97 3.22 3.47 3. 72 3.99 1.11 1.16 1. 21 1. 26 1. 31 1. 36 1. 40 1. 45 1.50 1. 55 1. 59 1. 64 1. 69 1. 73 1. 92 1. 95 2.01 2.11 2.24 2.49 2.72 2.97 3.22 3.47 3. 72 3.99 0. 79 0.82 0.86 0.89 0.91 0.94 0.97 1. 00 1.02 1. 05 1. 07 1.10 1.12 1.14 1.17 1. 23 1. 33 1.46 1. 64 1. 95 2.23 2.50 2.78 3.05 3.34 3.63 ***** ***** ***** ***** ***** ***** ***** ***** ***** ***** ***** ***** ***** ***** ***** 1. 97 2.00 2.06 2.16 2.40 2.71 3.00 3.31 3. 62 3.93 4. 26 1.11 1.16 1. 21 1. 2 6 1. 31 1. 36 1. 40 1. 45 1. 50 1. 55 1. 59 1. 64 1. 69 1. 73 1. 78 1. 83 1. 87 1. 92 1. 97 2.01 2.06 2 .11 2.16 2.20 2.25 2.30 15.24 4.60 420.60 * 0.012 1. 41 1. 35 4.26 4.26 3.93 4.60 2.35 15.63 4.94 420.94 * 0.012 1. 43 1. 38 4.54 4.54 4.24 4.94 2.42 16.02 5.30 421.30 * 0.012 1.45 1.40 4.83 4.83 4.56 5.30 2.47 16. 42 5.66 421. 66 * 0.012 1.47 1. 43 5.13 5.13 4.89 5.66 2.52 16. 81 6.03 422.03 * 0.012 1.48 1. 4 6 5.43 5.43 5. 22 6.03 2.57 17. 20 6. 41 422.41 * 0.012 1.50 1. 48 5.74 5.74 5.56 6.41 2. 63 17.60 6.80 422.80 * 0.012 1. 52 l. 51 6.06 6.06 5.91 6.80 2. 68 17.99 7.2C 423.20 * 0.012 1. 53 1. 54 6.38 6.38 6. 27 7.20 2.78 18.38 ·7. 61 423.61 * 0.012 1. 55 1. 57 6.71 6'. 71 6.64 7.61 2.84 18.78 8.02 424.02 * 0.012 1. 56 1. 61 7.05 7.05 7.01 8.02 2.91 19 .17 8.45 424.45 * 0.012 1. 58 1. 64 7.39 7.39 7.39 8. 45 2.97 19.56 8.88 424.88 * 0.012 1. 60 1. 68 7.74 7.74 7.78 8.88 3.04 19. 96 9.32 425.32 * 0.012 1. 61 1. 73 8.10 8.10 8.18 9.32 3.10 20. 35 9. 77 425. 77 * 0.012 1. 62 1. 79 8.47 8.47 8.58 9.77 3.17 20.74 10 .23 426.23 * 0.012 1. 64 2.00 8.84 8.84 9.00 10. 23 3.24 21.14 10.70 426.70 * 0.012 1. 65 2.00 9.23 9.23 9.42 10. 70 3.31 21. 53 11.18 427 .18 * 0.012 1. 67 2.00 9.61 9.61 9.85 11.18 3.39 21. 92 11. 66 427. 66 * 0.012 1. 68 2.00 10.01 10.01 10.29 11. 66 3.46 **************** OVERFLOW ENCOUNTERED AT 22.32 CFS DISCHARGE ***************** ******** OVERFLOW CONDITIONS CALCULATED ASSUMING SURCHARGE CONDITIONS ********* 22.32 12.16 428.16 * 0.012 1. 69 2.00 10. 41 10.41 10.73 12. 16 3.54 22.71 12.66 428.66 * 0.012 1. 70 2.00 10.82 10.82 11.18 12.66 3.61 23.10 13.17 429.17 * 0.012 1. 71 2.00 11. 2 4 11. 24 11.64 13.17 3.69 23.50 13. 70 429.70 * 0.012 1. 73 2.00 11. 66 11. 66 12 .11 13.70 3. 77 23.89 14.23 430.23 * 0.012 1. 74 2.00 12.09 12.09 12.59 14.23 3.85 24.29 14.76 430.76 * 0.012 1. 75 2.00 12.53 12.53 13.07 14. 7 6 3.94 24.68 15.31 431.31 * 0.012 1. 76 2.00 12.97 12.97 13. 57 15.31 4.02 25.07 15.87 431.87 * 0.012 1. 77 2.00 13. 43 13.43 14.07 15.87 4.10 25.47 16.43 432.43 * 0.012 1. 78 2.00 13.89 13.89 14.57 16. 43 4.19 25.86 17.01 433.01 * 0.012 1. 79 2.00 14.35 14.35 15.09 17.01 4.28 26. 25 17.59 433.59 * 0.012 1. 80 2.00 14.83 14.83 15.61 17. 59 4.37 2 6. 65 18.18 434.18 * 0.012 1. 81 2.00 15.31 15.31 16.15 18.18 4.46 PIPE N0.13: 134 LF -24"CP @ 0.60% OUTLET: 416.00 INLET: 416.80 INTYP: 2 JUNC N0.13: OV~RFLOW-EL: 42 6. 65 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *************************************************************~***************** 5.01 1. 06 417.86 * 0.012 0. 79 0. 71 1.11 1.11 0.79 ***** 1. 06 5.40 1.10 417.90 * 0.012 0.82 0.74 1.16 1.16 0. 82 ***** 1.10 5.79 1. 14 417.94 * 0.012 0.86 0.76 1. 21 1. 21 0.86 ***** 1.14 6.19 1. 18 41 7. 98 * 0.012 0.89 0.79 1. 26 1. 26 0.89 ***** 1.18 6.58 1. 22 418.02 * 0.012 0.91 0.82 1. 31 1. 31 0.91 ***** 1. 22 6.97 1. 26 418.06 * 0.012 0.94 0.84 1. 36 1. 36 0.94 ***** 1. 26 7.37 1. 29 418.09 * 0.012 0.97 0.87 1. 40 1. 40 0.97 ***** 1.29 7.76 1. 33 418.13 * 0.012 1. 00 0.90 1. 45 1. 45 1. 00 * * * * * 1. 33 8. 15 1. 36 418.16 * 0.012 1. 02 0.92 1. 50 1. 50 1. 02 * * ** * 1. 36 8.55 1. 40 418.20 * 0.012 1. 05 0.95 1. 55 1. 55 1. 05 ***** 1. 40 8.94 1. 43 418.23 * 0.012 1.07 0.97 1. 59 1. 59 1. 07 ***** 1. 43 9.33 1.46 418.26 * 0.012 1.10 1. 00 1. 64 1. 64 1.10 ***** 1. 4 6 9.73 1.49 418.29 * 0.012 1.12 1. 02 1. 69 1. 69 1.12 ***** 1. 49 10.12 1.52 418.32 * 0.012 1.14 1. 05 1. 73 1. 73 1. 14 ***** 1. 52 10.51 1. 55 418.35 * 0.012 1. 1 7 1. 07 1. 78 1. 78 1. 1 7 ***** 1. 55 1 C. 91 1. 71 418.51 * 0.012 1.19 1. 09 1. 97 1. 97 1. 32 1. 71 1. 58 11. 30 1. 74 418.54 * 0.012 1.21 1.12 2.00 2.00 1. 39 1. 74 1. 61 11. 69 1. 7 8 418.58 * 0.012 1. 23 1. 14 2.06 2.06 1. 48 1.78 1. 64 12.09 12.48 12.87 13 .27 13.66 14. 05 14. 45 14.84 15.24 15.63 16.02 16.42 16.81 17.20 17.60 17.99 18.38 18.78 19.17 19.56 19. 96 1. 85 2.07 2.42 2.74 3.08 3.42 3.77 4.13 4.5'1 4. 8 9 5.28 5.68 6.09 6.51 6.95 7.39 7.84 8.30 8. 77 9. 25 9.74 **************** ******** OVERFLOW 20.35 10.24 20.74 10.74 21.14 11.26 21.53 11.79 21.92 12.33 22.32 12.88 22. 71 13.44 23.10 14.00 23.50 14.58 23.89 15.17 24.29 15.76 24.68 16.37 25.07 16.99 25.47 17.61 25.86 18.25 26.25 18.89 26.65 19.55 418.65 418.87 419.22 419.54 419.88 420.22 420.57 420.93 421. 31 421.69 422.08 422.48 422.89 423.31 423.75 424.19 424.64 425.lO 425.57 426.05 426.54 * 0.012 * 0.012 * 0.012 * 0.012 * 0. 012 * 0.012 * 0.012 * 0.012 * 0.012 * 0.012 * 0.012 * 0.012 * 0.012 * 0.012 * 0. 012 * 0. 012 * 0. 012 * 0.012 * 0.012 * 0.012 * 0.012 1. 25 1. 28 1. 30 1. 32 1. 34 1. 36 1. 37 1. 39 1. 41 1. 43 1. 45 1. 4 7 1. 48 1. 50 1. 52 1. 53 1. 55 1. 56 1. 58 1. 60 1. 61 1.17 1. 19 1. 21 1. 24 1. 26 1. 29 1. 31 1. 34 1. 36 1. 39 1. 42 1. 44 1. 47 1. 50 1. 53 1. 56 1. 59 1. 63 1. 67 1. 71 1. 76 2.16 2.40 2.71 3.00 3.31 3.62 3.93 4.26 4. 60 4.94 5.30 5. 66 6.03 6.41 6.80 7.20 7.61 8.02 8.45 8.88 9.32 2.16 2.40 2.71 3.00 3.31 3.62 3.93 4.26 4. 60' 4.94 5.30 5.66 6.03 6.41 6.80 7.20 7.61 8.02 8.45 8.88 9.32 1. 62 1. 93 2.28 2.60 2.93 3. 26 3.60 3.95 4.32 4.69 5.07 5. 46 5.86 6.27 6.69 7.12 7.56 8.01 8.47 8.93 9.41 1. 85 2.07 2.42 2.74 3.08 3.42 3.77 4 .13 4.51 4.89 5.28 5.68 6.09 6.51 6.95 7.39 7.84 8.30 8.77 9.25 9.74 1. 67 1. 69 1. 72 1. 75 1. 77 1. 80 1.82 1.85 1. 87 1. 92 1. 94 1. 97 2.00 2.02 2.05 2.12 2.15 2.18 2. 22 2.25 2.29 OVERFLOW ENCOUNTERED AT 20.35 CFS DISCHARGE***************** CONDITIONS CALCULATED ASSUMING SURCHARGE CONDITIONS********* 427.04 * 0.012 1.62 1.86 9.77 9.77 9.90 10.24 2.33 427.54 * 0.012 1.64 2.00 10.23 10.23 10.39 10.74 2.36 428.06 * 0.012 1.65 2.00 10.70 10.70 10.90 11.26 2.40 428.59 * 0.012 1.67 2.00 11.18 11.18 11.41 11.79 2.44 429.13 * 0.012 1.68 2.00 11.66 11.66 11.94 12.33 2.48 429.68 * 0.012 1.69 2.00 12.16 12.16 12.47 12.88 2.52 430.24 * 0.012 1.70 2.00 12.66 12.66 13.01 13.44 2.56 430.80 * 0.012 1.71 2.00 13.17 13.17 13.57 14.00 2.60 431.38 * 0.012 1.73 2.00 13.70 13.70 14.13 14.58 2.64 431.97 * 0.012 1.74 2.00 14.23 14.23 14.70 15.17 2.68 432.56 * 0.012 1.75 2.00 14.76 14.76 15.28 15.76 2.73 433.17 * 0.012 1.76 2.00 15.31 15.31 15.87 16.37 2.77 433.79 * 0.012 1.77 2.00 15.87 15.87 16.47 16.99 2.82 434.41 * 0.012 1.78 2.00 16.43 16.43 17.08 17.61 2.86 435.05 * 0.012 1.79 2.00 17.01 17.01 17.70 18.25 2.91 435.69 * 0.012 1.80 2.00 17.59 17.59 18.33 18.89 2.96 436.35 * 0.012 1.81 2.00 18.18 18.18 18.97 19.55 3.00 PIPE N0.14: JUNC N0.14: 47 LF -24"CP @ OVERFLOW-EL: 426.60 1.04% BEND: OUTLET: 416.80 INLET: 417.29 INTYP: 2 0 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.00 Q (CFS) HW(FT) HW ELEV. * N-FAC DC ON TW DO DE HWO HWI ***********************************************************~******************* 5.01 5.40 5.79 6.19 6.58 6.97 7.37 7.76 8.15 8.55 1. 05 1.10 1. 14 1.18 1. 21 1. 25 1. 29 1. 32 1.36 :.39 418.34 418.39 418.43 418.47 418.50 418.54 418.58 418.61 418.65 418.68 * 0.012 * 0.012 * 0.012 * 0.012 * 0.012 * 0.012 * 0.012 * 0.012 * 0.012 * 0.012 0.79 0.82 0.86 0.89 0.91 0.94 0.97 1. 00 l.02 1.05 0.61 0.64 0.66 0.68 0.70 0.73 0.75 0.77 0.79 0.81 1. 06 1.10 1.14 1.18 l. 22 1. 2 6 1. 29 1. 33 1. 36 1. 40 1. 06 1.10 1. 14 1. 18 1. 22 1. 26 1. 29 1. 33 1. 36 1.40 0. 7 9 0.82 0.86 0.89 0.91 0.94 0.97 1. 00 1. 02 1. 05 ***** ***** ***** ***** ***** ***** ""** * * ***** ***** ***** 1. 05 1.10 1.14 1.18 1.21 1. 25 1. 29 1. 32 1.36 1. 39 8.94 1.42 9.33 1.46 9. 73 1.49 10.12 1.52 10.51 1.55 10.91 1.58 11.30 1.61 11.69 1.63 12.09 1.66 12.48 1.87 12.87 2.20 13.27 2.53 13.66 2.89 14.05 3.24 14.45 3.61 14.84 4.00 15.24 4.39 15.63 4.79 16.02 5.20 16.42 5.62 16.81 6.06 17.20 6.50 17.60 6.95 17.99 7.41 18.38 7.89 18.78 8.37 19.17 8.87 **************** ******** 19.56 19. 96 20.35 20.74 21.14 21. 53 21. 92 22.32 22. 71 23.10 23.50 23.89 24.29 24.68 25.07 25.47 25.86 26.25 2 6. 65 OVERFLOW 9.37 9.88 10.41 10.94 11. 49 12.0~ 12.61 13.19 13. 77 14.37 14.97 15.59 16 .22 16.86 17.50 18.16 18.83 19.51 20.19 418.71 * 0.012 1.07 0.83 1.43 1.43 1.07 ***** 1.42 418.75 * 0.012 1.10 0.85 1.46 1.46 1.10 ***** 1.46 418.78 * 0.012 1.12 0.87 1.49 1.49 1.12 ***** 1.49 418.81 * 0.012 1.14 0.89 1.52 1.52 1.14 ***** 1.52 418.84 * 0.012 1.17 0.91 1.55 1.55 1.17 ***** 1.55 418.87 * 0.012 1.19 0.93 1.71 1.71 1.19 ***** 1.58 418.90 * 0.012 1.21 0.95 1.74 1.74 1.21 ***** 1.61 418.92 * 0.012 1.23 0.97 1.78 1.78 1.23 ***** 1.63 418.95 * 0.012 1.25 0.98 1.85 1.85 ~.25 ***** 1.66 419.16 * 0.012 1.28 1.00 2.07 2.07 1.62 1.87 1.69 419.49 * 0.012 1.30 1.02 2.42 2.42 2.06 2.20 1.72 419.82 * 0.012 1.32 1.04 2.74 2.74 2.39 2.53 1.74 420.18 * 0.012 1.34 1.06 3.08 3.08 2.74 2.89 1.77 420.53 * 0.012 1.36 1.08 3.42 3.42 3.08 3.24 1.79 420.90 * 0.012 1.37 1.10 3.77 3.77 3.44 3.61 1.82 421.29 * 0.012 1.39 1.11 4.13 4.13 3.82 4.00 1.84 421.68 * 0.012 1.41 1.13 4.51 4.51 4.20 4.39 1.87 422.08 * 0.012 1.43 1.15 4.89 4.89 4.59 4.79 1.91 422.49 * 0.012 1.45 1.17 5.28 5.28 4.99 5.20 1.94 422.91 * 0.012 1.47 1.19 5.68 5.68 5.40 5.62 1.96 423.35 * 0.012 1.48 1.20 6.09 6.09 5.82 6.06 1.99 423.79 * 0.012 1.50 1.22 6.51 6.51 6.26 6.50 2.02 424.24 * 0.012 1.52 1.24 6.95 6.95 6.70 6.95 2.05 424.70 * 0.012 1.53 1.26 7.39 7.39 7.15 7.41 2.11 425.18 * 0.012 1.55 1.28 7.84 7.84 7.61 7.89 2.15 425.66 * 0.012 1.56 1.30 8.30 8.30 8.08 8.37 2.18 426.16 '0.012 1.58 1.32 8.77 8.77 8.56 8.87 2.21 OVERFLOW ENCOUNTERED AT 19.56 CFS DISCHARGE***************** CONDITIONS CALCULATED ASSUMING SURCHARGE CONDITIONS********* 426.66 * 0.012 1.60 1.34 9.25 9.25 9.06 9.37 2.25 427.17 * 0.012 1.61 1.36 9.74 9.74 9.56 9.88 2.28 427.70 * 0.012 1.62 1.37 10.24 10.24 10.07 10.41 2.32 428.23 * 0.012 1.64 1.39 10.74 10.74 10.59 10.94 2.36 428.78 * 0.012 1.65 1.41 11.26 11.26 11.12 11.49 2.40 429.33 * 0.012 1.67 1.44 11.79 11.79 11.66 12.04 2.43 429.90 * 0.012 1.68 1.46 12.33 12.33 12.22 12.61 2.47 430.48 * 0.012 1.69 1.48 12.88 12.88 12.78 13.19 2.51 431.06 * 0.012 1.70 1.50 13.44 13.44 13.35 13.77 2.55 431.66 * 0.012 1.71 1.52 14.00 14.00 13.93 14.37 2.60 432.26 * 0.012 1.73 1.54 14.58 14.58 14.52 14.97 2.64 432.88 * 0.012 1.74 1.57 15.17 15.17 15.12 15.59 2.68 433.51 * 0.012 434.15 * 0.012 434.79 * 0.012 435.45 * 0.012 436.12 * 0.012 436.80 * 0.012 437.49 * 0.012 1.75 1.59 15.76 15.76 15.73 16.22 1.76 1.62 16.37 16.37 16.36 16.86 1.77 1.65 16.99 16.99 16.99 17.50 1.78 1.68 17.61 17.61 17.63 18.16 1.79 1.71 18.25 18.25 18.28 18.83 1.80 1.75 18.89 18.89 18.94 19.51 1.81 1.80 19.55 19.55 19.61 20.19 2.72 2. 77 2. 81 2.86 2.91 2.95 3.00 PIPE N0.15: 20 LF -24"CP @ 0.55% OUTLET: 417.29 INLET: 417.40 INTYP: 2 JUNC N0.15: OVERFLOW-EL: 423.56 SEND: 45 DEG DIA/WIDTH: 6.0 Q-RATIO: 0.00 Q (CFS) HW (FT) HW ELEV. * N-FAC DC TW DO DE HWO HWI ******~************************~*********************~************************* 5.01 5. t.O 1.19 1.24 418.59 * 0.012 0.79 0.72 1.05 1.05 0.93 418.64 * 0.012 0.82 0.75 i.10 1.10 0.97 1.19 1. 24 1. 07 1.12 5. 7 9 1.29 418.69 * 0.012 0.86 0.78 1. 14 1.14 1. 02 1. 29 1.16 6.19 1. 34 418.74 * 0.012 0.89 0.81 1.18 1.18 1. 06 1.34 1.20 6.58 1. 38 418.78 * 0.012 0.91 0.84 1. 21 1. 21 1. 10 1. 38 1. 24 6.97 1. 42 418.82 * 0.012 0.94 0.86 1. 25 1. 25 1.14 1. 42 1. 2 9 7.37 1. 47 418.86 * 0.012 0.97 0. 8 9 1. 29 1. 29 1.17 1.47 1. 32 7.76 1. 51 418.91 * 0.012 1. 00 0.92 1. 32 1. 32 1. 21 1. 51 1.36 8.15 1.55 418.95 * 0.012 1. 02 0.94 1. 36 1. 36 1. 25 1. 55 1. 40 8.55 1. 59 418.99 * 0.012 1. 05 0. 97 1. 39 1. 39 1. 28 1. 59 1.44 8.94 1. 63 ·419. 03 * 0.012 1. 07 1. 00 1. 42 1. 42 1. 32· 1. 63 1. 48 9.33 1. 67 419.07 * 0.012 1.10 1. 02 1. 46 1. 46 1. 35 1. 67 1. 51 9.73 1. 70 419.10 * 0.012 1.12 1. 05 1. 49 1. 49 1. 38 1. 70 1. 55 10.12 1.74 419.14 * 0.012 1.14 1. 07 1. 52 1. 52 1. 42 1. 74 1. 58 10.51 1. 78 419.18 * 0.012 1.17 1.10 1. 55 1. 55 1. 45 1. 78 1. 62 10.91 1. 81 419.21 * 0.012 1.19 1.12 1. 58 1. 58 1. 48 1. 81 1. 65 11. 30 1. 85 419.25 * 0.012 1. 21 1.15 1. 61 1. 61 1. 51 1. 85 1. 69 11. 69 1. 88 419.28 * 0.012 1.23 1.17 1. 63 1. 63 1. 54 1. 88 1. 72 12.09 1. 92 419.32 * 0.012 1.25 1. 20 1.66 1. 66 1. 57 1. 92 1. 75 12.48 2.05 419.45 * 0.012 1. 28 1. 22 1.87 1. 87 1. 79 2.05 1. 79 12.87 2.38 419.78 * 0.012 1. 30 1. 25 2.20 2.20 2.15 2.38 1. 82 13 .27 2.73 420.13 * 0.012 1. 32 1.27 2.53 2.53 2.48 2.73 1.85 13. 66 3.10 420.50 * 0.012 1. 34 1. 30 2.89 2.89 2.84 3.10 1. 88 14.05 3.48 420.88 * 0.012 1. 36 1. 33 3.24 3.24 3.20 3.48 1. 91 14. 4 5 3.87 421. 27 * 0.012 1. 37 1. 35 3.61 3.61 3.57 3.87 1. 95 14.84 4.27 421.67 * 0.012 1. 39 1. 38 4.00 4.00 3.96 4.27 1. 98 15.24 4.68 422.08 * 0.012 1. 41 1. 41 4.39 4.39 4.35 4.68 2.01 15.63 5.10 422.50 * 0.012 1. 43 1. 43 4.79 4.79 4.76 5.10 2.06 16.02 5.54 422.94 * 0.012 1. 45 1. 4 6 5.20 5.20 5.18 5.54 2.09 16.42 5.98 423.38 * 0.012 1. 47 1. 49 5. 62 5.62 5.60 5.98 2.13 **************** OVERFLOW ENCOUNTERED AT 16.81 CFS DISCHARGE ***************** ******** OVERFLOW CONDITIONS CALCULATED ASSUMING SURCHARGE CONDITIONS ********* 16.81 6.44 423.84 * 0.012 1. 48 1. 52 6.06 6.06 6.04 6.44 2.16 17 .20 6.90 424.30 * 0.012 1. 50 1. 56 6.50 6.50 6.49 6.90 2.20 17.60 7.38 424.78 * 0.012 1. 52 1. 59 6.95 6.95 6.94 7.38 2.23 17.99 7.87 425. 27 * 0.012 1. 53 1. 63 7.41 7.41 7.41 7.87 2.31 18.38 8.36 425.76 * 0.012 1. 55 1. 67 7.89 7.89 7.89 8.36 2.35 18.78 8.87 426.27 * 0.012 1. 56 1. 71 8.37 8.37 8.38 8.87 2.39 19.17 9.39 426.79 * 0.012 1. 58 1. 77 8.87 8.87 8.88 9.39 2. 43 19.56 9. 92 427.32 * 0.012 1. 60 2.00 9.37 9.37 9.39 9.92 2.48 19. 96 10.46 427. 86 * 0.012 1. 61 2.00 9.88 9.88 9.91 10.46 2.52 20.35 11. 02 428.42 * 0.012 1. 62 2.00 10.41 10.41 10.44 11. 02 2.57 20. 7 4 11. 58 428.98 * 0.012 1. 64 2.00 10.94 10.94 10.98 11. 58 2.61 21.14 12.15 429.55 * 0.012 1. 65 2.00 11. 49 11. 49 11. 53 12. 15 2.66 21. 53 12.74 430.14 * 0.012 1. 67 2.00 12.04 12.04 12.09 12.74 2.71 21. 92 13. 33 430.73 * 0.012 1. 68 2.00 12.6: 12.61 12.66 13. 33 2.76 22.32 13.94 431.34 * 0.012 1. 69 2.00 13.19 13 .19 13.24 13. 94 2.81 22.71 14.56 431.96 * 0.012 1. 70 2.00 13.77 13. 77 13. 83 14.56 2.86 23.10 15.18 432.58 * 0.012 1. 71 2.00 14.37 14.37 14.44 15.18 2.91 23.50 15.82 433.22 * 0.012 1. 73 2.00 14.97 14.97 15.05 15.82 2. 96 23.89 16.47 433.87 * 0.012 1. 74 2.00 15.59 15.59 15. 67 16.47 3.02 24.29 17 .13 434.53 * 0.012 1. 75 2.00 16.22 16 .22 16.30 17.13 3.07 24.68 17.80 435.20 * 0.012 1. 76 2.00 16.86 16.86 16.95 17.80 3.13 25.07 18.48 435.88 * 0.012 1. 77 2.00 17.50 17.50 17.60 18.48 3.18 25.47 19.18 436.58 * 0.012 1. 78 2.00 18.:6 18.16 18.27 19.18 3.24 25. 86 19.88 437.28 * 0.012 1.79 2.00 18.83 18.83 18.94 19.88 3.30 26. 25 20.59 437.99 * 0.012 1. 80 2.00 19.51 19.51 :9.63 20.59 3.36 26. 65 21. 32 438.72 * 0.012 1. 81 2.00 20.19 20.19 20.32 21. 32 3.42 PIPE N0.16: 30 LF -24"CP @ 0.67% OUTLET: 417.40 INLET: 417.60 INTYP: 2 Q(CFS) HW (FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 5.01 1. 21 418.81 * 0.012 0.79 0.69 1.19 1.19 0.97 1.21 1. 08 5. 40 1. 27 418.87 * 0.012 0.82 0. 71 1. 24 1. 24 1. 02 1. 27 1.13 5.79 1. 32 418.92 * 0.012 0.86 0.74 1. 29 1. 29 1. 07 1. 32 1.18 6.19 1. 38 418·.98 * 0.012 0.89 0.77 1. 34 1. 34 1.12 '1. 3 8 1. 22 6.58 1. 43 419.03 * 0.012 0.91 0.79 1. 38 1. 38 1.17 1. 4 3 1.27 6.97 1. 48 419.08 * 0.012 0.94 0.82 1. 42 1. 42 1. 21 1. 4 8 1. 32 7.37 1. 53 419.13 * 0.012 0.97 0.84 1. 4 7 1. 47 1. 25 1. 53 1. 36 7.76 1. 58 419.18 * 0.012 1. 00 0.87 1. 51 1. 51 1. 30 1. 58 1. 40 8.15 1. 63 419.23 * 0.012 1. 02 0.89 1. 55 1. 55 1. 34 1. 63 1. 45 8.55 1. 69 419.29 * 0.012 1. 05 0.92 1. 59 1. 59 1. 39 1. 69 1. 49 8.94 1. 74 419.34 * 0.012 1. 07 0.94 1. 63 1. 63 1. 43 1. 7 4 1. 54 9.33 l. 79 419.39 * 0.012 1.10 0.97 1. 67 1. 67 1. 47 1. 79 1. 58 9. 73 l. 84 419.44 * 0.012 1.12 0.99 1. 70 1. 70 1. 51 1. 84 1. 62 10.12 1. 88 419.48 * 0.012 1.14 1. 01 1. 7 4 1. 74 1. 55 1. 88 1. 66 10.51 1. 93 419.53 * 0.012 1.17 1. 03 1. 78 1. 78 1. 59 1. 93 1. 71 10. 91 1. 98 419.58 * 0.012 1.19 1. 06 1. 81 1. 81 1. 63 1. 98 1. 75 11. 30 2.03 419.63 * 0.012 1. 21 1. 08 1. 85 1. 85 1. 67 2.03 1. 79 11. 69 2.08 419.68 * 0.012 1. 23 1.10 1. 88 1. 88 1. 71 2.08 1. 83 12. 0 9 2.14 419.74 * 0.012 1. 25 1.13 1. 92 1. 92 1. 7 6 2.14 1. 88 12. 4 8 2.28 419.88 * 0.012 1. 28 1.15 2.05 2.05 1. 92 2.28 1. 92 12.87 2.65 420. 25 * 0.012 1.30 1.17 2.38 2.38 2.27 2.65 1. 96 13.27 3.02 420.62 * 0.012 1. 32 1.19 2.73 2.73 2. 61 3.02 2.00 13. 66 3.42 421. 02 * 0.012 1. 34 1.22 3.10 3 .10 3.00 3.42 2.04 14.05 3.83 421.43 * 0.012 1.36 1. 24 3.48 3.48 3.38 3.83 2.09 14.45 4.25 421.85 * 0.012 1. 37 1. 26 3.87 3.87 3. 77 4.25 2 .13 14.84 4. 68 422. 2 8 * 0.012 1. 39 1. 2 9 4.27 4. 27 4.18 4. 68 2 .17 15.24 5.13 422.73 * 0.012 1. 41 1.31 4. 68 4. 68 4. 60 5 .13 2.22 **************** OVERFLOW ENCOUNTERED AT 15.63 CFS DISCHARGE ***************** 15.63 5.59 423.19 * 0.012 1. 43 1. 33 5.10 5.10 5.03 5.59 2.28 16.02 6.06 423.66 * 0.012 1. 45 1. 36 5.54 5.54 5.46 6.06 2.32 16.42 6. 54 424.14 * 0.012 1. 47 1. 38 5.98 5.98 5.92 6.54 2.37 16.81 7.03 424.63 * 0.012 1. 48 1. 41 6.44 6.44 6.38 7.03 2.42 17. 20 7.53 425.13 * 0.012 1. 50 1. 43 6.90 6.90 6.85 7.53 2.46 17.60 8.05 425.65 * 0.012 1. 52 1. 46 7.38 7.38 7.33 8.05 2.51 17.99 8.58 426.18 * 0.012 1. 53 1. 49 7.87 7.87 7.83 8.58 2. 60 18.38 9.12 426.72 * 0.012 1. 55 1. 51 8.36 8.36 8.33 9.12 2.66 18. 7 8 9. 67 427. 27 * 0.012 1. 56 1. 54 8.87 8.87 8.85 9.67 2.71 19.17 10.23 427.83 * 0.012 1. 58 1. 57 9.39 9.39 9.38 10. 23 2.77 19.56 10.80 428.40 * 0.012 1. 60 1. 61 9.92 9. 92 9.91 10.80 2.83 19.96 11. 39 428.99 * 0.012 1. 61 1. 64 10.46 10.46 10.46 11. 39 2.89 20.35 11. 99 429.59 * 0.012 1. 62 1. 68 11. 02 11. 02 11. 02 11. 99 2.95 20. 7 4 12.60 430.20 * 0.012 1. 64 1. 72 11. 58 11. 58 11. 59 12.60 3.01 21.14 13.22 430.82 * 0.012 1. 65 1. 77 12.15 12.15 12.18 13.22 3.07 21. 53 13. 85 431.45 * 0.012 1. 67 2.00 12.74 12.74 12.77 13. 85 3.14 21. 92 14.49 432.09 * 0.012 1. 68 2.00 13.33 13. 33 13. 37 14.49 3.20 22.32 15.15 432.75 * 0.012 1. 69 2.00 13.94 13. 94 13.99 15.15 3 .27 22.71 15.82 433.42 * 0.012 1. 70 2.00 14.56 14.56 14. 61 15.82 3.34 23. 10 16.50 434.10 * 0.012 1. 71 2.00 15.18 15.18 15.25 16.50 3.41 23.50 17.19 434.79 * 0.012 1. 73 2.00 15.82 15.82 15.90 17.19 3.48 23.89 17.89 435.49 * 0.012 1. 74 2.00 16.47 16.47 16.56 17.89 3.55 24. 2 9 18. 60 436.20 * 0.012 1. 75 2.00 17.13 17.13 17.23 18.60 3. 62 24.68 19.33 436.93 * 0.012 1. 76 2.00 17.80 17. 80 17.91 19.33 3.70 25.07 20.07 437.67 * 0.012 1. 77 2.00 18.48 18.48 18.60 20.07 3. 77 25.47 20. 82 438.42 * 0.012 1. 78 2.00 19.18 19.18 19.30 20.82 3.85 25.86 21. 58 439.18 * 0.012 1. 79 2.00 19.88 19.88 20.01 21.58 3.93 26.25 22.35 439.95 * 0.012 1.80 2.00 20.59 20.59 20.74 22.35 4.00 26.65 23 .13 440.73 * 0.012 1. 81 2.00 21.32 21.32 21. 47 23.13 4.08 Input Q (cfs) 0.00 C 0.62 A (sf) 0.00 d (in) 10.30 H (ft) 5.60 Job: Altmyer By: J3 Output 6.81 0.62 0.58 10.30 5.60 Q- C- A- d - H- 10 Date: Flow 'f'c,,uD /J.-ruLL Ht.A!) PrSc..J-114-rq,.12.... Orifice Orifice Coefficient Area of Orifice Diameter of Orifice Head 4 /16 inches 4/25/2008 Page 1 Input Q (cfs) 0 00 C 0.62 A (sf) 0.00 d (in) 24.00 H (ft) 9.90 Job: Al t myer By: J 3 H :Po.AJ ,[) g -Ful I /-/GA-[) orsc/.-ftt rv:i E.._ O r ifi ce Q -Flow C -Orifice Coeffic ient A -Area of Orifice d -D iameter of O rifice H -Head Output 49.18 ~ 0 .62 3.14 24.00 24 0 /16 inche s 9.90 Da te: 4/25/2008 Page 1 :TEc,..,:r· ~ ~7."( ~ mw&e z; c-rz-1 .. 6 ' APPENDIX C CPOSA Reference Library Don Alth auser -KSC-N R-0600 Written By: RUDDELLS DRAINAGE INVESTIGATION Volume I --Text Prepared For: King County Department of Public Works Surface Water Management Division Prepared By: R. W. Beck and Associates 210 I Fourth Avenue, Suite 600 Seattle, Washington 98121-2375 December 1992 / , "'--f,L---1<.~~~=---==~ Approved By: f-:~ ~h~ King County RUDDELLS DRAINAGE INVESTIGATION CERTIFICATE OF ENGINEER The engineering material and data contained in this study were prepared under the supervision and direction of the undersigned, whose seal as a Registered Professional Engineer is affixed below. C. Jack C. Project Manager Section VOLUME I · TEXT RUDDELLS DRAINAGE INVESTIGATION TABLE OF CONTENTS Description CERTIFICATE OF ENGINEER Page TABLE OF CONTENTS ................................... i SECTION I INTRODUCTION AND PURPOSE ......................... 1-1 A Introduction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1-1 B. Purpose ............................................. 1-1 C. Authorization . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I-1 D. Acknowledgements . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I-2 SECTION II BACKGROUND/HISTORY ............................... II-! A General ............................................. II-! B. Basin Description .... , ................................. 11-2 SECTION III METHODOLOGY .................................... III-! A Prior Hydrologic/Hydraulic Analyses . . . . . . . . . . . . . . . . . . . . . . . . III-I B. Current Hydrologic/Hydraulic Analyses . . . . . . . . . . . . . . . . . . . . . . III-! C. Downstream Analysis . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 111-2 SECTION IV FINDINGS .......................................... IV-I A Current Hydrologic/Hydraulic Analysis ...................... IV-I B. Downstream Analysis .................................. IV-2 SECTION V ALTERNATIVE SOLUTIONS ............................. V-1 A Descriptions of Alternatives ............................... V-1 B. Alternative Evaluation ........................... , ....... V-4 SECTION VI RECOMMENDED SOLUTION ........................... VI-I A. Recommended Solution . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . VI-I B. Phasing ............................................ VI-2 C. Providing a IOO-Year Level of Protection .................... VI-2 1659A\V\V0.738 FINAL 12/31/92 VOLUME II -TECHNICAL APPENDICES (Bound Separately) Appendix A Hydrologic Model/Back-up Information -Model Schematic and Basin Map for this Study -Model Schematic and Basin Map from Previous Study -Summary of Changes to Previous Study Model -Pond Stage/Storage/Discharge Calculations -Model Runs (summary output tables) Appendix B Hydraulic Model Information -Summary of Changes to Previous Study Model -Hydraulic Model Runs Appendix C Alternative Analysis Information Appendix D Geotechnical Investigations Hong West and Associates Memorandum Note: Volume Tl (Technical Appendices) is available in the DIR Unit Study Files 16."19 A V../V/ 0. 7 :s /' ll FINAL 12()1192 SECTION I INTRODUCTION AND PURPOSE A. Introduction The Ruddells drainage problem is located southeast of the City of Renton at the intersection of SE 184th Place (private road) and 112th Avenue SE in Section 32, Township 23 North, Range 5 East. The location of the problem area is illustrated on Figure 1. The problem primarily consists of recurrent flooding of 112th A venue SE and several residential homes and lawns . The approximate area of flooding is illustrated on Figure 2. --. _,_, ________ : ___ [ ":· -·----~-----~... --'---~ if.~~~~!:i'i.£/r ··•c .,j .·!b.:~ The purpose of this previous study was to map the floodplain of the problem area and to identify the causes of the flooding problem. This work included the development of hydrologic and hydraulic model s to evaluate the drainage system. The initial study did not include the investigation of problem solutions. Thi s current s tud y is a continuation of th e previ o u s study and will identify the best solution to solve th e fl oodin g problem. IL Purpose R. W. B ec k was retained by King County Surface Water Management Divis ion (SWM) t o co ntinue with th e prev io us drainage inves tigatio n of this problem. The previous study included th e initial tas k s of a drainage inves ti gation. These includ ed: • verifying the exi s ten ce and severity of th e problem, • assessing th e level of protection (LOP) provided by the existing drainage system, and • id entifying th e probable causes of th e problem. The purpose of th e current study was to: • r ev iew the previous hydrologic and hydraulic m odel s, and update the model s, if necessary, for u se in evaluating alternative problem solutions; • id entify and evaluate alternatives for solving the problem; and • recomm end a pre fe rred alternative solution. C. Authorization Prepara ti o n of thi s s tudy \Vas a uth ori zed by an e ngin eering agreement with R. W. Beck and Associates dated August 7, 1992 . 1659 A WW 0 .73 8 J-1 FINAL 12/J 1/92 , ~ .. ;.;·;;;/:, . ----~T-. l 'Wl< ST /I~ --.-r -.;.: ' ~; :: ., I ~:, C • i' ~ ~-it' ?: ... : '. .S,.L_-.l.111----la==-==...:.. ' ?{ ~: •· ·~-oo : il 2TH I , ~j ~ ~ ~\ ;! t ~ $( :i ST . ", ~. ~j Sc ~I ~I 1 ST ST S, > "" 2ND . i I I ==' Sf Z:i l J!Jn.". ~1 ST :::, ~, l:,i ;;:;! I 1 :;; ~I --i--"---li--:,+~----,r-f:::::-:J'.4---.;,:..--::-f"'c-;!;;~>"il.-\-,...,,:.~-.,,'"'"',-----"----f L-.....:-"-.,._-1+1.:...... NO S C A LE F5 > -< FIGURE 1 KING COUNTY ?16 SURFACE WATER MANAGMENT DIVIS I ON RUDDELLS STUDY VICINITY MAP RWBECK A ND ASSOClATES D 0 !Ilk © 1,Jlll\!11' E. /lu•t, I.ii Ac. :0703 m Qi· '#llli8m E. Ruth • '" ---------- D e;------ ' '-.: 'ANTHER ' ~F.Lansing ---i SCALE: 1" 200' ---~, ____ , ::':=-- OVERALL BASIN BOUNDRY DRAINAGE DITCH STORM DRAIN •.. i=t __________ j l=i ~ •::! ~04 ' ' ' ' ' ' t_[ ~:f 31t: __ 1' Ii ---------• . ' FANTH~i L-il.KE--' ,o-~-~~.xl:=.:--1 -·!r~---s. ·.fill· ARDi~ T,RAC cs,o~r.hl I ;',, ! l!l l!l -/ I C . " ,;: ' 12 ' ' ' ' ' 1-----131 ,, ,, ,, ,, '• ,, ', ;, ,I ~ ,, U-1_ ,, ,.--- --11 •j ,1 1• II 1! Ii )) • ,, ,, ,a} W,· ~ ~ ci . ~ ,, ,, I I i ii "I I I ' ~ ~ ~ Mellie. 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' w~ I > :' j ~,e'u-/ I f- N Sl ·~Mrui 3 I 2 I ,(,, tI5 11b63 11313 I 105 @~~ ~ .. -I" ,-..,:-~~ I,.... --U • _ _,, '. ·----'---;:I ,:, f,-@)1,~·ilj E p: " 15.(/• nf APPROXIMATE 100-YEAR FLOOD- PLAIN. (1) FIGURE 2 KING COUNTY '" IU. ,:; .-; It.A ::-~ \ ,, \ ,, ,, SURFACE WATER MANAGEMENT DIVISION NOTE BASED ON PREVIOUS RUDDELLS DRAINAGE STUDY, 1992 BY KING COUNTY AND BROWN & CALDWELL. SCALE: 1 "=200' RUDDELLS STUDY PROBLEM AREA RW.BECK AND ASSOCl/\nS I I I I I D. Acknowledgements King County Project Manager and representative was Bruce Johnson. Input was also received from other King County SWM staff as well as the County Road Maintenance personnel. The project team from R. W. Beck and Associates included Jack C. Bjork as Project Manager and Mary Weber as Project Engineer. I 659A WW0.738 1-2 FINAL 12131/92 ----- SECTION II BACKGROUND/HISTORY A. General The fo ll o wing background desc ripti on of th e drainage problem is summari zed fr o m the Ruddells Dra inag e Study , Jun e 1992. A maj o rity of th e problem are a (Figure 2) was believed to be a closed depression in th e 1940s t o 1960s. As urbaniza ti on began in th e area, an attempt was m a de to provide a drainage o utlet for this cl osed depre ssion . This included the c onstructio n of 12-inch-diameter concrete outlet pip e (from appro ximately th e c urre nt outlet of P ond A to the intersec ti on of SE 183rd Court and 110th Avenue SE). When thi s pipe was constructed on private property, no design s tandards were in effect. Therefore, thi s pipe was probably no t sized to any desig n storm. Subse quent platting and co nstruc tion of many hom es in th e vicinity occ urred at a time prior to any s torm drainage manage ment regulatio n s. Consequently, several hou ses were construc ted with o ut cons id eratio n fo r the fl oodplain o r other drainage r e late d iss ues. A s the area deve loped, the p o tential for fl ood ing in th e problem area began. In 1976, the Maple Gle n Divi s ion was designed . Thi s deve lo pment, located d ownstream of th e 12-inc h-di ameter outle t pipe, included a dete ntion p ond l ocated at th e s o utheas t quadrant of SE 182nd Street and 10 8th Avenue SE. This po nd i s referred to in the prior Ruddells Study and this s tudy as P ond B. This devel o pment al so include d a s torm drain coll ectio n system, which included a connectio n to th e 12-inch-diameter o utl e t system from Pond A . Pond B is located in Trac t A of Maple Glen, which is owne d by King C o unty. The County also assumes m aintenance responsibility for this pond . In 1978 , Rudd e ll's 1s t Divisi on \Vas dev el o pe d. This de velopment included a detentio n pond (referred to as Pond A) at the northwes t quadrant of SE 184th Place (private road) and J 12th .~ venue SE. l,(in . , Coun~.X, own_~ ~n,d. mainJairis · ,gqnd , ... , · · · · _ · = · · ~-) · _ · . . . _ _ · ~~yeas tnbutary to Pond A continued to develop, th e frequency of fl ooding increased. Over the last decade, several com plaints were filed with the County. . · · · . · -~,,,.,,.-,,-. . . ,;;,;:}~Cording to some O the resicie~'ts, fl ooding has become m o re s evere smce t e construction of the Springfield Apartment Complex (circa 1987), which drains to an 18-inch-diarneter pipe , located immediately downstream of the 12-inch-diameter outlet pipe from Pond A (Figure 2). The Springfield Apartments provided 0.07 acre-feet of detention storage with 172 feet of 54-inch-diameter pipe. 1659AWW0.738 II-1 FINAL 12/31/92 It i s impor ta nt to no te th at the prev iou s drain age s tud y i denti fied o th e r drain age p ro b lem s in th e v ic inity of SE 186t h S tr ee t and I 12 th Aven ue S E that are in add iti o n to th e p rimary problem (oveno pping o f P ond A ). Tw o of the se pro ble m s include fl ooding of hom es on b o th s id es of 112th Avenu e S E due to fl o w s backi ng up in Pon d A. T hese p rob le m s wo ul d be resolved by c orrec tin g th e overtopping of Pond A . T wo other proble m s r ela te t o th e l ack of drainage system al ong SE 186 th S tree t and corr esp o ndin g fl ooding of o ne r e s idence (1 1044 S E 186 th Street ). The l atte r two problem s m ay be p arti a ll y res olved by correcti n g th e o v e rto p p in g o f P o nd A. ;:A:.~~~~ffl~sffi~J\!:~'.lil ffilllf.~S:R~ .. iteJ§!!ty'st'Em~WitiRb~'fi~e~,MYi7fi F" : . ..!, .rct{}A'e°tl'.tst"'e1~~=~~;~i~~roi~:u~i;...tin ~pooi;;1i · . F1¥8ffirufF~irter·;rfff?~~w,mfijirR1,)ii)crr!,<~,~1··,··~ P-0n*1'~~~'fe~;,W(tg-ffl.irw~4's'cli's's-fof.r'er1Kes'F pf6~·~~l?Wtfdfie1ts'fflrn7Igi ;sfu'tf~ ~~"'··· -~rYYz ~--~----~-~" ~·~ . . B. Basin De scription I . Ge ne ral For th e pre viou s drain age s tudy , th e bas in tributary to P o nd B w as an a lyzed. This bas in in c ludes a ll o f th e a re a tr ibutary to Po nd A as well, and cove r s approx im a tely 160 ac res . The bas in bo und ar y is illu s trated o n Fi g ure 3. Th e s tu dy basi n is a tribu tary to Pant he r C r ee k. 2. Drainage S vste m The dra inage sys te m in ves ti gated a s a p art of th e prev io us s tu dy a nd th is s tu dy includes Po nd A (co n stru c ted a s a p art of Rudd e ll 's 1s t Di vi s ion), 'J o nd B (co nstruct ed as a p art of M a ple Gle n), a nd th e c onveyance s y s tem in be twee n . The l oc ati on s of dra in ag e fea tures ar e ilJu s trate d o n Figure 3 . P ond A i s l ocate d in th e c entral portio n of th e basin an d receives drainage fr o m app rox ima te ly 90 acre s. Po nd A h as two i n le t pipes. T he larger inle t pi p e is located at t he south east c o rner of the pond and consi s ts of a 24- in c h -d iame te r CMP w hi ch e xte nd s south a lon g 11 2 th Av e nu e S E . This syste m co ll ects run off fr o m the so u the r ly p orti o n of th e bas in (all ar eas s o uth of SE 186th Stre et in cl u si ve). The second inl e t p ipe is loca te d a t the n ortheas t com e r of the p o nd and includ es a I 2 -i nc h dia mete r pipe which c ollec ts drain age fr om th e are a east of 11 2 th A v e n ue SE a nd n ortheast o f Po nd A. Pond A is draine d by a 12-inc h-di ameter c oncr et e and CMP o utl e t p ip e syste m w hi c h e x te nd s wes t th e n north t o conn ec t to an 18-in ch-diame ter pipe al on g S E 183 rd C o urt in Maple Gle n . The 18-inc h-di a me ter sys te m e xtends west and n orthwest and dis c h arges into Po nd B. A pro fi le o f thi s conveyance syste m i s illus tr ate d o n Fi g ure 4 . This fi g ure s hows that th e fir s t 590 lin e al fe e t of 12-inch-diame te r p ipe system is e sse ntiall y fl a t. The flatn e s s of thi s system s ubstantially reduces its capac ity. Thi s fi g ure al so s h ows th e road way e lev ation o f 11 2th Avenue SE adjacent to P ond A, w hic h i s o nl y abo ut three fee t above th e b ottom o f Pond A . This small differe nce in ele vation b e tween th e pond b otto m and the street grade c ontributes to the fl o oding problem. This i s bec ause th e 12-in ch -d i am e te r o utle t pipe i s flat a nd therefore requires a head wa ter to fo rc e flow throug h the sy ste m. Only three feet of he adwater is availa ble before fl ooding in the s tr eet occ urs. 1659AWW 0 .738 IJ -2 F INA L 12/3 1/92 SECTION Ill METHODOLOGY This section includes a brief description of th e m ethodo l ogy u sed both in the prior an d current s tudi es of th is probl e m as well as the use of this previous work in thi s current investigation. In general, th e methods of both th e previ o us an d c urrent analyses were based up on the 1990 Ki ng County Swface Water Desig n Manual (KCSWDM). The previous a nal ysis ap peared to be r easonable with only s li g ht m od ifi cati ons neces sary. A. Prior HydrologidHydraulic Analyses The methodology u sed for the prior analys i s is described in th e Ruddells Drainage Inves tigation R eport, 1992 . In this previous s tud y , Brown and Caldwell d eve l o ped a hydrol ogic m odel o f the s tud y area usi n g the S¥/M "HYO " computer program. Two ponds, the pond for Ruddell s (Po nd A ) and the pond a t 108th Avenue SE and SE 182nd Street (P o nd B), were evaluated. The stage-storage-discharge relati on ship for Pond A was devel o ped us in g a backwater m ode l of th e 12-/18-inch-diameter o utlet pipe system betwee n Pond A and Po nd B . The model used by Brown and Caldwell was th e SWM "BWPIPE " direc t-step ba c kwater co mputer program. The backwater m odel assumed th at l ateral inflow to th e pipe system was neglig ibl e a nd that the pipe sys tem was clean and fun ctioning prope rl y. ll1e HYD m odel was th en used t o identify the 100-year flo odpla in e levation at Pond A which was subsequently m apped by Kfog County. A copy of their HYO m odel sche matic diagram and basi n m ap i s incl uded in Appendix A. B. Current Hydrolugic/Hydraulic Analyses The prior HYO model was used fo r th e current a na lysis with th e changes noted belov-.'. The modified m odel was u sed to pred ic t the exis tin g system 's hydro logic re spon se t o the 2-, 10 - 25-, and l 00-year 24-h o ur st o rm eve nt s. No h is torical event s were simul a ted . The precipitatio n u sed for th e analysis was the sam e as in the prior analysis: 2-year/24-hour: 2 .0 inc he s 10-year/24-h our: 2.9 inches 25-year/24-h o ur: 3.4 inches 100-year/24-hour : 3 .9 inches S CS Type l a distribution SCS T ype la distribution SCS Type la dis tribution SCS Type la distribution Upon r ev iew o f the prior m odel , an additional subbasin (subbasin 5d) was determined to contribute runoff to th e system. The Was hing to n State Department of Transportation (WSDOT) constructed improvements along 10 8 th Avenue SE which included routing the flow from a sec tion of the road into Pond B. Subbasin 5d covers an area of 15 .6 ac res, which corresponds to an increase in the to tal basin area o f ten percent. Therefore, the runoff fr o m Subbas in 5d would be a moderate addition to the infl ow to Pond B a nd was added to the model. The WSDOT improvements along 108th A venue SE included an underground pipe detention system with a s torage volume of less than 0.5 acre-feet. This detention system was not modeled. In general, detention system s having volumes less than 0.5 ac re -fee t are not large 1659A WW0.73& III-I FINAL 12(3 1/92 e n ough to influ en ce llows in large basin s , and they are like l y in overflow condition during t he .s t orm events of interest (25-and 100-year event s). Pond B w as also enlarged by WSDOT to h an dle the additional fl ow volum e fro m s ubb asin 5d, and m o dificati o ns were made to the HYO model t o r e fl ect the ne w confi g u rati o n. The previo u s HYO m odel schematic and subbas in map were re vi se d to r e flect the addition of Subbasin 5d. The new HYO m odel sc hem a ti c diag ram, new s ubbasin map and other b ack-up informati o n are include d in Appendix A. The c urve number s fo r th e pri o r analysis were base d o n SCS TR5 5 -Western. Wa sh in g ton Suppl emen t, June 1986 rather than the 1 990 KCSWDM. H owever , there is little difference in previous curve number values. The c urve number for the adde d Subbasin 5d was based o n the 1990 KCSWDM. It i s impo rtant to no te th a t th e "HYO" computer program m ethod o logy for hydrograph routing does n o t simulate fl ood fl ow attenuation when a c o nveyance system is unders ized (r esulting in surcharged fl ow and associate d flood s to rage) unless this system (and flooded are a) is s pecifically m o d e le d as a p o nd. Nor d oes the program incorpo rate chann e l routing algorithms that te nd t o attenu ate peak runoff rates. Consequently, the analysis te nd s to be somewhat conservative, predicting hig he r flow rates th an ac tuall y e x is t. The general m o d eling approach c o n fo rm s to the m e thods o utlined in the KCSWDM, and the results wer e fo und t o be reasona ble . Therefore, no calibrati o n of the m o d e l was pe rf o rrn e d. The prior BWPIPE m o de l w as used t o eval uate the pipe capacity of th e 12-/1 8 -inch- diarneter outlet pipe system fro m P o nd A t o P o nd B and t o de termine the stage-discharge r e l ati o n ship for P o nd A. During a fi e ld review of the 12-i nc h-diameter-pottio n of the pipe system , pipe number eig ht i~ the model was detennined to be concrete rather th a n CMP as assumed in the prio r study. The appropriate c o rrecti o n was made in the backwater m o del to reflect thi s change. This correcti o n would lower the c ompute d 10 0-ye ar fl oodplain elevation around Pond A compare d to the pre vio usly predicte d elevation due to greater outlet capacity. However, the · C. Downstream AnaJysis A Level 1 Off-Site Analys is was performed o n the drainage system between P o nd B and the Panther Creek Wetland. The purpos e of the analys is was to identify known flooding or erosion problems downstream of the study area. The analysis was performed in accordance with the 1990 KCSWDM guidelines. The drainage system was inspected in the field, and pertinent resources were reviewed for any evidence of exis ting or predicte d drainage problems. Results o f the downstream analysis are included in Section IV. 1659A \VV-.'0.738 III-2 FINAL I 2/31 /92 King Co unty r ecently atte mpted to T V th e 12-inch-diame ter o utl e t pipe syst e m fr o m P ond A. Pri or rep orts indicate d that thi s pipe system may have been in s talled w ith op en joints to promote infilrrati on. If so, open joint s could be more su sceptibl e to ro o t intru sion and a ssoci at ed plugging proble m s . The portion of th e pipe system runnin g west fr o m th e Pond A co uld not be TV' d because of standing water in both the pipe and the pond. The d own stream portion of this pipe system running to the north and connec ting th e sys tem in SE 183rd C ourt was TV'd. This sec tion of pipe is concrete and p ortion s of the pipe had settl ed creating an adverse grade. · . · · -· : · .. . ,-·sl'ffil\1,,~~ C:.~Tv,.b.J·-er.<:',ffld:~AO''nl>i>:~i<llt'->'i<',~-.'.il,;-,,1,.:;fr£i',;;/i.i,~~~,.,f,c1~~,~_i;,.'.1(;1~.,;~fil,li\'"'",~. -'<W' ' t~nn.i.n --,Wa,l;ftr,<e in,,,th.P qt~..;r,-.-a,l'~ci;~~1;H!ffUWE&1'4!!D'Wllc1)f)~~"-ea.t:mffie,,'l!Ul·~~~;i.;,,)) ~~psw~~-~~n th a t there is standing water in the up s tre am se cti'on of .. the pipe running east-west, there i s likely so me type of plugging or adv erse grade problem for thi s sec tion of pipe as well. The County currently plans to make another attempt to TV thi s secti on after cleanin g i t with a hydro-jet. Any roots or other blockag e will be cleared. Fi g ure 3 also illustrate s th e downstream pipe s ys tem from Pond B for approximately 3,0 00 feet. This sys tem extends north and west to ultimate ly discharge into Pa nther Creek. A Level l Off-Site Analys is w as performe d on thi s sy stem. The findin gs of th e downstream analysis i s present e d in Sec ti on JV. 3 . Land Use L an d u se in the stud y bas in is a mix ture of s ingle-family residential having densities of 2-4 dwelling units p er gross acre, fe w larg e und eveloped Jots located primarily in th e eas t and southeast portions of th e ba sin, and a small area of multi-family residenti a l (The Springfield Apartments discuss e d above). The basin is predominantly built-ou t; conseque ntly, the draina ge investigation considered current land use conditions only. 4 . S oil s S o il s in th e basin are pred o minantly Alde rwood series, belonging to the hydrologic so il group C. Approximate ly 75 percent of the soils are AmC (Arents, Alderwood material, 6 to 15 percent s lo p es) and the remaining 25 percent is AmB (Arents, Alderwood mate rial , 0 to 6 percent s lo pe). 5. Environmental Sensitive Areas I 659A WW0.738 II-3 FINAL I 2/31/92 SECTION IV FINDINGS A. Current HydrologidHydrauJic Analysis Table 1 summarizes the results of th e hydrol ogic and hydraulic modeling. This table s h ows the simulated peak inflo ws, p eak outfl ows and maximum water surface elevatio ns for Po nd A and P o nd B . The simulated water surface e levation of Pond A was then compare d lO the surface elevation of 112th Avenue SE (425.0) t o determine if flooding would occur. The HYD mod e l was set up to simulate th e fl oo ding at Pond A. As s uch, the flooded area stores a l arge volume of fl oodwate r and significantly attenuates peak outflows to Pond B. Simulated peak infl ows to P ond A range fr om 12.6 to 38. 7 cfs, while peak outflows range fr om 2.6 t o 3.4 cfs. Important findin gs includ e the follmving: • Backwater Analysis of 12-in c h-diamete r Pond A Outlet Pipe and th e 18-inch- diam e te r Pipe Sy ste m in Mapl e Gl e n. The results of the b ackwater analysis indicated that th e capacity of the pipe system is about 2 cfs when the water in Pond A i s at its design maximum e lev ation of 425 , and th e water in P ond B is at its current des ign maximum le vel a t elevation 413.5. The capacity of th e pipe syste m is sligh tl y higher th a n that estimated by the previo us Brown and Cald\vell s tud y (] .3 cfs). This i s due to a field observation whic h revealed th at a section of 12 -inch -diam e ter pipe was c oncre te , n ot CMP. The increase in capacity does not, h owever , change th e level of protection provided by P ond A Th e system w o uld still back up caus ing floodin g o f 112th A venue SE and area residences during a 2-year s torm , as predicted in th e previ o us study. The lack of capac ity is primarily due to the flat grade of the 12-inch-diame ter o utlet pipe and lack of depth in Pond A Sin ce the pipe i s flat, a significant headwater is required t o force flow s through the s ystem. Only three feet of headwater i s available in Pond A before fl oo ding in the stree t occurs . • Storage V olume Requirements . The results of th e HYD m odel indic ated that, with ~ ~ the existin g capacity of the 12-inch-diame ter ou tl et pipe from Pond A , ol',t >( Y' approximately 12.2 acre-feet of storage would be r equired at Pond A to prevent \j\,o ~~ 'Y ~ flooding during a 25-y~--~is A~ prese · / • LOP. Th e current system only provides flooding protection for less than a 2-year storm event. Therefore, this system does not meet current County design standards. Modeling the system under the 1979 curve numbers to determine whether the system met applicable s tandards at the time of design was not included in the scope of the previous study work or in the c urrent study work. l 659 AWW 0 .738 IV-I FINAL 12/31/92 Ruddells Study Tab l e 1 HYDROLOGIC AND HYDRAULIC ANALYSES SUMMARY (1) . PondA i,' . 24-:-HOUf Peali Peak Maximum Peak . Ra i nfall •. ·.Inflow · Outflow (3) WSEL Remarks Inflow Storm .. (i n ches) .. (els) (els) in street · (els) ' Event 2-Year 2 .0 12.6 2.6 426.5 Floods Street & Private Property 8.2 10 -Year 2.9 24.3 3.11 428.0 Floo ds Street & Pri vate Property 14.6 25 -Year 3.4 31 .4 3 .3 42 8 .5 Floods Street & Private Property 18.2 100-Year 3.9 38.7 3.4 429 .0 Floods Street & Priv ate Prope rty 2 1.8 January 9, 1990 3 .65 26.3 2.7 429.1 Floods Street & Private Property 9.4 (2) November 24, 3 .74 26.9 2.8 4 29 .1 Floods Street & Private Property 9.5 1990 (2) (1) New Model results. New m o del incorpo rates new subbasin d rai ning to Pond B . new Pond B o u11et configu ra ti on , and change in Pond A stage/discharge relationship to account for change in 12 -i nch -diameter outlet pipe material (C MP t o conc ret e). (2) Results are t aken from Ruddel ls Drainage Study, June 19 92 by King County and Brown and Caldwell (3) Peak outflow from Pond A. T his is the peak flow f ro m the problem area to !~c h -diameter sys tem "' along S E 183rd Court, whic h conveys fl ow s to Pond B. The peak flows t o Pon Bare muc h -12 .f> £. l ower than would be anticipated for a basin o f this size due t o the signifi cant attenuation occuring at Po nd A. ·: ' PondB ~ . ·-·--·····, Peak Maximum Outflow WSEL Remarks(2) (els) ---- 6 .9 409.7 Functions Properly 12 .23 411.1 Functions Prope rly 14.3 411 .8 Fun cti o ns Properly 17.72 41 2 .4 Functions Properly 9 .3 413 .4 In Riser Overflow N o Overtopping 9 .5 41 3 .4 In Riser Overflow No Overtopping __J I I I I I I I I I I I I I I I I I I I • B. Downs tream Analysis A L evel l Off-Site Analys is was p erfonneJ&tl' ·s ·µf th e d o wn s u·earn conv e yance s ys tem from th e o utlet of Po n d Bat 108th Avenu e sf an ,.18 2nd Su·eet to the Panther Creek Wetland . The d owns trea m syste m w as div ided int o r eaches. The reaches are id e ntified in Fi gure 5 and are desc rib ed in Tabl e 2 . The loc ation in th e d ownstream drainage system in whi ch the s tudy b · . becomes 15 perce nt of th e tributary area is at the Panthe r Creek We tland. This is a larg "1 wetland in the City of Rento n. The ba si n uibutary to the wetland is illus trate d on Figu No further evidence was fo und during our field reconnaissance to ind icate any other signific ant present or future fl ooding or erosion problem s. !659AWW0.73 8 IV-2 FINAL 12/31/92 ;,,t ·}·' )· ' I 1 1 I 'J , ,._,_, , sa:.LVDOSSV ONV )03S:ji\1J r-1 ·, 31J~QUd f/43.1.SAS 3!)\tNIVHO -'.. , . "l . r I • f ·-t . A00.1S S113000H : .: .: · NOISIAIO .1N3W3t>VNYW 113J.YM ·'·' t · ~ j-·:. r- :t : :i' L t·· ·~ .. - +-·- ;I ... ,... : ,·. ~ '+-' '.l, .... : .1· .r ·• t· f· ;t -:: 11 .~ \ -~ ~ f . ~ .. f 1 -i t-" ~ . ~ ..... ;.· ;, 1 .. ' -r~ J-1··· r ~~ "!:".;.' 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"• __ .... , _, 1.:-::--.. .... ..~ ~~ POND B FIGURE 5 KING COUNTY SURFACE WATER MANAGEMENT DIVISION 400 0 400 800 Note 1: Lot 299 is possible downstream detention site discussed in Suction VI. RUDDELLS STUDY DOWNSTREAM DRAINAGE SYSTEM 1" = 400' RW.BECK AND ASSOOJJES Rudde lls S tudy Table 2 DOWNSTREAM ANALYSIS ~ QfS_Q.BJPTION -! LEJ::!...Glli I LQ.Qhl!OO 2 3 4 5 6 7 Notes 8 9 10 11 30 -inch-diameter CP storm drain system 850' Rock -lined channel sy s tem with shrub -like vegetation and I 1040' three 35• X 45' CMP roadway culverts c ro ssings w ith 3 -50' c ulverts 36 -in c h -diameter CMP storm drain syst em I 1000' Steep, narrow ravine, channel well vegetated with brush and I 500' trees 58 -inc h-diameter C MP c ulvert Natural mild sloped channel with grass end brush vegetation Small 34' X 18' c onc rete -lined channel with small f oot- bridges. The reach includes a series of two p arallel c u lvert s (24-end 14-inch -diameter) and s pillways. At the down - stream end of the reach the flow passes under a small woodenl structure on stilts with m ost of the footings ex p osed. The channel is al so c onn ect ed to a small off -channel pond by an overflow w eir. Natural c hannel with grass and brush veget ation Panther Creek channel, steep vegetated sides 36 -inc h -d ameter lined C M P culvert Wide and deep V-shaped channel with well vegetated si des (1) CP = C onc rete Pipe CMP • Corrugated Metal Pipe 60' 600' 300' 800' 500' 80' 1450' 108th Avenue SE Southwest S id e of N orth Benson Plaza 105th Place S E North side of Carr Road 103rd Avenue SE Edlunds Property Edlunds Property Upstream of T albot Road Talbot Road Down stream of Talbot Road ---__f3EM8BJSS. No evidence of capacity pro blems . N o evidenc e of capac ity or erosion probl ems. No h istory of flow overtopping channe l si n ce Fred Meyers was built. The most u pstream cu lvert is beginning to accumul ate silt. N o evidenc e of capacity p robl ems. -1~each4. ~~~f,60ach 4 . ~~~:..:.,.·· 0 •f11~~-!'~'z1??&.M!!ii1 ~r'dsio n ~·~~~_..b:;:.i~..::+~·,.:~..tli ... ~-s..~:.;-;.:·.·. ,i ghbo r - Reac h is .some No evidence of c apac ity or erosion problem s. No evidence of c apacity or eros i on pr oble ms. SECTION V ALTERNATIVE SOLUTIONS This section includes desc riptions of the alternative solutions analyzed to solve the problem , an evaluation of these alternatives, and selection of the recommended alternative solution. Alternatives were identified with SWM s taff after reviewing the results of the hydrologic and hydraulic analyses described in Section IV. Four alternatives were identified in addition to the no-action alternative. Once alternatives were identifi e d , th e hydrologic and hydraulic model s were modified, if necessary, t o mode l the alternative and ascertain specific sizing requirements for proposed improveme nts. Important assumptions about the evaluation of these alternatives are stated under the descripti on s of alternativ es . Pertinent hydrologic and hydraulic findings are tabulated m Tabl e 3. ~-. -fflli. __ . ' =- ·afflim ' . ia';>•-.s;-;,llf""''art«'"'f;)~melJ1:lrlf6"'"~ff¢'t"'' l~"c•,fu~id/'1t'''~-:---i,.xf gn:t i, . . ti . --.. - ' ~ • . _ ~-.• ~-i ~,.-·.; ¥9.&L~·~.-· ~..ff,,Y.:¥-·.·· ··-·_n __ ,,QUµ·JU' . ,~-,~Y~,r1,~w,~.;.:,l\.~~O.J!;,~~- ~~~~-A°t,~"f:~s was pnmanly due to a lack of feasible sites to contain th e necessary dete ntion storage, combined v ... ·ith the constraints on increasing down stream flows. A s di sc ussed in Section JV , a down stream erosion problem was identified as part of the L evel 1 Off- Site Analysis. The d ow ns tream problem was di sc ussed with _f~~nt~,-. ·IRJ,i~ . -4\"'~i"":WJ>W,fl!~,~~~:fifi;,~ff~r:?l ,. -•.,,., . ~ .... HFA!i!!Jl'i:f2~t~!!~&·}J.1~S, ¥ \Cl A. Descriptions of Alternatives I. Alternative I Thi s alternative invol ves adding detention volume at Pond A to the maximum e xte nt p os s ible in an attempt to e liminate the flo od ing problem without increas ing d ownstream fl ows. T o increase th e detenti on volume, two additional ponds (Ponds A 1 and A2) would be constructed. The location s of these ponds are illu strated in Figure 7. Th e P ond A 1 and A2 s ites are the only und ev eloped areas in the vicinity of P o nd A which are abou t the s ame e l evation and could be used for detentio n storage. Pipes would be u sed t o hydrauli call y connect the se ponds to Pond A. Without changing the existing outlet conditi ons, the maximum depth of the po nds would be the same as in Pond A (3 feet). The new ponds would increase the storage capacity of the detention fa cility fr om 1.3 acre-feet to 3.3 a cre-feet. H owever, under existing outlet conditions, a total of about 12.2 acre-feet of st or age would be required at P o nd A to eliminate flo oding during a 25- year fl ood eve nt. Therefore , thi s alternative would not solve the probl em and was n ot g iven furth er co n sid e ration. No cost estimate was prepared for thi s alternative. 16 59 A W\V0.73 8 \l-1 FINAL 12:3 1/92 I. I I I I _ PANTHER !CREEK WETLAND; ( 65 ACRES) .·,. -t ~ 0 ~ ::: -· :: I -II I ~ I ••• II . " I •. t1ili I .,,'8 I -a:f---.--. ,, i-NGlB-Sr\:Jg1'J3AS!N'~q RISqS I 61. OF TRE AR1=A TR1M A Y 1D ··. . .. ·; ·. I THE PANTHER CREEK VJ -~ D ~:=~~ ·--2 ; -=;~:~ .. ·~-1·1·Jll!'J(IJi ...... ·= ;---nA- u ' ,:~:.«m:-1-.'r. 111111 I : /\_ ·• -· r. ',·-=···r-···-····J'",-·=) : : • • •" J"_, ., I 's' -• ' 1, : 1 ,' v ~ ~ I '.\ f'i ,;-. I ~-'° I ,. J N,. •• ,: .aL . . .... ~ -· 111 j FIGURE 6 KING COUNTY SURFACE WATER MANAGEMENT DIVISION RUDDELL$ STUDY BASIN TRIBUTARY TO PANTHER CREEK WETLAND RW.BECK AND AS9XlA1FS i S5 l · . I };, NOTE: '?· ' ;.~-:,:.;I 4 2/ 5 \"-:.~ '." I ES;f ATE s 6 ' .,.. ·vs I <·-' / ,~; FIGURE 7 KING COUNTY .., u RU . EX PAND POND A BY 2 AC -FT WI TH TW O NEW POND CELLS (A-1 AND A-2) SURFACE WATER MANAGMENT DIVISION WITH CONNECTING CULVERTS . SCA LE : 1 "= 200' RUDDELLS STUDY ALTERNATIVE 1 R.W.BECK AND ASSOC1ATES :;\' ,;Ji(), ,,_1.,,bJ f,,1, ' 1-.Jl_., .J"' ~ ~ \}JJ · s ~ ~~ / '*' >V'r J2-:: µ '11-, -\:.-,.J> 0"-,,,y..,. \v v., e ~ ~ ~u4h~~ Thi s alt ernative includes addin~age volume at Pond A, a pump station and for ce main , and enlarging Pond B (see Figure 8). Additional storage volume at Pond A would be attained by co ns tru c ting Pond A 1 and hydraulically connecting it to Pond A. In addition, the volume would be further in crea se d by deepening both Pond A and Pond Al approximately 10 fee~~S.}1Wff '. · · · · ffiit~¥fF 6. 9 ac re-feet. ni:ater table was investigated as a p art . of thi s stud ar1d J~!J _nd 1 -. , . . " · · '· · ,. th e \P). The maximum depth in th ese ponds In order to dis charge fl ow fr o m th ese pond s, a pump and an approximate 590-fo ot- lo ng 12-in c h-di ameter force main wo uld be required. The force m ain wou ld connect t o a new 24-inch-diameter stom1 drain , which replaces an exi stin g 18-inch -d iam eter storm drain (s ee Fi gur e 8). Th e pump wo uld di sc harge at a co n stant rate of 6.5 cfs. Sizing of the pump rat e (6 .5 c fs) wa s based on eliminating th e flo od ing problem for a 25-year event. For estimati ng cos ts, it was ass um ed th at th ere wo uld need to be a sta nd by pump in case of e mer ge ncies or in time s of maintenan ce, as we ll as an emerg e ncy generator. Im provement s to Po nd A wou ld al so includ e a low-fl ow pipe system, whi ch wo uld connec t to the ex i stin g po nd infl ow pipes and convey low fl ows around th e p o nd to th e exi stin g 12 -in c h-diameter outlet pipe (i .e., bypass th e pump ). Once th e infl ow s exceed th e ca pa city of th e ex istin g ou tl e t pipe , fl ows wo uld ba ck up and spi ll into Po nd A. Suc h a low-fl ow pipe system wo uld red uce the p um p operati on. A di sa dvanta ge of th e low - fl o w pip e syste m is that the wa ter quality ben e fit s provided by th e p ond on lo w fl ows wou lci be redu ced. Thi s al terna tiv e wou ld a lso includ e e nlar g in g Po nd B and in creas in g co nveya nce ca p ac it y between P ond s A a nd B to acco unt for th e in crease in th e Pond A p eak di sc harges (from 2 cf s to 6.5 c fs). Pond B was s ized to prevent any in crease in d ov-m stream peak fl ows fo r th e 25-yea r event. Th e Pond B vo lum e would be increas ed fr om .6-a c re-feet to 1.8 a cre-fee t by in creas in g th e area and des i gn depth of th e p ond . Thi s ex pan sio n wo ul d not require th e removal of th e ex istin g ba ske tb all "half" court. A berm v,·o uld be built on th e ea s t, nor th and west sid es w ith a crest elev ation of 416.2± so that the water surface level of th e pond co uld be rai sed to eleva ti on 415 .2 . Conveyan ce c ap aci ty im prove me nt s wo ul d inc lud e repl ac in g severa l sec ti ons of 18-in c h-diam e te r CMP pi pe be tw ee n Po nd A and P ond B (s ee Figure 8) with 24-in ch-diameter co ncrete pipe . 3. Alte rn at ive 3 The d eve lop ment o f thi s alternativ e refle cts a n ap proa c h differ ent from th at of Alt ern at ive 2. Altern ative 2 wa s d eve loped to so lv e th e proble m for th e 25-year event (after rea Li zin g th at 100 -ye ar level of protec ti o n could no t be a ttained) without in c reasin g d ow nstr e am fl ows. The deve lo pment of A ltern ati ve 3 refle c ts a n approac h of expandin g the fl oo dwater s torage in th e sys tem to the maximum extent pos sible with out pumpin g to ac hi eve the hig hes t level of protec ti on p ossi ble. Severa l iterations th en led to thi s 165 9A \VW0.73 8 V-2 H1'AL 12/11/92 / 42 43 .;.,· ,- 16 ? . I Keyed N o t es (1) Deepen existing Pond A by approximately 10 feet (to elevation 412), with 3:1 side slopes. (2) Construct Pond Al with bottom eleva ti on approxima tely 412 and 3:1 side slopes. (3) Install 180 lin e ar feet of I S-inch-diameter culvert t o hydra ulically connect Pond A and P o nd Al. (4) Install pump station with approximately 6.5 cfs (3,000 gpm) capacity and 24- inch-diameter intake pipe se t at elevati o n 412. (5) Install 670 linear feet of 12-inch-diame ter force main . Connect new force main to new 24-in c h-diameter system in SE 183rd Court. (6) Install approximately 280 linear feet of 12-inch-diameter concrete pipe to provide a low now by-pass. The low now by-pass system would connect to the two existing inlet pipes and convey low flows around the pond to the existi ng 12-inch-dia meter outlet p ipe. The low flow system would include a control structure which wo uld divert fl o w exc eeding approximately l.5 cfs to the po nd. (7) Replace existing 18-inch-diametcr conc rete pipe with new 24-inch-diamclcr concrete pipe at same depth. Pipe replacement is necessary to increase ca pacity of this system. (8) Expa nd Pond B and raise the des ign depth (requiring a small berm on the north, cast and west sides). The exist ing basketball court shall remain. S.E . 182ND 4 3 3 i: ~ .,~ 44 E,Q :::: 5 A 31 ~-·,:... ~· w vi :.,'>. '! w ;i >------ (3) (2) 10 10 II 12 13 g 14 81 ll 110.0J 24 15 ~ Ill) 16 17 •,O :;' ;i; ,, l? ~ ~ l~ j , -'., F, :-='! -7 -I 8 KING COUNTY bO S.D'IE ':°'r.•~ :47 5 : ~:::. I ! 2 ; 3 " 7 ~-J ,. ""-*••·-I ,., I ;~ I E ;:: SURFACE WATER MANAGMENT DIVISION SCALE: 1 "=200 ' RUDDELL$ STUDY ALTERNATIVE 2 RWBECK AND~ alternative. Thi s alternative falls just shy of providing a 25-year le vel of protection. Overtopping of Pond A to a depth of 0. 16 feet was simulated for the 25-year event. This alternative would include maximizing the storage volume at Pond A , improving th e conveyance system between Ponds A and B , and expanding Pond B so as not t o in c rease downstream flow s . A sc hematic of this alternative is illustrated on Fig ure 9. The storage capaci ty o f Po nd A would be inc r eased by d eepening Pond A and constructing Pond A 1. To m aximize storage, the ponds would have s ide sl opes of 2: 1 (as opposed t o 3: 1 in pre vious alternatives). The b ottom of th e ponds would be 2.5 fe e t lower than t he exi s ting Pond A bottom. These meas ures would increase the storage volume at Pond A (and Al) fr o m 1.3 acre -feet to 3.9 acre-feet. D eepening Pond A would re quire a new outlet pipe at a lower elevation than the exi s tin g pipe. A new o utlet pipe wo uld al so be required to in crease t~e capac ity of the syste m between P o nds A and B. Seven sections of pipe between Pond A and Pond B would be re placed includin g all th e 12 -in c h-diameter pipe sections and four sections of 18-in c h -diamete r pipe sec tion s . The pip e would be repl aced with 24-inch -diameter co nc rete pip e. P o nd B wo uld be e nlarged to detain th e increased di scharge rate from Pond A a nd m a tc h th e existin g down stream peak fl ow. The P o nd B volume wou ld increase from .6- acre-feet to 3 .6 acre-feet by incre as in g the p o nd area a nd des ign depth . This wou ld necess itat e th e re m oval of an exi s tin g basketball "hal f' c ourt, and u s ing a 2: 1 s ide s lo pe in stead of th e exis tin g 3: 1 s id e s lope . A be rm would be built on th e east, north and west s i des with a crest at e leva ti on 416 .2+ so th e water surface level of the pond could be raised to e levati on 41 5.4. Severa l earl ie r scenari os of thi s a lt ernat ive were att empted including us in g m o re m oderate-sized p ond s at P o nd A and Pond B (with 3: 1 side slopes), and us in g smalle r p ipe r e pl acem e nt s izes and steep er s lopes for th e pipe repl acem e nt. H owever, th ese variat i o ns would e ith e r cause a si g nifi cant incr ease in t he flo od in g volume at Pond A from th e above alte rn ative or cause an in crease in th e peak d ow n strea m fl ow rates fr om Pond B. 1659AWW0.7 38 V-3 FI NAL 12/3 1/92 4. Alternative 4 Alternative 4 was briefly discussed with County staff, but eliminated early on in the alternative evaluation process. It included added storage at Pond A by constructing a second Pond A 1, which would have a higher design water surface elevation than Pond A. The configuration of Pond A 1 would differ from the previous alternatives in that Pond Al, in Alternatives I through 3, had a maximum design water surface elevation equal to maximum design water surface elevation of Pond A (around elevation 425). Berms around Pond Al would be necessary to have a maximum pond water surface elevation of greater than elevation 425. Pond A 1 would discharge to the Pond A outlet pipe system downstream of the Pond A outlet. As mentioned above, this alternative was rejected early on in the alternative evaluation process. This is because even though the Pond A I discharge would connect to the system downstream of the Pond A outlet, the two ponds would be hydraulically connected. Therefore, when the water surface elevation in Pond A I would rise above the water surface elevation in Pond A, the flow of water would tend to be from Pond-A I to Pond A. Consequently, the storage volume in Pond Al would never be fully utilized, and flooding at Pond A would continue. B. Alternative Evaluation The alternatives, including the no-action alternative, were evaluated in terms of several criteria and are listed below. Evaluation Criteria • feasibility and constructibility • compatibility with the downstream drainage system • costs • environmental considerations • advantages and disadvantages A summary of each alternative rating for these criteria is shown on Table 4. Cost estimates were developed using the County's standard cost estimating spreadsheet (Tables 5 and 6). The costs include 20 percent contingency, 8.2 percent sales tax and cost allowances for design and construction management/inspection. Table 4 was used to evaluate and compare the alternatives, and select the recommended alternative. The selection of the preferred alternative is discussed in the following section. I659AWW0.738 V-4 FINAL !2/3!/92 Rud dells Study Ta b le 4 ALTERNATIVE EVALUATION SUMMARY Al t. N o. 2 Brief De sc r ipton No Act io n M a xim ize storage at Pond A (by addin g 2 new cells ) w itho ut changing outlet cond itions . Expand Pond A (by de e pening and adding Po nd Al), pu mp s ta t on and force mail , d ownstream pipe improvements, and exp and Po nd B 41 Expand Po nd A wilb Pond Al ha ving h igher des ign water surface eleva t ion tban Po nd A (i.e., a deeper and h igher level po nd ) Feas ibil ity and Cons t ructi b il ity Not applica bl e -S im pie to construct -Requ ires land acquis ition -P ump s tat ion re quires com p lex design and co nstru ction -Requir es l and acquisition for pond an d easeme n ts for p ipes -G ro undwater is not con sidered a problem Co mpat ib i lity W ith D o wn stream Drainage SyHem Cost {2) Ru d d e lls b as in co ntributes t o Panth u I Continued C r ee k: and Panthe r Cree k: W etland. costs The B lack: R iver Basin Reconnaissance report identifi ed an erosion and b a bit at pro blem in the downstream sy,tem. There is no evidence o f a d o wnstream capacity problem . Added s torage would r esult in s light reduc ti o n in do wnstre am fl ow rates. Would n ot in cre as e do wnstream fl o w r a t es auoc iated w/ claims, l aw- su its,&. property damage No estima t e $1,080 ,000 -Not feasi b le because it would I W o u ld n o t in crease do wnstream n o t func tion as int ended flow r ates No estimate uni cu Po nd A 1 were to be hydraul ically disconnected from Pond A . No tes (1) Shading indicates rccom mended a Item ative (2) Includes costs for tax, design, co nst ructio n management and inspection Env ironmental Cons ider-at ions The r e are no environ m cntally s ens it ive areas within th e Rudd ell s basin Ins ignificant change In sign ificant cbange In s ign ificant ch ange Advan tages -So lves Clooding p ro b lem up to 2 5 -yca r e vent -Do c s not requ ire th e remova l o f tbc bask:etba ll court as under A lt. 3 D isadvan t;;ge s Continu ed floo ding o[ 112lb A v e SE &. pri,-at e prop erty indu d ing t he fl ooding o[ ho uses -Docs n ot s olve problem. -Level o f flood prot ect ion wou ld s till be Jess than the 2-ycar event. -Requires land acquis itio n {2 parc els) -Pump Hat ion requ ires operat ion and maiitcnan c c. Pump sta tion ....::,uld be su bject t o fai lure at critical tim cs. -H ighcst coH alternat ive -Deep pond could be tafc ty co ncern -Much of the pipe i mprov ement.5 arc a long p rivate co r r ic:>r s -Requ ires e mergency s en e r a to r -Requ ires lan d acqu is ;t ,,n fo r pond and casem ent.s tor pipe s W o ul d o o t fun ction a ~ intended, and tberclorc, this alternative was rejected. Co mments No t acce pt a bl e -Do es not solve pr o blem and was rejected -The esti mated current ponding \Qlume is 12.2 ac-ft for the 25-year event. Toe total po nd s torage p rovided by this alternative is 3.3 ac-[t. Tbis ind icat es that inc reased ou tlet ca pacity at Pond A is n cc essary to so lve proble m. This altern ative reflected o ne approach t o expand the storage capacity at Po nd A . I t would not work and therefo re was rejected. This altem alive h ave bad to b e com bincd wicb o ther improvements s uch as ex panding Po nd Band d o wnstream capacity improvemcntJ. R ud de lls Study Table 3 ALTERNATIVE SOLUTIONS HYDRO LOGIC AND HYDRAULIC ANALYSES RESULTS ALT. DESCRIPTION POND A (ll PIPE BETWEEN PON DS A AND B NO. POND VOLUME MAXIMUM OUTFLOW LEVEL OF MO DIFY CHANGE AC-FT (5) W.S. EL CFS PROTECTION 10YR 25YR 25-YEAR No A cti on (Existi ng 1.3 4 27.95 (3) 428.48 (3) Conditions) 2 < 2YR NO NONE 1 Maximize sto rage at 3.3 >427 Pond A (by adding >427 2.4 2YR NO NONE 2 new cells) without changing outlet co nditions. 2 Expand Po nd A (by deepening 6.9 420.98 424.58 6.5 25YR YES !Replace 500 of 18' and adding Pond A1), pump (p:rnd bottom w / 24" cone. pipe. station and forc e main, at El 412.0) 670 feet of new downstream pipe force main improvements, and expand Pond B 3 Expand Pond A (by deepening 3.9 423.7 425.2 10.6 (4) ALMOST YES 1,140'; 24' DIA CP and adding Pond A1), down-(pond bottom 25YR stream pipe improvements, and ex panding Po nd B . at El 419.5) 4 Expand Pond A with Pond A 1 -------------- havin g higher design water surfa::e elevation than Pond A Q.e., a deeper and higher leve l pond) (1) Pond A maximum allowable water surface EL 425 (road) (2) Pond B maximum allowable water surface EL 414.2 existing and EL 415.2 alternatives 3,4 and 5. (3) The prior study e stimates the maximum water surfoce elevation to be at El. 428.16 for the 10-year storm event and El. 428.68 for the 25-year storm event. (4) Control structure added at Pond A (5) Pond A has an existin g bottom elevation of 422.0. SYSTEM CAPACITY CFS 1-2 1-2 12 to 14 12 to 14 -- \. POND B (2) REMARKS USABLE ,.,,001FY OUTFLOW OUTFLOW POND VOLUME CO NT CFS IN CREASE AC-FT STA. 25-YEAR 0.6 NO 14.3 0% @WSEL 412 .5 @ WSEL 411.8 WSDOT config ------Adequate storage c annot be created 1.8 YES 12.7 NONE Groundwater table OK @WSEL 415.2 @WSEL415.3 Low flow diversion around pump 3.6 YES 14.2 @WSEL415.2 @WSEL 415.4 NONE 0 .24 ac-ft flooding beyond Pond A --------Not technically feasible due to hydraulic problems - ' I , ' -: : ~t • '..._ • ,~ ... -- .... :-:-·,t.· -!_., . :1~· ~ " ., . .. . , ·._. .·, ~. • ... t· !,. ., ..... -; ·-:·.:.:-~ -.;" J'I , C" • 1..-:: •• !~ ,:. .--1 ."" -~ ·.;!J .;;., · 1~ ::.1 l -,t ;"" ;c-~ ·:: ','1 .:: -".'"-l ,':l ,._. ;, '"' ·""l .:: ~;.1 •• :;. I J ~ "- -' ,. !i:il ,· -~ ~:-• • 11. ,·.I , .a ,. .. ·~ ! :: •• :~· : I V,~· rl ~ :·.t ; '"t • ;-, ... ~ • •• :-,, ,~. ·:-.-':: .. . ·. ~-; . -~ ·.' t~.fi 'f'.-., I I , I : I ' .. ,.( ! I I ! I i I I I I I ' I I. ,<"\ ;~; ; l -. . I ·: -i-1 i • ' f l ·I t ! I ' ' I I I ; I I MAY. 21. 2007 10: 15AM KING CO. WLRD NO. 4926 P. 15 Catch Basin Complaint 93-0691 Boring illve.stigated by Pat Simmons 10/16198 I met with Ms. Boring about the drainage that from the neighbor's downspouts. The person next to her house has comiected his downspouts to a small pip .. and is drains them into the yard. The water then runs owr tho ground into the Boring yard, which is lower. The water ponds along tho proporty line ncitt to the house. She stated that ho is trying to tlood her property. She also stated thar he had filled in the area next lo tho flooding. This may hav,, occurred but not in enough quantity to require a permit l explained at the time of construction of these houses the downspouts did not need to be eormected to a drainage system and the water would flow to the low point. I explained that she would be able pipe the water to the street but I not sure if the curt, is lower than the yald. House with New Bsmt Boring 18424 Downspout Pipe P<lllding Water? Fence NTS 184th Ave SE Ruddells Addition Pond • P 14 'PJ-s-2007 10 15AM KING CO l'/LRD ·-NO. 4926 _MAY. 21. . &ill/G CuvNrrvv ATER AND LAND RisOUllCES DMSION DRAINAGE INVESTIGATION REPORT Page I: lNVESTIGA TION REQUEST Type c_ PROBLEM: 'j)j2.J'l-11".l·l'<t,e, RECEIVED BY:\'vfrj anj..{ Received from: Date: tll /q OK'd by: ~FILE No. qt3 -· C)t_pq I (Eve) ._( _ __,) (Day) fl:fp ) NAME: ..J::1'.n..L'-VVlt. .... ,~O?zr:,=-,o.,....,_,_Jrl_.,~.,..__-------PHONE '2 'SS-td8 c£, ADDRESS: \'642...4--[12.Th k~t:-Cityf<.<(l-±rot,,. State. __ ZipCj)105S . Location of problem, if different: "-lu<:jYLla,-(" i.s _tP t'ii'4a:,, Reported Prob/em: CALL FIRST m (Would Liko To Be P;escnt) ~ N8'-~ YV/1 (Ylrpv.-rv;-.) W~L 0 .!UJw hujhv'J ,-J VLOU'L fru 601 '"ff'. f:Hl frrJ -hv. VU...~'81-/nr(~ c:iV,.µ_,),Jl_4~ LG) . fri~ -11~ &vr I nfa .... fp lrVL+ a.rd b:t (!_ K~nl .. 7-'!Q, B-Q Plat name: Lot No: Block No: Olher agencies involved: No field investigation required __ (initials) ! .. TOIIECOj\{PLETEDBYCQMPLAlN:f PliOGRAMSTAFF. · . : ' •.. ·· .. ;;.·:":· :·: ·.·, .. ,, .. · ~ ParcelNo5~Z.v;c:,,sqiq,.; Kron itP!£ Th.Bros: New0'i& DI· Old 41 17 4 Basin '61-.t:'-Council District j__ Charge No. _______ _ RESPONSE: Citizen notified on / /2.-,/r X:: by: ~one _ letter __ in person ff2..1v~ fl?l.ir..e,.,, -4»-P 7'#,+r 'T/{<'j /sso-e .JertAle~ l)AJ t...1f TWO N e /1, /1$0~ tJ~ rt'l't-.f $c:>/-rr:-. 7"l;.qf ./J-.ss irP'Jdo-( TD f;b,i,,) $•t...V'f {Jf4..1r"MA-fl'(C$i..en_._r;: DISPOSITION: Turned to __ on --'-~'--by __ OR: .No further action recommended because: __ Lead agency has been notified:. ______________________ _ _ Problem has been corri;cted. _ No problem has been identified. __ Prior investigation addresses problem: . SEE FILE# ----~ Private problem -NDAP will not consider because: · "f: Water originates onsite and/or on neighboring parcel. Location is outside WLRD ServJsPtir:} __ Other (Specify): DATE CLOSED: // I '-/1 ff By: __:_g_v ~ /ltlr/4il •• ' ,· ' • t i. i f t I ! ! \ MAY.21.2007 10:15AM KING CO. WLRD NO 4926 P. 13 --·--.. ·--···-·' . ., .. ~-· ··--· ---·-. --·--· Complaint 98,-0546 Harris In'lestigat<d by Pat Simmons OB/l9/98 I looked at the site on 4/19 and talked to Ms. Hlirris on the 4120 about th• drainage problen! that she is in $11COUDtering fu>m water from the street. The reworked pond across the Str""t bas had no effect on bet: problem. This is a Thickm Edge street that h11S been overla)'l!d recently. Th• catch basin about 200 feot · East of the hOuse may not ac~ all wall>r that is running down the gutter thus increasing the flow because of the slotted lid . Thi: house is also lower that the road so in se'lere rains the water that flows down the gutter can overtlow inro her driveway and toward the house. She said that in heavy rains water has overflowed before but h11$ not caused as much damage. I explained that the capacity of the gutter wight have decroased with the overlay because of the new pavement in the road~y. I also discussed that the lid cm the catch ba;in may not catch all the wa~r in severe stonns. 108'~ Ave SE Benson Hwy. Damaged Area Hems 10810 Maple Glen Regional Pond Rebuilt Thickened Edge I2"CMPPipe SE 1s2•d St. NTS ~-·--~··· • MAY. 212007 10: 15A~ '-KING CO. l'ILRDt...1<.Al'L>LAND.KESOURCESDMSI,NO 4926 -DRAINAGE 1NVESTIGATION REPORT -- ?°,1 _ p Page I: INV£STIGJ\ TION REQUEST PROBLEM; C:t):/'tf' . i; RECEIVED BY: ~l.) Date· 17/f_ OK'db: ~ FILENO. Received from: / If ';;, · . L?_ ..I/ ,, I (Day) c%?Ji ~v.;2 < ?'-0} NAME: /~ 'lf(Vu~ PHONE 4'70>-&100 ""'5!r!J!ff ADDRESS: /(/Ith SI:. lcrjtllL}". S'-1-City ~ State'-_ Zip~ .P.T,2 t:'. . Type ___.,I Location of problem, if different: 1. ·.. . To BE COMPLETED Bl' coMPLA.lNT PROGRAM STAFF ,.•. · . .. . ·, · ·•. •. ·, ·. ", ... I l/£. ...:il.... A__ -5...-. . . Yi S · T R Parcel No. 07.fJ/ {}/J()-2() Kroll ~O"IE. To.Bros: New {o8(p-D f Old 1/ p"£-j · Basin. /jlJ( Council District_::_f Charge No .. _______ _ RESPONSE: Citizen notified on €Jz,t:{<fS by: --. ph,on~ __ letter __ in'person · ktFr "'1 ~ s~A r.. ~ -nf,t-r we. ,t,2.'(" ~~rex_ 7cJ A oA-Rs: A:J;J: riff'-< P . PIS .fb£rru,.-J. ~ 14/Jtrelt 7"11.,..T t:s e.Av.si,v~ · -ft£.< Pf(.cG~'1S 1.s. ~ ~0/''(_t~G i)tJc.VrJ V-H 4VTrr."/l. . • 0ISPOS1TION: Turned to_ on / / by_ OR: No further action recommended because: .Js7 Lead agency has been notified: f<?a~s VVIA-iA[Z'; \\-i .J 4-. _·_ Probletn has been corrected. _ No problem has been identified. __ Prior investigation ·addresses problem: · •Fu#~~~ _ Private problem -NDAP will not consider because: __ Water originates onsite and/or on neigh.boring parcel. Location is outside WLRD Se~'ff/ _Other (Specify); IATE CLOSED: ~ 2£ I 9f/ · By: __/fl_:;)' fl fir7lJ,,ftJs MAY. 21. 2007 10: 14AM KING CO. WLRD ,_.... @)". Kin-g County 1Sejiamnem ot na.14 a, ... Citizen Action Request Request taker\ s.ia a Phone ORadlO a On· a Fax Request No._ Request Date Time NO. 4926 P. 11 T " Caller~ / 1 --~-~-one ~--~-l z._s_:_--t-,8e, I ---i Caller Address __________ _ -------- ~~tt( /J.,, ~ IPU_&L DIV l/ Dispatched to ___ .:z~rr_v_-{co·c...· __ v~ ,"t_•_•__,7'--___ Time Refd __ H. ~ Task Compleled t,.J 0/? RP\J oo }' Tl\.'A< Cooe Responding Po or War\< Sch!!duled_-==cc----- "'°""""" Daw Refd , 19 Second Invest. by -----------------Oate Reov'd --------~ 19 --Action Taken ____________________________________ _ CONTACT LOG Task~ted~ ReQuestTypc D Pate Closed 3 ·;tf , 191..L Mode __ Da=te~-~T<nec...··-_____ ,Q9rrments and by 'Nham=--- ~X~. -+-------<1---+--L /I, .. /fl.. 5. -·+------1 ---------------- ------------- IP) Phone (I} 1/f pon;on (NJ Note Vetter) (U/ Unable to contaot Type of Request Choices A. Abandoned/Com'!. Volicle B. Vtifl\v Inspection C. Con1ract'Qvenay 1esues r;,. a,,,,~ e. tlet,ns an Roadway F. P.aado1g Properly CAR. ~1197 G, Guotdrei/Fence Damage H. SoM Oeanup {Genetal} I. 11qvirias R[• Mainl. Aoliviles J, Spray A/Jl'.J,canan K. Washout Repair/Slide RBmoval l.. Vagolation C<lnltOI I/lo,,. 8rusll ello.) M. lllagel Use Of P/W N. Shruder Ma,w,ance 0. Misc. ,:\eque5'6 p __ a. S\dev,allc1Culb Mai'l1. R. Repar Sueer/Pavirg s. Street Maint/Sweop T. T""'1v!JtTBr on RAN U. Snow~ce v. wa1er on Road/Flooding W. Ud t,lssing (GIB, \,I\J.) X. Dil0/1\'lg . Y. Bridge Issues 1 i l _-w,::.MAY. 21. 2001 10 14AM. KING CO. WLRD NO. 4926 p \0 KING COUNTY SURFACE WATER MANAGEMENT DMSION DRAINAGE JNYESTIGATION RE1;10R1' · (c. R_ Page 1: IIWESTlGATION·R~UE~ Type --- .. 'fJ O~dby: ~ FUe·No.'Cfl-0(.pl/o . ':_ RIJ(:flnl9d from: '7f f:C. , P > , NAME: l(J'fl .. .''J B of< I 1-J b, .,.. ,' _(Pie_ pnnt plllnly far lmMlnll). ·.. (Day) '} PHONE f/,))'i8 ~ \ (&e) ADDRESS: / 84-"l 5 / /2.,,.,; At/£ <;,f:-I city linfrOJ Stats._. _ Zip ·11Js-s Locailon of problem. If different: · q~ -~ tr,;, /!l(s' ( r1-~~- Plat·name: Lot No: Block No: Other agencies lnvo111ed: No.Field lhVestlgatlon Needed __ . o-> ~~.1i:2 s 1/4 S T . R Basin~ Parcel ND..'----'=====--- Councl Dist Ii, Charge No: .- Kroll __ _ Th.Bros: New [.p'gu Dl · Old 4 L 'f'f- RESPONSE: Citizen notified on 1:/",/i 1 by 7 phone_ letter _ In ~rson , _ . ;4u<~r;, ·_. @ ,'1/l.s. ~;t/ti/6 CPlV'Ct'/tl)hl/6 Cff Pt,:o..s.ecr_ TO 'J)l(,lf'nv }llA}o /1,q-n"!'( A,NJJ t,1/t'(.,,( /IMvr /JiJcJ&1,,f! 1..-Qc.,fc .syS?tY; )0 A-Li:..Or.J ~f Tu_ _C IE~ Cr~ DISPOSfflON: Turned to '.on . by OR: No furtl1er action recommeoded because: ]£ Lead agenoy has beon notified: ,Af~..t7 G!tR · ~,mq:,yz ~ f'1'1"-{ 1). · _ Problem has been corrected. _ No problem has been Identified.. _ Prior Investigation addresses problem: · . SH Filt # . · . · __ Private problem -NDAP will not consider because: ' _. Water originates onslte am/or on neighboring parcel --'-Location Is autslde SWM 537'ervlce. . _ ..:_ Other (Specify): <:;LOSED:5....;_fe_J_n by: ;Ci, . ·1! .'\ ( . .<r 1J-ill I /11 v . MAY. 21 2007 10: 14AM -----· . « fW'U. 'M.O ~ ...-'° ~ NO. 4926 ,t 9 "\. . : V3•tn; ff) f.Y( -- KING CO. WLRO 'KING COUNTY SURFACE WATER MANAGEMENT DIVISION DRAJNAGE JN:VESTIGATION REJ,>ORT Page' 1: .INVESTIGATION'REQUE9T Type C, . Received by: 0-J<2 -Rec9ivod !Tom: ~ate: / ,?/J::97 O~d by: FIIe -No.9 7-tf33LJ ,. (Pl• ... print plalnlytorscanntng), .• (!lay) (B;o) NAME: ~ · (21fn/Y/11..--: . · · · PHONE ;2ss~0fn __ ADDRESS: / <!4?..5 7 -1/?fJ...: (}c.te Sf_ cttyp;rv--f.:ry;. S~ta Zlp°;t()SS Location of problarn, If cflfferent Reported Problsm: ·. . '<"• Plat·nama: Lot No; Block No·; .. 0-..her agencies Involved: No .Field ln11estlgatlon Needed __ _ RESPONSE: Citizen notified on ___ by _ phone _ letter _ In person DISPOSlT!ON: Turned to ' On · by ---------OR: No fuMer action recommended becaus1 _£ Lead agency has been notified: _ Problem hes been corrected. -=~~~~c::--f:~~~'-,="------,P_-n,-·or:-;i--nv-e:::sti;::ga::;:ti;::on::-::cad:,::dc::re=e-s =problem -So, Al•# · _ Privil.te problem • NDAP will nol consider because: · .' _ Water originates onsite and/or on neighboring parcel -'-Location,is outside SWM Serv1':!u~ . . DATECLOSED:_,L..J__k_l_fl_ by:~ · I' Pr> ro I' -i b _. Other (Specify): MAY. 212007 10: 14AM Kl NG CO. Wl RD .. ---.. .---------=-., • King County Surface Waler Managamant "'""---.. NO. 4926 ....... PILE NO. 97-0173 NAM!! AJ.>PllBSS 18SD4 • 108TH PL SE P. 8 DRAINAGE INVESTIGATION REPORT FIELD INVESTIGATION PHONB 2ll7-2H1 1:B PA.GB ~6~8~11~-0~1----, DETAILS OP INVESTIGA.TION: nou. PA.GB fa.&E MJ\Jl'iT. DIVISION _4_ SfTE VISIT ON 12.·IO•H. RID PONO· IN OYEIIFLD'lf AND fLDODING NEIGHBORHOOD. PATB 1-11-87 nnTIALS-MAM INVESTIGATION FOUND RID FACIUTY DIOtl' TO ee IN OVEliPLDW. OU'TLET GRATES GETTING PLUGGa> WITH DE8RI$ WHICH CAUSES FACILITY NOT YO DRAIN TO CAPACITY. &TAY£D /(f FACIUTY DURING THE NIGHT TO IN,,URE DRAINS WERE KEP'f OPEii. FACIUTY Is. SCHEDULED FCR A CIP PROJECT IN 1117. NO PHOTOS WERE TAKEN. SKETCH: X I • I f f X t ,c-x~ TRAGH RACK fllPRAP PAO RUDDELL'$ FIRST ADDITION D90914 -x-x-)(-)C-~-x-x-x-,.?-x-~-~-J<-~-)1(-w-x-~-~ t' CHAIMLINK FENce: SE 184TH PL f • I • I f f .. x l1 I~ ·~ lz fi ~~ IV .... • I • Ill I w r/1 1j w ~ :c I- N ... ... CB-4 ows ' MAY. 21 2007 10: 14AM ·-' . Kl NG CO. WLRD NO. 4926 f.'°:{(::./}-.. ,. KING COUNTY SURFACE WATER MANAGEMENT DIVISION _:(\\)f.r.--1,iJti DRAINAGE INVESTIGATION REPORT ! (! / : ; i) ! ! ) { Geq,i c;,.,,,'?....., Page 1: lNVESTIGATION'REQUE~T _' ~~~J~~ h~fiSJ.!.t CR.s,4,k Cate: t ~ -i-Jl-OK'd by: C Type---''--- f 1-/ J 3 Fila No. -Rscsivfld from: (Day) {EYB) NMIE: /flrtkk tr};he,- ADDRESS: !(,ot /otft../J/. Location of problem, If different • f,f_ PHONE 2 8' 7-26'1-I Q~ K,C • City /l~ri · State._· _ 'ZJp}rf°05'S- '. Basin /5Lk · CouncD 01st_L Charge No: RESPONSE: Clti2en notified on i,j()·'t? by x.. phone_ letter _ In person 1A1vlfCT1.,pr.,,,,,.,/~P.NI' P~.,...r, CYHL'cil IJ-'Ni.) tr:-,--T ,11-e-ss#i, ti' ~ ·t'r!-t.f.. ffN !1311~r j}()fi::cr >e.Hel)(,1/..o DISPOSmON: Turned to·---·. on ____ . by __ _ OR: No !Urther action recommended becaus1 _ Lead agency has been notified: ____________________ ~-- -Problem has been corrected. . _ No problem has been Identified. Prior Investigation addresses problem _ Private problem • NDAP wi/1 not consider because; · _ Water originates onslte and/or on neighboring parcel -'-Locati'?n !a outside SWM Se~/'? . . DATECLOSED:~ Z.J;.J..2.. by:~ ;,v/fJC-t/J -So. F1le # • _. _ Other (Specify): MAY. 2\. 2007 \0: \3AM Kl NG CO. WL RD • King Co!lnlY Surface Water ::.:M::.:•::n::•:"'gc:•:::m:,:e:.:n:,:t ____ _ ~-»-.......... NO. 4926 P. 6 PHONB zo••1530 EROU. 'PAOB ea,E MAINT. DIVISION _4_ TB PAGE 6•01 DRAINAGE INVESTIGATION REPORT FIELD INVESTIGATION DBTAILS OF INVESTIGATION: DATE 1•11-97 lNl'l'IA'LS • MAM SITE VISIT ON 12•30-H, R/D POND IN OVERFLOW AND FLOODING NEIGHBORHOOD. JNVE!M'UlATION FOUND A/D 'FACILITY DIDH4 TO BE IN O\IERA.OW. oVl'L£T GRA.lli.& GCTl'IN'G PLUGGED WITH D£PRIS WIIICH CA.USES fA.ClUlY NOT TO DRAIN TO """""""' STA.'IEI> AT FACILITY DURING THE NIGHT YO INSURE DRAINS W'l!RE KEPT OPEN. fACILITY IS SCHEDULED fOR A CIP PROJECT IN 111T, NO PHOTOS ws.ne TAKEN. SKETCH: TAA,$H RACK RIPJlAP, PAO RUDDELL'S FIRST ADDITION 090914 -M---•-w-w-~-~-~-~-M-~-M-X--k-X-x---x I' CHAfNLlNK F-ENc;:S SE 184TH PL CB·1 ows CB•4 ows • MAY. 21 2 0 0 7 IO I 3AM KI NG CO. l'/LRD NO. 4926 ReceNed by: KING COUNTY SURFACE WATER MANAGEMENT DIVISION DRAINAGE INVESTIGATION REPORT Page 1 :·. INYESTIGATION REQUEST • ~ate: / p/97 O~d by: Fila-No. . ) ) -Racsfved from: ' (Pl .... print plain\' for ocannln;J. (OayJ (Eva) NAME~ ea.ii-£ cfht17!! . . PHONeo?O.Y-1530 --- ADDRESS: l/t10d of:i If& iiJ St City ~ State 'Zip·.Wctr Location of problem, If d1f!arant \ Lot No: fl Block No: ;)_., Other agencies Involve(:!; No _Field Investigation Needed --- 5~ ~ 2J S Parcel No. j//100(}/60 1/4 S T R l<rotl tpt},Y /! Th.Bros: New 6, 8£> "P / Basin 64'-Councll otst_f_ Charge No: ___ _ . Old ~!Ft; RESPONSE: Citizen notified on 2-10-'l? by _x phom, _ fetter _ In person //Jf/C'ffl6dn1~/i'~<>KF 4,.,,lf' ~t?-U'?b /J;.1~_ /..t}fr #trrt/16' i--~ f.41,t -8.llal< h4: ./;.,.r&,z,1111 ~,..v -;, -1'.eoJf"d r. C1. () s ,:IJ {'. "'f' r. ..i ,,,,_ r . DISPDsmON: Turned to . on . by ---------OR: No further action recommended because: _ Lead agency has been notified: _ Problem has been corrected. ---~Nc;-o_p_ro_,.b.,..le_m...,.ha-s-,-be_en.......,fd,..entifi..,.,.=-ec1.__,....---_--=p,..,.r1o_r...,.lnv_e_s...,.tig-at"'"io-n-a...,.cld.,...r-ess-e-s-p-ro·blem: _ Private problem -NDAP will no: con.sider because: Seo Fil•# • · ·_Water originates onslte and/or on neighboring parcel · _. Location,is outside SWM Seyea ..:..... Other (Specify): DATE CLOSED:~ -1:lJ 11 by: // d-fl CrJ frftff' /) nr y r·· MAY. 2\. 2007 10 13AM ~.Jlrhlct Waler managemHt KI NG CO. WL RD • King counlJ Everyone li~es IU>W1Utre~m Engi<1eering & Env nmerill!I Services Com,,,_ ____ Ghk _____ Rev __ _ ' .. :.~i~t '. ' ' . \ .. ·;•1• I .. I< . ' ·-··· 1··· I: l . ..,. ... ". • .. ,. ' ' I~,.' ',, '. SWM•EngWorkSheet 10·11 •94 Date Dale Date . . '' ' ' ... ' ' '' j ' . ' ., . ' ·-·: I: ·, ' ••• '..,l, ' '•,•. .... ~ ·--.-- ·-~. ' . ' •. "' '' '' [ u_, ( I !' ... ' ' '\ ' . ~ .. ' ' : .. ~. : i ., 1 .. , ' . . . ·i· :41i . : :,. ....... : ' -- 1' <; . ' . ' ' ' ' ' . ~ ... •'•'< ' ,' ! "' :·t····r : "" . ,~.;;:~i.; . !'" ·"""' (A ... : . I 1 , ~ 1 I ,\. '1.'. . ' •• .. ;_.,, •.. : .. -· .. '.·! ' ~ .. ' . . , - '·i '" ' l I \ ; L NO. 4926 Project .1..,• ••. ' •.: ',,I 1 ... ; . ··--:·· ' ' -: i 1 ..... ,,, '. \ • • .,\ ' ' -·. 1-~- -~ .'.. ~ .. ::.:i~ .. r--"t_:_; ·{ I ! ' . . : 't ' ' ., I j ,.\ ·-. I • . •• , 1• ,': : l::~.t'; ;...:-.::-,.,.,._,~.t.~ ,I .• '. MAY.21.2~.~-7 10:13AM KING CO. WLRD N0.4926 .P. ~ Type fGiL- FlleNo. 9 7-<Ji -R~elvlld from~ ·· {Ploue pJinl. plainly tar $Calll\lng). , (Day) . {Bro) PHONE j'5t,J.--Oi,/"ft.f ,j.;J-8 ... z&JJ NAME: fAil &'1?::{ · · ADDRESS: / BG O if . I/ v .,...,._ 11,Je,, ~ £. C"rty ~ State. __ Zip. __ _ Locailon Qf problem, If diflarent o·c;oc:;11! ma#t.; Plat·~me: {(v JJ.tJ k h;!.+ A.,JeQ~ Other agencies Involved: Lot No: Block No: No .Field Investigation Needed __ _ ~1ffl'.?Gl:f"'ittl i!ll ~ 3:2. ;;z.J 5 ' ~-., l:@Fi!*'tiiltdfi!~~WWffifflYf i I& W-Wll'l&llll:llil 114~-;:-~ Basln 8LK. ParcelNo. 3c(;(:J..3059;).a'7 Kroll 007"£ Th.Bros:Newbl)bbl Old .t/ IF .I./ Councl Dlst_i_ Charge No: RESPONSE: Citizen notified on ---by _ phone_ letter _ In person 0/SPDSfTION: Turnecl to ' on . by ·---------OR: No further .ctlon recomme.nded because: _ Lead agency has been notified: --=.,....--,.,-,---------.,-,,...,.-,-..-.-0--~-- -Problem has been corrected, _ No problem has been Identified. ...);!rior investigation addresses problem: Sea File# &7r 2 z -o o r_..1. _ Private problem -NDAP Will not consider bec:ausa: _ Water originates onsne and/or on neighboring parcel . _. Location,.is outside SWM Se~Jj'-. . _. Other {Specify): · DATECLOSEo:_g'j 5' tfl by:~V ;f'r9Jrdl)()'S'S~&v;:!:, Associated Earth Sciences, Inc. ~w~~~ Cefe6rafil1J Over 251/ears of.Service April 18, 2008 Project No. KE080196A MJF Development c/o Centurion Development Services P.O. Box 2668 Redmond, Washington 98073 Subject: Limited Evaluation and Classification of the Surficial Soils Altmyer P-Plat King County, Washington As requested, Associated Earth Sciences, Inc. (AES!) is pleased to provide this letter presenting the results of our limited evaluation and classification of the surficial soils within the drainage basin surrounding the proposed subdivision at the above-referenced site. This letter is based on observation of three hand-excavated explorations within the proposed development area, grain-size analysis of a representative soil sample collected from the explorations, review of United States Department of Agriculture (USDA) Natural Resources Conservation Services (NRCS) data for the area, review of United States Geological Survey (USGS) data for the area, and review of AES! geotechnical data from a nearby project. This letter has been prepared for the exclusive use of MJF Development and their agents for specific application to this project. Within the limitations of scope, schedule, and budget, our services have been performed in accordance with generally accepted geotechnical engineering and engineering geology practices in effect in this area at the time our letter was prepared. No other warranty, express or implied, is made. Our observations, findings, and opinions are a means to identify and reduce the inherent risks to the owner. No other geotechnical, geologic, or engineering services have been requested by MJF Development for this project, and none have been supplied. The site is located at the west end of SE 184"' Place, roughly 1 block west of the intersection of SE 184"' Place and 112"' Avenue SE in King County, Washington. The area is currently occupied by residential property and a storm water detention pond. A new subdivision is currently planned for the area. Kirkland • Everett • Tacoma 425-827-7701 425-259-0522 253-722-2992 www.aesgeo.com The field portion of this study was performed using hand tools to access the below-surface soils in the vicinity of the proposed development, as well as a general reconnaissance of the area. A Washington State licensed geologist from our firm conducted the subsurface exploration. Three hand explorations were advanced just beyond the west end of SE 184th Place. The logs for these three explorations are attached to this letter. A composite soil sample was retrieved and returned to our laboratory for sieve analysis. The number, locations, and depths of the explorations were completed within site and budgetary constraints. Because of the nature of exploratory work below ground, extrapolation of subsurface conditions beyond the field exploration is necessary. Differing subsurface conditions may sometimes be present due to the random nature of deposition and the alteration of topography by past grading and/or filling. The nature and extent of any variations beyond the field explorations may not be fully evident. The hand explorations encountered sediments that were interpreted to be weathered lodgement till. AESI explorations conducted on a nearby project (slightly to the east of the subject site) generally encountered a relatively thin layer of lodgement till containing scattered sand lenses and overlying outwash sands. The sieve analysis data was compared to the USDA Soil Textural Triangle and the soil sampled from the explorations most closely resembles a gravelly sandy loam as defined by the USDA. The USDA NRCS website indicates over half of the area is mapped as "Alderwood gravelly sandy loam, 0 to 6 percent slopes" (AgB) or "Alderwood gravelly sandy loam, 6 to 15 percent slopes" (AgC) and the remainder as "Arents, Alderwood material, 0 to 6 percent slopes" (AmB) or "Arents, Alderwood material, 6 to 15 percent slopes" (AmC). The NRCS indicates that "Alderwood" soils are derived from moraines or till plains and that "Arents, Alderwood" soils are also derived from till plains. "Alderwood" and "A rents, Alderwood" soils are classified as "Moderately Well Drained" by the NRCS. The Pacific Northwest Center for Geologic Mapping Services' publication titled, Geologic Map of King County, Washington, dated 2006, by Booth and Wisher, indicates that the area is underlain by Vashon-age lodgement till. Based on the above data, it appears that the near-surface geology in and near the proposed Altmyer P-Plat consists of lodgement till and lodgement till derived soils. These till soils appear to have lenses and interbeds of higher permeability, granular, outwash type soils within them. Based on the interbedding of the granular outwash type soils within the area till soils, storm water runoff is expected to be less than the volume normally associated with lodgement till. 2 Instead, runoff volumes would likely occur in a range between that of the granular (Everett series) soils and the finer grained (Alderwood series) soils. We appreciate the opportunity to be of service to you on this project. Should you have any questions regarding this letter or other geotechnical aspects of the project, please call us at your earliest convenience. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington John D. Coleman John D. Coleman, P.E.G. Project Geologist Attachments: Exploration Logs JDC/IS KE080196A2 Projects\20080196\KE\ WP 3 Bruce L. Blyton, P.E. Principal Engineer 1. R. W. Beck prepared a study for the entire basin that contributes runoff to the "Maple Glen Regional Pond". The study contains good infonnation concerning the definition of the Basin and Sub-basins. The Larson Site is within the study definition area. Volume I and II of the R. W. Beck study is on file with King County. 11. Mr. Abdalkhani estimates that after the completion of the C.I.P., the lower portion of the basin will continue to experience flooding during stonn events greater than the 10-yr stonn. We believe this estimate to be very conservative. If this assessment were true, more flooding should have been experienced in the area. llL Mr. Abdalkhani analyzed the basin independently using the hydraulic models "Extran" and "KCRTS". The same basin areas used in the R.W. Beck study was used by Mr. Abdalkhani in his analysis. This report is on file with King County. We have reviewed the report prepared by Mr. Abdalkhani. The report contains generation of the Time Series for the different basins. b. Mike Tseng: Mr. Tseng was the Project Manager for the "Maple Glen/Ruddells" C.I.P. Mr. Tseng can be contacted at (206) 296-8319. Mr. Tseng is currently the contact person for all inquiries concerning the C.l.P. and has conunitted to making the project files available for review. ________ Mllillr--1T.;,s,.enlllg',.J.lbaa.s:uiundicated that any_f.uture development within the basin needs to consider the reconstruction of the "Ruddells" and "Maple Glen" facilities. c. Fred Bennett: Mr. Bennett is with the construction services, and was involved in the reconstruction of the Ruddell's and Maple Glen facilities. Mr. Bennett assisted us in locating the files left by Mr. Abdalkhani. We visited his office in an effort to locate additional infonnation as to how the ponds were resized and how the new conveyance facilities were designed. We did not locate any other report except for the one previously mentioned. Mr. Bennett said that he had spoken to Mr. Abdalkhani about the ponds. From our discussion, we understand that the capacity of the two ponds were maximized as much as possible. Mr Bennett stated that the Ruddell's pond was increased by about 25 percent, while the Maple Glen pond is approximately 3 times it's fonner size. Mr. Bennett mentioned that the worst flooding occured on the lot across the street from the Ruddell' s pond, however, this lot has been filled and a new house has been built recently, he did not believe this new house will be flooded. Mr. Bennett also mentioned that during the replacement of the existing pipes, it was discoveredthat one of the old pipes was collapsed and may have caused some of the problems. Mr. Bennett also stated that there have been no floodmg complaints since the ponds were enlarged. He said that he has gotten complaints due to -construction, but did not relate to the capacity of the new drainage facilities. f-ra,V1 ?-£,r.:><M. P,,,v-1.C... A1proJ?,f 71 (2_ { 2/15/c/) Pj j),.J-<j-fv1c,,~,w-Po /::,t'(k i:T.,,c. -@ APPENDIX D RUDDELLS DRAINAGE INVESTIGATION Volume II --Technical Appendices Prepared For: King County Department of Public Works Surface Water Management Division Prepared By: R. W. Beck and Associates 2101 Fourth Avenue, Suite 600 Seattle, Washington 98121-2375 December 1992 VOLUME II -TECHNICAL APPENDICES Appendix A Hydrologic Model/Back-up Infonnation -Model Schematic and Basin Map for this Study -Model Schematic and Basin Map from Previous Study -Summary of Changes to Previous Study Model -Pond Stage/Storage/Discharge Calculations -Model Runs (summary output tables) Appendix B Hydraulic Model Infonnation -Summary of Changes to Previous Study Model -Hydraulic Model Runs Appendix C Alternative Analysis lnfonnation Appendix D Geotechnical Investigations Hong West and Associates Memorandum Note: Volume II (Technical Appendices) is available in the DIR Unit Study Files !659AWW0.738 111 12/30/92 STIJDY, RUDDELLS PROJECTNO, WW-1659-HA!-AA DESCRIPTION, ALTERNATIVE 2 PAGE I OF2 ITEM NO. ITEM DESCRIPTION In lace 1 Mobili.7..atioa 2 Clearing .and grubbing (Light cover) 3 Clearing and grubbing (Heavy cover) 4 &cavation (Including haul off-site) 5 Embankment Compaction 6 Structural Fill (Including compaclion) 7 Access Road (15' Ylide, 6" gravel depth) 8 Gravel, Class B 9 Gravel, crushed rock (1.85 tons/yd3) 10 Streambed Gravel (1.7 tons/yd3) 11 Rip Rap (I.6 tons/yd3) 12 Hydroseeding 13 Gabions (with road acr:ess) 14 G.ibions (without road access) 15 Asphalt Patching (inci. crushed rock) 16 Extruded Asphalt Curb 17 Topsoil 18 Concrete Class A (focludes forms and rebar) 19 • 12" Dia. R.C.P. 20 • 18" Dia. R.C.P. 21 • 24N Dia. R.C.P. 22 • 30" Di.a. R.C.P. 23 • 36" Dia. R.C.P. 24 • 42" Dia. R.C.P 25 • 48" Dia. RC.P. 26 • 54" Dia. R.C.P. 27 • 60" Dia. R.C.P. 28 • 72" Dia. R.C.P. 29 • 84" Dia. R.C.P. 30 • 96" Dia. RC.P. 31 •t08"Dia. R.C.P. 32 • 12" Di.a. H.C.M.P. 33 • 18" Dia. H.C.M.P 34 • 24" Dia. H.C.M.P. 35 • 30" Di.a. H.C.M.P. 36 • 36" Dia. H.C.M.P. 37 • 42" Dia.. H.C.M.P. 38 • 48" Dia. H.C.M.P. 39 1 • 54" Di.a. H.C.M.P. 40 • 60" Di.a. H.C.M.P. 41 • 72" Dia. H.C.M.P. 42 'S4" Dia. H.C.M.P. 43 •%"Dia. H.C.M.P. 44 •108" Dia. H.C.M.P. 45 * 12"Dia. JI.D.P.P. 46 • 18" Dia. H.D.P.P. 47 • 24" Dia. H.D.P.P. 48 Typt: I C.B. (To 5' depth, pipe to 18" dia.) 49 48"Type II S.D.M.H. (<12 r1.) 50 48"Type Il S.D.M.H. (>12 f1.) 51 54"Typt: JI S.D.M.H. (<12 ft.) 52 54"Type II S.D.M.H. (>12 f1.) 53 72"Type II S.D.M.H. (<12 f1.) 54 %"Type II S.D.M.H. (<12 ft.) 55 FJowController (FROP-T) Device 56 Emergency Generator(35kw) 57 RemoYe &isting Storm Drain 58 Trash Rack 59 Chain Link Feoce (Type 1) 60 Chain Link Gate {14' wide) 61 Erosion Control Me.asures (filter fence, etc .. ) 62 Traffic Control 63 12" Force Main 64 Landscaping TABLE 5 65 Remove and Replace Eri.s1ing Cement Concrete Sidewall: 66 Remove and Replace Exi51ing Concrete Curb and Gu Her 67 3000 gpm pump station I- • Pipe estimate includes: Materia-,_, excavation, s-boring, installation, bedding. backfill, compaciion, restoration. Thii; cost assumes a min. 6 ft. trench depth or 2 ft. of cover over the top of the pipe -,--__ -======= UNITS I sum 1.0 acres "'" 11500.0 y<l3 yd3 500.0 y<l3 20.0 IJ. loo too too 10.0 ton 1.0 acres yd3 y<l3 300.0 yd2 l.f. 700.0 y<l3 y<l3 280.0 l.f. 180.0 l.f. 500.0 l.f. Lf. l.f. LL l.f. ].f. l.f. Lf. l.f. l.f. l.f. l.f. t.r. l.f. l.f. ].f l.f. l.f. l.f. I.f. l.f l.f. If. l.f. l.f. ].f. l.f. 2 each 8 each. mh e.ach l each each each 2 ea<:h I s.y 500.0 l.f. 3 each 615.0 u. 1 each 1 lump 20.0 hour 670 Lf. 1 lump 100 s.y 160 l.f. 1 lump TOTAL DATE, FSI1MATOR: UNffCOST 0.07 % ofsum s:2,800 /acres $3,650 /acres $825 /yd3 $2 iyd3 $15 /yd3 $17 n.1. $20 /ton $20 /too $27 /Ion S27 /ton SI ,400 /acre $175 /yd3 $275 /yd3 $22 /yd2 $6 n.r. $27 /yd3 Sl,600 /yd3 $40 /1.f. S45 /1.f. $55 n.1. $34 /1.l. $97 /1.f. $127 /1.f. .$150 /l.f $175 /1.f. $215 /1.f $300 /1.f. $350 /l.f. $475 /1.f. $615 /1.f. SJ<> nr. $40 M $50 /l.f. $64 nr. $?2 /U. S90 n.1 $100 /1.!. $105 /lJ $110 /1.f. $140 /1.f. $161 /l.f. $195 ,1.f. $250 /1.f. $56 M S67 /U. S90M $1,200 /each $3,400 /each $4,.500 /each $4,000 /each $5,000 /each $5,.500 /each $9,000 /each $840 /each S50,000 /s.y. $4 nr. $500 /each $15 n.1. $900 /each $5,000 /]ump S20 /bour $45 M S30,000 /lump $30 /s.y. $15 M S250,IXIO /lump SUB'IDTAL: SALESTAX82%: 0.082 SUBTOTAL CONTINGENCY: 020 CONSTRUCTION 31-Dec-92 MSG $42,023.80 $2,800.00 $0.00 $94,875.00 $0.00 $7,500.00 $340.00 $0.00 $0.00 $0.00 $270.00 $1,400.00 $0.00 $0.00 $6,600.00 $0.00 S18,90J.OO $0.00 $11,200.00 SS,100.00 $27,500.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $2,400.00 $27200.00 $0.00 $0.00 $5,000.00 $0.00 $0.00 $1,680.00 SS0,000.00 $2,000.00 Sl,500.00 $9,225.00 $900.00 SS,000.00 $400.00 $30,150.00 $30,0CO.OO $3,000.00 $2,400.00 $250,000.00 $642,363.80 S52,673.83 $695,Cll7.63 $139,00753 $834,015.16 TABLE 5 (CONTINUED) STUDY, RUDDELLS PROJ!:CTNO WW-1659-HA!-AA DESCRIPTION, ALTERNATIVE 2 PAGE 20F2 f NUMBE; CTn-If;RCOSTS SURVEYING GEO-TECHNICAL ENGINEERING ENGINEERING DESIGN [ PROJECT MANAGEMENT C.M.&L 3 4 5 6 RIGHT-OF-WAY PERSONNEL (per parcel) 7 RIGf-IT -OF-WAY COST (Residential An-a){l) 8 RIGHT-OF-WAY COST(Easement Aquisitioa Only)(2) GR.Af,ff) Tar AL Notes (l) for PomJ Al 14.00 day.,; d•)' 210.00 days 60.00 days L.Sum 4.00 L. Sum 0.5 acres 02 acres DATE: 31-Dec-92 ESTIMATOR, . MSG PERCENT S800 /dav ssoo tdaY $200 /day $200 /day $8,462 + 16.702% $1.500 $40,00J /acres $12,0CO /acres SIJ,200.00 $0.00 S42,000.00 S12,000.00 $147,747.54 $6,000.00 $21,600.00 $1,800.00 TOT AL PROJECT COST: Sl,o76,392.70 (2) for ne,11 force main. El;:is1ing easemenl is 10' wide. Assume additional 10' required I I snmY, RUDDELLS PROJECTNO, WW-1659-HA!-AA DESCRIPTION, ALTERNATIVE 3 PAGE 1 OF2 -MNO. ITEM DESCRJPTIOK 'In -lace' I Mobilization 2 Clearing and grubbing (Light cover) 3 Clearing and grubbing (Hearycover) 4 Excavation (Including haul off-site) 5 Embankment Compaction 6 Structural Fill (Including compaction) 7 Access Road (15' wide, 6~ gravel depth) 8 GraveL Class B 9 Gravel, crushed rock (1.85 tons/yd3) 10 Streaml>ed Gravel (1.7 tons/yd3) II Rip Rap (1.6 tons/yd3) 12 Hydroseeding 13 Gabions (with road access) 14 Gabions (without road access) 15 Asphalt Patching (incl. crushed rock) 16 Extruded Asphalt Curb 17 Topsoil 18 Concrete Cl.ass A (In<:ludes forms and rebar) 19 • 12" Dia. R.C.P. 20 • 18" Dia. R.C.P. 21 • 24" Dia. R.C.P. 22 • 30" Dia. R.C.P. 23 • 36" Dia. R.C.P. 24 • 42" Dia. R.C.P 25 • 48" Dia. R.C.P. 26 • 54"Dia. R.C.P. 27 • 60" Dia. R.C.P. 28 • 72" Dia. R.C.P. 29 • 84"Dia. R.C.P. 3-0 • 96" Di.a. R.C.P. 31 •1os• Dia. R.C.P 32 • 12" Dia. H.C.M.P. 33 • 18" Dia. Il.C.M.P. 34 • 24" Dia. H.C.M.P. 35 * 3("JK Dia. H.C.M.P. 36 • 36"Dia. H.C.M.P. 37 • 42"Dia. H.C.M.P. 3S • 48"Dia. H.C.M.P. 39 • 54" Dia. H.C.M.P. 40 • 60" Dia. H.C.M.P. 41 • 72" Dia. HC.M.P. 42 • 84" Dia. H.C.M.P. 43 • 96" Dia. H.C.M.P. 44 •103• Di.a. H.C.M.P. 45 • 12" Dia. H.D.P.P 46 • 18"Dia. H.D.P.P. 47 • 24" Di.a. H.D.P.P. 48 Type I C.B. (To 5' depth, pipe lo 18" di.a.) 49 48"Type II S.D.M.H. (<12 ft.) 50 4S"Type II S.D.M.H. (>12 ft.) 51 54"Type II S.D.M.H. (<12 ft.) 52 54"Type II S.D.M.H. (>12 ft.) 53 72"Type II S.D.M.H. (<12 ft.) 54 %"Type II S.D.M.H. (<12 fl.) 55 Flow Controller (FROP-T) Device 56 96" Flow Controller Manhole ( <12 (t.) 57 96" Flow Controller Manhole (>12 ft.) 58 Trash R.ack 59 Chain Link Fence (fype l)(for Ponds A1 and B) 60 Chain Link Gate (14'wide) Erosion Control Measues (Filter fence, etc .. ) Traffic Control 63 Exira Depth Storm Drain 64 Landscaping TABLE 6 .. I I I -~ 65 Remove and Replace Exisling Cement Concrete Sidewalk 66 Remove and Replace llii!iting Concrete Curb and Outler 67 Remove Existing pipe =--" • Pipe estimale includes: Material, e.'(cavalion, shoring, installation, bedding, backfill, compaction, restoration. This cosl assumes a min. 6 ft.1rench depth or 2 ft. of cover over 1he lop of 1he pipe. - v UNffS 1 sum 1.0 acres acres 9500.0yd3 yd3 500.0 yd3 I.!. ton ton ton 10.0 ton 1.0 acres yd3 yd3 300.0 yd2 l.f. 800.0 yd3 yd3 l.f. 110.0U. 1020.0 U. u. l.f. I.I. I.[. I.I. Lf. I.!. l.f. I.I. l.f. IJ. I.[ l.f. l.f. l.f. l.f. l.f. l.f. I l.f. I.I. U. l.f. U. I.[. I.I. l.f. each 6 each 2 each mh each 2 each each 2 each mh mh 4 each 1300.0 l.f. 2 each I Jump 20.0 hour I 6001.f. l lump 100 5.y 160 l.f. 1140 Lf. TOTAL DATE: ESTIMA1DR, UNITCOST ·"'NIT 0.07 % ofHm S2,800 /acres $3,650 /acres $825 /yd3 S2 /yd3 $15 /yd3 $17fl,f. $20 /ton S20 /Ion $27 /lon S27 /Ion $1,400 /acre $175 /yd3 S275 /yd3 S22 /yd2 $6A.[. $27 /yd3 $1,600 /yd3 $40 /1.f. S-45 /1.f. $55 /1.f. S84M $97M $127 M S150 /1.f. SI 75 /l.f. S215 n.c. S300 n.r. S350M $475 /l.f. $615 /1.f. $36 /1.f. $40 /l.f. $50 /1.f. S64 /l.f. $72 /1.f. S90M SlOO /1.f. S105 /l.f. Sl 10 /1.f $140 /1.f. $161 /1.f. S 195 /1.f. mo nr. S56 /l.f. $67 /1.f. S90M SI,200 /each $3,400 /each $4,500 /each $4,000 /each $5,000 /each $5.500 /each $9,000 /each $840 /each $23,000 /each $34,000 /each $500 /each SI5 /1.f. $900 /each $5,000 ;1ump $20 /hour s15 n.1. $30,00J /]ump $30 /s.y. $15,U $4 n.c. -- SUBTOTAL, SALF.STAX82%: 0.082 SUBTOTAL: CONTINGENCY: 020 CONSTRUCTION 31-Dec-92 MSG COST $20,953.45 $2,800.00 S0.00 $78,375.00 S0.00 $7,500.00 S0.00 $0.00 S0.00 S0.00 S270.00 Sl,40000 S0.00 S0.00 $6,600.00 S0.00 $21,600.00 S0.00 S0.00 $4,950.00 $56,100.00 S0.00 S0.00 S0.00 S0.00 $0.00 S0.00 S0.00 S0.00 S0.00 S0.00 S0.00 S0.00 S0.00 S0.00 S0.00 S0.00 S0.00 S0.00 S0.00 S0.00 S0.00 S0.00 S0.00 S0.00 S0.00 S0.00 S0.00 $20,400.00 $9,000.00 S0.00 S0.00 Sll,000.00 S0.00 $1,680.00 S0.00 S0.00 $2,000.00 $19,500.00 $1,800.00 $5,000.00 S400.00 $9,000.00 $30,000.00 $3,000.00 $2,400.00 $4,560.00 $320,288.45 $26,263.65 $346,552.10 $69,310.42 $415,862.52 ' C TABLE 6 (CONTINUED) STIJDY: RUDDELLS PROJECTNOc WW-1659-HAI-AA DFSCRIPTIONc ALTERNATIVE 3 PAGE 20F2 NUMBER OTIJER COSTS I SURVEYING 2 GF.0-TECHNICAL ENGINEERING 3 ENGINEERING DE..'HGN 4 PROJECT MANAGEMENT 5 C.M.&I. 6 RIGHT-OF-WAYPERSONNEL(perparcel) 7 RIGHT-OF-WA YCOST(Residential Area) 8 RIGlIT-OF-WA Y COST (Easement Aquisition Only) GRAND TOTAL Note:. (1) for Pond At 14.00 da)' da)' 105.00 days 40.00 days L.Sum 4.00 L. Sum 0.5 acres 0.2 acres DATE:. 31-Dec-92 ESTIMA TO Re MSG PERCENT $800 /day $500 /day $200 /day $200 /day $8,462 + 16.702% Sl.500 $40,000 /acres $12,000 /acres Sll,200.00 S0.00 $21,000.00 $8,000.00 $77,911.04 $6,000.00 $21,600.00 $2,400.00 TOTAL PROJECTCOSTc $563,97356 {2) for deep pipe replacement. Eristing easement ii IO'wide. Assume additional 10' required. SECTION VI RECOMMENDED SOLUTION A. Recommended Solution Alternative 3 is recommended to improve the level of flood protection around Pond A. The results of the HYD m.?del show that Alternative 3 would almost provide a 25-year level of protection. This alternative would allow approximately 0.24-acre-foot of ponding beyond Pond A, creating an approximate depth of 0.16 feet at the low point of 112th Avenue SE. A profile of Alternative 3 is illustrated on Figure 10. Alternative 1, maximizing the flood storage at Pond A with no improvements to the existing outlet pipe system, would result in little improvement to the existing flooding problem. Therefore, this alternative was rejected. Alternative 2, expanding Pond A (with Pond Al and a pump station), downstream pipe improvements and expanding Pond B, was not preferred. While this alternative did provide a 25-year level of protection, it would be substantially more costly than the preferred alternative. As previously discussed, none of the alternatives could provide the 100-year level of protection, and the focus of the alternative solutions was then shifted to provide a 25-year level of protection. Another significant disadvantage of this alternative is the pump station, because it would require regular operation and maintenance and emergency power provisions. It would also likely require greater attention during extreme flood events to ensure that it would be functioning properly. As with Alternative 3, this alternative would require land acquisition (for Pond Al) and easements (for pipe replacements). Alternative 4 was briefly discussed with County staff as a potential alternative. However, it was eliminated early because it was not considered technically feasible. Alternative 3 is believed to be the most cost-effective action to improve the level of protection from the current "less than 2-year" to almost the 25-year storm event. During design of the improvements, it may be possible to optimize the performance of the two ponds, as well as further maximize the storage capacities at Ponds A, A 1 and B to achieve a 25-year level of protection. If it is possible to provide a 25-year level of protection, then the drainage system would comply with the 1979 standard (25-year event for basins larger than 50 acres). It would not comply with the 1990 standard of safe conveyance for the 100-year flood because flooding private properties as well as I 12th Avenue SE would continue for the 100-year event; however, flooding from the 100-year-event would be substantially reduced. If the County determines that the proposed level of protection is not acceptable, there may be other means of providing greater protection, but these would require downstream detention. This is further discussed in Section VI-C. l fi59A \VW0.738 VI-1 FINAL 12/31/92 B. Phasing Because of the high cost of the recommended alternative, consideration could be given to phasing. There are few phasing options. One phasing option would consist of the following: (I) Continue with the current County efforts to TV the 12-inch-diameter Pond A outlet pipe. This will require cleaning this system to remove standing water. Cleaning the system would be done by County forces. (2) Construct a "temporary" Pond A I. This would include constructing Pond A 1 to the same depth as the current Pond A and connecting the two ponds with a culvert. This is considered temporary because both Ponds A and A 1 would have to be deepened at a later date once the conveyance improvements between Ponds A and B are constructed (at a lower depth). The temporary Pond Al would provide approximately 0.8 to 1 acre-feet of storage. This additional storage would not increase the level of protection to the 2-year event, but it would tend to reduce the depth and extent of flooding. The estimated cost for constructing a temporary Pond Al is $125,000, which includes land acquisition and administrative costs. (3) Construct the remainder of the recommended solution. This would include expanding Pond B and the conveyance improvements between Pond A and Pond B. This would also include deepening Ponds A and A I and replacing the connecting culvert and a lower depth. ,vhile cleaning the existing 12-inch-diameter outlet pipe is recommended at the earliest possible time, there are at least two disadvantages of phasing the temporary Pond Al. First, it would involve some redo work to improve the temporary Pond A 1. to its ultimate configuration (such as replacing the culvert connecting Ponds A and Al at a lower depth and re-establishing the pond's ground cover), and second, the increase in flood protection is considered to be minimal. C. Providing a 100-Year Level of Protection As previously discussed, it does not appear that any combination of added detention or conveyance improvements within the study area would provide a 100-year level of protection. This assessment is based upon the criteria that no alternatives could increase downstream flows from Pond B. However, it is possible to provide a I 00-year level of protection if the flows from Pond B could be increased. Furthermore, it also may be possible to increase the peak discharges from Pond B without increasing peak flows through the downstream problem area located along Reaches 4 through 8 (downstream analysis -see Figure 5). This downstream problem was identified in the Black River Basin Reconnaissance Report as an erosion and habitat problem. This could be done by the construction of a new pond designed to detain the designed increase in peak flows from Pond B. The pond could be located on lot 299 at the southwest quadrant of Carr Road and 105th Place SE (Figure 5). This lot is undeveloped and is low-lying. It would be well-suited as a detention pond. The possibility of using this as a detention site was investigated as a part of this study. More detailed drawings of this site as well as a schematic 1659A WW0.738 VJ-2 Fl'<AL l2fll/92 layout of a potential pond configuration is contained in Appendix C. The possibility of using this pond was not fully evaluated as an alternative because it was outside the Ruddells study area and, consequently, was not included in the HYO model. Therefore, the contributing flows to this system are unknown at the present time. Even though the flows through this site are unknown, it appears that there would be sufficient storage capacity to detain a moderate increase in peak flows from Pond B. If the County determines that a level of protection greater than the 25-year event is needed, then it is recommended that the County perform additional analysis on the use of this pond in combination with other improvements. These other improvements would be similar to the Alternative 3 improvements. 1659A\\/W0.738 VI-3 FI:"JAL l2:31/92 I 1-----< SURF f----; 12a POND B LEGEND 8 A8 SUBBASIN NO. 1 NODE Bl SE 232ND PLACE PONDING AREA REACH A8 KING COUNTY SURFACE WATER MANAGEMENT DIVISION RUDDELLS STUDY "HYD" MODEL SCHEMA TIC R.W.BECK AND ASSOOATES w " ;.. l ; ! .I' t! '"':' I ~.:.-:,, ' 'i. J /': :i ~ -., .. ~; .. ~· t.~··· er ·" . ./ ,,. -~ ' • ® • ·"" ..,""' ,. ,·:.,• . ·~· ,. 10 ' 11 •· 12 , U 1: 14 ····! .... ; 31., i ,, :;- " . . , .. , ..... ,,, ···~ ,,1:~ .. ".,•· :~;;::. -. .. ~· +j-~:.£:=-=f~f'\=~~-'F;,;:,,,Jt«-Ttt"-iM-.k--"'-'--+-'-=-:::;=,,l,~C'"ITT"'="~~;i ..• @ ·•'' (..~' ,,• t_.;..- ·I I -·· 1 ·~ ' , ... , • • I - CN TRACTS, GARD,_ NAME .. : j /Ir .. :··' ' I I: " .. .... :! i-·--~- ' l -1 eiL-1-,,,• \ ,. ·c@ @ I I @r) I s I• ;I, .,._,..._ .. ii '@'j ,.,., "u·•~·>d~ t LOT l ' :: '.: ~ I . ··"· G ,r ,g ,I :, ~·' . ' -· 'I; _ • . ·.?,, ' ' •• ' '. .,.,,' eY !~ .. ~-- ,--;=-- 11 ·a , .... , •'!;- -·"'" ' G= > , ••. @ . ' , .... 8 -=--- ......... ,.;,~ -...... ... ---_;,,p_;'". I ----"',;~!ii"'/'/ I )J '--,--"'------ '. ,., ,. ,-· ,,, • ~ I . l / DRAINAGE AREA BOUNDARY MAP !li\s ~'MA:,, ritvi U5 6!USY( s / f~ w I m CD I 1:! & '! ,I ;21 G c d H ); \1"'.:, (\) h .1 I' I '1 m : .... ,, ~3j iiiC n \J " 'CJ "' ~- ~ \A' ~ <:} " \] ~ ()J ,_ rri .:t 0~ ), ~ ~~ ) ~ ·~-; r '-m , m .' ~ ' -~ 6 ,, . ) (I/\() O€L SCHEMATIC FLOW DIAGRAM PRE..V1ou:s c5TuDy Sc. 20 .- 4? 9cf 140] I..L.--,---'-------1 .?;f3 33 9 .oo 0.30 1. 00 2.00 3.00 4.00 --\ 5. oorJqz} i "---/ 6.00 7.00 422.00 .00 0.00 0.81 1.12 1. 55 2.00 2.40 2.79 3.13 3. 41 .00 .00 1808 14988 31682 58522 121198 224698 402448 674448 .oo .oo .oo .oo .00 .00 .oo .00 .00 .oo PDt:-.:10 A -£)(1,S1/N 7 C.CNDI 716/J FILE N ,<\M..t: f"Ot-JDAl',j.11:..D f< FR.a""-NW 6 Pi/!¥. Wl'!T€R e\"-lBLX'.'51:;,, .5£,£ NE:/Cf fl!~[ ,I-,I-:iTJ<lC.,G Vovu,U!<" f:.£u'!TI0/0t,"f-/1p FRO/\,\ PRE:VloVS IIN,:J f1 .. !(5t!, p l ()(= s- ENTER OPT ION 3 KI NG CCJJNTY DEPARTMENT OF PUBLIC \,ORKS Surface Water Management Division BACKWATER ANALYSIS PROGRAM Version 4.20 1 -INFO ON THIS PROGRAM 2 -BIICHAN 3 -B\oPIPE 4 -BIICUL V 5 -Bl,llOX 6 -DATA-FILE RCJJT!NES 7 • RETURN TO DOS BACKWATER CCJ,!PUTER PROGRAM FOR PIPES SPECIFY TYPE OF PIPE·OATA INPUT: K · KEYBOARD F · FILE F ENTER [d:J [path]filename[.extl OF PIPE·OATA FILE RP!PEB12.pcj CJJTFLO,I CONDITIONS PIPE NO. 1 · TAILWATER DATA: 1) SPECIFY TYPE OF TAILWATER DATA INPUT: S SINGLE TW·ELEV. F · TW/HW DATA FILE s ENTER: TW·ELEV ,13.50 INFLC!I OONDITIONS PIPE N0.12 · OVERFLOW DATA ANO UPSTREAM VELOCITY DATA: 1) ENTER: OVERFLC!I-ELEV, OVERFLOW-TYPE (NONE=O, BROAO-WEIR=1, SHARP-WEIR=2) 431.00 0 2) SPECIFY TYPE Of VELOCITY DATA INPUT: S SINGLE VELOCITY UPSTREAM V · VARY VELOCITY ACCORDING TO V=l:l/A s 3) ENTER: VELOCITY(fpsl UPSTREAM 3.00 ENTER: CHIN, QHAX, QINCRE, PRINT-OPTION (STANDARD=1, CONDENSED=2, EXPANDED=3) CAN THE PRINTER DISPLAY 132 CHARACTERS PER LINE (Y or NJ? 1.00 15 .00 1.00 3 PIPE NO. 1: 128 Lf -18"CP i 2.73% CJJTLET: 407.20 INLET: 410.70 INTYP: 4 JUNC NO. 1: OVERFLOW-EL: 417.00 BEND: 5 OEG DIA/WIDTH: 4.0 Q-RAT!O: .00 Q(CFS) HWCFT) HW ELEV.* N·FAC DC ON TW DO OE H\,O HWI JI/ t 7/9c_ N 61.D 5/JQ f'. {;.jlfTErz fl 1-Jf/L,r'516 5c1!,L£f10 PoND .4 ,J--Pr'>Nb B ?1Pe -#-B ;.5 (!,-P -;;:>" p 2 ot 5 INLET DATA: KE=.20 K=.0045 M=2.0 C=. 0317 Y=.69 JUIIC LOSS COEFFICIENTS: KB= .04 KJ= .00 * DXN VBH VUH EHU VCH VNH VEH VOH ******************************'****************************************************'********************************<t*************** 1.00 2.81 413.51 * .012 .38 .24 6.30 6.30 2.81 2.81 .48 * 2.96 .00 .00 .oo .13 .47 .oo .00 2.00 '~ @ 5'1 * .012 .54 .34 ~ 6.30 2.84 2.84 .70 * 1.00 .02 .02 .02 .19 .69 .02 .02 3.00 2.90 413.60 * .012 .66 .41 6.30 6.30 2.89 2.90 .86 * 1.00 .04 .04 .04 .25 .91 .04 .04 4.00 2.98 413.68 * .012 .77 .47 6.30 6.30 2.96 2.98 .99 * 1.00 .08 .08 .08 .30 1.11 .08 .08 5.00 3.08 413.78 • • 012 .87 .53 6.30 6.30 3.05 3.08 1.11 • 1.00 .12 • 12 • 12 .34 1.25 • 12 .12 6.00 3.20 413.90 • • 012 .95 .59 6.30 6.30 3.16 3.20 1 .21 • 1.00 .18 .18 .17 .40 1.34 .18 .18 7.00 3.34 414.04 * .012 1.03 .64 6.30 6.30 3.28 3.34 1.30 * 1.00 ,24 .24 .24 .46 1.47 .24 .24 8.00 3.51 414.21 * .012 1.10 .69 6.30 6.30 3.43 3.51 1.37 • 1.00 .32 .32 .31 .52 1 .58 .32 .32 '.00 3.70 414.40 * .012 1.17 .74 6.30 6.30 3.60 3.70 1.45 * 1.00 .40 .40 .39 .58 1 .67 .40 .40 .00 3.91 414.61 * .012 1.22 .78 6.30 6.30 3.79 3.91 1.55 • 1.00 .50 .50 .48 .66 1.80 .so .50 11.00 4.14 414.84 • .012 1.28 .83 6.30 6.30 4.00 4.14 1.66 • 1.00 .60 .60 .58 .73 1.87 .60 .60 12.00 4.39 415.09 • .012 1.32 • 68 6.30 6.30 4.22 4.39 1.78 • 1.00 .72 .72 .69 .83 1.93 • 72 .72 13.00 4.67 415.37 * .012 1.36 .92 6.30 6.30 4.47 4.67 1.92 * 1 .00 .84 .84 .81 .93 2.03 .84 .84 14.00 4.97 415.67 * .012 1.39 .97 6.30 6.30 4.74 4.97 2.06 * 1.00 .98 .98 .94 1.04 2.09 .98 .98 15.00 5.29 415.99 * .012 1.41 1.02 6.30 6.30 5.02 5.29 2.22 • 1.00 1.12 1.12 1 .08 1.18 2.14 1.12 1 .12 1? 2 C) ~J I ?JPE NO. 2: 129 LF -1811 CP @ 1.02% CUTLET: 410.80 INLET: 412.12 INTYP: 6 INLET DATA: KE=.20 K=.0078 H=2.0 C=.0292 Y=.74 JUNC NO. 2: OVERFLC\1-EL: 417.07 BENO: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: .00 J~C LOSS COEFFICIENTS: KB= .02 KJ= .00 I O(CFSJ HWCFT) HW ELEV. • N-FAC DC DN TW 00 OE HI.() HWI • DXN VBH WH EHU VCH VNH VEH VOH '********************************************************************************************************************************** 1.00 1.41 413.53 • .012 .38 .30 2.71 2.71 1.41 1.41 .50 • 3.26 .00 .00 .00 .13 .25 .01 .oo ~.00 1.47 ~· .012 .54 .43 ~ 2.74 1.47 1.47 .71 • 2.91 .02 .02 .02 .19 .35 .02 .02 3.00 1.58 • .012 .66 .53 2.80 2.80 1.57 1.58 .88 • 2.87 .04 • 04 .04 .25 .45 .04 .04 I 4.00 1.73 413.85 • .012 .77 .62 2.88 2.88 1. 72 1.73 1.02 • 1.00 .08 .08 .08 .30 .52 .08 .08 5 .00 1.93 414.05 • .012 .87 .70 2.98 2.98 1.91 1.93 1.15 • 1.00 .12 .12 .12 .34 .59 .12 .12 6.00 2.18 414.30 • .012 .95 .77 3.10 3.10 2 .14 2.18 1.26 • 1.00 .18 .18 .18 .40 .67 .18 .18 7.00 2.46 414.58 • .012 1.03 .85 3.24 3.24 2.41 2.46 1.36 • 1 .00 .24 .24 .24 .46 .71 .24 .24 I 8.00 2.80 414.92 • .012 1. 10 .93 3.41 3.41 2.73 2.80 1.42 • 1.00 .32 .32 .31 .52 .75 .32 .32 9.00 3.17 415.29 • .012 1. 17 1.00 3.60 3.60 3.08 3.17 1.46 • 1.00 .40 .40 .40 .58 .80 .40 .40 10.00 3.59 415. 71 • .012 1.22 1.09 3.81 3.81 3.48 3.59 1.55 • 1.00 .50 .50 .49 .66 .82 .so .50 11.00 4.06 416. 18 • .012 1.28 1.18 4.04 4.04 3.92 4.06 1.64 • 1 .00 .60 .60 .59 • 73 .85 .60 .60 12.00 4.56 416.68 • .012 1.32 1.30 4.29 4.29 4.41 4.56 1.75 • 1.00 .72 .72 . 70 .83 .85 . 72 .72 I 13.00 4.95 417.24 • .012 1.36 1 .so 4.57 4.57 4.93 5.12 1 .86 • 1.00 .84 .84 .82 .93 .84 .84 .84 ***********************"'*"**************** OVERFLOW ENCCl.JNTERED AT 13.00 CFS DISCHARGE****************************************** I PIPE NO. 3: 27 LF -18"CP @ 1. 00% CUTLET: 412. 12 INLET: 412.39 INTYP: 6 INLET DATA: KE=.20 K=. 0078 H=2.0 C=.0292 Y=.74 JUNC NO. 3: OVERFLC\1-EL: 417.06 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: .00 JUNC LOSS COEFFICIENTS: KB= .02 KJ= .00 Q(CFS) HW( FT) HW ELEV.• N-FAC DC ON TW DO DE HI.() HWI • DXN VBH WH EHLI VCH VNH VEH VOH ********************************************************************************************************************************** I 1.00 1. 15 ~ • .012 .38 .31 1.41 1.41 1. 15 1. 15 .50 • 5.88 .00 .00 .00 .13 .22 .01 .01 2.00 1.22 6 • .012 .54 .43 1.47 1.47 1.21 1.22 • 71 • 5.20 .02 .02 .02 • 19 .35 .03 .02 3.00 1.35 • .012 .66 .53 1.58 1 .58 1.33 1.35 .88 • 4.98 .04 .04 .04 .25 .45 .DS .04 4.00 1.52 413.91 • .012 .77 .62 1.73 1.73 1.50 1.52 1.02 • 5.45 .08 .08 .08 .30 .52 .08 .08 5.00 1.75 414.14 • .012 .87 • 70 1.93 1.93 1.72 1.75 1.15 • 6.83 • 12 • 12 .12 .34 .59 . 12 • 12 6.00 2.02 414.41 • .012 .95 .78 2. 18 2.18 1.98 2.02 1.26 • 1.00 .18 • 18 .18 .40 .65 .18 . 18 7.00 2.35 414. 74 • .012 1.03 .86 2.46 2.46 2.30 2.35 1.36 • 1.00 .24 .24 .24 .46 .69 .24 .24 8.00 2.73 415.12 • .012 1. 10 .93 2.80 2.80 2.66 2.73 1.42 • 1.00 .32 .32 .31 .52 .75 .32 .32 9.00 3.16 415.55 • . 012 1.17 1.01 3.17 3.17 3.07 3.16 1 .46 • 1.00 .40 .40 .40 .58 .79 .40 .40 10.00 3.64 416.03 • .012 1.22 1.10 3.59 3.59 3.53 3.64 1.55 • 1.00 .50 .50 .49 .66 .81 .50 .50 11.00 4.17 416.56 • .012 1.28 1.19 4.06 4.06 4.04 4.17 1.64 • 1.00 .60 .60 .59 • 73 .83 .60 .60 12.00 4.67 417.14 • .012 1.32 1.33 4.56 4.56 4.59 4.75 1.75 • 1.00 .72 • 72 .70 .83 .82 • 72 .72 ******'******************'****************** OVERFLOW ENCClJNTEREO AT 12.00 CFS DISCHARGE ****************************************** '. NO. 4: 129 LF -18 11 CP @ 2.74% CUTLET: 412.39 INLET: 415, 93 INTYP: 6 INLET DATA: KE=.20 K=.0078 M=2.0 C=.0292 Y=.74 .~ NO. 4: OVERFLC\1-EL: 420.00 BEND: 0 DEG DIA/WIDTH: 3.0 0-RATIO: .00 JUNC LOSS COEFFICIENTS: KB= .02 KJ= .00 O(CFS) HW(FT) HW ELEV. * N-FAC DC ON TW DO OE HI.() HWI • DXN VBH WH EHU VCH VNH VEH VOH ***************************************************"'**********************-*******************************-******************** 1.00 .48 41 1 • .012 . 38 .24 1.15 1. 15 .38 ***** .48 • .24 .00 .00 .00 .13 .47 • 13 .01 2.00 .70 16.63 • .012 .54 .33 1.22 1 .22 .54 .. ... .70 • .10 .02 .02 .02 ; 19 .75 • 19 .03 3.00 .87 416. • .012 .66 .41 1.35 1.35 .66 .. ... .87 • , 04 .04 • 04 .04 .25 .91 .25 .05 4.00 1.01 416.94 • .012 .77 .47 1.52 1.52 .77 .. ... 1.01 • .01 .08 .08 .08 .30 1. 11 .30 .08 5.00 1. 13 417.06 • .012 .87 .53 1.75 ,. 75 _37 .. ... 1.13 • .06 .12 .12 .12 _34 1.25 .34 • 12 6.00 1.25 417. 18 • .012 .95 .59 2.02 2.02 .95 ***** 1.25 • .16 .18 .18 .18 .40 1.34 .40 .18 7.00 1.35 417-28 • .012 1.03 .64 2.35 2.35 1.03 ***** 1.35 • .30 .24 .24 .24 .46 1.47 .46 .24 8.00 1.41 417.34 • .012 1.10 .69 2.73 2. 73 1.10 ..... 1 .41 • .51 .32 .32 .31 .52 1.58 .52 .32 9.00 1.45 417.38 • .012 1.17 • 73 3.16 3. 16 1. 17 .. ... 1.45 • .81 .40 .40 .40 .58 1.73 .58 .40 10.00 1.54 417.47 • .012 1 .22 .78 3.64 3.64 1.22 ..... 1.54 • 1.20 .50 .50 .49 .66 1.80 .66. .50 11.00 1.97 417.90 • .012 1.28 .83 4.17 4.17 1.84 1.97 1.63 • 1. 71 .60 .60 .59 .73 1.87 .60 .60 12.00 2.72 418.65 • .012 1.32 .87 4.67 4.67 2.56 2.72 1.73 • 1.00 .72 .72 .70 .83 1.98 .72 .72 13.00 3.14 419.07 • .012 1.36 .92 4.81 4.81 2.95 3.14 1.85 • 1.00 .84 .84 .82 .93 2.03 .84 .84' 14.00 3.52 419.45 • • 012 1.39 .97 4.89 4.89 3.31 3.52 1.97 • 1.00 .98 .98 .96 1.04 2.09 .98 .98 15.00 3.91 419.84 • .012 1.41 1.02 4.96 4.96 3.66 3.91 2. 10 • 1.00 1.12 1.12 1.10 1.18 2. 14 1.12 1.12 PIPE NO. 5: 140 LF -18"CP @ 1.20% CUTLET: 416.03 INLET: 417.71 INTYP: 6 INLET DATA: KE=.20 K=.0078 M=2.0 C=.0292 Y=.74 ' JUNC NO. 5: OVERFLC\l·EL: 421.70 BEND: 20 DEG DIA/WIDTH: 3.0 Q·RAT!O: .00 J~C LOSS COEFFICIENTS: KB= .11 KJ= .00 O(CFS) HW(FT) HW ELEV. • N-FAC DC ON TW DO DE HI.() HWI • DXN VBH l,\JH EHU VCH VNH VEH VOii **********************************************************************************************************************'***********"' 1.00 .49 418.20 • .012 .38 .29 .38 .38 .38 ..... .49 • .oo .00 .00 .00 ,13 .27 .13 , 12 2.00 .71 ~· .012 .54 .41 .60 .60 .54 ..... .71 • .00 .02 .02 .02 • 19 .41 . 19 • 14 3.00 .88 418.59 • .012 .66 .51 .77 .77 .66 ..... .88 • .00 .04 .04 .04 .25 .50 .25 .17 4.00 1.03 418. 74 • .012 ,77 .59 .91 .91 .77 ***** 1.03 • .00 .08 .08 .07 .30 .60 .30 .20 5.00 1.16 418.87 • • 012 .87 .67 1.03 1.03 .87 ..... 1. 16 • .00 • 12 • 12 .11 .34 .67 .34 ,23 6.00 1.27 418.98 • .012 .95 .74 1.15 1.15 .95 ..... 1.27 • .00 .18 .18 .16 .40 .74 .40 .27 7.00 1.38 419.09 • .012 1.03 .81 1.25 1.25 1.03 .. ... 1 .38 • .00 .24 .24 .22 .46 .80 .46 .31 8.00 1 .45 419. 16 • .012 1.10 .88 1.31 1 .31 1. 10 .. ... 1.45 • .00 .32 .32 .28 .52 .86 .52 .37 Q,00 1.50 419,21 • .012 1. 17 ,95 1.35 1 .35 1.17 ***** 1.50 • .00 .40 .40 .36 .58 .90 .58 .45 .00 1.59 419.30 • .012 1.22 1 .02 1.44 1.44 1.22 ..... 1.59 • .00 .50 .50 .44 .66 .95 .66 .51 1'1.00 1.70 419.41 • .012 1.28 1.10 1.87 1.87 1.36 1.62 1.70 • 2.04 .60 .60 .54 .73 .98 .66 .60 ,2.00 2.n 420.43 • .012 1.32 1.19 2.62 2.62 2.50 2.72 1.81 • 15.86 ,72 .72 .64 .83 .99 .72 .72 13.00 3.45 421.16 • .012 1.36 1.30 3.04 3.04 3. 19 3.45 1.93 • 1 .00 .84 .84 .75 .93 .99 .84 .84 14.00 3.99 421 .87 • .012 1.39 1.50 3.42 3.42 3.86 4.16 2.07 • 1 .00 .98 .98 .87 1 .04 .98 .98 .98 ****************************************** OVERFLOW ENCOJNTEREO AT 14.00 CFS DISCHARGE *************************************'***'*"' f"~ 0 f-S- PIPE NO. 6: 98 LF -18 11 CMP @ 1.06% WTLET: 417.81 INLET: 418.85 INTYP: 2 INLET DATA: KE=.50 K=.0078 M=2.0 C=.0379 Y=.69 I JUNC NO. 6: OVERFLCJ;·EL: 423.06 BEND: 20 DEG DIA/IIIDTH: 3.0 O·RATIO: .oo JUNC LOSS COEFFICIENTS: KB= .11 KJ= .00 Q(CFS) HW( FT) NW ELEV.* N·FAC DC ON TW DO DE Hll:l HWI * DXN VBH '/UH EHU VCH VNH VEH YOH ******"'*****'***"'****************'************************************************************************************************** I •.oo .56 419.41 * .024 .38 .42 .39 .39 .42 .56 .49 * .05 .00 .01 .01 .13 .09 .09 • 11 .. oo .80 419.65 * .024 .54 .61 .61 .61 .61 .80 .n * .03 .02 .01 .01 .19 • 14 • 14 .13 3.00 1.01 419.86 * .024 .66 .77 .78 .78 .77 1.01 .91 * .09 .04 .02 .02 .25 .17 .17 .16 4.00 1.19 420.04 * .024 .77 .91 .93 .93 .91 1.19 1.08 * .28 .08 .02 .02 .30 .20 .20 .19 5.00 1.36 420.21 * .024 .87 1.07 1.06 1.06 1.06 1.36 1.25 * 1.45 .12 .03 .02 .34 .21 .22 .22 I 6.00 1.58 420.43 * .024 .95 1.27 1 .17 1.17 1.27 1.58 1.41 * .85 .18 .03 .02 .40 .22 .22 .25 7.00 2.08 420.93 * .024 1.03 1.50 1.28 1.28 1.73 2.08 1.58 * .42 .24 .02 .02 .46 .24 .24 .29 8.00 2.63 421.48 * .024 1.10 1.50 1.35 1.35 2.17 2.63 1.77 * .15 .32 .02 .02 .52 .32 .32 .35 9.00 3.26 422.11 * .024 1.17 1.50 1.40 1.40 2.67 3.26 2.00 * .06 .40 .01 .01 .58 .40 .40 .43 10.00 4.14 422.99 • .024 1.22 1.50 1.49 1.49 3.40 4.14 2.23 • .00 .50 .01 .01 .66 .50 .50 .50 11.00 4.21 423.97 • .024 1.28 1.50 1.60 1.60 4.22 5 .12 2.49 * 1.00 .60 .01 .01 .73 .60 .60 .60 **************************1r******.,...,,******* OVERFLOW ENCa.JNTERED AT 11.00 CFS DISCHARGE****************************************** PIPE NO. 7: 142 LF • 18"DIP @ 1. 78% WTLET: 418.83 INLET: 421 .36 INTYP: 2 INLET DATA: KE=.50 K=.0078 M=2.0 C•.0379 Y=.69 JUNC NO. 7: OVERFLCJ;·EL: 426.28 BEND: 90 DEG DIA/IIIDTH: 3.0 O·RAT IO: .00 JUNC LOSS COEFFICIENTS: KB=1.32 KJ= .00 Q(CFS) HW( FT) HW ELEV. * N·FAC oc ON TW DO DE Hll:l HWI * DXN VBH '/UH EHU VCH VNH VEH VOH ************************'llhll******************* ... *************'********************************************************************** 1.00 .50 ~: .024 .38 .37 .58 .58 .38 ***** .50 • .10 .00 .03 -.01 .13 .14 .13 .04 2.00 .76 .024 .54 .53 .82 .B2 .54 ***** .76 * .15 .02 .10 • .03 .19 .20 .19 .06 3.00 1. 11 * .024 .66 .66 1.03 1.03 .66 1. 11 .99 * .20 .04 .23 • .07 .25 .25 .25 .08 4.00 1.34 422.70 * .024 .77 .78 1.21 1.21 .78 1.34 1.22 * .26 .08 .40 · • 13 .30 .29 .29 • 11 5.00 1.58 422.94 * .024 .87 .89 1.38 1.38 .89 1.58 1.46 * .38 .12 .63 -.20 .34 .33 .33 .13 6.00 1.82 423.18 * .024 .95 1.01 1.60 1.60 1 .01 1.82 1.n * .85 .18 .91 -.29 .40 .35 .35 .18 7.00 2.48 423.84 * .024 1.03 1.14 2.10 2.10 1.72 2.48 1.99 * 4.14 .24 1.24 -.40 .46 .37 .24 .24 8.00 3.92 425.28 • .024 1.10 1.32 2.65 2.65 2.93 3.92 2.30 • 1.00 .32 1 .61 • .52 .52 .37 .32 .32 9.00 4.92 426.92 * .024 1.17 1.50 3.28 3.28 4.31 5.56 2.66 • 1.00 .40 2.04 -.65 .58 .40 .40 .40 *'****** ... ****************'***"'************* OVERFLOW ENCCIJNTEREO AT 9.00 CFS DISCHARGE****************************************** PIPE NO. 8: 140 LF • 12"CP @ .13% WTLET: 422.10 INLET: 422.28 INTYP: 1 INLET DATA: KE•.90 K=.0340 M=1.5 C=.0553 Y=.54 JUNC NO. 8: OVERFLOW-EL: 429.68 BENO: 90 DEG DIA/WIDTH: 4.0 O·RATIO: .00 JUNC LOSS COEFFICIENTS: KB=1.32 KJ• .00 Q(CFS) HW(FT) HW ELEV. * N·FAC DC ON TW DO DE Hll:l HWI • DXN VBH '/UH EHU VCH VNH VEH VOii ******************************************************************* ...... *********************************************************** '.oo .74 423.02 * .012 .43 .63 .00 .43 .63 .74 .63 * .47 .03 .oo .00 .15 .06 .06 .15 2.00 1.36 ~ * .012 .61 1.00 .02 .61 1 .17 1.36 1.00 * .60 .10 .oo .oo .25 .10 • 10 .25 3.00 2.06 * • 012 .75 1.00 .37 • 75 1.63 2.06 1.35 • .17 .23 .00 .oo .35 .23 .23 .35 4.00 2.99 425.27 * .012 .85 1.00 .60 • 85 2.22 2.99 1.97 • .05 .40 .oo .oo .49 .40 .40 .49 5.00 4.19 426.47 • .012 .92 1.00 • 84 .92 2.99 4.19 2.78 • .01 .63 .00 .00 .68 .63 .63 .68 6.00 6.01 428.29 * .012 .96 1.00 1.08 1.08 4.29 6.01 3.77 • 1.00 .91 .oo .oo .93 .91 .91 .91 7.00 7.40 430.79 * .012 .98 1.00 1.74 1. 74 6.17 8.51 4.93 • 1.00 1.24 .oo .00 1.25 1.24 1.24 1.24 .. ***"************************************* OVERFLOW ENCOJNTERED AT 7.00 CFS DISCHARGE ********************** .. ****************** PIPE NO. 9: 259 LF • 12"CP @ .oox WTLET: 422.24 INLET: 422.25 INTYP: 4 INLET DATA: KE•.20 K=. 0045 M=2.0 C=.0317 Y=.69 JUNC NO. 9: OVERFLCJ;·EL: 428.75 BEND: 0 DEG DIA/WIDTH: 4.0 O·RATIO: .00 JUNC LOSS COEFFICIENTS: KB= .02 KJ= .CO Q(CFS) HW(FT) HW ELEV. * H-FAC DC ON TW DO DE Hll:l HWI * DXN VBH '/UH EHU VCH VNH VEH VOH ........................................................................................................................................ 1.00 .96 ~· .012 .43 1.00 .78 .78 .95 .96 .56 * 1.21 .03 .03 .02 .15 .03 .03 .04 2.00 2.11 : .012 .61 1.00 1.40 1.40 2.09 2. 11 .79 • 1.00 .10 .10 .10 .25 .10 • 10 .10 3.00 3.71 .012 .75 1.00 2.10 2.10 3.66 3.71 .94 • 1.00 .23 .23 .22 .35 .23 .23 .23 4.00 5.89 428. 14 * .012 .85 1.00 3.03 3.03 5.80 5.89 1. 12 • 1.00 .40 .40 .40 .49 .40 .40 .40 5.00 6.50 430.95 * .012 .92 1.00 4.23 4.23 8.56 8.70 1.36 * 1.00 .63 .63 .62 .68 .63 .63 .63 ****************************************** OVERFLOW ENCOJNTERED AT 5.00 CFS DISCHARGE****************************************** PIPE N0.10: 192 LF • 12"CP a -. rn: WTLET: 422.35 INLET: 422.11 INTYP: 6 INLET OATA: KE=.20 K=.0078 M=2.0 C=.0292 Y=.74 JUNC N0.10: OVERFLCJ;·EL: 430.81 BEND: 30 DEG DIA/IIIOTH: 3.0 Q-RATIO: .00 JU!IC LOSS COEFFICIENTS: KB= ,21 KJ= .00 Q(CFS) HW(FT) NW ELEV. * N·FAC oc ON TW DO DE HW HWI • DXN VBH '/UH EIIJ VCH VNH VEH VOH .................................... ..,... ............................................................................................. 1.00 1.24 ~· .012 .43 • 00 .86 .86 1.23 1.24 .57 • .oo .03 .03 .02 . 15 .63 .03 .03 2.00 2.81 * .012 .61 .00 2.01 2.01 2.77 2.81 .83 • 1.00 .10 .10 .08 .25 .63 .10 .10 3.00 5.10 * .012 .75 .00 3.61 3.61 5.01 5.10 1.01 • 1.00 .23 .23 .18 .35 .63 .23 .23 4.00 8.26 430.37 * .012 .85 .oo 5.79 5.79 8.09 8.26 1.18 • 1.00 ,40 .40 .32 .49 .63 .40 .40 5.00 8.70 432.23 * • 012 .92 .co 6.40 6.40 9.86 10.12 1.43 • 1.00 .63 .63 .50 .68 .63 .63 .63 ********************'*********** .. **"'****** OVERFL°'4 ENCOJNTERED AT 5.00 CFS DISCHARGE****************************************'** . N0.11: 8 LF • 12"CP a ·.50X OJTLET: 422. 11 INLET: 422.07 INTYP: 6 INLET DATA: KE=.20 K=.0078 M=2.0 C=.0292 Y=.74 JUNC N0.11: OVERFLCJ;·EL: 430.57 BEND: 0 DEG DIA/WIDTH: 3.0 Q·RATIO: .oo JUNC LOSS COEFFICIENTS: KB= .02 ICJi= .00 Q(CFS) HW(FT) NW ELEV.* N·FAC DC ON TW DO DE Hll:l HWI • DXN VBH WH EIIJ VCH VNH VEH VOii ................... .,,.. ................................................................................................................. 1.00 1.29 423.36 • .012 .43 .00 1.24 1.24 1.28 1.29 .57 • 1.00 .03 .03 .02 .15 .63 .03 .03 pL./of-'5 2.00 2.89 c_;-M,::;,. • 012 .61 .00 2.81 2.81 2.87 2.89 .81 • 1.00 .10 .10 .10 .25 .63 .10 .10 3.00 5.24 31 * • 012 .75 .oo 5 .10 5.10 5 .19 5.24 .97 • 1.00 .23 .23 .22 .35 .63 .23 .23 4.00 8.47 430.54 • • 012 .85 .oo 8.26 8.26 8.38 8.47 1.10 • 1.00 .40 .40 .40 .49 .63 .40 .40 5.00 8.50 431.08 • .012 .92 .00 8.70 8.70 8.87 9.01 1.31 • 1. 00 .63 .63 .62 .68 .63 .63 .63 ****************************************** OVERFLOII ENCCXJNTERED AT 5.00 CFS DISCHARGE****************************************** ·r NO. 12: 15 LF . 12 11 cp @ .47"4 CXJTLET: 422.07 INLET: 422.14 HHYP: 4 INLET DATA: KE= .20 K=.0045 M=2.0 C=.0317 Y=.69 O(CFS) HW(FT) HW ELEV. * N-FAC DC ON TW DO OE HIO HWI • OXN VBH VUH EHU VCH VNH VEH VOH *********************************************************************..,.,****************** .... *************************************** 1.00 1.23 423.37 • .012 .43 .43 1.29 1.29 1.23 1.12 .44 * 23. 79 .03 • 14 .14 .15 .15 .03 .03 2.00 2.86 425.00 • . 012 .61 .66 2.89 2.89 2.86 2.84 . 74 • 1.00 . 10 .14 .14 .25 .21 .10 .10 3.00 5.39 427.53 • .012 . 75 1.00 5.24 5.24 5.26 5.39 1.02 • 1.00 .23 .14 .14 .35 .23 .23 .23 4.00 8.90 431.04 • • 012 .85 1.00 8.47 8.47 8.56 8.90 1.37 • 1.00 .40 .14 .14 .49 .40 .40 .40 ****************************************** OVERFLOII ENCCXJNTEREO AT 4.00 CFS DISCHARGE****************************************** SPECIFY: R -REVISE, N -NE\JJ~, F -FILE, S -STOP F SPECIFY [d:J[p.ithlfilenaire[.extl FOR STORAGE OF HW·OATA AT INLET OF PIPE N0.12: pordaout. tw SPECIFY: R -REVISE, N -NE\JJOB, F -FILE, S -STOP s 7 Stop -Program terminated. 9 51 A(,it' p,5ct1;;12'J6 .00 .oo .50 2.55 1.50 5.67 2.50 7.36 3.50 12.08 4.50 14.66 5.50 21. 95 6.50 29.07 6.70 30. 30 407.50 .00 .00 voi...oW .oo .00 640.00 .00 3736.00 .oo 8064.00 .oo 13848.00 .00 21224.00 .00 30368.00 .oo 41464.00 .00 54032.00 .00 .oo f'O~P6 -~~DOT C!~F1CJ,02'1" ex 1 ~ n t-J E:, C.Cf.J °' r , °"- F1LE. 1J it~ e: P0t'1D6.'1.RD 'f'{of-1 , FROM :KC SWM-1111 BLDG, . 2064414962 1992,11-20 12:35PM tt313 P,01 TO FAX 1tansmittal Cover Sheet -·---........ 1--------Surface Water Management Division , 'ORI< ORO;,:,R ----·· · ....;....; --------___:~------------- ' <\ t: CODE ------iil13n!Avcnuo , -(<St'1hc 1100 ENCLOSURE F!lED IN -~S%tUc,WA98!01 (200) 7.96'8030 FAX 1/296-8033 'iiimlll ~lo~~ llMS !I; ..\ C) NUMJJ!1ll :f AOBs (INC!.. covnn) I ® King County Dcpnrlment or Public Work~ TO __ -.:[ACK .B J'ot..ls ...... -~-- .. , l ·1 4 'I l .-: _!l!M2>=-...... -- l'AOM _ _.]St?~ SW M DIVISION SBC110N -···--- ~-··--- ----~-·------ -1 ·-, I I ' .... -, M-S-Mrrffill--ll~'l-·" l I NOTES t O ,"t , :t:. ,-,•:.,. i,1/~"}. 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PAGE ~ OF b PAGES DATE /o/J,i, l DATE DATE I I i3o f71J ,-, 4o7=- £/'/'/~,.11' - TD( 4;i, 2- J:}17/V~ 3 r- ~ w.s: q;~-. l. ~ b~r,.,, 2/ /!,0170M h=5:J (iC-4o 7) I I I I I I I I I I I I I (/,y._:, 2.' ~ ?'-" I 6 ) 3 f' X S'I ' = 2-2-'-< L J &7 ~ S'/-f'-'o I .;: / S) 7 ..,___ '/,._J( 4>)( 17 1 ) '-f " S-<i ~s-FT'- / frlq,;, v,/ .s /7fu4 ( £ l 6'-f':(12.t.' /i.l,'-r{•I )( 4J' .,_ 11'->< se -1 ~;i , VJ/<A.rc. 4-f s. 2-j :: If O (,, '--/ / =-45'--ie> I 637 !3/'17-f1'- ~)~-+-/32.'-1 "2c )(8.21 'Z- pL/ o?-L ; 781.2-(;. ) fr' I /.8'" .ac-{ra i1<e-rui5e. ~ I. 1 "'I /fc~ fr I ( ' i' 3,35 Xc1,,n"J) ', PROJECT/STUDY: RUOOELLS DATE PREPARED: 12·29·1992 TIME PREPARED: 11 : 50 PREPARED BY: MARY WEBER SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPHS SMOMET TYPE·1A RAINFALL DISTRIBUTION DESIGN FREQUENCY: 2·YEAR EVENT STORM DURATION: 24. · HOUR STORM TOTAL STORM PRECIPITATION: 2.00 INCHES ------------------------------------------------------------------------- BASIN I PEAK 1T-PEAK 1 VOL i PERVIOUS i IMPERVIOUS i TC I MAME I Q I HRS I CU·FT I I I I 1 ACRES CN I ACRES CN I MIN I ---·--------------------------------------------------------------------- al .43 8.00 11306 1.9 B4.5 .9 98.0 45.4 a2 .43 7.83 9741 1.6 85.5 .8 98.0 35.4 a3 .41 7.83 8233 1.4 B4.5 .7 98.0 25.1 a4 .58 7.83 12111 1.9 85.6 1.0 98.0 28.4 aSa .08 7.83 2121 .7 85.6 .0 98.0 32.4 a5b .41 7.83 8895 1.2 85.5 .9 98.0 34.0 aSc .09 8.00 2329 .8 85.4 .o 98.0 32.5 a5d 3.02 7.83 58368 12.5 86.0 3.1 98.0 21.5 a6 .38 7.83 7376 .8 86.0 .8 98.0 25.6 al • 10 8.00 2986 .5 86.0 .2 98.0 71.6 a8 .so 7.83 11689 1.4 85.5 1 .2 98.0 40.6 a9 .22 7.83 4976 .6 85.5 .5 98.0 39.3 a10 .18 7.83 4275 .5 85.5 .4 98.0 43.0 a11 .21 8.00 5511 .7 86.0 .5 98.0 50.3 a12a .26 8.00 6944 .8 85.5 .7 98.0 56.8 a12b .24 8.00 6365 .8 86.0 .6 98.0 54.1 a13 .32 8.00 8270 1.2 85.5 .8 98.0 48.3 a14 .23 7.83 5105 .6 85.5 .5 98.0 36.3 a15 .23 7.83 5688 .8 85.5 .5 98.0 42.2 a16 .18 8.00 4692 .7 85.5 .4 98.0 48.3 a17 .48 7.83 9928 1.7 84.0 .8 98.0 26.8 . a18 .23 8.00 6142 1.6 84.0 .3 98.0 39.6 a19 .27 8.00 7532 3.0 83.0 .0 98.0 31.3 a20 .65 8.00 19838 5 .1 81.4 1.3 98.0 49.1 a21 .81 7.83 18240 3.8 B4.9 1. 1 98.0 30.4 a22 .48 7.83 10609 1.8 B4.5 .9 98.0 31.2 a23 • 13 8.50 5526 1.5 82.5 .3 98.0 97.6 a24 .20 7.67 2403 .8 86.0 .0 98.0 .o a25 .17 8.50 7998 2.2 82.5 .4 98.0 115.3 a26 .45 8.00 11824 2.0 84.0 1.0 98.0 47.3 a27 .33 8.00 12083 5. 1 81.0 .2 98.0 45.2 a28 .57 8.00 17983 5.6 82.0 .8 98.0 46.1 a29 .53 7.83 11815 2.1 84.0 .9 98.0 30.9 a30 .47 7.83 10672 1.8 84.0 .9 98.0 32.7 a31 .27 7.83 5498 .9 85.7 .4 98.0 27.8 a32 .43 7.83 8553 1.2 85.5 .8 98.0 26.2 a33 .38 7.83 7501 .9 85.5 .7 98.0 26.2 a34 .32 7.83 7462 1.2 84.5 .7 98.0 37.3 ~- PROJECT/STUDY: RUODELLS DATE PREPARED: 12-29·1992 TIME PREPARED: 11:50 PREPARED BY: MARY WEBER SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPHS SNOMET TYPE·1A RAINFALL DISTRIBUTION DESIGN FREQUENCY: 2·YEAR EVENT STORM DURATI(Jlj: 24.·HOUR STORM TOTAL STORM PRECIPITAH(Jlj: 2.00 INCHES -------------------------------------------------------------------- BASIN I PEAK iT·PEAK I NAME I Q I HRS 1 VOL I PERVIOUS I IMPERVIOUS I TC 1 CU·FT I ACRES CN ! 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'/i'.";:';\.'.2;..1~!Er?'.!)II I I I I I I I I I I I I I I I I I 1: I PROJECT/STUDY: RUDDELLS DATE PREPARED: 12-29·1992 TIME PREPARED: 11:50 PREPARED BY: MARY WEBER SBUH/SCS METHOO FOR COltPUTING RUNOFF HYDROGRAPHS SNOltET TYPE-1A RAINFALL DISTRIBUTION DESIGN FREQUENCY: 2-YEAR EVENT STORM DURATION: 24.-HOUR STORM TOTAL STORM PRECIPITATION: 2.00 INCHES / PROG / FUNCTION I I I I 1 HYDROGRAPH I PEAK I T-PK I RUNOFF 1 I NAME I Q I HRS I VOLUME I I I I I I ADO a14 .23 7.83 ADD a16 • 18 7.83 FILE nocle-p .90 8.00 22961 NEWJOB ADO ADO node-p .90 8.00 ADO a13 .32 8.00 ADD pondaot 2.59 24.00 ADO a12b .24 7.83 FILE node-n 3.01 8.50 370710 NE\.IJOB ADD ADO a12a .26 8.00 ADD a21 .80 7.83 FILE node-r1 1.05 8.00 25122 NEWJOB ADD ADD node-r1 1.DS 7.83 ADD node-n 3.01 8.50 FILE node-r 3.92 8. 17 395831 NEWJOB ADD ADD node-r 3.92 8.17 ADO a5b .41 7.83 ADD a6 .38 7.83 ADD a7 .10 8.00 ADO a9 .22 7.83 ADO a10 .18 8.00 ADO a11 .21 8.00 FILE node·s 5.35 8.00 429756 NEWJOB ADO ADO node-s 5.34 8.00 ADO a5a .08 7.83 ADD a5d 3.02 7.83 FILE pondbin 8.20 7.83 490069 STOP RTl I NFLOII pondbin 8.20 CXJTFLW pondbot 6.85 8.50 490044 STOP I I T·T I 1 MIN ! .o .0 2.3 .3 9.3 .0 .D .7 .o .8 1.0 .o .o .7 .7 1.3 .7 .3 .o .0 II ROUTE 1 FILE pondbn 1 PEAK I PEAK I PERC 1 ! STORAGE ! ELEV. ! VOLUME ! 6740 409.70 ._ PROJECT/STUDY: RUDDELLS DATE PREPARED: 12·29·1992 TIME PREPARED: 11:50 PREPARED BY: MARY WEBER SBUH/SCS METHCX> FOR COMPUTING RUNOFF HYDROGRAPHS SNOMET TYPE·1A RAINFALL DISTRIBUTION DESIGN FREQUENCY: 10·YEAR EVENT STORM DURATION: 24.·HCXJR STORM TOTAL STORM PRECIPITATION: 2.90 INCHES ---------------··-------------------------------------------------------- BASIN I PEAK 1T·PEAK I MAME ! Q ! HRS ! VOL I PERVJCXJS I IMPERVJCXJS I TC I CU·FT I ACRES CM I ACRES CM I MIN 1 ------------------------------------------------------------------------ 81 82 83 84 a5a a5b a5c a5d a6 87 88 a9 a10 a11 a12a 812b 813 a14 815 a16 a17 a18 a19 a20 a21 a22 a23 a24 a25 a26 827 a28 829 a30 a31 832 a33 a34 .78 . 7S .73 1.03 .18 .70 .20 5.62 .64 .17 .84 .36 .30 .36 .43 .41 .55 .39 .40 .31 .86 .46 .64 1.32 1.52 .86 .26 .41 .35 .80 .85 1.25 .97 .85 .47 .74 .65 .56 8.00 7.83 7.83 7.83 7.83 7.83 7.83 7.83 7.83 8.oo 7.83 7.83 7.83 8.00 8.00 8.00 8.00 7.83 7.83 8.00 7.83 7.83 7.83 8.00 7.83 7.83 8. 17 7.67 8.50 8.00 8.00 8.00 7.83 7.83 7.83 7.83 7.83 7.83 19196 16340 13905 20296 3965 14669 4370 101191 11985 5026 19082 8124 7026 9071 11348 10413 13739 8324 9415 7785 16922 11066 14794 35796 31647 17935 10069 4465 14547 20010 24155 33627 20214 18051 9224 14205 12306 12547 1.9 1.6 1.4 1.9 .7 1.2 .8 12.5 .8 .5 1.4 .6 .5 .7 .8 .8 1.2 .6 .8 .7 1. 7 1.6 3.0 5.1 3.8 1.8 1.5 .8 2.2 2.0 5 .1 5.6 2.1 1.8 .9 1.2 .9 1.2 84.5 85.5 84.5 85.6 85.6 85.5 85.4 86.0 86.0 86.0 85.5 85.5 85.5 86.0 85.5 86.0 85.5 85.5 85.5 85.5 84.0 84.0 83.0 81.4 84.9 84.5 82.5 86.0 82.5 84.0 81 .o 82.0 84.0 84.0 85.7 85.5 85.5 84.5 .9 .8 .7 1.0 .o .9 .0 3. 1 .8 .2 1.2 .5 .4 .5 .7 .6 .8 .5 .5 .4 .8 .3 .o 1.3 1. 1 .9 .3 .o .4 1.0 .2 .8 .9 .9 .4 .8 .7 .7 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 45.4 35.4 25.1 28.4 32.4 34.0 32.5 21.5 25.6 71.6 40.6 39.3 43.0 50.3 56.8 54. 1 48.3 36.3 42.2 48.3 26.8 39.6 31.3 49.1 30.4 31.2 97.6 .o 115.3 47.3 45.2 46.1 30.9 32.7 27.8 26.2 26.2 37.3 I I I I I I I I I I I I I I I I I !!!!!!I!!!!~!!!!!!!!!!!!~!'!'!!!!' -: PROJECT/STUDY: RUDDELL$ DATE PREPARED, 12·29·1992 TIME PREPARED, 11,50 PREPARED BY, MARY WEBER SBUH/SCS METHCXl FOR COf,IPUTING RUNOFF HYDROGRAPHS SNOf,IET TYPE·1A RAINFALL DISTRIBUTION DESIGN FREQUENCY, 10·YEAR EVENT STORM DURATION, 24.·HOUR STORM TOTAL STORM PRECIPITATION, 2.90 INCHES BASIN l PEAK JT·PEAK l NAME I Q I HRS 1 VOL I PERVIOOS I IMPERVIOUS I TC 1 CU·FT ! ACRES CN ! ACRES CN ! MIN ! a35 a36 a37 a38 a39 a40 a41 a42 a43 a44 a45 a46 a47 a48 a49 a50 .61 .95 1.05 . 71 .61 .68 1.53 1.31 .80 .37 .88 .18 .87 1.89 1.68 1.15 7.83 7.83 7.83 8.00 7.83 8.00 7.83 7.83 7.83 7.83 7.83 8.00 7.83 8.00 8.17 8.00 11761 16288 22346 17322 11575 18341 26515 23265 13272 8094 16449 4921 19093 50011 57875 28887 .9 85.5 1.4 86.0 2.3 84.8 2.2 85.2 1.2 85.4 2.6 85.2 2.0 86.0 2.2 85.9 .9 86.0 .6 86.0 1.3 86.0 1.0 83.0 2.3 84.4 10.3 82.2 11.7 82.6 5.8 83.4 .7 98.0 .9 98.0 1.0 98.0 .6 98.0 .5 98.0 .4 98.0 1.6 98.0 1.1 98.0 .9 98.0 .5 98.0 . 9 98.0 .0 98.0 .8 98.o .2 98.0 .2 98.0 .0 98.0 27.2 19.3 32.7 43.3 25.4 53.3 20.5 21.4 18.2 37.4 25.6 44.6 34.2 41.0 70.7 38.0 &"IIJI PROJECT/STUOY: RUDDELLS DATE PREPARED: 12-29-1992 TIME PREPARED: 11:50 PREPARED BY: MARY WEBER SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPHS SNOHET TYPE·1A RAINFALL DISTRIBUTION DESIGN FREQUENCY: 10-YEAR EVENT STORM DURATION: 24.·HOUR STORM TOTAL STORM PRECIPITATION: 2.90 INCHES -·-----------------------------------------------------------------------------------I PROG I FUNCTION I I I I i HYDROGRAPH I PEAK I T·PK i RUNOFF I 1 NAME I Q I HRS I VOLUME 1 I T·T I I MIN I I ROUTE 1 FILE I PEAK I PEAK I PERC I 1 STORAGE I ELEV. 1 VOLUME 1 ----------------------------------------------------------------------------------------- ADD AOC a40 .68 8.00 1.9 ADD a38 .71 7.83 .o FILE node-a 1.39 8.00 35658 NEWJOB ADD ADD node-a 1.39 8.00 .6 ADD a39 .61 7.83 .0 FILE node·b 1.95 7.83 47273 NEWJOB ADD ADD node·b 1.95 8.00 .9 ADD a33 .65 7.83 .0 ADD a41 1.53 7.83 .0 FILE node·d 4.09 7.83 86171 NEWJOB ADD ADD a47 .86 7.83 .6 ADD a46 .18 7.83 .o FILE node·f 1.04 7.83 24035 NEWJOB ADO ADD node·f 1.03 8.00 2.0 ADD a44 .37 7.83 .o ADD a45 .88 7.83 .0 FILE node·g 2.25 7.83 48546 NEWJOB ADD ADO node·g 2.21 8.00 1.9 ADD node·d 4.02 7.83 1.0 ADO a35 .61 7.83 .0 ADD a42 1.31 7.83 .0 FILE node·e 8.10 7.83 169716 NEWJOS ADO ADO node·e 8.05 7.83 .3 ADO a49 1.68 8.17 5.0 ADO a48 1.89 8.00 .o ADO a43 .80 7.83 .0 FILE node·h 12.10 7.83 290850 NEWJOB ADD ADO a22 .84 8.00 3.9 ADO a26 .80 8.00 .0 FILE node· j 1 1.64 8.00 37842 NEWJOB - I I I I I I I I I I I I I I I I I I I PROJECT/STUDY: RUDDELLS DATE PREPARED: 12·29·1992 TIME PREPARED: 11:50 PREPARED BY: MARY WEBER SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPHS SNOMET TYPE·1A RAINFALL DISTRIBUTION DESIGN FREQUENCY: 10-YEAR EVENT STORM DURATION: 24.·HOUR STORM TOTAL STORM PRECIPITATION: 2.90 INCHES ·------------------------------------------------------------------------------------------------I PROG I FUNCTION I I I I I HYDROGRAPH I 1 NAME 1 PEAK 'I T·PK 'I RUHOFF Q I HRS I VOLUME I T • T I 1 MIN ! 'I ROUTE 1 Fl LE 1 PEAK I PEAK I PERC I ! STORAGE ! ELEV. ! VOLUME! ----------------------------------------------------------------------------------------------ADD ADD e31 .46 7.83 1.7 ADD a32 . 74 7.83 .0 FILE node-1 1.20 7.83 23309 HEWJOB ADD ADD node· i 1. 16 8.00 3 .1 ADD a34 .56 7.83 .0 ADD node· j1 1.64 8.00 .o ADD a29 .97 7.83 .o ADD a36 .95 7.83 .0 FILE node-j S.20 7.83 110129 NEWJOB ADD ADD a50 1.15 8.00 1.3 ADD a37 1.03 7.83 .8 ADD a30 .84 7.83 .8 ADD a28 1.25 8.00 .D FILE node-k 4.24 8.00 102839 HEWJOB ADD ADD node-k 4.23 8.00 2.S ADD node· j S .12 8.00 1.1 FILE node-l 9.35 8.00 212933 NEWJOB ADD ADD node-l 9.28 8.00 2.5 ADD •27 .8S 8.00 .0 ADD a23 .26 8.00 .0 FILE asurf 10.40 8.00 247134 NEWJOB ADD ADD node-h 12.08 8.00 1.4 ADD asurf 10.40 8.00 .0 ADD a20 1.32 8.00 .0 ADD a24 .41 7.67 .o ADD a25 .3S 8.17 .0 FILE pondain 24.29 8.00 592823 STOP IHFLOY pondain 24.29 pondan 393590 427.95 OUTFLW pondaot 3.11 24.33 592803 RT1 STOP ADD ADD a19 .63 8.00 1.3 ADD a15 .40 8.00 .9 1111191 PROJECT/STUDY: RUDDELLS DATE PREPARED: 12-29-1992 TIME PREPARED: 11:50 PREPARED BY: MARY WEBER SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPHS SNOHET TYPE-1A RAINFALL DISTRIBUTION DESIGN FREQUENCY: 10-YEAR EVENT STORM DURATION: 24.-HOUR STORM TOTAL STORM PRECIPITATION: 2.90 INCHES I I I -------·---------------------·---------------------------------------------------------------·-----------------I I PROG I FUNCTION I I HYDROGRAPH I PEAK i T-PK I RUNOFF i I T·T i i ROUTE I PEAK I PEAK I PERC I 1 1 1 1 NAME I Q I HRS I VOLUME 1 1 MlN 1 1 FILE I STORAGE I ELEV. 1 VOLUME 1 ADD •14 ADD a16 FILE node-p NEWJOB ADD ADD node-p ADD a13 ADD pondaot ADD a12b FILE node-n NEWJOB ADD ADD a12a ADD •21 FILE node·r1 NEWJOB ADD ADD node-r1 ADD node-n FILE node·r NEWJ08 ADD ADD node-r ADD a5b ADD a6 ADD •7 ADD a9 ADD a10 ADD •11 FILE node-• NEWJOB ADD ADD node-s ADD a5a ADD a5d FILE pondbin STOP RT1 INFLOW pondbin DUTFLW pondbot STOP .39 7.83 .31 7.83 ,. 72 7.83 1. 71 8.00 .55 8.00 3.11 24.00 .41 8.00 4.72 8.00 .43 7.83 1 .50 7.83 1.93 7.83 1 .93 7.83 4.70 8.00 6.59 8.00 6.57 8.00 .70 7.83 .64 7.83 • 17 8. 17 .36 8.00 .30 8.00 .36 8.00 9.02 8.00 9.01 8.00 • 18 7.83 5.62 7.83 14.55 7.83 14.55 12.23 8.33 40212 657095 43026 700196 756157 861213 861185 .o .0 2.3 .3 9.3 .0 _o .7 .0 .8 1.0 .0 .0 .7 .7 1.3 .7 .3 .0 .0 pondbn 14280 411.06 I I I I I I I I I I I I I - PROJECT/STUDY: RUDDELLS DATE PREPARED: 12-29-1992 TIHE PREPARED: 11:50 PREPARED BY: HARY WEBER SBUH/SCS HETHCJO FOR COMPUTING RUNOFF HYDROGRAPHS SNOHET TYPE·1A RAINFALL DISTRIBUTION DESIGN FREQUENCY: 25-YEAR EVENT STORM DURATION: 24.-HOUR STORM TOTAL STORM PRECIPITATION: 3.40 INCHES ------------------------------------------------------------------------- BASIN NAME i PEAK iT·PEAK i 1 Q I HRS I VOL I PERVICXJS I IMPERVIOUS I TC 1 CU·FT ! ACRES CN ! ACRES CN ! HIN ! ------------------------------------------------------------------------- a1 a2 a3 a4 a5a a5b a5c a5d a6 a7 a8 a9 a10 a11 a12a a12b a13 e14 e15 a16 e17 a18 e19 a20 a21 a22 a23 e24 a25 a26 a27 e28 a29 a30 a31 a32 a33 a34 .99 .95 .92 1.29 .24 .86 .26 7.15 .79 .21 1.04 .45 .37 .45 .54 .50 .69 .48 .50 .39 1.09 .60 .88 1. 73 1.95 1.09 .35 .53 .46 1.01 1.18 1.67 1.23 1.07 .59 .93 .80 • 71 7.83 7.83 7.83 7.83 7.83 7.83 7.83 7.83 7.83 8.00 7.83 7.83 7.83 8.00 8.00 8.00 8.00 7.83 7.83 8.00 7.83 7.83 7.83 8.00 7.83 7.83 8.17 7.67 8.50 8.00 8.00 8.00 7.83 7.83 7.83 7.83 7.83 7.83 23809 20189 1n28 25050 5057 18007 5593 126347 14635 6215 23340 9918 8614 11125 13859 12752 16908 10186 115n 95n 21020 13968 19220 45399 39550 22212 12805 5691 18463 24812 31614 43024 25142 22381 11363 17492 15090 15478 1.9 1.6 1.4 1.9 .7 1.2 .8 12. 5 .8 .5 1.4 .6 .5 .7 .8 .8 1.2 .6 .8 .7 1. 7 1.6 3.0 5. 1 3.8 1.8 1.5 .8 2.2 2.0 5 .1 5.6 2. 1 1.8 .9 1.2 .9 1.2 84.5 85.5 84.5 85.6 85.6 85.5 85.4 86.0 86.0 86.0 85.5 85.5 85.5 86.0 85.5 86.0 85.5 85.5 85.5 85.5 84.0 84.D 83.0 81.4 84.9 84.5 82.5 86.0 82.5 84.0 81.0 82.0 84.0 84.0 85. 7 85.5 85.5 84.5 .9 .8 .7 1.0 .0 .9 .0 3.1 .8 .2 1.2 .5 .4 .5 .7 .6 .8 .5 .5 .4 .8 .3 .o 1.3 1. 1 .9 .3 .0 .4 1.0 .2 .8 .9 .9 .4 .8 .7 .7 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 45.4 35.4 25 .1 28.4 32.4 34.0 32.5 21.5 25.6 71.6 40.6 39.3 43.0 50.3 56.8 54.1 48.3 36.3 42.2 48.3 26.8 39.6 31.3 49.1 30.4 31.2 97.6 .o 115.3 47.3 45.2 46.1 30.9 32.7 27.8 26.2 26.2 37.3 .. PROJECT/STUDY: RUDDELLS DATE PREPARED: 12-29-1992 TIME PREPARED: 11:50 PREPARED BY: MARY WEBER SBUH/SCS METHOD FOR COl4PUTING RUNOFF HYDROGRAPHS SNOMET TYPE·1A RAINFALL DISTRIBUTION DESIGN FREQUENCY: 2S·YEAR EVENT STORM DURATION: 24.·HOUR STORM TOTAL STORM PRECIPITATION: 3.40 INCHES -------------------------------------------------------------· BASIN NAME 1 PEAK 1T·PEAK 1 I Q I HRS I I I I VOL I PERVICXJS I IMPERVIOUS I TC 1 CU-FT i ACRES CM ! ACRES CM i MIN ! -------------------------------------------------------------- a3S a36 a37 a38 a39 a40 a41 a42 a43 a44 a4S a46 a47 a48 a49 aSO .76 1.18 1.33 .91 .77 .88 1 .89 1 .64 .98 .46 1.D9 .2S 1.11 2.S9 2.32 1.57 7.83 7.83 7.83 7.83 7.83 8.00 7.83 7.83 7.83 7.83 7.83 8.00 7.83 8.00 8.00 7.83 14402 20032 27716 21651 14373 2309S 32474 28708 16186 9896 20172 639S 23808 6S032 75125 37435 .9 1.4 2.3 2.2 1 .2 2.6 2.0 2.2 .9 .6 1 .3 1 .o 2.3 10.3 11.7 5.8 85.5 86.0 84.8 85.2 85.4 85.2 86.0 85.9 86.0 86.0 86.0 83.0 84.4 82.2 82.6 83.4 .7 .9 1.0 .6 .5 .4 1.6 1. 1 .9 .5 .9 .o .8 .2 .2 .o 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 27.2 19.3 32.7 43.3 25.4 53.3 20.5 21 .4 18.2 37.4 25.6 44.6 34.2 41 .0 70.7 38.0 -: PROJECT/STUDY: RUDDELLS DATE PREPARED: 12·29-1992 TIME PREPARED: 11:50 PREPARED BY: MARY WEBER SBUH/SCS METHOO FOR COMPUTING RUNOFF HYDRDGRAPHS SNOMET TYPE·1A RAINFALL DISTRIBUTION DESIGN FREQUENCY: 25-YEAR EVENT STORM DURATION: 24.·HOUR STDRM TOTAL STORM PRECIPITATION: 3.40 INCHES j PROG j FUNCTION j j HYDROGRAPH j PEAK j T·PK j RUNOFF 1 NAME I Q t HRS 1 VOLUME I I I ADD ADD a40 .88 8.00 ADD a38 .91 7.83 FILE ncxfe-a 1. 79 8.00 44796 NEWJOB ADD ADD node-a 1.79 8.00 ADO a39 .77 7.83 FILE node·b 2.50 7.83 59273 NEWJOB ADO ADD node-b 2.50 8.00 ADO a33 .80 7.83 ADO a41 1.89 7.83 FILE nOOe-d 5.15 7.83 106944 NEWJOB ADO ADO a47 1. 10 7.83 ADD a46 .25 8.00 FILE node-f 1.34 7.83 30341 NEWJOB ADD ADD node-f 1.33 8.00 ADO a44 .46 7.83 ADO a45 1.09 7.83 FILE node-g 2.84 7.83 60336 NEWJOB ADD ADO node-g 2. 79 8.00 ADD node-d 5.06 7.83 ADO a35 .76 7.83 ADO 842 1.64 7.83 FILE node-e 10.19 7.83 210420 HE\.IJOB ADO ADO node-e 10.13 7.83 ADO a49 2.31 8.17 ADO a48 2.59 8.00 ADO 843 .98 7.83 FILE node·h 15.64 7.83 366618 NEWJOB ADD ADO a22 1 .06 8.00 ADD a26 1.01 8.00 FILE node·J1 2.07 8.00 47016 NE\.IJOB I T-T I 1 MIN ! 1.9 .0 .6 .0 .9 .o .0 .6 .0 2.0 .0 .0 1 .9 1.0 .0 .0 .3 5.0 .0 .0 3.9 .o I I ROUTE 1 FILE 1 PEAK I PEAK I PERC 1 ! STORAGE ! ELEV. ! VOLUME! ~ PROJECT/STUDY: RUDDELLS DATE PREPARED: 12-29-1992 TIME PREPARED: 11:50 PREPARED BY: MARY WEBER SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPHS SNOMET TYPE-IA RAINFALL DISTRIBUTION DESIGN FREQUENCY: 25-YEAR EVENT STORM DURATION: 24.-HCXJR STORM TOTAL STORM PRECIPITATION: 3.40 INCHES ) PROG) FUNCTION ) I I I ) HYDROGRAPH I PEAK 1 NAME 1 a ADD ADD a31 .57 ADD a32 .93 FILE node· i 1.50 NEWJOB ADD ADD node·i 1.44 ADD a34 . 71 ADD node·j1 2.07 ADD a29 1.23 ADD a36 1.18 FILE node· j 6.56 NEWJOB ADO ADD a50 1.57 ADD a37 1.31 ADD a30 1.05 ADD a28 1.67 FILE node-k 5.56 NEWJOB ADO ADD node-k: 5.55 ADD node-j 6.42 FILE node-l 11.97 NEWJOB ADD ADD node·! 11.90 ADD a27 1.18 ADD a23 .35 FILE asurf 13.42 NEWJ06 ADD ADO node·h 15.59 ADO asurf 13.42 ADO a20 1.73 ADO a24 .53 ADO a25 .46 FILE pondain 31.38 STOP RT1 INFLOW pondain 31.38 CXJTFLW pondaot 3.27 STOP ADD ADO 019 .86 ADD 015 .50 IT-PK I RUNOFF ! HRS ! VOLUME 7.83 7.83 7.83 28889 8.DO 7.83 8.00 7.83 7.83 7.83 136595 8.00 7.83 7.83 8.00 8.00 130596 8.00 7.83 8.00 267161 8.00 8.00 8.17 8.00 311628 8.00 8.00 8.00 7.67 8.17 8.00 747881 24.33 744613 7.83 8.00 I I T-T I I MIN! 1.7 .D 3.1 .0 .o .0 .o 1.3 .8 .8 .o 2.5 1.1 2.5 .0 .o 1.4 .o .o .o .0 1.3 .9 'I RCXJTE 1 FILE pondan 1 PEAK I PEAK I PERC 1 I I I I 1 STORAGE I ELEV. 1 VOLUME 1 533970 428.48 , , ~ ' ' ~ ... d,-', ,,. -~ i,:,~Yt ,~:'~::~~,J!'. , , ~':.:,:-',, ,,,,w,~,',$,<:-.,UA:l , , L_ , ' ,, '>' ", I '~ '"~'~'.,' i'.:'. .. /~ '::<~~:-b,::' -,., . ' '·. ' ' '--~-'.' itei,ll'>,~o·l(j,!jn " :-: '-,.,:f,~.~ ,/Ltt',' !.l<~ ' ' ' ,;, ;. ,, ,,, "~-:;: '-,( ( .-.· .·., ... '. .. ,.:.~: .... ,.,/;~,:,:tCA:)d~1ir.~'.:~:k:L:::~L~:/t{:_~~ PROJECT/STUDY: RUOOELLS DATE PREPARED: 12-29-1992 TIME PREPARED: 11:50 PREPARED BY: MARY WEBER SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPHS SNOMET TYPE-1A RAINFALL DISTRIBUTION DESIGN FREQUENCY: 25-YEAR EVENT STORM DURATION: 24.-HOUR STORM TOTAL STORM PRECIPITATION: 3.40 INCHES ··-------------------------------------------------------------------------------------------------------------I PROG i FUNCTION I i HYDROGRAPH i PEAK I T-Pk'. I RUNOFF I I T-T I i ROUTE 1 PEAK I PEAK I PERC 1 0 I HRS I VOLUME I ! MIN ! ! STORAGE ! ELEV. ! VOLUME ! I I I 1 NAME 1 I I I 1 FILE --------------------------------------------------------------------------------------------------------------- ACD a14 .48 7.83 .0 ACD a16 .39 7.83 .0 FILE node-p 2.22 7.83 50514 NEWJOB ACD ADD node-p 2.20 8.00 2.3 ADD a13 .69 8-00 .3 ACD pondaot 3.27 24.50 9.3 ACD a12b .50 7_83 .0 FILE node·n 5.62 8.00 824809 NEWJOB ADD ACD a12a _54 8.00 .0 ACD a21 1.93 7_83 .7 FILE node·r1 2.46 7.83 53502 NEWJOB ADD ACD node-rt 2.46 7.83 .o ACD node·n 5.60 8.00 .8 FILE node·r 8-01 8.00 878334 NEWJOB ADD ACD node·r 7.99 8.00 1.0 ACD a5b .86 7.83 .o ACD a6 .79 7.83 .0 ACD a7 _21 8.00 -7 ADD a9 .44 7.83 .7 ACD a10 .37 8.00 1.3 ACD a11 .45 8.00 .7 FILE node-s 11.02 8.00 946322 NEWJOB ADD ADO node·s 11-01 8.00 .3 ACO a5a .24 7_53 .o ACD a5d 7.15 7.83 .o FILE pondbin 18.16 7.83 1om1s STOP RT1 INFLOII pondbin 18.16 pondbri 20060 411.84 OUTFLW pondbot 14.26 8-33 1076771 STOP -- PROJECT/STUDY: RUDDELLS DATE PREPARED: 12·29·1992 TIME PREPARED: 11:50 PREPARED BY: MARY WEBER SBUH/SCS METHCX) FOR COMPUTING RUNOFF HYDROGRAPHS SNOMET TYPE·1A RAINFALL DISTRIBUTION DESIGN FREQUENCY: 100-YEAR EVENT STORM DURATION: 24.·HOUR STORM TOTAL STORM PRECIPITATION: 3.90 INCHES ---------------------------------------------------------------- BASIN I PEAK IT·PEAK I NAME I Q I HRS I VOL I PERVIOUS I IMPERVIOUS I TC I CU-FT I ACRES CN I ACRES CN I MIN 1 ------------------------------------------------------------------------- a1 a2 83 a4 ass a5b a5c a5d a6 a7 a8 a9 a10 •11 a12a a12b a13 a14 a15 a16 a17 a18 a19 a20 a21 a22 a23 a24 a25 a26 a27 a28 a29 a30 a31 a32 a33 a34 1.20 1.14 1.11 1.55 .30 1 .04 .33 8.n .94 .26 1.24 .54 .45 .54 .64 .60 .83 .57 .61 .47 1.32 .74 1.12 2. 16 2.38 1.32 .44 .66 .58 1 .22 1 .53 2. 11 1.49 1.30 .71 1.12 .96 .85 7.83 7.83 7.83 7.83 7.83 7.83 7.83 7.83 7.83 8.00 7.83 7.83 7.83 8.00 8.00 8.00 7.83 7.83 7.83 7.83 7.83 7.83 7.83 8.00 7.83 7.83 8.17 7.67 8.50 8.00 8.00 8.00 7.83 7.83 7.83 7.83 7.83 7.83 284n 24115 20626 29833 6193 21403 6840 152092 17323 7414 27610 11757 10230 13214 16434 15130 20096 12077 13768 11378 25164 16982 23779 55242 47652 26585 15614 6953 22505 29n7 39349 52851 30191 26811 13566 20841 17922 18500 1.9 1.6 1.4 1 .9 .7 1.2 .8 12.5 .8 .5 1.4 .6 .5 .7 .8 .8 1 .2 .6 .8 .7 1 .7 1.6 3.0 5. 1 3.8 1.8 1.5 .8 2.2 2.0 5. 1 5.6 2. 1 1.8 .9 1 .2 .9 1 .2 84.5 85.5 84.5 85.6 85.6 85.5 85.4 86.0 86.0 86.0 85.5 85.5 85.5 86.0 85.5 86.0 85.5 85.5 85.5 85.5 84.0 84.0 83.0 81.4 84.9 84.5 82.5 86.0 82.5 84.0 81.0 82.0 84.0 84.0 85.7 85.5 85.5 84.5 .9 .8 .7 1 .0 .0 .9 .0 3. 1 .8 .2 1.2 .5 .4 .5 .7 .6 .8 .5 .5 .4 .8 .3 .o 1 .3 1 .1 .9 .3 .o .4 1.0 .2 .8 .9 .9 .4 .8 .7 .7 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 98.0 45.4 35.4 25.1 28.4 32.4 34.0 32.5 21.5 25.6 71.6 40.6 39.3 43.0 50.3 56.8 54.1 48.3 36.3 42.2 48.3 26.8 39.6 31.3 49.1 30.4 31.2 97.6 .o 115.3 47.3 45.2 46.1 30.9 32.7 27.8 26.2 26.2 37.3 ... PROJECT/STUDY: RUDDELLS DATE PREPARED: 12-29-1992 TIME PREPARED: 11:50 PREPARED BY: MARY ~EBER SBUH/SCS METHOO FOR COMPUTING RUNOFF HYDROGRAPHS SNOMET TYPE-IA RAINFALL DISTRIBUTION DESIGN FREQUENCY: 100-YEAR EVENT STORM DURATION: 24.·HOUR STORM TOTAL STORM PRECIPITATION: 3.90 INCHES BASIN i PEAK /T·PEAK I NAME I Q I HRS 1 VOL I PERVIOUS I IMPERVIOUS I TC 1 CU-FT ! ACRES CN i ACRES CN ! MIN ! a35 a36 a37 a38 a39 a40 a41 a42 a43 a44 a45 a46 a47 a48 a49 a50 .90 1.42 1.62 1.12 .93 1.09 2.25 1.97 1 . 16 .55 1.30 .32 1.36 3.33 3.00 2.01 7.83 7.83 7.83 7.83 7.83 8.00 7.83 7.83 7.83 7.83 7.83 8.00 7.83 8.00 8.00 7.83 17087 23843 33206 26129 17234 27979 38530 34255 19143 11726 23957 7914 28686 80793 93039 46233 .9 85.5 1.4 86.0 2.3 84.8 2.2 85.2 1.2 85.4 2.6 85.2 2.0 86.0 2.2 85.9 .9 86.0 .6 86.0 1.3 86.0 1.0 83.0 2.3 84.4 10.3 82.2 11.7 82.6 5.8 83.4 • 7 98.0 .9 98.0 1.0 98.0 .6 98.0 .5 98.0 .4 98.0 1.6 98.0 1.1 98.0 .9 98.0 .5 98.0 .9 98.0 .0 98.0 .8 98.0 .2 98.0 .2 98.0 .0 98.0 27.2 19.3 32.7 43.3 25.4 53.3 20.5 21.4 18.2 37.4 25.6 44.6 34.2 41.0 70.7 38.0 -- PROJECT/STUDY: RUDDELLS DATE PREPARED: 12-29-1992 TIME PREPARED: 11:50 PREPARED BY: MARY WEBER SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPHS SNOMET TYPE·1A RAINFALL DISTRIBUTION DESIGN FREQUENCY: 100-YEAR EVENT STORM OURATION: 24.·HOUR STORM TOTAL STORM PRECIPITATION: 3.90 INCHES ---------------------------------------------------------------------------------------------------------------i PROG i FUNCTION i I I I i HYDROGRAPH i PEAK i T·PK I RUNOFF 1 NAME I Q I HRS I VOLUME I I T·T I 1 MIN ! i ROUTE 1 FILE 1 PEAK I PEAK I PERC 1 I I I I 1 STORAGE I ELEV. 1 VOLUME 1 ------------------------------------------------------------------------------------------------------------ ADD ADD a40 ADD a38 FILE node-a NEWJOB ADD ADD node-a ADD a39 FILE node-b NEWJOB ADO ADD node·b ADD a33 ADD a41 FILE node·d NEWJOB ADO ADD a47 ADD a46 FILE node-f NEWJOB ADD ADD node·f ADD a44 ADD a45 FILE node·g NEWJOB ADD ADD node-9 ADD node·d ADD a35 ADD a42 FILE node·e NEWJOB ADD ADD node·e ADD a49 ADD a48 ADD a43 FILE node·h NEWJOB ADO ADD 822 ADO a26 FILE node·J1 NEWJOB 1.09 8.00 1.12 7.83 2.20 8.00 2.20 8.00 .93 7.83 3.07 7.83 3.06 8.00 .96 7.83 2.25 7.83 6.23 7.83 1.35 7.83 .32 7.83 1.67 7.83 1.65 8.00 .55 7.83 1.30 7.83 3.46 7.83 3.40 8.00 6.12 7.83 .90 7.83 1.97 7.83 12.33 7.83 12.26 7.83 2.98 8.17 3.33 8.00 1.16 7.83 19.31 7.83 1.28 8.00 1.22 7.83 2.50 8.00 54174 71429 127962 36569 n432 251766 444665 56364 1.9 .0 .6 .o .9 .o .0 .6 .o 2.0 .0 .0 1.9 1.0 .o .0 .3 5.0 .o .o 3.9 .o !1 ;~11•i1111•[ ' . ;llltl!f l!fll!t!fflfi)J PROJECT/STUDY: RUOOELLS DATE PREPARED: 12-29-1992 T !HE PREPARED: 11 :50 PREPARED BY: MARY WEBER SBUH/SCS METHOO FOR COMPUTING RUNOFF HYOROGRAPHS SNOMET TYPE·1A RAINFALL OISTRIBUTION DESIGN FREQUENCY: 100-YEAR EVENT STORM OURAT ION: 24. -HOUR STORM TOTAL STORM PRECIPITATION: 3.90 INCHES ---------------------------------------------------------------------------------------------------------------! PROG ! FUNCTION i ! HYOROGRAPH ! PEAK 1 T·PK 1 RUNOFF I I T·T t ! ROUTE 1 PEAK I PEAK I PERC 1 Q I HRS I VOLUME I ! MIN ! ! STORAGE ! ELEV. ! VOLUME ! I I I 1 NAME 1 I I I 1 FILE ---------------------------------------------------------------------------------------------------------------AOO AOO a31 .69 7.83 1. 7 AOO a32 1. 12 7.83 .o FILE node-i 1 • 81 7.83 34421 NEWJOB AOO AOO node-i 1. 73 8.00 3.1 ADO a34 .85 7.83 .o ADO node-j1 2.50 8.00 .0 AOO a29 1.49 7.83 .o AOD a36 1.42 7.83 .0 FILE node·j 7.92 7.83 163313 NEWJOB AOO AOO a50 2.00 8.00 1.3 AOD a37 1.60 7.83 .8 AOD a30 1.28 7.83 .8 AOO a28 2. 11 8.00 .o FILE node-k 6.92 8.00 159120 NEWJOB AOO AOO node·k 6.92 8.00 2.5 AOO node-j 7.76 7.83 1. 1 FILE node-l 14.66 8.00 322409 NEWJOB AOO AOO node·l 14.58 8.00 2.5 ADD a27 1.53 8.00 .o AOD a23 .44 8.17 .o FILE asurf 16.54 8.00 377262 NEWJOB ADD ADO node·h 19.24 8.00 1.4 AOO asurf 16.54 8.00 .0 AOO a20 2.16 8.00 .o AOO a24 .66 7.67 .0 AOO a25 .58 8.17 .0 FILE pondain 38.75 8.00 906839 STOP RT1 INFLOW pondain 38.75 pondan 681050 429.02 OUTFLW pondaot 3.42 24.50 839793 11 EXTRAP 11 STOP AOD •14 .57 7.83 .0 ._ PROJECT/STUDY: RUDDELLS DATE PREPARED: 12·29·1992 TIME PREPARED: 11:50 PREPARED BY: MARY WEBER SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPHS SNOMET TYPE·1A RAINFALL DISTRIBUTION DESIGN FREQUENCY: 100-YEAR EVENT STORM DURATION: 24.·HC'-JR STORM TOTAL STORM PRECIPITATION: 3.90 INCHES 1 PROG I FUNCTION 1 I I I I I I I HYOROGRAPH I PEAK I T·PK I RUNOFF I NAME I Q I HRS I VOLUME ADD a16 .47 7.83 FILE node·p 2.73 7.83 61080 NEWJOB ADD ADD node·p 2.71 8.00 ADO a13 .83 8.00 ADD pordaot 3.42 24.33 ADO a12b .60 7.83 FILE node·n 6.56 8.00 936116 NEWJOB ADD ADD a12a .64 8.00 ADD a21 2.35 7.83 FILE node·r1 2.98 7.83 64146 NEWJOB ADD ADD node·r1 2.98 7.83 ADD node·n 6.54 8.00 FILE node·r 9.46 8.00 1000200 NEWJOB ADD ADD node·r 9.44 8.00 ADD a5b 1.04 7.83 ADD a6 .94 7.83 ADD •7 .26 8.00 ADD a9 .53 7.83 ADD a10 .44 8.00 ADD a11 .54 8.00 FILE node·s 13.06 8.00 1081380 NEWJOB ADD ADD node·s 13.05 8.00 ADD a5a .30 7.83 ADD a5d 8.72 7.83 FILE pondbin 21.79 7.83 1239526 STOP RT1 INFLOII pondbin 21.79 C'-JTFLW pondbot 17.72 8.33 1237808 STOP I T-T t i MIN i .0 2.3 .3 9.3 .o .0 .7 .0 .8 1.0 .o .o .7 .7 1.3 .7 .3 .0 .0 J RC'-JTE 1 FI LE pondbn PEAK I PEAK I PERC I STORAGE i ELEV. i VOLUME i 25050 412.42 ..,., RWB SD 31 R.W.BECK AND ASSCX.1.A.TES COMP. CHK. DATE DATE j5uAAUr4f2-\-' Przsurous -PIPE #& ~:p ,--- PROJECT FILE NO. REV. PAGE OF PAGES DATE ()F (I_ fl A tJ G ES TOI flA_DD t:, L (!h1U17d /;"MJ (:)_,{p TO APPENDIX B HYDRAULIC MODEL INFORMATION I I I I I I I I I I I I i I I I I PIPE NO. 6, JUNC NO. 6, 98 LF • 18"CMP Q 1.06% ClJTLET: 417.81 INLET, 418.85 INTYP, 2 01/ERFLO,l·EL, 423.06 BEND: 20 DEG DIA/UIDTH, 3.0 O·RATIO, .00 O(CFS) HU( FT) H~ ELEV. * N-FAC DC DN TU DO DE HI.Q HUI INLET DATA, KE=.50 K=.0078 H=2.0 C=.0379 JUNC LOSS COEFFICIENTS: KB= .11 KJ= .00 * DXN VBH VI.JH EHLI VCH VNH VEH Y=.69 VOH ********************************************************************************************************************************** 1 .00 .. 00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 .56 .80 1.01 1.19 1.36 1.58 2.08 2.63 3.26 4.14 4.21 419.41 * 419.65 * 419;86 * 420 .04 * 420.21 * 420 .43 * 420. 93 * 421.48 * 422.11 * 422.99 * 423.97 * .024 .024 .024 .024 .024 .024 .024 .024 .024 .024 .024 .38 .54 .66 .n .87 .95 1.03 1.10 1.17 1.22 1.28 ****************************************** .42 .39 .39 .42 .61 .61 .61 .61 .n .78 .78 .n .91 .93 .93 .91 1.07 1.06 1.06 1.06 1.27 1.17 1.17 1.27 1.50 1.28 1.28 1.73 1.50 1.35 1.35 2.17 1.50 1.40 1.40 2.67 1.50 1.49 1.49 3.40 1.50 1.60 1.60 4.22 OVERFLO\J ENCOJNTERED AT .56 .80 1.01 1.19 1.36 1.58 2.08 2.63 3.26 4.14 5 .12 11.00 .49 * . 72 * .91 * 1.08 • 1.25 * 1.41 * 1.56 * 1.n * 2.00 * 2.23 * 2.49 • .05 .03 .09 .28 1.45 .85 .42 • 15 .06 .00 1.00 .00 .02 .04 .08 .12 .18 .24 .32 .40 .so .60 .01 .01 .02 .02 .03 .03 .02 .02 .01 .01 . 01 .01 .01 .02 .02 .02 .02 .02 .02 .01 .01 .01 .13 .19 .25 .30 .34 .40 .46 .52 .58 .66 . 73 .09 • 14 .17 .20 .21 .22 .24 .32 .40 .50 .60 .09 .14 .17 .20 .22 .22 .24 .32 .40 .50 .60 • 11 .13 .16 .19 .22 .25 .29 .35 .43 .50 .60 CFS DISCHARGE****************************************** PIPE NO. 7, 142 LF -18"CMP @ 1.78% ClJTLET, 418.83 INLET: 421.36 INTYP: 2 INLET DATA: KE=.50 K=.0078 H=2.0 C=.0379 JUNC LOSS COEFFICIENTS: KB=l.32 KJ= .00 Y=.69 JUNC NO. 7, 01/ERFLO,l·EL: 426.28 BEND: 90 DEG DIA/UIDTH, 3.0 0-RATIO, .00 O(CFS) HU(FT) HU ELEY. * N-FAC DC ON TU DO DE Hl.o HUI * DXN VBH VUH EHU VCH VNH \/EH VOH ********************************************************************************************************************************** 1.00 2.00 3.00 4.00 5.00 6.00 7.00 a.oo 9.00 .50 .76 1. 11 1.34 1.58 1.82 2.48 3.92 4.92 ~: ~. 422 .70 * 422.94 • 423.18 ' 423.84 * 425.28 * 426.92 • .024 .024 .024 .024 .024. .024 .024 .024 .024 .38 .54 .66 .77 .87 .95 1.03 1.10 1.17 ****************************************** .37 .58 .58 .38 .53 .82 .82 .54 .66 1.03 1.03 .66 .78 1.21 1.21 .78 .89 1.38 1.38 .89 1.01 1.60 1.60 1.01 1.14 2.10 2.10 1.72 1.32 2.65 2.65 2.93 1.50 3.28 3.28 4.31 OVERFLOII ENCClJNTERED AT ....... ***** 1. 11 1.34 1.58 1.82 2.48 3.92 5.56 9.00 .50 • .76 • .99 * 1.22 * 1.46 * 1. 72 * 1.99 • 2.30 * 2.66 * .10 • 15 .20 .26 .38 .85 4. 14 1.00 1.00 .00 .03 .02 .10 .04 .23 .08 .40 • 12 .63 .18 .91 .24 1.24 .32 1 .61 .40 2. 04 -. 01 • .03 -.07 -.13 -.20 -.29 • .40 -.52 -.65 .13 .19 .25 .30 .34 .40 .46 .52 .58 .14 .20 .25 .29 .33 .35 .37 .37 .40 .13 .19 .25 .29 .33 .35 .24 .32 .40 .04 .06 .OB .11 .13 • 18 .24 -32 .40 CFS DISCHARGE****************************************** PIPE NO. 8: 140 LF • 12"CP @ .13X OUTLET: 422.10 INLET: 422.28 !NTYP: 1 INLET DATA: KE=.90 K=.0340 H=l.5 C=.0553 JUNC LOSS COEFFICIENTS: °k'.8=1.32 KJ= .00 Y=.54 JUNC NO. 8: OVERFLO,I-EL: 429.68 BEND: 90 OEG DIA/UIOTH: 4.0 Q·RATIO: .00 C(CFS) H~(FT) H~ ELEV. * N·FAC DC DN TU DO OE HL.() HWI * OXN VBH VUH EHLI VCH VNH VEH VOH ********************************************************************************************************************************** .. oo 2.00 3.00 4.00 5.00 6.00 7.00 .74 1.36 2.06 2.99 4.19 6.01 7.40 423.02 * Cl.~* 4'27;·.34 * 425 .27 * 426.47 ' 428.29 * 430.79 * .012 .012 .012 .012 .012 .012 .012 .43 .61 .75 .85 .92 .96 .98 ******************************"************ .63 .oo .43 .63 1.00 .02 .61 1.17 1.00 .37 .75 1.63 1.00 .60 .as 2.22 1.00 .84 .92 2.99 1.00 1.08 1.08 4.29 1.00 1.74 1.74 6.17 OVERFLOII ENCCIJNTEREO AT .74 1.36 2.06 2.99 4.19 6.01 8.51 .63 • 1.00 * 1.35 * 1.97 * 2.78 * 3.n • 4.93 * .47 .60 • 17 .05 . 01 1.00 1.00 .03 • 10 .23 .40 .63 .91 1.24 .00 .00 .00 .00 .00 .00 .oo .00 .00 .oo .00 .00 .00 .00 • 15 .25 .35 .49 .68 .93 1.25 .06 .10 .23 .40 .63 .91 1.24 .06 • 10 .23 .40 .63 .91 1.24 .15 .25 .35 .49 .68 .91 1.24 7.00 CFS DISCHARGE****************************************** PIPE NO. 9: 259 LF • 12"CP Q .OOX ClJTLET: 422.24 INLET: 422.25 INTYP: 4 INLET DATA: KE=.20 K=.0045 M=2.0 C=.0317 Y=.69 JUNC LOSS COEFFICIENTS: KB= .02 KJ= .00 JUNC NO. 9, 01/ERFLO,l·EL: 428.75 BEND: 0 OEG DIA/UIOTH: 4.0 Q·RATIO: .00 C(CFS) HW(FT) HIJ ELEV. * H·FAC DC ON T\.I DO DE H.O H\.II * OXN VBH VUH EHU VCH VNH VEH VOH **********************************************"***************************"********************************************************* 1.00 2.00 3.00 4.00 5.00 .96 2.11 3.71 5.89 6.50 j~· ~: 428.14 * 430.95 * .012 .012 .012 .012 .012 .43 .61 .75 .85 .92 ****************************************** 1.00 .78 .78 .95 1.00 1.40 1.40 2.09 1.00 2.10 2.10 3.66 1.00 3.03 3.03 5.80 1.00 4.23 4.23 8.56 OVERFLOII ENCClJNTEREO AT .96 2.11 3.71 5.89 8.70 5.00 .56 * .79 • .94 * 1.12 * 1.36 * 1.21 1.00 1.00 1.00 1.00 .03 .10 .23 .40 .63 .03 • 10 .23 .40 .63 .02 .10 .22 .40 .62 • 15 .25 .35 .49 .68 .03 .10 .23 .40 .63 .03 .10 .23 .40 .63 .04 .10 .23 .40 .63 CFS DISCHARGE****************************************** PIPE N0.10: 192 LF • 12"CP ,l -.13% ClJTlET: 422.35 INLET: 422.11 INTYP: 6 INLET DATA: KE=.20 K=.0078 M=2.0 C=.0292 JUNC LOSS COEFFICIENTS: KS= .21 KJ= .00 Y=.74 JUNC N0.10: OVERFL0,1-EL: 430.81 BEND: 30 DEG OIA/UIDTH: 3.0 Q·RATIO: .00 Q(CFS) HW(FT) HU ELEV. * N·FAC DC DN TU 00 OE HI.Q HUI * OXN YBH VUH EHLI VCH VNH \/EH VOH ********************************************************************************************************************************** 1.00 1.24 ~ * .012 .43 .oo .86 .86 1.23 2.00 2.81 4 4.9 * .012 .61 .DO 2.01 2.01 2.n 3.00 5. 10 4 • 1 * .012 .75 .oo 3.61 3.61 5.01 1.24 .57 * .00 .03 .03 .02 .15 .63 .03 .03 2.81 .83 • 1 .• 00 .10 • 10 .08 .25 .63 • 10 .10 5.10 1.01 ' 1.00 .23 .23 .18 .35 .63 .23 .23 4.00 8.26 430.37 * .012 .85 .00 5.79 5.79 8.09 8.26 1.18 * 1.00 .40 .40 .32 .49 .63 .40 .40 5.00 8.70 432.23 * .012 .92 .oo 6.40 6.40 9.86 10.12 1.43 * 1.00 .63 .63 .50 .68 .63 .63 .63 ****************************************** OVERFLOW ENC(lJHTERED AT 5.00 CFS OJSCHARGE ****************************************** . N0.11: 8 LF • 12"CP Q -.50X ClJTLET: 422.11 INLET: 422.07 INTYP: 6 INLET DATA: KE=.20 K=.0078 M=2.0 C=.0292 Y=.74 • ,uNC N0.11: 01/ERFLOU-EL: 430.57 BENO: 0 DEG OIA/UIOTH: 3.0 Q·RATIO: .00 JUNC LOSS COEFFICIENTS: KB= -02 KJ= .00 I Q(CFS) HW(FT) H\I ELEV. * N·FAC DC ON TW 00 OE Hl,IC) HUI * OXN YBH VUH EHU VCH VNH VEH VOH ********************************************************************************************************************************** 1.00 1.29 423.36 • .012 .43 .00 1.24 1.24 1.28 1.29 .57 * 1.00 .03 .03 .02 .15 .63 .03 .03 I p3of-~ ~. .u1, .u, .uu ,C.01 .t::.01 .t::.Ot .t:: .O'I • 01 . 1.UU • lU • lU • lU .25 .63 .10 .10 3.00 5.24 .012 .75 .00 5. 10 5. 10 5.19 5.24 • 97 • 1.00 .23 .23 .22 .35 .63 .23 .23 I 4.00 8.47 430.54 • .012 .85 .00 8.26 8.26 8.38 8.47 1.10 • 1.00 .40 .40 .40 .49 .63 .40 .40 5.00 8.50 431.08 • .012 .92 .00 8.70 8.70 8.87 9.01 1.31 • 1.00 .63 .63 .62 .68 .63 .63 .63 ****************************************** OVERFLOW ENCClJNTERED AT 5.00 CFS DISCHARGE****************************************** ,NO. 12: 15 LF -12"CP Q .47X ClJTLET: 422.07 INLET: 422. 14 INTYP: 4 INLET DATA: KE=.20 K=.0045 M=2.0 C=.0317 Y=.69 I O(CFS) HW(FT) HW ELEV. * N-FAC OC ON TW 00 DE H.O HWI * OXN VBH YUH EHU VCH VNH YEH VOH ****************************************************~*************'**********************11t********************* ... **************** 1.00 1.23 423.37 • .012 .43 .43 2.00 2.86 425.00 • .012 .61 .66 3.00 5.39 427.53 * · ;012 • 75 1.00 4.00 8.90 431.04 • .012 .85 1.00 1.29 1.29 1.23 1.12 2.89 2.89 2.86 2.84 5.24 5.24 5.26 5.39 8.47 8.47 8.56 8.90 .44 * 23. 79 .74 * 1.00 1.02 * 1.00 1.37 * 1.00 .03 .10 .23 .40 .14 .14 • 14 .14 .14 .14 • 14 • 14 .15 .25 .35 .49 • 15 .21 .23 .40 .03 • 10 .23 .40 .03 • 10 .23 .40 *******~********************************** OVERFLOW ENCCXJNTERED AT 4.00 CFS DISCHARGE****************************************** SPECIFY: R -REVISE, N -NEWJOB, F -FJLE, S • STOP F SPECIFY [d:J[pathJfilename[.extJ FOR STORAGE Of HW·DATA AT INLET OF PIPE N0.12: pondaout. tw SPECIFY: R -REVISE, N -NEWJOO, f • FILE, S -STOP s 7 Stop -Program terminated. I I I I I I I I I I I I I I I I P1o~~ I · EX.MH.#4 /8" fl f Si-Lto,s /i''_E_"ll -5 _40_7_,_o--d---\ J.E. /BfNO STREET ____ ~- \ \ ~ 'U CflANNtL ]\ ~ \ \ \ \ . \. \ \ ! tX. M.H#3 \ _..1 : ' BASKETBIILL ----STANDARD .,_. • • A5PHIILT PAVING ON ~ /"-.---. APPROVtD BASE ~~ ( •. ----~~/ -·, \,-" ~ ?,/ . . . . :.:. /cf ) OPEN SPACE . "'-~-, (TRACT A) APPROX!l'r1/ITE LOCATION OF EXIST/Nu TREES -- '< '· . ' \ -----""-PLANT 5ff HIGH FIR TREES (TYP!Ci • EX M.fl. #c 3(i; 11.~ 1/./AI· /If" J 1.: ., :,: .; . ' J?fJS OJ 1011 JliOlJJ'J/10 /,J!(J!JJ'JfVJ O!itl YOJ/IJ'WJ$ e!JD:1'/-710 -711/JJO · [ #IIUI .10 IIOIJJJ$ . A!Old.!!,'AO J.JNJ[)J/J/111 J i!OJIIJ'lh'JS J'JJtW-710 J/01/N/IW 0/, fr9 !(J;F/f/1!! i/J!r'Wi}//-710 JJ/1,.JI---· l!JN/1/!El A!Ob'J'JAO ;; J,P/ -----'r-- .JO ,JI" SJJJS 1111,11. noon - !JV ./0 :r'#'/T<.Y.7· /Ji IJ;J/,t · ~' .. ' ..... ;li,HO(l SI ]JV:J A'.lh',11 ,..Yv'ttlS. ~ }. ... ' f¥//,l(i.} #(}~ -f(IVltJ -:-1 '---C.,.-~J.j':::-=,' . -. -:--. . o.vdd NdlJ11,1JJ11 ~YJvFf'J;;[l."~ c,11::s1ciL.::___:___J _ _t.:2J·----~,;;~,~-· _ [#1/W .I 11//ld 10 SUIGJ{ .oo .50 1. 00 2.00 3.00 4.00 5.00 5.47 6.47, --\ 7 • 4 7 VJ_-c7 ___ / 419.53 .oo v,1tt11'112-1,i£ ! 5 fo/l.A4" If .00 3.8 4.8 6.8 7.8 8.9 9.8 10.3 12.13 14.19 .00 .oo .oo 13244.00 .00 26952.00 .oo 55798.00 .oo 86598.00 .00 119418.00 .00 154324.00 • 00 171467.00 .oo 237933.00!* f jr .oo 365433.00 .00 .oo Rudr/ ell> 51v"'J '>~ej-;1-e,~e.,/ d..-,;a,~c ~C>'[Z.. Po,u D J4 _i 11-e,vricJ-, "K. #-> YI 1...l N" /.J...£: PDi,, t>AJ./. R.c::, t 11 ·~ oe, F1c1: @, q 17 ,>"., IZ.'~~ l~E,e. ~ E5L. <1'26- /:,;.. $E p, :l OF '2 n,.,,od l e>D-<flQK h * t /t t""!al>yY\ l:.,llj CD(.)I')+-<-] boW1cli4t.t tU.¥ P/of.z POND DIMENSIONAL CHARACTERISTICS a Altanative 3b Configuratioo Width "Xl" Ft. Length "YI" Ft. Side slope Ft/Ft POND STAGE VS. STORAGE VS. OUTFLOW ELEVATION STAGE TOP DIMENSIONS (FEE!) WIDTI-l LENGTH 419.53 0 108 420.03 0.5 110 420.53 1 112 421.53 2 116 422.53 3 120 423.53 4 124 424.53 5 128 425 5.47 POND DIMENSIONAL CHARACTERISTICS al Altanative3b Configuratioo Width "Xl"Ft. Length "Yl"Ft. Side slope Ft/Ft POND STAGE VS. STORAGE VS. OUTFLOW ELEVATION STAGE TOP DIMENSIONS 419.53 420.03 420.53 421.53 422.53 423.53 424.53 425 (FEE!) WIDTH LENGTH 0 0.5 1 2 3 4 5 5.47 118 120 122 126 130 134 138 SURFACE AREA (SF) 123 13,284 125 13,750 127 14,224 131 15,1% 135 16,200 139 17,236 143 18,304 18,817 SURFACE AREA (SF) 108 12,744 110 13,200 112 13,664 116 14,616 120 15,600 124 16,616 128 17,664 18,168 STORAGE STORAGE (CF) (AC-CF) 0 0 6,758 0 13,751 0 28,459 1 44,154 I 60,869 1 78,637 2 87,360 2 STORAGE STORAGE (CF) (AC-CF) 0 0 6,486 0 13,201 0 27;339 1 42,444 I 58,549 1 75,687 2 84,107 2 BOTIDM DIMENSTIONS 108 123 2 OlJIFLOW (CFS) BOTTOM DIMENSTIONS 118 108 2 OlJIFLOW (CFS) COMMENTS to\ " ~ 1DP D 111.H.D5i c07 130 X !'IS- COMMENTS /vi >'I V: rop o, fl..1 ~µ7 , o0 .S lt{O X /30 P~oF--V 12 Sf!l(if r>,:5r't-l ri"f:r,Cf 5,cVZ.Hlz_F ff- .oo .oo .oo .oo 1.00 5.36 15501.00 .00 2.00 6.84 32015.00 .00 3.00 8.05 49572.00 .oo 4.00 9.09 68205.00 .00 5.00 10.03 87947.00 .00 6.00 10.89 108828.00 .00 7.00 11. 69 130881. 00 .oo 8.00 12.44 154139. 00 .oo 8.20 12.67 158937.00 .00 8.45 14.55 165066.00 .oo 8.70 17.93 171152.00 .00 407.00 .oo .oo .oo t udde.Uf Jtv4 5"/-o.7e.. I, fo.;0..c1e / dJ5eliCJ.Y,l3 l'ov P C5Vl d P iJ I f-e,v ,1 tJ, 'v e, # -;;; flLf. fJ/ilU.E• f>c:,ND8<f 12\:> . . j Ol':1t1C.E.. 1"2.5",P @, £/ t/o 7 15'' f<.ISt tl:: w/ ove::~ i::LL>w @ 41::,·. 2 l(-)I-5E,E IC°Ol.-loi.u,!.)o, P,9<;€~ p I Df--1 ' .•,;-r • . EX. MIi. #4 " I r's ;r , I V ' \ n IB" ti i ,:.r, LtoGS ;: /V) Af 1 01'-.IY "" /J."_E_t\ _., _4_07 ·'_ 0 _--fr--jl-S.E. /BfN{J ST!?EET ____ V~- 3, 9 A 1=-I fX. MH#3 \ ---,,,.--PLANT 5fT HIGH \ i\ .~ ~U C/1//NNEL )\ !: \ ~ \ . \ \. \ \ \ • • ' ' .i i I V _, ---. i~~ ' r'' : r-iiL--1 , : '" . . ' I I , r r~ ·~~"-;"i-... _-3-0-, -!--I i I--·. / ~, ' / - I A'si:JJALT-PAV!NC ON ~. (--.,---~ff PR~~p_j!!lJf_ ~ ·, _ - ) ,• OPEN SPACE (TRACT A) • APf'ROX!MllTE LOCATION ·~ OF fX!ST!Nu T!?tfS -~ -FIR TREES (TYPIC If f) Of EX M.h'. #c 3G 'lil f/ Y-lO)t L @ +15.Z. . ' \ 3 7 ___ /?orvD_ 3 I.' ef{.)~ ;· --2,u I ---BECQBP PBAWING -- ™• dt'awlrlQ reJjnHnll tllt resul1! : of --,onS1ruttion, lt 4qll not lu(tlltr lmplyi or warranti1hatflclllllel lliowtl 1111 'u bull'. Future [work lmillmg then faclltti,s should : be suppmted by : actual field -1oca11on 1n11 ~ " t11t ume of thll wont -' ! : : ' -- l '"'"'"'"'"'''i'"' ! -~!= J:•• r•--••••• T-•-••-• £CIWJ1_••••-•••-••••• 1 !~~{~"' 425 '425 • I I~ 1 -•••• r~crJ~~..:-,_,.c• ~,,.~-~-----------------, I_ -----___ , ______________ , _____ ---- 430 i ~,;cc-=---= ~ f ------t=]~i}e:::: 425 -I 11 LFl 12 IN CP e.~119'C camT ---.r-.. ______ , ____ .. _____________ , _______ _ 430 425 420 _________ ,,,,, __ _ 415 ii -CALL 2 DAYS BEFORE YOU DIG 1-800-424-5555 SUIM:f£0: llo'SE irlW" f"\.OT; DtSON PLOT: -An.D BOOk: ·TYPE"··,-. .................... _, 420 1420 ' 415 /415 ""!*· --: : -- r•••••••••.1•••• . ••••• : ••••.••.. ,t PROJECT No.--°"=""'"'------ SURVEY No. 32:.:IJ-!5 29 MAINTENANCF DIVISION No.-'- -· 420 1+00 --o-i-oo -- --SE 186TH ST; -SOUTH SIDE,_ K:CAS.' ® SHEET 13 OF -~ SHEETS KING COUNT'Y DEPT. OF NA T\..IFW.. FIE90UACl:S PA~ 81$SONNETTE, DIRECTOR SURFACE WATER -ENGINEERING AND ENVIRONMENTAL SERVICES RUDDELL DRA1NAGe1Ml"PICM=MEN P'IIOl'U:8 SE NTH SfflEET (!!CH!DUJ! Ill MAP-NO 2002-39(13) ! I ~ j ~ ·····r··········-·······:····· 430 ~~=c::j-1~'"":f'""'l\::L::{~l=+ LJ . t::}z'.@:.~I:::::~ i i i : l ' ---""i --~C8123- ;.... Ji= J L4~~,N~M~- i ---r:TING Gr~NO~: jl~--~·-~·:_-1f f ~2~~- -, est2e1 : : CBi2S ~ UC9121 -r-----.,lr-...;---:--' : --' '430 430 !430 425 425 1425 >425 ·······-······ ···············-···: ............... . : [ 420 ....... ! .... ifA.1'1li.1, 401 ·RT ~-;:·j42JJ·' RIM • 427.5 ; i NEW IE-425.4 NEW IE..-425.4 12'f LCPE, S EXIST. ~•425.4 1j2'f LCPE.; W _utt______ i 1~·· CP, ~ 420 :420 415 415 !415 I• 12'f LCPE. Wa!: LCPE. w 2-i-00 i i I t HOO Of!-00 24-00 -se186'THST; "' NORTH soe-- 435 ......... JN. .. [)WL STA. 20.,;40.'8, J8' LT RIM•425,40 : : 430 NEW IE•421.26 24'0 LCPE. sa.NW ..•.•• 1 ca 1'1Pl1 I ~. STA. 1 +2().5!1 ; ; RIM-427.5 • ; NEW IE-i428.2 12~• l.CPE. E ---~!ST.-1[-428,;} -12'•--l.CPE.-;-W -- --ce ~ 1 / STA. 0+11.&9 _ ; "rs R1M•427.4 • i i STA. 0+.74.70 NEW IE•423.98 12'0 l.CPE. WM RIM•427.4 , -• ; _ NEW IE•_425.27 __ 12'.0 l.CPE. W&E ' i !5$'.J:ss : + • [ ) f ) NEW IE~423.! 12:• LCPE. 'ti: ____________ ----·-···-·-··--·-! 1-_______ ; _______________ J ___ ~_. __ 1E-t2J,a, _1_a • ~, s_ -•2.1.-Ji .......................... 1-i-00 j 1 : ; o-i-oo --SE 186TH ST. ~ S0UTH-80E- .. -. . . -;_• __ LCf'E -- : ; REGRADE oircH i'ti w.ic,i iNVi:iiis f \ 4 <: ........ , . t21 ·~-K.CAS. .......................... , 1420 . ~- 1 2"• LCPE. W 1415 435 430 _. -I :!Slllffl!lROUN01 \t/:.,W lt ~ -~-~EX Cil _ ii -----=· lt----'--------;_....,.-,-,----,-;-,--,c,-,---,--,-,--lll------.. ,--=' -'-' \ . ..I~ l'.14--· -1 129 Lt. 24 ,N --=" rn 8J LF. 24 "' l™M. LCPE 1H 120 LF. ~ IN---llll\M.--t<:l'f-ro:4" , , ·i" -· ~· MATCH INVERTS2s 425 420 m eo.4x 111 eo.~x 111 II , '---a"w CROSSING -'i. 425 ":.:? -~ ":i; -;-cet1$, 420 _415 -----------·-• -CBtl7 , .. -:-:-= ... ..,..,..,..,,,.':7:".7 ••• -:-:-:7",.____ 56 j..F. 24 IN' '™M, _ J.¢PE eo.4ffll CB TYPE 2 -54 IN DIAM.; (EX.) SfA. 10+99.56 : RIM•42S.1-0 • -•- POND A BOTTOM ELEV . .;. 4172100 ' - l!NERGY DISSIPATOR NEW 1~•420.5 30" L~E. NW NEW lt•421 .0 2~ "o LCl'E.. SE EX. IEj • 422.1 '18" ~. S 410 8'XB'X12" QUARRY SPALLS CALL 2 DAYS BEFORE YOU DIG 1-800-424-5555 I SURVEYED: MAY BASE MAP PLOT. L.T DESlGH PLOT TRAxjNC:ICfi' I 'CHECK£D: W.O.M I FlELD BOOK 1596R 8Y . "·-· 2/96 <;/Q7 I DATE 20-i-oo OOOP IMPROVEMENTS TO WEST SIDE OF 112TH CHANGE E. SIDE TO ?4" 1,-;;.·PE jWRM f4 I I I APPROVED: ' ' PROJECT I MAN,t,GER: Ml DESIGNED I REVISION I 8Y I OAT£ I DRAWN cs _.'A. 22+v.J.l/1 -'tV LI : IIIM•421,iltl i I ---f ----NEW IE•42!.02 24~ ;LC!'!. _Nd __ ~+69 . .38, 40' LT : RIM•425,30 ---: ----------;. -- NEW IE•421.n 24"f i LCPE. N&!S , ! ! i 112TH AVE se -EABTJ31DE 21+66 22+06 2:l-i-00 ,TE: --±LQ.! #1 MT£: 6/97 1 /02 M,o/fl ~vnr, l"DV"'-""""'' D,l,,T[: _______§LiI PROJECT No. 091595 SURVEY No. 32 23 5 29 TRAXl~ER L· /;fJ. OATE: §/;J7 I MAINTENANCE O!V\SION No __ <_ I El<Plln 11;2s10J 0 8~SS1 18'.LCOIIC. __ , 30' Lr AECOAO--DAAWNG ~ ~ rep-*therlNllc:A c:orwuclon; 'I doel not l\rhr ~ or --fflll'II 1111 facllet lhowrl are 'u l:dl" Flue m; ~· ._ facAle lhaUd_-be . ied by aclllll lleld ~-- bcdorund l'IIH• aj,a~ at lletne ol llewort. 2<i-i-6b KING COUNTY DEPT. OF NATURAL RESOURCES ® PAM 81SSQNNmE, DIRECTOR SURFACE WATER -ENGINEERING AND ENVIRONMENTAL SERVlCES AUDDEU. DRAINAGE IMPROVEMENT PROFLES 420 415 410 405 400 SHEET 12 OF 12 SHEETS 112'TH AVE SE AH) SE 1861H 8T (SCH3JULE Bl MAP-NO 2002-39(12) -~-- / /' .. / ,1' .-jl I• . 20 0 -~ 2g_ -----~ / SCML " f"EET ', __ ./1/ '\ ;~j :::.-df:~;~ .. ·;_·-_-~;~~:~;.;-~:· _____ :·-_:_gr ·--=-"-7-=- ~1m ·-:.a t·-. (\ ' ' ' ', '· \ ', 7 . ------------ .--- / . - "' -- CD CSIII \(i) , ·1r;J_• ,.. FECQFD DRAWNl 1NI chMV ••......... d canlN:lan I cloll nal lrtw -r, . -·· .---=~-ttt':a "':'.en=- nud be llfipbited a,, dlll 111d IDcdon 111d lilllllll'IIMl'II lie Int d . ' '··,. --· -.;. • •.• l ···-1·· •. , .. ' . . ' ' ... __ ' ·-............ ___ 1 L. :-·r\~ ·,, \: : . i ·1· \ \ I '·, I i \:· ' ' , 11\ I • f'"· . I ,r----. , "' , ' .. MX'k. ' --. \ 1 ·, ·" 'i .,1. -~J : ·-=·~\ ! ~ . I " f;.?t---,..---· I ' '· I ." r· :1\L I . , ~ ,,: \ ' ·,,, .... J ' l91m I 1 \ '· ..I", ,i. I I / ' i ' ! I I ' I \ i \ I I i r--. I~~ .l . ·-. " -f •. ,-r ...... _ ' :'-.. . --_:--_ , I . ·--·~v "-; . .. .. " N"'-, ~..c:: -. 112TH ~~---..c_\ -0 .. m ---cz" -, ... ,.. ....... -. -· ---·- \ ' r-C8123 "··' . /'-" -8 !)~l; / + ----8 / Jtm,t AVE 8: 8 --+-•' ~ • 11.. ' 0 ..;;;;----"=:;!:, ) / - i -- 6 .. , 7 -'.ca·~ + .. N 2.Z" N .. ,7 --·..!:::... "' N -~. -,. ' ,, ' I .; , . , -, , " • --\.: .~. \ I -,--i : (,;,.,,. I' .· i \[_~ ---·---___ ]~-~ .. l : . I .. < dr, I·., '·I., · --1 1 • -T-------+-1 ' -··-·--·--·r I I ; ' '1 ' \ , . I I ' i 1~ I • ' : i ,· c;, : i : I I ' P-rMOllCDCIIIPll...NOJBI I I I " - . 11 m T• CD i ' -i!: , ' L1J N . . --I I. I I sic! ·' j '4 I I 1 ,-1 I . I I •. 1 "' OO+lh [ 1 ·'i~ PotOA ' I I. j 1 · 1 I Ii' . '-.-·.• ·.-; i: ! . . r : .• ..• J,,,~ I . •l· . ·1·; I ;t : . . , · _ I • , 1 Ii ' ' / I :,,,.) -----+ . -I I . ' .. :. /------... -----. "r . ' ' I ., ' • ' ' . ;;r-·---0 ------1--· ' ' I -·1 -~----- I ' ' -· .J • ' I . . . ----~~-. . j \-:-"; -a " -.• :_ • -:-:: h. -: -~ !,. "~ '~ ~' I \ ~ : Ji , I ' ' I . 0. 1 · I I Q i r . : J ~ . I D 0. " r I , 1. In.toll conotruction otoking onij moblllze equipment Dellve,i 1 · I : erosion control items to site. I Install BMP' a as necessary I i to control diecharge of oedim+nt laden water to downstream '/ oyst. em 1. Mo into. in 9MP'o th'f gh the duration of the project. I 1 1 . 2. Provide traffic control as necl.Hary. ~t:.· I · I , 5. Provide lffl'Nt c:leanlng 01 ed. CB127 , _ _ __ _ _ __ _ 1 tir.,nstiill proj;aaeCI p,~ /Ona :t: Dif•in• aniJ regrade iixT" ,no : I ,I·' ,., r--_ _ _ --=--___ -71 dltch •• // 7. Revegl,tate ditch. ' • CONSJRUCTION NOTES· 0 REMOl'E EX1ST1NG PIPE & CB AND INSTALi. NEW PIPE Al-ID CB @ INST,'I.L NEW PIPE AND Cll @ CONNECT EXISTING PIPE TO CB /. '\ i_ I . I : : I 8. Replaca asphalt. l . ·I 9. Hydroseed o,· fiand and mulch all remaining area• of · "· exposed aoil. J ,: · : 10.., Remove BMP's from roroject site at completion of project. \ I °'·.. ·, L-----..... _J _ ----------- I Ii; 11: jl I , HJ I,\ ~ \ 'I \. I I I I CBIOO~*@, ··-•"- , 5 ' ' , I I I '1 ' I "' -'"' -. \ 8..- '. • C"lil ,_ ,-.oo ., 8..; \ +o io+ \ "' 'IN '. I _c;. . r-~ I . ~CB'28 ~ " ~ I <P ' ' E~P H<98.J9 ' w j \, , I I I, :1 '1 "'' ,, I CALL'1 2 DAYS BEFOR~ YOU DIG 1 t-800,424-5555 I I' .. ..-/· 1 I DROP IMPROVDIEHTS TO WEST S10E OF I .! StJRIIE'l'ED· MAY ... _._ 1 L Tn -.4• 1.CPE APf"ROYED: MS[ WP Pl.OT: "" .,'°8 PROJECT O(SlCH P1.DT: ' • ·-· ~: ""''-'~WC!!! a£CkCO: W.O.lil --OCSIGH£D: ~;!!!!~~!/S!~'---- PROJECT No. oe1.,vs I SURVEY No. ,,:z-z·,, ~-~ I 1 , COUNTY DEPT. OF NATU'IAL ~S ® SHEET PAM BISSONNETIE, DIRECTOR 11 SURFACE WATER -ENGINEERING ANO EN'v1RONMENTAL SERVICES OF RUDDELL DRAINAGE IMPROVEMENT 12 SHEETS. l'I.AN •, FIELD 81X>K: 1598R •• •-• 1/(. DRAWN: TRAXINGER L ,-0,1,Tt: _§LU BY D,l,TE REVISION BY OAT£ MAINTENANCE DMSION No.-•-I I I DN11S 11(2!,~ I 1lrlH A~• NG a9'1H IITtlCHDU: m MAP-NO 2002-39(11} ! SEE SHEET 8 F'OR STRUCTURE NOTATION AND PROF1L£ 1 /r GALVANIZED STEEL ANCHOR BOL' PER MANUFACTURER'S REQUIREMENTS 1'-6" MAX· SPACING SMOOTH TRANSITION COUPLING (FERNCO OR EQUAL) APPLY CONC. GROUT AROUND THE JOINT I.E. -404#:f: . . 10 5 Lr. 24.tl 0.1. PIPE W/FlANGED ENO El~ o~~·~·· e• ~I MIN. • +i 7 ~h"' 24 • DIAM. LCPE 00.:54:C PONO A 00.6,C POND B .-+--2'-6" MIN. ~ EXISTING GROUND ___ -.L ____ t '' "'"·1 ' ' J/ 4 ~ DIAM, St-i!OOTH BARS WITH ENDS WElllE:O TO BAA F'RAME 1/4•,c2•x5• ANCHOR STRIPS WELDED TO 3/ 4 • DIAM, BAR FRAME 4 PL.ACES E\ltNL Y SP,6.,CEO F'ASTEN WITH 1/2• GALVANIZED OR NON-CORROSM: BOLTS & NUTS 3/ 4" DIAM. BAA FRAME 404.80 TRASH BACK NOJFS· 1. LCPE ENO SECTION SHOWN; SEE K.C.R.S. OWG. NO. 2-001 IN -'PPEND!X 2. ALL STEEL PARTS MUST BE HOT-GALVANIZED ANO ASPHALT COATED (TREATMENT 1 OR BETTER) . / ( ~ ,,ss~~~-~~%"~_>//!J;/7?,V' ~'"'A {~~~~~V,,' J/4• DIAM. SMOOTH BARS WrTH ENDS WELDED TO BAR FRAME ·. PIPE COUPLING OUTFALL/DEBRIS BARRIER -24' DIAM. NOT TO SCALE 72 IN. DIAM. DEBRIS CAGE SEE K,C,R.S. DRA\JlNG NO. 2-028 L--FRAME & LADDER OR STEPS OFFSET. SEE NOTE 1 jEE K.C.R.S. DWG. NO. 2-006 • SEE SHEET 8 • FOR STRUCTURE NOTATION ANO PROFILE ••• ELEV.=423=/ 1/2" GALVANIZED STEEL ANCHOR BOLTS PER MANUFACTURER'S REQUIREMENTS APPLY CONC. GROUl' AROUND THE JOINT 1'-6" ~AX~ SPACING .. +I f.. ' TO F1RST SUPPORT NON-SHRINK MORTAA GROUT SMOOTH TRANSITION COUPLING\ (FERNCO OR EQUAL) 1 _--1...--2' -0" MIN. RT r-i TO FIRST SUPPO .2.s• GATE OPENING FLOW CONTROL GATE • • ' l.[ r. "' 4"11! LCPE ,20 I.E. •404#8. PRECAST BASE &: INTEGRAL RISER 6" COMPACTED GRAV[L BACKFJLL FOR FOUNDATIONS , ,-~-, Him- ,_~418.40 , I.E. :c417AO V ___ LL_.,,: ADS SPIGOT ADAPTO OR EOUAL 5 L.F. 24•; 0.1. PIPE W/FLANGED END ELEV. ,. 414.90 ,. • ~I MIN. 4.5" GATE OPENING FLOW CONTROL GATE o'l'-r-;.;i' • • z,;,• · . "' RECORD DRAWING This drawing represents the results of construction; ~ does not furlllor Imply or warrant that facilities shown are ·as built", Future work involving these facilities should be supported by actual field locafion and measur,ment at Ille time of Ille work. 72 IN. DIAM. DEBRIS CAGE SEE KC.RS. DRA\./ING ND. 2-028 1.---FRAME &: LADDER OR STEPS OFFSET. SEE NOTE 1 SEE K.C.R.S. DWG. NO. 2-006 NON-SHRINK MORTAR GROUT 24"~ LCPE l._E. -417.40 PRECAST BASE & INTEGRAL RISER 6" COMPACTED GRAVEL BACKFILL FOR FOUNDATIONS SPECIAL OVERFLOW STRUCTURE -72 IN DIAM. Cb) POND 8 1Q SPECIAL OVERFLOW STRUCTURE -72 IN DIAM. POND A (2\ \1Q7 N.T,S. RECORDED ANG SURVEYED: MAY · -, __ APPRCN[O: !ARIN R GIBBONS fl E o.\TE: ----1L[L_ BASE IMP PI..ClT: t T 21911 DESIGN PLOT: ------- Jl'ROJEcr t,,i.,t,NAC[R: MIKE ISfNG OA.Tt:--1.Lll.-I PROJECT Ne. OA1595 CH£Ct<ED: w.o.~ ' , __ DESIGNED: JOHN ABOALKHANI D,4,TI:: ----1Lll__ I SURVEY No. J2. 2J-~ ,~ FIELD SOOK: 1 S98R •"' ""' DRAWN: TRA)(ING[R l DA.TE: --1.Li.a,_ MAINTENANCE DIVISION No.--•- Err' DATE REVISION B'I' DATE I ~Pl"ES 4/23/811 N.T.S, KING COUNTY DEPT. OF NATURAL RESOURCES PAM BISSONNmE, DIRECTOR SURFACE WATER -ENGINEERING ANO ENVIRONMENTAL SERVICES RUDDELL DRAINAGE IMPROVEMENT DETALS '1/eR.<:NI STlUC'IU'E CALL 2 DAYS BEFORE YOU DIG 1 -800-424-5555 ® SHEET 10 OF 13 SHEETS MAP-NO 2002-39(10) r MIN. COMPACTED THICKNESS ASPHALT CONCRETE CLASS B EDGE OF EXISTING ASPHALT ~ . ,J?'"--'-'0'>0>~»::-~::3>50~>'»>'\ /,!' \_ EXISTING ASPHALT PAVEMENT PAVEMENT OVERLAY DETAIL ON SE 184TH PL N.T,S. ,,,..____ ..,..,...-ff( -,, I I ,;_o#'" ./ o's""v'/ ./ r'./ ) / I /" t:::>/ 25' MIN. (TYP) t 't?p· RECORD DRAWJNG This drawing represents the results of construction; it does not further imply or warrant that facilitles shown are "as built". Future work involving these facilities should be supported by actual field location and measurement at the time of the WOik. ~ ,o'"',:,-v- ,;,ss ..: ~ c,~ 4" -8~ QUARRY SP ALLS ,.s-O' sl~ ~-,,,..,.,;,5 ~ ,,,..., ASPHALT FOR TACK COAT 6 1/2" COMPACTED THICKNESS~ CRUSH:::D SURFACING TOP COURSE 0.05 GALS/SO. YO. \ 2'' MIN COMPACTED T'llCKNESS ------., ASPHAL": CONCRETE CL. 8 \ , GRAVEL BACKFILL· FOR TRENCf-' GR/'.VEL BACKFILL FOR PIPE BEDDING n 0~ STABILIZED CONSTRUCTION ENTRANCE ffi POND B 9 / SAWCUT. CLEAN AND TACK / EDGES W/SEALER CSS1 AND SF.AL JOINTS WITH HOT , ASPHALT AR4000W I ' O y L E~STING PAVEMENT N.T.S, I ENTIRE DRIVEWAY WIDTH 4" COMPACTED THICKNESS CRUSHED SURFACING TOP COURSE \ ASPHALT FOR TACK COAT '\ 0.05 GALS/SQ. YD. \ 2" MIN COMP.ACTED THICKNESS--\ \ ASPHALT CONCRETE CL. 8 \ . \ ~ \ EDGE OFEXIST,NG \ · ROADWAY ' ' .</.y?>>)>>::::Y'?:·' );\:::_"::-/'.',['":': ,Y ,)';)';I; ..•. ABOVE GRAVEL BACKFILL FOR TRENCH GRAVEL BACKFILL FOR PIPE BEDDING THE PIPE E~ EDGE OF DRIVEWAY / SAWCUT. CLEAN AND "'."ACK EDGES W/SEALER CSS: AND SEAL JOINTS WITH HOT ASPHALT AR4000W ; EXISTING OR!VEWAY J __ TRENCH DETAIL w/GRAVEL BACKFILL DRIVEWAY REPAIR DETAIL N. (,S. N.T.S, SURVF:YED MA" · -· --APPROVED: IARRY R. GIBBONS "·E DATE:~ BASE MAP PLOT: L.T 2 '96 DESIGN PLOT: --....... --' -· · - PRQ.JECT DATE: ---1.LW..._ I MANAGER: MJKE TSENG PROJECT No.~ OA1595 CHECKED: W.0.M 1 , __ DESIGNED: JOHN ABDALKHANI DATE: -----1Lll.._ I SURVEY No. J2 2J 5 29 FIELD BOOK: 1598R 1-. -- 'i. I 40'~· 37lo· r RIPRAP EMERGENCY SPILLWAY PONDB N.T.S. 13' MAX. MATt}TENANCE ACCESS 0.5' ffi EL.-417 .00 .=416.50 E:M_l;_~GENCY OVERFLOW WATER SURFACE 6" CRUSHED SURFACING BASE COURSE MAINTENANCE ACCESS DETAIL(!) POND B 9 N.T.S. SOD, EXCEPT IF SHC'NN OTHERWISE ON RESTORATION PLAN, TO MATCH LIMITS OF EXISTING SOD/VEGETATION GRAVEL BACKFILL FOR PIPE BEDDING ,o' SEE RESTORATION PLAN REMOVE EXIST. SOD EXISTING SOD TOPSOIL TRENCH DETAIL w/NATIVE BACKFILL N,T.S KING COUNTY DEPT. OF NATURAL RESOURCES PAM BISSONNETTE, DIRECTOR SLJR.i'"ACE WA!ER -E\JGINEERING ANO ENVIRONMENTAL SERVICES RUDDELL DRAINAGE IMPROVEMENT CALL 2 DAYS BEFORE YOU OIG 1-800-424-5555 @ SHEET 9 OF 13 SHEETS DRAWN: TllAXINGER L DATE:~I MAINTENANCE )!VISION No. __ ,_, j EXPIRES 4/2J/98 I DETALS TRENCHNG AND PA'/INCl MAP-NO 2002-39(9) BY MTE REVISION BY I !>\TE ~ " • i:i , ~ • CALL 2 DAYS BEFORE YOi.J DIG . 1-800-424'-5555' s .......... . RIM•41U3 · t -Nl!W -1,E. a 4()3.50 -24 R 0. -l.CP£-,-Nv.' Nl;W1.E.•4q3.30 24•111 LCPE 1 SEI 1n MAX. w.s. . i i :EXISTING r. ROUNDhi .... .; 41S 410 405 ~00 1·· ! 1C8+1 • l CB1A =----~ : ...... -i.·······~·f1J1-~ ! ~. / ! I f~W Il- l ~~ 24~~\1it1;~ ~ .JZ .EXISTJNG ........... . . : .. CR I'(P.f_J -1 :r1 L.F.-18 11:0 LCPE AT~-1.27% STA. l -H.JU RIM-*1=*.00409.30. . NEW IE•-40-1-.24 24 ~ LCPE, S . EXIST, . .lE~2i4:t!...CP.:, .. SE.~-80 EXIST. IE•+OJ.-2i4 • CP, N] .09 ' . V u:aoo C • , • • : : : . RACK ' / -=- ;,- --- / ..,..,,, ... '-----4o4.eo --NEWIE- POHO B OIJTlET CB iYPE 2 -72 IN DIAM •. NEW IE 403.80 -POND B :INLET ~Q)I O\IERFL-OW·STRUqruRnf/DEBRIS CAG£ (SEr DE™l) ST.6.. 2<!-05.00 RIM-414110il0 i NEW IE-404#0= 24 •, LCPE. 'lM:SE . .JO . . -- i i . . N!'W 1£•~;20 M•0·1..'CPE::,'NW ···· ''ENERGY '"D1ssiPATPR' 10'X1o.'X12" QUAARY SPM..LS POND B PROFILE OIJTLET TO INLET. __ @ ··~- 420 415 NEW'''PQN'O'j,,--'.-~ TOP EL.p'.•'425.0/ : : 1 LF. 2( IN DIAM. ' . . PONb A OVEFttiOW STRJcruRE (SEE DETAIL' CB 'FYPE 2 -: 72 IN DIN,(, W/OEBRIS CAGE STA.!.1.B+.1.9.0.0 ................. :. .. . ........ i RIM"!'423.fl06 : : I NEW\ IE-417.+0 24•, LCf'E, SW&N£ stALL: HORIZ, 1•-20• ; von. ,·~· . . SCHEDULE A I SO'EDLLE' B . NOT IN lHIS CONTRACT sfr%m:,cw .R.<G~ /J EXIST1NG GROUt,.D --,--,-l-.... =·~=--~ APf'flOVED: I MID'. B GIBRONS P f PROJECT '"""""' IIIKE IS~G DESIGNED: JOHN ..aOAU<J-W.1 . = ,,;~~2.-:.-c~i:J,/ , · · · - ---~--~;~ri f: POND A PROFILE OUTLET TO INLET SCH..[: HORIZ, 1 "•20' . ·-•· ,_ '"'v'Efii' .. ,•;.9• l:lo'TE:~ o,i.TE:-.lLi§__ I PROJECT No. CMTE: --1Lil.__ I SURVEY No .. OA1595 :'2-2J 5 29 I J. ........ , ............... . . . EXIST: CB TYPE'. 2 -5'4 1M DIAM. STA. 2o+oo . R1M 111 425.10 ! IE • :•22.10 24•• CMP, ;.,rw IE • (422.00 1ff CMP, SE RECORD DRAWING .. t ........ . ICBt3 . Th!s d.rawing rt1p,:eserit~ the ..... s.u~. llf .. construction;• tt does nQt further [rnply or warrant that facilities shown are • as built", fuiure won( involvinQ these facilities .sl\i>Yld be ·IYppo,tod: ~Y ·~ctuiil ··fleld .. location and i'neasuremont at the ,t1m, of r 111e work. · · , :.4-15 .•. 405 400 NW TO PONO A 425 420. 415 KING COUNTY DEPT. OF NA nJRAL RESOURCES PAM B1SSONNEITE, DIRECTOR SURFACE WATER -ENGINEERING AND EIWIRONMEI\JTAL SERVICES RUDDELL DRAINAGE IMPROVEMENT PROFLES ···~···· ~··· K,CAS, ® SHEET 8 OF 13 SHEETS ~: ~-1;1·-~·~-11 I OAAWH: TRAXIN§:!;;~ b om:, ____!L>,_ I MAINTEN.A.NC:'. DIVISION No.--'-j P:PlRES 4/2.:1/ill I POND B = AID POND A INLET MAP-NO 2002-39(8) "' O<TE R""5IOI< "' I O<TE ~ :;l e C .\ , 430 425 420 415 410 405 400 SUR'ltYED· ~ ~ ~- .... ~ "--~ REMOVE sruu I / .,"" "" \'\ -~~ -~ '"'~. POINf'f.103 N 18212D-,.4:J ~084158.94 ',. I l I '\\ -----L r·-I " ~ ) BYTHEW:.-.. SIDENCE I F;F ---. -) 11108 SE 1 4TH PL/ t j 3 / I I , I ;! ~ ;~~ D rrH++-Hl'lfll H+i-R~---"'--+~ --4-: , , I / ,_ ' ' / ~ -: I /1 -~/ r-,. I 4 I j ~ 4-1?__- 425 '- ' 420 415 "-.,.,,. .. II 11 • • 1 ,'20_, 0 20 ,c.,.i._f IN Ft'ET RFGORD DRAWING Thi:; drawing represents ttle results of consl'ruction: it does not lurther Imply or warrant that facilities shown an, ·as built'. Future work involving these facilities should be supported by actual field location and measurement at the time of the work. _"49 ~ LEX1$TING GROUND . . -- ~--_ _: ______ // 425 ,.r, 420 E~EY.•417.0 ·..i0Ff1ii ··scALE::·· v.;.·20' 415 410 VERT. :SCALE: f• ... 5• 410 POND A -SECTION EE ----SCHEDULE A -.. -----"ss----------SCHEDULE B --¥-----------------NOT IN THIS CONTRACT X --- -c OH .• --~---------Hl"---------· -· ------TE AN' INSTALL:-, ·,' K.C.A.S; CONSTBUCIION NOTES· O AODmONAL CHAIN LINK FENCE A_<;" lll~l"IVTI ® IN.STALL N~ PIPE ~~ _ C~. . ·,, "'--~lt5~ 20 425 -- 420 HYOROSEED FlNISHED GRADE (TYP.) '\.. · ·r_: . . . . EXfSTING GRciUND ' . . J, -. -~ --~----------- "'): 7 Y' = . -.,,,,., "' -• . ' . EXISTING PIPE TO PON_DQUARRY SPALLS EXISTING G ' I NEW PONO A © ~YLJGHn um.ow AREA WITH . £ . £LEV •425,o -· ~-' ' -. ···-- © G EXISTING PIPE W/ . '< . . . . 3A C8t14 SEE DETAIL (3\ , ~ ...,., .. , · , . • c•____ w I •. ~ REMOVE 200 0 r~tENGINE£R I CB+13 • . . ____ -----UTLIT FRO. 1,1 POND A =·-· . '--------: ...... -"""' ~~----------' " "' rti:. L.F. 24 IN DIAM. !.CPE~.55% HORIZ. SCALE: 1"=20' ELEV.=4·17.0 415 VERT. SCALE: 1 ":115' . -----I EW 1£--417.,#. --I POND A. BOTIOM L'...:..__:,'C_ _____ Ei..EV. -417.00 I 4• LCPE' . I , 47 L.F.-2 I ro , 24 IN OIA"· 1AM LCPE -0.,0% 1.04... lCPf ........ 0.67% I. .13-Lr. 24 IN O · CPE -0.61% : I LF :2'4 IN DIAM. L l4i':!:li. . f 264!5 : ~ L.F. 24· IN DIA~. LCPE O~I 0.!53% "" CB TYPE . 2 -48 IN DIAM. STA.. 14+78.00 W /MANHOLE LID . Rft.1•429.50 . NEW IE•415.00. 24"• LCPE,W&:S ,10 1s+bo I BJ;;CQBl2s,Q Cl LI.II 16+ ob " i a jLL j tl/98 I CB TYPE 2 -48 IN DIAM. STA. 16+19.00 Rlt.1•427.68 NEW IE•-418~ 24:9• LCPE, APPROVED: ~BID'. B lllllJl:Qt!~ E ' N&E r:---::; IN DIAM ~is NEW J.E.• •1-16.80 24M0 LCPE ,'waE 17+00 [),A.TE:~ PQND A oyERfLOW· SJBUCTURJ (SEE DETAIW CB TYPE-2 -72 IN DIAM, W DEBRIS CAGE .STA. 18+1.51.00 RIM•42J;506 NEW IE•417.',0 24"t LCPE, SW&NE :be TYPE 2 -4B 1N DIAM. (si:E DETNL) "STA.. 18+00.00 RIM•426.20 .NEW IE-417.29 24-t LCPE, W&NE 18+00 Jil+OO 425 420 415 l..'.0 405 400 POND A -SECTION FF POND A STAKING TABLE O ELEV. 425 00 POINT NO. NORTHING EASTING [j] 162713.47 1664120.90 ,, 162591.08 1664122.99 IJJ 182567.JS 1664092.72 162566.42 1663991.65 162591.92 166.3966.89 162690 . .35 1663970.02 162714.08 1663994.31 = A CDMPIJTER DISK OF THIS DRAW!NG WILL BE PRO'vlDED TO ASSIST THE SURVEY DEPARTMENT JN CONSTRUCTION STAKING OF THE POND. I RADIUS JO' I 25' I 25' 425 420 415 SHEET BASE W.P Pl.OT: I T I j:~:: ~ KING COUNTY DEPT. OF NATURAL RESOURCES ® 7 OF PROJECT DESIGN PlOT: ~lt:l!;i;EB I "'"'"''" MPff !SENG CHECKED: w •. 1,1 . DE:'SIGNEO: JOHN ABOALK~N! FIELD SOOK: ,s R DRAWN: T~INQ~R !., "' MTE ""''"'" "' I 0.TE I 0.Tc_illL_ I PROJECT No. DA1595 SURVE'f r,.,o. ;.i.i-r s-2l! D,t,Tt: __illA.__ DATE,.....w,_I MAINTENANCf DIVISION No.--•- ~ 1)1¥, ';!Y..1/ ~~i --,.~N.0.1.& I EXPIRES +/23/Dll I PAM BISSONNffiE, DIRECTOR sur{e"ACE WATER -ENGINEERING AND ENVIRONMENTAL SERVICES RUDDELL DRAINAGE IMPROVEMENT PLAN AND l"ADFLE SE RR) CT TO PC*.O A 13 SHEETS UAP-1\.lf"'\ ?1"11"1?-~0(7) I i ~ 430 \ \ \ \ \ ' 11 • • 1 \ 20 0 20 \ SCM.E IN Fm \ \ REMOVE ANO RESTORE~ EXISTING ~CE / / , 10' DRAINAGE, .~' ~-~~.- EASEM_p<T \J .-~- ~ l] CONSTRUCTION """" \ -~~ .... ~~s. "· 'O, LOT 63 109)1 , CONSTRUCTION J LIMITS LOT 64 \\~ "~~ \, LOT62 \ \ ,,.. SCAlL> t• •20' HOR t• -~· VER CONs:fRUCTION NOTES·: •'\ .. '\, ~ ":, ~"' \ ,t> ',\ .. .. .. \ \ r.'\ . . . \..!./ REMO'Y'E EXISTING PIPE & CB · ANO INSTfil NEW Pl PE ANO CB: @ iNsrAU. NEW· P1PE. AND· ce , .... / / @ REMOVE EXISTING CB @ REMOVE 5 TO: 7 CEDAR ·.-.xo FlR TREES ~ ~ED S'1" THE ENGINEER; ·cur THE' TREES "INTO FlREWOOO' LENGTHS. SLASH MULCHED ON THE SITE. REPLANT 5 TO 7, 4'-6' T.A.LL ® CONNECT EXISTING PIPE TO ce : c~ TREES :l+S DIRECTED BY THE ENGINEER. ~/ --r I L ./' yz._../ --·.:/ CONSTRUCTION ........ LIMITS A~TMYER RESIO~NCE 1 /022 SE 184Tr PL ,,•' I@ PLANT 22, 4FT TAU---' (PYRAMIDAUS) THUJA OCCIDENTAl.lS ,6,T THE LOCATIONt DIRECTED 1' BY THE ENGINEER 1 __ _ @ REMOVE TREES AS NECESSARY AS DIRECTED :gy THE ENGINEER @ REMOVE lARCE CORNER: rjR TREE: >S ~D BY TH~ ENGINE~ ,- 1 "'""'' c,~~(, -, \ \ \ \ . . . · . . . · ...... , . . . . .@ _RESTORE L,AND~ING . io ITS Nf.AA ORIGINAi_ CONDmON © PLUG EXISTING PlPE W/CONCRETE GROUT KS Si"Arnl IN THE 'SPEcif'1eATIONS:AA0·01REcrtO ... . . l @ ... RESTORE ANO PROTECT BRICK WALL· de CONCRETE PATIO 8V THE ENGINEER. (FOi< ccm; 6J :,, 64) \, ~· BYTH,EWAY RESIDENCE 8 SE 184TH PL @ \ \ \ \ \ ~ K,C.A.S. \ 430 . @ REM~. ~I~~~-~~~-E Pl~E AS NECESSAAY TO CONSTRUCT @ soo: OVER THi 0IS1\JR9fi> AREA .. l: : I --_ __.:..._------........ - ( C:Bfll . . . . . . . .L_ EXISTING GROUND • . . C:8f1 2 I ' . . . -----~ ---------~----~-------~-----'J -------- 425 420 415 410 405 SURVE'rEO: BASE MN' PL.OT: DESIGN Pl.OT: TI:IE NEW PIPE -- CBfr10 .,.----. ·-. ---.-:-:----...;...---:--. / . · PLACE Sll:EYE AROONo 1 1 EXIST. 8~. SANITARY SEWER I CROSSING 14!5.!5~. 1,..F. J5x2, ARCH PIPE 06;:IIC»O.n% ' f--1 .,.-,---------~-~--, 1441*1:: LF'. ·2, IN. D~f.f. · LCF'E -~0.2?% I O Cl .§. CB T'l'PE -2 -54 IN Dl.i\M_, STA. 10+77.00 : ~~*il!~;,:g,. Jeilf24 ARCH PIPE. W : NEW IE••UJ.3a824 .. f LCPE S EXI~. IE•421.87 ,2·~ .C~~. NE. ii+'oci APPRQVEO: ~Bl B lil!li!Q~ E ~ PROJECT W,N,l,GE'l: MIKE TSENG f2+bo D.IITE:~ D.IITE: ---1.Lll..._ CH£CK£0 I I I !FIELD 800I<: 1§98R 112/9!1: I OAAW'N: JRAXINGER L ~TE:_JL.id_ 0£SIGNED: JOHN A!!DALKI-Ll.NI ~TE; ---1L.m....._ " D,\T( RlV1SKlN " D,\T( CB lYPf. ·2 -~ IN DIAM. ,. , ... +iv:i ·W/MANHOL.E LIO : RfM•427 .00 NEW IE~-;,1;0. 24 •, LCPE N&E 41ti.70 PROJECT No. --'°"°"'"""'''----- SURVEY No. J2-2J S-'9 MAINTENANCE DIVISION No.--•- 13+00 . .F'. 24 IN DIAM. LCPE ~0.5~% ~a STA. 14+ 78.00 W/IAANHO\..E UO RfM=429.50 NEW IE=415 ... 24"; LCPE, W&:S .10 · '° 14+CO I I L.F .. 24 IN o\A~. LCPE ~q61% RECORD DRAWING lhi:; drawing fepresents the results of construction; it does :not further imply or warrant that facilities shown are •as built". Future wo:rk invoMng these_ facilities should be supported by actual field · location and measurement at the time of the wort<. 15+00. 425 420 415 410 405 KING COUNTY DEPT. OF NATURAL RESOURCES SHEET 6 PAM BISSONNmE, DIRECTOR SURFACE WATER. -ENGINEERING AND ENVIRONMENTAL SERVICES @ OF I EXP1R£$ 4/23/9B I RUDDELL DRAINAGE IMPROVEMENT PLAN AM) POOFLE 5E 183RD CT TO POND A 13 SHEETS MAP-NO 2002-39(6) :':. 0 ~ u, --_,_ -f I -------. -----=---=---- »A,iii\Ft.i.G( fuE:1,1(.NT 0 l ·-·--rf.· ........................... , .. . ~ ... ~ .............. ,-,,.~CBl4 ··~~·· ~ .. =··=· ---- -"' '-, CONSTRUCTION / U"ITS s,I / ,,, LOT 37 18311 108TH PL SE '•- ." " r-1 --- "" ' ' "" ' / "' / ' / ' / "" / ' LOT 48 ' / ' \ 8304 1 08TH PL SE 1 LOI 47 "" ' ~:~CTIOH'~, /, ' ' WIH. S CLEARANCE .........._ / /BETWEEN SN<ITAA'/ y AND STORM SEWERS I.S<l!li.1!~.\l.ffi".-····,..··· -· SIDE SEWER,\ W'l '. EXTEND AND RE- CONNECT EXISTING REMO\'E ANO RESTORE 185 Lf. EXISTING FENCE LOT 57 10912 SE 183RD. ST EXISTING 1 ,s,oE 'EWER '\:..:: -- CMA • . .. ' :ss----j\ ~--'A=- ----..------~----- E~- , ... .,_,~ce~.-&<::·::j,, .. 1· LOT 58 18312 108TH PL SE SIDE SEWER f,S DIRECTED BY THE ENGINEER. (SEE SPECS). / ,,,,,,, \ / / / / / 11 •• 20 0 20 40 J:] SCALE IN FEET CONSTRUCTION ·NOTFS· .. © REMOVE EXISTING PIPE . & CB . AND INSTAl.1. · NEW PIPE: AND CB @ REMOVE EXfS'!lNG PIPE :It CB @ CO~NECT EXISTING ptPE ·TO CB CB TYPE -2-48 !N DIAM STA. 7+40.00 RECORD DRAWING This drawing represents . .the results of construction; it does not 1urther imply or warrant th.:il facilities shown are "as buittH. Future work in.iolvlng :these facilities should· be supported by actual field · location and measurement at the time of the work. " © PLUG EXISTING PIPE wiCONcRETt GROUT @AP~LY.so~ ~ _THE ~ISTURBEO: AREA i I W/SOLIO LOCKING LIO RIM• 422..50 NEWI.E.•411.71 ~"; LCPE,NWSSE C86A CB+7 ------ <t. K.C.A.S. <t. <t. C8t9 _ _..:..- 425 CB+8 ------~-t , I : 27,~LF. JO IN. DIAM. LCPE~ 0.51% l r lSTING :GROUND <t. . CB+6 <t. ....------'-- 420 420 4i5 410 PROPOSED PONO 8 . J:1 SLOPE - CB TYPt 2 --48 IN DIAM STA. J+9 7 .00 W/w.NHOLE LID 400 R!M•-416.50 .74 I . -~--------" . · _, 1· • CIMO ----• . . • . • . IH11!i ""~ .•• -· ~ . •t I -----· CB+41 I ce+s · • _ ;__ -_;_ .-:---------:--. 126 L.F.· .W IN DIAM, LCPE ~.6(7o ·) 11----'--1 CB TYPE 2 -48 IN DIAM. + ....... "W/VANED "GRATE· .;..· su· l(;C.R.S. · DWG: ·2-2021 RH,.4•"417 .50 .59- NEW !E•"41a;:,:: Jo•41 LCi>E, NW&:SE: 0 8HSS STA. 5+50.00 W/VANEO GRATE -SEE K.C.R,S .. DWG, RIM•-4-17.50 .45 NEW lE•-4-10.a: 30•; LCPE, NW&SE EXIST. IE,.412.50 12•; CMP, N 2-:-2021 CB TYPE 2 -48 IN DIAM. SiA. 6+79.00 _ ..... ·NEW IE•-1-09# 30•41 LCPE, NW TO PqNO A. W; :;ouo LOCKING LID RIM•-419.50 NEW. IE:•411 ·# 3o•f. LCPE, "NW&.SE .:,0 395 ·s+o·o · SURVEYED: BASE: W.P Pl.OT: DESIO~ PLOT: CHECKED: FIELD BOOK: 1598R BY MTE REVISION BY CATE APPROVED: I ABB'Y B Q1890NS P E PROJECT W.NAGE:R: MIKE TSENG DESIGNED: JOHN ASDIILKHANI DRAWN: TRAXINGER \ 6+00 MTE:~ ~TE: ----1l3.Q__ !MTE: ---1Lia...._ °'TE: ----1.Lil.._ Z_+OQ PROJECT No. ·--'°'=""'"'----- SUR'VEY No. n V 5-29 MAINTENANCE DIVISION No. __ ,_ . LCPE ~0.51%· STA. 8+19.00 W/VANEO GRATE (SEE K.C.R.S. OWG. 2-2021) RIM•422,00 NEW IE•-412.12 30•41 LCPE, NW&:E 4'W C 6"SS J 0 L.F".· 35lC24 ARCH PIPE 00.40" CB TYPE -2 -54 IN D1A"4. STA .. 8+62.00 W/VANED. GRATE (SEE K.C.R.S. DWG. 2-2021) RIM=422.75 NEW IE:z:•12.29 J5x24 ARCH PIPE, EXIST. IE=419.97· a-· PVC, S e·+ob 72.51..S. J!5x24 ·ARCH PIPE Go.16.Q 5·ssl 1·· 0 CB TYPE 2 -54 IN DIAM. STA. 9+J4;00 '~L.F. J5x24 RCH PIPE co . .w;; W/VANEO GRATE: -SEE K.C.R.S. DWG. 2-2021 N&E R(M•-423.00 .22 . NEW IE•-412;5:8: J5x24 ARCH PIPE. W&:E txlST. IE,,,419.50 8" CMP, N EXIST. IE-419.25 12'CMP,S 9+00 KING COUNTY DEPT. OF NATURAL RESOURCES ® PAM BISSONNffiE, DIRECTOR SuRFA.CE WATER -ENGINEERING ANO ENVIRONMENTAL SERVICES 415 410 405 400 395 SHEET 5 OF 13 SHEETS RUDDELL DRAINAGE IMPROVEMENT PLAN AN) PROFL.E PON) B TO SE 183!'0 er MAP-NO 2002-39(5) POINT 1200 N ,wee.a E 1863184.95 ,., r I ~ I I s 'AIL : ANC,:~CE:SS 9 . STASIUZED CONSmUCJIOJj.j--t-----.._ I ENTRANCE SEE DETAIL " I EMERGENCY SPILLWAY 1-----f--.l.. SEE DETAIL EB ' w " " I I • • _.-------1 120 o :zo "° M """ ~ "" I I I / I I 420 415 410 405 400 CALL 2 DAYS BEFORE YOU DIG 1-800-424-5555 e• -• .. :.· ,,,,,-Fl .• NISH ED GRAD.• E ----'--/ HYDROSEED~ (1YP.) '.i, -· --.r.: -EXISTIN.;G 415 -~ _.," : GROUNb F1N1S~ED GRADE HbRlZ. SCALE: 1•-20~ vtm". SCAL!, 1 "•5' . ,. ., ' POND 8 -SECTION CC 410 ... 4.05 400 EXISTING GROUND ~ ~ -/ 420 l ~II I PLANT 14 FIR TREES 4' TO 6 1 TAU.. ;l'" THE PERIMETER POND B --~----1\1;· UNDER DlRECTI OF THE ENGINEER 415 · 415 = A COMPUTER DISK or THIS ORA.WING WILL BE PROVIDED TO ASSIST THE SURVEY DEPARTMENT IN CONSTRUCTION STAKING OF" THE PONO. ~-?~_(_~'"- 1· ""'"~) -l-~I "' -b l i ~~! , ·--. ~,~R515) POND B STAKING TABLE O EL£V. 417.00 POINT NO. I NORTHING EASTING 163198.52 1663003.90 163190.62 1663001.34 JI 163112.77 1662938.02 ,., 163156.77 1662887.58 ([I 16JJ45.63 i662B94.BO 163360.06 1662909.94 163358.59 11563052.BB 163351.+a 1663063.95 163318.67 1663061.91 163269.77 1663061.85 CONSTRUCTION NOTES· © REMOVE EXISTING PIPE AND CB @ CONNECT EXISTING PIPE TO CB 0 REMOVE AND DISPOSE OF ASPHALT SLAEl (BASKETBALL COURT) !NCIOENTAL TO PONO EXCAVATION ® REMOVE SECTIONS Mi NECESSARY (APPROX. 12 LF.) or EXISTING 15 IN. DIAM. CONCRETE PIPE .A.ND o•YUGHT Ol/TLET. PLACE 18'(L)X6'(W)l<12"(D), 8 IN DIAM. QUAARY SPAU.S, U"NbERLAIN BY CONSTRUCTION GEOTEXTILE FOR EROSION CONTROL. @ CONNECT NEW PIPE TO EXISTING CB SUR\lmD, MAY ·-rrm APPROYm IABR'I'. R GIBBONS Pf.o.i.rt:---1.Lll.__ SASE WAI' PL.OT: ' .,. 2 '96 PROJECT DESICN "1.0T: -_. lrAAMGER: MIKE ISENG DATr: -1.LiL_ PROJECT No. 0A1595 CHECKED: W.0.M ' . . DESIGNED: JOHN ABOALXHANI DATE!~ SURVEY No. 32 2.:3 5-29 ,,___ . F1El.D BOOI<: 1 DAAWN: TAAX!NQ[R I . " DATE RE',1SION " "" MAINTENANCE DIVISION No. __j__ °"TE.: --1i.m.._ 77~,(1 /---/ // /7 "<(' /. / /R/W 420 410 405 400 HORIZ. scAl.E: 1 ·-20' VERT. SCALE: 1 •.5• .. . . •' .. F1NtSHED GRADE POND B -SECTION BB RECORD DRAWING Th.is drawin.g represents the results of corisfruction; ~ d~ not further· irTlply or warrant tnat facilities shown ai-e "as built'.. FlN!SHED GRADE HYDROSEEDEO (TYP.) · Future Work lnvo!'llng the,e facil~ies should be. ,uppoitad . by actual field location and measurement at' the time cif the work. · :415.'-.... ~- 410 , 6 •, PVC DRAJN PIPE W/FLAP GATE OAPPROXIMATE LOCATION AS SHOWN. ADS 400 HORIZ, sci.LE: 1 ·-26' vtRT. SCALE: 1-_.,5' E'_E\l_,,,404.5 . ,.- MAINTENANCE ACCESS ROAD / < '-. • /. EXISTING GROUND . /. --;·.:: '. L_ .... // "------~/ : POND B -SECTION AA 410 . 405 400 6' KING COUNTY DEPT. OF NATURAL RESOURCES PAM 81SSONNmt, DIRECTOR SURFACE WATER -ENGINEERING AND ENVIRONMENTAL SERVICES RUDDELL DRAINAGE IMPROVEMENT ® PLAN -POI<> B 420· 415: 410, 405. 400: S:--JEET 4 OF 13 SHEETS I EXPIRES 4/2J/9s MAP-NO 2002-39{4) i I 11 •• 80 0 I!() ,20 SCALE IN FEET ~· m= ~i ----------------~: ----i ~ I 1' c.:, : ~ i ··, i ,~;, i ~~·· ' ::..~. I , s·, , -a· I -~' ' ;r-. . . I ~ ' ' · . ....---SCHEDULE A I •, i ~-, ' • '-I 1,-11-11-' ,1-,,-,,-,,-h ,,_,,_,, ' ~ I -'il ~ !i -1~ I ·~ I 1= j< ,,,,, ·s -I ' I ' I ' I " I I"-~/ 0 I ! 0 SHEET 7 OF 13 ,1 i I .,. .. i ! ' I I I l~ 12+9Q __ _c _______ _ ' --------------'-,.----------------- ' , , '/, I ' i'/['5+00 I ··, ~"'-....' . '. ~Sr 6' 0,(::- ·, I<'] i I 1------------------------ 1 i 1/ g Jf16f00 e: ' ' ·, .. ,, ·,. I ' L i I ----· L-----·-,--------, i I , ;, ' i i ,~1 ' i [,,;' I 1 '·I ,<"!' I I (J) V' j , ~ I ' lo £ ,,? ,/""' i 4'-! _,.,_~ i r----·-,1 _____ .J_I _______ _ ' ' i ' I I I . I I I I 0 ~ + w ~ I 11 1~ L~-------- ~- \ LEGEND ------EXISTING FENCE \ ---------·--P IL PROPERTY LINE -• EASEMENT LINE ------EXISTING PIPE --G--GAS LINE --~--WATER LINE --UP--UNDERGROUND POWER UNE --S!-----SANITARY SEWER --TV-CABLE --377--EXISTING CONTOUR --377 --NEW CONTOUR -----NEW PIPE • • • • • • • • 1 OPTIONAL NEW PIPE -,,--,,-"*--><-NEW fENCE -----DIRECTION OF FLOW (·:·:.·. .... . . ... ·.··•·) NEW ACCESS ROAD mmm, MAILBOX -0-POWER POLE D NEW CATCH BASIN TYPE 1 0 NEW CATCH BASIN TYPE 2 ® NEW GATE VALVE @ NEW DEBRIS CAGE (@ EXISTING CATCH BASIN ~ SURVEY MONUMENT It) SURVEY HUB & TACK @ SURVEY PKS @ CONSTRUCTICN NOTE NO. r-, DECIDUOUS TREE ,_, * CONIFER TREE \ LCPE (LINED CORRUGATED \ POLYCTKYLENE PIPE) ~~ T.C.E TDIIPORARY CONSTRUCTION ), EASEMENT PROJECT CONTROL COORDINATE TABLE CATCH BASIN NO.£ NORTHING EASTING STATION SCHEDULE A 1 16J..4...49.76 1662El74.81 1+00.00 2 163352.51 1662914.50 2+05.00 J 163167.75 1683013.20 3+97.00 4 163095.04 1663096.59 5+23.00 5 163076.77 1663118.61 5+50.00 6 162981.11 1663205.61 6+79.00 7 1B2fl77.64 1663299.49 8+19.00 8 162836.56 1663311.54 8+62.00 9 162M0.89 1MJJ8J.45 9+34.00 10 162846.66 1663526.22 10+77.00 11 162704.23 1663527.04 12+19.00 12 162706.26 166.:5766.24 14+78.00 1J 162565.28 1663780.85 16+19.00 14 162566.44 1663961.07 18+00.00 15 162579.22 1663975.32 8+19.00 '' .., .~"' I I I I I I :___-SCHEDULE B RECORD DRAWING This drawing represents the results of construction; it does not further imply or warrant that facilities shown are "as built". Future work involving these facilities should be supported by actual field location and measurement at the time of the work. I NOT IN THIS CONTRACT I I I GENERAL NOTES: 1. UTIUTY INFORMATION SHOWN ON THE PL.ANS IS APPROXIMATE. THE CONTRACTOR SHALL VERIFY LOCATION OF UTILITIES BEFORE DIGGING. 2. LOCATION OF SOD WILL BE DETERMINED ANO Af3 DIRECTED BY THE ENGINEER PRIOR TO OR AT THE TIME OF CONSTRUCITON. 3. THE CONSTRUCTION LIMITS SHOWN ON THE PLANS ARE APPROXIMATE AND WILL BE FIELD ADJUSTED AS DIRECTED BY THE ENGINEER. CONSTRUCTION LIMITS SHALL BE OUTSIDE THE BUILDINGS ANO STRUCTURES UNLESS OTHERWISE APPROVED BY THE ENGINEER. CALL 2 DAYS BEFORE YOU DIG 1-800-424-5555 =-23+96.24 112TH AVE SE SURI/EYED: MAY J.1" /ni:. BASE MAP PLOT: LT. DESIGN PLOT TRAXINGEt<, L. 41 I ;;~~ I I I I :,::o Lwy R G;bbon, P E OATE ~ · -MANAGER: MIKE TSENG DATE: ____JflL___ PROJEC No. OA~l"S"-9"-5 ____ _ CHECKED: W.Q.M. 1 DESIGNED: JOHN ABDALKHANI DATE:~ SURVEY No _1_,'--=----2:2--:-5.-_l§L FIELD BOOK: 159BR 12 BY D<IT DRAWN: TRAXINGER/MocKINNON DATE:~ REVISION fJ'f OATE MAINTENANCE [1l\/1S!ON No. __ 4_ KING COUNTY DEPT. OF NATURAL RESOURCES PAM 81SS01\JNCTTE, DIRECTOR SURFACE_ WATE~ -ENGINEERING ANO ENVIRONMENTAL SERVICES RUDDELL DRAINAGE IMPROVEMENT INDEX MAP + PRO.ECT CONTROL @ SHEET 3 OF 13 SHEETS MAP-NO 2002-39(3) ij • ~ ~ • l " i 1' ~ ~ RENTON r--- ···1 . I SE H!i' TH j I I ···1 I . I I VlCNTY MAI". I . ~,I,/ !i " I I I \ "" I > < I J '\ I 190 TH ST I I ~ .fil!EEI. pESCRIPTION SCHEDULE A 1 COVER SHEET ~I,/ ~ !X ~ 1,/ ::I 1>1 =~ ST />/1 " I =,1cr'H o: B ' PRO..JECT LOCATION 2 SUMMARY OF QUANffilES (NOT INC~.! l!n'HIS SET) J INDEX MAP & PROJ~CT CO :t:::, \ \,\.' 4 PLAN ANO SECTION 5 PLAN AN..Q..~ 6 S1@~1\ \111,l!~lll: 7 ,Yf!OFILE ,t.ND SECTIONS c~ PROFILE -POND ,t. AND POND 8 9 DETAILS -t.llSCELL"NEOUS 10 DETAILS -OVERFLOW STRUCTURE SCHEDULE B 11 12 13 PL"N THIS coimw:r PROFILE THIS coimw:r PROFILE THIS coimw:r 1,/ ~ ~ :e l KING COUNTY ~ DEPT. OF NATURAL RESOURCES PAM BISSONNETIE DIRECTOR RECORD DRAWING This draWfflil l'tf)l-ltl ll1t mulls ol constructiofl; t don not lur1lw imply or warrant that flCIIIIN "-1 n 'u bull". Future work lr!YGMng lhlH facilities should bl IIIIIIJll1ld by acwal field ocation and A Ill ., ••• 111 lml uf .. -11. RUDDELL DRAINAGE IMPROVEMENT (MAPLE GLEN ADD.) (IN THE VICINITY OF 183RD CT FROM 108TH A VE SE TO n2TH A VE SE) CALL 2 DAYS BEF'ORE YOU DIG 1-1100-424-!5!5!55 -IMS! 11W' i-t.01': """"" ""°" -..... """" I ; 1;1 11 1-a>Mho-'W I . K>DaxMN.-OFNA~-...-® sH.; _, ::i : i i= ---,~ ' -w~_.,. -~~~-~":-•~-• • ~ • _,. /OHN _..... om, lM SURVEY No • ......J·-21:1-31 RlJOOEU. DAANAQE •• flCWSEflT 13 l'lAN NC_.. SHErTS MAP-NO 2002-39(1) . DMIN! >tWOnno: I, Dffl,_J.iM WIINTDWl¢E CMSION No. _,L_ ., --[-iia"""i!7ii/ii srJ..,.