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HomeMy WebLinkAboutSWP272051(2) Ea e cm of r+ENTON QE C E I V En R FEB 0 7 �,J BUtLD11dG DIVISIC3IV 1 SSOE, INC ENGINEERS ARCHITECTS • KENWORTH TRUCK PLANT RENTON, WASHINGTON DRAINAGE REPORT February 7, 1992 • ��osoa• SO �c,e•of WA , Lei ip Or ly dp 1p KENWORTH TRUCK PLANT RENTON, WASHINGTON • DRAINAGE REPORT INDEX I. 'DRAINAGE REPORT 1 - 4 II. TIR WORKSHEET 5 - 6 III. BASIN SUMMARY 100 - 101 IV. DETENTION POND CALCULATIONS 200 - 240 V. PIPED CONVEYANCE CALCULATIONS 300 - 326 VI. TRENCH DRAIN CONVEYANCE CALCULATIONS 400 - 429 VII. WATER QUALITY IMPROVEMENT CALCULATIONS 500 - 512 VIII. DOWNSTREAM ANALYSIS 600 - 609 • .. KENWORTH TRUCK P)<.AN'I' SSOE............ IVO 91507� • RENTON, WASHINGTON FEBRUARY 7, 1992 DRAINAGE REPORT FOR KENWORTH TRUCK PLANT RENTON, WASHINGTON PREPARED BY SSOE INC. FEBRUARY 7, 1992 GENERAL: This project proposes to construct a new truck manufacturing on the northern 40 acres of the PACCAR defense systems site in north Renton. The building will include manufacturing facilities, office facilities, and support facilities to support the manufacturing operation. Parking for visitors and employees, outdoor storage, truck parking, storm water treatment and detention facilities are proposed as part of the site improvements. The new development will significantly increase the amount of impervious area from the current condition and consequently will require storm water runoff control facilities. As explained in the Final Environmental Impact Statement (FEIS), there is 'some contamination of the soils and groundwater at the site. This condition may require the use of special • remediation techniques during construction as described in the FEIS. In addition, depressions such as detention ponds will need to be lined to reduce groundwater from entering the storm water system. Similarly, pipes will be gasketed to reduce leakage. CORE REQUIREMENTS: Core Requirement #1: Discharge at the Natural Location The project will discharge storm water to the existing drainage system at the intersection at Garden Avenue North and 8th Avenue North. The connection to the existing system is being upgraded under a utility permit from the City of Renton. Core Requirement #2. Offsite Analysis Upstream Drainage System: Currently, a 38 acre offsite drainage area southeast of the site drains through the project area. In addition, the south 40 acres of the site currently drains through the project location. However, two bypass lines are being constructed to convey water from these drainage areas around the perimeter of the site. Consequently, no offsite storm water will enter the storm drainage system for the project. Downstream Drainage System: 40 The existing downstream drainage system is a combination of piped and open channel conveyance that drains most of the north Renton basin. Starting at the intersection of 8th and Garden there is a 48"diameter pipeline that extends north about 1250 feet in Garden 1 `KENWORTH TRUCK.PLAIVT ... SSOE JUB NO 915017 TZENTON, tNASHINGTON FEBRUARY 7, 1992 Avenue North. Beyond 1250 feet, the 48" pipeline is supplemented by a parallel 72" diameter pipeline to approximately Lake Washington Boulevard and Park Drive. At this location the 72" line ends and the 48" pipeline heads east and then north through a series of ponds and culverts before entering an open channel that exits in Lake Washington. The existing system has a history of flooding under significant storms, so a detailed hydrological and hydraulic study of the north Renton basin was performed to determine the capacity of the downstream system. It was found that the downstream system was sorely inadequate to convey significant storm flows. The significant restrictions identified that affect the site are the capacity of the 48" diameter pipeline in Garden Avenue and the culverts below Lake Washington Boulevard and the Burlington Northern Railroad. Numerous options were studied to determine a workable and cost effective solution to the lack of capacity. The chosen option was to extend the parallel 72" diameter pipeline. The pipeline will be extended to the south to 8th and Garden and to the north to bypass the culverts under Lake Washington Boulevard and the Burlington Northern Railroad. The design of this pipeline is underway. The design of the truck plant storm drainage requires the installation of this system to operate properly. The tailwater elevation used for design at 8th and Garden for the 25 and 100 year storms are included in this report. Core Requirement #3: Runoff Control The development will increase the amount of impervious area at the site and consequently will require runoff control facilities. The existing site conditions are those that existed in July of 1991 before any existing foundations, paving or pervious areas were disturbed. Hydrological calculations for the predeveloped conditions are the same calculations provided with the north site grading plan permit application. Storm water at the site comes from three primary sources: the employee parking lot, the manufacturing building roof and the truck plant yard area. Storm water from the parking lot will be treated using filter strips prior to collection into a piped system. Storm water from the yard area and roof will be treated using a biofiltration swale and oil/water separator prior to being conveyed to the detention pond. The detention pond will have an impervious liner to reduce the entrance of potentially contaminated groundwater into the pond. Concrete slabs and walls will be provided to protect the liner and to resist hydrostatic pressures from the high groundwater table. Core Requirement #4: Conveyance System The conveyance system is designed to the standards of the King County Surface Water Design Manual. Conceptually, the parking lot conveyance system will consist of overland flow from the parking lot to the filter strips. Water from the filter strips will be collected in a ditch and 2 KEN4VORTH TRUCK PLANT' SSOE jQB NO 915Ull: RENTON,:WASHINGTON FEBRi3ARY 7, 1992 directed to a piped system to the detention facility. Storm water from the truck plant yard area will be conveyed overland to a series of trench drains and directed to the biofiltration swale and detention pond. Trench drains are utilized to minimize the fall required for the drainage system. Core Requirement #5: Erosion and Sedimentation Control Plan The sedimentation control facilities and grading developed for the previously approved North site grading plans with minor modifications will be utilized to control offsite migration of sediments during construction. A copy of the modified north site grading plans will be included for reference to the contractor constructing the truck plant improvements. SPECIAL REQUIREMENTS: Special Requirement #1: Critical Drainage Areas This requirement is not applicable. Special Requirement #2: Compliance with an Existing Master Drainage Plan This requirement is not applicable. Special Requirement #3: Conditions requiring a Master Drainage Plan The project does not meet any of the conditions for a Master Drainage Plan, hence the requirement is not applicable. Special Requirement #4: Adopted Basin or Community Plans This requirement is not applicable. Special Requirement #5: Special Water Quality Controls This requirement is not applicable. Special Requirement #6: Coalescing Plate Oil/Water Separator Petroleum storage and transfer will occur in the yard area of the plant. Consequently,a coalescing plate oil/water separator will be provided prior to the biofiltration swale. Special Requirement #7: Closed Depressions This requirement is not applicable. 3 KENWORTH TRUCK'PLANT SSOI~ jOB NO 915011 RENTON, WASHINGTON FEBRUARY 7, I992 Special Requirement #8: Use of Lakes,Wetlands or Closed Depressions for Peak Rate Runoff Control This requirement is not applicable. Special Requirement #9: Delineation of 100 Year Floodplain This requirement is not applicable. Special Requirement #10: Flood Protection Facilities for Type 1 and 2 Streams This requirement is not applicable. Special Requirement #11: Geotechnical Analysis and Report The detention pond will be located in level area and consequently does not require a geotechnical report. Special Requirement #12: Soils Analysis and Report The soil investigations for the site remediation provide sufficient information to perform the hydrological investigations necessary. 4 Page 1 of 2 King County Building and Land Development Division • TECHNICAL INFORMATION REPORT (TIR) WORKSHEET PROJECTPART 1 OWNER AND PART2 PROJECT • • PROJECTE- AND DESCRIPTION ProjectOwner Paccar Inc. Project Name Kenworth Truck Plant Address 777 106th NE, Bellevue Location Phone (206) 455�-7400 Township 23 North Steve Wittmann-Todd Range 5 East Project Engineer Section S.Half SECTION 8 Company SSOE Inc. Project Size 40 , AC Address Phone (206) 82 7-2950 Upstream Drainage Basin Size NA AC PART 3 TYPE OF PERMIT APPLICATION PART'4 OTHER PERMITS Q Subdivision Q DOF/G HPA Q Shoreline Management Q Short Subdivision Q COE 404 Q Rockery Q Grading Q DOE Dam Safety Structural Vaults Commercial Q FEMA Fioodplain Other Q Other Q COE Wetlands HPA COMMUNITYPART 5 SITE AND DRAINAGE • Community Renton Drainage Basin N. Renton Drainage Basin PARTS SITE CHARACTERISTICS Q River C!] Fioodplain inadequate downstream Q Stream Q Wetlands conveyance Q Critical Stream Reach Q Seeps/Sphngs Depressions/Swales Q High Groundwater Table Q Lake Q Groundwater Recharge 0 Steep Slopes Q Other Q Lakeside/Erosion Hazard I Soil Type Slopes Erosion Potential Erosive Velocities structural fill typically less low less than 5% than 4% Ines Q Additional Sheets Attatched 1/90 Page 2of2 King County Building and Land Development Division i TECHNICAL INFORMATION REPORT (TIR) WORKSHEET OEVELOPMENT LIMITATIONS REFERENCE LIMITATION/SITE CONSTRAINT Ch.4-OownstreamAnalysis TnadpquatP dnwmgtraam_QJQPH r ny Vnnra High grniind water table C a Q Additional Sheets Attatched ESC RE=RMEN I MINIMUM ESC RECUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTICN FOLLOWING CONSTRUCTICN Sedimentation Faclities Staoiize Exposed Surface ® Stacilized Construction Entrance f7 Remove and Restore Temporary ESC Faclities Penmeter Runoff Control Clean and Remove All Silt and Coons C:eanng and Grading Restn=cns Ensure Cperadcn of Permanent Faclities Cover Practices C Fag Limits of NGPES Construction Sequence Q Other • Q Other l 0 Grass Lined Channel Q Tank Q Infittrauan Method of Analysis Pipe System Q Vault C1 Cepression SBUH Open Channel Q•1 Energy Dissapatar Q Fow OisWrsal Czmpen=orvMftigadan ® Dry Pond Wetland Q Waiver of Eliminated Site Storage Wet Pond C1 Stream RegionalCetendon VFS I Brief Qescnptionof System Cperabon Parking lot water treated by filter strips . factory yard water by biofiltration swales. Runoff control by detention Dond. Facility Related Site Limitations Q Additional Sheets Attatched Referents Faciity Urntabon HA Dowstream Piping Inadequate capacity. 2ro2osed_ to. he- increased as part of project. PART 11 STRUCTURAL ANALYSIS (May require special structural review) Q Drainage Easement Q Cast in Place Vault ® Other o/w separator 0 Access Easement Q Retaining Wall hold-down slab Q Native Growth Protection Easement Rockery>4'High Q Tract Q Strvcturai on Steep Slope Q Other SIGNATURE OF PROMSSIONALn U- or a c vii engineer under my supervbion haw vbdtsd 12w sits Actual Jn =to condk&mz as obssrvsd viers tr=porMd I=MW worfcstww and dw srtts To Me bast of my IawaiMdQs tAs Irtlarrrtadm Prvvidsd --�" tws Is aaasats 'r"'rO • KENWORTH TRUCK PLANT RENTON, WASHINGTON III. 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DETENTION POND CALCULATIONS Title Sheet No. of By / 2,0 / Chk. / / Job No. • SSOE, Inc. • 3015 112th Avenue, N.E., Suite 101 • Bellevue, Washington 98004 Fax 206-827-8412 206-827-2950 &lAe oe 7� A? /D X 1311 = /3J I l o Title Sheet No� of By 12-/020/ Chk. / / Job No. SSOE, Inc. • 3015 112th Avenue, N.E., Suite 101 • Bellevue, Washington 98004 Fax 206-827-8412 • 206-827-2950 4/ /Oa 701 f 7,3 9f 8r 2 AV 20� / by � ;\>hvd ' KING COUNTY DEPARTMENT OF PUBLIC WORKS Surface Water Manaqement Division ( HYDROGRAPH PROGRAMS Version 4.20 ' 1 - INFO ON THIS PROGRAM 2 - SBUHYD 3 - ROUTE ' 4 - ROUTE2 5 - *QDHYD 6 - BOSEFLOW 7 - P|'/]THYO 8 - {v\T(-,, 9 - R0FAC 10 - RETURN TO DOS ENTER OPTION: BUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPH STORM OPTIONS: - S.C.S. TYPE-1A 2 - 7-DAY DESIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: 1 S.C.S. TYPE-1A RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) " DURATION(HOUR) . PRECIP( INCHES) : -24,2 ---------------------------------------------------------------------- ******************** S.C.S. TYPE-1A DISTRIBUTION ******************** 2-YEAR 24-HOUR STORM **** 2.00" TOTAL PRECIP. ********* ----------------------------------------------'-----------------'----- | |TER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) . TC FOR BASIN NO. 1 4 ,2.89,0,98.78 � 'TA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) CN A CN 4.2 4.2 89.0 .0 98.0 78.0 PEAK-Q(CFS) 7-PEAK(HRS) VOL(CU-FT) .45 8. 17 15481 TER [d : ][Path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: ����� � `ECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP c ' -------'--------------'------- .............................................................. ----------------------- f |TER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 2 � 10.98.89,7.3,98,29 IS��� `TA PRINT-OUT: TA PERVIOUS IMPERVIOUS TC(MINUTES) ( A CN A CN 18.3 11 .0 89.0 7.3 98.0 29.0 / PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 4.41 ° 87507 K !TER [d : ][Path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: b2-2 ' f 'ECIFY: C - CONTINUE. N - NEWSTORM. P - PRINT, S - STOP c ---------------------------------------------------------------------- [ wER: A(PERV) . CN(PERV) , A( IMPERV) , CN( IMPERV) , 7C FOR BASIN NO. 3 iO.H1 ~09.4,84.98.60 � [* 1::*RlNT-0UT: AREA( ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) ' A CN A CH 15.7 10.8 89.0 4.8 98.0 60.0 PEAV-Q(CFS) T-PEAK(HRS) VOL(CU-FT) " 8.00 70770 y |TER [d : ][Path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: b3-2 ! `ECIFY: C - CONTINUE. N - NEWSTORM, P - PRINT, S - STOP n : 'ORM OPTIONS: 1 - S.C.S. TYPE-IA ! - 7-DAY DESIGN STORM 3 - STORM DAFA FILE ' `ECIFY STORM OPTION: 1 " C.S. TYPE-IA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) . DURATION(HOUR) . PRECIP( INCHES) 10.24,2.9 . -----_-----_--------------------------------------------_------------ S.C.S. TYPE-IA DISTRIBUTION 10-YEAR 24-HOUR STORM 2.90" TOTAL PRECIP. ********** � ----------------------------------- -------------------------- JjjER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 1 2,89,0.98.78 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN Al CN 4.2 4.2 89.0 'O 98.0 78.0 W3 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) -.88 8.00 27248 ENTER [d : ][path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: ECIFY: C - CONTINUE. N - NEWSTORM, P - PRINT, S - STOP ---------------------------------------------------------------------- ENTER: A(PERV) , ERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 2 89,��3.�N�.���� DATA PRINT-OUT: / AREA(ACRES) PERVIOUS IMPERVIOUS TC(III NUTES) A CN A (.'N / 18.3 11 .O 89.0 7.3 98.O 29.0 ' PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 7'36 1418O5 ENTER [d : ][path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: SPECIFY: C - CONTINUE. N - NEWSTURM, STOP -......................................................................................................................................... .............................................................................................................................. �NTER: A(PERV) . CN(PERV) . A( IMPERV) , CN( IMPERV) . 7C FUR BASIN NU. 3 DATA PRINT-OU [: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CIA A CIA J. 10.8 (1:39.0 4.8 98.0 60.0 PEAK---Q(CFS) T-PEAK(HRS) VOL(CU-FT) Qk�42 . 8.00 116554 ENTER [d : ][path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S' - STOP ` ---------------------------------------------------------------------- ENTER: A(PERV) . CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 4 ( .0,O,0,0 DATA PRINT-OUT: AREA(ACRES) PERVIOUS [MPERVIOUS TC(III NUTES) A (�N A CN .O .O .0 .0 .0 .0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .00 8.0]4 TER 0 [d:][path]filename[ .ext] FOR STORAGE OF COMPUTEDW(n r) HYDROGRAPH: SPECIFY: C - M CONTINUE. N - NEWSTOR , P - PRINT, S - STOP i STORM OPTIONS: -204- 2 - 7-DAY DESIGN STORM � - STORM DATA FILE ' SPECIFY STORM OPTION: / 21C. S. TYPE-1A RAINFALL DISTRIBUTION 0' R: FREQ(YEAR) , DURATION(HOUR) , PRECIP( INCHES) 100.24,3.9 --------'------------------------------------------------------------' ; S.C.S. TYPE-IA DISTRIBUTION ******************** ********* 100-YEAR 24-HOUR STORM **** 3.90" TOTAL PRECIP. ********* { -------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) " A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 1 ^�.2,89,0,98.78 ( DATA PRINT-OUT: ' AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 4,2 4.2 89.0 .O 98.0 78.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 01114�� 41065 ENTER [d : ][Path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: b1-10O APECIFY: C - CONTINUE. N - NEWSTORM, P - PRINT~ S - STOP c ' ----- ................................................................................................................................. -------------------------- ���{[ER: A(PERV) , CN(PERV) , A( IMPERV> , CN( IMPERV) . TC FOR 8ASIN NO. 2 ��` zw.98.89,7.3`98.29 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A (:"N A CN 18.3 11 .0 89.0 7.3 98.0 29.0 PEAK S) T-PEAK(HRS) VOL(CU-FT) 7.83 204476 ENTER [d: ][path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: b2-1O0 SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP c ------------------------------------------------------------ ENTER: A(PERV) " CN(PERV) , A( IMPERV) " CN( IMPERV) , TC FOR BASIN NO. 3 &Q.81 .89,4.84,98,60' DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CH 15.7 10.8 89'0 4.8 98.0 60'0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 6.56 8.00 169636 ENTER [d : ][path]fiIename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: ' W-1QO 2-C6 s / ,` KING COUNTY DEPARTMENT OF PUBLIC WORKS ( Surface Water Management Division HYDROGRAPH PROGRAMS / Version 4.20 1 - INFO ON THIS PROGRAM ( 2 - SBUHYD 3 - ROUTE 4 - ROUTE2 5 - ADDHYD 6 - BASEFLOW 7 - PLOTHYD 8 - DA[A 9 - RDFAC lO - RETURN TO DOS ENTER OPTION:: 5 ' ROUTINE FOR ADDING HYDROGRoPHS TER: A : ][Path]filename[ .ext] OF HYDROGRAPH 1 lei-2 i |TER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 1 O i }TER: [d : l[Pathlfilename[ .ext] OF HYDROGRAPH 2 b2-2 i |TER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 2 0 1 ;TA PRINT-OUT: V^ ' / ' HYDROGRAPH Is PEAK-Q= '45 CFS T-PEAK= 8.00 HRS TT= 0 MINUTES HYDROGRAPH 2: PEAK-Q= 4.41 CFS T-PEAK= 7.83 HRS TT= 0 MINUTES HYDROGRAPH SUM: PEAK-Q= 4 .83 CFS T-PEAK= 7.83 HRS TOTAL VOLUME: 102996CU-FT . 'ECIFY: C - CONTINUE. N - NEWJOB. F - FILE, P - PRINT, S - STOP � c L aER: [d : ][Path]filename[ .ext] OF HYDROGRAPH 3 b3-2 �ILER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 3 0 ; )TA PRINT-OUT: HYDROGRAPH S: PEAK-Q= 4.83 CFS T-PEAK= 7,83 HRS TT= D MINUTES HYDROGRAPH 3: PEAK-Q= 2. 57 CFS T-PEAK= 8.00 HRS TT= 0 MINUTES 0re HYDROGRAPH SUM: 7'33 CFS T-PEAK= 7'83 HRS / ` TOTAL VOLUME: 173760CU-FT ( `ECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP p 411 ]MMATION DATA PRINT-OUT: T(HRS) QA(CFS) QB(CFS) QI (CFS) T(HRS) QA(CFS) QB(CFS) QI (CFS) ( . 17 .00 .00 .00 13.67 1 .32 .96 2.28 .33 .00 .00 .00 13.83 1 .32 .95 2.27 / . 50 .00 .00 .00 14.00 1 .31 .94 2.25 .67 .00 .00 .00 14. 17 1 .30 .93 2.23 .83 .00 .00 .00 14.33 1 .30 .93 2.23 ( 1 .00 .01 .00 .01 14. 50 1 .30 .92 2.22 1 ' 17 .02 .01 .03 14.67 1 .28 .91 2. 19 1 .33 .03 .01 .04 14.83 1 .24 .89 2. 13 1 . 50 .05 .02 .07 15.00 1 .22 .87 2.09 1 .67 .07 .03 . 10 15. 17 1 .20 .86 2.06 1 .83 .09 .04 . 13 15.33 1 . 18 .85 2.03 ' 2.00 . 12 .05 . 17 15. 50 1 . 17 .84 2.01 2. 17 . 14 .06 .20 15.67 1 . 17 .83 2.00 2 .33 . 16 .08 .24 15.83 1 , 17 .83 2.00 2. 50 , 18 .09 .27 16.00 1 . 16 .82 i .98 2.67 .21 . 10 .31 16. 17 1 . 16 .82 1 .98 2.83 .24 . 12 .36 16.33 1 . 15 .82 1 .97 ' 3.00 .26 . 13 .39 16. 50 1 . 15 .81 1 .96 3. 17 .28 . 15 .43 16.67 1 . 13 .30 1 .93 3.33 .30 . 16 .46 16.83 1 .08 .77 1 .85 ' 3. 50 .32 . 17 .49 17.00 1 .03 .75 1 .78 3.67 .35 . 19 .54 17. 17 1 .01 .74 1 .75 3.33 .38 .20 .58 17.33 .99 .72 1 .71 4.00 .40 .22 .62 17. 50 .97 .71 1 .68 4. 17 .42 .24 .66 17.67 .97 .70 1 .67 4.33 .45 .25 .70 17.83 .96 .69 1 .65 � 4.50 .48 .27 .75 18.00 .95 .68 1.63 4.67 . 53 .30 .83 18. 17 .95 .68 1 .63 4.83 .58 .33 .91 18.33 .94 .67 1 .61 5.00 .64 .36 1 .00 18. 50 .94 .67 1 .61 5. 17 .68 .39 1 .07 18.67 .94 .67 1 .61 5.33 .73 .42 1 . 15 18.83 .94 .66 1 .60 5. 50 .76 .45 1 .21 19.00 .94 .66 1 .60 5.67 .83 .48 1 .31 19. 17 .94 .66 1 .60 5.83 .90 .53 1 .43 19.33 .94 .66 1 .60 6.00 .97 . 57 1 .54 19. 50 .94 .66 1 .60 6. 17 1 .02 .61 1 .63 19.67 .94 .66 1 .60 6.33 1 .07 .64 1 .71 19.83 .95 .66 1 .61 6. 50 1 . 12 .68 1 .80 20.00 .95 .66 1 .61 6.67 1.24 .74 1 .98 20. 17 .95 .65 1 .60 6.83 1 .42 .83 2.25 20.33 .94 .65 1 . 59 7.00 1 . 57 .91 2.48 20. 50 .94 .65 1 . 59 7. 17 1 .78 1 .03 2.81 20.67 .94 .65 1 ' 59 7.33 2.06 1 .17 3.23 20.83 .94 .65 1 ' 59 ` 7. 50 2.65 1.44 4'09 21 .00 .94 .66 1 .60 7.67 3.97 2.04. 6'01 21 .17 .94 .66 1 .60 4117.83 4.83 2.50 7.33 21.33 .94 .66 1 .60 18.00 4.62 2.57 7. 19 21.50 .94 .66 1 '60 8. 17 4.14 2.49 6'63 21 .67 .95 .66 1 .61 8.33 3.70 2.38 6'08 21 .83 .95 .66 1 '61 8.50 3.39 2.30 5.69 22.00 .95 .66 1 '61 8.67 3.06 2.18 5.24 22.17 .95 ,66 1 '61 8.83 2.70 2.03 4.73 22.33 .95 .66 1 .61 ' �� QQ 2 4�� � 37 2��.�� .�5 ^�1 4 66 1 .61 ` ~ ^ ~ ^ r�� mm ^-, =^ 11 4 '~ SON 9.33 2. 15 1 .72 3.87 22.83 .96 .66 1.62 / 9. 50 2.06 1.64 3.70 23.00 .96 .66 1 .62 9.67 2.00 1 . 58 3. 58 23.17 .96 .66 1 .62 9.83 1 .96 1 .54 3. 50 23.33 .96 .66 1 .62 ( .0.00 1 .93 1 .49 3.42 23.50 .96 .66 1 .62 10. 17 1 .92 1 .46 3.38 23.67 .96 .66 1.62 1110.33 1 .90 1 .43 3.33 23.83 .96 .66 1 .62 �^O. 5O 1 .90 1 .41 3.31 24.00 .83 .61 1 .44 �� 10.67 1 .84 1 .37 3.21 24.17 .62 . 52 1 .14 10.83 1 .76 1 .33 3.09 24.33 .46 .44 .90 ( ^1 .00 1 .71 1 .29 3.00 24. 50 . 11 .37 .48 11 . 17 1 .67 1 .25 2.92 24.67 .09 .31 .40 11 .33 1 .65 1 .23 2.88 24.83 .08 .27 .35 / ^1 . 50 1 .62 1 .20 2.82 25.00 .07 .22 .29 11 .67 1 .61 1 . 18 2.79 25. 17 .06 .00 .06 11 .83 1 .60 1 . 17 2.77 25.33 .06 .00 .06 ( ^2.00 1 .60 1 . 16 2.76 25. 50 .05 .00 .05 12.. 17 1 .60 1 . 15 2.75 25.67 .04 .90 .04 12.33 1 .60 1 . 14 2.74 25.83 .00 .00 .00 '2. 50 1 .60 1 . 13 2.73 26.00 .00 ..00 .00 12.67 1 . 55 1 . 11 2.66 26. 17 .00 .00 .0O 12.83 1 .47 1 .07 2. 54 26.33 .00 .00 .00 ' O 1 .42 1 .04 2.46 26. 50 .00 .00 .00 13. 17 1 .38 1 .02 2.40 26.67 .00 .00 ,00 13.33 1 .36 1 ,00 2.36 26.83 .00 .00 .O0 3. 50 1 .33 .98 2.31 27.00 .00 .00 .00 SPECIFY: C - CONTINUE. N - NEWJOB, F - FILE, P - PRINT. S - STOP � ENTER: [d : ][Pathlfilename[ .ext] OF HYDROGRAPH 1 i .-1O 41INTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 1 \ ENTER: [d : ][path]filename[ .ext] OF HYDROGRAPH 2 1 '-1O ^ � l ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 2 k- ` DATA PRINT-OUT: / HYDROGRAPH 1 : PEAK-Q= 7.36 CFS T-PEAK= 7.83 HRS , TT= 0 MINUTES HYDROGRAPH 2: PEAK-Q= .88 CFS T-PEAK= 8.00 HRS TT= 0 MINUTES ` HYDROGRAPH SUM: PEAK-Q= 8.20 CFS T-PEAK= 7.83 HRS TOTAL VOLUME: 169020CU-FT SPECIFY: C - CONTINUE. N - NEWJOB, F - FILE, P - PRINT, S - STOP ' ` ENTER: [d: ][path]filename[ .ext] OF HYDROGRAPH 3 L ;-1O TER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 3 DATA PRINT"OUTz HYDROGRAPH S: PEAK-Q= 8.20 CFS T-PEAK= 7.83 HRS TT= 0 MINUTES HYDROGRAPH 3: PEAK-Q= 4.42 CFS ' T-PEAK= 8.00 HRS TT= 0 MINUTES ' ����^ �.��� / TOTAL VOLUME: 285546CU-FT SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP MMATION DATA PRINT-OUT: T (HRS) QA(CFS) QB(CFS) QI (CFS) T(HRS) QA(CFS) QB(CFS) QI (CFS) / . 17 .00 .00 .00 13. 50 2. 12 1 . 55 3.67 . 33 .00 .00 .00 13.67 2.09 1 . 53 3.62 . 50 .00 .00 .00 13.83 2.08 1 . 51 3. 59 ' . 67 .01 .00 .01 14.00 2.06 1 .49 3. 55 .83 .03 .01 .04 14. 17 2.06 1 .47 3. 53 1 .00 .05 .02 .07 14.33 2.04 1 .46 3. 50 ( 1 . 17 ,08 .03 . 11 14. 50 2.04 1 .45 3.49 1 .33 . 11 .O5 . 16 14 .67 2.00 1 .43 3.43 1 . 50 . 14 .06 .20 14.83 1 .95 1 .40 3.35 1 .67 . 18 .08 .26 15.00 1 .90 1 .37 3.27 1 .83 .23 . 10 .33 15. 17 1 .88 1 .35 3.23 2.00 .26 , 12 .38 15.33 1 .85 1133 3. 18 2. 17 .30 - 14 .44 15. 50 1 .84 1 .32 3. 16 2.33 .33 . 16 .49 15.67 1 .82 1 .31 3. 13 2. 50 .36 . 13 . 54 15'83 1 .82 1 .30 3' 12 2.67 '40 '20 .00 16 .00 1 .81 1 .29 3. 10 1 .00 1 .28 0.08 3 .00 .48 ,25 .73 16.33 1 ,80 1 .27 A.O7 3. 17 . 52 , 17 .79 16. 50 1 .80 1 .27 3.07 3.33 . 55 '30 .O5 16.67 1 .76 1 '25 3.01 3. 50 .60 '33 .93 16.83 1 .67 1 .21 2.88 3.67 .66 .36 1 .02 17.00 1 .61 1 . 17 2.78 3'83 .75 '41 1 . 16 17' 17 1 . 57 1 ' 15 2.72 4 '00 .81 .45 1 .26 17'33 1 . 54 1 . 12 2'66 4. 17 .88 .49 1 .37 17. 50 1 . 51 1 . 10 2.61 4 .33 .95 . 54 1 .49 17.67 1 . 50 1 .09 2. 59 4. 50 1 .01 . 58 1 . 59 17.83 1 .48 1 .07 2, 55 ' 4 .67 1 .09 .63 1 .72 18.00 1 .48 1 .06 2. 54 4.83 1 .20 .69 1 .89 18. 17 1 .47 1 .05 2. 52 5.00 1 .29 .75 2.04 18.33 1 .47 1 .05 2.52 5. 17 1 .38 .81 2. 19 18. 50 1 .46 1 .04 2.50 5.33 1 .45 .86 2.31 18.67 1 .46 1 .03 2.49 5. 50 1 . 51 .91 2.42 18.83 1 .46 1 .03 2.49 5.67 1 .62 .97 2. 59 19.00 1 .46 1 .02 2.48 5.83 1 .74 1 .05 2.79 19. 17 1 .46 1 .02 2.48 6.00 1 .85 1 . 12 2.97 19.33 1 .46 1 ,02 2.48 6. 17 1 .94 1 . 18 3. 12 19. 50 1 .46 1 .02 2.48 6.33 2.02 1 .24 3.26 19.67 1 .46 1 .02 2.48 6. 50 2.09 1 .30 3.39 19.83 1 .45 1 .01 2.46 6.67 2.29 1 .41 3.70 20.00 1 .45 1 .01 2.46 6.83 2. 59 1 . 56 4. 15 20. 17 1 .45 1 .01 2.46 7.00 2.82 1 .69 4. 51 20.33 1 .45 1 .01 2.46 7. 17 3. 18 1 .88 5.06 20. 50 1 .45 1 .01 2.46 7.33 3.63 2. 12 5.75 20.67 1 .45 1 .01 2.4� 7. 50 4.62 2.58 7.20 20.83 1 .45 1 .01 2.46 4 7.67 6.81 3.57 10.38 21 .00 1 .45 1 .01 2.46 7.83 8.20 4.33. 12. 53 21 . 17 1 .45 1 .01 2.46 118.00 7.80 4.42 12.22 21 .33 1 .45 1 .01 2.46 8.17 6.98 4.27 11 .25 21 .50 1 .45 1 .01 2.46 8.33 6.21 4.07 10.28 21 .67 1 .45 1 '01 2'46 8.50 5.68 3.90 9.58 21 .83 1 .45 1 .01 2.46 8.67 5.10 3.68 8.78 22.00 1 .46 1 .01 2.47 8.83 4.50 3.42 7.92 _ 22.17 1.46 1 .01 2.47 9.00 4.08 3.20 7.28 22.33 1 .46 1 .01 2.47 9.1�� �9.���r �I.Q2 ^6.�r9 22.50 1.46 1 .01 2.47 _ __ _ -_ - 9. 50 3.4O 2.74 6. 14 22.83 1 .46 1 .01 2.47 ( 9.67 3.29 2.63 5.92 23.00 1 .46 1 .O1 2.47 9.83 3.21 2. 54 5.75 23. 17 1 .46 1 .02 2.48 10.00 3. 15 2.46 5.61 23.33 1 .46 1 .02 2.48 ( ^O. 17 3. 11 2.40 5. 51 23.50 1 .46 1 .O2 2.48 1O.33 3.09 2.35 5.44 23.67 1 .46 1 .02 2.48 0. 5O 3.O7 2.3O 5.37 23.83 1 .46 1 .02 2.48 O.67 2.98 2.24 5.22 24.00 1 .27 .94 2.21 10.83 2.85 2. 16 5.01 24. 17 .94 .79 1 .73 11 .00 2.75 2.O9 4.84 24.33 . 19 .67 .86 ^1 . 17 2.68 2.O3 4.71 24. 50 . 17 . 57 .74 A.A. .33 2.64 1 .98 4.62 24.67 . 15 .48 .63 11 . 50 2.60 1 .94 4. 54 24.83 . 13 .41 . 54 � ^1 .67 2. 58 1 .90 4.48 25.00 . 11 .O0 .11 11 .83 2. 56 1 .88 4.44 25. 17 12.00 2. 55 1 .85 4.4O 25.33 .O9 .0O .09 / 2. 17 2. 53 1 .83 4.36 25. 5O .O8 12.33 2. 53 1 .82 4.35 25.67 .00 12. 5O 2. 53 1 .81 4.34 25.83 .00 .2.67 2.46 1 .77 4.23 26.O0 .O0 12.B3 2.33 1 .71 4.O4 26. 17 .00 .00 .00 13.00 2.25 1 .66 3.91 26.33 .O0 .O0 .00 '3. 17 2. 19 1 .62 3.81 26. 5O .O0 .O0 .00 13.33 2. 15 1 . 58 3.73 26.67 .00 '0O .00 . ECIFY: C - CONTINUE, N - NEWJO8, F - FlLE. � - PRINT, � - S7OP n [d : ][path]filename[ .ext] OF HYDRUGR�PH 1 b1-1,)C. }TER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 1 i |TER: [d: ][path]filename[ .e�t] OF HYDROGRAPH 2 b2-1OO °- - L |TER: TRAVEL TIME (MINUTE(:3) OF HYDROGRAPH 2 HYDROGR#PH 1 : PEAK-Q= 1 .39 CFS T-PEAK= 8.00 HRS TT= O MINUTES HYDROGRAPH 2: PEAK-Q= A. CFS T-PEAK= 7. 38 HRS TT= 0 MINUTES HYDROGRAPH SUM: PEAK-Q= 12.09 CFS T-PEAK= 7.83 FIRS TOTAL VOLUME: 245514CU-1:7T � 'ECIFY: C - CONTINUE*, N - NEWJOB, F - FlL�E, P - PRINT, S - STOP c i PER:: [d : ][path]filename[ .ext] OF HYDROGRAPH 3 b3-100 i ITER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 3 0 OfTA PRINT-OUT: HYDROGRAPH S: PEAK-Q= 12.09 CFS T-PEAK= 7.83 FIRS TT= O MINUTES HYDROGRAPH J: PEAK-Q= 6.56 CFS T-PEAK~ 8.00 HRS TT= O MINUTES HYDROGRAPH SUM: PEr--iK-Q= 18. 55 CFS T-PE'\K= 7.83 FIRS - � 'ECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP p ( /MMATION DATA PRINT-OUT: HRS) MAWS) QB(CFS) QI (CFS) T(HRS) QA(CFS) QB(CFS) QI (CFS) . 17 .00 .00 .00 13. 50 2.97 2. 19 5. 16 . 33 .00 .00 .00 13.67 2.94 2. 15 5.09 / . 50 .01 '00 .01 13.83 2.91 2. 12 5.03 . 67 .05 .02 .07 14.00 2.89 2.09 4.98 .83 .09 .03 . 12 14. 17 2.88 2.07 4.95 / 1 .00 . 14 .05 . 19 14.33 2.87 2.06 4.93 1 . 17 . 19 .08 .27 14. 50 2.87 2.04 4.91 1 .33 .23 . 10 .33 14.67 2.81 2'01 4.82 � 1 . 50 .27 . 12 .39 14.83 2.73 1 .97 4.71'') 1 .67 .33 . 15 .48 15.00 2.67 1 :03 4'60 1 '83 .39 . 18 . 57 15. 17 2.63 1 .90 4. 53 2.00 .45 .21 .66 15.33 2. 59 1 .G7 4.46 2. 17 . 50 '24 .74 15. 50 2. 57 1 .85 4'42 2.33 . 54 '27 .81 15.67 2. 55 1 '83 4 .38 2. 5O . 58 '3O .88 15.83 2. 54 1 .31 4.35 2 .07 '64 34 '99 16.00 2. 53 1 '10 4 .33 2.8� .74 .39 1 . 13 l6. 17 2. 53 1 '79 4,J2 3. l7 .9z '49 1 .40 16 . 50 2. 51 1 . 77 4'2S 3 .3� i .00 . 55 1 , 55 16.67 2.44 1 '74 4. 18 3. 50 1 '07 '6O 1 .67 16.83 2.33 1 'W 4.O2 3.67 1 ' 18 'o" 1 .M 17.00 2.25 1 .64 3.39 3.85 1 .32 '74 2.06 17. 17 2. 19 1 '66 3,79 4 .00 1 -43 .81 2.24 17.33 2. 14 1 . 57 3.71 1�� 4. 17 1 ' 53 '88 2.41 17' 50 2. 12 1 ' 54 3.66 �� 4 ..33 1 .63 .95 2. 58 17.67 2.09 1 ' 52 3.61 4. 50 1 . 71 1 '01 2.72 17.83 2.07 1 . 50 3, 57 4 .67 i .84 1 . 10 2.94 18.00 2.06 1 .48 3. 54 4.83 2.00 1 . 19 3. 19 18. 17 2.05 1 .47 3. 52 5.00 2. 14 1 .28 3.42 18.33 2.04 1 .46 3. 50 5. 17 2.25 1 '36 3.61 18. 50 2.04 1 .45 3,49 5.33 2.36 1 .44 3.80 18.67 2.03 1 .44 3.47 5. 50 2.45 1 . 51 3.96 18.83 2.02 1 .43 3.45 5.67 2.60 1 ,60 4.20 19.00 2.02 1 .43 3.45 5.83 2.78 1 .71 4.49 19. 17 2.02 1 .42 3.44 6.00 2.94 1 .81 4.75 19.33 2.02 1 .42 3.44 6. 17 3.06 1 .90 4.96 19. 50 2.02 1 .42 3.44 6,33 3. 18 1 .99 5. 17 19.67 2.01 1 .41 3.42 6. 50 3.27 2.06 5.33 19.83 2.01 1 .41 3.42 6.67 3. 55 2'22 5.77 20.00 2.01 1 .41 3.42 6.83 3.99 2.44 6.43 20. 17 2.01 1 .41 3.42 7.00 4.33 2.63 6.96 20.33 2.02 1 .41 3.43 7. 17 4.85 2.91 7.76 20. 50 2.02 1 .41 3.43 7.33 5. 51 3.25 8.76 20.67 2.02 1 .40 3.42 ' 7. 50 6.93 3.93 10.86 20.83 2.02 1 .40 3.42 7.67 10. 11 5.37 15.48 21 .00 2.02 1 .40 3.42 7.83 12.09 6.46 18. 55 21 . 17 2.02 1 .40 3.42 1 8.00 11 .46 6. 56 18.02 21 .33 2.02 1 .40 3.42 8. 17 10.23 6.3z 16. 55 21 . 50 2.02 1.40 3.42 8.33 9.09 6.01 15. 10 21.67 2.02 1 .40 3.42 8. 50 8.29 5.75 14.04 21 .83 2.02 1 .40 3.42 8.67 7.44 5.41 12.85 22.00 2.02 1 .40 3.42 8.83 6.55 5.02 11 .57 22. 17 2.02 1 .40 3.42 ( 9.00 5.92 4.69 10'61 22'33 2.02 1 .40 3.42 9.17 5.47 4'41 9.88 22. 50 2.02 1 .41 3.43 9.33 5.15 4' 17 9.32 22.67 2.02 1 .41 3.43 / ' 9.83 4.62 3.67 8.29 23. 17 2.O2 1 .41 3.43 ( O.0O 4. 52 3. 55 8.07 23.33 2.O2 1 .41 3.43 10. l7 4.46 3.46 7.92 23. 50 2 1 3 .O2 1 .4 .43 1O.33 4.41 3.38 7.79 23.67 2.O3 1 .41 3.44 ' '0. 5O 4.38 3.31 7.69 23.83 2.O3 1 .41 3.44 1O.67 4.26 3.21 7.47 24.00 1 .76 1 .3O 3.06 10.83 4.O7 3.09 7. 16 24. 17 1 .31 1 . 1O 2.41 1 .O0 3.92 2.98 6.9O 24.33 .27 .93 1 .20 O.A. . 17 3.82 2.90 6.72 24. 5" .24 .79 1 .O3 11 .33 3,76 2.82 6. 58 24.67 .21 ( 1 . 5O 3.7O 2.76 6.46 24.83 . 18 11 .67 3.66 2.71 6.37 25.O0 . 16 .00 . 16 11 .83 3.62 2.67 6.29 25. 17 . 14 .00 . 14 � .2.00 3.6O 2.63 6.23 25.33 . 12 .00 . 12 12. 17 3.60 2.6O 6.2O 25. 5O .00 .00 .00 J. 3. 58 2. 58 6, 16 25.67 .00 .00 .00 � '2. 5O 3. 57 2. 56 6. 13 25.83 .00 .0O .00 12.67 3.47 2. 5O 5.97 26.00 .00 .'/O .00 12.83 3.3O 2.42 5.72 26. 17 .00 .00 '0O 3. 18 2.34 5. 52 26.33 .00 .O� .O0 13. 17 3.O8 2.�8 5.36 26. 5O .00 .C� .`)O 13.33 3.O2 2.2J 5.25 26.67 .00 ,�O ,OO SPECIFY: C - CONTINUE, N - NEWJOB. F - FILE, P - PRINT, S - STOP ` ` ` ' ` . ��� TitleO ,W � � Sheet No of By 14 / j / f Chk. / / Job No. ?1,j p/j SSOE, Inc. • 3015 112th Avenue, N.E., Suite 101 • Bellevue, Washington 98004 Fax 206-827-8412 206-827-2950 444/ er ca��env 2 % low -ST fir 7e X /50 ` /O 5 0-6 S F O"L 3 .* a4a., Al ,Z90 X 70 = 2Z 3oa S� 7 h"z: , ham -;// G� KO V(O u4z ' t2 3 ,� 213 Write fault error writing device PRN Abort, Retry, Ignore, Fail? R ` NH /^w�/ ��� . / L��°~`� STORM OPTIONS: 1 - S.C.S. TYPE-1A to ' 2 - 7-DAY DESIGN STORM �� C 3 - STORM DATA FILE SPECIFY STORM OPTION: S.C.S. TYPE-1A RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) " PRECIP( INCHES) ' 2,24,2 ---------------------------------------------------------------------- ******************** S,C.S. TYPE-1A DISTRIBUTION ******************** ********* 2-YEAR 24-HOUR STORM **** 2.00" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV) . CN(PERV) , W [MPERV) , CN( [MPERV) , TC FOR BASIN NO. 1 0,89. 1 .31 ,98.23.7 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) H CN A CH 1 .3 .0 89.0 1 .3 98.0 23.7 PEAK-Q(CFS) T-PEAK(HRS) VUL(CU-FT) 4000 7.83 8399 ENTER [d : ][path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: EXC2 SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP N STORM OPTIONS: 1 - S.C.S. TYPE-1A 2 - 7-DAY DESIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: 1 S.C.S. TYPE-1A RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) ° PRECIP( INCHES) 10,24,2.9 ---------------------------------------------------------------------- S.C.S. TYPE-1A DISTRIBUTION 10-YEAR '24-HOUR STORM **** 2.90" TOTAL PRECIP. -_-_-_----- ----_------_-_-------------------------------_---_ ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 1 0,89.1B01,98,23.7 DATA PRINT-OUT: � �� AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) °-`-r - 23 7 - 0 89 O 1 �J 98 O . 1 .3 . ^ ^ ^ PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 7.83 12635 ENTER [d :][path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: SPECIFY: C - CONTINUE.. N - NEWSTORM, P - PRINT, S - STOP N STORM OPTIONS: TYPE-1A 2 - 7-DAY DESIGN STORM 3 - STORM DATA FILE ' SPECIFY STORM OPTION: 1 S C S. TYPE-1A RAINFALL DISTRIBUTION ^ ^ DURATION(HOUR) PRECIP( INCHES) EN7ER: FREQ(YEAR) , " 1OO,24,3.9 ____________________________________________---------____ -------------******* STORM **** ---------------------------------------------------------- ------------ TC FOR 8ASIN NO 1 ENTER: A(PERV) ` CN(PERV) , A( IMPERV ) , CN( IMPERV) ` . 0,89" 1 .31 "98.23.7 DATA PRINT-OUT: �m� AREA(ACRES) PER VI OUS IMPERVIOUS TC(MINUTES) A CN A CN 89.0 1 .3 98.0 23.7 PEAK-Q(CFS) T-PEAK<HRS) VOL(CU-FT) =�o�» 7.83 17355 �� ENTER [d : ][path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: EXC100 SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP ' ` Title L _ Sheet No. _ of Bygj�r �2,(� / Chk. / / Job No. 10 SSOE, Inc. • 3015 112th Avenue, N.E., Suite 101 Bellevue, Washington 98004 Fax 206-827-8412 • 206-827-2950 7 ,33 /o 12 ,5]w'o , 72- boo ��- sue , 98 17, 5-7 z►� Title j��(,/ bei(e4 4y?, p- t , Sheet No. / of By le? / / Chk. / / Job No. SSOE, Inc. 3015 112th Avenue, N.E., Suite 101 Bellevue, Washington 98004 Fax 206-827-8412 206-827-2950 7- 21 7 Title pC Sheet No./ of By Z/ / Chk. / / Job No. SSOE, Inc. • 3015 112th Avenue, N.E., Suite 101 Bellevue, Washington 98004 Fax 206-827-8412 206-827-2950 C�i?�i�7or�.dl Y �' C/D�•y 7, 31 ` KG 42- � S ? �_.._j _. _ - - 7Z2 � 37 23 7 , T_ , i ! ; t i ' S Write fault error writing device PRN Abort, Retry, Ignore, Fail? r 22 KING COUNTY DEPARTMENT OF PUBLIC WORKS Surface Water Management Division HYDROGRAPH PROGRAMS ' Version 4.20 1 - INFO ON THIS PROGRAM 2 - SB|1HYD 3 - ROUTE 4 - RGUTE2 5 - ADi.HYD 6 - C*6EFLOW 7 - PLOTHYD 8 - 0ATA 9 - RDFAC 10 - RETURN TO DOS ENTER OPTION:: 0 SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPH STORM OPTIONS: 1 - S.C.S. TYPE-1A 2 - 7-DAY DESIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: 1 S.C.S. TYPE-1A RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) . DURATION(HOUR) . PRECIP( INCHES) 2,24,2 ------__'---_-----_.........----------------------------------- S.C.S. TYPE-1A DISTRIBUTION ******************** ********* 2-YEAR 24-HOUR STORM **** 2.00" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 1 8.03 - �8 46 98 23.7 .~' ' . ~ , DATA PRINT-OUT. 0kREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CH A CH 37.3 8.8 89.0 28. 5 98.0 23.7 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 12. 14 7.83 215220 =-. ^ newhy2 FILE ALREADY EXIST; OVERWRITE (Y or M) ? v SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP n ' ilium OPTIONS: � 1 - S.C.S. TYPE-1A 2 - 7-DAY DESIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: 1 S .C.S. TYPE-1A RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) . PRECIP( INCHES) ' 10,24,2.9 ---------------------------------------------------------------------- **************** ,C'S' TYPE-10 0ISTRIBUTION ******************** ********* 1(40FMW. .7-1-HOUR STGRM **** 2.90" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A' PERV) , CN' PERV) . A( IMPERV) , CN( IMPERV) , /C FOR BASIN NO, 1 8083.:9`28.40,98'230P'Aw DATA PRINT-UU [: AREA(ACRES . PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 37.3 8.8 89.0 28. 5 98.0 23.7 110-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 7.83 332171 ENTER [d : ][path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: evowh°10 FILE ALREADY EXIST: OVERWRITE (Y or N) ? v SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP n STORM OPTIONS: 1 - S.C.S. TYPE-1A 2 - 7-DAY DESIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: 1 S.C.S. TYPE-1A RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP( INCHES) 100,24,3.9 ---------------------------------------------------------------------- *���������**�*** S.C'S' rYPE-1A DISTRIBUTION 111 �**= 100-YEAR 24-HOUR STORM **** 3.90" TOTAL PRECIP. ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 1 8.83,89,28.46,98,23. 7 ^���� DATA PRINT-OUT: ~-°-~ G .aL Pew CrJ R t 16W, � � t39.U 28.5 90.0 23.7 � 'EA.l(-Q(CFS) T-•F'EAI<(1-IRS) VOL(CU-FT) , ,y C (L6.iJ ('3. 7. 3 464061 d L . a 14 r j"` xj.^ t 1 Y;s ern • i ,A "(�3l(�4 .'•{ 47,t ,{��.''f - { '�Lt -. is FOR STORAGE OF C011PUTED HYDROGRAFy i i 0whyloo . ryju��, �t¢ FILE 'ALREADY IwX:CS•T':; OVERWRITE (Y or N) ^ � � ' )^ y �,. , x •,h� ti -C7:1='Y:: C -- CC.)hl'T'a:hll.!I:c:, H - NI: WS'T•ORI=I, P - PRINT, S - STOP as'e' ' I yyt � - i }t�• +� t .., r fat `� I yya��'i'.ire R...d. �5�`'�•*� t."S � J y ti K .. .. • .. 14 C)l..lT f-L.OW kt.)U'1'1hIE: I u , G, >r SPE*CII- Cd :: 11-pa l:I't::I'f:i.:Lr�namc:�C; .ex-L—1 O1= ROUTING DATA C.)riitl I):I:S1='LAY . LJ ('a hlG DATA (Y czar hl) RC)UTING DATA: STAGE(FT) DI SC:1.•IAh :' (CFS) STORAGE(ClJ—F'T') PERM 'EA(SCT FT) .00 . r t . .0 .O . 50 4:1.36 :12650.0 .O . i:.# 1 .00 b.t3b 25611.0 .0 �hz� �4 5 313896.0 .2.00 ' 16.98 52509.0 :'U. 1 1:3 66454.0 -0 S „ F #-V4 ERAGE PERITI—RATE: .0 MINUTESTER [d:][pa t h j f i l en<ame C.E x t] OF C F'U ED HYDROGRAPH: newhy^ Y , rf S kR J• INFLOW/OUTFLOW ANALYSIS: - it; ;'A PEAK-INFLOW(CFS) 1=EAK-OUTFLOW CFS) 0 FLOW-VOL(CU-FT) 12.14 6.70 215186 INITIAL-STAGE(FT) T IVIE:•-(JF-F' AK(f-IRS) PEAK-S AGE-ELEV(FT) 24.50 e. 0 ;7- 5.46 PEAK STORAGE: 24570 CL FT ENTER Ed.][pa-th3filename .ext] FOR STORAGE OF COMPUT HYDROGRAPHi rcka2e SPECIFY: C - CONTINUE N - FIEWJOB, P - PRINT, S STOP, R REVISE -' +, �x ENTER [d:][path]•fi ename[ .ext] OF COMPUTED HYDROGRAPH: } `•.��'�� `� : � �+;` n ew by l0 •{: � , qty: ,' INFLOW/OUTFLOW NALYSIS: PEAK-INFLO CFS) PEAK-OUTFLOW(CFS) OUTFMLOW,.VOL'(CU-FT) 18.7 11.6 5 - fit 33210b�• *40 ­A;- INITIAL STAGE(FT) TIME-OF-PEAK(HRS) PEAK-STAGE-ELEV(FT�,` r r Irt y , r t rF PEAK TORAGE: 38160 CU-FT _ ,, r Title Sheet No. of By / / Chk. / / Job No. SSOE, Inc. 3015 112th Avenue, N.E., Suite 101 Bellevue, Washington 98004 Fax 206-827-8412 • 206-827-2950 77t) W VOA;Vt� a ' a9� - Gv 7 /D - /-,Z-- I?r-L • . c�(iGGlJL6�, FX64 1 � SIP NCO D $ k-,ro 25 7�t� /0 'y^ B A C K W A T 6 R C A L C U L A T I 0 N S H E E T C 7C (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20) M z Bar Eric- Entr Entr Exit Outlt Inlet Appr Bend Junc A Pipe Outlt Inlet Barrel Barrl Val TW tion HCL Head Head Contr Contr Val Head Head HW w Segment Q Lngth Pipe "n" Elev Elev Area Val Head Elev Loss Elev Loss Loss Elev Elev Head Loss Loss Elev i' n CB to CB ofa) (ft) Size Value (ft) (ft) (sgft) (fps) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) O 9(►T p ,g q � 3o' ,olj 21,m 2� ,91 2,Yp 09 23.E &1 23,"17 ,o5 ,0 23.11 22.9'1 3.8 z i� Ioikt 11, 30 .oi V-25 / 2,y "09 23,97 ,ol 23.% .t5 ,c;) 2 ,0 2?,76P o 0 o > a y n x c z Q O � Z O c z N A > OC 2-- 2 Q z 3 z c > r C' N � t Title 1 '�+d"�.. Sheet No. of By 12,/2� / �� Chk. / / Job No. SSOE, Inc. • 3015 112th Avenue, N.E., Suite 101 • Bellevue, Washington 98004 • Fax 2 6-827-8412 • 206-827-2950 oo CA, � U 67. A Gig 224 Title y � ,j � Sheet No. of By , ]" Z/ I,/ Chk. / / Job No. G SSOE, Inc. 3015 112th Avenue, N.E., Suite 101 • Bellevue, Washington 98004 Fax 206-827-8412 206-827-2950 -F. �4 2 = 3, Llz 5, 2 2 Q yp,or 7. A 'L43 DIA i 1 4. :2Z$ Title K � � Sheet No. of BY /Z/Z/ / Chk. / / Job No. • SSOE, Inc. • 3015 112th Avenue, N.E., Suite 101 • Bellevue, Washington 98004 • Fax 206-827-8412 • 206-827-2950 C76 ch- 4 fvj- dY sc"z, ��� Q� Qi►�d � �Pam, Q-ra-� 0 0 0 0 o 2.o 8 98 2,43 /7&o 2, 5 /D,8� 226 Title „ 1 eMbWSheet No. of Jill 1gY �/V / 1 / hk. / / Job No.G13B K-p�� SSOE, Inc. • 3015 112th Avenue, N.E., Suite 101 • Bellevue, Washington 98004 Fax 206-827-8412 206-827-2950 Y;fe /eq-V j;e'� "aAe��' 2 741 ez 227 Title t`w Q Sheet No. of By — „ / / / Chk. / / Job N SSOE, Inc. • 3015 112th Avenue, N.E., Suite 101 Bellevue, Washington 98004 • Fax 206-827-8412 206-827-2950 his h Tpj 1•5 �,�� 3,52 a �a,3�' ,�� O 2,0 � q1 /514:28 now p 2 ,S q,Y5 zc� ,09 3,23 11.2' note- OO rw4i=. C F I c.1 .5 228 Title g.,A) Sheet No. of gy 12 / / / 9/ 1 Chk. / / Job No. 515D// SSOE, Inc. • 3015 112th Avenue, N.E., Suite 101 • Bellevue, Washington 98004 Fax 206-827-8412 206-827-2950 aev > � voL0XF, OUT o O 25, oar p � 12, �e5o 2560o y. 8�v 25) 2��2 {- 1P.�6 2,a 5Z soq 2 5s� � � 7 2,c5 �(Oj 4+ 19'27 D �,Prff o DYr ff-/V Fff 6�/rl/c fie 229 ENTER OPTION: 3 RESERVOIR ROUTING INFLOW/OUTFLOW ROUTINE SPECIFY [d: ] [path]filename[ .ext] OF ROUTING DATA orifl DISPLAY ROUTING DATA (Y or N)? y ROUTING DATA: STAGE( FT ) DISCHARGE(CFS) STORAGE(CU-FT) PERM-AREA( SQ-FT) .00 .00 .0 . 0 . 50 4.86 12650.0 . 0 1 .00 6.86 25611.0 .0 1 . 50 11 . 93 38896.0 '0 ? _00 16. 98 52509.0 .0 2.50 20 . 18 66454.0 . 0 AVERAGE PERM-RATE: .0 MINUTES/INCH ENTER [d: ] [path]filename[ .ext] OF COMPUTED HYDROGRAPH: newhy2 INFLOW/OUTFLOW ANALYSIS: 2 PEAK-INFLOW(CFS) PEAK-OUTFLOW( CFS) OUTFLOW-VOL(CU-FT) 12. 14 6.70 &A5 � ry 215186 INITIAL-STAGE( FT) TIME-OF-PEAK(HRSS) PEAK-STAGE-ELEV(FT 24.25 8 .50 25.21 -7 R PEAK STORAGE: 24570 CU-FT 16ctqlF�cL� ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: rte2 SPECIFY: C - CONTINUE, N - NEWJOB, P - PRINT, S - STOP, R - REVISE P INFLOW/OUTFLOW DATA PRINT-OUT: T(HRS) QI (CFS) QO(CFS) EL(FT) T(HRS) QI (CFS) QO(CFS) EL(FT) .00 .00 .00 24.25 14.33 2.40 2.51 - 24.51 . 17 .00 .00 24.25 14.50 2.40 2.49 24.51 .33 .00 .00 24. 25 14.67 2.34 2. 46 24.50 .50 .00 .00 24.25 14.83 2.26 2.43 24.50 . 67 .00 .00 24.25 15.00 2.21 2.39 24.50 .83 .01 .00 24.25 15. 17 2. 17 2.35 24.49 1.00 .04 .01 24.25 15.33 2. 15 2.31 24.49 1. 17 .09 .02 24.25 15.50 2. 13 2.27 24.48 1.33 . 15 .04 24.25 15.67 2. 13 2.24 24.48 1.50 .22 .07 24.26 15.83 2. 12 2.22 24.48 1.67 .30 . 11 24.26 16.00 2. 12 2.20 24.48 1.83 .41 . 16 24.27 16. 17 2. 12 2. 18 24.47 2.00 .50 .22 24.27 16.33 2. 12 2. 17 24.47 2. 17 .59 .29 24.28 16.50 2. 12 2. 16 24.47 2.33 .67 .36 24.29 16. 67 2.04 2. 14 24.47 2.50 .75 .43 24.29 16.83 1.92 2. 11 24.47 2.67 .85 .51 24.30 17.00 1.84 2.06 24.46 2.83 .97 .59 24.31 17. 17 1.79 2.01 24.46 3.00 1.07 .68 24.32 17.33 1.76 1.96 24.45 N T lzvmmnMMM C•OMMMMMMMMMMM (') MMMto(Y) m 0MMM ('OMMMMc'ON -4mCD V' C\l 0m0003t- t- WCD (D (0wU,) LOtntntnLOtnU,) tnLOLC T V' "Cr V' V' V' V' V' v' V' It d' V -T V '7 V"7' V' V' V' V' V' V' IT V' V' M M M M M N N N N N N N N N N N N N N N N N N N N CN 7444 V'. 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T V' V' V' V' V' V' V' `r V' V' V' 'V' V' V' V' V' V' V' IV V V' V' V' V' to 0 Lo Lo 0 Lo Lo tr7 0 to v V' V' v' V' V' V' V' V' V' V' v' V' V' V' V' V' V' V' V' V' C V' V' V' V' V' 'G V N N N N N N N '_3 N N N N N N N N N N N N Cl C`I CV (A C`1 N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N D 0VNr-1ri0m [I• gI0 (DCDCO (0to (000 (n1-4r-4M0r-1L� (nt- mrJ' [- Mm0m00 [,- mmr-1Mt`- rAt- vt.- mM1-4N (D0Nmw -4 (DNOC.- 0 00t- Nt.- N Omo AN (T) mv w wL.- 0 (Por- C\jM 'IT (.0 030 (A V' C- CAG) LP, 0 -V (Dt- M (DC' N000t�- t17MN0 (j) [� V' N000 (Dtnt7' MNN -4 -40Cn00C0 [- (DCDtl) Lf . . . . r1 r-4 -4 .-I -4 -A r1 .-1 A -4 -1 N N N C\l N C\l N C I M Cr) M M IT V to cD 10 (D W c) (O (D CD (D LO to LI) LO LP LO V' v' V v' v' M M M M M M M M CO CO N N N N N N N 0 0m0) Nr1G) (DM -T 0 cq -4 G) flo (A (D (AG) t- V' M [- CT) OCOCDM -1VCL r-4NNNr4Mtnr4tnLnCnLf) MNr-40r-1 (T) r- (DMr-4000ACY) 0) Q) -4CF) Nt` V' C\l r-40C \7 N M LO (D (0 t- 00 1_.t r-1 CA M M V Lr) CC) Cr) (D r-I V' OO r-1 L- M Cn N r1 rj) M rJ) 0 -4 Cl (D N 0 CO L-- W (D CD W (D LO (T) r-4 -4 0 00 o O U) (7) 0) 00 t- if) tf) V V V I1 V N . I . . . . . . . . . . . . . . . . -Ir-1r-Ir-Ir-A -1r-lr-1 4NNNClNNNN C\l MMMMI-TIt0 (00N0m t.- cDtn V' V' V' MMMMMMMMMMMMMMMMNNNNNNNNNNNNC O O t-- M o L-- M O r - M o t- M O L- M O <- M o C• M O t- C', O C`--M O t- M O t` M O t- Mot`- M O t- M O t` M O t- M O t- M O N M O t- co O tom- M O t- M 0 t` hLocD00or-1MLn z.? 000rAMLoC0r>70r-4MLn10030 r+ MLL7 (D (00 r-4MLncD03o --4MLf) (D000r-4MLn (D000r-1MLo (D000r-4MLo (D000 .-4MLo (D000 � � MMM V' V' V' V V' V' LnLn LO, to LO, 0 (0* W, 1.O10' (D, Dc- [- [- t-- [,- [� X] a7M CO, MaOrj) m � 0), 9) 0) 000000r4r1rA -4* -4 r-1NNN03NN (") MMcO (0c0 V -4 r-4 .--I -4 r--4 -4 .-1 .-4 .4 rq r-4 r4 -4 r-4 r 4 r 4 r 4 r SPECIFY: C - CONTINUE, N - NEWJOB, P - PRINT, S - STOP, R - REVISE c ENTER [d: ] [path]filename[ _ext] �OF COMPUTED HYDROGRAPH: newhyl0 /v �f�, INFLOW/OUTFLOW(/ANALYSIS: PEAK-INFLOW(CFS) PEAK-OUTFLOW(CFS) OUTFLOW-VOL(CU-FT) 18.74 11. �K���s�!Sl 332106 INITIAL-STAGE( FT) TIME-OF-PEAK(�RS) PEAK-STAGE-ELEV(FT 24. 25 8 . 33 25.72 < S, S otRt�lcF_� PEAK STORAGE: 38160 CU-FT ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDP.OGRAPH: rte10 SPECIFY: C - CONTINUE, N - NEWJOB, P - PRINT, S - STOP, R - REVISE P INFLOW/OUTFLOW DATA PRINT-OUT: T( HRS) QI ( CFS ) QO(CFS) EL( FT) T(HRS) QI (CFS ) Q0( CFEE EL( FT) .00 .00 .00 24 . 25 14.50 3. 58 3.81 24. 64 . 17 .00 .00 24. 25 14. 67 3. 50 3.76 24. 64 . 33 . 00 .00 24. 25 14.83 3.38 3. 69 24.63 _ 50 .00 .00 24.25 15 .00 3. 29 3. 62 24. 62 67 04 .00 24. 25 15 . 17 3. 24 3.55 24. 61 83 . 13 _02 24.25 15 . 33 3.21 3.48 24.61 1 .00 .24 .05 24. 26 15. 50 3. 18 3.42 24. 60 1. 17 . 37 . 11 24.26 15 . 67 3. 17 3.37 24.60 1.33 .49 . 17 24. 27 15 .83 3. 16 3.33 24.59 1 .50 . 61 . 25 24.28 16.00 3. 16 3.29 24.59 1 . 67 .77 . 34 24.29 16. 17 3. 15 3.26 24.59 1 .83 .95 . 45 24.30 16.33 3. 15 3.24 24.58 2.00 l. 11 .57 24.31 16.50 3. 15 3.22 24.58 2. 17 1 .24 .69 24.32 16.67 3.04 3.24 24. 5 2.33 1. 36 .82 24. 33 16.83 2.86 3. 14 24.57 2.50 1. 46 .94 24.35 17.00 2.74 3.07 24.57 2.67 1. 61 1 .06 24. 36 17 . 17 2.67 3.00 24.56 2.83 1.80 1 .20 24. 37 17.33 2. 62 2.92 24.55 3.00 1 .95 1. 34 24.39 17 .50 2.58 2.86 24.54 3. 17 2.07 1.48 24.40 17. 67 2.56 2.80 24.54 3.33 2. 18 1. 61 24. 42 17.83 2.55 2.75 24.53 3.50 2.27 1.74 24.43 18.00 2.54 2.71 24.53 3. 67 2.43 1.86 24.44 18. 17 2.54 2.67 24.52 3.83 2. 64 2.00 24.46 18. 33 2.53 2.64 24.52 4.00 2.80 2. 15 24.47 18.50 2. 53 2.62 24.52 4. 17 2.92 2.30 24.49 18.67 2.53 2.60 24.52 4.33 3.03 2. 44 24.50 18.83 2.53 2.59 24.52 4.50 3. 12 2.57 24.51 19.00 2.53 2.57 24.51 4.67 3.30 2.70 24.53 19. 17 2.53 2.57 24.51 4.83 3.54 2.85 24.54 19.33 2.53 2.56 24.51 5.00 3.71 3.01 24.56 19.50 2.53 2.55 24.51 5. 17 3.85 3. 17 24.58 19.67 2.53 2.55 24.51 5.33 3.96 3.32 24.59 19.83 2.53 2.54 24.51 5.50 4.04 3.46 24.61 20.00 2.53 2.54 24.51 5.67 4.23 3.60 24.62 20. 17 2.53 2.54 24.51 5.83 4.50 3.76 24.64 20.33 2.53 2.54 24.51 6.00 4.68 3.93 24.65 20.50 2.53 2.54 24.51 6. 17 4.82 4. 10 24.67 20.67 2.53 2.53 24.51 2 _.. r)A cza 9n R.q 2.54 2.53 --2A-g5-1- 6.50 5.02 4. 41 24. 70 21.00 2.54 2.54 24.51 6.67 5.46 4. 58 24.72 21 . 17 2.54 2.54 24.51 6.83 6. 15 4.83 24.75 21.33 2.54 2.54 24.51 7 .00 6.62 4.99 24.78 21.50 2.54 2.54 24.51 7. 17 7.40 5. 16 24.83 21. 67 2 .54 2.54 24.51 7. 33 8.40 5. 41 24.89 21 .83 2. 54 2.54 24.51 7. 50 10.70 5.77 24.98 22 .00 2.54 2 .54 24.51 7 . 67 15.95 6. 44 25 . 15 22. 17 2. 54 2.54 24.51 7.83 18.74 8. 13 25.38 22. 33 2 . 54 2.54 24.51 8 .00 16.90 10 . 12 25. 57 22.50 2. 54 2.54 24. 51 8 . 17 14.30 11 .25 25. 68 22. 67 2 . 54 2.54 24.51 8.33 12 . 14 11. 65 25 .72 22. 83 2. 54 2. 54 24.51 8.50 10.73 11. 61 25.72 23.00 2 . 54 2 .54 24.51 8. 67 9 . 34 11. 28 25. 69 23. 17 2 . 54 2 . 54 24.51 8. 83 7.95 10. 74 25 . 63 23. 33 2 . 54 2. 54 24. 51 9.00 7.05 10.08 25 . 57 23.50 2.54 2 . 54 24.51 9 . 17 6. 46 9. 39 25 . 50 23. 67 2. 54 2. 54 24 . 51 9. 33 6.08 8 .75 25 . 44 23. 83 2. 54 2 .54 24. 51 9. 50 5 .34 8 . 18 25 . 38 24.00 2. 10 2. 49 24.51 9. 67 5 . 68 7 . 68 25. 33 24. 17 1 . 37 2. 34 24. 49 9 .83 5 . 58 7 . 26 25 .29 24. 33 . 00 2 . 00 24. 4E 10.00 5 . 52 6.91 25 . 25 24. 50 .00 1 . 58 24. 41 10. 17 5 . 48 6.7E 25 . 22 24. 67 .00 1 .26 24. 38 10 . 33 5 . 46 6. 64 25 . 20 24 .83 .00 1 .00 24. 35 10.50 5 . 45 6. 54 25 . 1725 .00 . 00 .79 24. 33 10. 67 5 . 27 6. 43 25 . 14 25 . 17 _00 . 63 24. 31 10.83 4.99 6. 32 25 . 11 25 . 33 . 00 .50 24. 30 11.00 4. 80 6. 19 25 .08 25 .50 .00 . 39 24.29 11. 17 4. 68 6. 06 25.05 25 . 67 . 00 . 31 24.28 11.33 4. 61 5 . 94 25 .02 25 . 83 .00 . 25 24. 28 11.50 4.56 5.82 24.99 26.00 .00 . 20 24.27 11. 67 4.53 5.71 24.96 26. 17 .00 . 16 24.27 11.83 4.51 5. 60 24.94 26. 33 .00 . 12 24. 26 12.00 4.50 5.50 24.91 26. 50 .00 . 10 24.26 12. 17 4. 49 5 . 41 24. 89 26. 67 .00 .08 24.26 12.33 4. 49 5. 33 24. 87 26.83 .00 .06 24.26 12.50 4.49 5.26 24.85 27.00 .00 .05 24. 26 12.67 4.33 5 . 18 24.83 27 . 17 .00 .04 24.25 12.83 4.06 5. 10 24.81 27 . 33 .00 .03 24.25 13.00 3.88 5. 00 24.78 27 .50 .00 .02 24.25 13. 17 3.77 4.89 24.76 27. 67 .00 .02 24.25 13.33 3.70 4.70 24.73 27.83 .00 .02 24.25 13.50 3. 65 4. 49 24.71 28.00 .00 .01 24. 25 13.67 3. 62 4.31 24. 69 28. 17 .00 .01 24. 25 13.83 3.60 4. 16 24. 68 28.33 .00 .01 24.25 14.00 3.59 4.05 24. 67 28.50 .00 .01 24.25 14. 17 3.58 3.95 24. 66 28.67 .00 .00 24.25 14.33 3.58 3.87 24. 65 28.83 .00 .00 24.25 SPECIFY: C - CONTINUE, N - NEWJOB, P - PRINT, S - STOP, R - REVISE c ENTER [d: ) [path]filename[ .ext] OF COMPUTED HYDROGRAPH: newhy100 �� dr� JI&- er•Ly��� INFLOW/OUTFLOW A�I'ALYSIS: PEAK-INFLOW(CFS) PEAK-OUTFLOW(CFS) OUTFLOW-VOL(CU-FT) 26. 13 17. 10 464084 INITIAL-STAGE(FT) TIME-OF-PEAK(HRS) PEAK-STAGE-ELEV(FT) 24.25 8.33 26.27 PEAK STORAGE: * 53040 GU-FT 2�y: rte100 SPECIFY: C - CONTINUE, N - NEWJOB, P - PRINT, S - STOP, R - REVISE P INFLOW/OUTFLOW DATA PRINT-OUT: T(HRS) QI (CFS) QO(CFS) EL(FT) T(HRS) QI (CFS) QO(CFS) EL(FT) _00 . 00 _00 24. 25 14. 67 4.78 5 . 52 24. 91 _ 17 _00 .00 24. 25 14.83 4. 61 5 . 45 24.90 _ 33 .01 .00 24.25 15. 00 4 . 50 5 . 37 24.88 . 50 .07 .01 24. 25 15 . 17 4. 42 5 . 29 24.86 . 67 . 21 . 04 24. 25 15 . 33 4. 38 5 . 21 24.84 . 83 . 40 .09 24.26 15 . 50 4. 35 5 . 13 24.82 1 .00 . 60 . 18 24. 27 15. 67 4. 33 5 . 06 24.80 1 . 17 . 80 . 28 24. 28 15 . 33 4 . 31 5 . 00 24. 73 1 . 33 .99 . 41 24. 29 16.00 4. 31 4. 94 24.77 1 . 50 1. 16 . 55 24. 31 16. 17 4. 30 4.88 24.76 1 . 67 1 . 38 . 70 24. 32 16 . 33 4. 30 4. 79 24.74 1 . 83 1 . 64 . 87 24. 34 16. 50 4. 30 4. 69 24.73 2 .00 i . 86 1 . 05 24. 36 16. 67 4. 15 4.59 24. 72 2 . 17 2. 04 1 . 23 24. 38 16. 83 3.90 4. 48 24.71 . 33 2. 19 1 . 42 24. 40 17 .00 3. 74 4 . 34 24.70 2. 50 2 . 32 1 . 59 24. 41 17 . 17 3. 64 4. 21 24. 68 2 . 67 2. 54 1 . 76 24. 43 17 . 33 3. 57 4. 08 24. 67 2.83 2. 81 1 . 95 24. 45 17 .50 3. 52 3.97 24. 66 3. 00 3.03 2. 15 24 . 47 17 . 67 3. 49 3.87 24. 65 3. 17 3 . 21 2 . 35 24. 49 17 . 83 3. 48 3. 79 24. 64 3. 33 3. 36 2 . 54 24. 51 18 .00 3. 46 3.73 24. 63 3. 50 3. 49 2.73 24. 53 18 . 17 3. 46 3. 67 24. 63 3. 67 3.71 2 . 91 24.55 18.33 3.45 3.63 24. 62 3.83 4.00 3. 10 24. 57 18 .50 3. 45 3. 59 24. 62 4.00 4 . 21 3. 31 24.59 18 . 67 3. 45 3.56 24. 62 4. 17 4. 38 3. 51 24. 61 18 .83 3. 45 3. 54 24. 61 4. 33 4. 51 3. 71 24. 63 19.00 3.45 3. 52 24. 61 4.50 4. 63 3.88 24.65 19. 17 3. 45 3. 51 24.61 4. 67 4.87 4.06 24. 67 19. 33 3. 45 3.49 24.61 4.83 5 . 19 4.26 24. 69 19.50 3. 45 3.48 24.61 5 .00 5. 43 4. 48 24.71 19. 67 3. 45 3. 48 24.61 5 . 17 5. 61 4. 69 24.73 19.83 3.45 3. 47 24.61 5. 33 5 .75 4. 88 24.75 20.00 3. 45 3.47 24. 61 5 . 50 5 . 85 4.96 24.77 20. 17 3. 45 3. 46 24. 61 5 . 67 6. 11 5.05 24.80 20. 33 3. 45 3.46 24.61 5.83 6.47 5. 16 24.82 20.50 3.45 3.46 24.61 6.00 6.72 5. 29 24.86 20.67 3.45 3.46 24.61 6. 17 6. 91 5 . 42 24. 89 20.83 3.45 3.46 24.61 6.33 7.04 5 .56 24.92 21.00 3.45 3. 45 24.61 6.50 7. 15 5. 69 24.96 21 . 17 3. 45 3. 45 24.61 6.67 7 .76 5.85 25.00 21 .33 3.45 3. 45 24.61 6.83 8.72 6.06 25.05 21.50 3.45 3. 45 24.61 7 .00 9. 36 6. 33 25. 12 21.67 3.45 3.45 24.61 7 . 17 10 .45 6.64 25.20 21.83 3.45 3.45 24.61 7 .33 11.82 7 .28 25.29 22.00 3.45 3.45 24.61 7.50 15.02 8.54 25.42 22. 17 3.45 3.45 24.61 7. 67 22.29 10. 62 25.62 22.33 3.45 3.45 24.61 7.83 26. 13 13. 37 25.89 22.50 3. 45 3.45 24.60 8.00 23.52 15. 67 26. 12 22.67 3.46 3.45 24.61 8. 17 19.87 16.87 26.24 22.83 3.46 3.45 24.61 8.33 16.84 17 . 10 26.27 23.00 3.46 3.45 24.61 8.50 14.87 16.92 26.24 23. 17 3.46 3.46 24.61 8.67 12.93 16. 32 26. 18 23.33 3.46 3.46 24.61 8.83 10.99 15.44 26. 10 23.50 3.46 3.46 24.61 2? 9.00 9.74 14.43 26.00 23.67 3.46 3.46 24.61 0 17 A 09 11 Al 9A 9n 23.83 3.46 3.48 24.61 c(� N 10CnNN CDd' NrI (7lC000L— l— UOCDCD0UD00U) 000U) 00If) 0U) oU7d' tf' V) m0 (r mNNNNNNNNNNNNN (11NC,) C1] C] CIA Cl] NN N N N N N N N N N N N N N N N CV N N N N N CA N N N C-] C] N N N N W U) F-H ONCO .-4 (D00U) 00IT (r) 1)' t— � cl- m -4oO � LE) 'IT m (nNN .-+ OO -al`- * Itscr) 0m (D 0 14, mNN —4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Wa r) N N *-a .-] .--I I U) c>~ x - a O I~ nOo0000000000000000000000000000 a 30 0000000000000000000000000000000 o v •N � C� H •rI a > I D Q U) a t7 4-) o - (got- mot- Coot` no �- (nor- not- Mot- (Y) ot- not- (Y) oL- 114 I~ Q 0 (4 -IP") tnCD CC) 0 •- MLo (Da00 MU) COco -IC') tf) (D000 -4Cr) tnUD000 2 O Q) ON 124 V N N N N N N N N N Lo N N N N N N N N N CA N CIA C] CA CA CA C) CI N CA N a z W R, r i 12L4 ro i Ems+ ro w •� H 3 EE-+ a E � (n z ?+ o ?p z a W aa)) O > OxHEW-H W N r 00 (Y) G) U) N O C- d' N 0) t-- CD ')' (r) r-i O 9) ID Co Cn .-A C0 UD cn r-4 (3) C— tf) Cn PQ Ca 4-) a L=+ D ::) =) Q U) O Hw H � (DU) U) d' d' ql ;T () CT) CONNNNNNNr-q r-I -I i -A0000Cn Cr) 9) (3) O ro (a z W 00121 < �-7 <4A " (naa r 04PX n0c ) Lo00U) U) U) 00tf) U) U) U) 0U) 0 � U) U) 000000 r)' 1q' � 'I 3 H3 � NNNNN NNNNNNNNNNNN CIA NNCV NC1NCAC) C\1 CIA NcV N Z z a) 1 1 1 1 1 1 1 1 1 1 O rt1 rIN0ICVUOCDt- mm0 I U 4-I s4 Z) Ln . + aoLno --ILnW0O p0Mr-+ NCDr-I (D ,-IcDrnrnrnrnCO0) (3) (nLnrn z c� � :DOONCDN (AUD (') 0coU n0cj) OOt- t- (,D (OU) V' MCAr-4OG) CrJ03 t-- CDC coz H -I0 0 m m CD m m mt— t— N [— CD UD CD w (D (D CD (0 (D UD (D rD 0 00 0 ff) 0 W x z H H z Dcr) m0 It' tI MNNO000000.. cP. -' (.11U) 1-410CDmU) n) -- C) 0) J) O � CO (D (DU) U) 14 Nr3LC) V Cr) I NC•] - I .� . I - � U) cn ' { O � r� Q) � QIrA U nt- t- <` C`- t- t- t- CDCDCDUD (DUD (DCDCDCDIDU") 00. U) 0 -V IT IT d' -' -f '7' 1 z O (, H H a � o 0C- cr) 0t-- 00t- (') 0ff mot- m (1) t- (') 0t- n0 � (1) (D C) 0t` Cn ^ n (D00o m0 (Dr13o •-I (r) 0Ccca0 n) U) DmO � ('r) U) crlcri0 (nu) a U W J) CI) m O o o O O O r I r i r I r I . I r 1 N CV CA C1 N C 7 CT) Cn (T) (n (') cn IT IT W H .--I r-4 r-i r-I �l r-I .--I .a r-i .--4 A r 4 .-I r 4 r --4 . 4 1-1 r-i n D) W • • s 6 KING COUNTY DEPARTMENT OF PUBLIC WORKS Surface Water Management Division HYDROGRAPH PROGRAMS Version 4.20 1 - INFO OH T�IS PROGRAM ' 2 - SBUHYD 3 - ROUTE 4 - RUUTE2 5 - ADDHYD 6 - BASEFLUW / - PLOTHYD A - OAT(.*, RDFAC 1� - RETURN 7� �)US ENTER UP ! TON:: 3 RESEFOVOIR R0UTlH6 lNFL0W/OUTFLOW ROUTINE' ��� SPECIF7 [d : ][Path]fi1ename[ .exU OF ROUTING DATA orz�2 DISPLAY ROUTING DATA (Y or H)? y ROUTING DATA: STAGE(FT ) DISCHARGE(CFS) STORAGE(CU-FT) PERM-AREA(SO-FT ) .00 .00 . 50 4.86 12650.0 .0 1 .0O 6.86 25611 .O ,0 1 .30 10.38 38896.0 .O 2.00 15.68 52509.0 .0 2. 50 19.27 66454.0 .0 AVERAGE PERM-RATE: .0 MINUTES/INCH ENTER [d0[pa lenam [ xt] OF H D P newhv100 ev�n����� , ° ~~ INFLOW/OUTFLOW ANALYSIS: PEAK-INFLOW(CFS) PEAK-OUTFLOW(CFS) OUTFLOW-VOL(CU-FT) 26. 13 16.48 464084 INITIAL-STAGE(FT) TIME-OF-PEAK(HRS) PEAK-STAGE-ELEV(FT) 24.25 8.33 26.36 PEAK STORAGE: 55600 CU-FT ENTER [d: ][path]ƒilename[ ,ext] FOR STORAGE OF COMPUTED HyDROGRApH: _ - k4w)00-2 - y SPECIFY: C - CONTINUE, N - NEWJOB, P - PRINT, S - STOP, R - REVISE p INFLOW/OUTFLOW DATA PRINT-OUT: QI (CFS) QO(CFS) EL(FT) T(HRS) QI (CFS) QO(CFS) EL(FT) .00 .00 .00 24.25 14.67 4.78 5. 56 24.93 . 17 .00 .00 24.25 14 .83 4.61 5.48 24.91 .33 .01 .00 24.25 15.00 4. 50 5.40 24.89 . 50 .07 .01 24.25 15. 17 4.42 5.32 24.86 .67 .21 .O4 24.25 15.33 4.38 5.24 24.84 .83 .40 .09 24.26 15. 50 4.35 5. 16 24.83 1 .00 '60 . 18 24.27 15.67 4 .33 5.09 24.81 1 . 17 .80 .28 24.28 15.83 4 .31 5.02 24'79 1 .33 .99 .41 24,29 16.00 4 '31 ' 4.96 24.77 1 . 50 1 ' A6 ' 55 24.31 16. 17 0,30 4 '90 24.76 1 '67 1 .38 .70 24'32 16.13 4'30 4'83 24.75 i .8J 1 .60 .87 24 .34 16. 50 4.30 4.72 24.74 2.00 1 .86 1 .05 24.36 16.67 4. 15 4 '62 24.72 2. 17 �'04 1 .23 24 .38 16.83 3.90 4.49 24.71 2 .33 2. 19 1 '42 24' 00 17'0) 3,74 4 ,35 24.70 2 .83 2.01 1 . 25 24 .45 17. 50 2 , 52 3.98 24 .66 �.Oz 2, i5 24.47 17." 7 2.49 1.0s 24,65 24.ay 17 W 3'48 3'30 24.64 2q' 51 18'n' '7.16 3.73 24,63 3 . 50 l,u9 2.73 2u. 53 18' 1l 5'46 3'67 24.63 3,67 3.71 2.91 24. 55 18.35 j.45 0.63 24.62 3.83 u'00 3' 10 24' 57 18' 50 3.45 3. 59 24'62 4,00 4.21 1.31 24. 59 18.67 1.45 3. 56 24.62 4 . 17 u.38 3. 51 24'61 18.8i 1.45 3,54 24'61 4.33 4. 51 3.71 24.63 19.00 3.45 3. 52 24'61 4. 50 4,03 3.88 24.o5 19- 17 3.45 3. 51 24.61 4.67 4.87 4.06 24.67 19.33 3.45 3.49 24.61 4.83 5. 19 4.26 24.69 19' 50 3.45 3.49 24.61 5.00 5.43 4.48 24.71 19. 67 3.45 3.48 24.61 5.17 5.61 4.69 24.73 19.83 3.45 3.47 24.61 5.33 5.75 4.88 24.75 20.00 3.45 3.47 24.61 5. 50 5.85 4.96 24.77 20. 17 3.45 3.46 24,61 5.67 6. 11 5.05 24.80 20.33 �.45 3.40 24.61 5.E3 6.47 5. 16 24.82 20. 50 3.45 3.46 24.61 6.00 6.72 5.29 24.86 20.67 3.45 3.46 24.61 6.17 6.91 5.42 24.89 20.83 3.45 3.46 24.61 6.33 7.04 5. 56 24.92 21 .00 3.45 3.45 24.61 6. 50 7. 15 5.69 24.96 21 . 17 3.45 3.45 24.61 6.67 7.76 5.85 25.00 21 .33 3.45 3.45 24.61 6.83 8.72 6.06 25.05 21 . 50 3.45 3.45 24.61 7.00 9.36 6.33 25. 12 21 .67 3.45 3.45 24.61 7.17 10.45 6.64 25.20 21 .83 3.45 3.45 24.61 7.33 11 .82 7. 16 25.28 22.00 3.45 3.45 24.61 7. 50 15.02 8.08 25.35 22.17 3.45 3.45 24.61 7.67 22.29 9.64 25.49 22.33 3.45 3.45 24.61 7.83 26. 13 ' 12.37 25.81 22. 50 3.45 3.45 24.60 8.00 23. 52 14.98 26. 16 22.67 3.46 3.45 24.61 8.17 19.87 16. 16 26.32 22.83 3.46 3.45 24.81 8'33 16'84 16.48 26'36 23.00 3.46 3.45 24.61 8.50 14'87 16'39 26'35 23. 17 3.46 3.46 24.61 8~67 12.93 16.03 26,30 23.33 3.46 3.46 24.81 8.83 10.99 15.34 26.21 23. 50 3.46 3.46 24.61 9.00 9.74 14.30 26.07 23.67 3.48 3.46 24.61 -'- 9.1�r 8.92 13.26 25.93 23.83 3.46 3.4624.61 . -- - - - - - -�� - - 9. 50 8.05 11 .44 25.69 24. 17 1 .86 3. 18 24. 58 9.67 7.83 10.71 25.59 24.33 .00 2.72 24. 53 9.83 7.69 10. 18 25. 53 24. 50 .00 2. 16 24.47 10.00 7.60 9.81 25. 50 24.67 .00 1 .71 24.43 10.17 7. 54 9.48 25.47 24.83 .00 1 .36 24.39 10.33 7. 51 9. 19 25.45 25.00 .00 1 .08 24.36 10. 50 7.49 8.94 25.43 25. 17 .00 .85 24.34 oil 10.67 7'24 8.71 25.41 25.33 .00 .68 24.32 10.83 6.85 8.46 25.39 25. 50 .00 . 54 24.31 11 .00 6, 59 8.21 25.36 25.67 .00 .43 24.29 11 . 17 6.42 7.96 25.34 25.83 .00 .34 24.28 11 .33 6.32 7.72 25.32 26.00 .00 .27 24.28 11 . 50 6.25 7. 51 25.31 26. 17 .00 .21 24.27 11 .67 6.20 7.32 25.29 26.33 .00 ' 17 24.27 11 .83 6' 18 7. 15 25.28 26. 50 ,OO . 13 24.26 12.00 0' 16 7.61 25.26 26'67 .00 ' 11 24.26 12. 17 6. 15 6.88 25.25 26.37 .00 ,OE 24.2�: 12.33 6. 15 6.81 25.24 27.00 .00 ' .Q7 12. 50 6. 10 6. 75 25.22 27. �7 .00 12.67 5'92 6 '69 25.21 27,01 .00 .O4 24,25 12.C3 1 ' 55 6A') 25 ' 19 27 . % . 00 .03 24.25 1-:1.31 6 . 50 25' 16 27.67 .00 . 03 24.A5 MAY 5. 16 6.39 25. 13 27.23 .0O ,Q2 Zu.25 u . 03 5 . �� .'5 .O2 .!8. �`� . �^' ../1 24.15 . Q1 V4,2'' 24,25 .Co Z4 .25 SFECIF,� r - CONTINUE, p - NEyJOB, P - PRINT` 3 - STOP. R - REVISE ' '2 38 Title !) Sheet No. of By Chk. / / Job No. SSOE, Inc. • 3015 112th Avenue, N.E., Suite 101 • Bellevue, Washington 98004 Fax 206-827-8412 206-827-2950 z Z/, z 239 Title Sheet No./ of By /Z 2V 7/ Chk. / / Job No. / . SSOE, Inc. • 3015 112th Avenue, N.E., Suite 101 Bellevue, Washington 98004 Fax 206-827-8412 • 206-827-2950 _ L,5.3� z i 3 21(5) Z,f� 2-2- 1 2-40 KENWORTH TRUCK PLANT RENTON, WASHINGTON V. PIPED CONVEYANCE CALCULATIONS TABLE E (:'(ahl''Jh:''(ANCE SYSTEM ANALYSIS AND SIZING l.JSa:NtG .7.k..1E RATIONAL I''lF::"Ck..OD j PAt..t..A R Kf::aNl!Jt:)RTH TRUCK PLANT T Rl:NT't:iN,r l,J>^t::il••J:1:1••lGTt:ak••k C)Ii::i:i:l:CaN STORM t.]R!'') R:.:-+ lE::r•"tR t::!rr-. 3«40 .I:l•.y„;:'1..kR„ L..(:11:;r''z.T•ION Ti3r"Yfi?:l:N F•IR1::A ial.IN T c :i.!'• Ir Or PIPE PE:: •T YP. ::il...(:1PE PIPE 1"•l.?LL.. (:•!i'•/(:•r..t: t„ L.. Tt 1::1=;01"1 i'l:.i Nl.)PilBE::R (.::+.c . ) C 1:::::1tA l.;:Jf:A (min . ) t r....7 s) ( in . ) n OfW WN (ft. ) (min . ) INLET (..T•-' k :• R:: 0.87 0.75 0.65 0.65 6.30 0.80 2.73,:? 1 .79 :1.2 0.012 7.44 10. 55 13.44 0. 17 9.81 is 0.03 , t.:.0<.I.R:. IrN 1.1..1. .1. 0.',?':>• 0.90 %08 0.73 6.33 0.80 2.73 2.00 0.012 0. 50 2.74 3.48 0.73 3.80 2 0..`..'''•J 1''1!••1:1.:1. !'I! J:1.'::) 2.00 0.012 50 2.74 4 ..q8 0.73,.. 3.80 250 1 . .J.';.i ,.;(.t.. .1.1''k1...1::: f CDT .. 0.93 0.75«'+ 0.62 0.62 6.30 0 .80 2. 13 1 .70 l.:,.. 0.012 9.33 11 .82 15.05 0. 14 10. 54 15 0.02 . ..\.: ;:.\ i'i i',\.i 0.90? 0.01 1 .21 6.13 0.20 2. 23 3 .36 15 0.012 0.80 \ .27 r.: 1 0. 54 5 , 18 .l l Q.''':.) ..'.? J 1 .57 8. 61 0.6o 2.23 4.39 15 0.012 0.40 4.40 3.62 0.99 4 0 .88 I �I ' 1 I'll-17 4.5T 15 0.012 0.40 1 :::44 .62 0.99 1. 11 217 ,.,.... a . 1 •LL . { ? ) o.as 0.78 0.68 .{ ' i . < i � . ( ), tl 2. 73 : « {; 12 !, 10.00. : 1 . .x 15. 58 0. 15 10.91 i' 1 , i. i, 1�.11..J k I� r..., �..< , :'il '.� ,. � ,. � .. .. ...., .. ... - ,. .. 0.612 10.00 12.21 ,. .�'+80. 17 11 .53 ,.,. ,. ,. 1.l' l...h:. ! (•:\ t y:ly..y,:: t ':'..'.! ,. 6. ;:::: 0 .10 2. 5 a. 14 ., .a':.' .. ,. ... .1 1 „ :0 ,;:> t .. 7.40 10 .77 0 . 52 . .. "J0 0.09 10 0.012 0.70 9. 54 5 ,40 0.72 5.37 .:'+,J .... W. 20 0 .66 0.40 1-57 10.0; Q� n7 1 . 03 7.a4 ,..:` 0.012 0.80 10.20 ,.. 78 0.75 6.25 124 ::.�:{,.. '.:l.• ,'? I.`,. ? .J `..):. ,' _ ,. W 4 .W J..J. ,. .. .. .. .. .!. is 1. 21 ..A 6 .01 1 .83 15.43 !... 0. 51 9 .91 ..:I. 0 1. .. ..,,..., ., . ., ......., .,. ,.. ,, .. , '�?,. .... 0.10 .. .... 0.25 6. 30- :i li ... . J 0.67 .!. "... 0.01 .......,�',:' .�„.i c.: ,,a.1. '.J.. ., 4.68 02 0 . .1.'':+ `,,. .I..:) 0.90 . .. .. 4,71 J..S. .. ...is 0. 55 1 , 07 2.81 12 0.012 1 .93 15.84 2.97 0. 56 ?.Z4 95 0 .. ... • 'XL� Cbls 11 0 . : 1 : . : r 0. 10 0 . 10 6.50 0.90 2.73 , : 0.29 i 0.012 1 .00 1 .31 3.76 0.22 : .� . it . .) I.,L{.1S t.:.1:;.1. B .12 0,.21 0.36 0..07 0. 17 6..20 0..00 2. 77 0.. 51 9 0..012 0..65 1 .r: 6 3..03 0..48 1.00 37 0..03 „� ,�; ,-.--. : ��� ;:;i� i i� it (• �i �. ( ( 9 - v t.,t<.I.i C t 1..:)::;.I.;r-t ,a,:) 004 0.40 ,: ,. „;:? ',).,.<.....) :a,. :),. <:?,. .. ,. R:. . :::> ), .:<7 :1.•: ). !.R.. J, ..'tt.+ a. ::) ,:;,.R: � )«,:;.) ;:i« )i1 ,.+,:) ..R:. .{ .- A J• ;{ 3 4 r' . 0 . ^ .).. �1.::4 i` , � `?.r♦.!'�: i,, .3('. 2 3 t., 1 :1 0 0..`.12 0..r� 8 :1. . 5 R•. 0.. '� 3.. ;)f i`',( (:;;.: :1.r r��t .:C. 'I.l ,). a.a. a. ::5:' .x: ,. J R:., ?«,:. .,:) ,Q . :::4`: .:)... CB17 CB16 13 0.09 r' 0.34 0.03 0.30 6.00 0.80 R.,... ,'i 0.90 12 0.012 0.45 2. 59 3.31 0.35 3.00 57 0.32 (.:B 1 6 JxJk..l28 14 0. 12 0.43 0.05 0.36 6.10 0.80 80 2. 73 1 .06 12 0.012 0.40 2.45 2. 12 0.43 3.00 241 1 .34 R:.\• M H,.'.* 1 .06 :1.2 0.012 0.40 2.45 3. 12 0.43"d:::i 3.00 122 0.68 IYII 1, (.)l.)T'I...li-T• 9.97 0.012 0.27 23. 14 4 .72 0.43 4.46 115 0.43 t C� 3� 3 � ? a C6naP�(9'� U`e f 1 t i f C:(alhlVE'` AI,I(.,E'. f:3YSTE.I'll AJA,�ld...`ff:3:!S PiND S1:Z:KI,IC3 l.J:i;Ti%I(:i 'T'IIEc: F,'PiT:I:C)I'`I('il... 11EKTFlOD ['I;(.J(;f<: J '!...Filtl'T /_ HT'(DIA., i...00.;r"i'T'a:Oill C:,f.",S hl FsF.,1:::r•'i ::;(.J!vl "C'::: :i r' ]:r t: TyF',. CH;I...C)F'I:i: I ':l:1 'I::: i t. i...l... C)I,-/(:)f „ I... T •1:. l::•f't(::"lYl T(a hdE.!I'`It::,4i::l; ( .+:::.: l !::: C.,ii<A (:;:<:r:a t:.iud.ri „ :i r: c.: t::.1 r. J.t, In Y ni J.ri 1.I`l l...l: t t.;.(::!..::: _;:.i:{ ' ,-4 4 :1.i:).. ,?,.' :l.::.. ,,..1 r:! G., r' 10 CI .r ., .r i..,'...' i.,' ' 'i.7 i.,i i..,+ i.`r ,.,;:.., ,.r., ,� i.., ,I '.,, i..t r:: 4{:i (:i r.:, ,d ':�i•; i•7 i 7r.) 1'ri J••i:l.:l. (''I I••!:!.'::i ,..,.,:}`'•! :!.:... '�7,.i::i:1..;.. ., ::''::�+ .,.... . .. . .. j::'':.::��.:+ ... ..{x:J. ......'':::' i. ,.'':'. „ :. „ 1 11••IA.4i !t!I'•1:, jr.'.1 !. .' :!.',... %r::l ;4;:{ ;7 :!. .'.':'..' :4. : i.;'.• ,.:1.1,. .l.l .....:... [ t.,t: : ,:> '.J.,is,:t i.!:, : ..:+ '...!,:•':?.<:: is:'., ....... .. ..,: <:. i) `:3:<.. ::i., . . i. , . ... .... i:? ':�:..... ..... ..... „;::{:<:: a.'_ i i,.+ i;),. :i.: a.+::::'„ . {:i .:':� i:'+.... lom::a i ;c7. (`� r"i �.t"'' i`r it•; '•r.: c: ,t i..,r � ,,.: :.., r i i'•�' i r '1 i' � A. .. . ...... ... ,..r:: .., r:' ..�• ,, r 7 .[ i•` :1.i i•7 ;t.l fiiA �' fir i'? ,. i r i i', .. ":'j": i"1 i�•7 i�l .! r��l i' i') i�l .t :.i11 ... I'rl I••i:� !. (:,,:.1 _ ��.., r r ,::,r:: r_ , ..i:; "' . . ,. ... ..(:'' .... ,. ,.i:'':1..,.. '::'„ :;,:? r:;,. ':' i ': .`•dj" .: ,.'::�,:! ,i.),. :,:.1::.. t.,Z:r;:i I. �.t:�.• :` '.J,. ',..L '...!., .. ..) .. ..'��'"' �i.. .1.'. .c:.n... „ 'J L., t:{ '.':.',.'...... ,. ..:3 /{:. .. :, .:'•�:� .. .. .. ... '..'.. :.I. ( I .. J J::<,.?{'? ,.) '_! '.J.. '>''1 '.):•.c..: l:',._...:+ i:?,. ..'•J '..'..i:{�:. ,�n .I .. r''. 0.!,. J.!..... .„.....J ,:)C:. I•rll"s<' ''is ',J. .1.,t rr . .. ..1. '� .. r 1. :.a�'} ';!. ;'i(:) .t» .. .:):» ,.is ):..<.. � ..,+,.i:i i:). (..,) '�J .L+:) t.:T.,:I.:� �.,A:S:1.;:3 .1..1 i.)..t::!:.+ f .! i'� i' <;) (�r ', (.5 ,,.I .i i. 0 `4 i) :), J.`:) ). :,',) i..c.3<» ;�. :i.,. :3 ) l',.Y :.> ) Rl. ..S :,I L '.1,1 1.w,, .! ., ' . .J% .J., ,. :,,. l 1. ,.is{.t.: ,:).. '.J ( ' , i . I . /{:.Y 1r. ar :J ,« . " ! r: i ! J 7 � i (.,ki.I., i-^s t.,Rl./ ,:)`•d 0.. .!..1. ,)..,:?7 4 ......, •::?,.,.. J )..,i a:. �i. .. . ,.{:3 rJ ... ,.G:..<':. .. .. �.: . .,i:> . ... .. .�» J, .J ::): J, ':),.::i.... ( j r. i ..(1,'.) rl ,.)() ,.)..•.")t,) fJ..•..3 i:: a r R ..S `4 t,./I. J f) J .1. » J . { j'•, •. ...;:!. .. ,),.+ .. I.`;' 1. , :1. > 1.;. :1.;:. '�4 .». '1,:+ .. 1.:. C). 'd{:) ;:). ) ► 1:1. I. I I1!i..f 3 L 7.. :1. » ) ''!:i >{.. i:. ,.,.;,) )..,:3 .. I'it E'"7 '3 111!`'' :? c;' {).. ': ") :A r i I'll Fi:' O I'T'I...!:....t. 11 ,.r-.16 ')f) ':) 0:1 2 :; 27 :, .; , :i. 1 72 0.. ::70 {:. , ... :I.:L a O..r:.J , t G 8 3(o 37 a1vu° ,� 4-' l it l ( • ( 4L I—I � KING COUNTY DEPARTMENT OF PUBLIC WORKS Surface Water Management Division BACKWATER ANALYSIS PROGRAM Version 4.20 ' 1 - INFO ON THIS PROGRAM 2 - BWCHAN 3 - BWPIPE 4 - BWCULV 5 - BWBOX 6 - DATA-FILE ROUTINES 7 - RETURN TO DOS ENTER OPTION 3 BACKWATER COMPUTER PROGRAM FOR PIPES --SPECIFY TYPE OF PIPE-DATA INPUT: K - KEYBOARD F - FILE F ENTER [d : ] [path]filename[ .ext] OF PIPE-DATA FILE LN1-25.DAT _______________________________________________________________________________ OUTFLOW CONDITIONS PIPE NO. 1 - TAILWATER DATA: 1 ) SPECIFY TYPE OF TAILWATER DATA INPUT: S - SINGLE TW-ELEV. F - TW/HW DATA FILE S 2) ENTER: TW-ELEV 26.00 _______________________________________________________________________________ INFLOW CONDITIONS PIPE NO. 11 - OVERFLOW DATA AND UPSTREAM VELOCITY DATA: 1 ) ENTER: OVERFLOW-ELEV, OVERFLOW-TYPE (NONE=0, BROAD-WEIR=1, SHARP-WEIR=2) 40,0 2) SPECIFY TYPE OF VELOCITY DATA INPUT: S - SINGLE VELOCITY UPSTREAM V - VARY VELOCITY ACCORDING TO V=Q/A 03) SPECIFY AN UPSTREAM CHANNEL WIDTH(ft) FOR COMPUTING A=HW*WIDTH 10 _______________________________________________________________________________ ENTERz gM%M, GMAX, GINCREn PRINT-OPTION (STANQARD=1, CONDENBED=2, EXPAMDED=3) 9~87n9~87v0n1 '1^1r PIPE NO. 1 : 115 LF - 30"CP @ .20% OUTLET: 24.61 INLET: 24.84 INTYP: JUNC NO. 1 : OVERFLOW-EL: 29. 50 BEND: 40 DEG DIA/WIDTH: 4.0 Q-RATIO: . 12 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI 9.87 1 .42 26.26 * .012 1 .05 1 .25 1 .39 1 .39 1 .31 1 .42 1 .26 PIPE NO. 2: 95 LF - 18"CP @ 1 .93% OUTLET: 26.75 INLET : 28. 58 INTYP: 5 JUNC NO. 2: OVERFLOW-EL: 31 .70 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: .07 Q(CFS) HW(FT) HW ELEV. N-FAC DC DN TW DO DE HWO HWI 3.81 1 .67 10.25 .012 1 . 15 .81 .00 .81 1 . 15 ** ** 1 .67 PIPE NO. 0. 81 LF - 18"CP @ 1 .83% OUTLET: 28 . 58 INLET: 30.06 INTYP: JUNC NO. OVERFLOW-EL: 04.80 BEND: 5 DEG DIA/WIDTH: 4.0 Q-RATIO: .07 Q(CFS) HW(FT ) HW ELEV. * N-FAC DC DN FW DO DE HWO HWI 8.21 1 . 58 31 .64 .012 1 . 12 .78 1 .67 1 .67 1 . 12 ***** 1 . 56 PIPE NO. 4: 124 LF - 18"CP @ .80 OUTLET: SO.06 INLET: 11 .05 INTYP: JUNC NO. 4 : OVERFLOW-EL: 75. 50 BEND: 30 DEG DIA/WIDTH: 4.0 Q-RATIO: . 11 Q(CFS) HW(FT) HW ELEV. N-FAC DC DN TW DO DE HWO HWI 7.64 1 . 58 72.63 * .012 1 .08 .98 1 . 58 1 . 58 1 .o8 1 . 5E PIPE NO. 5: 153 LF - 18"CP @ .70% OUTLET: 31 .05 INLET: 32. 12 INTYP: 5 JUNC NO. 5: OVERFLOW-EL: 39.00 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: . 57 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI 6.89 1 . 51 33.63 * .012 1 .02 .95 1 . 58 1 . 58 1 .02 ##** 1 . 51 PIPE NO. 6: 217 LF - 15"CP @ .40 OUTLET: 32.32 INLET: 33. 19 INTYP: 5 JUNC NO. 6: OVERFLOW-EL: 39.80 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: .0(-) Q(CFS) HW(FT) HW ELEV. N-FAC DC DN TW DO DE HWO HWI 4.39 1 .40 34. 59 .012 .85 1 .02 1 .31 1 .31 1 .30 1 .40 1 .16 PIPE NO. 7: 217 LF - 15"CP @ .40% OUTLET: 33. 19 INLET: 34.06 INTYP: JUNC NO. 7: OVERFLOW-EL: 39.30 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: 1. 19 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI 4.39 1 .71 35.77 * .012 .85 1 .02 1 .40 1 .40 1.39 1.71 1.38 .PIPE NO. 8: 250 LF - 12"CP @ .50% OUTLET: 34.26 INLET: 35.51 INTYP: 5 JUNC NO. 8: OVERFLOW-EL: 39.30 BEND: 90 DEG DIA/WIDTH: 4.0 Q-RATIO: .00 Q(CFS) HW(FT) HW ELEV. # N-FAC DC DN TW DO DE HWO HWI 2.00 1.09 36.60 * .012 .61 .64 1.51 1.51 .89 1.09 .95 30 J UNC NO. 9: OVERFLOW-EL: 39. 50 BEND: 90 DEG D I A/WIDTH: 4.0 G-FIAT I O: .0( Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI 2.00 1 .00 37.76 * .012 .61 .64 1 .09 1 .09 .66 1 .00 .95 1411 I PE NO. 10: 20 LF - 12"CP C . 50 OUTLET: 36.76 INLET: 36.86 I NTYP: 5 JUNC NO. 10: OVERFLOW-EL: 39.26 BEND: 90 DEG DIA/WIDTH: 4.0 D-RATIO: . 12 Q(CFS) HW(FT) HW ELEV. N-FAC DC DN TW DO DE HWO HWI 2.00 1 . 14 38.00 * .012 .61 .64 1 .00 1 .00 .95 1 . 14 .95 PIPE NO. 1i : 18 LF - 12"CP L 7.44% OUTLET: 36.86 INLET: 38.20 INTYP: Q(CFS) HW(FT) HW ELEV . N-FAC DC DN TW DO DE HWO HWI 1 .79 .81 59 .01 * .012 . 57 .28 1 . 14 1 . 14 . 57 .81 SPECIFY : R - REVISE, N - NEWJOB, F - FILE, S - STOP 3o44 Z lIve- yOE:-, k:I NG COUNTY DEPARTMENT OF PUBLIC WORk::S Surface Water Management Division BACR::WATER ANALYSIS PROGRAM Version 4.2(--) 1 - INFO ON THIS PROGRAM 2 - BWCHAN - BWPIPE 4 - BWCULV 5 - BWBOX 6 - DATA-FILE ROUTINES 7 - RETURN TO DOS ENTER OPTION BACk::WATER COMPUTER PROGRAM FOR PIPES SPECIFY TYPE OF PIPE-DATA INPUT: K - KEYBOARD F - FILE F ENTER [d: ] [path]filename[ .ext] OF PIPE-DATA FILE LN1-100.DAT ------------------------------------------------------------------------------- OUTFLOW CONDITIONS PIPE NO. 1 - TAILWATER DATA: 1 ) SPECIFY TYPE OF TAILWATER DATA INPUT: S - SINGLE TW-ELEV. F - TW/HW DATA FILE S 2) ENTER: TW-ELEV 26.39 ------------------------------------------------------------------------------- INFLOW CONDITIONS PIPE NO.11 - OVERFLOW DATA AND UPSTREAM VELOCITY DATA: 1 ) ENTER: OVERFLOW-ELEV, OVERFLOW-TYPE (NONE=O, BROAD-WEIR=1, SHARP-WEIR=2) 40,0 2) SPECIFY TYPE OF VELOCITY DATA INPUT: S - SINGLE VELOCITY UPSTREAM V - VARY VELOCITY ACCORDING TO V=Q/A 03) SPECIFY AN UPSTREAM CHANNEL WIDTH(ft) FOR COMPUTING A=HW*WIDTH 10 ------------------------------------------------------------------------------- ENTER: QMIN, QMAX , QINCRE, PRINT-OPTION (STANDARD=1, CONDENSED=2, EXPANDED=3) 11.46,11.46,0,1 1_30� PIPE NO. 1 : 115 LF - 30"CP @ .20% OUTLET: 24.61 INLET: 24.84 INTYP: 5 JUNC NO. 1 : OVERFLOW-EL: 30.00 BEND: 40 DEG DIA/WIDTH: 4.0 Q-RATIO: . 11 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI 410 11 . 46 1 .64 26.48 * .012 1 . 14 1 .37 1 .78 1 .78 1 .64 1 . 59 1 .31 PIPE NO. 2: 95 LF - 18"CP @ 1 .93% OUTLET: 26.75 INLET: 28. 58 INTYP: 5 JUNC NO. 2: OVERFLOW-EL: 32.20 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: .07 Q(CFS) HW(FT) HW ELEV. N-FAC DC DN TW DO DE HWO HWI 10.33 1 .9:= 30. 51 * .012 1 .24 .89 .00 .89 1 .24 PIPE NO. =. 81 LF - 18"CP @ 1 .83% OUTLET: 28. 58 INLET: 30.06 INTYP: 5 JUNC NO . OVERFLOW-EL: 35.30 BEND: 5 DEG DIA/WIDTH: 4.0 Q-RATIO: We Q(CFS ) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI 9. 61 1 .31 11 .37 .012 1 .20 .86 1 .93 1 .93 1 .20 ***** 1 .81 PIPE NO. 4: 124 LF - 18"CP @ .30% OUTLET: 30.06 INLET: 71 .05 INTYP: JUNC NO. 4: OVERFLOW-EL: 06.00 BEND: 30 DEG DIA/WIDTH: 4 .0 Q-RATIO: . 11 Q( CFS) HW(FT) HW ELEV . * N-FAC DC DN TW DO DE HWO HWI 8.94 1 .97 37.02 02 .012 1 . 16 1 . 10 1 .81 1 .31 1 . 59 1 .97 1 .80 41YI PE NO. 5: 153 LF - 18"CP @ .7��% OUTLET: 31 .05 INLET: 32. 12 INTYP: 5 JUNC NO. 5: OVERFLOW-EL: 19.80 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: . 55 Q(CFS) HW(FT) HW ELEV. N-FAC DC DN TW DO DE HWO HWI 8.04 2.00 34. 12 * .012 1 . 10 1 .06 1 .97 1 .97 1 .67 2.00 1 .67 PIPE NO. 6: 217 LF - 15"CP @ .40% OUTLET: 32.32 INLET: 33. 19 INTYP: 5 JUNC NO. 6: OVERFLOW-EL: 40.30 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: .0C? Q(CFS) HW(FT) HW ELEV. N-FAC DC DN TW DO DE HWO HWI 5. 18 2.26 35.45 * .012 .93 1 .25 1 .80 1 .80 2.12 2.26 1.27 PIPE NO. 7: 217 LF - 15"CP @ .40 OUTLET: 33. 19 INLET: 34.06 INTYP: 5 JUNC NO. 7: OVERFLOW-EL: 39.80 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: 1 .22 Q(CFS) HW(FT) HW ELEV. # N-FAC DC DN TW DO DE HWO HWI 5. 18 3.04 37. 10 * .012 .93 1 .25 2.26 2.26 2.58 3.04 1 .58 7IPE NO. 8: 250 LF - 12"CP @ . 50% OUTLET: 34.26 INLET: 35.51 INTYP: 5 JUNC NO. 8: OVERFLOW-EL: 39.80 BEND: 90 DEG DIA/WIDTH: 4.0 Q-RATIO: .00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI 2.34 2.76 36.27 * .012 .66 .72 2.84 2.84 2.51 2.76 1.07 lam JUNC NO. 9: OVERFLOW-EL: 40.00 BEND: 90 DEG D I A/WIDTH: 4.0 G-RATIO: .i ac_; O(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI 2.34 2.68 39.44 * .012 .66 .72 2.76 2.76 2.43 2.68 1 .07 *IPE NO. 10: 20 LF - 12"CP C . 50% OUTLET: =6.76 INLET: 36.86 INTYP: 5 JUNC NO. 10: OVERFLOW-EL: 39.76 BEND: 90 DEG DIA/WIDTH: 4.0 O-RATIO: . 12 O(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI 2.34 2.90 39. 77 .012 .66 .72 2.68 2.68 2.66 2.91 1 .07 OVERFLOW ENCOUNTERED AT 2.34 CFS DISCHARGE ********** ** * * * k * K* ACTUAL OVERFLOW MAY OCCUR AT LESS THAN 2.34 CFS PIPE NO. 11 : 18 LF - 12"CP G 7.44% OUTLET : 36.86 INLET: =8.20 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI 2.09 1 .78 39.98 .012 .62 .31 2.90 2.90 1 .62 1 .79 .91 SPECIFY : R - REVISE, N - NEWJOB, F - FILE, S - STOP 1�07 ~7 KING COUNTY DEPARTMENT OF PUBLIC WORKS Surface Water Management Division BACKWATER ANALYSIS PROGRAM Version 4.20 ' 1 - INFO ON THIS PROGRAM 2 - BWCHAN 3 - BWPIPE 4 - BWCULV 5 - BWBOX 6 - DATA-FILE ROUTINES 7 - RETURN TO DOS ENTER OPTION 3 BACKWATER COMPUTER PROGRAM FOR PIPES 0SPECIFY TYPE OF PIPE-DATA INPUT: K - KEYBOARD F - FILE F ENTER [d : ] [path]filenameL .ext] OF PIPE-DATA FILE LN2-25.DAT ------------------------------------------------------------------------------- OUTFLOW CONDITIONS PIPE NO. 1 - TAILWATER DATA: 1 ) SPECIFY TYPE OF TAILWATER DATA INPUT: S - SINGLE TW-ELEV. F - TW/HW DATA FILE S 2) ENTER: TW-ELEV 26.00 _______________________________________________________________________________ INFLOW CONDITIONS PIPE NO. 8 - OVERFLOW DATA AND UPSTREAM VELOCITY DATA: 1 ) ENTER: OVERFLOW-ELEV, OVERFLOW-TYPE (NONE=O, BROAD-WEIR=1, SHARP-WEIR=2) 30,0 2) SPECIFY TYPE OF VELOCITY DATA INPUT: S - SINGLE VELOCITY UPSTREAM V - VARY VELOCITY ACCORDING TO V=Q/A SPECIFY AN UPSTREAM CHANNEL WIDT ( ft) FOR COMPUTING A=HW*WIl3TH � _______________________________________________________________________________ ENTER: QMIN, QMAX , QINCRE, PRINT-OPTION (STANDARD=1° C{]NDENSED=2v EXF»AMQED=3) PIPE NO. 1 : 115 LF - 30"CP @ .20% OUTLET: 24.61 INLET: 24.84 INTYP: JUNC NO. 1 : OVERFLOW-EL: 29. 50 BEND: 90 DEG DIA/WIDTH: 4.0 Q-RATIO: 8.31 MOM) HW(FT) HW ELEV. N-FAC DC DN TW DO DE HWO HWI 9.37 1 .73 26. 57 * .012 1 .05 1 .25 1 .39 1 .39 1 .31 1 .73 1 . 57 PIPE NO. 2: 122 LF - 18"CP @ . 40% OUTLET: 24.84 INLET: 25.33 INTYP: 5 JUNC NO. 2: OVERFLOW-EL: 28. 50 BEND: 45 DEG DIA/WIDTH: 4.0 Q-FIATIO: .Cats G(CFS) HW(FT) HW ELEV. N-FAC DC DN TW DO DE HWO HWI 1 .06 1 .25 26. 58 * .012 .39 .39 1 .73 1 .73 1 .25 1 .24 . 50 PIPE NO. 3. 241 LF - 12"CP @ .40% OUTLET : 25.33 INLET : 26.29 INTYP: 5 JUNC NO. =. OVERFLOW-EL: 30.00 BEI`dP. : 0 DEG D I A/WIDTH: 4.0 G-RATIO: . 13 G( CFS) HW(FT ) HW ELEV. N-FAC DC DN TW DO DE HWO HWI 1 .06 .68 26.97 .012 .44 .47 1 .25 1 .25 . 57 .68 .60 PIPE NO. 4 : 57 LF - 12"CP @ . 46% OUTLET: 26.29 INLET: 26. 55 INTYP: 5 JUNC NO. 4: OVERFLOW-EL: 70.20 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: . 11 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI .90 . 58 27. 13 * .012 . 40 . 41 .68 .68 .47 . 58 . W 1110 PIPE NO. 5: 60 LF - 10"CP @ .48% OUTLET: 26. 55 INLET: 26.84 INTYP: 5 JUNC NO. 5: OVERFLOW-EL: 30. 10 BEND: 45 DEG DIA/WIDTH: 4.0 Q-RATIO: .2Z O(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI .81 .61 27.45 * .012 .40 .42 . 58 . 58 .42 .61 .56 PIPE NO. 6: 53 LF -- 10"CP @ . 55% OUTLET: 26.84 INLET: 27. 13 INTYP: 5 JUNC NO. 6: OVERFLOW-EL: 30. 10 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: .30 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI .66 . 53 27.66 .012 .36 .36 .61 .61 .39 .53 .48 PIPE NO. 7: 87 LF - 8"CP @ .66% OUTLET: 27. 13 INLET: 27.70 INTYP: 5 JUNC NO. 7: OVERFLOW-EL: 29.20 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: .77 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI . 51 .49 28. 19 * .012 .34 .33 . 53 . 53 .34 **** .49 IlIrIPE NO. 8: 60 LF - 8"CP @ 1 .00% OUTLET: 27.70 INLET: 28.30 INTYP: 5 Q(CFS) HW(FT) HW ELEV. N-FAC DC DN TW DO DE HWO HWI .29 .34 28.64 * .012 .25 .22 .49 .49 .25 ** * .34 SPECIFY: R - REVISE, N - NEWJOB, F - FILE, S - STOP ZlIve KING COUNTY DEPARTMENT OF PUBLIC WORKS Surface Water Management Division BACKWATER ANALYSIS PROGRAM Version 4.20 1 - INFO ON THIS PROGRAM 2 - BWCHAN _ - BWPIPE 4 - BWCULV 5 - BWBOX 6 - DATA-FILE ROUTINES 7 - RETURN TO DOS ENTER OPTION BACKWATER COMPUTER PROGRAM FOR PIPES SPECIFY TYPE OF PIPE-DATA INPUT: K: - KEYBOARD F - FILE F ENTER Ed : ] Epath]filenameE .ext] OF PIPE-DATA FILE LN2-100.DAT ------------------------------------------------------------------------------- OUTFLOW CONDITIONS PIPE NO. 1 - TAILWATER DATA: 1 ) SPECIFY TYPE OF TAILWATER DATA INPUT: S - SINGLE TW-ELEV. F - TW/HW DATA FILE S 2) ENTER: TW-ELEV 26.39 ------------------------------------------------------------------------------- INFLOW CONDITIONS PIPE NO. 8 - OVERFLOW DATA AND UPSTREAM VELOCITY DATA: 1 ) ENTER: OVERFLOW-ELEV, OVERFLOW-TYPE (NONE=O, BROAD-WEIR=1 , SHARP-WEIR=2) 30,0 2) SPECIFY TYPE OF VELOCITY DATA INPUT: S - SINGLE VELOCITY UPSTREAM V - VARY VELOCITY ACCORDING TO V=Q/A 1*3) SPECIFY AN UPSTREAM CHANNEL WIDTH( ft) FOR COMPUTING A=HW*WIDTH 5 ------------------------------------------------------------------------------- ENTER: QMIN, QMAX , QINCRE, PRINT-OPTION (STANDARD=1, CONDENSED=2, EXPANDED=3) 11 _46_ 11_46.0_1 zkn PIPE NO. 1 : 115 LF - 30"CP C .20 OUTLET: 24.61 INLET: 24.84 INTYP: 5 JUNC NO. 1 : OVERFLOW-EL: 30.00 BEND: 90 DEG DIA/WIDTH: 4.0 Q-RATIO: 9.10 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI 410 11 .46 2.02 26.36 * .012 1 . 14 1 .37 1 .78 1 .78 1 .64 2.02 1 .73 PIPE NO. 2: 1=2 LF - 18"CP C . 40% OUTLET: 24.84 INLET: 25.33 INTYP: 5 JUNC NO. 2: OVERFLOW-EL: 29.00 BEND: 45 DEG DIA/WIDTH: 4.0 Q-RATIO: .0i; Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI 1 . 13 1 . 54 26.87 * .012 .40 .41 2.02 2.02 1 . 54 1. 51 . 52 PIPE NO. 241 LF - 12"CP C .40% OUTLET: 25.00 INLET: 26.29 INTYP: 5 JUNC NO. =. OVERFLOW-EL: 00. 50 BEND: 0 DEG D I A/W.I DTH: 4.0 Q-RATIO: . 17 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI 1 . 13 .84 27. 13 * .012 .45 .48 1 . 54 1 . 54 .79 .84 .62 PIPE NO. 4: 57 LF - 12"CP C . 46% OUTLET: 26.29 INLET: 26 . 55 INTYP: 5 JUNC NO. 4: OVERFLOW-EL: 10.70 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: . 12 Q(CFS) HW(FT) HW ELEV. N-FAC DC DN TW DO DE HWO HWI .97 .66 27.21 * .012 .42 .40 .84 .84 .61 .66 . 55 0 PIPE NO. 5: 60 LF - 10"CP C .48% OUTLET: 26. 55 INLET: 26.84 INTYP: 5 JUNC NO. 5: OVERFLOW-EL: 30.60 BEND: 45 DEG DIA/WIDTH: 4.0 Q-RATIO: . 18 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI .87 .63 27.47 * .012 .42 .43 .66 .66 .47 .63 .59 PIPE NO. 6: 53 LF - 10"CP C . 55% OUTLET: 26.84 INLET: 27. 13 INTYP: 5 JUNC NO. 6: OVERFLOW-EL: 30.60 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: .33 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI .73 . 56 27.69 .012 .38 .38 .63 .63 .41 . 56 .51 PIPE NO. 7: 87 LF - 8"CP C .66% OUTLET: 27. 13 INLET: 27.70 INTYP: 5 JUNC NO. 7: OVERFLOW-EL: 29.70 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: .77 Q(CFS) HW(FT) HW ELEV. N-FAC DC DN TW DO DE HWO HWI .55 .56 28.26 * .012 .35 .35 .56 .56 .35 .56 .51 111PIPE NO. 8: 60 LF - 8"CP C 1 .00% OUTLET: 27.70 INLET: 28.30 INTYP: 5 0(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI .31 .36 28.66 * .012 .26 .23 .56 .56 .26 #*#*# .36 SPECIFY: R - REVISE, N - NEWJOB, F - FILE, S - STOP 'o11 Title K Sheet No. of ByUTr Job No. SSOE, Inc. 3015 112th Avenue, N.E., Suite 101 Bellevue, Washington 98004 Fax 206-827-8412 206-827-2950 �iG� MH o 015) G{�`u' 2 Gas• 312 6►9?� �%5��c� � -�- -ram lf-�' �'�r�. ter.-� �� xtf�'r�.,��� � A C K N A T B R C,:W L C U L A T I 0 H S H E B .T 7C (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20) M Z Bar Fric- Entr Entr Exit Outlt Inlet Appr Bend Junc n Pipe Outlt Inlet Barrel Barrl Vol TN tion HGL Heed Head Contr Contr Vol Head Head HH Segment Q Lngth Pipe "n" Elov Elev Area Vol Head Elev Loss Elev Loss Loss Elev Elev Head Loss Loss Elev j' n CB to CB (ofa) (ft) Size Value (ft) (ft) (agft) (fps) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) o Li I C 17.b 30 012- ?Loy ZLZS �� 3,5� ZD 2� MI5 2N.r5 ,�0 2a 2y,S 23,42 :2� , Z — 2t1,4 Z JL- I Nct L_ 301 ,F,t2 21.t 5 L,Z24,11 3.5 8 ,20 2 o z 2q.4q , to 2y- 23,Hy o o 0 2�1.7i L Z o `1 Z o Z ' � y C. J n a d cn U) n Z a Z a r D A C K W A T E R C A L C U L A T IX N S H E E C 7C (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20) Cr1 Z Bar Eric- Entr Entr Exit Outlt Inlet Appr Bend Junc A O pipe Outlt Inlet Barrel Barrl Vol TW tion HGL Head Head Contr Contr Val Head Head HW w Segment Q Lngth Pipe "n" Elev Elev Area Val Head Elov Loss Elov Loss Loss Elev Elev Head Loss Loss Elev A n CB to CB (ofa) (ft) Size Value (ft) (ft) (sgft) (fps) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) O G7 � ff oyT _ 26,2 30 �01 Z 2/.'25L � 'y� 3 22 �N 25,o Z4.o� ,�l u ?.� D 2�f,8 Z lb /,LS 1 ,91 5.30 ,yy ,?qg7 ,a Zll,96 .22 4q p;,SZ Vf,D� ",4N o C) n,o � a L a r a y r x c r z a n z o � z w A � y W A � C O � a n D -4 to C7 m C1 z a z c a r c)� -P Title Sheet No. of By /L!3! / 7 chk. / / Job No. /sh// • SSOE, Inc. 3015 112th Avenue, N.E., Suite 101 Bellevue, Washington 98004 Fax 206-827-8412 206-827-2950 25,o TW @ Zb , o I'LL 11 L F -�7a le Zro.5t�l 1 Xim 2.9,6 Lc`- G1 �v 1 F- �. CD V = `�, � 3� � VZ = ,32- IN L.L-r 2 t5'O Send LosSeS , I VA g 25° 13end LOSSe s : . 16 VA 315 B A C K W A T E R C A L C U L A T I O N S H E E T C (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20) C17 Z Bar Fric- Entr Entr Exit Outlt Inlet Appr Bend Junc A O Pipe Outlt Inlet Barrel Barrl Vel TW tion HGL Head Head Contr Contr Val Head }lead HW v+ Segment 9 Lngth Pipe "n" Elev Elev Area Val Head Elev Loss Elev Loss Loss Elav Elev Head Loss Loss Elev �' n CB to CB (ofa) (ft) Size Value (ft) (ft) (sqft) (fps) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) C) O ° 2 $ 11 D f8 �DlZ 25 26�5 1,17 � i3Z Abb S 21v, Jl, 3Z 27.o2 1838 3Z Lb3 - 2,S n z a a y r x r z C) z O s z j' CtJ cn W a C N 7d O 'T7 a M 9 to X - C7 to y Z D z c a r 0 l_N Title 40�A) e&A yoty , Sheet No./ of By / / / Chk. / / Job No. SSOE, Inc. • 3015 112th Avenue, N.E., Suite 101 Bellevue, Washington 98004 Fax 206-827-8412 206-827-2950 ?4 °-. o 2 rr G7(2 .72) 8 l ' 7 V J 26. 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(1'.., ' ( l:::F;F: l.. 1. 902 t / ( ( � � OPEN CHANNEL BACKWATER ANALYSIS PACCAR RENTON PROJECT SSOE INC 915011 _ BY: SWT v DAM DEC. 1991 TRENCH DRAIN BACKWATER: REACH 2 K ` Q= 20.26 N= 0.012 SO- 0.0018 YN= 1 .32 ALPHA= 1 . 15 FILENAME:REACH2B WID7H= 3. 5 � ~ ' Y A R R^1 .333 V V^2/2G E DEL E SF SF AVG SO-SF AVG DEL X X 2.300 8.050 0.994 0.992 2. 517 0. 113 2'413 0.000 0.00042 0.00000 O.0OOOC O O ' 2.200 7.700 0.975 0.966 2.631 0. 124 2.324 0.089 0 .00067 O.00O44 0.00136 66 66 ( 2. 100 7.350 0.955 0.940 2.756 0. 136 2.236 0.088 0.00053 0.00050 0.00130 67 133 2.000 7.000 0.933 0.912 2 .894 0. 150 2. 150 O.O86 0.00060 0.00056 0.00124 70 203 1 .900 6.650 0.911 0'803 3.047 0. 166 2.066 0.084 0.00068 0.00064 0.00116 2 27� ' 1 .000 6 3OO O 387 0 6�3 J 216 O. 185 1 985 O O8� � OoO79 O.00074 0.O�1O6 76 35. /'° ' - . . . ' , . . ' -�C2`i` 1 .700 5.950 0.862 O-S21 3.405 0.207 1 .907 0.07C 0.00092 0.00086 0.00094 O2 434 r -�`^-~ 1 .�OO 5.600 0.836 0,787 3.618 0.234 1 .834 0.073 0.00106 0.00100 0,00080 92 026 / 1 . 500 5.250 0'808 0'752 3'859 0.266 1 '766 0,066 O.0O129 0.00110 0'00061 1 .400 4.900 0.778 0.715 4. 135 0.305 1 .705 0,061 0.0015^` 0'00142 0,00038 161 1 .320 4.620 0.752 0.684 4 .385 0.343 1 .663 0.042 0.00183 0,00169 0.00011 3?5 L193 ( 0.000 0.000 0.000 0.000 ERR ERR ERR ERR ERR ERR ERR ERR ERR \ ( < ( ' . � ����- ~��,� � / ( � -���0 �r OPEN CHANNEL BACKWATER ANALYSIS PACCAR RENTON PROJECT -- SSOE INC 915011 BY: SWT U� � DATE: DEC. 1991 TRENCH DRAIN BACKWATER: REACH 3 � ~- Q= 18.87 N= 0.012 SO= 0.0018 YN= 1 .26 ALPHA= 1 . 15 FILENAME:REACH3B WIDTH= 3. 5 � ^ ' Y A R R^1 .333 V V^2/2G E DEL E SF SF AVG SU-SF AVG DEL X X 2.300 8.050 0.994 0.992 2.344 0.098 2.398 0.000 0.00036 0'00000 0.00000 0 O 2.200 7.700 0.975 0.966 2.451 0. 107 2'307 0.091 0.00040 0.00038 0'00142 64 64 2. 100 7.350 0.955 0.940 2. 567 0. 118 2.218 0.090 0.00046 0'00043 0.00137 65 131) 2.000 7.000 0'933 0.912 2.696 O' 13O 2. 130 0.088 0.00052 0'00049 0'00131 67 197 1 .900 6.650 0.911 0'883 2.838 0- 144 2'Q44 0.086 0.00059 O'00056 0'00124 69 266 1 .800 6.300 0,887 0' 853 2.995 0. 160 1 .900 O,O84 0.00067 0'00064 0'00110 72 338 1 .700 5.950 0.862 0'821 3. 171 0, 180 1 '880 0.081 0.00080 0'00074 0'00106 76 414 1 .600 5.600 0.836 ')'787 3,370 0.203 1 .802 0.077 0.0009q 0.00087 0.00093 83 496 ' 1 . 500 5.250 0.808 0' 752 3. 594 0.231 1 '731 0.072 0,00112 0.00103 6.00077 94 590 - 1 .400 4.900 0.778 0'715 3.851 0.265 1 .665 0,066 0.001M 0.00124 0,0O056 117 707 1 .300 4. 550 0.746 0,676 4, 147 0.307 1 .607 0.058 0.00166 0'00150 0.0003O 195 9O1 / 14� | �� �� ( 1 .260 4.410 0.733 0.660 4.279 0.327 1 . 587 0.020 0.00181 0,00173 0.00007 295 1197 �~ ^� ''�~ �� ( (� � �K ~ \ ^ ' - - - �^��- -�~r� � , OPEN CHANNEL BACKWATER ANALYSIS PACCAR RENTON PROJECT � SSOE INC 915011 BY: SWT �^ DATE: DEC. 1991 � TRENCH DRAIN BACKWATER: REACH 4 ` Q= 16. 55 N= 0.012 SO= 0.0018 YN= 1 .32 ALPHA= 1 ' 15 FILENAME:REACH4B WIDTH:::: 3 Y A R R^1 .333 V V^2/2G E DEL E SF SF AVG SO-SF AVG DEL X X 2.000 6.000 0.857 0.814 2'758 0. 136 2, 136 0.000 0,00061 0.00000 0.00000 O 0 1 .900 5.700 0.838 0.790 2.904 0. 151 2.051 0.085 0.00070 0.00065 0.00115 74 74 / 1 .800 5.400 0.818 0.765 3.065 0. 168 1 .968 0.083 0.00080 0.00075 0.00105 79 153 1 .700 5. 100 0.797 0.739 7.245 0 ' 118 1 '888 0.080 0.00093 0.00086 0'0009u 85 238 1 .600 4 .800 ().774 0'711 3.448 u.212 1 'S12 0..076 0.00109 0.00101 0'00079 96 334 / 1 . 50O 4. 500 0.750 0,681 1.678 0.2M 1 ,742 0.071 0.00129 0.00115 O'OOO61 116 45O 1 .400 4.200 0.724 0.650 3.940 0.277 1 .677 0.064 0.00156 0.00142 0.0003B 171 621 1 .320 3.960 0.702 0.624 4. 179 0.312 1 .632 0'045 0.00182 0.00169 0,00011 412 1033 ( 0.000 0.000 0'000 0.000 ERR ERR ERR ERR ERR ERR ERR ERR ERR 0.000 0.000 0.000 0.000 ERR ERR ERR ERR ERR ERR ERR ERR ERR 0.000 0.000 o,000 0.000 ERR ERR ERR ERR ERR ERR ERR ERR ERR ( 0.000 0.000 0.000 0.000 ERR ERR ERR ERR ERR ERR ERR ERR ERR / ( ( ( ( ( ( � � K � _ ^ � - ~ ��r � OPEN CHANNEL BACKWATER ANALYSIS PACCAR RENTUN PROJECT ~ SSOE INC 915O11 BY: S till T �� DATE: DEC. 1991 � TRENCH DRAIN BACKWAFER: REACH 5 ` Q= 14. 59 N= O.O12 SO= O.0018 YN= 1 .21 A PHA= 1 . 15 FILENAME:REACH5B WIDTH= 3 � ( Y A R R^1 .333 V V^2/2G E DEL E SF SF A»G SO-SF AVG DEL X X 2.00O 6.0O0 O.857 0.814 2.432 0. 1O6 2. 1O6 O.0OO O.0OO47 O.00()OO O.0OOOO O O 1 .9OO 5.7OO O.838 O.79O 2. 56O O. 117 2.017 O.OG9 O,O0O54 O.00O51 O.00129 68 68 / 1 .8O0 5.4OO 0.S18 O.765 2.7O2 O. 13O 1 .93O O.O87 O.00O62 O.00058 0.00122 71 14O / 1 .7OO 5. 10O O,797 ;.739 2'861 O . 146 1 .846 O.0S� O.00O72 O.00O�7 O.00113 75 214 1 .6OO 4.8OO O'�74 �-�11 3.o4� O. 165 1 ' 765 0.OG1 O.00O85 O.00�7G 0.00102 8O 294 4. 5OO O.75O O'681 3.242 O. 188 1 '6G8 O'O7- O.O(�Ol O.00O�3 O.00O87 8� �8� 1 .4OO 4.200 0.724 O.65O 3.474 O.216 1 '�16 O.O7� O.�0121 O-OO111 O'OOO6f ��4 487 �� /'�� (� 1 3OO 3 9OO O 696 O 617 3 7�1 S 25O 1 55O O O6� O OO14E O OO134 O OOO4� ' 44 �3�- u ~ 3^63O O`67� O` 536 4^O19 O` 289 1 '499 0^��1 �^OO186 0' OO1�4 O^OOO16 �15 ~� r &o/ O.00O O.000 O.00� O.00O E�R ERR ERR E�� ERR ERR ERR EPF ERRL_ Q "/.7�_ @� O.O0O O.00O O.O , E R ERR ( O.00O O.00O O.O0O O.00O ERR ERR ERR ERR ERR ERR ERR ERR ERR r�c9 /(� � ( < i K ( � � _ ' ' ' / ` ` . ���+ u~ OPEN CHANNEL BACKWATER ANALYSIS PACCAR RENTON PROJECT � SSOE INC 915011 BY: SWT 0p ; ^ DATE: DEC. 1991 TRENCH DRAIN BACKWATER: REACH 6 8 Q= 13. 15 N= 0.012 SO= 0.0018 YN= 1 . 12 ALPHA- 1 . 15 FILENAME:REACH6B WIDTH:::: 3 ' Y A R R^1 .333 V V^2/2G E DEL E SF SF AVG SO-SF AVG DEL X X 2.000 6.000 0.857 O.814 2. 192 3.086 2.086 0.000 0'00038 0'00000 0.00000 O O 1 .900 5.700 0.838 0.790 2.307 0,095 1 .995 0.091 O.00O44 0'000u1 0.00139 65 65 / 1 .800 5.400 0.818 0'765 2.435 0. 106 1 .906 0.089 0.00050 O.00O47 0.00133 67 132 1 .700 5. 100 0'797 0'739 2. 578 O' 119 1 .819 0.087 O.O0059 0.00055 O.00125 69 �02 1 .600 4.3(), 0.774 0.711 2. 740 0. 134 1 .734 0,085 0.00069 n.000M O.00116 73 �75 ( 1 ' 500 4. 500 0. 750 0.621 2.922 0' 153 1 ,653 0'O82 0'00082 /'90075 0.00105 78 1 '400 4,200 0'724 0'650 3' 131 0. 175 1 . 575 0.077 0,00098 0 .00090 0.00090 86 439 1 .300 3.900 0.696 0.617 3.372 0.203 1 ' 503 0'072 0.001M 0.00109 0,00071 102 54O�_� ( 1 .200 3'600 0'667 0. 582 3.653 0'238 i ,438 0'065 0.00149 0'00135 0.00045 143 683 C�� 1 . 120 3.360 0.641 0. 553 3.914 0.274 1 .394 0,045 O.O0180 0'00165 0'00015 296 779 ^ - 0.000 0.000 0.000 0,000 ERR ERR ERR ERR ERR ERR ERR ERR ERR [ N � , / -7 /D 0 � OOO O OOO 0 O0O 0 0O0 ERR ERR ERR ERR ERR ERR ERR ERR ERR ' ' ' ~ ^ ~ ^ ^ � ` ( � ^ ' (. � ~ � ~- � ^�� / ��7 � / y � ` ~ CHANNEL BACKWATER ANALYSIS PACCAR RENTON PROJECT � SSOE INC 915011 BY: SWT ` DATE: DEC. 1991 TRENCH DRAIN BACKWATER: REACH 7 � . � Q= 9.44 N= 0.012 SO= 0.0018 YN= 1 .04 ALPHA- 1 . 15 FILENAME:REACH7B WIDTH= 2. 5 � . , Y A R R^1 .333 V V^2/20 E DEL E SF SF AVG SO-SF AVG DEL X X 1 . 500 3.750 0.682 0'600 2. 517 0' 113 1 '613 O'OOO 0.00069 0,00000 0.00000 0 O ` 1 .400 3. 500 0.660 0. 575 2.697 0. 130 1 . 530 0.083 0 .00082 0'00076 0,00104 8O 8O � 1 .300 3.250 0.637 0. 548 2'905 0. 151 1 .451 0,079 0.00100 0.00091 0.00089 89 169 1 .200 3.000 0,612 0. 520 3. 1l7 0, 177 1 .377 0,074 0.00124 0 .00112 0'00068 109 278 17 1 . 100 2.750 O. 5G5 0'489 3.433 0,210 1 .310 0.066 0.00157 0'00140 0'00040 168 446 / 1 .040 2.600 0. 508 0'47O 3.631 0.235 1 '2r5 0'03" O '0Oz8� 0'00170 0.00010 34u ' 0.000 0.000 0.000 0.000 ERR ERR ERR ERR ERR ERR ERR ERR ERR\ y\ z�},05 »A OOOO O OOO O OOO ) OOO ERR ERR ERR ERR ERR ERR ERR ERR ERR `� �� . . . ` . ,��� � / 0.000 0.000 0,000 0,0OO ERR ERR ERR ERF ERR ERR ERR ERR ERR 0,000 0.000 0.000 O'000 ERR ERR ERR ERR ERR ERR ERR ERR ERR 0.000 0.000 0.000 0.000 ERR ERR ERR ERR ERP ERR ERR ERR ERR ( 0.000 0.000 0.000 O'000 ERR ERR ERR ERR ERR ERR ERR ERR ERR ( ( � / / ` ( ( ~- � ( � J-n�� ( ~ `u � ���& n� OPEN CHANNEL BACKWATER ANALYSIS PACCAR RENTON PROJECT � SSOE INC 915011 BY: SWT � DATE: DEC. 1991 TRENCH DRAIN BACKWATER: REACH 8 � Q= 1 .96 N= 0.012 SO:::: 0.005 YN= 0.3 ALPHA= 1 . 15 FILENAME:REACH8B WIDTH:::: 2 ' Y A R R^1 .333 V V^2/2G E DEL E SF SF AVG SO-SF AVG DEL X X 1 .300 2.600 0. 565 0,467 0.754 0.010 1 .310 0.000 0.00008 0.00000 0.00000 0 0 1 .200 2.400 0. 545 0.446 0.817 0.012 1 .212 0'098 0.00010 0.00009 0.00491 20 20 ' 1 .100 2.200 0. 524 0.422 0.891 0.014 1 . 114 0.098 0.00012 0.00011 O.O0489 20 1 .000 2.000 0. 500 O'J97 0.930 O.O17 1 .017 0.097 0 .00016 0,00014 0,00486 29 0.900 1 .800 O,474 0'369 1 .089 0'021 0,921 0'096 0'00021 0'00018 0'00482 20 81. `~ - 0.800 1 .600 O'u44 V .339 1 '225 0.027 0.827 0.094 0.00029 0.00025 0.00475 20 100 0.700 1 .400 0.412 0'306 1 .400 0,035 0.735 0.092 0,00042 0'00035 0.00465 20 119 0.600 1 ,200 0.375 0.270 1 '633 0-048 0.648 0,087 0.00064 0'00053 0,00447 ZO i39 ' O . 50O 1 .000 0.333 0'231 1 .960 0'069 0- 569 0'079 0.00108 0'00086 0.00414 19 i58 0'400 0.800 0,286 0 ' 188 2.450 0. 107 0. 507 0,061 0.00208 0.00158 C.00342 13 176 0 -300 0,600 0.231 0' 142 3.267 0. 191 0.491 0.017 0.00491 0.00350 0,00150 11 ( O �OOO 0 OOO O 0OO O O00 ERR ERR ERR ERR ERR ERR ERR ERR ERR ^ ^ ^ ' T7 / ( ( ' { � ( � ( � � \ ° 409 � Title Sheet No. of By 1 / Chk. / / Job No. I SSOE, Inc. 3015 112th Avenue, N.E., Suite 101 Bellevue, Washington 98004 Fax 206-8 7 8412 206-84'7-2950 j I ' Cr ILI Vk i �O Q 010 154, -a-L-v M y j N . $o'SZ U M ' Q i , 60 N 4io Titly c.. Sheet No. ,, of By -� / i Chk. / / Job No. SSOE, Inc. 3015 112th Avenue, N.E., Suite 101 Bellevue, Washington 98004 Fax 206-827-8412 206-827-2950 (4, X ---------------- !� = 1y,/ 9 � ` � � 6 q .Z � /• �6 �lvL, &0) -J6- 2,Y-6 51_- --- -- -- ------ _ ra. 1 i 1 1 ice, t t � ' ! Jill, 1111 1 , I !! 1 L -_ 9 cn m Ln N < Im M 30 ,13 .90 AI. ,-71 c,.��' ,$0 3, 12 2r2y 2- . 2(o .33 3,W I �w 1 1 ,7b m co 7 z 4 Z8 1 ,�2 r7D lrl3 g5 2�5 m 27 Z,lo2 r8 J 2,23 4e8 $,D(v 01 b 2r-7 3 ►i i 5 2"� 2, 12 I,I g 3.�g 1, l7 CD 87 1,45 5,1;3 l ,ob ,l05 . �9 �r22' S,23 rcoy 2.sI 15,w1 3 2 .9� 1,27 4, 10 233 �s 2� co m CD 2� i .�� g 1./5 7.37 10,18 r � I 2 ,3b i3.3� 3 3,3i I.38 �.Zo 2`t 3 , 9� L� 3S '15 g,�2 y .�H r��_ . s� g,g8 i1►14 r57 2,23 I�,B 3 3,�� f sZ �,3�f Z�s -�oI2RD .3(, ° CD ,2 0 0 3 2.3 2 r23 , $ 1.7 8 l o," 12.oaf 2,i 2 tT 3' h 4 13o :-L4�F 2 22. 1,q , $ 1�52 12�18 3r25 ,s� 2rb 2�1.35 3-( q ,(p3 �,52 �f,s8 250 • Rl x n 1 N O .r O 2 G /1 q (� p 91 190 ► 74 /Zr .72 ����� r`[ I �. IZ Cn cn Q m Z m N O Z AG co, o Q, o N V 1 - cn fi3 (aP►i:aN (::I••lAh`!hdE::i... .(:;A(:::I<(.'Ji`iTE::R A!'`!r•"rl...'r'f:ia:;:> TRENCH DRAIN I:;Ai::!<aJJAT•E::R s Ftf::Af:;H :1. 1 . 52 ('iI...E'E"lA= 1 . 15 }: i:l...l:::l.,1AMl:::::i'tl:::ACi••l:i C tJ,i:i:a,'..t.l..}:::: :. � � � �:...:.. ,,.... E DEL E SF ,::1. ., ..:. ,.. »..)(.)0 8.050 0.99Q 0.992 3.025 0. 163 2.463 0.000 .. . ." 11.1i:?',1 0.00000 0100000 ,. 2.200 7.700 0i.I 0.975 0.966 3. 162 0. 119 2.379 0.085 0.00061 ,.0!10 iLi 0.00116 73 7"� - 2. ��D 2.. 100 7.350 0.955 0. ::40 3.3.1.1 0.. 196 ......,..: U 0,.083 0.00076 0.0007 2 0..00.I.08 76 1.a.}. Z • 0i 7l,; 2.000 i 0.93i t..Y 1 �1 '., .. .I r:? 2. 215 0.080 0 .0006 0.00051 0.00099 G.! . :1. ..'si',.0 6.650 0.911 '.J,•R83 „062 0..239 109 0.0. l? 0..000'..;.:. O-GO087 '::0 1. . i';',.0 6. ,.r o .' 0.887 0-8 1 3.8 . 267 ._ J�.'.'.• , 1. 1 1 r d 0.0010 ,. .".'.' ':`r'"r 4 1 . •' c: ' 9 2 8 S:i2 �.. .,, ..9 C.99 i..7 0 .. i... +..Yi�- i� i�` �>r'. 00005 �1 2 �►25�`� .700 ,�.. ,Jl,' ',:'�.C:�i:).<.. !.1�.i.:.;..:1. '�'� ..(.1; <.. .. ,..<..':r .. �. ,: .. C.){:{ .. �. .: .. .....::5 'J.. .),:...... .. C:? ..<.. 1 'a.'i. 1 .600 5.600 0.836 O ,t:i";7 4 . 542 0538 1 .930 0.061 0.00156 0.00145 0.00030 114 71.1. ( ..., 0.759 l 1 .594 0.00100 r 0.000 0.000 0.000 0.000 ERR ERR l..:I',R l.::RR ERR ERR f:::RR ERR I:i:RR 0 .000 0.000 0.000 0.000 ERR ERR 1.i:PiR ERR ERR 1.::RR ERR ERR ERR 0.000 0.000 0.000 0.000 ERR ERR ERR ERR ERR ERR ERR ERR ERR f 413 C.il�'E::1'•! (:;!••IAI-lhH::a.. BAt:::l<l'.)A..11iiaR r"th•IAL..''C<::::1:ii'�' PAt:;(: AR Rl:::l•,}TO1'-! PfitaJl:::(:;..(- :tl(:iT{ m Jr"iN :i.?ai':: .l..1'tif:::!•`{1,.H :l:!RA:l:i-•-I BF't(:::k::t,:ir::s..l-1:::RN f?(:::A(::H 2 24.35 -. . :. •t I•'.}:::: 1 . 52 r�il...l:'1..lr::,:::: .}. „ .{....'1:: F.I:L..E:a-•Ir•"ifrll::::,REAt::i•'!:< t:; l,,!a:i:)_i i.}:::: ...;..., ..:.. .. i:c: (:j I:..... I::: ,.71•, :;F•, 2.300 8.050 0. 994 0.992 3.025 0. 163 2.46Z 0.000 0.00060 0.00000 0.00000 ,. ) 2..200 7..700 0.975 0.966 66 3.. 162 0. 179 2,.379 0.085 0.00067 0.000M 0.00116 is 2. 100 7.150 0.955 0.940 3.313 ., ..i 96 2.296 0.083 0.00076 0.00072... 0.00108 :.'? 149 0.015 1 .600 i:7..,rty) ',.. .7..3 ` 0..050 3.865 0.267 7: 0.073 : 1 l`, ! ,.1,(.0 1 I 1 •:i 1 .700 c .9 c 0.862 J, ?! I : . 1 �, i . � y 999 i ( ^ li l �. � 1 a l ( c : 1 � � I •iL/'/ 1 .600 5.600 0.816 0.787 F.A.. ..48 '.' M 1 .958 0.061 0.00156 U i,'..''.L'b;` 0.00035 1 a 7:1. r:,...�, 5.320 ;; ,, l59 .. ,. „ 'i"4 0 .'.. 1 . l',. . 001.2 1077 ,..J.::.,J ..�..,.i.::,',J 'J,.:.7.1..:7 ',J.. � ,.1 ;.. ;... � ''. ,:?,�c:} f.'.} r j. 0.00160 '.1. :�C.i C.7 0.000 '.J,.'..J'Jti I::.I••:I•'. E:.}''(": i::.h'.1'•.: E:.1"'1•t' E:.RI": E(";("' i:J••:{••.. L:.';"'I''; L•:.'•:I••: 0„f")00 0.000 0.000 0.000 00 Iii:RR '..:RR ERR {i.:RR {11:RR f:::RR ERR ERR ERR ( 0.000 0.000 0 0.000 0.000 ERR ERR ERR I.i:RR ERR ERR ERR ERR ERI-*, AIP E { l- i r . - - ' � ( x` � ( � CHANNEL BACKWATER ANALYSIS PACCAR RENTON PROJECT ' �� SSOE INC 915O11 BY: SWT � � . DATE: JAN 1992 - TRENCH DRAIN BACKWATER: REACH 3 � Q= 22.63 N= O.O12 SO= O.0018 � YN= 1 .44 ALPHA= 1 . 15 FILENAME:REACH3C WIDTH= 3. 5 � Y A R R^1 .333 V V^2/2G E DEL E SF SF AVG SU-SF AVG DEL X X � ===================================================================================================================== / 2.3OO 8.O50 O.994 0'992 2.811 0. 141 2.441 O.00O O.00O52 O.0000O O.00OOO 0 O 2.2OO 7.7OO O.975 O.966 2.939 O. 154 2'354 O.O87 O.00O58 �.00O55 O.00125 7O 7O � 2 . 10O 7.350 O.955 O,94O 3.O79 0. 169 2.269 0.085 O,OOO66 O.00O62 O.00118 72 142 2.00O 7.00O O.933 O' f�2 3.233 O. 187 2' 137 O.OG3 O'oOO75 �.00O7O O.O011O 75 217 1 .90O 6.65� O.911 0.EG3 3.4O3 O.2O7 2' 1,7 �.O8O O'OOOG5 O.O,O8O �.001OO 30 297 / 1 .8OO 6.3O� O.88� O.�53 3. 592 O.23O 2''>30 O,07� � 'O�OY9 O.�0O92 O'OOO88 87 �83 1 .7OO 5.95O 0.862 �'G21 3,8O3 0.258 8 O.072 '),0�115 O'O�1O7 O.00O73 98 482 x\ c (. b,�� �� 1 .60O 5.6O.) O.83� 0.787 4.O41 0 .292 � .��92 O.O�7 O'OO1��5 O,O�125 O'OO()55 121( 6��--- du ����C}1 50O 5 25O O 8O8 O 752 4 31O O 332 ' 332 O O�� �,O0161 O'O`)148 O.O�O32 i87 7? '� ~ ~ 1 44O 5.O4O O.79� O.73O 4.49� 0 .36O L '3OO O.O3� O.0018O, O 0OO 0 OOO � 0O^ O-OOO ERR ERR ERR EF� ERR ERR ERR ERR ERR - ( 0.00O O.0OO O.00O O.00O ERR ERR ERR ERR ERR ERR ERR ERR ERR r o ~ ( . / ( ` � K � � & ( ~ ' ~ ~ � (c� ~�^~/ �' - n� ' - «� / ~ �� � OPEN CHANNEL BACKWATER ANALYSIS PACCAR RENTON PROJECT ~ SSOE INC 915011 BY: SW'*(' �- � ` DATE: CAN 1992 TRENCH DRAIN BACKWATER: REACH 4 °^ Q= 19.8 N= 0.012 SO- 0.0018 YN= 1 . 52 ALPHA= 1 . 15 FILENAME:REACH4C WIDTH:::: 3 ' Y A R R^1 .333 V V^2/26 E DEL E SF SF AVG SO-SF AVG DEL X X 2.000 6.000 0.857 0.814 3.300 0. 194 2. 194 0.000 0.00087 0.00000 0.00000 O 0 1 .900 5.700 O.838 0.790 3.470 0.216 2. 116 0,079 0.00099 0.00093 0,00087 91 91 ( 1 .800 5.400 0.818 0.765 3.667 0.240 2.040 0.075 0,00114 0.00107 0.00073 103 194 1 .700 5. 100 0' 797 0.739 �.SG2 0.269 1 .969 0'071 O'OO133 C'00124 0.00056 126 70) 1 .600 4,800 0.774 0.711 4 . 125 0.304 1 .904 0'065 :.00156 0'00144 0.00036 184 5O4 ` 1 . 320 4. 56O O.755 O'687 �.34� O.337 1 .35� O'�47 �'O�1 `9 �.')O167 0,OOO13 37� - 0.000 0'000 0.000 0.000 ERR ERR ERR ERR ERR ERR ERR ERR ERR ~~ 0.000 0.000 0.000 0.000 ERR ERR ERR ERR ERR ERR ERR ERR ERR < 0.000 0.000 0.000 0.006 ERR ERR ERR ERR ERR ERR ERR ERR TRR 0.000 0.000 0.000 0.000 ERR ERR ERR ERR ERR ERR ERR ERR ERR 0.000 0.000 0.000 0.000 ERR ERR ERR ERR [RR ERR ERR ERR ERR ( 0.000 0.000 0.000 0.000 ERR ERR ERR ERR ERR ERR ERR ERR ERR ( ( / � ' ( � _ -_ �/�� ���� n� BACKWATER ANAl...''Cfii.Ecci Pt"i(::(::i••ifi RFN'T(:.! PROJECT Tf%;li:a'•{(:::H DRAIN :(i;i--i(:;lC(!JA'T!:::E:; F%:f:::r•"•i(::H Y!•.{:::: 1 .38 ;::sl...P!..i;::;= 1 .. 15 F:!:►...►:::Nr"iMf:::;,R►:::A+::::!••i :C !.!.i:!::(::''fH:::: 2.000 i 6.000 0.357 '.!,.i:i..;:. 2.398 0. 150 ..50 0.000 0.00067 0.50000 0.00000 0 1 .900 ....:. .. .. 1 .800 5.400 0.818 0.765 3.220 0. 1S5 1 .985 0.081 l0i 0 .00083 0f' 0.00097 'I u 1 .600 1.?'v'0 4 .900 :} 0.711 625 0.214 i 9,.\0 0.073 owolvo 0.00111 0.00069 107 ..m ^, � � �5✓ 1 .400 4.200 0. 724 0.650 4.. 1 r:.10 0.306 1 . 706 0.061 0.00172 0.00157 0.00023 267 ,. 7 J0.644 ,.,i. 0.315 I 9,:: i t0.001790.00175 0.00005 ",�" 9 �r ( 380 140 0.000 0.000 0.000 0.000 ERR ERR I:::RR c:.t',R ERR ,:::RF; ERR ERR r:::!��;i�: y 0.000 ,)..':),)..; .)..004) ').. :).:,) ERR ERR 1:::RR E::F;R ERR E::RIi ERR ERR I :F;F. 0 .000 0.000 .. ..000 0.000 ERR ERR ERR I::RR ERR ERR ....RR ERR i:::Fi!;; 0.000 0.000 0.000 0.000 ERR ERR ERR ERR ERR ERR R ERR ERR ERR t ' ( ( ` ���� �� OPEN CHANNEL BACKWATER ANALYSIS PACCAR RENTON PROJECT � SSOE INC 915011 BY: SWT . DATE: JAN 1992 TRENCH DRAIN BACKWATER: REACH 6 � . ` Q= 15.61 N= 0.012 SO= 0.0018 YN= 1 .27 ALPHA= 1 . 15 FILENAME:REACH6C WIDTH:::: 3 . ' Y A R R^1 .333 V V^2/2G E DEL E SF SF AVG SO-SF AVG DEL X X 2.000 6.000 0'857 0.814 2.602 0. 121 2. 121 0.000 0.00054 0.00000 0.00000 O O 1 .900 5.700 0.838 0.790 2.739 0. 134 2.034 0.087 0.00062 0.00058 0.00122 71 71 / 1 .800 5.400 0.818 0.765 2.891 0. 149 1 .949 0.085 0.00071 0.00066 0.00114 75 146 1 .700 5. 100 0.757 0. 719 3.061 0. 167 1 .567 0.082 0,00083 0.00.)77 6,031Oz 7Q �25 1 .600 4.800 0.774 0.711 3.252 0. 189 i '780 0.078 0'00097 0'00090 0'00093 97 �12 / 1 . 500 4. 500 ',, /50 0.631 J.469 0,215 1 '715 0.074 0.00115 0'50106 0'00074 100 4l2 1 .400 4.200 0' 724 O'65O 3.717 0.247 1 .647 0.168 0.00138 0.00127 0.00053 12S 540--- � /'40 �V 1 .300 3.900 0.696 0.617 4.003 0'286 1 ' 586 0.061 0.00169 0.00154 0.00023 c31 1 ( 1 .270 3. 310 0.688 0.607 4'097 0. 300 1 . 570 0.010 0.00180 O,OO175 O '`)0O�5 50^! 1076 \ O OOO 0 OOO O.00O O.00O ERR ERR ERR ERR ERR ERR ERR ERR E�R [ � � [�\�� ^ ` J ' - ~^ 0.000 0 O�O .> OOO O 00� ERR ERR ERR ERR ERR ERR ERR �R� ERR , _ , , � < 0.000 0.000 0.000 0.000 ERR ERR ERR ERR ERR ERR ERR ERR ERR -«n ° ( / ' - ` ( � ^^ . _ BACKWATER R ANALYSIS Pr::;l::(rr"',R Fai:a•,l..i-(a►'•1 PR(:iJl-C'T• t ..i.Rf::NC:H 7::'RA:l:N ):i;r•"•';(::1<:!,,!f:;..f!:i:Re REACH , .. 1 . 18 AL..PI••lr::;:::: 1 . 15 F:i.:.......NA{''IE::,.RE::A .f••!:%C: WIDTH-r.i:::c .;:.,: . 1 . 500 5.750 0.622 0.600 2,971 0. 158 1 . 058 0.000 0 .000% 0.00000 0.00000 0 .. {:>..:Y',.! 0. 575 ..i.?i:? 0. 181 1 . 031 011 5 0.50105 0 •5i'1 0 .i., I1 .300 :•. 0.210 1 . 510 0.0710.00140 l it i 1 . 130 <:., .. ,. ..,:...�,.� i:. �� .: .,is I .. .. .1. .-'::' ,. 1 :; RR ERR ERF ERR ERR ERR EF�F Ei. 0.000 0.000 ,. 0 0000 ERR ERR �'R ERR ERR ERR �'i:F r, R i.. �t{ 0.000 0.000 3�000 9.000 ERR f..:RR !.:RF- ERR ERR ERR ERR ERF ERR 5(Gc,+ x ERR R ',i 0.000 . .. 0.000 L•_I'+:!", L:.l••:F•. ...!'t!-: L•:.F•;f". !::.f•<F•; L•:.1'':I''' 1.-.,,!•: 1::1'tiR 1::..:1"' 0,.00"0 '..MOM '.,'..',;':,0 ':i.,':)C .. ERR ERRERR !::ERRERRERRI::. :RR, ERR ERR e:.R!•'. ... ':I••, ( 0.000 0.000 0.000 0.000 ERR ERR ERR R ERR ERR ERR ERR I:::RR ERR t C. ti• v c � c l ( / K OPEN CHANNEL BACKWATER ANALYSIS PACCAR RENTON PROJECT S��OE INC 915011 BY: SWT �- DATE: JAN 1992 TRENCH DRAIN BACKWATER: REACH 8 � " Q= 2.25 N= 0.012 SO:::: 0.005 YN= 0'33 ALPHA= 1 ' 15 FILENAME:REACH8C WIDTH:::: 2 ' Y A R R^1 .333 V V^2/2G E DEL E SF SF AVG SO-SF AVG DEL X X 1 .300 2.600 0. 565 o'467 0.865 0.013 1 .313 0,000 0.00010 0.00000 0.00000 0 O 2OO 2.4OO O. 545 O.446 O.938 O.O16 1 .216 O.O98 O.00O13 O'�O/)12 O.00488 2O 2O ��� 1 . �] 1 . 100 2.200 0. 524 0.422 1 .023 0.019 1 . 119 0.097 0.00016 O.00014 0.00486 20 1 ,000 2.000 0. 500 0'397 1 . 125 0-023 1 .023 0'096 0'00021 0 '00018 0.00482 20 60 - 0 .900 1 .800 0,474 0'369 1 .250 0.028 0'928 O.O95 0.00028 ')'000Ia 0,00476 20 8C O.8OO 1 ,600 0,444 6.339 1 .406 0.035 0.835 0.093 0'00038 0.',/013 0'00467 20 1%) 0.700 1 .400 0.412 0 . 306 1 .607 0.046 0,746 0.089 0.00055 o'M3M 0.06454 20 119 0.600 1 .200 0.375 0,270 1 .875 0.063 0.663 0,083 0.00025 0.00070 0'00430 19 139 ( 0. 500 1 ,000 0.333 0,211 2.250 0.090 0. 590 0.072 0.00143 0-50114 0'00386 19 157 0.400 O OOO 0.286 0. 1�8 2.813 �. 1�1 0. 541 0.O49 O.00274 C .oO2O8 0.00292 17 174 . . �� 0.330 0.660 0.248 0. 156 3,409 0.208 0' 538 0,004 0.00486 0.00380 0.00120 3 �� ( 0.000 0.000 0.000 0.000 ERR ERR ERR ERR ERR ERR ERR ERR ERR L |7� ( � ( ( ` ( K ` � ~- ( »4�/� � ,~-~ ~ Title Sheet No. of By / / Chk. / / Job No. . SSOE, Inc. 3015 112th Avenue, N.E.• Suite 101 Bellevue. Washington 98004 Fax 2068 7;8 12 :206=8 7=2950 . I I i tit •_ hQ1.L0� �7 lY�7LL ' . d p O O 8 'SZ) _ 42-1) Title �� Sheet No./> of By / / hk. / / Job No. • SSOE, Inc. • 3015 112th Avenue, N.E., Suite 101 Bellevue, Washington 98004 Fax 206-827-8412 206-827-2950 /2,S14G ! 2 95 Q , �s19) 2,72 Z, 0SGFs_ Pilo i : f { i I i I i i i -�22� Title Sheet No. of By / / Chk. / / Job No. SSOE, Inc. 3015 112th Avenue, N.E., Suite 101 Bellevue, Washington 98004 Fax 206-827-8412 + 206-827-2950 2l0 2 1-7 4, 1 7 2� 2 ) 392 1-3 ,9 89 A<, 1, 43 Ac- T 6"3 ,2y � siL C _ , 00310 L 14 � I I I -4otw7o 9 Gam, u . --.�� � -.��2?•7 ._-_ _ �- - - . - - - - G� q ` 423 C t C.11 'fi:a•! t::l Ir";I fi II:::1... BACKWATER R ANALYSIS ci PACC:(`,1• RF.caN'Y'ON PROJECT 'C BY.. ,, TRENCH f DRAIN Ssr•;{.:f,W i l I...I,.. T D E. OF WASTE T Ei: TREATMENT' N T' 0.68 r l...PI-•IF;= 1 . 15 F I:I...I:::hiAMl:::..1 . . .. .. ..r:: WIDTH:::: 4_ Y 1••1 I", !", 1. ,.,....?,.? v ....: .<:.(a .... A: ...... ... ::?I•• ..;!.. r•1 :•l:+ ..}(.i...•,}I'• i••s',.(.a DEL ., . . , 0.990 1 .980 0.497 0.394 2. 571 0. 118 1 . 108 0.000•++:0 0.00109 i1'9 0 ,00000 0.00000 0 � i5 0.890 1 ..780 0.471 0 .366 2..860 0.. 146 .I. ..+::+36 0..0 0..00.1.45 0,.00.E27 0..+.;+..;....,. 3 31 3:1. .. 0.790 1 . 580 i" 4 . i...+ 3.222 ._,,•;2 0. 185 r: 0.975 �r: 0.061 ...+ (' ,1 0.00201 0.00173 0 0.00187 :... .336 0.680 1 .360 0.405 0.299 1.713 0.250 0.930 0.045 0.00303 3 0.00253 0..001.07 M !.l:i? 0.000 0.000 0.000 0.000 ERR ERR ERR ERR ERR ERR ERR ERR ERI:*t: .>{) 0.000 0.000 ,) ) .:.I•';I•', I::.{'•;I••, I::.I•';I•' EPR I::.i••:I•', I::.E•'I'. 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YN= O.71 ALPHA= 1 . 15 FILENAME:EAST1OO WID7H= 2 � � Y A R R^1 .333 V V^2/2G E DEL E SF SF AVG SO-SF AVG DEL X X ===================================================================================================================== « 1 . 17O 2.34O O. 539 0'439 2. 551 O. 116 1 .286 O.00O O.0OO97 O.0OOOO 0.00000 1 .O7O 2. 14O O. 517 O'415 2.79O O. 139 1 .2O9 0.O77 O.0O122 0.001O9 O.O0251 31 31 �- 0.970 1 .94O 0140 O.0O22O 32 63 ` 0.870 1 .74O O.465 O.361 3.431 O.21O 1 .0SO 3. 359 O.00213 O.00186 O.00174 3� 96 O.77O 8 1 .O38 O.O42 O.0O297 O.0O255 0.001O5 uO 136 / ( O.71O 1 .420 O.415 O.310 4,2O4 0.316 1 .O26 O,O13 O.0O372 O.00334 O.00O26 5� 186 O OOO O OOO O 0O0 OOO O. ERR ERR ERR ERR ERR ERR ERR ERR ERR �)» - O.00O O.00O O.O�O O'�OO ERR ERR ERR ERR ERR ERR ERR EKR ERR � ^ r �/ , O.00O O,000 O'0OO 0.00O ERR ERR ERR ERR ERR ERR ERR E�R �RR �� /n � /� �.7 /� O.00O O.0OO 0.00O O,000 ERR ERR ERR ER� ERR ERR ERR ERR ERR � �� "^~ ' '/ O.00O O.O0O �.000 O,OOO ERR ERR ERR ERR ERR ERR ERR ERR ERR / ( O.000 0.00O O,0OO O.O0O E�R ERK E�R ERR ERR ERR ERR ERR ERR �: ~ /7 �w_, ( ( ( ` - / ` � ~ � . - ( . � ��,r "t���� � Title '�yt..� Sheet No. of By / I Chk. I l Job No. SSOE, Inc. 3015 112th Avenue, N.E., Suite 101 • Bellevue, Washington 98004 • Fax 206-827-8412 • 206-827-2950 /21 17AF ��� a /9,1 20 41 Soo .ZS 5500 . � /7 3yl'p '9 ,z o 6 /82y z/ o _3y5b saas` � yz � 2, o 11,53 2d 27, le ► 8 � I�f� ass,� 427 Title w Sheet No.Z of By ILI 3 ! 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WATER QUALITY IMPROVEMENT CALCULATIONS Title Sheet No. of By / / Chk. / / Job No. SSOE, Inc. 3015 112th Avenue, N.E., Suite 101 Bellevue, Washington 98004 • Fax 206-827-8412 • 206-827-2950 li 30 0 �9 0 13 �S 27 1143 89 1 . 18 q8 { 25 qo 35 oil i056 f , 23 . 33 8 1 261 D 1q ' 0 75 !8 of i 98 ' .39 Tc r 2 a,�'7 �S ee c(a a� p&vid Ga e— (�cu ti 2 Aimp i 4,v 8 9 13,32 Soo 2 SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDRO8RAP11 STORM OPTIONS: 1* S.C.S. TYPE-1A 2 - 7-DAY DESIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: 1 S.C.S. TYPE-1A RAINFALL DISTRIBUTIDN ENTER: FREQ(YEAR) , DURATION(HOUR) " PRECIP( IHCHES� 1 ,24, .67 ................................................................................................................................................................................... ------------------------ ********* 1-YEAR 24-HDUR STDRM **** 40MTOTAL PRE-CIF'. ********* ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CH( IMPERV) , TC FOR BASIN NB. 1 4.7,89, 13. 5:98,MV5 ` DATA PRINT-OUT: / ~f AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CA A CA ��y��� �/���+�/ 1�].2 4.7 `'1]9.O 13. 5 98.O 23. 5 Y�O-T �-' y '/ T '�;� �/^/� / `^ AK-Q(CFS) T-PEAMTHRS) VOL(CU-FT) ' ENTER [d : ][path]filename[ .ext] FOR STDRAGE OF COMPUTED HYDROGRAPH OWHYD �u� ,�/� 1/ ' ~IT - --� p+- �� SPECIFY: C - CONTINUE. 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Z > a z O � � H � � C N � O > c7 to . 07 X G m y r _y y C W i E Title Sheet No. of By / / Chk. / / Job No. SSOE, Inc. 3015 112th Avenue, N.E., Suite 101 Bellevue, Washington 98004 • Fax 206-827-8412 • 206-827-2950 a f , 1 , a-o�2 A , f 1 iWERI i ! i f _ 1 I � t Q t � I I Vq 1 u 1 { 7, = 14,42 � I - i 504 �A..m / STORM OPTIONS: ` , 1 - S.C.S. TYPE-1A 2 - 7-DAY DESIGN STURM STORM DATA FILE SPECIFY S [URM OPTION: 1 S.C.S. 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FROM: Ralph Nelson, P.E. Entranco DATE: December 18, 1991 SUBJECT: Addendum No. 3 Garden Avenue North Drainage Study Entranco Project No. 91029-60 INTRODUCTION • Entranco has been retained by PACCAR to study the Garden Avenue North drainage system in Renton, Washington. This report is a continuation of drainage studies com- pleted to date concerning the proposed PACCAR site development, runoff from the North Renton Drainage basin, and the Garden Avenue North drainage system. The Garden Avenue North drainage study began with a steady-state backwater analysis of the Garden Avenue North storm drain as it relates to the proposed PACCAR site de- velopment. Flows produced by the King County hydrology model as a part of the Park Avenue Drainage study (in progress) were used as input. The steady-state analyses in- dicated that even design flows as low as the 2-year return rate were capable of causing wide-scale flooding on the valley floor. This condition severely limits the discharge of stormwater from the PACCAR site. Results of this initial analyses were presented in the Garden Avenue North Drainage Study (October 1, 1991). A second study was conducted to determine what drainage alternatives were available for the PACCAR site development. The study examined several potential alternatives, including enlarging the culverts for the lower ponds, bypassing storm flows down North Houser Avenue, and enlarging the existing Garden Avenue North storm drain. Each al- ternative was evaluated using the steady-state backwater model. The results demon- strated that a combination of improving the capacity of the lower ponds system along with an increase in the flow capacity of the valley storm drain system could help to re- duce flooding on the valley floor. The results of the second study were summarized in a Drainage Study Addendum (October 16, 1991). After the second study was completed, Entranco began to analyze the valley floor drainage using EXTRAN of the Stormwater Management Model (SWMM). The EX- • TRAN model offered a more detailed analysis of the valley floor drainage system, al- lowing the dynamic routing of full hydrographs through the storm drain system. The dif- 91029-60 Garden Ave.Drainage Study Add.03)12-18.91) (Doi Terence between the EXTRAN modeling and the previously used steady-state modeling, • is that the EXTRAN model allows conditions to be tracked throughout the duration of a storm, whereas the steady-state analysis permits only a snapshot of conditions at one flow rate, and assumes that flow rate is maintained for an indefinite length of time. The EXTRAN model developed for the study represents over 115 pipes and 120 struc- tures (manholes or catch basins) for the principal drainage system on the valley floor. Information used to define the system was obtained from a combination of sources in- cluding field survey, existing plan sets, and the City of Renton data base. The EXTRAN model was used to evaluate and further define potential drainage alterna- tives available for the PACCAR development. A November 21, 1991 Addendum to the Drainage Study evaluated the need for pumping stormwater off the site, as well as for Barron's bypass alternatives. This potential solution was abandoned in light of new in- formation that allowed a more viable solution. This new solution is the subject of this third Addendum. This analysis addresses flooding and drainage patterns for "existing", "interim" and "fi- nal" conditions for the PACCAR site and related drainage on the valley floor. The "in- terim conditions represent the PACCAR site development conditions during the con- struction period until the "final" drainage alternative can be implemented. The information presented in this Drainage Study Addendum summarizes the results of the EXTRAN modeling for the various conditions examined. • EXISTING CONDITIONS Description The Existing Conditions case assumes that the PACCAR site and drainage system ex- ists as it did during the winter of 1990 (per SSOE plans showing "Existing Conditions'). The south half of the site is largely covered by impervious surface, while the north half of the site is predominately bare earth. Included are open ditches, cross connections with off-site drainage, and an 18-inch restrictor in a storm drain passing runoff across the site. The Garden Avenue North drainage system, including the lower ponds, is assumed to be maintained and fully operational. Please note that the assumption of these main- tained conditions is critical to the results of this analysis. Drainage/Flooding Conditions As noted in our earlier studies, the existing valley floor drainage is undersized with re- spect to the peak flows expected for extreme storm events. In the vicinity of the PACCAR site, flooding occurs from two sources: 1) storm drains conveying runoff from other parts of the drainage basin back up onto the PACCAR site, and 2) when these drains back up, runoff generated on the PACCAR site is contained on-site, and there- fore contributes to site flooding. • 91029-60 Garden Ave.Drainage Study Add 03(12 18-91( 02 • In the vicinity of the PACCAR site, flooding occurs principally at the northwest corner of the site, which is the lowest point on the property. For the 25-year design storm, it is estimated that up to 16 acre-feet of water would be found on the PACCAR property. This water comes from both on-site and off-site drainage. Some of this water comes out of the North 8th Street storm drain. Currently there is a 24-inch diameter pipe con- necting the North 8th Street storm drain and a drainage ditch in the northwest corner of the PACCAR site. When the North 8th Street drain is full, water flows onto the PACCAR site through the existing ditch "outlet". During the 25-year storm event, as much as 45 acre-feet would be discharged from North 8th Street into the PACCAR drainage ditch. Another source of flooding on the PACCAR site under existing conditions is the storm drain crossing the site from subbasin 15 (located to the south of PACCAR) to the North 8th Street storm drain. Under low flows, runoff crosses the PACCAR site and enters the North 8th Street storm drain approximately midway between North Houser Way and Garden Avenue North. During high flows, stormwater in the North 8th Street drain backs up into the storm drain on the PACCAR site, causing flooding. Flooding from in- lets and manholes probably travels as shallow sheet flow across the site to the north- west corner. Flooding created on the PACCAR site under existing conditions promotes flooding on adjacent properties. As flood waters build up on the northwest corner of the property, water begins to spill over onto the low-lying adjacent areas along Garden Avenue North (west of the PACCAR site). Street flooding is predicted along North 8th Street (the northern boundary of the PACCAR site) during the 25-year design storm. Approximately 4.7 acre-feet of flooding is predicted, with most of the flooding occurring at the intersection of North 8th Street and North Houser Way. Under existing conditions, no flooding is predicted for Garden Avenue North, down- stream from the PACCAR site. These predictions may not be representative if the low- er pond systems are not maintained. INTERIM CONDITIONS Description The Interim Conditions case assumes that the PACCAR site exists as defined by the July 18, 1991 Grading Plans submitted to the City of Renton. Specific conditions in- clude: 1) the South Houser bypass is in place, carrying drainage from off-site areas (subbasin 15) around the PACCAR site before joining the Garden Avenue North drain- age system at the intersection of North 8th Street and Garden Avenue North; 2) the east-west interceptor is in place, carrying runoff from the southern half of the PACCAR site, north to the intersection of North 8th Street and Garden Avenue North; 3) runoff from the northern half of the PACCAR site is collected in two sedimentation ponds be- fore being discharged at the intersection of North 8th Street and Garden Avenue North; and 4) the existing ditch "outlet" at the northwest corner of the site is removed and the site is regraded according to the plans. 91029-60 Garden Ave Drainage Study Add #3112 18 91) (pD.3 Drainage/Flooding Conditions The interim condition changes the existing drainage pattern primarily by eliminating some of the overflows from the North 8th Street storm drain. As a result, the extent of surface flooding on the PACCAR site is reduced. For the 25-year design storm, flood- ing on-site is approximately 8.8 acre-feet, approximately 36 percent less than that pre- dicted under existing conditions. Most of the flooding occurs at the northwest corner of the site. The cause of the flood- ing is a backwater or reverse flow condition created by high flows in the N. 8th Street storm drain. During the peak of the storm, the outlet from the site reverses flow direc- tion, diverting approximately 1 acre-foot of runoff onto the site over a 2.75 hour period. During this period, stormwater in the South Houser bypass, the east-west interceptor, and runoff from the northern half of the PACCAR site contributes to the flooding on-site (since it cannot be released into the North 8th Street storm drain). A reduction of flooding on the PACCAR site coincides with an increase in flooding off- site at another location. Under the interim conditions, flooding in the vicinity of North Houser Way and North 8th Street (upstream from the PACCAR site) was substantially increased over existing conditions. Street flooding at this location increased from 3.8 to 7.5 acre-feet. The increase in flooding may be caused primarily by eliminating cross connections between the PACCAR site and the North 8th Street storm drain. Under in- terim conditions as described above, the only hydraulic cross connection between the PACCAR site and North 8th Street occurs at the intersection of North 8th Street and Garden Avenue North. Under existing conditions, a cross connection exists for the • storm drain carrying runoff from subbasin 15 (the storm drain replaced by the South Houser bypass). If the cross connection between the PACCAR site and North 8th Street was retained (approximately midway between North Houser Way and Garden Avenue North), the flooding at the intersection of North Houser Way and North 8th Street is predicted to be reduced by 85 percent (7.5 acre-feet reduced to 1.1 acre-feet). However, flooding on the PACCAR site would increase as additional runoff from North 8th Street finds another point of entry into the PACCAR drainage system. On-site flooding would increase by over 8 acre-feet, with most of the flooding occurring along the east-west interceptor. Flooding along the east-west interceptor probably would be due to the relatively low rim elevations of the manholes and catch basins. Reduced flooding on the PACCAR site appears to reduce the current amount of off-site flooding expected along the western boundary of the site (Garden Avenue North). Esti- mated flood storage in this area appears to be reduced from over 6 acre-feet under ex- isting conditions, to less than 1 acre-foot under the interim conditions. The reduced flooding in this area is attributed to lower flood levels on the PACCAR site resulting in less water spilling over to adjacent properties located to the west. The interim condition had no noticeable effect on the downstream drainage system (Garden Avenue North). The maximum predicted water levels in the manholes along Garden Avenue North were not substantially different from those predicted for the exist- ing condition (figure 1). 91029 60 Garden Ave.Drainage Study Add 03(12-10 91) 604 Conclusions/Recommendations The interim condition proposed for the PACCAR site apparently will have the greatest effect on the flooding occurring immediately upstream from the site, at the intersection of North 8th Street and North Houser Way. Removing or modifying some of the existing cross connections with the North 8th Street storm drain reduces the amount of flooding on-site, but increases the amount of street flooding immediately upstream. On-site detention could be required to mitigate any increases in off-site flooding. De- tention would have to be designed to divert some of the peak flows from North 8th Street onto the PACCAR site. The volume required would need to be established for the 10-year design storm. For comparison, the volume of on-site flooding for the 25- year design storm could be as high as 14 acre-feet. Another option would be to retain the existing cross-connections and allow the PACCAR site to flood during the interim period—much as it now does. Provisions would be re- quired to hold the water on-site and not allow it to flood adjacent properties any more than they currently are flooded. FINAL CONDITIONS Description The Final Condition case represents the recommended drainage alternative that will al- low the PACCAR site to be developed in accordance with the drainage requirements of the City of Renton. The recommended solution is the extension of a 72-inch storm drain along Garden Avenue North, parallel to the existing storm drain. The 72-inch storm drain would extend from North 8th Street, northward along Garden Avenue North before crossing beneath Lake Washington Boulevard and the Burlington Northern Railroad (BNR) tracks. On the north side of the BNR tracks, the storm drain would be diverted east to rejoin the Garden Avenue North drainage flowing through Gene Coulon Memorial Park. Existing storm drains crossing the proposed 72-inch pipe alignment were assumed to be joined with the new 72-inch diameter line. Cross con- nections are maintained between the 72-inch storm drain and ponds 1 and 2 in the vi- cinity of Gene Coulon Memorial Park. Storm drainage from the PACCAR site (including the South Houser bypass, the east- west interceptor and the on-site detention pond) would be collected at the northwest corner of the site, then discharged directly into the existing 48-inch storm drain on Gar- den Avenue North. Flows from North 8th Street would be diverted to the new 72-inch storm drain. A 48-inch cross connection would be provided between the existing Gar- den Avenue North storm drain and the proposed storm drain at the intersection of North 8th Street and Garden Avenue North. Approximately 700 feet of the proposed 72-inch pipe is already in place along the north- ern end of Garden Avenue North. 91029 60 Garden Ave.Drainage Study Add s3 112 18 91) r.0 5 Drainage/Flooding Conditions The proposed Final Condition solution helps to reduce flooding along North 8th Street. At the intersection of North 8th Street and North Houser Way, the volume of street flooding would be reduced by 37 percent from existing conditions. As a result it ap- pears that the proposed solution compensates for any loss of flood storage on the PACCAR site as it relates to flows in the North 8th Street line. Flooding along the western boundary of the site (Garden Avenue North) Is reduced un- der the final solution. Potential off-site flood volumes for the 25-year design storm are reduced from over 6 acre-feet (predicted under existing conditions) to less than 1 acre- foot (under the final solution). The reduction is attributed to the elimination of flooding on the PACCAR site. Under this condition, no flooding was predicted on the PACCAR site for the 25-year de- sign storm. The maximum water surface elevation at the point of discharge (at North 8th Street and Garden Avenue north) would be 23.7, which appears high enough to cause a tailwater effect, but not high enough to cause flooding on the site. Figure 2 shows the water surface elevation over time at the point of discharge. Water levels along the existing Garden Avenue North storm drain are predicted to be lowered by the addition of a parallel, 72-inch storm drain. Figure 3 compares existing water levels to those predicted for the final solution for the existing storm drain. In the 72-inch storm drain, water levels are predicted to range from elevations of approxi- mately 21 at pond 3, up to 23.64 in the first manhole at North 8th Street. The total flow through the lower ponds (in the vicinity of Gene Coulon Memorial Park) would be increased by approximately 25 percent by directing the 72-inch storm drain to pond 3 (north of the BNR tracks). Figure 4 compares the flow out of the lower ponds for the existing and final solution condition. Conclusions/Recommendations The proposed final solution would improve drainage on the valley floor and permit grav- ity drainage from the PACCAR site. A relatively minor increase in off-site flooding would occur along the western boundary of the site, but it appears that this could be mitigated in the final design (if necessaryj# Direct discharge of the 72-inch storm drain into pond 3, immediately north of the BNR tracks, would improve conveyance through the lower ponds by as much as 25 percent. �e fi�te�titen�s )yt-�ke thoJel sv b oen-t f-a 7 s report sl eLved -fofI 1� 9 vl0 f 0 c.��r C2 S �p r'-e c��t G�ec�• 91029-60 Garden Ave.Drainage Study Add F3(12 t8 91) 606 Figure 1 MAXIMUM PREDICTED WATER LEVELS ALONG EXISM0 QNtM AIEruE arOft MM 3a 34 32 31 I O 30 29 OROUND SUWACE 213 27 2e 25 24 23 22 21 1001 1101 1102 1103 1104 1105 1106 1107 1106 1100 1000 1201 1202 1203 YODELED WE JUNCTION (NAt*�IOIEs) + EXISTNd0 CONDMON O R!T >wl CONDfT10t1 Figure 2 WATER LEVELS AT N.8TH ST. AND GARDEN A. 25—YEAR DESM SiOR11 2e 27 26 2s W 24 23 +H 22 21 20 n rrrrI.....»tr 0.00 2.00 4.00 &DO ILOO 10.00 12.00 14.00 1&00 1&00 20.00 22.00 24.00 TIME (HOURS) Cl EXMTIN0 COtMff M + MNAL SOLUTION 607 Figure 3 MAXIMUM PREDICTED WATER LEVELS ALONG E037*o OiARDEr4 AVOM XTOM D4W! 36 34 33 32 31 30 -1 ., z GROUND KWACE 27 26 2b 24 23 22 21 20 1001 1101 1102 1103 1104 11o5 1106 1107 1106 1109 1000 1201 1202 1203 + EXMMG COMMON MOM PIPE JllNC110 b(YAtW/72�i GARDEN AVE Figure 4 FLOW AT GENE COULON MEMORIAL PARK (PREDICTED FOR 25-YEAR DESIGN sroR11) 320 Soo 250 260 240 220 FN& SOLM7)ON 200 ISO t ao 140 120 DOSTINO CONDITION 100 80 so 40 0 0 2.00 4.00 6.00 11.00 MOO 12.00 MOO MOO OO 1 e.o0 20.00 22.00 24.00 MWE (HOURS) coo 8 WATER SURFACE ELEVATIONS-- 1 OO YEAR STORM w f 16 Inch diameter pond outlet 28 c 27 26 z a 2s O 24 U C 23 C 22 21 20 0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 10.00 20.00 22.00 24= C] M AND GARDEN TIME (HR) + ONSiTE POND i 0004, 92 12:09 FAX 206 827 8412 SSOE INC. ^�OF�rON %�Ec;F►V� vEVE�u�,, ETdT SERVICES DIVISION FAX COVER SHEET Transmittal No. SSOE,Ina Page of Pages Engineers Architects 3015-112th Aaenue,NE,Suite 101 BeIImue, Wash fon 98004 Phone: (206)827-2950 Fax (206)827-84I2 If you do not receive the entire transmission, or experience difficulties, please caJl (206) 827-2950. 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