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HomeMy WebLinkAboutSWP272845 Short Plat'(SHPI:# ) REQUEST FOR PROTECT#! Prelim.Plat (PP# ) CAG# ) To: Technical Services Date c�t)W0 r C rafectt#C z From: Plan Review/Project Manager Project Name (70 a=ct ) Description of Project: Circle Size of Waterline: 8" IO" 12" Circle One: Ne;I or Extension Circle Size of Sewerline: 8" 10" 12" Circle One: New or Extension Circle Size of Stonmline: Lp 15" 18" 24" Circle One: New or Extension Address or Street Names) " '162DI 6&ck L 's C7 Dvlpr/Contractor/Owner/Cnslt:: G� (10 charactc ) Check each discipline involved in Project Ltr Dr-wg #of sheets per discipline ❑ Trans-Storm ❑ ❑ (Roadway/�na Wage) (Off sit:impovemcnts)(inelude basin name) (include TESC sheds) O Transportation (Signa)izadon,Chsnnctizadon,Ughdng) ❑ ❑ lr] Wastewater D; 5( Sanitary Sewer Main(nelude basin name) Water (Mains,valves.Hydrants) /1/✓1 z '�l (Inc do mpost.�tc��nzo G�' Shcca) ��\. Suface Water �� ❑ G ti1 C Improvements (CP ONLY)(indudc basin name) ' TS Use Only W-rR- a-7- aSy5 V\) - aC6 LAS Ww R- a7- a'g145 s a5 -uZLIA, cyl�__ CITY OF RENTON PLANNING/BUILDING/PUBLIC WORKS MEMORANDUM DATE: 01/29/02 TO: Mike D. FROM: Arneta H. X7298 A4 SUBJECT: STORM DRAINAGE REPORT TIFFANY PARK EL SCHOOL Attached and hand delivered is the above for your permanent records. cc: [Click here and type name] Document 1\ajh SURFACE WATER UTILITY BILLING ASSESSMENT Project Name: Tiffany Park Elem. School Note: lot area correction, changes Building Permit Number: B990732 SW charges significantly Billing Account Number: 260400 Date to Utility Billing: 2-27-2004 Business or Use: elementary school Owner Name: Renton School District #403 Bill To: Renton School District #403 300 SW 7T" St. Renton, WA. 98055 Site Address: 1601 Lake Youngs Way SE Description: "Lot Size": 423,838 sf = "Tax Lot No.": 212305-9057 Comments: verified Low intensity by impervious area from TIR, R-2845 Tax Lot No. Areas Impervious (sf) Assessment ______.._... - j 2123059057� 423838 210800 LOW f I:\BiIIingAssesments\2123059057biII-doc\rd ' STORM DRAINAGE REPORT for TIFFANY PARK ELEMENTARY SCHOOL DEC 2 3 1999 ` RENTON SCHOOL DISTRICT ' RENTON, WA M0 Un U Z � rN�G8 TE¢ SSIONAL �~ EXPIRES 12/24/00 ' Prepared By: WARNER ENGINEERING 5122 Olympic Drive NW, Suite B204 Gig Harbor, WA 98335 ' (253) 858-8577 December 20, 1999 ' Job Number: 002021 ' TABLE OF CONTENTS I. Project Overview II. Existing Conditions Summary ' III. Developed Conditions Summary ' IV. Discussion of Core Requirements V. Discussion of Special Requirements VI. Conveyance System Analysis and Design VII. Water Quality Analysis and Design VIII. Appendices ' Appendix A - Vicinity Map Appendix B - SCS Soil Map ' Appendix C - Predeveloped Basin Map Appendix D - Postdeveloped Basin Map Appendix E - Isopluvial Maps: 2-, 10-, 100- Year ' Appendix F - Runoff Coefficients Appendix G - Waterworks program Calculations Conveyance Water Quality Appendix H - FlowMaster Calculations - Water Quality Appendix I - Technical Information Report Worksheet ' Appendix J- Geotechnical Engineering Study ' IX. References ' 2 Tiffany Park Elementary, Renton, WA PROJECT OVERVIEW This project will construct a new elementary school building on the current school site. ' The existing buildings, except one, will be demolished. The existing parking areas and playfields will be demolished. New playfields and parking lots will be constructed. The 10 acre site is bounded on the southwest by Oakesdale Avenue SW, on the west and north by Lake Youngs Way, and on the east and south by residential development. The project encompasses development of the entire site. The work shall also include one new driveway access from Lake Youngs Way, and landscaping areas. See Appendix A for a vicinity map. ' II. EXISTING CONDITIONS SUMMARY SOILS ' Soils on the site are identified b the SCS Soil Survey for Kin County' a - Y Y g y s Arents Alderwood (AmC)- see Appendix B for SCS Soils map. The SCS description for this ' soil does not match the actual soil logs done for this site. The existing site soils are mainly gray, black and brown silty sands and gravels with occasional organic matter. Therefore, based upon the geotechnical data we will assume that a hydrologic soil group ' C soil is present on the site. ' EXISTING DEVELOPMENT AND DRAINAGE The site currently is comprised of the elementary school buildings, parking areas, playfields, trees and brush areas. The building area of the site is relatively flat. There is a treed knoll with steep slopes and a vegetated natural berm along the north property line adjacent to Lake Youngs Way. There is a total vertical relief of across the site of about ' 14 feet, not including the knoll. There is an existing drainage system for the school and a detention system for one of the buildings. These systems tie into an existing 60" storm pipe which runs through the site. See the Predeveloped Basin Map, Appendix C. ' OFF-SITE AND DOWNSTREAM DRAINAGE ' There is no off-site drainage onto this site. See the Predeveloped Basin Map, Appendix C. ' Stormwater from the site flows to a 60" storm pipe. This system continues to the northwest approximately 700 feet where it discharges to a swale near the intersection of Lake Youngs Way and Royal Hills Drive. It continues in the swale for approximately ' 3 Tiffany Park Elementary, Renton, WA ' 300 feet where it crosses under Royal Hills Drive. It continues northward approximately 1300 feet in a small tributary to the Cedar River. ' III. DEVELOPED CONDITIONS SUMMARY ' ON-SITE DEVELOPMENT AND DRAINAGE Calculation-show that the increase in peak runoff for the 100-year storm is less than 0.5 ' cfs therefore this project is exempt from additional detention requirements. Water quality, however, is still required. ' Storm drainage for the site will be as follows: The storm water from the parking areas and bus loop will be collected in a series - ' of catch basins and pipes and will flow to the biofiltration swale. The bioswale will discharge to the 60" storm pipe which runs through the site. The building downspouts and foundation drains will be piped through a separate storm system with a separate connection to the 60" storm pipe. There is an existing detention system that will be demolished. An equal amount of detention will be installed in ' the new system. The biofiltration swale will provide for water quality for those areas subject to vehicular traffic. See the Postdeveloped Basin Map, Appendix D. OFF-SITE IMPROVEMENTS AND DRAINAGE ' No off-site improvements are proposed. ' IV. DISCUSSION OF CORE REQUIREMENTS ' Core Requirement#1- Discharge at the Natural Location As discussed in EXISTING CONDITIONS SUMMARY above, is site currently drains to ' the 60" storm pipe. The proposed storm systems will continue to discharge to this pipe. Core Requirement#2- Off-Site Analysis No offsite drainage enters the site. See Appendix C- Predeveloped Basin Map. A Level One Downstream Analysis is described in the Existing Conditions Summary. There are no known drainage problems in this system. t4 Tiffany Park Elementary, Renton, WA Core Requirement#3- Runoff Control This site is exempt from On-site Peak Rate Runoff Control because the increase in the ' peak flow for the 100-year storm is less than 0.5 cfs. Core Requirement#4- Conveyance System The project storm system will convey the site 100 year design storm. Core Requirement#5-Erosion/Sedimentation Control Plan An Erosion and sedimentation plan will be developed for this site as outlined in the King County Surface Water-Design Manual. Filter fences, temporary sediment pond, CB inlet protection, CB inlet sediment trap and construction entrances will be installed. ' Core Requirement#6-Maintenance and Operation Maintenance and operation of all of the stormwater system on this site will be the responsibility of the Renton School District. ' Core Requirement#7-Bonds and Liability Bonds and liability insurance will be provided by the Renton School District. V. DISCUSSION OF SPECIAL REQUIREMENTS ' Special Requirement#1- Critical Drainage Areas ' The City has not indicated that this site is in a critical drainage basin. Special Requirement#2- Compliance With Existing Master Drainage Plan There is no existing known Master Drainage Plan that includes this site. Special Requirement#3- Conditions Requiring a Master Drainage Plan 1 This project site does not trigger any of the thresholds that require a Master Drainage Plan. ' S Tiffany Park Elementary, Renton, WA Special Requirement#4- Adopted Basin or Community Plans The site is not in any known adopted basin or community plans. ' Special Requirement#5- Special Water Quality Controls 1 This project does not trigger special water quality controls. Special Requirement#6- Coalescing Plate Oil/Water Separators ' A coalescinglate oil/water separator is not required. P p q ' Special Requirement#7- Closed Depression There are no closed depressions on the project site. Special Requirement #8- Use of Lakes, Wetlands or Closed Depressions for Peak Runoff ' Control The project will not use a lake, wetland or closed depression for peak runoff control, ' Special Requirement#9- Delineation of 100 Year Floodplain The site is not within the 100-year flood plain. Special Requirement#10- Flood Protection Facilities for Type 1 and 2 Streams This project is not near a type 1 or 2 p � yp stream. ' Special Requirement#11- Geotechnical Analysis and Report ' A geotechnical analysis and report is included as Appendix J. Special Requirement#12- Soils Analysis and Report ' Soils report is included as Appendix J. ' Special Requirement#13 -Aquifer Recharge and Protection Areas This site is not in an aquifer recharge or protection area. ' 6 Tiffany Park Elementary, Renton, WA 1 VI. CONVEYANCE SYSTEM ANALYSIS AND DESIGN See Appendix G for basin information. Summarized below are the preliminary design ' data: ' Constants PZ =2.0 in. Soil Type C ' P,o =2.9 in. CN=81.0 wooded P,00= 3.9 in. CN=86.0 short grass/landscaping CN=98.0 impervious Conveyance calculations are included in Appendix H. ' VII. WATER QUALITY ANALYSIS AND DESIGN ' The biofiltration swale is designed per King County standards. The water quality storm is the peak flow from the developed 2-year storm event. See Appendix G and Appendix H for computer calculations. Tiffany Park Elementary, Renton, WA V. APPENDICES Appendix A - Vicinity Map Appendix B - SCS Soil Map ' Appendix C - Predeveloped Basin Map Appendix D - Postdeveloped Basin Map Appendix E - Isopluvial Maps: 2-, 10-, 100-Year Storm Event ' Appendix F -Runoff Coefficients Appendix G- Waterworks program Calculations ' Conveyance Water Quality Appendix H - Flowmaster Calculations - Water Quality Appendix I - Technical Information Report Worksheet Appendix J- Geotechnical Engineering Study 8 Tiffany Park Elementary, Renton, WA VI. REFERENCES Soil Survey of King County Area, Washington. United States Department of Agriculture, Soil Conservation Service. November 1973. ' II. Surface Water Design Manual, King County, Washington. King County Department ' of Public Works. January 1990. Revised November 1995. III. ' Waterworks. Software for Hydrology. Version 4.12e. Engenious Systems, Inc. Seattle, Washington. ' IV. Flowmaster. Version 4.1. Haestad Methods, Inc. Waterbury, ' Connecticut. ' 9 Tiffany Park Elementary, Renton, WA 1 11 A--- I - -- T-, - I u u E .F - ------ H iraw .24111 ST "�_ST �TL t zz S 124TIl ST CD A, IT ,If 17ST11 ST _12611.T_ 'F'A SC 126STT L.LGT P�T�l vIAVSOR1 RENT V Sr 4 HILLS i5 COLL 4TH ST SE 128TH 1301" cc CO3 4100 ST MI 10RIAL NE 3RD CT WU SE 129TH s R VKI WY 5 Tittic(m!-ST s NE SIT A/M T 42'No p ��l m A—SE .1 u ST 2 CTH 18 RENI-ON 17- w IST 15 C. 1 4 MONT LEISURE OLIVET IS M ES w. N s CEMETERY mPARK ri-v 2 16 F. HIM I't Sr 1311 IV K MIX IL ST RFNTDN a ft. ! 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F h r —:-- -- I. ` • 1� •I Ur „� +fir py �•,� .�•�',�• • AkF I ' Ilk —`,� I, I JI -j-- - �:N>^J 1� • •'\Sf ,---AgC B�37 � --- AkF •RI j��'y ,pyPk'od'G`o/ AmC • '"-!1°-- - �q- -°_ \ ABSubsta; C .AM InC V. lam'�,• .• i `;o, II o � \ AgC ;_ I, �/l AkF ap :12C :i• PQ r�';I .J ....1 AgD 2° `�� /i 2a i 455 PROJECT SITE 6 Pu 9 i• .i I %. 9>iC" .At! AgC ``.`, AkF Ur N.t t:I!,*:,:,. I l ii I Pu ILLY 515 fjBeC BJ Ur' •LI4 . .:ii 1 (AgD M I B •II • ��,' B � — Ur •1 y I �I� ^\ � � O R s rvoir p° AgC •• •.• • ; So T. D Z r m s Pu m I AgC II Sk � BMA IF • 428 I �O lu I ( I AmC ° _ 2 �29�. • - AgB 6 \�APPENDIX B � 16a °�203 Agc 2 ° 451 N Ur Sk _=__ , •1. o IAgC l LJL__lI I I 1 I GUIDE TO MAPPING UNITS ' For a full description of a mapping unit, read both the description of the mapping .unit and that of the soil series to which the mapping unit belongs. See table 6, page 70, for descriptions of woodland groups. Other information is given in tables as follows: ' Acreage and extent, table 1, page 9. Town and country planning, table 4, page 57. Engineering uses of the soils, tables 2 and 3, Recreational uses, table 5, page 64. pages 36 through 5S. Estimated yields, table 7, page 79. Woodland Described Capability unit group Map on symbol Mapping unit page Symbol Page Symbol ' AgB Alder ood gravelly sandy loam, 0 to 6 percent slopes---------- 10 IVe-2 76 3d2 AgC Alderood gravelly sandy loam, 6 to 15 percent slopes--------- 8 IVe-2 76 3dl AgD Alderood gravelly sandy loam, 15 to 30 percent slopes-------- 10 VIe-2 78 3dl ' AkF Alder ood and Kitsap soils, very steep------------------- 10 VIIe-1 78 2d1 r AmB Arents, Alde ood material, 0 to 6 percent slopes 1/---------- 10 IVe-2 76 3d2 ==�PAmC Arents, Alder ood material, 6 to 15 percent slopes 1/--------- 10 IVe-2 76 3d2 ' An Arents, Everett material 1/---------------------- ------------- 11 IVs-1 77 3f3 BeC Beausite gravelly sandy loam, 6 to 15 percent slopes---------- 11 IVe-2 76 3d2 BeD Beausite gravelly sandy loam, 1S to 30 percent slopes--------- 12 VIe-2 78 3dl BeF Beausite gravelly sandy loam, 40 to 7S percent slopes--------- 12 VIIe-1 78 3dl Bh Bellingham silt loam------------------------------------------ 12 IIIw-2 76 3w2 ' Br Briscot silt loam--------------------------------------------- 13 IIw-2 75 3wl Bu Buckley silt loam--------------------------------------------- 13 IIIw-2 76 4wl Cb Coastal beaches----------------------------------------------- 14 VIIIw-1 78 --- Ea Earlmont silt loam-------------------------------------------- 14 IIw-2 75 3w2 ' Ed Edgewick fine sandy loam-------------------------------------- 15 IIIw-1 75 2ol EvB Everett gravelly sandy loam, 0 to 5 percent slopes------------ 15 IVs-1 77 3f3 EvC Everett gravelly sandy loam, 5 to 15 percent slopes----------- 16 VIs-1 78 3f3 EvD Everett gravelly sandy loam, 15 to 30 percent slopes---------- 16 Vle-1 77 3f2 EwC 'Everett-Alder ood gravelly sandy loamy, 6to15 percent ------ 16 VIs-1 78 3f3 slopes--------------------------------- - -InA Indianola loamy fine sand, 0 to 4 percent slopes-------------- 17 IVs-2 77 4s3 InC Indianola loamy fine sand, 4 to 1S percent slopes------------- 16 IVs-2 77 4s3 InD Indianola loamy fine sand, 15 to 30 percent slopes------------ 17 VIe-1 76 4s2 KpB Kitsap silt loam, 2 to 8 percent slopes----------------------- 17 IIIe-1 75 2d2 KpC Kitsap silt loam, 8 to 15 percent slopes---------------------- 18 IVe-1 76 7d2 KpD Kitsap silt loam, 15 to 30 percent slopes--------------------- 18 VIe-2 78 2dl KsC Klaus gravelly loamy sand, 6 to 15 percent slopes-------------' 18 VIs-1 78 3fl Ma Mixed alluvial land------------------------------------------- 18 VIw-2 78 2ol NeC Neilton very gravelly loamy sand, 2 to 1S percent slopes------ 19 VIs-1 78 3f3 Ng Newberg silt loam--------------------------------------------- 19 IIw-1 74 2ol Nk Nooksack silt loam-------------------------------------------- 20 IIw-1 74 2ol ' No Norma sandy loam---------------------------------------------- 20 IIIw-3 76 3w2 Or Orcas peat-----=----------------------------------------- ----- 21 VIIIw-1 78 --- Os Oridia silt loam---------------------------------------------- 21 IIw-2 75 3wl OvC Ovall gravelly loam, 0 to 15 percent slopes------------------- 22 IVe-2 76 3dl ' OvD Ovall gravelly loam, 1S to 25 percent slopes------------------ 23 VIe-2 78 3dl OvF Ovall gravelly loam, 40 to 75 percent slopes------------------ 23 VIIe-1 78 3dl Pc Pilchuck loamy fine sand-------------------------------------- 23 VIw-1 78 2sl Pk Pilchuck fine sandy loam-------------------------------------- 23 IVw-1 76 2sl Pu Puget silty clay loam----------------------------------------- 24 IIIw-2 76 3w2 ' Py Puyallup fine sandy loam-------------------------------------- 24 IIw-1 74 2ol RaC Ragnar fine sandy loam, 6 to 15 percent slopes---------------- 25 IVe-3 77 4sl RaD Ragnar fine sandy loam, 15 to 2S percent slopes--------------- 26 VIe-2 78 4sl --- RdC Ragnar-Indianola association, sloping: 1/---------------------- 26 -------- -- -- IVe-3 77 4s1 Ragnar soil--------------------------------------------- - IVs-2 77 4s3 Indianola soil------------------------------------------- -- RdE Ragnar-Indianola association, moderately steep: 1/------------ 26 -------- -- Ragnar soil------------ ----------------------------- -- VIe-2 78 4sl Indianola soil------------------------------------------- -- VIe-1 77 4s2 ' U. S. GOVERNMENT PRINTING OFFICE:1973 0-468-266 STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN Table III-1.6 Hydrologic Soil Groups foe Soils in the Puget Sound Basin ' Hydrologic Soil Hydrologic Soil Soil T}pe Group Soil Type Gip Agncw C Colter C Ahl B Custer ND Aiu C Dabob ND AJderwood C Delphi D 1 Arcnu, AJdcrwood B Dick ND Arcnu, Everea B Dirr.al D Ashoc B Dupora D Udhill B Earimax C Barnes oo C Edgewkk C Baumgard B Eld B Beausito B Elwell B C Eaquatzel B BtI fa si _ Bellingham D Evercn A Bellingham variant C Everson D Boistfon B Galvin D Bow D Getchell A ' Brie D Giles B Buckley C Godfrey D Bunker B Grecnwater A Cagey C Grove C ' Carisborg ND Haruinc C Casey ND Harm t ND CaIso1ary C Hoh ND Cathcart B Hoko ND ' Ccntnlia B Hoodspon ND Chehalis B Hoogdal C Chcsaw A Ho}pus ND Cincbar B Huel ND ' Clallam C Indianola ND Cla}'ton B Jonas B Cos sul buches variable Jumppe ND Kapowsin CID Kalaloch C Katula C Renton D Kilchis C Republic B Kitaap C Riverw'ash variable Klaus N D Rober C KJonc ND Salal C Latcs C Salk-um B Lebam B Sanuram sh D Lumrni ND San Juan ND Lynnwood ND Scamman D Lysuir ND Schneider B Mal C Seattle D hfanlcv B Sekiu ND Mzshcl B Semiahmoo D Maytown C Shalcar D hicKcnna D Shano B McMurray ND Shclton C ' � o fclburTnc B Si C }.fennel ND Sinclair C Mixcd Alluvial variable Skipopa D Nfolson B Skykorr sh B Nfukilteo CID Snohopsh ND I B Snohorr sh D Nargar A Solduc B National ND Solleks ND ' Ncilton A Spare D III-1-9 FEBRUARY, 1992 c C LL ,�t �.-*l r. 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H `J ( / 1 KING COUNTY, W ASHINGTON, SURFACE W ATER DESIGN M ANUAL 1 FIGURE 3.5.IC 2-YEAR 24-HOUR ISOPLUVIALS 1 _ co 1 2 PROJECT SITE KW Zl d � ` • 'c � � � - ' .tom j _ 2-YEAR 24-HOUR PRECIPITATION 35 3.4--' ISOPLUVIALS OF 1 2-YEA _TOTAL PRECIPITATION N INCHES 0 1 2 3 4 S 6 7 8 Mllws ~' 1 is 300,000 3.5.1-8 " ' APPENDIX Ep ' KING COUNTY, WAS HINGTON, SURFACE WATER DESIGN MANUAL ' FIGURE 3.5.1E 10-YEAR 24-HOUR ISOPLUVIALS - Z.y � •- --- -^ • -tea- � +>L..#;• -�s,-- --=t' -. -._._ .�._. -•-•-- -•- 23 2-4 ' 2s 28 29 ao 3.1 •/� � b , -; �fir;,, v - .�T'- ��` .••. , Ala-Z 33 ti �- PROJECT SITE t DK Yew tit r r t � ' 10-YEAR 24-HOUR PRECIPITATION 3.4-00" ISOPLUVIALS OF 10-YEAR 24-HOUR ' TOTAL PRECIPITATION IN INCHES n�0 0 1 2 3 4 S 6 7 8 Mlles 1: 300,000 3.5.1-10 ��� 1/90 40 i ORA � • r • . Via! - � ' STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN Table III-1.3 SCS Western Washington Runoff Curve Numbers (Published by SCS in 1982) Runoff curve numbers for selected agricultural, suburban and urban ' land use for T e lA rainfall distribution, 24-hour storm duration. LAND USE DESCRIPTION CURVE NUMBERS BY HYDROLOGIC SOIL GROUP ' A B C D Cultivated land(1) : winter condition 86 91 94 95 Mountain open areas: low growing brush & grasslands 74 82 89 92 Meadow or pasture: 65 78 85 89 Wood or forest land: undisturbed 42 64 76 81 ' Wood or forest land: young second growth or brush 55 72 81 86 Orchard: with cover crop 81 88 92 94 ' Open spaces, lawns, parks, golf courses, cemeteries, landscaping. 68 80 86 90 Good condition: grass cover on z75$ of the ' area Fair condition: grass cover on 50-75% of 77 85 90 92 the area ' Gravel roads & parking lots: 76 85 89 91 Dirt roads & parking lots: 72 82 87 89 ' Impervious surfaces, pavement, roofs etc. 98 98 98 98 Open water bodies: lakes, wetlands, ponds etc. 100 100 100 100 ' Single family residential(2) : Dwelling Unit/Gross Acre %Impervious(3) Separate curve number 1.0 DU/GA 15 shall be selected for 1.5 DU/GA 20 pervious & impervious 2.0 DU/GA 25 portions of the site 2.5 DU/GA 30 or basin 3.0 DU/GA 34 ' 3.5 DU/GA 38 4.0 DU/GA 42 4.5 DU/GA 46 5.0- DU/GA 48 ' 5:5• DU/GA 50 6.O DU/GA 52 6.5 DU/GA 54 7.0 DU/GA 56 ' PUD' s,- condos, apartments, %impervious commercial businesses & must be industrial .areas computed (1) For a more.detailed7description .o£, agricultural land use curve numbers refer to National' Engineering Handbook, Sec:: 4, Hydrology,-Chapter 9, August 1972. ' (2) Assumes roof. and driveway runoff is directed, into street/storm system. (3) The remaining pervious areas .(lawn) are considered to be in good condition for these curve numbers. III-1-12 _ FEBRUARY, 1992 APPENDIX F ' 10 13 99 8: 42 :50 am Warner Engineering / / g ring page 1 ' Preliminary Storm Calcs Tiffany Park Elementary BASIN SUMMARY 1 BASIN ID: post10 NAME: SBUH METHODOLOGY TOTAL AREA. . . . . . . : 9. 99 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 2 . 90 inches AREA. . : 5. 15 Acres 4 . 84 Acres ' TIME INTERVAL. . . . : 10. 00 min CN. . . . : 85. 52 98 . 00 TC. . . . . 10. 00 min 5. 00 min ABSTRACTION COEFF: 0. 20 ' PEAK RATE: 5. 33 cfs VOL: 1.74 Ac-ft TIME: 470 min BASIN ID: post100 NAME: ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 9. 99 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 5. 15 Acres 4 . 84 Acres 1 TIME INTERVAL. . . . : 10. 00 min CN. . . . : 85. 52 98 . 00 TC. . . . . 10. 00 min 5. 00 min ABSTRACTION COEFF: 0. 20 ' PEAK RATE: 7 .76 cfs VOL: 2 . 51 Ac-ft TIME: 470 min BASIN ID: post2 NAME: ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 9. 99 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 2 . 00 inches AREA. . : 5. 15 Acres 4 . 84 Acres ' TIME INTERVAL. . . . : 10. 00 min CN. . . . : 85. 52 98 . 00 TC. . . . . 10. 00 min 5. 00 min ABSTRACTION COEFF: 0. 20 PEAK RATE: 3 . 23 cfs VOL: 1. 07 Ac-ft TIME: 470 min BASIN ID: post6mo NAME: SBUH METHODOLOGY TOTAL AREA. . . . . . . : 9 .99 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 1. 28 inches AREA. . : 5. 03 Acres 4 . 96 Acres ' TIME INTERVAL. . . . : 10. 00 min CN. . . . : 85. 52 98 . 00 TC. . . . . 10. 00 min 5 . 00 min ABSTRACTION COEFF: 0. 20 ' PEAK RATE: 1. 71 cfs VOL: 0. 58 Ac-ft TIME: 470 min 1 •'• No �e���dn ���►:recJ� APPENDIX G 1 10/13/99 8:42 : 50 am Warner Engineering page 2 Preliminary Storm Calcs Tiffany Park Elementary ' BASIN SUMMARY ' BASIN ID: pre10 NAME: SBUH METHODOLOGY TOTAL AREA. . . . . . . : 9 . 99 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP ' PRECIPITATION. . . . : 2 .90 inches AREA. . : 6. 00 Acres 3 .99 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 84 .80 98 . 00 TC. . . . . 10. 00 min 5. 00 min ' ABSTRACTION COEFF: 0. 20 PEAK RATE: 4 . 89 cfs VOL: 1. 63 Ac-ft TIME: 480 min BASIN ID: pre100 NAME: SBUH METHODOLOGY TOTAL AREA. . . . . . . : 9. 99 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP ' PRECIPITATION. . . . : 3 . 90 inches AREA. . : 6. 00 Acres 3 .99 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . . 84 . 80 98. 00 TC. . . . . 10. 00 min 5. 00 min ' ABSTRACTION COEFF: 0. 20 PEAK RATE: 7 . 28 cfs VOL: 2 . 39 Ac-ft TIME: 480 min BASIN ID: pre2 NAME: SBUH METHODOLOGY TOTAL AREA. . . . . . . : 9 . 99 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP ' PRECIPITATION. . . . : 2 . 00 inches AREA. . : 6. 00 Acres 3 .99 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 84 . 80 98 . 00 TC. . . . . 10. 00 min 5. 00 min ' ABSTRACTION COEFF: 0. 20 PEAK RATE: 2 . 86 cfs VOL: 0.98 Ac-ft TIME: 470 min ' 12/20/99 9 : 50: 20 am Warner Engineering page 1 TIFFANY PARK ELEMENTARY ' CONVEYANCE CALCS 100 YEAR STORM EVENT ' BASIN SUMMARY BASIN ID: AD01 NAME: ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 10 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP ' PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0. 00 Acres 0. 10 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 86. 00 98 . 00 TC. . . . . 10. 00 min 5. 00 min ABSTRACTION COEFF: 0. 20 ' PEAK RATE: 0. 10 cfs VOL: 0. 03 Ac-ft TIME: 470 min BASIN ID: CB01 NAME: ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 00 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0. 00 Acres 0. 00 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 86. 00 98. 00 TC. . . . . 10. 00 min 5. 00 min ABSTRACTION COEFF: 0.20 ' PEAK RATE: 0. 00 cfs VOL: 0. 00 Ac-ft TIME: 0 min BASIN ID: CB02 NAME: ' SBUH METHODOLOGY TOTAL AREA. . . . . .. : 0. 01 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0. 00 Acres 0. 01 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 86. 00 98 .00 TC. . . . . 10. 00 min 5. 00 min ABSTRACTION COEFF: 0. 20 ' PEAK RATE: 0. 01 cfs VOL: 0. 00 Ac-ft TIME: 470 min BASIN ID: CB03 NAME: ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1. 70 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0. 00 Acres 1. 70 Acres ' TIME INTERVAL. . . . : 10. 00 min CN. . . . : 86. 00 98. 00 TC. . . . . 10. 00 min 5. 00 min ABSTRACTION COEFF: 0. 20 PEAK RATE: 1.74 cfs VOL: 0. 52 Ac-ft TIME: 470 min 12/20/99 9: 50: 20 am Warner Engineering page 2 TIFFANY PARK ELEMENTARY CONVEYANCE CALCS 100 YEAR STORM EVENT BASIN SUMMARY=====_______________________ BASIN ID: CB04 NAME: SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1. 44 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0. 00 Acres 1.44 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 86. 00 98. 00 TC. . . . . 10. 00 min 5. 00 min ABSTRACTION COEFF: 0. 20 PEAK RATE: 1.47 cfs VOL: 0.44 Ac-ft TIME: 470 min ' BASIN ID: CB05 NAME: SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 01 Acres BASEFLOWS: 0. 00 cfs ' RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0. 00 Acres 0. 01 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . . 86. 00 98 .00 TC. . . . . 10. 00 min 5. 00 min ' ABSTRACTION COEFF: 0. 20 PEAK RATE: 0. 01 cfs VOL: 0. 00 Ac-ft TIME: 470 min BASIN ID: CB06 NAME: SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 13 Acres BASEFLOWS: 0. 00 cfs ' RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 .90 inches AREA. . : 0. 13 Acres 0. 00 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . . 86. 00 98 . 00 TC. . . . . 10. 00 min 5. 00 min ' ABSTRACTION COEFF: 0. 20 PEAK RATE: 0. 08 cfs VOL: 0. 03 Ac-ft TIME: 480 min ' BASIN ID: CB07 NAME: SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 00 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . . 3 . 90 inches AREA. . : 0. 00 Acres 0. 00 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . . 86. 00 98.00 TC. . . . . 10. 00 min 5. 00 min ' ABSTRACTION COEFF: 0. 20 PEAK RATE: 0. 00 cfs VOL: 0. 00 Ac-ft TIME: 0 min 12/20/99 9: 50:20 am Warner Engineering page 3 TIFFANY PARK ELEMENTARY CONVEYANCE CALCS 100 YEAR STORM EVENT BASIN SUMMARY ' BASIN ID: CB08 NAME: SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 00 Acres BASEFLOWS: 0. 00 cfs ' RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0. 00 Acres 0. 00 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 86. 00 98 . 00 TC. . . . . 10. 00 min 5. 00 min ' ABSTRACTION COEFF: 0.20 PEAK RATE: 0. 00 cfs VOL: 0. 00 Ac-ft TIME: 0 min BASIN ID: CB09 NAME: SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1. 09 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . . 3 . 90 inches AREA. . : 0. 00 Acres 1. 09 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 86. 00 98. 00 TC. . . . . 10. 00 min 5. 00 min ' ABSTRACTION COEFF: 0. 20 PEAK RATE: 1. 11 cfs VOL: 0. 33 Ac-ft TIME: 470 min BASIN ID: CB10 NAME: SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 60 Acres BASEFLOWS: 0. 00 cfs ' RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0. 00 Acres 0. 60 Acres TIME INTERVAL. . . . . 10. 00 min CN. . . . . 86. 00 98 . 00 TC. . . . . 10. 00 min 5. 00 min ' ABSTRACTION COEFF: 0.20 PEAK RATE: 0. 61 cfs VOL: 0. 18 Ac-ft TIME: 470 min ' BASIN ID: CB11 NAME: SBUH METHODOLOGY - TOTAL AREA. . . . . . . : 0. 12 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0. 00 Acres 0. 12 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 86. 00 98. 00 TC. . . . . 10. 00 min 5. 00 min ' ABSTRACTION COEFF: 0. 20 PEAK RATE: 0. 12 cfs VOL: 0. 04 Ac-ft TIME: 470 min i 12/20/99 9:50: 20 am Warner Engineering page 4 i TIFFANY PARK ELEMENTARY CONVEYANCE CALCS 100 YEAR STORM EVENT BASIN SUMMARY i BASIN ID: CB12 NAME: SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 03 Acres BASEFLOWS: 0. 00 cfs ' RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 .90 inches AREA. . : 0. 00 Acres 0. 03 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 86.00 98 . 00 TC. . . . . 10. 00 min 5. 00 min ABSTRACTION COEFF: 0. 20 PEAK RATE: 0. 03 cfs VOL: 0. 01 Ac-ft TIME: 470 min i BASIN ID: CB13 NAME: SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 58 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 .90 inches AREA. . : 0. 00 Acres 0.58 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . . 86. 00 98. 00 TC. . . . . 10. 00 min 5. 00 min i ABSTRACTION COEFF: 0.20 PEAK RATE: 0. 59 cfs VOL: 0. 18 Ac-ft TIME: 470 min i BASIN ID: CB14 NAME: SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0.77 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP i PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0. 00 Acres 0.77 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 86. 00 98 . 00 TC. . . . . 10. 00 min 5 . 00 min i ABSTRACTION COEFF: 0. 20 PEAK RATE: 0. 79 cfs VOL: 0. 24 Ac-ft TIME: 470 min i BASIN ID: CB15 NAME: SBUH METHODOLOGY - TOTAL AREA. . . . . . . : 0. 31 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP i PRECIPITATION. . . . : 3 .90 inches AREA. . : 0. 00 Acres 0. 31 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 86. 00 98 . 00 TC. . . . . 10. 00 min 5. 00 min ' ABSTRACTION COEFF: 0. 20 PEAK RATE: 0. 31 cfs VOL: 0. 09 Ac-ft TIME: 470 min i i 1 1 12/20/99 9 :50: 20 am Warner Engineering page 5 TIFFANY PARK ELEMENTARY CONVEYANCE CALCS 100 YEAR STORM EVENT BASIN SUMMARY ' BASIN ID: CB16 NAME: SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 28 Acres BASEFLOWS: 0. 00 cfs ' RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0. 00 Acres 0.28 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 86. 00 98. 00 TC. . . . . 10.00 min 5. 00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0. 29 cfs VOL: 0.09 Ac-ft TIME: 470 min ' BASIN ID: CB17 NAME: SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 34 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0. 00 Acres 0. 34 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 86. 00 98 . 00 TC. . . . . 10. 00 min 5. 00 min ' ABSTRACTION COEFF: 0. 20 PEAK RATE: 0. 35 cfs VOL: 0. 10 Ac-ft TIME: 470 min ' BASIN ID: CB18 NAME: SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 24 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0. 00 Acres 0.24 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . . 86. 00 98 . 00 TC. . . . . 10. 00 min 5. 00 min ' ABSTRACTION COEFF: 0.20 PEAK RATE: 0 . 25 cfs VOL: 0. 07 Ac-ft TIME: 470 min 12/20/99 9: 50: 20 am Warner Engineering page 6 TIFFANY PARK ELEMENTARY CONVEYANCE CALCS 100 YEAR STORM EVENT ' REACH SUMMARY=====_______________________ ' PIPE REACH ID No. PO1 From:C5oi To: Coot Pipe Diameter: 1. 0000 ft n: 0. 0120 ' Pipe Length : 114 . 0000 ft s: 0. 0100 Up invert : 365. 0200 ft down invert: 363 . 8800 ft ' Collection Area: 3 . 5960 Ac. Design Flow 3 . 6735 cfs Dsgn Depth: 0.78 ft Pipe Capacity 4 . 1631 cfs Design Vel 5 . 6072 fps Travel Time: 0. 34 min Pipe Full Vel 5 . 4399 fps PIPE REACH ID No. P02 ' From: `e : To: ;5n; Pipe Diameter: 4 . 0000 ft n: 0. 0120 Pipe Length 96. 0000 ft s: 0. 0050 Up invert : 365. 5000 ft down invert: 365. 0200 ft Collection Area: 1. 8160 Ac. Design Flow 1. 8551 cfs Dsgn Depth: 0. 36 ft ' Pipe Capacity 118 . 6844 cfs Design Vel 3 . 2995 fps Travel Time: 0. 48 min Pipe Full Vel 9 . 6928 fps ' PIPE REACH ID No. P03 From: C° _ To: Pipe Diameter: 1. 0000 ft n: 0. 0120 Pipe Length 64 . 0000 ft s: 0. 0141 Up invert : 366. 4000 ft down invert: 365. 4976 ft ' Collection Area: 1. 8080 Ac. Design Flow 1. 8470 cfs Dsgn Depth: 0. 44 ft Pipe Capacity 4 . 9434 cfs Design Vel 5. 5322 fps Travel Time: 0. 19 min Pipe Full Vel 6. 4595 fps PIPE REACH ID No. PO4 From: To: Pipe Diameter: 0. 6667 ft n: 0. 0120 Pipe Length : 234 . 0000 ft s: 0. 0059 Up invert : 371. 2000 ft down invert: 369 . 8194 ft Collection Area: 0. 0110 Ac. Design Flow 0. 0112 cfs Dsgn Depth: 0. 05 ft Pipe Capacity 1. 0846 cfs Design Vel 0 . 9575 fps Travel Time: 4 . 07 min Pipe Full Vel 3 . 1888 fps 12/20/99 9 :50:20 am Warner Engineering page 7 ' TIFFANY PARK ELEMENTARY CONVEYANCE CALCS 100 YEAR STORM EVENT REACH SUMMARY ' PIPE REACH ID No. P05 From: tC'- t To: C=> i Pipe Diameter: 1. 0000 ft n: 0. 0120 ' Pipe Length 62 . 0000 ft s: 0. 0100 Up invert : 371. 2700 ft down invert: 370. 6500 ft Collection Area: 1. 4400 Ac. ' Design Flow 1. 4710 cfs Dsgn Depth: 0. 43 ft Pipe Capacity 4 . 1631 cfs Design Vel 4 . 5911 fps Travel Time: 0.23 min ' Pipe Full Vel 5 . 4399 fps PIPE REACH ID No. P06 ' From: C-Ct"7 To: CSt,)i Pipe Diameter: 0. 6667 ft n: 0. 0120 Pipe Length 87 . 0000 ft s: 0. 0200 Up invert : 369 . 2000 ft down invert: 367. 4600 ft ' Collection Area: 0. 3400 Ac. Design Flow 0. 3473 cfs Dsgn Depth: 0. 20 ft Pipe Capacity 1. 9969 cfs Design Vel 4 . 0732 fps Travel Time: 0. 36 min Pipe Full Vel 5. 8710 fps ' PIPE REACH ID No. P07 From: To: C&/�I Pipe Diameter: 1. 0000 ft n: 0. 0120 ' Pipe Length 17 . 0000 ft s: 0. 0101 Up invert : 362 . 0000 ft down invert: 361. 8283 ft ' Collection Area: 4 . 1470 Ac. Design Flow 4 . 1764 cfs Dsgn Depth: 0. 92 ft Pipe Capacity 4 . 1838 cfs Design Vel 5. 5166 fps Travel Time: 0. 05 min Pipe Full Vel 5. 4670 fps PIPE REACH ID No. P08 ' From: To: CC > Pipe Diameter: 1. 0000 ft n: 0. 0120 Pipe Length : 150. 0000 ft s: 0. 0130 ' Up invert : 368 . 0000 ft down invert: 366. 0500 ft Collection Area: 2 . 6570 Ac. Design Flow 2 . 7143 cfs Dsgn Depth: 0. 57 ft Pipe Capacity 4 . 7466 cfs Design Vel 5 . 9066 fps Travel Time: 0. 42 min Pipe Full Vel 6. 2024 fps 12/20/99 9 : 50: 20 am Warner Engineering page 8 ' TIFFANY PARK ELEMENTARY CONVEYANCE CALCS 100 YEAR STORM EVENT REACH SUMMARY ' PIPE REACH ID No. P09 From: C6i> To: L&C 6 Pipe Diameter: 1. 0000 ft n: 0. 0120 Pipe Length : 107 . 0000 ft s: 0. 0257 Up invert : 370. 7500 ft down invert: 368 . 0001 ft ' Collection Area: 2 . 6570 Ac. Design Flow 2 . 7143 cfs Dsgn Depth: 0. 46 ft Pipe Capacity 6. 6739 cfs Design Vel 7 . 6360 fps Travel Time: 0. 23 min Pipe Full Vel 8 . 7208 fps PIPE REACH ID No. P10 ' From: To: C3tL, Pipe Diameter: 1. 0000 ft n: 0. 0120 Pipe Length . 306 . 0000 ft s: 0. 0083 Up invert : 373 . 3000 ft down invert: 370. 7602 ft ' Collection Area: 2 . 4170 Ac. Design Flow 2 . 4691 cfs Dsgn Depth: 0. 62 ft Pipe Capacity 3 . 7928 cfs Design Vel 4 . 8576 fps Travel Time: 1. 05 min Pipe Full Vel 4 . 9560 fps ' PIPE REACH ID No. P11 From: t� To: CG�,� Pipe Diameter: 0. 6667 ft n: 0. 0120 ' Pipe Length 45. 0000 ft s: 0. 0133 Up invert : 373 . 9000 ft down invert: 373 . 3015 ft Collection Area: 0. 6000 Ac. Design Flow 0. 6129 cfs Dsgn Depth: 0. 30 ft Pipe Capacity 1. 6284 cfs Design Vel 4 . 1081 fps Travel Time: 0. 18 min Pipe Full Vel 4 . 7876 fps PIPE REACH ID No. P12 From: --5t\ To: C��>9 Pipe Diameter: 0. 6667 ft n: 0. 0120 Pipe Length : 110. 0000 ft s: 0. 0080 ' Up invert : 374 . 1800 ft down invert: 373 . 3000 ft Collection Area: 0.7270 Ac. Design Flow 0. 7427 cfs Dsgn Depth: 0. 38 ft ' Pipe Capacity 1. 2629 cfs Design Vel 3 . 5586 fps Travel Time: 0. 52 min Pipe Full Vel 3 .7131 fps 12/20/99 9: 50: 20 am Warner Engineering page 9 ' TIFFANY PARK ELEMENTARY CONVEYANCE CALCS 100 YEAR STORM EVENT ' REACH PIPE REACH ID No. P13 From: ('-f CL To: CC)� Pipe Diameter: 0. 6667 ft n: 0. 0120 ' Pipe Length : 135. 0000 ft s: 0. 0050 Up invert : 374 . 8600 ft down invert: 374 . 1850 ft Collection Area: 0. 6100 Ac. Design Flow 0. 6231 cfs Dsgn Depth: 0.40 ft Pipe Capacity 0. 9984 cfs Design Vel 2 . 8511 fps Travel Time: 0. 79 min ' Pipe Full Vel 2 . 9355 fps PIPE REACH ID No. P14 From: ,,& , To:C&t? Pipe Diameter: 0. 6667 ft n: 0. 0120 Pipe Length 48 . 0000 ft s: 0. 0050 Up invert : 375. 1000 ft down invert: 374 .8600 ft Collection Area: 0. 5800 Ac. Design Flow 0. 5925 cfs Dsgn Depth: 0. 39 ft Pipe Capacity 0. 9984 cfs Design Vel 2 . 8192 fps Travel Time: 0. 28 min Pipe Full Vel 2 . 9355 fps PIPE REACH ID No. P15 From: To: Cfb:> 7 Pipe Diameter: 0 . 6667 ft n: 0. 0120 Pipe Length : 293 . 0000 ft s: 0. 0097 Up invert : 368 . 8900 ft down invert: 366. 0479 ft ' Collection Area: 1. 3600 Ac. Design Flow 1. 3893 cfs Dsgn Depth: 0. 62 ft Pipe Capacity 1. 3907 cfs Design Vel 4 . 1155 fps Travel Time: 1. 19 min ' Pipe Full Vel 4 . 0887 fps PIPE REACH ID No. P16 From: '--�&,,�--- To: Pipe Diameter: 0. 6667 ft n: 0. 0120 Pipe Length 72 . 0000 ft s: 0. 0229 ' Up invert : 370. 3500 ft down invert: 368. 7012 ft Collection Area: 0. 5900 Ac. Design Flow 0. 6027 cfs Dsgn Depth: 0. 25 ft Pipe Capacity 2 . 1368 cfs Design Vel 4 . 9900 fps Travel Time: 0. 24 min Pipe Full Vel 6. 2822 fps 12/20/99 9: 50: 20 am Warner Engineering page 10 TIFFANY PARK ELEMENTARY CONVEYANCE CALCS 100 YEAR STORM EVENT ' REACH SUMMARY ' PIPE REACH ID No. P17 From: C&ku To: C6 i 5 Pipe Diameter: 0. 6667 ft n: 0. 0120 ' Pipe Length : 135. 0000 ft s: 0. 0222 Up invert : 373 . 3500 ft down invert: 370. 3530 ft Collection Area: 0 . 2820 Ac. ' Design Flow 0. 2881 cfs Dsgn Depth: 0. 17 ft Pipe Capacity 2 . 1039 cfs Design Vel 4 . 0073 fps Travel Time: 0. 56 min Pipe Full Vel 6 . 1855 fps PIPE REACH ID No. P18 From: To: Pipe Diameter: 0. 6667 ft n: 0. 0120 Pipe Length 43 . 0000 ft s: 0. 0100 Up invert : 370. 2500 ft down invert: 369. 8200 ft Collection Area: 0. 0970 Ac. Design Flow 0. 0991 cfs Dsgn Depth: 0. 12 ft Pipe Capacity 1. 4120 cfs Design Vel 2 . 2137 fps Travel Time: 0. 32 min Pipe Full Vel 4 . 1514 fps PIPE REACH ID No. P19 From: C -7 To: Pipe Diameter: 1. 0000 ft n: 0. 0120 ' Pipe Length : 200. 0000 ft s: 0. 0100 Up invert : 366. 0000 ft down invert: 364 . 0000 ft ' Collection Area: 4 . 0170 Ac. Design Flow 4 . 1036 cfs Dsgn Depth: 0. 89 ft Pipe Capacity 4 . 1631 cfs Design Vel 5. 5586 fps Travel Time: 0. 60 min Pipe Full Vel 5. 4399 fps Network Reach n1 REACH <-AREA> <-DIA> LENGTH SLOPE < n > DSGN Q % PIPE Ndepth %Depth Vact Vfull C-Area ID (Ac) (ft) (ft) ft/ft ------ (cfs) ------ (ft) ------ (fps) (fps) ' P17 0.28 0.67 135.00 0.0222 0.0120 0.29 13.69 0.17 25.94 4.01 6.19 C816 P16 0.59 0.67 72.00 0.0229 0.0120 0.60 28.21 0.25 37.78 4.99 6.28 CB15 P15 1.36 0.67 293.00 0.0097 0.0120 1.39 99.90 0.62 92.67 4.12 4.09 CB14 12/20/99 9: 50: 20 am Warner Engineering page it t TIFFANY PARK ELEMENTARY CONVEYANCE CALCS 100 YEAR STORM EVENT ' REACH SUMMARY 1 Network Reach n2 REACH <-AREA> <-DIA> LENGTH SLOPE < n > DSGN G % PIPE Ndepth %Depth Vact Vfull C Area ' ID (Ac) (ft) (ft) ft/ft ------ (cfs) ------ (ft) ------ (fps) (fps) P14 0.58 0.67 48.00 0.0050 0.0120 0.59 59.34 0.39 58.05 2.82 2.94 C813 P13 0.61 0.67 135.00 0.0050 0.0120 0.62 62.41 0.40 59.97 2.85 2.94 C812 P12 0.73 0.67 110.00 0.0080 0.0120 0.74 58.80 0.38 57.72 3.56 3.71 CB11 Network Reach n3 REACH <-AREA> <-DIA> LENGTH SLOPE < n > DSGN Q % PIPE Ndepth %Depth Vact Vfull C-Area ID (Ac) (ft) (ft) ft/ft ------ (cfs) ------ (ft) ------ (fps) (fps) ' P10 2.42 1.00 306.00 0.0083 0.0120 2.47 65.10 0.62 61.67 4.86 4.96 CB09 P09 2.66 1.00 107.00 0.0257 0.0120 2.71 40.67 0.46 46.27 7.64 8.72 CB18 P08 2.66 1.00 150.00 0.0130 0.0120 2.71 57.18 0.57 56.70 5.91 6.20 CB07 12/20/99 10: 20: 35 am Warner Engineering page 1 TIFFANY PARK ELEMENTARY WATER QUALITY CALCS 2 YEAR STORM EVENT ' PIPE REACH ID No. P08 From: To: Pipe Diameter: 1. 0000 ft n: 0. 0120 ' Pipe Length : 150. 0000 ft s: 0. 0130 Up invert : 368 . 0000 ft down invert: 366. 0500 ft ' Collection Area: 2 . 6570 Ac. Design Flow 1. 3430 cfs Dsgn Depth: 0. 38 ft Pipe Capacity 4 .7466 cfs Design Vel 4 . 9305 fps Travel Time: 0. 51 min Pipe Full Vel 6. 2024 fps PIPE REACH ID No. P15 From: To: Pipe Diameter: 0 . 6667 ft n: 0. 0120 Pipe Length : 293 . 0000 ft s: 0. 0097 Up invert : 368 . 8900 ft down invert: 366. 0479 ft Collection Area: 1. 3600 Ac. Design Flow 0 . 6874 cfs Dsgn Depth: 0. 35 ft ' Pipe Capacity 1. 3907 cfs Design Vel 3 . 7604 fps Travel Time: 1. 30 min Pipe Full Vel 4 . 0887 fps APPENDIX H Calculations for Bioswale Worksheet for Trapezoidal Channel Project Description Project File c:\drawings\002c\021j\storm\projectl.fm2 Worksheet bioswale ' Flow Element Trapezoidal Channel Method Manning's Formula Solve For Bottom Width Input Data Mannings Coefficient 0.030 Channel Slope 0.010000 ft/ft Depth 0.25 ft ' Left Side Slope 3.00 H : V Right Side Slope 3.00 H : V Discharge 2.03 ft'/s Results t Bottom Width 3.86 ft U y U_,I ' Flow Area 1.15 ft2 Wetted Perimeter 5.44 ft Top Width 5.36 ft ' Critical Depth 0.19 ft Critical Slope 0.023988 ft/ft Velocity 1.76 ft/s ' Velocity Head 0.05 ft Specific Energy 0.30 ft Froude Number 0.67 ' Flow is subcritical. Dec 20, 1999 Your Company FlowMaster v4.1 10:23:27 Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 Page 1 of 1 ' Page 1 of 2 King County Building and Land Development Division TECHNICAL INFORMATION REPORT (TIR) WORKSHEET PROJECT LOCATION PART I PROJECT • AND DESCRIPTION PROJECT Project Owner 2enko n JChOot Project Name Location Address Township t 3 N Phone Range 5 E ' Project Engineer Section 21 Company Project Size \o AC Address Phone Upstream Drainage Basin Size AC PART 4 OTHER PERMITS - 0 DOF/G HPA � Shoreline Management = Subdivision Rockery = Short Subdivision COE 404 DOE Dam Safety � Structural Vaults= Grading � Other ® Commercial FEMA Floodplain [] Other [] COE Wetlands HPA ' Community ' Drainage Basin 7 River Floodplain ' 0 Stream [] Wetlands = Critical Stream Reach � Seeps/Springs 0 pepressions/Swales [_] High Groundwater Table 0 Lake C] Groundwater Recharge Steep Slopes Other Lakeside/Erosion Hazard PART 7 SOILS Soil Type Slopes Erosion Potential Erosive Velocities Additional Sheets Attatched APPENDIX I ' King County Building and Land Development Division Page 2 of 2 i TECHNICAL INFORMATION REPORT (TIR) WORKSHEET ' REFERENCE LIMITATION/SITE CONSTRAINT [] Ch.4-Downstream Analysis ED C] Additional Sheets Attatched MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION FOLLOWING CONSTRUCTION 0 S FTJ Stabilize Exposed Surface Sedimentation Facilities 0 Stabilized Construction Entrance Remove and Restore Temporary ESC Facilities Perimeter Runoff Control Clean and Remove All Silt and Debris [� Clearing and Grading Restrictions 0 Ensure Operation of Permanent Facilities ' Cover Practices F7 Flag Limits of NGPES C] Construction Sequence [� Other [� Other ' = Infiltration Method of Analysis � Grass Lined Channel © Tank Pipe System = Vault 0 Depression [_] Open Channel = Energy Dissapator = Flow Dispersal Compensation/Mitigation 0 [� Waiver of Eliminated Site Storage Dry Pond Wetland 0 Regional Detention Wet Pond Stream Brief Description of System Operation Cakch o s �. Additional Sheets Attatched Facility Related Site Limitations Lin-4ation Reference Facility specialPART 11 STRUCTURAL ANALYSIS (May require 0 Drainage Easement ' 0 Cast in Place Vault 0 Other = Access Easement= Native Growth Protection Easement Retaining Wall = Tract � Rockery>4'High [] Other 0 Structural on Steep Slope - • • - • • - 7t8V r a civil engineer under my supervision have visited the site. Actual site owledge the information provided conditions as observed were incorporated into this worksheet and the �J ^r. /;��?—� atchments. To the best of my kn irovided &ate fe ' here is accurate. 1/90