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HomeMy WebLinkAbout03101 - Technical Information Report TECHNICAL INFORMATION REPORT FOR SUNNYBROOK June 6,2003 Preparedfor Waterbury. LLC , 7947 15�' Place NE. #102 ' Redmond. WA 98052 ' (425) 869-1300 ! Submitted by ESM Consulting Engineers. LLC 720 South 348`� St. Federat Way. WA 98003 253.838.6113 tet 253.838.7104 fax nri� www.esmciviLcom i � Technical Information Report I for I SUNNYBROOK !, Prepared for I�, Waterbury L.L.C. � 7947 15�' Place NE Suite 102 Redmond, WA 98052 (425) 869-1300 Prepared by , ESM Consulting Engineers, L.L.C. 11714 North Creek Parkway North ' Suite 101 Bothell, WA 98011 (425) 415-6144 ,��'� �' f's,. . i� 4� .,,�'�' '� � ,'':� i �' C �`, � `' � 4 J`, 1 � � _ � � •�:.\ :-, �.%e.�� ,���ti� �"��^'�3�����'��� w� �i.��'� �_����!' , ���/O� --- � .v..� __ - �3 June 6, 2003 Job No: 994-01-001 i ; � j i TABLE OF CONTENTS Section Title � I Project Overview II Conditions and Requirements Summary III Offsite Analysis IV Flow Control and Water Quality Facility Analysis and Design V Conveyance System Analysis and Design VI Special Reports and Studies VII Other Permits VIII Erosion and Sediment Control Analysis and Design IX Bond Quantities, Facility Summary, and Declaration of Covenant X Operations and Maintenance Manual 1.0 PROJECT OVERVIEW The Sunnybrook subdivision project proposes the construction of 115 residential lots on approximately 35.02 acres within the City of Renton, Washington. The project location, which lies within Sections 29 and 30 of Township 23 North, Range 5 East, W.M., is shown in Figure 1. Within the project boundary lies a large wetland area that will, for the most part, be left undisturbed. The proposed development does intrude into small portions of the wetland buffer area; however, these areas are to be mitigated elsewhere on the site. A wetland mitigation plan is to be submitted separately by Talasaea Consultants, LLC. The requirements controlling the hydrologic design and analysis of the subject property are set forth by the City of Renton,who has adopted the 1990 King County Surface Water Design Manual (KCSWDM}with 1994 amendments as the design standard. In addition to the KCSWDM, the City of Renton has issued a manual of Development Regulations, dated 1998, which also applies. The existing site drainage consists of three basins (herein referred to as Basins 'A', 'B', & `C'}, each with a distinct discharge location along the western edge of the site. Basin 'A' lies along the northernmost portion of the property and it conveys significantly more upstream flow than site- generated flow. Basin `B' lies within the middle of the property and conveys both offsite and site- generated flow. Basin `C' occupies the southern portion of the property and conveys both onsite and upstream flow. Existing ground cover can best be described as forested, with areas of wetlands. Pre-developed flow generally begins in all three basins as sheet flow accumulating into poorly defined shallow flow channels. Flow continues as shallow flow, or in some cases as channel flow. Both basins collect and release flows via well-defined channels at each basin's respective discharge point. Offsite runoff is currently conveyed through the subject property via sheet flow or through small, poorly defined drainage conveyances. All flows leaving the site enter public storm drains in the Talbot Hill Homes neighborhood. Onsite developed flows will generally be routed into a public storm drain system either through overland flow, or roof drain collection. The storm drain system will route developed area flows through detention and water quality facilities prior to release at the natural discharge locations. Offsite flow will be collected upstream of the proposed development, and will be conveyed through the subject property separately from on-site developed area flows. Wetland flow will be maintained by routing upstream offsite flows through the wetland areas. Offsite flows will discharge downstream of the proposed development area. 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Q ... ��y 37TF� � S � . 174TH0 5�� � O ��$T � w v� �, i �f� J J � FIGURE y CONSULTING ENGINEERS LLC f1714 North Creek Perkway PL I � I � I � I �e �01 JOB Np. 994-01-001 B0�16� WA 98� �EOERn� v4v c253>838-611� DATE � 11-20-2002 BpTwEIL a23)q3-61�� www.esmcivil.com BREME4T�N (]60)792-7775 DRAWN KSH SHEET 1 ❑F 1 Civil Engineer�ng Lnnd Survpying Lontl Planning Publ�c Works I Project Monngenent I �andscnpe A�ch�tectu� I: ,__.. .o6S� l\OO����,..aits���,��iny „« ,�ydre��y�.Jwg, lc�l�/200� !:06 NM t '. � � � , - ' .,. _ '...� ,t' ,, . `� _ EXISTING CONVEYANCE PIPE ;...; _ , . . 1. , ����, , , � , . .- ,..;, . ., � , ,. r _. , � • .�f r!'" "'",�yi'��' ��W�-� t " ��.,,,,�",__.,.�,. __—__.. ; �,, _ � � �r...� .. �. , / �f,..,' ---.�_.::'��._:._.,L.�^' .....--�,r ..� ' r �,�•�•• ` , ,� : � ,.w: . .�_ .. ' __ ,. , �!/'� -- .�.�1,`„�'�'�' — ` � , ._ ..._ rt , ���i' ; -`,/ r,,.- .; ,.�„_��,._..-^-_..,...� - �� / �.� t ` S ., ' %.»"" . 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SCS Soil Type SCS KCRTS Soil Notes Hydrologic Group Soil Group � Alderwood (AgB,AgC, AgD) C Till Arents, Aidervvood Material (AmB,AmC) C Till Arents, Everett Material (An) B Outwash 1 Beausite (BeC, BeD, BeF) C Till 2 Bellingham (Bh) D Till 3 Bnscot (Br) D Tifl 3 Buckley (Bu) D Till 4 Earfmont(Ea) D Till 3 - Edgewick (Ed) C Till 3 Everett (EvB, EvC, EvD, EwC) A/B Outwash 1 Indianola (InC, InA, InD} A Outwash 1 Kitsap (KpB, KpC, KpD) C Till Klaus (KsC) C Outwash 1 Neiiton (NeC) A Outwash 1 ' Newberg (Ng) B Till 3 Nooksack (Nk) C Till 3 Norma (No) D Till 3 Orcas (Or) D Wetland Oridia (Os) D Till 3 Ovall (OvC, OvD, OvF) C Till 2 Pilchuck (Pc) C Tiil I 3 � Puget(Pu) D Till 3 Puyallup (Py) B Till 3 Ragnar(RaC, RaD, RaC, RaE) B Outwash 1 Renton (Re) D Till 3 Salal (Sa) C Till 3 Sammamish (Sh) D Till 3 Seatt(e (Sk) D Wetland Shalcar(Sm) D Till 3 Si (Sn) C Till 3 Snohomish (So, Sr} D Till 3 ' Sultan (Su) C Till 3 Tukwila (Tu} D Till 3 Woodinville (Wo) D Till 3 No tes: 1. Where outwash soils are saturated or underlain at shallow depth (<5 feet) by glacial dll,they should be treated as till soils. 2. These are bedrock soils, but calibration of HSPF by King County DNR shows bedrock soils to have similar hydrologic response to till soils. 3. These are alluvial soils,some of which are underlain by glacial till or have a seasonally high water table. In the absence of detailed study, these soils should be treated as till soils. . 4. Buckley soils are formed on the low-permeability Osceola mudflow. Hydrologic response is assumed to be similar to that of till soils. 1998 Surface Wa�er Design hlanual 9�I�gg 3-2� 2.0 CONDITIONS AND REQUIREMENTS SUMMARY The conditions of approval do not apply to the drainage for this project. 2-1 3.0 OFFSITE ANALYSIS A significant amount of upstream flow currently enters the project site. The upstream runoff has been directed through ditches and pipe systems to flow onto the subject property, into the on-site wetland areas. In an effort to maintain these on-site wetland areas, it is proposed to redirect the ditches and pipe systems around the developable lots, then disperse the flows into the existing wetland areas. 3.1 Stu_dy Area Definition and Maps A formal study of the upstream drainage has been performed for this submittal. The upstream study area will include a significant area to the north and east of the property, and will identify the collection points that contribute to the subject property. A formal study of the upstream drainage area is included in this report. The downstream drainage area has been inspected and delineated in Figure 2. Runoff follows three downstream drainage paths, two of which converge within one-quarter mile of the site. The southern portion of the site drains in the southwest direction, and is collected in a catch basin at the east end of the existing S.38`h street. The flow continues west until reaching Morris Avenue, where the flow turns to the south. The flow continues to the south where it outfalls to Panther Creek. The middle portion of the site currently drains off-site through a 24" culvert that lies just west of the proposed S. 38"'Street. Flow continues west to Morris Avenue South, where it enters a reach of 36" corrugated metal pipe(CMP) pipe. The 36" CMP pipe continues south along Morris Avenue to S. 38�h Street where it converges with flow from the southern portion of the site. The northern portion of the site currently drains to the northwest. At the northwest corner of the site, runoff enters a channel and flows west to Talbot Road. Upon reaching Talbot Road, flow turns to the south and converges with flow from the rest of the site prior to entering the downstream wetland area. 3-1 ' 3.2 Resource Review �I The following is a list of resources consulted for this project ', A. Adopted Basin Plans I No Adopted Basin Plans were located that include the subject property. B. Finalized Drainage Studies No drainage studies pertaining to the subject property were located. C. Basin Reconnaissance Summary Reports No Basin Reconnaissance Summary Reports were consulted. D. Critical Drainage Area Maps No Critical Drainage Area Maps were found that include the subject property. E. FEMA Floodplain/Floodway Maps The project does not lie within a FEMA Floodplain or Floodway. A copy is included at the end of this section. F. Other Offsite Analysis Reports No Upstream drainage reports were located. G. Sensitive Areas Folio The project site appears within panel #5 of the King County Sensitive Area Folio maps. The site appears to contain an Erosion Hazard Area, which is likely due to the steep slopes on the site. Final site grading will include rockeries between lots, which will decrease the effective slopes. This, along with the planting and maintenance of lawn areas are likely to mitigate the erosion hazard to some degree. In addition, the water quality and detention facilities proposed for the site will ensure that any eroded soils will be contained within the site. H. DNR Drainage Problems Maps A list of drainage complaints for this region is included at the end of this section. 3-2 I. WSDOT Road Drainage Problems WSDOT Road Drainage Problem documents were not consulted. J. USDA Soils Survey A King County Soils Survey map for the project site was consulted and has been included as Figure 3 of this document. According to this map, the soils in the area are predominately InC, AgC, and AgD soils, indicating that the site has a fairly high potential for runoff. K. Wetlands Inventory Map Wetland issues have been addressed in a separate report, which is to be submitted by Talasaea Consultants, LLC. L. Drainage Systems Table No drainage system tables were consulted for the subject property. M. Migrating River Studies No migrating river studies were consulted for the subject property. 3-3 KING COUNN CORPORATE UM�TS � 5 29 I � ° \ � � r a APVNOxIMATF. SCaIE IN FEET CITY nF RENTON soo o aoo iY x 5300g8 �--�—_ —,---�--� � � I l — — � — � NATIONAL FLOOD INSURANCE PROGRAM NOTE:MAP AREA SHOWN ON THIS PANEL IS LOCATED WITIIIN TOWNSHIP 73 NORiH,RANGE 5 EAST. '- � — �IRM = KING COUNTY F100D INSURANCE RATE MAP �'I v 5�,�,�„ LJNTNCORI'ORA'I'LsD ARGA stFEl7 r� 5 30�7� ,., � KING COUNTY, ,��i„ �� WASHINGTON AND —�S'"E°' INCORPORAT�D AREAS PANEI 919 OF 1125 ISEE MAG INn[%Fnq PANELS N(Jl PRINIEI�I ' '---� SOUTHEAST 1)67M � � SiREt7 ' "� . . --__�_' .. _—'_"'"'_ CONTNNS;. __ - �__ _ ___. ___. 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JnIY O R4 1f)I! e• � DO S 71 A"�' 18EN50N Rp • .�..r � : �nc.us.�i. �. - ---�.__� SEC. STATE HWY NO-5C v�<..a ,� � 274.2J • �sr.�,� � �r...w • . •,F� '1�'"�_. '`",,. �. SE 29-23 ° Y/ N O O DRAWiNC: coNsu �. TiNa ENCiINEER8 ��c UPSTREAM AREA 1T714 No. Creek Perkwey FL I � I � I � I 3Wte 101 80�f16I� WA BBO�� fEDERAL W�Y (25!)B]B-fill] Bpf/1ElL (�25)�IS-611� www.esmcivil.com BREMERTON (360) 792-1J75 Civil Enqineeriny Lond $urveyinq LonO PlOnninq SUNNYBROOK Public Work� I Projecl IAonoyamenl I Landacope Archileclure JOB NO. 99�-�01-001 DATE: 11-7]-07 ORAWN: KSM SHEET 1 OF 1 OCT.24.2e02 8�07AM KC WLRD N0.027 P.3i10 I ' I: IlIR�BP �Jg ��Yt PI'ObI�Y AtY�86 Of PI'�n Ib11�1� 1�� I 1982-0263 SR FILUDRG 17013 105TH AVE g� NOT NDAP g�pg 1882-028�1 CL FLOODING 18504 '112TH AVE gE SEE RUDELL'S STUDY 686D1 �9sz-o637 C FLOODiNG �682a 1o5TH dv� SE ROAD RUNOFF IN DNV 656D6 1993-0065 WQC WQD97290 17735 105TH PL SE 658D7 1993-0347 C DRNG 18618 1D6TH PLACE SE PONQING IN BACKYARD 886D1 1893-0415 C EROSION 17712 98TFi AVE $ EROSION IN PATHER CREEK 856C7 1993-0415 NDA EROSION 17712 98TH AVE S EROSION IN PATHER CREEK-PAUE NEE 656C7 1993-0415 RN EROSION 17712 88TH AVE S EROSION IN PA7HER CREEK fi56C7 1893-0632 C DRNG 18836 106TN PL SE BACKDRAIN FROM NEIGNBOR 688Dt 1994-0526 C EROSION 17020 104TH AVE 5E P�RF PIPE ON NEIGH.LOT IS LEAKING 856D7 1994-0528 WQC WASHtNG 4300 TALBOT RD g INFO 70 DENTAL OFFICE 688C1 19940623 W�C ILL HKiJP 17801 108TH AVE SE 886D1 1fl940624 WQC GREASE 17809 108TH AVE SE POLLUTANT IN TNE DRAINAGE SYSTEM 68fiD1 19940625 WQC SUBST/C8 10545 CARR RD DUMPING OIL INTO CB 656D7 1994-0625 WQE SUBST/CB 10545 CARR RD DUMPING OIL INTO CB 856D7 �994063o c sINKMo�E �6609 BENSON RD g SINKHOLE DEVELOPING IN DRIV�IJVAY 656D6 1994-0872 WQA OIUSPIt, 106�40 SE 180TH S7 AUTOMOTIVE BMP'S INFO LTR 12/21/94 688D1 1984-0672 WQC OIVSPIL 10640 SE 18aTH ST AUTOMOTIVE eMP'S 886D1 1994-0697 WQC ILLIMKUP 18839 BENSON RD S FLOOR DRAIN APPEARS CONNECTEp TO B56D6 1994-0897 WQE fI.LINKUP 16639 6ENSON RD 5 �LOOR DRAIN APPEARS CONNECTED TO 656D6 99940798 WQC POLLUTAN �6651 108TH AVE SE MAINT OF COMMERCIAL STORM SYS B56D6 1884-0799 WQC POLLU7AN 10406 SE 174TH ST , MAINT OF COMM�RCIAL STORM SYS INF 656D7 �99�F-0933 C FLOODING 10406 SE 174TH ST OPEN CHANNEL PVT PROP Np EASEMEN 658D7 1994-0995 C FLOODING 18616 102ND AVE gF O�STRUCTEp FLOW BY FREDRICK'S PLA 686C1 1994-1fl18 C OVERFLOW 11202 SE 186TH 5T PoSSIBLE OVERFLOW OF R1D POND 686p� 1995-0128 WQC DUMPJNG 17618 111TH AVE SE RESIDENTIAL CAR R�PAIR-OIL DUMPING 85607 1995-01Z8 WQE DUMPfNG 17618 111TH AVE SE RESIDENTiAL CAR REPAIR-O1L DUMPING 656D7 1995-0178 C FLOODING 98618 106TH PL $E UNCONTROLLED FLOW OVER S1pEWALfC 686D1 1995-0179 RN FLO�DING 18618 106TFI PL SE G�RNDWTR IMP TO S/W;WILL T1E TO DWN 686D1 1995-0365 C DRNG 17014 104i1i AVE SE SUBSTANDARD DRAINAG�IN R/D R/W 656D6 1995-0365 E DRNG 17014 104TH AVE SE SUBSTANDARD DRAINqGE IN R/D R/W 656D6 1995-0365 ER DRNG 17014 104TH AVE SE SUBSTANDARD DRAINAGE IN R/D RIW fi56D6 1995-0488 C SLIDE? SE 1o8TH&173RD A SE NEW RID FACI�ITY SATETY QUESTIOM 856D7 1995-0534 WQA MAINT. 10817 SE 172ND ST. VEHICLE/MAINT BMPS FOR CONDOS fi58D7 1995-0534 WQR MAINT. 10817 SE 172ND ST. VEHICLE/MAINT BMPS FOR CONDOS 856D7 1995-0539 WQA MAIN7. 18818 108TH AVE SE CAR WASHING�.APARTMENT COMPLEX 656D6 1995-0539 W(�R MAINT. 16818 108TH AVE SE CAR WASHING(�APARTMEN7 COMpLEX 856D6 1995-0712 C PONDING 10320 SE 186TH ST DRNG FROM ADJACEN7 LOT(DQWNSPO 68601 1985-0835 BCW MAINT. 18623 108TH AVE SE 656D6 1885-0855 C FLOODING 17418 108TH AVE SE BUILDING FLOODED FROM BLOCKED D/S 656D7 Page 2 0}5 i — -- — - - OCT.24.2002 8�07AM KC WLRD N0.027 P.2i10 I I (�p C01�11y W8�'�Ild LB�d BB�'C8�DhIB1011-YP�II�B S61'Y16�=8Ct1�D �0��1t Z881�1 Printed: 10/2312002 4:26:2a PM � � 'tY�ot t� Addreea m Prd�an 6r�a�,ts �p� 1974-0072 C DRNG 17215 1Q4TH AVE SE PVT DITCH fi58C7 198'1-0107 C Fl.DG 10405 SE 172ND ST , 656D8 1982-Oa06 S SCHAEFFER-8EN RD SCHAEFFER-BENSON RD(S7UD1� 656D6 : 9982-0295 C DRNG 10828 SE 17671-t CULVERT COLLAPSED 658D7 1982-0225 C CULV�RT BENSON RD BLOCKED-SCHAEFFER DRNG S'fU,DY 656D6 1983-0405 C DRNG 16430 109TH AVE SE ' FII.L 656D8 � 19840088 C FLDG 17041 1047W AVE SE CULVERTS BLOCKED 666p6 1566-1296 C FLDG 16623 BENSON�RD • . .•.+s«����� BqSEMENT FLOODING 656D6 1987-0502 7C 656D7 1987-4673 E 1856 S 112TH ST WA7ER FROM GpI.F COURSE RUNNING O 656C6 1987-0744 C DRNG 17600 108TN AVE SE COMM PERMIT NO C87-0559 65607 1987.1063 ER FLDG 16839 108TH AVE SE NEW APTARTMENT CAUSING ROAD FLOO 656D6 1988-0421 C DRNG 17803 105TH PIACE SE SYSTEM(�i 17603105TH PL SE fi56D7 1988-0421 SR pIPES 17803 105TH PLACE SE NO PR08 SYST�M SHOULD HAND�E SlR 658D7 1988-0511 C DRNG 16838 106TH AVE SE RUNOFF WASHS Ot1T DRIV�UVAY GRAVE 656D6 1888-0511 ER D17CH 16836 106TW AVE SE INFO CY TO RD DRNG. 656D6 1969-0268 C FLDG 16638 106TH AVE SE FLOODING OF FfELD/DITCH MAINT 85Bp6 1989-0838 C DRNC, 11200 SE 184TH P!. POHD OVERFLOW/STANDING WATER 656D7 9989-0836 SR DRAINAGE 1120� SE 184TH PL PaND OVERFLOW 90-0709,1061 656D7 1990-0492 C FLDG 17611 103RD AVE •• •� <gE • GRp,VEL FROM ROAD INTO POND/STROM/ 656D' 1990-0492 SR F1.00DING 17611 103RD AVE gE /EpLUNDCUSEDONPROP8INPND STOR 856D7 9990-0506 C DRNG 17611 103RD AVE g� SILTS AND WATER/STQRM190-0617,1323 fi56D7 1990-061T CL DRNG 17611 103RD AVE SE DEBRIS FROM FRED MEYER(CL#12802 CA 656D7 1990-1053 C DRNG 10829 SE 7T3RD SF VIIATER IN YARD AND HOUSE 656D6 1990-1387 C SINKHOLE 10810 S� 181ST ST IN CORNER OF YARD 656D7 199D-1453 C SINKHOLE 17031 . 105TH AYE SE HOLE IN YARD FROM CONST 656D6 1991-0290 C FLDG 17023 108TH AV SE DI7CW MAIN7ENANCE/NEYN DEVELOPEME 656D6 1991-0438 S2 BECK 68601 '1991-0757 G WTR QLN 16838 106i'H AV 56 REFERED TO FiEALTH/DENTIST OFFICE W 656D8 1991-0787 PN WTR�LTY 16638 108TH AV SE REFERED TO HEAL7H NOT NDAP 656D6 1992-0072 C DRAINAGE 17023 1Q6TH SE 658D8 1992-0072 NDA DRAINAC�E 17023 106TH • '�SE 85fip6 1992-0078 C FLOODING 11208 SE 782ND ST 686D1 1992-0078 NDA FLOODfNG 11208 SE 182ND S7 TO CIP 68fi01 1992-0p7$ SR PLOODiNG 11208 SE 182ND ST TO CIP 686D1 1992-0143 C DRAINAGE 15612 106TH AVE $E 656D6 199Z-0283 C FILUDRG 17013 105TH AVE SE DOWNSPOUT FM MOBILE HOME 656D6 Page 1 at 6 OCT.24.2002 8�08AM KC WLRD N0.027 P.4�10 � �, � lype ot Pt�n Ad�hees et Prepiem Com�ent� �p� 1995-a956 SCW SfTE CON 17620 108TH AVE SE 659D7 � 1995-1004 BCW CONSUIT. 10640 SE 180T'!-I ST 688D1 1995-1007 BCW CONSULT, 10650 SE 180TN ST 686D1 1995-1007 WQA CONSULT. 10650 SE 180TH ST BCW SI7E CONSULTA710N 688D1 1885-1008 BCW CONSULT. 1065A SE 180TH ST 6B6D1 1995-1008 WQA CONSULT. 10658 SE 160TH ST 688D4 1995-1009 BCW CONSU�T. 17426 108'11-{AVE SE 656D7 , 1995-1080 CL CLAIM 10817 SF 172ND ST BROKEN IRRIGATION LINE 6BeD7 . ies5-�2o7 WQC DUMPING 10402 SE 1747H ST A�LEGED OUMPING rNTO iNT�RMITTENT 656C7 1996-OD09 C �ROSION 1070Q SE 1747H ST APPAREM'DIRECT DISCHARGE TO ROAD 656D7 I 1a96-o�a� c �urv OFF 18616 �ozND AVE SE PRIVATE PROPERTY IMPACTs FROM ADJ 6esca � 1996�0104 R RUN OFF 18616 102ND AVE S� PRlvATE PROPERTY Iiu9PACTS FROM ADJ 886C1 � 1866-0173 FCR R/D POND 11044 186TH S7 SE STORM EVEN7 POND OVFRFLOW CIP IN 686D1 '� 1996-0193 FCR R/D POND SE 184TH PL�1'!2 SE� STORM EVENT POND OVERFLOW 686D1 i 1996-0311 C DRNG 1833� 1'12TH AVE SE APPARENT GROUNDWATER IMPACT PVf 686D1 �� 1996-0438 C FLDG 17418 1087H A1/� SE OFFSfi'E FLOW IMPACTING CHURCH PRO 656D7 � 1896-0438 NDA FLDG 17418 1487H AVE SE OFFSfT'E FLOW iMPACTING CHURCH PRO 658D7 i 1896-0439 R FLDG 17418 108TH AVE SE OFFSITE FLOW IMPACTIHG CHURCH PRO fi56D7 I 1996-0454 FCR R/D POND 18425 112TH AVE $� i�UODELL'S ClP PROJECT 686D'1 I 1996-0577 X R/D PQND SE 184TH 8 1 i27H SE RUDDE�S ADD PROJECT-MIKE TSENG 686D1 I 1996-0714 CL FL,DG 11044 SE 186TH ST RUDDELL ADD 686D1 �i 1986-079a C R/D POND 117a8 SE 184TH PL PROPERTY SINKING PIPE FAILURE?? fi86D1 1896-0885 CL R/D POND 11202 SE 166TH S? RUDDELL'5 ADD 686p1 1996-1136 C RUN OFF 16821 105TH A1/E gE SHEE7 FLOW FROM RO IMP P1R PROP 656D6 1996-1996 WpA SITE CON 17642 108TH AVE SE NEED TO IMPLEMEN7 BMPS 656D7 1996-1260 C RUN OFF 166�6 1117H AVE SE GROUNDWAT'ER IMPACT PYl"PROP PVT 65fiD6 199B-1300 C SOOS CRK 14911 SE 184TH ST APPARcNT BLOCKAGE IfV ROAD CUL�R 658D6 1996-1378 C DRNG 11205 SE 182ND ST GROUNDWATER PROB CONS7RUCTION 686D1 199&1649 C DRNG 10700 SE 174TH 5T DOWNSPOUT LINE MAINTENACE RESPON 656D7 '1496-1662 C FLDG 17418 108TH AVE SE SHEET FLOW FROM PARKING 5EE 98043 656D7 1986-1662 NDA FLDG 17418 1�8TH AVE SE 5EE 96-0438 658D7 1986-1662 R FLDG 17418 108TH AVE gE SEE 86-0438:COMPLAINANT WfTHDREW 856D7 1996-1�01 C FII.LING 11019 SE 189TN ST COMPL REQUESTED INVFST BE CANCELL 686D1 1896-1951 WQR WQR 18001 108TH AVE SE 686D1 1996-2011 C RUNOFF 17418 108TH SE GROUNDWATER IMPACT TO P1R'PROP 656D7 1997-0084 FCR FLDG 18504 112TH AVE SE UNDER CONST R/D POND 686D1 1997-0085 FCR FLDG 11202 SE 186TH ST RUDDELLS STUDY PR08LEM,Cl?TO BE 686D1 1.997-0068 C ER0510N 17012 105TH AVE SE SHEET FLOW FROM ROAD�RODING SHO 656D6 1997-0173 C FLDG 18304 108TH PL SE RUDELLS FLOOD(NG p90914 fi86D1 19s7-0334 FCR R1D POND 18425 112TH AVE SE R1D POND OVERFLOW PROPOSED Clp P 68601 Page3of5 OCT.24.2a02 8��8AM VC WLRD r N0.027 P.S/10 � �t � Type of P�'�ohlem Ad�'ses of Prohlem toro�tta 'ibroe P�pe 1997-0572 CL DRAINAGE 18304 1087H PL SE BELOW GRADE BASEMENT�LOODING 686D1 1897-0668 FCR R/D POND 18425 1'12TH AVE SE HISTORiCAL DRAINAGE PROBL�M 686D1 1997-1122 FCS MAINT. 108XX SE 182Np S7 REQUEST TO MOW AND MA(NTAW 686D1 ' 1997-1239 WOC DUMPING 18600 102ND AVE �E APPEARS TO BE AC71VE CLEARING PROJ 686C1 1997-1468 C Di2AiNAGE 18809 BENSON RD S P1lT DRNG SYS UND�RS(Z�D OR�85TRU 656D9 1997-'1485 NDA DRAINAGE 166�8 BENSON RD $ PVT DRNG SY5 UNDERSfZED OR OBSTRU 656D6 4e97-1ae5 R �RA(NAGE 16609 BENSON RD g PVf DRNG SYS uNDERSIZED oR OBSTRU 658�s 1997-1589 FCR MAINT SE 186TH/102ND AVE SE CONCERN RE MAINT RESP WETLAND ISS 686C1 � 1997-1583 C PIPE 104XX SE 172ND ST POSSIBLE UPGRADE OF CULV BY ROADS 656D7 1998-0177 C ROW 16B55 108TH AVE SE SHEE7 FLOW FROM RD IMP COMMERCIA 65fiD6 1998-0503 CL SIDEWALK 172XX 104TH AVE $� SID�/VALK DAMAGE BY KC CRE�/V. B56D7 1898-0546 C FLOODING 10810 SE 182Np ST SHE�7 FLOW FROM ROAD HIGH INTENSI 696D1 1998-0647 FCR MAIP(T 10215 SE 186TH S7 APPEARS POND OK NGPE WILL NOT BE C 886C1 1998-0650 FCR D►TCH 16927 109TH PL 5E BIO SWALE VEGETATION REMOVAL REQ 656D8 1998-0697 C DF',AINAGE 1842A 1'1ZTH AVE NE ADJACENT IMPROVEMENT IMPAC7ING YA 688D1 1998-0823 R DRAINAGE 16623 BENSON RD g SHEET FLOW FROM ROAD PONDING ON 656D6 1998-0867 NDA DRAINAGE 17811 97TH AVE S OBSTRUCTED OR INADEQUATE DRNG 1M 656C7 1888-0857 R DRAINAGE 17811 97TH AVE S OBSTRUCTED OR INApEQUATE DRNG IM 856C7 1998-0882 CL, DRAINAGE 16623 BENSON RD 5 SEEPAGE INTO BASEMENT 656D6 1899-0230 CL FLOODING 17811 97TN AVE S 656C7 1899-0268 WQC SOLVENTS 17840 111TH AVE SE IMPROPER CLEANWG AUTO/DRiVEWAY B 656D� 1999-0268 WQR SOLVENTS 17840 111TH AVE SE IMPROPER CLEANlNG AUTO/DRNEWAY 8 656D; 1999-0301 C DRAINAGE 18330 11ZTH AVE gE SFR CONST.FILLED R/S DI7CH 686D1 1999-0378 FCR GATE 18425 112TH AVE $E GATE NOT LOCKED RELOCiCED DURING I 886D1 1999-0458 FCS TREES 11122 SE 193RD P!. REQu TO REPIACE DEAD TREES 686D1 1999-OA�85 FCC DAMAGE 10826 SE 176TH ST TA REQUESTED UNABLE T0 SCHEDULE 656D7 1989-0717 WOA PAINT 17824 108TH AVE SE BMPs IMPLEMENTED 1 686Q1 1999-0727 WQR POLLUTAN 10702 SE 184TH lN BMP INFQ GfVEN TO MNGR FOR RESIDEN 686D1 2000-0135 C DRAINAGE 11208 SE 182N0 ST R�QUEST TO CLEAN 8-INCH DIA P1PE PVT 686D1 2000.0�35 R DRAINAGE 11208 SE 182ND ST REQUEST TO CLFAN 6-INCH DIA PIPE PVT 686D1 2000-0209 WQC DUMPING 18725 102ND AVE SE PROPERTY OWNER pUMPiNG L4NDSGAP 666C1 2000-0227 WQC W�D 10717 S PROVIDED I1VF0 ON IR�N OXIDE 856D7 2000-oa01 FCS MNM 18303 108TH PL SE COMCERN REGARDING TREE FALLING O 686D1 2000-b443 FCC WQD 17624 108TH AVE SE DURING ASSESSMENT OF COMMERCIAL 658D7 • 2000-0443 WQR WQD 17624 108TH AVE SE pURING ASSESSM�NT OF COMMERCIAL 856D7 2000-0468 FCR MMG 17U10 114TH PL S� INQUIRY REGARDING PLAN7ING TREES O 65606 2000-0506 WQC WQB 10819 SE 180TH PL ALLEGED POLLUTION D1SCFiARGE AS A R 68601 � 2000-0565 FCS MMA 908TH A �SE 182ND PROBLEM TO BE CORRECTED 686D1 2Q00-0698 C ODM 15005 SE 179S7 ST CHANNEL EROSION. PROBLEM MAY BE A 658C7 2000-0698 R DDM 15005 SE 171ST ST CHANNEL ER�SION. PROBLEM MAY BE A 656C7 Psge 4 of 5 OCT.24.2002 8�08AM KC WLRD N0.027 P.6i10 � � � 1Yl�a o�PI'06�� A�i'BiS 0�h'd�e�u Comdlh �P� 200a-0741 � DDM 17824 7ALBOT RD S RELATE�TO 98-8867 RAMOS. OBSTRUCT 656C7 2000-0741 NDA• ODM 17824 TALBOT Rp S RELATED 70 98-0867 RAMOS. OBSTRUCT 65fiC7 2D01-0007 C MMF 17442 103RD AVE SE DOWNSPOUT DISCHARGES FROM SUMM 656C7 2001-0026 C DDM 16415 BENSON RD REQUEST FOR INFORMA710N OF EX DRAI 656D8 2001-0074 R BSR 10215 SE 1B67H ST BIO-SWALE RETRO FIT. CA7EGORY C 686C1 2001-0320 R 65R 17010 110'il�i PL $� BIO-SWALE RETRO FIT. CATEGORY C 658D6 2001-0391 W4C DDM 18417 107TH LN SE ALLEGED DUMPING OF OIL INTO STORM 686D1 , 2001-0381 WQR DDM 18417 107TH LN S� ALLEGED DUMPING OF O!�IIYrO STORM 686D1 2001-046fi FGS MNM 108TH A &SE 182ND ST ALLEGEp VISUAL HAZARD FROM GRASS 686D1 I 2001-oa6� FCR MMM �0215 sE 16eTM ST MOWING cREWS REQuesTED POND C� 686C1 2001•0499 FCR MMG 24467 SE 179TH ST REQUEST TO REOVED DEBRIS AND fNFO 68eC1 2001-0513 X INQ 17840 TALBOT RD S 688C1 2001-058i W(}A WQB 17642 108TH AVE SE 656D7 � 2001-0581 WQE WQ8 17842 108TH AVE SE ILLICff CONNECTION FROM SUMP TO ST 856D7 20U1-0595 W(�A WQD l0700 - SE 174�i ST#202 g56p7 2001-0607 WQA WQD 178D1 108TH AVE SE 656p7 2001-06fi9 WQA WQD 17608 108TH AV�SE 656D7 2001-0788 WQR WQB 10819 SE 180TH PL B86D1 z002-0088 FI NWD 17836 108TH AV�SE SWMlte1: REQUEST YO DETERMINE IF SI 685D1 2002-0088 F!H rvwD � 17838 �oerH AVE sE SWM#81: REOUEST TO DETERMINE IF SI 686D1 2002-OOB8 FIR NWD 17636 108TH A1/E S� SWM#81: R�QUESTTO DETERMINE(F St B86p1 I 2002-0089 FI REM 9840 S CARR RD SWM#80:REQUEST 7a REMEASURE: EXI 696C1 I 2002-011Q C DTA 17418 10811-I AVE SE SNEET FLOW FROM ADJACENT FIRE pIST 85fiD7 2002-0171 FI REM 17803 105TH PL SE SWNql�171: D(IST IMP SUR 94.7%. REMEA 686D1 2002-0175 F! REM 10636 SE 1747H ST SWM#155, 89.03%CALCULATED, 659D7 2002-0231 FCS MMG 18200 108TH AVE SE Sent to Regianal Stortn maintenance 686D1 2002-0458 FCS MMM 10802 SE 182ND ST Wortc Authorization tc mow pond issuod 6/251 688D1 2002-0558 FCR MNW 18425 112TH AVE SE REQUES7 TO REMOVE TANSY RAGWORT 688D1 2002-0667 WQC WQB 10658 SE 180TH PL 886D1 Paae s o�s 3.3 Field Inspection A field inspection was performed on Wednesday, August 29, 2001. A follow-up inspection was performed on Monday, October 22, 2001. The conditions were clear and dry for both visits. No rainfall had occurred on the day of the inspections, and no flows were observed leaving the site. It was determined from the field inspection that the site has three separate discharge locations, two of them converging within one-quarter mile downstream. Downstream Flowpath#1 begins at the southwest corner of the project site. Runoff is directed to this location by a ditch running parallel to the site's western border. At the southwest corner of the site, a catch basin structure collects the runoff from the ditch. The end of the ditch above the catch basin is lined with cemented rip-rap, and appears to be clear of debris. Flow continues to the west through a series of 12" concrete pipe reaches along the north side of S. 38�h Street. At the intersection of S. 3g`n Street and Morris Avenue (approximately 130' downstream), the downstream flowpath combines with a pipe run which lies along the east side of Morris Avenue. The incoming flows from Morris Avenue enter via a 36" CMP pipe. The combined flows cross S. 38`h Street via a 36" CMP pipe to the south where they enter a Type-2 catch basin with a solid lid. The lid was removed, which revealed a second pipe, 24" in diameter, entering from the east. The source of this pipe was not located, as it appears to be originating from the parcel to the south of the project site. The outlet from this catch basin continues in a southerly direction, presumably to Panther Creek. The flowpath to Panther Creek could not be verified due to a fenced lot, which lies between the Type- 2 CB and the suspected pipe outfatl. The Panther Creek channel was observed from Talbot Road (somewhat downstream of the subject property). The channel appears to be approximately 20' - 30' deep, with no apparent flooding or erosion problems. The channel was heavily forested with no reasonable access, therefore,the downstream analysis was concluded at this point. Flowpath #2 begins along the west edge of the subject property, approximately 400 ft from the northwest corner of the site. Runoff Ieaving the site at this location is discharged through a 36" CMP culvert. The culvert runs west approximately 150 feet, then outfalls to a catch basin on Morris Avenue. From there, if enters a 36"CMP pipe run which flows south along the east side of Morris Avenue. At the intersection of Morris Avenue and S. 38`h Street, flows combine with those from flowpath #1. Flow continues south to a Type-2 catch basin, then presumably continues south to Panther Creek. Downstream Flowpath #3 begins at the northwest corner of the site, where flows are collected into a drainage ditch. The drainage ditch, which is approximately 5 feet wide by 3 feet deep and lined with flat shale rocks, runs west approximately 150 feet to the North end of Morris Avenue. Flow crosses beneath Morris Avenue through an 18" CMP culvert approximately 35 feet in length. After crossing Morris Avenue, flow continues west through the channel for approximately 300 feet to a 15" CMP culvert inlet just north of Talbot Road. The entire channel length appeared to be in good condition with no indication of erosion or overflow problems. The channel also appears to be relatively free of brush and debris. The culvert at the end of the channel leads to a catch basin on the East side of Talbot Road. Flow continues south along Talbot road through 15" CMP pipe for approximately 125 feet, where it turns and flows to the west across Talbot road, and into a large wetland area. The total length of flowpath #3 between the project site and the wetland outfall is estimated at approximately 650 feet. Due to heavy brush and dense blackberries, the wetland area was not accessed for investigation. The wetland area appears to extend several hundred yards to the west, and is likely to carry the water beyond the '/<-mile length, which would normally be analyzed. Due to heavy brush and dense blackberries, the wetland area was not accessed for the downstream investigation. 3-4 3.4 Drainage Svstem Description and Problem Descriptions �' No flow was observed through the downstream drainage systems, and therefore a working �' observation could not be made. No obvious problems were apparent to the system in a `dry' condition. The downstream catch basins all appeared to be relatively clean, and free from a significant amount of sediment. No evidence of surcharging was observed. The open channel portions of the downstream system appeared to be well maintained and were relatively free of brush and trash. No evidence of scour, erosion, or overtopping was observed. 3.5 Mitigation of Existinq or Potential Problems No problems were identified with the current drainage system and therefore no mitigatior measures are proposed. 3-5 Map Output PaQe 1 of 1 � King County � � - - . - .. �,-� iMa Print Pa e �'� � ° �'� � �25 �2s ; z�2 �� ', zss a3�a W 9019 14 .._�r � ' 0' � l,� �' y t3?�� i96 19A ' 0260 > �� Q � 1 �' a � �II *� , �� 1t91 13.1 y 1 'a�j' Q2+6S ` � oi � �� g�TH=S7�� ,`�,� �� i 02T0 � 0`�5 �I �-, 9Wi Oq � a 9;61 \ T a " � z �, � , g ozrs —=�..1� 4,es � L rn�_ i3 i �� , 1i3 �90at 9tQB 9t73 #��Sj�gT A�`� �t �� ! �p 284 "€� ' I � � 902� a 9?43 > —= p , - __ `SE'172.`ID=S=� � , �_3tT,H ST_g - � � < 9tW 54 � ���� 9t76 � i I , �s�, � � I i � dl ���v 3I.^` �{7we � � � iS 1L1 �t�.,�:` � ����� � i .�. Qo _g��+f �.r��� �~- � '��#� � y �-��� 90t 2 _ � � ,.�-� � � 90�45 � �- �9f7�.�,. � I rv � ;! � � - yl . 9178 �� � ��+$, � a ;li �— ` 8t6tY-.� si� � j p 9094 �w ;�:L-_��, SF l��k ST -- �, ti�l.t ��h q � . 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Zon�ng Labels - ����� ��-- �� R•a•Rmdaea.a Ctl;�a re Zonng < R-12•A�na.�2�l�e+�:e '�? �...,: 4caei he informatfon included on this map has been compiled by King County staff from a vanety of sources and is subjec;to cnange without notice. King County makes no representations or warranties,express or implied.as to accuracy,completeness,timeliness,or rights to the use of such information.King County shall not be liable for any general,special,indirect,incidental, or consequential damages including.but not limited to. ost revenues or lost profits resulting from the use or misuse of the information contained on this map.Any sale of this map or information on his map is prohibited except by written permission of King Counry. 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I � ` ' �- � _ � _, _ � � � �, � � _, v� - '� �-i6 ��. �-4 ce-5 °� --� ' -'� � s � � . . , � �g-�5 � �a'�D r�_e ' � � ,� ` ' a p � a � UA c�5 0o r� - , / cB-(g� �5� 110"iz�Mv ��6-9 ' _ I ` �z^�_If i6s,, _ -e•. , I ' ' ' � / �''y,. �-l2 cB-l3 a-g�Cr�P c 6-,r¢ I �3 � � ' 90'-8'�,�+P � 'P � � ' ��'�" I � � G 5 _ � PROIECt NO. /� 97�j� 3 PROlECT �SUNSET ✓1STA �PT S Klnq County IACATION �OQOO SF l��r�ST '`� 9urtace Water . SApLL TACB ��l W BASIN Rl_/�GK �VJ�wt As �.� Manay�ment �56 �� "��\\`��� Insra• !!w� INai�n�a T�3 PAGE T7TB 1[AINT. D[YISION � DATE � — l(o- °��o INITIALS - r�,(� � h 0 =`t � , � � � � . C 8-4 � � cs-/ .V ,� � ' ► =� � ` _� � , N � , � � - r . „ CB S �oo -6 CC _Poo� c!3-Z 2 . I ;� _� 'i , � � �� � � � ' N � I _ � � / � ' � G�_3 ��Q c8-6 � � � � � �� � � i � i5 GNP 15�"cMP 4.0 FLOW CONTROL AND WATER QUALITY FACILITY ! ANALYSIS AND DESIGN 4.10 Desiqn Standards for Detention The detention and water quality requirements for this project site are vested under the 1990 King County Stormwater Management Manual (KCSWDM)with 1994 updates and the City of Renton's Development Regulations manual. However, flow control for the site has been required to meet KCRTS Level Two flow control standards as outlined in the 1998 edition of the KCSWDM. This condition was set forth in a Pre- Application response provided by Arnetta Henninger, of the City of Renton Department of Public Works, on April 10, 20d1. 4.11 Existinq Site Hvdroloqv The existing site hydrology contains three sub-basins each with separate discharge points, as shown in Figure 4. Sub-Basin `A' occupies 2.15 acres of the project site. A majority of this basin lies outside of the project limits, and contributes off-site flow to the project site. Basin 'A' discharges to an existing ditch at the northwest corner of the property. Sub-basin 'B' occupies 20.98 acres near the middle of the site and discharges to an existing 30°culvert at approximately the middle of the westerly property line. Basin `C' occupies the southern 11.89 acres of the project site and discharges to an existing 18" pipe at the southwest corner of the site. Off-site flow enters the upstream end of Basins `A' and `B'. In recent discussions with the City of Renton, it has been established that much of the upstream flow has, in the past, been intentionally diverted onto the subject property. With this in mind, the pre-developed drainage basins were delineated based on the general appearance of the existing site contours. Small drainage conveyances appearing to have been artificially created were ignored in the delineation process. For example, a small drainage conveyance exists near the northern boundary of the site. The conveyance is mostly contained within Basin 'B', but outfalls to a wetland lying within Basin `A'. The source for this conveyance is a 12-inch pipe, which outfalls to the subject property. Prior to the placement of the diverting pipe run, the upstream runoff most likely flowed overland north of the project site. Therefore, the surrounding on-site terrain will be considered part of Basin 'B' instead of Basin `A'. 4 - 1 �:\ESM-)OBS\994\O1\001\exhibits\Existing Site Hydrology.dwg, 12/]8/2002 10:33:41 AM _.� , ;� (. � . ;+ /��...�f. . ., .. � . ��� b � . ,,.� � .._ .._ � ..,. ...l,_ ::,., .,.,.:, �..._. ° �� • EXISTING CONVEYANCE PIPE \ T ` . .. � . . ' ; > ; . r -.. � : ')),� , r, . „.:� �� � ._ �'� � -- � :._ , � ...:: i i���� ��..� , t, � �i�� ./ /y . . .. , \ , �// �_. ... .. � � ^ . ��'�I //����... '.� _-. .. �.,,.. -. K.�a , S .. l �4� i ! "' / / ^ . .._. / / - '� -.. '. � ,%% � , �� ��.. . . . 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'(�y r .... � ._ � � � x ,. �y �:, tr` .,.7�����..�. ;} .,. ., I,t.. .-. : .. � `_ . � �., � ...: ��� . � �.a*" . . _ .... .�,���(a1 ��( , . .. _ _ ` � _ . . . . �. �. �.;,,� ..- ._.. � ; f ... . ,: '�._.... ,,, . � .,.:.«.,,....<^"' ' � '� . �.� , -�,,, � . ; . �.... �-. - . �. .............,,,_... � �_.- _. � _ - i _.", \ ' ; i ` f -% ` : `�r � .a ,, ", � � � s ��t. s�A "` o ' � , - � �. ��.J �'"��i?'�- � �;tl i ... • �: �'f , / �• ."ma�i ` . - ���SJ� :Y»•�+" } �i . 1 i'� - l ��� \. 1 y� . • ��� ... \ `t ...�...�.�...... \,' I./ '_' .. ,� <<�i _ �-„�, �, , . r � �.l ,,. ., ., , � , m ���� �:���.- . � �w: _ , -,_ ,... , . , � ., .: , _ . _. ; , y _ , �; �: _. ,, � �'.1"" ��, :J � D Z D � m � � O Z C W m � 0 c z � � N D O � o -� ' DRAWING: _CONSULTING ENGINEERS LLC ,n,� �. ��.ek P.�kW.y �. I • I � I � I SUNNYBROOK 3uHe 101 Botl�el, WA 98011 fEDERAt w�r (153J EJE-61U BO�NELL (�701�t5-61�� www.esmcivil.com BREMEflTON (560) 792-3575 �:�;� Erqine�rinq Lond Surveyinq �o�d Pionninq EXISTING SIl"E HYDROL4GY Public Works I Projecl Monogemanl I Londscape ArchilecturQ JOB NO. DATE: URAWN: SHEET 1 OF 2 4.2 Develo ed Site H drolo v uv The developed site hydrology will consist of three basins (see figure 46 on the next page), similar to those outlined in the previous section. With the exception of the area occupied by the northem detention ' facility, the basin areas have not significantly changed. Offsite flow is bypassed through the developed ' portions of the site in a separate conveyance system, and is utilized to recharge the site's wetland areas. � Residential development does not appear to be feasible within Basin 'A' due to wetland and coal mine hazard constraints. However, a portion of this area has been used as detention and water quality facility. The proposed development calls for the construction of the Basin 'B' detention facility within this portion of Basin 'A'. Flows released from this facility will be conveyed back to the original Basin 'B' discharge O location rather than being discharged from Basin `A' (see figure 4b). Flow originating in the area of the proposed detention facility will be detained and discharged through Basin `B', therefore, the peak discharge flowrate from Basin 'A' is expected to decrease. Since most of the flow contributing to Basin 'A� is bypass flow originating off-site, the decrease in flow is not expected to be substantial. The remainder�of Basin 'A'flo�nr will not be treated or detained prior to release since no other development is proposed. Basin `A'flow will be collected from the wetland area and will be conveyed around the proposed detention facility to the original location. OO Developed Basin `B' runoff will be collected through roof drains or via overland flow into a public storm drain system. Flow will generally be conveyed to the west, toward the west end of S. 36`h Street. Flow will outfall to the combination detentionlwetpond at the northwest corner of the site. Upon release from the facility, flow will be conveyed to the south, and will be discharged at the Basin `B' discharge location between lots 1 &2. O Offsite flow, which is contributed to tfie upstream end of Basin 'B', will be collected and conveyed to the wetland area near the center of the project site.00 After passing through the wetland area,flow will be collected and conveyed westerly under S. 36�' Street to the Basin `B' discharge location. O Runoff from the developed Basin `C'will be collected through roof drains or via overland flow into a public storm drain system. Flow will generally be conveyed to the southwest corner of the site, where it will enter the Basin `C' detention/treatment facility within Tract'H'. Upon release from the facility, flow will be conveyed to a discharge point near the southeast corner of the site. OO It does not appear that a significant amount of off-site flow enters Basin `C'. 4 - 3 \\Esm4\ENGR\ESM-7os5\994\O1\001\exhibits\oeveloped site Hydrology.dwg, 06/OS/2003 06:20:10 Pro 1 \'\ \ ��� /—_ IA I I I I I � o, r � � Bo r �� II�-i � � .$ LL HoMEs I I � —_ — _l� L _ _ Ja I,-_ ����oT�-�- �- - �°_--- - � p � � �aT�T T T � I ,.,,. � � c�T T � ..... .... E I1S1.62 � � � ' • � � �� �o �'v ic4 �� � :,, ,.: N ssrzr � y ,. :, N . _ � 4 .+ . .... .;. ... L , ��' it yu H .. p� . � . Y . • . ; a 4N ". n.. . _ ,� r �r� „. ti �� . Z �ln �� 8G ' 2 "� �r y { 6(� t� y�yy�� s � P � !+ •I `J� !w •i� ��TO Y� 9N '�4 ( .F♦ it�J� � . 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N�� DD �� � � �D � � DCm �� � DC �mO� .� D� C .� � � rnp�pDDtnO �WDDy (n � rnDp�pO � �m II � py �m II � pD � �mD n � rT�� r D II m �r m�r � I'�''t� IDI D � r�rl� U � � f� IDI D � � rD � y DD � y y r�T�D (J} D �D II �� � II II �� � II �I II � D D �I N m II II W � o D �N Z O � O) � � N � �AOOONNp 00 -�N � � �?(I� (J� � cp -� �00 (!�U� cD N pp (.,�0o O � m � p Cr�N �l � � O CJ�C� �CO c0 O� -� -� � G,� C � Z DDDDDD DDDDDDD DDDD � (�C� C� C� C�C� C�n (�(� C�C� C� C�C� C�C7 � N � . . . . . . . . . . . . . . . . . o DRAWINC: CON3ULTINO ENQINEER3 ��C SUNNYBROOK ima rio. cr.� Pa�kw■y ri. I � I � � � I sWte ioi Bothsl� WA 88��� FEDERAL WAr (IS])B3B-6tt3 BpTMELI (�25)�1�-611s www.esmcivil.com BREMERTON (360) 782-JJ15 �;�;, Enqineerinq �o�d S�,�eY:�9 �o�d P�onnfnq DEVELOPED SITE HYDROLOGY Pub�ic Works I Project Monoqement I Landscape Archileclure JOB NO. DATE: DRAWN: SHEET 4 OF] �.CB 145.So ,4356. �.7C7 0.245 O.OD 1?280 5.25 146.75 77310. 1.775 0.249 0.00 17473 5.40 146.90 79944. 1.835 0.252 0.00 17636. 5.44 146.94 60650. 1.851 0.257 0.00 17693 5.48 146.98 61358. 1.868 0.268 0.00 1772�. 5.52 147.02 82068. 1.884 0.286 0.00 17771. 5.56 147.06 62760. 1.900 0.311 0.00 17810. 5.59 147.09 63315. 1.913 0.342 0.00 17849. 5.63 147.13 84030. 1.929 0.376 0.00 17894. 5.67 147.17 B4746. 1.946 0.456 0.00 17938. 5.71 147.21 85465. 1.962 0.471 0.00 17983. 5.88 147.38 88538. 2.033 0.526 0.00 18173. 6.05 147.55 91644. 2.104 0.573 0.00 18365. 6.22 147.72 94782. 2.176 0.614 �.00 1855,. 6.39 147.89 97953. 2.249 0.652 0.00 18750. 6.56 148.06 101157. 2.322 0.686 0.00 18944. 6.73 148.23 104394. 2.397 0.719 0.00 19139. 6.90 148.40 107664. 2.472 0.749 0.00 19335. 7.07 148.57 110968. 2.547 0.778 0.00 19532. 7.24 148.74 114305. 2.624 0.806 0.00 19730. 7.41 148.91 117676. 2.701 0.833 0.00 19928. 7.58 149.08 121061. 2.780 0.858 0.00 20128. 7.75 149.25 124520. 2.859 0.683 0.00 20328. 7.92 149.42 127993. 2.938 0.907 0.00 20530. 8.08 149.58 131293. 3.014 0.930 0.00 20720. 8.25 149.75 134833. 3.095 0.953 0.00 20924 8.42 149.92 138407. 3.177 0.975 0.00 2112E 8.59 150.09 142016. 3.260 0.996 0.00 213�3. 8.76 150.26 145660. 3.344 1.020 0.00 21535. 8.93 150.43 149339. 3.428 1.040 0.00 21746. 9.10 150.60 153054. 3.514 1.060 0.00 21954 9.27 150.77 156804. 3.600 1.080 0.00 221E3 9.44 150.94 160589. 3.687 1.100 0.00 22372. 9.61 151.11 164410. 3.774 1.110 0.00 225E�. 9.78 151.28 168267. 3.863 1.130 0.00 227°5. 9.95 151.45 172161. 3.952 1.150 0.00 23007. 10.00 151.50 173313. 3.979 1.160 0.00 230?�. 10.10 151.60 175626. - 4.032 1.630 0.00 23195. 10.20 151.70 177952. 4.085 2.480 0.00 23321. 10.30 151.80 180290. 4.139 3.590 0.00 23449. 10.40 151.90 182641. 4.193 4.890 0.00 23574. 10.50 152.00 185005. 4.247 6.370 0.00 237C1. 10.60 152.10 167381. 4.302 7.810 0.00 23828. 10.70 152.20 189771. 4.357 8.350 0.00 23956. 10.80 152.30 192173. 4.412 8.850 0.00 24084. 10.90 152.40 194587. 4.967 9.320 0.00 24212. 11.00 152.50 197015. 4.523 9.770 0.00 24340. Detention Facility Inflow Staqe-Discharqe Performance for Siqnificant Hyd Znflow Outflow Peak Storage Target Calc Stage Elev (Cu-Ft) (Ac-Ft) 1 5.16 1.53 1.10 9.51 151.01 162152. 3.723 2 2.56 ******t 1.00 8.60 150.10 142255. 3.266 3 2.57 ***'**• 0.83 7.39 148.69 117277. 2.692 4 2.73 ******* 0.72 6.72 148.22 104223. 2.393 5 3.05 **�**** 0.78 7.09 148.59 111358. 2.556 6 1.62 *'�•**** D.42 5.65 147.15 84451. 1.939 7 2.00 Y*�*'*' 0.24 4.75 146.25 68790. 1.579 8 2.07 ***"** 0.20 3.37 144.87 46333. _.064 ---------------------------------- Route Time Series through Facility Inflow Time Series File:dev.tsf Outflow Time Series File:rdout Inflow/Outflow Analysis Peak Inflow Discharge: 5.16 CFS at 6:00 on Jan 9 in Year 8 Peak Outflow Discharge: 1.10 CFS at 13:00 on Jan 9 in Year 8 Peak Reservoir Stage: 9.51 Ft Peak Reservoir Elev: 151.01 Ft Peak Reservoir Storage: 162152. Cu-Ft . 3.72 3 :�c-Ft Flow Duration Comparison Duration Comparison Anaylsis Base File: predev.tsf New File: rdout.tsf G�toff Units: Discharge in CFS -----Fraction of Time----- ---------Check of Toierance------- Cutoff Base New �Change Probability Base Ne�a �Change 0.260 � 0.91E-02 0.72E-02 -21.0 � 0.91E-02 0.260 0.250 -3.; 0.328 � 0.62E-02 0.47E-02 -24.1 � 0.62E-02 0.328 0.280 -14.5 0.397 � 0.49E-02 0.40E-02 -17.1 � 0.49E-02 0.397 0.320 -19.� 0.465 � 0.37E-02 0.38E-02 1.8 � 0.37E-02 0.465 0.472 l.o 0.533 � 0.28E-02 0.31E-02 8.6 � 0.28E-02 0.533 0.560 5.0 0.601 � 0.22E-02 0.25E-02 16.4 � 0.22E-02 0.601 0.643 6.9 �.669 � 0.15E-02 0.20E-02 31.9 � 0.15E-02 0.669 0.708 5.? 0.738 � O.10E-02 0.11E-02 11.1 � O.10E-02 0.738 0.755 2.3 �.606 � 0.60E-03 0.72E-03 18.9 � 0.60E-03 0.806 0.826 2.5 0.874 � 0.36E-03 0.34E-03 -4.5 � 0.36E-03 0.874 0.873 -D.1 0.942 � 0.21E-03 0.20E-03 -7.7 � 0.21E-03 0.942 0.937 -0.6 1.01 � 0.15E-03 O.00E+00 -100.0 � 0.15E-03 1.01 0.966 -4.4 1.08 � 0.82E-04 O.00E+00 -100.0 � 0.82E-04 1.08 0.967 -8.5 Maximum positive excursion = 0.053 cfs ( 8.4�) occurring at 0.631 cfs on the Base Data:predev.ts` and at 0.684 cfs on the New Data:rdout.tsf Maximum negative excursion = 0.078 cfs (-19.7&) occurring at 0.399 cfs on the Hase Data:prede-,.tsf and at 0.320 cfs on the New Data:rdou�.ts� Basin `B' Flow Duration Performance — ` ::c=w �J XI � - — �——'_ ♦ N � h: ♦��� �..__'�\., �'��. _�`+ O � � ��_t-1. �'•� `'� �� r�, � m �t. LL � ♦�'_ U '�k� � ��o ;�. L �4'? � � iD � `.. � O �� ��,. � .� i a �� � `�; �� n � 2 00 �'��'�_ N i_� O O �� 10 5 10 � 10 3 10 � 10 � 10� _ _ _ _ Probability Exceedence � Basin `C' Detention Facilitv Design: Basin `C' Pre-Developed Conditions: Total Area = 10.46 Ac. Till Forest= 7.56 Ac. Till Pasture = 2.90 Ac. Till Grass = 0.00 Ac. Outwash Forest= 0.00 Ac. Outwash Pasture = 0.00 Ac. Outwash Grass = 0.00 Ac. Wetland = 0.00 Ac. Impervious = 0.00 Ac. Scale Factor= 1.0 Basin 'C' Predeveloped Flow Frequencies Flow Frequency Analysis Time Series File:c-predev.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.868 2 2/09/O1 15:00 1.21 1 100.00 0.990 0.225 7 1/OS/02 16:00 0.868 2 25.00 0.960 0.720 3 2/28/03 3:00 0.720 3 10.00 0.900 0.038 B 3/24/04 19:00 0.526 4 5.00 0.600 0.326 6 1/OS/OS 8:00 0.469 5 3.00 0.667 0.526 4 1/18/06 20:00 0.326 6 2.00 0.500 0.469 5 11/24/06 4:00 0.225 7 1.30 0.231 1.21 1 1/09/08 9:00 0.038 8 1.10 0.091 Computed Peaks 1.10 50.00 0.980 Basin `C' Developed Conditions: Total Basin Area= 10.46 Ac. Total Lot Area = 6.57 A� Impervious = (60%) 3.94 �. Pervious = (40%) 2.63 P Impervious Road Area = 1.94 Ac. Till Forest Area = 1.52 Ac. Till Pasture Area = 0.00 Ac. Till Grass Area = 3.06 Ac. Outwash Forest= 0.00 Ac. Outwash Pasture = 0.00 Ac. Outwash Grass 0.00 Ac. Wetland Area = 0.00 Ac. Impervious Area= 5.88 Ac. Scale Factor 1.0 Basin 'C' Developed F'��.�� �-��.� Flow Frequency Anal} Time Series File:c-c Project Location:Sea-:3� ---Annual Peak Flow Rates--- -----Flow Frequency Analys Flow Rate Rank Time of Peak - - Peaks - - Rank Retu_-. (CFS) (CFS) Period 1.76 6 2/09/O1 2:00 3.53 1 100.00 0." 1.42 B 1/OS/02 16:00 2.21 2 25.00 0.- 2.10 3 2/27/03 7:00 2.10 3 10.00 0. " 1.52 7 B/26/04 2:00 1.87 4 5.00 0.•= 1.83 5 10/28/04 16:00 1.83 5 3.00 0.� 1.87 4 1/18/06 16:00 1.76 6 2.00 O.E 2.21 2 10/26/06 0:00 1.52 7 1.30 0._ 3.53 1 1!09�C6 6�C0 _.4� 8 _.10 0 � Gc�Slfi l. K2yUif@Q U@t@fiil:: Retention/Detention Facili; Type of Facility: �e�e::�i�_i ":�.. Facility Length: 160.00 � Facility Width: 60.00 f Facility Area: 9600. � Effective Storage Depth: 12.00 f Stage 0 Elevation: 124.00 _ Storage Volume: 115200. __ Riser Head: 12.00 f� Riser Diameter: 15.00 inc:^� Number of orifices: 2 Full Hea:: _ Orifice # Height Diameter Discharge Diame - =� _ i- 1 D.00 1.39 O.i78 2 9.50 3.50 0.525 6.^v Top Notch aeir: None Outf:ow Rating Cur�e: None Facility'C' Staqe Storaqe-Discharqe Preformance Stage Elevation Storage Discharge Percolation (ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) 0.00 124.00 0. 0.000 0.000 0.00 0.01 124.01 96. 0.002 0.006 0.00 0.03 124.03 288. 0.007 0.009 0.00 0.04 124.04 384. 0.009 0.011 0.00 0.06 124.06 576. 0.013 0.012 0.00 0.07 124.07 672. 0.015 0.014 0.00 0.09 124.09 864. 0.020 0.015 0.00 0.10 124.10 960. 0.022 0.016 0.00 0.11 124.11 1056. 0.024 0.017 0.00 0.13 124.13 1248. 0.029 0.018 0.00 0.33 124.33 3168. 0.073 0.030 0.00 0.54 124.54 5184. 0.119 0.038 0.00 0.74 124.74 7104. 0.163 0.044 0.00 0.94 124.94 9024. 0.207 0.050 0.00 1.15 125.15 11040. 0.253 0.055 0.00 1.35 125.35 12960. 0.298 0.060 0.00 1.55 125.55 14880. 0.342 0.064 0.00 1.76 125.76 16896. 0.388 0.068 0.00 1.96 125.96 18816. 0.432 0.072 0.00 2.16 126.16 20736. 0.476 0.075 0.00 2.37 126.37 22752. 0.522 0.079 0.00 2.57 126.57 24672. 0.566 0.082 0.00 2.77 126.77 26592. 0.610 0.085 0.00 , 2.98 126.98 28608. 0.657 0.088 0.00 3.18 127.18 30528. 0.701 0.091 0.00 3.38 127.38 32448. 0.745 0.094 0.00 - 3.59 127.59 34464. 0.791 0.097 0.00 3.79 127.79 36384. 0.835 0.100 O.OG 3.99 127.99 38304. 0.879 0.102 0.00 4.20 128.20 40320. 0.926 0.105 0.00 4.40 128.40 42240. 0.970 0.108 0.00 4.60 128.60 44160. 1.014 0.110 0.00 4.81 128.81 46176. 1.060 0.112 0.00 5.01 129.01 48096. 1.104 0.115 O.OG 5.21 129.21 50016. 1.148 0.117 0.00 5.42 129.42 52032. 1.194 0.119 0.00 5.62 129.62 53952. 1.239 0.122 0.00 5.82 129.82 55872. 1.283 0.124 O.OG 6.03 130.03 57888. 1.329 0.126 O.00 6.23 130.23 59808. 1.373 0.128 O.GG 6.43 130.43 61728. 1.417 0.130 O.00 6.64 130.64 63744. 1.463 0.132 0.00 6.84 13U.84 65664. 1.507 0.134 0.00 7.04 131.04 67584. 1.552 0.136 0.00 7.25 131.25 69600. 1.598 0.138 0.00 7.45 131.45 71520. 1.642 0.140 0.00 7.65 131.65 73440. 1.686 0.142 0.00 7.66 131.86 75456. 1.732 0.144 0.00 8.06 132.06 77376. 1.776 0.146 0.00 8.26 132.26 79296. 1.820 0.147 0.00 8.47 132.47 81312. 1.867 0.149 0.00 8.67 132.67 63232. 1.911 0.151 0.00 8.87 132.87 65152. 1.955 0.153 0.00 9.08 133.08 87168. 2.001 0.155 0.00 9.28 133.28 89088. 2.045 0.156 0.00 9.46 133.48 91008. 2.089 0.158 0.00 9.50 133.50 91200. 2.094 0.158 0.00 9.54 133.54 91584. 2.102 0.161 0.00 9.57 133.57 91872. 2.109 0.171 0.00 9.E'_ �33.6= 5225c. 2.=18 O.lE7 0,00 9.65 133.65 52640. 2.127 0.208 0.0� 9.68 133.68 92928. 2.133 0.234 0.0� 9.72 133.72 93312. 2.142 0.264 O.OJ 9.76 133.76 93696. 2.151 0.328 0.0�� 9.79 133.79 93984. 2.158 0.340 0.00 9.83 133.83 94368. 2.166 0.351 0.00 10.03 134.03 96286. 2.210 0.405 0_DO 10.23 134.23 98208. 2.255 0.449 0.00 10.44 134.44 100224. 2.301 0.488 0_00 10.64 134.64 102144. 2.345 0.522 0.00 10.85 134_65 104160. 2.391 0.554 0.00 11.05 135.05 106080. 2.435 0.584 0.00 11.25 135.25 108000. 2.479 0.612 0.00 11.46 135.46 110016. 2.526 0.638 O.OD 11.66 135.66 111936. 2.570 0.663 0.00 11.86 135.86 113856. 2.614 0.687 0.00 12.00 136.00 115200. 2.645 0.703 0.00 12.10 136.10 116160. 2.667 1.100 0.00 12.20 136.20 117120. 2.689 1.810 0.00 12.30 136.30 118080. 2.711 2.740 0.00 12.40 136.40 119040. 2.733 3.830 0.00 12.50 136.50 120000. 2.755 4.940 0.00 12.60 136.60 1i0960. 2.777 5.340 0.00 12.70 136.70 121920. 2.799 5.720 0.00 12.80 136.80 122680. 2.821 6.070 0.00 12.90 136.90 123840. 2.843 6.400 0.00 13.00 137.00 124800. 2.865 6.720 0.00 13.10 137.10 125760. 2.867 7.010 0.00 13.20 137.20 126720. 2.909 7.300 0.00 13.30 137.30 127680. 2.931 7.570 0.00 13.40 137.40 126640. 2.953 7.840 0_00 13.50 137.50 129600. 2.975 8.090 0.00 13.60 137.60 130560. 2.997 8.340 0.00 13.70 137.70 131520. 3.019 8.580 0.00 13.80 137.80 132480. 3.041 B.81C 0.00 Detention Facilitv Inflow Staqe-DischarQe PerFormance for Sipnificant Storm Events Hyd Inflow Outflow Peak Storage Target Calc Stage Elev (Cu-Ft) (Ac-Fti 1 3.53 0.94 2.34 12.26 136.26 117665. 2.701 2 1.76 ******* 0.70 12.00 136.00 115191. 2.644 3 2.10 ******* 0.60 11.17 135.17 107257. 2.462 4 2.21 **•**�* 0.47 10.33 134.33 99176. 2.277 5 1.87 +****** 0.15 6.97 132.97 86135. 1.977 6 1.83 ****'*** 0.14 7.58 131.58 72725. 1.670 7 1.42 •****** 0.13 6.59 130.59 63276. 1.453 8 1.52 •****** 0.11 4.46 _28.45 4�7-5. G.982 ----------------------------- Route Time Series through Facilits� Inflow Time Series File:c-dev.t�`_ Outflow Time Series File:c-rdout Inflow/Outflow Analysis Peak Inflow Discharge: 3.53 CFS at 6:00 on Jan 9 in Year 8 Peak Outflow Discharge: 2.34 CFS at 10:00 on Jan 9 ;,n Year 8 Peak Reservoir Stage: 12.26 Ft Peak Reservoir Elev: 136.26 Ft Peak Reservoir Storage: 117665. Cu-Ft . 2.'701 Ac-Ft Flow Duration Comparison II Duratioa Comparison Anaylsis I Base File: c-predev.tsf , New File: c-rdout.tsf ' Cutoff Units: Discharge in CFS -----Fraction of Time----- ---------Check of Tolerance------- C�toff Base New �Change Probability Base New �Change 0.158 � 0.91E-02 0.26E-02 -69.2 � 0.91E-02 0.158 0.147 -6.8 0.198 � 0.62E-02 0.20E-02 -68.0 � 0.62E-02 0.198 0.152 -23.0 0.238 � 0.49E-02 0.17E-02 -65.7 I 0.49E-02 0.238 0.154 -35.3 0.279 � 0.37E-02 0.14E-02 -61.3 � 0.37E-02 0.279 0.156 -44.1 0.319 � 0.28E-02 0.13E-02 -52.6 � 0.28E-02 0.319 0.158 -50.6 0.359 � 0.22E-02 0.12E-02 -45.5 � 0.22E-02 0.359 0.178 -50.5 0.400 � 0.15E-02 0.11E-02 -26.7 ; 0.15E-02 0.400 0.264 -34.1 0.440 I O.10E-02 0.88E-03 -15.6 i O.10E-02 0.440 0.417 -5.2 0.480 � 0.62E-03 0.60E-03 -2.6 j 0.62E-03 0.480 0.479 -0.3 0.521 � 0.34E-03 0.44E-03 28.6 ; 0.34E-03 0.521 0.559 7.3 0.561 � 0.21E-03 0.33E-D3 53.8 � 0.21E-03 0.561 0.600 7.0 0.602 � 0.15E-03 0.20E-03 33.3 � 0.15E-03 0.602 0.642 6.7 0.642 � 0.82E-04 0.15E-03 80.0 � 0.82E-04 0.642 0.673 4.9 Maximum positive excursion = 0.053 cfs ( 9.9�) occurring at 0.535 cfs on the Base Data:c-predev.tsf and at 0.588 cfs on the New Data:c-rdout.tsf Maximum negative excursion = 0.184 cfs {-53.4�} occurring at D.344 cfs on the Base Data:c-predev.tsf and at 0.160 cfs on the New Data:c-rdout.tsf Facility'C' Flow Duration Performance ~ #�����`��?� �-r� c:.*�.i��:.d�s -> � c-targat.du; • n p �-'_ -�_ �\ ♦ `�� � �'f !D • }- o �� `� �^ u� 0 LL ��� U a> a m o ,� m L l� [) y � Y � 0 ; � M � t. � `b � Y- � � N V O r� \� 00 _ R� _ �� _�.� `_.. o ?;` :,\r o ���., 10 5 70 � 10 3 '�.0'� 1Q-� tp° Probability Exceedence K�. , . . , _., . 36`�.ie,'�_ .:,�'�","�-`�°'�€mas�<_?'' ��w..d-r«W�aa.::�t�7aass°�;i� t" ��nw�w.d' ��.�a=a.,�+..�� '�"�#�# ; � ;isaa�rt:; , , _ — �. ,.,� x <_...v...sf.e .. . APPENDIX 4-B WATER QUALITY FACILITY CALCULATIONS & SUPPORTING DOCUMENTS Basin `A' Water Quality: Since no development will occur in the developed Basin 'A', no water quality measures are proposed. � Basin `B'Water Quality: Water quality for Basin `B' will be achieved in the combination detention/treatment facility. A permanent wetpool volume will be provided in the lower portion of this facility. The required volume is determined by using the methodology outlined in KCSWDM Section 6.4.1.1 as shown below: Step 1: Identify required wetpool volume factor( f): f = 3 Step 2: Determine rainfall ( R )for the mean annual storm: R = 0.47" (from KCSWDM Figure 6.4.1.A) Step 3: Calculate Runoff from the mean annual storm {V�) for the developed site: A; = Impervious Surface Area= 7.91 Ac. = 344,560 s.f. A�9 = Till Grass Surface Area = 5.08 Ac. = 221,285 s.f. A�= Till Forest Surface Area = 4.83 Ac. = 210,395 s.f. Ao = Outwash Surface Area= 0.00 Ac. = 0 s.f. R = Rainfall from Mean Annual Storm = 0.47 in. V�= (0.9A; +0.25A�9+ 0.10A,�+ 0.01 Ao)x (R/ 12) = 15,137 c.f. Step 4: Calculate Wetpool Volume (Vb): Vb =f xV� Vb=45,411 c.f. 6.4.1 VVETPONDS—BASIC Ati'D LARGE—METHODS OF ANALYSIS FIGURE 6.4.1.A PRECIPTTATION FOR MEAN ANNUAL STORM IN INCHES (FEE'1� S^ 1.0/ � 1.2 ST 1.1 -- ST 1.0 LA 0.8 LA. 0 .9 L�r: 1.0 - -- '":\-.,. _ - _ ._ .., � - ..o� -..,.-. � ' '�---�,. , ,�_� .. __ __ ` „ � - . =r� " _ � � _r —,.; i _ ' _Tf , _ ;Q ;. � '�Tr--1 �'� � - , � �d � � ,. `F ��/ ` b, . ---- s _ _��`-��`':` r � - •� + n.�i. , -=� ���,, � e _ ',` j �,�.- ��,�-I- _', _.�_,:._� �� ' f t.y� �.__ � ; .> i::,•,. ,: � .� _ �so��-� S � �_---- _ —� �+�.--�'� i - — - � r`:� � �F''� , �.� --.�_�-''�. __� I, -'�0 .;� l' .:ti _ �=�� _ �,� -�� � i '` L ,. �, ; Project Site - -"�� � � �,,�..., , " �•�,�. '. T� �,•� � ' v_/ _ _c .>� s � � - '•-i� � a - ry�..-, �� � � _ - , � ` .... " .• - :� - ��_-":�. .� J� �f �`- 'S__ _ �_ _ _- �,`: � ._: o- ,: / � ` - - c \ ' i''�� I' � l � :___ '. , _ _ I f � �-�:�' �` '-- . / . I \ � � ' O_� � � 1 . ;-- ��'— � _:o __, � � ��� ;. - _1� � a � �� � :�� _ - � �►� =, ��� � _--`. -- — � �� � '• —�'`_--r-..-- — _— -- —� � �-; , _ — —=^� -- _ �-- - �' _ , _ "�__ `` � _ _ ��_�. �, - —- :'i`�-----::, ' - 0.54" ���,, "o -- a_� _ r (0.0 4 5' } 'j• --A ,_�,,, ' y.� ,�-., ,`._. _ .,.. '. . ^- � a` . (0.039 ' ) ` '" � . �. - •.` - _ _- _� Incorporated Area -- ~c ....-.�: RivedLake C.47" ��.�, r-.. � — Major Road {�.03 9' ) Q, 52" ` ��_ r._.�" ```�- (0.043 ' l l�`�� 0.65" � NOTE:Areas east of the eastemmost isopluviai shculd use 0.65 0. 5 c`" (0. 0 S 4` ) inches unless rainfatl data is available for the location of interest (0.G 47' ) �'The mean annual scortn is a conceptual stortn found by dividing the annual DredPitaGon by the total number ot storm events per year result, ;enerates larQe amounts of runoff. For this application, till soil types include Buckley and bedrock soils,and alluvial and outwash soils that have a seasonally hioh water table or are underlain at a shallow depth {less than� feet)by glacial till. IJ.S. Soil Conservation Service (SCS)hydrologic soil aroups that are classified as till soils include a few B, most C, and all D soils. See Ch3pter 3 for c;assification of specific SCS soil types. 1998 Su:face Wate:Desien r4anual 9/1/98 6-69 Basin `C'Water Qualitv: Water quality for Basin 'C' will be achieved in the combination detention/treatment facility. A permanent wetpool �olume will be provided in the lower portion of this facility. The required volume is determined by using the methodology outlined in KCSWDM Section 6.4.1.1 as shown below: � Step 1: Identify required wetpool volume factor( f): I I f = 3 ' Step 2: Determine rainfall ( R}for the mean annual storm: R = 0.47" (from KCSWDM Figure 6.4.1.A) Step 3: Calculate Runoff from the mean annual storm (V�)for the developed site: A; = Impervious Surface Area= 5.88 Ac. = 256,220 s.f. A,9 = Till Grass Surface Area = 3.06 Ac. = 133,206 s.f. A�= Till Forest Surface Area = 1.52 Ac. = 66,211 s.f. Ao = Outwash Surface Area = 0.00 Ac. = 0 s.f. R = Rainfall from Mean Annual St�rm = 0.47 in. V�= (0.9A;+ 0.25A�9 + 0.10Aff+ 0.01 Ao) x (R/ 12) = 10,595 c.f. Step 4: Calculate Wetpool Volume(Vb): Ve = f xV� Vb = 31,785 c.f. The wetpool storage area of the combination facility must provide a minimum of 31,785 c.f. of dead storage. Step 5: Determine Wetpool Dimensions: Assume a surface area of 164' X 60' = 9840 s.f. Operating Depth = 3.5'. Provided Volume= 164' X 60' X 3.5' = 34.440 c.f. 5.0 CONVEYANCE SYSTEhA ANALYSIS AND DESIGN The storm drainage system was designed, in accordance with the 1990 King County Surface Water Design Manual (KCSWDM)with 1994 amendments. All Conveyance pipes were sized to convey the 100-year event without overtopping the Catch Basin grates. Since the design water surface is below the grates for this event, the 25-year event was not modeled. The proposed conveyance system consists of a pipe network system, which conveys flow to the detention /treatment facility. Flows into the pipe network will occur via roof drains and overland flow. Conveyance caiculations were preformed using the King County Backwater program (KCBW) version 5.30h. The sub-basins used in the calculations are delineated in Figure 5 of this document. Note that the catch basin numbering coincides with the sub-basin numbering. For example, sub-basin # 1 is tributary to catch basin# 1. The Q-ratios used in the KCBW program are calculated by using the ratio of flow in the pipe vs. flow added at the catchbasin. �' The remainder of this section is comprised of the conveyance calculations for the Sunnybrook pipe network. Figure 11 shows a schematic representation of the pipe network, along with the calculated flow rates for the one hundred year design storm. Flow rates were calculated using the KCRTS program version 4.42 with 15-minute time steps as allowed by KCSWDM. KCRTS input parameters are included in the calculations. 5 - 1 Basin `B' Required Detention Facility Calculations 3e��r.t:�r.;'De�eat:on Faci:itr T:�pe cf Fac'_litr: Deten�ion ?�oad Side Slope: 2.00 H:1V Pond Bottom Length: 155.73 ft Pond Bottom Width: 77.87 ft Pond Bottom Area: 12126. sq. ft Top Area at 1 ft. FB: 24340. sq. ft 0.559 acres Effective Storage Depth: 10.00 ft Stage 0 Elevation: 141.50 ft Storage Volume: 173313. cu. ft 3.979 ac-ft Riser Head: 10.00 ft Riser Diameter: 16.00 inches Number of orifices: 2 F�11 Head PiDe Orifice # Height Diameter Discharge Diameter (ft) (in) (CFS) (in) 1 0.00 2.00 0.343 2 5.40 3.74 0.814 6.0 Top Notch Weir: None Outflow Rating Curve: None Facility `B' Staqe-Storaue-Discharcte Preformance Stage Elevation Storage Discharge ?erc�_a�ion Surf hrea (ft) (ft) (cu. ft) {ac-ft) (cfs) (cfs) (sq. ft) 0.00 141.50 0. 0.000 0.000 D.00 12126. 0.02 141.52 243. 0.006 0.016 0.00 12145. 0.04 141.54 486. 0.011 O.Q22 0.00 12163. 0.06 . 141.56 729. D.017 0.027 D.00 12182. 0.08 141.58 973. 0.022 0.031 0.00 12201. 0.10 141.60 1217. 0.028 0.035 0.00 12220. 0.12 141.62 1462. 0.034 0.038 0.00 1223H. 0.15 141.65 1829. D.042 0.041 0.00 12267. 0.17 141.67 2075. 0.048 0.044 0.00 12285. 0.34 141.84 4177. 0.096 0.063 0.00 12446. 0.51 142.01 6307. 0.145 0.077 0.00 12607. 0.68 142.18 8463. 0.194 0.069 0.00 12769. 0.84 142.34 10519. D.241 0.100 0.00 12922. 1.01 142.51 12729. 0.292 0.109 0.00 13086. 1.18 142.68 14968. 0.344 0.118 0.00 13251. 1.35 142.85 17235. 0.396 0.126 0.00 13417. 1.52 143.02 19530. 0.448 0.134 0.00 13583. 1.69 143.19 21853. 0.502 0.141 0.00 13751. 1.86 143.36 24205. 0.556 0.148 0.00 13919. 2.03 143.53 26586. 0.610 0.155 O.OD 14089. 2.20 143.70 28995. 0.666 0.161 0.00 14259. 2.37 143.87 31434. 0.722 0.167 0.00 14430. 2.54 144.04 33902. 0.778 0.173 0.00 14603. 2.71 144.21 36399. 0.836 0.179 0.00 14776. 2.88 144.38 38925. 0.894 0.184 0.00 14950. 3.05 144.55 41482. 0.952 0.189 �.00 15125. 3.22 144.72 44068. 1.012 0.195 0.00 15301. 3.39 144.89 46684. 1.072 0.200 0.00 15477. 3.56 145.06 49330. 1.132 0.205 Q.00 15655. 3.73 145.23 52007. 1.194 0.209 0.00 15834. 3.90 145.40 54714. 1.256 0.214 0.00 16013. 4.06 145.56 57289. 1.315 0.219 0.00 16183. 4.23 145.73 60056. 1.379 0.223 0.00 16365. 4.40 145.90 62854. 1.443 0.228 0.00 1654,. 4.57 146.07 65682. 1.508 0.232 0.00 16730. 4.74 146.24 68542. 1.574 0.236 0.00 16914. 4.91 146.41 71433. 1.640 0.240 0.00 17100. Basin `B' Developed Conditions: Total Basin Area= 17.82 Ac. Total Lot Area = 8.58 Ac. Impervious = (60% ) 5.15 Ac. Pervious =(40%) 3.43 Ac. Impervious Road Area = 2.20 Ac. Other Impervious Area= 0.56 Ac. Till Forest Area = 4.83 Ac. Till Pasture Area = 0.00 Ac. Till Grass Area = 5.08 Ac. Outwash Forest= 0.00 Ac. Outwash Pasture= 0.00 Ac. Outwash Grass = 0.00 Ac. Wetland Area = 0.00 Ac. Impervious Area = 7.91 Ac. Scale Factor = 1.0 Basin `B' Developed Flow Frequencies Flow Frequency Analysis Time Series File:predev.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis-----— Flow Rate Rank Time of Peak - - Peaks - - Rank Return Frob (CFS) (CFS) Period 1.15 2 2/09/O1 18:00 1.53 1 100.00 0.990 0.320 7 1/06/02 3:00 1.15 2 25.00 0.960 0.883 4 2/28/03 3:00 0.888 3 10.00 0.900 0.040 B 3/24/04 19:00 0.883 4 5.00 0.800 0.518 6 1/OS/OS 8:00 0.776 5 3.00 0.667 0.888 3 1/18/06 20:00 0.518 6 2.00 0.500 0.776 5 11/24/06 4:00 0.320 7 1.30 0.231 1.53 1 1/09/08 9:00 0.040 8 1.10 0.091 Computed Peaks i.40 50.00 0.980 4.3 Desiqn Standards for Water Qualitv As mentioned previously in this report, this project is vested under the 1990 King County Surface Water Design Manual with 1994 amendments, which is the adopted standard according to the City of Renton Development Regulations Manual. However, a pre-application response from the City's Department of Public Works has required that the site's runoff be controlled to the KCRTS Level Two standard as outlined in the 1998 edition of the King C�unty Surface Water Design Manual. Water quality facilities have also been designed to the requirements �utlined in the 1998 King County Surface Water Design manual, basic water quality menu. 4 - 5 4.4 Flow Control System Detention calculations were performed using King County's KCRTS Levei 2 methodology,which requires that developed outflows must match the existing outflows for all storm events which generate flows greater than half of the 2-year storm event, and less than the 50-year storm event. The stormwater calculations and all supporting documents have been included in Appendix 4-A of this report. A summary of the calculated values follows: Existing Conditions: Basin A Total Area 2.15 Acres Basin A Land Cover Till Forest 1.53 Acres Till Pasture 0.00 Acres Wetlands 0.62 Acres i Basin B Total Area 17.82 Acres Basin B Land Cover Till Forest 14.99 Acres Till Pasture 2.83 Acres Wetlands 0.00 Acres � Basin B Flow Rates ('/z) 2-yr Peak 0.26 Acres i 50-yr Peak 1.40 Acres Basin C Total Area 10.46 Acres il Basin C Land Cover Till Forest 7.56 Acres Till Pasture 2.90 Acres Wetlands 0.00 Acres Basin C Flow Rates ( '/ ) 2-yr Peak 0.16 Acres 50-yr Peak 0.85 Acres 4 - 6 I Developed Conditions: � Basin A Total Area 1.53 Acres � Basin A Land Cover Till Forest 0.91 Acres Till Pasture 0.00 Acres Till Grass 0.00 Acres ' Wetlands 0.62 Acres '� Impervious 0.00 Acres II Basin B Total Area 17.82 Acres Basin B Land Cover Till Forest 4.83 Acres Till Pasture 0.00 Acres Till Grass 5.08 Acres Wetlands 0.00 Acres i Impervious 7.91 Acres � Basin C Total Area 10.46 Acres Basin C Land Cover Till Forest 1.52 Acres Till Pasture 0.00 Acres � Till Grass 0.06 Acres , Wetlands 0.00 Acres Impervi�us 5.88 Acres � ; I I � i I � i II � 4 - 7 4.5 Detention Facility Desiqn: Preliminary detention sizing was determined using KCRTS to the KCSWDM Level Two flow control standard. Sizing was performed as outlined in the KCSWDM, and in the KCRTS Users Manual, Section VI. It was determined that the developed flowrates for Basin `A' were lower than the pre-developed il rates, so no flow control was proposed for that basin. The required live storage volume for the Basin 'B' facility was determined to be 173,313 cubic ' feet. This sizing was based on a pond with 3:1 side slopes, 10 foot storage depth, and a dual I orifice configuration. i The facility volume determined for the Basin `C facility was 115,200 cubic feet. This sizing was �' based on a vault, since the proposed pond will have vertical walls. The live storage depth was ' assumed to be 12 feet, and the facility was assumed to have a dual orifice configuration. All KCRTS detention sizing calculations are contained within Appendix 4-A. I � ; Detention Volume Summary I Volume Required Volume Provided Basin B 173,313 C.F. 182,390 C.F. Detention Pond Basin C 115,200 C.F. 118,080 C.F. I Detention Vault Safetv Factor Basin B = 5.2 % (182,390/ 173,313) Basin�C = 3.5 % (118,080/ 115,200) Riser Pipe Sizinq See Figure 5.3.4H Riser Inflow Curves for details. Basin B, Q,00 (Developed) =5.25 cfs Basin C, Q,00 (Developed} = 3.53 cfs 4 - 8 SECTION 53 DET'ENTION FACII.ITIES Riser Overttow The nomograph in Fiwre 5.3.4.H can be used to deter.mine the head (in feet)above a riser of�iven diameter and for a�iven flow(usually the 100-year peak flow for developed conditions). FIGliRE 5.3.4.H RISER INFLOW CURVES ioo I 72 54 48 ! i I , i ', I ; � 42 ' I , i � ' , I � � i � ' � 36 i � � � � ' 33 i I . i , � � � i , � I 30 - i � . , i �I � i 27 i i � i i � , i I i � � i , � � I I � i 24 I i i � i � � � ! I ; � 21 = i I I � � � � c W o I' � i � j 18 W � ! : d : � � I � � N i a I I I � � I i d �� ; � 15 W � � ; i w �� i, i U � I i � I v I � � I 12 I I j � I a ' � � � I � � I i ; � i ; � io � � i ' � i � ' �, � i � 4 , ' ! I j I � i ,� � � I � i i � I , I I � I I � � ' j ' I I { ! ! ' � � � � ! i ' � ' � I ' � ; ; , , , . „ � ��� HEAD IN FEET (measu�red from crest of riser) �� �w�;.=9.7 3 9 D H s�� s i�z �o,;f;«=3.7 8 2 D H o in cfs, D and H in feet Slope change occurs at weir-orifice transition 9/1/98 1998 Surface Water Desi�n Manual S-�0 � SECTION�.3 DETEI�'TION FACII..ITIES '��vQ���, Riser Overtlow The nomograph in Fiaure�.3.4.H can be used to deternune the head (in feet) above a riser of given diameter and for a;iven flow(usually the 100-year peak flow for developed conditions). FIGliRE 5.3.4.H RISER INFLOW CURVES 100 � ' 72 54 48 I i , �, ' t I I � � � � I � � � , I, � { 4 2 j � i I I I ! � ' � � � I ; ; I ' ss I � ' ' � ' � � � � 33 � I I 30 � i � I I I ' ! � ! I 27 ' ' 1 ; � i � i I I Z � 24 i i i , ! ' ' ! ' ' � I �s , , ; � f � i , I � ' � `- � � � Zi • , � � ; ' il ' � w � ° ; i � s w � � i I l a � g ` � y I I � d I � � I i a i � I � � ; �, 10 � � � � 15 w � � , ; � i w � , � � c,, i � i � i � � � i � ' � � � � � Q I i � I � i 12 I I I � � I ,; I� , � � � ' ! ! � i � , , � � � I I � � �� � p � I I I � i � I I I I I } ' I I I I ' � ! I � ' � I � � 1 ; � , I ! � �i i ! I � I j � I i ! � � i � � � � �I � I � ' � I ; I ' � ! � i � { � f j I ' I i f ( i !, � I , 1 � ;� + E � ! ' I ; � ; ' ' ; � I 1 I � � ' i � I � , I ! � 0.1 1 10 HEAD IN FEET (measured from crest of riser) Qwe�r=9.739 DH��2 z i12 Q or�t�ce=3.782 D H o in cfs, D and H in feet Siope change occurs at weir-orifice transition 9!1/98 1�98 SurIace W2:e:Desi�n Manuai �-_0 � 4.6 Water Quality System Since the detention facility was designed using methodology taken from the 1998 KCSWDM, it was felt that 1998 KCSWDM methodology would be appropriate for treatment facility sizing as well. Since no development will occur in the developed Basin 'A', no water quality measures are proposed for that basin. Treatment for Basin 'B' will occur at the wetpooi portion of the Basin 'B' detention facility. It was determined that a wetpool volume of 45,411 cubic feet would be required in the combination facility, see summary table below. Treatment for Basin 'C' runoff will be achieved by means of a combination wetpooUdetention vault facility. Water Quality measures will require the wetpool to have a storage volume of 31,785 cubic feet, see summary table below. Wetpool design calculations for the facility have been included in Appendix 4-B of this document. Water Quality Volume Summary � � Volume Required Volume Provided ' ; ' Basin B 45,411 C.F. 47,235 C.F. � Detention Pond Basin C 31,785 C.F. 34,440 C.F. � Detention Vault � Safetv Factor Basin B =4.0% (47,235/45,411) Basin C = 8.0% (34,440/31,785) 4 - 9 APPENDIX 4-A DETENTION FACILITY CALCULATIONS & SUPPORTING DOCUMENTS Basin `A' Detention Facilitv Desiqn: �' Basin `A' Pre-Developed Conditions: Total Area = 2.15 Ac. Till Forest= 1.53 Ac. Till Pasture = 0.00 Ac. Till Grass = 0.00 Ac. Outwash Forest= 0.00 Ac. Outwash Pasture = 0.00 Ac. Outwash Grass = 0.00 Ac. Wetland = 0.62 Ac. Impervious= 0.00 Ac. Scale Factor= 1.0 Assume Till soils and use the numbers above for KCRTS entry. Basin `A' Pre-Developed Flow Frequency Analysis: Flow Frequency Analysis Time Series File: A-PreDev.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.176 2 2/09/O1 15:00 0.235 1 100.00 0.990 0.036 7 1/OS/02 16:00 0.176 2 25.00 0.960 0.156 3 2/27/03 8:00 0.156 3 10.00 0.900 0.005 8 3/24/04 19:00 0.092 4 5.00 0.800 0.049 6 1/OS/OS 8:00 0.075 5 3.00 0.667 0.075 5 1/18/06 21:00 0.049 6 2.00 0.500 0.092 4 2/O1/07 0:00 0.036 7 1.30 0.231 0.235 1 1/09/08 9:00 0.005 8 1.10 0.091 Computed Peaks 0.215 50.00 0.980 Basin 'A' Developed Conditions (Undetained): Totai Area = 1.53 Ac. Till Forest Area = 0.91 Ac. Till Pasture Area = 0.00 Ac. Till Grass Area = 0.00 Ac. Outwash Forest Area = 0.00 Ac. Outwash Pasture Area = 0.00 Ac. Outwash Grass Area = 0.00 Ac. Wetland Area= 0.62 Ac. Impervious Area = 0.00 Ac. Scale Factor = 1.0 Basin `A' Developed Flow Frequency Analysis (Undetained): Flow Frequency Analysis Time Series File: A-Dev.tsf Project Location: Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.138 2 2/09/O1 15:00 0.184 1 100.00 0.990 0.026 7 1/OS/02 16:00 0.138 2 25.00 0.960 0.132 3 2/27/03 8:00 0_132 3 10.00 0.900 0.004 8 3/24/04 19:00 0.071 4 5.00 0.800 0.032 6 1/OS/OS 8:00 0.045 5 3.00 0.667 D.045 5 1/18/06 20:00 0.032 6 2.00 0.500 0.071 4 2/O1/07 0:00 0.026 7 1.30 0.231 D.184 1 1/09/08 9:00 0.004 8 1.10 0.091 Computed Peaks 0.169 50.00 0.980 Since a significant portion of Basin 'A'will be redirected to Basin `B', the developed Basin `B' flowrates are lower than the pre-developed flows. Therefore, no detention facility is required for the developed Basin 'A'. Basin `B' Detention Facility Design: Basin `B' Pre-Developed Conditions: Total Area = 17.82 Ac. Till Forest Area = 14.99 Ac. Till Pasture Area = 2.83 Ac. Till Grass Area = 0.00 Ac. Outwash Forest Area 0.00 Ac_ Outwash Pasture Area 0.00 Ac. Outwash Grass Area 0.00 Ac. Wetland Area = 0.00 Ac. Impervious Area = 0.00 Ac. Scale Factor= 1.0 Basin `B' Pre-developed Flow Frequencies Flow Frequency Analysis Time Series File:b-predev.ts� Project Location:Sea-Tac ---Annual Peak Flow Ra�es--- -----Plow Fre�ser�� F:ral,-sis------ Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period , 1.15 2 2/09/O1 18:00 1.53 1 100.00 0.99C 0.320 7 1/06/02 3:00 1.15 2 25.00 0.96C 0.883 4 2/28/03 3:00 0.888 3 . 10.00 0.90C 0.040 8 3/24/04 19:00 0.883 4 5.00 0.8G0 0.518 6 1/OS/OS 8:00 0.776 5 3.00 O.E6i 0.888 3 1/18/06 20:00 0.518 6 2.00 O.SQG 0.776 5 11/24/06 4:00 0.320 'I 1.30 0.231 1.53 1 1/09/08 9:00 0.040 8 1.10 0.091 Computed Peaks 1.40 50.00 0.980 \\Esm4\ENGR\ESM-JOBS\994\O1\001\exhibi s\Conve ancR Systgm sasi�.n A- .dwg, 0 /0� 5/20p3 06•�3 PM l—J '' �J � � (�� � N.a•51�a r � , E 1151.62' � �.J ` � , , - > , � � � ���� , ,, i �� �� � t ; , s � ,/ � ���J � � ,._.'�Y.�y ;.:�..,::: ..._, , '„�� ./•/ ._ ��, �.•��''r .� �����,.�.` i'i,` :';.�`��:ie� ,. _.. .. 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(%) (ac.) � o o.00 0 0.0o ioo o.00 0 0.0o T�u 2 5,928 0.14 95 0.13 5 0.01 0 0.00 Till 3 32,345 0.74 65 0.48 35 0.26 0 0.00 Till � 4 11,639 0.27 65 0.17 35 0.10 0 0.00 Till 5 14,206 0.33 65 0.21 35 0.12 0 0.00 Till 6 28,070 0.64 65 0.42 35 0.22 0 0.00 Till 7 23,669 0.54 65 0.35 35 O.19 0 OAO Tiil 8 26;950 0.62 65 0.40 35 0.22 0 0.00 Tilt 9 1,043 0.02 85 0.02 15 0.00 0 0.00 Till 10 37,987 0.87 75 0.65 25 0.22 0 O.OQ Tili 11 3.348 0.08 80 O.a6 20 0.02 0 0.00 Till 12 3,032 0.07 60 0.04 40 0.03 0 0.00 Till 13 9,322 0.21 85 0.18 15 0.03 0 0.00 Till 14 23,807 0.55 70 0.38 30 0.17 0 0.00 Till 15 44.605 102 65 0.67 35 0.35 0 0.00 Till ` 16 0 0.00 0 0.00 tOQ D.00 Q 4.Od Tilt 17 18,891 0.43 70 0.30 34 0.13 d 0.00 Til! 18 1d,492 024 80 0.19 20 0.65 0 d.QO Tili 19 0 0.00 0 0.00 100 O.dO 0 O.OQ Till 2Q 11,462 0.26 85 0.22 15 0.04 0 O.Od Till 21 27.890 0.64 75 0.48 25 0.10 0 O.OG Till 22 16,966 0.39 75 0.29 25 0.10 0 0.00 Till 23 0 0.00 0 0.00 100 0.00 0 0.00 Till 24 0 0.00 0 0.00 100 0.00 0 0.00 Till 25 2.468 0.06 95 0.05 5 0.01 0 0.00 Till 26 5,04p 0.12 95 0.11 5 0.01 0 0.00 Tili 27 10,162 0.23 65 �.15 35 0.08 0 0.00 Till 28 6,58'! Q.15 65 0.10 35 0.05 0 O.Oa Till 29 21,803 0.50 7Q 0.35 30 0.15 0 0.00 Till 30 6,649 0.15 65 0.10 35 0.05 0 0.00 Till 31 7,431 0.17 65 0.11 35 0.06 0 0.00 Till 32 14,385 0.33 70 0.23 30 0.10 0 0.00 Till 33 18,295 0.42 70 0.29 30 0.13 0 0.00 Till 34 0 0.00 0 0.00 100 0.00 0 0.00 Till 35 34.140 0.78 '0 0.55 30 0.23 0 O.00 Till 36 13,318 0.31 70 0.21 30 0.10 0 o.oa Till 37 15.100 0.35 70 0.24 30 0.11 0 0.00 Till 38 29,235 0.67 70 0.47 30 0.20 0 0.00 Til! 39 11,181 0.26 70 0.18 �30 0.08 0 0.00 Till 40 20,997_ 0.48 70 0.34 30 0.14 0 D.00 TiII � 41 32,768 0.75 70 0.53 30 0.22 0 O.00 Till I 42 10,224 0.23 70 0.16 30 0.07 0 0.00 Till ', 43 25,602 0.59 40 0.24 6a 0.35 0 0.00 Till ', 44 20,692 0.48 70 0.33 3a 0.15 0 0.00 Till I 45 0 0.00 65 0.00 35 0.00 0 0.00 Till ' 46 0 0.00 70 0.00 30 0.00 0 0.00 Till i 47 0 0_dQ 0 0.00 10Q 0.0� 0 0.00 Tilt i 48 0 0.00 65 0.04 35 0.00 0 0.00 Tilt I! 49 Q 0.00 70 0.00 30 0.00 0 0.00 Tilt �I 50 2.Q91 0.05 95 0.05 5 0.00 0 0.00 Till , I il 51 2,477 0.06 85 0.05 15 0.01 0 0.00 Till 52 4,143 0.10 95 0.09 5 0.01 0 0.00 Till 53 1,521 0.03 85 0.03 15 0.00 0 0.00 Till 54 3.549 0.08 85 0.07 15 0.01 0 0.00 Till 55 3,156 0.07 85 0.06 15 0.01 0 0.00 Till 56 52,282 1.20 fi2' 0.74 38 0.46 0 ' 0.00 Till 'S7 24,300 0.56 70 €}.39 34 0.17 Q 0.00 Tifl I 58 5,750 0.13 7d' 0.09 3Q 0.04 0 0.40 TiA ,: 59 14,812 0.34 7D 0.24 30 0.10 4 0.00 Till 60 3,33Q 0.08 95 Q.Q7 5 0.01 Q Q.00 Tiil 61 17,546 0.40 40 a.16 60 0.24 0 0.00 Till Sunnybrook Q-Ratio Calculation CB Surface Upstream Lateral Lateral No. Flow Flow Flow#1 Flow#2 Q1 Q3 Q-Ratio (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 1 0.000 31.240 3.53 31.240 3.530 0.11 2 0.158 4.000 4.000 0.158 0.04 3 0.698 3.302 3.302 0.698 0.21 4 0.251 3.051 3.051 0.251 0.08 5 0.308 2.743 2.743 0.308 0.11 6 0.606 1.628''' 0.509 1.628 1.115 O.fi8 7 0.509 O.Q00 0.508 0.00 8 0.583 1.021 0.024 1 A21 Q.607 0.59 9 0.024 0.000 0.024 Q00 10 �.878 0.143 0.143 0.878 6.14 11 0.081 0.062 0.062 0.081 1.31 12 0.062 0.000 0.062 0.00 13 0.228 2.916 2.916 0.228 0.08 14 0.534 1.991 0.391 1.991 0.925 0.46 15 0.391 0.000 0.391 0.00 16 O.d00 1.991 1.991 0.000 0.00 17 0.420 0.420 6.25 0.420 0.670 1.8� 18 0.250 0.000 Q.250 0.00 19 0.400 0.927 0.394 0.927 0.394 0.43 ' 20 0.280 0.647 0.647 0.280 0.43 21 0.647 0.000 0.647 0.00 22 0.393 0.393 0.393 0.393 1.00 23 0.000 0.000 0.000 0.00 24 0.000 9.837 9.837 0.000 0.00 25 0.064 ?612 0.135 2.09 i.612 2.289 0.3� 26 0.135 O.Q00 0.135 Q.Q� 27 0.218 7.394 7.394 0.218 0.03 28 0.143 6.762 0.489 6.762 0.632 Q.09 29 0.489 0.000 0.489 a.ao 30 0.143 6.619 6.619 0.143 a.oz 31 0.160 6.459 6.459 0.160 0.02 32 0.332 5.719 0.408 5.719 Q.740 0.13 33 0.408 0.000 0.408 0.00 34 0.000 4.106 0.765 0.857 4.106 1.622 0.40 35 0.765 0.000 0.7n5 0.00 36 0.298 3.808 3.808 0.298 O.Q8 37 0.339 2.808 0.656 2.808 0.995 0.35 38 0.656 O.00Q 0.656 0.40 I 39 0.253 2.555 2.555 0.253 0.10 40 0.472 1.591 0.492 1.591 0.964 Q.61 ' 41 0.736 0.000 0.736 0.00 42 0.224 0.580 0.787 0.580 1.011 1.74 43 0.460 0.327 0.327 0.460 1.41 44 0.465 0.000 0.465 0.00 45 0.000 0.344 0.236 0.344 0.236 0.69 46 0.000 0.000 0.000 Q.00 47 0.000 0.000 0.000 0.00 48 0.000 0.126 0.12fi 4.000 6A0 �, :49 0.000 0.126 0.126 0.000 O.QQ 50 �.059 2.031 2.031 0.059 Q.03 ' 00 0 ��s o 00o a o�s o �s 8Z 0 880'0 �l£�0 OL£0 880'Q 09 00 0 £EE'4 000'0 £££'0 69 Sl't 69h'd 86£�0 £££'0 86£'0 9Zl�a 8S 00 0 9v9 0 0�0 0 949�0 L9 £O�Z OLl 6 9b4'0 949'd all l 99 >: 00'0 9L0 0 �00'0 9L0'0 S9 I O L 0 b9l 0 999 L 9L0 0 9S9 l 880 0 h9 I ZO'0 9£0 0 OZ8�l OZB�l 9£Q 0 £4 00'0 lll'0 000'0 lll'0 ZS 60�0 9LL�0 9S8�4 lll0 9SS�l b90'0 lS I Basin 2 � Flow Frequency Analysis Time Series rile:basin2.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.062 6 8/27/O1 18:00 0.158 1 100.00 0.990 0.043 8 9/17/02 17:45 0.119 2 25.00 0.960 0.119 2 12/08/02 17:15 0.084 3 10.00 0.900 0.050 7 8/23/04 14:30 0.070 4 5.00 0.800 � 0.066 5 10/28/04 16:00 0.066 5 3.00 0.667 � 0.070 4 10/27/OS 10:45 0.062 6 2.00 0.500 � 0.084 3 10/25/06 22:45 D.O50 7 1.30 0.231 0.158 1 1/09/08 6:30 0.043 8 1.10 0.091 I Computed Peaks 0.145 50.00 0.980 I Basin 3 � Flow Fre enc Anal sis 4u Y Y Time Series File:basin3.tsf Project Location:Sea-Tac ---Annual Peak F1ow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.229 6 8/27/O1 18:00 0.698 1 100.00 0.990 C.162 8 1/OS/02 15:00 0.490 2 25.00 0.960 C.490 2 12/08/02 17:15 0.319 3 10.00 0.900 C.i84 7 8/23/04 14:30 0.277 4 5.00 0.800 0.277 4 11/17/04 5:00 0.273 5 3.00 0.667 0.273 5 10/27/OS 10:45 0.229 6 2.00 0.500 0.319 3 10/25/06 22:45 0.184 7 1.30 0.231 0.698 1 1/09/08 6:30 0.162 8 1.10 0.091 ' Computed Peaks 0.626 50.00 0.980 Basin 4 Flow Frequency Analysis Time Series File:basin4.tsf Froject Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flo•+� Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.081 6 8/27/O1 18:00 0.251 1 100.00 0.990 C.058 8 1/OS/02 15:00 0.175 2 25.00 0.960 G.175 2 12/08/02 17:15 0.113 3 10.00 0.900 0.065 7 8/23/04 14:30 0.101 4 5.00 0.800 0.101 4 11/17/04 5:00 0.097 5 3.00 0.667 C.097 5 10/27/OS 10:45 0.081 6 2.00 0.500 0.113 3 10/25/06 22:45 0.065 7 1.30 0.231 C.251 1 1/09/08 6:30 0.058 8 1.10 0.091 Computed Peaks 0.226 50.00 0.980 Basin 5 Flow Frequency Analysis Time Series File:basin5.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.100 6 8/27/O1 18:00 0.308 1 100.00 0.990 0.071 8 1/OS/02 15:00 0.215 2 25.00 0.960 � 0.215 2 12/08/02 17:15 0.140 3 10.00 0.900 ! 0.081 7 8/23/04 14:30 0.123 4 5.00 0.800 0.123 4 11/17/04 5:00 0.120 5 3.00 0.667 0.120 5 10/27/OS 10:45 0.100 6 2.00 0.500 0.140 3 10/25/06 22:45 0.081 7 1.30 0.231 0.308 1 1/09/08 6:30 0.071 8 1.10 0.091 I Computed Pea;cs 0.2;? SO.OQ 0.980 I Basin 6 ?low Frequency Analysis Ti�ne Series File:basin6.tsf � Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- ?:ow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.200 6 8/2�/O1 18:00 0.606 1 100.00 0.990 0.141 8 1/OS/02 15:00 0.42'7 2 25.00 0.960 'I 0.427 2 12/08/02 17:15 0.278 . 3 10.00 0.900 0.161 7 8/23/04 14:30 0.240 4 5.00 0.800 0.240 4 11/17/04 5:00 0.238 5 3.00 0.667 0.238 5 10/27/OS 10:45 0.200 6 2.00 0.500 0.276 3 10/25/06 22:45 0.161 7 1.30 0.231 0.6Co 1 1/09!08 6:30 0.141 8 1.10 0.091 CCRIDll�Ed Peaks C.54' S0.00 0.580 Basin 7 Flow Frequency Aaalysis '�`_me Series File:basin7.tsf ?�oject Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- ?':ow Rate Rank Time of Peak - - Peaks - - Rank Return Prob CFS) (CFS) Period 0.167 6 S/27/O1 18:00 0.509 1 100.00 0.990 0.118 8 1/OS/02 15:00 0.357 2 25.00 0.960 0.357 2 12/08/02 17:15 0.233 3 10.00 0.900 0.134 7 8/23/04 14:30 0.202 4 5.00 0.800 0.202 4 11/17/04 5:00 0.199 5 3.00 0.667 0.199 5 10/27/OS 10:45 0.167 6 2.00 0.500 0.233 3 10/25/06 22:45 0.134 7 1.30 0.231 0.509 1 1/09/08 6:30 0.118 8 1.10 0.091 Compnted Peaks 0.458 50.00 0.980 Basin 8 I Flo�+u Frequer.c.� Anal�sis � Time Series File:basin8.tsf , Project Location:Sea-Tac --Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flo��: Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS} (CFS) Period 0.191 6 S/27/O1 18:00 0.583 1 100.00 0.990 G.135 8 1/OS/02 15:00 0.409 2 25.00 0.960 0.409 2 12/08/02 17:15 0.266 3 10.00 0.900 G.154 7 8/23/04 14:30 0.232 4 5.00 0.800 0.232 4 11/17/04 5:00 0.228 5 3.00 0.667 0.228 5 10/27/OS 10:45 0.191 6 2.00 0.500 0.266 3 10/25/06 22:45 0.154 7 1.30 0.231 0.583 1 1/09/08 6:30 0.135 8 1.10 0.091 � Conouted Feaks 0.525 SO.CO 0.980 Basin 9 Flow Frequency Analysis Time Series File:basin9.tsf Froject Location:Sea-Tac ---A.-uival Peak Flow Rates--- -----Flow Frequency Analysis------- Flo•+� Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.010 6 S/27/O1 18:00 0.024 1 100.00 0.990 0.006 8 1/OS/02 15:00 0.018 2 25.00 0.960 0.018 2 12/OS/02 17:15 0.013 3 10.00 0.900 0.008 7 8/23/04 14:30 D.O11 4 5.00 0.800 0.010 5 10/28/04 16:00 0.010 5 3.00 0.667 0.011 4 10/27/OS 10:45 0.010 6 2.00 0.500 0.0=3 3 10/25/06 22:45 0.008 7 1.30 0.231 0.024 1 1/09/08 6:30 0.006 8 1.10 0.091 Conputed P=aks �.022 50.00 0.980 Basin 10 Flow Frequency Analysis 'I'ime Series File:basinl0.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----F1ow Frequency Analysis------- rlow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.309 6 8/27/O1 18:00 0.878 1 100.00 0.990 0.216 S 9/17/02 17:45 0.634 2 25.00 0.960 0.634 2 12/08/02 17:15 0.428 3 10.00 0.900 0.249 7 8/23/04 14:30 0.360 4 5.00 0.800 0.341 5 10/28/04 16:00 0.341 5 3.00 0.667 0.360 4 10/27/OS 10:45 0.309 6 2.00 0.500 0.428 3 10/25/06 22:45 0.249 7 1.30 0.231 0.878 1 1/09/OB 6:30 0.216 8 1.10 0.091 Computed Peaks 0.796 50.00 0.980 Basin 11 Flow Frequency Analysis Time Series File:basinll.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.028 6 8/27/O1 18:00 0.081 1 100.00 0.990 0.020 6 9/17/02 17:45 0.058 2 25.00 0.960 0.058 2 12/08/02 17:15 0.040 3 10.00 0.900 0.023 7 8/23/04 14:30 0.033 4 5.00 0.800 0.031 5 10/28/04 16:00 Q.031 5 3.00 0.667 0.033 4 10/27/OS 10:45 0.028 6 2.00 0.500 0.040 3 10/25/06 22:45 0.023 7 1.30 0.231 0.081 1 1/09/OB 6:30 0.020 8 1.10 0.091 Computed Peaks 0.073 50.00 0.980 Basin 12 i Flow Frequency Analysis Time Series File:basinl2.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.019 6 8/27/O1 18:00 0.062 1 100.00 0.990 0.014 8 1/OS/02 15:00 0.043 2 25.00 0.960 0.043 2 12/08/02 17:15 0.027 3 10.00 0.900 I G.O15 7 8/23/04 14:30 0.026 4 5.00 0.800 li 0.026 4 11/17/04 5:00 0.023 S 3.00 0.667 , 0.023 5 10/27/OS 10:45 0.019 6 2.00 0.500 0.027 3 10/25/06 22:45 0.015 7 1.30 0.231 � 0.062 1 1/09/08 6:30 0.014 8 1.10 0.091 ' Computed Peaks 0.056 50.00 0.980 Basin 13 Flow Frequency Analysis Time Series File:basinl3.tsf Froject Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flo� Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.086 6 8/27/O1 18:00 0.228 1 100.00 0.990 0.060 8 9/17/02 17:45 0.169 2 25.00 0.960 0.169 2 12/08/02 17:15 0.117 3 10.00 0.900 0.069 7 S/23/04 14:30 0.098 4 5.00 0.800 C.093 5 10/28/04 16:00 0.093 5 3.00 0.667 0.098 4 10/27/OS 10:45 0.086 6 2.00 0.500 0.117 3 10/25/06 22:45 0.069 7 1.30 0.231 0.228 1 1/09/08 6:30 0.060 8 1.10 0.091 Ccmputed Peaks 0.208 50.00 0.980 Basin 14 Flow Frec�:ency r`,nalysis Time Series File:basir.l4.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----F1ow Frequency Analysis------- Flow Rate Raak Time of Peak - - Peaks - - Rank Return Prob (CFS} (CFS) Period 0.181 6 8/27/O1 18:00 0.534 1 100.00 0.990 0.126 8 9/17/02 17:45 0.380 2 25.00 0.960 0.380 2 12/08/02 17:15 0.251 3 10.00 0.900 0.146 7 8/23/04 14:30 0.214 4 5.00 0.800 0.208 5 11/17/04 5:00 0.208 5 3.00 0.667 0.214 4 10/27/OS 10:45 0.181 6 2.00 0.500 0.251 3 10/25/06 22:45 0.146 7 1.30 0.231 0.534 1 1/09/08 6:30 0.126 8 1.10 0.091 Computed Peaks 0.483 50.00 0.980 Basin 15 Flow Frequency Aaalysis I Time Series File:basinl5.tsf � Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Erequency Analysis------- � Flc� Rate Rank Time of Peak - - Peaks - - Rank Return Prob I (CFS) (CFS) Period �� G.194 6 2/09/O1 2:00 0.391 1 100.00 0.990 G.159 8 1/OS/02 16:00 0.252 2 25.00 0.960 G.233 3 2/27/03 7:00 0.233 3 10.40 0.900 0.173 7 8/26/04 2:00 0.208 4 5.00 0.800 0.208 4 10/28/04 16:00 0.206 5 3.00 0.667 0.206 5 1/18/06 16:00 0.194 6 2.00 0.500 0.252 2 10/26/06 0:00 0.173 7 1.30 0.231 0.391 1 1/09/08 6:00 0.159 8 1.10 0.09I Computed Peaks 0.345 50.00 0.980 Basin 17 Elow Frequency Analysis Time Series File:basinl7.tsf Froject Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flo+� Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.143 6 8/27/O1 18:00 0.420 1 100.00 0.990 0.100 S 9/17/02 17:45 0.299 2 25.00 0.960 0.299 2 12/08/02 17:15 0.198 3 10.00 0.900 G.115 7 8/23/04 14:30 0.168 4 5.00 0.800 G.163 5 11/17/04 5:00 0.163 5 3.00 0.667 C.168 4 10/27/OS 10:45 0.143 6 2.00 0.500 C.198 3 10/25/06 22:45 0.115 7 1.30 0.231 0.420 1 1/09/08 6:30 0.100 8 1.10 0.091 Computed Peaks 0.379 50.00 0.980 Basin 18 Flow Frequency Analysis Time Series File:basinl8.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.091 6 8/27/O1 18:00 0.250 1 100.00 0.990 0.063 8 9/17/02 17:45 0.182 2 25.00 0.960 0.182 2 12/OB/02 17:15 0.124 3 10.00 0.900 0.073 7 8/23/04 14:30 0.105 4 5.00 0.800 0.099 5 10/28/04 16:00 0.099 5 3.40 0.667 0.105 4 10/27/O5 10:45 0.091 6 2.00 0.500 0.124 3 10/25/06 22:45 0.073 7 1.30 0.231 0.250 1 1/09/08 6:30 0.063 8 1.10 0.091 � Computed Peaks 0.227 50.00 0.980 Basin 20 Flow Frequency Analysis Time Series File:basin20.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Retum Prob (CFS) (CFS) Period 0.105 6 8/27/O1 18:00 0.280 1 100.00 0.990 0.073 8 9/17/02 17:45 0.207 2 25.00 0.960 , 0.207 2 12/08/02 17:15 0.143 3 10.00 0.900 0.084 7 8/23/04 14:30 0.120 4 5.00 0.800 0.114 5 10/28/04 16:00 0.114 5 3.00 0.667 0.120 4 10/27/OS 10:45 0.105 6 2.00 0.500 C.143 3 10/25/06 22:45 0.084 7 1.30 0.231 0.280 1 1/09/OS 6:30 0.073 8 1.10 0.09'_ Compute3 Peaks �.256 SO.C� 0.920 Basin 21 Flow Frequency Analysis Time Series File:basin2l.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- rlow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS} (CFS) Period 0.229 6 8/27/O1 18:00 0.647 1 100.00 0.990 0.159 8 9/17/02 17:45 0.468 2 25.00 0.960 0.468 2 12/08/02 17:15 0.316 3 10.00 0.900 0.184 7 8/23/04 14:30 0.266 4 5.00 0.800 0.252 5 10/28/04 16:00 0.252 5 3.00 0.667 0.266 4 10/27/OS 10:45 a.229 6 2.00 0.500 0.316 3 10/25/06 22:45 0.184 7 1.30 0.231 0.647 1 1/09/08 6:30 0.159 8 1.1Q 0.091 Computed Peaks 0.587 50.00 0.980 Basin 22 Flow Frequency Analysis Time Series File:basin22.tsf �i Project Location:Sea-Tac � ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- �I Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob I (CFS) (CFS) Period I 0.071 6 8/27/O1 18:00 0.197 1 100.00 0.990 0.050 8 9/17/02 17:45 0.144 2 25.00 0.960 0.144 2 12/OB/02 17:15 0.099 3 10.00 0.900 I 0.058 7 8/23/04 14:30 0.082 4 5.00 0.800 0.078 5 10/28/04 16:00 0.078 5 3.00 0.667 0.082 4 10/27/OS 10:45 0.071 6 2.00 0.500 0.099 3 10/25/06 22:45 0.058 7 1.30 0.231 I 0.197 1 1/09/08 6:30 0.050 8 1.10 0.091 Computed Peaks 0.180 50.00 0.980 Basin 25 � Flow Frequency Analysis Time Series File:basin25.tsf Project Location:Sea-Tac � � ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- '�� Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period � 0.024 6 8/27/O1 18:00 0.064 1 100.00 0.990 � 0.017 8 9/17/02 17:45 0.047 2 25.00 0.960 0.047 2 12/08/02 17:15 0.033 3 10.00 0.900 0.019 7 8/23/04 14:30 0.028 4 5.00 0.600 0.026 5 10/28/04 16:00 0.026 5 3.00 0.667 0.028 4 10/27/OS 10:45 0.024 6 2.00 0.500 0.033 3 10/25/06 22:45 0.019 7 1.30 0.231 0.064 1 1/09/OS 6:30 0.017 8 1.10 0.091 Computed Peaks 0.059 50.00 0.980 Basin 26 Flow Frequency Analysis Time Series File:basin26.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Retum Prob (CFS) (CFS) Period 0.052 6 8/27/O1 18:00 0.135 1 100.00 0.990 0.037 8 9/17/02 17:45 0.101 2 25.00 0.960 o.ioi a iz/oa/oz i�:is o.o�z a io.00 0.900 0.042 7 8/23/04 14:30 0.059 4 5.00 0.800 0.056 5 10/28/04 16:00 0.056 5 3.00 0.667 0.059 4 10/27/OS 10:45 0.052 6 2.00 0.500 0.072 3 10/25/06 22:45 0.042 7 1.30 0.231 0.135 1 1/09/08 6:30 0.037 8 1.10 0.091 Computed Peaks 0.124 50.00 0.980 Basin 27 I Flow Frequency Analysis Time Series File:basin27.tsf Project Location:Sea-Tac � ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- � F1ow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period � 0.071 6 8/27/O1 18:00 0.218 1 100.00 0.990 0.051 8 1/OS/02 15:00 0.153 2 25.00 0.960 0.153 2 12/08/02 17:15 0.100 3 10.00 0.900 � 0.056 7 8/23/04 14:30 0.086 4 5.00 0.800 0.086 4 11/17/04 5:00 0.085 5 3.00 0.667 o.oes s io/a�/os io:4s o.o�i 6 z.00 o.soo 0.100 3 10/25/06 22:45 0.058 7 1.30 0.231 0.218 1 1/09/08 6:30 0.051 8 1.10 0.091 Computed Peaks 0.196 50.00 0.980 Basin 28 ' Flow Frequency Analysis I Time Series File:basin28.tsf 'i Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- , Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob I (CFS) (CFS) Period I 0.048 6 8/27/O1 18:00 0.143 1 100.00 0.990 0.033 S 1/OS/02 15:00 0.101 2 25.00 0.960 0.101 2 12/08/02 17:15 0.066 3 10.00 0.900 0.038 7 8/23/04 14:30 0.056 4 5.00 0.800 0.056 4 11/17/04 5:00 0.056 5 3.00 0.667 0.056 5 10/27/OS 10:45 0.048 6 2.00 0.500 C.066 3 10/25/06 22:45 0.038 7 1.30 0.231 0.143 1 1/09/08 6:s0 0.033 6 1.10 O.C91 Computed Peaks 0.129 50.00 0.980 Basin 29 Flow Frequency Analysis Time Series File:basin29.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.167 6 8/27/O1 18:00 0.489 1 100.00 0.990 0.116 8 9/17/02 17:45 0.348 2 25.00 0.960 0.348 2 12/OS/02 17:15 0.231 3 10.00 0.900 0.134 7 8/23/04 14:30 0.196 4 5.00 0.800 0.189 5 11/17/04 5:00 0.189 5 3.00 0.667 0.196 4 10/27/OS 10:45 0.167 6 2.00 0.500 0.231 3 10/25/06 22:45 0.134 7 1.30 0.231 0.489 1 1/09/OB 6:30 0.116 8 1.10 0.091 Com�uted Peaks 0.442 50.00 0.980 Basin 30 Flow r^requency Analysis Time Series File:basin30.ts� Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.048 6 8/27/O1 18:00 0.143 1 100.00 0.990 0.033 8 1/OS/02 15:00 0.101 2 25.00 0.960 0.101 2 12/08/02 17:15 0.066 3 10.00 0.900 0.038 7 S/23/04 14:30 0.056 4 5.04 0.800 0.056 4 11/17/04 5:00 0.056 5 3.00 0.667 0.056 5 10/27/OS 10:45 0.048 6 2.00 0.500 0.066 3 10/25/06 22:45 0.038 7 1.30 0.231 I 0.143 1 1/09/OB 6:30 0.033 8 1.10 0.091 Computed Peaks D.129 SO.GO 0.980 Basin 31 F1ow Frequency Analysis Time Series File:basin3l.tsf Froject Location:Sea-Tac ---Annual Peak F1ow Rates--- -----Flow Frequency Analysis------- �'1ow Rate Rank Time of Peak - - Peaks - - Rank Return Prob iCFS) (CFS) Period 0.052 6 8/27/O1 18:00 0.160 1 100.00 0.990 I� 0.037 8 1/OS/02 15:00 0.112 2 25.00 0.960 �� 0.112 2 12/08/02 17:15 0.073 3 10.00 0.900 ' 0.042 7 8/23/04 14:30 0.064 4 5.00 0.800 ' 0.064 4 11/17/04 5:00 0.063 5 3.00 0.667 , 0.063 5 10/27/OS 10:45 0.052 6 2.00 0.500 0.073 3 10/25/06 22:45 0.042 7 1.30 0.231 0.160 1 1/09/OS 6:3G C.037 8 1.10 0.091 ComDu=ed Peaks C.144 50.00 O.9g0 Basin 32 Flow Frequency Analysis Time Series File:basin32.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.109 6 8/27/O1 18:00 0.322 1 100.00 0.990 0.076 8 1/OS/02 15:00 0.229 2 25.00 0.960 0.229 2 12/OS/02 17:15 0.152 3 10.00 0.900 0.088 7 8/23/04 14:30 0.129 4 5.00 0.800 0.125 5 11/17/04 5:00 0.125 S 3.00 0.667 0.129 4 10/27/OS 1D:45 0.109 6 2.00 0.500 a.152 3 10/25/06 22:45 0.088 7 1.30 0.231 0.322 1 1/09/OS 6:30 0.076 8 1.10 0.091 Ccm;,uted Peaks 0.291 SO.00 0.980 Basin 33 Flow Frequency Analysis Time Series File:basin33.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Fiow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.138 6 8/27/O1 18:00 0.408 1 100.00 0.990 0.097 8 9/17/02 17:45 0.290 2 25.00 0.960 0.290 2 12/08/02 17:15 0.192 3 10.00 0.900 0.111 7 8/23/04 14:30 0.163 4 5.00 0.800 0.159 5 11/17/04 5:00 0.159 5 3.00 0.66? 0.163 4 10/27/OS 10:45 0.138 6 2.00 O.SC� 0.192 3 10/25/06 22:45 0.111 7 1.30 0.231 0.408 1 1/09/08 6:30 0.097 8 1.10 0.091 Computed ?eaks 0.369 50.00 0.980 Basin 35 Flow Frequency Ana�__;s:s Time Series File:basin35.ts`_ Project Location:Sea-Tac ---Annual Peak Flow Rat=s-- ----Flcw Fre�sency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.262 6 8/27/O1 18:00 0.765 1 100.00 0.990 0.183 8 9/17/02 17:45 0.546 2 25.00 0.960 0.546 2 12/OS/02 17:15 0.363 3 10.00 0.900 0.211 7 8/23/04 14:30 0.308 4 5.00 0.800 0.296 5 11/17/04 5:00 0.296 5 3.00 0.667 0.308 4 10/27/OS 10:45 0.262 6 2.00 0.500 0.363 3 10/25/06 22:45 0.211 7 1.30 0.231 0.765 1 1/09/OS 6:30 0.183 B 1.10 0.091 Computed Peaks G.692 50.00 0.980 Basin 36 Flow Frequency Analysis Time Series File:basin36.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.100 6 8/27/O1 18:00 0.298 1 100.00 0.990 o.o�o e i/os/oz is:oo o.2ii a zs.00 0.960 0.211 2 12/08/02 17:15 0.139 3 10.00 0.900 0.080 7 8/23/04 14:30 0.118 4 5.00 0.80'v 0.117 5 11/17/04 5:00 0.117 5 3.00 0.66"' 0.118 4 10/27/OS 10:45 0.100 6 2.00 0.500 0.139 3 10/25/06 22:45 0.080 7 1.30 0.231 0.298 1 1/09/08 6:30 0.070 8 1.10 0.091 Computed 2eaks 0.259 SO.OD 0.980 � Basin 37 Flow Frequency Analysis Time Series File:basin37.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.115 6 8/27/O1 18:00 0.339 1 100.00 0.990 0.080 8 1/OS/02 15:00 0.241 2 25.0a 0.960 0.241 2 12/08/02 17:15 0.159 3 10.00 0.900 0.092 7 8/23/04 14:30 0.135 4 5.00 0.800 0.132 5 11/17/04 5:00 0.132 5 3.00 0.667 0.135 4 10/27/OS 10:45 0.115 6 2.00 0.500 0.159 3 10/25/06 22:45 0.092 7 1.30 0.231 0.339 1 1/09/08 6:30 0.080 8 1.10 0.091 Computed Peaks 0.306 50.00 0.980 Basin 38 ?low Frequency Analysis Time Series File:basin38.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob ;CFS) (CFS) Period 0.224 6 8/27/O1 18:00 0.656 1 100.00 0.990 I� 0.156 8 9/17/02 17:45 0.467 2 25.00 0.960 0.467 2 12/08/02 17:15 0.310 3 10.00 0.900 0.180 7 8/23/04 14:30 0.264 4 5.00 0.800 0.254 5 11/17/04 5:00 0.254 5 3.00 0.667 0.264 4 10/27/OS 10:45 0.224 6 2.00 0.500 0.310 3 10/25/06 22:45 0.180 7 1.30 0.231 0.656 1 1/09/OS 6:30 0.156 8 1.10 0.091 Ccmouted Peaics _S93 SO.00 0.580 Basin 39 Flow Frequency Analysis Time Series File:basin39.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.086 6 8/27/O1 18:00 0.253 1 100.00 0.990 0.060 8 1/OS/02 15:00 0.180 2 25.00 0.960 0.180 2 12/08/02 17:15 0.119 3 10.00 0.900 0.069 7 8/23/04 14:30 0.101 4 5.00 0.800 0.098 5 11/17/04 5:00 0.098 5 3.00 0.667 0.101 4 10/27/OS 10:45 0.086 6 2.00 0.500 0.119 3 10/25/06 22:45 0.069 7 1.30 0.231 0.253 1 1/09/08 6:30 0.060 8 1.10 0.091 Computed Peaks 0.228 50.00 0.980 Basin 40 Flow Frequency Analysis Time Series File:basin40.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.162 6 8/27/O1 18:00 0.472 1 100.00 0.990 0.113 8 9/17/02 17:45 0.337 2 25.00 0.960 0.337 2 12/OS/02 17:15 0.224 3 10.00 0.900 0.130 7 8/23/04 14:30 0.190 4 5.00 0.800 0.182 5 11/17/04 5:00 0.182 5 3.00 0.667 0.190 4 10/27/OS 10:45 0.162 6 2.00 0.500 0.224 3 10/25/06 22:45 0.130 7 1.30 0.231 0.472 1 1/09/08 6:30 0.113 8 1.10 0.091 Computed Peaks 0.427 50.00 0.980 Basin 41 Flow Frequency Analysis Time Series File:c-41.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.252 6 8/27/O1 18:00 0.736 1 100.00 0.990 0.176 8 9/17/02 17:45 0.526 2 25.00 0.960 0.526 2 12/08/02 17:15 0.350 3 10.00 0.900 0.204 7 8/23/04 14:30 0.297 4 5.00 0.800 0.285 5 11/17/04 5:00 0.285 5 3.00 0.667 0.297 4 10/27/OS 10:45 0.252 6 2.00 0.500 0.350 3 10/25/06 22:45 0.204 7 1.30 0.231 0.736 � 1/09/C9 6:3D C.176 B 1.1C 0.09'_ Ccn�uted Pea;cs G.66o SC.GC 0.9dG Basin 42 Flow Frequency Analysis Time Series File:basin42.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob !CFS) (CFS) Period 0.076 6 8/27/O1 16:00 0.224 1 100.00 0.990 0.053 8 1/OS/02 15:00 0.160 2 25.00 0.960 0.160 2 12/OS/02 17:15 0.106 3 10.00 0.904 0.061 7 6/23/04 14:30 0.090 4 5.00 0.800 0.087 5 11/17/04 5:00 0.087 S 3.00 0.667 0.090 4 10/27/OS 10:45 0.076 6 2.00 0.500 0.106 3 10/25/06 22:45 0.061 '7 1.30 0.231 u.224 1 1/09/08 6:30 0.053 8 1.10 0.091 �omputed Peaks 0.203 50.00 0.980 Basin 43 Flow Frequency Analysis Time Series File:basin43.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period i 0.115 6 10/08/00 4:15 0.460 1 100.00 0.990 �I 0.092 8 1/OS/02 15:00 0.293 2 25.00 0.960 � 0.293 2 12/08/02 17:15 0.208 3 10.00 0.900 0.093 7 8/26/04 0:45 0.167 4 5.00 0.800 0.208 3 11/17/04 5:00 0.151 5 3.00 0.667 o.isi s io/z�/os io:4s o.iis 6 2.00 o.soo 0.167 4 10/25/06 22:45 0.093 7 1.30 0.231 0.460 1 1/09/08 6:30 0.092 8 1.10 0.091 Computed Peaks 0.404 5o.00 0.960 Basin 44 F1ow Frequency Analysis i Time Series File:c-44.tsf Project Location:Sea-Tac ' ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob iCFS) (CFS) Period 0.157 6 8/27/O1 18:00 0.465 1 100.00 0.990 0.110 8 1/OS/02 15:00 0.330 2 25.00 0.960 0.330 2 12/08/02 17:15 0.218 3 10.00 0.900 0.126 '7 8/23/04 14:30 0.186 9 5.00 0.800 0.182 5 11/17/04 5:00 0.182 5 3.00 0.667 0.186 4 10/27/OS 10:45 0.157 6 2.00 0.500 0.218 3 10/25/06 22:45 0.126 7 1.30 0.231 0.465 1 1/09/08 6:30 0.110 8 1.10 0.091 Computed Peaks 0.420 50.00 0.980 Basin 45 Flow Frequency Analysis Time Series File:basin50.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.024 6 8/27/O1 18:00 0.059 1 100.00 0.990 0.016 8 9/17/02 17:45 0.045 2 25.00 0.960 0.045 2 12/08/02 17:15 0.032 3 10.00 0.900 0.019 7 8/23/04 14:30 0.027 4 5.00 0.800 0.025 5 10/28/04 16:00 0.025 5 3.00 0.667 0.027 4 10/27/OS 10:45 0.024 6 2.00 0.500 0.032 3 10/25/06 22:45 0.019 7 1.30 0.231 0.059 1 1/09/08 6:30 0.016 8 1.10 0.091 Cemputed Feaks 0.054 50.00 C.980 Basin 48 i Flow Frequency Analysis I Time Series File:basin5l.tsf ' Project Location:Sea-Tac ; ---Annual Peak Flow Rates--- -----Elow Frequency Analysis------- ' Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob ! (CFS) (CFS) Period I 0.024 6 8/27/O1 18:00 0.064 1 100.00 0.990 0.017 8 9/17/02 17:45 0.047 2 25.00 0.960 0.047 2 12/OS/02 17:15 0.033 3 10.00 0.900 0.019 7 8/23/04 14:30 0.028 4 5.00 0.800 0.026 5 10/28/04 16:00 0.026 5 3.00 0.667 0.028 4 10/27/OS 10:45 0.024 6 2.00 0.500 � 0.033 3 10/25/06 22:45 0.019 7 1.30 0.231 0.064 1 1/09/08 6:30 0.017 8 1.10 0.091 Ccmputed Peaks 0.059 50.00 0.960 I �I Basin 47 I, Flow Frequency Analysis �! Time Series File:basin52.tsf Project Location:Sea-Tac i i ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period �� 0.043 6 8/27/O1 18:00 D.111 1 100.00 0.990 �'� 0.030 8 9/17/02 17:45 0.084 2 25.00 0.960 � 0.084 2 12/08/02 17:15 0.059 3 10.00 0.900 I 0.035 7 8/23/04 14:30 0.049 4 5.00 0.800 � 0.046 5 10/28/04 16:00 0.046 5 3.00 0.667 0.049 4 10/27/OS 10:45 0.043 6 2.00 0.500 0.059 3 10/25/06 22:45 0.035 7 1.30 0.231 0.111 1 1/09/08 6:30 0.030 8 1.10 0.091 Computed Peaks 0.102 50.00 0.980 Basin 46 Flow Frequency Analysis Time Series File:basin53.tsf Project Location:Sea-Tac ---Annual Peak F1ow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS7 Period 0.014 6 8/27/O1 18:00 0.036 1 100.00 0.990 0.010 8 9/17/02 17:45 0.027 2 25.00 0.960 o.oz� 2 ia/os/oz i�:is o.ozo a io.00 0.900 0.012 7 8/23/04 14:30 0.016 4 5.00 0.800 0.015 5 10/28/04 16:00 0.015 S 3.00 0.667 0.016 4 10/27/OS 10:45 4.014 6 2.00 0.500 0.020 3 10/25/06 22:45 0.012 7 1.30 0.231 0.036 1 1/09/08 6:30 0.010 8 1.10 0.091 Computed Peaks 0.033 50.00 0.980 _ _____ _ __ _ _-� II i � � I Basin 49 ' I Flow Frequency Analysis Time Series File:basia54.tsf Project Location:Sea-Tac i, ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFSy (CFS) Period 0.033 6 8/27/O1 18:00 0.088 1 100.00 0.990 0.023 8 9/17/02 17:45 0.065 2 25.00 0.960 0.065 2 12/08/02 17:15 0.046 3 10.00 0.9a0 0.027 7 8/23/04 14:30 0.038 4 5.00 0.800 � 0.036 5 10/28/04 16:00 0.036 5 3.00 0.667 I 0.038 4 10/27/OS 10:45 0.033 6 2.00 0.500 � 0.046 3 10/25/06 22:45 0.027 7 1.30 0.231 0.088 1 1/09/08 6:30 0.023 8 1.10 0.091 Computed Peaks 0.080 50.00 0.980 Basin 50 � � Flow Frequency Analysis Time Series File:basin55.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.029 6 8/27/O1 18:00 0.076 1 100.00 0.990 0.020 8 9/17/02 17:45 0.056 2 25.00 0.960 0.056 2 12/08/02 17:15 0.039 3 10.00 0.900 ' 0.023 7 8/23/04 14:30 0.033 4 5.00 0.800 0.031 5 10/28/04 16:00 0.031 5 3.00 0.667 0.033 4 10/27/OS 10:45 0.029 6 2.00 0.500 0.039 3 10/25/06 22:45 0.023 7 1.30 0.231 0.076 1 1/09/OB 6:30 0.020 8 1.10 0.091 Computed Feaks O.Q69 50.00 G.980 Basin 51 Flow Frequency Analysis Time Series File:basin56.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.353 6 8/27/O1 18:00 1.11 1 100.00 0.990 0.252 8 1/OS/02 15:00 0.767 2 25.00 0.960 0.767 2 12/08/02 17:15 0.493 3 10.00 0.900 0.284 7 8/23/04 14:30 0.446 4 5.00 0.800 0.446 4 11/17/04 5:00 0.424 5 3.00 0.667 0.424 5 10/2�/OS 10:45 0.353 6 2.00 0.500 0.493 3 10/25/06 22:45 0.284 7 1.30 0.231 1.11 1 1/09/08 6:30 0.252 8 1.10 0.091 Computed Peaks 0.993 50.00 0.980 Basin 52 Flow Frequency Analysis Time Series File:basin57.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- � Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.186 6 8/27/O1 18:00 0.546 1 100.00 0.990 0.130 8 9/17/02 17:45 0.388 2 25.00 0.960 0.388 2 12/08/02 17:15 0.258 3 10.00 0.900 0.150 7 8/23/04 14:30 0.219 4 5.00 0.800 0.212 5 11/17/04 5:00 0.212 5 3.00 0.667 0.219 4 10/27/OS 10:45 0.186 6 2.00 0.500 0.258 3 10/25/06 22:45 0.150 7 1.30 0.231 0.546 1 1/09/08 6:30 0.130 8 1.10 0.091 Computed Peaks C.4S3 50.00 0.980 Basin 53 Flow Frequency Analysis Time Series File:basin58.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- �=1ow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS} (CFS) Period 0.043 6 8/27/O1 18:00 0.126 1 100.00 0.990 0.030 8 1/OS/02 15:00 0.090 2 25.00 0.960 0.090 2 12/OS/02 17:15 0.060 3 10.00 0.900 0.035 7 8/23/a4 14:30 0.051 4 5.00 0.800 0.049 5 11/17/04 5:00 0.049 5 3.00 0.667 0.051 4 10/27/OS 10:45 0.043 6 2.00 0.500 0.060 3 10/25/06 22:45 0.035 7 1.30 0.231 0.126 1 1/09/08 6:30 0.030 8 1.10 0.091 Computed Peaks 0.114 50.00 0.980 Basin 54 Flcw Frequency Analysis Time Series File:basin59.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frec�:ency Anal_�sis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS} Period 0.114 6 8/27/O1 18:00 0.333 1 100.00 0.990 0.080 8 9/17/02 17:45 0.238 2 25.00 0.96C 0.238 2 12/OS/02 17:15 0.158 3 10.00 0.9GC 0.092 7 8/23/04 14:30 0.134 4 5.00 0.8CC 0.129 5 11/17/04 5:00 0.129 5 3.00 0.66, 0.134 4 10/27/OS 10:45 0.114 6 2.00 0.50:, 0.158 3 10/25/06 22:45 0.092 7 1.30 0.231 0.333 1 1/09/OS 6:30 0.080 9 1.10 0.091 Com�uted Peaks 0.302 SO.CO Q.9s0 Basin 55 Floa Frequency ?.nalysis Time Series File:basin6C.ts_` Project Location:Sea-Tac ---Annual Peak Flow Rates--- ----�'_ow Frec-,uenc;� Analvsis------ Flow Rate Rank Time of Feak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.033 6 8/27/O1 18:00 0.088 1 100.00 0.990 0.023 8 9/17/02 17:45 0.065 2 25.00 0.960 0.065 2 12/OS/02 17:15 0.046 3 10.00 0.900 0.027 7 8/23/04 14:30 0.038 4 5.00 0.800 0.036 5 10/28/04 16:00 0.036 5 3.00 0.667 0.038 4 10/27/OS 10:45 0.033 6 2.00 0.500 0.046 3 10/25/06 22:45 0.027 7 1.30 0.23"� 0.088 1 1/09/OB 6:30 0.023 8 1.10 C.09'_ Ccmputec Feaks 0.080 SC.00 0.980 Basin 56 �1ow Frecuenc� Aaai:sis Time Series File:basin6l.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- ----F1ow rrec�:ency Ar_alrsis Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.077 6 10/08/00 4:15 0.310 1 100.00 0.990 0.061 8 1/OS/02 15:00 0.197 2 25.00 0.960 0.197 2 12/08/02 17:15 0.140 3 10.00 0.90v 0.062 7 8/26/04 0:45 0.111 4 5.00 0.80C 0.140 3 11/17/04 5:00 0.101 5 3.00 0.66? o.ioi s io/2�/os io:4s o.o�� 6 z.00 o.soc 0.111 4 10/25/06 22:45 0.062 7 1.30 0.231 0.310 1 1/09/08 6:30 0.061 8 1.10 0.091 Computed Pea:{s 0.272 50.00 0.980 DATA FILE UTiL1TiES PROJr.CT: . PAGE 1 OF o� PIP� DATP. FILE NA.I� " - 4�—.B� ROL'ND/ARCFi PIPE I?dPUT CODING INFORMATION: C�S Z --�Q7S PIPE TY?E CCDING: I - C ONC/Si200:'H BORc, (n=.Q 12) 5 - CMP A.RCH (Ne.W GEOMETRY) 2 - CORRUGATED METAL (n=.024) 6 - CONC/SMOOTH A.�tCH (OLD) I 3 - FicLZC�.L CMP (n-fac varies? 7 - CONC/SMOOTH ARCH (NEW) I 4 - Cu? A�CH (OLD GEOMETRY) 8 - ROUND (user sets n-fac) P�CH PIPr COD:NG - EQUIVe'�.i.3V'T ROLZ�1'J SIZE MUST Br. I?�JPUT'I'ED Pr� FOLLOWING T.�BLE: EQU IV-DIA�'I OLD-A.�CFi N::W-ARC?: * EQUIV-DIAM. OLD-A�CH NET�J-r�RCH ?5" 18•X 11" 17•X 13" ' 42" 50"X 31' 49-"X 33" 18' 22"X 13" 21"X 13' • 48" 58'X 36' S7'X 38" 2:' 25'X 26" 24"X 18^ * 5S• 65"X 40" 64"X �3" 2�° 29'X 18' 28"X 20" * 60" 72"X 44' 71"X 47" " 30^ 36'X 22• 35"X 24• * 66' 79^X 49' 77^X 52" 35^ 43•X 27" 42°X 29" * 72" 85"X 54" 83"X 57" I��ET TY?E COD_D1G: I 1 - C:"_P/?ROJ. S - CP SOCiC�T/PRO�T 7 - CM.�P/P�OJ 10 - OT'ci�� (S�E 2 - CuP/I-�W'rr,L 5 - CP SQ.EDGE/fIDWP.�L 8 - CM.A?iiiDw�r,L F:-I4�i?: REPORT _ - C:�t:/??=TER 6 - C� SOC:C=T/HDW:�LL 9 - CI�AP/MITER FIDS NC.S) ' �1� S 7 � �W�iGT?iiLt) D��(ir:1 P_P?-'^Y�E OUTLET-IE INT�ET-IF IN'LET-':'YP� � 1 _i �_ �� � �� �3-�.33 S K= = K = I�? = C = Y = 0�'��OW-��EJ B:..Y'J-AIvGLE(deg) S'_'RUCT.D�A/T�JIDT:?(f�) Q-Ft?,T=O �,.��s �� 1"��. �2`'j "10 �' C� �` LE.^1G:'?:(`�) DIA(:r.} .=P�-':Y?: OL'TLET-I: INiLT-TL 1NLLT-T�PE a � � 1 t�� .33 �3g.�a � K= = K = M = C = Y = C�T�.'�=�OW-E"=J B�.+'�-�1�IG:.E(ce7) S':'RUCT.DIA/ir7�DTt(f�) Q_?.�T�p � ;���y 1� .ao °�o � ' � JanLar: ,, lcco �1 . . �'�� KCBW Doc•.:r.icr.ca::on 6-1 j _ — � : .-- II SECTION 6 ..-� PROJ�'CT: , pAC�� pg o� �� .. ) _ . . . Cbs.�-c�3 Zs ��'� PIP�' DATA FILE IvAME :`�='-�a—��� .BWP �-:v " Ls..�IG''_'3(�t) D�.{:a} PIP�-2^:P� OIITZE?'-I� INL�T-I� INT.se.T-T`jPE � .3 1.�a a� � � ���.�_� ���.�� �c = � = M - c = � _ � . ' QLs��W-=:�E�I H�-e�.NGLr.(deg) STRIICT.D�.�/WI7'�3(ft} Q-R.r"�TIO ��..=� -7� .{t o�•� o ' � ' • � • ��Z ' � Lc..VG'T'(`�) DI.�,(ia} PIPE-TY2� OUTLTL:'�-ZL. LYLcT-I� INL:LT-T'n� � `�� aq �� ���.� ��.30 � FC = K = M = C = Y = _ O��ti=�04v-=�=J ..�.�i -zNGLe. (cec; S�JC'r'.DI�./W=�Z:-(=t) 4-:.IT=C 3 ��—�' �z �.��". �� � `�� �}''. � � �_vG:= (f�) DT�.!in) FIP�-T'YP� OL'TLET-IE =NL�T-T_� T_���T-'�?� � . . . :.-->> � aa ��l i ��q.30 �1�5�oo � �=- _ �: - ^� - . c - � - C�=..=:.Gw-=�=I _=VD-:=�'�IG:,?{c�c} S�liCT.DI�:/�1=i�T: (�t) Q--=•'=-C �� �� 73 �rt�. aa aa ��� o � Lc.VG:' (=:.} D�.(iZ) FI:_-�r'� OLLLLT�T_� l�'.1s_-�� I?vi.,c=---=- � � � �� �� � - � ll��v.CO \,�—�0 � �- � = x = � M = � c = v = I, O'v_-:�CW-_LcI _�V"D-:,NGLL{C=cJ S_�UC'_.7�:�/W_D^_(i�J Q-7�TTp • ��- �� ���. a� �q �} � � � :�`TG'= (_t) DT_�(_a) F_P�-'TM=:. OU':'�.:._-__. IIv^_.L_-_.., Iiv::=1_-rvr_ � ��� ag _�_ 1�� .�O �_oo i, � _ K _ M _ C _ � _ 0�=�_�Vtv'_..=.! ncVD-?,.VGL_.(Cec) S�.-.UC':'.D_a/'n_J'�= .__) Q-��__O / '. c��- 7s ��a .oo � �y �_� � �� �,. �__.__�_. , ,aas � 1" �_o N�ocur..e-:atien BACKWATER COMPU'?'ER PROGRAM rOR PIPES Pipe data from fiie:s�6�-eb89.bw� GbS7-Gks 75 Surcharge condition at intermediate junctions Tailwater Elevation:135. feet Discharge Range:36.38 to 36.38 Step of 1. (cfs] Overflow Eleva�ion:172. feet Weir:NONE Upstream Velocity:0. feet/sec PIPE NO. 1: 41 LF - 24"CP a� 17.10� OUTLET: 130.32 INLET: 137.33 INTYP: 5 JUNC NO. 1: OVERFLOW-E:,: 135.23 BEND: 90 DEG DIA/WZDTH: 4.0 Q-RATIO: O.OG Q(CFS) HW(FT) HW ELEV. • N-FAC DC DN TW DO DE HWO HW� ♦�+*etfti�+s.++�++it.��ir�,ey�ex+�wy:tti�tr�+��w�ww��f.+wa:ef�*:.f►•�i*rff,trf*wr�+>♦ 36.38 7.17 144.50 * 0.012 1.94 0.83 4.68 4.68 1.94 •**�� 7.1? � PZPE NO. 2: 59 LF - 24"CP � 1.34� OUTLET: 137.33 INLET: 138.12 INTYP: 5 JU'NC NO. 2: OVERFLOW-EL: 156.20 BEND: 90 DEG DIA/WIDTH: 4.0 Q-RATIO: 5.82 Q(CFS) HW(rT) HW ELEV. * N-FAC DC DN TW DO DE HY70 HWI r*x+e�.�rt*�xit��rt+�titrx.rx�tt�x��3�it�•ff:,t:�r+�xti+�f�tr��w*:r�,tr�,txnr+:�t�:r+. 36.38 10.88 149.00 * 0.012 1.94 2.00 7.17 7.17 7.68 10.88 6.73 PZPE NO. 3: 102 LF - 24"CP O 20.04� OUTLET: 138.12 INLET: 158.56 INTYP: 5 JUNC NO. 3: O�ERFLOW-EL: 166.58 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RA'?'I0: 0.00 Q(CFS) HW(FT) F�IW E`,EV. * N-FAC DC DN TW DO DE HWO HWI •f�r*::rt+,tY+t::t�+<ir+�r::f.+r,tyxxxs�ri�tr<t,t��+f.+r*+f*,t:�*+rrt:tx�irtxr�xt.�i�tx• 5.33 0.90 159.46 * 0.012 0.82 0.31 10.88 10.86 0.82 *'*** 0.40 PIPE NO. 4: 38 LF - 24"CP � 1.95� OUTLET: 158.56 IN:,ET: 159.30 INTYP: 5 JUNC NO. 4: OVERFLOW-EL: 166.38 BEND: 90 DEG DIA/WIDTH: 4.0 Q-RATZO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE Hw0 HWI ♦�iitt>f.�ir�r<Yrf+�r+ar+,�:r��,txr+:�s.tirtrr,t«,t*t+rf.wx+r*ar»+t:+trr+�+:��exrt,e,t 5.3's 1.=4 160.44 * O.G12 0.82 0.54 0.90 0.90 0.82 "*" 1.14 PIPE NO. S: 122 LF - 24"CP s 4.678 OUTLET: 159.30 INLET: 165.00 INTYP: 5 JUNC NO. 5: OVERFLOW-EL: 170.22 BEND: 22 DEG DZA/WIDTH: 4.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI rrir+xfreffae::��xia+3eirMer,�r+:rtr��ti�+t�+y:f.:s:e,t,tx.f.�+xe*�•�ratfex:,trei+.eiar+r:�. 5.33 1.06 166.06 * 0.012 C.62 0.43 _.14 1.14 0.82 "'*� 1.00 PIPE NG. 6: 9?. LF - 24"CP � 2.69� OUTLE':: lES.OG iNC.ET: l0?.�0 IhTYP: 5 JUNC NG. 6: OVERFLO'v7-E�: 1'3.25 BEND: 74 DEG DIA/WIDTH: 4.0 Q-RFsT�O: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI •�f.,ti+++te+wtiiir�+fff,etxxt►��frif:fff:f*,ts*�i*.t.e�f*.er*wf.ttf:���txrir�t:�itr�►�:♦ 5.33 1.12 166.62 i 0.012 0.82 Q.50 1.06 1.06 0.82 ***** 1.12 PIPE NO. 7: 38 LF - 24"CP � 1.32$ OUTLET: 167.50 INLET: 168.00 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ♦f<:it+:+ittifxrt►+tit*fr.i:tt:�t:+R*e:�.i�*fa��t:y+**���f�r�+re�*�t+.tx+**�i.�:�e:r 5.33 1.14 165.14 * 0.012 0.82 0.60 1.12 1.=2 0.82 -'••* 1.14 � 41 .00 24 .00 1 13�.32 137.33 5 135.23 90. 00 4 .00 0.00 59.00 24 .00 1 137.33 138 .12 5 156.20 90 .00 4.00 5. 82 � 102 .00 24 .00 1 138.12 158.56 5 166.58 0.00 4.00 0.00 38.00 24 .00 1 158.56 159.30 5 166.38 90. 00 4 .00 0.00 122 .00 24.00 1 159.30 165 .00 5 I 170.22 22 .00 4.00 0.�0 �I 93 .00 24 .00 1 165.00 167.50 5 I i73 .25 74.00 4 .00 0.00 I, 38 .00 24 .00 1 167.50 168. 00 5 � _ `,`_�s -��,� � C oarr � — DA7A FILE l�1TiLlTIES PROJE�T: . PAGE � OF � P��E Dr,TA FILE N?� - ,BtnTP ROLT!VD/ARCH PIPE I?dPUT CODING INFORM.�TION: C� S I —�j,s PIPE TYPE COD:NG: 1 - CONC/SM00'?'?3 BOR.= {:1=,p 12) 5 - CMP A.�CF: (�iiV GEOM�.TAY) 2 - COR�TJGP.^_ED I�TAL (:1=.0 24) 6 - CONC/SMOOTH ARCH {OLD) 3 - E�LICA.L CMP (n-fac varies) 7 - CONC/S,IOOTH ARCH (NEW) 4 - CMP A.�tCH (OLD GEOI�'^RY) S - ROUND (user sets n-fac) P�CF? PI�: CrJD:�G - EQliIVr�L�IT ROUD,� S=Z� MUST BE INPUTTED P�� FOLLOWItiG TA3LE: EQU IV-DIAP? OLD-P.RCE N�4J-P�Cii * EQUZV-D�P�I. OLD-ARCH NtTrl-r'�.RCL 1�' 18•X 11" 17^X 13• ' 42' S0"X 31' 49"X 33^ 18^ 22"X I3' 21"X 13" * 48' S8"X 36" 57'X 38^ 2:' 25"X 16" 24"X 18" • 54" 6�'X 40" 64•X 43" 24" 29'X 18' 2E"X 20' * 60" 72"X 4�' �1"X 47^ " • 30" 36"X 22" 35"X 24" * 66" 79"X 49" 77"X 52" 3b" 43"X 27" 42"X 29" ' 72" 8�"X 54" E3 "X �� Z��ET TVDL CODIr1G: 1 - C}i°/FRCJ. 4 - C? S:;CR=^_/P�C� 7 - C�I.=L�!?�GJ 10 - C^_:i=� (Sc.= 2 - C:'T��t_:Jwi��L 5 - C� SQ.E^,GE/I�Wr'!LL 8 - CL�'��.D�:7�wt'T�L FI:j'�r P�D�tC�' 3 - C`1?/:?=':ER 6 - CP SOCRET/I�WA:.,L 9 - CMAP/MI'^ER HDS N0.5) �3�r�� : L�vG�?:!'t) DI�(i:) PT_PE-TY�E OU'?'L,E^-IE INT�ET-I? I�J'L�T-TYPE . � I � � � ���� on�. v - � _ ' � _ � = M = � = Z36�-� � = 0�'?,=:.,OW-��J BE:��-r'�iG�,E(deC�} S�'RTJCT.D=r`�./W:7'i'I-I(f�) 4-R?TIO .��--�o B Z a��. oo ��� � ' �_ �` LE.�JG':'L(�t) DIA('_r:) P_TP�'-TYPE OU"_'LET-I? IN'LET-IE ='�ZET-TYFE a ��-� �� 1 -��� � c _ K� = K = � = z��� � _ �c� ,� v = 0'J_?s:,0[•i-=:��J Bc2+�i -r�TG�E(Ce5) . S':RUCT.DT_r?/W=D^.-(ft) 4-�:"_'IO � ���� �c�i�o .�(� �� � � � IZ Januar;: 1. 19�9 �'�* KCBW Doc.i.�entanor.F-1 j � SECTION 6 ..-�� PROTCT: � pz1GE � 0� a I ����I-, S .�7�r� -��'-r,B3plpg Dp�'3 - FIi�E N`n.TM� " ,gW� x LE�i1GT:(=t) DIA('a) PIP�-'I'�� OIITT�E2'-�... INZ..?T-I= L*7T...F.T-T�':� � .�� �� � �' � ����0 � I'� Fc = x = M = 3�.G17 � _ � _ � . I , GV'z'�10W-�L:."�I B'-....�7D-�.NG?�{deg) STZIICT.DIA/W=DTE(ft} Q-�TIO I �� ����. w — � � � • �_ , ! �� � � � ( ) (-n) PI_ Z^CP� QLTL�= - x L...�z'VG:'r �t DIA � D�- -I=. IN'LET-I� INI�.'`'-TYPE � �1 0�� 1 O�`-�O �J��J.OD CJ IC - FC - rr ' C = Y = C�l_..�:JG�i"I_�T.�% ...��(L-.'�.'VCLL�G��� S�UC:.DIA/�PT:�T.^�LC� Y-:Ct=_TlO ��� '�,� � � ' , ;'`.- LEVGT (�_? �I�(i:) P�P�-T`_'2? Gui:,=_-T_� " T_N'L,=T-T_? I?I'..,�T-'I'`CP- �'� • . � _ � = M = - C = Y = C'v=:=:.G�-�:.�1 ��V�-��3Gi�:���c} c':'�UCT.DL�./w=J:'. ���) Cc-_=='�0 T Lc`iG='r;=-) r�=:,�'_�; - -- ='---� CT----=�'-''-- " _ - :VTJLL-l� :�IL:.a _Y_= :C = K ' � _ � C = v = OV_--�.^.W-=_=I ..=vT1-:-�*G�� {L'��) S:'�:.:�T.D�n/W=:�'�?(Lt) Q-��T_IO ,"r L�iG:= i=�) D:i(_P.) P=2F-T_'_'?= OLi^�=T-_T� I?VLr.T-T_' �N'�.:='-TY=� - FG = k = M = C = y = 0'1_'_��w-__=1 �_v�-axc�L(�e_) s-<�cT.�=�/�r_��=';�:.; , Q-�,.�o b-�-L �' � �('�W^n��...�...�,�.... � -- ---- � �nro BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:cbe5-69.bwp Surcharge condition at intermediate junctions Tailwater Elevation:222 . feet Discharge Range:30. 02 to 30 . 02 Step of 1. [cfs] Overflow Elevation:320. feet Weir:NONE Upstream Velocity:0. feet/sec PIPE N0. 1 : 109 LF - 24"CP � 15 .10% OUTLET: 220. 00 INLET: 236 .46 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 248.00 BEND: 10 DEG DZA/WIDTH: 4 .0 Q-RATIO: 0. 00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 30.02 3 .47 239.93 * 0.012 1. 87 0 .78 2 .00 2 .00 1 . 87 ***** 3 .47 PIPE NO. 2 : 278 LF - 24"CP � 25 . 0a3 OUTLET: 236.46 INLET: 305 . 96 INTYP: 5 JUNC NO. 2 : OVERFLOW-EL: 306.00 BEND: 33 DEG DIA/WIDTH: 2 .0 Q-RATIO: 0 . 00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI **************************W**************************************************** 30.02 3.65 309.61 * 0.012 1.87 0.68 3.47 3 .47 1.87 ***** 3 . 65 PIPE N0. 3 : 97 LF - 24"CP @ 1.99� OiJTLET: 305 .97 INLET: 307. 90 INTYP: 5 JUNC N0. 3 : OVERFLOW-EL: 318.00 BEND: 32 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 30.02 4.21 312 .11 * 0.012 1. 87 1.45 3 .64 3 .64 3 .17 4 .21 3 .86 PIPE NO. 4 : 81 LF - 24"CP @ 8.77� OUTLET: 307.90 INLET: 315.00 INTYP: 5 Q(CFS) HW{FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 30 .02 4. 89 319.89 * 0 .012 1.87 0 .90 4 .21 4 .21 1.87 ***** 4 . 89 _ DATA FILE UTIUTIES P�OJLCT: . PAGE � OF a P�?E DA'I'�: FILE Nt�� �o�- o�� .BW� ROLTND/�RCfi PIPE I?QPliT CODING INFORMATION: ��S � �0� PIPE TYPE CODING: 1 - CONC/5�200':'H BOe2F. t n=.O I2) 5 - CMP ARCH (NE'uV GEOMETRY} 2 - COR.�UG?TED METAL (n=.024) 6 - CONC/SMOOTH A.�CH (OLD) 3 - Fi=::IC� CI�*? (n-�ac varies) 7 - CONC/SMOdT:�i ARC� (NEW? 4 - C�? A.�C:i (OLD GEON�'i RY} S - ROUND (us e= s e�s r.-f ac) P�CH YI�� COD:NG - EQliN�i.F..��1T ROUND SIZt. MUS�' B: ZVPU�"?'ED P�� FOLi,OW=�IG '?'�L:: EQU IV-DI.�I! OLD-ARC:i N�'�J-ARCH ' EQUIV-DIr'�*i. OLD-A�CH N=TA-A.RCti 15" 18'X 11' 17"X 13" * 42" 50"X 31' 49-"X 33° 18" 22"X 13' 21'X 13" * 48" 58"X 36" 57�X 38" 2i' 25"X Z6" 24"X 18" * 54' 65'X 4C' 64"X 43" 24" 29'X 18' 28"X 20' ' 60" 72"X 44' 71"X 47^ " • 30• 36'X 22" 35"X 24' * 66• 79"X 49" 77'X 52" 36" 43"X 27" 42"X �9" * 72" 8�"X 54' 83"X Si' IV..,Em TYp� COD:VG: 1 - C`'�Pr'FROJ. S - C? SOCiC=T/?ROJ 7 - CI`�=.P/PROJ 10 - CT'r.=R {c__ 2 - CM?/iiDW��L 5 - CP SQ.F.:GE/F-�WF,.'rL S - CM_3P/?z7}W?_:L FI?'w1A �PC�._ 3 - Cti1P/Iv?�TE� 6 - C? SOC:C.:T/ci�WP.LL ? - CI`�A?/MI^ER F-�S N0.5? C��-�--a-,�7 n L'.�1GTz(L"t) D=�(i:l) 'P=?E-TYc�E OIT�LLT-IE �?VL,:T-IE IV'..,F.T-':'YF: a q� �� �_ � o.3a `3�.3 � K_ = iC = M = C = Y = C�� �'� 0�'t:.04�'-��"J BENJ-A.tiG:.L.(Geg) STRUC:'.DT_A/W?DTI:(iL) Q-R.?TIO "Yl� i?��,a3 G1� � � � � LE.'�1G':t(f L1 D��(in) p=?r-TYP�' OiJ='Lc'"-�c ZN'LET-I� IN=,ET-TYP� a �°� a� 1 ���.33 �3�.�a _� K= = K = M = C = Y = OVz'?��Otd-_�E'J BFlI'il-tVG�E(ceg) STP.UCT.DIA/W,DTz(�t) Q-:�F:TIO C� �---E�`�3� \Co��. �'O `�O � �1:�� �y Jar.uarr 1. :G99 i'�� KCBW Docurr.er.:auor.6-17 � . . . ' -_ - . :-- j SECTION 6 ..-�� PROv�'CT: � PAGE OF o� C� � PIpE DAT� FILF, NA�' 7 f' .BW? s C� "�i - � " � L�1 G T 3(Lt) t 7 T_?(1�) PIP�-TYFE OIIZ'LL�'-I= T�rt.:T_TE L�I7�ET-T�':: 3 1�`� �`� �_ 1��.�0�� 13�1 �l� Cj IC = K = � _ C _ Y _ . OV�?..FLOW-��,c.�I H�TD-e'�NG:�.(Ceg) S�IICT.DIA/WIDTE(.t) 4-RATIO ��� I,�� 60 .��`�.Oc� — g�� � � �• � . � x � L�7G'I'�'(it) DL�.(i�} PIP�-T`!2� OIITLET-IE. INLET-�E IA1L=T-T�'? �9 �� �� - 1 . �3°��� � � � � 0 4 .� IC = { _ � = C = Y = is O`1.�� � � _=.�I7i -A1VGL�(ceg) S:?UCT.D�/W=��-'(�t) Q-?.�T10 � c�� 6 � � � ��� � R Lc'VG:'.('i�) D-=-�=�� �----^�v?= Oli' __ - -' - _- �J�L� ��J.��.� �� ��:...�� ���� . .-`-�� � . . .. �' = i� _ � M = . C _ _ Y o�:_�cw-=�_-; �:�-;��c:�z(�__) s�:;c..n�=J�_�T:(�c) Q--=---., _�., � Lc'.�IG='_;_�? D=�(1^_l FI�v-i`�? OL"?'LET-I� IN'.�:_-I3 I*TL�'�---== `•G = K _ hr _ � C _ ,l _ OL_-=�CW-=--=I 3:�TJ-;`1G�E ;c�c} S'='3UC'_.D�/W=�T:?(�t7 4-��T:C � :�=NG:=_(�_) nr1(_:�} �-___".�,._= CL:�=_-__. _T2rZ:_-T_� I.v?.__-___-. . :C { _ �, _ � _ „ _ . Ci T+_ _���N-_�_, �L:�-:��.l::�' �C�� .J''.....T.�_r.�N_�._ .__i x-...�__.7 �-� .� � ' ^-. ti'..n''w�Ocsmr..:ac•cn c--'----_ ' �❑r: BACK47AT�R COM?UTER PROGP,F,M FOR PZFES Pipe data from file:r�+exc.b c b�7�-�� Surcharge condition at intermediate junctions Tailwater Elevation:134. feet Discharge Range_36.38 to 36.38 S�ep o` 1. �=_`s; Overflow Elevation:151. feet Weir:NONE U�stream Velocity:C. f?et/sec FZ?E .+... 1: 4: LF - 24"CF s �, .1�� C�'T��_ . 13C.�2 itii�T: _�. .�3 �PI.TY?: 5 JlJ:IC N0. l: OVERF'_.OW-E;.: 135.23 BEND: 90 DEG DZA/WSDTH: 4.0 Q-R:i:IO: 0.00 Q{CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWi a:+�+r�:sr++��r::wi�r�iiiitrte+���*�t+,tr�:�::x:,v+ier+x��+rrirte�:w�r�r�it�i:�r,r�r.> 36.38 7.17 144.50 � 0.012 1.94 0.83 3.66 3.68 1.94 '�`*•' 7.17 . PIPE NO. 2: 59 LF - 24"CP C 1.34� OUT:,ET: 137.33 INLET: 138.12 INTYP: 5 JUNC NO. 2: OVERrLOW-EL: 156.20 BEND: 90 DEG DIA/WZDTH: 4.0 Q-RATI0:11.64 Q(CFS) HW(FT) HW ELEV. • N-FAC DC DN TW DO DE HWO HWI •r+fr*+y�:it�r�rwrtt:�rt��:�e�t+•�ty+r+re+..:��ia,e�rfr*r.r��f,tr��a�e�rf�+��e:►fxrxi. 36.38 10.83 148.95 * 0.012 1.94 2.00 7.17 7.I7 7.68 10.83 6.65 PIPE NO. 3: 174 LF - 24"CP @ 1.02� OUTLET: 138.12 INLET: 139.90 ZNTYP: 5 JLRJC NO. 3: OVERFLOW-EL: 158.00 BEND: 45 DEG DIA/WIDTH: 4.0 Q-RF.TIO: 0.00 Q(CFS? HW(FT) HW ELEV. * N-FAC DC DN :'W DO DE HWO HWI •t�fr+xrx:��r►i.tti:if*r<:+r:ex,r*itr�rf.s.rtiiir�:ttirrt*xr�x�,vex��trywf+r*.�:,tir,t�yrsr:. 2.88 9.09 146.99 * 0.012 0.60 0.47 10.83 10.83 9.08 9.09 0.8C PIPE NO. 4: 54 LF - 24"CP @ 1.008 OLT:LET: 139.90 INLET: 140.44 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TNT DO DE HWO HWI •t�w�irf�fr<*w+�tr,tx►:ixi.�*w��,er,rrw�r�+�t���ty,�ftw*fwx.tfrxxxe*w.��t<:�,t��i.:wer�r* 2.88 8.58 149.C2 • 0.012 0.60 0.47 9.09 9.09 8.56 8.58 0.80 � 4 41. 00 24 . 00 1 130.32 137 .33 5 135.23 90. 00 4 .00 0 .00 59.00 24 . 00 1 137.33 138.12 5 156 .20 90.00 4.00 11.64 174 .00 24 .00 1 138.12 139.90 5 158 .00 45 .00 4 .00 0.00 S-� . C� Z� . O� : '_39. 5C i40 .�-� 5 �I � DATA F11F UTILITIES PROJECT: . PAGE ` OF � P�PE DATA FILE NP.�� - � .BWP ROUND/��CH PIPE I3GPU^ CODING INFORMP:TION: � C� 7D PIPE TY?E CODT_NG: 1 - CONC/S�IOOTFi BORE (n=.012) 5 - CMP ARCH (NEW GEOMETRY) 2 - C OR�UGt1TEJ I�TAL {n=.0 2 4) 6 - CONC/SMOOT?i ARCH (OLD) 3 - FiE:,ICP� CM? (n-fac varies) 7 - CONC/SMOOTH ARCH (NEW) 4 - Cw� A.�CH (OLD GEOME'_'RY) 8 - ROUND (user sets n-`ac) Pr�CFi PT_2E CODT_NG - EQUIV.ri?.�1':' ROL'PID SIZE MliST BE I?JPU':'TED PE� FOLLOW2NG TABLE: EQU IV-DIAM. OLD-e'�RCF? N�rJ-ARCii t EQUN-DIAM. OLD-ARCH N=W-A.RCF 15' 18"X 11" 17"X 13" * 42" 50"X 31' 49-"X 33" 18° 22'% I3• 21"X 13" * 48" 58'X 36• 57^X 38^ 21' 25"X 16" 24"X 18• * 54" 65"X 40" 64•X 43 " 24" 29'X 18" 2S"X 20" * 60" 72"X 44' 71"X 47" " � 30" 36'X 22• 35"X 24• * 66" 79"X 49" 77"X 52" 36" 43 "X 2'" 42"X 29" * 72" E�"� 5�" 83"X �7" -`r,_- - =-'� CO�=_;G. 1 - C:�9i?RCJ. 4 - C? SOCiC;T/PRO.; ? - C`2.?P/P�OJ 10 - 0^_:=� (�_._. 2 - Cu?/?DW1-?�L 5 - C? SQ.E.:,GE/F'�WPr,L 8 - CiR�:?/'rIDWr_,:, FFiWr'� REPORT 3 - C?Z'�/I�!=TER 6 - C? SCCK:T/riDWALL 9 - C?�Se�P/:�ITz� F^:�S N0.5) � �.x - ' -�` ^ � o,�.:.�����: �.-._ \oc . � ' �` L�VGT?:(fti DI�(i.^.) p:?E-TY�: OU'_^LET-I� LVLt.^-I= Iti:r�T-=':�� 1 �"�+..Q '� 1 \� �� 1\n.00 � K= = K = N! = C = Y = OV�'?�i3OW-�EV B�.'�'D-�,.�G�E(deg) S�'RUC':.DT_�/'n'�7T�:(=t? 4-�=i-0 ��� 1 � 1La •��- ZZ° � ' O� � � LE.'JG':'?:(f t) DIP.('_nJ PT_P�'-'!'YP? OUTLL':'-T_? . IVLLT-I� 12v�L':'-TY?E � 1�� a� 1 1� �0 .00 \$-00 �J x= = x = r� = c = � _ �V_�����N-::��.✓ D.`-..Vi��t�1�IGLL.\GeJCi .SL�UCT.DT%�N��'.^ilT':11�� Q�:.rTIO �.���{z �a�� � c1SZ � � �Z .s Januar; I. 1�9a �'�� KCB�ti Doc::r_:e::;auor.6-15 - SECTION fi -�) PROv�CT: � PAGE oZ O� � g,��„�2 PrDg DA_� FILE N?..NC � .BWP '� L�1G�(L"�) DT�'�(in) PIPz-T'Y2� OIITT�GT_TE T7Js,=T-I3--p ??v`r..:c.T-T`r?E � . tl`� �g� � � ��� � � �\�.o� �.�q o � . � � = K = M = � C = y = ' - OV':;�.:LOW-=I.:"'�I BF�1D-AIJGLc.(deg) STRQCT.DIA/WID'I'3(�t) Q-R.F�T_0 _��-�-6 3 �\c��• �,\ O � � � �• � . O . � � � L�IG��(�t? DIA(ia) PI�E-Z^!�'� OII'iLaT-�:. L�ILLT—�� I?�T...='�-T`P= `� \�'�O � � \\°I . C�O 1�-�-�� 5 �c = x = M = c = � " _ eG�:.�ow-=T=v ��:v�-�*rc:�L(c��> s�vcT.nT�/w_��.(L�) Q-�..=tT=o :1.?��.o..��- � �1� � ' ' � � O :.��--�6�f . a LLVC-�"���.� Dli��=A� P�_�-�"f�� CL1�=.-.... � IN'L:T_T� IPIL:T���'=. :..--J� � � �_ 1 1�� .0� ��33.00 � x� = � = M = . c = � _ , �� c�=.._�GW-?L�, �_�-n.NcL�(c��) ��uc�.DL��W_�L� ���:.) Q--'-'--_� ;�3 ,���� 13`���_ O 9 � T J�`�G�: �_,.? T�I�.(_�) F_-�-_':?� CL�LL'?'-_� LN'.��='-__ T_:iL�l-____ � CQ ��� �� �_ � 13�.co 1 00.50 5 :C = K - r( - C = y = G'v===:,CW-=L=l 3c�PJ-:,NGL� (L'e�} S=3UC'_.�IP./W=DT_-:(ft) Q-=aT_=0 ���.�6� ��-� ��` � o g q�.�� . a �LVC� 1-../ �Ta�-L1� P��:�^V�� �L'���.�-T� I�iT-_� :V:.�=_'-TV�� � � �_ �� I p .50 � 1 re = x = M = c = Z7S•� � = o'r_-_:.cw-__=1 �=�r-�-=1�;��=tce_} s�-�cT.�=�/T,�_��_('�) 4--'-,i=�� �'-��'�� 1�� . �i �iC� � � " C� •s '� r ' C��e•-�rr I f OaR 0'1" �-r <rJ��.�OCIIIIC':1[iC11 SECTION 6 PROJEC'I': � . . � ��p C-E � OF �j �� - 'D�' DP_'�A FII�E Id'�ME � - .BWP ����-� _ - � n L�IG�(Lt) DI�(ia) PIP�'-T�� OIITLET-I� INI.=T-IE L'�P�.T-'I^rP� $ � �-� _�� �1- � :� 1�� .� � �e = x = M = 175.�'��� = Y = � . r � OV��_�,OW-�LE'1 3::.YD-ANGi:r.(ceg) STRUCT.DIA/WIDT3(ft} Q-RAT=O �,�-�=6q � � � � � � �. - . � � x � LENG':'H(�t) D�(in) PIPE-T':rS OIITL�T-I:. LV7��T-IE I�.'_'-T`�E 1 ��-� \� _� ���--t. v�� -�.��.��� r � _ � = M = C = - � " _ ��j� QV���JV�-.�..'J�V ��.�V:J-.�'Z+V'JC.. ��ie7/ J17�Jl..l.J�C�/A�����\Lt/ Q���T1l�i J�J `J - n � � ' _��-�;. �� . T L�VG':'_(__) D_?('_�? ?iP�-T"?� CL_J�T-I� _'_�7�.��':'-_� _VJ�':'-____ . . . �.�1 . K'. = iC = M = . C = y = CL=_.=�CW-_��J .,�tii-tiVG��(c�c) S'I'�UC�.LIA�%�I_�T..Ii�? Q-..=.T_C � L=VG='.- (_�) D=.-"��'_:) �I=.r-T�r: OL=Lc.T-I� �N'��T-I� IVZ�:'----� IG = iC = M = C = Y = C��.��JVrI1�LJLT �;1T�-t'NC'LL (c_c} S:'�JC':'.DIA/W=�'::=;it) 4-��T-O � L=NG'� (��) DT_y(_n) ?:pE-'rv?� Cl.T'�=_-__. ZN=.�._-I� Iiv�='='-TY_� . EC = ;C = M = C = Y = O��c'=�.;W-�.�_1 3�VD-?VG�=�^_,) S�=L;C='.D=-`ti/,v=�:':_(_�) Q-- ' _� ��- =�: �y , � �_�,__:... � �oas -. . i'�.,,. �C8'�Decnmc-;ation BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:excb-cb75.bwp Surcharge condition at intermediate junctions Tailwater Elevation:108. feet Discharge Range:34.77 to 34 .77 Step of 1. [cfs] Overflow Elevation:188. feet Weir:NONE Upstream Velocity:0. feet/sec PIPE NO. l: 156 LF - 24"CP � 3 .47% OUTLET: 104.59 INLET: 110 .00 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 116.17 BEND: 22 DEG DIA/WIDTH: 4 .0 Q-RATIO: 0. 11 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 34.77 4. 97 114.97 * 0.012 1.92 1.31 3.41 3 .41 1.92 ***** 4 . 97 PIPE NO. 2 : 128 LF - 24"CP � 6.25� OUTLET: 110.00 INLET: 118 .00 INTYP: 5 JUNC NO. 2 : OVERFLOW-EL: 126.92 BEND: 90 DEG DIA/WIDTH: 4 .0 Q-R�TIO: 0 . 00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 3�.32 5. 73 123 .73 * 0 .012 1 . 89 �. 02 4 . 9; 4 . 97 1 . 89 ***** 5 . 73 PIPE N0. 3 : 54 LF - 24"CP � 1. 85% OUTLET: 118 . 00 INLET: 119. 40 INTtP: 5 JUNC N0. 3 : OVERFLOW-LL: 126 . 11 BEND: 0 DEG DIA/WIDTH: 4 . 0 Q-RATIO: 0 . 00 Q(CFS) HW(FT) HW ELEV. * N-=AC DC DN TiA DO DE HV70 H�II **************************************************************************,r**** 31.32 6.42 125.42 * 0 .012 1. 89 1 . 54 5 .73 5 . 73 5 .62 6 .42 3 . 76 PIPE NO. 4 : 150 LF - 24"CP �w 5.33% OUTLET: 119.00 INLET: 127 . 00 INTYP: 5 NNC NO. 4 : OVERFLOW-EL: 136.57 BEND: 90 DEG DIA/WIDTH: 4.0 Q-RATIO: 0 . 00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *****,r**************,r************************************,r******************* r* 31.32 5. 74 132 .74 * 0 . 012 1 . 89 1. 07 6.42 6 .42 1. 89 ***** 5 . 74 PIPE NO. 5 : 37 LF - 24"CP C� 16 .22% OUTLET: 127 . 00 INLET: 133 .00 INTYP: 5 JUNC NO. 5 : OVERFLOW-EL: 139.44 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: O . 00 Q(CFS) AW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *****************,r***************************,r**,r*******************,r********** 31 .32 3 .62 136.0� * C .0�2 1. 89 C . 78 5 .7-� 5 . 7? 1. 89 ***** 3 . 62 PIPE NO. 6 : 225 LF - 24"CP �� 12 .22% OliTLET: 133 . 00 INLET: 160 .50 INTYF: 5 JUNC NO. 6: OVERFLOW-EL: 167.51 BEND: 90 DEG DIA/WIDTH: 4 .0 Q-RATI0:46. 21 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HTiVO HPJI ******��************x�+**=*+�******,r************************,:****************** 3� . 32 5 . 18 16� . 58 * 0 . 012 i . 89 0 . 84 3 . 52 3 . E2 1 . 89 ***** 5 . �8 PIPE .a0. . _-3 �F - l�"C� _. �0 . 77o OUTiE=: 15C .50 _VLE�': 1�'S . 9� INT�P : 5 JUNC NO. 7 : OVERFLOW-EL: 184.29 BEND: 90 DEG DIA/WIDTH: 4 .0 Q-�TIO: C . 00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.66 0 .33 176.23 * 0.012 0 .31 0 .14 5 . 18 5 . 18 0 . 31 ***** 0 .33 PIPE NO. 8 : 67 LF - 18"CP C 2 .00� OUTLET: i75 .90 INLET: 177 .24 INTYP: 5 JUNC NO. 8 : OVERFLOW-EL: 184.31 BEND: 90 Dr,G DIA/WIDTH: 4 .0 Q-RATIO: 0 . 00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ****************,r***#*******,r**********************************************x*** 0.66 0.40 177 .64 * 0.012 0.31 0.21 0 .33 0 .33 0.31 ***** 0 .40 PIPE NO. 9 : 128 LF - 18"CP '� 6.06% OUTLET: 177 .24 INLET: 185 . 00 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI **********,r***************,r********************************************:******* 0.66 0.36 185 .36 * 0.012 0.31 0. 16 0.40 0.40 0.31 ***** 0 .36 \;t�.�.� �' -`ti_ ;\ n`; � v �� r �-'� � DATA FILE UTILITIES FRG�_�^_'. . PAG� � OF � PIPE DrsTA FIi�E N?l� \I��...L� — �� .BWP ROLZv�D/?�TtCri P1PE I�dPliT COD=�IG INF'�RMATION: pror Typr CODING: I - CONC/S,!00':Fi BOe��. (Z=.0�2} 5 - CMP ARC:i (Nt�.A G�OMETRY) 2 - CO?LR*JG?�TED t�,=r'LL (n=.024) 6 - CONC/Sw00TH ARCc: (OLD) 3 - iir'..LICP._', CMP (n-fac varies) 7 - CONC/SMOOTH A�tCF (N�W) 4 - C?�tP ARCFi (OLD GEOI��RY) S - ROUND (user sets n-�ac) ARC?i- PI�� COD=�7G - EQliN��VT ROiTiVJ SIZE MUST BE INPU^_'T� PE� FOLLOW:NG TABLc: EQG �V-DI.a.t? OLD-ARCi? N�'W-ARCFi * EQliIV-DIA.I�. OLD-ARC?i NEW-A.�CH 15" 18•X 21" 17'X �3' * � 42" 50'X 31• 49"X 33" 18° 22•X 13' 21"X 13" * 48' S8'X 36' S7•X 38' 2:' 25"X 16" 24'X 18' * 54" 65"X �0" 64"X 43" 24" 29'X 18• 2S"X 20" * 60" 72'X 44' 71'X 47" 3C" 36^X 22" 35"X 24" ' 66" 79"X 49' 77"X 52" �I 30" 43'X 27^ 42^X 29" ' 72" 8�"X 54• 8�•X 57" I INLL�: TYFE CODT_NG: I - CM?/'rRO�. 4 - C� Sv^C?{:T/?RCJ 7 - CI���/PRQ� 10 - 0'::=�t (S=E � _ - C�`'IP/:�W��L 5 - CP SQ.EDGE/�-�WALL 8 - CM�?/Fi'DW?�L F"rIWA REPORT � _ C'.'4p/MIT=� 6 - C? SOC:CcT/:�WP�L 9 - CAt=.P�?"I_TT�R �IDS N0.5) ������ � � L�1G'?'?:{L"t) DIr?(�Z) PIP�-Tv?� OUT_,cT-:�. IiQL�':'-IE �VI.g^_':'y�� ���.�L � � 3� 12- \ �1 l - �n ��O. CO ~- � I K= = x = M = c = Y = � C'v=�=LOW-EI,�J B�'�-=,NG�E(�e ) STR'JCT.D=A/W=�TH(�c) Q-RP.TIO ��-' � � J 1�. �� 1� g � .O� # L=`•IG'".- ���) �-��--•) P=PE-':'Y?: QU'?'I.E:'-=_ IV�,�T-:.. :��E_-':�'?E � a �a �a _� 1�o.do �31.� � � u= = K = M = � = V = ...=P.:_.OW-_..=J BE.ti'D-:NG:,E(C2c) STRUCT.D_T?_/w=�T'r.(_`L) Q-?.i?=I0 C� kL- 1L� I�,�..(?. 1�O 1� _o ,��4 If Januar: 1. 1��9 �'�*, KC9W Docu.^ientanor.6-17 � _ _ — �I�� � .�t.�\_�� . . . . . � . � V�� 1�L ` S ECTI O N 6 � P�O�'C:. � PAG� Or � ~��'` �q') P:.P� DA�'A FI?1E NF`� � - a3 .BW: _ n,.��� � L�1G_�(��) DT�1' (i�) PIP�-T'�E OIITT.�E':-:... INI�BT-�., rNT..:ET_-:'`I:� 3 � �� 1� �3�.3� 1�a.�0 `� � = K = M = C = y = ' • n�� 11 - 04���W-Ei.,r."'�I H�il-�NG':E.(dec) ST�tUCT.DIA/WIDT3(`t) 4-RAT_O �e ��3� •� rJ - � , , O . � � L=.�JGi�(it) D�.(ia) PIP�-TY=B OU'�I�.�-I�. L�LcT-I� INI�.E^-T`r'� � �� �� 1 ��a .�O ���.00 � �c = x = r� = c = � f = iQ � 1� 0���=�OW-_L_V 3=.*I'7i -z.*1G:�?{cec) ST?UC'�.DiA/W=�'_::(_�) C�-?..=.'-'_� CJ :��.La� � �'J` � � l7 ��'� �.l�0 r1r Lc�7G'==:(��) D�:t(:il? P�_�-i�=� OU'ii�E_-=_ ?'�7Lr.:-=� Z?1�'.j�T--Y?= r � . . . ��� � 1 �� 1� � ��g. � ��.g� � '._. - " = M = ' C = `( _ ^ 1� C'v==_���1-=�='i �=Vi-?�VG:.- �Ge�i S�.:C':'.D_�/;v_iJ':'--�=t� �-==-�=0 �' � ���� O � ` .4�3 � L�:IG=:�r�) D=��'_) �I�?-T'r� OL'I'LcT-T_� :V=..._-_� I'_v:.=:-_-�__ �I Co \�03 �� �_ � ��'� �O �(:�� �. :C = K = ,q = C = y = CV===::QW-r.—_./ �rVG-?iiG:.e,(Cec) S=�liCi.D�A/W=7'�;Lt) Q'7�TTp v�� �a �°�o.a-� q� .2� � .o0 � LE:JG== i�t) DIA!_:1) P=__-':'"2� OII'i=_-__ ZN�..._--� =Y--'T"-- � � 3� �a � .���� `��.bs :�=- = x = M = c = `= _ � � a3 ���-:_�:W-�:._� ���,-�.v�:. ���., 5�����.�_�.�H_�:-:_���� �-�,=_� v� . ��o �� �y 6-i'- �' � <C3 W -:acca c...,......., i i oos �r u0C1[:1C ._ BnCK�ATEF, C�MPU'?'ER PROGRF+M FOR FIFES Pipe data from file:vault-23.bwp Surcharge condition at intermediate junctions Tailwater Eievation:i24.5 feet D:scharge Range:3.144 to 3.144 Step of 1. [cfs] Over�low Elevation:190.25 fee� Weir:NONE Ups�r=am '��':ccity:0. `eet%sec P:FE NC. l: 35 :.F - 12"CP �� 52.BE$ CU'-?�ET: :11.50 ZVLaT: :30.00 :�TYP: 5 J'JNC NO. 1: OVERFLOW-EL: 134.66 BcND: 11 DE3 DZA%WIDTH: 2.0 Q-RAT:O: O.G2 Q(CFS) HW(FT) HW Ei�EV. * N-FAC DC DN TW DO DE HWO HWI :f�+#eeswti�f�trtt►x�rx�r�<ifrritrr�<ra�tri.'*.t+r►rrr+s.xxrx���,efr::a.f►s,e►fiR�f.t•. 3.14 0.86 130.86 * 0.012 0.76 0.23 13.00 13.00 0.76 ***�* 0.86 • PIPE NO. 2: 62 LF - 12"CP @ 2.19� OU'I'LET: 130.00 INLET: 131.36 ZNTYP: 5 JUNC NO. 2: OVER?LOW-EL: 136.13 BEND: 15 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.4E QSCFS) H'rl(FT) FiW BLEV. � N-FAC DC DN TW DO DE HWO HWI •�*ri��r>tt���rf:.+t:f:e,�x:t�s:tyew�ix�rrx+,�xxe►wxr►��t:tf�it�wt�i:,tws.�tr�ii:e. 2.9i 1.14 132.50 * 0.012 0.74 0.51 0.86 0.86 0.74 *'�i�i 1.:4 PIPE NO. 3: 37 LF - 12"CP � 3.62� OUTLET: 131.36 INLST: 132.70 INTYP: 5 JUNC NO. 3: OVERFLOW-EL: 137.50 BEND: 0 DEG DIA/WIDTH: 2.0 Q-RATIO: O.OG Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWZ fr,rx++�e:fre>+ei:er���:x+fe,tx�x,tek�wr+r�f.e:tt+�+.++*:rr��rx�r.frrter��..+tre+xxe I.99 0.80 133.50 * 0.012 0.61 0.36 1.14 _.14 O.ol ***** G.EC PIPE NO. 4: 199 LF - 12"CP � 12.71$ OUTLET: 132.'0 IhLET: �58.00 -N:Y�: 5 JUNC NO. 4: OVERFLOW-EL: 161.51 BEND: 0 DEG DIA/WIDTH: 2.0 Q-rZATiO: 1.60 Q(CFS) HW{FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI •�fiefa:rfrar�fx+�i�*y�r�i�tixtrt�tt�t��xrt��fr+�es�trrtxtr���w,t�:+et:+:i�.*e,v+rre 1.99 0.85 152.85 * 0.012 0.61 0.26 0.80 0.80 0.61 ***�' 0.85 PIPE NO. 5: 167 LF - i2"CP C=, 11.86$ OUTLET: 158.00 INLET: 177.80 ZNTYP: S JUNC NO. 5: OVERF:,OW-EL: 182.27 BEND: 0 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.43 I Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HW'_ . ♦tti•r*:e►xrti+r�x�f*��,t+«Mr�:itt:st�trf.�+w�fw�i+tsikr<r„r:tif,ex�i►*�xf�:�t+��.s 0.?7 0.45 i7E.25 • 0.0�2 0.37 0.17 0.95 0.85 C.37 '*�•* C.4� PI?E N0. 6: 103 LF - :2"CF � 8.59$ GLT:LET: _7?.80 :N.'.ET: 186.75 INTYP: 5 JUNC .�0. o: 0'vER?i3OW-E:,: 190.25 B5N✓: 50 DEG D�A/W_.7TY.: 2.0 Q-R.ATIO: 1.00 Q{CFS) HWiFT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ♦f+�►.t+s►x:fi�:*:iit:iri�.trfserr►:r►�**r*�tr::i►��taw�:i,txrf:er,trrr:f►+:r�fxraa• 0.54 0.38 187.13 * 0.012 0.31 0.15 0.45 0.45 0.31 *'•*' 0.38 PIPE NO. 7: 30 LF - 12"CP @ 1.00$ OUTLET: 186.75 INLET: 187.Q5 ZNTYP: 5 Q(CFS) HW(FT) HW ELEV. " N-FAC DC DN TFi DO DE HWO HWI ♦*,ei�,x•*titx:�*,ee�irri:tiir+.�►�riief��+t:+at��it�+:rttf�iw*e*►i*rr,�+:•*r:r**r< � 0.27 0.28 187.33 ' 0.012 0.22 0.18 0.38 0.38 0.22 ***** 0.28 � 35.00 12 .00 1 111.50 130.00 5 134 .66 11.00 2.00 0 .08 62 .00 12 .00 1 130.00 131.36 5 ' �36.13 15.00 2 .00 0.46 37.00 12 .00 1 131.36 132.70 5 137 .50 0.00 2 .00 0.00 199.00 12 .00 1 132.70 158.00 5 161.51 0 .00 2.00 1.60 167.00 12 .00 1 158.00 177. 80 5 182 .27 0.00 2.00 0.43 103 .00 12.00 1 177.80 186.75 5 i90.25 90.00 2 .00 1.00 30.00 12 .00 1 186.75 187.05 5 �� � -� T'�• � � v ,;� ` DATA FILE UTIL1TiES PROv?C"': . PP_G� I OF � P2PL' Dr?TA FILE NA�L �I0.�,� — �� o-- .BW? RO(JV'�/?��CH PIP�, I?dPli^ CODING INFOR`�TION: PTD� Tyog CODING: i - CONC/SM00?'� B0� (a=.0:2) 5 - C'_�? A.�CH (D1E'W GEOI�TRY) 2 - CORRiJC�TED M�TAL (n=.0 2 4) 6 - CONC/SMOOTH A�tC�T (OLD) 3 - H:_iICAI. CMP (n-fac varies) 7 - CONC/SMOOTH ARC?i (NEW) 4 - C�? ARCH (OLD GEOME':'RY} 8 - ROUND (user se=s n-fac) ARC?i- PT_PE CODT_NG - EQUIVr�,FNT ROL'ND SIZE MUST BE INPU':'T� PER FOLLOW=NG TP3LE: EQU IV-DIAM OLD-ARCH NrW-?�RCii ' EQUIV-DIAI�. OLD-ARCH NEW-AstC:: � 15" 18'X 11" 17'X 13" ' 42" 50"X 31• 49'X 33 ^ 18' 22"X 13" 2�•X 13° • 48" 58'X 36" 57^X 38" 21" 25"X I6" 24"X _8" * 54" 65"X �0" 64"X 43 " 24• 29'X 18" 28'X 20' * 60" 72"X 44' 7I'X 47' 30" 36^X 22" 35"X 24^ * 66^ 79°X 4�" 77^X 52" 36" 43"X 27^ 42°X 29" ' 72" 85"X 54° 83"X 57" Iti:,fi'^ T•,?.. COD�NG. - C�Pi rRCJ. � - C? SOC:C=T/?ROJ 7 - C:��?/=R^� '_0 - C^?��_. (S_.. _ - C2^.P/F-TitR�r,� 5 - CP SQ.�GE/:�Wr1L:J 8 - C`4r�.?/::DWY_L Fr�i� R:?Oi;"_' 3 - CM?/I�!:?'?� 6 - CP SOCK=':'/i�WP.L:� 9 - CM`�P/MT_TE� h�S NQ.S) V O..v.��� � # ��iG':'':(�t1 D=�(�_.) F;��-_':�: OI.�:LLT-�L IN'L=T-:.. I`�ET-TYPE i � 1g � I11 . D� lao.� c x� = � = M = c = v = - OV_�:,OW-::EV Br'..V�?i-A:ti'G:��(deg) S�RUC'_^.DT_A/W�DTH(ft) Q-rZ�TZO c� � a Ia-��oZ �� a � 04 '� Lr�iG:'�(f t) DIA(in? pTDC_'�y�C p�L:T-I= IN'i:T-I� I�IT�.LT_'`'VDZ' � �� � S �_ �ao . � ��.oo � K.= = K = � _ � - Y = 0�.:�L'LOW-=_.�J BE:�TD-�.uGi�c(Ge5? S:'P.GC':'.DZA/Gv�D^'ri(f�) Q-�TIO C8�- 3 \a�.�� �� _� a1 .s January l. 1�49 �'�* KCBW Docsr.:e^ta�on 6-15 � - �� ^ � �t-S,�c t - , L;� �� � . -- SECTION 6 ..-�� PROJ�'CT: AGE o2 pp , D � CC; � �, PIPE DATA FILE Nr'�.N� �ip�.� - \2� .BWP � i�GTE(L"t? DT�1(_a) PIP�-TYF� O�TLi-IE LV'i.r.T-I� IN7�T-i^rp . E � ' 3 �a' 1 �� ��. ` 1�3.�� 5 :� = K = M - � �� _ - . . Y = OV::�.:LOW-=LF�I BEiVF3-r�NGLE(dec) ST�2UCT_.DIA/WID2.�ri(it) 4-�ATIO CB �- � .C�..�� g,`�� �'' • . O$ ' a L�7Gin(�t) D?'?.(zn} PI�E-�^f�E OUTr..ET-IE. INLET-IE rNL�ET-TYPE � G o� \� � ' �l�• �� 13� �D --— � O'L FC = K = M _ . C = Y = OV��==,0'ri-�:,�V _=.V7t -=.2QGi�c(Ce�) S^RUCT.D=A/Wi�'m�(Lt} Q-��'_r'Ip �g � rj .��i,�-O � � � � '� � . 11 � �' r1r =,=VG�=:{_t) D_.` �1�} P-g=_Tv�3 OG'I'i,=T-IE :DT'L=^r_r? T -':y�^ , Af".��T __ ��� �., � �� � a � l� � ��� g oa s I �' - � - _ r� _ . c = ,, = I i OV?==�GW-?��! �=VD-tiNGLc.(c�c) c�UC:- . � -- � .DIA/W_D'=' t��) �-P_- :p �a �� ti�a _aa _ � a, �$ ',, � _ . � _ _r � ,� L=VG:': (-�J D_.:(�.) , P=�_-:'�-�� O(.''1'LLT-_T' 1Nl:_._-L I'_V"�c':-_Y_� I � 200 _ . � .. � — _ �a �L.— �ig� 1�-�-3$ � fC IC _ pq = C = Y = � ��� . O��:c�CW-EL�I 3=�1'J-rNGi��G'�_) S'=:cUC'�.DI�/+'i=��':'�=t) 4--�=-� , � � _ � o a ' .��, � L�:7G:=_ ,�C) ..:�(_II} p=__----=- CL.�=_-I� I��...`._-_� I.i�__'-�'_':� � °��" 1� I ��-�. �$ �g�. 5 :c = t = :� = c = � _ � �'T'?=��W-��_. �_-.---`�G_' ;c _ S='-���':'.�:�i'ri-�-= ,=�) Q-��_=n �- 1� 1q1 .14 �} � ��'� �.�g E-:�� �: � .., �_�����o_�:-..-�:��, �--�--=-- , ,� . _ __ _ — , �' � . �1� r^ � �,. �,2 :--�� SECTION 6 ..—�� PROJECT: . - . � p2�CF `?� �� ��'i 1� 10 P=P� DA_A r I:�E Nr'�.N� � a i�, � — \� .BWP � L.-��.IG�'=(it) D�(�.Z) PIPE-T`!FE OL�LCT-L IN"�T-L INLr.:'-T1'Pz' •.- � .3� 1 � � �$� \�� •�� � = R = M = C = Y = ' • OL�PL'LOW-�i�."�I B�D-ANGLE{Qec) STZUCT.DIA/WIDTH(ft) Q-�.TIO �l O � r �J� • � � �� . . . . � �— . . � L�1G':'3;tt) DIr(in) pT_�E-TY?5 OII:'L�ET-L. I�IL�ET-I� INLr."Z'-TY�S �� �� 1 a �_ \`'b .3 1� � �c = x = M = c = � `' _ O�_.._�GW-=__V 3EV'7i -A:VG�� (ce;) S"�UCT.D_A/W:�1':_(�t) 4-Z?�=IO �p�� �a :�'� l�. 4`� � � , r L?`IG�'=(`__% D=?(i::) P���-T'Y�E Gu'I'LE:-I= I'_�c._-=� I?v��T-T'r?= '� '�i . t. _ { = M = . C = `= _ C'v=_.=�C'W-_:�I .,=Vi7-rVG�_(G=c} S'I3CC':'.DT_?/W=�T:(-:.1 Q-�".'�=O j .�_�:�:�- �-�.� .._=.1�":i -�-- � "-� Q:.'��_-_._. 1?`�•_i-l� :�L=T-T��_: � _ :� _ ' �"� = L' = V = C'V=.__...CW'__:.� ?:iTD-iLIGLL�Ce�) S'�''.LCT.J1.��'/7_:T:?�L�.l �l�'�'�T-O T :�L11G" \=t) DT_.".(=r_) P_��-_J2:. OL'TLc_-_T� INL:._-T I:Y'..+:.':_T•r�_ ?C = ;C = M = C = `= _ 0'v'====.;`ri-�_=I 3=V�-�.VGL� ;c�c) S�•�.;C':'.�=z/W�..._(_�) Q-��--� �y -i + ♦ -- � �--•--=--, ,,,�a - �,,, ��_3 W Doc:sr.sea:at:en 3r`,�:CWA:E� CON.P[J'?'E� ?ROGr.i.M FCF P:PES Pipe data from fiie:vault-l2.bw-p Surcharge condition at intermeciate junct�o^s Tailwater Elevation:124.5 feet Discharge Range:4.158 to 4.158 Step o= �. (cfs; Overflow Eievation:196.49 feet Weir:NONE Jpst_ea-n velocity:C. feet!sec FIPE ?�G. _. 35 __ - __ �P = ..�.CC� O;,T:.c= : _1-_.�0 :tI:,E�: _<.,.50 :N:'Y?: 5 .�UNC ;�0. _. CVERr'=,OW-EL: 125.G2 HEtiD: 17 DnG DIAjW=DTli: 2.0 Q-Ree_'Iv: 0.04 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE I?WO HWI •it:�►x:�f.+e�+�R+++fx:,tee�::,r,�:t��r�tx+i+�::�.�f.�x•ttrrt�t.:i:es:ti�:ts.i�»►�:e,. 4.16 4.11 124.61 * 0.012 0.79 0.28 13.00 13.00 4.05 4.11 0.89 . PIPE NO. 2: 33 LF - 18"CP � 4.55� OUTLET: 120.50 INLET: 122.00 INTYP: 5 JUNC NO. 2: OVERFLOFi-EL: 125.02 BEND: 88 DEG DIA/WIDTA: 2.0 Q-RATZO: 0.21 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE H4d0 HWI +w�r�txxirww:r>f�:ff�t,vtx+*rxwtfxt��.wti�w+te�.�r,t�xf�w,exa�x*wr:rfef**xr*>r+*+te:� 4.00 2.90 124.90 * 0.012 0.77 0.42 4.11 4.i1 2.66 2.90 1.20 PIPE NO. 3: 54 LF - 12"CP � 2.39� OUTLET: 122.00 IN�ET: 123.29 INTYP: S JUNC NO. 3: OVERFLOW-EL: 127.79 BEND: 88 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.08 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TFi DO DE h'WO HWI t�tkt:swti+��i:rxer�:�erte.terfx.+:��frtsr.:,t.i�+r:i+r::wr:t�:xtxi+:ttxr•:�<�+::+.:� 3.30 2.50 125.79 * C.012 0.78 0.54 2.9C 2.90 2.Q1 2.50 1.44 PZPE NC. 4: 82 LF - 12"CP v 13.30& 0?JTLET: 123.29 IDI�ET: ';34.20 IN':YP: 5 I JUNC NO. 4: OJERFLOW-EL: 137.70 BEND: 0 DEG DZA/W_DTH: 2.0 Q-RATIO: 0.11 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE iIWO HWI ,r+,rx+:+xxriwKr��t++*fRr,�+.t�r,trfx+r.i�rt�rty�►xw�,t*,rftr�,�wt+#y+��:xrr+x�xa+.�s.te�i. 3.Oo 1.03 13�.2� * O.Q:2 C.7� 0.32 Z.50 i.�G 0.75 ****' _.03 PZPE NO. �: 98 LF - 12"CP ^s 14.10�s OU'T:.,ET: 134.2C INLET: 148.C2 I:.TYF: 5 JUNC NO. 5: O'�'ERFLOLv-EL: 152.22 BEND: 0 DEG DZA/WIDTH: 2.0 Q-RATIO: 0.68 Q!CFS) HW(FT) HW ELEV. * tQ-FAC DC DN TW DO DE HWO HWI irlftfiftttffY44f�f4i*iff4ttfRY*RifRft*dYlifitll,iiilti#itf>##YY#kf}#�}�yf#tY3#IrfYff}! 2.76 1.05 149.07 * 0.012 0.72 0.30 1.03 1.03 0.72 ***t* 1.05 PIP� NO. 6: 200 LF - 12"CP 6� 13.18& OUTLET: 148.02 INLET: 174.38 INTYP: 5 �JNC NO. 6: OVERFLOW-EL: 177.88 BEND: 0 DEG DIA/WIDTEi: 2.0 Q-RATIQ: 0.59 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI tlre3ffYifRiY*iRR4f*itYit#ttfl4fr*ffk*t*i*f*!#tfRf*+tt*#flY1'fit3tt#tirt#ff#tt►AfYit 1.64 0.72 175.10 • 0.012 0.55 0.24 1.05 1.05 0.55 ****; 0.72 PIPE NO. 7: 207 LF - 12"CP @ 6.26Yr OUTLET: 174.38 IN'LET: 187.34 INTYP: 5 SUNC NO. 7: OVERFLOW-EL: 191.14 BEND: 90 DEG DIA/WIDTH: 2.0 Q-FcATIO: 6.14 Q(CFS) HW(FT) HW ELEV. + N-FAC DC DN TW DO DE HWO HWI ♦fi#fitff*itt�iYVflfi!*YtfViRi*ftlt�Rifit;f#f!}fii►f*fflf#�fR�Y11#fffff#ilYf#Yf�f4f 1.03 0.58 187.92 * 0.012 0.43 0.23 0.72 0.72 0.43 *�•** 0.58 PZPE NO. B: 30 LF - 12"CP @ 1.00� OUTLET: 187.34 INLET: 187.64 INTYP: 5 JUNC NO. 8: OVERFLOW-�L: _91.14 BEDID: 90 DEG DIA/WIDTH: 2.0 Q-F.AT;G: 1.31 Q C:S; �:ri'.F:; ?:n �__. . � LI-FyC �C �N ':'�C �� D= cI'Ji0 :I'w: 0.14 0.3G 187.94 } C.012 G.16 0.14 0.58 0.58 0.28 0.30 0.20 P:PE NO. 9: 89 LF - 12"C? O 6.36� CU':LET: 18?.34 iNLET: 193.00 :NTYP: 5 Q(CFS) HW(FT) Hjr' ELEV. * N-FAC DC DN TW DO DE HWO HWT_ ++�i<w.��tr*t�x�rtr+x�irxe�rss.�e+.x�.:ie.wt,r�r.*:.+rr��.:e.�xx�x��x�:�:�:..Rr�:�r 0.05 0.1'_ 19�.11 ' G.Oi2 C.'_1 0.05 0.6� 0.60 C.1'� "•'** C.11 9 36.00 18.00 1 111.50 120 .50 5 125.02 17.00 2 .00 0.04 33.00 18.00 1 120.50 122 .OQ 5 125.02 88 .00 2.00 0.21 54.00 12.00 1 122.00 123 .29 5 127.79 88.00 2.00 0.08 82.00 12 .00 1 123.29 134 .20 5 I' 137 .70 0.00 2 .00 0.11 ' 98.00 12 .00 1 134.20 148.02 5 152.22 0.00 2.00 0.68 200.00 12 .00 1 148.02 174.38 5 177.88 0.00 2 .00 0.59 207.00 12 .00 1 174.38 187.34 5 191.14 90 .00 2.00 6.14 30.00 12.00 1 187.34 187.64 5 - 191.14 90.00 2.00 1.31 89.00 12 .00 1 187.34 193 .00 5 �I Sunnybrook Basin B 100 year storm event Tail Water elev.= 151.010 Catch Flow in Main Flow Q Basin # Top Throu h ' 24 0.000 9.569 0.00 25 2.289 9.569 0.31 27 0218 7.280 0.03 28 0.632 7.062 0.10 30 0.143 6.430 0.02 �, 31 0.160 6.287 0.03 � 32 0.740 6.127 0.14 34 1.622 5.387 0.43 36 0.298 3.765 0.09 37 0.995 3.467 0.40 39 0.253 2.472 0.11 40 1.208 2.219 1.19 42 0.224 1.011 0.28� ' 43 0.460 0.787 1.41 ' 44 0.327 0.327 40 - . 0.472 1.208 0.64 41 0.736 0.736 0.00 37 d.339 0.995 0.52 38 0.656 0.656 ; 34 0.765 1.622 0.89 53 0.459 0.857 1.15 55 d.088 0.398 0.28 56 0.310 0.310 , - ; � 53 0.126 0.459 0.38 � 54 0.333 0.333 � 34 0.000 0.765 0.00 35 0.765 0.765 32 0.332 0.740 0.81 33 0.408 0.408 28 0.143 0.632 0.29 29 Q.489 0.489 - --� 25 0.000 0.135 0.00 26 0.135 0.135 �---- - - 25 0.064 2.154 0.03 45 0.059 2.090 0.03 46 0.147 2.031 0.08 48 0.064 1.884 0.04 i � � � ', 9L0'0 9L0'0 09 91�6 b91�0 880�0 6b 4 l 6'0 6 t�6'0 Lti Z�'0 Lb6'0 - 9�0'0 9� � -- 9b9�0 9ti5�0 Z9 £0'Z 9S9'4 0 6 L'l l9 06�0 OZ8�l b96�0 6b � Sunnybrook Basin B 100 year storm event Tail Water elev.= 151.010 Catch Flow in Main Flow Q � Basin# Top Throu h 24 0.000 9.707 0.00 25 2.289 9.707 0.31 27 0.218 7.418 0.03 28 0.632 7.200 0.10 30 0.143 6.568 0.02 31 0.160 6.425 0.03 , � 32 0.740 6.265 0.13 i 34 1.622 5.525 0.42 i . 36 -0.298 3.903 0.08 , ' 37 0.995 3.605 0.38 ' 39 0253 2.610 0.11 � 40 1.208 2.357 1.05 42 0.224 1.149 0.24 43 0.460 0.925 0.99 44 0.465 0.465 40 0.472 1.208 0.64 41 0.736 0.736 ' 0.00 I 37 0.339 0.995 0.52 ; 38 0.656 0.656 ; 34 0.765 1.622 0.89 ' 53 0.459 0.857 1.15 55 0.088 0.398 0.28 56 0.310 0.310 53 0.126 0.459 0.38 54 0.333 0.333 ' 34 0.000 0.765 0.00 ' 35 0.765 0.765 32 0.332 0.740 0.81 33 0.408 0.408 28 0.143 0.632 0.29 � 29 0.489 0.489 � 25 0.000 0.135 0.00 26 0.135 0.135 25 0.064 2.154 0.03 ' , 45 0.059 2.090 0.03 ; 46 0.147 2.031 0.08 I 48 0.064 1.884 0.04 j �� i 910'0 9L0'0 05 96�1 t�96�0 880�0 6b 6 6 6'0 6 6�'0 L� ! Z£'0 L�6'0 9E0'0 9� 9�5�0 9VS�0 Z9 £O�Z 999�� 061.�6 l9 ' O l�0 OZ8�� b9l�0 6b ' DATA FILE UTILITIES PROJECT: . PAGE __�__ OF � PIPE DATA FILE NAME I�Sh�Ia —�-4'�' .BWP ROUND/ARCH PIPE INPUT CODING INFORMATION: ���� � C� � �� PIPE TYPE CODING: 1 - CONC/SMOOTH BORE (n=.012) 5 - CMP ARCH (NEW GEOMETRY) 2 - CORRUGATED METAL (n=.024) 6 - CONC/SMOOTH ARCH (OLD) 3 - HELICAL CMP (n-fac varies) 7 - CONC/SMOOTH ARCH (NEW? 4 - CMP A.RCH {OLD GEOMETRY) 8 - ROUND (user sets n-fac) ARCH PIPE CODING - EQUIVALENT ROUND SIZE MUST BE INPUTTED PER FOLLOWING TABiE: EQU IV-DIAM OLD-ARCH NEW-ARCH * EQUIV-DIAM. OLD-ARCH NEW-ARCH I5" 18"X I1" 17"X 13" * 42" 50'X 31" 49"X 33" 18" 22"X 13" 21"X 13" * 48° 58"X 36" 57•X 38" 21" 25"X 16" 24"X 18" * 54" 65"X 40" 64'X 43" 24" 29'X 18° 28"X 20' * 60" 72"X 44" 71"X 47" 30• 36"X 22" 35"X 24" * 66" 79'X 49" 77"X 52" 36" 43"X 27" 42"X 29" * 72' 85'X 54" 83"X 57" INLET TYPE CODING: 1 - CMP/PROJ. 4 - CP SOCKET/PROJ 7 - CMAP/PROJ 10 - OTHER (SE? 2 - CMP/HDWALL 5 - CP SQ.EDGE/HDWALL 8 - C^�IAP/HDWALL FHWA REPORT 3 - CMP/MITER CP SOCKET/HDWALL 9 - CMAP/MITER HDS N0.5) _I� � s�. - �o►�1 P ta�� .�-=---� .t � = 151.� I F-Law = �.� 6 7 # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE I ! �Z 2 � ( J z,s ��s�g 1 .S KE = K = M = C = Y = � � OVERFLOW-ELEV BEND-ANGLE(deg) STRUCT.DI�/WIDTH{ft) Q-RATIO �- Z 16D �� 30` � �� # LENGTH(ft} DIA(in) PIPE-TYP� OL''I'�ET-_E IN�ET-?E IVLET-^'vPE 2 I.I Z— �— �— ��S. �1 14G.7 -� KE = K = M = C = Y = , OVERFLOW-ELEV B�1D-ANGLE(deg) STRUCT.DIA/WIDTH(ft) Q-RATIO , 1� q. � q 7 Z � o . 3 I, � � 3Zs January 1. 1999 �� KCBW Documentation 6-1�J • $ECTION 6 -�d� �ca C 6 �� PROJECT: PAGE z OF � C ZS� PIpE DATA FILE NAME .BWF # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE 3 Z ( Z Lf � ���,8� !�a s KE = K = M = C = Y = L�) Z� OVERFLOW-ELEV BEND-ANGLE(deg) STRUCT.DIA/WIDTH(ft) Q-RATIO I� � �3.� � � � 4 0.03 # LENGTH(ft) DIA;in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE �f I �� '� � od � � ,�8 S- KE = K = :K = C = Y = g OVERFLOW-ELEV BEND-ANGLE(deg) STRUCT.DIA/WIDTH(ft) Q-R�TIO I 7�, 4� f�r2 S 4 .., �b # LENGTH(ft) DIA(in) PIP�-TYPE OUTLET-IE INLET-IE INLET-TYPE , S � �_ ► 7�,4� L , S .� KE = K = M = C = Y = Q OVERFLOW-ELEV BEND-e�NGLE(deg) STRUCT.DIA/WIDTH(ft) Q-RAT�O c s� 3.aS q �S ('j�. D 2 # LENGTH(ft) DIA(in) PIP�-TYPE OUTLET-IE I:QL,ET-IE INLET-TYPE � � 1 Z �_ �� � R S,7S S KE = K = M = C = Y = I OVERFLOW-ELEV BEND-ANGLE(deg) STRL'CT.DIA/WIDTH(ft) Q-RATIO 1� 9. 25 zq S o, D # LENGT3(Lt) DIA(ir.) PIPE-TYPE OLTT�ET-IE IVLET-IE ;VLET-TYPE � 7 —1� �.— l �5 ,�.s 1 q Z,� .� KE = K = M = C = Y = CVERFLOW-ELEV BE.'�7D-ANGLE(c3eg) STRL'CT.DIA/TdIDTH(f t) Q-RATIO � Z Ia d.q�z � � S o"!� .s 6-16 �'�� KCBW Documentauon Januarv I. 1999 SECTION 6 pd� � ���� PROJECT: PAGE � OF � 2 PIPE DATA FILE N�1ME .BWP # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE �S 7 � � � ��? S� KE = K = M = C = Y = � � OVERFLOW-ELEV BEND-ANGLE(deg? STRUCT.DIA/WIDTH(ft) Q-R.ATIO Zo�,a� D 9' o .� 3 # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE � � z � Zo 3.-,do 2lZ,S� S KE = K = M = C = Y = ' j 6 OVERFLOW-ELEV BEND-ANGLE(deg) STRUCT.DIA/WIDTH(ft} Q-�T;G z� 6.81 D .� � # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-^YPE �� lOJ 12 �_ � I�-�S U �LC�.Uo .S K� = K = M = C = Y = 3 � OV�RF�OW-ELEV BEND-ANGLE(ceg) STRtiCT.DI?/W�DTH(ft) Q-RA�_IO I .� � Z � �. ,' I # LENGTH(ft? DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE �, `I � 2 2 I Zt�-UO 3s, 0 � I' — �I �— z—� � KE = K = M = C = Y = � q OVERFLOW-ELEV BEND-ANGL�(deg) STRUCT.DIA/WIDTH(f�) Q-RATIO 2 3�'. 6� � 5 �� # LEiVGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE � � t Z l Z3s-6� z�.o� S KE = K = M = C = Y = OVERFLOW-ELEV BEI�JD-AIVGLE{deg) STRUCT.DIA/WIDT?�(f t) RAT�O z s3.x3 rS � � q �D 6-16 �'�� KCBW Documentation January 1, 1999 $ECTION 6 �.�� � TBg� PROJECT: PAGE � OF � I � � PIPE DATA FILE NAME .BWP � I # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE ' ? 3 �Z �_ 2�o.�U z 7R. 3 7 S I', KE = K = M = C = Y = /1 Z OVERFLOW-EL,EV BEi�ID-PNGLL(deg) STRUCT_DIA/W:.D':'H(f t) Q-�TIO �._.� 2� ( �� .� � O •2 .� � LENGTH(ft} DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE I g a I z I 27d.37 zq�o6 -� KE = K = M = C = Y = i � QVERFLOW-ELEV BEND-ANGLE(deg) STRUCT.DIA/WIDTH(ft) Q-RATIO ' Z��.$(� !v�- 5 t� � LENGTH(fty DIA(in) PIPE-TYP� OUTLET-I� INLET-IE INLET-TYPE �� I Z I � 2�O.G6 Z D.3 6 S KE = K = M = C = Y = -L� OVERFLOW-ELEV BEND-ANGL;{deg) STRUCT.DIA/TrVIDTH(ft) Q-RATIO � ��i 3,g 6 � ,�D � �_ # LENGTH(ft) DIA(in) PIP�-TYPE OUTLET-IE INLET-IE T_NLET-TYPE KE = K = M = C = Y = OVERFLOW-ELEV BEND-ANGLE(deg) STRUCT.DIA/WIDTH(fL) Q-RATIO # LEJIGTH(ft) DIA(;Z) PIP�-TY�E OU'?'L?T-IE �DTLET-IE IVI,ET-iYPE iCE = K = M = C = Y = I I CJ�R�LOW-ELEV BEI�TD-ANGLE(deg) STRUCT_DIA/WIDTH(ft) Q-RATIO i 1`�' 6-16 �'�� KCBW Documentation Januan- 1, 1999 BACKT�ATER COMPUTER PROGRAM FOR PIPES I Pipe data from file:BSN-B-PND-44 .b�,� ��, Surcharge condition at intermediate junc�ions �, Tailwater Elevation:151.00999 feet I Discharge Range:9.707 to 9.707 Step of 1 . [cfs] �I Overflow Elevation:293 . 86 feet ' Weir:NONE Upstream Velocity:0. feet/sec PIPE NO. 1: 142 LF - 24"CP @ 2 .40% OUTLET: 142 .50 INLET: 145.91 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 160.00 BEND: 30 DEG DIA/WIDTH: 4.0 Q-RATIO: 0 .00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 9.71 5.44 151.35 * 0.012 1.12 0.69 8 .51 8.51 5.33 5.44 1.52 PIPE NO. 2 : 117 LF - 24"CP @ 0.75% OUTLET: 145 .91 INLET: 146.79 INTYP: 5 JUNC NO. 2 : OVERFLOW-EL: i69.89 BEND: 72 DEG DIA/WIDTH: 4 .0 Q-RATIO: 0.31 Q(CFS) H�(FT) HPl ELEV. * N-FAC DC DN TW DO DE HWO HWI *****************************************************�************************* 9.71 4 . 97 151.76 * 0.012 1. 12 0.95 5 .44 5 .44 4 .74 4 . 97 1. 65 PIPE NO. 3 : 121 LF - 24"CP � 2 .57°s OUTLET: 164 .89 INLET: 168 .00 INTYP: 5 JUNC NO. 3 : OVERFLOW-EL: 173 .31 BEND: 35 DEG DIA/WIDT'H: 4 .0 Q-RATIO: 0 . 03 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 7.41 0.97 168. 97 * 0.012 0 .97 0 .59 0 . 00 0 .59 0. 97 ***** 0.59 PIPE NO. 4 : 111 LF - 12"CP Q 4.94% OUTLET: 169.00 INLET: 174 .48 INTYP: 5 JUNC NO. 4 : OVERFLOW-EL: 178 .48 BEND: 18 DEG DIA/WIDTH: 5.0 Q-RATIO: 0 . 10 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 7.19 3 . 10 177 .58 * 0 .012 0 . 98 0. 71 0 . 00 0 .71 0 .98 ***** 3 .10 PIPE NO. 5 : 59 LF - 12"CP � 7 .41% OUTLET: 174 .48 INLET: 178 .85 INTYP: 5 JUNC NO. 5: OVERFLOW-EL: 183 .05 BEND: 9 DEG DIA/WIDTH: 5.0 Q-RATIO: 0.02 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 6.54 2 .42 18�.27 * 0 .012 0. 97 0 . 58 3 . 10 3 .10 0 . 97 ***** 2 .42 PIPE NO. 6: 59 LF - 12"CP � 11.69°s OUTLET: 178 .85 INLET: 185 .75 INTYP: 5 JUNC NO. 6 : OVERFLOW-EL: 189.25 BEND: 24 DEG DIA/WIDTH: 5 .0 Q-RATIO: 0 . 03 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******�**************************** r**************************;r**************** 6 .41 2 .�0' i8� .L1 * 0. 012 C . 9? 0. 5C ' � .42 2 .42 0 . 97 ***** � .�5 PIPE N0. ? : 76 Lr - 12"CP � 8 . 88°s OUTLET: i85 .i5 INLET: 192 .50 INTYP: � JUNC N0. 7 : OVERFLOW-EL: 196.42 BEND: 19 DEG DIA/WIDTH: 5.0 Q-RATIO: 0 . 14 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 6.23 2.54 195.04 * 0.012 0.97 a.53 2 .46 2 .46 0.97 ***** 2 .54 PIPE N0. 8 : 179 LF - 12"CP � 2 .92� OUTLET: 192 .50 INLET: 197 .73 INTYP: 5 JUNC N0. 8 : OVERFLOW-EL: 207.98 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: 0 .43 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO H��I ******************************************************************************* 5.46 2.33 200.06 * 0.012 0 . 94 0.70 2 .54 2 . 54 0 .94 ***** 2 . 33 PIPE NO. 9: 147 LF - 12"CP � 6 .463 OUTL�T: 203 .00 I?1LET: 212 . 50 INT's?: 5 NNC NO. 9: OVERFLOW-EL: 216.81 BEND: 0 DEG DIA/WIDTH: 5.0 Q-RATIO: 0 . 09 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *******,r************,r**********,r*********x********,r*,r***:************,r********* 3 .82 1. 30 213 .80 * 0.012 0. 84 0.44 0 . 00 0.44 0.84 ***** 1. 30 PIPE NO. 10 : 105 LF - 12"CP z 7 .14% OliTLET: 212 .50 INLET: 220 . 00 INTYP: 5 JUNC NO.10 : OVERFLOW-EL: 224 .65 BEND: 12 DEG DIA/WIDTH: 5 .0 Q-RATIO: 0 .40 Q{CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ****************************,r************************************************** 3 .50 1.32 221.32 * 0.012 0 .80 0.41 1.30 1.30 0.80 ***** 1.32 PIPE NO. 11: 124 LF - 12"CP � 12 .58� OUTLET: 220.00 INLET: 235 .60 INTYP: 5 JUNC NO. 11: OVERFLOW-EL: 239.88 BEND: 5 DEG DIA/WIDTH: 5.0 Q-RATIO: 0. 11 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 2 .50 0. 91 236 .51 * 0 .012 0 .68 0 .29 1.32 1. 32 0 .68 ***** 0 . 91 PIPE N0.12 : 96 LF - 12"CP Q 15 .00% OUTLET: 235 .60 INLET: 250.00 INTYP: 5 JUNC N0.12 : OVERFLOW-EL: 253 .83 BEND: 15 DEG DIA/WIDTH: 5. 0 Q-RATIO: 1. 19 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *************************,r***************************************************** 2 .25 0 . 92 250.92 * 0.012 0 .65 0 .27 0. 91 0 . 91 0 .65 ***** 0 . 92 PIPE N0. 13 : 196 LF - 12"CP � 14 .47� OUTLET: 250.00 INLET: 278 .37 INTYP: 5 JUNC N0. 13 : OVERFLOW-EL: 281.87 BEND: 6 DEG DIA/WIDTH: 5.0 Q-RATIO: 0 .28 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ***,r*************************,r********,r**************************************** 1.03 0.52 278 .89 * 0 .012 0 .43 0. 18 0. 92 0. 52 0.43 ***** 0 .52 P�PE N0. 14 : 95 LF - 12"CP � 12 .31°s OUTLET: 278 .37 INLET: 290 .06 INTYP: 5 JUNC N0.14 : OVERFLOW-EL: 293 .86 BEND: 90 DEG DIA/WIDTH: 5.0 Q-RATIO: 1.41 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *****************************************************************************�* C . BC C . 47 29� . 5� * � . �13 0 . �_ � . 1 , C . S� � . �� � . �2 +**�« ��P� DI0. �5 : 30 �F - 1"G°CF _ l . 00a CL"�L�T: Z:G .G6 INL�1: 29G .3o IV:Y� Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO H;. *x*************************************************************************� DATA FILF UTILITIES PROJECT: . PAGE � OF 1 PIPE DATA FILE NAME �5�-�" �U-�I .BWP I ROUND/ARCH PIPE INPUT CODING INFORMATION: Cg ¢� � g/ I IPE TYPE CODING: I 1 - CONC/SMOOTH BORE (n=.012) 5 - CMP ARCH (NEW GEOMETRY) 2 - CORRUGATED METAL (n=.024) 6 - CONC/SMOOTH ARCH (OLD) 3 - HELICAL CMP (n-fac varies) 7 - CONG SMOOTH ARCH (N�.'W) ' 4 - CNSP ARCH (OLD GEOMETRY) 8 - ROUND (user sets n-fac) � .-.RCH PIPE CODING - EQUIVALc'�1T ROUND SIZc MUST BE INPUI""ED PER FOLLOWING TABLE: EQU IV-DIr'�M OLD-ARCH NEW-.�.RCH * EQUIV-DIAM. OLD-ARCH NEW-ARCH il 15' 18"X 11' 17"X 13" * 42' S0"X 31' 49"X 33" 18" 22"X 13' 21"X 13' * 48" 58"X 36' S7"X 38" 21" 25"X 16• 24^� 18• * 54" 65"X 40' 64"X 43" 24" 29"X 18" 28'X 20• * 6a• 72"X 44' 71"X 47" 30" 36"X 22" 35'X 24" * 66" 79"X 49" 77"X 52" 36" 43"X 27" 42"X 29" * 72" 85"X 54" 83"X 57" LNLET TYPE CODING: 1 - CMP/PROJ. 4 - CP SOCKET/PROJ 7 - CMAP/PROJ 10 - OTHER (SEE 2 - CMP/FIDWALL 5 - CP SQ.EDGE/HDWALL S - CMAP/HDWALL FHWA REPORT 3 - CMP/MITE.� 6 - CP SOCKET/I�WALL 9 - CMAP/MITER fID5 N0.5) lbjo = 253.� 3 ff� _ �;q� �=�dw = d . 20� �. O # LENGTH(f t? DIA(in) PIPE-TYPE OUTLET-IE INLET-ZE IIVTLcT-2^'PE I 3 � l�- I 2S�r�o Z Sa,�4 .S KE = K = M = C = Y = /y 1 OVERFLOW-e."L,EV BEND-ANGL�(deg) STRUCT.DIA/WIDTH(ft) Q-RATIO � � ��3,8 3 —� � b # LENG'^H(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE KE = K = M = C = Y = OVERr LOW-:LEV BEi�TL`-A1VGLc(deg) STRUCT.DIA/WIDTH(f t) Q-RATIO � January 1. 1999 �'�� KCBW Documencation 6-1�J BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:bsn-b-40-41.b�ap Surcharge condition at intermediate junctions Tailwater Elevation:250.92 feet Discharge Range:1.208 to 1.208 Step of 1. [cfs] Overflow Elevation:253.83 feet Weir:NONE Upstream Velocity:0. feet/sec PIPE NO. 1: 30 LF - 12"CP Q 1.00� OUTLET: 250.00 INLET: 250.30 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 1.21 0.75 251.05 * 0.012 0.47 0.39 0 .92 0 .92 0.62 0.75 0.66 DATA FILE UTIUTIES PROJECT: . PAGE � OF � PIPE DATA FILE N�1ME los�—lr 3 '�38' .swP ROUND/ARCH PIPE INPUT CODING INFORMATION: C� 3 �'frj3� ?IPE TYPE CODING: 1 - CONC/SMOOTH BORE (n=.Q12) 5 - CMP ARCH (NEW GE�METRY) 2 - CORRUGATED METAL (n=.024) 6 - CONC/SMOOTH ARCH (OLD) 3 - iir.LICAL CMP (n-fac varies) 7 - CONC/SMOOTH ARCH (NEW) 4 - C:�iP ARCH (OLD GEOMETRY} 8 - ROUND (user sets n-fac) .�RCH PIPE CODING - EQUIVALE.*IT ROUND SIZE MliST BE INPUTTED PER FOLLOWING TABLE: EQU IV-DIAIK OLD-ARCH NEW-ARCH * EQUIV-DIAM. OLD-ARCH NEW-ARCH 15" 18'X 11" I7"X 13' * 42" 50'X 31• 49"X 33" 18" 22"X 13" 21'X 13" * 48" 58"X 36' S7"X 38' 21" 25"X 16' 24"X 18" * 54" 65"X 40" 64'X 43" 24" 29"X 18" 28"X 20" * 60" 72"X 44" 71"X 47" 30' 36"X 22" 35'X 24' * 66" 79'X 49" 77"X 52° 36" 43"X 27" 42"X 29" * 72" 85"X 54• 83'X 57" INLET Z^IPE CODING: 1 - CMP/PROJ. 4 - CP SOCK=T/PROJ 7 - C:�P/PROJ 10 - OTHER (SEE 2 - CMP/fIDWALL 5 - CP SQ.EDGE/h'�WALL 8 - C"_�IAP/HDWALL FHWA REPORT 3 - CMP/MITER 6 - CP SOCKETI'rIDWAI,L 9 - CMAP/:yIITER F�S N0.5} � = ZZ¢. 6 s' ttw - �z l,32 � _ � . ��t aS >� # L�1GTH{f t) DIA(in} PIPE-TYPE OUTLET-IE I�IL,ET-IE INLET-TYPE � _� � Z- —l� �2 D.U� z 20.7� .� KE = K = M = C = Y = OV�'RFLOW-ELEV BEND-ANGLE(deg} STRUCT.D /WIDTH(ft) Q-RA':'IO � � zL�f,6S D � �_ # LENG':'H(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPF KE = K = M = C = Y = OV�RFLOW-rLEV BEND-ANGLE(deg> STRUCT.DIA/WIDTH(ft) Q-Rr'.TIO � January 1. 1999 �� KCBW Documentation 6-1�J BACKTAATER COMPUTER PROGRAM rOR PIPES Pipe data from file:bsn-b-37-38 .bwp Surcharge condition at intermediate junctions Tailwater Elevation:221.32 feet Discharge Range:0 .995 to 0 .995 Step of 1. [cfs] Overflow Elevation:224.65 feet Weir:NONE Upstream Velocity:0. feet/sec PIPE NO. 1: 30 LF - 12"CP @ 2 .60% OUTLET: 220.00 INLET: 220 .78 INTYP: 5 Q(CFS) HW(FT) AW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 1 .00 0 .66 221.44 * 0.012 0 .42 0 .28 1.32 1.32 0 .52 0 . 66 0.58 DATA FILE UTILRiES PROJECT: . PAGE OF PIPE DATA FILE NAME L�S'� '�"' �7`�3 S— .BWP ROUND/ARCH PIPE INPUT CODING INFORMATION: C� � t� .� 3 S 'IPE TYPE CODING: 1 - CONC/SMOOTH BORE (n=.012) 5 - CMP ARCH (NEW GEOMETRY) ' 2 - CORRliGATED METAL (n=.024) 6 - CONC/SMOOTH ARCH (OLD) i 3 - HELIC.�I. CAfP in-fac varies) 7 - CONC/SMOOTH ARCH (NEW) '� 4 - CPSP A�CH (OLD GEOMETRY) 8 - ROUND (user sets n-fac) ' �,RCH PIPE CODING - EQUIVALr'T1'I' ROUND SIZE ML;ST BE INPTTI'TED PER FOLLOWING TABLE: I EQU IV-DIANI OLD-ARCH NEW-ARCH * EQUIV-DIAM. OLD-ARCH NEW-ARCH , 15" 18"X 11' 17"X 13" * 42" 50"X 31• 49"X 33" 18" 22"X 13" 21"X 13" * 48" 58"X 36' S7"X 38" 21" 25"X 16" 24"X 18" * 54" 65'X 40• 64"X 43" 24" 29"X 18" 28"X 20' * 60" 72°X 44" 71"X 47• 3a" 36"X 22" 35"X 24" * 66" 79'X 49" 77"X 52" ', 36" 43"X 27" 42"X 29" * 72' 85•X 54' 83"X 57" INLET TYP� CODING: 1 - CMP/PROJ. 4 - CP SOCKET/PROJ 7 - CMAP/PROJ 10 - OTHER (SEE 2 - CMP/fIDWALL 5 - CP SQ.EDGE/�IDWALL 8 - C."4AP/HDWALL FHWA REPORT 3 - CtiIP i yITTErZ 6 - CP SOCKET/:iDW.�LL 9 - C�/MITER FIDS NO.5) 6Q wc : z67.`j� �w = 2� .6 b �.�za,, � o , ��6� � # L'c.�"�1GTH(ft) DIA(ia) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE I 3 5 l�- �_ 2�3,c�� �a 3 7 � KE = K = M = C = Y = OVERFLGW-�I,EV BFND-ANG�E(�eg) ST�liC"'.D?�/WIDTH(ft) Q-�ATIO � S 2�6.a 7 v S o # yr.NGT�IftJ ����-:1� PTDF_''^V'�JF' OUT��.�'_TG Ti�TLET-TE ��TLcT-TYD= K� = K = �! = C = Y = OVE'R=L06^]-�.LiV B�TJ-:�NGLE(ceg) ST�LTC'".D��/'RIDTH(f t) 4-Rr.TIO Janua:y 1. 1999 �'� KCBw Documeatacon 6-15 BACKWP_TER COMPUTER PROGRA�� FOR PIPES Pipe data from file:bsn-b-34-35 .bwp Surcharge condition at intermediate junctions Tailwater Elevation:200.06 feet Discharge Range:0.765 to 0 .765 Step of 1 . ;cfs] Overflow Elevation:206.97 feet Weir:NONE Upstream Velocity:0. feet/sec PIPE N0. 1: 35 LF - 12"CP @ 2.77� OUTLET: 203 .00 INLET: 203 . 97 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0 .76 0.50 204.47 * 0.012 0 .37 0 .24 0.00 0.24 0 .37 ***** �. 50 I DATA FILE UTILITIES PROJECT: . PAGE � OF �' PIPE DATA FILE NAME (�S� -� - �%`"S� .BWP ROUND/ARCH PIPE INPUT CODING INFORMATION: � � 3 4, T�j C I� .Sb PIPE TYPE CODING: 1 - CONC/SMOOTH BORE (n=.012) 5 - CMP ARCH (NEW GEOMETRY) 2 - CORRUGATED METAL (n=.024) 6 - CONC/SMOOTH ARCH (OLD) 3 - HELICAL CNFP (n-fac varies) 7 - CONC/SMOOTH ARCH (NEW) 4 - CMP ARCH (OLD GEOMETRY) 8 - ROUND (user sets n-fac) ARCH PIPE CODING - EQUIVALENT ROUND SIZE MUST BE INPUTTED PER FOLLOWING TABLE: EQU IV-DIAM OLD-ARCH NEW-ARCH * EQUIV-DIAM. OLD-ARCH NEW-ARCH 15" 18"X 11" 17"X 13" * 42" 50"X 31' 49"X 33" 18" 22'X 13" 21"X 13" * 48" 58"X 36' S7"X 38" 21" 25"X 16" 24"X 18" * 54" 65"X 40" 64"X 43" 24" 29"X 18" 28"X 20" * 60" 72'X 44" 71"X 47• 3a" 36"X 22" 35•X 24" * 66" 79"X 49" 77"X 52' 36" 43"X 27" 42"X 29" * 72" 85"X 54" 83"X 57" Ii�TLc.T TYPE CODING: 1 - CMP/PROJ. 4 - CP SOCKET/PROJ 7 - CMAP/PROJ 10 - OTHER (SEE 2 - CMP/?3DWALL 5 - CP SQ.EDGE/HDWALL 8 - CMAP/�IDWALL FHWA REPORT 3 - CMP/MI'?'ER 6 - CP SOCKET/fIDln1ALL 9 - CMAP/MITER HDS N0.5) 3 � !e�� _ �-iw = 200.O� ��a�-� = I ,.6 z Z # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE � 3 1 I z � � �1 G ,73 �y��� S '� RE = K = M = C = Y = �3 OVERFLCuV-EL�,I B��-?NGL�(ceg) S'�RTuC"'.�;?./,'7ID'�H(ft) Q-�?TT_O Zu�, �� Z � �`�,'� # L:NGTI:(f:.) D�A(�n) PI P�-TYP� OUTLET-IE INLET-IE I'_VLET-TYPE ? L� 1 1z 1 �r�� 1 �� � .� KE = K = M = C = Y = / �S OV�R�LOW-ELE'J BEP]D-?,�'vG��(deg) S'.'RCC"_'.DI?/WIDTH(f=) 4-R3�0 2 0�, 7� �� � �.2 Januan,- 1. 1999 �',� KCBW Documentation 6-15 $ECTION 6 C � 3 ¢ �3 �� S � � PROJECT: PAGE Z OF Z PIPE DATA FILE NAME .BWP S� # LcNGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE 3 3 � � L -�- ' , 3 ����� � KE = K = M = C = Y = 5� OVERFLOW-ELEV BEND-ANGLE(deg) STRLTCT.DIA WIDTH(ft) Q-RATIO �! 7£� � O # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE IIVLET-IE INLET-TYPE KE = K = M = C = Y = OVER LOW-ELEV BEND-r��1GLE(deg) STRUCT.DIA/WIDT:i(�t) Q-RATIO # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-'='YPE _._ _ .: _ '-f = - _ - _ OVERc LGW-EI�.�`�.� Bc,N�-:,IvG�,:(cieg) STR;iCT.DIA/W�DT:I(L t) Q-r��:I�� I - - - - z' II # LENGTH(ft) DIA(in) PIPE TYPE QUTLET IE INLET IE INLET TYP� KE = K = M = C = Y = OVERFLOW-ELEV BEND-ANGLE(deg) STRUCT.DIA/WIDTH(ft) Q-RATIO # LENGTIi(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE KE = K = M = C = Y = OVEEL�'LOW-ELEV BEDID-ANGLE(deg) STRUCT.DIA/WIDTH(ft) Q-RATIO IZ 6-16 �'�� KCBW Documentation January 1. 1999 BaCKi9ATER COM?UTER PROGP.AM FOR PIPES Pipe data from file:bsn-b-34-56.b�ti� Surcharge condition at intermediate junctions Tailwater Elevation:200 .06 feet Discharge Range:1.622 to 1.622 Step cf 1. [cfs] Overflow Elevation:201.78 feet Weir:NONE � Upstream Velocity:0. feet/sec PIPE NO. 1: 31 LF - 12"CP Q 0 .48� OUTLET: 197.73 INLET: 197. 88 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 207.96 BEND: 2 DEG DIA/WIDTH: 4.0 Q-RATIO: 0 .84 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 1.62 2 .33 200 .21 * 0.012 0 .55 0 .57 2 . 33 2 .33 2 .24 2 .33 0 .79 PIPE NO. 2 : 151 LF - 12"CP y 0.50� OUTLET: 197.88 INLET: 198 .63 INTYP: 5 JUNC NO. 2 : OVERFLOW-EL: 201.78 BEND: 90 DEG DIA/WIDTH: 5 .0 Q-RATIO: 0.28 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0. 88 1. 70 200 .33 * 0.�12 C .40 0 .40 2 .33 2 . 33 1.56 1 .70 0 . 56 PIPE N0. 3 : 30 LF - 12"CP � 0.50% OUTLET: 198 .63 INLET: 198 . 78 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI **************************:**************************************************** 0.69 1.58 200.36 * 0.012 0 .35 0.35 1.70 1.70 1 .56 1.58 0 .48 DATA FILF UTiLfT1ES PROJECT: . PAGE �„ OF I PIPE DATA FILE NAME ��-LrS3-S� .BWP ROUND/ARCH PIPE INPUT CODING INFORMATION: C � s-� � s� IPE TYPE CODING: 1 - CONC/SMOOTH BORE (n=.012) 5 - CMP ARCH (NEW GEOMETRY) 2 - CORRUGATED METAL (n=.024) 6 - CONC/SMOOT?� ARCH (OLD) 3 - HELICAL CMP (n-fac varies) 7 - CONC/SMOOTH ARCH (NEW? 4 - CMP ARCH (OLD GEOMETRY) 8 - ROUND (user sets n-fac) rsRCH PIPE CODING - EQUIVALENT ROUND SIZE MliST BE INPU'TTED PER FOLLOWING TABLE: EQU IV-DIAM OLD-ARCH NE4V-ARCii * EQUN-DIAM. OLD-ARCH NEW-ARCH 15" 18°X 11" 17"X 13• * 42' S0"X 31' 49"X 33' � 18" 22•X 13" 21"X 13" * 48" 58"X 36" 57"X 38" 21" 25"X Z6" 24"X 18" * 54" 65"X 40" 64"X 43" I 24" 29"X 18" 28'X 20' * 60" 72'X 44' 7I"X 47• 30• 36"X 22" 35'X 24" * 66" 79•X 49" 77"X 52' I� 36" 43"X 27" 42"X 29" * 72' 85'X 54" 83•X 57^ INLET TYPE CODING: �, 1 - CNIP/PRQJ. 4 - CP SOCKET/PROJ 7 - C:KP,P/PROJ 10 - OTHER (SEE I 2 - CMP/HDWALL 5 - CP SQ.EDGE/HDWAL.'. 8 - C:YIAP/HDWALL FHWA REPORT 3 - CMP/MITER 6 - CP SOCKr.T/HDWAI.L 9 - CMAP/MITER fIDS N0.5) '� ZU7a� }-{ �,�1 = 2od. 2 ( �v = d � 4 �q 5 3 # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-I� IN'LET-Z^IPE I 3 4 I L � 20�. 6� 20`�.�l� S KE = K = M = C = Y = OVERFLOW-ELEV BEND-P,I�7GLE(deg) STRUCT.DI�/WIDTH(ft) Q-RP.TIO r�f. 207. R'�6 `d ,S D # LE.'VGTH(ft> DIA(in) ?IPE-TYPE OUTLET-IE INLET-IE Ii�7LET-TYPE KE = K = M = C = Y = OVERFLOW-rWEV BEND-ANGiE(deg) STRL'CT.DI?,/T�l_DTH(f�) Q-RATIO � January 1. 1999 �'�� KCBW Documentation 6-1 'rJ _ � BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:bsn-b-53-54 .bwp Surcharge condition at intermediate junctions Tailwater Elevation:200.21 feet Discharge Range:0.459 to 0.459 Step of 1. [cfs] Overflow Elevation:207.96 feet '� Weir:NONE Upstream Velocity:0. feet/sec , PIPE NO. 1: 30 LF - 12"CP Q 1.00� OUTLET: 204 .66 INLET: 204 .96 INTYP: 5 � Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI , ******************************************************************************* 0.46 0.38 205.34 * 0.012 0.29 0.24 0.00 0.24 0.29 ***** 0 .38 1� I� � II i, DATA FILF UTILtTIES PROJECT: . PAGE � OF � PIPE DATA FILE NAME I�S N�� '�✓1-33 .BWP ROUND/ARCH PIPE INPUT CODING INFORMATION: C� � Z � 3 3 IPE TYPE CODING: 1 - CONC/SMOOTH BORE {n=.012) 5 - CMP ARCH (NEW GEOMETRY) 2 - CORRUGATED METAL (n=.024} 6 - CONC/SMOOTH ARCH (OLD) 3 - HELIC.�L CMP (n-fac varies) 7 - CONC/SMOOTH ARCH (NEW) 4 - CMP ARCH (OLD GEON�TRY) 8 - ROUND (user sets n-fac) ..RCH PIPE CODIIVG - EQL'NAI,EN'�' ROUND SIZE MUST BE INPUTTED PER FOLLOWING T?.�3LE: EQU IV-DIAM OLD-ARCH NE'�rT-ARCH * EQUZV-DIAM. OLD-ARCH NEW-ARCH 15" 18'X 11' 17^X 13" * 42' S0"X 3I" 49'X 33' 18" 22"X 13" 21"X 13" * 48" 58•X 36' S7"X. 38" 21" 25"X I6" 24"X 18' * 54" 65"X 40" 64"X 43" 24" 29'X 18" 28"X 20" * 60" 72"X 44" 71"X 4^" 30" 36"X 22• 35"X 24" * 66" 79•X 49" 77"X 52^ 36" 43"X 27" 42"X 29" * 72" 85"X 54" 83"X 57" 1NLET TYPE CODING: 1 - CMP/PROJ. 4 - CP SCCitET/?RCJ 7 - C.��/PROu' 10 - OTHER (SEE 2 - CMP/I-IDWAA.L 5 - CP SQ.EDGE/HDWALL 8 - CMAP/I-�WALL FHWA REPOR':' 3 - C:rIP/MITER 6 - CP SOCI{ET/F�IDWr'�LL 9 - CMAP/MITER FIDS N�.S} � Z �2/u� = ItW � 1 u�. f��'1' �'�„" =' � � -7 4?J # LENGTH(ft) DIA(ia) PIPE-TYPE OUTLET-IE INLET-IE INLET-'I'YP� � 3 U � L � t�Z,SU L �'L S Kc. = K = M = C = Y = 3 3 OVERF'LOW-ELEV BEND-ANG�r�(deg) STRTJCT.DIA/WIDTH{f t) Q-�'�'IO I � �6,4� O S � I # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE ZNLET-TYPE KE = K = M = C = Y = OVERFLOW-ELEV BEND-ANG:JE(deg) STRUC':.DIA/WIDTH(ft) Q-RATIO January 1. 1999 �'� KCBW Documeataaon 6-1 S BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:bsn-b-32-33 .bwp Surcharge condition at intermediate junctions Tailwater Elevation:195.04 feet Discharge Range:0 .74 to 0 .74 Step of 1. (cfs] � Overflow Elevation:196.42 feet Weir:NONE Upstream Velocity:0. feet/sec PIPE NO. 1: 30 LF - 12"CP @ 1.40� OU'TLET: 192 .50 INLET: 192 .92 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* , 0.74 2 .16 195.08 * 0.012 0.36 0.28 2 .54 2.54 2.14 2.16 0 .49 �, ` , � ; i , DATA FILE UTILRIES PROJECT: . PAGE � OF� PIPE DATA FILE NAME �S� � �^2S-Zq ,gG�p ROUND/ARCH PIPE INPUT CODING INFORMATION: C C�Z� �7j ZCr PIPE TYPE CODING: 1 - CONC/SMOOTH BORE (n=.012) 5 - CMP ARCH (NEW GEOME^'RY) 2 - CORRUGATED METAL {n=.024) 6 - CONC/SMOOTH ARCH (OLDi 3 - HELICAL CMP (n-fac varies) 7 - CONC/SMOOTH ARCH (NE',^!) 4 - CMP ARCH (OLD GEOMETRY) 8 - ROUND (user sets n-fac) ARCH PIPE CODING - EQUIVALENT ROUND SIZE MUST BE INPUTTED PER FOLLOWING TABi�: EQU IV-DIAM OLD-ARCH NEW-ARCH * EQUIV-DIAM. OLD-ARCH NEW-ARCT.-= I 15" 18•X 11" 17"X 13° * 42" 50"X 31' 49"X 33^ 18" 22•X 13' 21"X 13" * 48' S8"X 36' S7"X 38" 21" 25"X 16' 24"X 18" * 54" 65"X 40' 64"X 43" 24" 29"X 18" 28"X 20" * 60" 72"X 44" 71"X 47^ 30" 36"X 22" 35"X 24• * 66" 79"X 49" 77°X 52^ 36" -� . __ _ �� < ^-� �� �� �_r G i � Q� �_r - � INLET TYPE CODING� 1 - CMP/PROJ. 4 - CP SOC:CnT%P�GJ 7 - C��Sr�,P/�ROJ i0 - OTH:R (SE� 2 - CMP/HDWALL 5 - CP SQ.EDGE/HDWALL 8 - CMAP/�IDWALL FHWA REPOR.^_' 3 - CMP/MITER 6 - CP SOCKET/HDWALL 9 - CMAP/MITER FIDS NO.� '. � ►Q�►tn = ! 7$.�8 tl�v = I �7.Sg �''i-Lw = G, �3 � # LENGTH(ft) DIA{in) PIPE-TYPE OUTLET-IE INLET-IE INLE"_'-T`_?� i 3 o r z �� ���.48 �;�� s t�:� - V = M _ � - V - � :�J�3:=.C'n-:=,��, B3P�i_-:��"-_ �egl S:_.��_ .:�__, NI��=( _, Q-?..=-'--., � '� i7���� �? U � S � � I,EVG�:-� �L�) �=y , r� ��P�-='��?: OUT?,^T-�E =V�.E�'-_._ r�`:L�'_'-_'_'=� ?�:= _ �C = `�` = C = - _ .,�-- _:0',�-��_,. �._._..�-?`:G�� :eg, ..':'?.:.�:'..._._, ,���':'--if�i 4-._.__� January 1, 199� �'� KCBW Docur.:e.^.[auor.6-1� BACKTdATER COMPUTER PROGRP.M FOR PIPES Pipe data from file:bsn-b-26-29.b�r,p Surcharge condition at intermediate junctions Tailwater Elevation:177.58 feet Discharge Range:0 .632 to 0.632 Step of 1 . [cfs] Overflow Elevation:178.48 feet Weir:NONE ��I Upstream Velocity:0. feet/sec PIPE NO. 1 : 30 LF - 12"CP � 1. 57% OITTLET: 174 .48 INLET: 174 . 95 INTYP: 5 Q(CFS) HW(FT) IiW ELEV. * N-FAC DC DN TW DO DE HWO HWI ' ***********************************************************,r******************* � 0 . 63 2 .66 177 .61 * 0.012 0 .34 0 .25 3 . 10 3 . 10 2 .64 2 .66 0 .45 DATA FILE UTILITIES PROJECT: . PAGE � OF � PIPE DATA FILE NAME I�S�-� -Z�-2-6 .BWP ROUND/ARCH P I PE INPUT CODING INFORMIITION: C� `L S � Z-� PIPE TYPE CODING: 1 - CONC/SMOOTH BORE (n=.012� 5 - C`dP ARCH (Ni^A GEOI��.TRY) 2 - CORRUGATED METAL (n=.024) 6 - CONC/SMOOTH ARCH (OLD) 3 - HELICAL CMP (n-fac varies) 7 - CONC/SMOOTH ARCH (NEW) 4 - CMP ARCH (OLD GEOMETRY) 8 - ROUND (user sets n-fac) ARCH PIPE CODING - EQUIVALENT ROUND SIZE MUST BE INPUTTED PER FOLLOWING TABLE: EQU IV-DIAM OLD-ARCH NEW-ARCH * EQUIV-DIAM. OLD-ARCH NEW-ARCH 15" • 18"X 11' 17"X 13" * 42" 50"X 31" 49"X 33" 18" 22•X 13' 21"X 13• * 48" 58"X 36" 57"X 38" 21" 25"X 16" 24"X 18' * 54• 65•X 40" 64'X 43" 24" 29"X 18" 28"X 20° * 60' 72'X 44" 71"X 47" 30" 36"X 22" 35"X 24" * 66" 79•X 49" 77"X 52" 36" 43"X 27" 42"X 29" * 72" 85"X 54" 83 "X 57" INLET TYPE CODING: 1 - CNIP/PROJ. 4 - CP SOCK�.T/PROJ 7 - CMP,P/PROJ 10 - OTHER (SEE 2 - CMP/HDWALL 5 - CP SQ.EDGE/HDWALL 8 - CMAP/HDWALL FHWA REPORT 3 - CMP/MITER 6 - CP SOCKET/HDWALL 9 - C:KAP/MITER �IDS N0.5) ; � �O�'�'� _ �69. ��l t-t�v : 1 s ►. �� Fza,�, = D, l 3.� # LENGTH(ft) DIA(in) PIP�-TYPE OUTLET-IE INLET-IE INLET-TYP� � 3 c� � � J i�S. � 1 C 6.39 S xE = x = M = c = � _ � 6 OVERFLOW-E�EV BED1D-Fu'VGLE(deg) STRUCT.DIA/WIDTH(f t) Q-�P.TTO �G��1.��( �i � � # LENGTH(f�) D�A(in) P_PE-TY?E OUTLET-IE T_V'�ET-IE IDILET_Typg Kc = � = M = C = Y = OV?Rr LOtti-Ei,�J BEND-ANGL�(deg) STRi;C_'.DI?/W�DTH(f t) Q-RATIO January I, 1999 �`,� KCBW Documentation 6-15 BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:bsn-b-25-26.bwp Surcharge condition at intermediate junctions Tailwater Elevation:151.76 feet Discharge Range:0.135 to 0 .135 Step of 1 . [cts; Overflow Elevation:l69.89 fee� Weir:NONE Upstream Velocity:0. feet/sec PIPE NO. 1: 30 LF - 12"CP @ 1.67% OUTLET: 165 .89 INLET: 166.39 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.14 0.20 166.59 * 0 .012 0 .16 0 . 12 0 .00 0.12 0.16 ***** 0 .20 ' DATA FILE UTILRIES PROJECT: . PAGE � OF Z PIPE DATA FILE NAME �S/V-'I3 -ZS�DSZ .BWP 'I ROUND/ARCH PIPE INPUT CODING INFORMATION: G� Z� IV G� � Z PIPE TYPE CODING: 1 - CONC/SMOOTH BORE (n=.012) 5 - CMP ARCH (NEW GE�METRY) 2 - CORRUGATED METAL (n=.024} 6 - CONC/SMOOTH ARCH (OLD) 3 - HELICAL CMP (n-fac varies) 7 - CONC/SMOOTH ARCH (NEW) 4 - CMP ARCH (OLD GEOMETRY) 8 - ROUND (user sets n-faca I��CH PIPE CODING - EQUIVALENT ROUND SIZE MUST BE INPUTTED PER FOLLOWING TABLE: �QU IV-DIAM OLD-ARCH NEW-ARCH * EQUIV-DIAM. OLD-ARCH NEW-ARCH 15" 18"X 11° 17"X 13" * 42" 50"X 31' 49"X 33° 18" 22°X 13" 21"X 13" * 48" 58'X 36° 57"X 38" 21" 25"X 16" 24"X 18" * 54" 65"X 40" 64"X 43" 24" 29"X 18" 28"X 20" * 60" 72"X 44" 71"X 47" 30" 36"X 22" 35'X 24" * 66" 79"X 49" 77•X 52" 36" 43"X 27• 42"X 29" * 72" 85"X 54" 83"X 57" INLET TYPE CODING: 1 - CMP/PROJ. 4 - CP SOCKET/PROJ 7 - CMAP/PROJ 10 - OTHER (SEE 2 - C:�IP/HDWALL 5 - CP SQ.EDGE/HDWALL 8 - CMAP/HDWALL FHWA REPORT 3 - CMP/MITER 6 - CP SOCICET/rIDWALL 9 - CMAP/MITER HDS N0.5) , S -fiW : 1 �1.� �" ���„U - �z ,�5� # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE � �U� Z� � I46. � t�7. �� �S KE = K = M = C = Y = OV�R�'LOW-c:.EV BEND-i�NGLE(deg) S'i'��C'?'.D�?/WI'�T?�(f t) Q-Rr,T�O � 5 f66 .�� zc� � G ,�3 # LENGTH(ft) DIAiin) PIP�'-TYPE OUTLET-IE INLET-IE INLET-TYPE Z � z � I 1�7. Z �g81� � KE = K = tiI = C = Y = OVERFL049-ELEV 3EI'ID-r�rIG�E(deg) STRUCT.DIr/4JIDTH{f�} Q-RA'�'TO I 6�f,s8 l� � e. �g- �� Januarv 1. 1999 �'� KCBtN Documentatior.6-15 $ECTION 6 G� ZS Gg� Z PROJECT: PAGE Z OF 2 , � PIPE DATA FILE NAME .BWP # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE � Lf8 �� � lg8•l.� l�� S �� KE = K = M = C = Y = � � OVERFLOW-ELEV BEND-ANGLE(deg} STRUCT.DIA/WIDTH(ft) Q-RATIO l� Z . � Z _� `t D .0 # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE � J �' � I � � � �.L� f� `� KE = K = M = C = Y = � � OVERFLOW-ELEV BEND-ANGLE(deg) STRUCT.DIA/WIDTH(ft) Q-RATIO j �$ 20 � � 4,� ' # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE i � ,� � � g r � 1''�� •8� 1-SD•�� ,� KE = K = M = C = Y = � ' OVERFLOW-ELEV BEND-ANGLE(deg) STRUCT.DIA/WIDTH(ft) Q-RATIO � s�f. 3Z 6 � � 2 .�� # LENGTH(ft} DIA(in) PIPE-TYPE OL'TLET-IE INLET-I� INLET-TYPE � 3 Z l Z �_ t SI. l 6 � � �. j G � KE = K = M = C = Y = �� OVERFLOW-ELEV BEND-ANGLE(deg) STRUCT.DIA/�aIDTH(ft} Q-RATIO IS� . 3Z -O � � # LENGTH(ft} DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE KE = K = M = C = Y = OVERFLOW-ELEV BEND-ANGLE(deg) STRUCT.DIA/WIDTH(ft) Q-RATT_0 1�' 6-16 �� KCBW Docurr.en[ation January 1, 1999 B�C�,4nTER COMPUTER PROGRAM FOR PIPES Pipe data from file:bsn-b-25-52 .bwp Surcharge condition at intermediate junctions Tailwater Elevation:151.76 feet Discharge Range:2.154 to 2.154 Step of 1. [cfs] Overflow Elevation:154.32 feet Weir:NONE Upstream Velocity:0. feet/sec PIPE NO. l: 106 LF - 24"CP � 0 .50% OUTLET: 146 .79 INLET: 147. 32 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 166.84 BEND: 20 DEG DIA/WIDTH: 4 . 0 Q-RATIO: 0.03 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *************************�***************************************************** 2 .15 4 .45 151.77 * 0.012 0.51 0.48 4.97 4 .97 4 .45 4 .44 0 .67 PIPE NO. 2 : 72 LF - 18"CP Q 0 .50� OUTLET: 147.82 INLET: 148.18 INTYP: 5 JUNC NO. 2 : OVERFLOW-EL: 164.56 BEND: 18 DEG DIA/WIDTH: 4 .0 Q-RATIO: 0.08 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ********:********************************************************************** 2 .09 3 .64 151.82 * 0.012 0.55 0.53 3 .95 3 .95 3 .62 3 .64 0.74 PIPE NO. 3 : 48 LF - 18"CP Q 0.50� OUTLET: 148.18 INLET: 148.42 INTYP: 5 JUNC NO. 3 : OVERFLOW-EL: 162 .62 BEND: 17 DEG DIA/WIDTH: 4 .0 Q-RATIO: 0.04 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 1. 94 3 .43 151.85 * 0.012 0 .53 0.51 3 .64 3 . 64 3 .42 3 .43 0. 71 I PIPE NO. 4 : 81 LF - 18"CP � 0.51� OUTLET: 148.42 INLET: 148 . 83 INTYP: 5 I ��UNC NO. 4 : OVERFLOW-EL: 158 .20 BEND: 69 DEG DIA/WIDTH: 4 .0 Q-RATIO: 0 . 10 Q(CFS) HW(FT} H'� ELE��'. * N-r�C DC DN TW DO DE HWO HWI , ******************************************************************************* 1.86 3 . 07 151.90 * 0.012 0 .52 0.49 3 .43 3 .43 3 . 05 3 . 07 0 .71 �I PIPE NO. 5 : 68 LF - 18"CP Q 2 . 69� OUTLET: 148 .83 INLET: 150 .66 INTYP: 5 JUNC NO. 5: OVERFLOW-EL: 154.32 BEND: 64 DEG DIA/WIDTH: 5.0 Q-RATIO: 2 .03 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *******,r*********************************************************************** 1. 69 1.29 151. 95 * O .Oi2 0 .49 0.31 3 .07 3 . 07 1.26 1.29 0 .66 PIPE NO. 6 : 32 LF - 12"CP @ 0.50's OUTLET: 151. 16 INLET: 151 .32 INTYP: 5 Q (CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ***************,r*************************************************************** 0.56 0.67 151.99 * 0.012 0 .32 0.31 0.79 0 .79 0. 64 0 .67 0.43 DATA FILE UTILITIES PROJECT: . PAGE � OF � PIPE DATA FILE NAME I Svi�6�4�-47 .BWP ROUND/ARCH PIPE INPUT CODING INFORMATION: C 6 �.6 � (� � PIPE TYPE CODING: 1 - CONC/SMOOTH BORE {n=.012) 5 - CMP ARCH (NEW GEOMETRY) 2 - CORRUGATED METAL (n=.024) 6 - CONC/SMOOTH ARCH (OLD) 3 - HELICAL CMP (n-fac varies) 7 - CONC/SMOOTH ARCH (NEW) 4 - CMP ARCH (OLD GEOMETRY) 8 - ROUND (user sets n-fac) ARCH PIPE CODING - EQUIVALENT ROUND SIZE MUST BE INPUTTED PER FOLLOWING TABLE: EQU IV-DIAM OLD-ARCH NEW-ARCH * EQUIV-DIAM. OLD-ARCH NEW-ARCH 15" 18"X 11" 17^X 13" * 42" 50"X 31" 49"X 33' 18" 22'X 13" 21"X 13" * 48" 58"X 36" 57•X 38' 21" 25"X 16" 24"X 18" * 54" 65"X 40' 64"X 43" 24" 29"X 18" 28"X 20" * 60" 72"X 44" 71"X 47" 30" 36"X 22" 35"X 24" * 66" 79"X 49" 77"X 52" 3b" 43"X 27" 42"X 29" * 72° 85"X 54" 83"X 57" ' ��ET TYPE CODING: 1 - CMP/PROJ. 4 - CP SOCKET/PROJ 7 - CMAP/PROJ 10 - OTHER (SEE I 2 - CMP/HDWALL 5 - CP SQ.EDGE/HDWALL 8 - CMAP/HDWALL FHWA REPORT 3 - CMP/MITER 6 - CP SOCKET/HDWALL 9 - CMAP/MITER HDS N0.5) I �rti► _ ►�¢,s� t�tw �- �t S 1�8 z- ��ati = 0 , r�; 7 I r ', o # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE � � b lZ � 1 �v. 7g ��, U� S ' i�E = K = M = C = Y = � L� � OVE'�F',OW-E�E'J B�'DID-ANGL�(deg) STRUC'?'.D`A_/WID'=?:(��) Q-�'^IO 1��,5-� U S � ! � # LE.'�IGTH�Lt) DIA(in) PIPE-TYPE OU"_'�ET-IE INLE'�'-I� IN'LiT-TYPE KE = K = M = C = Y = OVERFLOW-ELEV BEND-ANGLE(deg) STRUCT.DIA/WIDTH(ft) Q-RATIO Januanan� 1, 1999 �`� KCBW Documentauon 6-1�J BAC{�ATEP. COMPUTER PROGRAM FOR PIPES Pipe data from file:bsn-b-46-47.bwp Surcharge condition at intermediate junctions Tailwater Elevation:151.82 feet Discharge Range:0.147 to 0 .147 Step of 1. [cfs) O-✓erflow Elevation:164.58 feet Weir:NONE Upstream Velocity:0 . feet/sec PIPE NO. 1: 30 LF - 12"CP � 1 .00% OUTLET: 160.78 INLET: 161 .08 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0 .15 0.21 161.29 * 0.012 0 .16 0.14 0 .00 0.14 0. 16 ***** 0 .21 DATA FILE U1ILITIES PROJECT: . PAGE � OF 1 PIPE DATA FIi,E NAME �S� -�- `�Cl-� .BWP ROUND/ARCH PIPE INPUT CODING INFORM.ATION: C � �. � � �T� PIPE TYPE CODING: 1 - CONC/SMOOTH BORE (n=.012} 5 - CMP ARCH (NEW GEOMETRY) 2 - CORRUGATED METAL (n=.024) 6 - CONC/SMOOTH ARCH (OLD) 3 - HELICAL CMP (n-fac varies) 7 - CONC/SMOOTH ARCH (NEW) 4 - CMP ARCH (OLD GEOMETRY) S - ROUND (user sets n-fac) ARCH PIPE CODING - EQUIVALENT ROUND SIZE MUST BE INPUTTED PER FOLLOWING TABLE: EQU IV-DIAM OLD-ARCH NEW-ARCH * EQUZV-DIAM. OLD-ARCH NEW-ARCH 15" 18"X 11° 17"X 13° * 42" 50'X 31" 49"X 33" 18" 22"X 13" 21"X 13" * 48" 58"X 36" 57"X 38" 21" 25"X 16" 24"X 18" * 54" 65"X 40" 64"X 43" 24" 29"X 18" 28"X 20" * 60" 72"X 44' 71"X 47" 30" 36"X 22" 35•X 24" * 66" 79"X 49" 77^X 52" ' 36" 43"X 27" 42"X 29" * 72" 85"X 54" 83 "X 57" INLET TYPE CODING: 1 - CMP/PROJ. 4 - CP SOCI{rT/PRCJ 7 - CMAP/PROJ 10 - OTH�R (SEE 2 - CMP/HDWALL 5 - CP SQ.EDGE/HDWALL 8 - CMAP/HDWALL FHWA REPORT 3 - CMP/MITER 6 - CP SOCKET/HDWALL 9 - CMAP/MITER HDS N0.5) ��� =�Sg•2U Hw = 15�,�1 � F�u� _ �, I6 �, � # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE 1 �o �L '' �_ 1�9. 33 �¢q. �� 5 KE = K = M = C = Y = � OVERFLOW-ELEV BE:�ID-?NGLE(ceg) STRUCT.DI�/WI�';'?i(fc) Q-�'I'IO f� Z , 7 � C� S C� � LENGTH(ft) DIA(in) PIP�-TYP� OL'T�ET-IE INLET-_TE IVL�T-^'YPE KE = K = `�: = C = Y = OVE���OW-EL��' BE:ti"D-?:�;G��;dec) S'.'RLC"'.D=�/in1�DTH(�t) Q-�.�T�O January 1, 1999 �'�� KCBW Documentanon 6-15 BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:bsn-b-49-SO.b:+rp Surcharge condition at intermediate junctions Tailwater Elevation:151.9 feet Discharge Range:0.164 to 0. 164 Step of 1. [cfs] Overflow Elevation:15.73 feet Weir:NONE Upstream Velocity:0 . feet/sec PIPE NO. 1: 80 LF - 12"CP � 0 .503 OUTLET: 149.33 INLET: 149.73 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.16 2 .18 151.91 * 0.012 0 . 17 0 .17 2 .57 2 .57 2 . 18 2 . 18 0 .22 6.0 SPECIAL REPORTS AND STUDIES The following special reports and/or studies were prepared for this project: ■ Cornerstone Geotechnical , Inc. preformed a Geotechnical Study of the subject property. The Geotechnical Review Letter, dated April 11, 2001, was submitted for review along with the preliminary engineering submittal. ■ Talasaea Consultants LLC, preformed a Wetland Study and has provided a report titled , Wetland Study Report and Mitigation Plan, dated September 17, 2Q01, and revised ' November 1, 2002. ' ■ Icicle Creek Engineers, Inc. preformed a Coal Mine Hazard Study and provided a report � titled Geologica!Engineering Services Coal Mine Hazard Assessment Renton Property, dated July 2001. ■ Transportation Engineers NorthWest, LLC preformed a Traffic Impact Study and has provided a report titled Tra�c lmpact Study, dated September 2001. , 6 - 1 7.0 OTHER PERMITS Some permits will need to be obtained throughout the project. These permits are listed below: • Clearing & Grading Permit • NPDES Permit from the Department of Ecology • Forest Practices Class IV permit The Clearing and Grading Permit was applied for on November 19, 2002. The other permits will be applied for as the project progresses. 7 - 1 8.0 EROSION AND SEDIMENTATION ANALYSIS AND DESIGN A"Temporary Erosion and Sediment Control Plan" (TESC Plan), along with the appropriate notes and details, has been submitted with the Grading and Temporary Erosion Control engineering drawings for this project on November 19, 2002. The TESC Plan was designed to meet the requirements of Section 1.2.5 and Appendix D of the KCSWDM. The following pages detail the calculations used to determine the size of the ponds and the orifice sizes shown on the plans. ' 8 - 1 _ _ _ _ � ' i Temporary Sediment Pond Sizing Calculations � Per 1990 King County Stormwater Management i Manual, Appendix 'D' ; � Project Name: Sunnybrook Project Number: 994-01-002 Facility Description: TESC Basin 'A' '� ', Step 1: Obtain the discharge from the hydrologic calculations of the peak flow for the 2-year runoff event. The 10-year peak flow shall be used if the project size, expected timing and duration of construction, or downstream conditions warrant a higher level of protection. I 10-yrpeak flow= 4.18 cfs (see attached calculations) I' ' Step 2: Determine the required surface area as follows: SA= 2 X 10- yr peak flow 0.00096 SA= 8,708 s.f. Step 3: Determine the required orifice area as follows: �=Required surface area = 8,708 s.f. h =Head of water above orifice = 3.5 ft. T =dewatering time= 24 hrs. g =acceleration of gravity= 32.2 ft/s � _ AS ( 2h }o s = 0.078 s.f. 0.6 x 3600 T go.s Step 4: Convert the required orifice area to the required orifice diameter: D =13.54 x Ao°�5 = 3.789 in Required orifice diameter= 3 7/8 in 8 - 2 Temporary Sediment Pond Sizing Calculations , Per 1990 King County Stormwater Management I Manual, Appendix 'D' �ii Project Name: Sunnybrook II�, Project Number: 994-01-002 I Facility Description: TESC Basin 'B' Step 1: Obtain the discharge from the hydrologic calculations of the peak flow for the 2-year runoff event. The 10-year peak flaw shall be used if the project size, expected timing and duration of construction, or downstream conditions warrant a higher level of protection. 90-yr peak tlow= 1.14 cfs (see attached calculations) Step 2: Determine the required surface area as follows: SA= 2 X 10-yr peak flow 0.00096 SA= 2,375 s.f. Step 3: Determine the required orifice area as follows: AS =Required surface area = 2,375 s.f. h =Head of water above orifice = 3.5 ft. T =dewatering time = 24 hrs. g =acceleration of gravity= 32.2 ft/s � _ AS �2h �0 5 0 5 = OA21 s.f. 0.6x3600Tg Step 4: Convert the required orifice area to the required orifice diameter: D =13.54 x P,a°5 = 1.979 in Required orifice diameter= 2 in 8 - 3 Temporary Sediment Pond Sizing Calculations Per 1990 King County Stormwater Management Manual, Appendix'D' Project Name: Sunnybrook Project Number: 994-01-002 Facility Description: TESC Basin 'C' Step 1: Obtain the discharge from the hydrologic calculations of the peak flow for the 2-year runoff event. The 10-year peak flow shall be used if the project size, expected timing and duration of construction, or downstream conditions warrant a higher level of protection. 10-yr peak flow= 1.79 cfs (see attached calculations) Step 2: Determine the required surface area as follows: SA = 2 X 10-yr peak flow I 0.00096 SA= 3,729 s.f. Step 3: Determine the required orifice area as follows: AS =Required surface area = 3,729 s.f. h =Head of water above orifice = 3.5 ft. T =dewatering time = 24 hrs. g =acceleration of gravity= 32.2 ft/s � _ AS �2h �o e = 0.034 s.f. 0.6 x 3600 T 9o.s Step 4: Convert the required orifice area to the required orifice diameter: D =13.54 x Aa°5 = 2.480 in Required orifice diameter= 2 112 in 8 - 4 Temporary Sediment Pond Sizing Calculations Per 1990 King County Stormwater Management Manual, Appendix 'D' Project Name: Sunnybrook Project Number: 994-01-002 Facility Description: TESC Basin 'D' Step 1: Obtain the discharge from the hydrologic calculations of the peak flow for the 2-year runoff event. The 10-year peak flow shall be used if the project size, expected timing and duration of construction, or downstream conditions warrant a higher level of protection. 10-yr peak flow= 1.59 cfs (see attached calculations) Step 2: Determine the required surface area as follows: SA= 2 X �0-yr peak flow 0.00096 SA= 3,313 s.f. Step 3: Determine the required orifice area as follows: AS =Required surface area = 3,313 s.f. h =Head of water above orifice = 3.5 ft. T =dewatering time= 24 hrs. g =acceleration of gravity= 32.2 ft/s �_ As �2h �o s = 0.030 s.f. 0.6 x 3600 T go.5 Step 4: Convert the required �rifice area to the required orifice diameter: D =13.54 x Ao°5 = 2.337 in Required orifice diameter= 2 3/8 in 8 - 5 9.0 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF I, COVENANT ' Bond quantities and facility summaries will be completed and submitted with final set of plans. A completed declaration of covenant will be submitted upon receiving engineering approval. 9 -1 10.0 OPERATIONS AND MAINTENANCE MANUAL 9 - 2 APPENDIX A Iv1AII�TENANCE ST,�NDARDS FOR PRIVATELY;VIAI:�ITAINED DRAINAGE FACII.ITTES N0. 14- OIL CONTROL FACILl1lES(CONT/NUED� A.) OiU Water Separators (Continued) Maintenance Defecf Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Damaged Coalescing Plate media broken,deformed,craciced and/or Replace that portion of inedia Plates showing signs of failure. pack or entire plate pack depending on seventy of failure. Damaged Pipes Inlet or outlet piping damaged or broken and in need PiQe repaired and or replaced. of repair. Baffles Baffles corroding,cracking,warping and/or showing Repair or replace baffles to signs of failure as determined by maintenance! specificaions. inspection person. Vault Structure Cracks wider than 1/2-inch and any evidence o(soil Vault replaced or repaired to ', Damage-Includes particles entering the structure through the cracks, design specifications. , Cracks in Walls, or maintenance inspection personnel deteRnines Bottom,Damage to that the vault is not structurally sound. Frame and!or Top Slab Access Ladder Ladder is corroded or deteriorated,not functioning Ladder replaced or repaired and Damaged properly,missing rungs,cracks,and misaligned. meets specifications,and is safe to use as determined by inspection personnel. Cracks wider than 1/2-inch at the joint of any inleU No cracks more than 1/4-inch ouUet pipe or any evidence of soil particles entering wide at the joint of the inleV the vault through the walls. outlet pipe. B.) Catch Basin Inserts Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Catch Basin Sediment When sediment forms a cap over the insert media of No sediment cap on the insert Accumulation the insert and/or unit. media and iYs unit. Trash and Debris Trash and debris accumulates on insert unit creating Trash and debris removed from Accumulation a blockage/restriction. insert unit.Runoff freely flows into catch basin. Inspection Inspection of inedia insert is required. Effluent water from media insert is free of oils and has no visible sheen. Media lnsert-Water Catch basin insert is sat�rated with water,which no Remove and replace media Saturated longer has the capacity to absorb. insert , Media lnsert-OiI Media oil saturated due to petroleum spill that drains Remove and replace media Saturated into catch basin. insert. I General Regular interval replacement due to rypical average Remove and replace media at II life cf inedia insert proauct. regular intervals,dependir,g on insert product. � 1998 Suriace Wa�er Desi�n 1,4anual 9i 1/93 � A-'_1 APPENDIX A �IAINTENANCE STANDARDS FOR PRIVATELY M�.INTAINED DRAINAGE FACII.ITIES N0. 13-WATER QUALITY FACILITIES (CONT/NUEC� _D.�Wetvaults � Maintenance Defect Condition When Maintenance is Needed Results Expected When Component Maintena�ce is Performed Wetvault Trash/Debris Trash and debris accumulated in vault,pipe or Trash and debris removed from Accumuiation inlet/ouUet,(includes floahables and non- vault. floatables). Sediment Accumulation Sediment accumulatlon in vault bottom that Removal of sediment from vault. in Vault exceeds the depth of the sediment zone plus 6- inches. Damaged Pipes �nleU outiet piping damaged or broken and in Pipe repaired and/or replaced. need of repair. Access Cover Cover cannot be opened or removed,especiatly Pipe repaired or replaced to Damaged/Not Worldng by one person. proper working specifications. Vault Structure Vault:Cracks wider than 1/2-inch and any No cracks wider than 1/4-inch at Damaged evidence of soil parbcles entering the structure the joint of the inleU outlet pipe. through the cracks,or maintenance/inspection Vault is determined to be personnel determines that the vault is not sVucturally sound. structurally sound. Baffles Baffles corcoding,cracking,warping and/or Repair or replace baffles to showing signs of failure as determined �y specificaticns. maintenance/inspection staf=. Access Ladder Damage Ladder is corroded or detenorated, not functicning Ladder repfaced or repair2d to prope�ly,missing rungs,has cracks and/or specificat�ons, and :s safe to misaligned. use as determined by inspec?ion personnel. i � 1998 Surface WaterDesign Manual 9!1/98 A-13 APPENDIX A MAIIv'TENANCE STANDARDS FOR PRNATELY vIAINTAIIv'ED DRAINAGE FACILTITES C.)Wetponds Maintenance Defect Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Wetpond Vegetation VegetaUon such as grass and weeds need to be Vegeta4on should be mowed to mowed when it starts to impede aesthetics of pond. 4 to 5 inches in height. Trees Mowing is generally required when height exceeds and bushes should be removed 1 B-inches.Mowed vegetation should be removed where they are interfering with from areas where it could enter the pond,either pond maintenance activities. when the pond level rises,or by rainfall runoff. Trash and Oebris Accumulation that exceeds 1 CF per 1000-SF of Trash and debris removed from pond area. pond. InIeU Outlet Pipe InIeU Outlet pipe clogged with sediment and/or No clogging or blockage in the debris material. inlet and outlet piping. Sediment Sediment accumulations in pond bottom that Removal of sediment from pond Accumulation in Pond exceeds the depth of sediment zone plus 6-inches, bottom. Bottom usually the first cell. Oil Sheen on Water Prevalent and visible oil sheen. Removal of sediment from pond bottom. Erosion Erosion of the pond's side slopes and/or scouring of Slopes should be stabilized by the pond bottom,that exceeds 6-inches,or where using proper erosion control continued erosion is prevalent. measures,and repair methods. Settfement of Pond Any part of these components that has settled 4- Dike/berm is repaired to Dike!Berm inches or lower than the design elevation,or speafications. inspector determines dike/berm is unsound. Rock Window Rxlc window is clogged with sediment. Window is free of sediment and debris. Overflow Spillway Rock is missing and soil is exposed at top of Reptace rocks to specifications. spillway or outside stope. 9/1198 - 199� Surrace��'ater Desi�n:��fanuai :�-12 APPENDIX A MAIN'TEN��CE STANDARDS FOR PRNATELY MAINTAL�IED DRAINAGE FACILI'I'IES NO. 12-ACCESS ROADS/EASEMENTS Maintenance Defect Condition When Maintenance is Needed Results Expected When Component Maintenance is Pertormed General Trash and Debns Trash and debris exceeds 1 cubic foot per 1,000 Floadway free of debris which square feet i.e.,trash and debris would fill up could damage tires. one standards size garbage can. Blociced Roadway Debris which could damage vehicle Gres(giass Roadway free of debris which or metal). could damage Gres. Any obstruction which reduces ctearance above Roadway overhead clear to 14 feet road surface to less than 14 feet high. Any obstruction restricting the access to a 10 to Obsiruction removed to al�ow at i 12 foot width for a distance of more than 12 feet least a 12 foot access. or any point restricting access to less than a 10 foot width. Road Surface Settlement, Potholes, When any surface defect exceeds 6 inches in Road surface uniformly smooth Mush Spots,Ruts depth and 6 square feet in area.In general,any with no evidence of settlement, surface defect which hinders or prevents pothafes,mush spots,or ruts. maintenance access. Vegetation in Road Weeds growing in the road surface that are Road surface free of weeds taller Surface more than 6 inches tall and less than 6 inches than 2 inches. tall and less than 6 inches apart within a 400- square foot area. Modular Grid Build-up of sediment mildly contaminated with Removal of sediment and disposal Pavement petroleum hydrocarbons. in keeping with Health Department recommendations for mildly contaminated soils or catch basin sediments. Shoulders and Erosion Damage Erosion within 1 foot of the roadway more than 8 Shoulder free of erosion and Ditches inches wide and 6 inches deep. matching the suRounding road. Weeds and Brush Weeds and brush exceed 18 inches in height or Weeds and brush cut to 2 inches hinder maintenance access. in height or cleared in suCh a way as to allow maintenance access. 9/1/98 1998 Surface Water Design Nianual A-10 APPENDIX A '.vIAINTEN?u�10E STANDARDS FOR PRNATELY MAINTAINED DRAINAGE FACILI'IIES N0. 10-CONVEYANCE SYSTEMS(PIPES & DtTCHES) Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is Pertormed Pipes Sediment&Debns Accumulated sediment that exceeds 20%of the Pipe cleaned ot alt sediment diameter of the pipe. and debris. Vegetation Vegetation that reduces free movement of water All vegetation removed so water through pipes. flows freely through pipes. Damaged Protective coating is damaged;rust is causing Pipe repaired or replaced. more than 50'/o deterioration to any part of pipe. Any dent that decreases the cross section area of Pipe repaired or replaced. pipe by more than 20%. Open Ditches Trash&Debris Trash and debris exceeds 1 cubic foot per 1,000 Trash and debris cteared from square feet of ditch and slopes. ditches. Sediment Accumulated sediment that exceeds 20%of the Ditch cleaned/flushed of all design depth. sediment and debris so that it matches design. Vegetation Vegetation that reduces free movement of water Water flows freely through througn ditches. ditches. Erosion Damage to See"Ponds"Standard No. 1 See"Ponds"Standarci No.1 Slopes Rock Lining Out of Maintenance person can see native soil Ceneath Replace rocks to design Place or Missing(If the rock lining. standards. Applicable). Catch Basins See"Catch Basins:Standard No.5 See"Catch Basins"5tandard No.5 Debris Barriers See"Debris Barriers"Standard No.6 See"Debris Barriers'Standard (e.g.,Trash Rack) No.6 NO. 11 -GROUNDS(LANDSCAPING) Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed General Weeds Weeds growing in more than 20%of the landscaped Weeds present in less than 5% (Nonpoisonous} area(trees and shrubs only). of the landscaped area. SafeN Hazard Any presence of poison ivy or other poisonous No poisonous vegetation vegetation. present in landscaped area. Trash or Litter Paper,cans,bottles,totaling more than 1 cubic foot Area clear of litter. within a landscaped area(trees and shrubs only)of 1,000 square feet. Trees and Shrubs Damaged Lirnbs or parts of trees or shrubs that are split or Trees and shrubs with less than broken which affect more than 25°0 of the total 5%of total foliage with split or foliage of the tree or shrub. broken timbs. Trees or shrubs that have been btown down or Tree or shrub in place free of knocked over. injury. Trees or shrubs which are not adequately supported Tree or shrub in place and or are leaning over,causing exposure of the roots. adequately supported;remove any dead or diseased trees. 1998 5uriace Water Desian D9anual 9l1,'98 � A-9 APPENDIX A MAIti'TE�ANCE ST��TDARDS FOR PRNATELY�f.-�IN'I'A�IED DR.�INAGE FACILITTES NO. 8- FENCING Maintenance Defect Conditions When Maintenance is Needed Results Expected When Companents Maintenance is Pertormed General Missing or Broken Any defect in ihe fence that permits easy entry Parts in place to provide adequate Parts to a facility. securiry. Erosion Erosion more than 4 inches high and 12-18 No opening under the fence that inches wide Dermitting an openirg under a exceeds 4 inches in height. fence. Wire Fences Damaged Parts Post out of plumb more than 6 inches. Post plumb to wfthin 1-1;2 inches. ToP rails bent more than 6 inChes. Top rail`ree�f bends grwater;�an 1 inch. Any part of fence(including post,top rails,and Fence i� .���_�:_ �r�� r��=��_� �:-_�-� fabric)more than 1 foot out of design alignment stand2r�= Missing or loose tension wire. Tensior :. re - _.�:_� _ -��_ _ fabnc. Missing or loose barbed wire that is sagging Barbed wire in place with less'�- more than 2-1/2 inches between posts. 3/4 inch sag between post. Extension arm missing,broken,or bent out of Extension arm in place with � shape more than 1 1/2 inches. bends larger than 3/4 incn. Deteriorated Paint or Part or parts that have a rusting or scaling Structurally adequate posts c Protective CoaUng condition that has affected sVuctural adequacy. parts with a uniform protec5v coating. Openings in Fabric Openings in fabric are such that an S-inch- No openings in fabric. ���T,a•_-n���� ,.,.,.i� �;r.�.,.,�n�., 1�V. �J tA l"'1 1 L V Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed General Damaged or Missing Missing gate or locking devices. Gates and Locking devices in Members place. Broken or missing hinges such that gate cannot Hinges intact and lubed.Gate is be easily opened and closed by a maintenance working freely. person. Gate is out of plumb more than 6 inches and Gate is aligned and vertical. more than 1 foot out of design alignment. Missing stretcher bar,stretcher bands,and ties. Stretcher bar,bands and ties in place. Openings in Fabric See"Fencing"Standard No.8 See"Fencing"Standard No.8 9!1/98 1998 Surface Water Desien�lanual A-8 APPENDIX A :viAIVTEtiAIVCE STANDARDS FOR PRNATELY�fAI:v'I'AINED DRAINAGE F.�CILI'ITES NO. 5-CATCH BASINS(CONTINUED� Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is performed Fre Hazard Presence of chemicals such as natural gas,oil and No fiammable chemicals gasoline. present. Vegetation Vegetation growing across and blocking more than No vegetation blocking opening 10%of the basin opening. to basin. Vegetation growing in inleUoutlet pipe joints that is No vegetation or root growth more than six inches tall and less than six inches present. apart Pollution Nonflammable chemicals of more than 4/2 cubic foot No pollution present other than � perthree feet of basin length. surface film. i Catch Basin Cover Cover Not in Place Cover is missing or only partially in ptace.Any open Catch basin cover is closed catch basin requires maintenance. � Locking Mechanism Mechanism cannot be opened by on maintenance Mechanism opens with proper , Not Working person with proper tools.Bolts into frame have less tools. than 1!2 inch of thread. Cover Difficult to One maintenance person cannot remove lid after Cover can be removed by one , Remove applying 80 Ibs.of lift;intent is keep cover from maintenance person. � sealing off access to maintenance. Ladder Ladder Rungs Ladder is unsafe due to missing rungs,misalignment, Ladder meets design standards Unsafe rust,cracks,or sharp edges. and allows maintenance person safe access. � Metal Grates Grate with opening wider than 7/8 inch. Grate opening meets design � (If Applicable) standards. Trash and Debris Trash and debris that is blocking more than 20%of Grate free of uash and debris. grate surface. Damaged or Grate missing or broken member(s)of Uie grate. Grate is in place and meets Missing. design standards. NO. 6 DEBRIS BARRIERS(E.G.,TRASH RACKS) Maintenance Defect Condition When Maintenance is Needed Results Expected When Components Maintenance is Performed. General Trash and�eoris Trash or debris that is plugging more than 20%of Barrier clear to receive capacity the openings in the barrier. flow. Metal Damaged/Missing Bars are bent out of shape more than 3 inches. Bars in place with no bends more Bars. than 3/4 inch. 9ars are missing or endre barrier missing. Bars in place according to design. Bars are loose and rust is causing 50°/a deterioration Repair or replace barrier to to any part of barrier. design standards. 9J1;98 1998 Suriace Water Desisn Manual A-6 V APPENDIX A VIAIiVTENANCE STANDARDS FOR PRIVATELY MAIIv"TAIVFD DR.�AGE FACILI'IgS NO. 5- CATCH BASINS Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is performed General Trash 8�Debris Trash or debris of more than 1/2 cubic foot which is No Trash or debris located (Includes Sediment) located immediately in front of the catch basin immediately in front of catch opening or is blocking capacity of the basin by basin opening. more than 10% Trash or debris(in the basin)that exceeds 1/3 the No trash or debris in the catch depth from the bottom of basin to invert the lowest basin. pipe into or out of the basin. Trash or debris in any inlet or outlet pipe blocking Intet and outlet pipes free of more than 1/3 of its height. trash or debris. Dead animals or vegetation that could generate No dead animals or vegetation odors that could cause compfaints or dangerous presant within the catch basin. gases(e.g.,methane). Deposits of garbage exceeding 1 cubic foot in No condition present which volume would attract or support the breeding of insects or rodents. Structure Damage to Comer of frame extends more than 3/4 inch past Frame is even with curb. Frame and/or Top Slab curb face into the street(If applicable). Top slab has holes larger than 2 square inches or Top slab is free of holes and cracks wider than 1/4 inch(intent is to make sure cracks. all mater!al;s runr�ng�nto bas'.n!. Frarn�nc?sitting fl�sn en'o;.s�ao, :.e., sz�ara�on 'rrame is si:�ing Flush cn�cp of mor�tran 3i4 incn o:the frame frcm the top slab. slab. Cracks in Basin Walls/ Cracks wider than 1!2 inch and longer than 3 feet, Basin replaced or repaired to Bottom any evidence of soil parOcles entenng catch basin design standards. through cracks,or maintenance person judges that structure is unsound. I Cracks wider than 1/2 inch and longer than 1 (oot No cracks more than 1/4 inc.� at the joint of any inleV outlet pipe or any evidence wide at the joint of inleVouUet of soil partides ehtering catch basin through pipe. cracks. � SedimenU Basin has settled more than 1 inch or has rotated Basin replaced er repaired to Misalignment more than 2 inches out of alignment. design standards. � 1998 Surface Water Design Manual 9/1/98 A-� APPENDIX A MAINTEN?�NCE STANDARDS FOR PRN:�TELY MAINTAINED DRAINAGE FACII.ITTES NO. 4- CONTROL STRUCTUREJFI.OW RESTRICTOR Maintenance Defect Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed i General Trash and Debris Distance between detrris build-up and bottom of All trash and debns removed. �I (Includes Sediment) orifice plate is less than 1-t/2 feet Structural Damage Structure is not securely attached to manhole wall Structure securely attached to and outlet pipe structure should support at least wall and outiet pipe. 1,000 Ibs of up or down pressure. Structure is not in upright position(allow up to Structure in correct position. 10%from plumb). Connections to outlet pipe are not watertight and Connections to outlet pipe are show signs of rust. water tight;structure repaired or I replaced and works as designed. Any holes—other than designed holes—in the Structure has no holes other structure. than designed holes. Cleanout Gate Damaged or Missing Cleanoui gate is not watertight or is missing. Gate is watertight and works as designed. Gate cannot be moved up and down by one Gate moves up and down easily maintenance person. and is watertight. i� Chain leading to gate is missing or damaged. Chain is in place and works as designed. Gate is rusted over 50%of its surface area. Gate is repaired or replaced to meet design standards.. Orifice Plate Damaged or Missing Control device is not working property due to Plate is in place and works as missing,out of place,or bent orifice plate. designed. Obstructions Any trash,debris,sediment,or vegetation Plate is free of all obstructions blocking the plate. and works as designed. Ovefiow Pipe Obstructions Any trash or debris blocking{or having the Pipe is free of all obstructions potential of blocking)the overflow pipe. and works as designed. Manhole See"Closed Detention Systems'Standards No.3 See`Closed Detention Systems' Standards No.3 Catch Basin See"Catch Basins"Standards No.5 See'Catch Basins"Standards No.S 9/1/98 1998 Sur[ace Water Design Manual � A-4 APPE:`'DIX A MAI:`TENau'VCE ST�u'VDr1RDS FOR PRIVATELY;yfAIN'TAII�IED DRAINAGE FACILTTIES NO. 2-INFILTRATION Maintenance Defect Conditions When Maintenance Results Expected When Component Is Needed Maintenance Is Performed General Trash&Debns See'Ponds'Standard No.1 See'Ponds'Standard No.1 Poisonous Vegetation See'Ponds'Standard No. 1 See'Ponds'Standard No. 1 Potlution See'Ponds'Standard No. 1 See'Ponds'Standard No. 1 Unmowed Grass/ See'Ponds'Standard No. 1 See'Ponds'Standard No. 1 Ground Cover Rodent Holes See'Ponds'Standard No. 1 See'Ponds'Standard No.1 Insects See'Ponds'Standard No.1 See'Ponds"Standard No. 1 Storage Area Sediment A percolation test pit or test of facility indicates Sediment is removed and/or facility facility is only working at 90%of its designed is cleaned so that infiitration system capabilities. If two inches or more sediment is works according to design. presen4 remove. Sheet Cover(If Sheet cover is visible and has more that three Sheet cover repaired or replaced. Applicable) t!4-inch holes in it. Sump Fillsd with Any sediment and debris filling vault to 10%of C{ean out sump to design depth. Sediment and Debris depth from sump bottom to bottom of outlet pipe (If Applicable) or obstructing flow into the connector pipe. Flter Bags Flled with Sediment Sediment and debris fill bag more than 1/2 fufl. Replace filter bag or redesign and Debris system. Rock Filters Sediment and Debris By visual inspection,littte or no water flows Replace gravel in rock filter. through filter during heavy rain storms. Side Slopes of Pond Erosion See'Ponds'Standard No. 1 See'Ponds'Standard No.1 Emergency Rock Missing See'Ponds'Standard No. 1 Overflow Spillway Settling Ponds and Sediment Remove when 6'or more. Vaults Note: Sediment accumulaDon of more than.25 inches per year may indicate excessive erosion is occurring upstream of the faciliry or that conveyance sysfems are not being prope�ly maintained. The contnbuting drainage area should be checked for erosion prob/ems o� inadequate maintenance of conveyance sysfems if excessive sedimentation is noted in an rnfiltration facility. Check twice a year during firsf 2 years of opera�on;once a year thereafter. Clean manho/es/catch basins,repair damaged inlets/outJets, clean trash racks. 9/1!93 1998 Surface Water Desien:ldanuai :1-2 � KING COL'NTY. WASHINGTON, SURFACE WATER DESIGN MANL�AL APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES N0. 1 - DETENTION PONDS Maintenance Defect Conditions When Maintenance Results Expected When Component Is Needed Maintenance Is Performed General Trash&Debris Any trash and debris which exceed 1 cubic foot Trash and debris cleared from site. per 1,000 square feet(this is about equal to the amount of trash it woutd take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. Poisonous Vegetation Any poisonous or nuisance vegetabon which No danger of poisonous vegetation may constitute a hazard to County personnel or where County personnel or the the public. public might normally be. (Coordination with Seattle-King County Health Departrnent) Po{lution Oil, gasoline,or other ccntaminants of one No contaminants present other than gatlon or more or any amount found that could: a surface film. (Coordination with t)caus2 damage to plant,animal,or marine life; Seattle/King County Health 2)constitute a fire hazard;or 3)be flushed Department} downsiream dunng rain storms. Unmowed Grass/ If facility is located in pnvate residential area, When mowing is needed, Ground Cover mowing is needed when grass exceeds 18 grass/ground cover should tre inches m height. In other areas,the general mowed to 2 inches in height. policy is to make the pond site rnatch adjacent Mowing of selected higher use ground cover and terrain as long as there is no areas rather than the entire slope interrerence with the function of the facifity. may be acceptable for some situations. Rodent Holes Any evidence of rodent holes if facility is acting Rodents destroyed and dam or as a dam or berm,or any evidence of water berm repaired. (Coordination with piping through dam or berm via rodent holes. Seattle/King County Health Department) Insects When insects such as wasps and homets Insects destroyed or removed from interfere with maintenance activities. site. Tree Growth Tree growth does not allow maintenance access Trees do not hinder maintenance or interferes with maintenance activity(i.e.,slope activities. Selectively cultivate trees mowing,silt removal,vactoring,or equipment such as alders for firewood. movements). ff trees are not interfering with access,leave trees alone. Side Slopes of Pond Erosion Eroded damage over 2 inches deep where Slopes should be stabilized by cause of damage is still present or where there using appropriate erosion contro! is potential for continued erosion. measure(s};e.g.,rock reinforcement,planting of grass, compaction. Storage Area Sediment Accumulated sediment that exceeds 10%of the Sediment cleaned out to designed designed pond depth. pond shape and depth;pond reseeded if necessary to control erosion. Pond Dikes Settfements Any part of dike which has settled 4 inches lower Dike should be built back to the than the design elevation. design elevation. Emergency Rock Missing only one layer of rock exists above native soil in Replace rocks to design standards. Overflow/Spillway area five square feet or larger,or any exposure of native soil at the top of out flow path of spillway. Rip-rap on inside slopes need not be replaced. 1998 5urface Water Desisn 1�1anua1 9/:/98 � a-1