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HomeMy WebLinkAboutDrainage Reports - 10/30/2001; . `.�. t 'y ' : �. ' � �i� � �/�' � � � � I I � FINAL DRAINAGE AND EROSION CONTROL REPORT FOSSIL CREEK COMMUNITY PARK October 10, 2001 �_ � � � � � � r T 0 'C�C��Mf�� OCT I � 2CG1 x� - J•R ENGINEERING A Subsidiary of Westrian FINAL DRAINAGE AND EROSION CONTROL REPORT FOSSIL CREEK COMMUNITY PARK October 10, 2001 Prepared by JR ENGINEERING 2620 E. Prospect Rd., Suite 190 Fort Collins, Colorado 80525 (970) 491-9888 Prepared for City of Fort Collins Cultural, Recreational and Library Services Park Planning and Development Fort Collins, CO 1ob Number 9262.00 ' ' ' October 10, 2001 We appreciate your time and consideration in reviewing this submittal. Please call if you have any questions. � J•R ENGINEERING Basil Hamdan City of Fort Collins ' Stormwater Utility P.O. Box 580 Fort Collins, CO 80522-0580 � � Re: Final Drainage and Erosion Control Report for Fossil Creek Community Park R JR Project #: 9262.00 w � Dear Mr. Hamdan: �� We are pleased to submit to you for your review and approval the attached "Final Drainage and ' Erosion Control Report for Fossil Creek Community Park". All computations within this report have been completed in compliance with the City of Fott Collins Storm Drainage Criteria Manual and address the comments frorn the August 2001 submittal. � � , � ' ' , , i � Sincerely, JR Engineering '�� � � � � III�//I_�'/ Amber Reed, EIT Design Engineer II � �. Dav' . lockeman, Division Manager ) RE�js� .K`oc�F9�Q "�"�g�io z: -o ; r 9p� �.,. � �.•' � `�,=S��NAIENG\� 2G20 Eas� Prospoct Road, Suice 190, Fott Collins, CO 80525 970-491-9888 • Fax: 970-491-9984 • www.jrcngineering.wm 1 ' ' ' � � L� r � 1 L �- � 1 �J ' , , , � � TABLE OF CONTENTS PAGE TABLEOF CONTENTS ................................................................................................................. i 1. GENERAL LOCATION AND DESCRIPTION ....................................................................1 1.1 Location .............................................................................................................................. 1 1.2 Description of Property ....................................................................................................... 1 2. DRAINAGE BASINS AND SUB-BASINS .......................................................................... 1 2.1 Major Basin Description ..................................................................................................... 1 2.2 Existing Sub-basin Description ........................................................................................... 1 3. DRAINAGE DESIGN CRITERIA ......................................................................................... 2 3.1 Regulations ......................................................................................................................... 2 3.2 Hydrological Criteria .......................................................................................................... 2 33 Hydraulic Criteria ............................................................................................................... 3 4. DRAINAGE FACILITY DESIGN ......................................................................................... 4 4.1 General Concept .................................................................................................................. 4 4.2 Sub-Basin Descriptions ....................................................................................................... 5 5. WATER QUALITY CONCEPTS .......................................................................................... 6 6. EROSION CONTROL ........................................................................................................... 6 6.1 Erosion and Sediment Control Measures ............................................................................ 6 6.2 Dust Abatement .................................................................................................................. 6 6.3 Tracking Mud on City Streets ............................................................................................. 7 6.4 Maintenance ........................................................................................................................ 7 6.5 Permanent Stabilization ...................................................................................................... 7 7. CONCLUSIONS .....................................................................................................................7 7.1 Compliance with Standards ................................................................................................ 7 7.2 Drainage Concept ................................................................................................................ 8 8. MISCELLANEOUS ............................................................................................................... 8 8.1 Variances .............................................................................................................................8 9. REFERENCES ....................................................................................................................... 9 Final Drainage and Erosion Control Report Page i Fossil Creek Community Park October 10, 2001 ' , A.PPENDIX A MAPS AND FIGURES APPENDIX B HYDROLOGIC CALCULATIONS ' APPENDIX C INLET CALCULATIONS APPENDIX D PIPE CALCULATIONS , APPENDIX E RIP RAP CALCLJLATIONS APPENDIX F STREET CAPACITY CALCLTLATIONS `' APPENDIX G WATER QUALITY POND DESIGN � APPENDIX H EROSION CONTROL CALCULATIONS APPENDIX I � EXCERPTS FROM OTHER REPORTS � �. ' ' 1 ' � ' , � , 1 ' ' Finat Drainage and Er�ion Confrol Report Pape ii � Fossil Creek Community Park October 10, 2001 ' ,�- � 1. GENERAL LOCATION AND DESCRIPTION ' 1.1 Location � Fossil Creek Community Park is a tract of land located in the Northeast Quarter of Section 12, Township 6 North, Range 69 West of the 6`�' Principal Meridian, City of Fort Collins, � Larimer County, Colorado. The project is bounded on the north by Miramont, Fossil Creek � Meadows and unplatted land, on the west and south by Huntington Hills, and on the east by . L Lemay Avenue. 1.2 Description of Property � The property is a 94.4 acre parcel of land in southeast Fort Collins. The property is being �. proposed as a community park with basketball and tennis courts and soccer and baseball r fields. There are several buildings proposed with this development as well as parking lots. �.. Fossil Creek flows through the site from west to east and is joined by flows from Mail Creek. � A vicinity map is located in Appendix A. � b �� L R � � 2. DRAINAGE BASINS AND SUB-BASINS 2.1 Major Basin Description According to the City of Fort Collins Master Drainage Plan, this site lies in the Fossil Creek Master Drainage Basin. The Master Drainageway Planning Study for the Fossil Creek Drainage Basin prepared by Simons, Li & Associates, Inc. dated August 1982 does not require on-site storm water detention for this site. 2.2 Existing Sub-basin Description ' Historically, the site has a ridge running northwest to southeast that directs runoff to either Fossil Creek to the north or to the ponds located in the southern portion of the site. Slopes ' on the site vary from 0.7 to 30%. ' Soils on site include Kim Loams (soil numbers 54-56), Heldt clay loam (#48), Longmont Clay (#63), and Renohill clay loam (#90). These soils have a wide variety of runoff and ' erosion hazard characteristics. Runoff for soils 54, 48, and 63 have slow to moderate runoff Final Dralnage and Erosion Control Report Page 1 , Fossil Creek Community Park October 10, 2001 1 , t � , � , 3. : r �. � �� � � � � , �� � � � � ' , ' � ' ' characteristics with slight to moderate erosion hazards. Soils 55, 56, and 90 are classified by severe runoff and severe erosion hazard. The Kim loams are in hydrologic group B and the rest of the soils are in hydrologic group C. A soils map for the site is located in Appendix A. A soils report by Temacon reveals that ground water was encountered at fairly shallow depths in the southeast portion of the site. Portions of this report are located in Appendix I. DRAINAGE DESIGN CRITERIA 3.1 Regulations This report and associated calculations were prepared to meet requirements established in the "City of Fort Collins Storm Drainage Design Criteria and Construction Standards" (SDDCCS), dated May 1984 and updated January 1997. The new rainfall criteria, as amended by Ordinance 42.199, was used for the 2-year and 100-year design storrns. Runoff computations were made using the rational method. Where applicable, the criteria established in the "Urban Storm Drainage Criteria Manual" (ITDFCD), 1984, developed by the Denver Regional Council of Governments, has been utilized. 3.2 Hydrological Criteria The Rational Method was used to determine both 2-yeaz and 100-year peak runo� values for each sub-basin. Runoff coef�icients were assigned using Table 3-2 of the SDDCCS Manual. The Rational Method is given by: Q = C�CIA (1) where Q is the maximum rate of runoff in cfs, A is the total area of the basin in acres, Cf is the storm frequency adjustment factor, C is the runoff coefficient, and I is the rainfall intensity in inches per hour for a storm duration equal to the time of concentration. The frequency adjustment factor, Cn is 1.0 for the initial2-year storm and 1.25 for the major 100- year storm. The runoff coefficient is dependent on land use or surface characteristics. The rainfall intensity is selected from Rainfall Intensity Duration Curves for the City of Fort Collins (Figure 3.1 of SDDCCS). In order to utilize the Rainfall Intensity Duration Curves, Final Drainape and Erosion Control Report Page 2 Fossil Creek Community Park October 10, 2001 ' ' ' the time of concentration is required. The following equation is used to determine the time of concentration t� = t, + t� (2) ' where t� is the time of concentration in minutes, t; is the initial or overland flow time in ' minutes, and t� is the conveyance travel time in minutes. The initial or overland flow time is calculated with the SDDCCS Manual equation: LJ � ti = [1.87(1.1 - CCf)Lo.s���s�o3a �3� where L is the length of overland flow in feet (limited to a maximum of 500 feet), S is the average slope of the basin in percent, and C and C� are as defined previously. � All hydrologic calculations associated with the sub-basins shown on the attached drainage � plan are included in Appendix B of this report. A summary of these calculations for the � basins is included in Table 3.1 below. � � � ' ' ' ' , 1 TABLE 3.1- DRAINAGE SUMMARY TABLE D�sl�Tribuhry Area C(2) C(100) tc (2) tc (700) ; Q(2)tot Q(100)Wt DRAINAGE Sub�asln STRUCTURE Polnt ; (ac) �min) (min) �i (ds) (cfs) IREMARKS I � 1 101 3.42 • 0.66 0.&3 ; B.7 5.4 I 5.3 27.0 To Ponds 2 and 3 2 102 6.36 0.24 0.30 13.4 13.4 ' 3.0 13.2 Flow to Fossil Creek 3 103 4.85 i 0.25 0.31 13.3 13.3 2.4 10.4 Flow to Fossil Creek 4 104 12.72 �� 0.33 0.41 13.6 13.6 � B.1 35.4 To WQ Pond 1 Sa 105a 4.54 0.39 0.49 15.2 15.2 3.3 14.3 To WQ Pond 1 Sb 105b 4.97 0.58 0.72 13.6 13.6 j 5.6 24.4 To WQ Pond 1 Sc 105c 2.44 0.59 0.74 B.7 6.7 3.4 16.2 To WQ Pond 1 6 106 7.24 � 20 6 0.32 j 12.3 12.3 � 3.8 16.4 To Pond 1 7 107 28.49 023 0.28 22.8 22.8 I 9.7 42.3 To Ponds 2 and 3 8 108 i 1.93 � 0.32 0.40 13.1 13.1 � 1.2 5.4 Flow to Fossil Creek 9 709 3.47 0.77 0.96 20.6 18.4 4.2 19.6 Futuredevdoprtrcnt _ 10 � 110 2.69 O.B1 _ 1.00 20.2 18.0 3.5 16.0 Future devdoprtierk � 3.3 Hydraulic Criteria For the storm pipe design, the computer program StormCAD, developed by Haestad Methods, Inc. was used. StormCAD considers whether a storm pipe is under inlet or outlet Final Drainape and Erosion ConVol Report Page 3 Fossil Creek Community Park October 10, 2001 � ' ' , ' 1 ' , 4. � , 1 �� ' control and if the flow is uniform, varied, or pressutized and applies the appropriate equations (Manning's, Kutter's, Hazen-Williams, etc). StormCAD also takes into account tailwater effects and hydraulic losses that are encountered in the storm structures. It calculates the losses through an inlet or manhole by allowing the user to assign a coef�'icient for the equation, h�= K*�u2�2g) Where h� = headloss K = headloss coefficient V = average velocity (ft/s) g = gravitational constant (32.2 ffilsZ) DRAINAGE FACILITY DESIGN 4.1 General Concept The basic concept for this site is to route stormwater to nearby water features. This is done via overland flow and some inlets and pipes. Underdrains are also being used on the site in order to remove some of the runoff from around the basketball courts, tennis courts and buildings. Since the grading of the site is removing the current outlet for the ponds (an open ditch), the outlets will require improvements. Pipes are being provided that will allow the ponds to be drained with the option to drain Pond 2 without draining Pond 1. The new outlets for the ponds are being incorporated into a lazge storm sewer system that includes the under drains and the storm pipes from the low points. , The Fossil Creek Master Plan specifies that detention for this site is not required. Underground storm sewer is sized to accommodate developed 2-yeaz flows. The site is located close enough to Fossil Creek that the peak runoff for the site occurs before the peak � for the basin. Water quality is a concern and therefore the runoff from impervious areas is treated in either the wetland adjacent to lake 2, within the existing ponds, or the proposed , extended detention basins. The sizing of the proposed water quality pond has been designed to meet guidelines given in the Urban Storm Drainage Criteria Manual Volume 3(1999). ' The water quality pond outlet has been designed with final construction plans. Water quality calculations are found in Appendix H. 1 , Flnel Drainage and Erosion Controi Report Page 4 Fossil Creek Community Park October 10. 2001 � 1 1 ' , t , 1 � � . � F- � » � , , 1 ' ' ' ' t 4.2 Sub-Basin Descriptious Flows enter this site from the existing developments of Huntington Hills PUD Filings 4, 5 and 6. These contributing areas were described in detail in the "Final Drainage Report, Fossil Creek Community Park Phase I(Lakes 1, 2 and 3)", JR Engineering, Ltd., Revised September 13, 1996. The original calculations for these areas were developed using the old rainfall criteria. These calculations have been updated as part of this report. All calculations are included in Appendix I. Runoff from Sub-Basin 101 is delivered via overland flow through the existing wetlands into pond 3. The flows within the parking area within this subbasin are collected in area inlets after they are conveyed through proposed grass swales within the parking lot islands. Said inlets outlet though a pipe system adjacent to said existing wetland. Sub-basins 102 and 103 deliver runoff to Fossil Creek directly via overland flow. Runoff from Sub-basin 104 is conveyed via overland flow to area inlets located at low points. This stormwater eventually enters the proposed Water Quality Pond and then flows into Fossil Creek. Runoff from Sub-basins l OSa, l OSb, and l O5c are conveyed via overland and gutter flow to the proposed Water Quality Pond. From there flows enter Fossil Creek. Runoff from Sub-basin 106 is conveyed via overland and swale flow to Pond 1. Runoff from Sub-basin 107 is conveyed via overland and swale flow to Pond 2 and Pond 3. Runoff from Sub-basin 108 is conveyed via overland and gutter flow to the proposed Water Quality Pond. From there, flows enter Fossil Creek. Runoff from Sub-basin 109, the west half of the proposed widening of Lemay Avenue, is routed via sheet and curb flow northerly to the existing inlets at the Fossil Creek box culvert. Runoff from Sub-basin 110, the east half of the proposed widening of Lemay Avenue, is routed via sheet and curb flow northerly to the existing inlets at the Fossil Creek box culvert. Ffnal Drainage and Erosion Control Report Page S Fossil Creek Community Park October 10, 2001 ' ' S. ' , �� � 4_. � � � 6. � , ' 1 ' , , ' ' , , WATER QUALITY CONCEPTS The water quality provided with this proj ect includes the use of an extended detention basin and the use of bio-swales and existing wetlands to remove unwanted particulates in the runoff. The north and eastern portion of this site is treated for water quality in the extended detention basin located next to Fossil Creek near the Lemay Avenue crossing. The existing lakes in the park control the water quality for the southern portion of this site. The northwestern portion of the site that drains to the south releases runoff to the existing wetlands for water quality treatment. Water quality Pond 1 is sized to accommodate 2-year flows from sub-basins 104, lOSa, lOSb, and lOSc. The 100 year flow from sub-basin lOSa is routed through water quality pond 1, over the spillway into Fossil Creek. EROSION CONTROL 6.1 Erosion and Sediment Control Measures Erosion and sedimentation will be controlled on-site by use of inlet filters, silt fences, straw bale barriers, gravel construction entrances, and seeding and mulch. The measures are designed to limit the overall sediment yield increase due to construction as required by the City of Fort Collins. During overlot and final grading the soil will be roughened and furrowed perpendicular to the prevailing winds. Straw bale dikes will be placed along proposed swales. Erosion control effectiveness, rainfall performance calculations and a construction schedule will be provided with the final report. 6.2 Dust Abatement During the performance of the work required by these specifications or any operations appurtenant thereto, whether on right-of-way provided by the City or elsewhere, the contractor shall furnish all labor, equipment, materials, and means required. The Contractor shall cany out proper efficient measures wherever and as necessary to reduce dust nuisance, and to prevent dust nuisance that has originated from his operations from damaging crops, orchards, cultivated fields, and dwellings, or causing nuisance to persons. The Contractor will be held liable for any damage resulting from dust originating from his operations under these specifications on right-of-way or elsewhere. Final Drainage and Erosion Control ReporE Page 6 Fossil Creek Community Park October 10, 2001 1 ' , ' 1 , , � �. r � � �. ,� � L� �- � , 7. ' ' , ' 6.3 Tracking Mud on City Streets It is unlawful to track or cause to be tracked mud or other debris onto city streets or rights-of- way unless so approved by the Director of Engineering in writing. Wherever construction vehicles access routes or intersect paved public roads, provisions must be made to minimize the transport of sediment (mud) by runoff or vehicles tracking onto the paved surface. Stabilized construction entrances are required with base material consisting of 6" coarse aggregate. The contractor will be responsible for clearing mud tracked onto city streets on a daily basis. 6.4 Maintenance All temporary and permanent erosion and sediment control practices must be maintained and repaired as needed to assure continued performance of their intended function. Straw bale dikes or silt fences will require periodic replacement. Sediment traps (behind straw bale barriers) shall be cleaned when accumulated sediments equal approximately one-half of trap storage capacity. Maintenance is the responsibility of the developer. 6.5 Permanent Stabilization A vegetative cover shall be established within one and one-half years on disturbed areas and soil stockpiles not otherwise permanently stabilized. Vegetation shall not be considered established until a ground cover is achieved which is demonstrated to be mature enough to control soil erosion to the satisfaction of the City Inspector and to survive severe weather conditions. CONCLUSIONS 7.1 Compliance with Standards The storm drainage improvements designed by this development meet the criteria set forth in the City of Fort Collins Storm Drainage Criteria manual. Water quality and best management practices recommended in the "Urban Storm Drainage Criteria Manual — Volume 3"(1999) have been used. Final Drainage and Erosion Contrd Repor4 Page 7 Fossil Creek Communiry Park October 10, 2001 , ' ' 7.2 Drainage Concept ' Runoff from the major storm will be collected and ultimately conveyed to Fossil Creek. This will happen via several methods including pipe flow, overland flow and swale flow. The , runoff will be intercepted by inlets and conveyed in pipes to water quality ponds. The minor storm washes the majority of pollutants from the site. The water quality ponds will allow the pollutants to settle out of the stormwater runoff before entering the Fossil Creek. , � ` 8. MISCELLANEOUS ' 8.1 Variances � A variance is being requested with this proposal and is listed as follows: A. A variance is requested for steeper than 4:1 side slopes in the swale outlet to Fossil � Creek. ' ' 1 r-, L� l� ' ' ,--, LJ ' Flnai Drainage and Erosion Control Report Pape 8 Fossil Creek Community Park October 10, 2001 , �� ' � � 9. � ' � ' � � � � � ` , � � � � � ' 1 REFERENCES 1. F� � City of Fort Collins, "Storm Drainage Design Criteria and Construction Standards", (SDDCCS), dated May 1984. Soil Survey of Larimer County Area, Colorado. United States Department of Agriculture Soil Conservation Service and Forest Service, 1980. Terracon, "Preliminary Geotechnical Engineering Report: Proposed Fossil Creek Community Park", February 7, 2000. 4. Urban Drainage and Flood Control District, "iJrban Storm Drainage Criteria Manual", Volumes 1 and 2, dated March 1969, and Volume 3, dated September 1, 1999. 5 � 7. 8. � 10. 11 "Final Drainage Report, Fossil Creek Community Park Phase I(Lakes 1, 2 and 3)", JR Engineering, Ltd., Revised September 13, 1996 "Final Drainage Report, Huntington Hills PUD Filing No. 5", JR Engineering, Ltd., Revised July 21, 1995 "Preliminary Drainage and Erosion Control Report, Huntington Hills PUD, Filing 5", Resource Consultants and Engineers, Revised January 1995 "Final Drainage Report for Huntington Hills PUD Filing No. 3", Resource Consultants and Engineers, October 1993 "Drainage Report for Huntington Hills PUD Filing No. 4", Resource Consultants and Engineers, June 1994 "Addendum to Huntington Hills PUD Filing No. 4 Drainage Report", Resource Consultants and Engineers, October 1994 "Addendum No. 2- Final Drainage and Erosion Control Report, Huntington Hills Filing No. 2", Resource Consultants and Engineers, Revised December 1994 F(nal Drafnape and Erosion Control Report Page 4 Fossii Creek Community Park October 10, 2001 � ' � ' � � � � � � � � � � 1 ' 1 � � a APPENDIX A MAPS AND FIGURES ' ' ' i � — � � I Skywoy � P \L� Pro ject � J lL ha� �,P S}Q � � l G I b P I Ire _ J I�o�'`` �� �I `�ti� �y J �Gec 0 `E'c J Trilby Rood � �a� r�5 e���1 rw5 I .�e'���•�, o�o e.o, I � bP rlp ao,e�' � r�� I � �OJ� c5 ee � G` I — O I o,°c J o �Q°` . c'` . rlp City Boundory 1 � � " b hb I � rp \ --� � rlp a^o � bp rlp N Benson >. Lake 0 ; � � � � �rn = I �o l - � I S`G�o o�� i -- rlP � rlp — rlp — VICINITY MAP N. T. S. 1 ' Soils Map , ' � i�o '\O 76 6 53 v, `,c+,p 63 76 6 7t 90 � `�.,- �' _ , z..w, '�'6d. ' � ' �t,,, �'.i;". -"��',- *:+� .48t . 34 'S 48 ,�"'tpH a • "' � �'' � 48 a . �� I1� 119 �4 �6 j- 10 '+..,.� , � i � ' z - 3 "x;� � y�r �S: o .� 7'�,^�� 1�,�1F�, `a, :�tiF�.. d�' �. . '•, 'ri �y , {. _ �. � ai a, i•' i 4�c�` ''' 'g�.i i � �i / 3d � a.--� 11�� � � '� ^ '� J �' Ip 74 W Y � � r � �fi{" 5� ,� 48 � ' ! 4' 49 ` '" 6 � �, V 55 �.3 � S 37 55 37 L / 5 '';V73 "Zo �. ' 108 . 108 i'D � ' � ._, � ,'�.�? 65 � � 3 ` 49� o ..1'� li� '-��. � ` � 65 . 43:: 103 •' 79` 3 63 �r, 6•. '. 108 74 '\ )03 � a F 4Q�� �(,F ..� :�i'.�-r,. .��� � S__._ —,_�.'___• � ' ' ' . , ' • . ' I ' ' • . � � � � �- � �. � � �� � � C '�J � L 1 1 � 0 APPENDIX B HYDROLOGIC CALCULATIONS � 1 ' ' � , , L � � �.. ' 1 1 � ' ' , � , W J m aL i"� �N I.L QC GC G ��/� V/ V a z � � W� N N N d c c � `� " `� E E �►_-- � � U U � � � � � V n a �� W N O O O O O O � N O > > ��� D LL LL a a a a�� LL�� 0 0� U C�J Ci C1 0 o B N N a 3 3���� a a 3�' o� o 0 0 0 0 0 0 0>> F- lL LL �- F-- F- ►- F- F-- LL LL lL O ^ � O N sT eF c"1 � N'�t M � �D O �� v h f'� O � d' � CC (O N �j Oi c0 N � � cn � N � � �t � +��' � C7 O� � M fD `d CO t� N N tA N v �A t7 fV t0 M iA M f''> � � M � O C � `7 ['7 tD N fD � M GD � `�t O � '£ �j M ('7 M � t7 � N fV � GD CD V � � � � N � � �. N C ^`�t c� (D N fD r c"') CD r fD N � t7 c'7 M �A C'') � N �J �1 O O wE � � � � N � N N O ^ � a�0 M e�7 � `�d, � � M N a O�i P � O O O O O O O O O O O � U .N.. f�0 N N M M � � N N � f� aD V o 0 0 o ci o 0 0 0 0 0 0 dU N tD �A A 1n � � N � T `�7 (�O ` vt c'� aD Q � fh f0 � N V' � N!� N � f� N r C A .�} 7 � O O O O O O O O O O O � � � L � '"' � C G1 C �p 'M 'p •- N th a IA �A � fD h fD �� d a e � x � O J LL N � � JR Engineering 2620 E. Prospect Rd., Sie. 190 Fort Collins, CO 8525 RUNOFF COEFFICIENTS & % IMPERVIOUS LOCATION: Fossil Creek Conernuntiy Park PROJECT NO: 9262.00 COMPUTATIONS BY: B. STRAND DATE: 4/19/01 Recommended Runoff Coefficients from Table 3-3 of City of Fort Collins Design Criteria Recommended % Impervious from Urban Storm Drainage Criteria Manual Streets, parking lots (asphalt): Sidewalks (concrete): Roofs: Lawns (2 -79�o slopes, heavy soils): Runoff % coefficient Impervious C 0.95 100 0.95 96 0.95 90 0.20 0 SUBBASIN TOTAL TOTAL ROOF PAVED SIDEWALK LANDSCAPE RUNOFF % DESIGNATION AREA AREA AREA AREA AREA AREA COEFF. Impervious (ac.) (sq.R) (sq.ft) (sq.fl) (sq.ft) (sq.H) ��) 101 3.42 148, 776 0 77, 528 14, 259 56,989 0.66 61 102 6.36 276,824 589 0 15,330 260,905 0.24 6 103 4.85 211,469 589 0 13,198 197,682 0.25 6 104 12.72 554,132 46,661 7,280 39,530 460,661 0.33 16 105a 4.54 197,918 0 37,847 12,070 148,001 0.39 25 105b 4.97 216, 305 0 89, 948 18, 671 107,686 0.58 50 105c 2.44 106,458 0 51,765 3,728 50,965 0.59 52 106 7.24 315,260 0 8,401 14,833 292,026 0.26 7 107 28.49 1,240,963 4,056 0 40,952 1,195,955 0.23 3 108 1.93 84,183 0 9,8t4 4,072 70,297 0.32 16 WQ Pond 1 24.67 1,074,8f3 0 186,840 73,989 813,974 0.38 24 109 3.47 151,180 11,511 90,658 12,870 36,141 0.77 75 110 2.69 117,107 0 83,132 12,090 21,885 0.81 81 Equations - Calculated C coefficients &% Impervious are area weighted C=E(CiAi)/At Ci = runoff coefficient for specific area, Ai Ai = areas of surface with runoff coefficient of Ci n= number of different surfaces to consider At = total area over which C is applicable; the sum of all Ai's 9262FLOWbfs.xls ' ' .g' $ � m�� ��no w`�a 1 c � �U C d LL W O m y N Y K � ' ' ' r i ' 1 ' ' ' , � 1 ' li � N Z N � LL F N Z � W � Z � O Q U � LL Q Q N WC G h Fx.. ea a •a C 7p C U ^ d ~ � U $ � � o .N � � � ' fi a m � �� � U } m � Z O � � ('"' (--' � F"� w 4 0 (� �Q � F- �. 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N � N � JR Engineering 262(1 E. ProspeCt Rd., Ste. 190 Fort Collins, CO 80525 RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 2-Yr Storm) LOCATION: Fossil Creek Communtiy Park PROJECI' NO: 9262.00 COMPUTATIONS BY: B. STRAND DATE: 4/19/O1 2 yr storm, Cf = 1.00 � DIRECT RUNOFF CARRY OVER TOTAL REMARKS Design Tributary A C Cf tc i Q(2) from Q(2) Q(2)tot Sub-basin Design ' Polnt (ac) (min) (iNhr) (cfs) Pant (ds) (cfs) 1 101 3.42 0.66 8.7 2.34 5.31 5.31 To Ponds 2 and 3 102 6.36 0.24 13.4 1.96 3.03 3.03 Flow to Fossil Creek � 103 4.85 0.25 13.3 1.87 2.38 2.38 Flow to Fossil Creek 4 104 12.72 0.33 13.6 1.95 8.12 8.12 To WQ Pond 1 5a 105a 4.54 0.39 15.2 1.85 3.28 3.28 To WQ Pond 1 5b 105b 4.97 0.58 13.6 1.95 5.58 5.58 To Pond 1 r Sc 105c 2.44 0.59 8.7 2.35 3.39 3.39 To Ponds 2 and 3 6 106 7.24 0.26 12.3 2.04 3.77 3.77 To Pond 1 �, 7 107 28.49 0.23 22.8 1.50 9.71 9.71 To Ponds 2 ar�d 3 8 108 1.93 0.32 13.1 1.98 1.24 1.24 Flow to Fossil Creek 9 109 3.47 0.77 20.6 1.59 4.24 4.24 Future development � 10 110 2.69 0.81 20.2 1.60 3.49 3.49 Future development . Q=�+f�i1/4 � � , r � � �, � , 9262FLOWbfs.xl5 Q = peak discharge (cfs) C = runoff coefficient Cr = frequency adjustment factor i= rainfall intensity (in/hr) from City of Fort Collins IDF curve (4/16/99) A= drainage area (acres) i= za.ni i�io+ cc>079°° JR Engineering 2620 E. Prospect Rd., Ste. 190 Fort Collins, CO 80525 RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 100-Yr Storm) LOCATiON: Fossil Creek Communriy Park PROJECT NO: 9262.00 COMPUTATIONS BY: B. STRAND DATE: 4/19/O1 100 yr storm, Cf = 1.25 DIRECT RUNOFF CARRY OVER TOTAL REMARKS Des. Area A C Cf tc i Q(100) from Q(100) Q(100)tot Design Point Design. (ac) (min) (iNhr) (cfs) Point (cfs) (cfs) 1 101 3.42 0.83 5.4 9.55 27.02 27.0 To Ponds 2 and 3 102 6.36 0.30 13.4 6.84 13.21 13.2 Fbw to Fossil Creek 103 4.85 0.31 13.3 6.87 10.37 10.4 Flow to Fossil Creek 4 104 12.72 0.41 13.6 6.82 35.39 35.4 To WQ Pond 1 Sa 105a 4.54 0.49 15.2 6.47 14.29 14.3 To WQ Pond 1 Sb 105b 4.97 0.72 13.6 6.80 24.35 24.4 To Pond 1 Sc 105c 2.44 0.74 6.7 8.99 16.22 16.2 To Ponds 2 and 3 6 106 7.24 0.32 12.3 7.11 16.42 16.4 To Pond 1 7 107 28.49 0.28 22.8 5.23 42.32 42.3 To Ponds 2 and 3 8 108 1.93 0.40 13.1 6.92 5.41 5.4 Flaw to Fossil Creek 9 109 3.47 0.96 18.4 5.87 19.63 19.6 Future development 10 110 2.69 1.00 18.0 5.94 15.97 16.0 Future development Q=C1/� r � �. 1 � ' ' r � � ' 9262FLOWbts.xis Q = peak discharge (cfs) C = runoff coefficient i= rainfall intensiry (in/hr) from City of Fort Collins IDF curve (4/16/99) A= drainage area (acres) �= ea.sa2 i��o+ ��o.� � T�- r - - _ ! '� / I , � � � � � / / 1 . ' ' , . : � : . 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TYPE-13 COMBII�IATI4N — -- — — � CURB INLET TYPE-R �4o TYPE-13 GRATED - - U v } F- U a a30 v / F- � � � �� � �0 � � �e W20 / 6' -� � . a �% � Oov � _ L J / � J / �'� -; • Q 1 � � � � � 1.i . . � _� ���`L� � � � - FIaURE 806 r 1.a '_ H n. w 0 � 0 J lL � ll] H / F' . � .� w a � m ¢ O � J J �¢ � - � X - ! ¢ = 6' oubl i � ��� �� 0 0.2 0.4 0.8 0.8 1.0 DEPTH OF FLOW (tt) WRC ENQ. REFERENCE: WRC ENGINEERING� INC., TM-2 FEB 1984 t � ' ' , , �. � � E ' ' , ' ' LOVELAND STORM DRAINAGE CRITERIA MANUAL STANDARO DETAIL SD-3 GRATED INLET TYPE 13 r. -��, :t•- `'��'•T .r. � ���� :•e� :�� .`'••,' . _•i,8� .•�.. ., .'� .. Std '✓oller Gutter Sect�on Sttl. Type 13 Fiom� ontl G�ote ` �f' .� �'� 'I.' • . � _'i: j �� .:s• .��:� .:i '�•� . �. • �. � .K e��..: ! 40"� Slope Floor to Outlef '• : ' �• �� � : �: .� : •��'.�: �•.'�'- . ' '' '�>�• : � :•' .: ;: .`'.. O '� '• �. . . :� �. _ � .• �. :.:' .. ' 3 - J �t ' �! •' _,,. . • 3 ' • ' :. : •�- �`� �\`^ ` i�' i�,.� .,• �. 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O� Q� a=� v v v � °'�� ��� � � o� aU � E `� o 'n C M l'7 N f0 t'' � � N N N� Of Qi Ql ac >y� a v v � W .� � � fN0 O �f � f0 N `'' U N � � v Q' .- Ni �i �� N v � � Q N n � � N .-. �d � CO 2 O� O O O C (n `� O O O O U = v a�o n oo^ n � c� ^ � J v � o T E �� Z� C � � CL.1 U U �� C C C � � � � � N a r- N C7 a adri. ��� � � o Q '� m • i m a �U a� c W p o N a` m m m N N n i� 0 N Q N � � 0 n � � U � v ' J m �3 m d9 � �° w� a °' �� O Q m cnn U C 9N O t m � m m m _ A ` € � O d „ 'c ; E5 d O1 O C U '� Y � N i Un�id — � co y W O tL � O l0 �p � O O � O � � N O � � O a % O ' � c O � > � W 0000000000 �o�noao�no�no�n �cD���������� pM���������� � OOMd'�'�������� t � � -- M ��� I � � d' ..� a � �� � ' ' � � Mo J�fA MM� �� a�o r �Q N� � �t �L ��� J�U � �� ON �� r !�� ��Q �E; J �fn 0 �U �Qe e ��C Q�s �' s ��i J�G ,,{ ���t � �t'a'� U ,F � C � .... N � �'C ti . d j j,C� aJCCp�� �QCCN ,��OJc� O O N �� O� MN� ��ML � �U pN'C�00,C o a a� a� .. a :. � �..»�� + +.��CCp�•• � U)�-- � N � _,J��J(!) O 0 t � � � ln li�i u� u'i � (V .- ��N ��nL �sr� U O ('� . . r � � ^� ��r + LL � iLr � � � c oi Q� � QC � N J��Jfn � 0 - -. o ��� a�i t° o � � Q � d � rn �> �o �oa �a wo, � o a�i � 'o a` � � m � N r M O � Q � � ro 0 � co 0 H U a ' � � m oi �c m mD c @ c ° w� � °' � � Y 0 0 m n M U C N � 0 v � 0 � N N N 2 B E N Y � � O � N C C �� E � E m o c U 'm Y � U N Q .y p�j N ��o �^ moo � o �$o y�o o � o ax� Overflow Swale Sizing Worksheet for Trapezoidal Channel � � � t, � � Project Description Project File x:\3920000.a1113926200\drainage\9262fm.fm2 Worksheet Pond 1 Overflow Channel Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coe�cient 0.035 Channel Slope 0.007000 ft/ft Left Side Slope 5.000000 H: V Right Side Slope 5.000000 H: V Bottom Width 35.00 ft Discharge 10.20 cfs Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is subcritical. 0.22 ft 8.01 ft2 37.26 ft 37.22 ft 0.14 ft 0.034853 ft/ft 1.27 ft/s 0.03 ft 0.25 ft 0.48 1 ' , , , � osizoioi ' 09:41:33 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.15 Page 1 of 1 ' � � � � � � � � � � .J � a � � � APPENDIX E RIP RAP CALCULATIONS , � ' ' LOCATION: FOSSIL CREEK COMMUNITY PARK [TEM: RIPRAP CALCULATIONS FOR CIRCULAR CONDUIT OUTLETS ' COMPUTATIONS BY: A. Reed SUBMITTED BY: JR ENGINEERING DATE: 6/19/Ol ' From Urban Strom Drainage Criterial Manual, March 1969 (Referenced figures are attached at the end of thi5 section) ' Q = discharge, cfs D= diameter of circular conduit, ft Y, = taitwater depth, ft V= allowabie non-eroding velocity in the downstream channel, ft/s �" = 7.0 fUs for erosion resistant soils � = 5.5 ft/s for erosive soils , From From k Des►gn Tailwater Allowable Fig. 5-7 Table 5-1 Type of F/ow Diam. Depth Velocity QfN Y_ Riprap d� f LOCAT/ON Plpe Qroe (��) D(/t) yr (�I V(fUs) p,.a � TYPe i�n) 4 DP-1 RCP 17. i 2.00 1.49 5.5 6.05 0.75 Type L 9.0 DP-2 RCP 11.9 2.00 2.00 5.5 4.21 1.00 Type t 9.0 r DP-3 RCP 5.3 1.25 0.93 5.5 3.79 0.74 Typ@ L 9.0 I�. ' ' � 1 ' ' , 1 , , 9262RIP.xIs 1 ILOCATION: FOSSIL CREEK COMMUNITY PARK ITEM: RIPRAP CALCULATIONS FOR CIRCULAR CONDUIT OUTLETS ' COMPUTATIONS BY: A. Reed SUBMITTED BY: JR ENGINEERING DATE: 6/19/Ol ' From Urban Strom Drainage Criterial Manual, March 1969 (Referenced figures are attached at the end of this section) ' o = discharge, cfs D= diameter of circular conduit, ft Yt = tailwater depth, ft V= allowabie non-eroding velocity in the downstream channel, ft/s " = 7.0 ft/s for erosion resistant soils �, = 5.5 ft/s for erosive soils , Figure 5-8 From Riprap Riprap Figure 5-9 Min. L '� Depth Depth Width Expanslon L=(1/(2tanq)) from to U2 U2 to L of Riprep g Factor At = QN •(At/Yt-W) Flgure 5-8, L Use L � LOCATION (in) (�n) (ft) ��'a 1/(2 tan 8) (ft�) l� i�) �ft) � DP-1 18.0 13.5 6.00 3.0 6.7 3.11 0.58 6.00 8.00 DP-2 18.0 13.5 6.00 2.1 6.7 2.16 -8.15 6.00 6.00 r DP-3 18.0 13.5 3.75 3.0 6.7 0.96 -1.43 3.75 3.75 � ' 1 i � 1 1 1 1 1 ' 9262RIP.xIs ' ,o 0 N fD , ' , � r I � � � r � 1 , ' ' � ' ' � 3 ° � � a � � 3 � � y L � C a0 .�� �r a � ,� ►-� Lrr ,p O �z m� 0 �U � [.~r C � � a �J• .0 .�.�. �C � Z � U w � � � � �� z ��a .a a' 'o C7 .. d � � �,� ; z� .� °' �, W o c�g p� oaa�� y� �� w�Qtio �•� j; .° � � y € � m o � C CC � fn � � z Q W � o v� � � [� CT' .k E-� � C �, � C� • e � 0. '� W � f0 'C w a� O � O � Q � � o � �� N � � � < � � �� � V! � ' J � a � � 0 .� y Q � m � � m C � 1 � C cv �. � c � � ! c � co c � i � � � 1 d C � � � O y n n n > �n vi � �i m L 3 � a a C � � Y C p O v � � C t 1� ~ i- m � a0 � ,� C1 C CO O H .r. N O � � � a � CO O V � H �. y � � a °' � Y C O O U � C L � �2 ~ •.G1. �" A � v� 01 C O O � � � <.i � r.. N O � � y a m O O i V � F i : N ! y 0 � � � LL � � i m � i � a � � i Q ; o 0 � LL 2 � m m � � %. i d r- o°�o. � � � I ' w O O i N � � � � � � � � o�� i m ` � cV CV N t7 0 i io , N C ' � � � N N ! � � 0 � ; � � y � o 0 ' � o j � J i � w � � •m o��ti � � m v � o ,� > v m �n — o 'o. c�'o � c � � � a � � o � w Z � n � � O � C � Q C � o � � m N X � �..' � N � ' 1 ' ' 1 r r � � �. �: � � � L� ' ' � ' ' � � , � Bank Weir Flow Parking Lot into Water Quality Pond LOCATION: FOSSIL CREEK COMMUNITY PARK PROJECT NO: 9262.00 COMPUTATIONS BY: A. Reed SUBMITTED BY: JR ENGINEERING DATE: 06/20/Ol Equation for flow over a broad crested weir ���� Q = CLH� � � i where C= weir coefficient = 2,6 � spill elev�tl�on H = overflow height 4— � � L= length of the weir The parking lot is assumed to spill evenly over the edge of the ashpalt. WQ Pond Q (100) = 14.3 cfs Spill elev = 4906.00 ft Spill Length = 247.00 Weir depth required: Use H = 0.08 ft v = 0.73 ft/s 9262RIP.xIs = 0.95 in. '. � ' 1 �, �- . � � _ _. � � r � , ' ' ' 1 ' ' , G'i�y e� �or�' Co ��i nS Table 8-1 1 CI.ASSIFICATIOtI ALID GFiADATION OF ORDI2ZARY RZPE2AP �k of Total Weiqht Smaller than the Stoae Sisa d�'�' Riprap Desiqaatioa Givea Siss (ia pouada) (iaches) 70-100 85 Class 6'j'j' S0-70 35 35-50 la 6 2-10 <i 70-100 440 Class 12 SO-70 275 35-50 . 85 12 2-10 3 100 1275 Class 18 SO-70 655 35-50 275 18 2-10 10 100 'sSUO Class 24 50-70 1700 35-50 65� 24 2-10 35 Table 8-2 � F�T.PP.AE' REQII�iTS 'E�OR CSP_*IZIEL LIh'gIGS'h" �o.i�� �Sj-1� o.st�' �k �Pe'�. 0 t0 1.4 No Riprap Recruired 1.5 to 4.0 Class 6 Riprap 4.1 to 5.8 Class 12 Riprap 5.9 to 7.1 Class 18 Riprap 7.2 to 8.2 Class 24 Riprag tUse S,=2.5 unless the source of rock and its der.sities are knoan at the time of design. f"j'Table valid only for Froude number of 0.8 or iess and side siopes no steeper than 2h:lv. ' 1 ' � F . P' � � � � t � ' i� ' � � , DRAINAGE CRITERIA MANUAL MAJOR DRA I PIAGE � Table 5-1 CLASSIFICATION AND GRADATION OF ORDINARY RIPRAP Riprap Oesignation Type VL Type L Type M Type H Type VH � Smaller Than Given Size By Weight 70-100 50-70 35-50 2-10 70-100 50-70 35-50 2-10 70-100 50-70 35-50 2-10 100 50-70 35-50 2-10 100 50-70 35-50 2-10 * Intermediate Rock d50 Dimension (Inches) (Inches) 12 9 6 6** 2 15 12 9 9** 3 21 18 12 12 4 30 24 18 18 6 42 33 24 24 9 *d50 = Mean particle size ** Bury types VL and L with native top soil and revegetate to protect from vandalism. - 5.2 Wire Enclosed Rock Wire enclosed rock refers to rocks that are bound together in a wire basket so that they act as a single unit. One of the major advantages of wire enclosed rock is that it provides an alternative in situations where available rock sizes are too small for ordinary riprap. Another advantage is the versatility that results from the regular geometric shapes of wire enclosed rock. The rectangular blocks and mats can be fashioned into almost any shape that can be 11-15-82 � DRAINAGE CRITERIA MANUAL RIPRAP ' , , � � c � " c � � t , u E ^' g' a o + L � � � ' ' , 1 1 � H d � a � 0 s u c 0 N N V ►- C V Y V E � � y o a ♦- y Q � � v ': a n F >' � u '� t a .� r � a 0 � .a v c d x W 0 � � � Z � J I a 11-15-82 URBAN ORQINAGE & FLO00 CONTROL OISTRIC� p � ,c N � � � o a N � � L c � W � 0 :% t9 � v � � 's — �o u ; �v u a�i .� L O ,Q u` � v +� c d O c �' �,�j o` � N N � J N \ J W J li.. O � n. Z O f- U W O � a Z � � � �.1.� �-- W J E- � 0 �-- � 0 Z O U � � W CC � � lt. DRAINAGE CRITERIA MANUAL n a 0 Yt/D RIPRAP Use Oa i�stead of D whenever flow is supercritical in the barrel. �� Use Type L for a distance of 3D downstream . �IGURE 5-7. RIPRAP EROSION PROTECTION AT CIRCULAR CONDUIT OUTLET. 11-15-82 URBAN ORAINAGE 8 FL000 CONTROL UISTRICT ORAINAGE CRITERIA MANUAL � 9 = Expansion Anyle , ' , , , I 1 , 1 m c .- o � N a 00 U � Z O � Z Q a. x W RIPRAP FIGURE'S-9. EXPANSION FACTOR FOR CIRCULAR CONDUITS 11-15 -82 URBAN DRAINAGE 8 FLOOD CONTROI OlSTRICT � TAILWATER DEPTN / CONOUIT HEIGHT, Y t/ � � � � � r .. C � � � G � � � � �I � e � � APPENDIX F STREET CAPACITY CALCULATIONS � 1 1 1 ' t , 1 1 ' 1 ' ' ' ' 1 ' ' , ' JR Engineering, Ltd. 2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525 LOCATION: FOSSIL CREEK COMMUNITY PARK ITEM: CHECK OF STREET CAPACITY COMPUTATIONS BY: B. STRAND SUBMITTED BY: JR ENGINEERING Note: Oesign flows and street ppaaties are given for one side of ihe sireet unless othenvise indicated 4/23/01 Des. Street Name Roadway Slope 2 yr Design flow meets 100 yr Design flow meets Width (%) Capacity Q(2) cNteria? Capacity Q(100) criterta? Point (ft) (cfs) (cfs) (cfs) (cfs) 9 FUTURE LEMAVE AVE. 50 1.0 11.64 4.20 yes 40.14 19.60 yes 10 FUTURE LEMAVE AVE. 50 7.0 11.64 3.50 yes 40.14 16.00 yes Street Capaaty.xls toft ' � ' � 1 0.15' 0.46' 0.17' Area A = (0.15')(23') + (2"/12)'(2')'(1/2) + (5.52"/12)`(2') + (5.52"112)'(23')'{1/2) = 9.83 sq. ft. Area B=(14')'(3.36/12)*(1/2) = 1.96 sq. ft. JR Engineering, Ltd. 2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525 LOCATION: FOSSIL CREEK COMMUNITY PARK ITEM: CHECK OF STREET CAPACITY COMPUTATIONS BY: B. STRAND SUBMITTED BY: JR ENGINEERING Major Stortn (100-yr) Design in accordance to "Storm Drainage Design Criteria and Construction Standards" City of Fort Collins, May 1984. Street with 50' Roadway, vertical curb and gutter - collector street -depth of water over crown not to exceed 6", buildings shail not be inundated at the ground line -calculate for channel stopes from 0.4% to 7% Theoretical Capacity: use Mannings eq. Allowable Gutter Flow: Q=1.486/n'R�'S�n'A Qa11=F"Q where Q= theoretical gutter capacity (cfs) F= reduction factor (Fig. 4-2) n= roughness coeff. Qall = allowable gutter capacity (cfs) R= A/ P Q= Qa+�n A = cross sectional area (fC�) P = wetted perimeter (ft) S = channel slope Section A Section B A= 9.83 ft2 A= 1.96 ft2 P= 25.93 ft P= 1428 ft R= 0.38ft R= 0.14ft n= 0.016 n= 0.035 Both sides of street S Qa Qb Qtot F Qall Qall 0.40% 30.33 1.40 31.73 0.50 15.87 31.73 0.50% 33.91 1.57 35.48 0.65 23.06 46.12 0.60% 37.14 1.72 38.86 0.80 31.09 62.18 0.80% 42.89 1.99 44.87 0.80 35.90 71.80 1.00% 47.95 2.22 50.17 0.80 40.14 80.27 1.50% 58.73 2.72 61.45 0.80 49.16 98.31 2.00% 67.81 3.14 70.95 0.80 56.76 113.52 3.00% 83.05 3.85 86.90 0.72 62.57 125.13 4.00% 95.90 4.44 100.34 0.60 60.20 120.41 5.00% 107.22 4.96 112.18 0.48 53.85 107.70 6.00% 117.45 5.44 122.89 0.40 49.16 98.31 7.00°k 126.86 5.87 132.74 0.34 45.13 90.26 Street Capacity.xls 1of1 4/23/01 F� C` , ., �� ..., � r � • JR Engineering, Ltd. 4/23/01 2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525 � � I' � � � � « r E � ' ' ' ' ' ' ' ' ' LOCATION: FOSSIL CREEK COMMUNITY PARK ITEM: CHECK OF STREET CAPACITY COMPUTATIONS BY: B. STRAND SUBMITTED BY: JR ENGINEERING Minor Storm Design in accordance to "Storm Drainage Design Criteria and Construction Standards" Ciry of Fort Collins, May 1984. Street with 50' Roadway, vertical curb and gutter no curb topping, flow may spread to crown of street calculate for channel slopes from 0.4% to 7% Theoretical Capacity: use revised Mannings eq. Allowable Gutter Flow: Q=0.56*Z/n`S"�`y�3 Qa11=F*Q where Q= theoretical gutter capacity (cfs) F= reduction factor (Fig. 4-2) Z= reciprocal of cross slope (ft/ft) Qall = allowable gutter capaciry (cfs) n = roughness coeff. S= channel slope (ff/ft) Q= Qa - Qb + Qc y= depth of flow at face of gutter (ft) Section A Section B Section C Z= 12.0 ff/ft Z= 12.0 ff/ft Z= 50.0 ft/ft n= 0.013 n= 0.013 n= 0.016 y= 0.50 ft y= 0.33 ft y= 0.33 ft Both sides of street S Qa "W Qc Qtotal F Qall Qall 0.40% 5.15 1.70 5.76 9.20 0.50 4.60 9.20 0.50% 5.76 1.90 6.44 10.29 0.65 6.69 13.38 0.60% 6.31 2.08 7.05 11.27 0.80 9.02 18.04 0.80% 7.28 2.40 8.14 13.02 0.80 10.41 20.83 1.00% 8.14 2.69 9.10 14.55 0.80 11.64 23.29 1.50% 9.97 3.29 11.15 17.83 0.80 14.26 28.52 2.00% 11.51 3.80 12.87 20.58 0.80 16.47 32.93 3.00% 14.10 4.66 15.76 25.21 0.72 18.15 36.30 4.00% 16.28 5.38 18.20 29.11 0.60 17.47 34.93 5.00% 18.20 6.01 20.35 32.54 0.48 15.62 31.24 6.00% 19.94 6.59 22.29 36.72 0.40 14.69 29.38 7.00% 21.54 7.11 24.08 38.51 0.34 13.09 26.18 SVeet Capaciry.xls 1of1 � C� � C G C APPENDIX G WATER QUALITY POND DESIGN � � � � � � � � � , � L� � t Jft Engineerin g ' WATER QUALITY CAPTURE VOLUME SUMMARY FOR EXTENDED DETENTION � PROJECT NAME: Fossil Creek Community P$rk JR PROJECT NO: 9262.00 , COMPUTATIONS BY: A. Reed DATE: 6/20/O1 Guidelines from Urban Strom Drainage Criterial Manual, September 1999 � (Referenced figures are attached at the end of this section) � Use 40-hour brim-fuli volume drain time for extended detention basin � Water quality Capture Volume, WQCV = 1.0 '(0.91 " i3 - 1.19 " iZ + 0.78i) Design Volume: Vol = WQCV/12 ' Area " 1.2 . MA,IOR Trib. Impervioua X Impervious WQCV Deaipn BASIN area Ratio, la 1� IaN00 (watershed Inches) Volume, Vol. (acrea) (ac-ft) WC2 Pond 1 24.67 24 0.24 0.13 0.32 � 1 ' � 1 ' ' ' ' ' ' 9262WQ.xls,6/20/01,8:47 AM Water Quality Pond - Stage/Storage LOCATION: FOSSIL CREEK COMMiTNITY PARK PROJECT NO: 9262.00 COMPUTATIONS BY: A. Reed SUBMITTED BY: JR ENGINEERING DATE: 6/19/O1 V= 1/3 d( A+ B+ sqrt(A'B)) where V= volume between contours, ft3 d= depth between contours, ft A= surface area of contour WQ POND WQCV Elev. - Spil/ Elev. - Surface Incremental Total Stage Area Storage Storage (ft) (�) (ac-ft) (ac-ft) 4899.7 0 4900.0 25 0.000 0.00 4901.0 400 0.004 0.00 4902.0 1184 0.017 0.02 4903.0 2250 0.039 0.06 4904.0 3610 0.067 0.13 4905.0 5744 0.106 0.23 4905.6 7272 0.089 0.32 4906.0 8291 0.071 0.39 Detpond.xls ' , t ' � � � A k � �, � � � �. � i 1 1 1 1 � WQ POND Emergency Overtlow Spillway Sizing LOCATION: FOSSIL CREEK COMMUNITY PARK PROJECT NO: 9262.00 COMPIJTATIONS BY: A. Reed SUBMITTED BY: ]R ENGINEERING DATE: 06/19/O1 Equation for flow over a broad crested weir ���� Q = CLH� 1 ir where C= weir coefficient = 2.6 � spill eleva�on H = overflow height �— L —� L= length of the weir The pond has a spill elevation equal to the maximum water surface elevation in the pond Spillways will be designed with 0.5 ft flow depth, thus H= 0.5 ft Size the spillway assuming that the pond outlet is completely clogged. W Pond Q (100) = 14.3 cfs Spill elev = 4906.00 ft Min top of berm elev.= 4907.00 Weir length required: L= 16 ft Use L = 16 ft Detpond.xls v = 1.46 ft/s 100 yr WSEL = 4906.50 ft ' � � w ' � � r � � � � � w � r � ` � Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility Water Quality Pond 1 Projecc Name: Fossil Creek Community Park Project Number: 9262.00 Company: JR Engineering Designer: A. Reed Date: 06/20/Ol 1. Basin Storage Volume A) Tributary Area's �mperviousness Ratio (i=1�/100) B) Contributing Watershed Area (Area) C) Water Qualiry Capture Volume (WQCV) (WQCV = 1.0' (0.91 ' i3 -1.19' i� + 0.78i) ) D) Design Volume: Vol = WQCV/12' Area ' 1.2 2. Outlet Wo�ks A) Outlet Type (Check One) B) Depth at OuUet Above Lowest Perforations (H) C) Required Maxiumum Outlet Area per Row, (Ao) (Figure EDB-3) D) Perforation Dimensions {enter one only) i) Circular Perforation Diamter OR ii) 2" Height Rectangular Perforation Width E) Number of Columns (nc, See Table 6a-1 for Maximum) F) Actual Design OuNet Area per Row (qp) G) Number of Rows (nr) H) Total outlet Area (Ao,) 3. Trash Rack A) Needed Open Area: A, = 0.5' (Figure 7 Value)' Aa, B) type of Outlet Opening (Check One) ' C) For 2", or Smatler, Round Oaening,(Ref: Figure 6a) I) Width of Trash Rack and Concrete Opening (W�„�) from Table 6a-1 ii) Height of Trash Rack Screen (H�) , = H- 2" for flange of top support iii) Type of Screen Based on Depth H) Describe if "other" , iv) Screen Opening Slot Dimension, Describe if "other" v) Spacing of Support Rod (O.C.) Type and Size of Support rod (ReF. Tabie 6a-2) � la= 24 °k i = 0.24 A = 24.67 acres WQCV = 0.13 watershed inches Vol. = 0.32 ao-ft x Orifice Plate Perforated Riser Pipe Other: H = 8.1 ft Ao = 0.24 square inches D = 5�16 inches, OR W = inches nc = 3 number Ao = 0.23 square inches nr = 18 number Ao, = 4.14 square inches A, = 140.8 square inches x < 2" Diameter Round 2' High Rectanaular Other: W� = 9 inches HTR' 7�.2 inches x S.S. #93 VE Wire (US Filter) Other: x 0.139" (US Filter) Other: 3/4 inches #156 VEE , Page 1 � ' vi) Type and size of Holding Frame (Ref: Table 6a-2) 3/8" x 1.0" flat bar D) For 2" High Rectans�ular Openin� (Refer to Figure 6b): � 1) Width of rectangular Opening {W) W= inches ii) Width of Perforated Plate Opening (Wconc=W+12") W� = 12 inches � iii) Width of Trashrack Opening (VVopening) W,�,,,u,o = inches from Table 6�1 iv) Height of Trash Rack Screen (H�) HTR = inches � � v) Type of Screen (based on Detph H) Klempn" KPP Series Aluminum (Describe if "other) Other: F' vi) Cross-bar Spacing (Based on Table 6�1, KlempTM KPP inches �= Grating). Describe if "othe�' Other: F � � �` � ' � ' t � � � , , ' � vii) Minimum Bearing Bar Size (KlempTM Series, Table 6�2) (Based on depth of WQCV surcharge) 4. Deterrtion Basin length to width ratio 5. Pre-sedimentation Forebay Basln - Enter design values A) Volume (5 to 10% of the Design Volume in 1 D) B) Surface Area C) Connector Pipe Diameter (Size to drain this volume in �minutes under inlet control) D) PavedlHard Bottom and Sides 6. Two�tage Design 1:5 (UW) acre-feet acres inches yes/no A) Top Stage (D� = 2' minumum) D,,,,n = 6 feet B) Bottom Stage (D� = D� + 1.5' min, D� + 3.0' max. Storage = 5% to 15% of Total WQCV) C) Mic.�o Pool (Minimum Depth = the Larger of 0.5'Top Stage Depth or 2.5 feet) Storage = 0.39 acxe-feet D� = feet Storage = 0 acre-feet Surf. Area = acres Depth = feet Storage = 0 acre-feet Surf. Area = acres D) Total Volume: Vol,,, = Storage from 5A + 6A + 6B Vol�„ = 0.39 acre-feet Must be > Design Volume in 1D 7. Basin Side Slopes (Z, horizontal distance per unit vertical) Minimum Z= 4, flatter preferred 8. Dam Embankment Side Slopes (Z, horizontal dlstance per unit ver Minimum Z= 4, flatter preferred 9. Vegetation (Check the method or describe "other") Page 2 Z = 4 (horizontaUvertical) Z = 4 (horizonta!/vertical) x Native Grass Irrigation Turf Grass Other: � DRAINAGE CRITERIA MANUAL (V.3) STRUCTURAL BEST MANAGEMENT PRACTICES � 10 � � 2.1 1.( .: � 0.6C w m U l� � 0.4� E � > �' � � 0.2C U � � � O � :: 0.10 � � � �: 0.04 � 0.02 �� �� 0.04 0.06 0.10 e 020 0.40 0.60 1,0 2.0 ��2�ci Require Area per Row,a (in.2 ) FIGURE EDB-3 Wate� Quality Outlet Sizing: Dry Extended Detention Basin With a 40-Hour Drain Time of the Capture Volume 9-1-99 Urban Drainage and Flood Contrd District 4.0 6.0 S-43 ' ' O c0 � O O) � � Ur� I�' � O J �_- N � au W -o �� II II o .�,' � O a� � > o- O � o � 3 -° _ o �a�°� �� U � C � a� o �� � �� � o w � �� —� �o o� � c� U O 3 —� O -o � �� °o a� � 0 > 0 � � � � L C� � a� � � �c i.� U -�-� • - N Q _� a �a O � �� � � � O o O � � � � ��� .r N a � � a� � � O 1 ; � � � � — V� \ p � � p i . � � �� �o ; o � cn i > U°� �a�i � w �� ~cn � o � w �� > o � � � � � � O � d' !I � w 3 �> � z a z 0 a � O) O� � �- I I � w � � � � � J :� W � � U � � F-- � F— J � � O � U C� � 1 , 8w 4,-�w sw Removable and Lockable 8olt Down or Overflow Grote � C8x18.75 American Standard Lock Down Structural Steel Chonnel. Trosh Rock Attached By welding WQCV Level - _ , 4n . - - � C C _- - U.S. Filter• Stainless Steel Perforoted Steel Well-Screen Flow Control Plote - {or equal) � �a�0 "_ 100-yr Outlet _ Orifice Control � C8x18J5 Americon _ _ (if applicable) Standard Structurol - Steel Channel Farmed ,� Into Concrete Bottom � And Sides Of w�. ' � Trosh Rack Attoched - - By Intermittont Welds. 4" .- Outlet Pipe �$" Min, , - 3" MIN. � � _ - I� � -_ - - - � - - � - = - - -- - _ � _ - - � ; -- - ie• . _ - - 1 � Well-Screen Frame Attached To Channel By Intermittant Welds - � Section A—A _ _ ' Steel Perforated Flow Control Plate , , , , Stainless Steel Support Bors Wca,�. No. 93 Stainless � ' ' �� ' Steel (U.S. Filter. Trosh Rock Attoched � 6' � or Equol) �res By Intermittont Nt"• , Welding All Around I O.iS9'� 0.090�� FIOw — I � Section B B Plan View Flow � Limits for this Standardized Design: S@CtlOt1 C—C 1, All outlet plate openings are circular. R Value =(net open areo)/(gross rack area) , 2. Maximum diameter of openin9 = 2 inches. = 0.60 *U.S. Filter, St. Paul, Minnesoto, USA , ' � ' � A � _ ° ,� � Structurol Steel Channel WPlote WPlate — WConc. + 6 Formed Into Concrete, To Span Width Of Structure. � See Section A—A �ll/ ` Conc. r - _' O O O ' .:- ` � � � ' _ Hole dia= D � � �. Min. steel plate �t�'� � �- - � thickness = 1 /4" ' ..� o O O O o -. � �-�- p p - - . .. �t� O O �_ - , B --. �- - O O ��. �Wq B ' . � - ° O O O ° � -- � � OWS O O �� �- , -�. � - O O O .-_ . � - ° O O O ° -_ , . __ - �2 . . Max. � ._ 4„ 3• c �� i 0 0 , � -- _ � : .� �_.- : - .: -_.- _ � :_ ; �- . . - - - �_ -- : _ : - __ - .. - — � - - - - � - A Z � � � J � U � FLOW CONTROL PLATE DETAIL 1 � � Structural Steel Chonnel W _ Forme9 Into Concrete. � A� nc. See Fi ure 6-0 �y93 VEE WIRE (US FILTER) SCREEN SCREEN OPENING SLOT OIMENSION =0.139"(US FILTER) 3/8"x 1.0" Flot Bor Holding Frame _� H� 3 �156 VEE SUPPORT ROD 3/4' O.C. A� WQCV Trash Racks: EI6VCltlO�'1 �, Well—screen trash rocks shall be stainless steel and sholl be attached by intermittant welds along the edge of the mounting frame. 2. Bar grate trash racks shall be aluminum and sholl be bolted using stoinless steel hardware. 3, Trash Rock widths are for specified trosh rack material. Finer well—screen or mesh size than specified is acceptable, however, trash rack dimensions need to be ad justed for materials having a different open area/gross area ratio (R value) 4, Structural design of trash rack shall be based on full hydrostatic head with zero head downstream of the rack. Stainless Steel Bolts or Intermittant Welds TRASH RACK DETAIL ' 1 Orifice Plate Perforation Sizina ' I Circular Perforation Sizina Chart may be applied to orifice plate or vertical pipe outlet. Rectanqular Perforation Sizing Only one column of rectangular perforations allowed. Rectangula� Height = 2 inches Rectangular �dth (inches) — Required Area per Row (sq in) 2w r Urban Drainage and Flood Control District Drainage Criteria Manual (V.3) F�C OltO1�.ONQ Rectan ular Min. Steel Hole �dth Thickness 5" 1 4 g" 1 4 7" 5/32 " g" 5/16 " g" 11 32 " 10" 3/8 � >10" 1 /2 " Figure 5 WQCV Outiet Orifice Perforation Sizing • Deslyner moy hterpdate to the nearost 32nd Inch to better match the requfred area, if desi�ed. � ' , � � ' , Table 6a-1: Standardized WQCV Outlet Design Using 2" Diameter Circular Openings. Minimum Width (W �J of Concrete Opening for a Well-Screen-Type Trash Rack. See Figure 6-a for Explanation of Ternis. Maximtun Dia. Width of Trash Rack 0 nin Wro,�, Per Column of Holes as a Function of Water De th H of Citculaz Maximum Opening Number of inches) H=2.0' H=3.0' H=4.0' H=5.0' H=6.0' Columns < 0.25 3 in. 3 in. 3 in. 3 in. 3 in. 14 < 0.50 3 in. 3 in. 3 in. 3 in. 3 in. l4 < 0.75 3 in. 6 in. 6 in. 6 in. 6 in. 7 < I.00 6 in. 9 in. 9 in. 9 in. 9 in. 4 < l.25 9 in. 12 in. 12 in. 12 in. I S in. 2 < 1.50 12 in. 15 in. 18 in. l 8 in. ! 8 in. 2 < 1.75 18 in. 21 in. 21 in. 24 in. 24 in. 1 < 2.00 21 in. 24 in. 27 in. 30 in. 30 in. 1 Table 6a-2: Standardized WQCV Outlet Design Using 2" Diameter Circulaz Openings. US FilterTM Stainless Steel Well-Screen' (or equal) Trash Rack Design Specifications. a I�' � L , � 1 1 , , Max. Width I Screen #93 VEE I Support Rod of Opening Wire Slot Opening Type 9„ 18" 24" 27„ 30" 36" 42" 0.139 0.139 0.139 0.139 0.139 0.139 0.139 # 156 VEE TE .074"x.50" TE .074"x.75" TE .074"x.75" TE .074"x1.0" TE .074'k1.0" TE .105"x1.0" US Filter, St. Paul, Minnesota, USA DESIGN EXAMPLE: Given: Find: Support Rod, On-Center, ���., 1" 1" 1" 1_, 1" 1" Total Screen Thiclmess 031' 0.655 1.03" 1.03" 1.155" 1.155" I.I55" A WQCV oudet with three columns of 5/8 inch (0.625 in) diameter openings. Water Depth H above the lowest opening of 3.5 feet. The dimensions for a well screen trash rack within the mounting frame. Cac�wn Steel Frame Type '/,'k1.0'�lat bar '/; ' x 1.0 angle 1.0"x 1'/2" angle 1.0"x 1'/z"angle 1 '/�`k 1'/:"anglf 1 '/.`k 1'/:" anglE 1 '/�`k I'/:" anglf Solution: From "fable 6a-1 with an outlet opening diameter of 0.75 inches (i.e., rounded up from 5/8 inch actual diameter of the opening) and the Water Depth H= 4 feet (i.e., rounded up from 3.5 feet). The minimum width for each column of openings is 6 inches. Thus, the tota! width is W �o„�. = 36 = 18 inches. The total height, after adding the 2 feet below the lowest row of openings, and subtracting 2 inches for the flange of the top support channel, is 64 inches. Thus, Trash rack dimensions within the mounting frame = 18 inches wide x 64 inches high , From Table 6a-2 seleEt the ordering specifications for an 18'; or less, wide opening trash rack using US Filter (or equa!) stainless steel well-screen with #93 VEE wire, 0.139" openings between wires, T'E .074" x.50"suppor[ rods on 1.0" on-center spacing, total rack thiclrness of 0.655" and'h" x 1.0" welded carbon steel frame. � ' Table 6a � � � � C APPENDIX H EROSION CONTROL CALCULATIONS � I■ � 1� � �'� � � � � �J C� L! � � � � J � JR Engineering, Ltd. 2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525 ' RAINFALL PERFORMANCE STANDARD EVALUATION ' FRUJECT: FOSSIL CREEK COMMUNITY PARK STANDARD FORM A C�11PLETF,D BY: B. STRAND DATE: ::..���.o� , DEVELOPED ERODIBILITY Asb Isb Sab Ai • Li Ai • Si Lb Sb PS clBR.4ti1N�s) ZONE 1-�(7 (F'll lyl It'f1 1':) 1':l ///''' 101 MODERATE 3.42 360 5.6 1229.6 I9.1 � 102 : 6.36 620 5.0 39�0.1 31.8 103 4.85 600 4.8 29I2.8 23.3 ' � �_ � 104 " 12.72 640 0.8 8141.5 10.3 105a " 4.54 930 2.9 4225.5 13.3 105b " 4.97 650 I.I 3227.7 5.3 105c " 2.44 740 7.7 I808.5 I8.8 106 ' 7.24 420 2.2 3039.7 15.9 107 " 28.49 2310 0.6 65808.6 17.4 108 " 1.93 560 0.9 1082.2 1.8 109 " 3.47 2090 1.0 7253.6 3.6 110 ' 2.69 2090 LO 5618.8 2.8 Total 83.12 108288.64 163.30 1303 2.0 �9.8:G Asb = Sub-basin area Lsb = Sub-basin flow path length Ssb = Sub-basin slope Lb = Average flow path length = sum(Ai Li�sum(Ai) Sb = Average slope = sum(Ai SiySum (Ai) PS is taken from Table 8-a (Table 5.1, Erosion Contml Reference Manual) by interpolation. An Erosion Control Plan will be developed to contain PS% of the cainfall sedimentation that would nortnally flow off a bare ground site during a 10.yeaz, or less, precipitation event. Erosion.xls � ' � ' ' ��� , ' � , , � � ' � , , � ' 1 JR Engineering 2620 E. Prospect Rd., Ste. 190, FoR Coilins, CO 80525 EFFECTIVENESS CALCULATIONS PROJECT: FOSSIL CREEK COMMUNITY PARK STANDARD FORM B COMPLETED BY: B. STRAND DATE: 23-Apr-01 EROSION CONTROL C-FACTOR P-FACTOR METHOD VALUE VALUE COMMENT BARE SOIL 1.00 1.00 SMOOTH CONDITION ROUGHENED GROUND 1.00 0.90 ROADS/WALKS 0.01 1.00 GRAVEL FILTERS 1.00 0.80 PLACED AT [NLETS SILT FENCE 1.00 0.50 SEDIMENT TRAP 1.00 0.50 STRAW MULCH (S = 1-5%) 0.06 1.00 FROM TABLE 8B STRAW BARRIERS I.00 0.80 EFF = (I-C'P)* 100 MA]OR SUB BASIN AREA EROSION CONTROL METHODS BASIN BASIN (Ac) 101 3.42 ROADS/WALKS 2.11 Ac. ROUGHENED GR. 0.00 Ac. STRAW/MIJLC}{ 1.31 Ac. GRAVEL FILTER NET C-FACTOR 0.03 NET P-FACTOR 0.32 EFF = (1-C'P)* 100 = 99. l% 102 636 ROADS/WALKS 035 Ac. ROUGHENED GR. 0.01 Ac. STRAW/MULCH 5.99 Ac. GRAVEL FILTER NET C-FAC'fOR 0.06 NET P-FACTOR 0.50 EFF = (1-C•P)+100 = 97.0% 103 4.85 ROADS/WALKS 030 Ac. ROUGHENED GR. 0.01 Ac. STRAW/MULCH 4.54 Ac. GRAVEL FILTER NET C-FACTOR 0.06 NET P-FACTOR 0.50 EFF = (1-C•P)'100 = 97.0% 104 12.72 ROADS/WALKS 1.07 Ac. ROUGHENED GR. 1.07 Ac. STRAW/MULCH 10.58 Ac. GRAVEL FILTER NET C-FACTOR 0.13 NET P-FACTOR 0.32 EFE _ (1-C'P)' 100 = 95.7°/ ' 9262ER.xls ' JR Engineering 2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525 ' , ' c � � � k , , , � � ' ' , ' ' ' PROJEC7': FOSSIL CREEK COMMUNITY PARK STANDARD FORM B COMPLETED BY: B. STRAIYD DATE: 23-Apr-01 EROSION CONTROL C-FACTOR P-FACTOR METHOD VALUE VALUE COMMENT BARE SOIL 1.00 1.00 SMOOTH CONDITION ROUGHENED GROUND 1.00 0.90 ROADS/WALKS 0.01 1.00 GRAVEL FILTERS 1.00 0.80 PLACED AT INLETS SILT FENCE l.00 0.50 SEDIMENT TRAP 1.Q0 0.50 STRAW MULCH (S = 1-5%) 0.06 I.00 FROM TABLE 8B STRAW BARRIERS 1.00 0.80 EFF = ( I -C"P)' l00 MAJOR SUB BASIN AREA EROSiON CONTROL METHODS BASIN BASIN (Ac) lOSa 4.54 ROADSIWALKS I.15 Ac. ROUGHENED GR. 0.00 Ac. STRAW/MULCH 3.40 Ac. GRAVEL FILTER NET GFACTOR 0.05 NET P-FACTOR 0.50 EFF = (I�•P)• 100 = 97.6% lOSb 4.97 ROADS/WALKS 2.49 Ac. ROUGHENED GR. 0.00 Ac. STRAW/MULCH 2.47 Ac. GRAVEL FILTER, SILT FENCE NET C-FACTOR 0.03 NET P-FACTOR 0.51 EFF = (1-C*P)'100 = 98.2% lOSc 2.44 ROADS/WALKS 1.27 Ac. ROUGHENED GR. 0.00 Ac. STRAW/MULCH 1.17 Ac. S1LT FENCE NET C-FACTOR 0.03 NET P-FACTOR 0.64 EFF = (1-C'P)' 100 = 97.8% 106 7.24 ROADS/WALKS 0.53 Ac. ROUGHENED GR 0.00 Ac. STRAW/MULCH 6.70 Ac. STRAW BALES, GRAVEL FILTER NET C-FACTOR 0.06 NET P-FACTOR 0.40 EFF = ( I-C*P)• (00 = 97.7% 107 28.49 ROADS/WALKS 0.94 Ac. ROUGHENED GR. 0.09 Ac. STRAW/MULCH 27.46 Ac. GRAVEL FILTER NET C-FACTOR OA6 NET P-FACTOR 0.50 EFF = (1-C'P)• l00 = 969°/ 9262ER.xls , JR Engineering 2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525 , 1 ' ' , , ' � , , , , , , , ' PROJECT: FOSSIL CREEK COMMUNITY PARK STANDARD FORM B COMPLETED BY: B. STRAND DATE: 23-Apr-01 EROSION CONTROL GFACTOR P-FACTOR METHOD VALUE VALUE COMMENT BARE SOIL 1.00 1.00 SMOOTH CONDITION ROUGHENED GROUND 1.00 0.90 ROADS/WALKS 0.01 I .00 GRAVEL FILTERS 1.00 0.80 PLACED AT INLETS S1LT FENCE 1.00 0.50 SEDIMENT TRAP 1.00 0.50 STRAW MIJLCH (S = 1-5%) 0.06 I.00 FROM TABLE 8B STRAW BARRIERS L00 0.80 EFF = (1-C•P)' 100 MAJOR SUB BASIN AREA EROSION CONTROL METHODS BASIN BASIN (Ac) 108 1.93 ROADS/WALKS 0.32 Ac. ROUGHENED GR 0.00 Ac. STRAW/MULCH 1.61 Ac. SEDIMENT TRAP NE►' GFACfOR 0.05 NET P-FACTOR 0.40 EFF = ( I -C'P)' 100 = 97.9°/ 109 3.47 ROADS/WALKS 2.38 Ac. ROUGHENED GR. 0.26 Ac. STRAW/MULCH 0.83 Ac. SILT FENCE NFT C-FACTOR 0.10 NET P-FACTOR 0.99 EFF = (I-C'P)"100 = 90.3% 110 2.69 ROADS/WALKS 2.19 Ac. ROUGHENED GR. 0.00 Ac. STRAW/MULCH 0.50 Ac. S1LT FENCE NET C-FACTOR 0.02 NPT P-FACTOR 1.00 EFF = (1-C`P)• 100 = 98.1% TOTAL AREA = 83.12 ac TOTAL EFF = 96.8% ( E(basin area • et� / total area REQUIRED PS = 79.8% Since 96.8% > 79.8%, the proposed plan is o.k. 9262ER.xis � CONSTRUCTION SEQUENCE STANDARD FORM C PROJECT: FOSSIL CREEK COMMUNITY PARK COMPLETED BY: BFS DATE: 23-Apr-01 Indicate by use of a bar line or symbols when erosion control measures will be installed. Major modifications to an approved schedule may require submitting a new schedule for approval by the City Engineer. MONTH AUG SEP OCT NOV DEC JAN FEB MAR APR MAY JUN JUL Demolition Grading Wind Erosion Control: Soil Roughing Perimeter Barrier AddiGonal Bartiers Vegetative Methods Soil Sealant Other Ralnfall Erosion Control Structural: Sediment Trap/Basin Inlet FiRers j Straw Barriers � Silt Fence Barriers � Sand Bags Bare Soil Preparation Contour Furrows Terracing Asphalt/Concrete Paving Other egetative: Permanent Seed Planting I Mulching/Sealant Temporary Seed Planting � Sod Installation Nettings/Mats/Bla nkets Other BUILDING CONSTRUCTION STRUCTURES: INSTALLED BY: CONTRACTOR MAINTAINED BY: DEVELOPER VEGETATION/MULCHING CONTRACTOR: TO BE DETERMINED BY BID DATE SUBMITTED: 04/24/01 APPROVED BY LARIMER COUNTY ON: 9262ER.x15,4/23/01 ' � FOSSIL CREEK COMMUNITY PARK ' EROSION CONTROL COST ESTIMATE � JOB NO. 39262.00 COMPLETED BY: B. STRAND ' � EROSION CONTROL MEASURES � ITEM DESCRIPTION UNITS UNIT COST QUANTITY TOTAL COST � � 1 TEMPORARY SEED & MULCH ACRE $ 655 00 49 $ 32 000 89 , � 2 SILT FENCE LF $ 3.00 6,232 $ 18,696.00 3 GRAVEL CONSTRUCTION ENTRANCE EACH $ 500.00 2 $ 1,000.00 4 INLET PROTECTION EACH $ 250.00 8 $ 2,000.00 5 STRAW BALES LF $ 3.25 25 $ 81.25 6 SEDIMENT TRAP EACH $ 500.00 0 $ - COST $ 53,778.14 CITY RESEEDING COST FOR TOTAL SITE AREA ITEM DESCRIPTION UNITS UNIT COST QUANTITY TOTAL COST 1 RESEED/MULCH ACRE $ 655.00 65.4 $ 42,848.11 COST $ 42,848.11 � ���— ������ cSy��s,� «� L���4 �,����1 � SECURIT'Y DEPOSIT $ 53,778.14 REQUIRED EROSION CONTROL SECURITY DEPOSIT WITH FACTOR OF 150°/a $ 80,667.20 � II � � � � APPENDIX I EXCERPTS FROM OTHER REPORTS � � � � � � � � � r � � � GEOTECHNICAL ENGINEERING REPORT PROPOSED FOSSIL CREEK COMMUNITY PARK WEST OF LEMAY AVENUE, NORTH OF PORTNER RESERVOIR FORT COLLINS, COLORADO TERRACON PROJECT NO. 20005008 MARCH 14, 2001 Prepared for: BHA DESIGN 4803 INNOVATION DRIVE FORT COLLINS, COLORADO 80525 ATTN: MR. BRUCE HENDEE . � Prepared by: � Terracon . 301 North Howes Street � Fort Collins, Colorado 80521 � � � � 1 rr�con �� � . ' �� r � 1 � � � � � _� .� � ' i _ � OIAQIAN IS Fpl CE�ERAL LOCATION ONLY, IWO 6 NOT IN�)pm FOR CONSTRUCiION PURPOSES. LEGEND � NOs. 1-8 PRQIMINARY TEST BORINGS DRILLED JANUARY 2000 � NOs. 9-23 FINA� TEST BORINGS DRiLLED FEBRUARY 2001 N �� �r project 11ngr. - Designed By: �— Checked By: pPPr�oved gy. File N \ FIGURE I: SITE PLAN FOSSIL CREEK COMMUNITY PARK FOSSIL CREEK dc LEMAY AVENUE FORT COLLINS, COLORADO R Project No. 2000.` ,R l��rr�con Sc°�e: �"_ �R 301 N. HOWES STREET Date: 2 2 R FOR7 COLLINS, COLORADO 80521 Drown By: 5008FIG1 figure No. � � �� � �a � � i � � � � � � � � � � LOG OF BORING NO. 1 Page 1 of 1 CLIENT ARCHITECT / ENGIIVEER BHA Design S� Lemay Avenue and Trilby Road PttotECT Fort Collins, Colorado Fossil Creek Communit Park SAMPLES TESTS o ~ o � � o J I- pp ., H DESCRIPTION � � � W z� ? iz H� _ = w � � cn F- o z z ¢ a c�.� E a c�.� F- o H >- u. c�.� � u. � w cn � } w a � o � c.� z F- cn c� o � z F- � cn m � o a � cn a. A A� 0.5 6" TOPSOIL SANDY LEAN CLAY CL 1 SS 12" 20 19 Tan, brown, moist, ruedium stiff to stiff 2 SS 12" 9 14 5 3 ST 12" 21 105 2390 8'S 4 SS 12" 15 21 WEATHERED = CLAYSTONE/SILTSTONE � 10 Gray, olive, moist, moderately hard 15.0 5 SS 12" 32 18 — 15 = CLAYSTONE/SILTSTONE - Gray, olive, moist, moderately hard = to liard, poorly cemented = _ 6 SS 12" 50 15 = 20 - 25.0 7 SS 12" 50 IS BOTTOM OF BORING 25 THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETUEEN SOIL AND ROCK TYPES: IN-SITU, THE TRANSITION MAY BE GRADUAL. WATER LEVEL OBSERVATIONS BORING STARTED 1-27-00 Wr- 4 10.�' WD• = 9.� A•B• BORING COMPLET'ED 1-27-�� �- �rr �con �� �ME_55 F��� DL `�'r- Water Checked on 2/7/00 APPROVED DAR J�B � 20005008 1 � � � � � � � � � � � � � � � � � � LOG OF BORING NO. 7 Page 1 of 1 CLIENT ARCHITECT ! ENGINEER BHA Design S� Lemay Avenue and Trilby Road PROIECT Fort Collins, Colorado Fossil Creek Communitv Park SAMPLES TESTS c� .. � v � H DESCRIPTION � � � W z� ? z �� n. F t11 m W O � 3 N � O W ¢ d U E Q. U F-O H �LL U�L,� � W N > >- W d J O � C.� Z F- (A C7 [] � Z F- � fA m � O n. �C4 d " " " 0.5 6" TOPSOIL SANDY LEAN CLAY CL 1 SS 12" 20 12 2. g Brown, gray, moist, very stiff WEATHERED CLAYSTONE/SILT�TONE 2$S 12" 19 21 Rust, gray, olive, moist, moderately 5 liard � 3 ST 12" 23 104 3090 4 SS 12" 26 19 _ 10.0 = 10 — CLAYSTONE/SII,TSTONE = Rust, gray, olive, moist, moderately — l�ard to l�ard I5.0 5 SS 12" 50 15 BOTTOM OF BORING 15 THE STRATiFICATlON LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL AND ROCK TYPES: IN-SITU, THE TRANSITION MAY BE GRADUAL. WATFR LEVEL OBSERVATIONS BORING STARTEA 1-27-00 �- � lO.O' �'•D• = 7.5' A•B• BORING COMPLETED 1-27-00 � - �rr �con �� CME-55 F��� DL �'1- Water Checked on 2/7/00 APPROVED D� JOB � 20005008 � � � � � � � � � � � � � C� L4G OF BORING NO. 8 Page 1 of 1 CLIENl' ARCHITfiCT / ENGINEER BHA Design S� Lemay� Avenue and Trilby Road PROJECT � Fort Collins, Colorado Fossil Creek Community Park SAMPLES TESTS o � o � t�}- o �om � DESCRIPTION � � � z� � z �-Zit�=- �Htt cr� � w � � w t� c� o• S S W � �(A F- O Z Z H F-- � d F- (A m W O 3 fA O W � N � ¢ � (.� E d U F- O H >- li U� LL. O Q� � W (A > >- W d J O �(� Z F- fA H J C9 O � Z F- LL: CA m E � CL �(n � J d\ " " " 0.5 6" TOPSOIL 2 � �,ANDY LEAN CLAY CL 1 SS 12" 11 19 43/28/72 Brown, tan, moist, stiff j�ATHERED = (' AY TON / I .T TONE - Tan, gray, cust, olive, nioist, stiff 2 SS 12" 9 22 to n�oderately hard � 5 3 ST 12" 19 106 4 SS 12" 27 18 10 13.0 = CL.AySTONE/�I . TON . = Tan, gray, rust, olive, nioist, 5 SS 12" 41 16 = moderately l�ard to hard 15 = 20 Q _ 6 SS 12" 50 16 BOTTOM OF BORiNG 20 THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY L1NES BETNEEN SOIL AND ROCK TYPES: IN-SITU, TNE iRANSITiON MAY BE GRADUAL. WATER LEVEL OBSERVATTONS BORING STARTED 1-27-00 �� S.O' WD• = 3.$' A•B• BORING COMPLETED 1-27-00 �- - - �rr�con �� CME-55 F��� DL �'I- Water Checked on 2/7/00 A3'PROVED DAR J�B p 20005008 � � I� � L�' � �_ � � � � � LJ L" � � � � i T � Updated for new Rainfall Criteria from: "Final Drainage Report, Fossil Creek Community Park Phase I(Lakes 1, 2 and 3)", JR Engineering, Ltd., Revised September 13, 1996 R' � r I. �'�rN� HYDROGRAPH INFORMATION FOR 100 YEAR RUNOFF INTO LAKE 1 ' 1 � HYDROLOGIC REPORT FOR � � ' � �� ' 1 , � , ' ' � ' � � 100 YR RUNOFF INTO LAKE #1 FOSSIL CREEK COMMUNITY PARK L�-NZ � HYDROLOGIC REPORT LAKE 1 ................ ...................... ...................... Hyd. No. 1 Hydrograph type = RATIONAL Storm frequency = 100 yr Time of conc. = 14 min Runoff coeff. _ .427 Peak discharge = 31.29 cfs Time interval = 1 min Intensity = 6.84 in/hr Basin area = 10.72 ac L1-F4-3 HYDROGRAPH DISCHARGE TABLE TIME--OUTFLOW (min cfs) 1.00 2.24 5.00 11.18 9.00 20.12 13.00 29.06 17.00 26.82 21.00 20.86 25.00 14.90 29.00 8.94 33.00 2.98 TIME--OUTFLOW (min cfs) 2.00 4.47 6.00 13.41 10.00 22.35 14.00 31.29 18.00 25.33 22.00 19.37 26.00 13.41 30.00 7.45 34.00 1.49 TIME--OUTFLOW (min cfs) 3.00 6.71 7.00 15.65 11.00 24.59 15.00 29.80 19.00 23.84 23.00 17.88 27.00 11.92 31.00 5.96 35.00 0.00 TIME--OUTFLOW (min cfs) 4.00 8.94 8.00 17.88 12.00 26.82 16.00 28.31 20.00 22.35 24.00 16.39 28.00 10.43 32.00 4.47 36.00 0.00 ���� ,L � - � �- � F' � �� � � � � � � � � � � � STAGE STORAGE DISCHARGE LAKE #2 � Updated for new Rainfall Criteria from: "Final Drainage Report, Fossil Creek Community Park Phase I(Lakes 1, 2 and 3)", JR Engineering, Ltd., Revised September 13, 1996 � � � �.a—� a HYDROLOGIC REPORT STAGE / STORAGE / DISCHARGE RESERVOIR NUMBER = 2 RESERVOIR NAME = LAKE 2...... STORAGE VALUES WERE INPUT MANtJALLY DISCHARGE VALUES: CULVERT STRUCT A. Q=.6 *A*[2gh/k]".5 * 0 CULVERT STRUCT B. Q=.6 *A*[2gh/k]�.5 * 0 WEIR STRUCT A. Q= 3* 8* H� 1.5 WEIR STRUCT B. Q= 3* 0* H� 1.5 ELEVATION DISCHARGE (cfs) CULVERT A CULVERT B WEIR A WEIR B ------------------------------------------------------------ 4910.00 4911.00 4912.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 24.00 67.88 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 �� � � ' STAGE ELEVATION INC STOR TOT STOR OUTFLOW ' --------------cu_ft--------cu_ft-----------cfs-- I' 0.00 4910.00 0 0 0.00 1.00 4911.00 481303 481303 24.00 � 2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4912.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 513782 0 0 0 0 0 0 0 0 995084 0 0 0 0 0 0 0 0 67.88 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L �- �3 � � HYDROGRAPH INFORMATION FOR 100 YEAR RUNOFF INTO LAKE 2 � � � � � � � � � � � � Updated for new Rainfall Criteria from: "Final Drainage Report, Fossil Creek Community Park � Phase I(Lakes 1, 2 and 3)", JR Engineering, Ltd., Revised September 13, 1996 � � I i� �- L�Z-� i L , 1 ' HYDROLOGI� REPORT FOR 0 , ' �I ' � ' ' ' ' , � � �. , ' ' ' 100 YR RUNOFF INTO LAKE ##2 FOSSIL CREEK COMMUNITY PARK 1 LZ-I�� HYDROLOGIC REPORT LAKE 2 ................ ...................... ...................... Hyd. No. 2 Hydrograph type = RATIONAL Storm frequency = 100 yr Time of conc. = 21 min Runoff coeff. _ .632 Peak discharge = 124.04 cfs Time interval = 1 min Intensity = 5.56 in/hr Basin area = 35.3 ac L2- �43 . ' r � � �� ��, � r � L � ' ' � � 1 1 ' ' ' HYDROGRAPH DISCHARGE TABLE TIME--OUTFLOW TIME--OUTFLOW (min cfs) (min cfs) 1.00 5.91 2.00 11.81 5.00 29.53 6.00 35.44 9.00 53.16 10.00 59.06 13.00 76.78 14.00 82.69 17.00 100.41 18.00 106.32 21.00 124 22.00 120.07 25.00 108.18 26.00 104.22 29.00 92.32 30.00 88.36 33.00 76.47 34.00 72.50 37.00 60.61 38.00 56.65 41.00 44.75 42.00 40.79 45.00 28.90 46.00 24.93 49.00 13.04 50.00 9.08 ��� � TIME--OUTFLOW (min cfs) 3.00 17.72 7.00 41.35 11.00 64.97 15.00 88.60 19.00 112.22 23.00 116.11 27.00 100.25 31.00 84.39 35.00 68.54 39.00 52.68 43.00 36.83 47.00 20.97 51.00 5.11 TIME--OUTFLOW (min cfs) 4.00 23.63 8.00 47.25 12.00 70.88 16.00 94.50 20.00 118.13 24.00 112.14 28.00 96.29 32.00 80.43 36.00 64.57 40.00 48.72 44.00 32.86 48.00 17.01 52.00 0.00 i � 2- ��- i' I� � r � r-- � � � � � � � � � 1 � HYDROGRAPH INFORMATION FOR 100 YEAR RUNOFF INTO LAKE 3 'r Updated for new Rainfall Criteria from: "Final Drainage Report, Fossil Creek Community Park w Phase I(Lakes 1, 2 and 3)", JR Engineering, Ltd., Revised September 13, 1996 � W. r� ��- �� � �� 4 .. ' � ' HYDROLOGIC REPORT FOR 0 , � , ' 1 ' ' ' 1 ' ' ' ' ' ' , LAKE #3 FOSSIL CREEK 100 YR RUNOFF INTO COMMUNITY PARK � � 3 - �-� � ' HYDROLOGIC REPORT ,� - � LAKE 3 ................ ...................... ' ...................... Hyd. No. 3 ' Hydrograph type = R.ATIONAL Storm frequency = 100 yr Time of conc. = 25 min Runof f coef f. _. 52 Peak discharge = 126.99 cfs Time interval = 1 min Intensity = 5.04 in/hr Basin area = 48.47 ac � 3 - (�- 3 HYDROGR.APH DISCHARGE TABLE TIME--OUTFLOW (min cfs) 1.00 5.08 5.00 25.40 9.00 45.72 13.00 66.04 17.00 86.36 21.00 106.67 25.00 126.99 29.00 113.36 33.00 99.72 37.00 86.08 41.00 72.45 45.00 58.81 49.00 45.17 53.00 31.54 57.Q0 17.90 61.00 4.26 TIME--OUTFLOW (min cfs) 2.00 10.16 6.00 30.48 10.00 50.80 14.00 71.12 18.00 91.43 22.00 111.75 26.00 123.58 30.00 109.95 34.00 96.31 38.00 82.67 42.00 69.04 46.00 55.40 50.00 41.76 54.00 28.13 58.00 14.49 62.00 0.00 1��- K TIME--OUTFLOW (min cfs) 3.00 15.24 7.00 35.56 11.00 55.88 15.00 76.20 19.00 96.51 23.00 116.83 27.00 120.17 31.00 106.54 35.00 92.90 39.00 79.26 43.00 65.63 47.00 51.99 51.00 38.35 55.00 24.72 59.00 11.08 63.00 Q.00 TIME--OUTFLOW (min cfs) 4.00 20.32 8.00 40.64 12.00 60.96 16.00 81.28 20.00 101.59 24.00 121.91 28.00 116.77 32.00 103.13 36.00 89.49 40.00 75.85 44.00 62.22 48.00 48.58 52.00 34.94 56.00 21.31 60.00 7.67 64.00 0.00 �3-- �� � � � . � � � � � � � � � ' � ROUTED 100-YEAR RUNOFF INTO LAKE 3 . Updated for new Rainfall Criteria from: "Final Drainage Report, Fossil Creek Community Park ` Phase I(Lakes 1, 2 and 3)", JR Engineering, Ltd., Revised September 13, 1996 F � .� � 3 _ � , � 1 1 ' ' HYDROLOGIC REPORT FOR ,0 1 1 1 ' ' 1 1 1 � ' 1 , 1 1 ' LAKE #3 FOSSIL CREEK ROUTED 100 YR RUNOFF INTO COMMUNITY PARK ' L3 - �2 Z HYDROLOGIE REPORT ROUTED 3 .............. ...................... ...................... Hyd. No. 4 Hydrograph type = RESERVOIR ROUTE Peak discharge = 73.70 cfs Storm frequency = 100 yr Time interval = 1 min Inflow hyd. no. = 3 Reservoir no. = 3 L3-Q3 1 ' ' , ._. ��. , � ' ' , 1 , , � 1 ' ' ' � � HYDROGRAPH DISCHARGE TABLE TIME min 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 12.00 13.00 14.00 15.00 16.00 17.00 18.00 19.00 20.00 21.00 22.00 23.00 24.00 25.00 INFLOW (i) cfs 5.08 10.16 15.24 20.32 25.40 30.48 35.56 40.64 45.72 50.80 55.88 60.96 66.04 71.12 76.20 81.28 86.36 91.43 96.51 101.59 106.67 111.75 116.83 121.91 126.99 INFLOW (j) cfs 10.16 15.24 20.32 25.40 30.48 35.56 40.64 45.72 50.80 55.88 60.96 66.04 71.12 76.20 81.28 86.36 91.43 96.51 101.59 106.67 111.75 116.83 121.91 126.99 123.58 2S/dt-O (i) cfs 5.01 19.98 44.76 79.23 123.25 176.70 239.44 311.36 392.32 481.76 578.90 683.55 795.53 914.42 1039.37 1170.17 1306.65 1447.86 1593.55 1743.54 1896.95 2053.57 2213.17 2374.96 2538.86 25/dt+0 (j) OUTFLOW cfs cfs 5.08 0.03 20.25 0.14 45.37 0.31 80.32 0.54 124.94 0.85 179.13 1.21 242.73 1.65 315.64 2.14 397.71 2.70 488.83 3.54 588.43 4.77 695.73 6.09 810.54 7.51 932.68 9.13 1061.73 11.18 1196.84 13.33 1337.80 15.58 1484.44 18.29 1635.81 21.13 1791.66 24.06 1951.81 27.43 2115.38 30.90 2282.16 34.50 2451.91 38.48 2623.87 42.51 L3 -�� ' � HYDROGRAPH DISCHARGE TABLE Cont'd ' TIME min �' 26.00 � 27.00 28.00 ' 29.00 30.00 31.00 32.00 � 33.00 k 34.00 35.00 � 36.00 � 37.00 38.00 � 39.00 40.00 � 41.00 42.00 , 43.00 44.00 45.00 ' 46.00 47.00 48.00 49.00 ' 50.00 51.00 52.00 ' S3.00 54.00 55.00 ' 56.00 57.00 58.00 59.00 ' 60.00 61.00 62.00 ' 63.00 64.00 65.00 66.00 , 67.00 ' ' , INFLOW (i) cfs 123.58 120.17 116.77 113.36 109.95 106.54 103.13 99.72 96.31 92.90 89.49 86.08 82.67 79.26 75.85 72.45 69.04 65.63 62.22 58.81 55.40 51.99 48.58 45.17 41.76 38.35 34.94 31.54 28.13 24.72 21.31 17.90 14.49 11.08 7.67 4.26 0.00 0.00 0.00 0.00 0.00 0.00 INFLOW ( j ) cfs 120.17 116.77 113.36 109.95 106.54 103.13 99.72 96.31 92.90 89.49 86.08 82.67 79.26 75.85 72.45 69.04 65.63 62.22 58.81 55.40 51.99 48.58 45.17 41.76 38.35 34 . 94 31.54 28.13 24.72 21.31 17.90 14.49 11.08 7.67 4.26 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2S/dt-O (i) cfs 2696.37 2839.39 2968.67 3084.80 3188.16 3279.43 3359.27 3428.32 3487.15 3536.17 3575.93 3606.95 3629.76 3644.82 3652.59 3653.48 3647.89 3636.21 3618.78 3595.94 3568.00 3535.26 3497.99 3456.32 3410.48 3360.69 3307.18 3250.13 3189.75 3126.22 3059.70 2990.10 2917.56 2842.24 2764.29 2683.83 2600.06 2516.17 2436.20 2359.99 2287.35 2218.12 2S/dt+0 (j) OUTFLOW cfs cfs 2789.43 2940.12 3076.33 3198.79 3308.11 3404.64 3489.10 3562.12 3624.35 3676.36 3718.56 3751.50 3775.71 3791.70 3799.94 3800.89 3794.96 3782.56 3764.06 3739.81 3710.15 3675.39 3635.83 3591.74 3543.26 3490.60 3433.99 3373.66 3309.79 3242.60 3172.24 3098.91 3022.48 2943.13 2861.00 2776.22 2688.09 2600.06� 2516.17� 2436.20 2359.99 2287.35 46.53 50.37 53.83 56.99 59.97 62.61 64.91 66.90 68.60 70.09 71.32 72.27 72.97 73.44 73.68 73 . 70 ��� 73.53 73.17 72 . 64 71.93 71.07 70.07 68.92 67.71 66.39 64.95 63.41 61.76 60.02 58.19 56.27 54 .41 52.46 50.44 48.35 46.20 44.01 41.95 39.98 38.11 36.32 34.62 L3-�5 � .� ' , HYDROGRAPH DISCHARGE TABLE Cont'd � � � � , , ' „ , �� , 1 , ' TIME min 68.00 69.00 70.00 71.00 72.00 73.00 74.00 75.00 76.00 77.00 78.00 79.00 80.00 81.00 82.00 83.00 84.00 85.00 86.00 87.00 88.00 89.00 90.00 91.00 92.00 93.00 94.00 95.00 96.00 97.00 98.00 99.00 100.00 101.00 102.00 103.00 104.00 105.00 106.00 107.00 108.00 109.00 INFLOW ( i ) cfs 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INFLOW (j) cfs 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2S/dt-O (i) cfs 2151.94 2088.58 2027.91 1969.82 1914.20 1860.94 1809.95 1761.12 1714.15 1668.94 1625.43 1583.56 1543.26 1504.47 1467.14 1431.21 1396.63 1363.35 1331.32 1300.38 1270.42 1241.41 1213.33 1186.14 1159.82 1134.33 1109.65 1085.76 1062.63 1040.23 1018.55 997.56 977.23 957.55 938.50 920.05 902.19 884.90 868.06 851.63 835.60 819.98 2S/dt+0 (j) OUTFLOW cfs cfs 2218.12 2151.94 2088.58 2027.91 1969.82 1914.20 1860.94 1809.95 1761.12 1714.15 1668.94 1625.43 1583.56 1543.26 1504.47 1467.14 1431.21 1396.63 1363.35 1331.32 1300.38 1270.42 1241.41 1213.33 1186.14 1159.82 1134.33 1109.65 1085.76 1062.63 1040.23 1018.�5 997.56 977.23 957.55 938.50 920.05 902.19 884.90 868.06 851.63 835.60 33.09 31.68 30.33 29.05 27.81 26.63 25.50 24.41 23.49 22.60 21.75 20.94 20.15 19.39 18.67 17.96 17.29 16.64 16.01 15.47 14.98 14.50 14.04 13.60 13.16 12.74 12 . 34 11.95 11.57 11.20 10.84 10.50 10.16 9.84 9.53 9.22 8.93 8.65 8.42 8.21 8.01 7.81 , . L3-�(P 1 , HYDROGRAPH DISCHARGE TABLE Cont'd ' , L, �. r II� � ' ' � , , , , � , TIME min 110.00 111.00 112.00 113.00 114.00 115.00 116.00 117.00 118.00 119.00 120.00 121.00 122.00 123 . 00 124.00 125.00 126.00 127.00 128.00 129.00 130.00 131.00 132.00 133.00 134.00 135.00 136.00 137.00 138.00 139.00 140.00 141.00 142.00 143.00 144.00 145.00 146.00 147.00 148.00 149.00 150.00 151.00 INFLOW (i) cfs 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INFLOW ( j ) cfs 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2S/dt-O (i) cfs 804.73 789.87 775.36 761.22 747.43 733.97 720.85 708.05 695.57 683.39 671.52 659.93 648.64 637.62 626.87 616.39 606.17 596.19 586.47 576.98 567.73 558.71 549.91 541.32 532.95 524.78 516.82 509.05 501.47 494.09 486.88 479.85 472.99 466.30 459.78 453.42 447.21 441.15 435.17 429.27 423.44 417.70 25/dt+0 (j) OUTFLOW cfs cfs 819.98 804.73 789.87 775.36 761.22 747.43 733.97 720.85 708.05 695.57 683.39 671.52 659.93 648.64 637.62 626.87 616.39 606.17 596.19 586.47 576.98 567.73 558.71 549.91 541.32 532.95 524.78 516.82 509.05 501.47 494.09 486.88 479.85 472.99 466.30 459.78 453.42 447.21 441.15 435.17 429.27 423.44 7.62 7.43 7.25 7.07 6.90 6.73 6.56 6.40 6.24 6.09 5.94 5.79 5.65 5.51 5.37 5.24 5.11 4.99 4.86 4.74 4.63 4.51 4.40 4.29 4.19 4.08 3.98 3.88 3.79 3.69 3.60 3.51 3.43 3.34 3.26 3.18 3.10 3.03 2.99 2.95 2.91 2.87 � L3 - i21 � ti C� , HYDROGRAPH DISCHARGE TABLE Cont'd .� � , � 1 I� � � �� � i''' � � ' ' , ' ' TIME min 152.00 153.00 154.00 155.00 156.00 157.00 158.00 159.00 160.00 161.00 162.00 163.00 164.00 165.00 166.00 167.00 168.00 169.00 170.00 171.00 172.00 173.00 174.00 175.00 176.00 177.00 178.00 179.00 180.00 181.00 182.00 183.00 184.00 185.00 186.00 187.00 188.00 189.00 190.00 191.00 192.00 193.00 INFLOW ( i ) cfs 0.00 0.00 o.oa 0.00 0.00 0.00 0.00 0.00 o.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.OQ 0.00 0.00 0.00 0.00 0.00 O.OQ 0.00 0.00 INFLOW ( j ) cfs 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o.oa 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2S/dt-O (i) cfs 412.04 406.45 400.94 395.50 390.14 384.85 379.63 374.48 369.40 364.39 359.45 354.57 349.77 345.02 340.34 335.73 331.18 326.68 322.25 317.88 313.57 309.32 305.13 300.99 296.91 292.88 288.91 284.99 281.12 277.31 273.55 269.84 266.18 262.57 259.01 255.50 252.03 248.62 245.25 241.92 238.64 235.40 2S/dt+0 (j) OUTFLOW cfs cfs 417.70 412.04 406.45 400.94 395.50 390.14 384.85 379.63 374.48 369.40 364.39 359.45 354.57 349.77 345.02 340.34 335.73 331.18 326.68 322.25 317.88 313.57 309.32 305.13 300.99 296.91 292.88 288.91 284.99 281.12 277.31 273.55 269.84 266.18 262.57 259.01 255.50 252.03 248.62 245.25 241.92 238.64 2.83 2.79 2.76 2.72 2.68 2.65 2.61 2.57 2.54 2.50 2.47 2.44 2.40 2.37 2.34 2.31 2.28 2.25 2.22 2.19 2.16 2.13 2.10 2.07 2.04 2.01 1.99 1.96 1.93 1.91 1.88 1.85 1.83 1.80 1.78 1.7b 1.73 1.71 1.69 1.66 1.64 1.62 , L 3 - iz � ' � �� HYDROGRAPH DISCHARGE TABLE Cont'd ' � � C r � . � L. �, �'. �� �- � ' � � TIME INFLOW (i) INFLOW {j) min cfs cfs 194.00 195.00 196.00 197.00 198.00 199.00 200.00 201.00 202.00 203.00 204.00 205.00 206.00 ao�.00 208.00 209.00 210.00 211.00 212.00 213.00 214.00 215.00 216.00 217.00 218.00 219.00 220.00 221.00 aaa.ao 223.00 224.00 225.00 226.00 Za�.ao 228.00 0.00 0.00 0.00 0.00 0.00 0.00 o.00 0.00 Q.00 0.00 0.00 0.00 0.00 o.oa 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o.ao 0.00 0.00 0.00 0.00 0.00 o.oa o.ao 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o.oa 0.00 2S/dt-O (i? cfs 232.21 229.06 225.95 222.89 219.87 216.89 213.94 211.04 208.18 205.36 202.57 199.83 197.12 194.44 191.81 189.21 186.64 184.11 181.61 179.15 176.72 174.32 171.96 169.63 167.33 165.06 162.82 160.61 158.43 156.28 154.16 152.07 150.01 147.98 145.97 2S/dt+0 (j) OUTFLOW cfs cfs Maximum outflow (cfs) = 73.70 � Maximum storage (cu ft) = 111815 Maximum elevation (ft) 4911.84 ' ' 1 � � 235.40 232.21 229.06 225.95 222.89 219.87 216.89 213.94 211.04 208.18 205.36 202.57 199.83 197.12 194.44 191.81 189.21 186.64 184.11 181.61 179.15 176.72 174.32 171.96 169.63 167.33 165.06 162.82 160.61 158.43 156.28 154.16 152.07 150.01 147.98 1.60 1.57 1.55 1.53 1.51 1.49 1.47 1.45 1.43 1.41 1.39 1.37 1.35 1.34 1.32 1.30 1.28 1.27 1.25 1.23 1.21 1.20 1.18 1.17 1.15 1.13 1.12 1.10 1.09 i.o� 1.06 1.05 1.03 1.02 1.00 L3- ��] � '� � � � � � � � � C [ E � � � COMBINED 100-YEAR RUNOFF FROM LAKE 2 AND ROUTED 100-YEA.R RUNOFF FORM LAKE 3 � Updated for new Rainfall Criteria from: "Final Drainage Report, Fossil Creek Community Park � Phase I(Lakes l, 2 and 3)", JR Engineering, Ltd., Revised September 13, 1996 � � � � Lz- ci ' 1 � HYDROLOGIC REPORT FOR �, 0 � � COMBINED 100-YR RUNOFF LAKE #2 FOSSIL CREEK COMMUNITY PARK AND ROUTED FLOWS FROM LAKE #3 L�- C2 HYDROLOGIC REPORT COMBINED .............. RUNOFF 2 .............. ROUTED 3 .............. Hyd. No. 5 Hydrograph type = COMBINED Storm frequency = 100 yr Inflow hyd no's = 4& 2 Peak discharge = 151.46 cfs Time interval = 1 min L. � -c� 1 ' HYDROGRAPH DISCHARGE TABLE ITIME INFLOW HYDROGRAPHS OUTFLOW HYDROGRAPH min cfs cfs cfs ' 1.00 0.03 5.91 5.94 2.00 0.14 11.81 11.95 , 3.00 0.31 17.72 18.03 4.00 0.54 23.63 24.17 5.00 0.85 29.53 30.38 6.00 1.21 35.44 36.65 ' 7.00 1.65 41.35 42.99 8.00 2.14 47.25 49.39 9.00 2.70 53.16 55.85 � 10.00 3.54 59.06 62.60 11.00 4.77 64.97 69.74 12.00 6.09 70.88 76.97 ' 13.00 7.51 76.78 84.29 14.00 9.13 82.69 91.82 15.00 11.18 88.60 99.78 16.00 13.33 94.50 107.84 ' 17.00 15.58 100.41 115.98 18.00 18.29 106.32 124.61 19.00 21.13 112.22 133.35 20.00 24.06 118.13 142.19 � 21.00 27.43 124.04 151.46 22.00 30.90 120.07 150.98 23.00 34.50 116.11 150.60 ' 24.00 38.48 112.14 150.62 25.00 42.51 108.18 150.69 26.00 46.53 104.22 150.75 ' 27.00 50.37 100.25 150.62 28.00 53.83 96.29 150.12 � ' ' , ' ' ' L2-� ' ' HYDROGRAPH DISCHARGE TABLE Cont'd � t F ' ir- � � i � �� ' ' � w. r � �� ' 1 r 1 ' ' TIME min 29.00 30.00 31.00 32.00 33.00 34.00 35.00 36.00 37.00 38.00 39.00 40.00 41.00 42.00 43.00 44.00 45.00 46.00 47.00 48.00 49.00 50.00 51.00 52.00 53.00 54.OQ 55.00 56.00 57.00 58.00 59.00 60.00 61.00 62.00 63.00 64.00 65.00 66.00 67.00 68.00 69.00 70.00 71.00 72.00 73.00 74.00 INFLOW HYDROGRAPHS cfs cfs 56.99 59.97 62.61 64.91 66.90 68.60 70.09 71.32 72.27 72.97 73.44 73.68 73.70 73.53 73.17 72.64 71.93 71.07 70.07 68.92 67.71 66.39 64.95 63.41 61.76 60.02 58.19 56.27 54.41 52.46 50.44 48.35 46.20 44.01 41.95 39.98 38.11 36.32 34.62 33.09 31.68 30.33 29.05 27.81 26.63 25.50 92.32 88.36 84.39 80.43 76.47 72.50 68.54 64.57 60.61 56.65 52.68 48.72 44.75 40.79 36.83 32.86 28.90 24.93 20.97 17.01 13.04 9.08 5.11 0.00 � . � � 0.00 0.00 a.ao 0.00 0.00 0.00 0.00 0.00 0.00 o.00 0.00 0.00 o.oa 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OUTFLOW HYDROGRAPH cfs 149.32 148.33 147.00 145.34 143.37 141.10 138.63 135.89 132.88 129.62 126.12 122.40 118.46 114.32 110.00 105.50 100.83 96.01 91.04 85.93 80.75 75.47 70.07 63.41 61.76 60.02 58.19 56.27 54.41 52.46 50.44 48.35 46.20 44.01 41.95 39.98 38.11 36.32 34.62 33.09 31.68 30.33 29.05 27.81 26.63 25.50 ' � L �- �� � ' ' HYDROGRAPH DISCHARGE TABLE Cont'd ' TIME min INFLOW HYDROGRAPHS cfs cfs ' , , LJ , , C� � ' 1 �I� � ' 1 , II� � 75.00 76.00 77.00 78.00 79.00 80.00 81.00 82.00 83.00 84.00 85.00 86.00 87.00 88.00 89.00 90.00 91.00 92.00 93.00 94.00 95.00 96.00 97.00 98.00 99.00 100.00 101.00 102.00 103.00 104.00 105.00 106.00 107.00 108.00 109.00 110.00 111.00 112.00 113.00 114.00 115.00 116.00 117.00 118.00 119.00 120.00 24.41 23.49 22.60 21.75 20.94 20.15 19.39 18.67 17.96 17.29 16.64 16.01 15.47 14.98 14.50 14.04 13.60 13.16 12 . 74 12 . 34 11.95 11.57 11.20 10.84 10.50 10.16 9.84 9.53 9.22 8.93 8.65 8.42 8.21 8.01 7.81 7.62 7.43 7.25 7.07 6.90 6.73 6.56 6.40 6.24 6.09 5.94 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OUTFLOW HYDROGR.APH cfs 24.41 23.49 22.60 21.75 20.94 20.15 19.39 18.67 17.96 17.29 16.64 16.01 15.47 14.98 14.50 14.04 13.60 13.16 12.74 12.34 11.95 11.57 11.20 10.84 10.50 10.16 9.84 9.53 9.22 8.93 8.65 8.42 8.21 8.01 7.81 7.62 7.43 7.25 7.07 6.90 6.73 6.56 6.40 6.24 6.09 5.94 i �. 2 - c � ' ' HYDROGR.APH DISCHARGE TABLE Cont'd � ' ' L� 1 � �, ' 1 ' ' ' ' TIME min 121.00 122.00 123.00 124.00 125.00 126.00 127.00 128.00 129.00 130.00 131.00 132.00 133.00 134.00 135.00 136.00 137.00 138.00 139.00 140.00 141.00 142.00 143.00 144.00 145.00 146.00 147.00 148.00 149.00 150.00 151.00 152.00 153.00 154.00 155.00 156.00 157.00 158.00 159.00 160.00 161.00 162.00 163.00 164.00 165.00 166.00 INFLOW HYDROGRAPHS cfs cfs 5.79 5.65 5.51 5.37 5.24 5.11 4.99 4.86 4.74 4.63 4.51 4.40 4.29 4.19 4.08 3.98 3.88 3.79 3.69 3.60 3.51 3.43 3.34 3.26 3.18 3.10 3.03 2.99 2.95 2.91 2.87 2.83 2.79 2.76 2.72 2.68 2.65 2.61 2.57 2.54 2.50 2.47 2.44 2.40 2.37 2.34 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OUTFLOW HYDROGR.APH cfs 5.79 5.65 5.51 5.37 5.24 5.11 4.99 4.86 4.74 4.63 4.51 4.40 4.29 4.19 4.08 3.98 3.88 3.79 3.69 3.60 3.51 3.43 3.34 3.26 3.18 3.10 3.03 2.99 2.95 2.91 2.87 2.83 2.79 2.76 2.72 2.68 2.65 2.61 2.57 2.54 2.50 2.47 2.44 2.40 2.37 2.34 .-, I� 1 ' � �- �� ' ' HYDROGRAPH DISCHARGE TABLE Cont'd � � � � � � ' � , � � , , � w r ' � , TIME min 167.00 168.00 169.00 170.00 171.00 172.00 173.00 174.00 175.00 176.00 177.00 178.00 179.00 180.00 181.00 182.00 183.00 184.00 185.00 186.00 187.00 188.00 189.00 190.00 191.00 192.00 193.00 194.00 195.00 196.00 197.00 198.00 199.00 200.00 201.00 202.00 203.00 204.00 205.00 206.00 207.00 208.00 209.00 210.00 211.00 212.00 INFLOW HYDROGRAPHS cfs cfs 2.31 2.28 2.25 2.22 2.19 2.16 2.13 2.10 2.07 2.04 2.01 1.99 1.96 1.93 1.91 1.88 1.85 1.83 1.80 1.78 1.76 1.73 1.71 1.69 1.66 1.64 1.62 1.60 1.57 1.55 1.53 1.51 1.49 1.47 1.45 1.43 1.41 1.39 1.37 1.35 1.34 1.32 1.30 1.28 1.27 1.25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OUTFLOW HYDROGRAPH cfs 2.31 2.28 2.25 2.22 2.19 2.16 2.13 2.10 2.07 2.04 2.01 1.99 1.96 1.93 1.91 1.88 1.85 1.83 1.80 1.78 1.76 1.73 1.71 1.69 1.66 1.64 1.62 1.60 1.57 1.55 1.53 1.51 1.49 1.47 1.45 1.43 1.41 1.39 1.37 1.35 1.34 1.32 1.30 1.28 1.27 1.25 ' ' �� c� HYDROGR.APH DISCHARGE TABLE Cont'd TIME min 213.00 214.00 215.00 216.00 217.00 218.00 219.00 220.00 221.00 222.00 223.00 224.00 225.00 226.00 227.00 228.00 INFLOW cfs 1.23 1.21 1.20 1.18 1.17 1.15 1.13 1.12 1.10 1.09 1.07 1.06 1.05 1.03 1.02 1.00 HYDROGR.APHS cfs 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.QO 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OUTFLOW HYDROGRAPH cfs 1.23 1.21 1.20 1.18 1.17 1.15 1.13 1.12 1.10 1.09 1.07 1.06 1.05 1.03 1.02 1.00 L �--G g � � � � � � � � � � � � � � � ROUTED 100-YEAR RUNOFF INTO LAKE 2 r Updated for new Rainfall Criteria from: "Final Drainage Report, Fossil Creek Community Park � Phase I(Lakes 1, 2 and 3)", JR Engineering, Ltd., Revised September 13, 1996 r � F- � �Z`�� ' 1 ' HYDROLOGIC REPORT FOR 0 ' � ' 1 ' J � ' � � � ' ' � , ' ' ' ROUTED 100-YR RUNOFF LAKE #2 FOSSIL CREEK CKi)ulutil� ��iii3T;i./ � ��� L� ' HYDROLOGIC REPORT , ROUTED 2 .............. ...................... ' ...................... Hyd. No. 6 � H dro ra h t e= RESERVOIR ROUTE Peak dischar e= 11.48 cfs Y 9 P YP 9 ' Storm frequency = 100 yr Time interval = 1 min Inflow hyd. no. = 5 Reservoir no. = 2 ' � ' , ' ' ' IJ i 1 1 1 � �� LJ � 12� , �� ' 1 HYDROGRAPH DISCHARGE TABLE � TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+0 (j) OUTFLOW min cfs cfs cfs cfs cfs ' 1.00 5.94 11.95 5.94 5.94 0.00 2.00 11.95 18.03 23.81 23.83 0.01 ' 3.00 18.03 24.17 53.74 53.79 0.02 4.00 24.17 30.38 95.87 95.94 0.04 5.00 30.38 36.65 150.30 150.42 0.06 6.00 36.65 42.99 217.17 217.33 0.08 ' 7.00 42.99 49.39 296.58 296.81 0.11 8.00 49.39 55.85 388.66 388.96 0.15 9.00 55.85 62.60 493.53 493.91 0.19 � 10.00 62.60 69.74 611.51 611.99 0.24 11.00 69.74 76.97 743.28 743.86 0.29 12.00 76.97 84.29 889.30 889.99 0.34 1 13.00 84.29 91.82 1049.74 1050.55 0.41 14.00 91.82 99.78 1224.91 1225.85 0.47 15.00 99.78 107.84 1415.41 1416.51 0.55 16.00 107.84 115.98 1621.77 1623.03 0.63 � 17.00 115.98 124.61 1844.17 1845.59 0.71 18.00 124.61 133.35 2083.07 2084.76 0.84 19.00 133.35 142.19 2338.98 2341.03 1.02 1 20.00 142.19 151.46 2612.09 2614.52 1.22 21.00 151.46 150.98 2902.89 2905.74 1.42 22.00 150.98 150.60 3202.06 3205.33 1.63 23.00 150.60 150.62 3499.95 3503.64 1.85 I 24.00 150.62 150.69 3797.06 3801.17 2.06 25.00 150.69 150.75 4093.76 4098.36 2.30 ' � , � , ' ' � �.�-� y ' , HYDROGR.APH DISCHARGE TABLE Cont'd � � � � , ' � � � � �J � ' TIME min 26.00 27.00 28.00 29.00 30.00 31.00 32.00 33.00 34.00 35.00 36.00 37.00 38.00 39.00 40.00 41.00 42.00 43.00 44.00 45.00 46.00 47.00 48.00 49.00 50.00 51.00 52.00 53.00 54.00 55.00 56.00 57.00 58.00 59.00 60.00 61.00 62.00 63.00 64.00 65.00 66.00 67.00 INFLOW (i) cfs 150.75 150.62 150.12 149.32 148.33 147.00 145.34 143.37 141.10 138.63 135.89 132.88 129.62 126.12 122.40 118.46 114.32 110.00 105.50 100.83 96.01 91.04 85.93 80.75 75.47 70.07 63.41 61.76 60.02 58.19 56.27 54.41 52.46 50.44 48.35 46.20 44.01 41.95 39.98 38.11 36.32 34.62 INFLOW (j) cfs 150.62 150.12 149.32 148.33 147.00 145.34 143.37 141.10 138.63 135.89 132.88 129.62 126.12 122.40 118.46 114.32 110.00 105.50 100.83 96.01 91.04 85.93 80.75 75.47 70.07 63.41 61.76 60.02 58.19 56.27 54.41 52.46 50.44 48.35 46.20 44.01 41.95 39.98 38.11 36.32 34.62 33.09 � � C 2S/dt-O (i) cfs 4390.06 4685.74 4980.25 5272.92 5563.28 5850.79 6134.72 6414.40 6689.25 6958.77 7222.52 7479.95 7730.57 7973.87 8209.36 8436.62 8655.28 8864.96 9065.33 9256.06 9436.85 9607.43 9767.53 9916.95 10055.53 10183.08 10298.26 10404.85 10507.77 10606.84 10701.91 10792.95 10879.94 10962.74 11041.22 11115.25 11184.75 11249.83 11310.71 11367.59 11420.67 11470.12 2S/dt+0 (j) OUTFLOW cfs cfs 4395.20 4691.42 4986.47 5279.68 5570.57 5858.61 6143.14 6423.43 6698.87 6968.98 7233.30 7491.29 7742.46 7986.31 8222.38 8450.21 8669.41 8879.60 9080.46 9271.66 9452.90 9623.89 9784.39 9934.20 10073.17 10201.06 10316.56 10423.43 10526.63 10625.98 10721.30 10812.58 10899.81 10982.84 11061.53 11135.77 11205.46 11270.71 11331.76 11388.80 11442.02 11491.61 2.57 2.84 3.11 3.38 3.65 3.91 4.21 4.51 4.81 5.10 5.39 5.67 5.94 6.22 6.51 6.79 7.06 7.32 7.57 7.80 8.02 8.23 8.43 8.63 8.82 8.99 9.15 9.29 9.43 9.57 9.70 9.82 9.94 10.05 10.16 10.26 10.35 10.44 10.52 10.60 10.67 10.74 ������ , , HYDROGRAPH DISCHARGE TABLE Cont'd � ' � ' � � � � ' � � ' ' � 1 ' � �. TIME mi r� 68.00 69.00 70.00 71.00 72.00 73.00 74.00 75.00 76.00 77.00 78.00 79.00 80.00 81.00 82.00 83.00 84.00 85.00 86.00 87.00 88.00 89.00 90.00 91.00 92.00 93.00 94.00 95.00 96.00 97.00 98.00 99.00 100.00 101.00 102.00 103.00 104.00 105.00 106.00 107.00 108.00 109.00 INFLOW (i) cfs 33.09 31.68 30.33 29.05 27.81 26.63 25.50 24.41 23.49 22.60 21.75 20.94 20.15 19.39 18.67 17.96 17.29 16.64 16.01 15.47 14.98 14.50 14.04 13.60 13.16 12.74 12.34 11.95 11.57 11.20 10.84 10.50 10.16 9.84 9.53 9.22 8.93 8.65 8.42 8.21 8.01 7.81 INFLOW (j) cfs 31.68 30.33 29.05 27.81 26.63 25.50 24.41 23.49 22.60 21.75 20.94 20.15 19.39 18.67 17.96 17.29 16.64 16.01 15.47 14.98 14.50 14.04 13.60 13.16 12.74 12.34 11.95 11.57 11.20 10.84 10.50 10.16 9.84 9.53 9.22 8.93 8.65 8.42 8.21 8.01 7.81 7.62 2S/dt-O (i) cfs 11516.22 11559.26 11599.44 11636.88 11671.71 11704.02 11733.95 11761.58 11787.13 11810.80 11832.68 11852.83 11871.32 11888.22 11903.58 11917.48 11929.96 11941.08 11950.91 11959.54 11967.11 11973.69 11979.32 11984.03 11987.84 11990.80 11992.92 11994.25 11994.80 11994.60 11993.68 11992.06 11989.77 11986.84 11983.27 11979.11 11974.36 11969.05 11963.25 11957.03 11950.43 11943.45 2S/dt+0 (j) OUTFLOW cfs cfs 11537.83 11580.99 11621.28 11658.82 11693.74 11726.14 11756.15 11783.86 11809.48 11833.22 11855.16 11875.37 11893.92 11910.86 11926.27 11940.21 11952.73 11963.89 11973.74 11982.39 11989.99 11996.59 12002.24 12006.96 12010.78 12013.75 12015.88 12017.21 12017.76 12017.56 12016.64 12015.02 12012.72 12009.78 12006.20 12002.02 11997.26 11991.94 11986.12 11979.88 11973.26 11966.26 10.80 10.86 10.92 10.97 11.02 11.06 11.10 11.14 11.17 11.21 11.24 11.27 11.30 11.32 11.35 11.37 11.39 11.40 11.42 11.43 11.44 11.45 11.46 11.47 11.47 11.48 11.48 11.48 11.48 11.48 11.48 11.48 11.47 11.47 11.46 11.46 11.45 11.44 11.43 11.43 11.42 11.41 � �- � Cc , , HYDROGRAPH DISCHARGE TABLE Cont'd � i � e � � , ' � 1 � � � , � ' ' TIME min 110.00 111.00 112.00 113.00 114.00 115.00 116.00 117.00 118.00 119.00 120.00 121.00 122.00 123.00 124.00 125.00 126.00 127.00 128.00 129.00 130.00 131.00 132.00 133.00 134.00 135.00 136.00 137.00 138.00 139.00 140.00 141.00 142.00 143.00 144.00 145.00 146.00 147.00 148.00 149.00 150.00 151.00 INFLOW (i) cfs 7.62 7.43 7.25 7.07 6.90 6.73 6.56 6.40 6.24 6.09 5.94 5.79 5.65 5.51 5.37 5.24 5.11 4.99 4.86 4.74 4.63 4.51 4.40 4.29 4.19 4.08 3.98 3.88 3.79 3.69 3.60 3.51 3.43 3.34 3.26 3.18 3.10 3.03 2.99 2.95 2.91 2.87 INFLOW (j) cfs 7.43 7.25 7.07 6.90 6.73 6.56 6.40 6.24 6.09 5.94 5.79 5.65 5.51 5.37 5.24 5.11 4.99 4.86 4.74 4.63 4.51 4.40 4.29 4.19 4.08 3.98 3.88 3.79 3.69 3.60 3.51 3.43 3.34 3.26 3.18 3.10 3.03 2.99 2.95 2.91 2.87 2.83 2S/dt-O (i) cfs 11936.09 11928.38 11920.33 11911.93 11903.21 11894.17 11884.82 11875.17 11865.23 11855.01 11844.52 11833.77 11822.75 11811.49 11799.99 11788.25 11776.29 11764.10 11751.70 11739.09 11726.28 11713.27 11700.07 11686.69 11673.13 11659.40 11645.50 11631.45 11617.24 11602.87 11588.37 11573.72 11558.94 11544.03 11528.99 11513.83 11498.55 11483.16 11467.71 11452.22 11436.68 11421.12 2S/dt+0 (j) OUTFLOW cfs cfs 11958.88 11951.15 11943.07 11934.65 11925.90 11916.83 11907.46 11897.78 11887.81 11877.56 11867.04 11856.25 11845.21 11833.91 11822.37 11810.60 11798.60 11786.38 11773.95 11761.30 11748.46 11735.41 11722.18 11708.76 11695.17 11681.40 11667.47 11653.37 11639.12 11624.72 11610.17 11595.49 11580.66 11565.71 11550.63 11535.43 11520.11 11504.68 11489.19 11473.65 11458.08 11442.47 11.39 11.38 11.37 11.36 11.35 11.33 11.32 11.30 11.29 11.27 11.26 11.24 11.23 11.21 11.19 11.18 11.16 11.14 11.13 11.11 11.09 11.07 11.05 11.04 11.02 11.00 10.98 10.96 10.94 10.92 10.90 10.88 10.86 10.84 10.82 10.80 10.78 10.76 10.74 10.72 10.70 10.68 �2--�R � ' , HYDROGRAPH DISCHARGE TABLE Cont'd ' , � , � � ' � , i ' , , TIME min 152.00 153.00 154.00 155.00 156.00 157.00 158.00 159.00 160.00 161.00 162.00 163.00 164.00 165.00 166.00 167.00 168.00 169.00 170.00 171.00 172.00 173.00 174.00 175.00 176.00 177.00 178.00 179.00 180.00 181.00 182.00 183.00 184.00 185.00 186.00 187.00 188.00 189.00 190.00 191.00 192.00 193.00 INFLOW ( i ) cfs 2.83 2.79 2.76 2.72 2.68 2.65 2.61 2.57 2.54 2.50 2.47 2.44 2.40 2.37 2.34 2.31 2.28 2.25 2.22 2.19 2.16 2.13 2.10 2.07 2.04 2.01 1.99 1.96 1.93 1.91 1.88 1.85 1.83 1.80 1.78 1.76 1.73 1.71 1.69 1.66 1.64 1.62 INFLOW (j) cfs 2.79 2.76 2.72 2.68 2.65 2.61 2.57 2.54 2.50 2.47 2.44 2.40 2.37 2.34 2.31 2.28 2.25 2.22 2.19 2.16 2.13 2.10 2.07 2.04 2.01 1.99 1.96 1.93 1.91 1.88 1.85 1.83 1.80 1.78 1.76 1.73 1.71 1.69 1.66 1.64 1.62 1.60 , � ' 2S/dt-O (i) cfs 11405.51 11389.87 11374.20 11358.49 11342.76 11326.99 11311.20 11295.37 11279.52 11263.64 11247.74 11231.81 11215.86 11199.89 11183.90 11167.88 11151.85 11135.80 11119.73 11103.64 11087.54 11071.42 11055.29 11039.15 11022.99 11006.82 10990.64 10974.45 10958.26 10942.05 10925.83 10909.61 10893.38 10877.15 10860.91 10844.66 10828.41 10812.16 10795.91 10779.65 10763.40 10747.14 2S/dt+0 (j) OUTFLOW cfs cfs 11426.82 11411.14 11395.42 11379.67 11363.89 11348.08 11332.25 11316.38 11300.48 11284.56 11268.62 11252.65 11236.65 11220.64 11204.60 11188.54 11172.47 11156.37 11140.26 11124.13 11107.98 11091.82 11075.65 11059.46 11043.26 11027.05 11010.82 10994.59 10978.35 10962.09 10945.83 10929.57 10913.29 10897.02 10880.73 10864.44 10848.15 10831.86 10815.56 10799.26 10782.96 10766.66 10.65 10.63 10.61 10.59 10.57 10.55 10.53 10.50 10.48 10.46 10.44 10.42 10.40 10.37 10.35 10.33 10.31 10.29 10.26 10.24 10.22 10.20 10.18 10.16 10.13 10.11 10.09 10.07 10.05 10.02 10.00 9.98 9.96 9.93 9.91 9.89 9.87 9.85 9.82 9.80 9.78 9.76 L,Z -- �4 � � HYDROGRAPH DISCHARGE TABLE Cont'd , , � � � � � , ' � i ' ' ' ' ' , TIME min 194.00 195.00 196.00 197.00 198.00 199.00 200.00 201.00 202.00 203.00 204.00 205.00 206.00 207.00 208.00 209.00 210.00 211.00 212.00 213.00 214.00 215.00 216.00 217.00 218.00 219.00 220.00 221.00 222.00 223.00 224.00 225.00 226.00 227.00 228.00 229.00 230.00 231.00 232.00 233.00 234.00 235.00 INFLOW { i ) cfs 1.60 1.57 1.55 1.53 1.51 1.49 1.47 1.45 1.43 1.41 1.39 1.37 1.35 1.34 1.32 1.30 1.28 1.27 1.25 1.23 1.21 1.20 1.18 1.17 1.15 1.13 1.12 1.10 1.09 1.07 1.06 1.05 1.03 1.02 1.00 0.99 0.98 0.96 0.95 0.94 0.92 0.91 INFLOW (j) cfs 1.57 1.55 1.53 1.51 1.49 1.47 1.45 1.43 1.41 1.39 1.37 1.35 1.34 1.32 1.30 1.28 1.27 1.25 1.23 1.21 1.20 1.18 1.17 1.15 1.13 1.12 1.10 1.09 1.07 1.06 1.05 1.03 1.02 1.00 0.99 0.98 0.96 0.95 0.94 0.92 0.91 0.90 2S/dt-O (i) cfs 10730.88 10714.63 10698.37 10682.12 10665.87 10649.62 10633.38 10617.14 10600.90 10584.67 10568.45 10552.23 10536.01 10519.81 10503.61 10487.42 10471.24 10455.47 10438.91 10422.76 10406.62 10390.48 10374.36 10358.25 10342.16 10326.07 10310.00 10293.95 10277.90 10261.87 10245.85 10229.85 10213.86 10197,89 10181.94 10166.00 1Q150.07 10134.16 10118.27 10102.40 10086.55 10070.71 2S/dt+0 (j) OUTFLOW cfs cfs 10750.36 10734.06 10717.76 10701.46 10685.16 10668.87 10652.58 10636.30 10620.02 10603.74 10587.47 10571.21 10554.96 10538.71 10522.46 10506.23 10490.01 10473.79 10457.58 10441.39 10425.20 10409.03 10392.86 10376.71 10360.57 10344.44 10328.33 10312.23 10296.14 10280.06 10264.00 10247.96 10231.93 10215.91 10199.91 10183.93 10167.96 10152.01 10136.08 10120.16 10104.26 10088.38 9.74 9.71 9.69 9.67 9.65 9.62 9.60 9.58 9.56 9.54 9.51 9.49 9.47 9.45 9.43 9.40 9.38 9.36 9.34 9.32 9.29 9.27 9.25 9.23 9.21 9.18 9.16 9.14 9.12 9.10 9.08 9.05 9.03 9.01 8.99 8.97 8.94 8.92 8.90 8.88 8.86 8.84 ��-�9 ' , HYDROGRAPH DISCH�,RGE TABLE Cont'd ' , , ' � � ' , � 1�' � 1 , � , � TIME min 236.00 237.00 238.00 239.00 240.00 241.00 242.00 243.00 244.00 245.00 246.00 247.00 248.00 249.00 250.00 251.00 252.00 253.00 254.00 255.00 256.00 257.00 258.00 259.00 260.00 261.00 262.00 263.00 264.00 265.00 266.00 267.00 268.00 269.00 270.00 271.00 272.00 273.00 274.00 275.00 276.00 277.00 INFLOW (i) cfs 0.90 0.89 0.88 0.86 0.85 0.84 0.83 0.82 0.81 0.80 0.78 0.77 0.76 0.75 0.74 0.73 0.72 0.71 0.70 0.69 0.68 0.68 0.67 0.66 0.65 0.64 0.63 0.62 0.61 0.61 0.60 0.59 0.58 0.57 0.57 0.56 0.55 Q.54 0.54 0.53 0.52 0.51 INFLOW ( j ) cfs 0.89 0.88 0.86 0.85 0.84 0.83 0.82 0.81 0.80 0.78 0.77 0.76 0.75 0.74 0.73 0.72 0.71 0.70 0.69 0.68 0.68 0.67 0.66 0.65 0.64 0.63 0.62 0.61 0.61 0.60 0.59 0.58 0.57 0.57 0.56 0.55 0.54 0.54 0.53 0.52 0.51 0.51 2S/dt-O (i) cfs 10054.89 10039.09 10023.31 10007.54 9991.80 9976.08 9960.37 9944.69 9929.02 9913.38 9897.76 9882.16 9866.58 9851.02 9835.48 9819.96 9804.47 9788.99 9773.53 9758.09 9742.67 9727.26 9711.88 9696.51 9681.17 9665.85 9650.54 9635.26 9620.00 9604.75 9589.53 9574.33 9559.15 9544.00 9528.86 9513.75 9498.65 9483.58 9468.54 9453.51 9438.51 9423.53 2S/dt+0 (j) OUTFLOW cfs cfs 10072.52 10056.68 10040.85 10025.04 10009.26 9993.49 9977.74 9962.02 9946.31 9930.63 9914.96 9899.32 9883.69 9868.09 9852.51 9836.96 9821.42 9805.90 9790.41 9774.93 9759.47 9744.03 9728.60 9713.20 9697.82 9682.46 9667.12 9651.80 9636.50 9621.21 9605.96 9590.72 9575.50 9560.31 9545.13 9529.98 9514.85 9499.75 9484.66 9469.60 9454.56 9439.54 8.82 8.79 8.77 8.75 8.73 8.71 8.69 8.67 8.64 8.62 8.60 8.58 8.56 8.54 8.52 8.50 8.48 8.46 8.44 8.42 8.40 8.38 8.36 8.34 8.32 8.31 8.29 8.27 8.25 8.23 8.21 8.19 8.17 8.16 8.14 8.12 8.10 8.08 8.06 8.04 8.03 8.01 L�-�� 1 , HYDROGR.APH DISCHARGE TABLE Cont'd ' , , ' , , , � 1 , LJ �J ' 1 TIME min 278.00 279.00 280.00 281.00 282.00 283.00 284.00 285.00 286.00 287.00 288.00 289.00 290.00 291.00 292.00 293.00 294.00 295.00 296.00 297.00 298.00 299.00 300.00 301.00 302.00 303.00 304.00 305.00 306.00 307.00 308.00 309.00 310.00 311.00 312.00 313.00 314.00 315.00 316.00 317.00 318.00 319.00 INFLOW (i) cfs 0.51 0.50 0.49 0.49 0.48 0.47 0.47 0.46 0.45 0.45 0.44 0.44 0.43 0.42 0.42 0.41 0.41 0.40 0.40 0.39 0.39 0.38 0.38 0.37 0.37 0.36 0.36 0.35 0.35 0.34 0.34 0.33 0.33 0.32 0.32 0.31 0.31 0.31 0.30 0.30 0.29 0.29 INFLOW ( j ) cfs 0.50 0.49 0.49 0.48 0.47 0.47 0.46 0.45 0.45 0.44 0.44 0.43 0.42 0.42 0.41 0.41 0.40 0.40 0.39 0.39 0.38 0.38 0.37 0.37 0.36 0.36 0.35 0.35 0.34 0.34 0.33 0.33 0.32 0.32 0.31 0.31 0.31 0.30 0.30 0.29 0.29 0.29 2S/dt-O (i) cfs 9408.57 9393.63 9378.72 9363.83 9348.97 9334.13 9319.31 9304.51 9289.74 9275.00 9260.27 9245.57 9230.90 9216.25 9201.62 9187.02 9172.45 9157.89 9143.37 9128.87 9114.39 9099.94 9085.51 9071.11 9056.73 9042.38 9028.05 9013.75 8999.48 8985.23 8971.00 8956.81 8942.63 8928.49 8914.37 8900.27 8886.21 8872.16 8858.15 8844.16 8830.19 8816.26 2S/dt+0 (j) OUTFLOW cfs cfs 9424.55 9409.58 9394.63 9379.70 9364.80 9349.92 9335.07 9320.24 9305.43 9290.64 9275.89 9261.15 9246.44 9231.75 9217.09 9202.46 9187.84 9173.25 9158.69 9144.16 9129.64 9115.16 9100.69 9086.25 9071.84 9057.46 9043.09 9028.76 9014.45 9000.16 8985.91 8971.67 8957.47 8943.29 8929.13 8915.00 8900.90 8886.82 8872.77 8858.75 8844.75 8830.78 7.99 7.97 7.95 7.93 7.92 7.90 7.88 7.86 7.84 7.82 7.81 7.79 7.77 7.75 7.73 7.72 7.70 7.68 7.66 7.64 7.63 7.61 7.59 7.57 7.56 7.54 7.52 7.50 7.49 7.47 7.45 7.43 7.42 7.40 7.38 7.36 7.35 7.33 7.31 7.29 7.28 7.26 L�-�.11 � 1 HYDROGR.APH DISCHARGE TABLE Cont'd , , � ' r , F i � , , ' � (J TIME min 320.00 321.00 322.00 323.00 324.00 325.00 326.00 327.00 328.00 329.00 330.00 331.00 332.00 333.00 334.00 335.00 336.00 337.00 338.00 339.00 340.00 341.00 342.00 343.00 344.00 345.00 346.00 347.00 348.00 349.00 350.00 351.00 352.00 353.00 354.00 355.00 356.00 357.00 358.00 359.00 360.00 361.00 INFLOW (i) cfs 0.29 0.28 0.28 0.27 0.27 0.27 0.26 0.26 0.26 0.25 0.25 0.25 0.24 0.24 0.24 0.23 0.23 0.23 0.22 0.22 0.22 0.21 0.21 0.21 0.21 0.20 0.20 0.20 0.19 0.19 0.19 0.19 0.18 0.18 0.18 0.18 0.17 0.17 0.17 0.17 0.17 0.16 INFLOW (j) cfs 0.28 0.28 0.27 0.27 0.27 0.26 0.26 0.26 0.25 0.25 0.25 0.24 0.24 0.24 0.23 0.23 0.23 0.22 0.22 0.22 0.21 0.21 0.21 0.21 0.20 0.20 0.20 0.19 0.19 0.19 0.19 0.18 0.18 0.18 0.18 0.17 0.17 0.17 0.17 0.17 0.16 0.16 �� ' 1 2S/dt-O (i) cfs 8802.35 8788.46 8774.60 8760.77 8746.97 8733.19 8719.44 8705.71 8692.01 8678.34 8664.69 8651.08 8637.48 8623.92 8610.38 8596.87 8583.38 8569.93 8556.50 8543.09 8529.72 8516.37 8503.04 8489.75 8476.48 8463.23 8450.02 8436.83 8423.67 8410.54 8397.43 83�4.35 8372.30 8358.27 8345.27 8332.30 8319.35 8306.43 8293.54 8280.68 8267.84 8255.03 2S/dt+0 (j) OUTFLOW cfs cfs 8816.83 8802.91 8789.02 8775.15 8761.32 8747.50 8733.72 8719.96 8706.23 8692.52 8678.84 8665.19 8651.56 8637.97 8624.39 8610.85 8597.33 8583.84 8570.38 8556.94 8543.53 8530.15 8516.79 8503.46 8490.16 8476.89 8463.64 8450.42 8437.22 8424.06 8410.92 8397.81 8384.72 8371.66 8358.63 8345.63 8332.65 8319.70 8306.78 8293.88 8281.01 8268.17 7.24 7.23 7.21 7.19 7.17 7.16 7.14 7.12 7.11 7.09 7.07 7.06 7.04 7.02 7.01 6.99 6.97 6.96 6.94 6.92 6.91 6.89 6.87 6.86 6.84 6.83 6.81 6.79 6.78 6.76 6.74 6.73 6.71 6.70 6.68 6.66 6.65 6.63 6.62 6.60 6.58 6.57 L2���- I� �� ' HYDROGRAPH DISCHARGE TABLE Cont'd , , , � 1 1 1 , 1 � 1 � , TIME min 362.00 363.00 364.00 365.00 366.00 367.00 368.00 369.00 370.00 371.00 372.00 373.00 374.00 375.00 376.00 377.00 378.00 379.00 380.00 381.00 382.00 383.00 384.00 385.00 386.00 387.00 388.00 389.00 390.00 391.00 392.00 393.00 394.00 395.00 396.00 397.00 398.00 399.00 400.00 401.00 402.00 403.00 INFLOW (i) cfs 0.16 0.16 0.16 0.15 0.15 0.15 0.15 0.15 0.14 0.14 0.14 0.14 0.14 0.13 0.13 0.13 0.13 0.13 0.13 0.12 0.12 0.12 0.12 0.12 0.12 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.10 0.10 0.10 0.10 0.10 0.10 0.10 0.09 0.09 0.09 INFLOW (j) cfs 0.16 0.16 0.15 0.15 0.15 0.15 0.15 0.14 0.14 0.14 0.14 0.14 0.13 0.13 0.13 0.13 0.13 0.13 0.12 0.12 0.12 0.12 0.12 0.12 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.10 0.10 0.10 0.10 0.10 0.10 0.10 0.09 0.09 0.09 0.09 , , ' 2S/dt-O (i) cfs 8242.25 8229.50 8216.77 8204.07 8191.39 8178.?4 8166.12 8153.53 8140.96 8128.42 8115.91 8103.42 8090.96 8078.53 8066.13 8053.75 8041.40 8029.07 8016.77 8004.50 7992.25 7980.04 7967.85 7955.68 7943.54 7931.43 7919.35 7907.29 7895.26 7883.25 7871.27 7859.32 7847.40 7835.49 7823.61 7811.75 7799.91 7788.10 7776.31 7764.54 7752.79 7741.07 2S/dt+0 (j) OUTFLOW cfs cfs 8255.36 8242.57 8229.81 8217.08 8204.37 8191.69 8179.04 8166.42 8153.82 8141.25 8128.70 8116.19 8103.70 8091.23 8078.80 8066.39 8054.01 8041.65 8029.32 8017.02 8004.75 7992.50 7980.28 7968.08 7955.92 7943.77 7931.66 7919.57 7907.51 7895.48 7883.47 7871.49 7859.53 7847.60 7835.69 7823.81 7811.95 7800.11 7788.29 7776.50 7764.73 7752.98 6.55 6.54 6.52 6.51 6.49 6.48 6.46 6.44 6.43 6.41 6.40 6.38 6.37 6.35 6.34 6.32 6.31 6.29 6.28 6.26 6.25 6.23 6.22 6.20 6.19 6.17 6.16 6.14 6.13 6.11 6.10 6.08 6.07 6.06 6.04 6.03 6.02 6.00 5.99 5.98 5.97 5.95 L2-� �3 ' , HYDROGR.APH DISCHARGE TABLE Cont'd ' ' , � � ' , � � , ' , ' ' , TIME min 404.00 405.00 406.00 407.00 408.00 409.00 410.00 411.00 412.00 413.00 414.00 415.00 416.00 417.00 418.00 419.00 420.00 421.00 422.00 423.00 424.00 425.00 426.00 427.00 428.00 429.00 430.00 431.00 432.00 433.00 434.00 435.00 436.00 437.00 438.00 439.00 440.00 441.00 442.00 443.00 444.00 445.00 INFLOW (i) cfs 0.09 0.09 0.09 0.09 0.09 0.08 0.08 0.08 0.08 0.08 0.08 0.08 0.08 0.08 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.05 0.05 0.05 0.05 0.05 INFLOW (j) cfs 0.09 0.09 0.09 0.09 0.08 0.08 0.08 0.08 0.08 0.08 0.08 0.08 0.08 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.05 0.05 0.05 0.05 0.05 0.05 2S/dt-O (i) cfs 7729.37 7717.70 7706.04 7694.41 7682.80 7671.22 7659.66 7648.12 7636.60 7625.11 7613.64 7602.19 7590.76 7579.36 7567.98 7556.62 7545.29 7533.97 7522.68 7511.42 7500.17 7488.95 7477.75 7466.57 7455.41 7444.28 7433.17 7422.08 7411.01 7399.97 7388.95 7377.95 7366.97 7356.02 7345.08 7334.17 7323.28 7312.42 7301.57 7290.75 7279.95 7269.17 2S/dt+0 (j) OUTFLOW cfs cfs 7741.25 7729.55 7717.87 7706.22 7694.59 7682.98 7671.39 7659.82 7648.28 7636.76 7625.27 7613.79 7602.34 7590.92 7579.51 7568.13 7556.77 7545.43 7534.12 7522.82 7511.55 7500.31 7489.08 7477.88 7466.70 7455.54 7444.41 7433.30 7422.21 7411.14 7400.09 7389.07 7378.07 7367.09 7356.13 7345.20 7334.29 7323.40 7312.53 7301.68 7290.86 7280.06 5.94 5.93 5.92 5.90 5.89 5.88 5.87 5.85 5.84 5.83 5.82 5.80 5.79 5.78 5.77 5.75 5.74 5.73 5.72 5.70 5.69 5.68 5.67 5.66 5.64 5.63 5.62 5.61 5.60 5.58 5.57 5.56 5.55 5.54 5.52 5.51 5.50 5.49 5.48 5.46 5.45 5.44 � 2- �l� 1 ' HYDROGRAPH DISCHARGE TABLE Cont'd i , � ' � , , ' � , ' l� TIME min 446.00 447.00 448.00 449.00 450.00 451.00 452.00 453.00 454.00 455.00 456.00 457.00 458.00 459.00 460.00 461.00 462.00 463.00 464.00 465.00 466.00 467.00 468.00 469.00 470.00 471.00 472.00 473.00 474.00 475.00 476.00 477.00 478.00 479.00 480.00 481.00 482.00 483.00 484.00 485.00 486.00 487.00 INFLOW (i) cfs 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 INFLOW (j) cfs 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 r � � 2S/dt-O (i) cfs 7258.42 7247.68 7236.97 7226.28 7215.61 7204.96 7194.33 7183.73 7173.15 7162.59 7152.05 7141.53 7131.04 7120.56 7110.11 7099.68 7089.27 7078.88 7068.51 7058.17 7047.84 7037.54 7027.26 7017.00 7006.76 6996.54 6986.34 6976.17 6966.01 6955.88 6945.76 6935.67 6925.60 6915.55 6905.52 6895.51 6885.53 6875.56 6865.61 6855.69 6845.78 6835.90 2S/dt+0 (j) OUTFLOW cfs cfs 7269.28 7258.52 7247.78 7237.07 7226.37 7215.70 7205.06 7194.43 7183.82 7173.24 7162.68 7152.14 7141.62 7131.12 7120.65 7110.19 7099.76 7089.35 7078.96 7068.59 7058.24 7047.92 7037.61 7027.33 7017.07 7006.83 6996.61 6986.41 6976.24 6966.08 6955.95 6945.83 6935.74 6925.67 6915.62 6905.59 6895.58 6885.59 6875.62 6865.68 6855.75 6845.84 5.43 5.42 5.41 5.39 5.38 5.37 5.36 5.35 5.34 5.33 5.31 5.30 5.29 5.28 5.27 5.26 5.25 5.24 5.22 5.21 5.20 5.19 5.18 5.17 5.16 5.15 5.13 5.12 5.11 5.10 5.09 5.08 5.07 5.06 5.05 5.04 5.03 5.01 5.00 4.99 4.98 4.97 L����� � � � �I � � , , ' � � i�: � �. , ' ' 1 ' HYDROGRAPH DISCHARGE TABLE Cont'd TIME INFLOW ( i) INFLOW ( j) min cfs cfs 488.00 489.00 490.00 491.00 492.00 493.00 494.00 495.00 496.00 497.00 498.00 499.00 500.00 501.00 502.00 503.00 504.00 505.00 506.00 507.00 508.00 509.00 510.00 511.00 512.00 513.00 514.00 515.00 516.00 517.00 518.00 519.00 520.00 521.00 522.00 523.00 524.00 525.00 526.00 527.00 528.00 529.00 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 2S/dt-O (i) cfs 6826.04 6816.19 6806.37 6796.57 6786.79 6777.03 6767.29 6757.57 6747.87 6738.19 6728.53 6718.89 6709.27 6699.68 6690.10 6680.54 6671.00 6661.48 6651.99 6642.51 6633.05 6623.61 6614.19 6604.79 6595.41 6586.06 6576.72 6567.40 6558.10 6548.81 6539.55 6530.31 6521.09 6511.89 6502.71 6493.54 6484.40 6475.27 6466.17 6457.08 6448.01 6438.97 2S/dt+0 (j) OUTFLOW cfs cfs 6835.96 6826.09 6816.25 6806.43 6796.63 6786.84 6777.08 6767.34 6757.62 6747.92 6738.24 6728.58 6718.94 6709.32 6699.72 6690.15 6680.59 6671.05 6661.53 6652.03 6642.55 6633.09 6623.65 6614.23 6604.84 6595.46 6586.10 6576.76 6567.44 6558.13 6548.85 6539.59 6530.35 6521.13 6511.92 6502.74 6493.58 6484.43 6475.31 6466.20 6457.11 6448.05 4.96 4.95 4.94 4.93 4.92 4.91 4.90 4.89 4.88 4.87 4.85 4.84 4.83 4.82 4.81 4.80 4.79 4.78 4.77 4.76 4.75 4.74 4.73 4.72 4.71 4.70 4.69 4.68 4.67 4.66 4.65 4.64 4.63 4.62 4.61 4.60 4.59 4.58 4.57 4.56 4.55 4.54 1.���!% ' ' HYDROGRAPH DISCHARGE TABLE Cont'd ' TIME min ' 530.00 531.00 532.00 , 533.00 534.00 � 535.00 536.00 � 537.00 � 538.00 539.00 • 540.00 541.00 542.00 � 543.00 544.00 545.00 546.00 �� 547 . 00 � 548.00 549.00 . 550.00 551.00 552.00 553.00 554.00 E 555.00 556.00 ' 557.00 558.00 559.00 � 560.00 561.00 562.00 563.00 �564.00 565.00 566.00 '567.00 568.00 569.00 570.00 , 571.00 1 1 ,� INFLOW (i) cfs 0.02 0.02 0.02 0.02 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 INFLOW ( j ) cfs 0.02 0.02 0.02 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 2S/dt-O (i) cfs 6429.94 6420.93 6411.94 6402.96 6394.01 6385.08 6376.16 6367.27 6358.39 6349.53 6340.69 6331.87 6323.07 6314.29 6305.52 6296.78 6288.05 6279.34 6270.65 6261.98 6253.32 6244.69 6236.07 6227.47 6218.89 6210.33 6201.79 6193.26 6184.76 6176.27 6167.80 6159.34 6150.91 6142.49 6134.09 6125.71 6117.35 6109.00 6100.67 6092.36 6084.07 6075.80 2S/dt+0 (j) OUTFLOW cfs cfs 6439.00 6429.97 6420.96 6411.97 6403.00 6394.04 6385.11 6376.19 6367.30 6358.42 6349.56 6340.72 6331.90 6323.10 6314.31 6305.55 6296.80 6288.07 6279.37 6270.67 6262.00 6253.35 6244.71 6236.10 6227.50 6218.92 6210.36 6201.81 6193.29 6184.78 6176.29 6167.82 6159.36 6150.93 6142.51 6134.11 6125.73 6117.37 6109.02 6100.69 6092.38 6084.09 4.53 4.52 4.51 4.50 4.49 4.48 4.47 4.46 4.45 4.44 4.43 4.42 4.41 4.41 4.40 4.39 4.38 4.37 4.36 4.35 4.34 4.33 4.32 4.31 4.30 4.29 4.28 4.27 4.26 4.26 4.25 4.24 4.23 4.22 4.21 4.20 4.19 4.18 4.17 4.16 4.16 4.15 �� ��• 1� ' � HYDROGRAPH DISCHARGE TABLE Cont'd � TIME min � 572.00 573.00 574.00 1 575.00 576.00 577.00 578.00 � 579.00 580.00 581.00 � 582.00 583.00 584.00 585.00 586.00 � 587.00 588.00 � 589.00 590.00 591.00 • 592.00 � 593.00 594.00 � 595.00 596.00 �� 597.00 598.00 , 599.00 600.00 601.00 602.00 � 603.00 F 604.00 605.00 ~ 606.00 � 607.00 608.00 � 609.00 � 610.00 611.00 ' 612.00 613.00 t ' yT 6- INFLOW (i) cfs 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 INFLOW (j) c£s 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 2S/dt-O (i) cfs 6067.54 6059.30 6051.08 6042.88 6034.69 6026.52 6018.37 6010.24 6002.12 5994.02 5985.94 5977.87 5969.82 5961.79 5953.78 5945.79 5937.81 5929.85 5921.90 5913.97 5906.06 5898.17 5890.29 5882.43 5874.58 5866.74 5858.92 5851.11 5843.32 5835.54 5827.78 5820.02 5812.29 5804.56 5796.85 5789.16 5781.48 5773.81 5766.16 5758.52 5750.89 5743.28 2S/dt+0 {j) OUTFLOW cfs cfs 6075.82 6067.56 6059.32 6051.10 6042.89 6034.71 6026.54 6018.39 6010.25 6002.13 5994.04 5985.95 5977.89 5969.84 5961.81 5953.80 5945.80 5937.82 5929.86 5921.92 5913.99 5906.08 5898.18 5890.30 5882.44 5874.59 5866.75 5858.93 5851.13 5843.33 5835.55 5827.79 5820.04 5812.30 5804.58 5796.87 5789.17 5781.49 5773.82 5766.17 5758.53 5750.90 4.14 4.13 4.12 4.11 4.10 4.09 4.08 4.08 4.07 4.06 4.05 4.04 4.03 4.02 4.01 4.01 4.00 3.99 3.98 3.97 3.96 3.95 3.95 3.94 3.93 3.92 3.92 3.91 3.90 3.90 3.89 3.88 3.87 3.87 3.86 3.85 3.85 3.84 3.83 3.83 3.82 3.81 r � /� � ' � � � � r � � ' F � ' � � ' t � � HYDROGRAPH DISCHARGE TABLE Cont'd TIME min INFLOW ( i ) cfs INFLOW (j ) cfs 614.00 615.00 616.00 617.00 618.00 619.00 620.00 621.00 622.00 623.00 624.00 625.00 626.00 627.00 628.00 629.00 630.00 631.00 632.00 633.00 634.00 635.00 636.00 637.00 638.00 639.00 640.00 641.00 642.00 643.00 644.00 645.00 646.00 647.00 648.00 649.00 650.00 651.00 652.00 653.00 654.00 655.00 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2S/dt-O (i) cfs 5735.68 5728.10 5720.53 5712.97 5705.43 5697.90 5690.38 5682.88 5675.39 5667.92 5660.46 5653.01 5645.57 5638.15 5630.74 5623.35 5615.97 5608.60 5601.25 5593.91 5586.58 5579.27 5571.96 5564.68 5557.40 5550.14 5542.89 5535.66 5528.44 5521.23 5514.03 5506.85 5499.68 5492.53 5485.38 5478.25 5471.14 5464.03 5456.94 5449.86 5442.79 5435.74 2S/dt+0 (j) OUTFLOW cfs cfs 5743.29 5735.69 5728.11 5720.54 5712.98 5705.44 5697.91 5690.39 5682.89 5675.40 5667.93 5660.46 5653.02 5645.58 5638.16 5630.75 5623.36 5615.98 5608.61 5601.26 5593.91 5586.59 5579.27 5571.97 5564.68 5557.41 5550.15 5542.90 5535.67 5528.44 5521.24 5514.04 5506.86 5499.69 5492.53 5485.39 5478.26 5471.14 5464.04 5456.95 5449.87 5442.80 3.80 3.80 3.79 3.78 3.78 3.77 3.76 3.76 3.75 3.74 3.74 3.73 3.72 3.71 3.71 3.70 3.69 3.69 3.68 3.67 3.67 3.66 3.65 3.65 3.64 3.63 3.63 3.62 3.61 3.61 3.60 3.59 3.59 3.58 3.57 3.57 3.56 3.56 3.55 3.54 3.54 3.53 ��-�.�� ' ' HYDROGRAPH DISCHARGE TABLE Cont'd � ' � �� ► , � ' � ' � � , 1 � TIME min 656.00 657.00 658.00 659.00 660.00 661.00 662.00 663.00 664.00 665.00 666.00 667.00 668.00 669.00 670.00 671.00 672.00 673.00 674.00 675.00 676.00 677.00 678.00 679.00 680.00 681.00 682.00 683.00 684.00 685.00 686.00 687.00 688.00 689.00 690.00 691.00 692.00 693.00 694.00 695.00 696.00 697.00 INFLOW (i) cfs 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INFLOW (j) cfs 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 I� � , 1 2S/dt-O (i) cfs 5428.70 5421.67 5414.66 5407.66 5400.67 5393.69 5386.73 5379.78 5372.84 5365.91 5359.00 5352.10 5345.21 5338.34 5331.47 5324.62 5317.79 5310.96 5304.15 5297.35 5290.56 5283.78 5277.02 5270.27 5263 . 53 5256.80 5250.09 5243.38 5236.69 5230.02 5223.35 5216.70 5210.05 5203.42 5196.81 5190.20 5183.61 5177.03 5170.46 5163.90 5157.36 5150.82 2S/dt+0 (j) OUTFLOW cfs cfs 5435.75 5428.71 5421.68 5414.67 5407 . 66 5400.67 5393.70 5386.73 5379.78 5372.85 5365.92 5359.01 5352.10 5345.22 5338.34 5331.48 5324.63 5317.79 5310.96 5304.15 5297.35 5290.56 5283.79 5277.02 5270.27 5263.53 5256.80 5250 . 09 5243.39 5236.70 5230.02 5223.35 52:L6.70 5210.06 5203.43 5196.81 5190.21 5183.61 5177.03 5170.46 5163.90 5157.36 3.52 3.52 3.51 3.50 3.50 3.49 3.48 3.48 3.47 3.47 3.46 3.45 3.45 3.44 3.43 3.43 3.42 3.42 3.41 3.40 3.40 3.39 3.38 3.38 3.37 3.37 3.36 3.35 3.35 3.34 3.33 3.33 3.32 3.32 3.31 3.30 3.30 3.29 3.29 3.28 3.27 3.27 L �- �, 2[ HYDROGRAPH DISCHARGE TABLE Cont'd TIME INFLOW (i) INFLOW (j) min cfs cfs 698.00 0.00 0.00 699.00 0.00 0.00 700.00 0.00 0.00 701.00 0.00 0.00 702.00 0.00 0.00 703.00 0.00 0.00 704.00 0.00 0.00 705.00 0.00 0.00 706.00 0.00 0.00 707.00 0.00 0.00 708.00 0.00 0.00 709.00 0.00 0.00 710.00 0.00 0.00 711.00 0.00 0.00 712.00 0.00 0.00 713.00 0.00 0.00 714.00 0.00 0.00 715.00 0.00 0.00 716.00 0.00 0.00 717.00 0.00 0.00 718.00 0.00 0.00 719.00 0.00 0.00 720.00 0.00 0.00 Maximum outflow (cfs) = 11.48 Maximum storage (cu ft) = 360188 Maximum elevation (ft) = 4910.61 2S/dt-O (i) cfs 5144.30 5137.79 5131.29 5124.81 5118.33 5111.87 5105.42 5098.98 5092.55 5086.14 5079.73 5073.34 5066.96 5060.59 5054.24 5047.89 5041.56 5035.23 5028.92 5022.62 5016.34 5010.06 5003.79 2S/dt+0 (j) OUTFLOW cfs cfs 5150.83 3.26 5144.30 3.26 5137.79 3.25 5131.30 3.24 5124.81 3.24 5118.34 3.23 5111.87 3.23 5105.42 3.22 5098.98 3.21 5092.56 3.21 5086.14 3.20 5079.74 3.20 5073.35 3.19 5066.97 3.19 5060.60 3.18 5054.24 3.17 5047.89 3.17 5041.56 3.16 5035.24 3.16 5028.93 3.15 5022.63 3.15 5016.34 3.14 5010.06 3.13 L �-�'�, � � � C C � �� ROUTED 100-YEAR RUNOFF FROM LAKE 2 COMBINED WITH 100-YEAR RUNOFF FROM LAKE 1 � ' �� � C L � � L C � � �' � Updated for new Rainfall Criteria from: "Final Drainage Report, Fossil Creek Community Park w Phase I(Lakes 1, 2 and 3)", JR Engineering, Ltd., Revised September 13, 1996 r- � R ' �. `! � ✓ 1 ' 1 HYDROLOGIC REPORT FOR i � � ROUTED 100 YR RUNOFF ' LAKE 2 FOSSIL CREEK # ' COMMUNITY PARK ' COMBINED WITH 100 YR , Y� RUNOFF FOR LAKE 1 LI-GZ ' HYDROLOGIC REPORT 1 COMBINE ............... � RUNOFF 1 .............. ROUTED 2. Hyd. No. 7 � Hydrograph type = COMBINED Peak discharge = 31.76 cfs Storm frequency = 100 yr Time interval = 1 min Inflow hyd no's = 1& 6 � �.f- c3 ' ' HYDROGRAPH DISCHARGE TABLE ' TIME INFLOW HYDROGRAPHS OUTFLOW HYDROGR.APH min 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 12.00 13.00 14.00 15.00 16.00 17.00 18.00 19.00 20.00 21.00 22.00 23.00 24.00 25.00 26.00 27.00 28.00 cfs 2.24 4.47 6.71 8.94 11.18 13.41 15.65 17.88 20.12 22.35 24.59 26.82 29.06 31.29 29.80 28.31 26.82 25.33 23.84 22.35 20.86 19.37 17.88 16.39 14.90 13.41 11.92 10.43 cfs 0.00 0.01 0.02 0.04 0.06 0.08 0.11 0.15 0.19 0.24 0.29 0.34 0.41 0.47 0.55 0.63 0.71 0.84 1.02 1.22 1.42 1.63 1.85 2.06 2.30 2.57 2.84 3.11 cfs 2.24 4.48 6.73 8.98 11.23 13.49 15.76 18.03 20.31 22.59 24.87 27.16 29.46 31.76 30.35 28.94 27.53 26.17 24.86 23.57 22.28 21.01 19.73 18.45 17.20 15.98 14.76 13.54 ��- C� ' ' HYDROGRAPH DISCHARGE TABLE Cont'd � ' ' �. �. ' ' l� ' --, � ' L , ' � TIME min 29.00 30.00 31.00 32.00 33.00 34.00 35.00 36.00 37.00 38.00 39.00 40.00 41.00 42.00 43.00 44.00 45.00 46.00 47.00 48.00 49.00 50.00 51.00 52.00 53.00 54.00 55.00 56.00 57.00 58.00 59.00 60.00 61.00 62.00 63.00 64.00 65.00 66.00 67.00 68.00 69.00 70.00 71.00 72.00 73.00 74.00 INFLOW cfs 8.94 7,45 5.96 4.47 2.98 1.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o.ao 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 HYDROGRAPHS cfs 3.38 3.65 3.91 4.21 4.51 4.81 5.10 5.39 5.67 5.94 6.22 6.51 6.79 7.06 7.32 7.57 7.80 8.02 8.23 8.43 8.63 8.82 8.99 9.15 9.29 9.43 9.57 9.70 9.82 9.94 10.05 10.16 10.26 10.35 10.44 10.52 10.60 10.67 10.74 10.80 10.86 10.92 10.97 11.02 11.06 11.10 OUTFLOW HYDROGRAPH cfs 12.32 11.10 9.87 8.68 7.49 6.30 5.10 5.39 5.67 5.94 6.22 6.51 6.79 7.06 7.32 7.57 7.80 8.02 8.23 8.43 8.63 8.82 8.99 9.15 9.29 9.43 9.57 9.70 9.82 9.94 10.05 10.16 10.26 10.35 10.44 10.52 10.60 10.67 10.74 10.80 10.86 10.92 10.97 11.02 11.06 11.10 ' ' L�-05 , ' HYDROGRAPH DISCHARGE TABLE Cont'd ' TIME min � , � � � ' , ' � � � � ' � r � 75.00 76.00 77.00 78.00 79.00 80.00 81.00 82.00 83.00 84.00 85.00 86.00 87.00 88.00 89.00 90.00 91.00 92.00 93.00 94.00 95.00 96.00 97.00 98.00 99.00 100.00 101.00 102.00 103.00 104.00 105.00 106.00 107.00 108.00 109.00 110.00 111.00 112.00 113.00 114.00 115.00 116.00 117.00 118.00 119.00 120.00 INFLOW HYDROGRAPHS cfs cfs 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.14 11.17 11.21 11.24 11.27 11.30 11.32 11.35 11.37 11.39 11.40 11.42 11.43 11.44 11.45 11.46 11.47 11.47 11.48 11.48 11.48 11.48 11.48 11.48 11.48 11.47 11.47 11.46 11.46 11.45 11.44 11.43 11.43 11.42 11.41 11.39 11.38 11.37 11.36 11.35 11.33 11.32 11.30 11.29 11.27 11.26 OUTFLOW HYDROGR.APH cfs 11.14 11.17 11.21 11.24 11.27 11.30 11.32 11.35 11.37 11.39 11.40 11.42 11.43 11.44 11.45 11.46 11.47 11.47 11.48 11.48 11.48 11.48 11.48 11.48 11.48 11.47 11.47 11.46 11.46 11.45 11.44 11.43 11.43 11.42 11.41 11.39 11.38 11.37 11.36 11.35 11.33 11.32 11.30 11.29 11.27 11.26 � 1 --� � � HYDROGRAPH DISCHARGE TABLE Cont'd ' ' ' ' � �. r : ' � ' , r ' � 1 � 1 TIME min 121.00 122.00 123.00 124.00 125.00 126.00 127.00 128.00 129.00 130.00 131.00 132.00 133.00 134.00 135.00 136.00 137.00 138.00 139.00 140.00 141.00 142.00 143.00 144.00 145.00 146.00 147.00 148.00 149.ao 150.00 151.00 152.00 153.00 154.00 155.00 156.00 157.00 158.00 159.00 160.00 161.00 162.00 163.00 164.00 165.00 166.00 INFLOW HYDROGRAPHS cfs cfs 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.QO 0.00 0.00 0.00 0.00 a.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 a.00 0.00 0.00 0.00 0.00 0.00 0.00 11.24 11.23 11.21 11.19 11.18 11.16 11.14 11.13 11.11 11.09 11.07 11.05 11.04 11.02 11.00 10.98 10.96 10.94 10.92 10.90 10.88 10.86 10.84 10.82 10.80 10.78 10.76 10.74 10.72 10.70 10.68 10.65 10.63 10.61 10.59 10.57 10.55 10.53 10.50 10.48 10.46 10.44 10.42 10.40 10.37 10.35 OUTFLOW HYDROGRAPH cfs 11.24 11.23 11.21 11.19 11.18 11.16 11.14 11.13 11.11 11.09 11.07 11.05 11.04 11.02 11.00 10.98 10.96 10.94 10.92 10.90 10.88 10.86 10.84 10.82 10.80 10.78 10.76 10.74 10.72 10.70 10.68 10.65 10.63 10.61 10.59 10.57 10.55 10.53 10.50 10.48 10.46 10.44 10.42 10.40 10.37 10.35 L I - �-'l 1 ' HYDROGRAPH DISCHARGE TABLE Cont'd � � 1 ' L � , � � 1 , , � , ' TIME min 167.00 168.00 169.00 170.00 171.00 172.00 173.00 174.00 175.00 176.00 ���.00 178.00 179.00 180.00 181.00 182.00 183.00 184.00 185.00 186.00 187.00 188.00 189.00 190.00 191.00 192.00 193.00 194.00 195.00 196.00 197.00 198.00 199.00 200.00 201.00 202.00 203.00 204.00 205.00 206.00 207.00 208.00 209.00 210.00 211.00 212.00 INFLOW HYDROGRAPHS cfs cfs 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10.33 10.31 10.29 10.26 10.24 10.22 10.20 10.18 10.16 10.13 10.11 10.09 10.07 10.05 10.02 10.00 9.98 9.96 9.93 9.91 9.89 9.87 9.85 9.82 9.80 9.78 9.76 9.74 9.71 9.69 9.67 9.65 9.62 9.60 9.58 9.56 9.54 9.51 9.49 9.47 9.45 9.43 9.40 9.38 9.36 9.34 OUTFLOW HYDROGRAPH cfs 10.33 10.31 10.29 10.26 10.24 10.22 10.20 10.18 10.16 10.13 10.11 10.09 10.07 10.05 10.02 10.00 9.98 9.96 9.93 9.91 9.89 9.87 9.85 9.82 9.80 9.78 9.76 9.74 9.71 9.69 9.67 9.65 9.62 9.60 9.58 9.56 9.54 9.51 9.49 9.47 9.45 9.43 9.40 9.38 9.36 9.34 � � L �-�g [� ! HYDROGRAPH DISCHARGE TABLE Cont'd ' � 1 � � ' ' ' � � � ' ' ' , TIME min 213.00 214.00 215.00 216.00 217.00 218.00 219.00 220.00 221.00 222.00 223.00 224.00 225.00 226.00 227.00 228.00 229.00 230.00 231.00 232.00 233.00 234.00 235.00 236.00 237.00 238.00 239.00 240.00 241.00 242.00 243.00 244.00 245.00 246.00 247.00 248.00 249.00 250.00 251.00 252.00 253.00 254.00 255.00 256.00 257.00 258.00 INFLOW cfs 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 HYDROGRAPHS cfs 9.32 9.29 9.27 9.25 9.23 9.21 9.18 9.16 9.14 9.12 9.10 9.08 9.05 9.03 9.01 8.99 8.97 8.94 8.92 8.90 8.88 8.86 8.84 8.82 8.79 8.77 8.75 8.73 8.71 8.69 8.67 8.64 8.62 8.60 8.58 8.56 8.54 8.52 8.50 8.48 8.46 8.44 8.42 8.40 8.38 8.36 , OUTFLOW HYDROGRAPH cfs 9.32 9.29 9.27 9.25 9.23 9.21 9.18 9.16 9.14 9.12 9.10 9.08 9.05 9.03 9.01 8.99 8.97 8.94 8.92 8.90 8.88 8.86 8.84 8.82 8.79 8.77 8.75 8.73 8.71 8.69 8.67 8.64 8.62 8.60 8.58 8.56 8.54 8.52 8.50 8.48 8.46 8.44 8.42 8.40 8.38 8.36 1 � �-�i r ' HYDROGRAPH DISCHARGE TABLE Cont'd ' , , ' ' � � � � C� , ' � � � TIME min 259.00 260.00 261.00 262.00 263.00 264.00 265.00 266.00 267.00 268.00 269.00 270.00 271.00 272.00 273.00 274.00 275.00 276.00 277.00 278.00 279.00 280.00 281.00 282.00 283.00 284.00 285.00 286.00 287.00 288.00 289.00 290.00 291.00 292.00 293.00 294.00 295.00 296.00 297.00 298.00 299.00 300.00 301.00 302.00 303.00 304.00 INFLOW HYDROGRAPHS cfs cfs 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8.34 8.32 8.31 8.29 8.27 8.25 8.23 8.21 8.19 8.17 8.16 8.14 8.12 8.10 8.08 8.06 8.04 8.03 8.01 7.99 7.97 7.95 7.93 7.92 7.90 7.88 7.86 7.84 7.82 7.81 7.79 7.77 7.75 7.73 7.72 7.70 7.68 7.66 7.64 7.63 7.61 7.59 7.57 7.56 7.54 7.52 OUTFLOW HYDROGRAPH cfs 8.34 8.32 8.31 8.29 8.27 8.25 8.23 8.21 8.19 8.17 8.16 8.14 8.12 8.10 8.08 8.06 8.04 8.03 S.O1 7.99 7.97 7.95 7.93 7.92 7.90 7.88 7.86 7.84 7.82 7.81 7.79 7.77 7.75 7.73 7.72 7.70 7.68 7.66 7.64 7.63 7.61 7.59 7.57 7.56 7.54 7.52 ' � � 1-C 1 � ' fHYDROGRAPH DISCHARGE TABLE Cont'd 1 1 � i , �. !I � 1 ' ' � � J I � u TIME min 305.00 306.00 307.00 308.00 309.00 310.00 311.00 312.00 313.00 314.00 315.00 316.00 317.00 318.00 319.00 320.00 321.00 322.00 323.00 324.00 325.00 326.00 327.00 328.00 329.00 330.00 331.00 332.00 333.00 334.00 335.00 336.00 337.00 338.00 339.00 340.00 341.00 342.00 343.00 344.00 345.00 346.00 347.00 348.00 349.00 350.00 INFLOW cfs 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 HYDROGRAPHS cfs 7.50 7.49 7.47 7.45 7.43 7.42 7.40 7.38 7.36 7.35 7.33 7.31 7.29 7.28 7.26 7.24 7.23 7.21 7.19 7.17 7.16 7.14 7.12 7.11 7.09 7.07 7.06 7.04 7.02 7.01 6.99 6.97 6.96 6.94 6.92 6.91 6.89 6.87 6.86 6.84 6.83 6.81 6.79 6.78 6.76 6.74 1 OUTFLOW HYDROGRAPH cfs 7.50 7.49 7.47 7.45 7.43 7.42 7.40 7.38 7.36 7.35 7.33 7.31 7.29 7.28 7.26 7.24 7.23 7.21 7.19 7.17 7.16 7.14 7.12 7.11 7.09 7.07 7.06 7.04 7.02 7.01 6.99 6.97 6.96 6.94 6.92 6.91 6.89 6.87 6.86 6.84 6.83 6.81 6.79 6.78 6.76 6.74 � L�-C �t 1 f � HYDROGRAPH DISCHARGE TABLE Cont'd � ' � � � . � � r � � � ' IL J � TIME min 351.00 352.00 353.00 354.00 355.00 356.00 357.00 358.00 359.00 360.00 361.00 362.00 363.00 364.00 365.00 366.00 367.00 368.00 369.00 370.00 371.00 372.00 373.00 374.00 375.00 376.00 377.00 378.00 379.00 380.00 381.00 382.00 383.00 384.00 385.00 386.00 387.00 388.00 389.00 390.00 391.00 392.00 393.00 394.00 395.00 396.00 INFLOW cfs 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 HYDROGRAPHS cfs 6.73 6.71 6.70 6.68 6.66 6.65 6.63 6.62 6.60 6.58 6.57 6.55 6.54 6.52 6.51 6.49 6.48 6.46 6.44 6.43 6.41 6.40 6.38 6.37 6.35 6.34 6.32 6.31 6.29 6.28 6.26 6.25 6.23 6.22 6.20 6.19 6.17 6.16 6.14 6.13 6.11 6.10 6.08 6.07 6.06 6.04 , �� �� OUTFLOW HYDROGRAPH cfs 6.73 6.71 6.70 6.68 6.66 6.65 6.63 6.62 6.60 6.58 6.57 6.55 6.54 6.52 6.51 6.49 6.48 6.46 6.44 6.43 6.41 6.40 6.38 6.37 6.35 6.34 6.32 6.31 6.29 6.28 6.26 6.25 6.23 6.22 6.20 6.19 6.17 6.16 6.14 6.13 6.11 6.10 6.08 6.07 6.06 6.04 L /-C IZ ' � HYDROGR.APH DISCHARGE TABLE Cont'd � � L � w. P' � ,� � r 4 � � i F , , � , � ' � � � TIME min 397.00 398.00 399.00 400.00 401.00 402.00 403.00 404.00 405.00 406.00 407.00 408.00 409.00 410.00 411.00 412.00 413.00 414.00 415.00 416.00 417.00 418.00 419.00 420.00 421.00 422.00 423.00 424.00 425.00 426.00 427.00 428.00 429.00 430.00 431.00 432.00 433.00 434.04 435.00 436.00 437.00 438.00 439.00 440.00 441.00 442.00 INFLOW HYDROGR.APHS cfs cfs 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.03 6.02 6.00 5.99 5.98 5.97 5.95 5.94 5.93 5.92 5.90 5.89 5.88 5.87 5.85 5.84 5.83 5.82 5.80 5.79 5 . '7 8 5.77 5.75 5.74 5.73 5.72 5.70 5.69 5.68 5.67 5.66 5.64 5.63 5.62 5.61 5.60 5.58 5.57 5.56 5.55 5.54 5.52 5.51 5.50 5.49 5.48 OUTFLOW HYDROGR.APH cfs 6.03 6.02 6.00 5.99 5.98 5.97 5.95 5.94 5.93 5.92 5.90 5.89 5.88 5.87 5.85 5.84 5.83 5.82 5.80 5.79 5.78 5.77 5.75 5.74 5.73 5.72 5.70 5.69 5.68 5.67 5.66 5.64 5.63 5.62 5.61 5.60 5.58 5.57 5.56 5.55 5.54 5.52 5.51 5.50 5.49 5.48 ��-c�= 1 � HYDROGRAPH DISCHARGE TABLE Cont'd � P � � t� ' ' k � ' ' r � r- � I� : , ' , �- �,� TIME min 443.00 444.00 445.00 446.00 447.00 448.00 449.00 450.00 451.00 452.00 453.00 454.00 455.00 456.00 457.00 458.00 459.00 460.00 461.00 462.00 463.00 464.00 465.00 466.00 467.00 468.00 469.00 470.00 471.00 472.00 473.00 474.00 475.00 476.00 477.00 478.00 479.00 480.00 481.00 482.00 483.00 484.00 485.00 486.00 487.00 488.00 INFLOW cfs �.�� 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 � . � � 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 HYDROGR.APHS efs 5.46 5.45 5.44 5.43 5.42 5.41 5.39 5.38 5.37 5.36 5.35 5.34 5.33 5.31 5.30 5.29 5.28 5.27 5.26 5.25 5.24 5.22 5.21 5.20 5.19 5.18 5.17 5.16 5.15 5.13 5.12 5.11 5.10 5.09 5.08 5.07 5.06 5.05 5.04 5.03 5.01 5.00 4.99 4.98 4.97 4.96 � OUTFLOW HYDROGR.APH cfs 5.46 5.45 5.44 5.43 5.42 5.41 5.39 5.38 5.37 5.36 5.35 5.34 5.33 5.31 5.30 5.29 5.28 5.27 5.26 5.25 5.24 5.22 5.21 5.20 5.19 5.18 5.17 5.16 5.15 5.13 5.12 5.11 5.10 5.09 5.08 5.07 5.06 5.05 5.04 5.03 5.01 5.00 4.99 4.98 4.97 4.96 �.-- � L.l -Gt c; ' ' HYDROGRAPH DISCHARGE TABLE Cont'd ' ' � �, � P � ' ' 1 , � ' � � TIME min 489.00 490.00 491.00 492.00 493.00 494.00 495.00 496.00 497.00 498.00 499.00 500.00 501.00 502.00 503.00 504.00 505.00 506.00 507.00 508.00 509.00 510.00 511.00 512.00 513.00 514.00 515.00 516.00 517.00 518.00 519.00 520.00 521.00 522.00 523.00 524.00 525.00 526.00 527.00 528.00 529.00 530.00 531.00 532.00 533.00 534.00 INFLOW cfs 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Q.00 Q.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 HYDROGR.APHS cfs 4.95 4.94 4.93 4.92 4.91 4.90 4.89 4.88 4.87 4.85 4.84 4.83 4.82 4.81 4.80 4.79 4.78 4.77 4.76 4.75 4.74 4.73 4.72 4.71 4.70 4.69 4.68 4.67 4.66 4.65 4.64 4.63 4.62 4.61 4.60 4.59 4.58 4.57 4.56 4.55 4.54 4.53 4.52 4.51 4.50 4.49 � � OUTFLOW HYDROGRAPH cfs 4.95 4.94 4.93 4.92 4.91 4.90 4.89 4.88 4.87 4.85 4.84 4.83 4.82 4.81 4.80 4.79 4.78 4.77 4.76 4.75 4.74 4.73 4.72 4.71 4.70 4.69 4.68 4.67 4.66 4.65 4.64 4.63 4.62 4.61 4.60 4.59 4.58 4.57 4.56 4.55 4.54 4.53 4.52 4.51 4.50 4.49 Lf -�IS ' ' HYDROGRAPH DISCHARGE TABLE Cont'd ' ' �� 1 �� � � � � ' r �: ' LJ [J ' TIME min 535.00 536.00 537.00 538.00 539.00 540.00 541.00 542.00 543.00 544.00 545.00 546.00 547.00 548.00 549.00 550.00 551.00 552.00 553.00 554.00 555.00 556.00 557.00 558.00 559.00 560.00 561.00 562.00 563.00 564.00 565.00 566.00 567.00 568.00 569.00 570.00 571.00 572.00 573.00 574.00 575.00 576.00 577.00 578.00 579.00 580.00 INFLOW cfs 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o.ao 0.00 0.00 0.00 0.00 0.44 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 �.�0 0.00 0.00 0.00 0.00 0.00 0.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 HYDROGRAPHS cfs 4.48 4.47 4.46 4.45 4.44 4.43 4.42 4.41 4.41 4.40 4.39 4.38 4.37 4.36 4.35 4.34 4.33 4.32 4.31 4.30 4.29 4.28 4.27 4.26 4.26 4.25 4.24 4.23 4.22 4.21 4.20 4.19 4.18 4.17 4.16 4.16 4.15 4.14 4.13 4.12 4.11 4.10 4.09 4.08 4.08 4.07 OUTFLOW HYDROGRAPH cfs 4.48 4.47 4.46 4.45 4.44 4.43 4.42 4.41 4.41 4.40 4.39 4.38 4.37 4.36 4.35 4.34 4.33 4.32 4.31 4.30 4.29 4.28 4.27 4.26 4.26 4.25 4.24 4.23 4.22 4.21 4.20 4.19 4.18 4.17 4.16 4.16 4.15 4.14 4.13 4,12 4.11 4.10 4.09 4.08 4.0$ 4.07 � � Li -c �� 1 ' HYDROGRAPH DISCHARGE TABLE Cont'd 1 � � L ' r � � ' � I� ' I ' 1 ' i ' TIME min 581.00 582.00 583.00 584.00 585.00 586.00 587.00 588.00 589.00 590.00 591.00 592.00 593.00 594.00 595.00 596.00 597.00 598.00 599.00 600.00 601.00 602.00 603.00 604.00 605.00 606.00 607.00 608.00 609.00 610.00 611.00 612.00 613.00 614.00 615.00 616.00 617.00 618.00 619.00 620.00 621.00 622.00 623.00 624.00 625.00 626.00 INFLOW cfs 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 HYDROGRAPHS cfs 4.06 4.05 4.04 4.03 4.02 4.01 4.01 4.00 3.99 3.98 3.97 3.96 3.95 3.95 3.94 3.93 3.92 3.92 3.91 3.90 3.90 3.89 3.88 3.87 3.87 3.86 3.85 3.85 3.84 3.83 3.83 3.82 3.81 3.80 3.80 3.79 3.78 3.78 3.77 3.76 3.76 3.75 3.74 3.74 3.73 3.72 OUTFLOW HYDROGRAPH cfs 4.06 4.05 4.04 4.03 4.02 4.01 4.01 4.00 3.99 3.98 3.97 3.96 3.95 3.95 3.94 3.93 3.92 3.92 3.91 3.90 3.90 3.89 3.88 3.87 3.87 3.86 3.85 3.85 3.84 3.83 3.83 3.82 3.81 3.80 3.80 3.79 3.78 3.78 3.77 3.76 3.76 3.75 3.74 3.74 3.73 3.72 ' � L 1-�-�� ' F' W, HYDROGRAPH DISCHARGE TABLE Cont'd ' � r � � � ' � ' , � ' � 1 ' 1 � � ' TIME min 627.00 628.00 629.00 630.00 631.00 632.00 633.00 634.00 635.00 636.00 637.00 638.00 639.00 640.00 641.00 642.00 643.00 644.00 645.00 646.00 647.00 648.00 649.00 650.00 651.00 652.00 653.00 654.00 655.00 656.00 657.00 658.00 659.00 660.00 661.00 662.00 663.00 664.00 665.00 666.00 667.00 668.00 669.00 670.00 671.00 672.00 INFLOW cfs 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 HYDROGRAPHS cfs 3.71 3.71 3.70 3.69 3.69 3.68 3.67 3.67 3.66 3.65 3.65 3.64 3.63 3.63 3.62 3.61 3.61 3.60 3.59 3.59 3.58 3.57 3.57 3.56 3.56 3.55 3.54 3.54 3.53 3.52 3.52 3.51 3.50 3.50 3.49 3.48 3.48 3.47 3.47 3.46 3.45 3.45 3.44 3.43 3.43 3.42 OUTFLOW HYDROGRAPH cfs 3.71 3.71 3.70 3.69 3.69 3.68 3.67 3.67 3.66 3.65 3.65 3.64 3.63 3.63 3.62 3.61 3.61 3.60 3.59 3.59 3.58 3.57 3.57 3.56 3.56 3.55 3.54 3.54 3.53 3.52 3.52 3.51 3.50 3.50 3.49 3.48 3.48 3.47 3.47 3.46 3.45 3.45 3.44 3.43 3.43 3.42 ����� HYDROGRAPH DISCHARGE TABLE Cont'd TIME min 673.00 674.00 675.00 676.00 677.00 678.00 679.00 680.00 681.00 682.00 683.00 684.00 685.00 686.00 687.00 688.00 689.00 690.00 691.00 692.00 693.00 694.00 695.00 696.00 697.00 698.00 699.00 700.00 701.00 702.00 703.00 704.00 705.00 706.00 707.00 708.00 709.00 710.00 711.00 712.00 713.00 714.00 715.00 716.00 717.00 718.00 INFLOW cfs 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 HYDROGR.APHS cfs 3.42 3.41 3.40 3.40 3.39 3.38 3.38 3.37 3.37 3.36 3.35 3.35 3.34 3.33 3.33 3.32 3.32 3.31 3.30 3.30 3.29 3.29 3.28 3.27 3.27 3.26 3.26 3.25 3.24 3.24 3.23 3.23 3.22 3.21 3.21 3.20 3.20 3.19 3.19 3.18 3.17 3.17 3.16 3.16 3.15 3.15 OUTFLOW HYDROGR.APH cfs 3.42 3.41 3.40 3.40 3.39 3.38 3.38 3.37 3.37 3.36 3.35 3.35 3.34 3.33 3.33 3.32 3.32 3.31 3.30 3.30 3.29 3.29 3.28 3.27 3.27 3.26 3.26 3.25 3.24 3.24 3.23 3.23 3.22 3.21 3.21 3.20 3.20 3.19 3.19 3.18 3.17 3.17 3.16 3.16 3.15 3.15 �.1-C I� ' [ HYDROGRAPH DISCHARGE TABLE Cont'd � TIME INFLOW HYDROGRAPHS OUTFLOW HYDROGRAPH min cfs cfs cfs � 719.00 0.00 3.14 3.14 720.00 0.00 3.13 3.13 � ' � , � � � ' , 1 , ' , ' ' Ll-C�b [_'1 r ROUTED 100-YEAR RUNOFF INTO LAKE 1 r � � �. � � � �� � � � � � IJ � �. Updated for new Rainfall Criteria from: "Final Drainage Report, Fossil Creek Community Park � Phase I(Lakes l, 2 and 3)", JR Engineering, Ltd., Revised September 13, 1996 � ��-1Z� ' 1 � HYDROLOGIC REPORT FOR 0 ' ' , , ' 1 ' ' --, J 1 L_J � ' � , ' LAKE #1 FOSSIL CREEK ROUTED 100 YR RUNOFF COMMUNITY PARK ' _ � � �� ' HYDROLOGIC REPORT ' ROUTED 1 .............. , ...................... Hyd. No. 8 , Hydrograph type = RESERVOIR ROUTE Peak discharge = 10.93 cfs ' Storm frequency = 100 yr Time interval = 1 min Inflow hyd. no. = 7 Reservoir no. = 1 , 1 � ' ' ' ' � , ' 1 ' ' ' � � - �,� , ' , ' 1 � ' � � ' ' ' , r � i � � � HYDROGRAPH DISCHARGE TABLE TIME min 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 12.00 13.00 14.00 15.00 16.00 17.00 18.00 19.00 20.00 21.00 22.00 23.00 24.00 25.00 INFLOW (i) cfs 2.24 4.48 6.73 8.98 11.23 13.49 15.76 18.03 20.31 22.59 24.87 27.16 29.46 31.76 30.35 28.94 27.53 26.17 24.86 23.57 22.28 21.01 19.73 18.45 17.20 INFLOW (j) cfs 4.48 6.73 8.98 11.23 13.49 15.76 18.03 20.31 22.59 24.87 27.16 29.46 31.76 30.35 28.94 27.53 26.17 24.86 23.57 22.28 21.01 19.73 18.45 17.20 15.98 2S/dt-O (i) cfs 2.22 8.85 19.88 35.26 54.98 78.99 107.27 139.80 176.54 217.41 262.11 310.58 362.77 418.63 474.19 525.80 573.58 617.64 658.04 694.89 728.31 758.39 785.23 808.91 829.53 2S/dt+0 (j) OUTFLOW cfs cfs 2.24 0.01 8.93 0.04 20.06 0.09 35.58 0.16 55.47 0.25 79.70 0.36 108.24 0.49 141.06 0.63 178.14 0.80 219.43 1.01 264.87 1.38 314.14 1.78 367.20 2.22 423.99 2.68 480.74 3.28 533.47 3.83 582.28 4.35 627.29 4.82 668.68 5.32 706.47 5.79 740.74 6.22 771.60 6.60 799.12 6.95 823.41 7.25 844.56 7.51 ii-�zu �� � ' HYDROGRAPH DISCHARGE TABLE Cont'd , ' , 1 � r � , ' � ' � � ' ' 1 , ' TIME min 26.00 27.00 28.00 29.00 30.00 31.00 32.00 33.00 34 . 00 35.00 36.00 37.00 38.00 39.00 40.00 41.00 42.00 43.00 44.00 45.00 46.00 47.00 48.00 49.00 50.00 51.00 52.00 53.00 54.00 55.00 56.00 57.00 58.00 59.00 60.00 61.00 62 . 00 63.00 64.00 65.00 66.00 67.00 INFLOW (i) cfs 15.98 14.76 13.54 12.32 11.10 9.87 8.68 7.49 6.30 5.10 5.39 5.67 5.94 6.22 6.51 6.79 7.06 7.32 7.57 7.80 8.02 8.23 8.43 8.63 8.82 8.99 9.15 9.29 9.43 9.57 9.70 9.82 9.94 10.05 10.16 10.26 10.35 10.44 10.52 10.60 10.67 10.74 INFLOW (j) cfs 14.76 13.54 12.32 11.10 9.87 8.68 7.49 6.30 5.10 5.39 5.67 5.94 6.22 6.51 6.79 7.06 7.32 7.57 7.80 8.02 8.23 8.43 8.63 8.82 8.99 9.15 9.29 9.43 9.57 9.70 9.82 9.94 10.05 10.16 10.26 10.35 10.44 10.52 10.60 10.67 10.74 10.80 2S/dt-0 (i) cfs 847.20 862.00 874.02 883.32 889.98 894.07 895.70 894.98 891.96 886.71 880.72 875.44 870.86 866.94 863.68 861.07 859.07 857.64 856.73 856.33 856.37 856.84 857.69 858.89 860.44 862.30 864.42 866.78 869.34 872.11 875.05 878.15 881.41 884.79 888.29 891.90 895.59 899.36 903.19 907.07 910.98 914.91 2S/dt+0 (j) OUTFLOW cfs cfs 862.72 877.95 890.31 899.88 906.74 910.95 912.62 911.88 908.77 903.37 897.20 891.78 887.06 883.02 879.67 876.99 874.93 873.45 872.52 872.10 872.15 872.63 873.50 874.75 876.34 878.25 880 .43 882.86 885.50 888.34 891.37 894.56 897.91 901.40 905.00 908.71 912.51 916.39 920.33 924.32 928.34 932.39 7.76 7.97 8.15 8.28 8.38 8.44 8.46 8.45 8.41 8.33 8.24 8.17 8.10 8.04 8.00 7.96 7.93 7.91 7.89 7.89 7.89 7.90 7.91 7.93 7.95 7.98 S.Ol 8.04 8.08 8.12 8.16 8.21 8.25 8.30 8.35 8.41 8.46 8.51 8.57 8.63 8.68 8.74 /� / �% � ' � HYDROGRAPH DISCHARGE TABLE Cont'd , ' , ' 1 � ' , , 1 � 1 , r ' 1 ' TIME min 68.00 69.00 70.00 71.00 72.00 73.00 74.00 75.00 76.00 77.00 78.00 79.00 80.00 81.00 82.00 83.00 84.00 85.00 86.00 87.00 88.00 89.00 90.00 91.00 92.00 93.00 94.00 95.00 96.00 97.00 98.00 99.00 100.00 101.00 102.00 103.00 104.00 105.00 106.00 107.00 108.00 109.00 INFLOW (i) cfs 10.80 10.86 10.92 10.97 11.02 11.06 11.10 11.14 11.17 11.21 11.24 11.27 11.30 11.32 11.35 11.37 11.39 11.40 11.42 11.43 11.44 11.45 11.46 11.47 11.47 11.48 11.48 11.48 11.48 11.48 11.48 11.48 11.47 11.47 11.46 11.46 11.45 11.44 11.43 11.43 11.42 11.41 INFLOW (j) cfs 10.86 10.92 10.97 11.02 11.06 11.10 11.14 11.17 11.21 11.24 11.27 11.30 11.32 11.35 11.37 11.39 11.40 11.42 11.43 11.44 11.45 11.46 11.47 11.47 11.48 11.48 11.48 11.48 11.48 11.48 11.48 11.47 11.47 11.46 11.46 11.45 11.44 11.43 11.43 11.42 11.41 11.39 2S/dt-0 (i) cfs 918.87 922.83 926.78 930.73 934.66 938.57 942.45 946.30 950.11 953.88 957.61 961.30 964.93 968.52 972.05 975.52 978.93 982.28 985.57 988.79 991.94 995.02 998.04 1000.98 1003.85 1006.66 1009.38 1012.04 1014.63 1017.14 1019.58 1021.95 1024.24 1026.46 1028.61 1030.69 1032.70 1034.64 1036.50 1038.30 1040.02 1041.68 2S/dt+0 (j) OUTFLOW cfs cfs 936.46 940.53 944.61 948.67 952.72 956.74 960.73 964.69 968.61 972.50 976.33 980.13 983.87 987.56 991.19 994.76 998.27 1001.72 1005.10 1008.42 1011.66 1014.83 1017.93 1020.96 1023.92 1026.80 1029.61 1032.34 1035.00 1037.59 1040.10 1042.54 1044.90 1047.18 1049.40 1051.54 1053.60 1055.59 1057.51 1059.36 1061.14 1062.84 8.80 8.85 8.91 8.97 9.03 9.08 9.14 9.20 9.25 9.31 9.36 9.41 9.47 9.52 9.57 9.62 9.67 9.72 9.77 9.81 9.86 9.90 9.95 9.99 10.03 10.07 10.11 10.15 10.19 10.22 10.26 10.29 10.33 10.36 10.39 10.42 10.45 10.48 10.51 10.53 10.56 10.58 / / - �� , , HYDROGRAPH DISCHARGE TABLE Cont'd � 1 � ' F. � ' ' � � � L' � � ' � TIME min 110.00 111.00 112.00 113.00 114.00 115.00 116.00 117.00 118.00 119.00 120.00 121.00 122.00 123.00 124.00 125.00 126.00 127.00 128.00 129.00 130.00 131.00 132.00 133.00 134.00 135.00 136.00 137.00 138.00 139.00 140.00 141.00 142.00 143.00 144.00 145.00 146.00 147.00 148.00 149.00 150.00 151.00 INFLOW (i) cfs 11.39 11.38 11.37 11.36 11.35 11.33 11.32 11.30 11.29 11.27 11.26 11.24 11.23 11.21 11.19 11.18 11.16 11.14 11.13 11.11 11.09 11.07 11.05 11.04 11.02 11.00 10.98 10.96 10.94 10.92 10.90 10.88 10.86 10.84 10.82 10.80 10.78 10.76 10.74 10.72 10.70 10.68 INFLOW (j) cfs 11.38 11.37 11.36 11.35 11.33 11.32 11.30 11.29 11.27 11.26 11.24 11.23 11.21 11.19 11.18 11.16 11.14 11.13 11.11 11.09 11.07 11.05 11.04 11.02 11.d0 10.98 10.96 10.94 10.92 10.90 10.88 10.86 10.84 10.82 10.80 10.78 10.76 10.74 10.72 10.70 10.68 10.65 ' �-, I'I � ' 2S/dt-O (i) cfs 1043.27 1044.80 1046.25 1047.63 1048.95 1050.20 1051.38 1052.51 1053.56 1054.56 1055.49 1056.37 1057.18 1057.94 1058.65 1059.29 1059.89 1060.43 1060.93 1061.37 1061.77 1062.12 1062.43 1062.69 1062.91 1063.09 1063.22 1063.31 1063.36 1063.38 1063.35 1063.29 1063.19 1063.05 1062.88 1062.68 1062.44 1062.16 1061.86 1061.52 1061.16 1060.76 2S/dt+0 (j) OUTFLOW cfs cfs 1064.48 1066.05 1067.55 1068.98 1070.34 1071.63 1072.85 1074.01 1075.10 1076.13 1077.09 1077.99 1078.84 1079.62 1080.35 1081.02 1081.63 1082.19 1082.70 1083.16 1083.57 1083.94 1084.25 1084.52 1084.75 1084.93 1085.07 1085.16 1085.22 1085.23 1085.20 1085.14 1085.04 1084.89 1084.72 1084.51 1084.26 1083.98 1083.66 1083.32 1082.94 1082.53 10.60 10.63 10.65 10.67 10.69 10.71 10.73 10.75 10.77 10.78 10.80 10.81 10.83 10.84 10.85 10.86 10.87 10.88 10.89 10.89 10.90 10.91 10.91 10.91 10.92 10.92 10.92 10.92 10.93 10.93 10.93 10.92 10.92 10.92 10.92 10.91 10.91 10.91 10.90 10.90 10.89 10.88 L !- �7 1 IHYDROGRAPH DISCHARGE TABLE Cont'd ' 1 � , 1 L I � ' � � � � �. ' � � ' ' TIME min 152.00 153.00 154.00 155.00 156.00 157.00 158.00 159.00 160.00 161.00 162.00 163.00 164.00 165.00 166.00 167.00 168.00 169.00 170.00 171.00 172.00 173.00 174.00 175.00 176.00 177.00 178.00 179.00 180.00 181.00 182.00 183.00 184.00 185.00 186.00 187.00 188.00 189.00 190.00 191.00 192.00 193.00 INFLOW ( i ) cfs 10.65 10.63 10.61 10.59 10.57 10.55 10.53 10.50 10.48 10.46 10.44 10.42 10.40 10.37 10.35 10.33 10.31 10.29 10.26 10.24 10.22 10.20 10.18 10.16 10.13 10.11 10.09 10.07 10.05 10.02 10.00 9.98 9.96 9.93 9.91 9.89 9.87 9.85 9.82 9.80 9.78 9.76 INFLOW (j) cfs 10.63 10.61 10.59 10.57 10.55 10.53 10.50 10.48 10.46 10.44 10.42 10.40 10.37 10.35 10.33 10.31 10.29 10.26 10.24 10.22 10.20 10.18 10.16 10.13 10.11 10.09 10.07 10.05 10.02 10.00 9.98 9.96 9.93 9.91 9.89 9.87 9.85 9.82 9.80 9.78 9.76 9.74 2S/dt-O (i) cfs 1060.34 1059.88 1059.40 1058.90 1058.37 1057.81 1057.23 1056.62 1055.99 1055.34 1054.67 1053.98 1053.27 1052.53 1051.78 1051.01 1050.22 1049.41 1048.59 1047.75 1046.$9 1046.02 1045.13 1044.23 1043.30 1042.37 1041.41 1040.44 1039.46 1038.46 1037.44 1036.41 1035.37 1034.31 1033.24 1032.16 1031.06 1029.96 1028.84 1027.71 1026.56 1025.41 2S/dt+0 (j} OUTFLOW cfs cfs 1082.09 1081.62 1081.13 1080.61 loso.os 1079.4$ 1078.8$ 1078.26 1077.61 1076.94 1076.24 1075.53 1074.79 1074.04 1073.26 1072.46 1071.65 1070.82 1069.97 1069.10 1068.21 1067.31 1066.39 1065.46 1064.51 1063.55 1062.57 1061.57 1060.55 1059.52 1058.48 1057.42 1056.35 1055.26 1054.16 1053.04 1051.92 1050.78 1049.63 1048.46 1047.29 1046.10 10.88 10.87 10.86 10.85 10.85 10.84 10.83 10.82 10.81 10.80 10.79 10.77 10.76 10.75 10.74 10.73 10.71 10.70 10.69 10.67 10.66 10.65 10.63 10.62 10.60 10.59 10.58 10.56 10.55 10.53 10.52 10.50 10.49 10.47 10.46 10.44 10.43 10.41 10.39 10.38 10.36 10.34 L /- �� ' � � HYDROGRAPH DISCHARGE TABLE Cont'd �� � w � �r � C � ,,. 1 p 1 � a� � � , 1 TIME min 194.00 195.00 196.00 197.00 198.00 199.00 200.00 201.00 202.00 203.00 204.00 205.00 206.00 207.00 208.00 209.00 210.00 211.00 212.00 213.00 214.00 215.00 216.00 217.00 218.00 2I9.00 220.00 221.00 222.00 223.00 224.00 225.00 226.00 227.00 228.00 229.00 230.00 231.00 232.00 233.00 234.00 235.00 INFLOW (i) cfs 9.74 9.71 9.69 9.67 9.65 9.62 9.60 9.58 9.56 9.54 9.51 9.49 9.47 9.45 9.43 9.40 9.38 9.36 9.34 9.32 9.29 9.27 9.25 9.23 9.21 9.18 9.16 9.14 9.12 9.10 9.08 9.05 9.03 9.01 8.99 8.97 8.94 8.92 8.90 8.88 8.86 8.84 INFLOW (j) cfs 9.71 9.69 9.67 9.65 9.62 9.60 9.58 9.56 9.54 9.51 9.49 9.47 9.45 9.43 9.40 9.38 9.36 9.34 9.32 9.29 9.27 9.25 9.23 9.21 9.18 9.16 9.14 9.12 9.10 9.08 9.05 9.03 9.01 8.99 8.97 8.94 8.92 8.90 8.88 8.86 8.84 8.82 2S/dt-0 (i) cfs 1024.25 1023.08 1021.89 1020.70 1019.50 1018.29 1017.07 1015.84 1014.60 1013.36 1012.11 1010.85 1009.58 1008.31 1007.02 1Q05.74 1004.44 1003.14 1001.83 1000.52 999.20 997.88 996.55 995.22 993.88 992.53 991.19 989.83 988.48 987.11 985.75 984.38 983.01 981.63 980.25 978.87 977.48 976.09 974.70 973.31 971.91 970.51 2S/dt+0 (j) OUTFLOW cfs cfs 1044.91 1043.70 1042.48 1041.25 1040.02 1038.77 1037.52 1036.25 1034.98 1033.70 1032.41 1031.11 1029.81 1028.50 1027.18 1025.85 1024.52 1023.18 1021.84 1020.49 1019.13 1017.77 1016.40 1015.03 1013.65 1012.2? 1010.88 1009.49 1008.09 1006.69 1005.29 1003.88 1002.47 1001.05 999.63 998.21 996.78 995.35 993.92 992.48 991.05 989.61 10.33 10.31 10.29 10.28 10.26 10.24 10.22 10.21 10.19 10.17 10.15 10.13 10.11 10.10 10.08 10.06 10.04 1�.�2 10.00 9.98 9.96 9.94 9.93 9.91 9.89 9.87 9.85 9.83 9.81 9.79 9.77 9.75 9.73 9.71 9.69 9.67 9.65 9.63 9.61 9.59 9.57 9.55 L/ -- �q 1 IHYDROGRAPH DISCHARGE TABLE Cont'd � �� ' ' � � � � ' r � � , , ' ' 1 ' � TIME min 236.00 237.00 238.00 239.00 240.00 241.00 242.00 243.00 244.00 245.00 246.00 247.00 248.00 249.00 250.00 251.00 252.00 253.00 254.00 255.00 256.00 257.00 258.00 259.00 260.00 261.00 262.00 263.00 264.00 265.00 266.00 267.00 268.00 269.00 270.00 271.00 272.00 273.00 274.00 275.00 276.00 277.00 INFLOW (i) cfs 8.82 8.79 8.77 8.75 8.73 8.71 8.69 8.67 8.64 8.62 8.60 8.58 8.56 8.54 8.52 8.50 8.48 8.46 8.44 8.42 8.40 8.38 8.36 8.34 8.32 8.31 8.29 8.27 8.25 8.23 8.21 8.19 8.17 8.16 8.14 8.12 5.10 8.08 8.06 8.04 8.03 8.01 INFLOW ( j ) cfs 8.79 8.77 8.75 8.73 8.71 8.69 8.67 8.64 8.62 8.60 8.58 8.56 8.54 8.52 8.50 8.48 8.46 8.44 8.42 8.40 8.38 8.36 8.34 8.32 8.31 8.29 8.27 8.25 8.23 8.21 8.19 8.17 8.16 8.14 8.12 8.10 8.08 8.06 8.04 8.03 8.01 7.99 2S/dt-O (i) cfs 969.11 967.70 966.30 964.89 963.48 962.07 960.65 959.24 957.82 956.40 954.98 953.56 952.14 950.72 949.29 947.87 946.45 945.03 943.61 942.19 940.78 939.38 937.97 936.57 935.17 933.77 932.38 930.99 929.60 928.21 926.83 925.45 924.07 922.70 921.32 919.95 918.59 917.22 915.86 914.50 913.14 911.79 2S/dt+0 (j) OUTFLOW cfs cfs 988.16 986.72 985.27 983.82 982.37 980.92 979.46 978.01 976.55 975.09 973.63 972.17 970.70 969.24 967.77 966.31 964.84 963.38 961.92 960.47 959.01 957.57 956.12 954.68 953.24 951.80 950.36 948.93 947.50 946.08 944.66 943.24 941.82 940.40 938.99 937.58 936.17 934.77 933.37 931.97 930.57 929.18 9.53 9.51 9.49 9.47 9.45 9.42 9.40 9.38 9.36 9.34 9.32 9.30 9.28 9.26 9.24 9.22 9.20 9.18 9.16 9.14 9.12 9.10 9.07 9.05 9.03 9.01 8.99 8.97 8.95 8.93 8.91 8.89 8.87 8.85 8.83 8.81 8.79 8.77 8.75 8.73 8.71 8.69 �/- ��r ' ' HYDROGRAPH DISCHARGE TABLE Cont'd ' ' ' � , � I w ' e r d , , ' , 1 �- � TIME min 278.00 279.00 280.00 281.00 282.00 283.00 284.00 285.00 286.00 287.00 288.00 289.00 290.00 291.00 292.00 293.00 294.00 295.00 296.00 297.00 298.00 299.00 300.00 301.00 302.00 303.00 304.00 305.00 306.00 307.00 308.00 309.00 310.00 311.00 312.00 313.00 314.00 315.00 316.00 317.00 318.00 319.00 INFLOW ( i ) cfs 7.99 7.97 7.95 7.93 7.92 7.90 7.88 7.86 7.84 7.82 7.81 7.79 7.77 7.75 7.73 7.72 7.70 7.68 7.66 7.64 7.63 7.61 7.59 7.57 7.56 7.54 7.52 7.50 7.49 7.47 7.45 7.43 7.42 7.40 7.38 7.36 7.35 7.33 7.31 7.29 7.28 7.26 INFLOW ( j ) cfs 7.97 7.95 7.93 7.92 7.90 7.88 7.86 7.84 7.82 7.81 7.79 7.77 7.75 7.73 7.72 7.70 7.68 7.66 7.64 7.63 7.61 7.59 7.57 7.56 7.54 7.52 7.50 7.49 7.47 7.45 7.43 7.42 7.40 7.38 7.36 7.35 7.33 7.31 7.29 7.28 7.26 7.24 2S/dt-O (i) cfs 910.44 909.09 907.74 906.39 905.05 903.71 902.37 901.03 899.70 898.37 897.04 895.72 894.39 893.07 891.75 890.43 889.12 887.80 886.49 885.19 883.88 882.58 881.28 879.98 878.68 877.38 876.09 874.80 873.51 872.23 870.95 869.66 868.39 867.11 865.83 864.56 863.29 862.02 860.76 859.50 858.23 856.98 2S/dt+0 (j) OUTFLOW cfs cfs 927.78 926.40 925.01 923.62 922.24 920.86 919.49 918.11 916.74 915.37 914.00 912.64 911.27 909.91 908.56 907.20 905.85 904.50 903.15 901.80 900.46 899.12 897.78 896.44 895.11 893.77 892.44 891.12 889.79 888.47 887.15 885 . !33 884.51 883.20 881.89 880.58 879.27 877.97 876.66 875.36 874.07 872.77 8.67 8.66 8.64 8.62 8.60 8.58 8.56 8.54 8.52 8.50 8.48 8.46 8.44 8.42 8.40 8.38 8.37 8.35 8.33 8.31 8.29 8.27 8.25 8.23 8.21 8.19 8.18 8.16 8.14 8.12 8.10 8.08 8.06 8.05 8.03 8.01 7.99 7.97 7.95 7.93 7.92 7.90 L�- �� ' ' HYDROGRAPH DISCHARGE TABLE Cont'd , ' ' ' ' r � � � i r � � ' � � ' � ' ' r. �� TIME min 320.00 321.00 322.00 323.00 324.00 325.00 326.00 327.00 328.00 329.00 330.00 331.00 332.00 333.00 334.00 335.00 336.00 337.00 338.00 339.00 340.00 341.00 342.00 343.00 344.00 345.00 346.00 347.00 348.00 349.00 350.00 351.00 352.00 353.00 354.00 355.00 356.00 357.00 358.00 359.00 360.00 361.00 INFLOW (i) cfs 7.24 7.23 7.21 7.19 7.17 7.16 7.14 7.12 7.11 7.09 7.07 7.06 7.04 7.02 7.01 6.99 6.97 6.96 6.94 6.92 6.91 6.89 6.87 6.86 6.84 6.83 6.81 6.79 6.78 6.76 6.74 6.73 6.71 6.70 6.68 6.66 6.65 6.63 6.62 6.60 6.58 6.57 INFLOW (j) cfs 7.23 7.21 7.19 7.17 7.16 7.14 7.12 7.11 7.09 7.07 7.06 7.04 7.02 7.01 6.99 6.97 6.96 6.94 6.92 6.91 6.89 6.87 6.86 6.84 6.83 6.81 6.79 6.78 6.76 6.74 6.73 6.71 6.70 6.68 6.66 6.65 6.63 6.62 6.60 6.58 6.57 6.55 2S/dt-O (i) cfs 855.72 854.46 853.21 851.96 850.71 849.47 848.23 846.98 845.75 844.51 843.27 842.04 840.81 839.59 838.36 837.14 835.91 834.69 833.46 832 . 23 831.00 829.77 828.54 827.31 826.07 824.84 823.60 822.36 821.12 819.89 818.65 817.41 816.16 814.92 813.68 812.44 811.20 809.96 808.72 807.47 806.23 804.99 2S/dt+0 (j ) OUTFLOW cfs cfs 871.48 870.19 868.90 867.61 866.33 865.05 863.77 862.49 861.22 859.94 858.67 857.41 856.14 854.88 853.62 852.36 851.10 849.84 848.59 847.33 846.07 844.80 843.54 842.27 841.01 839.74 838.47 837.20 835.93 834.66 833.39 832.12 830.85 829.57 828.30 827.03 825.75 824.48 823.21 821.93 820.66 819.39 7.88 7.86 7.84 7.83 7.81 7.79 7.77 7.75 7.73 7.72 7.70 7.68 7.66 7.65 7.63 7.61 7.59 7.58 7.56 7.55 7.53 7.51 7.50 7.48 7.47 7.45 7.44 7.42 7.40 7.39 7.37 7.36 7.34 7.32 7.31 7.29 7.28 7.26 7.25 7.23 7.21 7.20 L /- �,l� [_] , HYDROGRAPH DISCHARGE TABLE Cont'd ' ' 1 � � r � ' ' , � , ' � ' , 1 TIME min 362.00 363.00 364.00 365.00 366.00 367.00 368.00 369.00 370.00 371.00 372.00 373.00 374.00 375.00 376.00 377.00 378.00 379.00 380.00 381.00 382.00 383.00 384.00 385.00 386.00 387.00 388.00 389.00 390.00 391.00 392.00 393.00 394.00 395.00 396.00 397.00 398.00 399.00 400.00 401.00 402.00 403.00 INFLOW (i) cfs 6.55 6.54 6.52 6.51 6.49 6.48 6.46 6.44 6.43 6.41 6.40 6.38 6.37 6.35 6.34 6.32 6.31 6.29 6.28 6.26 6.25 6.23 6.22 6.20 6.19 6.17 6.16 6.14 6.13 6.11 6.10 6.08 6.07 6.06 6.04 6.03 6.02 6.00 5.99 5.98 5.97 5.95 INFLOW (j) cfs 6.54 6.52 6.51 6.49 6.48 6.46 6.44 6.43 6.41 6.40 6.38 6.37 6.35 6.34 6.32 6.31 6.29 6.28 6.26 6.25 6.23 6.22 6.20 6.19 6.17 6.16 6.14 6.13 6.11 6.10 6.08 6.07 6.06 6.04 6.03 6.02 6.00 5.99 5.98 5.97 5.95 5.94 2S/dt-O (i) cfs 803.75 802.51 801.27 800.03 798.79 797.55 796.31 795.07 793.$4 792.60 791.36 790.13 788.89 787.66 786.43 785.20 783.97 782.74 781.51 780.28 779.06 777.83 776.61 775.38 774.16 772.94 771.73 770.51 769.29 768.08 766.87 765.66 764.45 763.25 '762 . OS 760.85 759.66 758.48 757.30 756.12 754.95 753.79 2S/dt+0 (j) OUTFLOW cfs cfs 818.11 816.84 815.57 814.30 813.03 811.75 810.4$ 809.21 807.95 806.68 805.41 804.14 802.88 801.61 800.35 799.09 797.82 796.56 795.30 794.05 792.79 791.53 790.28 789.02 787.77 786.52 785.27 784.02 782.78 781.53 780.29 779.05 777.81 776.57 775.34 774.12 772.90 771.69 770.48 769.27 768.07 766.87 7.18 7.17 7.15 7.13 7.12 7.10 7.09 7.07 7.06 7.04 7.02 7.01 6.99 6.98 6.96 6.94 6.93 6.91 6.90 6.88 6.87 6.85 6.83 6.82 6.80 6.79 6.77 6.76 6.74 6.73 6.71 6.69 6.68 6.66 6.65 6.63 6.62 6.60 6.59 6.57 6.56 6.54 LI��G� , ' HYDROGRAPH DISCHARGE TABLE Cont'd L 1 , � � � � , , , , 1 1 , � II 1 , TIME INFLOW (i) INFLOW (j) min cfs cfs 404.00 405.00 406.00 407.00 408.00 409.00 410.00 411.00 412.00 413.00 414.00 415.00 416.00 417.00 418.00 419.00 420.00 421.00 422.00 423.00 424.00 425.00 426.00 427.00 428.00 429.00 430.00 431.00 432.00 433.00 434.00 435.00 436.00 437.00 438.00 439.00 440.00 441.00 442.00 443.00 444.00 445.00 5.94 5.93 5.92 5.90 5.89 5.88 5.87 5.85 5.84 5.83 5.82 5.80 5.79 5.78 5.77 5.75 5.74 5.73 5.72 5.70 5.69 5.68 5.67 5.66 5.64 5.63 5.62 5.61 5.60 5.58 5.57 5.56 5.55 5.54 5.52 5.51 5.50 5.49 5.48 5.46 5.45 5.44 5.93 5.92 5.90 5.89 5.88 5.87 5.85 5.84 5.83 5.82 5.80 5.79 5.78 5.77 5.75 5.74 5.73 5.72 5.70 5.69 5.68 5.67 5.66 5.64 5.63 5.62 5.61 5.60 5.58 5.57 5.56 5.55 5.54 5.52 5.51 5.50 5.49 5.48 5.46 5.45 5.44 5.43 2S/dt-O (i) cfs 752.63 751.47 750.31 749.16 748.02 746.88 745.74 744.61 743.48 742.35 741.23 740.11 738.99 737.88 736.78 735.67 734.57 733.47 732.38 731.29 730.20 729.12 728.04 726.96 725.89 724.82 723.75 722.69 721.63 720.57 719.51 718.46 717.41 716.37 715.32 714.28 713.24 712.21 711.18 710.15 709.12 708.10 2S/dt+0 (j) OUTFLOW cfs cfs 765.68 764.49 763.31 762.13 760.96 759.79 758.62 757.46 756.30 755.14 753.99 752.85 751.70 750.56 749.43 748.29 747.17 746.04 744.92 743.80 742.69 741.58 740.47 739.36 738.26 737.16 736.07 734.98 733.89 732.80 731.72 730.64 729.57 728.49 727.42 726.36 725.29 724.23 723.17 722.12 721.07 720.02 6.53 6.51 6.50 6.48 6.47 6.45 6.44 6.43 6.41 6.40 6.38 6.37 6.35 6.34 6.33 6.31 6.30 6.28 6.27 6.26 6.24 6.23 6.21 6.20 6.19 6.17 6.16 6.15 6.13 6.12 6.11 6.09 6.08 6.06 6.05 6.04 6.02 6.01 6.00 5.99 5.97 5.96 � �- ��T � �� ' HYDROGRAPH DISCHARGE TABLE Cont'd ' 1 1 ' J 1 � �� ' � � ' TIME min 446.00 447.00 448.00 449.00 450.00 451.00 452.00 453.00 454.00 455.00 456.00 457.00 458.00 459.00 460.00 461.00 462.00 463.00 464.00 465.00 466.00 467.00 468.00 469.00 470.00 471.00 472.00 473.00 474.00 475.00 476.00 477.00 478.00 479.00 480.00 481.00 482.00 483.00 484.00 485.00 486.00 487.00 INFLOW ( i ) cfs 5.43 5.42 5.41 5.39 5.38 5.37 5.36 5.35 5.34 5.33 5.31 5.30 5.29 5.28 5.27 5.26 5.25 5.24 5.22 5.21 5.20 5.19 5.18 5.17 5.16 5.15 5.13 5.12 5.11 5.10 5.09 5.08 5.07 5.06 5.05 5.04 5.03 5.01 5.00 4.99 4.98 4.97 INFLOW (j) cfs 5.42 5.41 5.39 5.38 5.37 5.36 5.35 5.34 5.33 5.31 5.30 5.29 5.28 5.27 5.26 5.25 5.24 5.22 5.21 5.20 5.19 5.18 5.17 5.16 5.15 5.13 5.12 5.11 5.10 5.09 5.08 5.07 5.06 5.05 5.04 5.03 5.01 5.00 4.99 4.98 4.97 4.96 1 � � , 2S/dt-O (i) cfs 707.08 706.06 705.04 704.03 703.02 702.01 701.01 700.01 699.01 698.01 697.02 696.02 695.04 694.05 693.06 692.08 691.10 690.12 689.15 688.18 687.21 686.24 685.27 684.31 683.35 682.39 681.44 680.48 679.53 678.58 677.63 676.69 675.75 674.81 673.87 672.93 672.00 671.07 670.14 669.21 668.28 667.36 2S/dt+0 (j) OUTFLOW cfs cfs 718.97 717.93 716.89 715.85 714.81 713.78 712.75 711.72 710.69 709.67 708.65 707.63 706.62 705.61 704.60 703.59 702.59 701.58 700.58 699.59 698.59 697.60 696.61 695.62 694.64 693.65 692.67 691.69 690.72 689.74 688.77 687.80 686.84 685.87 684.91 683.95 682.99 682.04 681.08 680.13 679.18 678.24 5.95 5.93 5.92 5.91 5.89 5.88 5.87 5.86 5.84 5.83 5.82 5.80 5.79 5.78 5.77 5.75 5.74 5.73 5.72 5.70 5.69 5.68 5.67 5.65 5.64 5.63 5.62 5.61 5.59 5.58 5.57 5.56 5.55 5.53 5.52 5.51 5.50 5.49 5.47 5.46 5.45 5.44 � �` !� �� ' ' HYDROGRAPH DISCHARGE TABLE Cont'd ' � � � � ' � ' ' ' ' ' � ' ' 1 TIME min 488.00 489.00 490.00 491.00 492.00 493.00 494.00 495.00 496.00 497.00 498.00 499.00 500.00 501.00 502.00 503.00 504.00 505.00 506.00 507.00 508.00 509.00 510.00 511.00 512.00 513.00 514.00 515.00 516.00 517.00 518.00 519.00 520.00 521.00 522.00 523.00 524.00 525.00 526.00 527.00 528.00 529.00 INFLOW ( i ) cfs 4.96 4.95 4.94 4.93 4.92 4.91 4.90 4.89 4.88 4.87 4.85 4.84 4.83 4.82 4.81 4.80 4.79 4.78 4.77 4.76 4.75 4.74 4.73 4.72 4.71 4.70 4.69 4.68 4.67 4.66 4.65 4.64 4.63 4.62 4.61 4.60 4.59 4.58 4.57 4.56 4.55 4.54 INFLOW (j) cfs 4.95 4.94 4.93 4.92 4.91 4.90 4.89 4.88 4.87 4.85 4.84 4.83 4.82 4.81 4.80 4.79 4.78 4.77 4.76 4.75 4.74 4.73 4.72 4.71 4.70 4.69 4.68 4.67 4.66 4.65 4.64 4.63 4.62 4.61 4.60 4.59 4.58 4.57 4.56 4.55 4.54 4.53 2S/dt-O (i) cfs 666.44 665.52 664.60 663.69 662.78 661.87 660.96 660.05 659.15 658.25 657.35 656.45 655.55 654.66 653.76 652.87 651.99 651.10 650.22 649.33 648.45 647.58 646.70 645.82 644.95 644.08 643.21 642.35 641.48 640.62 639.76 638.90 638.04 637.18 636.33 635.48 634.63 633.78 632.94 632.09 631.25 630.41 2S/dt+0 (j ) OUTFLOW cfs cfs 677.29 676.35 675.41 674.47 673.54 672.60 671.67 670.74 669.81 668.89 667.97 667.04 666.13 665.21 664.29 663.38 662.47 661.56 660.65 659.75 658.85 657.95 657.05 656.15 655.26 654.36 653.47 652.58 651.70 650.81 649.93 649.05 648.17 647.29 646.41 645.54 644.67 643.80 642.93 642.07 641.20 640.34 5.43 5.41 5.40 5.39 5.38 5.37 5.36 5.34 5.33 5.32 5.31 5.30 5.29 5.28 5.26 5.25 5.24 5.23 5.22 5.21 5.20 5.19 5.17 5.16 5.15 5.14 5.13 5.12 5.11 5.10 5.09 5.07 5.06 5.05 5.04 5.03 5.02 5.01 5.00 4.99 4.98 4.97 �.l-�.1� , , HYDROGR.APH DISCHARGE TABLE Cont'd ' � ' � , . r• � � � ' ' � 1 ' , , 1 TIME min 530.00 531.00 532.00 533.00 534.00 535.00 536.00 537.00 538.00 539.00 540.00 541.00 542.00 543.00 544.00 545.00 546.00 547.00 548.00 549.00 550.00 551.00 552.00 553.00 554.00 555.00 556.00 557.00 558.00 559.00 560.00 561.00 562.00 563.00 564.00 565.00 566.00 567.00 568.00 569.00 570.00 571.00 INFLOW (i) cfs 4.53 4.52 4.51 4.50 4.49 4.48 4.47 4.46 4.45 4.44 4.43 4.42 4.41 4.41 4.40 4.39 4.38 4.37 4.36 4.35 4.34 4.33 4.32 4.31 4.30 4.29 4.28 4.27 4.26 4.26 4.25 4.24 4.23 4.22 4.21 4.20 4.19 4.18 4.17 4.16 4.16 4.15 INFLOW (j) cfs 4.52 4.51 4.50 4.49 4.48 4.47 4.46 4.45 4.44 4.43 4.42 4.41 4.41 4.40 4.39 4.38 4.37 4.36 4.35 4.34 4.33 4.32 4.31 4.30 4.29 4.28 4.27 4.26 4.26 4.25 4.24 4.23 4.22 4.21 4.20 4.19 4.18 4.17 4.16 4.16 4.15 4.14 2S/dt-O (i) cfs 629.57 628.73 627.90 627.06 626.22 625.38 624.54 623.70 622.85 622.01 621.16 620.32 619.47 618.62 617.77 616.92 616.07 615.22 614.37 613.52 612.66 611.81 610.96 610.11 609.25 608.40 607.54 606.69 605.84 604.98 604.13 603.27 602.42 601.57 600.71 599.86 599.00 598.15 597.30 596.45 595.59 594.74 2S/dt+0 (j) OUTFLOW cfs cfs 639.48 638.62 637.77 636.91 636.05 635.19 634.34 633.47 632.61 631.75 630.89 630.02 629.16 628.29 627.42 626.55 625.68 624.82 623.95 623.08 622.20 621.33 620.46 619.59 618.72 617.85 616.97 616.10 615.23 614.36 613.48 612.61 611.74 610.87 609.99 609.12 608.25 607.38 606.51 605.64 604.77 603.90 4.96 4.94 4.93 4.93 4.92 4.91 4.90 4.89 4.88 4.87 4.86 4.85 4.84 4.83 4.83 4.82 4.81 4.80 4.79 4.78 4.77 4.76 4.75 4.74 4.73 4.72 4.71 4.71 4.70 4.69 4.68 4.67 4.66 4.65 4.64 4.63 4.62 4.61 4.60 4.60 4.59 4.58 �J���T ' � HYDROGRAPH DISCHARGE TABLE Cont'd � , , 1 ' ' L� ' 1 ' , , , .-, 1 , �1 TIME min 572.00 573.00 574.00 575.00 576.00 577.00 578.00 579.00 580.00 581.00 582.00 583.00 584.00 585.00 586.00 587,00 588.00 589.00 590.00 591.00 592.00 593.00 594.00 595.00 596.00 597.00 598.00 599.00 600.00 601.00 602.00 603.00 604.00 605.00 606.00 607.00 608.00 609.00 610.00 611.00 612.00 613.00 INFLOW (i) cfs 4.14 4.13 4.12 4.11 4.10 4.09 4.08 4.08 4.07 4.06 4.05 4.04 4.03 4.02 4.01 4.01 4.00 3.99 3.98 3.97 3.96 3.95 3.95 3.94 3.93 3.92 3.92 3.91 3.90 3.90 3.89 3.88 3.87 3.87 3.86 3.85 3.85 3.84 3.83 3.83 3.82 3.81 INFLOW ( j ) cfs 4.13 4.12 4.11 4.10 4.09 4.08 4.08 4.07 4.06 4.05 4.04 4.03 4.02 4.01 4.01 4.00 3.99 3.98 3.97 3.96 3.95 3.95 3.94 3.93 3.92 3.92 3.91 3.90 3.90 3.89 3.88 3.87 3.87 3.86 3.85 3.85 3.84 3.83 3.83 3.82 3.81 3.80 2S/dt-O (i} cfs 593.89 593.04 592.19 59Z.34 590.49 589.64 588.79 587.94 587.10 586.25 585.40 584.56 583.72 582.87 582.03 581.19 580.35 579.50 578.66 577.83 576.99 576.15 575.32 574.48 573.65 572.83 572.01 571.19 570.37 569.56 568.75 567.94 567.14 566.34 565.54 564.75 563.96 563.17 562.38 561.60 560.82 560.04 2S/dt+0 (j) OUTFLOW cfs cfs 603.03 602.16 601.29 600.42 599.55 598.68 597.82 596.95 596.09 595.22 594.36 593.49 592.63 591.77 590.91 590.05 589.19 588.33 587.47 586.62 585.76 584.90 584.05 583.20 582.35 581.51 580.67 579.83 579.00 578.17 577.34 576.52 575.70 574.88 574.07 573.26 572.45 571.64 570.84 570.04 569.24 568.45 4.57 4.56 4.55 4.54 4.53 4.52 4.51 4.50 4.49 4.49 4.48 4.47 4.46 4.45 4.44 4.43 4.42 4.41 4.40 4.39 4.39 4.38 4.37 4.36 4.35 4.34 4.33 4.32 4.31 4.31 4.30 4.29 4.28 4.27 4.26 4.25 4.25 4.24 4.23 4.22 4.21 4.20 � �,1-�.� ' , HYDROGRAPH DISCHARGE TABLE Cont'd 1 , ' ' 1 � ' ' � ' � ' 1 ' ' ' � TIME min 614.00 615.00 616.00 617.00 618.00 619.00 620.00 621.00 622.00 623.00 624.00 625.00 626.00 627.00 628.00 629.00 630.00 631.00 632.00 633.00 634.00 635.00 636.00 637.00 638.00 639.00 640.00 641.00 642.00 643.00 644.00 645.00 646.00 647.00 648.00 649.00 650.00 651.00 652.00 653.00 654.00 655.00 INFLOW ( i ) cfs 3.80 3.80 3.79 3.78 3.78 3.77 3.76 3.76 3.75 3.74 3.74 3.73 3.72 3.71 3.71 3.70 3.69 3.69 3.68 3.67 3.67 3.66 3.65 3.65 3.64 3.63 3.63 3.62 3.61 3.61 3.60 3.59 3.59 3.58 3.57 3.57 3.56 3.56 3.55 3.54 3.54 3.53 INFLOW ( j ) cfs 3.80 3.79 3.78 3.78 3.77 3.76 3.76 3.75 3.74 3.74 3.73 3.72 3.71 3.71 3.70 3.69 3.69 3.68 3.67 3.67 3.66 3.65 3.65 3.64 3.63 3.63 3.62 3.61 3.61 3.60 3.59 3.59 3.58 3.57 3.57 3.56 3.56 3.55 3.54 3.54 3.53 3.52 2S/dt-O (i) cfs 559.27 558.50 557.73 556.96 556.20 555.44 554.68 553.93 553.17 552.42 551.67 550.93 550.18 549.44 548.70 547.97 547.23 546.50 545.77 545.04 544.32 543.60 542.88 542.16 541.44 540.72 540.01 539.30 538.59 537.89 537.18 536.48 535.78 535.08 534.38 533.69 533.00 532.30 531.61 530.93 530.24 529.56 2S/dt+0 (j) OUTFLOW cfs cfs 567.66 566.87 566.09 565.30 564.52 563.75 562.97 562.20 561.43 560.66 559.90 559.14 558.38 557.62 556.87 556.11 555.36 554.62 553.87 553.13 552.39 551.65 550.91 550.18 549.44 548.71 547.99 547.26 546.54 545.82 545.10 544.38 543.66 542..95 542 . 24 541.53 540.82 540.11 539.41 538.71 538.01 537.31 4.19 4.19 4.18 4.17 4.16 4.15 4.15 4.14 4.13 4.12 4.11 4.10 4.10 4.09 4.08 4.07 4.07 4.06 4.05 4.04 4.03 4.03 4.02 4.01 4.00 3.99 3.99 3.98 3.97 3.96 3.96 3.95 3.94 3.93 3.93 3.92 3.91 3.90 3.90 3.89 3.88 3.87 L 1- �,lq ' ,. �.. HYDROGRAPH DISCHARGE TABLE Cont'd � R- � � � � M , � � � F � � r w ' ' � ' , � ' 1 TIME INFLOW (i) INFLOW (j) min cfs cfs 656.00 657.00 658.00 659.00 660.00 661.00 662.00 663.00 664.00 665.00 666.00 667.00 668.00 669.00 670.00 671.00 672.00 673.00 674.00 675.00 676.00 677.00 678.00 679.00 680.00 681.00 682.00 683.00 684.00 685.00 686.00 687.00 688.00 689.00 690.00 691.00 692.00 693.00 694.00 695.00 696.00 697.00 3.52 3.52 3.51 3.50 3.50 3.49 3.48 3.48 3.47 3.47 3.46 3.45 3.45 3.44 3.43 3.43 3.42 3.42 3.41 3.40 3.40 3.39 3.38 3.38 3.37 3.37 3.36 3.35 3.35 3.34 3.33 3.33 3.32 3.32 3.31 3.30 3.30 3.29 3.29 3.28 3.27 3.27 3.52 3.51 3.50 3.50 3.49 3.48 3.48 3.47 3.47 3.46 3.45 3.45 3.44 3.43 3.43 3.42 3.42 3.41 3.40 3.40 3.39 3.38 3.38 3.37 3.37 3.36 3.35 3.35 3.34 3.33 3.33 3.32 3.32 3.31 3.30 3.30 3.29 3.29 3.28 3.27 3.27 3.26 2S/dt-O (i) cfs 528.88 528.20 527.52 526.84 526.17 525.49 524.82 524.15 523.48 522.82 522.15 521.49 520.83 520.17 519.51 518.85 518.19 517.54 516.89 516.24 515.59 514.94 514.29 513.65 513.01 512.37 511.73 511.09 510.45 509.81 509.18 508_55 507.92 507.29 506.66 506.03 505.40 504.78 504.16 503.54 502.91 502.30 2S/dt+0 (j) OUTFLOW cfs cfs 536.61 535.92 535.22 534.53 533.84 533.15 532.47 531.78 531.10 530.42 529.74 529.06 528.39 527.71 527 . 04 526.37 525.70 525.03 524.36 523.70 523.04 522.38 521.72 521.06 520.40 519.74 519.09 518.44 517.79 517.14 516.49 515.84 515.20 514.55 513.91 513.27 512.63 511.99 511.36 510.72 5Z0.09 509.46 3.87 3.86 3.85 3.85 3.84 3.83 3.82 3.82 3.81 3.80 3.79 3.79 3.78 3.77 3.77 3.76 3.75 3.75 3.74 3.73 3.72 3.72 3.71 3.70 3.70 3.69 3.68 3.68 3.67 3.66 3.66 3.65 3.64 3.63 3.63 3.62 3.61 3.61 3.60 3.59 3.59 3.58 L�- �7�i HYDROGRAPH DISCHARGE TABLE Cont'd TIME INFLOW (i) INFLOW (j) min cfs cfs 698.00 3.26 3.26 699.00 3.26 3.25 700.00 3.25 3.24 701.00 3.24 3.24 702.00 3.24 3.23 703.00 3.23 3.23 704.00 3.23 3.22 705.00 3.22 3.21 706.00 3.21 3.21 707.00 3.21 3.20 708.00 3.20 3.20 709.00 3.20 3.19 710.00 3.19 3.19 711.00 3.19 3.18 712.00 3.18 3.17 713.00 3.17 3.17 714.00 3.17 3.16 715.00 3.16 3.16 716.00 3.16 3.15 717.00 3.15 3.15 718.00 3.15 3.14 719.00 3.14 3.13 720.00 3.13 0.00 Maximum outflow (cfs) = 10.93 Maximum storage (cu ft) = 32229 Maximum elevation (ft) = 4909.51 2S/dt-O (i) cfs 501.68 501.06 500.45 499.83 499.22 498.61 498.00 497.39 496.79 496.18 495.58 494.97 494.37 493.77 493.17 492.57 491.97 491.38 490.78 490.19 489.60 489.01 488.42 2S/dt+0 (j) OUTFLOW cfs cfs 508.83 3.57 508.20 3.57 507.57 3.56 506.94 3.55 506.32 3.55 505.69 3.54 505.07 3.53 504.45 3.53 503.83 3.52 503.21 3.51 502.59 3.51 501.98 3.50 501.36 3.50 500.75 3.49 500.13 3.48 499.52 3.48 498.91 3.47 498.31 3.46 497.70 3.46 497.09 3.45 496.49 3.44 495.88 3.44 495.28 3.43 �l-,��I 0 0 N .y _, 0 � U O a � 3 m 3 � ¢ 0 � 0 N � N � / � � � 3 � � a / 0 0 N � N Ql m � � 0 0 0 0 m m __ X _ -` � � ' _ �� i C � /:. '•- /,: � ..s.� � % � r' � % � ` ` .� � ° `>� 4 � / � � �� � � � i �� '' � �i i` �� � ,`,- -. . ; . � ..., i� i - �� � , ' �'� , . LL <, � . �, t � i ( � .. _ \\ . ,� \ , _ _ . ' _ . � ,Ei° I , , , . .. _ . ,_,>. . <.., ,.;., � , _ � , , ; : � ,-.,.. , , .. . , , ,.. � i , ....y q. : ° �. '.. . � ,. , t ,...: , . � ,. ...:. . , .r., , . ;' . ' :.. , , v, q :., . .., .. e < . / , / ,:: ; ,,.,,....,_ ,.,.:. � . ., .. .. I":, C �. < ,. J ..\ , ,. , ,;, , .._i... . ..- . . . :: � \ � K,I l ; ` � � . .. -, � , , .,_ _... .� , . �, r�s . c ,,. ., ..- _ ., � ��' i:,: i ; � ,. � ,,.. - Y ,, I ,r;:, _ _. t �, � � i a - , . , , / . � / ,_ ,: , , �. 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