Loading...
HomeMy WebLinkAboutDrainage Reports - 07/01/2006Final Drainage and Erosion Control Study for Raven View Subdivision Fort Collins, Colorado June 15, 2006 1 1 1 1 1 Final Drainage and Erosion Control Study for Raven View Subdivision Fort Collins, Colorado June 15, 2006 Prepared For: Anchor Development Corporation 1338 Catalpa Drive Fort Collins, CO 80521 Prepared By: NE NORTHERN ENGINEERING 200 S. College Ave Fort Collins, Colorado 80521 Phone: (970) 221-4158 Fax: (970) 221-4159 Project Number: TAM: 04-123.00 NE ' June 15, 2006 1 n 1 I it 1 NORTHERN ENGINEERING City of Fort Collins Stormwater Department 700 Wood Street Fort Collins, Colorado 80521 RE: Raven View Subdivision Fort Collins, Colorado Project Number: 04-123 Dear Staff: ADDRESS: PHONE: 970. 1 221.4158 WEBSITE: 200 S. College Ave. Suite 100 www,northernengineering.com Fort Collins, CO 80524 FAX: 970.221.4159 Northern Engineering Services, Inc. is pleased to submit this Final Drainage Report for Raven View Subdivision for your review. We understand that review by the City of Fort Collins is to assure general compliance with standardized criteria contained in the Storm Drainage Design Criteria. This report has been prepared in compliance with technical criteria set forth in the City of Fort Collins Storm Drainage Design Criteria and Construction Standards. This report has taken in consideration the "Staff Review Comments" dated October 5, 2005 from the City of Fort Collins. If you should have any questions or comments as you review this report, please feel free to contact me at your convenience. Sincerely, NORTHERN ENGINEERING SERVICES, INC. ' Seth W. Tourney, E.I. Project Engineer Revi wed b Aaron Cvar, P.E. Senior Engineer 3627 i •c � J 1 1 1 MARCH, 2006 r $ Ct N E p � Cherry t NQ Z 3 I I c i LA ORTE AVENUE v a N O J N — t N o o W Oak St 1 a J E Brio ad odl0 Ct N W OF e N W Olive p Ct 9 ° St E a Woodford i s W Ma gnolla c o m MULBERRY ST Myrtle Ct Woodvole '^ o` Ct h W Laurel t v a p e a y o S o a NPI PI qa PI mSW Elizabeth Sl Poplar St Tamarac OrCrabtree Or U t A n Rd Or Flinlridge n p o` n o PI a o u m od 0 Bradbury a v = — a Ct o a W Lake St Knotwood Ct Evei P OSPEC STREET I m N 0Cherry Z Z ° U a yIftbl", +rSycarrore St oSt Cherrt StBeech 6n Sl 1. Collins Cl2. Leyland Ct o °oUo's'o d n a o � Lel ntl U c N u Bungal c w a > _ V m ¢' a Richard >° ° N > o t c a a o N a W MountainAve J` N Ao W Oak St W Oak St PROJECT °` Akin 21 Av, Oliva LOCATION Wo dford v lia St � in J>,Jj CITY a 0 u W> Mogn c o PARK 0 LAKE a N 3 2- Ct o Dal a aside °'� Sunset 9 'm Ave Td N o Ct a Ave W Myrtle St ° o Or a' Westview Co 'o A4nt c Ave C stmore o` " o pL re e N Ct f� PI 3 PI Ct PI m V Sl �°�e 1 0 rtd PI N co rn v IE Z > E n Broadview 3 Baystone Or PI lumI � St McAllister Cl 0 0 0 ° E v E Leesdale n` c ° a Ct o 'a V ° U Ct o e > o a o < m 1 nod Or Y Sk line Cv e c C i, c N VICINITY MAP N. T.S. F 6 o n E W Plum St ° 0 U Ave S Westward -akV EdD u /c ° ti James m o Bennett Rd J 0 0 Ct 11 Table of Contents VICINITY MAP Page I. Introduction 1 1.1 Objective 1 1.2 Mapping and Surveying l II. Site Location and Description 1 2.1 Site Location 1 2.2 Existing Site Description 1 III. Historic Drainage 2 3.1 Historic Drainage 2 IV. References and Design Criteria 2 4.1 References 2 4.2 Hydrologic Criteria 3 4.3 Hydraulic Criteria 3 ' V. Developed Drainage 3 5.1 Proposed Site Improvements 3 5.2 General Description of Flow Routing 4 5.3 Detention 6 5.4 Conveyance 6 5.5 Off -site Runoff (Taft Hill) 7 5.6 Rainfall Erosion Control Plan 7 5.7 Water Quality g ' VI. Conclusions 6.1 Compliance with Standards 9 9 ' VII. References 10 Appendices APPENDIX A: On -site Runoff (Rational Method) APPENDIX B: Streets APPENDIX C: Detention ' APPENDIX D: On -site Storm Sewers (HydraFlow) APPENDIX E: Inlets APPENDIX F: Open Channels APPENDIX G: Storm Water Management Model (SWMM) ' APPENDIX H: Mulberry Street Storm Sewer (StormCAD) APPENDIX I: Off -site Runoff (Taft Hill) APPENDIX J: Erosion Control APPENDIX K: Figures and Supporting Documents APPENDIX L: Map Pocket 1 Final 1)rv'7; oge a;;d I b! "l ` rw/F.Z11 slwl)1107 ljf Pd"Jt late'+.y b2f11t}f i'7si GJ: ' Final Drainage and Erosion Control Study for ' Raven View Subdivision - Fort Collins, Colorado June 15, 2006 ' I. Introduction 1.1 Objective This report summarizes the results of final storm drainage analysis for Raven View Subdivision. The storm drainage system for Raven View Subdivision has been ' designed to safely convey up to the 100-year design storm per City of Fort Collins_ - Criteria and discharge at or below allowable release rates. 1.2 Mapping and Surveying Topography of the site with a contour interval of one -foot was prepared by Northern Engineering Services. Northern Engineering Services, Inc. surveyed the site in November 2004. II. Site Location and Description 2.1 Site Location The proposed Raven View Subdivision site is located in the northwest quarter ('/a) ' of Section 15, Township 7 South, Range 69 West of the 6th Principal Meridian in Fort Collins Colorado. More specifically, the site is located southeast of the intersection between West Mulberry Street and South Taft Hill Road. ' Currently, this site consists of fenced pastures behind the residential lots that border Mulberry Street and Taft Avenue. On the east and south, this site is bounded by Miller Brothers 3`d Subdivision. This development is contained within the Canal Importation Drainage Basin, ' according to the City of Fort Collins Stormwater Basins. 2.2. Existing Site Description In the existing conditions, this property is split into several parcels. The existing houses on the parcels are located near Mulberry Street or Taft Hill Road. The proposed conditions will replat this area into one property. The proposed main access for this development will be from South Taft Hill Road. In the proposed access location from the arterial street, there is an existing residence Page 1 "}YrUi f)i'CiN?(7p; i' (IT rwiv ,t CwtlroI S111d 1,11' Northoil Elagilweiit ig Ser; it"e.S. Int Yfi 1'61t �'i ('u 3'tti7(fl t°!Slnt7 I J 1 ,J I I r 1 (614 South Taft Hill Road). In the existing conditions, the site generally slopes towards the east. For existing utilities, there is an 8" sanitary sewer line and a 6" water line in Mulberry Street. In Taft Hill Avenue, there is an existing 15" sanitary sewer line and a 6" water line. Within the site there are no wet utilities, according to the City of Fort Collins Water and Wastewater Utility Map. According to the Soil Survey of Larimer County Area, Colorado prepared by the United States Department of Agriculture Soil Conservation Service and Forest Service in cooperation with Colorado Agricultural Experiment Station issued December 1980, this site consists mostly of hydrologic soil group `C.' III. Historic Drainage 3.1 Historic Drainage This development is contained within the Canal Importation Drainage Basin, according to the City of Fort Collins Stormwater Basins. The Canal Importation Drainage Basin covers approximately five square miles in west -central Fort Collins. Runoff from this basin empties into the Old Town and Spring Creek Basins. In the historic conditions, the development conveys stormwater towards the east boundary of the site. Sharing this boundary on the east are some lots for Miller Brothers 3'd Subdivision along Crestmore Place. In the existing conditions, there are drainage issues from this site to these described lots in Miller Brothers 3`d Subdivision. The runoff from this site is conveyed directly into these lots. 1 IV. References and Design Criteria 4.1 References Drainage criteria outlined in both the City of Fort Collins Storm Drainage Design Criteria and Construction Standards and the Urban Storm Drainage Criteria Manual, Urban Drainage and Flood Control District, Wright Water Engineers, Denver, Colorado, June 2001 have been referenced in the preparation of this study. Additional technical information was the Canal Importation Basin Sheldon Lake Drainage Improvements Final Design Report prepared by Sear -Brown dated November 22, 2002. Page 2 I Fawl Drahw ,e elf rt orrtrol Sweiv jot Nor:,ho r Em im, v-iit,, Sc r , if, ei. irtr Knrcn View Sithdilrston ' 4.2 Hydrologic Criteria The Rational Method was used to determine runoff rates in accordance with the Fort Collins Storm Drainage Design Criteria. ' The design rainfall intensities were based on a memorandum labeled New Rainfall Criteria dated April 16, 1999 provided by the City of Fort Collins Stormwater Department. Figures 3-la and 3-lb City of Fort Collins Rainfall Intensity -Duration - Frequency Table for using the Rational Method were used. The intensity curve table has a five (5) minute time increment. The intensities were interpolated to determine approximate intensities on one (1) minute time steps. The intensity curve data that was provided is included in Appendix K. Figures and Support Documents. In accordance with the City of Fort Collins Design Criteria, the 2-year and 100-year storm events were analyzed for this proposed development. In calculating the time of concentration for the rainfall intensities, the procedures outlined Section 3.1.7 Time of Concentration in the City of Fort Collins Storm Drainage Design Criteria. 1 The runoff coefficients in the Rational Method were based on Table 3-3: Rational Method Runoff Coefficients for Composite Analysis in the Storm Drainage Design Criteria and Construction Standards (Reference 1). This table is included in Appendix K. Figures and Support Documents. 4.3 Hydraulic Criteria ' Manning's Equation "n" was utilized in hydraulic computations. The Manning's coefficients were selected in accordance with the City of Fort Collins Storm Drainage Criteria. For open channel flow computations, Flowmaster version 7 by Haestad Methods, Inc. was used. For storm sewer hydraulic grade line (HGL) and energy grade line (EGL) analysis, StormCAD version 5.5 by Haestad Methods, Inc. and Hydraflow Storm Sewers 2005 version 11.0.0.7 by Intellisolve were used. The hydraulic computations in the Canal Importation Basin Sheldon Lake Drainage Improvements Final Design Report (Reference 3) were taken into account with this ' report. ' V. Developed Drainage ' 5.1 Proposed Site Improvements In the proposed conditions, there will be eighteen (18) single-family lots and seven ' (33) multi -family units developed for residential uses. Access to this development ' Page 3 FRI01 Ornivaki rte,d oWPOI Buren t'ieu .Subdi",;vw A."tOlem (;'n,Giaee;'ill'- sei'! IL CA, I114 I I 1 I will be from South Taft Hill Road. For fire access requirements, an emergency fire — access road will be placed from the northwest boundary to Mulberry Street. Within this development, there will be basically two local streets. There will be a local street running north -south, which will lead into the emergency access from Mulberry Street. There will be'a local street accessing from Taft Hill Road, which will lead into a local street that will loop back to the west and intersect with the previous local street. A thirty-six foot (36), flow -line to flow -line, local street will be provided into the development. Inside the development, the street will narrow to a minimum thirty feet (30'), flow -line to flow -line, throughout the development. All the single-family lots will be along "outside" side of the internally looped street on the north and south sides. The multi -family units will be located on the "inside" side of the internally looped street and also on the west side of the development. Along the local street accessing from South Taft Hill Road, there will be a high point located approximately 82 ft east of the east flowline along South Taft Hill ` Road. The portion of the site west of this high point will drain towards South Taft Hill Road, and the remainder and majority of the site will be conveyed toward the east. To insure that off -site drainage in Taft Hill did not contribute drainage into Raven View, this report analyzed the drainage to the intersection of Taft Hill and Raven View Roads. Please refer to Appendix I: Off -site Runoff (Taft Hill). Inlets have been placed along the street where street capacities would be exceeded. Please note that sub -basins "Al" and "AY were delineated to size the inlets at the low point in the northeast portion of the street system. Street capacities are not exceeded as runoff approaches the low point. Inlets will be size to capture 100% of the 2-year storm at this sump condition. The 100-year will be conveyed to the detention pond through an open channel. For additional information, please refer to Appendix B: Streets. In the northeast corner of the site, a detention pond will be constructed to accommodate storage volumes required to reduce runoff rates to historic rates after ' development occurs. In the bottom of this pond, water quality capture volume will be provided. From the outlet structure, a fifteen inch (15") RCP will convey stormwater into the 30' Type R inlets along Mulberry Street. These inlets are part of the storm sewer system implemented with the Canal Importation Basin Sheldon Lake Drainage Improvements. 5.2 General Description of Flow Routing SWMM was used to determine the detention volume and release rate for this site. ' The model used was the Canal Importation Basin MP Hydrology (Post-1999 Rain), 100-year existing condition with existing facilities, June, 2004, provided by the City of Fort Collins. The model was modified as follows: • Basin 108 was added to represent the proposed site. ' • Basins 8 and 21 were modified. ' Page 4 1 F'rnot Ihvirzo'�e ant Ft,I,Pim) f;'of Itr: 1i S1udY.!oI Rrm<;t 1 ieu Subeimskm ib`orthei it higin('(7-M SO) It el, In, • Conveyance element 8 was modified — the length was reduced from 690 feet to 420 feet. • Conveyance element 108 was added to represent conveyed flows to Pond 308. • Pond 308 was added to provide detention for the proposed site. • Conveyance element 148 was added to convey flows from Pond 308 to the storm system in Mulberry Street (Conveyance Element 105). ' Table 5.2.1 below contains the revisions to the existing SWMM elements. TABLE 5.2.1 SWMM ID Old Area (acres) New Area (acres) Old % Im New % Imp Old TW New TW 8 19.8 12.9 35 45 2860 1863 21 24.1 22.2 45 45 2625 2418 ' Detention Pond 308 was added specifically for Basin 108 and was designed to detain and release at a rate that would minimally impact the existing storm drain system in Mulberry Street, and subsequent downstream elements. The following I table shows the comparison between the original model 100-year flows at selected elements and the revised model 100-year flows. i I 1 TABLE 5.2.2 SWMM 105 304 Golf Course 311 709 859 - 944 945 ID Pond Original 461.2 108.2 480.5 201.4 501.5 108.2 201.4 Model 17.7 ac-ft Revised 461.4 108.2 480.5 201.5 501.7 108.2 201.5 Model 17.7 ac-ft There were no other revisions or modifications made to the SWMM model as part of this submittal. ' SWMM Basin 21 directs runoff near the southwest corner of this site. There is an existing 4' combination inlet in a sump condition approximately 140 feet south of the proposed intersection of Ravenview Road and South Taft Hill Road. With the ' design of Ravenview, Road, there will be a highpoint placed at Station 11+11 to insure that the stormwater in Taft Hill Road continues to the south. ' In regards to redirecting stormwater to Mulberry Street, there are insignificant effects in the Canal Importation Basin Sheldon Lake Drainage Improvements. Please refer to Appendix E: Mulberry Street Storm Sewer (StormCAD) to compare the existing conditions and revised conditions. Please note that the increase in the hydraulic grade lines (HGLs) in the storm sewer along Mulberry Street is less than 0.07 ft. Further, please note that the HGL at the end of the storm sewer is ' unchanged between existing and developed conditions. ' Page 5 f 'final � o fi U i �, �' Raioc ViewStrG�flrtci;�p I 11 I C I 5.3 Detention In the northeast corner of the site, a detention pond will be constructed to accommodate storage volumes required to physically reduce runoff rates to historic rates after development occurs. SWMM was used to determine the detention volume and release rate for this site. The 100-year water surface elevation in the detention pond is 5062.02 ft. The 100- year detention volume was determined to be 2.3 ac-ft, which will be storage above the water quality capture volume. The peak 100-year release rate from the pond is 0.7 cfs. There will be a 3 3/8" diameter orifice to restrict the runoff to the required release rate. An emergency overflow channel will be located in the northeast corner of the pond. ` This overflow channel will flow through the driveway for an existing residence. This driveway will be lined with concrete. Near the garage entrance there will be a drive-over-outfall curb to add depth to the channel. This will aid in protecting the existing residence from flood damage. According to the SWMM model, 68.0 cfs could pass through the pond in emergency conditions. This 68.0 cfs is the 100-year peak inflow into the detention pond. However, for freeboard purposes, the channel has been designed to pass 1.33 times the 100-year emergency overflow, which is 90.44 cfs. 5.4 Conveyance The streets will convey storm water to the sump inlets on the east side of the site. AT. this point, the 2-year runoff will be conveyed to the detention through a storm sewer. In the 100-year runoff event, the remainder of the stormwater above the 2- year flow rate will be conveyed into the detention pond through an open channel. ' The streets have the capacity to convey the 2- and 100-year storm events within the restrictions of the Storm Drainage Criteria Manual. In the 100-year storm event, the street has the capability of conveying 136.04 cfs. The combined runoff to the sump ' inlets at design point a2 will be 34.66 cfs; therefore, the streets will be adequate for conveying runoff. For additional information, please refer to Appendix B: Streets. At design points al and a2, single -combination inlets will be placed to accept the 2- year storm events. Storm Sewer B will convey the stormwater from these inlets to the detention pond through an 18" RCP. For additional information, please refer to Appendices D: On -site Storm Sewers (HydraFlow) and E. Inlets. In the 100-year storm event, the 100-year storm event minus the 2-year storm event will be conveyed to the detention pond through an open channel. This channel has been design with a freeboard equal to 1.33 times the design flow. On the drainage sheet, the locations of the cross-section are noted as A and B. For additional Page 6 jitYlTi TJ;"(1?l ttt�'i' dR�/ j. �'.1 tf 07r (,N71jt'l1l sRrti l'.fr �t IVt>t'IFl{•?'it Fll S; flll'CY'//7,5; .�t'l'P;r f'.S {itc 11 fvol Viol subdin.%va? ' information on the calculations, please refer to Appendix F: Open Channels. ' 5.5 Off -site Runoff (Taft Hill) = To insure that off -site drainage in Taft Hill did not contribute drainage into Raven View, the runoff contributing to the intersection of Taft Hill Road and Raven View Road was determined and analyzed. [1 11 I 11 k 1 The hydrology and hydraulic analysis are contained in Appendix I: Off -site Runoff (Taft Hill). In the 100-year storm event, there will be approximately 25.45 cfs contributing to this intersection. Since the western flow -line of Taft Hill Road is positioned significantly higher in elevation than the eastern flow -line, there are two hydraulic cross -sections analyzed. The "Raven View (Taft Hill) West of the Crown" cross-section shows that there is 10.08 cfs can be conveyed between the back -of -curb and the crown. Please note this is conservative since the water depth from the back -of -curb doesn't reach the crown of the road. The "Raven View Taft Hill" cross-section shows that the remainder of the 25.45 cfs (15.37 cfs) can be conveyed on the east side with an elevation of 5071.54 ft. In the flow -line profiles, the lowest high point in the initial rise in Raven View Road from Taft Hill is 5071.61 ft. Therefore, the off -site flows in Taft Hill will remain in Taft Hill and be conveyed towards the south. 5.6 Rainfall Erosion Control Plan The proposed rainfall erosion control plan during construction consists of temporary structural erosion control measures. Gravel inlet filters will be placed at all curb inlets and sidewalk culverts. Wattle dikes will be placed in swales an interval of no greater than 200 feet. Silt fencing will be installed at the locations where sediment is expected to convey to offsite locations. Gravel socks will be placed on valley pans in the appropriate locations. Entrances and parking areas will follow the standard roadway construction ' sequence of rough grading, final grading, sub -grade placement, and paving. Slopes adjacent to parking areas will be kept in a roughened state by discing or ripping to inhibit rill/gully erosion (where applicable), which will create a terracing affect along the contours. These areas will be inspected regularly and stabilized as necessary until the landscaping is installed. ' Vegetative erosion control consisting of straw mulch with temporary seeding must be used on all open space areas that are disturbed with this project. It will be clearly noted on the plans that no soils shall remain exposed for more than thirty days before requiring temporary or permanent erosion control measures, unless approved by the City of Fort Collins. All temporary erosion control structures are to remain in place until permanent vegetation has been established. ' Page 7 Final llutbuigcf7fifI EtiiuI):? C,ri!,nl SOWS- fri7 �b'o771renr F.n7;rni'r'rnt:; ,S'ci'itr es. lay Raren Lira .Swl,cfiri.cinn Riprap will be installed at the outlet location for Storm Line B. The calculations for the riprap are included in Appendix J: Erosion Control. ' As with any construction site, some vehicle fueling may occur on -site. Currently, there is not a designated fueling area defined on the plans. It will be the responsibility of the Contractor to designate a fueling area and take the necessary precautions to ensure that no stormwater pollution occurs. Fueling areas shall be located at minimum of 100-ft from all drainage courses whenever possible. A 12-in high compacted earthen ridge capable of retaining potential spills shall enclose fueling areas. If the fueling area is located on porous soil, the area shall be covered with an impermeable lining to prevent soil contamination. Areas where potential spills can occur are to be identified by the Contractor. The same protective measures for fueling areas shall be utilized for storing any materials which have the potential to leak or leach into stormwater runoff. Spill prevention ' procedures are to be determined and put in place prior to construction by the Contractor. All sediment, debris and other pollutants that are conveyed over the surface of the impervious areas or through the impervious areas will be conveyed into the Detention Pond. During construction, a silt trap will be located in the detention pond to aid in prevent sediment and debris from being transported into the outlet structure. In the fully developed condition, the water quality control volume with the low release rate will provide adequate sediment and flocculate settling times. Please note that the Erosion Control Cost Estimate is included in Appendix J: Erosion Control. ' The overall effectiveness calculations are included in Appendix J: Erosion Control. ' 5.7 Water Ouality Urban Storm Drainage Design Criteria (Reference 2) for extended (40-hour) ' detention has been followed in design of the pond. The pond will provide the required 0.174 ac-ft of storage at water surface elevation 5058.30. The water quality release structure will have one column and two (2) rows of 1 1/8" diameter holes. For additional information, please refer to Appendix C: Detention. The water quality capture volume will be provided for low intensity storm events where the concentration of pollutants is higher than average. The 40-hour drain time allows time for sediment, debris, and other pollutants that would be harmful to iecological systems downstream to settle out of the stormwater. Page 8 Nf'rdwl!d !)4'�lhl'e^-mg se') -I i' ("J. !i71: VI. Conclusions 6.1 Compliance with Standards This Final drainage analysis has been performed according to design criteria found in the Storm Drainage Design Criteria and Construction Standards City of Fort Collins, Colorado, dated May 1984 and the Urban Storm Drainage Criteria Manual Volume 3. Urban Drainage and Flood Control District, Wright Water Engineers, Denver, Colorado, September 1999. Page 9 f'uic11 O% I ind f., of ier) Cnr;trn, .SIIId k. it A'r%rl7u�rn fDtginw e; to Sr+'rit l.s. In(. Rcrreli V"e" S!11111;rtcion VII. References 1. Storm Drainage Design Criteria and Construction Standards, City of Fort Collins, Colorado, May 1984. 2. Urban Strom Drainage Criteria Manual Volume 3, Wright Water Engineers, Denver, Colorado, September 1999. 3: Canal Importation Basin Sheldon Lake Drainage Improvements Final Design Report, Sear -Brown, November 22, 2002. Page 10 1 1 1 1 t 1 1 1 1 E� Direct Oeve%Red Runoff 9/6/2005 3:02 PM TAM-Rational-Runoff-PRELIM.xls Cover M® Northern Engineering Services Designed by Seth W. Tourney I I I I I I I I @ @ @ / I I I I I I % - j \ ( _ §®� (/}\%\\G2 §[) aoo66 {\� �ƒ {(*�23%32k 3 * ƒ &r 000 666 > 3 ` )7 �ƒ ) ;§Ej\§\\ = 600eoo t Q \ =r§/{§ 2G\`)`^ ƒ \ \/dada G6 ( / - \ G % f $� /l:�� ))\\) D \« )<v a I I I I I I I I I @ @ @ I I I I I I I � - \/\} 00 0 ! ! ] E«;CIO ;;: ] § /«,=,:e, j \ ——— , \ �,, \ A--lol fk:l:g2: \cmP!\;a; f— w\ \\ !% 3 I I I 1 I 1 i 1 1 1 1 O 8,^�, - N O m U m 0m O 7 m m oCi omv- OO � N � t° y 9�� �-In lD -00 O U. u= �- mj - 00 c n 8��i v �mmai o�nn�ummm no v m o n n n _��`emmmmcoro m ro m v v v N "L gro - n O m ire �a�mroNN U c 0 0 0 0 0 Q p 0 g 0 7 0 0 y U u nu c c III 0 uoN c 0 j 0 VL.I v n lD m lD N 0 N U O o 0 0 0 o m s a N A m�on- m N- 00 c Q N - > > U -- I� O S R y tn cn Combined Developed Runoff 9/6/2005 2:53 PM TAM-Rational-Runoff-P R ELI M.xis Cover J Northern Engineering Services Designed by Seth W. Tourney LJ I 1 1 1 I I I I I 1 U" c _ 0 3 s u n N N U - l9 lD m N 1p N N O N O m P O O l➢ lD m N lD N N 3�� � V i - F- p� y O U u J 0 0 ° O a' c � U �o N r_ o 0 0 00 o0 0 _ Uno O �0 �u `v - y m r' s7uio� u6isap 1 I 1 1 t I I 1 1 0 0 N N U N t r N � � G< Q ��II F- E 3z 3�z11 z 0 0 0 0 0 Py 00000 Q o -0 0 0 coo 0 O Ij > N 0 0 0 0 0 0 0 0 O O 6 0 6 0 6 6 � N v° =Q<QQQQQQ v O y �. 0 0 0 0 0 0 0 0 > O O O O O O O O v p -Go0 0 0 0 0 0 0 0 O > Lr) c p _ p 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 � � N J 00000 U � o i � p N- II II Q N - > > U o 0 3 C7 N N m 0 0 ppaaa aQ muo 01 p 0 Q Y@ p O J U U 0 c a+ m- II c II II y ) N d M- _ u a�"ry fr H H c>> K w rn I 1 J 1 1 11 1 �v�mmm O p o v v m- o 0 m�DNv,m,ImvN o � j0 ° m 0 ojg�j n�mommoo o 0 o € 8��c v ro rorommm L `� � .• �+i m m m tti v c v C " J 2 Q pO �ro rom�x�NN O O h l0 lD m in lD N nt `o O R 41 O O V O O R �jt� � �omm�DNN o 0 0 0 0 0 0 0 � E — S a S N lD N Q N o OLh N w i n f II II Q w N _ > > U .. a a - - U w o� - a a I � Q rn O t M Z, z- U 4l @ C S t' 1 [1 1 1 [1 11 I 1 1 ai 1 Minor Storm (2-yr) - Street Capacity Calculations Design Point # a1 Street Type: Collector Q @ Design Point: 4.63 (cfs) FL to FL Distance: 52' Street Slope: 0.55 (%) Curb & Gutter: .Vertical Equation: Q = 0.56(Z /n)S',12Y813 Q = Flow (cfs) Z = 1/cross slope (ft/ft) n= roughness coefficient (0.016) S = street longitudinal slope (ft/ft) Y=depth (ft) W7 Calculations: m oz 03 oaa 01 Calculations Q2 Calculations Q3 Calculations Zt = 50.00 Z2 = 12.00 Z3 = 12.00 nt=0.016 n2=0.016 n3=0.016 S, = 0.0055 S2 = 0.0055 S3 = 0.0055 Y1 = 0.33 Y2 = 0.33 Y3 = 0.50 Qt= 6.75 Q2= 1.62 Q3= 4.91 Results: QTotal = Q1 - Q2 + Q3 = 10.03 Reduction Factor = 0.73 QReduced = 7•28 Q @ Design Point = 4.63 Capacity Status = Acceptable TAM-DsnPnt a1-MinorStreet Cap-vert curb.xls 3/3/2006 1 i 1 ,1 1 1 1 1 1 Minor Storm (2-yr) Street Capacity Calculations Design Point # a2 Street Type: Collector Q @ Design Point: 3.61 (cfs) FL to FL Distance: 52' Street Slope: 0.55 (%) Curb & Gutter: :Vertical Equation: Q = 0.56(Z /n)S"2yI/I Q = Flow (cfs) Z = 1/cross slope (ft/ft) n= roughness coefficient (0.016) S = street longitudinal slope (ft/ft) Y=depth (ft) Calculations: 01 Calculations 02 Calculations Q3 Calculations Z1 = 50.00 Z2 = 12.00 Z3 = 12.00 n1=0.016 n2=0.016 n3=0.016 S1 = 0.0055 S2 = 0.0055 S3 = 0.0055 Y1 = 0.33 Y2 = 0.33 Y3 = 0.50 Q7= 6.75 Q2= 1.62 -. - Q3=.4.91 .... Results: QTotal = Q1 - Q2 + Q3 = 10.03 Reduction Factor = 0.73 QReduced = 7•28 Q @ Design Point = 3.61 Capacity Status = Acceptable TAM-DsnPnt a1-MinorStreet Cap-vert curb.xls 3/3/2006 [J 1 1 1 1 1 1 Project Description Worksheet Street 30-30 FI Flow Element Irregular Chem Method Manning's Forr Solve For Discharge Section Data Mannings Coefficier 0.017 Slope 0.005000 ft/ft Water Surface Elev 100.43 ft Elevation Range .30 to 100.00 Discharge 136.04 cfs Cross Section Cross Section for Irregular Channel S TREE T (100—YEA!? STOnM Ello5N73 V:2.5 H:1 NTS Project Engineer: Northern Engineering Services d:\...\tam\drainage\strtcap\100-yr-street cap.fm2 Northern Engineering Services FlowMaster v6.1 (614n] 03/03/06 12:29:42 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Raven View 100-year Street Capacity Worksheet for Irregular Channel Project Description Worksheet Street 30-30 FI ' Flow Element Irregular Chani Method Manning's Fort ' Solve For Discharge Input Data 11 1 1 Slope 005000 ft/ft Water Surface Elev. 100.43 it Options Current Roughness Methc)ved Lotter's Method Open Channel Weighting )ved Lotter's Method Closed Channel Weighting Horton's Method Results Mannings Coeffic 0.017 Elevation Range .30 to 100.00 Discharge 136.04 cfs Flow Area 31.6 ftz Wetted Perimetei 52.35 it Top Width 51.00 it Actual Depth 1.13 it Critical Elevation 100.41 ft Critical Slope 0.005440 Wit Velocity 4.30 f /s Velocity Head 0.29 it Specific Energy 100.72 it Froude Number 0.96 Flow Type Subcritical Calculation Messages: Water elevation exceeds lowest end station by 0.43 it ' Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+05 0.016 ' 0+05 0+10 0.032 0+10 0+41 0.016 0+41 0+47 0+47 0.032 0+51 0.016 Natural Channel Points ' Station Elevation (it) (ft) 0+00 100.00 ' 0+05 99.91 0+10 99.80 0+11 99.30 0+13 99.67 ' 0+26 99.93 Project Engineer: Northern Engineering Services d:\...\tam\drainage\strtcap\100-yr-street cap.fm2 Northern Engineering Services FlowMaster v6.1 [614n] 03/03/06 12:29:35 PM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 2 Raven View 100-year Street Capacity Worksheet for Irregular Channel Natural Channel Points Station Elevation (a) (ft) 0+39 99.67 0+41 99.30 0+41 99.80 0+47 99.91 0+51 100.00 Project Engineer: Northern Engineering Services d:\...\tam\drainage\strtcap\100-yr-street cap.fm2 Northern Engineering Services FlowMaster v6.1 (614n] 03/03/06 12:29:35 PM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 2 of 2 I 1 1 1 1 1 1 1 1 1 1 1 1 1 i 1 1 i 1 1 1 1 i 1 1 1 Detention: Storage Capacities 3/8/2005 9:13 AM TAM-Drai nageFortCol I ins.xls Cover 0 Northern Engineering Services Designed by Seth W. Tourney 1 1 1 1 1 1 1 1 i 1 i Avers e End Area Method for determinin Pond Volumes Detention Pond and Water Quality Water Surface Elevations - Pond Detention Pond Criteria Store difference between developed and historic minor storms Larcger storms to be stored until released by emergency overflow Invert 5057.12 ft First Even Contour 5056.00 ft Increment 1 .00 ft Top Elevation 50G3.00 ft Pond Detention Pond Volume Stage Elevation Area (VI ) ft ft sf cf Cumulative Volume cf ac-ft Notes 0.00 5057.12 0 0 0 0.00 0.88 5056.00 7399 3256 3256 0.07 1 . 18 5058.30 1 1 G37 4324 7579 0.17 WQCV 1.58 5059.00 21 G20 14510 1 7765 0.41 2.88 5060.00 28148 24884 42649 0.98 3.88 50G 1.00 32293 30221 72870 1 .G7 4.85 50G2.00 35656 33975 1OG844 2.45 4.00 50G2.02 35752 923 107767 2.47 100= r W5 5.88 50G3.00 39587 37622 1444GG 3.32 Notes: These calculations are for the normal operation of the pond situation. This pond stores the 2.3 ac-ft detention above the O. 17 ac-ft of WQCV. 6/15/2006 11:45 AM TAM-Rational-Detention-Fi nal.xls SStorage Northern Engineering Services Designed by Seth W. Tourney 1 1 1 1 1 1 1 ORIFICE RATING CURVE Detention Pond Release Orifice PROJECT: Raven View (TAM: 04-123) DATE: 03/03/06 BY: SWT ORIFICE RATING Orifice Dia (in) Orifice Area (sf) Orifice invert (ft) Orifice Coefficient 3 3/8 0.0615 5057.12 0.65 Stage FT Outlet release CFS 5057.12 0.00 5058.00 0.28 5059.00 0.42 5060.00 0.53 5061.00 0.62 5062.00 0.70 5062.02 0.70 5063.00 0.77 1 1 1 1 1 i 1 i 1 1 1 1 1 1 1 1 1 1 Detention: Water Quality Capture 3/8/2005 2:51 PM TAM-DrainageFortCol lins.xls Cover 0 0 Northern Engineering Services Designed by Seth W. Tourney I [Averacje End Area Method for determmin Pond Volumes Detention Pond and Water Quality Water Surface Elevations Pond Detention Pond Criteria Store difference between developed and historic minor storms Larger storms to be stored until released by emerclency overflow Invert 5057.12 ft First Even Contour 5055.00 ft Increment 1 .00 ft Top Elevation 50G3.00 ft Pond Detention Pond Volume Stage Elevation Area (V I ) ft ft sf cf Cumulative Volume cf ac-ft Notes 0.00 5057.12 0 0 0 0.00 0.88 5058.00 7399 3256 3256 0.07 1 . 18 5055.30 I 1 G37 4324 7573 0.17 WQCV 1.88 5059.00 2 1 G20 14510 1 7765 0.41 2.88 5060.00 28148 24884 42649 0.98 3.88 50G 1.00 32293 30221 72870 1 .67 4.88 50G2.00 35656 33975 106844 2.45 4.90 50G2.02 35752 923 107767 2.47 1 00-r WS 5.88 50G3.00 39587 37622 1444GG 3.32 Notes: These calculations are for the normal operation of the pond situation. This pond stores the 2.3 ac-ft detention above the O. 17 ac-ft of WQCV. 6/15/2006 11:45 AM TAM -Rational-Detention-Fi nal.xls SStorage Northern Engineering Services Designed by Seth W. Tourney I EXTENDED DETENTION BASIN 1 r t 1 REQUIRED STORAGE E OUTLET WORK5: 5A51N AREA = 7.992 <-- INPUT from impervou5 calc5 BASIN IMPERVIOU5NE55 PERCENT = 54. 17 <-- INPUT from impervious calc5 BA51N IMPERVIOUSNESS RATIO d.54'17 <-- CALCULATED WQCV (watershed Inches) = _ <-- CALCULATED from Figure EDB-2 WQCV (ac-ft) = _ <-- CALCULATED from UDPCD DCM V.3 5ection G.5 WQ Depth (ft) = 1.178 <-- INPUT from stage -storage table AREA REQUIRED PER ROW, a (In 2) = ® <— CALCULATED from Figure ED5-3 CIRCULAR PERFORATION 51ZING: dia (in) = 1 1/8 <-- INPUT from Figure 5 5� (in) = 3 <-- INPUT from figure 5 n = I <— INPUT from figure 5 t (in) = 3/8 <— INPUT from figure 5 number of rove = — <— CALCULATED from WD Depth, row spacmg, and channel thickne55 round to lowest whole -number = 2.0 <-- INPUT from above cell total outlet area (m E) _ <-- CALCULATED from total number of wholes ' TRA511 RACK DE51GN: Tra5h Rack Open Area Ratio = <-- CALCULATED from figure 7 Required Tra5h Rack Open Area (in Z) = <- CALCULATED from UDPCD DCM V.3 Section G.G W.nc (in) = 3 <-- INPUT from Table Ga- I W,,,, (in) = 9 <— INPUT from figure 4 • DONT FORGET WELL -SCREEN • WA <-- INPUT from Table Ga-2 1 1 [1 1 1 11 I I 1 Orifice Perforation Details A� Wplate - Wcons+ 6 inches (minimum) Structural Steel Channel Formed Into Concrete, To W Conc. (see below) Span Width Structure. See Figures 6—a, 6—b 01 O o FO7 0 of 0 to 4- H e Permanent Water Surface 2'-4" Minimum -1 Circular Openings: Wconc.Obtained From Table 6a-1 Rectangular Openings: WconG = (Width of Rectangular Perforation W) + 12" Rectangular Openings: Wopening (see Figure 6—b) Obtained From Table 6b-1 Sa, see Sa, see ftgure 5 Figure 5 w o O o 0 0 0 0 0 0 0J�� O00000 °00000 00000 O00 000 O O O 000 o O o 0 0 0 0 °0 0 0° 0 0 0 000 0 0 0 0 000 0 0 0 0 0 0 0 0� o Example Perforation Patterns Note: The goal in designing the outlet is to minimize the number of columns of perforations that will drain the WQCV in the desired time. Do not, however, increase the diameter of circular perforations or the height of the rectangular perforations beyond 2 inches. Use the allowed perforation shapes and configurations shown above along with Figure 5 to determine the pattern that provides an area per row closest to that required without exceeding it. Urban Drainage and Figure 4 Flood Control District Orifice Details for Drainage Criteria Manual (V.3) Draining WQCV File. Detatle.dwg 1 Orifice Plate Perforation Sizina Circular Perforation Sizing Chart maybe applied to orifice plate or vertical pipe outlet. Hole Dia (in) • Hole Dia (in) Min. Sa (in) Area per Row (sq in) n=1 n=2 n=3 1 4 0.250 1 0.05, 0.10 0.15 5716 0.313 2 0.08 0.15 0.23 3 8 6375 2 0.11 0.22 0.33 7 ] 6 0.438 2. 0.15 0.30 0.45 1 2 0.500 2 0.20 0.39 0.59 9 16 0.583 3 0.25 0.50 0.75 5 8 0.625 3 0.31 0.61 0.92 11 16 0.688 3 0.37 1 0.74 1.11 3 4 0.750 3 0.44 1 0.88 1.33 13 16 0.813 3 0.52 1.04 1.56 7 8 0.875 3 0.60 1.20 1.80 15 16 0.938 3 0.69 1.38 2.07 1 1.000 4 0.79 1.57 2.36 1 1 16 1.063 4 0.89 1.77 2.66 1 1 8 1.125 4 0.99 1.99 2.98 1 3 16 1.188 4 1.11 2.22 3.32 1 1 4 1.250 4 1 1.23 2.45 3.68 1 5/16 1.313 1 4 1 1.35 2.71 4.06 1 3/8 1.375 4 1.48 2.97 4.45 1 7 16 1.438 4 1.62 3.25 4.87 1 1 2 1.500 4 1.77 3.53 5.30 1 9 16 1.563 4 1.92 3.83 5.75 1 5 8 1.625 4 2.07 4.15 6.22 1 11 16 1.688 4 2.24 4.47 6.71 1 3 4 1.750 4 2.41 4.81 7.22 1 13/161 1.813 4 2.58 5.16 7.74 1 7 8 1 1.875 4 1 2.76 5.52 8.28 1 15/161 1.938 1 4 1 2.95 5.90 8.84 2 L 2.000 1 4 1 3.14 6.28 9.42 n - Number of columns of perforations Minimum steel PIG te thickness 1/4 " 5/16 3/8 " • Designer may interpolate to the nearest 32nd inch to better match the required area, if desired. Rectangular Perforation Sizing Only one column of rectangular perforations allowed. Rectangular Height = 2 inches Rectangular Width (inches) = Required Area per Row (sq in) 2" Urban Drainage and Flood Control District Drainage Criteria Manual (V.3) rlle: DetaOxdwg Rectangular Hole Width Min. Steel Thickness 5" 1 4 6" 1 F4 7" 5/32 " 8" 5/16 " g" 11 32 " 10" 3/8 " >10" 1/2 " Figure 5 WQCV Outlet Orifice Perforation Sizing i 1 1 1 1 1 1 1 1 1 i 1 1 1 1 1 1 1 1 Detention: Overflow Channel 3/8/2005 9:12 AM TAM-DrainageFortCol I i ns.xls Cover 0 Northern Engineering Services Designed by Seth W. Tourney I WAVAMA . AIL� Aa D R iY DRY D ,1V I tij In, 2 DR 2- CL Ali 0 EMERGENCY OVERFLOV ,WEIR 0 N Project Description Worksheet overflow Flow Element Irregular Chani Method Manning's Forr Solve For Channel Deptl- Section Data Mannings Coefficiel 0.035 Slope 0.010000 Wit Water Surface Elev 63.78 it Elevation Range !.66 to 64.03 Discharge 90.44 cis Overflow Weir with Freeboard Cross Section for Irregular Channel Cnoss-sECTio1u N 64.20- 63.80 63.40 _ 63.00 62.60 -- - 0+00 0+05 0+10 0+15 0+20 0+25 0+30 0+35 V:2.5 ' H:1 NTS 1 1 Project Engineer: Northern Engineering Services d:\...\drainage\detention\overflow_05-16-2006.fm2 Northern Engineering Services FlowMaster v6.1 [614n] 05/16/06 03:46:44 PM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Project Description Worksheet overflow Flow Element Irregular Chani Method Manning's Forr Solve For Channel Deptr Input Data Slope 010000 ft/ft Discharg, 90.44 cfs Options Current Roughness Methoved Lotter's Method Open Channel Weighting rved Lotter's Method Closed Channel Weighting Horton's Method Overflow Weir with Freeboard Worksheet for Irregular Channel C'�QSS - S'�'cTioN G Results Mannings Coefficiei 0.035 Water Surface Elev 63.78 ft Elevation Range !.66 to 64.03 Flow Area 24.2 ftz Wetted Perimeter 29.30 ft ' Top Width 29.10 ft Actual Depth 1.12 ft Critical Elevation 63.60 ft ' Critical Slope 0.020263 ft/ft Velocity 3.74 ff/s Velocity Head 0.22 ft Specific Energy 64.00 It ' Froude Number 0.72 Flow Type Subcritical ' Roughness Segments Start End Mannings Station Station Coefficient ' 0+00 0+32 0.035 Natural Channel Points ' Station Elevation (ft) (ft) 0+00 64.00 ' 0+07 62.88 0+25 62.66 0+32 64.03 Project Engineer: Northern Engineering Services d:\...\drainage\detention\overflow_05-16-2006.fm2 Northern Engineering Services FlowMaster v6.1 [614n] ' 05/16/06 03:46:39 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Overflow Channel to Mulberry Street ' Cross Section for Irregular Channel Project Description ' Worksheet Overflow (3.35% cross -slope) Wal Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth ' Section Dataffi Mannings Coeciel 0.016 C Channel Slope ►' 0.007500 ft/ft Water Surface Elev Elevation Range 62,28 ft .40 to 62.50 Discharge 90.44 cis 62.60 ' 62.00 _ 61.40 ' 0+00 0+05 0+10 0+15 0+20 0+25 0+30 0+35 V:2.0 N ' H:1 N TS 1 Project Engineer: Float ' d:\projects\tam\drainage\detention\overflow.fm2 Northem Engineering Services Inc FlowMaster v7.0 [7.0005] 03/08/05 09:10:25 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Overflow (3.35% cross -slope with Curb) Worksheet for Irregular Channel Project Description Worksheet Overflow (3.35% cross -slope) Wal Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Input Data Channel Sic 007500 ft/ft Discharge 90.44 cfs Options Current Roughness Methc wed Lotter's Method Open Channel Weighting wed Lotter's Method Closed Channel Weighting Horton's Method Results Mannings Coefficiei 0.016 Water Surface Elev 62.28 It Elevation Range .40 to 62.50 Flow Area 16.5 ft' Wetted Perimeter 29.25 ft Top Width 28.33 ft Actual Depth 0.88 ft Critical Elevation 62.38 ft Critical Slope 0.004456 Will: Velocity 5.49 ft/s Velocity Head 0.47 ft Specific Energy 62.75 ft Froude Number 1.27 Flow Type Supercritical Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+31 0.016 Natural Channel Points Station Elevation (ft) (ft) 0+00 62.50 0+02 62.45 0+04 62.05 0+05 61.94 0+31 61.40 0+31 62.50 Cnoss-S`ccTionf D Project Engineer: Float d:\projects\tam\drainage\detention\overflow.fm2 Northern Engineering Services Inc FlowMaster v7.0 [7.00051 03/08/05 09:11:28 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 I 1 t 1 1 m u I I I M 0 O O N O M O z Nk J n U CV V ` � C17 CV m f U w 0 O u d "s Storm Sewer Summary Report S TORM I3 Page 1 1 1 1 1 Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor HGL Dns No. rate size length EL Dn EL Up slope down up loss Junct line (CIS) (In) (ft) (ft) (ft) N (ft) (ft) (ft) (ft) No. 1 Pipe73 7.93 18. c 52.3 5058.00 5058.27 0.516 5059.11 5059.55 0:00 5059.55 End 2 Pipe72 7.93 18 c 205.3 5058.37 5059.39 0.497 5059.74 5060.76 0.00 5060.76 1 3 Pipe71 7.93 18 c 11.0 5059.49 5059.55 0.541 5060.79 5060.85 0.00 5060.85 2 4 Pipe70 4.63 18 c 36.7 5059.65 5059.83 0.491 5061.07 5061.12 0.00 5061.12 3 Raven View Number of lines: 4 Run Date: 03-02-2006 NOTES: c = cir; e = ellip; b = box; Return period = 2 Yrs. Hydraflow Storm Sewers 2005 1IL I I I I I 11 I I I i ■¢ \� � $$ E ± ) E 4 j 2 / > k 8 �oe \ \ © Jco b . . § — 3 3 2 Q � J , \ \ It LO co p q q ��E } k § § § 2�E \ ) f § / 2 k § § § § \ § . � J ITCP jo ' E b m ¥ k!E ƒ to co( ( > f ! E \ § / ( k . co \ \ / W �CO �E / k ( ( to LO to LO >Cc 0« * § § § j k ! / f § § .. rl 2 ■ Cl) �) @ § 2 § e �» $ m ` ■!E 7 OD OD m CDk ca © � Cl) ) ) / $ [ e # a co OD co\ , � \ \ — m Cl) , z § f U �m � \ c0 CD \ } iff ■ ( k f§|ƒ k -SL (a)§ ) w CD -oE + . Ea|; ) ) /§ [f E ; ]Eco 48 §a 0-E E a \/�� V $!| _ , L \ \\Qc 0 / 9 \ ®=7< ® t « 2 0) R2 \ \ § D f�}E cc �02E ) _ ) / _ k » e E k\\) ) \ ���� � E - \ 0 0 C / \ \ kk�k \ c f k ƒ f£§, & B \ / � 2 f \ IL\ a)\ a)j } 2 & r » ( LO r Z k ) o Cl) \ \ \ � 3 3 k ) 3 A § co / 00 ) ) j 0 k \ k k § 3 v � J O �M M Ln N 00 O N . M C � OO O o n N c 0 Hill 1. N N N N O N oLO L W O T Ln N T 31 O O u'r N n I 0 Ln Im q Ln N C 0 o 0 0 0 0 0 > n m 0 n 0 co 0 cMo 0 LO 0 Ln 0 ru cn Ln cn in in I 1 1 1 1 1 1 1 I I I I I INLET "IN A SUMP OR SAG LOCATION �I ' Project = TAM: 04-123 Raven View Inlet ID = .. Inlet B3 (Design Point a2) (2-year) H-Curb H-Vert W WP W 1,0 lGl 1 1 1 t 1 Design Information (input Type of Inlet Type =.CDOT/Denvef 13 Combination Local Depression (additional to continuous gutter depression'a' from'O-AIIow) a� _, 2.00 Inches Number of Unit Inlets (Grate or Curb Opening) No Grate Information Length of a Unit Grate 4 (G) = 3.00 feet Width of a Unit Grate W. = 1.73 feet Area Opening Ratio for a Grate (typical values 0.15-0.90) A, - 0.47 Clogging Factor for a Single Grate (typical value 0.50) C, (G) - 0.56 Grate Weir Coefficient (typical value 3.00) C. (G) - 3.00 Grate Orifice Coefficient (typical value 0.67) Co (G) _, 0.67 Curb Opening Information Length of a Unit Curb Opening Le (C) _, 3.00 feet Haight of Vertical Curb Opening In Inches ry ,,,,, _. 6.50 Inches Height of Curb Orifice Throat in Inches H e.m=' 5251nches Angle of Throat (see USDCM Figure ST-5) Theta = 0.0 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp=. 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cr (C) _' 0.10 Curb Opening Weir Coefficient (typical value 2.30-3.00) C=(C) = 2.30 Curb Opening Orifice Coefficient (typical value 0.67) C.(C)=, 0.67 Resulting Gutter Flow Depth for Grate Inlet Camucity In a Sump Clogging Coefficient for Multiple Units Coef = 1.00 Clogging Factor for Multiple Units Clog Using Curb Opening Only Instead of Grate as a Weir Flow Depth at Local Depression without Clogging (3.61 cfs grate, 0 cfs curb) dM =r - 8.00 inches Flow Depth (Curb Opening Only) without Clogging (0 cis grate, 3.61 cfs curb) tl=,a,,, =j 0.60 inches Flow Depth at Local Depression with Clogging (3.61 cfs grate, 0 cfs curb) d,.= - 11.59 Inches Flow Depth (Curb Opening Only) with Clogging (0 cfs grate, 3.61 cfs cum) d� _• 5.88 Inches Grate As an Orlflce Flow Depth at Local Depression without Clogging (0 cis grate, 3.61 cls curb) C6 =. 6.40 Inches Flow Depth at Local Depression with Clogging (0 cfs grate, 3.61 cfs curb) do.= 5.88 inches Resulting Gutter Flow Depth Outside of Local Depression d, . _ 3.88 Inches Resulting uttr Flow Depth for Curb Opening Inlet Capacity n a Sum Clogging Coefficient for Multiple Units Coof =. 1 00 Clogging Factor for Multiple Units Clog 0.10 Curb as a Weir, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 3.61 cis curb) dM = 4.69 Inches Flow Depth at Local Depression with Clogging (0 cis grate, 3.61 cis curb) d. = 5.04 Inches Curb as an Orifice, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 3.61 cfs curb) d„ = 5.40 Inches Flow Depth at Local Depression with Clogging (0 cfs grate, 3.61 cfs curb) dw =` - 5.88 Inches Resulting Gutter Flow Depth Outside of Local Depression cl c„ =I. 3.88 Inches Resultant Streat Conditions Total Inlet Length L =. 0.0 feet Total Inlet Interception Capacity (Design Discharge from O-Peak) O, _, 3.6 cfs Resultant Gutter Flow Depth (based on sheet O-Allow georn") of =, 3.88 Inches Resultant Street Flow Spread (based on sheet O-Allow geometry) T = 7.0 feet Resultant Flow Depth at Maximum Allowable Spread dsrne.n ='., 0.00 Inches TAM-B3-2yr-LID-Inlet_v2.07.x1s, Inlet In Sump 3/2/2006, 3:58 PM DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD TAM: 04-123 Raven View Inlet B3 (Design Point a2) (2-year) ' Design Flow = Gutter Flow + Carry-over Flow OVERLAND SIDE I FL OW Y STREET � `Y l ' ®E—GUTTER FLOW PLUS CARRY-OVER FLOW E-- ® F GUTTER FLOW INLET INLET ' 112 OF STREET u I 11 0 Design Flow: ONLY if already determined through other methods: (local peak flow for 1/2 of street, plus flow bypassing upstream subcatchments): `Q = 3.61 cfs " If you entered a value here, skle the rest of this sheet and proceed to sheet O-Allow Geographic Information: (Enter data in the blue cells): Area SntImp =Acres Percent Imperviousness = Imperviousness NRCS Soil Type = A, B, C, or D Site: (Check One Box Only) Slope tYft Length ft Site is Urban:l Overland Flow = . Site Is Non-Urban:j Gutter Flow = Rainfall Information: Intensity I (inch/hr) = C, ' P, / (CZ+T� A C3 Design Storm Return Period, T, = years Return Period One -Hour Precipitation, P, = inches C, _ CZ = C3= User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), CS = Bypass (Carry -Over) Flow from upstream Subcatchments, Ob = 0.00 cfs Analysis of Flow Time (Time of Concentration) for a Catchment: Calculated Design Storm Runoff Coefficient, C = N/A Calculated 5-yr. Runoff Coefficient, C5 = N/A Overland Flow Velocity, Vc = N/A fps Gutter Flow Velocity, Va = N/A fps Overland Flow Time, to = N/A minutes Gutter Flow Time, to = N/A minutes Calculated Time of Concentration, T, = N/A minutes Time of Concentration by Regional Formula, Tc = N/A minutes Recommended T, = N/A minutes Time of Concentration Selected by User, T° = WA minutes Design Rainfall Intensity, I = N/A inch/hr Calculated Local Peak Flow, Cp = N/A cfs Total Design Peak Flow, O =1 3:61 cfs NOTE: Calculated values for Tc & Op are based on overide values entered for C and/or C-5. ' TAM-B3-2yr-UD-Inlet_v2.07.x1s, Q-Peak 3/2/2006, 3:11 PM INLET IN`A SUMP OR SAG LOCATION Project ='. - TAM: 04-123 Raven View Inlet ID =. - Inlet 134 (Design Point al) (2-year) ` ,�-Lo (C)�' H-Curb H-Vert W Wp W Lo lGl Design Information (input) Type of Inlet Type = CDOT/Denver 13 Combination Local Depression (additional to continuous gutter depression 'a' from'O-AIIovV) a� = 2.00 Inches Number of Unit Inlets (Grate or Curb Opening) No= 1 Grate Information Length of a Unit Grate Lo (G) =- 3.00 feet Width of a Unit Grate W,=. - 1.73 feet Area Opening Ratio for a Grate (typical values 0.15-0.90) A„r, _ 0.47 Clogging Factor for a Single Grate (typical value 0.50) C, (G) = 0.50 Grate Weir Coefficient (typical value 3.00) C. (G) 3.00 Grate Orifice Coefficient (typical value 0.67) Co (G) = 0.87 Curb Opening Information Length of a Unit Cum Opening L. (C) _ 3.00 feet Height of Vertical Cum Opening In Inches H,,.,, _, 6.60 inches Height of Curb Orifice Threat in Inches H mma =: - 6.25 inches Angle of Throat (see USDCM Figure ST-5) Theta = 0.0 degrees Side Width for Depression Pan (typically the gutter width of 2 (set) Wp=_ 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Ci (C) _ 0.10 Curb Opening Weir Coefficient (typical value 2.30-3.00) C. (C) _ 2.30 Curb Opening Orifice Coefficient (typical value 0.67) Co (C) _ 0.67 Resulting Gutter ow Death for Grate Inlet CapacityIn a Sum Clogging Coefficient for Multiple Units Coal =. 1.00 Clogging Factor for Multiple Units Clog Using Cum Opening Only Instead of Grate as a Weir Flow Depth at Local Depression without Clogging (4.63 cis grate, 0 cfs curb) di =, 9.17 Inches Flow Depth (Curb Opening Only) without Clogging (0 cis grate, 4.63 cfs curb) cf . 0.06 Inches Flow Depth at Local Depression with Clogging (4.63 cfs grate, 0 cfs curb) ds=1 - 13.26 Inches Flow Depth (Cum Opening Only) with Clogging (0 cis grate, 4.63 cis curb) dame _ Z44' Inches Grate As an Orifice Flow Depth at Local Depression without Clogging (0 Cis grate. 4.63 cis curb) M =j 6.72 Inches Flow Depth at Local Depression with Clogging (0 cis grate, 4.63 cfs curb) do. =1 7.44 inches Resulting Gutter Flow Depth Outside of Local Depression cl a = 6.44Inches Fissuring Gutter ow Depth fr Curb Ownina Inlet Capacity In a Sum Clogging Coefficient for Multiple Units Coal =: 1.00 Clogging Factor for Multiple Units Clog Curb as a Weir, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 4.63 cfs cum) d„r =: 5.49 Inches Flow Depth at Local Depression with Clogging (0 cfs grate, 4.63 cis curb) ds = 5.90 Inches Curb as an Orifice, Grate as an Orifice Flow Depth at at Depression without Clogging (0 cis grate, 4.63 cfs cum) tly =, 6.72 Inches Flow Depth at Local Depression with Clogging (0 cis grate, 4.63 cis cum) do. _' 7.44 Inches Resulting Gutter Flow Depth Outside of Local Depression d.cvro =' 5.44 Inches Resultant Street Condition Total Inlet Length L 0.0 feet Total Inlet Interception Capacity (Design Discharge from O-Peak) Os __ 4,6 cis Resultant Gutter Flow Depth (based on sheet O-Allow geometry) d = 5A4 inches Resultant Street Flow Spread (based on sheet O-Allow, geometry) T = 142 feet Resultant Flow Depth at Matlmum Allowable Spread dsrnrno = 0.00 Inches TAM-94-2yr-UD-Inlet_v2.07.x1s, Inlet In Sump 3/212006, 3:58 PM DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD 1 TAM: 04-123 Raven View Inlet B4 (Design Point a1) (2-year) ' Design Flow = Gutter Flow + Carry-over Flow OVERLAND LWSTREET I FLOW ND OVERLAND FLOW ' ® F GUTTER FLOW PLUS CARRY-OVER FLOW-*— ® F GUTTER FLOW INLET INLET ' 112 OF STREET 1 1 1 1 1 Design Flow: ONLY if already determined through other methods: (local peak flow for 1/2 of street, plus flow bypassing upstream subcatchments): "Q = 4.63 cfs If you entered a value here, skip the rest of this sheet and proceed to sheet O-Allow Geographic Information: (Enter data in the blue cells): Area SntImp Percent Imperviousness = wont =Acres NRCS Soil Type = A, B, C, or D Site: (Check One Box Only) Slope fVft Lenth ft Site is Urban: Overland Flow = Site Is Non -Urban: Gutter Flow = Rainfall Information: Intensity I (inch/hr) = C, ' P, / (C2 + T,) ^ C3 Design Storm Return Period, Tr = years Return Period One -Hour Precipitation, P, = inches C,=, C2 = C3 = User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), Cs = Bypass (Carry -Over) Flow from upstream Subcatchments, Op = 0.00 cfs Analysis of Flow Time (Time of Concentration) for a Catchment: Calculated Design Storm Runoff Coefficient, C = N/A Calculated 5-yr. Runoff Coefficient, C5 = N/A Overland Flow Velocity, Vo = N/A fps Gutter Flow Velocity, VG = N/A fps Overland Flow Time, to = N/A minutes Gutter Flow Time, to = N/A minutes Calculated Time of Concentration, T, = N/A minutes Time of Concentration by Regional Formula, T, = N/A minutes Recommended Tr = N/A minutes Time of Concentration Selected by User, T, = WA minutes Design Rainfall Intensity, I = N/A inch/hr Calculated Local Peak Flow, Qp = WA cfs Total Design Peak Flow, O =1 4.63 cfs NOTE: Calculated values for Tc & Op are based on overlde values entered for C and/or C-5. ' TAM-B4-2yr-UD-Inlet_v2.07.x1s, Q-Peak 3/2/2006, 3:11 PM I 1 1 1 1 m L -7 LI 1 1 1 ICI r-- LI 1 7 LI 1 71 IJ 1 11 1 r-, Project Description Worksheet X-Sec A Flow Element Irregular Chani Method Manning's Forr Solve For Channel Depth Input Data Slope 005000 ft/ft Discharg. 26.73 cfs Options Current Roughness Methcwed Lotter's Method Open Channel Weighting rved Lotter's Method Closed Channel Weightin! Horton's Method Results Mannings Coefficiei 0.019 Water Surface Elev. 63.59 ft Elevation Range !.76 to 64.03 Flow Area 7.4 ftz Wetted Perimeter 14.39 ft Top Width 14.26 ft Actual Depth 0.83 ft Critical Elevation 63.54 ft Critical Slope 0.006624 ft/ft Velocity 3.59 ft/s Velocity Head 0.20 ft Specific Energy 63.79 R Froude Number 0.88 Flow Type Subcritical Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+06 0.032 0+06 0+10 0.016 0+10 0+22 0.032 Natural Channel Points Station Elevation (ft) (ft) 0+00 63.75 0+01 63.75 0+06 62.85 0+10 62.76 0+19 64.00 0+21 64.03 0+22 64.00 Raven View Cross -Section A Worksheet for Irregular Channel Project Engineer: Northern Engineering Services ' d:\projects\tam\drainage\swales\on-site.fm2 Northern Engineering Services FlowMaster v6.1 [614n] 03/02/06 04:50:32 PM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 ' Project Description ' Worksheet Flow Element X-Sec A Irregular Chant Method Manning's Fort Solve For Channel Deptl- Input Data Slope 005000 ft/ft Discharge 26.73 cfs a Options ' Current Roughness Methcrved Lotter's Method Open Channel Weighting rved Lotter's Method Closed Channel Weighting Horton's Method . Results Mannings Coefficiei 0.019 Water Surface Elev 63.84 ft ' Elevation Range 1.02 to 64.25 Flow Area 7.7 W Wetted Perimeter 15,08 ft ' Top Width 14.94 ft Actual Depth 0.82 ft Critical Elevation 63.78 ft Critical Slope 0.006902 ft/ft Velocity 3.49 ft/s Velocity Head 0.19 ft Specific Energy 64.03 ft ' Froude Number 0.86 Flow Type Subcritical ' Roughness Segments Start End Mannings Station Station Coefficient ' 0+00 0+06 0.032 0+06 0+10 0.016 0+10 0+22 0.032 Natural Channel Points Raven View Cross -Section A Worksheet for Irregular Channel Station Elevation 0+00 64.25 0+01 64.25 0+06 63.11 ' 0+10 63.02 0+19 64.00 0+21 64.03 ' 0+22 64.00 Project Engineer: Northern Engineering Services d:\projects\tam\drainage\swales\on-site.fm2 Northern Engineering Services FlowMaster v6.1 [614n] ' 03/13/06 02:06:27 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 ' Cross Section A Cross Section for Irregular Channel ' Project Description ' Worksheet Flow Element X-Sec A Irregular Chani Method Manning's Forr Solve For Channel Depth Section Data Mannings Coefficiei 0.019 ' Slope 0.005000 ft/ft Water Surface Elev. 63.84 ft Elevation Range 1.02 to 64.25 Discharge 26.73 cfs ILL ' Y b ' 64.40 63.80 ... J ' 63.40 63.00 - 0+00 0+05 0+10 0+15 0+20 0+25 V:2.5 H:1 NTS 1 Project Engineer: Northern Engineering Services ' d:\projects\tam\drainage\swales\on-site.fm2 Northern Engineering Services 03/13/06 02:06:33 PM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 FlowMaster v6.1 [614nj Page 1 1 of Raven View Cross -Section A (Freeboard) Worksheet for Irregular Channel Project Description Worksheet X-Sec A Freeb Flow Element Irregular Chani Method Manning's Forr Solve For Channel Depth Input Data Slope 005000 ft/ft Discharg. 35.55 cfs Options Current Roughness Methcrved Lotter's Method Open Channel Weighting wed Lotter's Method Closed Channel Weighting Horton's Method Results Mannings Coefficiei 0.020 Water Surface Elev 63.96 ft Elevation Range 1.02 to 64.25 Flow Area 9.6 ft2 Wetted Perimeter 16.72 ft Top Width 16.56 ft Actual Depth 0.94 ft Critical Elevation 63.90 ft Critical Slope 0.006936 ft/ft Velocity 3.71 ft/s Velocity Head 0.21 ft Specific Energy 64.18 ft Froude Number 0.86 Flow Type Subcritical Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+06 0.032 0+06 0+10 0.016 0+10 0+22 0.032 Natural Channel Points Station Elevation (ft) (ft) 0+00 64.25 0+01 64.25 0+06 63.11 0+10 63.02 0+19 64.00 0+21 64.03 0+22 64.00 Project Engineer: Northern Engineering Services d:\projects\tam\drainage\swales\on-site.fm2 Northern Engineering Services FlowMaster v6.1 [614n] 03/13/06 02:06:12 PM O Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Project Description Worksheet X-Sec A Freeb Flow Element Irregular Cham Method Manning's Forr Solve For Channel Deptr Section Data Mannings Coefficiei 0.020 Slope 0.005000 Wit Water Surface Elev. 63.96 it Elevation Range 1.02 to 64.25 Discharge 35.55 cis Q 63 63 63 0+00 Cross Section A (Freeboard) Cross Section for Irregular Channel 0+05 0+10 0+15 0+20 0+25 V:2.5 H:1 NTS Project Engineer: Northern Engineering Services d:\projects\tam\drainage\swales\on-site.fm2 Northern Engineering Services FlowMaster v6.1 [614n] 03/13/06 02:06:18 PM Q Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Raven View Cross -Section B Worksheet for Irregular Channel ' Project Description ' Worksheet X-Sec B Flow Element Irregular Chani Method Manning's Fon Solve For Channel Depth ' Input Data Slope 020000 ft/ft Discharg, 26.73 cfs Options Current Roughness Methc rved Lotter's Method Open Channel Weighting wed Lotter's Method Closed Channel Weighting Horton's Method ' Results Mannings Coefficiei 0.032 Water Surface Elev 63.48 ft ' Elevation Range !.54 to 64.00 Flow Area 6.8 ftz Wetted Perimeter 14,48 ft ' Top Width 14.35 ft Actual Depth 0.94 ft Critical Elevation 63.49 It Critical Slope 0.019357 ft/ft ' Velocity 3.95 ft/s Velocity Head 0.24 ft Specific Energy 63,73 It ' Froude Number 1.02 Flow Type Supercritical Roughness Segments Start End Mannings Station Station Coefficient ' 0+00 0+21 0.032 Natural Channel Points Station Elevation ' (ft) (ft) 0+00 63.78 0+09 62.54 0+21 64.00 Project Engineer: Northern Engineering Services d:\projects\tam\drainage\swales\on-site.fm2 Northern Engineering Services FlowMaster v6.1 [614n] 03/13/06 02:32:16 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 ' Project Description ' Worksheet Flow Element X-Sec 11 Irregular Chani Method Manning's Fon Solve For Channel Deptl- 1 Data Section Mannings Coefficiei 0.032 Slope 0.020000 ft/ft ' Water Surface Elev 63.48 it Elevation Range !.54 to 64.00 Discharge 26.73 cfs I Cross Section B Cross Section for Irregular Channel LU v •J 64.00 - 63.60 63.20 _..... _. _ .. _ 62.80 62.40 - t0+00 0+05 0+10 0+15 0+20 0+25 V:2.5 ' H:1 NTS 1 1 1 Project Engineer: Northern Engineering Services ' d:\projects\tam\drainage\swales\on-site.fm2 03/13/06 02:32:22 PM ©Haestad Methods, Inc. Northern Engineering Services FlowMaster v6.1 [614n] 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 ' Raven View Cross -Section B Freeboard Worksheet for Irregular Channel ' Project Description Worksheet X-Sec B Freeb ' Flow Element Irregular Chani Method Manning's Forr Solve For Channel Depth ' Input Data Slope 020000 ft/ft ' Discharg- 35.55 cfs Options ' Current Roughness Metht rved Lotter's Method Open Channel Weighting wed Lotter's Method Closed Channel Weightini Horton's Method ' Results Mannings Coefficiei 0.032 Water Surface Elev 63.59 ft Elevation Range !.54 to 64.00 Flow Area 8.4 ftz Wetted Perimeter 16.11 ft ' Top Width 15.97 ft Actual Depth 1.05 ft Critical Elevation 63.60 ft ' Critical Slope 0.018635 ft/ft Velocity 4.25 ft/s Velocity Head 0:28 ft Specific Energy 63.87 ft ' Froude Number 1.03 Flow Type Supercritical ' Roughness Segments Start End Mannings Station Station Coefficient ' 0+00 0+21 0.032 Natural Channel Points Station Elevation (ft) (ft) 0+00 63.78 ' 0+09 62,54 0+21 64.00 1 Project Engineer: Northern Engineering Services d:\projects\tam\drainage\swales\on-site.fm2 Northern Engineering Services FlowMaster v6.1 [614n] 03/13/06 02:32:29 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 . Cross Section B (Freeboard) Cross Section for Irregular Channel Project Description Worksheet X-Sec B Freeb Flow Element Irregular Chani Method Manning's Fort Solve For Channel DeptY Section Data Mannings Coefficiei 0.032 Slope 0.020000 Wit Water Surface Elev 63.59 It Elevation Range !.54 to 64.00 Discharge 35.55 cfs W J 0 J 64.00 - 63.60� 63.20 - 62.80 62.40 - 0+00 0+05 0+10 0+15 0+20 0+25 V:2.5 N H:1 NTS Project Engineer: Northern Engineering Services d:\projects\tam\drainage\swales\on-site.fm2 Northern Engineering Services FlowMaster v6.1 [614n] 03/13/06 02:32:36 PM 0 Hassled Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 11 11 1 1 0 1 1 1 1 1 1 5 WMM: Original / 00 Ycar Output 3/8/2005 8:59 AM TAM-DrainageFortCol I i ns.xls Cover n Northern Engineering Services Designed by Seth W. Tourney ' CONVEYANCE PEAK STAGE ELEMENT:TYPE (CFS) (FT) ' 1:4 52.3 .5 2:5 141.9 3.5 3:5 295.2 4.0 ' 4:4 5:4 101.0 102.2 .7 .8 -� 8 : 4 90.2 .6 9:4 41.7 .6 ' 10:1 121.8 .8 15:4 132.9 2.2 16:5 173.7 2.4 ' 17:4 18:5 108.0 406.3 .9 3.4 20:4 508.2 4.4 ----ib,21:1 116.9 1.6 22:4 640.2 4.3 ' 23:4 722.1 5.4 25:4 84.9 .5 26:4 107.6 ' 27:4 506.8 .6 2.8 28:5 146.4 3.4 29:4 208.8 2.8 30:4 112.1 .8 31:4 385.3 3.0 32:4 167.2 .7 33:4 75.9 .5 ' 36:4 51.1 .7 37:2 29.5 1.7 38:4 358.9 1.0 ' 39:2 40:4 64.2 390.5 1.9 1.2 42:4 491.5 1.8 43:9 502.0 3.3 45:1 111.2 1.1 46:1 308.0 1.1 47:4 155.8 .8 48:4 267.5 1.0 ' 53:1 563.5 2.9 54:4 240.1 3.4 55:4 83.7 .5 56:4 142.8 .7 ' 57:4 74.0 .6 59:1 258.9 1.2 64:4 80.6 .6 ' 68:4 273.2 2.8 73:4 522.2 4.9 74:4 74.6 .6 ' 75:4 76:4 178.9 102.9 .8 .7 77:5 168.6 2.8 78:4 852.3 2.8 79:4 158.2 1.1 80:4 175.5 .9 81:4 59.7 .9 82:4 73.7 .6 STORAGE (AC -FT) TIME (HR/MIN) 0 36. 0 36. 0 38. 0 36. 0 37. 0 36. 0 40. 0 42. 0 36. 0 40. 0 38. 0 44. 0 46. 0 36. 0 47. 0 49. 0 35. 0 36. 0 38. 0 45. 0 40. 0 39. 1 40. 0 36. 0 35. 0 36. 0 35. 0 36. 0 35. 1 51. 1 16. 1 24. 0 37. 0 37. 0 37. 0 38. 0 48. 0 36. 0 36. 0 37. 0 36. 0 36. 0 36. 0 53. 1 14. 0 36. 0 37. 0 41. 0 36. 0 44. 0 37. 0 36. 0 36. 0 35. 1 1 I� 7 83:1 157.2 1.4 0 37. 84:1 280.0 1.2 0 35. 85:1 313.7 1.6 0 39. 86:4 92.7 .6 0 36. 87:4 38.3 .5 0 35. 88:1 222.0 1.3 0 42. 89:4 100.5 .5 0 36. 92:4 116.3 .5 0 35. 93:4 48.2 .5 0 35. 94:4 130.3 .6 '` 0 38. 95:4 260.6 2.2 0 41. 99:4 47.3 .4 0 35. 101:4 46.6 .5 0 38. 102:5 134.6 3.5 0 39. 103:5 293.0 3.9 0 40. 104:5 496.1 4.1 0 41. -�105:5 461.2 5.8 0 45. 110:5 40.1 2.6 2 4. 113:4 101.5 1.9 2 6. 115:5 114.8 2.7 0 40. 116:4 171.3 3.0 0 41. 117:4 107.5 .6 0 39. 118:4 396.5 2.9 0 47. 120:4 499.3 4.2 0 49. 121:5 86.4 1.8 0 42. 122:4 672.5 5.5 0 49. 125:4 83.4 .5 0 36. 126:4 220.6 2.0 0 50. 127:4 472.9 2.7 0 47. 128:4 367.6 2.9 1 34. 135:4 324.4 2.1 1 51. 136:4 33.7 .6 0 41. 137:2 29.1 .9 0 35. 138:4 269.1 .9 1 7. 139:4 47.3 .4 0 37. 140:4 394.2 1.2 1 53. 141:4 460.9 1.4 1 12. 142:4 496.8 3.7 1 18. 149:4 135.7 .7 0 54. 151:4 207.5 .8 0 58. 152:1 341.5 1.2 0 45. 153:4 34.1 1.4 3 32. 155:4 76.2 .7 0 37. 158:1 15.8 .4 1 13. 159:4 238.9 2.6 0 39. 167:5 27.1 1.3 0 49. 171:4 483.9 5.0 1 10. 172:4 512.1 4.9 1 12. 176:4 644.2 2.4 0 43. 181:4+ 40.3 1.0 0 43. 183:1 149.6 1.2 0 40. 184:1 265.2 1.5 0 37. 187:4 30.7 .5 0 38. 188:5 409.4 5.7 0 50.. 189:4 93.0 .5 0 38. 190:2 235.1 3.1 0 52. 191:5 47.5 2.5 0 36. I 1 I 205:3 500.2 (DIRECT FLOW) 0 40. 220:3 508.2 (DIRECT FLOW) 0 46. 231:3 335.8 (DIRECT FLOW) 0 53. 241:3 465.0 (DIRECT FLOW) 1 9. 242:3 498.4 (DIRECT FLOW) 1 16. 244:3 502.2 (DIRECT FLOW) 1 11. 272:3 516.6 (DIRECT FLOW) 1 10. 274:3 536.0 (DIRECT FLOW) 1 14. 276:3 686.6 (DIRECT FLOW) 0 39. 290:3 412.1 (DIRECT FLOW) 0 48. -Ip*304:2 108.2 .0 17.7:D 1 47. 310:2 41.4 .0 7.2:D 2 0. -- b311:3 480.5 (DIRECT FLOW) 0 35. 313:2 102.4 .0 16.5:D 2 3. 315:2 129.1 .0 .8:D 0 37. 316:2 173.4 .0 1.1:D 0 40. 317:2 6.7 .0 2.1:D 1 52. 318:2 45.2 .0 1.4:D 1 6. 319:2 11.3 .0 1.5:D .0 58. 324:2 567.2 .0 22.7:D 1 4. 326:2 84.6 .0 9.4:D 1 27. 328:2 328.6 .0 31.3:D 1 25. 331:2 324.5 .0 3.1:D 1 50. 332:2 138.3 .0 4.2:D 0 54. 333:2 .0 .0 2.4:D 12 0. 334:2 102.1 .0 2.6:D 0 43. 337:2 5.5 .0 1.O:D 1 22. 338:2 308.7 .1 6.2:D 1 1. 344:2 35.0 .0 1.3:D 0 46. 345:2 31.1 .0 6.2:D 2 1. 349:2 37.8 .0 1.2:D 0 45. 353:2 34.1 .0 46.9:D 3 32. 356:2 124.9 .0 1.9:D 0 41. 358:2 _15.9 .0 .4:D 1 6. 360:2 296.4 .0 11.4:D 0 49. 362:2 4.6 .0 .8:D 1 2. 364:2 60.5 .0 1.2:D 0 42. 366:2 25.5 .0 1.5:D 0 48. 367:2 2.0 .0 1.8:D 2 4. 368:2 258.4 .0 8.2:D 1 48. 370:2 354.2 .0 12.8:D 1 52. 378:2 639.7 .0 23.8:D 1 23. 390:2 235.1 .0 5.5:D 0 52. 396:2 269.6 .0 42.2:D 1 38. 397:2 5.1 .0 11.1:D 2 21. 399:2 21.3 .0 1.1:D 0 55. 401:3 106.6 (DIRECT FLOW) 0 48. 402.3 217.9 (DIRECT FLOW) 1 40. 403:3 145.9 (DIRECT FLOW) 0 47. 404:3 165.2 (DIRECT FLOW) 0 46. 405:3 144.8 (DIRECT FLOW) 0 48. 406:3 269.4 (DIRECT FLOW) 0 51. 407:3 107.3 (DIRECT FLOW) 0 51. 408:3 26.5 (DIRECT FLOW) 0 35. 410:3 68.2 (DIRECT FLOW)' 0 47. 411:3 98.8 (DIRECT FLOW) 0 52. 412:3 38.5 (DIRECT FLOW) 1 9. I L I I 1 1 I 1 413:3 161.4 (DIRECT FLOW) 1 8. 414:3 39.5 (DIRECT FLOW) 1 4. 415:3 400.2 (DIRECT FLOW) 1 23. 416:3 269.9 (DIRECT FLOW) 1 8. 417:3 133.9 (DIRECT FLOW) 1 10. 418:3 230.5 (DIRECT FLOW) 1 42. 419:3 84.9 (DIRECT FLOW) 1 42. 420:3 18.4 (DIRECT FLOW) 0 48. 421:3 27.7 (DIRECT FLOW) 0 35. 422:3 60.0 (DIRECT FLOW) 0 35. 424.3 567.2 (DIRECT FLOW) 1 4. 425:3 44.9 (DIRECT FLOW) 0 47. 426:3 197.3 (DIRECT FLOW) 0 46. 427:3 191.3 (DIRECT FLOW) 0 44. 428:1 59.9 .9 1 5. 429:3 392.0 (DIRECT FLOW) 0 49. 430:3 .0 (DIRECT FLOW) 0 13. 434:3. 102.1 (DIRECT FLOW) 0 43. 436:3 51.1 (DIRECT FLOW) 0 36. 438:3 308.7 (DIRECT FLOW) 1 1. 441:3 143.1 (DIRECT FLOW) 3 11. 442:3 42.2 (DIRECT FLOW) 2 41. 443:3 20.3 (DIRECT FLOW) 1 17. 444:3 447.0 (DIRECT FLOW) 1 19. 445:3 487.7 (DIRECT FLOW) 1 22. 446:3 51.6 (DIRECT FLOW) 1 20. 450:3 50.3 (DIRECT FLOW) 1 14. 451:3 72.2 (DIRECT FLOW) 1 13. 452:3 367.5 (DIRECT FLOW) 1 10. 496:3 269.6 (DIRECT FLOW) 1 38. 497:3 15.7 (DIRECT FLOW) 1 38. 498:3 254.0 (DIRECT FLOW) 1 38. 508:1 4.7 .7 1 49. 521:3 5.5 (DIRECT FLOW) 0 27. 522:3 2.8 (DIRECT FLOW) 0 26. 524:3 118.0 (DIRECT FLOW) 1 1. 530:3 .0 (DIRECT FLOW) 0 13. 534:3 20.2 (DIRECT FLOW) 0 43. 536:3 2.7 (DIRECT FLOW) 0 37. 538:3 23.6 (DIRECT FLOW) 1 1. 621:3 22.2 (DIRECT FLOW) 0 35. 622:3 57.2 (DIRECT FLOW) 0 35. 624:3 449.2 (DIRECT FLOW) 1 4. 630:3 .0 (DIRECT FLOW) 0 0. 634:3 81.9 (DIRECT FLOW) 0 43. 636:3 48.4 (DIRECT FLOW) 0 36. 638:3 285.1 (DIRECT FLOW) 1 2. ---th-709:2 201.4 3.0 1 19. 711:2 92.4 2.4 0 35. 712:4 75.7 .5 0 35. 713:4 69.3 .6 0 36. 714:4 92.0 .6 0 36. 715:4 108.6 1.0 0 38. 716:4 398.9 1.1 1 25. 717:4 268.0 .9 1 12. 718:4 132.5 .8 1 36. 719:1 828.5 2.8 1 24. 1 720:4 173.6 .9 0 36. 721:4 27.7 .6 0 35. 722:4 60.0 .6 0 35. 733:4 159.4 .8 0 36. 814:4 126.9 .7 1 16. 821:4 16.9 .6 0 38. 822:4 32.5 .4 0 42. 838:4 745.3 1.5 0 36. 850:3 726.0 (DIRECT FLOW) 0 46. 851:3 675.9 (DIRECT FLOW) 0 47. 852:3 646.6 (DIRECT FLOW) 0 46. 853:3 523.9 (DIRECT FLOW) 0 45. 854:3 479.0 (DIRECT FLOW) 0 40. 855:3 174.5 (DIRECT FLOW) 0 40. 856:3 147.2 (DIRECT FLOW) 0 35. -4859:3 501.5 (DIRECT FLOW) 0 45. 860:3 224.0 (DIRECT FLOW) 0 48. 861:3 455.9 (DIRECT FLOW) 1 8. 862:3 526.1 (DIRECT FLOW) 1 12. 863:3 743.2 (DIRECT FLOW) 0 42. 864:3 397.4 (DIRECT FLOW) 1 6. 667:3 285.1 (DIRECT FLOW) 0 35. 924:3 56.6 (DIRECT FLOW) 0 35. 941:3 62.0 (DIRECT FLOW) 0 46. --'t)1944:2 108.2 1.3 1 47_ -----�S945:2 201.4 2.9 1 19. ENDPROGRAM PROGRAM CALLED 1 1 1 1 i 1 1 1 1 1 1 1 1 i 1 1 1 5WMM: Revised / 00 year Input 3/8/2005 9:00 AM TAM -Drainage FortCol li ns.xls Cover Northern Engineering Services Designed by Seth W. Tourney 1 1 1 1 2 1 1 2 3 4 WATERSHED 0 CANAL IMPORTATION BASIN MP HYDROLOGY (POST-1999 RAIN) FILE: CI100EX.DAT & .OUT 100-YEAR EX COND W/ EX FACILITIES JUNE 2004 ANDERSON CONSULTING ENGINEERS 720 0000 1. 1 1. 24 5. 1.00 1.14 1.33 2.23 2.84 5.49 9.95 4.12 2.48 1.46 1.22 1.06 1.00 0.95 0.91 0.87 0.84 0.81 0.78 0.75 0.73 0.71 0.69 0.67 1 -2 .016 .25 .1 .3 .51 .5 .0018 * SHELDON LAKE TRIBUTARY AREA 1 1 1 2265 7.8 45. .020 1 2 2 2200 30.6 25. .020 1 3 3 4430 40.7 40. .020 1 44 344 1890 13.0 40. .020 1 4 4 2800 22.5 40. .015 1 5 5 2650 21.3 50. .010 1 6 859 1200 6.8 40. .010 1 7 859 730 16.5 10. .010 1 8 8 1863 12.9 45. . 020 4' 1 108 108 1536 8.8 70 .02040 1 109 711 2200 15.0 45. .020 1 110 2615 18.0 45. .020 1 111 31121780 25.0 95. .060 * MOUNTAIN AVENUE TRIBUTARY AREA 1 139 2800 52.8 10. .013 1 140 2470 57.3 20. .010 * PLUM STREET STUDY 1 9 9 8330 9.6 60. .010 1 10 10 3000 64.4 20. .020 1 11 313 3300 23.1 70. .010 1 12 2615 18.0 20. .010 1 13 313 2525 2.9 10. .010 1 14 625 3.3 45. .020 1 15 856 4400 30.3 25. .020 1 16 855 2420 13.9 45. .020 1 17 17 4030 25.9 45. .010 1 18 854 5555 51.0 45. .020 1 19 319 1720 9.6 70. .020 1 20 853 4400 40.4 70. .020 1 21 21 2418 22.2 45. .010A� 1 22 852 3015 27.7 45. .020 1 23 850 2985 22.4 38. .020 1 24 324 2485 11.4 45. .020 1 112 712 2420 11.1 45. .025 1 113 713 1480 13.6 45. .016 1 114 714 3070 14.1 50. .018 1 115 715 2920 20.1 70. .007 1 116 318 1118 7.7 70. .010 1 117 317 2461 11.3 70. .007 1 118 2875 3.3 70. .010 * CANAL IMPORTATION CHANNEL AND SPRING CREEK STUDY 1 25 25 2030 14.0 45. .020 1 26 26 2430 22.3 45. .010 1 27 2710540 96.8 45. .020 1 28 28 5880 54.0 34. .020 1 1 29 29 5740 52.7 45. .024 1 30 30 4530 26.0 45. .017 1 31 31 3330 38.2 25. .033 1 32 32 3270 30.0 45. .020 1 33 33 2050 9.4 55. .032 1 35 331 1520 7.0 10. .016 1 36 36 1250 7.2 70. .020 1 37 37 650 3.0 70. .021 1 38 337 960 2.2 10. .013 1 39 39 1050 7.2 70. .036 1 40 40 1280 8.8 10. .020 1 41 241 1500 14.9 70. .030 1 42 244 4840 44.6 70. .024 1 43 43 3860 26.6 35. .038 1 121 721 3050 3.5 65. .013 1 122 722 3400 5.5 55. .014 1 123 5920 5.5 10. .200 1 124 924 5400 6.2 24. .071 1 130 2530 2.9 15. .200 1 131 1220 1.4 10. .110 1 132 2100 14.4 45. .037 1 133 733 3620 33.2 45. .022 1 134 334 4520 31.1 45. .022 1 135 83815990128.5 45. .020 1 138 38 9280 74.6 45. .011 1 141 941 1420 6.5 60. .020 1 142 2350 12.2 20. .060 1 143 900 9.0 30. .030 PLEASANT VALLEY AND LAKE CANAL STUDY 1 45 45 2215 50.8 20. .020 1 46 46 3705 85.1 35. .050 1 47 47 4865 33.5 45. .015 1 48 48 5480 50.3 70. .020 1 49 349 1915 13.2 45. .020 1 50 1820 7.0 30. .085 1 51 1830 4.2 25. .085 1 52 152 36,00135.6 20. .316 1 53 53 7000155.8 10. .021 1 54 867 4355 34.0 70. .020 1 55 55 2375 10.9 70. .018 1 56 56 2875 13.2 45. .016 1 57 57 2480 11.4 45. .021 1 58 358 600 14.4 10. .021 1 59 59 6035 55.4 35. .025 1 60 360 6445 59.2 45. .025 1 61 1460 3.4 10. .040 1 62 362 2150 4.9 45. .020 1 63 1210 3.5 10. .044 1 64 64 2855 13.1 45. .029 1 65 408 850 7.7 20. .010 CLEARVIEW CHANNEL STUDY 1 66 366 2590 11.9 50. .020 1 67 367 1725 8.1 60. .020 1 68 68 4650 42.7 35. .020 1 69 370 2885 26.5 45. .030 1 70 370 2920 26.8 40. .030 1 71 171 3385 31.1 45. .018 1 1 1 1 1 72 272 3355 30.8 45. .019 1 73 862 1490 13.7 45. .017 1 74 74 2035 14.0 45. .020 1 75 75 3615 33.2 60. .017 1 76 76 3700 27.2 45. .019 1 77 77 4415 30.4 45. .026 1 78 863 3960 31.8 30. .020 1 79 79 3870 31.1 50. .022 1 80 80 4895 33.7 45. .017 1 119 719 5250 48.2 45. .020 1 120 720 3745 34.4 45. .010 * PONDS AT OVERLAND STUDY 1 81 81 1130 10.4 20. .200 1 82 82 1200 13.2 20. .209 1 83 83 1500 19.8 20. .209 1 84 84 3720 59.8 20. .200 1 85 85 2080 19.1 10. .040 1 86 86 2265 15.6 40. .038 1 87 87 1700 5.5 45. .020 1 88 88 4500 23.5 20. .019 1 89 89 2600 17.9 40. .038 1 90 390 2615 3.0 20. .071 1 91 191 1360 12.5 10. .054 1 92 92 2600 17.9 45. .037 1 93 93 1105 7.6 45. .030 1 94 94 1740 8.0 45. .024 1 95 95 7275 83.5 15. .027 1 96 396 8710 10.0 20. .013 1 97 397 7930 9.1 20. .017 1 98 397 2440 2.8 90. .010 1 99 99 1400 12.0 23. .015 0 6 140 110 118 123 142 143 * SHELDON LAKE TRIBUTARY AREA 1 101 4 0.0 450. .008 36.0 450. .008 101 2 4 0.0 550. .015 36.0 550. .015 2 102 5 3.0 550. .013 0.0 550. .013 102 3 5 3.0 540. .011 0.0 540. .011 3 103 5 3.0 890. .007 0.0 890. .007 103 205 5 3.0 510. .012 0.0 510. .012 4 205 4 0.0 680. .005 36.0 680. .005 5 205 4 0.0 630. .003 36.0 630. .003 428 1 0.0 1100. .013 205 104 3 1. 344 205 4 2 1. 0.00 0.0 1.08 5.5 104 105 5 3.0 720. .014 50. 50. .016 0.4 60. 60. .040 5.0 50. 50. .016 0.4 60. 60. .040 5.0 0. 0. .013 3.0 50. 50. .016 5*.0 0. 0. .013 3.0 50. 50. .016 5.0 0. 0. .013 3.0 50. 50. .016 5.0 0. 0. .013 3.0 50. 50. .016 5.0 50. 50. .016 0.4 60. 60. .040 5.0 50. 50. .016 0.4 60. 60. .040 5.0 50. 50. .060 5.0 1.27 29.7 1.34 46.4 0. 0. .013 3.0 1 1 1 1 1 0.0 720. .014 50. 50. .016 5.0 105 859 5 4.5 980. .00.3 0. 0. .013 4.5 0.0 980. .013 50. 50. .016. 10.0 859 304 3 1. 304 944 9 2 1. 0.00 0.0 0.01 16.9 0.07 33.2 0.25 56.1 1.33 71.9 5.12 87.8 10.67 99.1 15.18 105.1 17.98 108.6 944 945 2 6.0 109. 0.06 0. 0. .013 6.0 945 709 2 6.8 1371. .008 0. 0. .013 6.8 711 311 2 5.5 1053. .005 0. 0. .013 5.5 8 4 0.0 420. .008 50. 50. .016 0.4 50.0 420. .008 60. 60. .040 5.0 108 308 4 0.0 400. .008 50. 50. .016 0.4 50.0 400. .008 60. 60. .040 5.0 3 0 8 F---+ 148 3 2 1. .00 0.0 1.0 0.1 3.0 1.0 148 105 2 2.0 200. .005 0. 0. .013 2.0 709 311 2 8.4 120. .005 0. 0. .013 8.4 311 3 1. * PLUM STREET STUDY 10 310 1 10.0 1500. .015 50. 50. .040 5.0 310 110 6 2 1. 0.00 0.0 0.09 7.0 1.25 14.5 4.48 19.0 7.15 20.0 9.82 650.0 110 313 5 2.0 530. .010 0. 0. .013 2.0 10.0 530. .010 4. 4. .040 7.0 313 113 6 2 1. 0.00 0.0 13.64 0.0 14.53 9.2 16.26 47.8 16.61 122.7 16.95 252.3 113 856 4 5.0 670. .010 4. 4. .040 3.0 29.0 670. .010 100. 100. .060 5.0 856 15 3 1. 15 315 4 5.0 600. .010 4. 4. .040 3.0 29.0 600. .010 100. 100. .060 5.0 315 115 6 2 1. 0.00 0.0 0.48 0.0 0.69 8.0 0.92 220.0 0.93 257.4 0.94 421.6 115 855 5 2.0 250. .014 0. 0. .013 2.0 15.0 250. .014 100. 100. .060 5.0 855 16 3 1. 16 316 5 2.0 190. .014 0. 0. .013 2*.0 15.0 190. .014 100. 100. .013 5.0 316 116 7 2 1. 0.00 0.0 0.30 0.0 0.50 0.0 0.79 7.6 ' 0.92 29.3 1.05 44.0 1.18 570.5 116 854 4 5.0 390. .009 2. 2. .040 3.0 15.0 390. .009 50. 50. .060 5.0 17 117 4 0.0 1390. .006 50. 0. .016 0.4 18.0 1390. .006 60. 0. .040 5.0 117 854 4 0.0 260. .016 50.. 50. .016 0.4 36.0 260. .016 60. 60. .040 5.0 854 18 3 1. 18 118 5 2.0 720. .009 0. 0. .013 2.0 15.0 720. .009 100. 100. .060 5.0 118 853 4 15.0 930. .008 4. 4. .040 4.0 47.0 930. .008 100. 100. .060 5.0 319 853 12 2 1. 0.00 0.0 0.04 0.2 0.09 0.3 0.24 0.4 0.33 0.4 0.39 0.4 0.61 2.8 0.;83 7.6 1.15 8.1 1.46 8.6 1.61 13.5 1.83 27.4 853 20 3 1. 20 220 4 3.0 570. .010 3. 3. .040 4.0 27.0 570. .010 100. 100. .060 5.0 220 120 3 1. 120 852 4 3.0 570. .010 2. 2. .040 3.0 15.0 570. .010 50. 50. .060 5.0 21 121 1 4.0 680. .010 10. 10. .040 5.0 121 852 5 1.0 610. .010 0. 0. .013 1.0 2.0 610. .020 100. 100. .060 5.0 852 22 3 1. 22 851 4 5.0 360. .010 2. 2. .040 3.0 15.0 360. .010 50. 50. .060 5.0 9 851 4 0.0 2800. .012 50. 0. .016 0.5 50.0 2800. .012 60. 0. .040 5.0 851 122 3 1. 122 850 4 5.0 460. .004 2. 2. .040 3.0 17.0 460. .004 10. 10. .060 8.0 850 23 3 1. 23 324 4 5.0 390. .005 2. 2. .040 3.0 17.0 390. .005 10. 10. .060 8.0 324 424 24 2 1. 0.00 0.0 1.13 40.0 3.13 60.0 7.21 80.0 13.55 100.0 17.80 110.0 19.07 132.0 19.52 153.0 19.87 174.0 20.11 194.0 20.36 214.0 20.56 235.0 20.76 255.0 20.96 275.0 21.16 296.0 21.30 316.0 21.65 367.0 21.95 417.0 22.25 467.0 22.49 518.0 22.74 568.0 22.99 619.0 23.19 669.0 23.39 719.0 624 424 524 20 3 1. 0.00 0.0 110.0 0.0 132.0 20.0 153.0 40.0 174.0 - 60.0 194.0 80.0 214.0 100.0 235.0 120.0 255.0 140.0 275.6 160.0 296.0 180.0 316.0 200.0 367.0 250.0 417.0 300.0 467.0 350.0 518.0 400.0 568.0 450.0 619.0 500.0 669.0 550.0 719.0 600.0 624 3 1. 524 3 1. 318 8 2 1. 0.00 0.0 0.07 0.5 0.35 0.7 0.77 0.9 1.23 1.0 1.48 86.0 1.89 561.0 2.31 1401.0 317 4 2 1. 0.00 0.0 1.59 6.7 2.28 6.7 3.32 173.0 714 4 0.0 690. 015 50. 50. .016 0.4 36.0 690. .015 60. 60. .040 5.0 814 4 0.0 1455. .006 50. 50. .016 0.4 36.0 1455. .006 60. 60. .040 5.0 712 4 0.0 500. .020 50. 50. .016 0.4 36.0 500. .020 60. 60. .040 5.0 713 4 0.0 560. .008 50. 50. .016 0.4 36.0 560. .008 60. 60. .040 5.0 715 4 10.0 730. .004 10. 10. .016 0.5 20.0 730. .004 100. 100. .060 5.0 * CANAL IMPORTATION CHANNEL AND SPRING CREEK STUDY 25 125 4 0.0 500. .021 50. 50. .016 0.4 36.0 500. .021 60. 60. .040 5.0 125 326 4 0.0 300. .033 50. 50. .016 0.4 36.0 300. .033 60. 60. .040 5.0 26 326 4 0.0 700. .011 50. 50. .016 0.4 36.0 700. .011 60. 60. .040 5.0 326 860 14 2 1. 0.00 0.0 0.42 10.0 0.87 20.0 1.37 30.0 2.00 40.0 2.67 50.0 3.91 60.0 5.51 70.0 7.87 80.0 11.20 90.0 13.70 151.0 16.58 262.-0 20.12 414.0 23.93 604.0 860 126 3 1. 126 27 4 10.0 870. .014 4. 4. .035 2.0 26.0 870. .014 50. 50. .040 5.0 27 127 4 10.0 1110. .009 4. 4. .035 2.0 26.0 1110. .009 50. 50. .040 5.0 127 328 4 10.0 1250. .010 4. 4. .035 2.0 26.0 1250. .010 50. 50. .040 5.0 28 328 5 2.5 1230. .008 0. 0. .013 2.5 0.0 1230. .008 100. 100. .060 5.0 29 128 4 0.0 1390. .013 3. 3. .040 2.0 12.0 1390. .013 50. 50. .060 5.0 328 128 21 2 1. 0.00 0.0 2.02 1.0 2.65 3.0 3.50 5.0 4.57 7.0 6.45 9.0 8.65 11.0 12.22 13.0 16.82 15.0 23.05 17.0 25.36 17.6 26.81 27.9 27.78 38.1 28.84 68.4 29.61 118.6 30.58 218.8 _ 31.26 319.0 31.84 419.0 32.32 519.0 32.82 619.0 34.22 969.0 30 128 4 0.0 2420. .017 50. 0. .016 0.4 18.0 2420. .017 60. 0. .040 5.0 128 31 4 10.0 990. .006 5. S. .060 2.0 30.0 990. .006 100. 100. .060 5.0 31 4 10.0 690. .006 5. S. .060 2.0 30.0 690. .006 100. 100. .060 5.0 32 332 4 0.0 680. .020 50. 50. .016 0.4 36.0 680. .020 60. 60. .040 5.0 332 231 13 2 1. 0.00 0.0 0.03 1.0 0.13 3.0 0.65 5.0 3.11 7.0 3.27 10.0 3.41 20.0 3.51 30.0 3.66 50.0 3.80 70.0 3.99 100.0 4.24 150.0 4.47 200.0 33 333 4 0.0 350. .023 50. 50. .016 0.4 36.0 350. .023 60. 60. .040 5.0 333 430 7 2 1. 0.00 0.0 2.38 0.0 2.89 5.0 3.74 56.0 4.01 115.0 4.23 181.0 4.61 327.0 630 430 530 5 3 1. 0.0 0.0 56.0 0.0 115.0 25.0 181.0 61.0 327.0 147.0 530 231 3 1. 630 3 1. 231 331 3 1. 331 135 6 2 1. 0.00 0.0 0.27 28.0 1.22 143.0 2.92 308.0 5.51 511.0 7.12 624.0 135 40 4 10.0 490. .021 5. 5. .035 4.0 50.0 490. .021 100. 100. .040 5.0 36 436 4 0.0 750. .008 0. 50. .016 0.4 18.0 750. .008 0. 60. .040 5.0 536 436 636 5 3 1. 0.0 0.0 3.0 0.9 6.0 1.8 9..0 2.7 1000.0 3.0 536 37 3 1. 636 136 3 1. 136 241 4 0.0 1860. .009 0. 50. .016 0.7 35.0 1860. .009 0. 60. .040 5.0 37 137 2 3.0 390. .005 0. 0. .013 3.0 137 337 2 2.5 310. .065 0. 0. .013 2.5 337 40 6 2 1. 0.00 0.0 0.34 1.0 0.63 3.0 0.87 5.0 1.25 7.0 1.79 9.0 721 421 4 0.0 820. .007 50. 0. .016 0.7 35.0 820. .007 60. 0. .040 5.0 521 421 621 5 3 1. 0.0 0.0 3.0 2.1 6.0 4.1 8.0 5.5 1000.0 5.5 521 3 1. 621 821 3 1. 40 864 4 100.0 410. .005 5. 5. .035 2.0 120.0 410. .005 50. 50. .060 5.0 39 139 2 2.8 360. .021 0. 0. .013 2.8 139 864 4 100.0 450. .009 5. 5. .060 3.0 130.0 450. .009 50. 50. .060 5.0 864 140 3 1. 140 241 4 100.0 730. .005 5. 5. .035 2.0 120.0 730. .005 100. 100. .060 5.0 241 141 3 1. 141 244 4 75.0 910. .006 S. 5. .035 4.0 115.0 910. .006 50. 50. .060 5.0 244 42 3 1. 821 722 4 0.0 580. .003 50. 0. .016 0.7 35.0 580. .003 60. 0. .040 5.0 722 422 4 0.0 400. .023 50. 0. .016 0.7 35.0 400. .023 60. 0. .040 5.0 522 422 622 5 3 1. 0.0 0.0 4.0 0.9 8.0 1.7 13.0 2.8 1000.0 2.8 522 3 1. 622 822 3 1. 822 242 4 0.0 2400. .012 50. 50. .016 0.7 70.0 2400. .012 60. 60. .040 5.0 .42 242 4 100.0 910. .005 5. 5. .060 4.0 140.0 910. .005 50. 50. .060 5.0 242 142 3 1. 142 43 4 10.0 850. .007 3. 3. .035 4.0 34.0 850. .007 50. 50. .060 7.0 43 4 20.0 920. .005 2. 2. .060 2.0 28.0 920. .005 50. 50. .060 6.0 334 434 6 2 1. 0.00 0.0 0.06 7.4 0.12 18.2 2.37 20.0 2.62 97.1 2.79 185.8 634 434 534 4 3 1. 0.0 0.0 20.0 0.0 97.1 76.9 185.8 165.5 534 3 1. 634 3 1. 1 1 1 1 733 4 0.0 920. .00, 36.0 920. .007 338 438 16 2 .1 1000. .001 0.00 0. 0.27 5. 2.31 20. 4.88 23. 5.58 80. 5.74 120. 6.09 240. 6.18 280. 638 438 538 11 3 .1 1. 0. 0. 23. 0. 80. 57. 120. 97. 225. 202. 360. 336. 538 0 3 .1 1. 638 138 0 3 .1 1. 138 838 4 0. 2100. .010 40. 2100. .010 838 4 0. 1000. .010 40. 1000. .010 941 3 1. * PLEASANT VALLEY AND LAKE CANAL STUDY 45 345 1 5.0 1000. .013 345 46 10 2 1. 0.00 0.0 0.10 1.2 5.48 11.9 5.87 21.9 6.66 51.9 7.22 92.0 46 396 1 30.0 1550. .021 47 4 0.0 1100. .007 36.0 1100. .007 48 4 0.0 1700. .007 36.0 1700. .007 349 5 2 1. 0.00 0.0 0.93 8.4 1.40 57.0 152 53 1 10.0 2400. .018 53 353 1 5.0 1700. .013 * RODEO POND (MODIFIED 6/2004) 353 153 5 2 1. 0.00 0.0 12.28 22.0 69.96 50.0 153 867 4 0.0 1200. .013 60.0 1200. .013 867 54 3 1. 54 326 4 0.0 890. .005 60.0 890. .005 55 155 4 0.0 700. .015 36.0 700. .015 155 56 4 0.0 670. .017 18.0 670. .017 56 356 4 0.0 550. .012 36.0 550. .012 356 9 2 1. 0.00 0.0 0.14 2.0 1.54 12.0 1.70 20.0 1.93 180.0 57 4 0.0 400. .007 36.0 400. .007 151 38 4 0.0 1600. .009 36.0 1600. .009 50. 50. .016 0.4 60. 60. .040 5.0 .100. 1 0.75 10. 1.37 15. 5.24 35. 5.39 50. 5.87 160. 5.98 200. 6.34 360. 6.49 450. 35. 12. 50. 27. 160. 137. 200. 177. 450. 426. 50. 50. .016 .4 10. 10. .035 10. 50. 50. .016 .4 10. 10. .035 10. 20. 20. .035 5.0 3.01 1.7 4.80 6.8 6.21 31.9 6.43 41.9 20. 20. .035 5.0 _ 50. 50. .016 0.4 60. 60. .040 5.0 50. 50. .016 0.4 60. 60. .040 5.0 1.12 24.8 1.18 30.2 50. 50. .040 5.0 10. 10. .040 6.0 39.79 33.0 63.67 36.8 5. 5. .035 6.0 50. 50. .060 11.0 5. 5. .035 6-:0 50. 50. .060 11.0 50. 50. .016 0.4 60. 60. .040 5.0 0. 50. .016 0.4 0. 60. .040 5.0 50. 50. .016 0.4 60. 60. .040 5.0 0.46 6.0 1.42 10.0 1.76 40.0 1.87 120.0 50. 50. .016 0.4 60. 60. .040 5.0 50. 50. .016 0.4 60. 60. .040 5.0 1 1 1 1 1 38 338 4 0.0 1000. .009 S0. 50. .016 0.4 36.0 1000. .009 60. 60. .040 5.0 358 158 7 2 1. 0.00 0.0 0.08 5.0 0.18 10.0 6.28 15.0 0.83 20.0 2.19 25.0 6.43 30.0 158 59 1 10.0 900. .013 40. 15. .035 4.0 59 159 1 10.0 800. .016 50. 30. .035 4.0 159 360 4 10.0 700. .006 4. 4. .035 4.0 42.0 700. .006 50. 100. .060 5.0 360 9 2 1. 0.00 0.0 2.77 3.0 5.06 12.0 8.78 19.0 9.54 30.0 10.10 60.0 10.68 120.0 11.41 300.0 12.06 600.0 362 4 2 1. 0.00 0.0 0.28 0.0 0.42 1.2 0.92 6.1 64 364 4 0.0 570. .005 50. 50. .016 0.4 36.0 570. .005 60. 60. .040 5.0 364 12 2 1. 0.00 0.0 0.37 0.0 0.65 2.0 1.00 4.0 1.08 6.0 1.09 8.0 1.10 10.0 1.11 20.0 1.14 40.0 1.17 60.0 1.18- 80.0 1.20 100.0 * CLEARVIEW CHANNEL STUDY 366 167 6 2 1. 0.0 0.0 0.84 11.3 1.34 11.3 1.40 17.0 1.55 40.9 1.63 117.9 367 167 22 2 1. - 0.00 0.0 0.08 0.6 0.30 0.9 0.53 1.2 . 0.75 1.4 0.98 1.5 1.24 1.7 1.52 1.8 1.81 2.0 2.09 2.1 2.38 2.2 2.67 2.3 2.75 42.3 2.79 82.4 2.82 122.4 2.85 162.4 2.87 202.4 2.89 242.4 2.91 282.4 2.92 322.4 2.94 362.4 2.95 402.4 167 68 5 2.0 600. .023 0. 0., .013 2.0 0.0 600. .023 20. 20. .035 5.0 68 368 4 5.0 850. .007 3. 3. .035 2.0 17.0 850. .007 100. 25. .060 5.0 368 370 20 2 1. 0.00 0.0 1.50 5.0 2.20 10.0 2.78 15.0 3.17 20.0 3.70 25.0 4.53 30.0 5.89 35.0 6.42 40.0 6.63 45.0 6.68 50.0 7.02 60.0 7.16 70.0 7.33 80.0 7.51 100.0 8.01 200.0 8.33 300.0 8.59 400.0 8.83 500.0 9.22 -700.0 370 861 18 2 1. 0.0 0.0 3.46 10.0 9.19 12.6 9.44 20.0 9.64 30.0 9.75 40.0 9.89 50.0 10.03 60.0 10.20 70.0 10.31 80.0 10.42 90.0 10.53 100.0 11.54 200.0 12.36 300.0 13.08 400.0 13.69 500.0 14.29 600.0 15.76 900.0 149 861 4 0.0 2250. .013 50. 50. .016 0.4 36.0 2250. .013 60. 60. .040 5.0 861 171 3 1. 171 272 4 0.0 700. .006 2. 2. .035 3.0 18.0 700. .006 10. 10. .060 7.0 272 172 3 1. 172 862 4 0.0 650. .008 2. 2. .035 3.0 18.0 650. .008 10. 10. .060 6.0 ' 862 73 3 1. 1 1 1 1 73 274 4 0.0 650. .008 2. 2. .035 3.0 18.0 650. .008 10. 10. .060 6.0 74 274 4 0.0 700. .008 50. 50. .016_. 0.4 36.0 700. .008 60. 60. .040 5.0 274 276 3 1. 75 276 4 0.0 1100. .007 50. 50. .016 0.4 36.0 1100. .007 60. 60. .040 5.0 76 276 4 0.0 2000. .008 50. 50. .016 0.4 36.0 2000. .008 60. 60. .040 5.0 276 176 3 1. 176 863 4 2.0 1040. .008 10. 40. .035 4.0 202.0 1040. .008 50. 100. .060 5.0 77 78 5 2.0 610. .002 0. 0. .013 2.0 36.0 610. .002 60. 60. .016 5.0 863 78 3 1. 78 378 4 2.0 800. .008 30. 15. .035 4.0 182.0 800. .008 100. 100. .060 5.0 378 11 2 1. 0.00 0.0 5.11 0.0 6.99 7.1 9.07 14.7 10.97 21.3 13.83 58.6 16.49 126.5 18.49 177.5 21.40 388.7 24.46 709.6 25.98 850.8 79 4 0.0 1130. .006 0. 50. .016 0.5 25.0 1130. .006 0. 60. .040 5.0 80 4 0.0 650. .004 50. 50. .016 0.4 36.0 650. .004 60. 60. .040 5.0 719 1 15.0 580. .007 35. 35. .060. 5.0 720 4 0.0 450. .005 50. 50. .016 0.4 36.0 450. .005 60. 60. .040 5.0 716 719 4 0.0 850. .008 50. 50. .016 0.4 36.0 850. .008 60. 60. .040 5.0 717 719 4 0.0 710. .01 50. 50. .016 0.4 36.0 710. .01 60. 60. .040 5.0 718 719 4 0.0 1590. .004 50. 50. .016 0.4 36.0 1590. .004 60. 60. .040 5.0 * PONDS AT OVERLAND STUDY 81 181 4 0.0 750. .107 10. 10. .040 5.0 100.0 750. .107 100. 100. .060 10.0 181 95 4 0.0 2090. .027 10. 10. .040 5.0 100.0 2090. .027 100. 100. .060 10.0 95 4 5.0 1860. .027 5. 5. .040 5.0 50.0 1860. .027 100. 100. .060 10.0 93 397 4 0.0 400. .015 50. 50. .016 0.4 36.0 400. .015 60. 60. .040 5.0 87 187 4 0.0 660. .026 50. 0. .016 0.4 18.0 660. .026 60. 0. .040 5.0 187 397 4 0.0 1020. .016 50. 0. .016 0.4 18.0 1020. .016 60. 0. .040 5.0 89 189 4 0.0 1170. .038 50. 50. .016 0.4 36.0 1170. .038 60. 60. .040 5.0 189 94 4 0.0 610. .022 50. 50. .016 0.4 36.0 610. .022 60. 60. .040 5.0 94 397 4 0.0 500. .022 50. 50. .016 0.4 36.0 500. .022 60. 60. .040 5.0 99 399 4 0.0 420. .036 50. 50. .016 0.4 36.0 420. .036 60. 60. .040 10.0 397 68 14 2 1. 0.00 0.0 1.08 1.53 2.15 2.96 2.42 3.32 I 1 2.69 3.5 2.97 3.56 4.11 3.8 5.53 4.09 6.95 4.45 7.52 4.65 8.37 4.86 11.38 5.18 14.39 5.48 16.27 5.66 399 3 2 1. 0.00 0.0 0.9 1.3 1.2 41.3 82 83 4 10.0 600. .110 10. 10. .040 5.0 110.0 600. .110 100. 100. .060 5.0 83 183 1 10.0 800. .021 10. 10. .040 5.0 183 88 1 20.0 700. .018 6. 6. .040 5.0 88 290 1 30.0 1350. .016 4. 4. .040 10.0 84 184 1 10.0 960. .117 10. 10. .040 10.0 184 85 1 10.0 720. .037 10. 10. .040 10.0 85 390 1 10.0 910. .037 10. 10. .040 10.0 86 390 4 0.0 900. .030 0. 50. .016 0.4 18.0 900. .030 0. 60. .040 5.0 390 190 14 2 1. 0.00 0.0 0.14 11.6 0.28 32.7 0.72 60.1_,,:, 1.16 92.5 1.64 107.3 2.11 121.5 3.11 135..8 4.22 151.8 4.69 173.6 5.25 214.9 5.70 257.3 6.11 300.0 6.64 363.2 190 290 2 5.25 180. .014 0. 0. .013 5.25 290 188 3 1. 188 396 5 5.0 610. .014 0. 0. .013 5.0 0.0 610. .014 50. 0. .016 7.0 92 396 4 0.0 700. .037 50. 50. .016 0.4 36.0 700. .037 60. 60. .040 5.0 191 396 5 3.0 370. .005 0. 0. .013 3.0 0.0 370. .005 4. 4. .035 5.0 396 496 12 2 1. 0.00 0.0 0.52 8.6 3.87 9.7 7.81 10.7 12.20 11.7 16.81 12.6 22.06 13.4 28.03 14.2 31.28 14.6 34.54 33.3 41.50 111.2 43.60 560.2 498 496 497 5 3 1. 0.0 0.0 14.6 0.0 33.3 18.4 111.0 95.5 560.0 544.0 497 68 3 1. 498 3 1. 408 508 3 1. 508 1 10.0 4900. .0005 4. 4. .040 10.0 924 3 1. * PLEASANT VALLEY AND LAKE CANAL SPILL HYDROGRAPHS -1 401 313 18 3 1. - 0.0000 0.0 0.4833 0.0 0.6333 91.5 0.7000 104.1 0.7833 106.7 0.8500 105.6 1.2500 79.8 1.8000 59.9 2.0500 54.1 2.2833 43.8 2.6667 37.2 3.1333 33.6 4.0833 30.1 5.7167 28.9 7.9000 28.6 9.5667 21.3 11.0000 16.9 12.0000 14.6 -1 402 68 18 3 1. 0.0000 0.0 0.6000 0.0 0.7833 143.4 0.8500 162.0 1.1667 101.1 1.3167 96.3 1.4500 97.7 1.6000 208.4 1.6333 216.4 1.6667 218.4 2.0500 137.6 2.2167 80.3 2.3833 45.9 2.6667 22.6 3.0167 7.4 3.3333 0.6 3.4833 0.0 12.0000 0.0 -1 403 370 20 3 1. 0.0000 0.0 0.5000 0.0 0.5500 2.7 0.7333 142.6 0.7667 146.9 0.8333 138.9 1.0333 87.9 1.2000 69.4 1.2667 68.2 1.4667 68.6 1.6000 76.6 1.6667 77.8 1 1 1 1 1 1 1 2.0333 70.1 2.5167 43.1 4.5000 4.6 5.0333 1.5 -1 404 149 20 3 1. 0.0000 0.0 0.4667 0.0 0.7000 157.7 0.7500 166.3 1.2500 73.6 1.5333 63.7 2.4167 40.6 2.6000 36.1 5.6500 5.1 6.4667 1.8 -1 405 860 20 3 1. 0.0000 0.0 0.4833 0.0 0.7500 139.6 0.7833 145.6 1.3333 79.7 1.5500 72.9 2.8333 46.0 3.2500 41.3 6.9167 17.1 7.9333 13.3 -1 406 151 16 3 1. 0.0000 0.0 0.6833 0.0 0.8333 272.0 0.8833 256.3 1.4333 60.0 1.5833 45.8 2.1333 10.2 2.2167 4.0 -1 407 15 3 1. 0.0000 0.0 0.6333 0.0 1.0833 83.2 1.2500 74.1 2.6833 23.1 2.9333 15.8 4.1333 1.7 5.4833 0.0 * NEW MERCER DITCH SPILL HYDROGRAPHS -1 410 428 18 3 1. 0.0000 0.0 0.4667 0.0 0.6833 64.7 0.7667 68.2 2.0000 40.2 2.7167 25.7 4.8167 14.5 6.1667 12.9 8.8167 0.0 12.0000 0.0 -1 411 945 20 3 1. 0.0000 0.0 0.2833 0.0 0.7667 97.5 0.8500 98.8 3.0333 81.7 3.7333 79.5 8.6167 76.3 8.8333 71.6 9.7500 7.1 10.1000 2.6 -1 412 713 11 3 1. 0.0000 0.0 0.9500 0.0 1.1333 38.7 1.1500 38.4 1.6000 1.4 1.7167 0.0 -1 413 814 12 3 1. 0.0000 0.0 0.9500 0.0 1.1000 159.6 1.1333 162.0 1.4667 48.0 1.6333 6.5 -1 414 318 15 3 1. 0.0000 0.0 0.6833 0.0 0.9333 8.9 1.0500 39.3 1.3500 23.9 1.6167 16.0 2.3167 1.3 2.7333 0.0 -1 415 716 18 3 1. 0.0000 0.0 0.6333 0.0 1.1000 372.6 1.3333 399.8 1.6167 367.3 1.8833 297.9 2.8667 62.4 3.1000 24.1 3.9333 0.0 12.0000 0.0 -1 416 717 20 3 1. 3.1833 29.9 4.0667 10.1 6.6333 0.0 12.0000 0.0 0.5167 10.8 0.6667 141.9 0.8167 157.3 1.0833 91.0 1.6833 63.0 2.0500 57.1 3.8000 24.1 4.9333 10.0 8.3833 0.0 12.0000 0.0 0.5167 6.1 0.6500 69.6 0.8333 140.7 1.0167 102.3 2.0667 65.3 2.6333 49.8 4.1667 34.8 5.3667 25.1 8.8833 11.9 12.0000 9.6 0.7333 34.9 0.8000 251.6 1.0833 142.8 1.2500 89.5,_,_,_ . 1.9167 23.1 2.0500 16.3 2.4167 0.0 12.0000 0.0 0.7833 101.7 0.8333 108.1 1.5500 65.2 2.0667 53.7 3.3500 8.4 3.6667 5.6 12.0000 0.0 0.5167 3.3 0.6500 59.7 0.7833 68.1 1.3667 51.9 3.2500 20.3 3.8000 17.2 8.5500 12.0 8.7167 2.4 0.6333 86.1 0.6833 92.7 0.8833 98.8 2.3833 85.8 5.0000 77.6 6.9000 76.6 8.9833 62.1 9.4333 18.4 10.7833 0.6 12.0000 0.1 1.0000 4.1 1.1000 35.7 1.3500 13.3 1.4833 4.9 12.0000 0.0 0.9667 0.6 1.0667 148.6 1.1667 158.3 1.2000 150.0 1.7167 0.0 12.0000 0.0 0.8167 3.8 0.8500 4.0 1.0667 39.8 1.2333 28.3 1.8333 8.5 2.0833 3.7 12.0000 0.0 0.8167 70.8 1.0500 359.2 1.3833 400.3 1.4667 396.3 2.0833 273.8 2.3667 204.9 3.2833 9.2 3.5833 1.8 0.0000 0.0 0.6000 0.0 0.6167 1.3 0.7000 89.6 0.8000 140.6 0.8333 149.9 1.0667 263.0 1.1000 269.1 1.1333 270.1 1.3667 261.7 1.6167 227.4 1.8167 192.7 2.0333 174.4 2.4000 122.9 3.2833 42.2 3.6667 23.9 4.2000 6.9 4.4833 1.3 4.7000 0.0 12.0000 0.0 -1 417 718 19 3 1. 0.0000 0.0 0.6167 0.0 0.7667 85.2 0.9000 116.7 0.9667 124.5 1.0833 132.9 1.1500 134.0 1.3333 132.5 1.5333 133.3 1.5833 133.0 1.9333 123.3 2.0667 120.6 2.3833 106.4 2.8500 80.9 3.3667 50.5 3.6667 39.6 4.9167 2.9 5.2000 0.0 12.0000 0.0 -1 418 231 20 3 1. 0.0000 0.0 0.6167 0.0 0.7833 184.0 0.8333 196.5 0.8667 199.0 0.9500 192.3 1.0667 163.9 1.2167 128.1 1.2500 126.0 1.3667 144.1 1.6333 228.5 1.6833 230.9 1.7833 226.3 2.2000 169.0 2.6833 89.3 2.9833 61.9 3.6167 33.3 5.1167 3.2 5.7000 0.0 12.0000 0-0.__,,, -1 419 332 20 3 1. 0.0000 0.0 0.5667 0.0 0.6000 0.7 0.7000 63.1 0.8167 83.6 0.8500 83.9 1.0167 79.9 1.2833 70.3 1.6333 84.4 1.6833 85.0 1.8000 84.2- 2.0333 80.3 2.8833 54.7 3.3500 46.1 4.7833 30.0 5.2667 21.5 5.7500 9.6 6.3000 1.7 8.2000 0.0 12.0000 0.0 -1 420 924 16 3 1. 0.0000 0.0 0.6000 0.0 0.7333 16.6 0.7833 18.6 0.9000 15.4 0.9500 12.7 1.2667 7.3 1.3500 7.0 1.4667 7.6 1.6833 9.1 2.0000 7.5 2.4333 3.9 2.8500 2.1 3.3000 1.5 6.8333 0.0 12.0000 0.0 -1 425 941 20 3 1. 0.0000 0.0 0.5667 0.0 0.6333 3.4 0.7000 35.8 0.7500 44.5 0.7667 45.1 0.8000 44.2 0.9833 31.1 1.3000 20.8 1.4500 20.1 1.5667 20.4 1.8667 18.4 2.0667 15.4 2.3833 9.4 2.7667 5.1 3.1333 3.3 3.5167 2.5 5.3000 1.5 8.0000 0.0 12.0000 0.0 -1 426 17 3 1. 0.0000 0.0 0.5667 0.0 0.6167 3.5 0.7333 193.6 0.7500 199.0 0.7833 192.1 0.9333 125.7 1.0833 101.9 1.3667 84.5 2.3667 35.3 2.7833 25.9 3.3167 20.2 4.0667 16.5 5.2500 11.2 6.2667 3.8 7.6500 0.0 12.0000 0.0 -1 427 14 3 1. 0.0000 0.0 0.5667 0.0 0.6167 66.8 0.6667 92.3 0.7167 194.7 0.8667 132.4 0.9167 126.2 1.1667 139.1 1.1833 104.3 1.2333 103.3 1.4500 41.3 1.5667 11.6 1.6500 0.0 12.0000 0.0 -1 429 20 3 1. 0.0000 0.0 0.3833 0.0 0.4333 16.8 0.5000 68.5 0.6167 377.7 0.6500 387.9 0.6833 382.6 0.8000 392.4 0.9500 385.7 1.2333 384.4 1.6167 348.6 2.0500 271.1 2.3667 202.7 2.6667 167.5 2.9167 148.3 3.2500 138.7 6.2167 122.6 7.0333 115.4 9.3833 81.7 12.0000 65.8 * LARIMER COUNTY CANAL NO 2 SPILL HYDROGRAPHS -1 441 20 3 1. 0.0000 0.0 0.3333 0.0 0.4667 15.2 0.6167 77.6 0.9333 79.6 1.4167 66.7 2.4000 130.3 2.7000 139.0 3.1667 143.1 3.5167 141.5 4.3000 132.9 4.9667 119.0 5.3000 101.4 5.9000 84.5 6.9000 72.1 7.0833 48.2 8.0333 20.4 9.8333 1.6 10.3500 0.0 12.0000 0.0 -1 442 20 3 1. 0.0000 0.0 0..5667 0.0 0.7500 14.1 0.9500 8.8 1.0667 12.3 1.3000 40.6 1.5500 32.6 1.7000 30.8 1.8000 31.5 2.0667 37.0 2.5000 41.3 2.6833 42.2 4.9333 29.2 5.4833 22.6 6.1000 18.9 7.0333 16.3 8.3333 11.0 11.0167 0.5 11.5667 0.0 12.0000 0.0 -1 443 11 3 1. 0.0000 0.0 1.0667 0.0 1.1167 1.2 1.2500 19.8 1.2833 20.5 1.3833 15.4 1.5333 4.2 1.6000 1.4 1.7333 0.1 1.8167 0.0 12.0000 0.0 -1 444 20 3 1. 0.0000 0.0 0.5500 0.0 0.6833 232.5 0.7500 258.0 0.9833 298.5 1.1833 425.9 1.2500 444.0 1.3167 447.4 1.5500 424.3 1.7833 382.0 2.1000 344.2 2.1500 345.0 2.8167 276.0 2.9833 249.3 3.7833 157.3 4.3500 119.4 5.3833 75.4 6.0167 61.4 10.4667 0.0 12.0000 0.0._r_,,_._ -1 445 15 3 1. 0.0000 0.0 0.6333 0.0 0.7667 76.7 0.9000 136.1 1.0167 249.6 1.2000 454.9 1.2833 483.3 1.3500 488.2 1.4333 483.1 2.0833 298.1 2.5000 167.5 2.7833 94.0 3.2333 10.5 3.3667 0.0 12.0000 0.0 -1 446 20 3 1. 0.0000 0.0 0.6167 0.0 0.6333 0.8 0.7333 25.3 0.7833 27.5 0.8667 27.0 0.9833 29.6 1.2167 49.4 _. 1.2833 51.3 1.3333 51.6 1.3833 51.3 1.5167 49.5 1.7500 42.1 1.9167 33.8 2.2000 25.9 2.9333 6.6 3.1667 3.2 3.4500 0.6 3.6167 0.0 12.0000 0.0 -1 450 241 17 3 1. 0.0000 0.0 0.6667 0.0 0.8667 13.4 1.0333 43.0 1.1000 47.5 1.1667 49.6 1.2333 50.4 1.3000 49.5 2.2000 25.3 2.5833 18.7 3.7333 5.4 4.1000 2.9 4.5167 1.5 5.0667 0.7 5.8833 0.2 7.1000 0.0 12.0000 0.0 -1 451 40 16 3 1. 0.0000 0.0 0.8167 0.0 0.8500 4.4 1.0333 63.6 1.1167 70.8 1.2000 72.3 1.2833 71.5 1.8500 56.4 2.5667 31.6 2.9333 23.6 3.6000 15.2 4.3667 8.2 5.1167 3.8 6.1500 0.7 7.4333 0.0 12.0000 0.0 -1 452 17 3 1. 0.0000 0.0 0.7000 0.0 0.9000 269.0 1.0167 341.5 1.0667 356.2 1.1667 368.5 1.3000 340.2 1.6667 240.9 - 1.7500 229.8 2.5667 187.5 3.0000 174.3 3.6667 163.3 6.7333 130.0 8.1500 121.6 10.5500 112.6 11.1500 107.6 12.0000 92.1 0 16 428 713 715 814 317 318 524 719 720 522 630 924 941 426 427 311 ENDPROGRAM 1 1 1 1 1 f .SWMM: Revoed / 00 year Output 3/8/2005 9:00 AM TAM-DrainageFortCol li ns.xis Cover Northern Engineering Services Designed by Seth W. Tourney ENVIRONMENTAL PROTECTION AGENCY - STORM WATER MANAGEMENT MODEL - VERSION PC.1 ' DEVELOPED BY METCALF + EDDY, INC UNIVERSITY OF FLORIDA ' WATER RESOURCES ENGINEEERS, INC. (SEPTEMBER 1970) UPDATED BY UNIVERSITY OF FLORIDA (JUNE 1973) ' HYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS MISSOURI RIVER DIVISION, CORPS OF ENGINEERS (SEPTEMBER 1974) ' BOYLE ENGINEERING CORPORATION (MARCH 1985, JULY 1985) TAPE OR DISK ASSIGNMENTS ' JIN(1) JIN(2) JIND) JIN(4) JIN(5) JIN(6) JIN(7) JIN(8) JIN(9) JIN(10) 2 1 0 0 0 0 0 0 0 0 JOUT(1) JOUT(2) JOUT(3) JOUT(4) JOUT(5) JOUT(6) JOUT(7) JOUT(8) JOUT(9) JOUT(10) ' 1 2 0 0 0 0 0 0 0 0 NSCRAT(1) NSCRAT(2) NSCRAT(3) NSCRAT(4) NSCRAT(5) 3 4 0 0 0 WATERSHED PROGRAM CALLED *** ENTRY MADE TO RUNOFF MODEL ' CANAL IMPORTATION BASIN MP HYDROLOGY (POST-1999 RAIN) FILE: CI100EX.DAT & .OUT 100-YEAR EX COND W/ EX FACILITIES JUNE 2004 ANDERSON CONSULTING ENGINEERS NUMBER OF TIME STEPS 720 ' INTEGRATION TIME INTERVAL (MINUTES) 1.00 1.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH FOR 24 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES FOR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR ' 1.00 1.14 1.33 2.23 2.84 5.49 9.95 4.12 2.48 1.46 1.22 1.06 1.00 .95 .91 .87 .84 .81 .78 .75 .73 .71 .69 .67 CANAL IMPORTATION BASIN MP HYDROLOGY (POST-1999 RAIN) FILE: CI100EX.DAT & .OUT 100-YEAR EX COND W/ EX FACILITIES JUNE 2004 ANDERSON CONSULTING ENGINEERS SUBAREA GUTTER WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) INFILTRATION RATE(IN/HR) GAGE ' NUMBER OR MANHOLE (FT) (AC) IMPERV. (FT/FT) IMPERV. PERV. IMPERV. PERV. MAXIMUM MINIMUM DECAY RATE NO -2 0 .0 .0 .0 .0300 .016 .250 .100 .300 .51 .50 .00180 1 1 2265.0 7.8 45.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 2 2 2200.0 30.6 25.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 3 3 4430.0 40.7 40.0 .0200 .016 .250 .100 .300 .51 .50 .00180 44 344 1890.0 13.0 40.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 1 ' 4 4 2800.0 22.5 40.0 .0150 .016 .250 .100 .300 .51 .50 .00180 1 5 5 2650.0 21.3 50.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 6 859 1200.0 6.8 40.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 7 859 730.0 16.5 10.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 8 8 1863.0 12.9 45.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 --OL08 108 1536.0 8.8 70.0 .0200 .016 .250 .100 .300 .51 .50 -.' .00180 1 109 711 2200.0 15.0 45.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 110 0 2615.0 18.0 45.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 111 311 21780.0 25.0 95.0 .0600 .016 .250 .100 .300 .51 .50 .00180 1 139 0 2800.0 52.8 10.0 .0130 .016 .250 .100 .300 .51 .50 .00180 1 140 0 2470.0 57.3 20.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 9 9 8330.0 9.6 60.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 10 10 3000.0 64.4 20.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 1T 313 3300.0 23.1 70.0 .0100 .016 .250 .10D .300 .51 .50 .00180 1 12 0 2615.0 18.0 20.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 13 313 2525.0 2.9 10.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 14 0 625.0 3.3 45.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 15 856 4400.0 30.3 25.0 .0200 .016 .250 .100 .30D .51 .50 .00180 1 16 855 2420.0 13.9 45.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 17 17 4030.0 25.9 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 18 854 5555.0 51.0 45.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 19 319 1720.0 9.6 70.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 20 853 4400.0 40.4 70.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 21 21 2418.0 22.2 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 22 852 3015.0 27.7 45.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 23 850 2985.0 22.4 38.0 .0200 .016 .250 .100 .300 .51 .50 .00180 3 24 324 2485.0 11.4 45.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 112 712 2420.0 11.1 45.0 .0250 .016 .250 .100 .300 .51 .50 .00180 1 113 713 1480.0 13.6 45.0 .0160 .016 .250 .100 .300 .51 .50 .00180 1 114 714 3070.0 14.1 50.0 .0180 .016 .250 .100 .300 .51 .50 .00180 1 115 715 2920.0 20.1 70.0 .0070 .016 .250 .100 .300 .51 .50 .00180 1 116 318 1118.0 7.7 70.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 117 317 2461.0 11.3 70.0 .0070 .016 .250 .100 .300 .51 .50 .00180 1 118 0 2875.0 3.3 70.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 25 25 2030.0 14.0 45.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 26 26 2430.0 22.3 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 27 27 10540.0 96.8 45.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 28 28 5880.0 54.0 34.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 29 29 5740.0 52.7 45.0 .0240 .016 .250 .100 .300 .51 .50 .00180 1 30 30 4530.0 26.0 45.0 .0170 .016 .250 .300 .300 .51 .50 .00180 1 31 31 3330.0 38.2 25.0 .0330 .016 .250 .100 .300 .51 .50 .00180 1 32 32 3270.0 30.0 45.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 33 33 2050.0 9.4 55.0 .0320 .016 .250 .100 .300 .51 .50 .00180 1 35 331 1520.0 7.0 10.0 .0160 .016 .250 .100 .300 .51 .50 .00180 1 36 36 1250.0 7.2 70.0 .0200 .016 .250 '100 .300 .51 .50 .00180 1 37 37 650.0 3.0 70.0 .0210 .016 .250 .100 .300 .51 .50 .00180 1 38 337 960.0 2.2 10.0 .0130 .016 .250 .100 .300 .51 .50 .00180 1 39 39 1050.0 7.2 70.0 .0360 .016 .250 .100 .300 .51 .50 .00180 1 40 40 1280.0 8.8 10.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 41 241 1500.0 14.9 70.0 .0300 .016 .250 .100 .300 .51 .50 .00180 1 42 244 4840.0 44.6 70.0 .0240 .016 .250 .100 .300 .51 .50 .00180 1 43 43 3860.0 26.6 35.0 .0380 .016 .250 .100 .300 .51 .50 .00180 1 121 721 3050.0 3.5 65.0 .0130 .016 .250 .100 .300 .51 .50 .00180 1 122 722 3400.0 5.5 55.0 .0140 .016 .250 .100 .300 .51 .50 .00180 1 123 0 5920.0 5.5 10.0 .2000 .016 .250 .100 .300 .51 .50 .00180 1 124 924 5400.0 6.2 24.0 .0710 .016 .250 .100 .300 .51 .50 .00180 1 130 0 2530.0 2.9 15.0 .2000 .016 .250 .100 .300 .51 .50 .00180 1 131 0 1220.0 1.4 10.0 .1100 .016 .250 .100 .300 .51 .50 .00180 1 132 0 2100.0 14.4 45.0 .0370 .016 .250 .100 .300 .51 .50 .00180 1 133 733 3620.0 33.2 45.0 .0220 .016 .250 .100 .300 .51 .50 .00180 1 134 334 4520.0 31.1 45.0 .0220 .016 .250 .100 .300 .51 .50 .00180 1 135 838 15990.0 128.5 45.0 .0200 .016 .250 .100 .300 .51 .50 .00180 3 138 38 9280.0 74.6 45.0 .0110 .016 .250 .100 .300 .51 .50 .00180 3 141 941 1420.0 6.5 60.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 142 0 2350.0 12.2 20.0 .0600 .016 .250 .100 .300 .51 .50 .00180 1 143 0 900.0 9.0 30.0 .0300 .016 .250 .100 .300 .51 .50 .00180 1 45 45 2215.0 50.8 20.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 46 46 3705.0 85.1 35.0 .0500 .016 .250 .100 .300 .51 .50 .00180 1 47 47 4865.0 33.5 45.0 .0150 .016 .250 .100 .30D .51 .50 .00180 1 48 48 5480.0 50.3 70.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 49 349 1915.0 13.2 45.0 .0200 .016 .250 .100 .30D .51 .50 .00180 1 50 0 1820.0 7.0 30.0 .0850 .016 .250 .100 .300 .51 .50 .00180 1 51 0 1830.0 4.2 25.0 .0850 .016 .250 .100 .300 .51 .50 .00180 1 52 152 3600.0 135.6 20.0 .3160 .016 .250 .100 .300 .51 .50 .00180 1 53 53 7000.0 155.8 10.0 .0210 .016 .250 .100 .300 .51 .50 .00180 1 54 867 4355.0 34.0 70.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 55 55 2375.0 10.9 70.0 .0180 .016 .250 .100 .300 .51 .50 .00180 1 56 56 2875.0 13.2 45.0 .0160 .016 .250 .100 .300 .51 .50 .00180 1 57 57 2480.0 11.4 45.0 .0210 .016 .250 .100 .300 .51 .50 .00180 1 58 358 6D0.0 14.4 10.0 .0210 .016 .250 .100 .300 .51 .50 .00180 1 59 59 6035.0 55.4 35.0 .0250 .016 .250 .100 .300 .51 .50 .00180 1 60 360 6445.0 59.2 45.0 .0250 .016 .250 .100 .300 .51 .50 .00180 1 61 0 1460.0 3.4 10.0 .0400 .016 .250 .100 .300 .51 .50 .00180 1 62 362 2150.0 4.9 45.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 63 0 1210.0 3.5 10.0 .0440 .016 .250 .100 .300 .51 .50 .00180 1 64 64 2855.0 13.1 45.0 .0290 .016 .250 .100 .300 .51 .50 .00180 1 65 408 850.0 7.7 20.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 66 366 2590.0 11.9 50.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 67 367 1725.0 8.1 60.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 68 68 4650.0 42.7 35.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 69 370 2885.0 26.5 45.0 .0300 .016 .250 .100 .300 .51 .50 .00180 1 70 370 2920.0 26.8 40.0 .0300 .016 .250 .100 .300 .51 .50 .00180 1 71 171 3385.0 31.1 45.0 .0180 .016 .250 .100 .300 .51 .50 .00180 1 72 272 3355.0 30.8 45.0 .0190 .016 .250 .100 .300 .51 .50 .00180 1 73 862 1490.0 13.7 45.0 .0170 .016 .250 .100 .300 .51 .50 .00180 1 74 74 2035.0 14.0 45.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 I 1 1 11 1 1 1 75 75 3615.0 33.2 60.0 76 76 3700.0 27.2 45.0 77 77 4415.0 30.4 45.0 78 863 3960.0 31.8 30.0 - 79 79 3670.0 31.1 50.0 80 80 4895.0 33.7 45.0 119 719 5250.0 48.2 45.0 120 720 3745.0 34.4 45.0 81 81 1130.0 10.4 20.0 82 82 1200.0 13.2 20.0 83 83 1500.0 19.8 20.0 84 84 3720.0 59.8 20.0 85 85 2080.0 19.1 10.0 86 86 2265.0 15.6 40.0 67 87 1700.0 5.5 45.0 BB 08 4500.0 23.5 20.0 89 69 2600.0 17.9 40.0 90 390 2615.0 3.0 20.0 91 191 1360.0 12.5 10.0 92 92 2600.0 17.9 45.0 93 93 1105.0 7.6 45.0 94 94 1740.0 8.0 45.0 95 95 7275.0 83.5 15.0 96 396 8710.0 10.0 20.0 97 397 7930.0 9.1 20.0 98 397 2440.0 2.8 90.0 99 99 1400.0 12.0 23.0 TOTAL NUMBER OF SUBCATCHMRNTS, 127 TOTAL TRIBUTARY AREA (ACRES), 3199.10 .0170 .016 .250 .100 .300 .51 .50 .00180 1 .0190 .016 .250 .100 .300 .51 .50 .00180 1 .0260 .016 .250 .100 .300 .51 .50 .00180 1 .0200 .016 .250 .100 .300 .51 .50 .00180 1 .0220 .016 .250 .100 .300 .51 .50 - .00180 1 .0170 .016 .250 .100 .300 .51 .50 .00180 1 .0200 .016 .250 .100 .300 .51 .50 .00180 1 .0100 .016 .250 .100 .300 .51 .50 .00180 1 .2000 .016 .250 .100 .300 .51 .50 .00180 1 .2090 .016 .250 .100 .300 .51 .50 .00180 1 .2090 .016 .250 .100 .300 .51 .50 .00180 1 .2000 .016 .250 .100 .300 .51 .50 .00180 1 .0400 .016 .250 .100 .300 .51 .50 .00180 1 .0380 .016 .250 .100 .300 .51 .50 .00180 1 .0200 .016 .250 .100 .300 .51 .50 .00180 1 .0190 .016 .250 .100 .300 .51 .50 .00180 1 .0380 .016 .250 .100 .300 .51 .50 .00180 1 .0710 .016 .250 .100 .300 .51 .50 .00180 1 .0540 .016 .250 .100 .300 .51 .50 .00180 1 .0370 .016 .250 .100 .300 .51 .50 .00180 1 .0300 .016 .250 .100 .300 .51 .50 .00180 1 .0240 .016 .250 .100 .300 .51 .50 .00180 1 .0270 .016 .250 .100 .300 .51 .50 .00180 1 .0130 .016 .250 .100 .300 .51 .50 .00180 1 .0170 .016 .250 .100 .300 .51 .50 .00180 1 .0100 .016 .250 .100 .300 .51 .50 .00180 1 .0150 .016 .250 .100 .300 .51 .50 .00180 1 CANAL IMPORTATION BASIN MP HYDROLOGY (POST-1999 RAIN) FILE: CI100EX.DAT & .OUT 100-YEAR EX COND W/ EX FACILITIES JUNE 2004 ANDERSON CONSULTING ENGINEERS *** CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM2-PC MODEL *** WATERSHED AREA (ACRES) 3199.100 TOTAL RAINFALL (INCHES) 3.669 TOTAL INFILTRATION (INCHES) .775 TOTAL WATERSHED OUTFLOW (INCHES) 2.756 TOTAL SURFACE STORAGE AT END OF STROM (INCHES) .138 ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL .000 t CANAL IMPORTATION BASIN MP HYDROLOGY (POST-1999 RAIN) FILE: CI100EX.DAT & .OUT 100-YEAR EX COND W/ EX FACILITIES JUNE 2004 ANDERSON CONSULTING ENGINEERS WIDTH INVERT SIDE SLOPES OVERBANK/SURCHARGE ' GUTTER GUTTER HOP NP OR DIAM LENGTH SLOPE HORIZ TO VERT MANNING DEPTH JK NUMBER CONNECTION (FT) (FT) (FT/FT) L R N (FT) 1 101 0 4 CHANNEL .0 450. .0080 50.0 50.0 .016 .40 0 OVERFLOW 36.0 450. .0080 60.0 60.0 .040 5.00 101 2 0 4 CHANNEL .0 550. .0150 50.0 50.0 .016 .40 0 ' OVERFLOW 36.0 550. .0150 60.0 60.0 .040 5.00 2 102 0 5 PIPE 3.0 550. .0130 .0 .0 .013 3.00 0 OVERFLOW .0 550. .0130 50.0 50.0 .016 5.00 102 3 0 5 PIPE 3.0 540. .0110 .0 .0 .013 3.00 0 OVERFLOW .0 540. .0110 50.0 50.0 .016 5.00 3 103 0 5 PIPE 3.0 890. .0070 .0 .0 .013 3.00 0 OVERFLOW .0 890. .0070 50.0 50.0 .016 5.00 103 205 0 5 PIPE 3.0 530. .0120 .0 .0 .013 3.00 0 OVERFLOW .0 510. .0120 50.0 50.0 .016 5.00 4 205 0 4 CHANNEL .0 680. .0050 50.0 50.0 .016 .40 0 OVERFLOW 36.0 680. .0050 60.0 60.0 .040 5.00 ' 5 205 0 4 CHANNEL .0 630. .0030 50.0 50.0 .016 .40 0 OVERFLOW 36.0 630. .0030 60.0 60.0 .040 5.00 1 428 0 0 1 CHANNEL .0 1100. .0130 50.0 50.0 .060 5.00 0 205 344 104 205 0 4 3 2 PIPE .0 .0 1. 1. .0010 .0010 .0 .0 .0 .0 .001 .001 10.00 .00 0 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' .000 .0 1.080 5.5 1.270 29.7 1.340 46.4 - 104 105 0 5 PIPE 3.0 720. .0140 .0 .0 .013 3.00 0 OVERFLOW .0 720. .0140 50.0 50.0 .016 5.00 105 859 0 5 PIPE 4.5 980. .0030 .0 .0 .013 4.50 0 859 304 0 3 OVERFLOW .0 .0 980. 1. .0030 .0010 50.0 .0 50.0 .0 .016 .001 10.00 10.00 0 304 944 9 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 .010 16.9 .070 33.2 .250 56.1 1.330 71.9 5.120 87.8 " 10.670 99.1 15.180 105.1 17.980 108.6 944 945 945 709 0 0 2 2 PIPE PIPE 6.0 6.8 109. 1371. .0600 .0080 .0 .0 .0 .0 .013 .013 6.00 6.80 0 0 ' 711 311 0 2 PIPE 5.5 1053. .0050 .0 .0 .013 5.50 0 8 0 0 4 CHANNEL .0 420. .0080 50.0 50.0 .016 .40 0 OVERFLOW 50.0 420. .0080 60.0 60.0 .040 5.00 log 308 0 4 CHANNEL .0 400. .0080 50.0 50.0 .016 .40 0 308 148 3 2 OVERFLOW PIPE 50.0 .0 400. 1. .0080 .0010 60.0 .0 60.0 .0 .040 .001 5.00 .00 0 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 1.000 .1 3.000 1.0 148 __ 70 311 10 105 3311 0 310 0 0 0 0 2 2 3 1 PIPE PIPE CHANNEL 2.0 8.4 .0 10.0 200. 120. 1. 1500. .0050 .0050 .0010 .0150 .0 .0 .0 50.0 .0 .0 .0 50.0 .013 .013 .001 .040 2.00 8.40 10.00 5.00 0 0 0 0 ' 310 110 6 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 " ` RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 .090 7.0 1.250 14.5 4.480 19.0 7.150 20.0 9.820 650.0 110 313 0 5 PIPE 2.0 530. .0100 .0 .0 .013 2.00 0 ' 313 113 6 RESERVOIR OVERFLOW 2 PIPE STORAGE IN ACRE-FEET VS SPILLWAY 10.0 530. .0 1. OUTFLOW .0100 .0010 4.0 .0 4.0 .0 .040 .001 7.00 .00 0 .000 .0 13.640 .0 14.530 9.2 16.260 47.8 16.610 122.7 16.950 252.3 113 856 0 4 CHANNEL 5.0 670. .0100 4.0 4.0 .040 3.00 0 OVERFLOW 29.0 670. .0100 100.0 100.0 .060 5.00 856 15 15 315 0 0 3 4 CHANNEL .0 5.0 1. 600. .0010 .0100 .0 4.0 .0 4.0 .001 .040 10.00 3.00 0 0 ' OVERFLOW 29.0 600. .0100 100.0 100.0 .060 5.00 315 115 6 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 .480 .0 .690 8.0 .920 220.0 .930 257.4 .940 421.6 115 855 0 5 PIPE OVERFLOW 2.0 15.0 250. 250. .0140 .0140 .0 100.0 .0 100.0 .013 "060 2.00 5.00 0 855 16 16 316 0 0 3 5 PIPE .0 2.0 1. 190. .0010 .0140 .0 .0 .0 .0 .001 .013 10.00 2.00 0 0 OVERFLOW 15.0 190. .0140 100.0 100.0 .013 5.00 316 119 7 RESERVOIR 2 PIPE .0 1. STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0010 .0 .0 .001 .00 0 .000 .0 .300 .0 .500 .0 .790 7.6 .920 29.3 1.050 44.0 ' 1.180 570.5 116 854 0 4 CHANNEL 5.0 390. .0090 2.0 2.0 .040 3.00 0 OVERFLOW 15.0 390. .0090 50.0 50.0 .060 5.00 17 117 0 4 CHANNEL .0 1390. .0060 50.0 .0 .016 .40 0 117 854 0 4 OVERFLOW CHANNEL 18.0 .0 1390. 260. .0060 .0160 60.0 50.0 .0 50.0 .040 .016 5.00 .40 0 ' OVERFLOW 36.0 260. .0160 60.0 60.0 .040 5.00 854 18 18 11A 0 0 3 5 PIPE .0 2.0 1. 720. .0010 .0090 .0 .0 .0 .0 .001 .013 10.00 2.00 0 0 OVERFLOW 15.0 720. .0090 100.0 100.0 .060 5.00 118 853 0 4 CHANNEL OVERFLOW 15.0 47.0 930. 930. .0080 .0080 4.0 100.0 4.0 100.0 .040 .060 4.00 5.00 0 ' 319 853 12 RESERVOIR 2 PIPE .0 1. STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0010 .0 .0 .001 .00 0 .000 .610 .0 2.8 .040 .2 .830 7.6 .090 1.150 .3 8.1 .240 1.460 .4 8.6 .330 1.610 .4 13.5 .390 .4 1.830 27.4 853 20 - 20 220 0 0 3 4 CHANNEL .0 3.0 1. 570. .0010 .0100 .0 3.0 .0 3.0 .001 .040 10.00 4.00 0 0 ' 220 120 120 852 0 0 3 4 OVERFLOW CHANNEL 27.0 .0 3.0 570. 1. 570. .0100 .0010 .0100 100.0 .0 2.0 100.0 .0 2.0 .060 .001 .040 5.00 10.00 3.00 0 0 OVERFLOW 15.0 570. .0100 50.0 50.0 .060 5.00 21 121 121 852 0 0 1 5 CHANNEL PIPE 4.0 1.0 680. 610. .0100 .0100 10.0 .0 10.0 .0 .040 .013 5.00 1.00 0 0 ' OVERFLOW 2.0 610. .0100 100.0 100.0 .060 5.00 852 22 22 851 0 0 3 4 CHANNEL .0 5.0 1. 360. .0010 .0100 .0 2.0 .0 2.0 .001 .040 10.00 3.00 0 0 OVERFLOW 15.0 360. .0100 50.0 50.0 .060 5.00 9 851 0 4 CHANNEL OVERFLOW .0 50.0 2800. 2800. .0120 .0120 50.0 60.0 .0 .0 .016 .040 .50 5.00 0 ' 851 122 122 850 0 0 3 4 CHANNEL .0 5.0 1. 460. .0010 .0040 .0 2.0 .0 2.0 .001 .040 10.00 3.00 0 0 OVERFLOW 17.0 460. .0040 10.0 10.0 .060 8.00 850 23 23 324 0 0 3 4 CHANNEL OVERFLOW .0 5.0 17.0 1. 390. 390. .0010 .0050 .0050 .0 2.0 10.0 .0 2.0 10.0 .001 .040 .060 10.00 3.00 8.00 0 0 ' 324 424 24 RESERVOIR 2 PIPE .0 1. STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0010 .0 .0 .001 .00 0 .000 .0 1.130 40.0 3.130 60.0 7.210 80.0 13.550 100.0 17.800 110.0 19.070 132.0 19.520 153.0 19.870 174.0 20.110 194.0 20.360 214.0 20.560 235.0 20.760 255.0 20.960 275.0 21.160 296.0 21.300 316.0 21.650 367.0 21.950 417.0 424 524 22.250 20 467.0 3 22.490 518.0 22.740 .0 568.0 1. 22.990 .0010 619.0 .0 23.190 .0 669.0 .001 23.390 719.0 10.00 624 1 ' 624 0 524 0 318 0 ' 317 0 714 0 ' 814 0 712 0 713 0 ' 715 0 25 125 125 326 ' 26 326 326 860 ' 860 126 1826 27 27 127 127 328 28 328 29 128 328 126 ' 30 128 128 31 31 0 32 332 332 231 33 333 333 430 430 ' 3 630 2 2311 331 1 13 36 436 ' 536 636 136 37 337 337 530 231 0 331 135 40 436 636 37 136 241 137 337 40 DIVERSION TO GUTTER NUMBER 624 - TOTAL Q VS DIVERTED Q IN CPS - .000 .0 110.000 .0 132.000 20.0 153.000 40.0 174.000 60.0 194.000 80.0 214.000 100.0 235.000 120.0 255.000 140.0 275.000 160.0 296.000 180.0 316.000 200.0 367.000 250.0 417.000 300.0 467.000 350.0 518.000 400.0 568.000 450.0 619.000 500.0 669.000 550.0 719.000 600.0 0 3 .0 1. .0010 .0 .0 .001 - 10.00 0 0 3 .0 1. .0010 .0 .0 .001 10.00 0 8 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 .070 .5 .350 .7 .770 .9 1.230 1.0 1.480 86.0 1.890 561.0 2.310 1401.0 4 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 1.590 6.7 2.280 6.7 3.320 173.0 0 4 CHANNEL .0 690. .0150 50.0 50.0 .016 .40 0 OVERFLOW 36.0 690. .0150 60.0 60.0 .040 5.00 0 4 CHANNEL .0 1455. .0060 50.0 50.0 .016 .40 0 OVERFLOW 36.0 1455. .0060 60.0 60.0 .040 5.00 0 4 CHANNEL .0 500. .0200 50.0 50.0 .016 .40 0 OVERFLOW 36.0 500. .0200 60.0 60.0 .040 5.00 0 4 CHANNEL .0 560. .0080 50.0 50.0 .016 .40 0 OVERFLOW 36.0 560. .0080 60.0 60.0 .040 5.00 0 4 CHANNEL 10.0 730. .0040 10.0 10.0 .016 .50 0 OVERFLOW 20.0 730. .0040 100.0 100.0 .060 5.00 0 4 CHANNEL .0 500. .0210 50.0 50.0 .016 .40 0 OVERFLOW 36.0 500. .0210 60.0 60.0 .040 5.00 0 4 CHANNEL .0 300. .0330 50.0 50.0 .016 .40 0 OVERFLOW 36.0 300. .0330 60.0 60.0 .040 5.00 0 4 CHANNEL .0 700. .0110 50.0 50.0 .016 .40 p - >- OVERFLOW 36.0 700. .0110 60.0 60.0 .040 5.00 14 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 .420 10.0 .870 20.0 1.370 30.0 2.000 40.0 2.670 50.0 3.910 60.0 5.510 70.0 7.870 80.0 11.200 90.0 13.700 151.0 16.580 262.0 20.120 414.0 23.930 604.0 0 3 .0 1. .0010 .0 .0 .001 10.00 0 0 4 CHANNEL 10.0 870. .0140 4.0 4.0 .035 2.00 0 OVERFLOW 26.0 870. .0140 50.0 50.0 .040 5.00 0 4 CHANNEL 10.0 1130. .0090 4.0 4.0 .035 2.00 0 OVERFLOW 26.0 1110. .0090 50.0 50.0 .040 5.00 0 4 CHANNEL 10.0 1250. .0100 4.0 4.0 .035 2.00 0 OVERFLOW 26.0 1250. .0100 50.0 50.0 .040 5.00 - 0 5 PIPE 2.5 1230. .0080 .0 .0 .013 2.50 0 OVERFLOW .0 1230. .0080 100.0 100.0 .060 5.00 0 4 CHANNEL .0 1390. .0130 3.0 3.0 .040 2.00 0 OVERFLOW 12.0 1390. .0130 50.0 50.0 .060 5.00 21 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 2.020 1.0 2.650 3.0 3.500 5.0 4.570 7.0 6.450 9.0 8.650 11.0 12.220 13.0 16.820 15.0 23.050 17.0 25.360 17.6 26.810 27.9 27.780 38.1 28.840 68.4 29.610 118.6 30.580 218.8 31.260 319.0 31.840 419.0 32.320 519.0 32.820 619.0 34.220 969.0 0 4 CHANNEL .0 2420. .0170 50.0 .0 .016 .40 0 OVERFLOW 18.0 2420. .0170 60.0 .0 .040 5.00 0 4 CHANNEL 10.0 990. .0060 5.0 5.0 .060 2.00 0 OVERFLOW 30.0 990. .0060 100.0 100.0 .060 5.00 0 4 CHANNEL 10.0 690. .0060 5.0 5.0 .060 2.00 0 OVERFLOW 30.0 690. .0060 100.0 100.0 .060 5.00 0 4 CHANNEL .0 680. .0200 50.0 50.0 .016 .40 0 OVERFLOW 36.0 680. .0200 60.0 60.0 .040 5.00 13 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 .030 1.0 .130 3.0 .650 5.0 3.110 7.0 3.270 10.0 3.410 20.0 3.510 30.0 3.660 50.0 3.800 70.0 3.990 100.0 4.240 150.0 4.470 200.0 0 4 CHANNEL .0 350. .0230 50.0 50.0 .016 .40 0 OVERFLOW 36.0 350. .0230 60.0 60.0 .040 5.00 7 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW _ .000 .0 2.380 .0 2.890 5.0 3.740 56.0 4.010 115.0 4.230 181.0 4.610 327.0 5 3 .0 1. .0010 .0 .0 .001 10.00 630 DIVERSION TO GUTTER NUMBER 630 - TOTAL Q VS DIVERTED Q IN CPS .000 .0 56.000 .0 115.000 25.0 181.000 61.0 327.000 147.0 0 3 .0 1. .0010 .0 .0 .001 10.00 0 0 3 .0 1. .0010 .0 .0 .001 10.00 0 0 3 .0 1. .0030 .0 .0 .001 10.00 0 6 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 .270 28.0 1.220 143.0 2.920 308.0 5.510 511.0 7.120 624.0 0 4 CHANNEL 10.0 490. .0210 5.0 5.0 .035 4.00 0 OVERFLOW 50.0 490. .0210 100.0 100.0 .040 5.00 0 4 CHANNEL .0 750. .0080 .0 50.0 .016 .40 0 OVERFLOW 18.0 750. .0080 .0 60.0 .040 5.00 5 3 .0 1. .0010 .0 .0 .001 10.00 536 DIVERSION TO GUTTER NUMBER 536 - TOTAL Q VS DIVERTED 0 IN CFS .000 .0 3.000 .9 6.000 1.8 9.000 2.7 1000.000 3.0 0 3 .0 1. .0010 .0 .0 .001 10.00 0 0 3 .0 1. .0010 .0 .0 .001 10.00 0 0 4 CHANNEL .0 1860. .0090 .0 50.0 .016 .70 0 OVERFLOW 35.0 1860. .0090 .0 60.0 .040 5.00 0 2 PIPE 3.0 390. .0050 .0 .0 .013 3.00 0 0 2 PIPE 2.5 310. .0650 .0 .0 .013 2.50 0 6 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 1 1 t 1 1 1 1 .000 .0 .340 1.0 .630 3.0 .870 5.0 1.250 7.0 1.790 9.0 - 721 421 0 4 CHANNEL .0 820. .0070 50.0 .0 .016 .70 0 OVERFLOW 35.0 820. .0070 60.0 .0 .040 5.00 421 621 5 3 .0 1. .0010 .0 .0 .001 10.00 521 DIVERSION TO GUTTER NUMBER 521 - TOTAL Q VS DIVERTED Q IN CPS _ .000 .0 3.000 2.1 6.000 4.1 8.000 5.5 1000.000 5.5 ' 521 0 0 3 .0 1. .0010 .0 .0 .001 10.00 0 621 821 0 3 .0 1. .0010 .0 .0 .001 10.00 0 40 864 0 4 CHANNEL 100.0 410. .0050 5.0 5.0 .035 2.00 0 OVERFLOW 120.0 410. .0050 50.0 50.0 .060 5.00 39 139 0 2 PIPE 2.8 360. .0210 .0 .0 .013 2.00 0 139 864 0 4 CHANNEL 100.0 450. .0090 5.0 5.0 .060 3.00 0 OVERFLOW 130.0 450. .0090 50.0 50.0 .060 5.00 864 140 0 3 .0 1. .0010 .0 .0 .001 10.00 0 140 241 0 4 CHANNEL 100.0 730. .0050 5.0 5.0 .035 2.00 0 OVERFLOW 120.0 730. .0050 100.0 100.0 .060 5.00 241 141 0 3 .0 1. .0010 .0 .0 .001 10.00 0 141 244 0 4 CHANNEL 75.0 910. .0060 5.0 5.0 .035 4.00 0 OVERFLOW 115.0 910. .0060 50.0 50.0 .060 5.00 244 42 0 3 .0 1. .0010 .0 .0 .001 10.00 0 821 722 0 4 CHANNEL .0 580. .0030 50.0 .0 .016 .70 0 OVERFLOW 35.0 580. .0030 60.0 .0 .040 5.00 722 422 0 4 CHANNEL .0 400. .0230 50.0 .0 .016 .70 0 OVERFLOW 35.0 400. .0230 60.0 .0 .040 5.00 422 622 5 3 .0 1. .0010 .0 .0 .001 10.00 522 DIVERSION TO GUTTER NUMBER 522 - TOTAL Q VS DIVERTED Q IN CPS .000 .0 4.000 .9 8.000 1.7 13.000 2.8 1000.000 2.8 522 0 0 3 .0 1. .0010 .0 .0 .001 10.00 0 622 822 0 3 .0 1. ..0010 .0 .0 .001 10.00 - 0- 822 242 0 4 CHANNEL .0 2400. .0120 50.0 50.0 .016 .70 0 OVERFLOW 70.0 2400. .0120 60.0 60.0 .040 5.00 42 242 0 4 CHANNEL 100.0 910. .0050 5.0 5.0 .060 4.00 0 OVERFLOW 140.0 910. .0050 50.0 50.0 .060 5.00 242 142 0 3 .0 1. .0010 .0 .0 .001 10.00 0 142 43 0 4 CHANNEL 10.0 850. .0070 3.0 3.0 .035 4.00 0 • OVERFLOW 34.0 850. .0070 50.0 50.0 .060 7.00 43 0 0 4 CHANNEL 20.0 920. .0050 2.0 2.0 .060 2.00 0 OVERFLOW 28.0 920. .0050 50.0 50.0 .060 6.00 334 434 6 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 .060 7.4 .120 18.2 2.370 20.0 2.620 97.1 2.790 185.8 434 534 4 3 .0 1. .0010 .0 .0 .001 10.00 634 DIVERSION TO GUTTER NUMBER 634 - TOTAL Q VS DIVERTED Q IN CPS .000 .0 20.000 .0 97.100 76.9 185.800 165.5 534 0 0 3 .0 1. .0010 .0 .0 .001 10.00 0 634 0 0 3 .0 1. .0010 .0 .0 .001 10.00 0 733 0 0 4 CHANNEL .0 920. 1.0070 50.0 50.0 .016 .40 0 OVERFLOW 36.0 920. .0070 60.0 60.0 .040 5.00 338 438 16 2 PIPE .1 1000. .0010 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 .270 5.0 .750 10.0 1.370 15.0 2.310 20.0 4.880 23.0 5.240 35.0 5.390 50.0 5.580 80.0 5.740 120.0 5.870 160.0 5.980 200.0 6.090 240.0 6.180 280.0 6.340 360.0 6.490 450.0 438 538 11 3 .1 1. .0010 .0 .0 .001 10.00 638 DIVERSION TO GUTTER NUMBER 638 - TOTAL Q VS DIVERTED Q IN CPS .000 .0 23.000 .0 35.000 12.0 50.000 27.0 80.000 57.0 120.000 97.0 160.000 137.0 200.000 177.0 225.000 202.0 360.000 336.0 450.000 426.0 538 0 0 3 .1 1. .0010 .0 .0 .001 10.00 0 638 138 0 3 .1 1. .0010 .0 .0 .001 10.00 0 138 838 0 4 CHANNEL .0 2100. .0100 50.0 50.0 .016 .40 0 OVERFLOW 40.0 2100. .0100 10.0 10.0 .035 10.00 838 0 0 4 CHANNEL .0 1000. .0100 50.0 50.0 .016 .40 0 OVERFLOW 40.0 1000. .0100 10.0 10.0 .035 10.00 941 0 0 3 .0 1. .0010 .0 .0 .001 10.00 0 45 345 0 1 CHANNEL 5.0 1000. .0130 20.0 2040 .035 5.00 0 345 46 10 '2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 .100 1.2 3.010 1.7 4.800 6.8 5.480 11.9 5.870 21.9 6.210 31.9 6.430 41.9 6.660 51.9 7.220 92.0 46 396 0 1 CHANNEL 30.0 1550. .0210 20.0 20.0 .035 5.00 0 47 0 0 4 CHANNEL .0 1100. .0070 50.0 50.0 .016 .40 0 OVERFLOW 36.0 1100. .0070 60.0 60.0 .040 5.00 48 0 0 4 CHANNEL .0 1700. .0070 50.0 50.0 .016 .40 0 OVERFLOW 36.0 1700. .0070 60.0 60.0 .040 5.00 349 0 5 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 .930 8.4 1.120 24.8 1.180 30.2 1.400 57.0 152 53 0 1 CHANNEL 10.0 2400. .0180 50.0 50.0 .040 5.00 0 53 353 0 1 CHANNEL 5.0 1700. .0130 10.0 10.0 .040 6.00 0 353 153 5 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 12.280 22.0 39.790 33.0 63.670 36.8 69.960 50.0 153 867 0 4 CHANNEL .0 1200. .0130 5.0 5.0 .035 6.00 0 OVERFLOW 60.0 1200. .0130 50.0 50.0 .060 11.00 867 54 0 3 .0 1. .0010 '.0 .0 .001 10.00 0 54 326 0 4 CHANNEL .0 890. .0050 5.0 5.0 .035 6.00 0 OVERFLOW 60.0 890. .0050 50.0 50.0 .060 11.00 55 155 0 4 CHANNEL .0 700. .0150 50.0 50.0 .016 .40 0 OVERFLOW 36.0 700. .0150 60.0 60.0 .040 5.00 155 56 0 4 CHANNEL .0 670. .0170 .0 50.0 .016 .40 0 OVERFLOW 18.0 670. .0170 .0 60.0 .040 5.00 56 356 0 4 CHANNEL .0 550. .0120 50.0 50.0 .016 .40 0 OVERFLOW 36.0 550. .0120 60.0 90.0 .040 5.00 356 0 9 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW I ' .00D .0 .140 2.0 .460 6.0 1.420 10.0 1.540 12.0 1.700 20.0 - 1.760 40.0 1.870 120.0 1.930 180.0 57 0 0 4 CHANNEL .0 400. .0070 50.0 50.0 .016 .40 0 OVERFLOW 36.0 400. .0070 60.0 60.0 .040 5.00 151 38 0 4 CHANNEL .0 1600. .0090 50.0 50.0 .016 - .40 0 ' OVERFLOW 36.0 1600. .0090 60.0 60.0 .040 - 5.00 38 338 0 4 CHANNEL .0 1000. .0090 50.0 50.0 .016 .40 0 OVERFLOW 36.0 1000. .0090 60.0 60.0 .040 5.00 358 158 7 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 .080 5.0 .180 10.0 .280 15.0 .830 20.0 2.190 25.0 6.430 30.0 158 59 0 1 CHANNEL 10.0 900. .0130 40.0 15.0 .035 4.00 0- 59 159 0 1 CHANNEL 10.0 800. .0160 50.0 30.0 .035 4.00 0 159 360 0 4 CHANNEL 10.0 700. .0060 4.0 4.0 .035 4.00 0 OVERFLOW 42.D 700. .0060 50.0 100.0 .060 5.00 ' 360 0 9 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 2.770 3.0 5.060 12.0 8.780 19.0 9.540 30.0 10.100 60.0 10.680 120.0 11.410 300.0 12.060 600.0 362 0 4 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' .000 .0 .280 .0 .420 1.2 .920 6.1 64 364 0 4 CHANNEL .0 570. .0050 50.0 50.0 .016 .40 0 OVERFLOW 36.0 570. .0050 60.0 60.0 .040 5.00 364 0 12 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 .370 .0 .650 2.0 1.000 4.0 1.080 6.0 1.090 8.0 t 1.100 10.0 1.110 20.0 1.140 40.0 1.170 60.0 1.180 80.0 1.200 100.0- - 366 167 6 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 .840 11.3 1.340 11.3 1.400 17.0 1.550 40.9 1.630 117.9 367 167 22 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' .000 .0 .080 .6 .300 .9 .530 1.2 .750 1.4 .980 1.5 1.240 1.7 1.520 1.8 1.810 2.0 2.090 2.1 2.380 2.2 2.670 2.3 2.750 42.3 2.790 82.4 2.820 122.4 2.850 162.4 2.870 202.4 2.890 242.4 2.910 282.4 2.920 322.4 2.940 362.4 2.950 402.4 167 68 0 5 PIPE 2.0 600. .0230 .0 .0 .013 2.00 0 OVERFLOW .0 600. .0230 20.0 20.0 .035 5.00 6B 368 0 4 CHANNEL 5.0 850. .0070 3.0 3.0 .035 2.00 0 OVERFLOW 17.0 850. .0070 100.0 25.0 .060 5.00 36B 370 20 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 1.500 5.0 2.200 10.0 2.780 15.0 3.170 20.0 3.700 25.0 4.530 30.0 5.890 35.0 6.420 40.0 6.630 45.0 6.680 50.0 7.020 60.0 7.160 70.0 7.330 80.0 7.510 100.0 8.010 200.0 8.330 300.0 8.590 400.0 8.830 500.0 9.220 700.0 370 861 18 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW qq .000 .0 3.460 10.0 9.190 12.6 9.440 20.0 9.640 .30.6 9.750 40.0 9.890 50.0 10.030 60.0 10.200 70.0 10.310 80.0 10.420 90.0 10.530 100.0 V� 11.540 200.0 12.360 300.0 13.080 400.0 13.690 500.0 14.290 600.0 15.760 900.0 149 861 0 4 CHANNEL .0 2250. .0130 50.0 50.0 .016 .40 0 OVERFLOW 36.0 2250. .0130 60.0 60.0 .040 5.00 861 171 0 3 .0 1. .0010 .0 .0 .001 10.00 0 171 272 0 4 CHANNEL .0 700. .0060 2.0 2.0 .035 3.00 0 OVERFLOW 18.0 700. .0060 10.0 10.0 .060 7.00 ' 272 172 0 3 .0 1. .0010 .0 .0 .001 10.00 0 172 862 0 4 CHANNEL .0 650. .0080 2.0 2.0 .035 3.00 0 OVERFLOW 18.0 650. .0000 10.0 10.0 .060 6.00 862 73 0 3 .0 1. .0010 .0 .0 .001 10.00 0 73 - 274 0 4 CHANNEL .0 650. .0080 2.0 2.0 .035 3.00 0 OVERFLOW 18.0 650. .0080 10.0 10.0 .060 6.00 ' 74 274 0 4 CHANNEL .0 700. .0080 50.0 50.0 .016 .40 0 OVERFLOW 36.0 700. .00BO 60.0 60.0 .040 5.00 274 276 0 3 .0 1. .0010 .0 .0 .001 10.00 0 75 276 0 4 CHANNEL .0 1100. .0070 50.0 50.0 .016 .40 0 OVERFLOW 36.0 1100. .0070 60.0 60.0 .040 5.00 76 276 0 4 CHANNEL .0 2000. .00BO 50.0 50.0 .016 .40 " 0 ' OVERFLOW 36.0 2000. .0080 60.0 60.0 .040 5.00 276 276 0 3 .0 1. .0010 .0 .0 .001 10.00 0 176 863 0 4 CHANNEL 2.0 1040. .0080 10.0 40.0 .035 4.00 0 OVERFLOW 202.0 1040. .0080 50.0 100.0 .060 5.00 77 78 0 5 PIPE 2.0 610. .0020 .0 .0 .013 2.00 0 OVERFLOW 36.0 610. .0020 60.0 60.0 .016 5.00 ' 863 78 0 3 .0 1. .0010 .0 .0 .001 10.00 0 78 378 0 4 CHANNEL 2.0 800. .0080 30.0 15.0 .035 4.00 0 OVERFLOW 182.0 800. .0080 100.0 100.0 .060 5.00 378 0 11 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 5.110 .0 6.990 7.1 9.070 14.7 10.970 21.3 13.830 58.6 ' 16.490 126.5 19.490 177.5 21.400 388.7 24.460 709.6 25.980 850.8 79 0 0 4 CHANNEL .0 1130. .0060 .0 50.0 .016 .50 0 OVERFLOW 25.0 1130. .0060 .0 60.0 .040 5.00 80 0 0 4 CHANNEL .0 650. .0040 50.0 50.0 .016 .40 0 OVERFLOW 36.0 650. .0040 60.0 60.0 .040 5.00 719 0 0 1 CHANNEL 15.0 580. .0070 35.0 35.0 .060 5.00 0 ' 720 0 0 4 CHANNEL .0 450. .0050 50.0 50.0 .016 .40 0 OVERFLOW 36.0 450. .0050 60.0 60.0 .040 5.00 716 719 0 4 CHANNEL .0 850. .0080 50.0 50.0 .016 .40 0 OVERFLOW 36.0 850. .0080 60.0 60.0 .040 5.00 717. 719 0 4 CHANNEL .0 710. .0100 50.0 50.0 .016 .40 0 OVERFLOW 36.0 710. .0100 60.0 60.0 .040 5.00 ' 718 719 0 4 CHANNEL .0 1590. .0040 50.0 50.0 .016 .40 0 J 81 ' 195 95 93 ' 87 187 89 ' 184 9 99 ' 397 399 ' 82 83 183 88 84 184 85 86 ' 390 190 ' 290 18B 92 191 396 496 497 498 408 508 '924 401 401 ' 402 403 1 404 405 406 OVERFLOW 36.0 1590. .0040 60.0 60.0 .040 5.00 - 181 0 4 CHANNEL .0 750. .1070 10.0 10.0 .040 5.00 0 OVERFLOW 100.0 750. .1070 100.0 100.0 .060 10.00 95 0 4 CHANNEL .0 2090. .0270 10.0 10.0 .040 5.00 0 OVERFLOW 100.0 2090. .0270 100.0 100.0 .060 - 10.00 0 0 4 CHANNEL 5.0 1860. .0270 5.0 5.0 .040 5.00 0 OVERFLOW 50.0 1860. .0270 100.0 100.0 .060 10.00 397 0 4 CHANNEL .0 400. .0150 50.0 50.0 .016 .40 0 OVERFLOW 36.0 400. .0150 60.0 60.0 .040 5.00 187 0 4 CHANNEL .0 660. .0260 50.0 .0 .016 .40 0 OVERFLOW 18.0 660. .0260 60.0 .0 .040 5.00 397 0 4 CHANNEL .0 1020. .0160 50.0 .0 .016 .40 0 OVERFLOW 18.0 1020. .0160 60.0 .0 .040 5.00 - 189 0 4 CHANNEL .0 1170. .0380 50.0 50.0 .016 .40 0 OVERFLOW 36.0 1170. .0380 60.0 60.0 .040 5.00 94 0 4 CHANNEL .0 610. .0220 50.0 50.0 .016 .40 0 OVERFLOW 36.0 610. .0220 60.0 60.0 .040 5.00 397 0 4 CHANNEL .0 500. .0220 50.0 50.0 .016 .40 0 OVERFLOW 36.0 500. .0220 60.0 60.0 .040 5.00 399 0 4 CHANNEL .0 420. .0360 50.0 50.0 .016 .40 0 OVERFLOW 36.0 420. .0360 60.0 60.0 .040 10.00 68 14 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 1.080 1.5 2.150 3.0 2.420 3.3 2.690 3.5 2.970 3.6 4.110 3.8 5.530 4.1 6.950 4.5 7.520 4.7 8.370 4.9 11.380 5.2 14.390 5.5 16.270 ,5.7 0 3 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 .900 1.3 1.200 41.3 83 0 4 CHANNEL 10.0 600. .1100 10.0 10.0 .040 5.00 0 OVERFLOW 110.0 600. .1100 100.0 100.0 - .060 5.00 183 0 1 CHANNEL 10.0 800. .0210 10.0 10.0 .040 5.00 0 BB 0 1 CHANNEL 20.0 700. .0180 6.0 6.0 .040 5.00 0 290 0 1 CHANNEL 30.0 1350. .0160 4.0 4.0 .040 10.00 0 1B4 0 1 CHANNEL 10.0 960. .1170 10.0 10.0 .040 10.00 0 85 0 1 CHANNEL 10.0 720. .0370 10.0 10.0 .040 10.00 0 390 0 1 CHANNEL 10.0 910. .0370 10.0 10.0 .040 10.00 0 390 0 4 CHANNEL .0 900. .0300 .0 50.0 .016 .40 0 OVERFLOW 18.0 900. .0300 .0 60.0 .040 5.00 190 14 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 .140 11.6 .280 32.7 .720 60.1 1.160 92.5 1.640 107.3 2.110 121.5 3.110 135.8 4.220 151.8 4.690 173.6 5.250 214.9 5.700 257.3 6.110 300.0 6.640 363.2 290 0 2 PIPE 5.3 180. .0140 .0 .0 .013 5.25 0 18B 0 3 .0 1. .0010 .0 .0 .001 10.00 0 396 0 5 PIPE 5.0 610. .0140 .0 .0 .013 5.00 0 OVERFLOW .0 610. .0140 50.0 .0 .016 7.00 396 0 4 CHANNEL .0 700. .0370 50.0 50.0 .016 .40 0 OVERFLOW 36.0 700. .0370 60.0 60.0 .040 5.00 396 0 5 PIPE 3.0 370. .0050 .0 .0 .013 3.00 0 - OVERFLOW .0 370. .0050 4.0 4.0 .035 5.00 496 12 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE -PELT VS SPILLWAY OUTFLOW .000 .0 .520 8.6 3.870 9.7 7.810 10.7 12.200 11.7 16.810 12.6 22.060 13.4 28.030 14.2 31.280 14.6 34.540 33.3 41.500 111.2 43.600 560.2 497 5 3 .0 1. .0010 .0 .0 .001 10.00 498 DIVERSION TO GUTTER NUMBER 498 - TOTAL O VS DIVERTED O IN CPS .000 .0 14.600 .0 33.300 18.4 111.000 95.5 560.000 544.0 68 0 3 .0 1. .0010 .0 .0 .001 10.00 0 0 0 3 .0 1. .0010 .0 .0 .001 10.00 0 508 0 3 .0 1. .0010 .0 .0 .001 10.00 0 0 0 1 CHANNEL 10.0 4900. .0005 4.0 4.0 .040 10.00 0 0 0 3 .0 1. .0010 .0 .0 .001 10.00 0 313 18 3 .0 1. .0010 .0 .0 .001 10.00 -1 TIME IN HRS VS INFLOW IN CPS .000 .0 .483 .0 .633 91.5 .700 104.1 .783 106.7 .850 105.6 1.250 79.8 1.800 59.9 2.050 54.2 2.283 43.8 2.667 37.2 3.133 33.6 4.083 30.1 5.71.7 28.9 7.900 28.6 9.567 21.3 11.000 16.9 12.000 14.6 68 18 3 .0 1. .0010 .0 .0 .001 10.00 - -1 TIME IN HRS VS INFLOW IN CPS .000 .0 .600 .0 .783 143.4 .850 162.0 1.267 101.1 1.317 96.3 1.450 97.7 1.600 208.4 1.633 216.4 1.667 218.4 2.050 137.6 2.217 80.3 2.383 45.9 2.667 22.6 3.017 7.4 3.333 .6 3.483 .0 12.000 .0 370 20 3 .0 1. .0010 .0 .0 .001 10.00 -1 TIME IN HRS VS INFLOW IN CPS .000 .0 .500 .0 .550 2.7 .733 142.6 .767 146.9 .833 138.9 1.033 87.9 1.200 69.4 1.267 68.2 1.467 68.6 1.600 76.6 1.667 77.8 2.033 70.1 2.517 43.1 3.183 29.9 4.067 10.1 4.500 4.6 5.033 1.5 - 6.633 .0 12.000 .0 149 20 3 .0 1. .0010 .0 .0 .001 10.00 -1 TIME IN FIRS VS INFLOW IN CPS .000 .0 .467 .0 .517 10.8 .667 141.9 .700 157.7 .750 166.3 .817 157.3 1.083 91.0 1.250 73.6 1.533 63.7 1.683 63.0 2.050 57.1 2.417 40.6 2.600 36.1 3.800 24.1 4.933 10.0 5.650 5.1 6.467 1.8 8.383 .0 12.000 .0 860 20 3 .0 1. .0010 .0 .0 .001 10.00 -1 TIME IN MRS VS INFLOW IN CPS .000 .0 .483 .0 .517 6.1 .650 69.6 .750 139.6 .783 145.6 .833 140.7 1.017 102.3 1.333 79.7 1.550 72.9 2.067 65.3 2.633 49.8 2.833 46.0 3.250 41.3 4.167 34.8 5.367 25.1 6.917 17.1 7.933 13.3 8.883 11.9 12.000 9.6 151 16 3 .0 1. .0010 .0 .0 .001 10.00 -1 TIME IN FIRS VS INFLOW IN CPS .000 .0 .683 .0 .733 34.9 .800 251.6 .833 272.0 .883 256.3 ' 1.083 142.8 1.250 89.5 1.433 60.0 1.583 45.8 1.911 23.1 2.050 16.3 - 2.133 10.2 2.217 4.0 2.417 .0 12.000 .0 407 0 15 3 .0 1. .0010 .0 .0 .001 10.00 -1 TIME IN MRS VS INFLOW IN CPS .000 .0 .633 .0 .783 101.7 .833 108.1 1.083 83.2 . 1.250 74.1 1.550 65.2 2.067 53.7 2.683 23.1 2.933 15.8 3.350 8.4 f 3.667 5.6 4.133 1.7 5.483 .0 12.000 .0 410 428 18 3 .0 1. .0010 .0 .0 .001 10.00 -1 TIME IN MRS VS INFLOW IN CPS .000 .0 .467 .0 .517 3.3 .650 59.7 .683 64.7 .767 68.2 ' .783 68.1 1.367 51.9 2.000 40.2 2.717 25.7 3.250 20.3 3.800 17.2 4.817 14.5 6.167 12.9 8.550 12.0 8.717 2.4 8.817 .0 12.000 .0 411 945 20 3 .0 1. .0010 .0 .0 .001 20.00 -1 TIME IN MRS VS INFLOW IN CPS .000 .0 .283 .0 .633 86.1 .683 92.7 .767 97.5 .850 98.8 .883 98.8 2.383 85.8 3.033 81.1 3.733 79.5 5.000 77.6 6.900 76.6 ' 8.617 76.3 8.833 71.6 8.983 62.1 9.433 18.4 9.750 7.1 10.100 2.6 10.783 .6 12.000 .1 412 713 11 3 .0 1. .0010 .0 .0 .001 10.00 -1 TIME IN HRS VS INFLOW IN CPS .000 .0 .950 .0 1.000 4.1 1.100 35.7 1.133 38.7 1.150 3B.4 1.350 13.3 1.483 4.9 1.600 1.4 1.717 .0 12.000 .0 ' 413 814 12 3 .0 1. .0010 .0 .0 .001 10.00 -1 TIME IN MRS VS INFLOW IN CPS .000 .0 .950 .0 .967 .6 1.067 148.6 1.100 159.6 1.133 192.0 1.167 158.3 1.200 150.0 1.467 48.0 1.633 6.5 1.717 .0 12.000 .0 414 318 15 3 .0 1. .0010 .0 .0 .001 10.00 -1 TIME IN HRS VS INFLOW IN CPS ' .000 .0 .683 .0 .817 3.8 .850 4.0 .933 8.9 1.050 39.3- 1.067 39.8 1.233 28.3 1.350 23.9 1.617 16.0 1.833 8.5 2.083 3.7 2.317 1.3 2.733 .0 12.000 .0 415 716 18 3 .0 1. .0010 .0 .0 .001 10.00 -1 TIME IN MRS VS INFLOW IN CPS .000 .0 .633 .0 .817 70.8 1.050 359.2 1.100 372.6 1.333 399.8 ' 1.383 400.3 1.467 396.3 1.617 367.3 1.883 297.9 2.083 273.8 2.367 204.9 2.867 62.4 3.100 24.1 3.283 9.2 3.583 1.8 3.933 .0 12.000 .0 416 717 20 3 .0 1. .0010 .0 .0 .001 10.00 -1 TIME IN MRS VS INFLOW IN CPS .000 .0 .600 .0 .617 1.3 .700 89.6 .800 140.6 .833 149.9 1.067 263.0 1.100 269.1 1.133 270.1 1.367 261.7 1.617 227.4 1.817 192.7 ' 2.033 174.4 2.400 122.9 3.283 42.2 3.667 23.9 4.200 6.9 4.483 1.3 4.700 .0 12.000 .0 417 718 19 3 .0 1. .0010 .0 .0 .001 10.00 -1 TIME IN HRS VS INFLOW IN CPS .000 .0 .617 .0 .767 85.2 .900 116.7 .967 124.5 1.083 132.9 1.150 134.0 1.333 132.5 1.533 133.3 1.583 133.0 1.933 123.3 2.067 120.6 ' 2.383 106.4 2.850 B0.9 3.367 50.5 3.667 39.6 4.917 2.9 5.200 .0 12.000 .0 418 231 20 3 .0 1. .0010 .0 .0 .001 10.00 -1 TIME IN MRS VS INFLOW IN CPS .000 .0 .617 .0 .783 184.0 .833 196.5 .867 199.0 .950 192.3 1.067 163.9 1.217 128.1 2.250 126.0 1.367 144.1 1.633 228.5 1.683 230.9 1.783 226.3 2.200 199.0 2.683 89.3 2.983 61.9 3.617 33.3 5.117 3.2 5.700 .0 12.000 .0 419 332 20 3 .0 1. .0010 .0 .0 .001 10.00 -1 TIME IN MRS VS INFLOW IN CPS .000 .0 .567 .0 .600 .7 .700 63.1 .817 83.6 .850 83.9 1.017 79.9 1.283 70.3 1.633 84.4 1.683 85.0 1.800 84.2 2.033 80.3 ' 2.883 54.7 3.350 46.1 4.783 30.0 5.267 21.5 5.750 9.6 6.300 1.7 8.200 .0 12.000 .0 420 924 16 3 .0 1. .0010 .0 .0 .001 10.00 -1 TIME IN HAS VS INFLOW IN CPS .000 .0 .600 .0 .733 16.6 .783 18.6 .900 15.4 .950 12.7 1.267 7.3 1.350 7.0 1.467 7.6 1.683 9.1 2.000 7.5 2.433 3.9 ' 2.850 2.1 3.300 1.5 6.833 .0 12.000 .0 425 941 20 '3 .0 1. .0010 .0 .0 .001 10.00 -1 TIME IN HRS VS INFLOW IN CPS .000 .0 .567 .0 .633 3.4 .700 35.8 .750 44.5 .767 45.1 .800 44.2 .983 31.1 1.300 20.0 1.450 20.1 1.567 20.4 1.867 18.4 2.067 15.4 2.383 9.4 2.767 5.1 3.133 3.3 3.517 2.5 5.300 "1.5 ' 8.000 .0 12.000 .0 426 0 17 3 .0 1. .0010 .0 .0 .001 10.00 -1 TIME IN HRS VS INFLOW IN CPS .000 .0 .567 .0 .617 3.5 .733 193.6 .750 199.0 .783 192.1 .933 125.7 1.O63 101.9 1.367 84.5 2.367 35.3 2.783 25.9 3.317 20.2 4.067 16.5 5.250 11.2 6.267 3.8 7.650 .0 12.000 .0 ' 427 0 14 3 .0 1. .0010 .0 .0 .001 10.00 -1 TIME IN MRS VS INFLOW IN CPS .000 .0 .567 .0 .617 66.8 .667 92.3 .717 194.7 .867 132.4 .917 126.2 1.167 139.1 1.183 iO4.3 1.233 103.3 1.450 41.3 1.567 11.6 1.650 .0 12.000 .0 429 0 20 3 .0 1. .0010 .0 .0 .001 10.00 -1 TIME IN MRS VS INFLOW IN CPS .000 .0 .383 .0 .433 16.8 .500 68.5 .617 377.7 .650 387.9 .683 382.E .800 392.4 .950 385.7 1.233 384.4 1.617 348.6 2.050 271.1 2.367 202.7 2.667 167.5 2.917 148.3 3.250 138.7 6.217 122.6 7.033 115.4 9.383 81.7 .12.000 65.6 441 0 20 3 .0 1. .0010 .0 .0 .001 10.00 -1 TIME IN MRS VS INFLOW IN CPS .000 .0 .333 .0 .467 15.2 .617 77.6 .933 79.6 1.417 66.7 2.400 130.3 2.700 139.0 3.167 143.1 3.517 141.5 4.300 132.9 4.967 119.0 5.300 101.4 5.900 84.5 6.900 72.1 7.083 48.2 8.033 20.4 9.833 1.6 10.350 .0 12.000 .0 442 0 20 3 .0 1. '0010 .0 .0 .001 10.00 -1 ' TIME IN HRS VS INFLOW IN CPS .000 .0 .567 .0 .750 14.1 .950 8.8 1.067 12.3 1.300 40.6 1.550 32.6 1.700 30.8 1.800 31.5 2.067 37.0 2.500 41.3 2.683 42.2 4.933 29.2 5.483 22.6 6.100 18.9 7.033 16.3 8.333 11.0 11.017 .5 11.567 .0 12.000 .0 443 0 11 3 .0 1. .0010 .0 .0 .001 - 10.00 -1 TIME IN MRS VS INFLOW IN CPS - .000 .0 1.067 .0 1.117 1.2 1.250 19.8 1.283 20.5 1.383 15.4 1.533 4.2 1.600 1.4 1.733 .1 1.B17 .0 12.000 .0 444 0 20 3 .0 1. .0010 .0 .0 .001 10.00 -1 TIME IN MRS VS INFLOW IN CPS .000 .0 .550 .0 .683 232.5 .750 258.0 .983 298.5 1.183 425.9 1.250 444.0 1.317 447.4 1.550 424.3 1.783 382.0 2.100 344.2 2.150 345.0 2.817 276.0 2.983 249.3 3.783 157.3 4.350 119.4 5.383 75.4 6.017 61.4 10.467 .0 12.000 .0 445 0 15 3 .0 1. .0010 .0 .0 .001 10.00 -1 TIME IN HRS VS INFLOW IN CPS .000 .0 .633 .0 .767 76.7 .900 136.1 1.017 249.6 1.200 454.9 2.283 483.3 1.350 488.2 1.433 483.1 2.083 298.1 2.500 167.5 2.783 94.0 3.233 10.5 3.367 .0 12.000 .0 446 0 20 3 .0 1. .0010 .0 .0 .001 10.00 -1 TIME IN NEE VS INFLOW IN CPS .000 .0 .617 .0 .633 .8 .733 25.3 .783 27.5 .867 27.0 .983 29.6 1.217 49.4 1.283 51.3 1.333 51.6 1.383 51.3 1.517 49.5 1.750 42.1 1.917 33.0 2.200 25.9 2.933 6.6 3.167 3.2 3.450 .6 3.617 .0 12.000 .0 450 241 17 3 .0 1. .0010 .0 .0 .001 10.00 -1 TIME IN MRS VS INFLOW IN CPS .000 .0 .667 .0 .867 13.4 1.033 43.0 1.100 47.5 1.167 49.6 1.233 50.4 1.300 49.5 2.200 25.3 2.583 18.7 3.733 5.4 4.100 2.9- 4.517 1.5 5.067 .7 5.883 .2 7.100 .0 12.000 .0 451 40 16 3 .0 1. .0010 .0 .0 .001 10.00 -1 TIME IN HER VS INFLOW IN CPS .000 .0 .817 .0 .850 4.4 1.033 63.6 1.117 70.8 1.200 72.3 1.283 71.5 1.850 56.4 2.567 31.6 2.933 23.6 3.600 15.2 4.367 8.2 5.117 3.8 6.150 .7 7.433 .0 12.000 .0 452 0 17 3 .0 1. .0010 .0 .0 .001 10.00 -1 TIME IN HRS VS INFLOW IN CPS .000 .0 .700 .0 .900 269.0 1.017 341.5 1.067 356.2 1.167 368.5 1.300 340.2 1.667 240.9 1.750 229.8 2.567 187.5 3.000 174.3 3.667 163.3 6.733 130.0 8.150 121.6 1a.550 112.6 11.150 107.6 22.000 92.1 TOTAL NUMBER OF GUTTERS/PIPES, 254 CANAL IMPORTATION BASIN MP HYDROLOGY (POST-1999 RAIN) FILE: CI100EX.DAT & .OUT 100-YEAR EX COND W/ EX FACILITIES JUNE 2004 ANDERSON CONSULTING ENGINEERS ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES GUTTER TRIBUTARY GUTTER/PIPE 1 0 0 0 0 0 0 0 0 0 0 2 101 0 0 0 0 0 0 0 0 0 3 102 0 0 0 0 0 0 0 0 0 4 0 0 0 0 0 0 0 0 0 0 5 0 0 0 0 0 a 0 0 0 0 8 0 0 0 0 0 0 0 0 0 0 9 0 0 0 0 0 0 0 0 0 0 10 0 0 0 0 0 0 0 0 0 0 15 856 0 0 0 0 0 0 0 0 0 16 855 0 0 0 0 0 0 0 0 0 17 0 0 0 0 0 0 0 0 0 0 LB 854 0 0 0 0 0 0 0 0 0 20 853 0 0 0 0 0 0 0 0 0 21 0 0 0 0 0 0 0 a 0 0 22 852 0 0 0 0 0 0 0 0 0 23 850 0 0 0 0 0 0 0 0 0 25 a 0 0 0 0 0 0 0 0 0 26 0 0 0 0 0 0 0 0 0 0 27 126 0 0 0 0 0 0 0 0 0 28 0 0 0 0 0 0 0 0 0 0 29 0 0 0 0 0 0 0 0 0 0 30 0 0 0 0 0 0 0 0 0 0 31 128 0 0 0 0 0 0 0 0 0 32 0 0 0 0 0 0 0 0 0 0 33 0 0 0 0 0 a 0 0 0 0 36 0 0 0 0 0 0 0 0 0 0 37 536 0 0 0 0 0 0 0 0 0 38 151 0 0 0 0 0 0 0 0 0 39 0 0 0 0 0 0 0 0 0 0 40 135 337 451 0 0 0 0 0 0 0 42 244 0 0 0 0 0 0 0 0 0 43 142 0 0 0 0 0 0 0 0 0 45 0 0 0 0 0 0 0 0 0 0 46 345 0 0 0 0 0 0 0 0 0 47 0 0 0 0 0 0 0 0 0 0 48 0 0 0 0 0 0 0 0 0 0 53 152 0 0 0 0 0 0 0 0 0 54 867 0 0 0 0 0 0 0 0 0 TRIBUTARY SUBAREA D.A.(AC) 1 0 0 0 0 0 0 0 0 0 7.8 2 0 0 0 0 0 0 0 0 0 38.4 3 0 0 0 0 0 0 0 0 0 79.1 4 0 0 0 0 0 0 0 0 0 22.5 5 0 0 0 0 0 0 0 0 0 21.3 8 0 0 0 0 0 0 0 0 0 12.9 9 0 0 0 0 0 0 0 0 0 9.6 10 0 0 0 0 0 0 0 0 0 64.4 0 0 0 0 0 0 0 0 0 0 120.7 0 0 0 0 0 0 0 0 0 0 134.6 17 0 0 0 0 0 0 0 0 0 25.9 0 0 0 0 0 0 0 0 0 0 211.5 0 0 0 0 0 0 0 0 0 "0 261.5 21 0 0 0 0 0 0 0 0 0 22.2 0 0 0 0 0 0 0 0 0 0 311.4 0 0 0 0 0 0 0 0 0 0 343.4 25 0 0 0 0 0 0 0 0 0 14.0 26 0 0 0 0 0 0 0 0 0 22.3 27 0 0 0 0 0 0 0 0 0 458.5 28 0 0 0 0 0 0 0 0 0 54.0 29 0 0 0 0 0 0 0 0 0 52.7 30 0 0 0 0 0 0 0 0 0 26.0 31 0 0 0 0 0 0 0 0 0 629.4 32 0 0 0 0 0 0 0 0 0 30.0 33 0 0 0 0 0 0 0 0 0 9.4 36 0 0 0 0 0 0 0 0 0 7.2 37 0 0 0 0 0 0 0 0 0 3.0 138 0 0 0 0 0 0 0 0 0 74.6 39 0 0 0 0 0 0 0 0 0 7.2 40 0 0 0 0 0 0 0 0 0 60.4 0 0 0 0 0 0 0 0 0 0 134.3 43 0 0 0 0 0 0 0 0 0 169.9 45 0 0 0 0 0 0 0 0 0 50.8 46 0 0 0 0 0 0 0 0 0 135.9 47 0 0 0 0 0 0 0 0 0 33.5 48 0 0 0 0 0 0 0 0 0 50.3 53 0 0 0 0 0 0 0 0 0 291.4 0 0 0 0 0 0 0 0 0 0 325.4 9'6 L'L 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6T 9TT 0 0 0 0 0 0 0 0 0 0 6TE , E'IT 0 0 0 0 0 0 0 0 0 LTT 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 VIV 0 OTC LTC 9'SET O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9T 9TE L'OZT 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ST STE b'06 0 0 0 0 0 0 0 0 ET IT 0 0 0 0 0 0 0 0 IOb OTT ETE 0, SEE 0 0 0 0 0 0 0 0 0 ITT 0 0 O 0 0 0 0 0 60L TTL TIE t b'b9 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 OT OTC 8'8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 SOT SEE 0'09T 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6S8 60E O'VST 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 06T 88 06Z Z'L49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9L SL 9LE 9LZ 8,985 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6L EL 6LZ ' T'655 0 0 0 0 0 0 0 0 0 ZL 0 0 0 0 0 0 0 0 0 TLT ZLZ E'6£T 0 0 0 0 0 0 0 0 0 Z6 0 0 0 0 0 0 0 0 0 TVI 64E E'EVT 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Zb US EVE L'69 0 0 0 0 0 0 0 0 0 TV 0 0 0 0 0 0 0 OSb OOT 9£T EVE I"6E 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 STb OES ZEE TEE S'T9Z 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 OZ OZZ ' 6'SET 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 VVE S b COT SOZ S'ZT 0 0 0 0 0 0 0 0 0 16 0 0 0 0 0 0 0 0 0 0 16T S' L6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 06C 06T 6' LT 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 68 681 O' bST 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 06E 88T S' S 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 LB LOT ' _ 8'6S 0,. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 40 481 0'EE 0 0 0 0 0 0 0 0 0 0 - 0 0 0 0 0 0 0 0 0 EB EST b'OT 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TB EST Z'LT9 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9LZ 9LT T'6SS 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ZLZ ZLT ' £'BES 0 0 0 0 0 0 0 0 0 TL 0 0 0 0 0 0 0 0 0 198 TLT 0'OE 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 L9E 99E L9T 8'69 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6S 6ST b' VT 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 SSE 8ST 6'OT 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 SS SST 4'T6Z 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ESE EST ' 9'SET 0 0 0 0 0 0 0 0 0 ZS 0 0 0 0 0 0 0 0 0 0 EST 0' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 90b TST 0' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 60C "I 8'8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 80£ Ott C'EVE 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 EVE ZK L'60 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TbZ TVT 9'L9 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 498 OVT ' E'L 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6E SET 0' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 SE9 SET 0'E 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 LE LET Z'L 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9E9 9ET b'9b 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TEE SET E'T6S 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 OE 8ZE 6Z SZT ' S'OS> 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 LZ LET L'T9E 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 098 9ZT 0, TIT 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 SZ SET 0' TEE 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TSB ZZT . E'EZ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TZ TEE S'T9Z 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 OEZ OZT ' S' TIE 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 BE OTT 6'SZ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 LT LIT 9'4ET 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9TE OTT L'OET 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ST£ SIT 11'06 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ETC ITT 11,119 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 OTE OTT ' 8'B 0 0 0 0 0 0 0 0 0 got 0 0 0 0 0 0 0 0 0 0 SOT L'4>I 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 B9T WET SOT 6'SET 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 SEE >OT 1'6L 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 E COT b'BE 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Z ZOE L 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T TOT ' O'ET 0 0 0 0 0 0 0 0 0 66 0 0 0 0 0 0 0 0 0 0 66 6'E6 0 0 0 0 0 0 0 0 0 56 0 0 0 0 0 0 0 0 0 TOT 56 6'SZ 0 0 0 0 0 0 0 0 0 b6 0 0 0 0 0 0 0 0 0 68T b6 9'L 0 0 0 0 0 0 0 0 0 E6 0 0 0 0 0 0 0 0 0 0 E6 6'LT 0 0 0 0 0 0 0 0 0 Z6 0 0 0 0 0 0 0 0 0 0 Z6 6'LT 0 0 0 0 0 0 0 0 0 68 0 0 0 0 0 0 0 0 0 0 68 ' S'9S 0 0 0 0 0 0 0 0 0 BB 0 0 0 0 0 0 0 0 0 EST Be S'S 0 0 0 0 0 0 0 0 0 LB 0 0 0 0 0 0 0 0 0 0 L8 9'ST 0 0 0 0 0 0 0 0 0 98 0 0 0 0 0 0 0 0 0 0 98 6'SL 0 0 0 0 0 0 0 0 0 SB 0 0 0 0 0 0 0 0 0 69T SB 8'65 0 0 0 0 0 0 0 0 0 48 0 0 0 0 0 0 0 0 0 0 b8 0'EE 0 0 0 0 0 0 0 0 O £8 0 0 0 0 0 0 0 0 0 ZB EB ' Z'ET 0 0 0 0 0 0 0 0 0 EB 0 0 0 0 0 0 0 0 0 0 ZB b'OT 0 0 0 0 0 0 0 0 0 IS 0 0 0 0 0 0 0 0 0 0 IO L'EC 0 0 0 0 0 0 0 0 0 08 0 0 0 0 0 0 0 0 0 0 08 I'TE 0 0 0 0 0 0 0 0 0 6L 0 0 0 0 0 0 0 0 0 0 6L v6OL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C99 LL 8L ' 6'OC 0 0 0 0 0 0 0 0 0 LL 0 0 0 0 0 0 0 0 0 0 LL Z'LZ 0 0 0 0 0 0 0 0 0 9L 0 0 0 0 0 0 0 0 0 0 9L Z'EE 0 0 0 0 0 0 0 0 0 SL 0 0 0 0 0 0 O 0 0 0 SL 0' 6T 0 0 0 0 0 0 0 0 0 9L 0 0 0 0 0 0 0 0 0 0 6L S'ZLS 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Z99 £L 6'E46 0 0 0- 0 0 0 0 0 0 89 0 0 0 0 0 0 ZOV L61 L6E L91 89 t T' ET 0 0 0 '" 0 0 0 0 0 0 49 0 0 0 0 0 0 0 0 0 0 69 S'69 0 0 0 0 0 0 0 0 0 65 0 0 0 0 0 0 0 0 0 SSE 6S b'TT 0 0 0 0 0 0 0 0 0 LS 0 0 0 0 0 0 0 0 0 0 LS T'I,Z 0 0 0 0 0 0 0 0 0 9S 0 0 0 0 0 0 0 0 0 SST 9S 6'01 0 0 0 0 0 0 0 0 0 SS 0 0 0 0 0 0 0 0 0 0 SS ' 1 Z'SY 0 0 0 0 0 0 0 0 0 61T 0 0 0 0 0 0 0 8TL LTL 9TL 6TL 0' 0 0 a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 LIY 8TL 0' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9TY LTL 0' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 STY 91L T'OZ 0 0 0 0 0 0 0 0 0 STT 0 0 0 0 0 0 0 0 0 0 STL T'VT 0 0 0 0 0 0 0 0 0 YTT 0 0 0 0 0 0 0 0 0 0 YIL 9'IT 0 0 0 0 0 0 0 0 0 ITT 0 0 0 0 0 0 0 0 0 ZTY ESL I' TT 0 0 0 0 0 0 0 0 0 UT 0 0 0 0 0 0 0 0 0 0 ZTL O'ST 0 0 0 0 0 0 0 0 0 60T 0 0 0 0 0 0 0 0 0 0 ITL 0' 89T 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 SY6 60L 0' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 SE9 Z'L 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9EY 9£9 0' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 YE9 0' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 OE9 0' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 YZ9 I'S 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ZZY ZZ9 S'E 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TZY TZ9 9'YL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8EY BES 0' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9E5 VIE 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 YEY YES Y'6 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 OEY OES S'YSE 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 YZY YZS 0' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ZZS 0' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TZS L'L 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 BOY SOS 0' 0_ 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 961, E'OEE 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 96Y L611 E'OEE 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 96E 96Y 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ZSY 0' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TSY 0' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 OSY 0' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9YY 0' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 SYY 0' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 YYY 0' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ebb 0' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ZYY 0' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TYY 9'YL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 BEE BEY Z'L 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9E 9EY T'TE 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 VIE Y£Y Y'6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 EEE Oct 0' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6ZY 0' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 OTY BZY 0' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 LZY 0' 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 9ZY 0' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 SZY 9'"1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 WEE YZY 0' 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ZZL ZZY S'E 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TEL TZb 0' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 OZY 0' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6tY 0' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 BTY 0' 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Lit 0' 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9" 0' 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 SSY 0' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 till 0' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ETV 0' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ZTY 0' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TIY 0' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 OTY L' L 0 0 0 0 0 0 0 0 0 99 0 0 0 0 0 0 0 0 0 0 SOY 0' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 LOW 0' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 90V 0' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 SOY 0' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 YOY 0' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 EOY -. :.>0: - 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ZOY 0' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOY 0'ZT 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 66 66E 6'09 0 0 0 0 0 0 0 0 86 L6 0 0 0 0 0 0 0 Y6 LBI E6 L6E E'OEE 0 0 0 0 0 0 0 0 0 96 0 0 0 0 0 0 EST Z6 BST 9Y 96E S'L6 0 0 0 0 0 0 0 0 0 06 0 0 0 0 0 0 0 0 98 SO 06E Y'60L 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 BL BLE Z'L6Y 0 0 0 0 O 0 0 0 OL 69 0 0 0 0 0 0 0 0 EOY 99E OLE 6'EYY 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 89 89E T'S 0 0 0 0 0 0 0 0 0 L9 0 0 0 0 0 0 0 0 0 0 L9E 6'TT 0 0 0 0 0 0 0 0 0 99 0 0 0 0 0 0 0 0 0 0 99E T'IT 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Y9 Y9E 6'0 0 0 0 0 0 0 0 0 0 Z9 0 0 0 0 0 0 0 0 0 0 Z9E O'6ZT 0 0 0 O 0 0 0 0 0 09 0 0 0 0 0 0 0 0 0 6ST 09£ Y'YT 0 0 0 0 0 0 0 0 0 SS 0 0 0 0 0 0 0 0 0 0 SSE I'YZ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9S SSE Y°T6Z 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 IS ESE Z'ET 0 0 0 0 0 0 0 0 0 6Y 0 0 0 0 0 0 0 0 0 0 6YE 8'OS 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 SY SYE 0' ET 0 0 0 0 0 0 0 0 0 YY 0 0 0 0 0 0 0 0 0 0 YYE 9'YL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 BE 8£E US 0 0 0 0 0 0 0 0 0 BE 0 0 0 0 0 0 0 0 0 LET LEE T' TE 0 0 0 0 0 0 0 0 0 YET 0 0 0 0 0. 0 0 0 0 0 VIE Y'6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 EE EEE 0'OE 0 0 0" 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 61Y ZE ZEE 11'9Y 0 0 0 0 0 0 0 0 0 SE 0 0 0 0 0 0 0 0 0 TEE TEE S'ZTS 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 BE LET BEE L'T9E 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 YS 9Z SET 9ZE — 8'YSE 0 0 0 0 0 0 0 0 0 YZ 0 0 0 0 0 0 0 0 0 £Z YEE 1 1 1 1 t 1 1 I ' 720 0 0 0 0 0 0 0 0 0 0 120 0 0 0 0 0 0 0 0 0 34.4 _ 721 0 0 0 0 0 0 0 0 0 0 121 0 0 0 0 0 0 0 0 0 3.5 722 821 0 0 0 0 0 0 0 0 0 122 0 0 0 0 0 0 0 0 0 9.0 733 814 0 413 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 133 0 0 0 0 0 0 0 0 0 0 0 0 0 0 :. 0 0 0 0 0 33.2 .0 ' 821 621 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.5 822 622 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9.0 838 138 0 0 0 0 0 0 0 0 0 135 0 0 0 0 0 0 0 0 0 128.5 850 122 0 0 0 0 0 0 0 0 0 23 0 0 0 0 0 0 0 0 0 343.4 851 22 9 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 321.0 852 120 121 0 0 0 0 0 0 0 0 22 0 0 0 0 0 0 0 0 0 311.4 ' 853 118 319 0 0 0 0 0 0 0 0 20 0 0 0 0 0 0 0 0 0 261.5 854 116 117 0 0 0 0 0 0 0 0 18 0 0 0 0 0 0 0 0 0 211.5 855 115 0 0 0 0 0 0 0 0 0 16 0 0 0 0 0 0 0 0 0 134.6 856 113 0 0 0 0 0 0 0 0 0 15 0 0 0 0 0 0 0 0 0 120.7 059 105 0 0 0 0 0 0 0 0 0 6 7 0 0 0 0 0 0 0 0 168.0 ' 8609 326 405 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 361.7 861 370 149 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 497.2 862 172 0 0 0, 0 0 0 0 0 0 73 0 0 0 0 0 0 0 0 0 572.8 863 176 0 0 0 0 0 0 0 0 0 78 0 0 0 0 0 0 0 0 0 679.0 864 40 139 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 67.6 867 153 0 0 0 0 0 0 0 0 0 54 0 0 0 0 0 0 0 0 0 325.4 ' 924 420 0 0 0 0 0 0 0 0 0 124 0 0 0 0 0 0 0 0 0 6.2 941 425 0 0 0 0 0 0 0 0 0 141 0 0 0 0 0 0 0 0 0 6.5 944 304 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 168.0 945 944 411 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 168.0 ' *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENTION DAMS *** *** NOTE :S IMPLIES A SURCHARGED ELEMENT AND :D IMPLIES A SURCHARGED DETENTION FACILITY ' CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT:TYPE (CFS) (FT) (AC -FT) (HR/MIN) ' 1:4 52.3 .5 0 36. 2:5 141.9 3.5 0 36. 3:5 295.2 4.0 0 38. 4:4 101.0 .7 0 36. ' 5:4 102.2 .8 0 37. 8:4 75.1 .6 0 36. 9:4 41.7 .6 0 40. 10:1 121.8 .8 0 42. ' 15:4 132.9 2.2 0 36. 16:5 173.7 2.4 0 40. 17:4 108.0 .9 0 38. 18:5 406.3 3.4 0 44. ' 20:4 508.2 4.4 0 46. ---16 21:1 107.2 1.6 0 36. 22:4 633.6 4.3 0 48. 23:4 715.0 5.4 0 49. ' 25:4 84.9 .5 0 35. 26:4 107.6 .6 0 36. 27:4 506.8 2.8 0 38. 28:5 146.4 3.4 0 45. ' 29:4 208.8 2.8 0 40. 30:4 112.1 .8 0 39. 31:4 385.3 3.0 1 40. 32:4 167.2 .7 0 36. ' 33:4 75.9 .5 0 35. 36:4 51.1 .7 0 36. 37:2 29.5 1.7 0 35. 38:4 358.9 1.0 0 36. ' 39:2 64.2 1.9 0 35. 40:4 390.5 1.2 1 51. 42:4 491.5 1.8 1 16. 43:4 45:1 502.0 111.2 3.3 1.1 1 24. 0 37. 46:1 308.0 1.1 0 37. 47:4 155.8 .8 0 37. ' 48:4 53:1 267.5 563.5 1.0 2.9 0 38. 0 48. 54:4 240.1 3.4 0 36. 55:4 83.7 .5 0 36. 56:4 142.8 .7 0 37. 57:4 74.0 -.6 0 36. 59:1 258.9 1.2 0 36. 64:4 80.6 .6 0 36. 68:4 273.2 2.8 0 53. 73:4 522.2 4.9 1 14. 74:4 74.6 .6 0 36. 75:4 178.9 .8 0 37. 76:4 102.9 .7 0 41. 77:5 168.6 2.8 0 36. 78:4 852.3 2.8 0 44. 79:4 158.2 1.1 0 37. 80:4 175.5 .9 0 36. 81:4 59.7 .9 0 36. 82:4 73.7 .6 0 35. 83:1 157.2 1.4 0 37. 84:1 280.0 1.2 0 35. 85:1 313.7 1.6 0 39. 86:4 92.7 .6 0 36. 87:4 38.3 .5 0 35. 88:1 222.0 1.3 0 42. 89:4 100.5 .5 0 36. 92:4 116.3 .5 0 35. 93:4 48.2 .5 0 35. 94:4 130.3 .6 0 38. 95:4 260.6 2.2 0 41. 99:4 47.3 .4 0 35. 101:4 46.6 .5 0 38. 102:5 134.6 3.5 0 39. 103:5 293.0 3.9 0 40. 104:5 496.1 4.1 0 41. -� 105:5 461.4 5.8 0 45. 108 .4 68 n -_ � 0 36 110:5 40.1 2.6 2 4. 113:4 101.5 1.9 2 6. 115:5 114.8 2.7 0 40. 116:4 171.3 3.0 0 41. 117:4 107.5 .6 0 39. 118:4 396.5 2.9 0 47. 120:4 499.3 4.2 0 49. 121:5 78.9 1.8 0 43. 122:4 665.7 5.5 0 49. 125:4 83.4 .5 0 36. 126:4 220.6 2.0 0 50. 127:4 472.9 2.7 0 47. 128:4 367.6 2.9 1 34. 135:4 324.4 2.1 1 51. 136:4 33.7 .6 0 41. 137:2 29.1 .9 0 35. 138:4 269.1 .9 1 7. 139:4 47.3 .4 0 37. 140:4 394.2 1.2 1 53. 141:4 460.9 1.4 1 12. 142:4 496.8 3.7 1 18. 148:2 .7 .3 2 22 149:4 135.7 .7 0 54. 151:4 207.5 .8 0 58. 152:1 341.5 1.2 0 45. 153:4 34.1 1.4 3 32. 155:4 76.2 .7 0 37. 158:1 15.8 .4 1 13. 159:4 238.9 2.6 0 39. 167:5 27.1 1.3 0 49. 171:4 483.9 5.0 1 10. 172:4 512.1 4.9 1 12. 176:4 644.2 2.4 0 43. 181:4 40.3 1.0 0 43. 183:1 149.6 1.2 0 40. 184:1 265.2 1.5 0 37. 187:4 30.7 .5 0 38. 188:5 409.4 5.7 0 50. 189:4 93.0 .5 0 38. 190:2 235.1 3.1 0 52. 191:5 47.5 2.5 0 36. 205:3 500.2 (DIRECT FLOW) 0 40. 220:3 508.2 (DIRECT FLOW) 0 46. 231:3 335.8 (DIRECT FLOW) 0 53. 241:3 465.0 (DIRECT FLOW) 1 9. 242:3 498.4 (DIRECT FLOW) 1 16. 244:3 502.2 (DIRECT FLOW) 1 11. 272:3 516.6 (DIRECT FLOW) 1 10. 274:3 536.0 (DIRECT FLOW) 1 14. 276:3 686.6 (DIRECT FLOW) 0 39. 290:3 412.1 (DIRECT FLOW) 0 48. _-46 304:2 108.2 .0 17.7:D 1 47. "i0a•� _ 0 2 3•D 2 21 310:2 41.4 .0 7.2:D 2 0. -.4 311:3 480.5 (DIRECT FLOW) 0 35. 313:2 102.4 .0 16.5:D 2 3. 315:2 129.1 .0 .8:D 0 37. 316:2 173.4 .0 1.1:D 0 40. 317:2 6.7 .0 2.1:D 1 52. 318:2 45.2 .0 1.4:D 1 6. 319:2 11.3 .0 1.5:D 0 58. 324:2 560.0 .0 22.7:D 1 4. 326:2 84.6 .0 9.4:D 1 27. 328:2 328.6 .0 31.3:D 1 25. 331:2 324.5 .0 3.1:D 1 50. 332:2 138.3 .0 4.2:D 0 54. 333:2 .0 .0 2.4:D 12 0. 334:2 102.1 .0 2.6:D 0 43. 337:2 5.5 .0 1.0:D 1 22. 338:2 308.7 .1 6.2:D 1 1. 344:2 35.0 .0 1.3:D 0 46. 345:2 31.1 .0 6.2:D 2 1. 349:2 37.8 .0 1.2:D 0 45. 353:2 34.1 .0 46.9:D 3 32. 356:2 124.9 .0 1.9:D 0 41. 358:2 15.9 .0 .4:D 1 6. 360:2 296.4 .0 11.4:D 0 49. 362:2 4.6 .0 .8:D 1 2. 364:2 60.5 .0 1.2:D 0 42. 366:2 25.5 .0 1.5:D 0 48. 367:2 2.0 .0 1.8:D 2 4. 368:2 258.4 .0 8.2:D 1 48. 370:2 354.2 .0 12.8:D 1 52. 378:2 639.7 .0 23.8:D 1 23. 390:2 235.1 .0 5.5:D 0 52. 396:2 269.6 .0 42.2:D 1 38. 397:2 5.1 .0 11.1:D 2 21. 399:2 21.3 .0 1.1:D 0 55. 401:3 106.6 (DIRECT FLOW) 0 48. 402:3 217.9 (DIRECT FLOW) 1 40. 403:3 145.9 (DIRECT FLOW) 0 47. 404:3 165.2 (DIRECT FLOW) 0 46. 405:3 144.8 (DIRECT FLOW) 0 48. 406:3 269.4 (DIRECT FLOW) 0 51. 407:3 107.3 (DIRECT FLOW) 0 51. 408:3 26.5 (DIRECT FLOW) 0 35. 410:3 68.2 (DIRECT FLOW) 0 47. 411:3 98.8 (DIRECT FLOW) 0 52. 412:3 38.5 (DIRECT FLOW) 1 9. 413:3 161.4 (DIRECT FLOW) 1 8. 414:3 39.5 (DIRECT FLOW) 1 4. 415:3 400.2 (DIRECT FLOW) 1 23. 416:3 269.9 (DIRECT FLOW) 1 S. 417:3 133.9 (DIRECT FLOW) 1 10. 418:3 230.5 (DIRECT FLOW) 1 42. 419:3 84.9 (DIRECT FLOW) 1 42. 420:3 18.4 (DIRECT FLOW) 0 48. 421:3 27.7 (DIRECT FLOW) 0 35. 422:3 60.0 (DIRECT FLOW) 0 35. 424:3 560.0 (DIRECT FLOW) 1 4. 425:3 44.9 (DIRECT FLOW) 0 47. 426:3 197.3 (DIRECT FLOW) 0 46. 427:3 191.3 (DIRECT FLOW) 0 44. 428:1 59.9 .9 1 5. 429:3 392.0 (DIRECT FLOW) 0 49. 430:3 .0 (DIRECT FLOW) 0 13. 434:3 102.1 (DIRECT FLOW) 0 43. 436:3 51.1 (DIRECT FLOW) 0 36. 438:3 308.7 (DIRECT FLOW) 1 1. 441:3 143.1 (DIRECT FLOW) 3 11. 442:3 42.2 (DIRECT FLOW) 2 41. 443:3 20.3 (DIRECT FLOW) 1 17. 444:3 447.0 (DIRECT FLOW) 1 19. 445:3 487.7 (DIRECT FLOW) 1 22. 446:3 51.6 (DIRECT FLOW) 1 20. 450:3 50.3 (DIRECT FLOW) 1 14. 451:3 72.2 (DIRECT FLOW) 1 13. 452:3 367.5 (DIRECT FLOW) 1 10. 496:3 269.6 (DIRECT FLOW) 1 38. 497:3 15.7 (DIRECT FLOW) 1 38. 498:3 254.0 (DIRECT FLOW) 1 38. 508:1 4.7 .7 1 49. 521:3 5.5 (DIRECT FLOW) 0 27. 522:3 2.8 (DIRECT FLOW) 0 26. 524:3 118.0 (DIRECT FLOW) 1 1. 530:3 .0 (DIRECT FLOW) 0 13. 534:3 20.2 (DIRECT FLOW) 0 43. 536:3 2.7 (DIRECT FLOW) 0 37. 538:3 23.6 (DIRECT FLOW) 1 1. 621:3 22.2 (DIRECT FLOW) 0 35. 622:3 57.2 (DIRECT FLOW) 0 35. 624:3 442.0 (DIRECT FLOW) 1 4. 630:3 .0 (DIRECT FLOW) 0 0. 634:3 81.9 (DIRECT FLOW) 0 43. 636:3 48.4 (DIRECT FLOW) 0 36. 638:3 285.1 (DIRECT FLOW) 1 2. --� 709:2 201.5 3.0 1 19. 711:2 92.4 2.4 0 35. 712:4 75.7 .5 0 35. 713:4 69.3 .6 0 36. 714:4 92.0 .6 0 36. 715:4 108.6 1.0 0 38. 716:4 398.9 1.1 1 25. 717:4 268.0 .9 1 12. 718:4 132.5 .8 1 36. 719:1 828.5 2.8 1 24. 720:4 173.6 .9 0 36. 721:4 27.7 .6 0 35. 722:4 60.0 .6 0 35. 733:4 159.4 .8 0 36. 814:4 126.9 .7 1 16. 821:4 16.9 .6 0 38. 822:4 32.5 .4 0 42. 838:4 745.3 1.5 0 36. 850:3 718.6 (DIRECT FLOW) 0 46. 851:3 669.0 (DIRECT FLOW) 0 47. 852:3 639.9 (DIRECT FLOW) 0 46. 853:3 523.9 (DIRECT FLOW) 0 45. 854:3 479.0 (DIRECT FLOW) 0 40. 855:3 174.5 (DIRECT FLOW) 0 40. 856:3 147.2 (DIRECT FLOW) 0 35. - -� 859:3 501.7. (DIRECT FLOW) 0 45. 860:3 224.0 (DIRECT FLOW) 0 48. 861:3 455.9 (DIRECT FLOW) 1 8. 862:3 526.1 (DIRECT FLOW) 1 12. 863:3 743.2 (DIRECT FLOW) 0 42. 864:3 397.4 (DIRECT FLOW) 1 6. 867:3 285.1 (DIRECT FLOW) 0 35. 924:3 56.6 (DIRECT FLOW) 0 35. 941:3 62.0 (DIRECT FLOW) 0 46. 944:2 108.2 1.3 1 47. - # 945:2 201.5 2.9 1 19. ENDPROGRAM PROGRAM CALLED I 1 I 1 1 1 1 W a a 1 1 1 1 5tormCAD: Existing Mulberry Storm Sewer IYVLV. L/�IJLIIIVI VVIINILIVIIJ GI V 11 V111 LI1V VGIIGI IIIIV VI LG LI VII Basin SheldonJJLake Drainage Improvements Final Design Report prepared by Sear -Brown dated November 22, 2002. 3/8/2005 3:27 PM TAM-DrainageFortCollins.xis Cover Northern Engineering Services Designed by Seth W. Tourney No Text No Text 1 1 1 1 1 1 1 1 �1 1 1 1 1 Scenario: Lase 1-2 Title: Mulberry Storm Sewer System c:khaestad\stmc\mulberry.stm Sear -Brown 11/13/02 03:03:26 PM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 I-4 Project Engineer: Sear -Brown StormCAD v4.1.1 [4.2014a] Page 1 of 1 tScenario: Base DOT iteport t t Label -Node- Upstream ownstrea pstrea Inlet Area (acres) pstrea Inlet CA (acres) pstream Calculat System CA (acres) d-Ground- Upstream ownstrea (ft) -HGL- Upstream ownstrea (ft) -Slope- Energy onstructe (ft/ft) ' • Section ischarg Capacity (cfs) -Section- Length Average escription Shape^ (ft) Velocity Size (ft/s) t P-2 1-2 J-6 0.00 0.00 0.00 5,061.61 5,061.95 5,059.08 5,059.02 0.004456 0.032308 45.30 121.98 Circular 13.00 4.81 24 inch P-1 1-1 IJ-7 0.00 0.00 0.00 5,061.53 5,059.20 0.004456 45.30 Circular 41.00 4.81 J-6 5.061.95 5,059.02 0.003902 42.39 24 inch t P-5 J-6 N/A WA 0.00 5,061.95 5,059.02 0.001759 90.60 Horizontal Elli 536.00 5.46 5,059.70 5,058.07 0.003004 118.40 43x68 inch P-3 1-3 0.00 0.00 0.00 5,059.40 5,058.20 0.003259 28.70 Horizontal Elli 39.00 4.35 J-7 5,059.70 5,058.07 0.031795 89.64 19x30 inch P-4 1-4 0.00 0.00 0.00 5,059.40 5,058.09 0.000814 28.70 Circular 14.00 2.98 J-7 5,059.70 5,058.07 0.088571 299.41 42 inch P-6 J-7 N/A N/A 0.00 5,059.70 5,058.07 0.001605 148.00 Horizontal EIIII 192.00 5.97 J-3 5,058.50 5,057.77 0.003021 203.07 53x83 Inch - - ' P-7 J-3 N/A N/A 0.00 5,058.50 5,057.77 0.001605 148.00 Horizontal Ellil 134.00 5.97 J-4 5,060.00 5,057.55 0.002910 199.33 53x83 inch P-8 J-4 WA N/A 0.00 5,060.00 5,057.55 0.003642 148.00 Box 108.00 7.40 J-5 5,057.50 5,057.16 0.000370 47.20 5 x 4 ft P-9 J-5 N/A N/A 0.00 5,057.50 5,057.16 0.003642 148.00 Box116].00 7.40 1 5,056.00 5,057.10 0.020000 346.82 5 x 4 ft t t tRAVEN vlE w Ti&S i.,v NEn',5- t t t t 11 ,f lam- y� Vvs�f- [r. Aq I a-11 t Title: Mulberry Storm Sewer System Project Engineer: Sear -Brown c:Viaestad\stmcMulberry.stm Sear -Brown StormCAD v4.1.1 [4.2014a] t11/12/02 12:38:44 PM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Analysis Re§ults i ' Scenario: Base Junction elements for network with outlet: 0-1 ' Label HydraulicHydraulic GravityHeadloss System System System System System System Grade Grade Element Method AdditionalKnown Rational IntensityFiow Time CA Line In Line OutHeadloss Flow Flow Flow (in/hr) (min) (acres) (it) (ft) (it) (cfs) (cfs) (cfs) ' J-3 5,057.77 5,057.77 0.00 Absolut 0.00 48.00 0.00 0.00 2.32 0.00 J-4 5,057.55 5,057.55 0.00 Absolut 0.00 48.00 0.00 0.00 2.69 0.00 J-5 J-6 5,057,16 5,057.16 0.00 Absolut 0.00 48.00 0.00 0.00 2.93 0.00 5,059.02 5,059.02 0.00 Absolut 0.00 90.60 0.00 0.00 0.14 0.00 J-7 5,058.07 5,058.07 0.00 Absolut 0.00 48.00 0.00 0.00 1.78 0.00 ' Outlet: 0-1 Label HydraulicHydraulic Gravity System System System System System System Grade Grade ElementAdditionalKnownRational lntensltyFlowrime CA Line In Line OutHeadloss Flow Flow Flow (in/hr) (min) (acres) (ft) (ft) (it) (cfs) (cfs) (cfs) 0-1 5,057.10 5,057.10 0.00 0.00 48.00 0.00 0.00 2.97 0.00 ' Pipe elements for network with outlet: 0-1 Label Section Section Length NumbeiConstructedEnergy Total AverageUpstrearpownstrearHydraulicHydraulic Shape Size (ft) of Slope Slope SystemVelocity Invert Invert Grade Grade Sections (ft/ft) (ft/ft) Flow (ft/s) Elevation Elevation Line In Line Out ' (cfs) (it) (ft) (ft) (ft) P-1 Circular 24 inch 41.00 3 0.003902 004456 45.30 4.81 5,054.16 5,054.00 5,059.20 5,059.02 ' P-2 P-3 Circular 24 inch 13.00 3 0.032308 004456 45.30 4.81 5,055.65 5,055.23 5,059.08 5,059.02 Horizontal Ellipt 19x30 Inc 39.00 2 0.031795 003259 28.70 4.35 5,053.62 5,052.38 5,058.20 P-4 5,058.07 Circular 42Inch 14.00 1 0.088571 000814 28.70 2.98 5,053.62 5,052.38 5,058.09 5,058.07 P-5 Horizontal Ellip: 43x68 inci36.00 1 0.003004 001759 90.60 5.46 5,054.00 5,052.39 5,059.02 5,058.07 P-6 Horizontal Ellip; 53x83 Inc 92.00 1 0.003021 001605 48.00 5.97 5,052.36 5,051.78 5,058.07 5,057.77 P-7 Horizontal Ellipt 53x83 Inc 34.00 1 0.002910 001605 48.00 5.97 5,051.78 5,051.39 5,057.77 5,057.55 P-8 Box 5 x 4 it 08.00 1 0.000370 003642 48.00 7.40 5,051.36 5,051.32 5,057.55 5,057.16 1 P-9 Box 5 x 4 ft 16.00 1 0.020000 003642 48.00 7.40 5,051.32 5,051.00 5,057.16 5,057.10 1 1 [1 ' Title: Mulberry Storm Sewer System Project Engineer: Sear -Brown c:Viaestad\stmc\mulberry.stm Sear -Brown Storm CAD v4.1.1 [4.2014a] ' 11/12/02 12:37:10 PM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 2 of 2 ' Scenario: Base INV ' Combined Pipe\Node Report Label Upstrea Node ownstrea Node Length (ft) pstrea InletRational Area (acres) pstream Inl Coefficient pstrea InletSystem CA (acres) pstream Calculat CA (acres) stCeam InI ational Flo (cfs) Section Size FullJAverag CapaciVelocity (cfs) (ftl pstream Invert Elevation (ft) P-2 1-2 J-6 13.00 0.00 0.00 0.00 0.00 0.00 24 inch 121.98 4.81 5,055.65 P-1 1-1 J-6 41.00 0.00 0.00 0.00 0.00 0.00 24 inch 42.39 4.81 5,054.16 P-5 J-6 J-7 536.00 N/A N/A N/A 0.00 N/A 43x68 inc 118.40 5.46 5,054.00 P-3 1-3 J-7 39.00 0.00 0.00 0.00 0.00 0.00 19x30Inc 89.64 4.35 5,053.62 P-4 1-4 J-7 14.00 0.00 0.00 0.00 0.00 0.00 421nch 299.41 2.98 5,053.62 P-6 J-7 J-3 192.00 N/A N/A N/A 0.00 N/A 53x83 inc 203.07 5.97 5,052.36 P-7 J-3 J-4 134.00 N/A N/A N/A 0.00 N/A 53x83 Inc 199.33 5.97 5,051.78 P-8 J-4 J-5 108.00 N/A N/A N/A 0.00 N/A 5 x 4 ft 47.20 7.40 5,051.36 P-9 1 J-5 0-1 1. 16.00 N/A WA N/A 0.001 346.82 7.40 5,051.32 Title: Mulberry Storm Sewer System Project Engineer: Sear -Brown c:\haestad\stmc\mulberry.stm Sear -Brown StormCAD v4.1.1 (4.2014a] ' 11/12/02 12:38:30 PM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 2 Analysis Restilts ' Scenario: Base Title: Mulberry Storm Sewer System ' Project Engineer: Sear -Brown Project Date: 11/11/02 Comments: Starting water surface elevation at downstream end taken from EXTRAN results at time to peak of conveyance element 104 (41 minutes) ' Scenario Summary Label Base ' Physical Properties Alternal Base -Physical Properties Catchments Alternative Base -Catchments System Flows Alternative Base -System Flows Structure Headlosses Alterr Base -Structure Headlosses Boundary Conditions Altem Base -Boundary Conditions Design Constraints Altemat Base -Design Constraints Cost Alternative Base -Cost User Data Altemative Base -User Data Network Inventory Number of Pipes 9 Number of Inlets 4 - Circular Pipes: 3 - Grate Inlets: 0 - Box Pipes: 2 - Curb Inlets: 0 ' - Arch Pipes: 0 - Combination Inlets: 0 — Vertical Elliptical Pipes: 0 - Slot Inlets: 0 Horizontal Elliptical Pipes: 4 - Grate Inlets in Ditch: 0 Number of Junctions 5 - Generic Inlets: 4 ' Number of Outlets 1 Circular Pipes Inventory ' 24 inch Total Length 54.00 ft 68.00 ft 42 inch 14.00 ft Box Pipes Inventory ' 5x4ft Total Length 124.00 ft 124.00 ft ' Horizontal Elliptical Pipes Inventory ' 19x30 Inch 43x681nch Total Length 39.00 ft 536.00 ft 901.00 ft 53x83 inch 326.00 ft Generic Inlet Inventory Default 100% 4 Inlet elements for network with outlet: 0-1 ' Label Inlet Total Total Total Bypass Capture HydraulicHydraulic GravityHeadloss SystenlnterceptecBypassecTarget Efficiency Grade Grade Element Method Flow Flow Flow (%) Line In Line OutHeadloss (cfs) (cfs) (cfs) (ft) (ft) (ft) 1-2 Generic Default 145.30 0.00 1-3 Generic Default 128.70 0.00 1-4 Generic Default 128.70 0.00 0.00 WA 100.0 5,059.17 5,059.08 0.09 Standai 0.00 N/A 100.0 5,058.28 5,058.20 0.07 Slander 0.00 N/A 100.0 5,058.12 5,058.09 0.03 Standat r- Title: Mulberry Storm Sewer System c:1haestad4stmc�mulberry.stm Project Engineer: Sear -Brown ' Sear -Brown Storm CAD v4.1.1 [4.2014a] 11/12/02 12:37:10 PM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 2 ,StormCAD: Revroed Mulberry .storm Sewer 3/8/2005 8:59 AM TAM-DrainageFortColl ins.xls Cover Northern Engineering Services Designed by Seth W. Tourney N d a Scenario: Base a J-4 d:\...\mulberry-stonncad-proposed-i n I etoption.stm 09/08/05 10:31:46 AM Northern Engineering Services Inc ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: Seth StormCAD v5.5 [5.5003] Page 1 of 1 I Calculation Results Summary 1 1 1 1 1 1 1 1 ----------------------------------- Scenario: Base »» Info: Subsurface Network Rooted by: 0-1 »» Info: Subsurface Analysis iterations: 1 »» Info: Convergence was achieved. CALCULATION SUMMARY FOR SURFACE NETWORKS Label Inlet Inlet Total Total Capture Gutter Gutter Type Intercepted Bypassed Efficiency Spread Depth Flow Flow (ft) (ft) ------- --------------- ---------------------- (cfs) (cfs) I I 1-3 Generic Inlet Generic Default 100% ------------- 0.00 ---------- 0.00 ------------ 100.0 -------- 0.00 -------- 0.00 I-4 Generic Inlet Generic Default 100% 0.00 0.00 100.0 0.00 0.00 I-5 Generic Inlet Generic Default 100% 0.00 0.00 100.0 0.00 0.00 I-1 Generic Inlet Generic Default 100% 0.00 0.00 100.0 1 0.00-1 _-0..,00 I-2 -------------------------------------------------------------------------------------------------------- Generic Inlet Generic Default 100% 0.00 0.00 100.0 1 0.00 1 0.00 CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0-1 Label Number Section Section Length Total Average of Size Shape (ft) System Velocity Sections Flow (ft/s) -------� ---------- ------------ -------------------- (cfs) i P-9 1 5 x 4 ft Box -------- 16.00 -------- 148.00 ---------- 7.40 P-8 1 5 x 4,ft Box 124.00 148.00 7.40 P-7 1 53x83 inch Horizontal Ellipse 134.00 148.00 5.97 P-6 1 53x83 inch Horizontal Ellipse 192.00 148.00 5.97 P-13 1 14x23 inch Horizontal Ellipse 544.00 90.60 50.33 P-4 1 42 inch Circular 14.00 28.70 2.98 P-3 2 19x30 inch Horizontal Ellipse 39.00 28.70 4.35 P-2 3 24 inch Circular 13.00 45.30 4.81 P-1 3 24 inch Circular 41.00 45.30 4.81 P-11 1 15 inch Circular 27.00 0.70 0.57 P-12 --------------------------------------------------------------------------------- 1 15 inch Circular 229.00 0.70 2.61 Label Total Ground Hydraulic Hydraulic System Elevation Grade Grade Flow (ft) Line In Line Out --------------- (cfs) ----------- (ft) (ft) 1 0-1 148.00 5,057.50 ----------- 5,057.10 ----------- 5,057.10 J-5 148.00 5,059.05 5,057.16 5,057.16 J-4 148.00 5,059.05 5,057.61 5,057.61 J-3 148.00 5,058.45 5,057.82 5,057.82 J-7 148.00 5,058.36 5,058.13 5,058.13 J-6 90.60 5,061.95 5,061.95 5,061.95 I-4 28.70 5,059.26 5,058.14 5,058.14 I-3 28.70 5,059.26 5,058.26 5,058.26 I-2 45.30 5,061.61 5,061.61 5,061.61 I-1 45.30 5,061.53 5,061.53 5,061.53 J-9 0.70 5,060.00 5,058.26 5,058.26 I-5 ----------------------------------------------------- 0.70 5,061.00 5,058.29 5,058.29 Hydraulic Hydraulic Grade Grade - Upstream Downstream (ft) - (ft) 5,057 16 5,057 10 5,057.61 5,057.16 5,057.82 5,057.61 5,058.13 5,057.82 5,419.93 5,058.13 5,058.14 5,058.13 5,058.26 5,058.13 5,062.01 5,061.95 5,062.13 5,061.95 5,058.26 5,058.26 5,058.29 ------------------------ 5,058.26 Project Engineer: Seth ' d:\...\mulberry-stormcad-proposed-inletoption.stm Northern Engineering Services Inc StormCAD v5.5 [5.5003] 09/08/05 10:52:32 AM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 2 Calculation Results Summary --------------------------------------------________________ Completed: 09/08/2005 10:52:22 AM 1 1 1 1 Project Engineer: Seth ' d:\...\mulberry-stormcad-proposed-inletoption.stm Northern Engineering Services Inc StormCAD v5.5 [5.5003] 09/011/05 10:52:32 AM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 2 of 2 Calculation Results Summary -------------------- --------------------- Scenario: Base ' »» Info: Subsurface Network Rooted by: 0-1 »» Info: Subsurface Analysis iterations: 1 »» Info: Convergence was achieved. ' CALCULATION SUMMARY FOR SURFACE NETWORKS ' I Label I Inlet I Inlet I Total I I Type I I Intercepted I I I Flow (cfs) ' I-------I---------------I----------------------I-------- I-3 I Generic Inlet I Generic Default 100% I I 0.00 I-4 I Generic Inlet I Generic Default 100% I 0.00 1 2-5 I Generic Inlet I Generic Default 100% I 0.00 I-1 Generic Inlet I Generic Default 100% I 0.00 ' I-2 -------------------------------------------------------------- I Generic Inlet I Generic Default 100% I 0.00 ' CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0-1 ' I Label I Number I I of I I Sections 1 I� 1 1 I------- P-9 I---------- I 1 P-8 I 1 I P-7 I 1 P-6 I 1 P-13 I 1 P-4 I 1 P-3 2 P-2 3 P-1 I 3 P-11 I 1 P-12 I -------------------- 1 Total I Capture I Gutter I Gutter Bypassed I Efficiency I Spread I Depth Flow I (%) I (ft) I (ft) (cfs) I I I I I------------ I-------- I --------I 0.00 I 100.0 I 0.00 I 0.00 0.00 I 100:0 I 0.00 I 0.00 0.00 I 100.0 I 0.00 I 0.00 0.00 I 100.0 I 0.00 .I _ .0,.00 .l 0.00 I 100.0 I 0.00 I 0.00 ------------------------------------------ Section I Section I Length Total I Average I Hydraulic Hydraulic Size Shape I (ft) I System I Velocity I Grade I Grade- I Flow I (ft/s) I Upstream I Downstream ------------ I I-------------------- I I-------- I (cfs) I I (ft) I (ft) 5 x 4 ft I Box I 16.00 I-------- 1148.00 I---------- I 7.40 I----------- I 5,057.16 I------------ I 5,057.10 5 x 4 ft I Box 1124.00 1148.00 I 7.40 I 5,057.61 I 5,057.16 53x83 inch I Horizontal Ellipse 1134.00 1148.00 I 5.97 I 5,057.82 I 5,057.61 53x83 inch I Horizontal Ellipse 1192.00 1148.00 I 5.97 I 5,058.13 I 5,057.82 43x68 inch I Horizontal Ellipse 1544.00 I 90.60 I 5.46 I 5,059.09 I 5,058.13 42 inch I Circular I 14.00 I 28.70 2.98 5,058.14 5,058.13 '19x30 inch I Horizontal Ellipse I 39.00 I 28.70 I 4.35 I 5,058.26 I 5,058.13 24 inch I Circular I 13.00 45.30 I 4.81 I 5,059.15 I 5,059.09 24 inch I Circular I 41.00 I 45.30 I 4.81 I 5,059.27 I 5,059.09 15 inch Circular 27.00 I 0.70 I 0.57 I 5,058.26 I 5,058.26 15 inch I --------------------------------------------------------------------------------------- Circular 1229.00 I 0.70 I 2.61 5,058.29 I 5,058.26 Label I Total I Ground I Hydraulic I Hydraulic System I Elevation I Grade I Grade Flow I (ft) I Line In I Line Out I I-------I--------I----------- I (cfs) I I (ft) I (ft) 1 0-1 1148.00 I 5,057.50 I----------- I 5,057.10 I----------- I 5,057.10 J-5 1148.00 I 5,059.05 I 5,057.16 I 5,057.16 J-4 1148.00 5,059.05 5,057.61 I 5,057.61 J-3 148.00 I 5,058.45 I 5,057.82 I 5,057.82 J-7 148.00 I 5,058.36 I 5,058.13 I 5,058.13 J-6 90.60 I 5,061.95 I 5,059.09 I 5,059.09 I-4 I 28.70 5,059.26 I 5,058.14 I 5,058.14 I-3 I 28.70 I 5,059.26 I 5,058.26 I 5,058.26 I-2 I 45.30 I 5,061.61 I 5,059.15 I 5,059.15 I-1 I 45.30 I 5,061.53 I 5,059.27 I 5,059.27 J-9 I 0.70 I 5,060.00 I 5,058.26 I 5,058.26 I-5 ----------------------------------------------------- I 0.70 I 5,061.00 I 5,058.29 I 5,058.29 Project Engineer: Seth d:\...\mulberry-stormcad-proposed-inletoption.stm Northern Engineering Services Inc StormCAD v5.5 [5.5003] 09/08/05 11:06:00 AM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 2 11 Calculation Results Summary Completed: 09/08/2005 11:05:55 AM Project Engineer: Seth ' d:\...\mulberry-storrncad-proposed-inletoption.stm Northern Engineering Services Inc StormCAD v5.5 [5.5003] 09/08/05 11:06:00 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 2 of 2 Scenario: Base ' DOT Report 1 Label -Node- Upstream Downstream Upstream Inlet Area (acres) Upstream Inlet CA (acres) Upstream Calculated .System CA (acres) -Ground- Upstream Downstream (ft) -HGL- Upstream Downstream (ft) -Slope- Energy Constructed (ft/ft) Section DischargE Capacity (cfs) -Section- Shape Size Length (ft) Average Velocity NO P-6 J-7 N/A N/A 0.00 5,058.36 5,058.13 0,001605 148.00 Horizontal 192.00 5.97 J-3 5,058.45 5,057.82 197.75 53x83 inch P-7 J-3 N/A N/A 0.00 5,058.45 5,057.82 0.001605 148.00 Horizontal 134.00 5.97 J-4 5,059.05 5,057.61 206.85 53x83 inch P-8 J-4 N/A N/A 0.00 5,059.05 5,057.61 0.003642 148.00 Box 124.00 7.40 J-5 5,059.05 5,057.16 44.05 5 x 4 ft P-9 J-5 N/A N/A 0.00 5,059.05 5,057.16 0.003642 148.00 Box 16.00 7.40 0-1 5,057.50 5,057.10 346.82 5 x 4 ft P-3 1-3 0.00 0.00 0.00 5,059.26 5,058.26 0.003259 .28.70 Horizontal 39.00 4.35 J-7 5,058.36 5,058.13 89.64 19x30 inch P-4 1-4 0.00 0.00 0.00 5,059.26 5,058.14 0.000814 28.70 Circular 14.00 2.98 J-7 5,058.36 5,058.13 299.41 42 inch P-12 1-5 0.00 0.00 0.00 5,061.00 5,058.29 0.000116 0.70 Circular 229.00 2.61 J-9 5,060.00 5,058.26 4.37 15 inch P-11 J-9 N/A N/A 0.00 5,060.00 5,058.26 0.000117 0.70 Circular 27.00 0.57 1-3 5,059.26 5,058.26 3.73 15 inch P-1 1-1 0.00 0.00 0.00 5,061.53 5,059.27 0.004456 45.30 Circular 41.00 4.81 J-6 5,061.95 5,059.09 42.39 24 inch P-2 1-2 0.00 0.00 0.00 5,061.61 5,059.15 0.004456 45.30 Circular 13.00 4.81 J-6 5,061.95 5,059.09 121.98 24 inch P-13 J-6 N/A N/A 0.00 5,061.95 5,059.09 0.001759 90.60 Horizontal 544.00 5.46 J-7 5,058.36 5,058.13 117.53 43x68 inch 1 Project Engineer: Seth d:\...Unulberry-stormcad-proposed-inletoption.stm Northern Engineering Services Inc StormCAD v5.5 [5.5003] 09/08/05 11:06:10 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Scenario: Base Combined Pipe\Node Report Label Upstrearr Node DownstreanLength Node (ft) Section Size Average Velocity (ft1s) pstrea Invert Elevation (ft) ownstrea Invert Elevation (ft) onstructe Slope (f1/ft) Hydrauli Grade Line In (ft) Hydraulic Grade Line Out (ft) P-1 1-1 J-6 41.00 24 inch 4.81 5,054.16 5,054.00 0.003902 5,059.27 5,059.09 P-2 1-2 J-6 13.00 24 inch 4.81 5,055.65 5,055.23 0.032308 5,059.15 5,059.09 P-3 1-3 J-7 39.00 19x30 Inc 4.35 5,053.62 5,052.38 0.031795 5,058.26 5,058.13 P-4 1-4 J-7 14.00 42 inch 2.98 5,053.62 5,052.38 0.088571 5,058.14 5,058.13 P-6 J-7 J-3 192.00 53x83 inc 5.97 5,052.36 5,051.81 0.002865 5,058.13 5,057.82 P-7 J-3 J-4 134.00 53x83 Inc 5,97 5,051.81 5,051.39 0.003134 5,057.82 5,057.61 P-8 J-4 J-5 124.00 5 x 4 ft 7.40 5,051.36 5,051.32 0.000323 5,057.61 5,057.16 P-9 J-5 0-1 16.00 5 x 4 ft 7.40 5,051.32 5,051.00 0.020000 5,057.16 5,057.10 P-11 J-9 1-3 27.00 15 inch 0.57 5,056.09 505600 0.003333 5,058.26 5,058.26 P-12 1-5 J-9 229.00 15 inch 2.61 5,057.14 5:056:09 0.004585 5,058.29 5,058.26 P-13 J-6 J-7 544.00 43x68 incl 5.46 5,054.00 5,052.39 0.002960 5,059.09 5,058.13 Project Engineer: Seth d:\...\mulberry-stormoad-proposed-inletoption.stm Northern Engineering Services Inc StormCAD v5.5 [5.5003] 09/08/05 11:06:19 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 ' Scenario: Base ' Inlet Report Label Calculatec Ground Set Rim Rim Sump Area Inlet Inlet Time Edema External Additions Additions Known Station Elevatior Equal to Elevatior Elevatio (acres) C CA of CA Time of Flow Carryove Flow (ft) (ft) Ground (ft) (ft) (acres ncentratio (acres) oncentratio (cfs) (cfs) (cfs) levation (min) (min) 1-3 5+05 5,059.26 true 5,059.26 5,053.62 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 28.70 1-4 4+80 5,059.26 true 5,059.26 5,053.62 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 28.70 1-5 7+61 5,061.00 true 5,061.00 5,05760 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 1-1 10+51 5,061.53 true 5,061.53 5,054:16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 45.30 1-2 1 10+23 5,061.61 true 5,061.61 5,055.65 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 45.30 Project Engineer: Seth d:\...\mulberry-stormcad-proposed-inletoption.stm Northam Engineering Services Inc StormCAD v5.5 [5.5003) 09/08/05 11:06:30 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 2 Scenario: Base Inlet Report Inlet Inlet Description Location Generic Default V In Sag Generic Default 1 In Sag Generic Default 19 In Sag Generic Default 11 In Sag Generic Default 11 In Sag Project Engineer: Seth dA... Unulberry-stormcad-proposed-inletoption.stm Northern Engineering Services Inc StormCAD v5.5 [5.50031 09/08/05 11:06:30 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 2 of 2 1 1 1 i 1 1 1 1 1 i 1 1 1 1 1 Scenario: Base Junction Report Label Calculatec Ground Set Rim Rim Sump Bolted StructurE Description Station Elevation Equal to Elevation Elevation Cover? Diamete (ft) (ft) Ground (ft) (ft) (ft) levation . J-5 0+16 5,059.05 true 5,059.05 5,051.32 false 4.00 J-4 1+40 5,059.05 true 5,059.05 5,051.39 false 4.00 J-3 2+74 5,058.45 true 5,058.45 5,051.81 false 4.00 J-7 4+66 5,058.36 true 5,058.36 5,052.36 false 4.00 J-9 5+32 5,060.00 true 5,060.00 5,056.00 false 4.00 J-6 1 10+10 5,061.95 true 5,061.95 5,054.001 false 4.00 Project Engineer: Seth d:\...\mulberry-stormead-proposed-inletoption.stm Northern Engineering Services Inc StormCAD v5.5 [5.5003] 09/08/05 11:06:38 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Scenario: Base 1 1 1 t Node Report Label Area (acres) System Rational Flow (cfs) Additions Flow (cfs) Additions Carryove (cfs) Known Flow (cfs) Upstrearr Additions Flow (cfs) Total System Flow (cfs) Ground Elevatior (it) Rim Elevatior (it) Hydraulic Grade Line In (ft) Hydraulic Grade Line Out (ft) Description 0-1 0.00 148.00 5,057.50 5,057.50 5,057.10 5,057.10 J-5 0.00 148.00 5,059.05 5,059.05 5,057.16 5,057.16 J-4 0.00 148.00 5,059.05 5,059.05 5,057.61 5,057.61 J-3 0.00 148.00 5,058.45 5,058.45 5,057.82 5,057.82 J-7 0.00 148.00 5,058.36 5,058.36 5,058.13 5,058.13 1-3 0.00 0.00 0.00 0.00 28.70 0.00 28.70 5,059.26 5,059.26 5,058.26 5,058.26 1-4 0.00 0.00 0.00 0.00 28.70 0.00 28.70 5,059.26 5,059.26 5,058.14 5,058.14 J-9 0.00 0.70 5,060.00 5,060.00 5,058.26 5,058.26 1-5 0.00 0.00 0.00 0.00 0.70 0.00 0.70 5,061.00 5,061.00 5,058.29 5,058.29 J-6 0.00 90.60 5061.95 5,061.95 5,059.09 5,059.09 1-1 0.00 0.00 0.00 0.00 45.30 0.00 45.30 5:061.53 5,061.53 5,059.27 5,059.27 -2 0.00 0.00 0.00 0.00 45.30 0.00 45.30 5,061.61 5,061.61 5,059.15 5,059.15 Project Engineer: Seth ' d:\...\mulberry-stormcad-proposed-inletoption.stm Northern Engineering Services Inc Storm CAD v5.5 [5.5003] 09/08/05 11:06:49 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Scenario: Base Outlet Report Label Station Ground Set Rim Rim Sump Tailwater ailwate escription (it) ElevationEqual to Elevatio Elevatio Condition Elevatio (it) Ground (ft) (it) (it) levation 15,057.10 0-1 0+00 5,057.50 true 5,057.50 5,051.00 User-Specifi Project Engineer: Seth ' d:\...\mulberry-stormcad-proposed-inletoption.stm Northern Engineering Services Inc StormCAD v5.5 [5.5003] 09/08/05 11:07:00 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 I r,I i 1 t 1 n 1 I I I I IJ I 1 EL � MUML M kiltallidid = � A 1 I I I I I I I I I I I I I I I I I I (�*\ ^ \ ( \ \\\ \ EU ! ! {{k \ \ ( E _� & 02 ! o u s : )!. # \ \ \ \ \\ ` \ >!f!2 % } \§)t7 \ \®)f� {\{){ \ <:a \ / � - $��:: - §, :5::;::\■:�� / - \)2J>2z!)7:\ /\ I k {#; | : {F2 � § % ®»: {� \ / » % — % J}®!/ e � � ! §§t\ - ® >U ` \\}�o !aL _ f! La �ƒ{{! �/§ �3] I 1 1 I Raven View (Taft Hill) West of the Crown Cross Section for Irregular Channel Project Description Worksheet Taft Hill X-Section (West-s Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Section Data Mannings Coefficiei 0.016 Slope 0.005000 ft/ft Water Surface Elev. 72.30 ft Elevation Range .80 to 72.63 Discharge 10.08 cfs 72.70 ---- 72.106�-- 71 .70 0+00 0+05 0+10 0+15 0+20 0+25 0+30 V:2.5 H:1 N TS Project Engineer: Northern Engineering Services d:\projects\tam\drainage\swales\tart hill.fm2 Northern Engineering Services FlowMaster v6.1 [614n] 03/03/06 03:13:01 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Raven View (Taft Hill) West of the Crown Worksheet for Irregular Channel Project Description Worksheet Taft Hill X-Section (West-; Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Input Data Slope 005000 ft/ft Water Surface Elev 72.30 it Options Current Roughness Methoved Lotter's Method Open Channel Weighting wed Lotter's Method Closed Channel Weighting Horton's Method Results Mannings Coeffic 0.016 Elevation Range .80 to 72.63 Discharge 10.08 cis Flow Area 3.9 ft2 Wetted Perimeter 15.83 it Top Width 15.61 it Actual Depth 0.50 it Critical Elevation 72.28 it Critical Slope 0.006107 ft/ft Velocity 2.58 ft/s Velocity Head 0.10 it Specific Energy 72.40 it Froude Number 0.91 Flow Type Subcritical Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+26 0.016 Natural Channel Points Station Elevation (it) (it) 0+00 72.30 0+01 71.80 0+26 72.63 Project Engineer: Northern Engineering Services d:\projects\tam\drainage\swales\tart hill.fm2 Northem Engineering Services FlowMaster v6.1 [614n] 03/03/06 03:13:15 PM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Raven View Taft Hill Worksheet for Irregular Channel Project Description Worksheet Taft Hill X-Sectic Flow Element Irregular Chann( Method Manning's Formi Solve For Channel Depth Input Data Slope 005000 ft/ft Discharg, 15.37 cfs Options Current Roughness Methc )ved Lotter's Method Open Channel Weighting wed Lotter's Method Closed Channel Weighting Horton's Method Results Mannings Coefficiei 0.022 Water Surface Elev 71.54 ft Elevation Range ).94 to 72.63 Flow Area 9.5 ft2 Wetted Perimeter 49.65 ft Top Width 49.42 ft Actual Depth 0.60 ft Critical Elevation 71.49 ft Critical Slope 0.012999 ft/ft Velocity 1.62 ft/s Velocity Head 0.04 ft Specific Energy 71.58 ft Froude Number 0.65 Flow Type Subcritical Calculation Messages: Water elevation exceeds lowest end station by 0.18593102 ft Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+51 0.016 0+51 0+91 0.032 Natural Channel Points Station Elevation (ft) (ft) 0+00 72.30 0+01 71.80 0+26 72.63 0+50 70.94 0+51 71.06 0+55 71.40 0+88 71.38 0+91 71.35 Project Engineer: Northern Engineering Services d:\projects\tam\drainage\swales\taft hill.fm2 Northern Engineering Services FlowMaster v6.1 [614n] 03/03/06 03:15:32 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Raven View Taft Hill Cross Section for Irregular Channel Project Description Worksheet Taft Hill X-Sectic ' Flow Element Irregular Channe Method Manning's Formi ' Solve For Channel Depth Section Data Mannings Coefficiei 0.022 Slope 0.005000 ft/ft Water Surface Elev. 71.54 ft Elevation Range ).94 to 72.63 Discharge 15.37 cis 1 Project Engineer: Northern Engineering Services ' d:\projects\tam\drainage\swales\tart hill.fm2 Northern Engineering Services FlowMaster v6.1 [614n] 03/03/06 03:15:15 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 I 1 1 11 C9 pi t 1 I I ci I Raven View Subdivision Erosion Control Cost Estimate Project Number: 04- 1 23 Location: Fort Collins, CO Date: March 22, 200G Total Acres: 5.1 Estimated Unit Total EROSION CONTROL MEASURE Units Quantity Price Price Inlet Filters each 2 $100.00 $200.00 Silt Fencing L.P. 2834 $1 .30 $3,G84.20 Straw Bale Dikes each 8 $50.00 $400.00 Vehicle Tracking Control Pads each 1 $200.00 $200.00 TOTAL = $4, 464.20 AMOUNT OF SECURITY = 1 .5 x $4,484.20 = TOTAL = $G,72G.30 -O'R- COST TO VEGETATE: TOTAL ACRES x ($725/acre) x 1.5 = TOTAL = $8,608.75 (WhICHEVER IS GREATER) REQUIRED AMOUNT OF SECURITY = $6,606.75 I I 11 I 1� I i I I I I I I I I I I I 1 C2 31 LU 0 0 ro LU IL LL: FL O LU CL 0. oac FE 0 U. U) z 0 ol j u 0 a ts I v u q u C E g C) 0 u E ->5 Q z 0 2(.) -9 E 0 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 RAINFALL PERFORMANCE STANDARD EVALUATION �TAninAQn Fnann A PROJECT: Raven View 5ubdw151on MAJOR 13A51N: All Areas CALCULATED BY: MEO TOTAL BASIN AREA (Ab) :=8. 190 acres DATE: April 29, 2002 DEVELOPED 5UB-BA51N ERODIBILITY ZONE Asb (acres) L,b (ft) A,b x Lb 51b M) Ab x 5,1, Lb 1 (ft) 51, M) P5 M) Al MODERATE 3.390 940 3 186.E 0.65 2.21 A2 MODERATE 2.630 893 2348.E 0.72 1.90 A3 MODERATE 1.740 305 530.7 1.0E 1.84 B I MODERATE 0.170 149 25.3 0.8E 0. 1 5 C I MODERATE 1 0.140 1 22 1 3.1 1 2.00 0.28 D I MODERATE 0,120 162 19.4 1 0.75 0.09 TOTAL 8.190 6113.7 1 1 6.47 7461 0.79 1 75.3 EQUATIONS: __ (Lsb X Lsb _ (Ssb x Lsb from Table 5. 1 Lb f�Sb A b b Length Slope 700 74G 800 P5 0.5 72.8 0.79 75.26389 1 78.1 P5 (during con5tructlon) _ PS (after con5tructlon) = 75.3 (From Table 5. 1 ) 88.5 W50.,,,,y / 0.85) l_1 EFFECTIVENESS CALCULATIONS STAninARn FnRnn a PROJECT: Raven View MAJOR BASIN: All Areas CALCULATED BY: 5Wr TOTAL BASIN AREA (A b) : 8.190. � acres DATE: March 2 1 , 20OG CON5TRUCTION PROCE55: Durincj C-FACTOR P-FACTOR EROSION CONTROL METHOD VALUE VALUE COMMENT 5ediment Basin / Trap 1.00 0.50 at outlet structure of detention pond, all drain basins Bare 5oil: Poucjh Irregular Surface 0.90 1.00 all lots Straw Bale Barrier 1.00 0.80 upstream of culverts and downstream Gravel Inlet Pilter 1.00 0.80 at all inlets Asphalt / Concrete Pavement 0.01 1.00 all roads, parkincj lots, walks, etc. Erosion Control Mats / Blankets 0.10 1.00 not applicable 51lt Fence Barrier 1.00 0.50 alorcj property boundary Temporary Ve etation / Cover Crops 0.45 1.00 not applicable 5od Grass 0.01 1.00 not applicable Hay or Straw Dry Mulch (From Table 5.2) 0.17 1.00 Detention Pond MAJOR P5 AREA BASIN N 5UB-BA51N (acres) CALCULATIONS PLAN INTENT: see Sheet 3 of 5G entitled"Temporary Erosion Control All Areas 75.3 8. 190 Plan" from the set: Utility Plans for 5wift Addition to Fossil Lake P.U.D. Roads: Impervious 4.150 Walks: all impervious areas have been grouped together Parkmg: Temp Veg Pervious 4.040 all pervious areas have been grouped together Bare Soil C,« = O.G2 Pie=0.1G EFF = 90. 1 % yU. 1 790 7.S70 vurmg construction cc, measures are ettective EQUATIONS: �(AiXCI) CnC1 _— A P.= P,xP,xP,... EFF=[1—(CXP)]x100 b EFFECTIVENESS CALCULATIONS STnninnrzn FnQnn R PROJECT: Raven View MAJOR BASIN: All Areas CALCULATED BY: 5Wf TOTAL BA51N AREA (A,) : 8.1 90 acres DATE: March 2 1, 2000 CONSTRUCTION PROCESS: After C-FACTOR P-FACTOR EROSION CONTROL METHOD VALUE VALUE COMMENT Asphalt / Concrete Pavement 0.01 1.00 all roads, parkin lots, walks, etc. Sod Grass 0.01 1.00 all on -site land5capincj, MAJOR P5 AREA BA51N M) SUB -BASIN (acres) CALCULATIONS PLAN INTENT: see Sheet 3 of 5G entitled 'Temporary Erosion Control All Areas 85.5 8. 1 90 Plan" from the set: Utility Plans for 5wift Addition to fossil Lake P.U.D. Roads: Impervious 4.150 Walks: all pervious areas have been grouped together Parkin : y 10 acres open space Pervious 4.040 Temp Veg 53.71 0 acres of permanent sod landscaping on individual Sod Grass: lots Cnet = 0.07 P, = 1.00 EFF = 92.9% oo.o io After uon5trucaon cu measures are ettective EQUATIONS: Cnet —�(Ai xC,) Pie =PI xP, x P3... EFF=[1—(Cx P)x 100] b I 1 I ll 1 I 1 1 14 a a 1 Utilities light & power • stormwater • wastewater " water City of Fort Collins 1 MEMORANDUM DATE: April 16, 1999 FROM: The City of Fort Collins — Utilities TO: Storm Drainage Design Criteria Users RE: New Rainfall Criteria ' This memorandum is to inform you of a change to the City's Storm Drainage Design Criteria (SDDC). On March 16, 1999, the Fort Collins City Council approved Ordinance 42.1999. (see attachment) This ordinance amended the City's design standard for ' rainfall, replacing the existing Figure 3-1 of the SDDC with a revised Figure 3-1. The 2- hour 100-year design storm was changed from 2.89" to 3.67", with a peak intensity of 9.95 in/hr. The 2-, 5-, 10-, 25-, and 50-year design storms were also changed. You may be asking yourself how this change will impact projects currently under design or review. City Council did not want to apply this criteria to projects currently vested in the City's development review process. The ordinance states that the new criteria, ".. shall not apply to any land development for which an application for preliminary or final subdivision plan approval, preliminary or final P.U.D. plan approval, or project development plan or final plan approval has been filed with the City prior to March 26, ' 1999...". Therefore, the projects impacted by this new criteria are project development plans submitted after this date. Attached is a copy of the revised Figure 3-1 to be used for designs using the Rational ' Method. Figures 3-1a, 3-1b and 3-1c are also attached. Figures 3-1a and 3-1b are tabular versions of Figure 3-1. Figure 3-1c is a table of the new distributions of the ' design storms to be used when a SWMM analysis is required. The City Fort Collins has begun the process of updating the City's basin master plans to ' reflect the new design storms. The process may take several years to have fully updated master plans. However, new hydrology of the basins is becoming available as we work on updating our models. If you feel your project may be impacted by revised discharges from the master plans, such as projects in or adjacent to floodplains, please ' contact the City to check if updated information is available. The City of Fort Collins is committed to ensuring this transition is carried out smoothly. If ' you have any questions concerning the ordinance or would like to discuss how this change impacts your project, please call Glen Schlueter at 224-6065. r 00 Wain tit. • I'.O. Box 590 • Forl Collins, 0) 80.;2 2-0580 • (970) ?' 1-h700 • FAX (1170) 2' 1-M614 • FAX (970) 221-I1593 • 'I I )1) (970) 22.4+003 c-mail: uliliti�s�nii.tort-i-allius.cn.u� • Htvw.�:i.fort-cullin�.co.us/Ul'ILI'flliS ------------ PgunAgulln'" Ono 1? A J!, AN Al Ass Its! N 022513 ASAA - AM' Sjj VON, AI MKIM tow-, Mill" WAIN N A OW 1 I Lazo to u IM, AN slowirml-ISRUT il 7"l T .l F m 1 1 1 1 City of Fort Collins Rainfall Intensity -Duration -Frequency Table for using the Rational Method (5 minutes - 30 minutes) Figure 3-1a Duration (minutes) 2-year Intensity in/hr 10-year Intensity in/hr 100-year Intensity in/hr 5.00 2.85 4.87 9.95 6.00 2.67 4.56 9.31 7.00 2.52 4.31 8.80 8.00 2.40 4.10 8.38 9.00 2.30 3.93 8.03 10.00 2.21 3.78 7.72 11.00 2.13 3.63 7.42 12.00 2.05 3.50 7.16 13.00 1.98 3.39 6.92 14.00 1.92 3.29 6.71 15.00 1.87 3.19 6.52 16.00 1.81 3.08 6.30 17.00 1.75 2.99 6.10 18.00 1.70 2.90 5.92 19.00 1.65 2.82 5.75 20.00 1.61 2.74 5.60 21.00 1.56 2.67 5.46 22.00 1.53 2.61 5.32 23.00 1.49 2.55 5.20 24.00 1.46 2.49 5.09 25.00 1.43 2.44 4.98 26.00 1.40 2.39 4.87 27.00 1.37 2.34 4.78 28.00 1.34 2.29 4.69 29.00 1.32 2.25 4.60 30.00 1.30 2.21 4.52 City of Fort Collins Rainfall Intensity -Duration -Frequency Table for using the Rational Method (31 minutes - 60 minutes) Figure 3-115 Duration (minutes) 2-year, Intensity in/hr 10-year Intensity in/hr 100-year Intensity in/hr 31.00 1.27 2.16 4.42 32.00 1.24 2.12 4.33 33.00 1.22 2.08 4.24 34.00 1.19 2.04 4,16 35.00 1.17 2.00 4.08 36.00 1.15 1.96 4.01 37.00 1.13 1.93 3.93 38.00 1.11 1.89 3.87 39.00 1.09 1.86 3.80 40.00 1.07 1.83 3.74 41.00 1.05 1.80 3.68 42.00 1.04 1.77 3.62 43.00 1.02 1.74 3.56 44.00 1.01 1.72 3.51 45.00 0.99 1.69 3.46 46.00 0.98 1.67 3.41 47.00 0.96 1.64 3.36 48.00 0.95 1.62 3.31 49.00 0.94 1.60 3.27 50.00 0.92 1.58 3.23 51.00 0.91 1.56 3.18 52.00 0.90 1.54 3.14 53.00 0.89 1.52 3.1'0 54.00 0.88 1.50 3.07 55.00 0.87 1.48 3.03 56.00 0.86 1.47 2.99 57.00 0.85 1.45 2.96 58.00 0.84 1.43 2.92 59.00 0.83 1.42 2.89 60.00 0.82 1.40 2.86 Table 3-3 RATIONAL METHOD RUNOFF COEFFICIENTS FOR COMPOSITE ANALYSIS ' Character of Surface. Runoff Coefficient _ Streets, Parking Lots, Drives: ' Asphalt.........................0.95 Concrete.. ............. 0.95 Gravel....................................... 0.50 Roofs.......................................... 0.95 Lawns, Sandy Soil: ' Flat<28..................................... 0.1 Average 2 to 7$.. 0.15 Steep >7%.. .. 0.20 ' Lawns, Heavy Soil: Flat <2$..................................... 0.20 Average 2 to 7%.. .......... 0.25 Steep>7%..................................... 0.35 ' 3.1.7 Time of Concentration In order to use the Rainfall Intensity Duration Curve, the time of concentration must be known. The time of concentration, T�, represents the time for water to flow from the most remote part of the drainage basin under consideration to the design point under consideration. The time of concentration can be represented by the following equation. ' T,=t„+t, Where: ' T� = Time of Concentration, minutes t„ = overland flow time, minutes tt = travel time in the gutter, Swale, or storm sewer, minutes ' The overland flow time, t,,, ,can be determined either by the following equation or the "Overland Time of Flow Curves" from the Urban Storm Drainage Criteria Manual, included in this report (See Figure 3-2). ' Tw L87i11-(t f)Dl/2 S113 ' Where: T„ = Overland Flow Time of Concentration, minutes S = Slope, 8 C = Rational Method Runoff Coefficient D = Length of Overland Flow, feet (500' maximum) CL = Frequency Adjustment Factor The travel time, tt, in the gutter, Swale, or storm sewer can be estimated with ' the help of Figure 3-3. 3.1.8 Adjustment for Infrequent Storms The preceding variables are based on the initial storm, that is, the two to ten year storms. For storms with higher intensities an adjustment of the runoff coefficient is required because of the lessening amount of infiltration, depression retention, and other losses that have a proportionally smaller effect on storm runoff. These frequency adjustment factors are found in Table 3-4. ' May 1984 Design Criteria Revised January 1997 3-5 I O.L. WV15 __---M33_I_Ba_S -- V74 E RS F 9/CC V45 i! ! 10.1 1 l 2 IB01fl I&0 IGN 163 11121ISM %IS 1812 1M 1W I80 R&PO RD I'LAC E M :F--li 2020 r y1 �Q, 2008 Imm o H r�� CASING I� CITY OF FORT COLLINS COLORADO I WATER AND WASTEWATER UTILITY 0 100. 200 300 ©1993 by the City of Fort Collins. Ali rights reserved. No part of this document or data contained hereon may be reproduced; used to prepare derivative, products; distributed or publicly displayed without the specific written approval of the City of Fort Collins. csu ulT I STATION This document was prepared for intemal use only, and the City of Fort Collins makes no claim �— as to the completeness or accuracy of the data contained hereon. I Revision Date: 06/29/95 9-7-15-2 4-1 u 0 r.� a w a 1 I I I I I I I I aTBeemm k' -ORME Icil DOME i I, r � I wTv I I 1 r NOUN ONK ---- SO j N! �y tac eN r �b III --- e.. 9I Vr�4?♦ ® NORTH b 0 5p 100 ISpFw1 OR OF tl AM1 --~� LEGEND: alSAN MIGRATION _8 .AREA IN ACRES NI, RAN FA LN SUSIACE ELEVATION a 2-YE/a RUNOfE CMmQENi _ _ EXISTING STORM sRwcR ffi a1 DESIGN FONT PROPOSED Sloeu SEWER EXISTING CONTOUR 111 111 = I♦ 111 = UPON LIRE PROPOSED CONTOUR NO NOW SOP BASIN BASIN LINE wy SHELL FLOW PATH _. uWCR aA51x LWE y CONCENIRI.TED FLOW PATH PROPOSED RBUNDARr EMERGENC`� CVERICLW4' TWOUL WEIR j DP.SNRi IOHT UPSTREAM SASMS ARE11 luwl Cl CIO CIO Q Il:bl QR Icbl OIN Ichl COMMENTS e1 Al 3.39 o.ro oaB o.ee /.63 T.93 20.21 Dlred RuoR Q A2 2.63 0.84 O61 081 3.81 8.16 1513 Dim Rung a2pi Al A2 802 B.BB 088 ON 7.93 13.59 34.66 IIYNB3 a3 A3 1,74 0.30 Od0 03) 1.01 174 4.43 DiuclRunR a3Fi A1A3 ].]8 0.% 0.59 O74 8.95 1533 39.10 WO/ L1 BI 0.17 DU 0U 0.80 0.31 053 1.36 Dlnnt Rung cl C1 0.14 020 020 025 0.08 0,14 0.35 Direct RuloR dl D1 0.12 020 0.20 025 0.07 0.12 0.30 DlrectRuloll ��_ Pp1D 8UIMMRY WUERr ReRueuB Suncoe Pond bvM Volume Tool Velum Elwation (R) Elevu3on 11tl lae4q ProvMUE (aNN YMYrD.0 505630 505r.12 Od] 0.1T Dallr'SorR 506202 505].12 2f] 2A] / •Nob: licicles Webr Oualty Corbol Vohme 1 e.5 FT 1Ba5 R 8.25 FT sieEV OF 5C6'.UU .�, OR ¢ B]DO 133 - 6EV°= sC8'Yao STORM BRAIN E1E - mzee -11 EBzv - bezx I NOW: I Pro WAS AxAEr2En FOR rlumDARo RBeDss. II CROSS-SECTION C(EMERGENCY OVERFLOW WEIR) I 1 AM " v - 3�niA TO NEV - soe2.sD ws u Raze t .urotDD-Bo.a1 LTs1 1 I \-OVER RUNNINGWALL GMER r CROSS-SECTION D Y A 8- LOU Jt LOT �o LOT29 LOT2B �.OT 2] LOi ]B �T25 LOi9 LOi21 / LOT E �1 ^ff • FOR DRAINAGE REVIEW ONLY NOT LOT,WE AI IUr ,MEA InI IMA Inl rerA mrM Ip,TMA ✓TRAmF) \,.i,F FOR CONSTRUCitCTION It SA ns, Colorado UTILITY of Fort PLAN)1 APPROVAL APPROLEO: �IATIUT' NonFIui CHECKED RE: MTER 6 COLORrA00 Tla e� & lteelewe ie� IILi1i y I11�1'1 CHECKED BY:�. CHECKED BY:.on CPO CHECKED 6t:�� 6-f- <s +AOeaw�sl Aa ON NlNO CHECKED B(: �- I Ila z 1 � LO IB 11 � LOT I) , LOT 15 LOT T4(e LC A IWL B' L01 LM13 �n LOTH LOT 21 O T 11 'LOT WI ME LOT DOE B IrtL B R i _LM 1 O R1z 1 r LOT 11 __-_________ .m 10 2 LOTri 01 -- SRALTD SOFTN S ' � 1 I Q p -I1 LOT 3q Al l LOOM 1 Bj 'A L LOT Y -- R LOTQ 1- I r {- Lary LOi db F1 I a K 1 1 L \ LOT6 I p NONNI MI W W- MIX W 7'17 I M I I N& ® NORTH w O NI iOD 1NIF.rt x3 (IN FEET) ixa- NINE FOR DRAINAGE REVIEW ONLY NOT FOR CONSTRUCTION CHL Mf1Y NCIFUTgX CBlT61 K CClgUOO Dig Safely 1.800:922.1987 xrwxr.unmor OR303-232-1991 ONCO CNI ] BUSINESS DAYS IN RNCE BErouE YOU DIG GRADE. OR VATE FOR rHE MANKIND UNDERGROUND MEMBER UFUMES _—_ MULBERRY STREET BRIEF I I I I I I - 3CzF Igl I.JIQyl —`--�swI IfiI amn- it r I I i I ® I II ®NORTH m W D W IW IWr••[ (AN FEED) tl W R t m LEGEND: - y PROPOSED CONTOUR —$} aCONTOUR� EMSTING CidlP ---<B2< m PROPOSED aRe N wrTLR EPROPOSED WATER MAIN - - - — - -- PMETRIC WI MAIN U PROPOSED SEATS MATH M EXISTMG YMP MAIN 'InummO IIREWsc out out sr / WW04O STORM ROVER ...— wWosEO SYAI£ PROPOSED TRICKLE PAN PROPERTY BOUNDARY PROPOSED COMBINATION INUO sr WATTLE PPODEtnON O 1 TRI OWED EI IF 8}1 L£NICIE 1NAIXIHG LWDp0. pID O SILT FENCE 1F RCRAP PROTECTOR RP SEDIMENT ,R.P sr Cj WAVE- Wu G$ BE I—,,TORM DI LINEB ----'-1----- - ---- --- - - --- - SIR - d. L LOT3 I I I L d IF IF � I {� P IF 5 IF _ O AVEN YEW RpAO \ } TRACTF 1 NOTES +. SEE GMLNC AND EROSION CONTROL NOTES ON SHEET CS2 AS WELL AS DETAILS W SHEETS EW AND CI 2 IN ADDITION TO COMPLYING WITH N CITY , STATE AND FEDERAL REQUIREMENTS, CO ONT STTOR ST oL ASO TA(E JUCIZA CARE AND PPEMFNTATNE MEASURES DUE TO RATIONS OCCUPIED SNUFFING UNITS. ]. THIS EROSION CONTROLAPHCAL NOT PLAN 5 SCHEMATIC IN NATURE. AS SUCH, GR SYMBOLS Y BE TO SCALE. NOR ARE THEY NECESSARILY SHONN THOR EXACT LOCATION. • sSON CONTROL AN CORNET ONLY A GUIDELINE TO THE CONTRACTOR. SEPoRAN AS T ACING/PHASNL OF THE HART BROWN ON THIS PLAN IS EXPECTED AUDIT DNA AND/GR DIFFERENT MAPS FROM THOSE SHOWx MAY RE NECESSARY DURING CONSTRUCTIONCONSTRUCTION A0 REQUIRED BY LOCAL.W ORRRFIES IN NO WAY SHALL THIS PLAIN REPLACE THE CONTRACTORS OOHGATIONS MR PERM FLING (CITY STATE DISCHARGE III ETC.I ON COMPLMNCE AU H GPEPN HG AUTHORITIES, IT SHALL DE THE CONTROL MEASUREST ME PPROPERTY MNM NCO TAND REFORM EROSION 5. SEE SHEET EC] FOR NEGOTIATOR SPECIFICATIONS City of Fort Collins, Colorado UTILITY PLAN APPROVAL APPROVED'. I� �1— CXELKED eY:(f_ CHECKED EY:�� �e CHECKED BY: CHECKED Em CHECKED BY: Z J a _I O a \W / ILN Z O > � U _o O w sneer EC1 Of 32 Sheets wawIN LIOv POND T �aY •1 r .f t� t • Y Y_Ya 1 Ys F^ i t ♦ Yw Yp �wtlRON j 113I • IT 11 I IT n IN 114 i 117 1 � 1 e Its POND POND �• i 10 1• N 1 1• 1 i a rIm a I tlYaa u It same a i � w • I n a 1 I 1 w tl l• all I LCGCNf� tl tl a I 1 I =�N w.. r.1 Its �- tl e �� wv tl tl p SVDBASIN I I wa a I' O �I ■ w w`l n p I� 91 a 1 all CONVEYANCE IE tlall tl 3 a fi I� �I EYEHf tl tl . I la® NODE ytl tl n a n s IIIn OIVERSIOM J '. _ s♦ n n i ® NON w V O O i I ®INPLOW NYDROONAPN fames xrmogax •aH r . Ia 1[C'4• Wf1aDY IVa NI•LYR) V a ® POND ON j POND NON!, a I! a All �I� ® a aIND r all Ov i IY49e a n v y r a IS L i p Y ♦ REVISIONS: 1 r•a . r COOKtl 1�•M 1. •ttd aHM "m SY•gWpX ifHWYIIp'M inM EEM 1F➢ rtB11UYY X V s d �w i M 1 I v j I 1 I j ® I •ta s r 161I 1 V v lJ I V i j CITY OF FORT COLLINS i V I.�Iv CANAL IMPORTATION BASIN 9 .•. 'gym I HYDROLOGIC UPDATE 3 I ! •w.•. N.m I 1COFC 2004.04 AMH/GJK/GJK •moo®� I I SCHEM—HRH TAW1WW 09/JO/09 CANAL 111.2 Tow 3� s I SWMM SCHEMATIC DIAGRAM 1 I Mason N A>� ®"" a'• �— "�' EXISTING CONDITIONS H �nev C...It,9 En9in I. 3�