Loading...
HomeMy WebLinkAboutDrainage Reports - 05/11/1991�iv.s2� iT�vicer FINAL DRAINAGE STUDY FOR THE QUAIL HOLLOW FIFTH FILING IC FINAL DRAINAGE STUDY FOR THE QUAIL HOLLOW FIFTH FILING March 29, 1991 Revised May 10, 1991 Prepared for: d. Jensen Enterprises 2601 Yorkshire St. Fort Collins, Colorado 80526 Prepared by: RBD, Inc. Engineering Consultants 2900 South College Avenue Fort Collins, Colorado 80525 (303) 226-4955 RBD Job No. 014-037 T3D,NG. Engineering Consultants 2900 South College Avenue Fort Collins, Colorado 80525 303/226-4955 FAX:303/226-4971 May 10, 1991 Ms. Susan Hayes City of Fort Collins Utility Services Stormwater 235 Mathews Fort Collins, Co. 80522 RE: Final Drainage Study for•the Quail Hollow Fifth Filing RBD Job. No. 014-037 Dear Susan: We are pleased to submit to you, for your review and approval, this revised Final Drainage Study for the Quail Hollow Fifth Filing. All computations within this report have been completed in compliance with the City of Fort Collins Storm Drainage Design Criteria and variance allowances. All of the Stormwater Utility concerns with the initial drainage study and utility plans have been addressed. Thank you for your time and consideration of this submittal. Please call if you have any questions. Respectfully, RBD Inc. Engineering Consultants fx4...� G� �"E�c Kevin W. Gingery, P.E. M Project Engineer CC: Mr. Dan Jensen - d. Jensen Enterprises Other offices: Denver 303/778-7338 • Vail 303/476-6340 • Colorado Springs 719/598-4107 • Longmont 303/678-9584 TABLE OF CONTENTS DESCRIPTION PAGE I. GENERAL LOCATION AND DESCRIPTION A. LOCATION 1 B. DESCRIPTION OF PROPERTY 1 II. DRAINAGE BASINS AND SUB -BASINS A. MAJOR BASIN DESCRIPTION 1 B. SUB -BASIN DESCRIPTION 2 III. DRAINAGE DESIGN CRITERIA A. REGULATIONS 2 B. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS 2 C. HYDROLOGICAL CRITERIA 3 D. HYDRAULIC CRITERIA 4 E. VARIANCES FROM CRITERIA 4 IV. DRAINAGE FACILITY DESIGN A. GENERAL CONCEPT 4 B. SPECIFIC DETAILS 5 V. EROSION CONTROL A. GENERAL CONCEPT g B. SPECIFIC DETAILS 9 VI. CONCLUSIONS A. COMPLIANCE WITH STANDARDS 9 B. DRAINAGE CONCEPT 9 REFERENCES 11 APPENDIX A VICINITY MAP 1 FILING NO. 5 HYDROLOGY 2 DETENTION.PONDS NO. 1 & 2 HYDROLOGY 7 DETENTION PONDS NO. 1 & 2 SIZING 15 DETENTION PONDS NO. 1 & 2 HYDRAULIC DESIGN 22 DESIGN OF INLETS, STORM SEWER AND OVERFLOW SWALE INTO POND NO. 2 32 DESIGN OF SWALE FROM YORKSHIRE ST. TO POND NO. 1 35 RIPRAP DESIGN 39 SPRING CREEK FLOODPLAIN DATA INFORMATION 43 APPENDIX A CONT. DESCRIPTION PAGE EROSION CONTROL 46 CHARTS, TABLES AND FIGURES 49 APPENDIX B QUAIL HOLLOW FILINGS 4 THRU 7 PRELIMINARY DRAINAGE PLAN SHEET 1 OF 2 1 QUAIL HOLLOW FILINGS 4 THRU 7 PRELIMINARY DRAINAGE PLAN SHEET 2 OF 2 2 BURNS RANCH AT QUAIL RIDGE PRELIMINARY DRAINAGE PLAN 3 APPENDIX C VICINITY MAPS FOR SWMM MODEL 1 SWMM MODEL UPDATE DATA CALCULATIONS FOR THE PROPOSED QUAIL HOLLOW FILING 3 NO. 5 IMPROVEMENTS SWMM MODEL ORIGINAL 2 YEAR STORM OUTPUT 14 SWMM MODEL UPDATED WITH THE PROPOSED QUAIL HOLLOW FILING NO. 5 IMPROVEMENTS 30 FOR THE 2 YEAR STORM EVENT SWMM MODEL ORIGINAL 10 YEAR STORM OUTPUT 53 SWMM MODEL UPDATED WITH THE PROPOSED QUAIL HOLLOW FILING NO. 5 IMPROVEMENTS 69 FOR THE 10 YEAR STORM EVENT RATING CURVE FOR RISE IN WATER SURFACE ELEVATION IN THE DETENTION POND 91 DOWNSTREAM OF TAFT HILL ROAD MAY 10.1991 REVISIONS 1. HYDROLOGY CALCULATIONS 2. STORM SEWER SYSTEM, INLET NO. 2, HGL'S, STREET PONDING 3. TEMPORARY DETENTION POND NO. 2 GRADING, TRICKLE PAN 4. SWMM MODEL REVISIONS & RATING CURVE 5. POND OVERFLOW WEIR RATING CURVES 6. POND OUTLET PIPE HYDRAULICS 7. RIPRAP DESIGN 1 FINAL DRAINAGE STUDY FOR THE ' QUAIL HOLLOW FIFTH FILING I. GENERAL LOCATION AND DESCRIPTION A. Location The Quail Hollow Subdivision is located east of the southerly extension of Overland Trail and south of Yorkshire and Michener Streets in southwest Fort Collins, Colorado. The site is shown on the Vicinity Map in Appendix A. More particularly, the site is described as Quail Hollow, Fifth Filing, and is situated in the ' Northwest 1/4 of Section 28, Township 7 North, Range 69 West of the Sixth P.M., City of Fort Collins, Larimer County, Colorado. ' B. Description of Property The Quail Hollow Fifth Filing contains 18.7 acres more ' or less of which all of the area is currently undeveloped and being proposed for residential development. The majority of the property has consisted of cultivated farm ' land. Topography at the site is generally sloping from northwest to southeast at approximately 1.2%. A tributary to Spring Creek traverses through the site from a northwest to southeasterly direction. Within this ' tributary to Spring Creek exists a substantial cattail outcropping/wetlands area. Spring Creek traverses across the southeastern corner of the Quail Hollow Subdivision ' as it flows in a northeasterly direction. DRAINAGE BASINS AND SUB -BASINS ' A. Major Basin Description No major drainageway exists in the fifth filing of the ' Quail Hollow Subdivision. The Quail Hollow Subdivision does drain into Spring Creek per the Spring Creek Major Drainageway Plan by Gingery Associates, Inc. dated August ' 1980. The City of Fort Collins is planning a regional detention pond on the southwest corner of Drake Road and Taft Hill Road in the future. ' The Spring Creek basin was previously modeled using the SWMM computer program. Included in Appendix C is a detailed analysis of how the proposed improvements effect i 1 the downstream detention pond on the southwest corner of Taft Hill Road. Due to the existing homes adjacent to Spring Creek immediately upstream of Taft Hill Road, the City of Fort Collins has limited the rise in the water i' surface level of the adjacent detention The four detention ponds in the Quail pond Hollow to 0.2 feet. Subdivision and the Quail Hollow property as well as the Burns Ranch property was modeled in a schematic model and updated ' SWMM computer model to demonstrate that the maximum increase of 0.2 feet was being met. M B. Sub -Basin Description Historic drainage patterns on the subject site are southeasterly across the site to Spring Creek. Several off -site basins lying west of Overland Trail contribute storm water runoff which crosses the Quail Hollow Subdivision. For this report, off -site drainage waters passing through Filings No. 3 and 4 of Quail Hollow, also pass through Filing 5 as the storm water runoff is routed to Spring Creek. All off -site flows are currently at historic conditions. Refer to the referenced reports 2-5 for a comprehensive analysis of the off -site basins. III. DRAINAGE DESIGN CRITERIA A. Regulations Some - deviation from the City of Fort Collins Storm Drainage Design Criteria is sought for the subject site per the requested variances explained later in this report. B. Development Criteria Reference and Constraints Several drainage reports were previously completed for the subject site and adjacent lands as referenced in this report. The Preliminary Drainage Report for Quail Hollow Filings No. 4 through 7 developed the design criteria for the subject site. With the development of Filing No..5 of Quail Hollow, two temporary detention ponds are planned for construction. The City of Fort Collins is planning a regional detention pond on the southwest corner of Drake Road and Taft Hill Road in the future. Until the regional detention pond is constructed, the City of Fort Collins has requested that temporary detention ponds be constructed within the upstream developments in order to protect the downstream property owners. The City of Fort Collins has requested that the temporary on -site detention ponds have adequate outlets and E detention to reduce developed on -site flows and historic ' off -site flows to historic conditions as drainage waters leave the site and enter Spring Creek. Per the City of Fort Collins Storm Drainage Criteria, the temporary ' detention facilities should be designed with outlets sized for the 10 year and 100 year historic storm events. Also the temporary detention ponds should include an emergency overflow weir/spillway in the event the outlet ' works become inoperable, and to pass offsite undetained flows. ' Spring Creek lies within the City of Fort Collins Parks property and the outlet pipes from the two detention ponds cross the park property. Per a letter dated November 16, 1989 from the City of Fort Collins Planning ' Department to Mr. Eldon Ward of Cityscape, in regards to the preliminary review comments on Filings No. 4 through 7, item 4 states "Nuisance flows across the park must be ' piped". Because 85% of the storms in the Fort Collins area are on the order of a 2 year storm event, the 10 year and under storm event has been assumed as a nuisance flow for this report. C. Hydrological Criteria ' The rational method was used to determine runoff peak flows from the site and the surrounding off -site tributary areas. The 2,10, and 100 year rainfall ' criteria, which was obtained from the City of Fort Collins, is the criteria which was utilized. This criteria is included in Appendix A. The detention volumes and release rates were calculated utilizing the ' Preliminary Drainage Report for Quail Hollow Filings No. 4 through 7 and the Preliminary Drainage Report for the Burns Ranch at Quail Ridge and the calculations are ' included in Appendix A. The basin boundaries for basins A-1,A-2,A-3,B-1,B-2,B-3,C,D,E,F, and F-1 as utilized in the detention calculations, are not shown on the Filing ' No. 5 drainage drawing. Rather these basins should be referenced from these subject reports. A reduced copy of the referenced reports drainage drawings are included in Appendix B for reference only. The Filing No. 5 drainage drawing uses basins 1-7 which contain portions of the above described basins. These basins were prepared in this manner for the following two reasons: t1. The overall basins A-1, A-21 A-31 B-11 B-2, B-31.C, D, E, F, and F-1 are utilized in the design of the temporary detention ponds no. 1 and 2. ' 2. The filing 5 basins 1-7 are used for sizing on -site storm sewer systems, temporary swales, and `I examining street capacities. Therefore to avoid confusion with all of the basin boundaries, the Preliminary Drainage Report for Quail ' Hollow Filings No. 4 through 7 and the Preliminary Drainage Report for the Burns Ranch at Quail Ridge should be referenced for those basins not shown on the filing 5 drainage drawing. Included in the back pocket of this ' report is the Filing No. 5 drainage plan. With the overall basins A-1, A-2, A-31 B-1, B-2, B-3, C, t D, E, F, and F-1 contributing flows to the two on -site temporary detention ponds, the best method for sizing the ponds was the Mass Diagram Detention Pond Sizing Method. This method produced the best approximation of the actual ' detention pond volumes required for the site utilizing the rational method data. D. Hydraulic Criteria All calculations within this study have been prepared in ' accordance with the City of Fort Collins Drainage Criteria. E. Variances from Criteria ' A variance is being sought for the storm sewer system design from Mercy Drive into temporary detention pond no. 2. Curb inlet no. 2 has been modified in order to ' provide a concrete trickle pan through the detention pond. A detailed explanation of this situation is described below in section IV. B. Specific Details. ' IV A variance is being sought for the freeboard in temporary detention pond no. 2 in order to provide a concrete trickle pan through the pond bottom. This variance and the variance for the storm sewer system from Mercy Drive are interconnected. A detailed explanation of this situation is described below in section IV. B. Specific Details. DRAINAGE FACILITY DESIGN A. General Concert As development occurs within Quail Hollow Filing No. 5, ' all on -site fully developed flows will flow southeasterly into one of the two temporary detention ponds. Off -site runoff will be directed through the various filings of the Quail Hollow Subdivision and carried in some manner to the temporary detention ponds. Included in the back pocket of this report is the Filing No. 5 drainage plan. 4 B. SDecific Details During the course of preparing the proposed drainage plan for Filing 5 of Quail Hollow, various drainage problems arose. Groundwater in the subject site is relatively ' close to the ground surface per the report titled "Report of a Geotechnical Investigation for Quail Hollow P.U.D. Fourth, Fifth, Sixth & Seventh Filings by Empire ' Laboratories, Inc.. As a result of a high groundwater table, the site was graded in such a manner to place the foundations of the homes above the ground water table. ' With the FHA grading requirements and the existing lots of Filing No. 4 of Quail Hollow along Michener Drive which drain to the rear of the lots and onto Filing No. 5 lots, the resulting minimum street grades were ' established. With the existing grades in Filing No. 4 and the FHA grading requirements, the bottom of temporary detention pond no. 2 was established as a result of the ' availability of the storm sewer system to drain into it. Given the elevation of Spring Creek, temporary detention pond no. 2, the requirement of a concrete trickle pan through the pond bottom between the inlet and outlet ' pipes due to a pond bottom slope of 0.5%, and the storm sewer system required from Mercy Drive and Lame Beaver Court, a drainage system was designed to carry 2 year ' and under storm water runoff underground and into the detention pond with a modification to curb inlet no. 2. In curb inlet no. 2 the outlet pipe was placed 0.8 feet ' vertically above the inlet pipe and an additional 0.5 feet was added to the base of the inlet to collect sediment due to standing water which will occur in the inlet. The modification to curb inlet no. 2 was ' necessary to raise the northwest corner of pond no. 2 one foot to provide a 0.5% slope for a concrete trickle pan through the pond. A variance is being requested for the ' storm sewer system design in order to provide the trickle pan through pond no. 2. The hydraulics of the storm sewer system indicate that the system will operate under ' pressure and all flows will remain underground and not back up into the above streets. Temporary detention pond no. 2 is only to be used until the regional detention pond at Drake Road and Taft Hill Road is completed. The location of temporary detention pond no. 2 does not allow for the 100 year volume to be ' achieved. Therefore, additional volume has been obtained in temporary detention pond no. 1 and the release rates adjusted accordingly. With the site constraints of grading and the existing elevations of Spring Creek, ' limited fall is available between temporary detention pond no. 2 and Spring Creek. Temporary detention pond no. 2 has been sized with an outfall pipe to carry the 10 rn, year and a portion of the 100 year storm water directly to Spring Creek. The remainder of the 100 year storm water has been routed through an overflow weir and allowed to sheet flow to Spring Creek across the City of Fort Collins Parks property. In order to raise the pond ' bottom 1 foot to provide a trickle pan, an adjustment to the freeboard of the pond was made. The freeboard was originally 1 foot and now has been reduced to 0.5 feet. ' Because this pond is adjacent to the City of Fort Collins Parks Property and the pond is temporary in nature, a variance is being requested to reduce the freeboard from ' 1 foot to 0.5 feet. An emergency overflow weir spillway has been provided which will pass the maximum 100 year storm water runoff through the weir before overtopping of the eastern berm can occur. ' Within temporary detention pond no. 1 there is an existing wetlands/wildlife area. This area has been ' created in the natural tributary to Spring Creek over the years. The Quail Hollow development will discharge storm water runoff into the existing wetlands/wildlife area. ' Storm water runoff will pass through the wetlands/wildlife area and eventually be transported to Spring Creek. ' It is the intent of this Filing No. 5 development to keep the existing wetland/wildlife area as natural as possible in order to not affect the wetlands area. The proposed detention pond will not drain the existing wetland/wildlife area, but it will allow runoff from the Quail Hollow Subdivision to pass through the wetland/wildlife area and be temporarily stored within this area. The Quail Hollow Subdivision is expected to create minor urban storm water runoff which will pass through the existing wetland/wildlife area with little to no impact upon the area. No drainage construction is anticipated directly within the existing cattail outcroppings of the wetlands area. The berming along the ' southeastern portion of temporary detention pond no. 1 may require a US Army Corps of Engineers 404. permit. Coordination of a 404 permit should be done with the local regional office of the US Army Corps of Engineers ■ in Denver. With the unavailability of area and the site grading constraints of temporary detention pond no. 2, temporary detention pond no. 1 was increased in size to fulfill the site requirements. Calculations for the detention ponds can be found within Appendix A. With the site constraints of grading and the existing elevations of Spring Creek, limited fall is available between temporary detention pond no. 1 and Spring Creek. Temporary 0 detention pond no. 1 has been sized with an outfall pipe to carry the 10 year and a portion of the 100 year storm water directly to Spring Creek. The remainder of the 100 year storm has been routed through an overflow weir and ' allowed to sheet flow to Spring Creek across the City of Fort Collins Parks property. Adequate detention has been provided within temporary detention ponds no. 1 and 2 for Quail Hollow Filings No. 4 through 7 and also the Burns Ranch at Quail Ridge proposed development west of Overland Trail. In the t event that the outlets of either temporary detention pond become inoperable, emergency overflow weirs/spillways have been designed to safely pass storm water flows, in a sheet flow manner, to Spring Creek. ' The downstream side of the overflow weir/spillways should contain a riprap lining in order to preserve the pond embankments. Adequate freeboard has been provided above ' the normal 100 year storm water surface level to safely operate the emergency overflow weir/spillways without breaching the entire downstream embankment of each pond. ' Within basins 5 and 6 of Filing No. 5, a storm sewer system has been provided to transport the 2 year storm ' water runoff into temporary detention pond no. 2. The 100 year storm water runoff from basins 5 and 6 is proposed to be transported into temporary detention pond no. 2 by the streets and a grass swale between two lots at the end of Lame Beaver Court. If the lots adjacent to the grass swale are built with walkout basements per the FHA grading plan, a certification of the as -built ' elevations shall be submitted to the City prior to release of the C.O. Adequate freeboard is provided above the 100 year water surface level in the swale to safely ' pass the 100 year storm water between the two lots and into temporary detention pond no. 2. ' Basin 1 drains onto Blue Leaf Drive. Blue Leaf Drive will eventually connect into Overland Trail with additional filings of Quail Hollow. For the interim, Blue Leaf Drive dead ends at the end of Filing No. 5. A temporary swale has been sized to safely convey the 2 and 100 year storm water runoff from Blue Leaf Drive into temporary detention pond no. 1. Adequate freeboard is ' provided above the 100 year water surface level to ensure that the storm water runoff reaches temporary detention pond no. 1. ' Basins 3 and 4 drain onto Dixon Creek Lane. Dixon Creek Lane will eventually end at a cul-de-sac with additional filings of Quail Hollow. For the interim, Dixon Creek 7 Lane dead ends at the end of Filing No. 5. A temporary ' swale has been sized to safely convey the 2 and 100 year storm water runoff from Dixon Creek Lane into temporary detention pond no. 1. These flows will ultimately be ' transported into temporary detention pond no. 2 with the completion of Dixon Creek Lane. For the interim, temporary detention pond no. 1 is closer and the total buildout contributing storm water runoff into temporary ' detention pond no. 1 has not occurred, therefore the runoff has been directed into this pond. Adequate freeboard is provided above the 100 year water surface ' level to ensure that the storm water runoff reaches temporary detention pond no. 1. Off -site basin 0-1 in Filing No. 4 of Quail Hollow was to drain into a temporary detention pond near the intersection of Michener Drive and Mercy Drive. With the development of Filing No. 5 of Quail Hollow, the temporary detention pond concept will no longer be needed. Therefore a temporary swale has been sized to safely convey the 2 and 100 year storm water runoff from Michener Drive into temporary detention pond no. 2. Adequate freeboard is provided above the 100 year water surface level to ensure that the storm water runoff reaches temporary detention pond no. 2. A temporary detention pond for Quail Hollow Filing No. 4, to be located between Blue Leaf Drive and Dixon Creek Lane immediately south of Yorkshire Street, was to be constructed with Filing No. 4. With the development of Filing No. 5 of Quail Hollow, this temporary detention pond concept will no longer be needed. All previous flows into the Filing No. 4 pond will be conveyed to temporary detention pond no. 1 in Tract A of Filing No. 5. A swale between the lots off of Dixon Creek Lane and Blue Leaf Drive has been sized to safely convey the 2 and 100 year storm water runoff from the existing 48" RCP at Yorkshire Street to temporary detention pond no. 1. If the lots adjacent to the grass swale are built with walkout basements per the FHA grading plan, a certification of the as -built elevations shall be submitted to the City prior to release of the C.O. Adequate freeboard is provided above the 100 year water surface level .to ensure that the storm water runoff reaches temporary detention pond no. 1. V. EROSION CONTROL ' A. General Concept It is our understanding that the new City of Fort Collins Erosion Control Reference Manual will become effective 8 with the May •1991 submittals. Therefore for this ' submittal, only a general overview of erosion control will be addressed. Future filings of Quail Hollow will need to have the erosion control calculations completed and conform to the Erosion Control Reference Manual. B. Specific Details ' For Filing No. 5 of Quail Hollow, the overlot grading results in portions of the site ending some 2-4 feet above the surrounding ground. Thus behind some of the ' lots the proposed ground will slope down to the existing ground at a 4:1 slope. The potential for erosion and sediment transport off -site is high in these areas. Therefore, sediment collection straw bales or silt fences ' should be placed at the toe of the fill slopes in these areas. ' The temporary swales from Basins 1,3,4, and 0-1 to the temporary detention ponds will be cut through native soil. The potential for erosion to occur in these swales ' and transport sediment into the temporary detention ponds is high. Therefore, erosion straw bale check dams should be placed along the swales to control the erosion and transport of sediment into the temporary detention ponds. ' The storm sewer system in Mercy Drive and Lame Beaver Court results in the construction of a 10 foot type R ' curb inlet and a 5 foot type R inlet. With the overlot grading on the adjacent lots and the subsequent housing development, erosion control curb inlet gravel filters should be placed around the inlets to prohibit sediment transport into temporary detention pond no. 2. All disturbed ground should be reseeded as soon as the ' grading has been completed in order to limit wind and rain erosion and the resultant sediment transportation. A note in reference to reseeding is included on the ' Utility Plans. VI. CONCLUSIONS A. Compliance with Standards All computations within this report,have been completed ' in compliance with the City of Fort Collins Storm Drainage Design Criteria and minor variance allowances. B. Drainage Concept The proposed drainage concepts adequately provide the detention of developed on -site flows from the Quail E Hollow Subdivision Filings 4 through 7 and the proposed Burns Ranch at Quail Ridge Subdivision. By creating temporary detention ponds no. 1 and 2, all developed storm water runoff has been controlled in order to eliminate off -site downstream damage from the 2, 10 and 100 year storm events and to safely route offsite upstream flows through the site. The 10 year and 100 year release structures in temporary detention ponds no. 1 and 2 release flows at historic levels. The proposed storm sewer system will adequately transport the 2 year storm water runoff from Mercy Drive and Lame Beaver Court into temporary detention pond no. 2. The proposed street system will adequately transport the 2 year storm water runoff to the proposed storm sewer system. The proposed street system will adequately transport the 100 year storm water runoff to the proposed swale between the two lots at the end of Lame Beaver Court. The proposed temporary swales into temporary detention ponds no. 1 and 2 will adequately transport the 2 year and 100 year storm water runoff to the proposed ponds. The proposed street systems will adequately transport the 2 year and 100 year storm water runoff to the proposed temporary swales. The proposed temporary detention ponds in Filing 5 along ' with the existing detention ponds in Filings 1 and 3 of Quail Hollow were modeled in an updated SWMM computer model of Spring Creek. This model was necessary to demonstrate that the downstream water level rise did not ' exceed the 0.2 feet allowed by the City of Fort Collins. Through the schematic model in Appendix C, the related calculations, and the updated SWMM computer models, the ' fully build out Quail Hollow Subdivision as well as the fully build out Burns Ranch Subdivision and their related storm water runoffs for the 2 year and 10 year storm ' events do not raise the downstream water level in Spring Creek more than the allow 0.2 feet. A detailed rating curve for the detention pond on the southwest corner of Taft Hill Road and Drake Road is included at the end of Appendix C. This rating curve shows that an increase of 0.2 feet in the downstream detention pond on Spring Creek was maintained. 10 REFERENCES 1. 2. 3. 4. 5. 6. 7. Storm Drainage Design Criteria and Construction Standards by the City of Fort Collins, Colorado May 1984. Quail Hollow Subdivision, Filings 4 through 7, Preliminary Drainage Report by RBD, Inc., Engineering Consultants, November 1989. Final Drainage Report for Quail Hollow P.U.D., Third Filing by RBD Inc., Engineering Consultants, May 1988. Quail Hollow Subdivision, Filing 4 Final Drainage Report by RBD, Inc., Engineering Consultants, March 1990. Preliminary Drainage Report for the Burns Ranch at Quail Ridge by RBD, Inc., Engineering Consultants, December 21, 1990. Report of a Geotechnical Investigation for Quail Hollow P.U.D. Fourth, Fifth, Sixth & Seventh Filings by Empire Laboratories, Inc., November 3, 1989. Spring Creek Major Drainageway Plan for the City of Fort Collins, Larimer County Colorado by Gingery Associates, Inc., August 1980. 11 APPENDIX A A .. It -.71 kJ, lt o ;tij 4,1 ` I ILL /* C3 (�yn �/��q'.�iW �l`\ ,�'\�t5`J /�c ... Y. ( SI IJium 2 io 2 1' tt I-VAL EY- IND LAKE: CAN f v f \\\, K IT 0 11 1 5090 V 5144 i0i rA A. O�E "I E NC II 999( I\�j\�_�/�r\ �/', I�rJ. A%(t'i�t WV i. 11' \` � 1 \ h' �� \ \ -I_/ • _ • f I 1 .7 1\� "�`i`«it Yi+q�. Il�I 'd\ \ \\'. I .'}. If ..> 5//v — /*I�. ��\',?.411 �\,. it 1':'l1\1` �`s.'Cr��:�: �1 I I,\ \\\\� �`, Il 1t,, .��K 1 / �%\ `i \� _"i.? ........ . . g;� . Wi I Yl Parks I A i.l ,\ a'X +: ♦3♦P e17�}�^+s � / `'�� 1/,I\I\J\7 1 :. J �' �" /i` \\\ ',[ l$�. i5`ti^.f JI !i '\':� 1 � �"�J I I (1 �I) �I y�_ -0 33 . i 1t>, r�, �''i'rz,;/,t3�iY•�q �2 .}1rr I _It Dry kake Ill 6 5217 nt' .'.xz:�� It �:.b All. It /56 Y rjojN if t 41 TNNi \j -F. 2160 FILING NO. 5 HYDROLOGY CLIENT Ten t,c JOB NO. 0 /c% —037 INC PROJECT O v a i l H a 11 o w Pi ti m q S CALCULATIONS FOR Drrolna')C E Engineering Consultants MADEBY kLo( DATE3-12-/J/CHECKED BY DATE SHEET 3 OF 60 arts/N HY0901-chy o T BAs/N l T6 Cr viz330 De�c.lo ed S / a i. C 0•.50 l ._ - 5 1 Grp t 1 I 1 1 is-' i /z j 150 , Tc.= Lf)D% D=. �iYO' /0'CZ/a (TFL 1-.;6)n' carr6-,"s a.1/ (DEUc10fc1D SY3 1 Soo. oucrla A -flow ro � ' : w I • . _ - _ __� -ZYR sTeRM— -. / 87C_ 0:?C')) .SOON _ Call CTo Z /g 1 16 J. i . i y? min 28,2*Y,4 _ %T 33 /714 . tin - 1 /395/N 3 z _( 4 T` 187.C1I-CCF)D,/ D.. _6vo _.r Ys aZ o9a �V: ��7 lI G °'13: 1 6 o r � ( I Tt sqs -.58 (0.o+5.8.-. CLIENT aerlse- JOB NO.O/Y-037 T:§D,NC PROJECT Qy o A F i h-, S CALCULATIONS FOR 10" inaVg 7 Engineering Consultants MADE BY RW (-DATE 3 �3 i/ CHECKED BY -DATE SHEET '/ OF t _ BHSiAtS! -- -- �G=/;87C/,/ CC�)Dk p 8,3,5 voo' 0290 - ; ..:- (Oeve10/0dd). 1/ 1 .... .5 g , I .. _: '.aO,SY% _I i _ ..-- Zoo' a 0'5S So' G=o, z Y1e.sTo,em ,' iTc;- A 87(hj-' 510)) Yoo�Z ' .... i 13 i. i tTj 22,6 1 T 1 6 9 rr 17n T BAS/N(o_ rc iaiC/; GC�)D�Z i D 6ZS.,. 6o'm290 ore "j 565'a7 O'' 90 .Cave). )..V= I, G , /=sCtT): 60 fz 5'( , 1 }} t Tt S,1 MlIn 1 7-r= 6,9+5,q CLIENT .T2-✓I✓`C'1 RMING JOB NO. o/`/-037 ' PROJECT QVA't F�DIIew Fil7/,� S CALCULATIONSFOR Drdfna�G TG Engineering Consultants MADEBYKw(- DATE-3-/3 g/CHECKED BY DATE SHEET S OF Go mo -1 b� (%/=i'sCi,zs)) 60 fc , i t 45/N7h87(l,l-GCS) ph II f • I C:= o Zo. E � t 07 I I I 1 C/.1 C/, /z .... I 7-a = / 07 7 2.9 Z S 0 1 - I I Tc = /, 8'7 50 (15 ) 45 /Z I .... 2... .. I I 3 _1 1 �TT- 6,otY,B� i IOoYRSTO,e,v�.. ' I 2,0 '3 II(t f i71 _I I i I I • I I 6/(10 ILI u N _N N aI. N 3i r Vi C a 0 o -}" fe' e I t Z 3 o a C O N o ti- c 4 u o V1 �C EN .- 'a f` Idh `cj 3 f h h `- h a o N u N F U o Y F N h fj a Q~ ~V` 3 v� Vv Il z Fi IL vUt �vl � ILQl9 sdl N RlnolaA N 8 a sp u6!saU H Q H Q ed1 '4!oolaA R o r = o 0 N 0 N 1- a T _ 1 N N N N N N ❑ Z to uCNSao m F1 N N T o-SID T 0 T - O In m J '= o N V! SIo m W Rlnedeo d8 u! ens _ ad0lS1S m cZ J Alnedeo m a? T .914ZIn H I.I.I alCe wo ltl S a" 9 V d cr m ado In m t- 3 V1 Irl o 0 0 o O o p p O o W s10 IjounU e7 � uo!tewwwwns i 510 N (n 1louny ia410 W 0110unu slo S to p _ r N N N o �- 9 InO v S - r r Q loenU - O tt) M �' Z enea o o] .0 -Is Ir- m r N r ? N Q m? o fh m 7-oV j- p N hi O �1!5uaWl m N 1n u�� t+! `fl nm � 03 V H C N Nj N - N -Z N -9 J. r _U.. m N N In � VI N h l'n luan!4aoo O I O O o 0 0 0 0 0 0 O O uo!IenuaoU00 OU n m N o r U� o 0' -. In 'a-e< VA 10 aw!1 = N N M m m E unu 0d!d m o u_ 'ww '^ r 1-5vt CP co a_ 00 teats 4I r to -ww P o c o I ;' m N o m N r o- — (n m aw!l lalul w N m r S N .D �v r �- 4f N Z. n V1 0 o S O S ) m �n N O 41 O O 1 In � Ul 416u8 m n N V N (� su!seEl N N 11'1 ,. \ r Q N m O 0 o u U u V U Q p o O a c p 0 O V c m 0 Q E i 3 LQ r Q ❑ Z 0 U) ILU } Q Q Z_ p� pmj J c d N W 2.s W 0) f— W } C (t Q) W Q J u- Z c3 �t ❑ Q7 Q Q LL O LL 2 0 LL J Q U d } F MAY 1984 5-3 DESIGN CRITERIA 7/60 DETENTION PONDS NO. 1 & 2 HYDROLOGY ' CLIENT SerLScr JOBNO. OnIY/'O3� ' TMINC PROJECT Qvo,l Hoi(ow #-.S CALCULATIONSFOR De-+c44ion Parzd DeS�n_s Engineering Consultants MADEBY KW6DATE3-I /CHECKEDBYDATE SHEET O OF 6O I I) Qva'ihiolfow Sv(;ei lrVrSiort"�Fi/rn95.._y 17 Dtii�na�� lZeloori- By ft�0�lnc -NaJ 1999 _ : � _ r . '_.1 i'._Reel I ' Z)P�I) , is IL .Drainage . Reel _ ;Qvaii 1C' id�.e-By_-'1�8'p/Snc; i Dc c • /g96. .. 3) 'Nydralov ca i alwhcons whfi .this r o1-- i _ pWit) F 1 i '0/2 quAlc. Hoc.cow ,F(�hvC, No,S PO1v05• / a-Z .o. A.) Z Yc' 11 i5+0r -c.: co'mPosif,r : re lea3e f,,,l h;s+of,o c6, Po3relPa s e %tiles i. L:.) 100 Yr� h;t5iar,c 2ar+woshF re"/ee5e- rye I D. 1 / E�)_ lu Y; deye.la e:C cam osriC - "G' Cif/ae i F) toa Yr QCvelaPe jGor?osrit G" va /vc j SOGu77CJ1/ + -' � Z Yh. hiSlnri c I coM o I ' 1 ...P 3+'i'c.'..ne/ease.:--rn'ie''.-. ! POND 1 1 I ���C tie5lc�n da'I-a+an next• Gu. IPo"9e5 � V 84SIA T � R-/ 0 1 3 y 0 --@— COn/T2GY 5:-LonjCcsi T6 fe.,:' ask' Pord I y67i s 66 - I I R 3. 356' I S6 1 SZ.=, /OY �hf foriTc-So,l, >n 385� ;l By ! c'</ C z) -_ -I 3,9 3� 0 ZO QZ IS 3, cF5 POAJDZ i ly8 i 1 I p a i E _ys 1 { I,bO G _; :. gqLon9L+.�:i- '/ I I SZ _O j9 (n !hr-•-Fay Tc=.'T6 • - a I QZ !yoGfS 8) l0 Yr hsio.fiG jGar^�osr'e Trccase. mge f Z - A 3 35(0 - ,S�tO f'ai-.T.=SO./�i%� _ I 383, '090 i -.-38 j.y_7 (.16G�_. t _ j F56 t a6 +f tonrrRoc� j Lo n9 of 7c;7m..cA /'o 4Z ?f-, � i , fy Iv ,' - , Q �•FlZz> y:.iy Chios C. CLIENT SCY1SLn TDINC JOB NO. DIy-d3 / ' PROJECT 014,1 Nollow *f_S CALCULATIONSFOR 1�-fen-ho.: Pallcp aa;9,rs Engineering Consultants MADE BY DATES /y'!/ CHECKED BY DATE SHEETOF 60 r G•� /Od Yr. hisfarrc co.:^�a.rt-c. .rclenSe�Ca�C I , � POND i.: 1. I - _ __Y•3Sg-4—GOnirRoLs .Gon e3f _%G -fo r'Cech Pgnd l 1 fJ 3 3y.5 I PR I'1tn = 3,b5 ./h {ate T .. 8-3 ,. 3G 3 1 o,So 30 o i 0.36 I,i.Q- 16 39.3,65� .. . 36 I I 1. ,0.25 POAiDZ 1178 i i,as I H2,6 L. 2,00 F coN7X645 ... GO/'19G5, I t" %, -/O i /'taGi+ POn� z I - w.S g7 ddv,e lope .Go��osi fC G" ✓w /v e' I , It A-z 3y ze;3 q,;roz ! fl"3 3z 7,8Q. 2.56 C:= IZ8,0L( HS �7,1. I . 3•,z6 /8 , I G o,so Y�ONOZ _ D Sq 7. , q s6 :_=,b-5D _T S,R E,:� 0 .Y.K eicvaloPed 66,rp067,ft)'rCr Value„ I j 1 t. Qs1 ._t Saone. Para D 'coo O1S0 -� _ as i 1 POn10 ...�st? ihl C' c, p lf}_ ( 'l✓a'_ I7 q 6, 00 _ . _ . 3 G3_ 0 7,9 fZ £/7 E _ O 63 % Cioo -.6,63 fl 161. 7, / tB-Z 125 01-76,tL3 Cl , , 633 Z ! 73,5 C sr�0 1 ._ i 63 4'Z 1 735 35G3 N T 3 S II rIl /0/&0 L c i Q Z O U) W Q Q Q Z� �0) J W vi a) 4. a) 'V C W 07 F C _ 0W n cl)_ W o� U` ca 7 ro Z c� Q� Cc] O! G j OE F U) O ccLL O LL 2 cr U- J Q U CL H MAY 1984 5-3 DESIGN CRITERIA V66 �=, cn T CL cr FORM 1 ------------------------------------ "'I M N p „ 11 r - � n rl r Ir rr I"I rr N a • S S� N M N o M � -- -- — — — _ Ap>opA u — — — — — I 1> — On.() Q— — — — — — - — - — — — — — — — Z vl �1, u6.lnV T -- --- ---- — — cD w A11>PdP7 — — — — — — /K V. — — -- _ Cc Stir 2 an — — -- — — — — — — — ------ — — J — — w j PIII��MIV QN — — — — — — — — — — — — — — — — — — — — — — — — — — — — Q wfoi$ — — — — — -- — — w .P I'mml, „ — — -- -- — — — F._, vonPununS — — — — — — — } tl> — — — — — — — — — — — — — — — � ) �/ In�,rU w .,> - -r LI - T -- - - — - - - - — „C10 Jryl -- T •W VT—N- V Z- ell, Po, ---- — N S IV) -- — — -- r -- N vL 11SptlwVoa.Pl�l Pm•n - VI — — _ .un. nO ----------- --- -- Sn,:1.ul,.1J1 0 LA o -- — — — — V' UIIPupoAgUl1nl1tigm, r — — _ _ .1yQ .1J ------ -- ---- -- — -- — — -- -- I.wu- Punl,a,u, — — — -- -- — — — — — u Vlfvn� -----—--- 8 O O O 0 ----O O ——S-8— o -- — — — — — — — — — — — — — — — — — — aQ �u�srp N N ri N — — — g m c+J lJ C AU a- ,L 0 b �VI. � Iz IZ/60 FORM 2 13 160 cc w 0 Irm FORM 5 N/60 P 0 6 �a FORM 6 DETENTION PONDS NO. 1 & 2 SIZING 1(0/o ----------------------------------- ----------------------------------- DETENTION POND SIZING BY FAA METHOD DEVELOPED BY JAMES C.Y. GUO, PHD, P.E. DEPARTMENT OF CIVIL ENGINEERING UNIVERSITY OF COLORADO AT DENVER ----------------------------------------------------------------- ' EXECUTED ON 03-14-1991 AT TIME 15:40:37 tROJECT TITLE: POND NO. 1 QUAIL HOLLOW #5 2 YEAR STORM POND SIZING ** DRAINAGE BASIN DESCRIPTION BASIN ID NUMBER = 1.00 ' BASIN AREA (acre)= 73.50 RUNOFF COEF 0.38 **** DESIGN RAINFALL STATISTICS DESIGN RETURN PERIOD (YEARS) = 2.00 �NTENSITY(IN/HR)-DURATION(MIN) TABLE IS GIVEN DURATION 5 10 20 30 40 50 60 80 100 120 150 180 INTENSITY 3.3 2.5 1.8 1.5 1.2 1.0 0.9 0.7 0.6 0.5 0.4 0.4 ***** POND OUTFLOW CAPACITY ' MAY, AVERAGE RELEASE RATE = 15.3 CFS **** COMPUTATION OF POND SIZE RAINFALL RAINFALL INFLOW OUTFLOW REQUIRED ' DURATION INTENSITY VOLUME VOLUME STORAGE MINUTE ----------------------------------------------------- INCH/HR ACRE -FT ACRE -FT ACRE -FT 0.00 0.00 0.00 0.00 0.00 5.00 3.30 0.64 0.11 0.53 10.00 2.50 0.97 0.21 0.76 15.00 2.16 1.26 0.32 0.94 ' 20.00 1.82 1.41 0.42 0.99 25.00 1.64 1.60 0.53 1.07 30.00 1.47 1.71 0.63 1.08 ' 35.00 1.35 1.83 0.74 1.09 40.00 1.22 1.89 0.84 1.05 45.00 1.13 1.97 0.95 1.02 ' 50.00 1.04 2.02 1.05 0.96 55.00 0.98 2.08 1.16 0.92 60.00 0.91 2.12 1.26 0.85 65.00 0.85 2.13 1.37 0.76 HE REQUIRED POND SIZE = 1.088514 ACRE -FT HE RAINFALL DURATION FOR THE ABOVE POND STORAGE= 35 MINUTES 17/60 ----------------------------------- ----------------------------------- DETENTION POND SIZING BY FAA METHOD DEVELOPED BY ' JAMES C.Y. GUO, PHD, P.E. DEPARTMENT OF CIVIL ENGINEERING UNIVERSITY OF COLORADO AT DENVER - ------------------------------------------------ ' EXECUTED ON 03-14-1991 AT TIME 15:43:25 ,PROJECT TITLE: POND NO. 1 QUAIL HOLLOW #5 10 YEAR STORM POND SIZING '*** DRAINAGE BASIN DESCRIPTION BASIN ID NUMBER = 1.00 BASIN AREA (acre)_ 73.50 RUNOFF COEF 0.38 ***** DESIGN RAINFALL STATISTICS ' DESIGN RETURN PERIOD (YEARS) = 10.00 'INTENSITY(IN/HR)-DURATION(MIN) TABLE IS GIVEN DURATION 5 10 20 30 40 50 60 80 100 120 150 180 ,INTENSITY 5.7 4.4 3.2 2.6 2.2 1.9 1.6 1.3 1.1 0.9 0.8 0.6 ***** POND OUTFLOW CAPACITY ' MAX *VE-RAG3r RELEASE RATE = 27.3 CFS ***** COMPUTATION OF POND SIZE RAINFALL RAINFALL INFLOW OUTFLOW REQUIRED ' DURATION INTENSITY VOLUME VOLUME STORAGE MINUTE ----------------------------------------------------- INCH/HR ACRE -FT ACRE -FT ACRE -FT 0.00 0.00 0.00 0.00 0.00 5.00 5.65 1.10 0.19 0.91 10.00 4.40 1.71 0.38 1.33 15.00 3.82 2.22 0.56 1.66 ' 20.00 3.24 2.51 0.75 1.76 25.00 2.92 2.83 0.94 1.89 30.00 2.60 3.03 1.13 1.90 ' 35.00 2.39 3.24 1.32 1.93 40.00 2.18 3.38 1.50 1.88 45.00 2.02 3.53 1.69 1.83 ' 50.00 1.86 3.61 1.88 1.73 55.00 1.74 3.71 2.07 1.64 60.00 1.62 3.77 2.26 1.51 65.00 1.50 3.78 2.44 1.34 THE REQUIRED POND SIZE = 1.928807 ACRE -FT THE RAINFALL DURATION FOR THE ABOVE POND STORAGE= 35 MINUTES ----------------------------------- ----------------------------------- DETENTION POND SIZING BY FAA METHOD DEVELOPED BY JAMES C.Y. GUO, PHD, P.E. DEPARTMENT OF CIVIL ENGINEERING UNIVERSITY OF COLORADO AT DENVER ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- EXECUTED ON 03-14-1991 AT TIME 16:15:43 FROJECT TITLE: POND NO. 1 QUAIL HOLLOW #5 100 YEAR STORM POND SIZING ** DRAINAGE BASIN DESCRIPTION BASIN ID NUMBER = 1.00 ' BASIN AREA (acre)= 73.50 RUNOFF COEF 0.48 DESIGN RAINFALL STATISTICS DESIGN RETURN PERIOD (YEARS) = 100.00 FNTENSITY(IN/HR)-DURATION(MIN) TABLE IS GIVEN DURATION 5 10 20 30 40 50 60 80 100 120 150 180 ,INTENSITY 9.0 7.3 5.2 4.2 3.5 3.0 2.6 2.1 1.7 1.5 1.2 1.0 ***** POND OUTFLOW CAPACITY MRX- AVERAGE RELEASE RATE = 56.1 CFS **** COMPUTATION OF POND SIZE RAINFALL RAINFALL INFLOW OUTFLOW REQUIRED ' DURATION INTENSITY VOLUME VOLUME STORAGE MINUTE ----------------------------------------------------- INCH/HR ACRE -FT ACRE -FT ACRE -FT 0.00 0.00 0.00 0.00 0.00 5.00 9.00 2.20 0.39 1.82 10.00 7.30 3.58 0.77 2.80 15.00 6.25 4.59 1.16 3.43 ' 20.00 5.20 5.10 1.55 3.55 25.00 4.68 5.73 1.93 3.80 30.00 4.15 6.10 2.32 3.78 ' 35.00 3.83 6.56 2.70 3.86 40.00 3.50 6.86 3.09 3.77 45.00 3.25 7.17 3.48 3.69 50.00 3.00 7.35 3.86 3.49 55.00 2.80 7.55 4.25 3.30 60.00 2.60 7.64 4.64 3.01 65.00 2.40 7.64 5.02 2.62 THE REQUIRED POND SIZE = 3.85533 ACRE -FT HE RAINFALL DURATION FOR THE ABOVE POND STORAGE= 35 MINUTES '9/60 ---------------------- --------------------------------------------- DETENTION POND SIZING BY FAA METHOD DEVELOPED BY JAMES C.Y. GUO, PHD, P.E. DEPARTMENT OF CIVIL ENGINEERING UNIVERSITY OF COLORADO AT DENVER - ------------------------------------------------ ' EXECUTED ON 03-14-1991 AT TIME 15:57:46 FROJECT TITLE: POND NO. 2 QUAIL HOLLOW #5 2 YEAR STORM POND SIZING ** DRAINAGE BASIN DESCRIPTION BASIN ID NUMBER = 2.00 BASIN AREA (acre)= 20.70 RUNOFF COEF 0.50 ***** DESIGN RAINFALL STATISTICS ' DESIGN RETURN PERIOD (YEARS) 2.00 �NTENSITY(IN/HR)-DURATION(MIN) TABLE IS GIVEN DURATION 5 10 20 30 40 50 60 80 100 120 150 180 �NTENSITY 3.3 2.5 1.8 1.5 1.2 1.0 0.9 0.7 0.6 0.5 0.4 0.4 ***** POND OUTFLOW CAPACITY mnk AVERAGE RELEASE RATE = 4 CFS **** COMPUTATION OF POND SIZE RAINFALL RAINFALL INFLOW OUTFLOW REQUIRED DURATION INTENSITY VOLUME VOLUME, STORAGE MINUTE ----------------------------------------------------- INCH/HR ACRE -FT ACRE -FT ACRE -FT 0.00 0.00 0.00 0.00 0.00 5.00 3.30 0.24 0.03 0.21 10.00 2.50 0.36 0.06 0.30 15.00 2.16 0.47 0.08 0.38 ' 20.00 1.82 0.52 0.11 0.41 25.00 1.64 0.59 0.14 0.45 30.00 1.47 0.63 0.17 0.47 ' 35.00 1.35 0.68 0.19 0.48 40.00 1.22 0.70 0.22 0.48 45.00 1.13 0.73 0.25 0.48 50.00 1.04 0.75 0.28 0.47 ' 55.00 0.98 0.77 0.30 0.47 60.00 0.91 0.78 0.33 0.45 t65.00 0.85 0.79 0.36 0.43 ----------------------------------------------------- THE REQUIRED POND SIZE = .4838657 ACRE -FT tHE RAINFALL DURATION FOR THE ABOVE POND STORAGE= 35 MINUTES zO16 o DETENTION POND SIZING BY FAA METHOD DEVELOPED BY ' JAMES C.Y. GUO, PHD, P.E. DEPARTMENT OF CIVIL ENGINEERING UNIVERSITY OF COLORADO AT DENVER ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- ' EXECUTED ON 03-14-1991 AT TIME 16:00:43 PROJECT TITLE: POND NO. 2 QUAIL HOLLOW #5 10 YEAR STORM POND SIZING ** DRAINAGE BASIN DESCRIPTION BASIN ID NUMBER. = 2.00 BASIN AREA (acre)= 20.70 RUNOFF COEF 0.50 ***** DESIGN RAINFALL STATISTICS ' DESIGN RETURN PERIOD (YEARS) = 10.00 �NTENSITY(IN/HR)-DURATION(MIN) TABLE IS GIVEN DURATION 5 10 20 30 40 50 60 80 100 120 150 180 INTENSITY 5.7 4.4 3.2 2.6 2.2 1.9 1.6 1.3 1.1 0.9 0.8 0.6 ***** POND OUTFLOW CAPACITY mpu, AGE RELEASE RATE = 7 CFS **** COMPUTATION OF POND SIZE RAINFALL RAINFALL INFLOW OUTFLOW REQUIRED DURATION INTENSITY VOLUME VOLUME STORAGE MINUTE ------------------------------------------------ INCH/HR ACRE -FT ACRE -FT ACRE -FT 0.00 0.00 0.00 0.00 0.00 5.00 5.65 0.41 0.05 0.36 10.00 4.40 0.63 0.10 0.54 15.00 3.82 0.82 0.14 0.68 20.00 3.24 0.93 0.19 0.74 25.00 2.92 1.05 0.24 0.81 30.00 2.60 1.12 0.29 0.83 ' 35.00 2.39 1.20 0.34 0.87 40.00 2.18 1.25 0.39 0.87 45.00 2.02 1.31 0.43 0.87 50.00 1.86 1.34 0.48 0.85 ' 55.00 1.74 1.38 0.53 0.85 60.00 1.62 1.40 0.58 0.82 65.00 1.50 1.40 0.63 0.77 70.00 1.38 1.39 0.67 0.71 75.00 1.26 1.36 0.72 0.64 --- ------------------------------------------------- THE REQUIRED POND SIZE _ .8728033 ACRE -FT THE RAINFALL DURATION FOR THE ABOVE POND STORAGE= 45 MINUTES ' zi �60 DETENTION POND SIZING BY FAA METHOD DEVELOPED BY ' JAMES C.Y. GUO, PHD, P.E. DEPARTMENT OF CIVIL ENGINEERING UNIVERSITY OF COLORADO AT DENVER ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- ' EXECUTED ON 03-14-1991 AT TIME 16:03:00 'PROJECT TITLE: POND NO.2 QUAIL HOLLOW #5 100 YEAR STORM POND SIZING ** DRAINAGE BASIN DESCRIPTION BASIN ID NUMBER = 2.00 ' BASIN AREA (acre)= 20.70 RUNOFF COEF 0.63 t***** DESIGN RAINFALL STATISTICS DESIGN RETURN PERIOD (YEARS) = 100.00 �NTENSITY(IN/HR)-DURATION(MIN) TABLE IS GIVEN DURATION 5 10 20 30 40 50 60 80 100 FNTENSITY 9.0. 7.3 5.2 4.2 3.5 3.0 2.6 2.1 1.7 POND OUTFLOW CAPACITY m.9x, -AVENGERELEASE RATE = 14.9 CFS **** COMPUTATION OF POND SIZE RAINFALL INFLOW OUTFLOW REQUIRED 'RAINFALL DURATION INTENSITY VOLUME VOLUME STORAGE MINUTE ----------------------------------------------------- INCH/HR ACRE -FT ACRE -FT ACRE -FT 0.00 0.00 0.00 0.00 0.00 5.00 9.00 0.82 0.10 0.71 10.00 7.30 1.32 0.21 1.12 15.00 6.25 1.70 0.31 1.39 ' 20.00 5.20 1.88 0.41 1.47 25.00 4.68 2.12 0.51 1.60 30,00 4,15 2,26 0.62 1,64 35.00 3.83 2.42 0.72 1.71 40.00 3.50 2.54 0.82 1.71 45.00 3.25 2.65 0.92 1.73 ' 50.00 3.00 2.72 1.03 1.69 55.00 2.80 2.79 1.13 1.66 60.00 2.60 2.83 1.23 1.59 65.00 2.40 2.83 1.33 1.49 ' 70.00 2.20 2.79 1.44 1.35 75.00 2.00 2.72 1.54 1.18 120 150 180 1.5 1.2 1.0 --7------------------------------------------ THE REQUIRED POND SIZE = 1.725399 ACRE -FT THE RAINFALL DURATION FOR THE ABOVE POND STORAGE= 45 MINUTES DETENTION PONDS NO. 1 & 2 HYDRAULIC DESIGN 1 ' CLIENT Ser76, ✓1 JOB NO. QI y-D37 INC PROJECT QUA.- I No (IOW #S CALCULATIONS FOR Dew fr o n Engineering Consultants MADE BY KU%G DATE S-?l'q/CHECKED BY- DATE -SHEET OF 60 �i. De(2rm,ne c{esrpnac�, S7 of Deieufio" Pond f/Z . ,21 vim I/o( /,73 AC-1-7- im>s 8 � /oO SCaIG_,. Draw%a� f z I z "y0L A3 COit1F0U2 .. A9EA Al , . 1 fJ E9 F7 1335 - + 2.20 7 926 / I . TOP OF BE,ein F'S///.o 19J900 zz �z3�a j s zeJ237 _ _3 i (qW y7T) G9r20G /159 FIc Fr 1 -r _ - Volume 2f/056oJrouR /..27.AG-Fr _ .. I -. V, 1335 Jcf3 _ t , ' r Therefore `Pond da ,. is shod j VZ 13(I)(1-7920tZ3ZZot 1792023200) I ( { 9.00 3 - I %,73 ./, 27 0.1716 47f-FT f — l Uc:P tsC- Vg '�3(r)Cz32ZOtZlnZ£!Ot Z3Z2AXZG2$O� 1 jai/ orY6 /9C-� "fiVb _zy 73 Y f+ i I I V ,9,2y _ aurr[ow _70 _ wccouA✓r Vy �3(J)G.2G2Bor3ozY�� _26z8cx.3oz4a)` 1=6p `lAcK or- f00?_UMEiv i ✓y _ z8-rIZ37 I /y i V, 30`r9 I VZ L: 67)2 f� Vg %9 L_1 I_ rona-m-lIZ�I o r fh e OI � ADD yur_ F AR.E/J iU -` 7S ZO.. ZS,65 29:25 ' 32,SS f 1 FONp ` #2 I • { °fen7`Ior1; �,,.(�d/ Q J,re Vol .— 3,86.Ac FT yi37_ AC -FT I 30 9157 67r267 96r93 / 5, 5-2Ac-FT H, 32 Ac-FT {. Cox 87zox s0oo� FREEBOAkD = /,D.FT y570nax1923Ya) V�7Ri' 'bc?zt cAw 7 9C�o wT i 0121 A 001T10 Al HLi VOL UME f - ..) �u r V wyox wSyaoJ //v PON U i i+' 1 ' i tjj I ^�Z Be1n S.+�QIler i 3 j xu` rlable 510ace J I e'run fiI Proq varn s For; l0onds 7rm� .Bverrf / I�ItineJTis rrecle�sarr �a the i � - t I Po^d ve/i/rr�CS, SeG rLcxf 2�s9es, _� _ { 11 , ----------------------------------- ----------------------------------- DETENTION POND SIZING BY FAA METHOD DEVELOPED BY ' JAMES,C.Y. GUO, PHD, P.E. DEPARTMENT OF CIVIL ENGINEERING UNIVERSITY OF COLORADO AT DENVER ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- ' EXECUTED ON 03-22-1991 AT TIME 09:00:45 'PROJECT TITLE: POND NO. 1 QUAIL HOLLOW #5 100 YEAR STORM POND SIZING '*** DRAINAGE BASIN DESCRIPTION BASIN ID NUMBER = 1.00 BASIN AREA (acre)= 73.50 RUNOFF COEF 0.48 DESIGN RAINFALL STATISTICS DESIGN RETURN PERIOD (YEARS) = 100.00 ,INTENSITY(IN/HR)-DURATION(MIN) TABLE IS GIVEN DURATION 5 10 20 30 40 50 60 80 100 'INTENSITY 9.0 7.3 5.2 4.2 3.5 .3.0 2.6 2.1 1.7 ***** POND OUTFLOW CAPACITY mox. -AVERAGE RELEASE RATE = 46.5 CFS '***** COMPUTATION OF POND SIZE ----------------------------------------------------- RAINFALL RAINFALL INFLOW OUTFLOW REQUIRED ' DURATION INTENSITY VOLUME VOLUME STORAGE MINUTE ----------------------------------------------------- INCH/HR ACRE -FT ACRE -FT ACRE -FT 0.00 0.00 _ 0.00 0.00 0.00 5.00 9.00 2.20 0.32 1.88 10.00 7.30 3.58 0.64 2.94 15.00 6.25 4.59 0.96 3.63 ' 20.00 5.20 5.10 1.28 3.82 25.00 4.68 5.73 1.60 4.13 30.00 4.15 6.10 1.92 4.18 ' 35.00 3.83 6.56 2.24 4.32 40.00 3.50 6.86 2.56 4.30 45.00 3.25 7.17 2.88 4.28 50.00 3.00 7.35 3.20 4.15 ' 55.00 2.80 7.55 3.52 4.02 60.00 2.60 7.64 3.84 3.80 ' 65.00 2.40 7.64 4.16 3.48 ----------------------------------------------------- THE REQUIRED POND SIZE = 4.31814 ACRE -FT 'THE RAINFALL DURATION FOR THE ABOVE POND STORAGE= 35 120 150 180 1.5 1.2 1.0 MINUTES 1 25160 -------------------- -------------------------------------- DETENTION POND SIZING BY FAA METHOD DEVELOPED BY ' JAMES C.Y. GUO, PHD, P.E. DEPARTMENT OF CIVIL ENGINEERING UNIVERSITY OF COLORADO AT DENVER ' EXECUTED ON 03-22-1991 AT TIME 08:54:46 'PROJECT TITLE: POND NO. 2 QUAIL HOLLOW #5 100 YEAR STORM POND SIZING '*** DRAINAGE BASIN DESCRIPTION BASIN ID NUMBER = 2.00 BASIN AREA (acre)_ 20.70 RUNOFF COEF 0.63 DESIGN RAINFALL STATISTICS DESIGN RETURN PERIOD (YEARS) = 100.00 'INTENSITY(IN/HR)-DURATION(MIN) TABLE IS GIVEN DURATION 5 10 20 30 40 50 60 80 100 120 150 180 'INTENSITY 9.0 7.3 5.2 4.2 3.5 3.0 2.6 2.1 1.7 1.5 1.2 1.0 ***** POND OUTFLOW CAPACITY MRx. "FEE- RELEASE RATE = 24.5 CFS ***** COMPUTATION OF POND SIZE RAINFALL RAINFALL INFLOW OUTFLOW REQUIRED DURATION INTENSITY VOLUME VOLUME STORAGE MINUTE ----------------------------------------------------- INCH/HR ACRE -FT ACRE -FT ACRE -FT 0.00 0.00 0.00 0.00 0.00 5.00 9.00 0.82 0.17 0.65 10.00 7.30 1.32 0.34 0.98 15.00 6.25 1.70 0.51 1.19 ' 20.00 5.20 1.88 0.67 1.21 25.00 4.68 2.12 0.84 1.27 30.00 4.15 2.26 1.01 1.24 ' 35.00 3.83 2.42 1.18 1.24 40.00 3.50 2.54 1.35 1.19 45.00 3.25 2.65 1.52 1.13 50.00 3.00 2.72 1.69 1.03 ' 55.00 2.80 2.79 1.86 0.93 -------------------------------- ----------------- 'THE REQUIRED POND SIZE = 1.273235 ACRE -FT THE RAINFALL DURATION FOR THE ABOVE POND STORAGE= 25 MINUTES '***** GEOMETRIES OF AN EQUIVALENT CIRCULAR POND ' CLIENT 772v15 eh JOB NO. 0/y-03 7 RINC PROJECT QVa1I NO IIaw * S CALCULATIONS FOR 05--teni'" POnois Engineering Consultants MADEBY 1616 DATE 3 ZZ-9ICHECKED BY DATE SHEET 2/ OF Dt� SUrnMf7�Z)���D�T�NT,OnJ poiv0 PHeA7nE.T�R5.2 4r4 I - . Z l%OZ`IJMLn ' :--/, 04-:fJC /o Y P_ IY04t) tC l ./Oo_NE�e Voi�U-nEIFT. ( 1. ! f: , K.. GE"rlSE t2.gTE : /5,3 �s , PG¢s 3 /GF SCoFGSiTE 3) 1 I r i 0c/UiV6-�'3�t i ,_ /QO t�Erye IpEGEi95E� �'.9TE —y�� SC�S �LU5-45'S 9cFs (OFFS/TE FiG/�/6�'3� 6ovriav' I _ I _Z YEAR: kELERSEJR!iTE yfOGFs .;. ! 1 %O; venr i2EGE95E 2RTE 7OfGF5 ( /OU �YEAK REGE�'SE:R.�T6, 2'1 SAGS !l FD: R: E�GN PO N,D isl Q S , . � � ___ i- • , � S l� Em�RGE•vcY o eER �coW W � PO _ / I ( i I P.gSS ySt9 cfs �-ffs'ri� �II�h #t 3� I f%�fi55 y(o�SC'fS `tSf Po;yD is z f i Y , _ _ I - , Z`/ s cfsr S� Maio oval( T5 P��%ed - 1 j t. - /D bacicaas { _. 'ler, )n 1 ilik ' S�Jr n� Ci. I i 1 No Text --�•••-••.••.••.SM�+.4YS+1;�:hrn+ro�S�nn:rri3"2tf�f1RS1495&&'73Ad�N' K&ilS:�/:+. J; K ' p Zg i N N m TC, wOLu u= O O O W o A113013A Z v — I 131100 Q` r m W J U O Q NOI1tlA313 lye 6� 1_ Vl S y O cn w0 W Q U 0] G Q O O o unvm()tl3H lOH1NO3 N — M 11 .. H J .. I O '' cr .. ¢ z o c m N 1,0 Gh 0': X W W p I to I J W T_ O u N 's W .. w m G J W ¢ r ¢ 1 C! W T w N a �N so 7 s ¢ z W W J I 7I of O w> Ul n M U O W •0 x r 41 .UT ¢' iF ° Q I N fn N J I'() J I\ O p 3 JI � N N tJ N N m a � o Y � � o 0 0 � j v, �, •3 � ,� � o 0 o mo N I.n Ll 0 ¢ I of n w v J y z V) M h 3 1, I Q u - 1 x ^ Q_ a` N N • v O: i w C U. y 3; o 0 0 kn Lf) w 0 - 3 / d _ O o 41 0 �- m W M _ W i a FO"'I- in w' _ (� o W F 01 h rt1 JJ b y Q W N y J V J w W J �^ O O o 0 4 y = 0 = 3o 1A 1i�a u 0 z L O O z w f z O O ��L 4 � = rn T m In �1 J xo wz in m Q. zz 3 F z t W m hQ N —4a 3 O M z u u o d I � N (V w A z Z— kn i C> 0 rc "' o M t� a r m z q m o N W 1�- N IU a ; : ? '^ W m m � m ¢ ¢ U `•' � W 3 m V � - '12 N O f. .� =u. O a• 3 0 J ❑ ❑ W o �` —g m w w N o o F o ti 0 J ¢ w O O W � F ` T ` OF ¢ w ¢ w w w V J O = 2 U' H J C Q 0 o fn j _ —¢ z 0 j t 2 O w = N Z N 1.1 W J 3 J V' G f z < C w H x a O F w OC Oc -_ oc 4y F ua.: x W 6 O 1- o W 1- N ulg _� _ _ x¢ z u o Z z z ^' N m m m o W; W az_oy 3 a W Q j Q cn W W 40 3 j 0 F W J OO \ �U/ Up wuo22� y Q• iWSWF2 WW -� W�jj 1n O N O '�1 O _U o �� 4 J 2 xa ¢¢ Ufa Q❑❑❑ 'S1HS'l.CCV W O z yl :..: O.. OOH J¢3: a 33S O¢ Zp ` U s x w m 600IZZON¢ ¢u W r - pn vil iYit O! 001 00, 240 A 291� 6 RBD INC. ENGINEERING CONSULTANTS WEIR SECTION FLOW DATA DETENTION POND #1 100 YR. & EMERGENCY OVERFLOW WEIR WEIR COEF. t 3.200 d�/Fro n^ ,��n9�3rafcr 1fa Acl6aoK er f}rdro uli e571963 STA ELEV 0. 0 5114.00 ----siiv.o 4.0 5113.00 'v sii_/f 3,0 (,00ra,�uArEe 13 . 5 5113 . 00 � �� snzs tausc) 15.5 5112.50 22.5 5112.50 30, 24.5 5113.00 34.0 5113.00 38.0 5114.00 ELEVATION DISCHARGE (feet) (cfs) --------- 5112 5 --------- 0.0 F ROm THE CUL uERT PCs 16N . REQUIRED /0P, FORM 1 T14C REo Y, 5112. 6 0.7 FLow AMT 00SSIA16 TN,?a. THE 5112.7 2.2 30 "Rcp pT ELEUi S113.0 /s 9, 5-0.5 . 5112.8 4.1 rHEREFoaE TNF 9,5- c4s 15 5112.9 6.6 RECEt75EU THRtt THE buE/R, 5113.0 9.5 d 5113.1 15.1 5113.2 22.6 5113.3 31.8 F/�o/vt OETENTioti� pONO 5113.4 42.2 D ES l v lv /TEM "E "/ E i'"� ERGENOr 5113.5 53.9 ov6RFcow = 92,Y cFS , 5113.6 66.8 5113.7 80.8 72.4c{3 5113.8 95.9 �- To rAc RiFR�P wiv ri/ Ai 7 5113.9 112.0 EGPU. 6/l3 B= 36 F=r, Vf`o,. 'raUSES Q=C&H31Z E�ua�iov r n�,fr: m p ell w p �S •m .. 5 .9 I I- ltl. V U O � y V M >1 N w p Im J W 4 O w o w J a a A110013A r O J h 131100 .7. z. M'S 11�-- �JJ � `� j W U.I W W �" NOUVA313 1n S � I� y m ot Q 0 m31tlMOtl3H 1081NOO 6-, \ 3� \N O V ~ J W1�^ I L1=' 'I- �1 W > u .. w ¢ z w a w c°� S Jam- W i 3 I J¢,•1 "J F yJj m= Q I; N r J 7 N Q r ¢ U' W Q I WI LL� a V p ExJ O` I r r O Q > t �I = Y b I 0 u O O � J S L 1- \ ' V 4 I w 4 j N rS 'IN MN m M I J O Y J VIo S n S \ 3V V O cr `° ill p Q U� W N ` 3 O O W S N NO Q W rn J J w W R = ow J J .- �^ O b O > w Z _ ,r 0 3 a Itd OT' U U = �. vl 0 41 O w F ,z �` ♦ o o 0 O U— 1� En r` s yvak \ J z - z N N Ins" ,Wn 0 z " w w r 2 chi 1) h 'K II U) a Q S c r d 6 In IQ LN r- t\ r w H~ N N O O f .. o? o: rz a p 0 u, O . o ❑ ❑ V O W N W N �% p Q 3 O z ` W r 0? a 0 N O LL J z w o o C ¢ F LL LL J O z W e4. Q- W.. .. ¢ 0 o W ff 2S Q^ R .. .. V' O W a w 2 H U U V to ¢ W J 3 J 0 z O w C Fz ¢ = V Q W N p Q1 1-• U = W Z 0 O 1-• 0 V H s o e w N .. Q F w d_ 1 - - - M I z Q U t F m z Z V W F W LL O ¢ w O w x z z z > O S c� ,� O e J S O e => W ain ?o'vwi 3 t w a a _ O W o q U. 3 wa::� woo-- ¢ V O V o K ` O l,, 11' 4W _ J = 3 a Q LL W W W r W W \I� ❑❑ H a W K y) O 1/) O U O LL W 3F zr53 mf. w W¢3 lJ J Z=j ww C./ OW U3;> (n a.'S1NS'1,OOtl 33S p¢ V O w m auoiz?o.Ci O�CLr.�c; 001 240 31160 RBD INC. ENGINEERING CONSULTANTS WEIR SECTION FLOW DATA DETENTION POND #2 100 YR. & EMERGENCY OVERFLOW WEIR WEIR COEF. 3.200 Fro.., K',nj Y bra%r }Ia�dbmK of Nr.lra�/res /9G3 STA ELEV _ /=iv n__ sip/.o ----- ---- S110.5 (too yk, WHTER 0. 0 5111. 00 - '`r S� o,a cEuR) 4.0 5110.00 18.0 5110.00 22.0 5111.00 ELEVATION DISCHARGE (feet) (cfs) Frorv+ the culx�f desi5n �orm� - - - - - - - - - - - - - - - - - - the_ r24u;MJ iao Yr •flow no 5110.0 0.0 PaSsi /n5 �hra the 16" P'Pe A 5110.1 1.4 g/eV, Siio,S is l7,5-efs,Thercfoir 5110.2 4.2 .Fhe, 17,6-c'fs is re/case) fhru- 4he 5110.3 7.8 eWeir, 5110.4 12.3 L the eleien7>on Pond c(esiJ n 5110.5 17.5 'a-- Fro^^ i{ern E°hem rurerc/ overFlew=Zy,SCfs 5110.6 23.4 5110.7 e2y.scfs 30.0 7-o-me, Ript e wiorH AT 5110. 8 37.3 12.+ 5110.9 45.3 5111.0 53.9 ProSran Uses C7= CLN�/zE�aa�ion 32/60 DESIGN OF INLETS, STORM SEWER AND OVERFLOW SWALE INTO POND NO. 2 ' ■■iYirc Engineering Consultants CLIENT SanSe.In. JOBNO. day-037 PROJECTQ�dj iia11ow F;hHm <- CALCULATIONSFOR Si-7c .ln/C'%5`FS16rm Sewer J MADEBVr(wG DATE 3-/`/- (CHECKED BY DATE SHEET 33 OF - r -- 1— iw667i*-/ DGSi� ig7,Cce/i..'!`' 1 /Nax, vt U,n. c��t fer., jet fl ,, 0,39 71pf��o .curb".„ (opP�q,flo maY s�Ym( oif ri .. � _ _, ..� � is crow e{ •� Ij I • fi Fro..•, ,�r vre S-Z . C SJOrN+ 2 "1�4s fn 5�...P .. f 0,7 _L.Bs, Red��i� lb C659o) ifi 0:r 5 eAM' I }S NO Curb 7ir/c� 13, //JceT atZ._ Des SI IPT-- j I . � Qa 3 q .. �•Fs Zfra l{j.... _ I I 1 (See .Shee{s..33A.¢33B! i . De57cim: svn+0 in7e-/• I.�o . )n�ercepf_ 2 00 ef: i FOR Strtsf Plows /✓1ax,lm 0,78� -Frr,ure,-5-2 CSfv1m i I �Qcsuo�-ton-/'acfbr• 0.�0%a _ --_ __._.... .. __.. r ' o,7G eo aFs _ C 7�) f U5a S ;C__pby I TYPE i2 i-Cn r6Z Z�§e - Ole r cfsl Ft I - - 1 -. I j i R..).S/ee..S•}ur Sewer'S2lwaer�.S-.�I�i'��l �tn� SHIef�Z .-` .. i ' Qz-. S NOcfs, .l Mm, loipels,�e_ Per Gi1%I f5"i.f) /1 O 3 ( 1 I _ (s 07F1 • vsiil� %Npnnin9 s E'g`,' Min. 5/oPe - O 60� o ed 0.1a9%.d.�e-fo b/S Ooe.QProb�...S� S = ee Ha ca(t. 4 V / 08 co sf, d nwin�,�I 33D 33:E. FoQ _ fable HeRd �� ^ (See Sheets 33C1 _ Q = 5 0o cf's <.4o efs eK �Press�Kf?o�� . ,Ch ec.K� avai Wa'�e� .. - _ 1 I ' . C✓I•I-r'ance condl-I-fOn � � :.. ,. H61 :GRlc�,977ou6) I i rom 1v1Jcr-F of 18 a4.---to '' _ use IS" PIPE, th roo E of I I o o.. 2 I b H16 = Z,16/j 2 S /,,7 f' EMr1lGhacF I 1�tSchtico�e 7,Pi.6-PS (ak) f { g ):_slat s Eorm z i f seue r frgr„ z,/6f-,#1 a +0 Pond[ e- I_ 1 I - BaSrn_s Qz= S,yO ifs }a7� 22 6 n Goin�oo,fo TS a 22 6 M,n �I /,72 j I ( E. �a5fvn,6 I QZ = 3� 19 cfs t p TC 12 8 i.:�af o,5 1,H- 6 Z8'P 2,77 9�05 i �.. use ,aann,ngs 2� SloPie'�o'I6 $` Q=cfR o sCt72C'9As 7.78 cfs S13loe 14'X23" d=.0V 2 38 PAS; r ) ) cfs! L 7,78:ifs oK (Pressure.-Flv&V IF - ( I USE �y xZ�PIPE Gheek c(da"dab�e F}e dwaler efl aace :Clr .ton' i From ,n�er} of 9.'Io ' to ( t _ ..._ _. _ . _..-----_:.F[a✓/me of :!0 90 _��_.N 1 D �_170�1 33A/60 RBD INC. ENGINEERING CONSULTANTS WEIR SECTION FLOW DATA 100 YEAR FLOW OVER MERCY DRIVE AT LAME BEAVER COURT WEIR COEF. 3.000 STA ELEV 0. 0 5112.35 57/; / z3 = rvrcRSFCT/anj of 64.0 .5112.03 MCKc'l pR10E V- 91.0 5111.89 RExdEa ca�k.T 106.0 5'111.82 123.0 5(11.82 140.0 5111.93 156.0 5112.08 183.0 5112.35 ELEVATION DISCHARGE (feet) (cfs) --------- -------- = 2 /,17 cfs a D es i Jr„ PT S Q/oo 5111.8 0.0 .5111. 9 SI 12. 0 2. 9 11.915,_77cr �— Q e f /au puer :54reet croon 5112.1 28.3 or Sform the '112.2 52.8 a ma Dur'irn J aver (6e crown Sl 12. 3 86.0 clepfti o{ u alcr G. shah nab aw.crd Max. ele u :x5l/Z.03 Caleolai-io-s bafedoc, (�= CGH?lZ M OJT c-/ev X/1).0Z a OK) D.Z(' Z Z / & 33BI O RBD INC. ENGINEERING CONSULTANTS CHANNEL RATING INFORMATION ' LAME BEAVER COURT STREET FLOW 100 YR AT STA. 0+35.98 PCR ' STA ELEV ' 0. 00 5114 00 5T4 39.06 = ^t crown o-P 6reCi 9.00 5112.00 Frov ra)e 3`//4,0) C n`r-5?/e 12.00 5111.60 Qioo = 3o,G cF5 -Par Basins S4(e ' 19.60 5111.33 9650n0n.5,,lrrs info in/ef>n 21.00 5110.94 Basin 5 Leaves 3o•6-s'/=2S•2cf5 22.20 5111.05 5{ eef/Of' °' LQ•ne &a.wrr C{ ' 39.00 5111.48 55.80 5111.31 Max.cuafcrjepg. orxr croulr 57.00 5111.20 of La.m C ' 58.40 5111.59 66.00 5111.90 n1aY. e.lev. z 5/Il• 6o 70.00 5112.00 moo. elev = s,ll,v8 o.1Z(orb ' 80.00 5114.00 ROW con-ta�ne.t w/in pour of sheaf tIN' VALUE_ SLOPE (ft/ft) 0. 020 - - Street`f some 0.0050 ' grass ELEVATION AREA VELOCITY DISCHARGE FROUDE ' _(feet)__ (sq ft) __(fps)_ (Cfs) NO. 5111.14 0.4 0.9 0.38 0.60 5111.34 2.4 1.6 3.72 0.69 5111.54 9.5 1.9 17.76 25.zc{; 0.72 5111.74 19.1 2.7 51.93 $- 0.79 30.0 3.4 101.21 0.83 '5111.94 5112.14 42.2 4.1 170.94 0.87 5112.34 54.8 4.7 259.44 0.90 67.9 5.3 362.99 0.93 '5112,54 5112.74 81.3 5.9 481.01 0.95 5112.94 95.1 6.4 613.11 0.97 5113.14 109.3 6.9 759.02 0.99 5113.34 123.9 7.4 918.57 1.01 5113.54 138.9 7.9 1091.63 1.02 5113.74 154.2 8.3 1278.13 1.04 5113.94 169.9 8.7 1478.04 1.05 CgLC✓GgT,ovS ltRE�ll$Es ON THE ' M4,VIVIN 65 EQ u.4rldlj 'l86 R 7/35 '/zA h ' 33C/6o ----------------------------------------------------------- ' REPORT OF STORM SEWER SYSTEM DESIGN ' USING UDSEWER—MODEL VERSION 2 DEVELOPED ' BY JAMES C.Y. GUO ,PHD, PE DEPARTMENT OF CIVIL ENGINEERING, UNIVERSITY OF COLORADO AT DENVER IN COOPERATION WITH ' URBAN DRAINAGE AND FLOOD CONTROL DISTRICT DENVER, COLORADO ** EXECUTED BY URBAN DRAINAGE AND FLOOD CONTROL DISTRICT— DENVER COLORADO ON DATA 05-08-1991 AT TIME 19:25:42 1** PROJECT TITLE : ' QUAIL HOLLOW FILING 5 STORM SEWER IN LAME BEAVER COURT I** RETURN PERIOD OF FLOOD IS 2 YEARS ** SUMMARY OF HYDRAULICS AT MANHOLES ------------------------------------------------------------------------------- MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION --------------------------------------------------7--------------------------- MINUTES INCH/HR CFS FEET FEET 0.10 N/A N/A N/A 7.78 5110.00 5109.20 OK 127.00 N/A N/A N/A 7.78 5110.40 5109.53 OK 281.50 N/A N/A N/A 5.40 5111.33 5110.87 OK 283.00 N/A N/A N/A 5.40 5111.33 5111.29 OK IK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION 33 DI6o I** SUMMARY OF SEWER HYDRAULICS ' NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= 1 SEWER MAMHOLE NUMBER SEWER ID NUMBER UPSTREAM DNSTREAM SHAPE ------- ------ ID NO_- ID NO. 1.00 ------------------ 127.00 0.10 ARCH 2.00 281.50 127.00 ROUND ' 3.00 283.00 281.50 ROUND -------------------------------------- REQUIRED SUGGESTED EXISTING DIA(HIGH) DIA(HIGH) DIA(HIGH) WIDTH (IN) (FT) -------------------------------------- (IN) (FT) (IN) (FT) (FT) 22.75 24.00 14.00 23.00 15.42 18.00 15.00 0.00 16.36 18.00 15.00 0.00 IMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES IMENSION UNITS FOR BOX SEWER ARE IN FEET EQUIRED DIAMETER = COMPUTED; SUGGESTED DIAMETER = COMMERCIAL OR A NEW SEWER, FLOW IS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE, XISITNG SIZE IS USED --------------------------- SEWER DESIGN Q P-FULL Q ID NUMBER ----- - - ----- IN CFS IN CFS 7.78 -- ----- 4.50 2.00 5.40 5.03 ' 3.00 5.40 4.30 ----------------------------- DEPTH CRTC DEPTH VELOCITY YN FEET YC FEET IN FPS; ----------------------------- 1.54 1.09 4.17 1.25 0.94 4.40 1.25 0.94 4.40 IROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS --------------- FROUDE COMMENTS NUMBER ------------- 0.00 V-OK 0.00 V-OK 0.00 V-OK ---------------------------------------------------------------------- SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM g-------(FT)------(FT)- ----------------------------- (FT) (FT) r---------------- 1.00 0.16 5108.70 5108.50 0.53 0.33 OK 2.00 0.60 5108.83 5107.90 1.25 1.25 OK ' 3.00 0.44 5108.84 510'8.84 1.24 1.24 OK K MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF .2 FEET 33 E/�o *** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS ------------------------------------------------------------------------------- SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW 'ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION ------------------------------------------------------------------------------- FEET FEET FEET FEET FEET FEET 1.00 127.00 127.00 5109.87 5109.67 5109.53 5109.20 PRSS'ED ' 2.00 154.50 154.50 5110.08 5109.15 5110.87 5109.53 PRSS'ED 3.00 0.10 0.00 5110.09 5110.09 5111.29 5110.87 PRSS'ED 'RSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW *** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS ------------------------------------------------------- SEWER UPSTREAM MANHOLE FRICTION ---------------------- DOWNSTREAM MANHOLE ' ID NO. MANHOLE ENERGY WATER LOSS MANHOLE BEND MAIN JCT ENERGY ------------------------------------------------------------------------------- ID NO. ELEV FT ELEV FT FT ID K K LOSS FT 1.00 127.00 5109.80 5109.53 0.60 0.10 0.00 0.00 0.00 5109.20 ' 2.00 281.50 5111.17 5110.87 1.07 127.00 1.00 0.00 0.30 5109.80 3.00 283.00 5111.59 5111.29 0.04 281.50 1.25 0.00 0.38 5111.17 ' BEND LOSS =BEND K* VHEAD IN SEWER. MAINLINE LOSS= OUTFLOW VHEAD-JCT LOSS K*INFLOW VHEAD JUNCTURE LOSS= 0 IF THE ABOVE DIFFERENCE IS LESS THAN ZERO 'FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP. FRICTION LOSS INCLUDES DROP AT MANHOLE ' CLIENT Tenser JOB NO. 4/Y-037 INC PROJECT n,l Mallow ids CALCULATIONS FOR "10el"NOW Swo le +0 pod Engineering Consultants MADEBV KWG DATE9-ZO-9/ CHECKEDBV DATE SHEET -3 OF 670 S)61Uenj l3A51A)S �S5 � IPa ro,I,nl' CaIG�lafiors ' Bas.tn S !T IB 9(o`` Tom= 11 4 m 1 n E. f (looYR r� S S•35 i f S 6 go ' GONa1T/OUS� Z �7 { f/ Z :z8_cfs Q ._11 97 cfsj ' j GaMP05J, _QUNOFFi_. / 7 ..` 1 Z 512t_o�Fl Scua�e. Z -/o p.e:{`, �r-x% #2 gei-��cc.rjloy 28Y-Z4 - i 3) Sr zc trr�Kle chamhel l G rov Po�R tt Z f f �: t--- •-, I � rOm CVf In ICE' SDcuTioAl '' 89 _= 535 f �I 1 } s �r = 30,007 i F ... {Z� F -F,cro �Zv.l¢.-•t iLZ �r� SiirrJ� ,.` �I - - - -_ i I E I,70 LFS - 5 eac nlei In lv'f�nei #Z by %lt¢ Sfoimj 1 tj r F 7,79 cfs:_Cover land rh,swa(✓� -4 - r I I V Z,82 � 3 22.9� 22.0 ifs c�K? r I r 1 �0 F Z.y �6 i rv'A ISr ease e f de/a1/ ax i t i ). .1 /:zs �. caPaufy a� 4 7,7 � - I :-• , , ' I � •' +Q _ ?_GES � � ,1�8 x_zle`sign,'-F/�iu �4K)..' i 1 1 1 3) Tr, cKle cGaJIM F61ro , Pond # Z: _`o Cafr ► %1 of ma'or Sfor 7. 1 Sv an .re 9 n! lfl' C¢�} /rO cfs Mrn • 5 .il 31i-deS, n, r'f"r, olC le -Gh air ry ustn-� Man,nl �a ey /3� S oSafo r t� 3Walel sLl `Fj^p1..t'/L;-]-o ealse.� r � e 1 ' 1 , 1 }. I 3y A16o RBD INC. ENGINEERING CONSULTANTS WEIR SECTION FLOW DATA 100 YR. FLOW OVER SIDEWALK AT INLET ON LAME BEAVER COURT WEIR COEF. 3.000 Fro, Page 341j ¢ioo= 22.6c-fiS weir-F'(owS over sideuualk 4 STA ELEV n laws *o reoc1+ ove^(a.�d s tvalc _ bti-wee n lo%s Z 8 Y 29, 0.0 5112.00 cross secfich -laKel 'Fror- /Z co"yD°r 31.0 5110.89 crossi^_� -P' lets Z7Y ze -/o ¢-tie /Z 46.0 5110.79 corrfour crossin< al' /o'/� lid 3d 82.0 5112.00 Per FHq gcadin9 _P/en, ELEVATION DISCHARGE (feet) --------- (cfs) --------- 5110.8 0.0 5110.9 0.6 5111.0 3.3 5111.1 7.7 5111.2 14.0 Max, eleu, Siio,y 5111.3 22.2 22.8cfs ~- rviiN. I£elev. = 5111.4 32.5 0,90' 6"over walk 5111.5 . Per ci (Y cri}eriai Mak, 1 5111.6 59.6 5111.7 76.6 5111.8 96.2 5111.9 118.3 5112.0 143.2 C/9LCVGq T7°NS .94.56719 onl q)- CLN?�Z 1 DESIGN OF SWALE FROM YORKSHIRE ST. TO POND NO. 1 '. CLIENT :Siiil -;e-/� JOB NO. NC } :( PROJECT. V Ai ( NO I I O W :0- YI CALCULATIONS FOR Engineering Consultants::" _ MADEBYSe�DATE Z 96 CHECKED BY DATE SHEET 3% OF J¢S� __r-�. 1. I. f i_., '_L I:i(,� I O _. : � {_ .� - ._,. I._ �. � �(-�-,-I--'I'..�.- - - �-•L I I- -- i 1 � LJ_ ;- J�t=� I {y+� -I- _.�---t-- {-i _'f- I--�- �_ ! 1 1_IJ ' I_-J__:� 1 r - _i �+;_; i_{�(L '•f-j -+-- i-1-r l - _�L tr 7y5�)-1-:_li-i5_.��I i �_- � I�i��-�- L _ ;1'I �1 I -.L..$p_ ! ' I I�-;_L H I_i^I-�_ _ r-_ i -'-- 1-T 1 1 I 1 -����- i- I-7- -- �'- I r �f��- i f I T!_t- "Fir- ( _�-? I ( I (- T �- ^• - - - .I i-' - , 1--- f � i i �- h _i .L--i. ,' , �( I I i :- � I t I i :-L yh.�_y_ _� t I } I I 1 if .�!_ I '._I i I.-L_ - I I _ 1 I I I -__ T'-i I-� _4 -.� 1 -• I I I 1 +-' II I I ..1 F-1 ' ' L -,I L _ . _ :�1 1_i_ j- iI-J-1 t -,-1 {I�I(II , -1 f_i_ i I-i_f- I I I ,_j t �_ t I ! i -I t I , I , f-'. I; 1 I '_I"' x.^i ( _- i I y i _ _. 1 .I -1 ( 1 '17 - - y ✓o- "+- 1-•. 1. -- .S z 6 '- I I . !S�__ i-I-�- I JJP-1 I r1To. s _!= tfv+; T' tp f Hl I I fj 1 _ - rT f_L I 1 '{ j C'J {l� 'I •FC;;' ' . - I- _� 1_ _ i-I ' +- -�' _ He t �tl . , -�\L �i C$ Al 1 T- f� i- - .f_ LJ-{- r �J L..I i I I._ 71.1- t_, i_ I I , ! r I _! - I 1 �I_L I -�-•-_Ij- '_L I tL� 1 '1 _7 t+ I 1 I I i-� 4- 1- i+. - -- I ' -: � : ' 1 I 1 I 1 1-"i �1r,- I IT I l l l l rt .. I .I ' 11 r i �,-Y fJ-1 �i I I •�' � � I IT' 11 I i 1 I� ,�. I--i�- J L, + f +-1- I-1-F-'- 111 � 1 •i , f r CLIENT o ne,_.ri JOBNO. (JI41-633 NC -:PROJECT -CALCULATIONS FOR En*g'ih'dbeing Consultants. MADE'EIYC� DATEZ/96 CHECKEDBY-DATEI SHEET 37 OF T I T -1 H . . . . . . . ... -7 r _v. V. -4 ri- - E "ki f+M ;jj F­ T --L-j 7r, TOD-T- - __� _LU 1 1 L -,I-=- ti I j :; r I I'll ., 17 7 F51 T1 -4 T_ I jl J_L -A -7 Et 7-IF- 14 1 i_ J, j_i-L di -LI-I 4H _H(ji 17--t- LI I. 1 LI 1 i _T I � --- -1- 1 1 tl T "--I- _L(_4_ _4� ;z 1 t±# _j 1c H T-1 I- T j-1 q :�CNJ L -,I-! L 3 7 fy- p -, _v � -F I F I T,­ I if I-L -W _1 -4 ik-i-FF L-L r-_ 1_01# -------- _7777-7 EH .44_7t4_L.� I 4--- !_f- t L 1 t +1L _-Hp- "R LLL it _-4-J T_ I I !-I- 4- 1 aL X4- L-4-L _t F 'JT- 1_4 Iffill, A-L I Ti F1 LI 71 7 +L 1_11 :1-RE -I L If! , 4-A - i�.": I I k -IV -•- L 7- It LL - 4- I I I +1 1 "0! -[jao LL 1 1-1 1 - ti ml_ i 'I 17_4 Li I it jOkAO -4 W-J H , 4. t �7 1 1-it ii I- A_ 4,l ! s it t - U_Lk L -Q1 I, 1 - - - r-, - 3%0 RBD INC. ENGINEERING CONSULTANTS CHANNEL RATING INFORMATION ' SWALE FROM YORKSHIRE ST. TO POND # 1 STA ELEV 0.00 5114.10 CP-055 S6'CTlav 77/ KEN 4.00 5114.00 Fieol" -ruE .g acr- RE/YA ' 11.00 5112.25 (-or coRNE&I -IF 6075 54.00 5112.25 939 S y ,GROSS 7-0 r1/6 61. 00 5114.00 PG Gor 3`I Dl5 66. 00 5114.20 OF YORKSH IRE"ST, :51FN ' 0,00 i5 Y3�4v coeNc--R, 5EGT,on) -XT-&-"NOS FROM IPE/7,C' LOT LINE TO 12EY7K LdT elAle ' IN' -VALUE- SLOPE (ft/ft) 0.035 0.0032 ELEVATION AREA VELOCITY DISCHARGE FROUDE ' -(feet)-- (sq ft) ------- (fps) -------- (cfs) --------- NO. ------ 5112,35 4.3 0.5 2.24 0.29 ' 5112.45 8.8 0.8 7.14 0.32 5112.55 13.3 1.1 14.08 0.35 5112.65 17.9 1.3 22.80 0.36 5112.75 22.5 1.5 33.17 0.37 ' 5112.85 27.3 1.7 45.09 0.39 5112.95 32.1 1.8 58.48 0.40 5113.05 a- 37.0 2.0 d- 73.30 4 - 0.40 v- ' 5113.15 42.0 2.1 89.49 0.41 5113.25 47.0 2.3 107.03 0.42 5113.35 52.2 2.4 125.88 0.42 ' 5113.45 57.4 2.5 146.04 0.43 5113.55 62.7 2.7 167.47 0.43 5113.65 68.1 2.8 190.16 0.44 5113.75 73.6 2.9 214.11 0.44 5113.85 79.1 3.0 239.30 0.45 5113.95 84.8 3.1 265.72 0.45 5114.05 90.5 3.1 284.26 0.45 fly cfP.:si Point 8 Q„o= 73.Scf5 ' Fre"oard= 1,0 FT. CFiLCJGs?TlOA/S �4REE1AS�d aN7"f/L� MflvIvIN65 1 EQW9710N RIPRAP DESIGN No Text ' CLIENT Teti.son JOBNO.As/--,:�13 7 INC PROJECT 0 an i l No How "t5 CALCULATIONS FOR '0 Engineering Consultants MADEBYRLA)& DATE3-?S--9 CHECKEDBY DATE SHEET yI OF 4P0 Por�C,,m/ ouflef l� 30"kdn,� Pike fd SPrin � Creel( -From '' rII��I�I IjIlI.. ..- -_ ..:.� ._.i•' ,: ,`: - ._S_!!,,.F;_�f- _._O_ SSG/nSTuT5/tETEnO'Ei1P+iiII1ll 3F.•"i?; -yafh� ns7 mte�tt�'ebfI1I/ ISI�mreCaf3ixiaeSc7:al+dt/zan', 9n,P�PS esr'3r((3/dr lo-oia�9GCIPC�7nu.� 2DOoC �Orr_sevdld':6i R) ✓)rTherqrr n5 Zh 3rst! %v)oIoDI z_ra. %.}."e_tqh'� ,!. •G•Kf,{I•i B)/'b3 a+1I/eneno0m�J�.��.Bnfd'1Ia� .�d.'oi Ty eSl YdUG3re YtSeCSd v.5e_ Fo4GD yoci "tSrinCreek f I I I 6Csq (f_e +)red tyfe- 7?5 Use STEPZ romF�. S9 land e -737y STtP3 xt '_-hC IGqih af �,PraP aV S -�e)) Cy%stLU 4 71/z51 ( be. not neeod/a roror _e max d eth .- u. xpsd A.rlte. -- .. 6 zz /7//K /a 7' Cas;9_ 57EV7 w,d7_S/ U5G f;lek 03 .p er kr soeP_ _.--- 1I _ II 1 - I 1 I I I _---____- -.�._. __ _._ .:_:L _ _.._.. _ __ .. _...... -_ _-- Isom Engineering Consultants. + _J_ CLIENT 3cn.5ert - JOB NO. 0/1/-037 PROJECT 4)vad Hp/low #5 CALCULATIONSFOR Apr_ a MADEBYKIV(, DATE 3-25:61 CHECKED BY DATE —SHEET qZ OF (90 i 71-, '2 rq Li n 7 . ..... ....... 4- cee4 /op r p p 05c! ,Oi ,'.becau;5c P` S7 -7 kz! �9,v 51 )?�"TJ;K M' of 71 tSPRING CREEK FLOODPLAIN DATA INFORMATION Y w w m � U m O Q Z r a 0) W Q —1 cn W 1a- 0- O J Q z W Q o J 0 J J U_ LL N� O Q I N N Cp N m O Q O M=� m N y' O m O O> m m m m 0 0 0 0-- —_ _N m Ow CD C> a CD --- --- J � W } 3= O 3 n m N O— aD ? O N O O J — -• N a0 O— 7— N N LL Z Q O t0 t0 <D M— O w O O— w= CO } Q O M -1 m N C> CD m 0 m t0 M ' m m m m O O O O _m W C. O O O — — w Z O O m m O f� aD 10 f� N m m— 7 CO 0D m m N m m m m m 0 0 0 0 0 —���� — J W ct Z w >- Q N rn Cm ao — �' m aD m m m 0 0 0 ao 0 m 0-- m� M N M O W o 0 0 0— — —— — — N J w �z Q O W Q m- N w —? CO CO m 7 m m M } oo m m m 0 0 0 0 0 O O O O — — — — — — O W — J w C9 Z W 0 7 n 0— O N A n O N J Q �D 1� m U.7 n? N M 1� N rz N ww a0 m m 0 0 0 0— CN4 ---- = W O CD o 0 m m m H J w H Z Z ZOc a0000aom000mo O< m� m N— 1, m m M 0— mm Oomo Q> nLo wwrw m m m m m m m m m M m M F- O Cn Q Z O H U Zn 111 t0 f� m m cn U -33- IM ��- / m`-' J/ 1, J � j' �! '. .�4��{� t�c`�f-41, (,�,F r .�. i'�� e s�\?� a� !' • •� t ..ti � �ai�-f \g ��_ i ,l•��\ i 1 1s. �2 j j1i �T..G. ►+. rtV,\�r �x Xt- tl •�' 1 / , ,/ / � - .,' n'' . Z, �' \ a ^'F'!d.\\ a-tJ�^k♦.:+P �:ys '#'�(.• (°y. /+ � / ♦ *w � r y •� - .,i _ _.Y .ram_/////J/ / �I` t\ ,� /// / / f •• �� -3•\\s \ r w/- r _- fit• 4 jn - E % F"..� �" ° !/ ♦� ( � •r / .)• �, ) a z , �5� ?..%T rat - r• a. + t l r' / + -.R!ri _ / 2 s �: - �? 'r. 12•E' A •} ,.• � r:. .�,p >t , i r t} "`/ .. i /' n2 r .\_ (I[h � � }L\ - ,( �• � ,�,`E, \ c ,sr ' L � �� . j' y`•~ �.#-{l�t.11 s r.. - =rv�s mot^ '.�a�/ _ r�1�•._ �\ • "'• K. Ik ': / aP r. M c /-L yy y ;� .... afJt •• a. r.frLt? f Y.F� a,, 100 50 0 100 /' � / t`' r: .+ �.+. +% c .t�j,. �• -T (a� =I1 ' � t yt, T i �:Kv ': .�—�—� f f �' j :•. r,.. / ya !•-, tt�'" ,r [ CaY,-J �: r •Si.$ 'C^ .. ; - �ti_� so 200 A Nl SCRLE I /., / ••/ ; •� .\ \. •.7 f! __ ci �'..".�.J/ : ft M i f fna .tk Y n'� ,f4. v • ORIGINAL 100' nrY �1 P/ 1,' y \ "s' �• y: `+ L � +Ta ^j4u. ' #i� tf^'1 17FF Vh . ,v /• i � � J � / '1J` _ f�j � � i '� \� ' / �roGj�+`"�-s . r'° } " """7 Y'��.Y '�,�i:6•' y ert+^Y♦� 'a7•r � Y�.` R . j �,, /: // / / /r '% \ ', (. �.. .\ � ,. / Q". ry�,.t •,> c 1 :/. - .w `- "• f \�4 T -�%r i -/. / / c�- 1 _srl. .6.' .\ i � �� 4.y y ,�/�-.• { n•.c -" t � �t-.n :-J. ///r,7�� // - lay-' \- ;'- �. ::C.^ •\+d. _\ \„ � •� •",,,_ , - '� �r 'wt'i.Y. +r! �•�T''�J'. �•4 '�.'... - . /✓./J/� �/. ' y�-' ei64�s, \.r:•• ,/ 1�1,gt�7:. ,4� - y v � -a ,�:.``'�� ;. ",�_ •��:'�' l- •;1{..i� t '1 �;�' �f �; �:�:r\. .� -.. 1 � t-x_�.�.-j �i,"!.T f•�{• ' � M� 'tY�� -�.{ ;Y ri / / i�t'. p..'t;4 t .� l ..\l\\aY.�I� / •LT.�i: \. ,. \ ..e y-C.. :k� ��-:. '�F _i �. )r ,,. • .Y� ,. �''{`..' �� / ,e.• , 1 vr cp "c , ,� ���, ^-FJ+3�v v+i � �'• ��:�t\. s- - _ /% / .. 'c}Y.,� s '••. t LE.' Ily s' O ':4tt FL004WAY . LL E. �\ i+i 7•T 0 . \ , / •\. - / ; '9" Aod I M •\ ' ` V\ \\ - \ is `_'f�� \��� i / _ S 1 0 l` r„ \ FUD YE \ \ \\ \ LOPMER A,a r'•' .\ a _ ">y \ of ! pp •\ -' `., /- Kq YIi.ELfiCDPLAIN j_:3< `c Y�.sv _\ \_ _ .\ r t, •a E•�f't *� la'• `T1ke1j♦ _ - 5 t'•y -•;,1� f ; . ` - \ „•. /st/ ♦'. $ISTING DEVELOPMENT l :`� fii`• ,•f" �`+,- , � � � � � -.t_ _ .;�;, a iS: �\\ �—"-_ ` ,;t ; / \ ..` ti j+ct�' - \ a- •\' __ \��'• . an '\ •�� ' \ �_•x� C -iy •-S� ? - C '� �� ft•f - ;� `Y!. n' �'` F`' ---` ` .Y _ ,{' \ iyY- � . t- JR� a � 3�. _J�' a �3Y �` � DESIGNED J.". DATE /@� MAJOR DNgIN4GEWAY PLANNING \ DRAWING NO GINGERY DRAWN D.J13 DATE 3/80 SPRING CREEK ASSOCIATES INC DIECKED 9.SK. DATE 100 CITY OF FORT COLLINS & COLORADO WATER CONSERVATION BOARD SPRING CREEK SHEET L4 OF22 REVISED DATE STA. 366+00 TO 384 • IS gle0b 1 EROSION CONTROL AND TEMPORARY SWALE SIZING ' CLIENT Se-nSeJOB NO. O/l/-037 RMINC PROJECT QVU"I Nollew ;Ls CALCULATIONS FOR ErOSian Cef'-I'll Engineering Consultants MADEBYXWia DATE3-?5--9/ CHECKED BY_ DATE SHEETOF ".. 'GIVE^/ I,ntJ I FwD { Re vlvC� :Eros�on:_Con{ro/ neid,odg .! I + ! I " ;.TIi.0 new Cr� oi_-l-nr-(- Cq// n5 Er'aSlon ...0 • i jR.e'Aerenca. MaHu�l Wi/l beco.ne �f'ee-lrvr: �✓rtl, 'fie i11ai 1191 �svb/n,�ta/s'_acc�rdrncJ tO Sd.5a' HQyesJ { 1 _ ee-,+ t ' wl her p n 3 /3 -9 % 77 e.r't+'orL. •Enr- I .. .'.1.'1-ti s SuL.n7tif.lt j :Only ci generroi( euervreea�•o-F.. ..I - 1 !tuoSlo o !*oJL7-7­Ta�dclresseA-Fvlvr� (fi.11n's of Qv� "1'_iVo//aai . �✓ // need f» haue fhe 1 i �.. j.Er-oSlony._6onf3/!..Calcv/a.fla5.��.com�/e,� I jCanEarm .io �ie .6roslohConfra% ?eF ol.inLa/, { I �) I B 45rti ! to Pond l I I_ 1 L �_ i i ;Blue. Jean d�Iue dead,CneJ� for Howl need. --iv � i f/re-� I ( i ' iia sfieet �rn o Pa+d . 1 Dev ;_ ECeV /iff 2 QZ 6r3r1 c*ts a?_ design' [en ti , Igo F q,00= /6 S�/ t I 1 ' { USTnq Y11a� n�n6g e.r va ii n 4rir "V� SWaJC wl q- / Sic/e S/a�Bs{� h .035- - I d /, 3S - Q 7 97 lr >'16.59, c fs` oa V ' 3 2Bfp 7 ' — T I ✓ 3 C Ka Q- 23,92 ifs . . /.YSQdrsl�e�K) I eq _ oo 'a a -{ro +•, e roJ,c{E ecK?-ila.i, - '-' IL-� Bay/niS ,3W'r/ -.. f 1 IBosins .iy'-�/ idrlaln Yna D,xo^'_C eK LanCI a., of-� .I I Dixon CreiK GnH e_ dea�C e.,d far now need �o si2-c.' - 1 ,a4 +em/oorarr Swale -Frn:n ftie -en,C af- ffc .Stree+ info � '-71 Pond t1 - i t0,zz / 97:cfsd. , E p Cen�J h 180 Qio'o d �7+_0 8r S•v8c{s -f 1 I Ili , USIn-ywnn�n�S, Pi/va{la.+ �o r• a"✓�SWa/G ui/r/ ,$- 1 10.09 f3 -j548 2c Lae) ' CLIENT SBYIS- JOB NO.OIY-O3% ING PROJECT_ QUaIf N4116w jkS CALCULATIONS FOR &7r0f;Of C"tro� Engineering Consultants MADEBYKWL DATE 3-Z'qr CHECKED BY_ DATE SHEET 49 OF /n CHARTS, TABLES AND FIGURES DRAINAGE CRITERIA MANUAL RUNOFF 5"16,0 F- 20 z cc U ul °• 10 z w a O 5 w cc 3 O U 2 w F- Q tE 1 5 .1 �MMNNIIII�A OF _-■1,1' 11■/IIINM W, .,111",_ Mon �,��►.,� FA1111110 oil IN / •,_ ' 11 II _ � ��/III■I./%/����■■■■� 2 .3 .5 1 2 3 5 10 20 VELOCITY IN FEET PER SECOND FIGURE 3-2. ESTIMATE OF AVERAGE FLOW VELOCITY FOR USE WITH THE RATIONAL FORMULA. *MOST FREQUENTLY OCCURRING "UNDEVELOPED" LAND SURFACES IN THE DENVER REGION. REFERENCE: "Urban Hydrology For Small Watersheds" Technical Release No. 55, USDA, SCS Jan. 1975. 5-1-84 URBAN DRAINAGE d FLOOD CONTROL DISTRICT No Text sz��o n Wei M .7 3 2 1110,10 CIS =o6°/ F= 0.8 s:0.4% F=0.5 N, I BELOW MINIMUM ALLOWABLE I STREET GRADE I 0 2 4 6 8 10 12 14 SLOPE OF GUTTER (%) Figure 4-2 REDUCTION FACTOR FOR ALLOWABLE GUTTER CAPACITY Apply reduction factor for applicable slope to the theoretical gutter capacity to obtain allowable gutter capacity. (From: U.S. Dept. of Commerce, Bureau of Public Roads, 1965) MAY 1984 4-4 DESIGN CRITERIA CLIENT Jensen JOB NO. oC`�'-� 37 T:IDINC PROJECT Q va i 1 804/0 uI -ir-s CALCULATIONS FOR LOCII /- $'fr&e CA�gc % FIe3 Engineering Consultants MADE BY ku/G DATE 3-/3-!/CHECKED BY DATE SHEET 53OF '50 t 1 _ _ - CfooYEAR) 0 ' { 1 f A)O _M!iSTORM G 1. 2 YE�;ei ( SukFACE GSM/T ! ' I ! _ ALLOWABLE FSTREET �+7PHc/Ty;� SY' k.0 u/ ; � 33 66 Pf1, 1 mEnir wioTil (Ro�� o ue-R: C9�6� _ l% O.O//o .�fnr, Mwof Star 1, ._ n n,Py'/�c Fj O D$SC24)+O.D �6 (Z3ye)i O 02G� �Tpr Met'or ' P 33.30 t Atva ! Equation used: - { MANNINGS EQUATION _I ' 1 Q = c/n A R z/a SiR ) { -•. Q = Discharge - -- - --.'i C = Chezy Coefficient = 1.486 ' n = Roughness factor -_ A = Area !- ! i R = Hydraulic Radius.= Area/WP I- f WP = Wetted Perimeter t-- S = Slope -.-- --_.. Let X = C/n ARz/a 1 - then Q = X S�/z i - Minor storm ' I (one side of road only) j j Area = 2.63 ft' .� I Mannings "n" = 0.016 j Wetted Perimeter = 16.65 ft. j Hydraulic = 0.16 ft. X = 71.99 I iMajor storm 1 (both sides of road) ' Area = 42.52 ft' - - { Mannings "n" (composite) �.....- - (37.17ft)(0.016) + (24.25ftl(0.035) = 0.026 - 47.42 I -- - •-I Wetted Perimeter = 94.96 '•j Hydraulic radius = 0.45 X = 1427.08 I _ { To find "Q", multiply "X" by the square root of the slope and then by the reduction factor, Fig. 4.2 P. 4-4, of _:i Fort Collins, specs. j i G is for both gutters combined Reduction factor is included Minor Storm Major Storm Slope (X) V (fps) 0 (cfs) V (fps) o (cfs) RF 0.40 1.4 4.6 1.9 45.1 0.50 0.50 1.7 6.6 2.1 65.5 0.65 0.60 2.0 8.9 2.4 88.3 0.80 0.70 2.1 9.6 2.6 95.4 0.80 0.80 2.3 10.3 2.8 102.0 0.80 0.90 2.4 10.9 3.0 108.2 0.80 1.00 2.6 11.5 3.2 114.0 0.80 1.10 2.7 12.1 3.3 119.6 0.80 1.20 2.8 12.6 3.5 124.9 0.80 1.30 2.9 13.1 3.6 130.0 0.80 1.40 3.0 13.6 3.7 134.9 0.80 1.50 3.1 14.1 3.9 139.6 0.80 1.60 3.2 14.6 40 144.2 0.80 1.70 3.3 15.0 4.1 148.6 0.80 1.80 3.4 15.4 4.2 152.9 0.80 1.90 3.5 15.9 4.3 157.1 0.80 2.00 3.6 16.3 4.5 161.20 0.80 2.25 3.8 16.8 4.7 166.7 0.78 2.50 4.0 17.3 4.9 171.2 0.76 2.75 4.1 17.7 1 5.1 174.9 0.74 3.00 4.3 17.9 5.3 177.7 0.72 3.25 4.4 17.9 5.4 177.3 0.69 3.50 4.5 17.8 5.5 176.0 0.66 3.75 4.6 17.6 5.6 173.9 0.63 4.00 4.7 17.3 5.7 171.0 0.60 4.25 4.7 17.2 5.8 170.4 0.58 4.50 4.8 16.5 5.8 163.2 0.54 4.75 4.8 16.3 5.9 161.5 0.52 5.00 4.8 15.8 5.9 156.1 .049 5.25 4.9 15.2 6.0 150.2 0.46 5.50 4.9 14.8 6.0 147.0 0.44 5.75 4.9 14.5 6.0 1 143.5 1 0.42 6.00 4.9 14.1 6.1 139.6 0.40 Minor: n = 0.016 A = 5.26 ft2 R = 0.16 C = 143.89 Major: n = 0.026 A = 42.47ft2 R = 0.45 ft c = 1,425.02 0 = 1.48 AR2/3S1/2 C = 1.486 AR2/3 n n 0 = CS1/2[RF] V = O/A .5140 1.0 12 5 II 10 4 9 8 10 6 3 1 .8 0 4 2 9 w �w ' 7 8 w of 3 ��/ ? 1.5 2 6 / v > i z 1.0 I.0 z 9 Example, Part a ^_ _ — — -- -- z _ _ _ _ J 5.5 a _ w 8 N v .6 ' w 5 = z o .7 w .4 Z z .4 z 4.5 z a- 3 C0 .6 ' w L ' ILL = 4 .2 0 5 t z z ~ w z z o w .3 3.5 w W T .4 CL o a ,I � o w 14- 0 IL 0 .08 � .25 3 0 0 ~ �- .06 .3 _ = 0 0 o z cc .04 Cr 2.5 25 w w ' 2 a .03 a r 3 F a .02 0 .2 a 2 a E- v a .15 .01 0 .15 L 0 0 0 - yo a 10 a=2" h ' I 1.2 ' Figure 5-2 NOMOGRPAH FOR CAPACITY OF CURB OPENING INLETS IN SUMPS, DEPRESSION DEPTH 2" Adapted from Bureau of Public Roads Nomograph ' MAY 1984 5-10 DESIGN CRITERIA S- /I&D 180 10,000 168 8,000 EXAMPLE 156 6,000 0.42 inches (3.5 fat) a• 120 cfs 144 5,000 4,000 jut A "IN 132 D feet 3,000 (1) 2.5 0.8 120 (2) 2.1 7.4 2.000 (3) 2.2 T.7 108 'D in feet 96 1,000 800 84 600 500 72 400 / W 300 ZU. 60 u 200 / z z / 0 54 0 / w 48 / 100 > / 60 a x u LL v 6 42 !2.,/ 0 W " CE CHART 10 (1) (2) (3) 6. 6. 5. 6. 5. 5. 4. 4. 4. 3. 3. 3. - 2 2. r'[ 1.5 W 2 a O 0 C / YPE W 1.0 Of /l 9 F 36 / '� 30 1 Sauar dgo with 4 IIIj •adwell G .9 Q 3/ 2) Groove and with W hood■all S •8 30 `� Grooveend .8 ALS proj(3) proettlnp 27 .7. .7 24 ;jam / 8 6 To use wale (2) of (3) project 21 s horizontally Itined (then use straight Inclined line through 4 D and a scales, or reverse as 6 3 illustrated. 6 18 2 1.5 1.0 .9 .8 6 15 L .s .5 L.s 1.0 12 HEADWATER DEPTH FOR HEADWATER SCALES 293 CONCRETE PIPE CULVERTS REVISED MAY1964 WITH INLET CONTROL BUREAU OF PUBLIC ROADS JAK 1963 181 ■ m I Preceding page blank CHART'29 r 151 x 97 - 3000 EXAMPLE I F 64e: 76"s 48" 0. 300 ats rL 136 x 87 1- 2000 3% HW w HW O _-.- D (feat) 4.0 121 x 77 (1) 2.8 11.2 4.0 3.0 (2) 2.2 8.8 r 3.0 113 x 72 1000 (3) 2.3 9.2 F a00 vD in feel 30 106 x 68 600 / 2.0 r 98 x 63 500 / ' `- 2.0 f 400 V, i 2.0 91x56 -I '300 1.5 1.5 N / � = 83x53[1.0 / 200 z- = 6x48 WTo use scale (2)or(3) NW draw a straight line Q:w100 Inrough known values ty68x43 ofsize and discharge OI0J 2 80 to intersect scale (1). I.0 _ 0From point on scaleO 60 x 38 60 project horizonta0 to �.9 .9 LL W solution an etthe scale WOCD/40 W 53 x 34 a .8 .8 N2 c7K N49 x32 UJ .7 .7 2 745 x 29N NTRANCE W 42x27 TYPE 3 .6 .6 .6 to Qquare edge with W 38 x 24 8 headwall = (2) Groove and with 8 headwall.S .S S (3) Grove end .5 .projecting 4 30 x 19 3 2 T 4 .4 .4 8 D ' 1.0 23 x 14 HEADWATER DEPTH FOR OVAL CONCRETE PIPE CULVERTS LONG AXIS HORIZONTAL WITH INLET CONTROL BUREAU OF PUBLIC ROAOS JAN. 1963 209 s7/&o TABLE 12 - ENTRANCE LOSS COEFFICIENTS Outlet Control, Full or Partly Full Entrance head loss He = ke. V2 2g Type of Structure and Dcsign of Entrance Pipe, Concrete Projecting from fill, socket end (groove -end) . . . . Projecting from fill, sq. cut end . . . . . . . . Headwall or headwall and wingwalls Socket end of pipe (groove -end) . . . . . . . . Square -edge . . . . . . . . . . . . . . Rounded (radius = 1/12D) . . . . . . . . . . Mitered to conform to fill slope . . . . . . . . *End -Section conforming to fill slope . . . . . . . Beveled edges, 33.71 or 45' bevels . . . . . . . Side -or slope -tapered inlet . . . . . . . . . . Pipe, or Pipe -Arch. Corrugated Metal Projecting from fill (no headwall) . . . . . . . . Headwall or headwall and wingwalls square -edge . . . . Mitered to conform to fill slope, paved or.unpaved slope 'End -Section conforming to fill slope . . . . . . . Beveled edges, 33.7° or 45° bevels . . . . . . . . Side -or slops -tapered inlet . . . . . . . . . . Box. Reinforced Concrete Headwall parallel to embankment (no wingwalls) Square -edged on 3 edges . . . . Rounded on 3 edges to radius of 1/12 barrel dimension, or beveled edges on 3 sides Wingwalls at 300 to 75° to barrel Square -edged at crown . . . . . . . Crown edge rounded to radius of 1/12 barrel dimension, or beveled top edge . . . Wingwall at 100 to 25° to barrel Square -edged at crown Wingwalls parallel (extension of sides) Square -edged at crown . . . . . Side -or slope -tapered inlet . . . . . . Coefficient k. 0.2 0.5 0.2 0.5 0.2 0.7 0.5 0.2 0.2 0.9 0.5 0.7 0.5 0.2 0.2 0.5 0.2 0.4 0.2 0.5 0.7 0.2 ' 'Note: "End Section conforming to fill slope," made of either metal or concrete, are the sections commonly available from manufacturers. From limited hydrau- lic tests they are equivalent in operation to a headwall in both 'n� let and outlet control. Some end sections, incorporating a closed taper in their c� sign have a superior hydraulic performance. These latter sections can be 1 179 4'hJV Ito ONO 58I, OCHART 4 3 r--^--�-�- 0 do CANNOT EXCEED TOP OF P1 4v ou r0 80 90 100 DISCHARGE-Q-CFS 8 7 I— w 6 w w , U v 5 a. a w O J .vv avv 600 700 800 900 1000 v DISCHARGE-Q-CFS MEN pill ■��������/"WINUM �Wi0OM0B���� BUREAU OF PUBLIC ROADS JAN. 1964 UISGHARGE-Q-CFS CRITICAL DEPTH CIRCULAR PIPE 184 DRAINAGE CRITERIA MANUAL RIPRAP 5960 1-5 r 0 4( v /-Z �� 0P 4� 'C TYPE L L .4 Yt /D Use D❑ instead of D whenever flow is supercritical in the barrel. **Use Type L for a distance of 3D downstream. FIGURE 5-7. RIPRAP EROSION PROTECTION AT CIRCULAR CONDUIT OUTLET. 11-15-82 URBAN DRAINAGE 8 FLOOD CONTROL DISTRICT 6Y60 DRAINAGE CRITERIA MANUAL RIPRAP 7 9 = Expansion Angle ■ MUNFAVIE A FIA 0 0' Emmmaj row''ANE * IIIIIIII11iffm muraw ■ WN , , ON 1 PAN m m m 0 01 MENNEN .1 -2 .3 R: .5 '.6 .7 .8 TAILWATER DEPTH/ CONDUIT HEIGHT, Yt/D FIGURE 5-9. EXPANSION FACTOR FOR CIRCULAR CONDUITS 11-15-82 URBAN DRAINAGE a FLOOD CONTROL DISTRICT APPENDIX B 1/3 ,� ', '`,, ' �`\/ ,, �� ���.��--.�_ . I f m� •�� as l WW 1 I \ ` `30 \ 44 t 43 ' 42 / ;� a ' ' ° 417 Oio 51 6 r \ \/ INNN I• ` ` y \ \ iIl \ / I \ 10 \ 1 i \ s Vl 1 . , �' 1 I \ 9 14 NN 15 Nk \ \ 1 z \ I \ \ \y I\ 1 I' \ hs17 % IOPEN1 SPACE t3 \v II I �,Ir ; '"i ,' I TOACT ��..•..�T.�7 ""'' p I , � to \ � � J l l \ \ I 111 `•\` ` �' Ill 1/3 --- =� _l_ Ji ice' 'oal J \ II I \ � gEsgr G. /. _ -- Y•C- ;1 I - I I I I I I I I 1 I I12 1 3 4 { � 6 I: 7 4 . I 2 II 3 1 15 1 6-I 1 I / 1 18 1 1 9 1 1 f ( --- ----a- Fr-----i----+---r - -, L / 22 I10 i it b0 ili , ` II E am W 18 17 16 15 14 13 1 12 11 LI II I I �.� 21 11 II '� 9 __-- 2 T___49 —T9 21 I 22 j/ / il' y � 54 Wg 52 i li 48 Yji— 20 III 20 \ _ 23 Ill �55 ' S1 I' 3lot_. /_._. I'-47 1 19 2A� ,II ss /; ss i/I I 17 III 18 .Y y i `CX '�I :./ 7 /-•r 6 I dN _ �';' \ 59 '// 15 I l 17 /i L {� '364 II Fii 60 63\\ 62 �\l ,39 - ss \\�42 IS 40 41 / 7z15 f 1's40 !t Z7\\\\ i iY -�N' 23�,/ jr �� 1 28 �Lt¢ \jj j2� `�\:, 24 I 26 ll 27 II 26 -CRffK 6A IR -%-29�I'1 c y`� 3 j�= _ -- ---- / s� —1 / 'AC / 30 5 p I s4Y �/ 6-35 q 3 I S P -F= 4 \\ \ 3 �7-3J` i y1 �{7� 32 i SPRING CREEK 3 \ 1 \ 100 E%OD IST NO DEVELOV04 / IS k[n 33 9 s I1 ' 4. tr L �0 � 3�3 5 F _ � '�i a a ,i �° n r' .d -„s a W APPENDIX C .\1 I II _ i1—� —c.— --C. ill J��� _ •••� ••••••• ••••• ••1 '..'•• ••�7;_•/ • ���•�r • lie. . Il S 7 I II NJ j I..L ghes \ ____• _ St (11Uff1 arNI ..Pit "ill 114 } �VAt-�EY` W, LAKE -CAN --- --- w.t -- - - --- s'1. 50.90 \ �y � JI � �� 170 /II 304 — \ nt, \ \ .\ fey x�•+ . \ 168 ; ` .., , 3p- 3 Y . N � _t 171 180 04 309 171 00 Y 1 5/9.1 �� •�F� •• r ' =1 1 _l..—V _� --_ JI \ � � i � � •111 1S&LI 1�00 ' =•� i� _fREGION ENT CREEK' BASIN x \ Jr �2 s --.� R-SPRING EGION ENTERS THE 6 1- --- BY WAY OF THE MERCER ` i �` 4 \\ t II `'. ; ► CANAL a THE LARIMER 224 ., 123 _ 1 COUNTY CANAL - 113124 I25 128 - [ 18 109 30l \` ', ♦ � • �•T 4� f T • • y soar- - / 21 , L 87 217 _ D 106 NATUR L DRAINAGE \ ► [�-� l �� :: 117 2~' MR BASIN OUNDAR� •• �� I33 '1 _ l 215 �� I I5 III 108 '� • 105 �i � 122 ' • s'°'�"' 1N 81 GUTTER DATA FROM T'.$ ,. _ CA AL IMPORTATION STUDY WAS _�_ 129 - I12 110� p111)! U IZE;) IN THIS REG10t�l--- [.,4 _� 127 __ [19 116 114 HI . 218 Tle e 138. _-� 137 130 I ; 121 ~ '� i - 107 ention Plan, 142 5 0 Ae .... _ i M \ \\AREA7 136 ' 1:32 NO N� ` \ - -\ - 23 ',-r I39 \ !35 !46 \CON IBUTI _ -� �u Is _ T \ __-- �►•< -- _ ! 147 145- 7 I . ; `,1 �'•!'' 2s 2 3 en Ion - — cho t9 ues 4 I a� et tl iPond we ' ,`• �$ ' ,\ '�\� ' �\ � \ � I ' I I ' .��{•� - I �. ' ' � '. '' : � -:: ; "'.� ' 1 NIT Y MA OF H _ Labe \ -- V. �34 �_- -= 13 �T• ��'- �r.� _ 31 15 1l' IT 154 _\� ♦. �\f i _� , � \ f �•%^\ �• ^fir ' , ��"• u•. f Y+ - I i• ( •M� r �.Y*,�1�K •: `w �! ,/1 JJ •,! t• r%I ,f I' �/ 1 , J� '�1t /�\\ � �l• t C% l% - r' %' — ' /, • . _ r//. ,/i .. . I 11: I 1 .I _ i 1 It�l � 1 ( .'�\- \; \\l��nii �. `1 ! •_`•l �/�ap � �\i: 3171 ' SWMM MODEL UPDATE DATA CALCULATIONS FOR THE ' PROPOSED QUAIL HOLLOW FILING NO. 5 IMPROVEMENTS No Text ■rYiNC Engineering Consultants I j G�uEN i ,o2iG/N9c :S I, GibE�! TyE C i /1n/D /N r 2 1 1 2 CLIENT 3enSGn JOB NO. Q/y-037 PROJECT Qva,I Ho//O,,D 7/S CALCULATIONS FOR SW/YIM Df%TA MADE BY Ku16 DATE CHECKED BY DATE SHEET E OF cf WATERSHED 0 - SPRING CREEK HYDROLOGY; INCLUDING PORTION OF F CAN. IMP.BASIN--FILE:SCEX2YR.EX 2-YR EXIST. COND.; W/DETENTION U.S. OF BNRR; 5/86, REV 6/86, REV 1/87 120 0000 5. 1 1. 1 j 25 5. 1 0.12 0.36 .48 .60 .84 1.80 3.24 1.08 0.84 0.48 0.36 0.36 0.36 0.24 0.24 0.24 0.24 0.12 0.12 0.12 ; - 0.12 0.12 0.12 0.12 0.00 I -2 .030 .013 .25 .1 .3 3.0 .5 .0018 143 2371800. 151. 10. .022 .020 2.3 .9 144 2371200. 127. 14. .013 .020 2.3 .8 145 238 800. 30. 10. .009 .020 1.6 .65 146 2382500. 274. 10. .053 .020 1.8 .9 147 2391500. 125. 10. .080 .020 1.5 .8 ; 148 2403500. 234. 10. .230 .020 1.5 .7 149 2391000. 47. 10. .010 .020 2.3 .9 - 150 2411700. 97. 10. .070 .020 1.5 .8 ' 151 241 800. 38. 10. .022 .020 1.8 .95 152 2421500. 90. 10. .027 .020 1.4 .70 153 2421500. 109. 10. .036 .020 1.4 .5 --, 154 2433600. 297. 10. .13 .020 1.95 .9 1 103 2032500. 23. 36..0100 .020 .25 .1 .3 1.5 .75 .0018 -2 .030 .013 2.0 1.4 I 7 I 1 , , OAR Id i ) %N7 /Af "ix Z1131_ 307 ! _ /76 307LJ ._ 1180:_ ` 237, �BAS/.V lgo.`Sa ER � NEW SGHEMHT/�� ( i y i i o_.. � t � 1 P uePOSES/ASSufE 'TNEF,Daiow�b J L_ 'BNSou %43 1 /S NaW O/.U/OED -- •„ ` - IB/i5/us rY3 1i7o _IBo l � J - I r .. f �DHsiNS /y6)T16e j /6'9/ , InE uP1oRi6/N/1c BNSIA)._. 3 j1 C Siie16 THE uICIAJIiTY ivlpPj ,7HE j QuNiL NOCtow ) - , I I i I IFmAT/c` //ICOEL THE FacGoi,,,'/n/G iVEcv SI E.3MBG E 5CoPE iMP'✓"I PERv,' iMP.RET• {L�RU RET.-/liAx.lvF,MI,V/Uf, DECA I , I _0.9 : • 0618 So 53'Z r.o 031 oZo_ ZS L( 3,_ 2.3 0,9 [ti_18 fi 3500 1 `S126 5-080 s00 0.031 _� 1 ' CLIENT TENS EAI JOB NO. 0/ LO 3 i ■��INC PROJECT QL)4IL- 14OLLOW -CALCULATIONS FOR 54V/1'iM D/97 Engineering Consultants MADEBVxwb DATE '/-y_9/CHECKED BV DATE SHEET 6 OF 91 PRR.T B DYVU0.cN OTI(o/NAL;B/'S/N ll/!o 1 I 1 /glAl TY iimHP/ THE QuR/�; , ..;3,1//5,6j7 OR,,4iwA6E 1 BURN 4An�H OR9iUAGE 26HVRT,�:ANO >NE iSGHEMATI MOOEL_ 7?fE' FO[1.pcu/n/G r NEu�_ OflTA !; j I I -O 1 I _ --NOr. 101S u'1DTNS'N-QEfI_.,Bt/MP��.SLOPE-! /MR'.'N I PER✓.AI /MPrRET, PER✓,RET,mAx,/,VF. inAv/rF,DEL/D /46 308 /yoo SS.% 10 035.._ ,020? 25 .a 3 I/,g ofl oa/8 Ib8,.�305 ' SSo 73 5 38 037 O I(I , 2s! •!/ 3 %. B o,9 W/S 169 1306 Soo i2o7 y3 1 // 016. l ' 25 1 3 ,8 M 100!6 _ IT/ 308 Sso ie e`I y3 ao 11 :/' _I ISI Z38 950 /os I SIOPE" �6"IS(•/o37)t17cn( osys�+zyeD(`er3) I o 037 T' - :1 AS IN" 1�69 5LOPE'8 Soo(f oi9�+ 335C eo6')*IS6C ,.8q5/N (9b scoPEo SZoO S/4o ) „o 3S PA2TG: DE7 56vi iim STORA� "vS;:OUTFLew coley I j FOR.:'FIClN6, �NOLLDlA!)pOND- �SW/pm POnlO"NO 307) 1 -. yCAC'Fr) CQUA�.i (GFS). CCFS)) f 'TOTAL ELEU 57D2A66 b/E/R aUTFLDUi �P/P6 OQTFlou) OUTFtowCCfS) ! I I -- SIlo a O Tzs ! D I {, SI1.LD 2y:SZ o /(Do 160 _ - { SIr4 0 5 7/S o I Zoo _' Zo,o S/iv / I ,.i 5,923 2,t i Zo 3 I { //;y,3 6 33-9 t i 1.14 4 7 17l Z(',O I 38;I ' I ' (a 2y 3 Sl/Y - 6 TSI 323 2'I S 53 8 1 73,1 L_ {_ -i 1 y ..: ClNLET CONTROL) - — f a 00 flrea o SIISo*laor 38 w c s/1y to sns COA) uR z,081 ac Fri f i I 1 1 ' CLIENT SEA/.SEN JOB NO. 0/'/-037 INC PROJECT QUAIL Ho(, ouj :a, CALCULATIONS FOR DETEAUTic)L) PONDS Engineering Consultants MADE BY Ke'"DATE+/-Z 9/ CHECKEDBV DATE SHEET-7—OF 91 PHRT D iDE7`, SWrnryY;- STORRGE V.S.;ourF4OG11 CUQUE TEmm- kv DETENTIOA/ PoNd AIp;/ (SWMM �°OND N0.30S�I _ RAGE WE/RjouTF� PIAE ouTFIAuJ _i 6bjFrw(ofS) -: �silz s` 3;387 0 34 3Y i ,0.7 3 t- 3Y,6 35, i i } 39,9 i _ z q t ... yJZ.9.y 11.. 6 6 : �..: 36,4 Y3 o I 5 3 0 i y�527 9 5 37 I 3 / y�77;7 IS A L. I 2238 z 6o a .61 _ � - _----• Su33 F SZ96 31,0 I 38.8 I 706 l . 6 , SI13S S f 803{ .. T3,9, I Su3 6 6 o%'bT 6618: !.' . YO.b 5113 8 6�573 95,q ` if V1.8 L 137.1 . 5113,9 fo,829_ 112 0. V2,Y j lSV y F I i L {( riyRTE OET. SWMM CU - get qGE VS. ;..OaTFGoru RUE L _) Fo�� TEmPoQARY fDETEM/oN /?oN0 ^lo,Z �Swinir Povo N' 06) _-rernt -} i �EL.EU � ST0;2A6E ornFcow' 1 P/l'EouT>✓[oivl . OurFcoiOlcfs) 0 0 j slo7 S 0: ! ' 0 SI08,0 �O, a31 6,373 �..... ; 0!. i.. - 5'S _ :..S,S - S 09 6,71y + p t 6.3 6 3 I I Sio9� 0,77/ 0 I I ' I/o9,e p. B27 3. 0: I 6 8 6,8 j {7,6 BSI/D,D ._a19'y1'_ .o _I 7,0 7.0_ 1 i e07 TO 073 _; y. 2 ` 7 0 I I N, 2 I 5/la 3 :.%!38 7,8 1 i I + I 5/(0 V * !_ ; !, 2o.Y , 12,3 7, 0 19.3 f l ! i{{ _- - I -/, Z7o 173 70 } ZYS ;/,33y Z3,4 7 Z 30,6 - I SI/0,7 ' <397 y .: 30,0 7 Z 37 Z S//0,8 7,Z YV.S i 57/0,9 1,5241 ys3 7 2 3Z.S t j Engineering Consultants Pf12T F 1 :-OET r_ jWM i I { FEK F/04 r 4 i. i— ' i Srzs;a _3" ' I , .SlZS�B 5.3,�9 ` (f1 REf1 of ' SI Z E 8:' Pvc PIPe 1 , U5IN6 7H,E O/ j A = 32•Z V , - o8 {� ;- 1 - - I CLIENT SEAISEN JOB NO. QfY-d37 PROJECT Q.VR1L 0,0"goW ,tS CALCULATIONS FOR SWrnM 1�O.V OS qq'' MADEBVK (-DATE 9-y-9/CHECKED BY DATE SHEET 8 OF `_JTaRAGE � fir) I �E LVE 3ro_ I I -I t � I 9 tl v coA17700 )LGOWJ PONd-(SWMM PONd it/6 R GVfFcoW PlPEOufFLOW �� OUTFLOLt/(C�') - _ I iucErcoNr o c I Z �. I q 1.7 23.3 3Co jr-S 25 1 1! 1,8 Ss y II 91/1 vs,e I y, o 19 M1,7 7 9,2 %.Vz�• � i � � I for outlei. f Pe ! OUTLET, Co v7 i ' 9 � _if z Q F3Y9;ftz 1 d'a1 from WSEL yn " }t-= 0,2f4'7 j Echo='ELa tl El Ao, 5lt7:y tho -} o-_Z4-7Vi -/-` 1 ' CLIENT 3'ENSE�LI JOBNo D/'{-D37 T:01NC PROJECT OVAI-HOU-4&j'I.S CALCULATIONS FOR SW/N/yi U/°p/?TE Engineering Consultants MADEBY/W(I DATE/CHECKED BY DATE SHEETOF -- - - PAQTG ! G/uFA�/ THE oelG niftL � GoJVEY 9NGF 6GEMtCAlTp/7Tf! ..2EfiG/+65_. 236; 3 213!7j 28' 243 242 4 8. 1300. .04 5. 5. .04 6. i 22. 1300. .04 15. 15. .04 50. 242 241 4 8. 1900. .021 10. 10. .04 6. _ 20. 1900. .021 20. 20. .04 50. j 241 239 4 8. 1700. .013 10. 10. .04 6. { 20. 1700. .013 20. 20. .04 50. ' ? 240 239 1 8. 550. .04 100. 100. .1 50. I I 239' 238 4 8. 2000. .01 10. 10. .04 6. - I 19. 2000. .01 20. 20. .04 50. - I 238 237 4 8. 1400. .01 9. 9. .04 6. f 1 ' 0. 1400. 01 100. 100. 04 50. _ 237 236 4 8. 2100. .01 9. 9. .04 6. ; _dt0. 2100. .01 100. 100. .04 50. 236 304 4 8. 1600. .011 6. 6. .04 4. J 10. 1600. .011 30. 30. .04 50. ' 4 304 235 3 2 .1 82. .005 .015 .1 f 0. 0. 62.1 300. 563.6 58000. -I 235 232 4 8 1400 .007 2 2. .04 6. _ 15 1400 .007 30 30. .04 50. =( f 0 DEG/NG PUR SES 1/)5 1 i 00 pAT9. �R I EuJ CHEM�T/ Au/nE 7He7FouowiNG ! !)"DETENnoAI PO 03 L . ' 1., O!REGTLY /NTO.. GOAIdEYANG6 EGEME�i175 i 4 11 { I _ 237 23$ ''95 /1nIY T.T2guEG T/mE_BE%WEENI fTµE/p0N'p5 {/1'ND 77/E• DI 5- tail' ANCE { I j j T _- --� ---j_•-- ELEmEAi75r!IS _ NE�6L/G/BGE __' r _. .-� --__ .- - _, Z� !.OE7giVTiDAJ POAIv. 30$' D/SGII/IPGES DIQEGTG}' I /A/TO� DET2?nJ770,L/ `PO/Vo 3454) 95" fiA/Y TR9i/EL I I - No' a TYPE.;. W�07N. j. LEN6TN SLOPE L-HSu'd Ee ,p-HS40ty 'A) PIPED/9 3o5 14 2 - �l l olk 135r j _ f /Y,l:: 2 77y 2S,1 SlaknGE .- 2, 18Y 1 !,7 2 38/ ,2 S77 1vs 1.5c �� 2,971 _ ,39.9 3 , l66 3S,y 3 , 7S8 I Z0 7 a. 3( qSy T 1 �17,7 .. j 1111 � 1 4 IC 7rb .. o z, 2 s y s1. 3 387 3 y I 305 238 18 , Z013 I .! ( O 1 �" 3 !c/1/ _. 35,3 3,8Y/ 379 H,D6; 3919 L Z9// y3.c) ' 5V5,,777 3. 27 S d3`/_ �0,8 S,i2�d 70 6 1 D• 5,547 SI S,093, 93,9 6 d6o I /07,'1 636 IZZo ( G,s73,1377, 829� J"SH,y i I I -�� OAi;_ uExr PA6E� f f -- - -- -- ■�/iNC Engineering Consultants CLIENT 7-6-A)5E,l% JOBNO. e%y 037 PROJECT Y.�HOG LD UJ l ' S CALCULATIONSFOR Scum M '9'R49AT'F MADE BY 1G�('bATE 4 9' CHECKED BY DATE SHEET^10 OF 91 i, _ ;. NO D/S 'NA, V,94i.6,5 ' TyPE tuip7-y • Gc�V6T// i Si�PE ' L-H3terF P /1 s[ePE "Ni PirE Oi.7 ,' 30(p. 238 : j18 1, / j o/,.. - 0l3 .: •:/ I;J. 4,373 ,0.657 6,0 0,11Y _:6,3 i 0.7.71.' . 6.5 0,827 6 8 y .a.889 7,0 Sos b.9.91 1,007 .S,y /,073 - _70 ,2oY /.33N 30 0_37 37,2 L NGI NY,5 If 52 `r .. _ J M I RBD INC. ENGINEERING CONSULTANTS WEIR SECTION FLOW DATA FILING NO. 1&2 DETENTION POND EMERGENCY WEIR OVERFLOW WEIR COEF. 3.200 y: / CT YAi 5li5 0.0 5115.00 4.0 5114.00 24.0 5114.00 28.0 5115.00 ELEVATION DISCHARGE --(feet) ---- (cfs ------,-- 5114.0 0.0 5114.1 2.1 5114.2 5.9 5114.3 11.0 5114.4 17.1 5114.5 24.3 5114.6 32.3 5114.7 41.3 5114.8 51.1 5114.9 61.7 5115.0 73.2 3/Z C/ILcuLn710N5 �QE BpSED ON Q=GLN 12/ 91 RBD INC. ENGINEERING CONSULTANTS WEIR SECTION FLOW DATA FILING NO. 3 DETENTION POND EMERGENCY WEIR OVERFLOW WEIR COEF. 3.000 STA ELEV 0.0 5126.00 8.0 5124.00 23.0 5124.00 31.0 5126.00 ELEVATION DISCHARGE (feet) --------- (cfs) --------- 5124.0 0.0 5124.2 4.2 5124.4 12.3 5124.6 23.3 5124.8 .37.1 5125.0 53.6 5125.2 72.7 5125.4 94.4 5125.6 118.8 5125.8 145.8 y: I l-rrR) - 5-lzG _� S12Y DRAINAGE CRITERIA MANUAL RUNOFF 13191 50 .m 0 w 30 cr Q O 20 w a 10 TEST AREA LOCATIONS O ARAIPAHOE COUNTY ❑ LITTLEION 0000 LOW DENSITY MEDIUM DENSITY 1 2 3 4 5 HOUSING DENSITY - UNITS PER ACRE FIGURE 271. RESIDENTIAL HOUSING DENSITY VS. IMPERVIOUS AREA 5-1-84 UR13AN DRAINAGE & FLOOD CONTROL DISTRICT 4\--- use Y3Z /m P, FDi2. swmrex MODE( uPDATE SWMM MODEL ORIGINAL 2 YEAR STORM OUTPUT 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 ' J1N(1) JIN(2) JIN(3) 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) JOUT0 0) 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 1 *** ENTRY MADE TO RUNOFF MODEL *** SPRING CREEK HYDROLOGY; INCLUDING PORTION OF F CAN. 1MP.BASIN--FILE:SCEX2YR.EX 2-YR EXIST. COND.; W/DETENTION U.S. OF BNRR; 5/86, REV 6/86, REV 1/87 ONUMBER OF TIME STEPS 120 INTEGRATION TIME INTERVAL (MINUTES) 5.00 1.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH OFOR 25 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES OFOR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR .12 .36 .48 .60 .84 1.80 3.24 1.08 .36 .36 .36 .24 .24 .24 .24 .12 .12 .12 .12 .12 .00 SPRING CREEK HYDROLOGY; INCLUDING PORTION OF F CAN. IMP.BASIN--F1LE:SCEX2YR.EX 2-YR EXIST. COND.; W/DETENTION U.S. OF BNRR; 5/86, REV 6/86, REV 1/87 1 .84 .48 .12 .12 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 .013 .250 .100 .300 3.00 .50 .00180 143 237 1800. 151.0 10.0 .0220 .020 .250 .100 .300 2.30 .90 .00180 1 144 237 1200. 127.0 14.0 .0130 .020 .250 .100 .300 2.30 .80 .00180 1 145 238 800, 30.0 10.0 .0090 .020 .250 .100 .300 1.60 .65 .00180 1 '146 238 2500. 274.0 10.0 .0530 .020 .250 .100 .300 1.80 .90 .00180 i 147 239 1500. 125.0 10.0 .0800 .020 .250 .100 .300 1.50 .80 .00180 1 148 240 3500. 234.0 10.0 .2300 .020 .250 .100 .300 1.50 .70 .00180 1 149 239 1000. 47.0 10.0 .0100 .020 .250 .100 .300 2.30 .90 .00180 1 150 241 1700. 97.0 10.0 .0700 .020 .250 .100 .300 1.50 .80 .00180 1 151 241 800. 38.0 10.0 .0220 .020 .250 .100 .300 1.80 .95 .00180 1 152 242 1500. 90.0 10.0 .0270 .020 .250 .100 .300 1.40 .70 .00180 1 153 242 1500. 109.0 10.0 .0360 .020 .250 .100 .300 1.40 .50 .00180 1 154 243 3600, 297.0 10.0 .1300 .020 .250 .100 .300 1,95 .90 .00180 1 203 2500. 23.0 36.0 .0100 .020 .250 .100 .300 1.50 .75 .00180 1 '103 •2 0 0. .0 .0 .0300 .013 .250 .100 .300 2.00 1.40 .00180 1 101 550. 11.5 20.0 .0160 .016 .250 .100 .300 2.00 1.40 .00180 1 100 118 780. 24.2 15.0 .0160 .016 .250 .100 .300 2.00 1.40 .00180 1 119 500. 9.9 11.0 .0210 .016 .250 .100 .300 2.00 1.40 .00180 1 '200 2 102 1400. 33.7 40.0 .0100 .016 .250 .100 .300 2.00 1.40 .00180 1 3 103 910. 20.9 20.0 .0160 .016 .250 .100 .300 2.00 1.40 .00180 1 4 104 519. 8.3 40.0 .0100 .016 .250 .100 .300 2.00 1.40 .00180 1 5 105 1151. 37.0 40.0 .0200 .016 .250 .100 .300 2.00 1.40 .00180 1 106 1333. 55.1 40.0 .0100 .016 .250 .100 .300 2.00 1.40 .00180 1 '6 7 107 500. 8.0 40.0 .0130 .016 .250 .100 .300 2.00 1.40 .00180 1 8 108 820. 41.3 10.0 .0100 .016 .250 .100 .300 2.00 1.40 .00180 1 9 109 300. 7.1 10.0 .0100 .016 .250 .100 .300 2.00 1.40 .00180 1 110 700. 20.0 30.0 .0330 .016 .250 .100 .300 2.00 1.40 .00180 1 '10 11 111 1300. 42.1 60.0 .0100 .016 .250 .100 .300 2.00 1.40 .00180 1 12 112 400. 6.3 40.0 .0100 .016 .250 .100 .300 2.00 1.40 .00180 1 13 113 394. 8.6 29.0 .0200 .016 .250 .100 .300 2.00 1.40 .00180 1 14 114 1000. 32.7 60.0 .0160 .016 .250 .100 .300 2.00 1.40 .00180 1 115 300. 3.5 90.0 .0040 .016 .250 .100 .300 2.00 1.40 .00180 1 '15 16 116 340. 3.3 90.0 .0040 .016 .250 .100 .300 2.00 1.40 .00180 1 17 117 220. 2.2 90.0 .0040 .016 .250 .100 .300 2.00 1.40 .00180 1 160 162 2000. 239.0 40.0 .0100 .016 .250 .100 .300 2.00 1.40 .00180 1 0 0. .0 .0 .0300 .013 .250 .100 .300 2.00 1.40 .00180 '2 134 231 1500. 30.0 10.0 .0190 .020 .250 .100 .300 .80 .20 .00180 1 135 231 1100. 61.0 23.0 .0140 .020 .250 .100 .300 .90 .43 .00180 1 136 232 2640. 146.0 39.0 .0150 .020 .250 .100 .300 1.60 .80 .00180 1 137 232 1600. 50.0 31.0 .0150 .020 .250 .100 .300 1.20 .50 .00180 1 138 235 1400. 133.0 45.0 .0110 .020 .250 .100 .300 1.60 1.10 .00180 1 139 235 1400. 27.0 15.0 .0200 .020 .250 .100 .300 1.50 .70 .00180 1 141 236 1600. 71.0 10.0 .0130 .020 .250 .100 .300 1.80 .80 .00180 1 142 236 1200. 55.0 10.0 .0120 .020 .250 .100 .300 1.80 .80 .00180 1 127 226 1500. 126.0 17.0 .0250 .020 .250 .100 .300 .90 .60 .00180 1 128 226 2000. 51.0 40.0 .0290 .020 .250 .100 .300 1.38 .75 .00180 1 129 227 2800. 78.0 33.0 .0400 .020 .250 .100 .300 1.70 .90 .00180 1 130 228 2800. 157.0 18.0 .0150 .020 .250 .100 .300 1.00 .60 .00180 1 131 229 1000. 11.0 45.0 .0250 .020 .250 .100 .300 2.00 1.00 .00180 1 132 230 850. 72.0 32.0 .0160 .020 .250 .100 .300 1.10 .55 .00180 1 133 230 1800. 37.0 60.0 .0170 .020 .250 .100 .300 2.00 1.00 .00180 1 101 201 800. 24.0 30.0 .0036 .020 .250 .100 .300 .80 .20 .00180 1 102 201 2600. 305.0 10.0 .0033 .020 .250 .100 .300 1.50 .60 .00180 1 104 203 3000. 179.0 68.0 .0100 .100 .500 .100 .300 1.50 .75 .00180 1 105 202 800. 137.0 46.0 .0170 .020 .250 .100 .300 .90 .60 .00180 1 106 205 2400. 46.0 62.0 .0170 .016 .250 .100 .300 2.00 .90 .00180 1 107 205 1500. 152.0 35.0 .0150 .020 .250 .100 .300 .90 .60 .00180 1 108 206 1400. 67.0 41.0 .0200 .020 .250 .100 .300 1.00 .70 .00180 1 206 1800. 85.0 54.0 .0150 .016 .250 .100 .300 1.40 .75 .00180 1 '109 110 208 1500. 51.0 41.0 .0087 .020 .250 .100 .300 .75 .50 .00180 1 111 209 1200. 28.0 42.0 .0231 .020 .250 .100 .300 1.13 .63 .00180 1 112 209 2000. 66.0 42.0 .0300 .016 .250 .100 .300 1.10 .75 .00180 1 211 11500. 132.0 46.0 .0056 .016 .250 .100 .300 1.50 .75 .00180 1 '113 114 212 2000. 63.0 40.0 .0200 .016 .250 .100 .300 1.25 .70 .00180 1 115 212 1200. 29.0 35.0 .0250 .020 .250 .100 .300 1.13 .63 .00180 1 116 213 1100. 69.0 36.0 .0286 .016 .250 .100 .300 1.13 .65 .00180 1 117 213 1420. 39.0 45.0 .0300 .016 .250 .100 .300 1.50 .80 .00180 1 215 915. 147.0 45.0 .0063 .016 .250 .100 .300 1.50 .80 .00180 1 '118 119 216 1090. 45.0 50.0 .0375 .016 .250 .100 .300 1.13 .65 .00180 1 120 217 3920. 81.0 72.0 .0100 .016 .250 .100 .300 1.70 .88 .00180 1 121 218 1000. 99.0 28.0 .0080 .020 .250 .100 .300 .75 .50 1 219 1600. 92.0 31.0 .0200 .020 .250 .100 .300 1.50 .80 .00180 1 '122 123 220 2200. 57.0 60.0 .0050 .020 .250 .100 .300 1.50 .80 .00180 1 124 221 2800. 180.0 40.0 .0050 .016 .250 .100 .300 1.50 .80 .00180 .00180 1 17/91 125 223 2050. 61.0 40.0 126 225 5280. 97.0 65.0 250 1800. 73.6 10.0 '155 156 251 1000. 110.0 10.0 166 254 900. 135.0 30.0 167 256 900. 56.0 30.0 257 3000. 225.0 10.0 '157 158 258 4000. 121.0 15.0 162 259 6000. 126.0 20.0 163 260 2500. 157.0 23.0 159 261 2000. 89.0 15.0 160 262 1500. 47.8 20.0 161 263 700. 34.0 10.0 164 264 2000. 153.0 18.0 165 265 4300. 137.0 14.0 TOTAL NUMBER OF SUBCATCHMENTS, 86 TOTAL TRIBUTARY AREA (ACRES), 7157.10 .0125 .016 .250 .100 .300 .50 .80 .00180 .0125 .016 .250 .100 .300 1.50 .80 .00180 .0180 .020 .250 .100 .300 1.85 .90 .00180 .0200 .020 .250 .100 .300 1.90 1.00 .00180 .0300 .020 .250 .100 .300 1.60 .80 .00180 .0400 .020 .250 .100 .300 2.00 1.00 .00180 .3300 .020 .250 .100 .300 1.58 .80 .00180 .0360 .020 .250 .100 .300 1.50 .80 .00180 .0300 .020 .250 .100 .300 1.69 .80 .00180 .0300 .020 .250 .100 .300 1.20 .60 .00180 .0300 .020 .250 .100 .300 1.60 .80 .00180 .0290 .020 .250 .100 .300 1.75 .90 .00180 .0220 .020 .250 .100 .300 1.75 .90 .00180 .0470 .020 .250 .100 .300 1.63 .85 .00180 .0670 .020 .250 .100 .300 1.50 .80 .00180 SPRING CREEK HYDROLOGY; INCLUDING PORTION OF F CAN. IMP.BASIN --FILE:SCEX2YR.EX 2-YR EXIST. COND.; W/DETENTION U.S. OF BNRR; 5/86, REV.6/86, REV 1/87 ' *** CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM2-PC MODEL *** WATERSHED AREA (ACRES) 7157.100 ' TOTAL RAINFALL (INCHES) 1.032 TOTAL INFILTRATION (INCHES) .718 TOTAL WATERSHED OUTFLOW (INCHES) .251 TOTAL SURFACE STORAGE AT END OF STROM (INCHES) .063 ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL -.011 SPRING CREEK HYDROLOGY; INCLUDING PORTION OF F.CAN. IMP.BASIN--FILE:SCEX2YR.EX ' 2-YR EXIST. COND.; W/DETENTION U.S. OF BNRR; 5/86, REV 6/86, REV 1/87 WIDTH INVERT ' GUTTER GUTTER NDP NP OR DIAM LENGTH SLOPE NUMBER CONNECTION (FT) (FT) (FT/FT) 243 ' 242 241 240 239 238 ' 237 236 304 235 ' 250 242 0 4 CHANNEL 8.0 1300. OVERFLOW 22.0 1300. 241 0 4 CHANNEL 8.0 1900. OVERFLOW 20.0 1900. 239 0 4 CHANNEL 8.0 1700. OVERFLOW 20.0 1700. 239 0 1 CHANNEL 8.0 550. 238 0 4 CHANNEL 8.0 2000. OVERFLOW 19.0 2000. 237 0 4 CHANNEL 8.0 1400. OVERFLOW .0 1400. 236 0 4 CHANNEL 8.0 2100. OVERFLOW .0 2100. 304 0 4 CHANNEL 8.0 1600. OVERFLOW 10.0 1600. 235 3 2 PIPE .1 82. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 62.1 300.0 563.6 58000.0 232 0 4 CHANNEL 8.0 1400. OVERFLOW 15.0 1400. 251 0 4 CHANNEL 5.0 2000. .0400 .0400 .0210 .0210 .0130 .0130 .0400 .0100 .0100 .0100 .0100 .0100 .0100 .0110 .0110 .0050 .0070 .0070 .0130 SIDE SLOPES OVERBANK/SURCHARGE HORIZ TO VERT MANNING DEPTH JK L R N (FT) 5.0 5.0 .040 6.00 0 15.0 15.0 .040 50.00 10.0 10.0 .040 6.00 0 20.0 20.0 .040 50.00 10.0 10.0 .040 6.00 0 20.0 20.0 .040 50.00 100.0 100.0 .100 50.00 0 10.0 10.0 .040 6.00 0 20.0 20.0 .040 50.00 9.0 9.0 .040 6.00 0 100.0 100.0 .040 50.00 9.0 9.0 .040 6.00 0 100.0 100.0 .040 50.00 6.0 6.0 .040 4.00 0 30.0 30.0 .040 50.00 .0 .0 .015 .10 0 2.0 2.0 .040 6.00 0 30.0 30.0 .040 50.00 20.0 20.0 .040 2.00 0 �8�91 OVERFLOW 5.0 2000. .0130 100.0 100.0 .080 100.00 251 252 0 4 CHANNEL 4.0 1300. .0140 3.0 3.0 .040 2.30 0 OVERFLOW 4.0 1300. .0140 50.0 50.0 .080 100.00 252 253 0 5 PIPE 2.0 2300. .0130 .0 .0 .015 2.00 0 OVERFLOW 60.0 2300. .0130 2.0 2.0 .015 5.00 253 304 0 5 PIPE 3.0 1700. .0230 .0 .0 .015 3.00 0 OVERFLOW 5.0 1700. .0230 3.0 3.0 .040 8.00 254 255 0 1 CHANNEL 60.0 2000. .0270 2.0 2.0 .016 5.00 0 255 230 0 4 CHANNEL 1.0 1500. .0130 6.0 6.0 .040 2.00 0 OVERFLOW 1.0 1500. .0130 50.0 50.0 .040 100.00 256 230 0 4 CHANNEL 1.0 1200. .0130 6.0 6.0 .040 2.00 0 OVERFLOW 1.0 1200. .0130 50.0 50.0 .040 100.00 257 258 0 1 CHANNEL 5.0 1500. .0100 10.0 10.0 .040 100.00 0 258 259 0 1 CHANNEL 5.0 2000. .0150 10.0 10.0 .040 100.00 0 259 260 0 4 CHANNEL 20.0 3000. .0300 4.0 4.0 .040 3.00 0 OVERFLOW 20.0 3000. .0300 100.0 100.0 .080 100.00 ' 260 264 0 4 CHANNEL 5.0 2600. .0200 5.0 5.0 .040 1.00 0 OVERFLOW 5.0 2600. .0200 5.0 100.0 .080 100.00 261 262 0 4 CHANNEL 1.0 2000. .0120 1.0 33.0 .016 1.00 0 OVERFLOW 1.0 2000. .0120 33.0 33.0 .016 100.00 262 263 0 1 CHANNEL 60.0 2000. .0110 10.0 10.0 .030 100.00 0 263 275 0 1 CHANNEL 60.0 2000. .0110 10.0 10.0 .030 100.00 0 275 264 0 1 CHANNEL 60.0 1000. .0110 10.0 10.0 .030 100.00 0 264 265 0 1 CHANNEL 10.0 2500. .0200 20.0 20.0 .040 100.00 0 265 227 0 1 CHANNEL 50.0 2500, 0170 4.0 4.0 .040 100.00 0 ' 232 231 0 4 CHANNEL 8.0 2640. .0069 2.0 2.0 .040 5.00 0 OVERFLOW .0 2640. .0069 35.0 35.0 .040 50.00 231 230 0 4 CHANNEL 8.0 1600. .0069 2.0 2.0 .040 4.00 0 OVERFLOW .0 1600. .0069 35.0 35.0 .040 50.00 230 228 0 4 CHANNEL 37.0 1800. .0063 2.0 2.0 .040 2.00 0 OVERFLOW 16.0 1800. .0063 3.0 3.0 .040 10.00 229 228 0 5 PIPE 1.5 1000. .0050 .0 .0 .015 1.50 0 OVERFLOW 100.0 1000. .0050 2.0 2.0 .016 5.00 228 226 0 4 CHANNEL 18.0 2800. .0057 2.0 2.0 .040 3.00 0 OVERFLOW 120.0 2800. .0057 4.0 4.0 .040 50.00 227 226 0 1 CHANNEL 80.0 2300. .0060 4.0 4.0 .040 50.00 0 226 219 0 4 CHANNEL 8.0 2100. .0050 2.0 2.0 .040 4.00 0 OVERFLOW .0 2100. .0050 100.0 100.0 .040 50.00 225 224 0 5 PIPE 1.8 1800. .0060 .0 .0 .015 1.80 0 OVERFLOW 100.0 1800. .0060 2.0 2.0 .016 5.00 224 222 0 5 PIPE 2.8 2100. .0050 .0 .0 .015 2.80 0 OVERFLOW 100.0 2100. .0050 2.0 2.0 .016 6.00 223 222 0 5 PIPE 2.0 1400. .0080 .0 .0 .015 2.00 0 OVERFLOW 100.0 1400. .0080 2.0 2.0 .016 5.00 222 221 0 5 PIPE 3.0 2000. .0080 .0 .0 .015 3.00 0 OVERFLOW 100.0 2000. .0080 2.0 2.0 .016 5.00 221 219 0 5 PIPE 3.0 2800. .0050 .0 .0 .015 3.00 0 OVERFLOW 100.0 2800. .0050 2.0 2.0 .016 5.00 220 219 0 1 CHANNEL 10.0 1300. .0080 5.0 3.0 .040 10.00 0 219 303 0 4 CHANNEL 8.0 1600. .0080 2.0 2.0 .040 4.00 0 OVERFLOW .0 1600. .0080 100.0 100.0 .040 50.00 303 216 13 2 PIPE .1 30. .1000 .0 .0 .080 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .9 456.0 4.0 639.0 13.3 730.0 22.5 897.0 49.2 1130.0 60.7 1250.0 95.9 1460.0 131.0 1680.0 181.5 1935.0 232.0 2230.0 297.0 2770.0 362.0 2920.0 232 0 1 CHANNEL 7.0 750. .0146 .0 .0 .016 4.00 0 '101 118 101 0 1 CHANNEL 8.0 590. .0100 4.0 4.0 .035 4.00 0 119 118 0 1 CHANNEL 4.0 729. .0110 4.0 4.0 .035 5.00 0 102 120 0 5 PIPE 2.0 1100. .0100 .0 .0 .013 2.00 0 OVERFLOW 1.0 1100. .0100 33.0 33.0 .016 100.00 122 101 0 5 PIPE 2.8 729. 011U .0 .0 .035 2.80 0 OVERFLOW 4.0 729. .0110 4.0 4.0 .035 5.00 104 103 0 5 PIPE 4.0 500. .0044 .0 .0 .013 4.00 0 OVERFLOW 1.0 500. .0044 33.0 33.0 .016 100.00 103 121 6 2 PIPE 2.0 200. .0029 .0 ..0 .013 2.00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 9.0 .9 12.0 5.7 15.0 21.9 20.0 47.5 40.0 60.0 50.0 120 119 0 1 CHANNEL 2.5 650. .0165 4.0 4.0 .030 50004.50 0 124 123 0 1 CHANNEL 2.0 900. .0060 4.0 4.0 .035 4.50 0 ' 121 122 0 5 PIPE 2.0 410. .0026 .0 .0 .013 2.00 0 OVERFLOW 2.0 410. .0026 4.0 4.0 .035 4.50 1161 105 104 0 5 PIPE 2.0 1500. OVERFLOW 1.0 1500. 106 104 0 5 PIPE 3.5 1050. ' OVERFLOW 1.0 1050. 126. 124 0 1 CHANNEL 2.0 1140. 108 124 0 5 PIPE 2.5 80. OVERFLOW 1.0 80. ' 127 109 0 5 PIPE 1.5 51. OVERFLOW 1.0 51. 109 126 0 5 PIPE 2.0 115. OVERFLOW 1.0 115. 107 123 0 5 PIPE 1.8 633. ' OVERFLOW 1.0 633. 123 120 0 1 CHANNEL 4.0 1300. 110 106 0 5 PIPE 2.0 80. OVERFLOW 1.0 80. 111 127 0 1 CHANNEL 2.0 800. 112 128 2 2 PIPE 1.2 30. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .5 5.6 113 112 2 2 PIPE 1.2 50. ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 2.4 3.0 128 127 0 1 CHANNEL 1.0 1300. 114 129 0 1 CHANNEL 1.0 1200, 115 129 2 2 PIPE .5 50. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .8 .1 116 129 2 2 PIPE .7 50. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' .0 .0 .6 1.8 117 129 2 2 PIPE .5 50. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .5 .7 111 0 1 CHANNEL 2.0 1000. '129 161 219 0 2 PIPE 2.0 4000. 218 216 0 5 PIPE 2.5 2800. OVERFLOW 100.0 2800. 50 161 4 2 PIPE .1 10. ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 5.0 12.5 10.9 26.0 160 50 0 2 PIPE 5.0 1700. 51 160 5 2 PIPE .1 10. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.2 75.0 3.2 145.0 162 51 0 4 CHANNEL 30.0 2000. OVERFLOW .0 2000. 217 216 0 5 PIPE 2.0 2400. OVERFLOW 100.0 2400. 216 213 0 4 CHANNEL 8.0 1200. OVERFLOW 8.0 1200. 213 212 0 4 CHANNEL 8.0 2000. OVERFLOW 7.0 2000. 215 214 0 5 PIPE 1.0 2700. OVERFLOW 400.0 2700. 214 200 0 5 PIPE 1.0 1350. OVERFLOW 100.0 1350. 200 213 0 5 PIPE 2.0 1100. OVERFLOW .0 1100. 212 209 0 4 CHANNEL 20.0 1300. OVERFLOW 7.0 1300. ' 209 206 0 4 CHANNEL 8.0 1100. OVERFLOW .0 1100. 211 210 0 1 CHANNEL 280.0 2500. 210 206 0 5 PIPE 2.0 1600. OVERFLOW 60.0 1600. 206 205 0 4 CHANNEL 8.0 2200. OVERFLOW .0 2200. 208 207 3 2 PIPE .1 5. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 5.0 16.0 6.3 146.0 207 205 0 1 CHANNEL 5.0 1500. .0050 .0 .0 .013 2.00 .0050 33.0 33.0 .016 100.00 .0100 .0 .0 .013 3.50 .0100 33.0 33.0 .016 100.00 .0060 4.0 4.0 .035 4.50 .0070 .0 .0 .013 4.00 .0070 33.0 33.0 .016 100.00 .0160 .0 .0 .016 3.00 .0160 33.0 33.0 .016 100.00 0200 .0 .0 .016 3.00 .0200 33.0 33.0 .016 100.00 .0020 .0 .0 .013 1.80 .0020 33.0 33.0 .016 100.00 .0060 4.0 4.0 .035 4.50 .0050 .0 .0 .013 2.00 .0050 33.0 33.0 .016 100.00 .0200 .3 .3 .040 3.50 .0050 .0 .0 .013 1.20 .0050 .0 .0 .013 1.20 .0094 5.0 5.0 .060 3.00 .0111 5.0 5.0 .060 3.00 .0050 .0 .0 .013 .50 .0050 .0 .0 .013 .70 .0050 .0 .0 .013 .50 .0100 .0100 .0133 .0133 .0100 17.8 .0046 .0100 6.4 .0040 .0040 .0060 .0060 .0070 .0070 .0070 .0070 .0063 .0063 .0050 .0050 .0275 .0275 .0070 .0070 .0080 .0080 .0056 .0200 .0200 .0090 .0090 .0100 0 0 0 0 0 0 3.0 3.0 .035 3.00 0 .0 .0 .016 2.00 0 .0 .0 .015 2.50 0 6.0 6.0 .016 5.00 .0 .0 .100 .10 0 35.0 .0 .0 .0 .0 197.0 10.8 .0 .0 50.0 50.0 .0 .0 2.0 2.0 7.0 3.0 100.0 100.0 2.0 2.0 100.0 65.0 .0 .0 2.0 2.0 .0 .0 2.0 2.0 .0 .0 2.0 2.0 6.0 9.0 65.0 90.0 2.0 2.0 150.0 30.0 2.0 2.0 .0 .0 6.0 6.0 2.0 2.0 10.0 10.0 .0 .0 .0250 4.0 4.0 .016 .100 238.0 .016 .060 .015 .016 .040 .040 .040 .040 .015 .016 .015 .016 .015 .016 .040 .040 .040 .040 .016 .015 .016 .040 .040 .015 040 5.00 .10 .50 10.00 2.00 5.00 8.00 50.00 6.00 50.00 1.00 5.00 1.00 5.00 2.00 5.00 6.00 50.00 3.00 50.00 5.00 2.00 5.00 3.00 50.00 .10 5.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I 1 205 302 0 4 CHANNEL 8.0 2400. OVERFLOW .0 2400. 302 202 5 2 PIPE .1 32. ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 3.5 644.0 13.8 1260.0 202 301 0 4 CHANNEL 10.0 400. OVERFLOW 2.0 400. ' 301 201 0 4 CHANNEL 10.0 750. OVERFLOW 52.0 750. 203 201 0 1 CHANNEL 5.0 3000. 201 300 0 4 CHANNEL 10.0 2500. OVERFLOW 160.0 2500. TOTAL NUMBER OF GUTTERS/PIPES, 95 .0080 2.0 2.0 .040 3.00 .0080 10.0 10.0 .040 50.00 .0050 .0 .0 .015 .10 35.5 1853.0 98.0 3744.0 .0050 6.0 10.0 .040 4.00 .0050 100.0 100.0 .040 50.00 .0029 2.0 2.0 .035 1.00 .0029 3.0 3.0 .040 15.00 .0033 50.0 50.0 .040 50.00 .0036 3.0 3.0 .040 2.00 .0036 4.0 4.0 .040 50.00 SPRING CREEK HYDROLOGY; INCLUDING PORTION OF F CAN. IMP.BASIN--FILE:SCEX2YR.EX 2•YR EXIST. COND.; W/DETENTION U.S. OF BNRR; 5/86, REV 6/86, REV 1/87 0 0 0 0 0 0 'ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES GUTTER TRIBUTARY GUTTER/PIPE TRIBUTARY SUBAREA D.A.(AC) ' 50 160 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 239.0 51 162 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 239.0 101 118 122 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 375.7 ' 102 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 33.7 103 104 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 141.3 ' 104 105 106 0 0 0 0 0 0 0 0 4 0 0 0 0 0 0 0 0 0 120.4 105 0 0 0 0 0 0 0 0 0 0 5 0 0 0 0 0 0 0 0 0 37.0 ' 106 110 0 0 0 0 0 0 0 0 0 6 0 0 0 0 0 0 0 0 0 75.1 107 0 0 0 0 0 0 0 0 0 0 7 0 0 0 0 0 0 0 0 0 8.0 ' 108 0 0 0 0 0 0 0 0 0 0 8 0 0 0 0 0 0 0 0 0 41.3 109 127 0 0 0 0 0 0 0 0 0 9 0 0 0 0 0 0 0 0 0 105.8 ' 110 0 0 0 0 0 0 0 0 0 0 10 0 0 0 0 0 0 0 0 0 20.0 111 129 0 0 0 0 0 0 0 0 0 11 0 0 0 0 0 0 0 0 0 83.8 112 113 0 0 0 0 0 0 0 0 0 12 0 0 0 0. 0 0 0 0 0 14.9 ' 113 0 0 0 0 0 0 0 0 0 0 13 0 0 0 0 0 0 0 0 0 8.6 114 0 0 0 0 0 0 0 0 0 0 14 0 0 0 0 0 0 0 0 0 32.7 ' 115 0 0 0 0 0 0 0 0 0 0 15 0 0 0 0 0 0 0 0 0 3.5 116 0 0 0 0 0 0 0 0 0 0 16 0 0 0 0 0 0 0 0 0 3.3 ' 117 0 0 0 0 0 0 0 0 0 0 17 0 0 0 0 0 0 0 0 0 2.2 118 119 0 0 0 0 0 0 0 0 0 100 0 0 0 0 0 0 0 0 0 222.9 ' 119 120 0 0 0 0 0 0 0 0 0 200 0 0 0 0 0 0 0 0 0 198.7 120 102 123 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 188.8 121 103 0 0 0 0 0 0. 0 0 0 0 0 0 0 0 0 0 0 0 0 141.3 ' 122 121 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 141.3 21k 123 124 107 0 0 0 0 0 0 0 0 ' 124 126 108 0 0 0 0 0 0 0 0 126 109 0 0 0 0 0 0 0 0 0 ' 127 111 128 0 0 0 0 0 0 0 0 128 112 0 0 0 0 0 0 0 0 0 ' 129 114 115 116 117 0 0 0 0 0 0 160 51 0 0 0 0 0 0 0 0 0 161 50 0 0 0 0 0 0 0 0 0 162 0 0 0 0 0 0 0 0 0 0 200 214 0 0 0 0 0 0 0 0 0 ' 201 301 203 0 0 0 0 0 0 0 0 202 302 0 0 0 0 0 0 0 0 0 203 0 0 0 0 0 0 0 0 0 0 205 206 207 0 0 0 0 0 0 0 0 206 209 210 0 0 0 0 0 0 0 0 ' 207 208 0 0 0 0 0 0 0 0 0 208 0 0 0 0 0 0 0 0 0 0 ' 209 212 0 0 0 0 0 0 0 0 0 210 211 0 0 0 0 0 0 0 0 0 ' 211 0 0 0 0 0 0 0 0 0 0 212 213 0 0 0 0 0 0 0 0 0 ' 213 216 200 0 0 0 0 0 0 0 0 214 215 0 0 0 0 0 0 0 0 0 ' 215 0 0 0 0 0 0 0 0 0 0 216 303 218 217 0 0 0 0 0 0 0 217 0 0 0 0 0 0 0 0 0 0 ' 218 0 0 0 0 0 0 0 0 0 0 219 226 221 220 161 0 0 0 0 0 0 ' 220 0 0 0 0 0 0 0 0 0 0 221 222 0 0 0 0 0 0 0 0 0 ' 222 224 223 0 0 .0 0 0 0 0 0 223 0 0 0 0 0 0 0 0 0 0 ' 224 225 0 0 0 0 0 0 0 0 0 225 0 0 0 0 0 0 0 0 0 0 226 228 227 0 0 0 0 0 0 0 0 ' 227 265 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 155.1 0 0 0 0 0 0 0 0 0 0 147.1 0 0 0 0 0 0 0 0 0 0 105.8 0 0 0 0 0 0 0 0 0 0 98.7 0 0 0 0 0 0 0 0 0 0 14.9 0 0 0 0 0 0 0 0 0 0 41.7 0 0 0 0 0 0 0 0 0 0 239.0 0 0 0 0 0 0 0 0 0 0 239.0 160 0 0 0 0 0 0 0 0 0 239.0 0 0 0: 0 0 0 0 0 0 0 147.0 101 102 0 0 0 0 0 0 0 0 7157.1 105 0 0 0 0 0 0 0 0 0 6626.1 103 104 0 0 0 0 0 0 0 0 202.0 106 107 0 0 0 0 0 0 0 0 6489.1 108 109 0 0 0 0 0 0 0 0 6240.1 0 0 0 0 0 0 0 0 0 0 51.0 110 0 0 0 0 0 0 0 0 0 51.0 111 112 0 0 0 0 0 0 0 0 5956.1 0 0 0 0 0 0 0 0 0 0 132.0 113 0 0 0 0 0 0 0 0 0 132.0 114 115 0 0 0 0 0 0 0 0 5862.1 116 117 0 0 0 0 0 0 0 0 5770.1 0 0 0 0 0 0 0 0 0 0 147.0 118 0 0 0 0 0 0 0 0 0 147.0 119 0 0 0 0 0 0 0 0 0 5515.1 120 0 0 0 0 0 0 0 0 0 81.0 121 0 0 0 0 0 0 0 0 0 99.0 122 0 0 0 0 0 0 0 0 0 5290.1 123 0 0 0 0 0 0 0 0 0 57.0 124 0 0 0 0 0 0 0 0 0 338.0 0 0 0 0 0 0 0 0 0 0 158.0 125 0 0 0 0 0 0 0 0 0 61.0 0 0 0 0 0 0 0 0 0 0 97.0 126 0 0 0 0 0 0 0 0 0 97.0 127 128 0 0 0 0 0 0 0 0 4564.1 129 0 0 0 0 0 0 0 0 0 1167.8 228 230 229 0 0 0 0 0 0 0 0 229 0 0 0 0 0 0 0 0 0 0 230 255 256 231 0. 0 0 0. 0 0 0 231 232 0 0 0 0 0 0 0 0 0 232 235 101 0 0 0 0 0 0 0 0 235 304 0 0 0 0 0 0 0 0 0 236 237 0 0 0 0 0 0 0 0 0 237 238 0 0 0 0 0 0 0 0 0 238 239 0 0 0 0 0 0 0 0 0 239 241 240 0 0 0 0 0 0 0 0 240 0 .0 0 0 0 0 0 0 0 0 241 242 0 0 0 0 0 0 0 0 0 242 243 0 0 0 0 0 0 0 0 0 243 0 0 0 0 0 0 0 0 0 0 250 0 0 0 0 0 0 0 0 0 0 251 250 0 0 0 0 0 0 0 0 0 252 251 0 0 0 0 0 0 0 0 0 253 252 0 0 0 0 0 0 0 0 0 254 0 0 0 0 0 0 0 0 0 0 255 254 0 0 0 0 0 0 0 0 0 256 0 0 0 0 0 0 0 0 0 0 257 0 0 0 0 0 0 0 0 0 0 258 257 0 0 0 0 0 0 0 0 0 259 258 0 0 0 0 0 0 0 0 0 260 259 0 0 0 0 0 0 0 0 0 261 0 0 0 0 0 0 0 0 0 0 262 261 0 0 0 0 0 0 0 0 0 263 262 0 0 0 0 0 0 0 0 0 264 260 275 0 0 0 0 0 0 0 0 265 264 0 0 0 0 0 0 0 0 0 275 263 0 0 0 0 0 0 0 0 0 301 202 0 0 0 0 0 0 0 0 0 302 205 0 0 0 0 0 0 0 0 0 303 219 0 0 0 0 0 0 0 0 0 304 236 253 0 0 0 0 0 0 0 0 130 0 0 0 0 0 0 0 0 0 3219.3 131 0 0 0 0 0 0 0 0 0 11.0 132 133 0 0 0 0 0 0 0 0 3051.3 134 135 0 0 0 0 0 0 0 0 2751.3 136 137 0 0 0 0 0 0 0 0 2660.3 138 139 0 0 0 0 0 0 0 0 2088.6 141 142 0 0 0 0 0 0 0 0 1745.0 143 144 0 0 0 0 0 0 0 0 1619.0 145 146 0 0 0 0 0 0 0 0 1341.0 147 149 0 0 0 0 0 0 0 0 1037.0 148 0 0 0 0 0 0 0 0 0 234.0 150 151 0 0 0 0 0 0 0 0 631.0 152 153 0 0 0 0 0 0 0 0 496.0 154 0 0 0 0 0 0 0 0 0 297.0 155 0 0 0 0 0 0 0 0 0 73.6 156 0 0 0 0 0 0 0 0 0 183.6 0 0 0 0 0 0 0 0 0 0 183.6 0 0 0 0 0 0 0 0 0 0 183.6 166 0 0 0 0 0 0 0 0 0 135.0 0 0 0 0 0 0 0 0 0 0 135.0 167 0 0 0 0 0 0 0 0 0 56.0 157 0 0 0 0 0 0 0 0 0 225.0 158 0 0 0 0 0 0 0 0 0 346.0 162 0 0 0 0 0 0 0 0 0 472.0 163 0 0 0 0 0 0 0 0 0 629.0 159 0 0 0 0 0 0 0 0 0 89.0 160 0 0 0 0 0 0 0 0 0 136.8 161 0 0 0 0 0 0 0 0 0 170.8 164 0 0 0 0 0 0 0 0 0 952.8 165 0 0 0 0 0 0 0 0 0 1089.8 0 0 0 0 0 0 0 0 0 0 170.8 0 0 0 0 0 0 0 0 0 0 6626.1 0 0 0 0 0 0 0 0 0 0 6489.1 0 0 0 0 0 0 0 0 0 0 5290.1 0 0 0 0 0 0 0 0 0 0 1928.6 SPRING CREEK HYDROLOGY; INCLUDING PORTION OF F CAN, IMP.BASIN --1I1E:SCEX2YR.EX '2-YR EXIST. COND.; W/DETENTION U.S. OF BNRR; 5/86, REV 6/86, REV 1/87 ' HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 13 CONVEYANCE ELEMENTS THE UPPER NUMBER IS DISCHARGE IN CFS THE LOWER NUMBER IS ONE OF THE FOLLOWING CASES: ' ( ) DENOTES DEPTH ABOVE INVERT IN FEET (S) DENOTES STORAGE IN AC -FT FOR DETENSION DAM. DISCHARGE INCLUDES SPILLWAY OUTFLOW. (1) DENOTES GUTTER INFLOW IN CFS FROM SPECIFIED INFLOW HYDROGRAPH (D) DENOTES DISCHARGE IN CFS DIVERTED FROM THIS GUTTER (0) DENOTES STORAGE IN AC -FT FOR SURCHARGED GUTTER ' T1ME(HR/MIN) 243 242 241 240 239 238 237 236 304 235 234 233 232 ' 0 5. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. .0( > -o( ) .0( > -D( ) .0( ) .0( ) .0( ) .0( ) o(S) -0( ) 0. 0. 0. '0( ). ..0( -0( > 0 15. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. .0( ) -0( ) -o( > -D( ) -0( ) -0( ) -0( ) .0( i o(S) -o( ) ' o- o- o. .oc > .oc > .oc ) 0 25. 5. 1. 1. 4. 1. 1. 0. 0. 0. 0. ' 2( ) -1( ) .1( ) .2( ) -1( ) .1( ) -1( ) -1( ) o(S) -1( ) 0. 0. 0. -0( ) -0( ) -1( ) ' 0 35. 69. 53. 33. 44. 38. 50. 31. 22. 1. 23. -9( ) -9( ) .8( ) -5( ) -9( ) 1.0( ) -8( ) .7( ) .1(S) .9( ) 0. 0. 44. '0( ) .0( ) 1.3( ) 0 45. 34- 79. 85. 31. 109. 122. 113. 89. 5. 55. .6( ) 1.0( ) 1.2( ) .5( ) 1.4( ) 1.6( ) 1.5( ) 1.4( ) 1.0(S) 1.5( ) 0. 0- 154. 0 55. 17. 44. 68. 16. 110. 133. 148. 141. 13. 57. ' 4( ) .8( ) 1.1( ) .4( ) 1.4( ) 1.6( ) 1.7( ) 1.8( ) 2.8(S) 1.5( ) 0. 0. 184. -0( ) -0( ) 2.9( ) ' 1 5. 12. 27. 45. 11. 83. 109. 139. 149. 23. 58. .4( ) .6( ) -9( ) .3( ) 1.3( ) 1.5( ) 1.6( ) 1.8( ) 4.8(S) 1.5( ) 0. 0. 185. '0( ) -0( ) 2.9( ) 1 15. 9. 20. 31. 8. 60. 82. 113. 129. 31. 60. .3( ) .5( ) .7( ) .3( ) 1.1( ) 1.3( ) 1.5( ) 1.7( ) 6.5(S) 1.6( ) ' 0. 0. 178. -0( ) -0( ) 2.8( ) 1 25. 8. 16. 24. 7. 45. 62. 89. 104. 37. 61. ' .3( ) .5( ) .7( ) .3( ) 1.0( ) 1.1( ) 1.3( ) 1.5( ) 7.7(S) 1.6( ) 0. 0. 166. ' 1 35. ' 1 45. 1 1 55. ' 2 5. ' 2 15. 1 2 25. 1 2 35. ' 2 45. 2 55. ' 3 5. 3 15. 3 25. .0( ) .0( ) 2.7() 5. 13. 19. 5. 35. 48. 69. 82. 41. 61. .2( ) .4( ) .6( ) .2( ) .8( ) 1.0( ) 1.2( ) 1.4( ) 8.6(S) 1.6( ) 0. 0. 152. .0( ) .0( ) 2.6( ) 4. 10. 15. 4. 28. 38. 54. 64. 44. 61. .2( ) .4( ) .5( ) .2( ) .8( ) .9( ) 1.1( ) 1.2( ) 9.1(S) 1.6( ) 0. 0. 139. .0( ) .0( ) 2.5( ) 4. 8. 12. 4. 23. 30. 44. 52. 45. 60. .2( ) .3( ) .5( ) .2( ) .7( ) .8( ) 1.0( ) 1.1( ) 9.3(S) 1.6( ) 0. 0. 128. .0( ) .0( ) 2.4( ) 3. 7. 10. 3. 19. 25. 36. 42. 45. 58. .2( ) .3( ) .4( ) .2( ) .6( ) .7( ) .9( ) 1.0( ) 9.4(S) 1.5( ) 0. 0. 119. .0( ) .0( ) 2.3( ) 2. 5. 8._ 2. 15. 20. 29. 34.. 45. 55. .1( ) .3( ) .4( ) .2( ) .6( ) .7( ) .8( ) .9( ) 9.3(S) 1.5( ) 0. 0. 109. .0( ) .0( ) 2.2( ) 1. 4. 6. 1. 12. 16. 23. 28. 44. 53. .1( ) .2( ) .3( ) .1( ) .5( ) .6( ) .7( ) .8( ) 9.2(S) 1.5( ) 0. 0. 100. .0( ) .0( ) 2.1( ) 1. 3. 5. 1. 9. 12. 18. 22. 43. 50. .1( ) .2( ) .3( ) .1( ) 4( ) .5( ) .6( ) .7( ) 8.9(S) 1.4( ) 0. 0. 85. .0( ) .0( ) 1.9( ) 0. 2. 3. 1. 7. 10. 15. 18. 42. 48. .0( ) .2( ) .2( ) .1( ) .4( ) .4( ) .6( ) .6( ) 8.7(S) 1.4( ) 0. 0. 70. .0( ) .0( ) 1.7( ) 0. 2. 3. 0. 5. 7. 12. 14. 40. 45. .0( ) .1( ) .2( ) .1( ) .3( ) 4( ) .5( ) .6( ) 8.3(S) 1.3( ) 0. 0. 62. .0( ) .0( ) 1.6( ) 0. 1. 2. 0. 4. 6. 9. 11. 39. 43. .0( ) .1( ) .2( ) .1( ) .3( ) .3( ) .4( ) .5( ) 8.0(S) 1.3( ) 0. 0. 57. .0( ) .0( ) 1.5( ) 0. 1. 2. 0. 3. 5. 7. 9. 37. 41. .0( ) .1( ) .2( ) .0( ) .2( ) .3( ) .4( ) .4( ) 7.6(S) 1.3( ) 0. 0. 52. .0( ) .0( ) 1.5( ) 0. 1. 1. 0. 3. 4. 6. 7. 35. 38. .0( ) .1( ) .1( ) .0( ) .2( ) .3( ) .3( ) .4( ) 7.2(S) 1.2( ) 0. 0. 48. 1 ' 3 35. 3 45. 1 3 55. 1 4 5. ' 4 15. 1 4 25. 4 35. t 4 45. 1 4 55. ' S 5. ' 5 15. 5 25. .0( ) .0( ) 1.4( ) 0. 1. 1. 0. 2. 3. 5. 6. 33. 36. .0( ) .1( ) .1( ) .0( ) .2( ) .2( ) .3( ) .4( ) 6.9(S) 1.2( ) 0. 0. 45. .0( ) .0( ) 1.3( ) 0. 1. 1. 0. 2. 2. 4. 5. 31. 34. .0( ) .1( ) .1( ) .0( ) .2( ) .2( ) .3( ) .3( ) 6.5(S) 1.1( ) 0. 0. 42. .0( ) .0( ) 1.3( ) 0. 1.. 1. 0. 1. 2. 3. 4. 30. 32. .0( ) .1( ) .1( ) .0( ) .2( ) .2( ) .2( ) .3( ) 6.1(S) 1.1( ) 0. 0. 39. .0( ) .0( ) 1.2( ) 0. 0. 1. 0. 1. 2. 3. 4. 28. 31. .0( ) .1( ) .1( ) .0( ) .1( ) .2( ) .2( ) .3( ) 5.8(S) 1.1( ) 0. 0. 36. .0( ) .0( ) 1.2( ) 0. 0. 1. 0. 1. 1. 2. 3. 26. 29. .0( ), .1( ) .1( ) .0( ) .1( ) .2( ) .2( ) .2( ) 5.5(S) 1.0( ) 0. 0. 34. .0( ) .0( ) 1.1( ) 0. 0. 1. 0. 1. 1. 2. 3. 25. 27. .0( ) .1( ) .1( ) .0( ) 1( ) .1( ) .2( ) .2( ) 5.2(S) 1.0( ) 0. 0. 32. .0( ) .0( ) 1.1( ) 0. 0. 0. 0. 1. 1. 2. 2. 24. 25. .0( ) .0( ) .1( ) .0( ) .1( ) .1( ) .2( ) .2( ) 4.9(S) 1.0( ) 0. 0. 30. .0( ) .0( ) 1.1( ) 0. 0. 0. 0. 1. 1. 1. 2. 22. 24. .0( ) .0( ) .1( ) .0( ) .1( ) .1( ) .2( ) .2( ) 4.6(S) .9( ) 0. 0. 28. .0( ) .0( ) 1.0( ) 0. 0. 0. 0. 1. 1. 1. 2. 21. 23. .0( ) .0( ) .1( ) .0( ) .1( ) .1( ) .1( ) .2( ) 4.3(S) .9( ) 0. 0. 26. .0( ) .0( ) 1.0( ) 0. 0. 0. 0. 1. 1. 1. 1. 20. 21. .0( ) .0( ) .1( ) .0( ) .1( ) .1( ) .1( ) .2( ) 4.1(S) .9( ) 0. 0. 25. .0( ) .0( ) 1.0( ) 0. 0. 0. 0. 0. 1. 1. 1. 18. 20. .0( ) .0( ) .1( ) .0( ) .1( ) .1( ) .1( ) .1( ) 3.8(S) .8( ) 0. 0. 23. .0( ) .0( ) .9( ) 0. 0. 0. 0. 0. 1. 1. 1. 17. 19. .0( ) .0( ) .1( ) .0( ) .1( ) .1( ) .1( ) .1( ) 3.6(S) .8( ) 0. 0. 22. 26/91 ' 5 35. 5 45. 1 5 55. 1 6 5. ' 6 15. 6 25. ' 6 35. ' 6 45. 6 55. 7 5. 7 15. 7 25. .0( ) .0( ) .9( ) 0. 0. 0. 0. 0. 1. 1. 1. 16. 18. .0( ) .0( ) .0( ) .0( ) .1( ) .1( ) .1( ) .1( ) 3.4(S) .8( ) 0. 0. 20. .0( ) .0( ) .9( ) 0. 0. 0. 0. 0. 0. 1. 1. 15. 17. .0( ) .0( ) .0( ) .0( ) .1( ) .1( ) .1( ) .1( ) 3.2(S) .8( ) 0. 0. 19. .0( ) .0( ) .8( ) 0. 0. 0. 0. 0. 0. 1. 1. 14. 16. .0( ) .0( ) .0( ) .0( ) .1( ) .1( ) .1( ) .1( ) 3.0(S) .7( ) 0. 0. 18. .0( ) .0( ) .8( ) 0. 0. 0. 0. 0. 0. 1. 1. 14. 15. .0( ) .0( ) .0( ) .0( ). .1( ) .1( ) .1( ) .1( ) 2.8(S) .7( ) 0. 0. 17. 0( ) .0( ) .8( ) 0. 0. 0. 0. 0. 0. 1. 1. 13. 14. .0( ) A( ) .0( ) .0( ) .1( ) .1( ) .1( ) .1( ) 2.6(S) .7( ) 0. 0. 16. .0( ). ..0( ) .7( ) 0. 0. 0. 0. 0. 0. 1. 1. 12. 13. .0( ) .0( ) .0( ) .0( ) .1( ) .1( ) .1( ) .1( ) 2.5(S) .7( ) 0. 0. 15. .0( ) .0( ) .7( ) 0. 0. 0. 0. 0. 0. 0. 1. 11. 12. .0( ) .0( ) .0( ) .0( ) .0( ) .1( ) .1( ) .1( ) 2.3(S) .6( ) 0. 0. 14. .0( ) .0( ) .7( ) 0. 0. 0. 0. 0. 0. 0. 1. .0( ) .0( ) A( ) .0( ) .0( ) 1( ) 1( ) .1( ) 2.2(S) .6( ) 0. 0. 13. .0( ) .0( ) .7( ) 0. 0. 0. 0. 0. 0. 0. 0. 10. 11. .0( ) .0( ) .0( ) .0( ) .0( ) 1( ) 1( ) .1( ) 2.0(S) .6( ) 0. 0. 13. .0( ) .0( ) .6( ) 0. 0. 0. .0. 0. 0. 0. 0. 9. 10. .0( ) .0( ) .0( ) .0( ) .0( ) .1( ) .1( ) .1( ) 1.9(S) .6( ) 0. 0. 12. .0( ) .0( ) .6( ) 0. 0. 0. 0. 0. 0. 0. 0. 9. 9. .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .1( ) .1( ) 1.8(s) .5( ) 0. 0. 11. .0( ) .0( ) .6( ) 0. 0. 0. 0. 0. 0. 0. 0. 8. 9. .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .1( ) .1( ) 1.7(S) .5( ) 0. 0. 11. r/91 ' 7 35. ' 7 45. 7 55. ' 8 5. ' 8 15. 8 25. ' 8 35. ' 8 45. 8 55. ' 9 5. ' 9 15. 9 25. .0( ) .0( ) .6( ) 0. 0. 0. 0. 0. 0. 0. 0. 8. 8. .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .1( ) .1( ) 1.6(S) .5( ) 0. 0. 10. .0( ) .0( ) .6( ) 0. 0. 0. 0. 0. 0. 0. 0. 7. 8. .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .1( ) .1( ) 1.5(S) .5( ) 0. 0. 9. O( ) .0( ) .5( ) 0. 0. 0. 0. 0. 0. 0. 0. 7. 7. .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .1( ) .1( ) 1.4(S) .5( ) 0. 0. 9. .0( ) .0( ) .5( ) 0. 0. 0. 0. 0. 0. 0. 0. 6. 7. .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .1( ) .1( ) 1.3(S) .5( ) 0. 0. 8. 0( ) .0( ) .5( ) 0. 0. 0. 0. 0. 0. 0. 0. 6. 7. .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) 0( ) 1( ) 1.2(S) .4( ) 0. 0. 8. .0( ) .0( ) .5( ) 0. 0. 0. 0. 0. 0. 0. 0. 6. 6. .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .1( ) 1.2(S) .4( ) 0. 0. 7. .0( ) .0( ) .5( ) 0. 0. 0. 0. 0. 0. 0. 0. 5. 6. .0( ) .0( ) .0( ) .0( ) O( ) O( ) O( ) 1( ) 1.1(S) .4( ) 0. 0. 7. .0( ) .0( ) .5( ) 0. 0. 0. 0. 0. 0. 0. 0. 5. 5. .0( ) .0( ) .0( ) O( ) 0( ) 0( ) 0( ) .0( ) 1.0(S) .4( ) 0. 0. 7. .0( ) .0( ) .4( ) 0. 0. 0. 0. 0. 0. 0. 0. 5. 5. .0( ) .0( ) .0( ) 0( ) 0( ) .0( ) 0( ) .0( ) 1.0(S) .4( ) 0. 0. 6. .0( ) .0( ) .4( ) 0. 0. 0. 0. 0. 0. 0. 0. 4. 5. .0( ) .0( ) .0( ) :0( ) .0( ) .0( ) .0( ) .0( ) .9(S) 4( ) 0. 0. 6. 0( ) .0( ) .4( ) 0. 0. 0. 0. 0. 0. 0. 0. 4. 5. .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .8(S) .4( ) 0. 0. 5. .0( ) .0( ) .4( ) 0. 0. 0. 0. 0. 0. 0. 0. 4. 4. .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .8(S) .3( ) 0. 0. 5. .0( ) .0( ) .4( ) ' 9 35. 0. 0. 0. 0. 0. 0. 0. 0. 4. 4. 0( ) .0( ) .0( ) .0( > .0( ) .0( ) .0( ) .0( ) .7(S) .3( ) 0. 0. 5. '0( ) .0( ) .4( ) 9 45. 0. 0. 0. 0. 0. 0. 0. 0. 3. 4. .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .7(S) .3( ) ' 0. 0. 4. .0( ) .0( ) .4( ) 9 55. 0. 0. 0. 0. 0. 0. 0. 0. 3. 4. ' O( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .7(S) .3( ) 0. 0. 4. .0( ) .0( ) .3( ) SPRING CREEK HYDROLOGY; INCLUDING PORTION OF F CAN. IMP.BASIN--FILE:SCEX2YR.EX ' 2-YR EXIST. COND.; W/DETENTION U.S. OF BNRR; 5/86, REV 6/86, REV 1/87 *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS*** ' CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (FT) (AC -FT) (HR/MIN) 113 4. 1.2 .0 0 40. ' 117 1. .5 .1 1 25. 116 1. .7 .1 1 5. 115 0. .5 .2 2 0. 114 24. 1.4 0 45. 112 5. 1.2 .1 0 50. ' 129 25. 1.3 0 50. 128 5. .8 1 5. 111 52. 3.2 0 45. 127 55. 3.5 0 45. ' 243 69. .9 0 35. 109 56. 3.4 0 45. 242 87. 1.1 0 40. 110 17. 2.1 0 35. 108 12. 1.0 0 35. 126 53. 1.8 0 50. 240 48. .6 0 40. 241 85. 1.2 0 45. 106 51. 1.8 0 40. ' 105 22. 2.3 0 40. 107 7. 1.3 0 40. 124 54. 1.8 0 55. 250 8. .4 0 45. 239 117. 1.5 0 50. 104 81. 2.8 0 40. 123 53. 1.6 1 0. 102 25. 2.1 0 40. 251 23. 1.0 0 40. ' 238 134. 1.6 0 50. 103 25. 2.0 1.4 1 5. 120 60. 1.4 1 0. 252 21. 1.6 0 50. 237 148. 1.7 0 55. ' 261 24. .5 0 40. 257 41. 1.0 0 40. 121 25. 3.2 1 10. 119 60. 1.5 1 5. ' 253 21. 1.0 0 50. 236 149. 1.8 1 0 262 ' 2511 122 118 304 25. 55, 25. 62. 45. .2 1.1 3.1 1.2 .1 9.4 0 0 1 1 2 45. 40. 15. 5. 5. 263 21. .2 1 0. 259 74. .7 0 45. ' 101 87. 1.2 1 5. 235 62. 1.6 1 30. 162 15. .2 0 35. 275 20. .2 1 10. ' 260 93. 1.4 0 55. 232 185. 2.9 1 0. 254 41. .2 0 45. 51 11. .1 .2 0 50. 225 83. 2.0 0 45. ' 264 115. 1.0 1 5. 231 196. 3.0 1 5. 256 25. 1.1 0 40. 255 36. 1.3 0 55. 160 10. .9 0 55. ' 223 32. 2.1 0 45. 224 58. 2.9 0 55. 265 117. .6 1 10. 229 8. 1.5 0 40. ' 230 264: 1.7 1 5. 50 2. .1 .7 2 35. 222 73. 3.1 1 5. 22 .7 1 . 228 266. 266. 2.6 1 1010. ' 161 2. .4 2 50. 220 36. 1.0 0 45. 221 110. 3.3 1 10. 226 377. 4.3 1 25. ' 215 25. 1.1 1 30. 219 496. 4.4 1 25. 214 25. 1.1 1 40. 217 58. 2.2 0 50. 218 27. 1.5 0 45. ' 303 486. .1 1.4 1 35. 200 25. 1.3 1 40. 216 523. 3.8 1 35. 213 556. 4.9 1 35. 211 56. .1 0 50. 212 562. 2.9 1 35. 208 4. .1 1.2 1 55. 210 51. 2.1 0 55. 209 568. 3.9 1 40. ' 207 4. .3 2 5. 206 606. 4.4 1 40. 205 625. 4.6 1 45. 302 624. .1 3.4 1 50. ' 202 641. 3.7 1 50. 203 31. .7 1 50. 301 641. 3.3 1 50. 201 667. 3.1 2 5. ' 300 667. (DIRECT FLOW) 2 5. 'ENDPROGRAM PROGRAM CALLED 30191 t ' SWMM MODEL UPDATED WITH THE PROPOSED QUAIL HOLLOW FILING NO. 5 IMPROVEMENTS FOR THE ' 2 YEAR STORM EVENT ENVIRONMENTAL PROTECTION AGENCY - STORM WATER MANAGEMENT MODEL - VERSION PC.1 DEVELOPED BY UPDATED BY RAPE OR DISK ASSIGNMENTS METCALF + EDDY, INC. UNIVERSITY OF FLORIDA WATER RESOURCES ENGINEEERS, INC..(SEPTEMBER 1970) 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) JIN(1) JIN(2) JIN(3) JIN(4) JIN(5) JIN(6) JIN(7) JIN(8) JIN(9) JINGO) 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 �ATERSHED PROGRAM CALLED ** ENTRY MADE TO RUNOFF MODEL *** PRING CREEK HYDROLOGY; INCLUDING PORTION OF F CAN. IMP.BASIN --FILE:SCEX2YR.EX -YR EXIST. COND.; U/DETENTION U.S. OF BNRR; 5/86, REV 6/86, REV 1/87, REV 5/91 'UMBER OF TIME STEPS 120 INTEGRATION TIME INTERVAL (MINUTES) 5.00 ' 1.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH FOR 25 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES 10R RAINGAGE NUMBER i RAINFALL HISTORY IN INCHES PER HOUR 12 .36 .48 .60 .84 1.80 3.24 1.08 .84 .48 ' .36 .36 .36 .24 .24 .24 .24 .12 .12 .12 .12 .12 .12 1 .12 .00 33f91 SPRING CREEK HYDROLOGY; INCLUDING PORTION OF F CAN. IMP.BASIN--FILE:SCEX2YR.EX YR EXIST. COND.; W/DETENTION U.S. OF BNRR; 5/86, REV 6/86, REV 1/87, REV 5/91 USAREA GUTTER WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) INFILTRATION RATE(IN/HR) GAGE UMBER OR MANHOLE (FT) (AC) IMPERV. (FT/FT) IMPERV. PERV. IMPERV. PERV. MAXIMUM MINIMUM DECAY RATE NO .2 0 0. .0 .0 .0300 .013 .250 .100 .300 3.00 .50 .00180 143 307 700. 55.4 10.0 .0180 .020 .250 .100 .300 2.30 .90 .00180 1 170 307 1200. 42.4 43.0 .0110 .016 .250 .100 .300 2.30 .90 .00180 1 180 237 1550. 53.2 10.0 .0310 .020 .250 .100 .300 2.30 .90 .00180 1 237 1200. 127.0 14.0 .0130 .020 .250 .100 .300 2.30 .80 .00180 1 '144 145 238 800. . .30.0 10.0 .0090 .020 .250 .100 .300 1.60 .65 .00180 1 146 308 1400. 55.1 10.0 .0350 .020 .250 .100 .360 1.80 .90 .00180 1 168 305 850. 73.5 38.0 .0370 .016 .250 .100 .300 1.80 .90 .00180 1 '169 306 800. 20.7 43.0 .0110 .016 .250 .100 .300 1.80 .90 .00180 1 171 308 550. 18.8 43.0 .0100 .016 .250 .100 .300 1.80 .90 .00180 1 181 238 950. 105.9 10.0 .0550 .020 .250 .100 .300 1.80 .90 .00180 1 239 1500. 125.0 10.0 .0800 .020 .250 .100 .300 -1.50 .80 .00180 1 '147 148 240 3500. 234.0 10.0 .2300 .020 .250 .100 .300 1.50 .70 .00180 1 149 239 1000. 47.0 10.0 .0100 .020 .250 .100 .300 2.30 .90 .00180 1 150 241 1700. 97.0 10.0 .0700 .020 .250 .100 .300 1.50 .80 .00180 1 '151 241 800. 38.0 10.0 .0220 .020 .250 .100 .300 1.80 .95 .00180 1 152 242 1500. 90.0 10.0 .0270 .020 .250 .100 .300 1.40 .70 .00180 1 153 242 1500. 109.0 10.0 .0360 .020 .250 .100 .300 1.40 .50 .00180 1 '154 243 3600. 297.0 10.0 .1300 .020 .250 .100 .300 1.95 .90 .00180 1 103 203 2500. 23.0 36.0 .0100 .020 .250 .100 .300 1.50 .75 .00180 1 .2 0 0. .0 .0 .0300 .013 .250 .100 .300 2.00 1.40 .00180 101 550. 11.5 20.0 .0160 .016 .250 .100 .300 2.00 1.40 .00180 1 '1 100 118 780. 24.2 15.0 .0160 .016 .250 .100 .300 2.00 1.40 .00180 1 200 119 500. 9.9 11.0 .0210 .016 .250 .100 .300 2.00 1.40 .00180 1 2 102 1400. 33.7 40.0 .0100 .016 .250 .100 .300 2.00 1.40 .00180 1 '3 103 910. 20.9 20.0 .0160 .016 .250 .100 .300 2.00 1.40 .00180 1 4 104 519. 8.3 40.0 .0100 .016 .250 .100 .300 2.00 1.40 .00180 1 5 105 1151. 37.0 40.0 .0200 .016 .250 .100 .300 2.00 1.40 .00180 1 106 1333. 55.1 40.0 .0100 .016 .250 .100 .300 2.00 1.40 .00180 1 '6 7 107 500. 8.0 40.0 .0130 .016 .250 .100 .300 2.00 1.40 .00180 1 8 108 820. 41.3 10.0 .0100 .016 .250 .100 .300 2.00 1.40 .00180 1 109 300, 7.1 10.0 .0100 .016 .250 .100 .300 2.00 1.40 .00180 1 '9 10 110 700. 20.0 30.0 .0330 .016 .250 .100 .300 2.00 1.40 .00180 1 11 111 1300. 42.1 60.0 .0100 .016 .250 .100 .300 2.00 1.40 .00180 1 12 112 400. 6.3 40.0 .0100 .016 .250 .100 .300 2.00 1.40 .00180 1 '13 113 394. 8.6 29.0 .0200 .016 .250 .100 .300 2.00 1.40 .00180 1 14 114 1000. 32.7 60.0 .0160 .016 .250 .100 .300 2.00 1.40 .00180 1 15 115 300. 3.5 90.0 .0040 .016 .250 .100 .300 2.00 1.40 .00180 1 116 340. 3.3 90.0 .0040 .016 .250 .100 .300 2.00 1.40 .00180 1 '16 17 117 220. 2.2 90.0 .0040 .016 .250 .100 .300 2.00 1.40 .00180 1 160 162 2000. 239.0 40.0 .0100 .016 .250 .100 .300 2.00 1.40 .00180 1 .2 0 0. .0 .0 .0300 .013 .250 .100 .300 2.00 1.40 .00180 '134 231 1500. 30.0 10.0 .0190 .020 .250 .100 .300 .80 .20 .00180 1 135 231 1100. 61.0 23.0 .0140 .020 .250 .100 .300 .90 .43 .00180 1 136 232 2640. 146.0 39.0 .0150 .020 .250 .100 .300 1.60 .80 .00180 1 '137 232 1600. 50.0 31.0 .0150 .020 .250 .100 .300 1.20 .50 .00180 1 138 235 1400. 133.0 45.0 .0110 .020 .250 .100 .300 1.60 1.10 .00180 1 139 235 1400. 27.0 15.0 .0200 .020 .250 .100 .300 1.50 .70 .00180 1 236 1600. 71.0 10.0 .0130 .020 .250 .100 .300 1.80 .80 .00180 1 '141 142 236 1200. 55.0 10.0 .0120 .020 .250 .100 .300 1.80 .80 .00180 1 127 226 1500. 126.0 17.0 .0250 .020 .250 .100 .300 .90 .60 .00180 1 128 226 2000. 51.0 40.0 .0290 .020 .250 .100 .300 1.38 .75 .00180 1 '129 227 2800. 78.0 33.0 .0400 .020 .250 .100 .300 1.70 .90 .00180 1 130 228 2800. 157.0 18.0 .0150 .020 .250 .100 .300 1.00 .60 .00180 1 131 229 1000. 11.0 45.0 .0250 .020 .250 .100 .300 2.00 1.00 .00180 1 '101 201 800. 24.0 30.0 .0036 .020 .250 .100 300 .80 .20 .00180 1 102 201 2600. 305.0 10.0 .0033 .020 .250 .100 .300 1.50 .60 .00180 1 104 203 3000. 179.0 68.0 .0100 .100 .500 .100 .300 1.50 .75 .00180 1 202 800. 137.0 46.0 .0170 .020 .250 .100 .300 .90 .60 .00180 1 '105 106 205 2400. 46.0 62.0 .0170 .016 .250 .100 .300 2.00 .90 .00180 1 107 205 1500. 152.0 35.0 .0150 .020 .250 .100 .300 .90 .60 .00180 1 108 206 1400. 67.0 41.0 .0200 .020 .250 .100 .300 1.00 .70 .00180 1 '109 206 1800. 85.0 54.0 .0150 .016 .250 .100 .300 1.40 .75 .00180 1 110 208 1500. 51.0 41.0 .0087 .020 .250 .100 .300 .75 .50 .00180 1 111 209 1200. 28.0 42.0 .0231 .020 .250 .100 .300 1.13 .63 .00180 1 209 2000. 66.0 42.0 .0300 .016 .250 .100 .300 1.10 .75 .00180 1 '112 113 211 11500. 132.0 46.0 .0056 .016 .250 .100 .300 1.50 .75 .00180 1 114 212 2000. 63.0 40.0 .0200 .016 .250 .100 .300 1.25 .70 .00180 1 115 212 1200, 29.0 35.0 .0250 .020 .250 .100 .300 1.13 .63 .00180 1 ' 116 213 1100. 69.0 36.0 .0286 .016 .250 .100 .300 1.13 .65 .00180 1 117 213 1420. 39.0 45.0 .0300 .016 .250 .100 .300 1.50 .80 .00180 1 118 215 915. 147.0 45.0 .0063 .016 .250 .100 .300 1.50 .80 .00180 1 119 216 1090. 45.0 50.0 .0375 .016 .250 .100 .300 1.13 .65 .00180 1 120 217 3920. 81.0 72.0 .0100 .016 .250 .100 .300 1.70 .88 .00180 1 121 218 1000. 99.0 28.0 .0080 .020 .250 .100 .300 .75 .50 .00180 1 219 1600. 92.0 31.0 .0200 .020 .250 .100 .300 1.50 .80 .00180 1 '122 123 220 2200. 57.0 60.0 .0050 .020 .250 .100 .360 1.50 .80 .00180 1 124 221 2800. 180.0 40.0 .0050 .016 .250 .100 .300 1.50 .80 .00180 1 125 223 2050. 61.0 40.0 .0125 .016 .250 .100 .300 .50 .80 .00180 1 126 225 5280. 97.0 65.0 .0125 .016 .250 .100 .300 1.50 .80 .00180 1 155 250 1800. 73.6 10.0 .0180 .020 .250 .100 .300 1.85 .90 .00180 1 156 251 1000. 110.0 10.0 .0200 .020 .250 .100 .300 1.90 1.00 .00180 1 254 900. 135.0 30.0 .0300 .020 .250 .100 .300 1.60 .80 .00180 1 '166 167 256 900. 56.0 30.0 .0400 .020 .250 .100 .300 2.00 1.00 .00180 1 157 257 3000. 225.0 10.0 .3300 .020 .250 .100 .300 1.58 .80 .00180 1 158 258 4000. 121.0 15.0 .0360 .020 .250 .100 .300 1.50 .80 .00180 1 162 259 6000. 126.0 20.0 .0300 .020 .250 .100 .300 1.69 .80 .00180 1 163 260 2500. 157.0 23.0 .0300 .020 .250 .100 .300 1.20 .60 .00180 1 159 261 2000. 89.0 15.0 .0300 .020 .250 .100 .300 1.60 .80 .00180 1 '160 262 1500. 47.8 20.0 .0290 .020 .250 .100 .300 1.75 .90 .00180 1 161 263 700. 34.0 10.0 .0220 .020 .250 .100 .300 1.75 .90 .00180 1 164 264 2000. 153.0 18.0 .0470 .020 .250 .100 .300 1.63 .85 .00180 1 165 265 4300. 137.0 14.0 .0670 .020 .250 .100 .300 1.50 .80 .00180 1 OTAL NUMBER OF SUBCATCHMENTS, 92 OTAL TRIBUTARY AREA (ACRES), 7157.10 SPRING CREEK HYDROLOGY; INCLUDING PORTION OF F CAN. IMP.BASIN --FILE:SCEX2YR.EX YR EXIST. COND.; W/DETENTION U.S. OF BNRR; 5/86, REV 6/86, REV 1/87, REV 5/91 ** CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM2-PC MODEL *** �ATERSHED AREA (ACRES) _ 7157.100 TOTAL RAINFALL (INCHES) 1.032 �OTAL INFILTRATION (INCHES) .711 TOTAL WATERSHED OUTFLOW (INCHES) .258 KOTAL SURFACE STORAGE AT END OF STROM (INCHES) .063 �RROR IN CONTINUITY, PERCENTAGE OF RAINFALL -.011 1 ' 36/9r SPRING CREEK HYDROLOGY; INCLUDING PORTION OF F CAN. IMP.BASIN --FILE:SCEX2YR.EX YR EXIST. COND.; W/DETENTION U.S. OF BNRR; 5/86, REV 6/86, REV 1/87, REV 5/91 WIDTH INVERT SIDE SLOPES OVERBANK/SURCHARGE UTTER GUTTER NDP NP OR DIAM LENGTH SLOPE HORIZ TO VERT MANNING DEPTH JK NUMBER CONNECTION (FT) (FT) (FT/FT) L R N (FT) ' 243 242 0 4 CHANNEL 8.0 1300. .0400 5.0 5.0 .040 6.00 0 OVERFLOW 22.0 1300. .0400 15.0 15.0 .040 50.00 242 241 0 4 CHANNEL 8.0 1900. .0210 10.0 10.0 .040 6.00 0 OVERFLOW. 20.0 1900. .0210 20.0 20.0 .040 50.00 241 239 0 4 CHANNEL 8.0 1700. .0130 10.0 10.0 .040 6.00 0 OVERFLOW 20.0 1700. .0130 20.0 20.0 .040 50.00 239 0 1 CHANNEL 8.0 550. .0400 100.0 100.0 .100 50.00 0 '240 239 238 0 4 CHANNEL 8.0 2000. .0100 10.0 10.0 .040 6.00 0 OVERFLOW 19.0 2000. .0100 20.0 20.0 .040 50.00 308 305 14 2 PIPE .1 1. .0100 .0 .0 .013 .10 0 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 1.2 .6 1.4 1.3 1.5 2.2 1.7 2.4 5.9 2.6 14.1 2.8 25.1 3.0 38.9 3.2 55.4 3.4 74.6 3.6 96.3 3.8 120.7 4.0 147.7 305 238 18 2 PIPE .1 1. .0100 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .7 .0 2.3 31.0 3.4 34.0 3.6 35.3 3.8 37.4 ' 4.1 39.9 4.3 43.0 4.5 46.5 4.8 52.7 5.0 60.8 5.3 70.6 5.5 81.6 5.8 93.9 6.1 107.4 6.3 122.0 6.6 137.7 6.8 154.4 306 238 18 2 PIPE 1 1. .0100 .0 .0 .013 .10 0 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 1.5 .4 5.5 .7 6.0 .7 6.3 .8 6.5 .8 6.8 .9 7.0 .9 7.0 1.0 8.4 1.1 11.2 1.1 14.8 1.2 19.3 1.3 24.5 1.3 30.6 1.4 37.2 1.5 44.5 1.5 52.5 238 237 0 4 CHANNEL 8.0 1400. .0100 9.0 9.0 .040 6.00 0 OVERFLOW .0 1400. .0100 100.0 100.0 .040 50.00 307 237 13 2 PIPE 1 1. .0100 .0 .0 .013 .10 0 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .5 8.5 2.5 16.0 5.7 20.0 5.9 22.4 6.1 26.4 6.3 31.8 6.5 38.1 6.8 45.6 7.0 53.8 7.2 63.1 7.4 73.1 7.6 84.0 237 236 0 4 CHANNEL 8.0 2100. .0100 9.0 9.0 .040 6.00 0 OVERFLOW .0 2100. .0100 100.0 100.0 .040 50.00 236 304 0 4 CHANNEL 8.0 1600. .0110 6.0 6.0 .040 4.00 0 ' OVERFLOW 10.0 1600. .0110 30.0 30.0 .040 50.00 304 235 3 2 PIPE .1 82. .0050 .0 .0 .015 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 62.1 300.0 563.6 58000.0 235 232 0 4 CHANNEL 8.0 1400. .0070 2.0 2.0 .040 6.00 0 OVERFLOW 15.0 1400. .0070 30.0 30.0 .040 50.00 250 251 0 4 CHANNEL 5.0 2000. .0130 20.0 20.0 .040 2.00 0 OVERFLOW 5.0 2000. .0130 100.0 100.0 .080 100.00 251 252 0 4 CHANNEL 4.0 1300. .0140 3.0 3.0 .040 2.30 0 OVERFLOW 4.0 1300. .0140 50.0 50.0 .080 100.00 ' 252 253 0 5 PIPE 2.0 2300. .0130 .0 .0 .015 2.00 0 OVERFLOW 60.0 2300. .0130 2.0 2.0 .015 5.00 253 304 0 5 PIPE 3.0 1700. 0230 .0 .0 .015 3.00 0 OVERFLOW 5.0 1700. .0230 3.0 3.0 .040 8.00 254 255 0 1 CHANNEL 60.0 2000. .0270 2.0 2.0 .016 5.00 0 255 230 0 4 CHANNEL 1.0 1500. .0130 6.0 6.0 .040 2.00 0 OVERFLOW 1.0 1500. .0130 50.0 50.0 .040 100.00 256 230 0 4 CHANNEL 1.0 1200. .0130 6.0 6.0 .040 2.00 0 OVERFLOW 1.0 1200. .0130 50.0 50.0 .040 100.00 259 260 0 4 CHANNEL 20.0 3000. 4.0 4.0 3.00 0 37/91 ' .0300 _ .040 OVERFLOW 20.0 3000. .0300 100.0 100.0 .080 100.00 260 264 0 4 CHANNEL 5.0 2600. .0200 5.0 5.0 .040 1.00 0 OVERFLOW 5.0 2600. .0200 5.0 100.0 .080 100.00 261 262 0 4 CHANNEL 1.0 2000. .0120 1.0 33.0 .016 1.00 0 OVERFLOW 1.0 2000. .0120 33.0 33.0 .016 100.00 262 263 0 1 CHANNEL 60.0 2000. .0110 10.0 10.0 .030 100.00 0 '263 275 0 1 CHANNEL 60.0 2000. .0110 10.0 10.0 .030 100.00 0 275 264 0 1 CHANNEL 60.0 1000. .0110 10.0 10.0 .030 100.00 0 264 265 0 1 CHANNEL 10.0 2500. .0200 20.0 20.0 .040 100.00 0 227 0 1 CHANNEL 50.0 2500. .0170 4.0 4.0 .040 100.00 0 '265 232 231 0 4 CHANNEL 8.0 2640. .0069 2.0 2.0 .040 5.00 0 OVERFLOW .0 2640. .0069 35.0 35.0 .040 50.00 231 230 0 4 CHANNEL 8.0 1600. 0069 2.0 2.0 .040 4.00 0 OVERFLOW .0 1600. .0069 35.0 35.0 .040 50.00 230 228 0 4 CHANNEL 37.0 1800. .0063 2.0 2.0 .040 2.00 0 OVERFLOW 16.0 1800. .0063 3.0 3.0 .040 10.00 ' 229 228 0 5 PIPE 1.5 1000. .0050 .0 .0 .015 1.50 0 OVERFLOW 100.0 1000. .0050 2.0 2.0 .016 5.00 228 226 0 4 CHANNEL 18.0 2800. .0057 2.0 2.0 .040 3.00 0 OVERFLOW 120.0 2800. .0057 4.0 4.0 .040 50.00 t 227 226 0 1 CHANNEL 80.0 2300. .0060 4.0 4.0 .040 50.00 0 226 219 0 4 CHANNEL 8.0 2100. .0050 2.0 2.0 .040 4.00 0 OVERFLOW .0 2100. .0050 100.0 100.0 .040 50.00 ' 225 224 0 5 PIPE 1.8 1800. .0060 .0 .0 .015 1.80 0 OVERFLOW 100.0 1800. .0060 2.0 2.0 .016 5.00 224 222 0 5 PIPE 2.8 2100. .0050 .0 .0 .015 2.80 0 OVERFLOW 100.0 2100. .0050 2.0 2.0 .016 6.00 223 222 0 5 PIPE 2.0 1400. .0080 .0 .0 .015 2.00 0 OVERFLOW 100.0 1400. .0080 2.0 2.0 .016 5.00 222 221 0 5 PIPE 3.0 2000. .0080 .0 .0 .015 3.00 0 OVERFLOW 100.0 2000. .0080 2.0 2.0 .016 5.00 221 219 0 5 PIPE 3.0 2800. .0050 .0 .0 .015 3.00 0 OVERFLOW 100.0 2800. .0050 2.0 2.0 .016 5.00 '220 219 0 1 CHANNEL 10.0 1300. .0080 5.0 3.0 .040 10.00 0 219 303 0 4 CHANNEL 8.0 1600. .0080 2.0 2.0 .040 4.00 0 OVERFLOW .0 1600. .0080 100.0 100.0 .040 50.00 303 216 13 2 PIPE .1 30. .1000 .0 .0 .080 .10 0 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .9 456.0 4.0 639.0 13.3 730.0 22.5 897.0 49.2 1130.0 60.7 1250.0 95.9 1460.0 131.0 1680.0 181.5 1935.0 232.0 2230.0 297.0 2770.0 362.0 2920.0 101 232 0 1 CHANNEL 7.0 750. .0146 .0 .0 .016 4.00 0 118 101 0 1 CHANNEL 8.0 590. .0100 4.0 4.0 .035 4.00 0 118 0 1 CHANNEL 4.0 729. .0110 4.0 4.0 .035 5.00 0 '119 102 120 0 5 PIPE 2.0 1100. .0100 .0 .0 .013 2.00 0 OVERFLOW 1.0 1100. .0100 33.0 33.0 .016 100.00 122 101 0 5 PIPE 2.8 729. .0110 .0 .0 .035 2.80 0 OVERFLOW 4.0 729. .0110 4.0 4.0 .035 5.00 104 103 0 5 PIPE 4.0 500. .0044 .0 .0 .013 4.00 0 OVERFLOW 1.0 500. .0044 33.0 33.0 .016 100.00 ' 103 121 6 2 PIPE 2.0 200. .0029 .0 .0 .013 2.00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 9.0 .9 12.0 5.7 15.0 21.9 20.0 47.5 40.0 60.0 50.0 119 0 1 CHANNEL 2.5 650. .0165 4.0 4.0 .030 50004.50 0 '120 124 123 0 1 CHANNEL 2.0 900. .0060 4.0 4.0 .035 4.50 0 121 122 0 5 PIPE 2.0 410. .0026 .0 .0 .013 2.00 0 OVERFLOW 2.0 410. .0026 4.0 4.0 .035 4.50 ' 105 104 0 5 PIPE 2.0 1500. .0050 .0 .0 .013 2.00 0 OVERFLOW 1.0 1500. .0050 33.0 33.0 .016 100.00 106 104 0 5 PIPE 3.5 1050. .0100 .0 .0 .013 3.50 0 ' OVERFLOW 1.0 1050. .0100 33.0 33.0 .016 100.00 126 124 0 1 CHANNEL 2.0 1140. .0060 4.0 4.0 .035 4.50 0 108 124 0 5 PIPE 2.5 80. .0070 .0 .0 .013 4.00 0 OVERFLOW 1.0 51. .0160 33.0 33.0 .016 100.00 3 �9� 109 126 0 5 PIPE 2.0 115. .0200 .0 .0 .016 3.00 0 OVERFLOW 1.0 115. .0200 33.0 33.0 .016 100.00 107 123 0 5 PIPE 1.8 633. .0020 .0 .0 .013 1.80 0 OVERFLOW 1.0 633. .0020 33.0 33.0 .016 100.00 123 120 0 1 CHANNEL 4.0 1300. .0060 4.0 4.0 .035 4.50 0 110 106 0 5 PIPE 2.0 80. 0050 .0 .0 .013 2.00 0 OVERFLOW 1.0 80. .0050 33.0 33.0 .016 100.00 111 127 0 1 CHANNEL 2.0 800. .0200 .3 .3 .040 3.50 0 112 128 2 2 PIPE 1.2 30. .0050 .0 .0 .013 1.20 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' .0 .0 .5 5.6 113 112 2 2 PIPE 1.2 50. .0050 .0 .0 .013 1.20 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 2.4 3.0 128 127 0 1 CHANNEL 1.0 1300. .0094 5.0 5.0 .060 3.00 0 114 129 0 1 CHANNEL 1.0 1200. .0111 5.0 5.0 .060 3.00 0 ' 115 129 2 2 PIPE .5 50. .0050 .0 .0 .013 .50 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .8 .1 116 129 2 2 PIPE .7 50. .0050 .0 .0 .013 .70 0 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .6 1.8 117 129 2 2 PIPE .5 50. .0050 .0 .0 .013 .50 0 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .5 .7 129 111 0 1 CHANNEL 2.0 1000. .0100 3.0 3.0 .035 3.00 0 '161 219 0 2 PIPE 2.0 4000. .0100 .0 .0 .016 2.00 0 218 216 0 5 PIPE 2.5 2800. .0133 .0 .0 .015 2.50 0 OVERFLOW 100.0 2800. .0133 6.0 6.0 .016 5.00 50 161 4 2 PIPE .1 10. .0100 .0 .0 .100 .10 0 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 5.0 12.5 10.9 26.0 17.8 35.0 160 50 0 2 PIPE 5.0 1700. .0046 .0 .0 .016 5.00 0 51 160 5 2 PIPE .1 10. .0100 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.2 75.0 3.2 145.0 6.4 197.0 10.8 238.0 162 51 0 4 CHANNEL 30.0 2000. .0040 .0 .0 .016 .50 0 ' OVERFLOW .0 2000. .0040 50.0 50.0 .060 10.00 217 216 0 5 PIPE 2.0 2400. .0060 .0 .0 .015 2.00 0 OVERFLOW 100.0 2400. .0060 2.0 2.0 .016 5.00 ' 216 213 0 4 CHANNEL 8.0 1200. .0070 7.0 3.0 .040 8.00 0 OVERFLOW 8.0 1200. .0070 100.0 100.0 .040 50.00 213 212 0 4 CHANNEL 8.0 2000. .0070 2.0 2.0 .040 6.00 0 OVERFLOW 7.0 2000. .0070 100.0 65.0 .040 50.00 215 214 0 5 PIPE 1.0 .2700. .0063 .0 .0 .015 1.00 0 OVERFLOW 400.0 2700. .0063 2.0 2.0 .016 5.00 214 200 0 5 PIPE 1.0 1350. .0050 .0 .0 .015 1.00 0 ' OVERFLOW 100.0 1350. .0050 2.0 2.0 .016 5.00 200 213 0 5 PIPE 2.0 1100. .0275 .0 .0 .015 2.00 0 OVERFLOW .0 1100. .0275 2.0 2.0 .016 5.00 ' 212 209 0 4 CHANNEL 20.0 1300. .0070 6.0 9.0 .040 6.00 0 OVERFLOW 7.0 1300. .0070 65.0 90.0 .040 50.00 209 206 0 4 CHANNEL 8.0 1100. .0080 2.0 2.0 .040 3.00 0 OVERFLOW .0 1100. .0080 150.0 30.0 .040 50.00 211 210 0 1 CHANNEL 280.0 2500. .0056 2.0 2.0 .016 5.00 0 210 206 0 5 PIPE 2.0 1600. .0200 .0 .0 .015 2.00 0 OVERFLOW 60.0 1600. .0200 6.0 6.0 .016 5.00 ' 206 205 0 4 CHANNEL 8.0 2200. .0090 2.0 2.0 .040 3.00 0 OVERFLOW .0 2200. .0090 10.0 10.0 .040 50.00 208 207 3 2 PIPE .1 5. .0100 .0 .0 .015 .10 0 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 5.0 16.0 6.3 146.0 207 205 0 1 CHANNEL 5.0 1500. .0250 4.0 4.0 .040 5.00 0 ' 302 202 5 2 PIPE .1 32. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 3.5 644.0 13.8 1260.0 202 301 0 4 CHANNEL 10.0 400. OVERFLOW 2.0 400. 301 201 0 4 CHANNEL 10.0 750. OVERFLOW 52.0 750. '203 201 0 1 CHANNEL 5.0 3000. 201 300 0 4 CHANNEL 10.0 2500. OVERFLOW 160.0 2500. OTAL NUMBER OF GUTTERS/PIPES, 99 .0050 .0 .0 .015 .10 0 NN 35.5 1853.0 98.0 3744.0 .0050 6.0 10.0 .040 4.00 0 .0050 100.0 100.0 .040 50.00 .0029 2.0 2.0 .035 1.00 0 .0029 3.0 3.0 .040 15.00 .0033 50.0 50.0 .040 50.00 0 .0036 3.0 3.0 .040 2.00 0 .0036 4.0 4.0 .040 50.00 SPRING CREEK HYDROLOGY; INCLUDING PORTION OF F CAN. IMP.BASIN --FILE:SCEX2YR.EX YR EXIST. COND.; N/DETENTION U.S. OF BNRR; 5/86, REV 6/86, REV 1/87, REV 5/91 IRRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES GUTTER TRIBUTARY GUTTER/PIPE T ' 50 160 0 0 0 0 0 0 0 0 0 0 ' 51 162 0 0 0 0 0 0 0 0 0 0 101 118 122 0 0 0 0 0 0 0 0 1 102 0 0 0 0 0 0 0 0 0 0 2 103 104 0 0 0 0 0 0 0 0 0 3 ' 104 105 106 0 0 0 0 0 0 0 0 4 105 0 0 0 0 0 0 0 0 0 0 5 ' 106 110 0 0 0 0 0 0 0 0 0 6 ' 107 0 0 0 0 0 0 0 0 0 0 7 108 0 0 0 0 0 0 0 0 0 0 8 109 127 0 0 0 0 0 0 0 0 0 9 110 0 0 0 0 0 0 0 0 0 0 10 111 129 0 0 0 0 0 0 0 0 0 11 ' 112 113 0 0 0 0 0 0 0 0 0 12 113 0 0 0 0 0 0 0 0 0 0 13 ' 114 0 0 0 0 0 0 0 0 0 0 14 115 0 0 0 0 0 0 0 0 0 0 15 ' 116 0 0 0 0 0 0 0 0 0 0 16 117 0 0 0 0 0 0 0 0 0 0 17 118 119 0 0 0 0 0 0 0 0 0 100 ' 119 120 0 0 0 0 0 .0 0 0 0 200 120 102 123 0 0 0 0 0 0 0 0 0 121 103 0 0 0 0 0 0 0 0 0 0 ' 122 121 0 0 0 0 0 0 0 0 0 0 123 124 107 0 0 0 0 0 0 0 0 0 ' 124 126 108 0 0 0 0 0 0 0 0 0 126 109 0 0 0 0 0 0 0 0 0 0 RIBUTARY SUBAREA D.A.(AC) 0 0 0 0 0 0 0 0 0 239.0 0 0 0 0 0 0 0 0 0 239.0 0 0 0 0 0 0 0 0 0 375.7 0 0 0 0 0 0 0 0 0 33.7 0 0 0 0 0 0 0 0 0 141.3 0 0 0 0 0 0 0 0 0 120.4 0 0 0 0 0 0 0 0 0 37.0 0 0 0 0 0 0 0 0 0 75.1 0 0 0 0 0 0 0 0 0 8.0 0 0 0 0 0 0 0 0 0 41.3 0 0 0 0 0 0 0 0 0 105.8 0 0 0 0 0 0 0 0 0 20.0 0 0 0 0 0 0 0 0 0 83.8 0 0 0 0 0 0 0 0 0 14.9 0 0 0 0 0 0 0 0 0 8.6 0 0 0 0 0 0 0 0 0 32.7 0 0 0 0 0 0 0 0 0 3.5 0 0 0 0 0 0 0 0 0 3.3 0 0 0 0 0 0 0 0 0 2.2 0 0 0 0 0 0 0 0 0 222.9 0 0 0 0 0 0 0 0 0 198.7 0 0 0 0 0 0 0 0 0 188.8 0 0 0 0 0 0 0 0 0 141.3 0 0 0 0 0 0 0 0 0 141.3 0 0 0 0 0 0 0 0 0 155.1 0 0 0 0 0 0 0 0 0 147.1 0 0 0 0 0 0 0 0 0 105.8 128 112 0 0 0 0 0 0 0 0 0 129 114 115 116 117 0 0 0 0 0 0 160 51 0 0 0 0 0 0 0 0 0 161 50 0 0 0 0 0 0 0 0 0 162 0 0 0 0 0 0 0 0 .0 0 200 214 0 0 0 0 0 0 0 0 0 201 301 203 0 0 0 0 0 0 0 0 202 302 0 0 0 0 0 0 0, 0 0 203 0 0 0 0 0 0 0 0 0 0 205 206 207 0 0 0 0 0 0 0 0 206 209 210 0 0 0 0 0 0 0 0 207 208 0 0 0 0 0 0 0 0 0 208 0 0 0 0 0 0 0 0 0 0 209 212 0 0 0 0 0 0 0 0 0 210 211 0 0 0 0 0 0 0 0 0 211 0 0 0 0 0 0 0 0 0 0 212 213 0 0 0 0 0 0 0 0 0 213 216 200 0 0 0 0 0 0 0 0 214 215 0 0 0 0 0 0 0 0 0 215 0 0 0 0 0 0 0 0 0 0 216 303 218 217 0 0 0 0 0 0 0 217 0 0 0 0 0 0 0 0 0 0 218 0 0 0 0 0 0 0 0 0 0 219 226 221 220 161 0 0 0 0 0 0 220 0 0 0 0 0 0 0 0 0 0 221 222 0 0 0 0 0 0 0 0 0 222 224 223 0 0 0 0 0 0 0 0 223 0 0 0 0 0 0 0 0 0 0 224 225 0 0 0 0 0 0 0 0 0 225 0 0 0 0 0 0 0 0 0 0 226 228 227 0 0 0 0 0 0 0 0 227 265 0 0 0 0 0 0 0 0 0 Jrhi 0 0 0 0 0 0 0 0 0 0 14.9 0 0 0 0 0 0 0 0 0 0 41.7 0 0 0 0 0 0 0 0 0 0 239.0 0 0 0 0 0 0 0 0 0 0 239.0 160 0 0 0 0 0 0 0 0 0 239.0 0 00 0 0 0 0 0 0 0 147.0 101 102 0 0 0 0 0 0 0 0 7157.1 105 0 0 0 0 0 0 0 0 0 6626.1 103 104 0 0 0 0 0 0 0 0 202.0 106 107 0 0 0 0 0 0 0 0 6489.1 108 109 0 0 0 0 0 0 0 0 6240.1 0 0 0 0 0 0 0 0 0 0 51.0 110 0 0 0 0 0 0 0 0 0 51.0 111 112 0 0 0 0 0 0 0 0 5956.1 0 0 0 0 0 0 0 0 0 0 132.0 113 0 0 0 0 0 0 0 0 0 132.0 114 115 0 0 0 0 0 0 0 0 5862.1 116 117 0 0 0 0 0 0 0 0 5770.1 0 0 0 0 0 0 0 0 0 0 147.0 118 0 0 0 0 0 0 0 0 0 147.0 119 0 0 0 0 0 0 0 0 0 5515.1 120 0 0 0 0 0 0 0 0 0 81.0 121 0 0 0 0 0 0 0 0 0 99.0 122 0 0 0 0 0 0 0 0 0 5290.1 123 0 0 0 0 0 0 0 0 0 57.0 124 0 0 0 0 0 0 0 0 0 338.0 0 0 0 0 0 0 0 0 0 0 158.6 125 0 0 0 0 0 0 0 0 0 61.0 0 0 0 0 0 0 0 0 0 0 97.0 126 0 0 0 0 0 0 0 0 0 97.0 127 128 0 0 0 0 0 0 0 0 4564.1 129 0 0 0 0 0 0 0 0 0 1167.8 4Z/91 229 0 0 0 0 0 0 0 0 0 0 230 255 256 231 0 0 0 0 0 0 0 231 232 0 0 0 0 0 0 0 0 0 232 235 101 0 0 0 0 0 0 0 0 235 304 0 0 0 0 0 0 0 0 0 236 237 0 0 0 0 0 0 0 0 0 237 238 307 0 0 0 0 0 0 0 0 238 239 305 306 0 0 0 0 0 0 0 239 241 240 0 0 0 0 0 0 0 0 240 0 0 0 0 0 0 0 0 0 0 241 242 0 0 0 0 0 0 0 0 0 242 243 0 0 0 0 0 0 0 0 0 243 0 0 0 0 0 0 0 0 0 0 250 0 0 0 0 0 0 0 0 0 0 251 250 0 0 0 0 0 0 0 0 0 252 251 0 0 0 0 0 0 0 0 0 253 252 0 0 0 0 0 0 0 0 0 254 0 0 0 0 0 0 0 0 0 0 255 254 0 0 0 0 0 0 0 0 0 256 0 0 0 0 0 0 0 0 0 0 257 0 0 0 0 0 0 0 0 0 0 258 257 0 0 0 0 0 0 0 0 0 259 258 0 0 0 0 0 0 0 0 0 260 259 0 0 0 0 0 0 0 0 0 261 0 0 0 0 0 0 0 0 0 0 262 261 0 0 0 0 0 0 0 0 0 263 262 0 0 0 0 0 0 0 0 0 264 260 275 0 0 0 0 0 0 0 0 265 264 0 0 0 0 0 0 0 0 0 275 263 0 0 0 0 0 0 0 0 0 301 202 0 0 0 0 0 0 O t 0 0 302 205 0 0 0 0 0 0 0 0 0 131 0 0 0 0 0 0 0 0 0 11.0 132 133 . 0 0 0 0 0 0 0 0 3051.3 134 135 0 0 0 0 0 0 0 0 2751.3 136 137 0 0 0 0 0 0 0 0 2660.3 138 139 0 0 0 0 0 0 0 0 2088.6 141 142 0 0 0 0 0 0 0 0 1745.0 180 144 0 0 0 0 0 0 0 0 1619.0 145 181 0 0 0 0 0 0 0 0 1341.0 147 149 0 0 0 0 0 0 0 0 1037.0 148 0 0 0 0 0 0 0 0 0 234.0 150 151 0 0 0 0 0 0 0 0 631.0 152 153 0 0 0 0 0 0 0 0 496.0 154 0 0 0 0 0 0 0 0 0 297.0 155 0 0 0 0 0 0 0 0 0 73.6 156 0 0 0 0 0 0 0 0 0 183.6 0 0 0 0 0 0 0 0 0 0 183.6 0 0 0 0 0 0 0 0 0 0 183.6 166 0 0 0 0 0 0 0 0 0 135.0 0 0 0 0 0 0 0 0 0 0 135.0 167 0. 0 0 0 0 0 0 0 0 56.0 157 0 0 0 0 0 0 0 0 0 225.0 158 0 0 0 0 0 0 0 0 0 346.0 162 0 0 0 0 0 0 0 0 0 472.0 163 0 0 0 0 0 0 0 0 0 629.0 159 0 0 0 0 0 0 0 0 0 89.0 160 0 0 0 0 0 0 0 0 0 136.8 161 0 0 0 0 0 0 0 0 0 170.8 164 0 0 0 0 0 0 0 0 0 952.8 165 0 0 0 0 0 0 0 0 0 1089.8 0 0 0 0 0 0 0 0 0 0 170.8 0 0 0 0 0 0 0 0 0 0 6626.1 0 0 0 0 0 0 0 0 0 0 6489.1 304 305 306 307 308 236 253 0 0 0 0 0 0 0 0 308 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1928.6 168 0 0 0 0 0 0 0 0 0 147.4 169 0 0 0 0 0 0 0 0 0 20.7 143 170 0 0 0 0 0 0 0 0 97.8 146 171 0 0 0 0 0 0 0 0 73.9 yy191 SPRING CREEK HYDROLOGY; INCLUDING PORTION OF F CAN. IMP.BASIN --FILE:SCEX2YR.EX YR EXIST. COND.; W/DETENTION U.S. OF BNRR; 5/86, REV 6/86, REV 1/87, REV 5/91 �YDROGRAPHS ARE LISTED FOR THE FOLLOWING 13 CONVEYANCE ELEMENTS ' THE UPPER NUMBER IS DISCHARGE IN CFS THE LOWER NUMBER IS ONE OF THE FOLLOWING CASES: ( ) DENOTES DEPTH ABOVE INVERT IN FEET ' (S) DENOTES STORAGE IN AC -FT FOR DETENSION DAM. DISCHARGE INCLUDES SPILLWAY OUTFLOW. (1) DENOTES GUTTER INFLOW IN CFS FROM SPECIFIED INFLOW HYDROGRAPH (D) DENOTES DISCHARGE IN CFS DIVERTED FROM THIS GUTTER (0) DENOTES STORAGE 1N AC -FT FOR SURCHARGED GUTTER 'fIME(HR/MIN) 243 242 241 240 239 238 237 236 304 235 234 233 232 ' 0 5. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. .0( ) .0( ) .0( ) .0( ). .0( ) .0( ) .0( ) .0( ) O(S) .0( ) ' 0. 0. 0. .0( ) .0( ) -0( ) ' 0 15. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) O(S) .0( ) ' 0. 0. 0. 0 25. 5. 1. 1. 4. 1. 0. 0. 0. 0. 0. ' .2( ) .1( ) .1( ) .2( ) .1( ) .1( ) .1( ) .1( ) O(S) .1( ) 0. 0. 0. ' .0( ) .0( ) .1( ) 0 35. 69. 53. 33. 44. 38. 27. 19. 18. 0. 23. ' .9( ) .9( ) .8( ) .5( ) .9( ) .8( ) .6( ) .6( ) 1(S) .9( ) 0. 0. 44. .0( ) .0( ) 1.3( ) ' 0 45. 34. 79. 85. 31. 109. 99. 81. 64. 4. 54. .6( ) 1.0( ) 1.2( ) .5( ) 1.4( ) 1.4( ) 1.3( ) 1.2( ) .8(S) 1.5( ) ' 0. 0. 154. -0( ) -0( ) 2.6( ) 0 55. 17. 44. 68. 16. 110. 131. 133. 116. 11. 55. .4( ) .8( ) 1.1( ) .4( ) 1.4( ) 1.6( ) 1.6( ) 1.6( ) 2.2(S) 1.5( ) ' 0. 0. 183. .0( ) .0( ) 2.8( ) ' 1 5. 12, 27, 45. 11. 83. 116. 143. 144. 20. 55. .4( ) .6( ) .9( .3( ) 1.3( ) 1.5( ) 1.7( ) 1.8( ) 4.1(S) 1.5( ) 0. 0. 182. t.0( ) .0( ) 2.8( ) 1 15. 9. 20. 31. 8. 60. 92. 126. 138. 28. 56. 0. 0. 175. .0( ) .0( ) 2.8( ) 8. 16.. 24. 7. 45. 73. 105. 118. 35. 59. .3( ) .5( ) .7( ) .3( ) 1.0( ) 1.2( ) 1.4( ) 1.6( ) 7.3(S) 1.6( ) 0. 0. 163. .0( ) .0( ) 2.7( ) 5. 13. 19. 5. 35. 59. 87. 98. 40. 60. .2( ) .4( ) .6( ) .2( ) .8( ) 1.1( ) 1.3( ) 1.5( ) 8.4(S) 1.6( ) 0. 0. 150. .0( ) .0( ) 2.6( ) 4. 10. 15. 4. 28. 49. 72. 82. 44. 60. .2( ) .4( ) .5( ) .2( ) .8( ) 1.0( ) 1.2( ) 1.4( ) 9.1(S) 1.6( ) 0. 0. 138. .0( ) .0( ) 2.5( ) 4. B. 12. 4. 23. 41. 61. 69. 46. 60. .2( ) .3( ) .5( ) .2( ) .7( ) .9( ) 1.1( ) 1.3( ) 9.6(S) 1.6( ) 0. 0. 128. .0( ) .0( ) 2.4( ) 3. 7. 10. 3. 19. 35. 53. 59. 48. 60. .2( ) .3( ) .4( ) .2( ) .6( ) .9( ) 1.1( ) 1.2( ) 9.9(S) 1.6( ) 0. 0. 120. .0( ) .0( ) 2.3( ) 2. 5. 8. 2. 15. 29. 46. 51. 48. 58. .1( ) .3( ) .4( ) .2( ) .6( ) .8( ) 1.0( ) 1.1( ) 10.0(S) 1.5( ) 0. 0. 111. .0( ) .0( ) 2.2( ) 1. 4. 6. 1. 12. 24. 39. 44. 48. 56. .1( ) .2( ) .3( ) .1( ) .5( ) .7( ) .9( ) t.0( ) 10.0(S) 1.5( ) 0. 0. 103. .0( ) .0( ) 2.1( ) 1. 3. 5. 1. 9. 20. 32. 37. 48. 54. .1( ) .2( ) .3( ) .1( ) .4( ) .7( ) .8( ) .9( ) 9.9(S) 1.5( ) 0. 0. 88. .0( ) .0( ) 1.9( ) 0. 2. 3. 1. 7. 16. 27. 31. 47. 53. .0( ) .2( ) .2( ) .1( ) .4( ) .6( ) .8( ) .8( ) 9.8(S) 1.5( ) 0. 0. 75. .0( ) .0( ) 1.8( ) 0. 2. 3. 0. 5. 13. 22. 26. 46. 51. .0( ) .1( ) .2( ) .1( ) .3( ) .5( ) .7( ) .8( ) 9.5(S) 1.4( ) 0. 0. 67. .0( ) .0( ) 1.7( ) 0. 1. 2. 0. 4. 11. 18. 21. 45. 49. ' 0. 0. 62. .0( ) .0( ) 1.6( ) 3 15. 0. 1. 2. 0. 3. 9. 15. 18. 43. 47. ' .0( ) .1( ) .2( ) .0( ) .2( ) 4( ) .6( ) .6( )' 8.9(S) 1.4( ) 0. 0. 58. ' .0( ) .0( ) 1.5( ) 3 25. 0. 1. 1. 0. 3. 7. 12. 15. 41. 45. ' .0( ) .1( ) .1( ) .0( ) .2( ) .4( ) .5( ) .6( ) 8.6(S) 1.3( ) 0. 0. 54. ' .0( ) .0( ) 1.5( ) 3 35. 0. 1. 1. 0. 2. 6. 10. 12. 40. 43. .0( ) .1( ) .1( ) .0( ) .2( ) .3( ) .5( ) .5( ) 8.2(S) 1.3( ) ' 0. 0. 51. .0( ) .0( ) 1.4( ) ' 3 45. 0. 1. 1. 0. 2. 5. 9. 10. 38. 41. .0( ) .1( ) .1( ) .0( ) .2( ) .3( ) .4( ) .5( ) 7.8(S) 1.3( ) ' 0. 0. 48. .0( ) .0( ) 1.4( ) 3 55. 0. 1. 1. 0. 1. 4. 7. 9. 36. 39. ' .0( ) .1( ) _1( ) .0( ) .2( ) .3( ) .4( ) .4( ) 7.5(S) 1.2( ) 0. 0. 45. ' .O( ) .O( ) 1.3( ) 4 5. 0. 0. 1. 0. 1. 4. 6. 8. 34. 37. ' .0( ) .1( ) .1( ) .0( ) 1( ) .3( ) .4( ) .4( ) 7.1(S) 1.2( ) 0. 0. 43. ' .0( ) .0( ) 1.3( ) 4 15. 0. 0. 1. 0. 1. 3. 6. 7. 32. 35. ' .0( ) .1( ) .1( ) .0( ) .1( ) .3( ) .3( ) .4( ) 6.7(S) 1.2( ) 0. 0. 40. .0( ) .O( ) 1.3( ) ' 4 25. 0. 0. 1. 0. 1. 3. 5. 6. 31. 33. .0( ) .1( ) .1( ) .0( ) .1( ) .2( ) .3( ) .3( ) 6.4(S) 1.1( ) ' 0. 0. 38. .0( ) .0( ) 1.2( ) ' 4 35. 0. 0. 0. 0. 1. 3. 4. 5. 29. 31. .0( ) .0( ) .1( ) .0( ) .1( ) .2( ) .3( ) .3( ) 6.0(S) 1.1( ) 0. 0. 36. ' .0( ) .0( ) 1.2( ) 4 45. 0. 0. 0. 0. 1. 3. 4. 5. 28. 29. ' .0( ) .0( ) .1( ) .0( ) .1( ) .2( ) .3( ) .3( ) 5.7(S) 1.1( ) 0. 0. 34. ' .0( ) .0( ) 1.1( ) 4 55. 0. 0. 0. 0. 1. 3. 4. 4. 26. 28. H6�91 ' 0. 0. 32. -0( ) -0( ) 1.1( > 5 5. 0. 0. 0. 0. 1. 2. 3. 4. 25. 26. ' .0( ) .0( ) .1( ) .0( ) .1( ) .2( ) .2( ) .3( ) 5.1(S) 1.0( ) ' 0. 0. 30. 5 15. 0. 0. 0. 0. 0. 2. 3. 3. 23. 25. ' .0( ) .0( ) .1( ) .0( ) .1( ) .2( ) .2( ) .3( ) 4.8(S) 1.0( ) 0. 0. 28. ' .0( ) .0( ) 1.0( ) 5 25. 0. 0. 0. 0. 0. 2. 3. 3. 22. 24. .0( ) .0( ) .1( ) .0( ) .1( ) .2( ) .2( ) .2( ) 4.6(S) .9( ) ' 0. 0. 27. .0( ) .0( ) 1.0( ) ' 5 35. 0. 0. 0. 0. 0. 2. 3. 3. 21. 22. .0( ) .0( ) .0( ) .0( ) .1( ) .2( ) .2( ) .2( ) 4.3(S) .9( ) ' 0. 0. 25. .0( ) .0( ) 1.0( ) 5 45. 0. 0._ 0. 0. 0. 2. 2. 3. 20. 21. ' .0( ) .0( ) .0( ) .0( ) .1( ) .2( ) .2( ) .2( ) 4.1(S) .9( ) 0. 0. 24. ' .0( ) .0( ) .9( ) 5 55. 0. 0. 0. 0. 0. 2. 2. 3. 19. 20. ' .0( ) .0( ) .0( ) .0( ) .1( ) .2( ) .2( ) .2( ) 3.8(S) .8( > 0. 0. 22. ' .0( ) .0( ) .9( ) 6 5. 0. 0. 0. 0. 0. 2. 2. 2. 18. 19. ' .0( ) .0( ) .0( ) .0( ) .1( ) .2( ) .2( ) .2( ) 3.6(S) .8( ) 0. 0. 21. .0( ) .0( ) .9( ) ' 6 15. 0. 0. 0. 0. 0. 2. 2. 2. 17. 18. .0( ) .0( ) .0( ) .0( ) .1( ) .2( ) .2( ) .2( ) 3.4(S) .8( ) ' 0. 0. 20. .0( ) .0( ) .8( ) ' 6 25. 0. 0. 0. 0. 0. 2. 2. 2. 16. 17. .0( ) .0( ) .0( ) .0( ) .1( .2( ) .2( ) .2( ) 3.2(S) .8( ) 0. 0. 19. ' .0( ) .0( ) 8( ) 6 35. 0. 0. 0. 0. 0. 2. 2. 2. 15. 16. .0( ) .0( ) .0( ) .0( ) .0( ) .2( ) .2( ) .2( ) 3.1(S) .7( ) 0. 0. 18. ' .0( ) .0( ) .8( ) 6 45. 0. 0. 0. 0. 0. 2. 2. 2. 14. 15. 97/91 0. 0. 17. ' .0( ) .0( ) .8( ) 6 55. 0. 0. 0. 0. .0. 2. 2. 2. 13. 14. .0( ) .0( ) .0( ) .0( ) .0( ) .2( ) .2( ) .2( ) 2.7(S). .7( ) 0. 0. 16. .0( ) .0( ) .7( ) 7 5. 0. 0. 0. 0. 0. 2. 2. 2. 12. 13. .0( ) .0( ) .0( ) .0( ) .0( ) .2( ) .2( ) .2( ) 2.6(S) .7( ) 0. 0. 15. .0( ) .0( ) .7( ) ' 7 15. 0. 0. 0. 0. 0. 2. 2. 2. 12. 13. .0( ) .0( ) .0( ) .0( ) .0( ) .2( ) .2( ) .2( ) 2.4(S) .6( ) ' 0. 0. 14. .0( ) .0( ) .7( ) 7 25. 0. 0. 0. 0. 0. 2. 2. 2. 11. 12. .0( ) .0( ) .0( ) .0( ) .0( ) .2( ) .2( ) .2( ) 2.3(S) .6( ) ' 0. 0. 14. .0( ) .0( ) .7( ) 7 35. 0. 0. 0. 0. 0. 1. 2. 2. 11. 11. ' .0( ) .0( ) .0( ) .0( ) .0( ) .2( ) .2( ) .2( ) 2.2(S) .6( ) 0. 0. 13. ' 7 45. 0. 0. 0. 0. 0. 1. 2. 2. 10. 11. ' .0( ) .0( ) .0( ) .0( ) A( ) .2( ) .2( ) .2( ) 2.1(S) .6( ) 0. 0. 12. ' .0( ) .0( ) .6( ) 7 55. 0. 0. 0. 0. 0. 1. 2. 2. 9. 10. .0( ) .0( ) .0( ) .0( ) .0( ) .2( ) .2( ) .2( ) 2.0(S) .6( ) ' 0. 0. 12. .0( > .0( ) .6( ) ' 8 5. 0. 0. 0. 0. 0. 1. 2. 2. 9. 10. .0( ) .0( ) .0( ) .0( ) .0( ) .2( ) .2( ) .2( ) 1.8(S) .6( ) ' 0. 0. 11. .0( ) .0( ) .6( ) ' 8 15. 0. 0. 0. 0. 0. 1. 2. 2. 8. 9. .0( ) .0( ) .0( ) .0( ) .0( ) .2( ) .2( ) .2( ) 1.8(S) .5( ) 0. 0. 10. ' .0( ) .0( ) .6( ) 8 25. 0. 0. 0. 0, 0. 1. 1. 2. 8. 9. ' .0( ) .0( ) .0( ) .0( ) .0( ) .2( ) .2( ) .2( ) 1.7(S) .5( ) 0. 0. 10. ' .0( ) .0( ) .6( ) 8 35. 0. 0. 0. 0. 0. 1. 1. 2. 8.. 8. y8191 0. 0. 9. .0( ) .0( ) .5( ) 8 45. 0. 0. 0. 0. 0. 1. 1. 1. 7. 8. .0( ) .0( ) .0( ) .0( ) .0( ) .2( ) .2( ) .2( ) 1.5(S) .5( > 0. 0. 9. ' .0( ) .0( ) .5( ) 8 55. 0. 0. 0. 0. .0. 1: 1. 1. 7. 7. .0( ) .0( ) .0( ) .0( ) .0( ) .2( ) .2( ) .2( ) 1.4(S) .5( ) 0. 0. 8. ' .0( ) .0( ) .5( ) 9 5. 0. 0. 0. 0. 0. 1. 1. 1. 6. 7. .0( ) .0( ) .0( ) .0( ) .0( ) .1( ) .2( ) .2( ) 1.3(S) .5( ) ' 0. 0. 8. .0( ) .0( ) .5( ) 9 15. 0. 0. 0. 0. 0. 1. 1. 1. 6. 7. .0( ) .0( ) .0( ) .0( ) .0( ) .1( ) .2( ) .2( ) 1.3(S) .4( ) ' 0. 0. 8. .0( ) .0( ) .5( ) 9 25. 0. 0. 0. 0. 0. 1. 1. 1. 6. 6. ' .0( ) .0( ) .0( ) .0( ) .0( ) .1( ) .2( ) .2( ) 1.2(S) .4( ) 0. 0. 7. ' .0( ) .0( ) .5( ) 9 35. 0. 0. 0. 0. 0. 1. 1. 1. 6. 6. ' .0( ) .0( ) .0( ) .0( ) .0( ) .1( ) .1( ) .1( ) 1.2(S) .4( ) 0. 0. 7. ' .0( ) .0( ) .5( ) 9 45. 0. 0. 0. 0. 0. 1. 1. 1. 5. 6. .0( ) .0( ) .0( ) .0( ) .0( ) .1( ) .1( ) .1( ) 1.1(S) .4( ) ' 0. 0. 6 .0( ) .0( ) .4( ) ' 9 55. 0. 0. 0. 0. 0. 1. 1. 1. 5. 5. .0( ) .0( ) .0( ) .0( ) .0( ) .1( ). .1( ) .1( ) 1.0(S) .4( ) 0. 0. 6. 1 .0( ) .0( ) .4( ) IN/ .5"bi SPRING CREEK HYDROLOGY; INCLUDING PORTION OF F CAN. IMP.BASIN --FILE:SCEX2YR.EX YR EXIST. COND.; W/DETENTION U.S. OF BNRR; 5/86, REV 6/86, REV 1/87, REV 5/91 ** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS *** CONVEYANCE PEAK STAGE STORAGE TIME ' ELEMENT (CFS) (FT) (AC -FT) (HR/MIN) 113 4. 1.2 .0 0 40. 117 1. .5 .1 1 25. ' 116 1. .7 .1 1 5. 115 0. .5 .2 2 0. 114 24. 1.4 0 45. ' 112 5. 1.2 .1 0 50. 129 25. 1.3 0 50. 128 5. .8 1 5. 111 52. 3.2 0 45. ' 127 55. 3.5 0 45. 243 69. .9 0 35. 109 56, 3.4 0 45. ' 242 87. 1.1 0 40. 110 17. 2.1 0 35. 108 12. 1.0 0 35. 126 53. 1.8 0 50. ' 308 1. .1 .8 2 5. 240 48. .6 0 40. 241 85. 1.2 0 45. ' 106 51. 1.8 0 40. 105 22. 2.3 0 40. 107 7. 1.3 0 40. ' 124 54. 1.8 0 55. 250 8. .4 0 45. 306 5. .1 .3 1 0. 305 12. .1 1.3 1 15. ' 239 117. 1.5 0 50. 104 81. 2.8 0 40. 123 53. 1.6 1 0. ' 102 25. 2.1 0 40. 251 23. 1.0 0 40. 307 10. .1 .9 1 10. ' 238 131. 1.6 0 55. 103 25. 2.0 1.4 1 5. 120 60. 1.4 1 0. ' 252 21. 1.6 0 50. ' 237 143. 1.7 1 5. 261 24. .5 0 40. 257 41. 1.0 0 40. ' 121 25. 3.2 1 10. 119 60. 1.5 1 5. 253 21. 1.0 0 50. 236 144. 1.8 1 10. 262 25. .2 0 45. 258 55. 1.1 0 40. 122 25. 3.1 1 15. ' 118 62. 1.2 1S. 304 48. .1 10.0 2 20. 263 21. .2 1 0. ' 259 74. .7 0 45. 101 87. 1.2 1 5. 235 60. 1.6 2 0. ' 260 93. 1.4 0 55. 232 183. 2.8 1 0. 254 41. .2 0 45. 51 11. .1 .2 0 50. t 225 83. 2.0 0 45. 264 115. 1.0 1 5. 231 195. 2.9 1 5. ' 256 25. 1.1 0 40. 255 36. 1.3 0 55. 160 10. .9 0 55. ' 223 32. 2.1 0 45. 224 58. 2.9 0 55. 265 117. .6 1 10. 229 8. 1.5 0 40. ' 230 263. 1.7 1 5. 50 2. .1 .7 2 35. 222 73. 3.1 1 5. ' 227 115. .7 1 25. 228 265. 2.6 1 10. 161 2. .4 2 50. 220 36. 1.0 0 45. ' 221 110. 3.3 1 10. 226 376. 4.3 1 25. 215 25. 1.1 1 30. ' 219 495. 4.4 1 25. 214 25. 1.1 1 40. 217 58. 2.2 0 50. ' 218 27. 1.5 0 45. 303 485. .1 1.4 1 35. 200 25. 1.3 1 40. 216 522. 3.8 1 35. ' 213 555. 4.9 1 35. 211 56. .1 0 50. 212 561. 2.9 1 35. ' 208 4. .1 1.2 1 55. 210 51. 2.1 0 55. 209 567. 3.9 1 40. 207 4. .3 2 - 5. ' 206 605. 4.4 1 40. 205 625. 4.6 1 45. 302 623. .1 3.4 1 50. 202 641. 3.7 1 50. 203 31. .7 1 50. 301 641. 3.3 1 50. ' 201 666. 3.1 2 5. t 1 300 666. (DIRECT FLOW) 2 5. Cp oe- FP),lfer) No �a9 e 52 Iq I for fh .5 iseQ run ' SWMM MODEL ORIGINAL 10 YEAR STORM OUTPUT I .s Y/9 I 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) TAPE OR DISK ASSIGNMENTS BOYLE ENGINEERING CORPORATION (MARCH 1985, JULY 1985) ' JIN(1) JIN(2) JIN(3) 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) J0UT(5) J0UT(6) J0UT(7) J0UT(8) JOUT(9) JOLT (10) ' 1 2 0 0 0 0 0 0 0 0 NSCRAT(1) NSCRAT(2) NSCRAT(3) NSCRAT(4) NSCRAT(5) 3 4 0 O 0 1 WATERSHED PROGRAM CALLED ' *** ENTRY MADE TO RUNOFF MODEL *** 'SPRING CREEK HYDROLOGY; INCLUDING PORTION OF F CAN. IMP.BASIN --FILE:SCEXIOYR.EX 10-YR EXIST. COND.; W/DETENTION U.S. OF BNRR; 5/86, REV 6/86, REV 1/87 ONUMBER OF TIME STEPS 120 INTEGRATION TIME INTERVAL (MINUTES) 5.00 1.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH FOR 25 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES OFOR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR ' 48 .60 .72 .96 2.16 3.12 5.64 2.28 .72 .60 .60 .48 .36 .24 .24 .12 .12 .12 .12 .12 .00 1 ' SPRING CREEK HYDROLOGY; INCLUDING PORTION OF F CAN. IMP.BASIN--FILE:SCEXIOYR.EX 10-YR EXIST. COND.; W/DETENTION U.S. OF BNRR; 5/86, REV 6/86, REV 1/87 1.12 .84 .12 .12 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 .013 .250 .100 .300 3.00 .50 .00180 143 237 1800. 151.0 10.0 .0220 .020 .250 .100 .300 2.30 .90 .00180 1 5519 j 144 237 1200. 127.0 14.0 .0130 .020 .250 .100 .300 2.30 .80 .00180 238 800, 30.0 10.0 .0090 .020 .250 .100 .300 1.60 .65 .00180 '145 146 238 2500. 274.0 10.0 .0530 .020 .250 .100 .300 1.80 .90 .00180 147 239 1500. 125.0 10.0 .0800 .020 .250 .100 .300 1.50 .80 .00180 148 240 3500. 234.0 10.0 .2300 .020 .250 .100 .300 1.50 .70 .00180 149 239 1000. 47.0 10.0 .0100 .020 .250 .100 .300 2.30 .90 .00180 241 1700. 97.0 10.0 .0700 .020 .250 .100 .300 1.50 .80 .00180 '150 151 241 800. 38.0 10.0 .0220 .020 .250 .100 .300 1.80 .95 .00180 152 242 1500. 90.0 10.0 .0270 .020 .250 .100 .300 1.40 .70 .00180 153 242 1500. 109.0 10.0 .0360 .020 .250 .100 .300 1.40 .50 .00180 154 243 3600. 297.0 10.0 .1300 .020 .250 .100 .300 1.95 .90 .00180 203 2500. 23.0 36.0 .0100 .020 .250 .100 .300 1.50 .75 .00180 '103 •2 0 0. .0 .0 .0300 .013 .250 .100 .300 2.00 1.40 .00180 1 101 550. 11.5 20.0 .0160 .016 .250 .100 .300 2.00 1.40 .00180 100 118 780. 24.2 15.0 .0160 .016 .250 .100 .300 2.00 1.40 .00180 119 500. 9.9 11.0 .0210 .016 .250 .100 .300 2.00 1.40 .00180 '200 2 102 1400. 33.7 40.0 .0100 .016 .250 .100 .300 2.00 1.40 .00180 3 103 910. 20.9 20.0 .0160 .016 .250 .100 .300 2.00 1.40 .00180 4 104 519. 8.3 40.0 .0100 .016 .250 .100 .300 2.00 1.40 .00180 5 105 1151. 37.0 40.0 .0200 .016 .250 .100 .300 2.00 1.40 .00180 106 1333. 55.1 40.0 .0100 .016 .250 .100 .300 2.00 1.40 .00180 '6 7 107 500. 8.0 40.0 .0130 .016 .250 .100 .300 2.00 1.40 .00180 8 108 820. 41.3 10.0 .0100 .016 .250 .100 .300 2.00 1.40 .00180 9 109 300. 7.1 10.0 .0100 .016 .250 .100 .300 2.00 1.40 .00180 110 700. 20.0 30.0 .0330 .016 .250 .100 .300 2.00 1.40 .00180 '10 11 111 1300. 42.1 60.0 .0100 .016 .250 .100 .300 2.00 1.40 .00180 12 112 400. 6.3 40.0 .0100 .016 .250 .100 .300 2.00 1.40 .00180 13 113 394. 8.6 29.0 .0200 .016 .250 .100 .300 2.00 1.40 .00180 14 114 1000. 32.7 60.0 .0160 .016 .250 .100 .300 2.00 1.40 .60180 15 115 300. 3.5 90.0 .0040 .016 .250 .100 .300 2.00 1.40 .00180 16 116 340. 3.3 90.0 .0040 .016 .250 .100 .300 2.00 1.40 .00180 17 117 220. 2.2 90.0 .0040 .016 .250 .100 .300 2.00 1.40 .00180 160 162 2000. 239.0 40.0 .0100 .016 .250 .100 .300 2.00 1.40 .00180 0 0. .0 .0 .0300 .013 .250 .100 .300 2.00 1.40 .00180 '•2 134 231 1500. 30.0 10.0 .0190 .020 .250 .100 .300 .80 .20 .00180 135 231 1100. 61.0 23.0 .0140 .020 .250 .100 .300 .90 .43 .00180 136 232 2640. 146.0 39.0 .0150 .020 .250 .100 .300 1.60 .80 .00180 137 232 1600. 50.0 31.0 .0150 .020 .250 .100 .300 1.20 .50 .00180 235 1400. 133.0 45.0 .0110 .020 .250 .100 .300 1.60 1.10 .00180 '138 139 235 1400. 27.0 15.0 .0200 .020 .250 .100 .300 1.50 .70 .00180 141 236 1600. 71.0 10.0 .0130 .020 .250 .100 .300 1.80 .80 .00180 142 236 1200. 55.0 10.0 .0120 .020 .250 .100 .300 1.80 .80 .00180 226 1500. 126.0 17.0 .0250 .020 .250 .100 .300 .90 .60 .00180 '127 128 226 2000. 51.0 40.0 .0290 .020 .250 .100 .300 1.38 .75 .00180 129 227 2800. 78.0 33.0 .0400 .020 .250 .100 .300 1.70 .90 .00180 130 228 2800. 157.0 18.0 .0150 .020 .250 .100 .300 1.00 .60 .00180 131 229 1000. 11.0 45.0 .0250 .020 .250 .100 .300 2.00 1.00 .00180 230 850. 72.0 32.0 .0160 .020 .250 .100 .300 1.10 .55 .00180 '132 133 230 1800. 37.0 60.0 .0170 .020 .250 .100 .300 2.00 1.00 .00180 101 201 800. 24.0 30.0 .0036 .020 .250 .100 .300 .80 .20 .00180 102 201 2600. 305.0 10.0 .0033 .020 .250 .100 .300 1.50 .60 .00180 203 3000, 179.0 68.0 .0100 .100 .500 .100 .300 1.50 .75 .00180 '104 105 202 800. 137.0 46.0 .0170 .020 .250 .100 .300 .90 .60 .00180 106 205 2400. 46.0 62.0 .0170 .016 .250 .100 .300 2.00 .90 .00180 107 205 1500. 152.0 35.0 .0150 .020 .250 .100 .300 .90 .60 .00180 108 206 1400. 67.0 41.0 .0200 .020 .250 .100 .300 1.00 .70 .00180 109 206 1800. 85.0 54.0 .0150 .016 .250 .100 .300 1.40 .75 .00180 110 208 1500. 51.0 41.0 .0087 .020 .250 .100 .300 .75 .50 .00180 111 209 1200. 28.0 42.0 .0231 .020 .250 .100 .300 1.13 .63 .00180 112 209 2000. 66.0 42.0 .0300 .016 .250 .100 .300 1.10 .75 .00180 211 11500, 132.0 46.0 .0056 .016 .250 .100 .300 1.50 .75 .00180 '113 114 212 2000. 63.0 40.0 .0200 .016 .250 .100 .300 1.25 .70 .00180 115 212 1200. 29.0 35.0 .0250 .020 .250 .100 .300 1.13 .63 .00180 116 213 1100. 69.0 36.0 .0286 .016 .250 .100 .300 1.13 .65 .00180 117 213 1420. 39.0 45.0 .0300 .016 .250 .100 .300 1.50 .80 .00180 215 915. 147.0 45.0 .0063 .016 .250 .100 .300 1.50 .80 .00180 '118 119 216 1090. 45.0 50.0 .0375 .016 .250 .100 .300 1.13 .65 .00180 120 217 3920. 81.0 72.0 .0100 .016 .250 .100 .300 1.70 .88 .00180 121 218 1000. 99.0 28.0 .0080 .020 .250 .100 .300 .75 .50 .00180 219 1600. 92.0 31.0 .0200 .020 .250 .100 .300 1.50 .80 .00180 '122 123 220 2200. 57.0 60.0 .0050 .020 .250 .100 .300 1.50 .80 .00180 124 221 2800. 180.0 40.0 .0050 .016 .250 .100 .300 1.50 .80 .00180 C 1 125 223 2050. 61.0 40.0 .0125 .016 .250 .100 .300 .50 .80 .00180 126 155 225 250 5280, 1800. 97.0 73.6 65.0 10.0 .0125 .0180 .016 .020 .250 .250 .100 .100 .300 .300 1.50 1.85 .80 .90 .00180 .00180 156 251 1000. 110.0 10.0 .0200 .020 .250 .100 .300 1.90 1.00 .00180 166 254 900. 135.0 30.0 .0300 .020 .250 .100 .300 1.60 .80 .00180 167 256 900. 56.0 30.0 .0400 .020 .250 .100 .300 2.00 1.00 .00180 157 257 3000. 225.0 10.0 .3300 .020 .250 .100 .300 1.58, .80 .00180 158 258 4000. 121.0 15.0 .0360 .020 .250 .100 .300 1.50 .80 .00180 162 259 6000. 126.0 20.0 .0300 .020 .250 .100 .300 1.69 .80 .00180 163 260 2500. 157.0 23.0 .0300 .020 .250 .100 .300 1.20 .60 .00180 159 261 2000, 89.0 15.0 .0300 .020 .250 .100 .300 1.60 '160 262 1500. 47.8 20.0 .0290 .020 .250 .100 .300 1.75 .80 .90 .00180 .00180 161 263 700. 34.0 10.0 .0220 .020 .250 .100 .300 1.75 .90 .00180 164 264 2000. 153.0 18.0 .0470 .020 .250 .100 .300 1.63 .85 .00180 165 265 4300. 137.0 14.0 .0670 .020 .250 .100 .300 1.50 .80 .00180 TOTAL NUMBER OF SUBCATCHMENTS, 86 TOTAL TRIBUTARY AREA (ACRES), 7157.10 CREEK HYDROLOGY; INCLUDING PORTION OF F CAN. IMP.BASIN --FILE:SCEXIOYR.EX 'SPRING 10-YR EXIST. COND.; W/DETENTION U.S. OF BNRR; 5/86, REV 6/86, REV 1/87 '*** CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM2-PC MODEL *** WATERSHED AREA (ACRES) 7157.100 ' TOTAL RAINFALL (INCHES) 1.784 TOTAL INFILTRATION (INCHES) .905 'TOTAL WATERSHED OUTFLOW (INCHES) .667 TOTAL SURFACE STORAGE AT END OF STROM (INCHES) .213 ' ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL -.006 'SPRING CREEK HYDROLOGY; INCLUDING PORTION OF F CAN. IMP.BASIN --FILE:SCEXIOYR.EX 10-YR EXIST. COND.; W/DETENTION U.S. OF BNRR; 5/86, REV 6/86, REV 1/87 WIDTH INVERT SIDE SLOPES OVERBANK/SURCHARGE GUTTER GUTTER NDP NP OR DIAM LENGTH SLOPE HORIZ TO VERT MANNING DEPTH JK NUMBER CONNECTION (FT) (FT) (FT/FT) L R N (FT) 243 242 0 4 CHANNEL 8.0 1300. .0400 5.0 5.0 .040 6.00 0 OVERFLOW 22.0 1300. .0400 15.0 15.0 .040 50.00 242 241 0 4 CHANNEL 8.0 1900. .0210 10.0 10.0 .040 6.00 0 OVERFLOW 20.0 1900. .0210 20.0 20.0 .040 50.00 241 239 0 4 CHANNEL 8.0 1700. .0130 10.0 10.0 .040 6.00 0 OVERFLOW 20.0 1700. .0130 20.0 20.0 .040 50.00 240 239 0 1 CHANNEL 8.0 550. .0400 100.0 100.0 .100 50.00 0 239 238 0 4 CHANNEL 8.0 2000. .0100 10.0 10.0 .040 6.00 0 OVERFLOW 19.0 2000. .0100 20.0 20.0 .040 50.00 238 237 0 4 CHANNEL 8.0 1400. .0100 9.0 9.0 .040 6.00 0 OVERFLOW .0 1400. .0100 100.0 100.0 .040 50.00 237 236 0 4 CHANNEL 8.0 2100. 01b0 9.0 9.0 .040 6.00 0 OVERFLOW .0 2100. .0100 100.0 100.0 .040 50.00 236 304 0 4 CHANNEL 8.0 1600. .0110 6.0 6.0 .040 4.00 0 OVERFLOW 10.0 1600. .0110 30.0 30.0 .040 50.00 304 235 3 2 PIPE .1 82. .0050 .0 .0 .015 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 62.1 300.0 563.6 58000.0 235 232 0 4 CHANNEL 8.0 1400. .0070 2.0 2.0 .040 6.00 0 OVERFLOW 15.0 1400. .0070 30.0 30.0 .040 50.00 250 251 0 4 CHANNEL 5.0 2000. .0130 20.0 20.0 .040 2.00 0 'S 57�g1 1 OVERFLOW 5.0 2000. .0130 100.0 100.0 .080 100.00 251 252 0 4 CHANNEL 4.0 1300, 0140 3.0 3.0 .040 2.30 0 OVERFLOW 4.0 1300. .0140 50.0 50.0 .080 100.00 252 253 0 5 PIPE 2.0 2300. .0130 .0 .0 .015 2.00 0 OVERFLOW 60.0 2300. .0130 2.0 2.0 .015 5.00 253 304 0 5 PIPE 3.0 1700. .0230 .0 .0 .015 3.00 0 OVERFLOW 5.0 1700. .0230 3.0 3.0 .040 8.00 ' 254 255 0 1 CHANNEL 60.0 2000. .0270 2.0 2.0 .016 5.00 0 255 230 0 4 CHANNEL 1.0 1500. .0130 6.0 6.0 .040 2.00 0 OVERFLOW 1.0 1500. .0130 50.0 50.0 .040 100.00 256 230 0 4 CHANNEL 1.0 1200, 0130 6.0 6.0 .040 2.00 0 OVERFLOW 1.0 1200. .0130 50.0 50.0 .040 100.00 257 258 0 1 CHANNEL 5.0 1500. .0100 10.0 10.0 .040 100.00 0 258 259 0 1 CHANNEL 5.0 2000. .0150 10.0 10.0 .040 100.00 0 259 260 0 4 CHANNEL 20.0 3000. .0300 4.0 4.0 .040 3.00 0 OVERFLOW 20.0 3000. .0300 100.0 100.0 .080 100.00 ' 260 264 0 4 CHANNEL 5.0 2600. .0200 5.0 5.0 .040 1.00 0 OVERFLOW 5.0 2600. .0200 5.0 100.0 .080 100.00 261 262 0 4 CHANNEL 1.0 2000. .0120 1.0 33.0 .016 1.00 0 OVERFLOW 1.0 2000. .0120 33.0 33.0 .016 100.00 262 263 0 1 CHANNEL 60.0 2000. .0110 10.0 10.0 .030 100.00 0 263 275 0 1 CHANNEL 60.0 2000. .0110 10.0 10.0 .030 100.00 0 275 264 0 1 CHANNEL 60.0 1000. .0110 10.0 10.0 .030 100.00 0 264 265 0 1 CHANNEL 10.0 2500. .0200 20.0 20.0 .040 100.00 0 265 227 0 1 CHANNEL 50.0 2500. .0170 4.0 4.0 .040 100.00 0 ' 232 231 0. 4 CHANNEL 8.0 2640. .0069 2.0 2.0 .040 5.00 0 OVERFLOW .0 2640. .0069 35.0 35.0 .040 50.00 231 230 0 4 CHANNEL 8.0 1600. .0069 2.0 2.0 .040 4.00 0 OVERFLOW .0 1600. .0069 35.0 35.0 .040 50.00 230 228 0 4 CHANNEL 37.0 1800. .0063 2.0 2.0 .040 2.00 0 ' OVERFLOW 16.0 1800. .0063 3.0 3.0 .040 10.00 229 228 0 5 PIPE 1.5 1000. .0050 .0 .0 .015 1.50 0 OVERFLOW 100.0 1000. .0050 2.0 2.0 .016 5.00 228 226 0 4 CHANNEL 18.0 2800. .0057 2.0 2.0 .040 3.00 0 OVERFLOW 120.0 2800. .0057 4.0 4.0 .040 50.00 227 226 0 1 CHANNEL 80.0 2300. .0060 4.0 4.0 .040 50.00 0 226 219 0 4 CHANNEL 8.0 2100. .0050 2.0 2.0 .040 4.00 0 OVERFLOW .0 2100. .0050 100.0 100.0 .040 50.00 225 224 0 5 PIPE 1.8 1800: .0060 .0 .0 .015 1.80 0 ' OVERFLOW 100.0 1800. .0060 2.0 2.0 .016 5.00 224 222 0 5 PIPE 2.8 2100. .0050 .0 .0 .015 2.80 0 OVERFLOW 100.0 2100. .0050 2.0 2.0 .016 6.00 223 222 0 5 PIPE 2.0 1400. .0080 .0 .0 .015 2.00 0 OVERFLOW 100.0 1400. .0080 2.0 2.0 .016 5.00 222 221 0 5 PIPE 3.0 2000. .0080 .0 .0 .015 3.00 0 OVERFLOW 100.0 2000. .0080 2.0 2.0 .016 5.00 221 219 0 5 PIPE 3.0 2800. .0050 .0 .0 .015 3.00 0 OVERFLOW 100.0 2800. .0050 2.0 2.0 .016 5.00 220 219 0 1 CHANNEL 10.0 1300. .0080 5.0 3.0 .040 10.00 0 219 303 0 4 CHANNEL 8.0 1600. .0080 2.0 2.0 .040 4.00 0 OVERFLOW .0 1600. .0080 100.0 100.0 .040 50.00 303 216 13 2 PIPE .1 30. .1000 .0 .0 .080 .10 0 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .9 456.0 4.0 639.0 13.3 730.0 22.5 897.0 49.2 1130.0 60.7 1250.0 95.9 1460.0 131.0 1680.0 181.5 1935.0 232.0 2230.0 297.0 2770.0 362.0 2920.0 232 0 1 CHANNEL 7.0 750. .0146 .0 .0 .016 4.60 0 '101 118 101 0 1 CHANNEL 8.0 590. .0100 4.0 4.0 .035 4.00 0 119 118 0 1 CHANNEL 4.0 729. .0110 4.0 4.0 .035 5.00 0 102 120 0 5 PIPE 2.0 1100. .0100 .0 .0 .013 2.00 0 OVERFLOW 1.0 1100. .0100 33.0 33.0 .016 100.00 ' 122 101 0 5 PIPE 2.8 729. .0110 .0 .0 .035 2.80 0 OVERFLOW 4.0 729. .0110 4.0 4.0 .035 5.00 104 103 0 5 PIPE 4.0 500. .0044 .0 .0 .013 4.00 0 OVERFLOW 1.0 500. .0044 33.0 33.0 .016 100.00 103 121 6 2 PIPE 2.0 200. .0029 .0 .0 .013 2.00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 9.0 .9 12.0 5.7 15.0 21.9 20.0 47.5 40.0 60.0 50.0 120 119 0 1 CHANNEL 2.5 650. .0165 4.0 4.0 .030 50004.50 0 124 123 0 1 CHANNEL 2.0 900. .0060 4.0 4.0 .035 4.50 0 ' 121 122 0 5 PIPE 2.0 410. .0026 .0 .0 .013 2.00 0 OVERFLOW 2.0 410. .0026 4.0 4.0 .035 4.50 105 104 0 5 PIPE 2.0 1500. OVERFLOW 1.0 1500. ' 106 104 0 5 PIPE 3.5 1050. OVERFLOW 1.0 1050. .126 124 0 1 CHANNEL 2.0 1140. 108 124 0 5 PIPE 2.5 80. OVERFLOW 1.0 80. 127 109 0 5 PIPE 1.5 51. OVERFLOW 1.0 51. 109 126 0 5 PIPE 2.0 115. OVERFLOW 1.0 115. ' 107 123 0 5 PIPE 1.8 633. OVERFLOW -1.0 633. 123 120 0 1 CHANNEL 4.0 1300. 110 106 0 5 PIPE 2.0 80. OVERFLOW 1.0 80. 111 127 0 1 CHANNEL 2.0 800. 112 128 2 2 PIPE 1.2 30. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .5 5.6 ' 113 112 2 2 PIPE 1.2 50. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 2.4 3.0 128 127 0 1 CHANNEL 1.0 .1300. 114 129 0 1 CHANNEL 1.0 1200. ' 115 129 2 2 PIPE .5 50. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .8 .1 116 129 2 2 PIPE .7 50. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .6 1.8 117 129 2 2 PIPE .5 50. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .5 .7 129 111 0 1 CHANNEL 2.0 1000. 161 219 0 2 PIPE 2.0 4000. 218 216 0 5 PIPE 2.5 2800. OVERFLOW 100.0 2800. 50 161 4 2 PIPE .1 10. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 5.0 12.5 10.9 26.0 160 50 0 2 PIPE 5.0 1700. 51 160 5 2 PIPE .1 10. ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.2 75.0 3.2 145.0 162 51 0 4 CHANNEL 30.0 2000. OVERFLOW .0 2000. ' 217 216 0 5 PIPE 2.0 2400. OVERFLOW 100.0 2400. 216 213 0 4 CHANNEL 8.0 1200. OVERFLOW 8.0 1200. 213 212 0 4 CHANNEL 8.0 2000. OVERFLOW 7.0 2000. 215 214 0 5 PIPE 1.0 2700. OVERFLOW 400.0 2700. 214 200 0 5 PIPE 1.0 1350. OVERFLOW 100.0 1350. 200 213 0 5 PIPE 2.0 1100. OVERFLOW .0 1100. 212 209 0 4 CHANNEL 20.0 1300. OVERFLOW 7.0 1300. ' 209 206 0 4 CHANNEL 8.0 1100. OVERFLOW .0 1100. 211 210 0 1 CHANNEL 280.0 2500. 210 206 0 5 PIPE 2.0 1600. OVERFLOW 60.0 1600. 206 205 0 4 CHANNEL 8.0 2200. OVERFLOW .0 2200. 208 207 3 2 PIPE .1 5. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 5.0 16.0 6.3 146.0 207 205 0 1 CHANNEL 5.0 1500. .0050 .0 .0 .013 2.00 .0050 33.0 33.0 .016 100.00 .0100 .0 .0 .013 3.50 .0100 33.0 33.0 .016 100.00 .0060 4.0 4.0 .035 4.50 .0070 .0 .0 .013 4.00 .0070 33.0 33.0 .016 100.00 .0160 .0 .0 .016 3.00 .0160 33.0 33.0 .016 100.00 .0200 .0 .0 .016 3.00 .0200 33.0 33.0 .016 100.00 .0020 .0 .0 .013 1.80 .0020 33.0 33.0 .016 100.00 .0060 4.0 4.0 .035 4.50 .0050 .0 .0 .013 2.00 .0050 33.0 33.0 .016 100.00 .0200 .3 .3 .040 3.50 .0050 .0 .0 .013 1.20 .0050 .0 .0 .013 1.20 .0094 5.0 5.0 .060 3.00 .0111 5.0 5.0 .060 3.00 .0050 .0 .0 .013 .50 .0050 .0 .0 .013 .70 .0050 .0 .0 .013 .50 .0100 3.0 3.0 .0100 .0 .0 .0133 .0 .0 .0133 6.0 6.0 .0100 .0 .0 17.8 35.0 .0046 .0 .0 .0100 .0 .0 6.4 197.0 10.8 .0040 .0 .0 .0040 50.0 50.0 .0060 .0 .0 .0060 2.0 2.0 .0070 7.0 3.0 .0070 100.0 100.0 .0070 2.0 2.0 .0070 100.0 65.0 .0063 .0 .0 .0063 2.0 2.0 .0050 .0 .0 .0050 2.0 2.0 .0275 .0 .0 .0275 2.0 2.0 .0070 6.0 9.0 .0070 65.0 90.0 .0080 2.0 2.0 .0080 150.0 30.0 .0056 2.0 2.0 .0200 .0 .0 .0200 6.0 6.0 .0090 2.0 2.0 .0090 10.0 10.0 .0100 .0 .0 0250 4.0 4.0 0 0 0 0 0 0 035 3.00 0 016 2.00 0 015 2.50 0 016 5.00 100 .10 0 .016 .100 238.0 .016 .060 .015 .016 .040 .040 .040 .040 .015 .016 .015 .016 .015 .016 .040 .040 .040 .040 .016 .015 .016 .040 .040 .015 040 5.00 .10 .50 10.00 2.00 5.00 8.00 50.00 6.00 50.00 1.00 5.00 1.00 5.00 2.00 5.00 6.00 50.00 3.00 50.00 5.00 2.00 5.00 3.00 50.00 .10 5.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 205 302 0 4 CHANNEL 8.0 2400. OVERFLOW .0 2400. 302 202 5 2 PIPE .1 32. ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 3.5 644.0 13.8 1260.0 202 301 0 4 CHANNEL 10.0 400. OVERFLOW 2.0 400. ' 301 201 0 4 CHANNEL 10.0 750. OVERFLOW 52.0 750. 203 201 0 1 CHANNEL 5.0 3000. 201 300 0 4 CHANNEL 10.0 2500, OVERFLOW 160.0 2500. TOTAL NUMBER OF GUTTERS/PIPES, 95 .0080 2.0 2.0 .040 3.00 .0080 10.0 10.0 .040 50.00 .0050 .0 .0 .015 .10 35.5 1853.0 98.0 3744.0 .0050 6.0 10.0 .040 4.00 .0050 100.0 100.0 .040 50.00 .0029 2.0 2.0 .035 1.00 .0029 3.0 3.0 .040 15.00 .0033 50.0 50.0 .040 50.00 .0036 3.0 3.0 .040 2.00 .0036 4.0 4.0 .040 50.00 SPRING CREEK HYDROLOGY; INCLUDING PORTION OF F CAN. IMP.BASIN--FILE:SCEXIOYR.EX 10-YR EXIST. COND.; W/DETENTION U.S. OF BNRR; 5/86, REV 6/86, REV 1/87 0 0 0 0 0 0 ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES GUTTER TRIBUTARY GUTTER/PIPE TRIBUTARY SUBAREA D.A.(AC) ' 50 160 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 239.0 51 162 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 239.0 ' 101 118 122 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 375.7 102 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 33.7 103 104 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 141.3 ' 104 105 106 0 0 0 0 0 0 0 0 4 0 0 0 0 0 0 0 0 0 120.4 105 0 0 0 0 0 0 0 0 0 0 5 0 0 0 0 0 0 0 0 0 37.0 ' 106 110 0 0 0 0 0 0 0 0 0 6 0 0 0 0 0 0 0 0 0 75.1 107 0 0 0 0 0 0 0 0 0 0 7 0 0 0 0 0 0 0 0 0 8.0 ' 108 0 0 0 0 0 0 0 0 0 0 8 0 0 0 0 0 0 0 0 0 41.3 109 127 0 0 0 0 0 0 0 0 0 9 0 0 .0 0 0 0 0 0 0 105.8 ' 110 0 0 0 0 0 0 0 0 0 0 10 0 0 0 0 0 0 0 0 0 20.0 111 129 0 0 0 0 0 0 0 0 0 11 0 0 0 0 0 0 0 0 0 83.8 112 113 0 0 0 0 0 0 0 0 0 12 0 0 0 0 0 0 0 0 0 14.9 ' 113 0 0 0 0 0 0 0 0 0 0 13 0 0 0 0 0 0 0 0 0 8.6 114 0 0 0 0 0 0 0 0 0 0 14 0 0 0 0 0 0 0 0 0 32.7 ' 115 0 0 0 0 0 0 0 0 0 0 15 0 0 0 0 0 0 0 0 0 3.5 116 0 0 0 0 0 0 0 0 0 0 16 0 0 0 0 0 0 0 0 0 3.3 ' 117 0 0 0 0 0 0 0 0 0 0 17 0 0 0 0 0 0 0 0 0 2.2 118 119 0 0 0 0 0 0 0 0 0 100 0 0 0 0 0 0 0 0 0 222.9 119 120 0 0 0 0 0 0 0 0 0 200 0 0 0 0 0 0 0 0 0 198.7 120 102 123 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 188.8 121 103 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 141.3 ' 122 121 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 141.3 6olgI 123 124 126 127 128 129 160 161 162 200 201 202 203 205 206 207 208 209 210 211 212 213 214 215 216 217 218 219 220 221 222 223 224 225 226 227 124 107 0 0 0 0 0 0 0 0 126 108 0 0 0 0 0 0 0 0 109 0 0 0 0 0 0 0 0 0 111 128 0 0 0 0 0 0 0 0 112 0 0 0 0 0 0 0 0 0 114 115 116 117 0 0 0 0 0 0 51 0 0 0 0 0 0 0 0 0 50 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 214 0 0 0 0 0 0 0 0 0 301 203 0 0 0 0 0 0 0 0 302 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 206 207 0 0 0 0 0 0 0 0 209 210 0 0 0 0 0 0 0 0 208 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 212 0 0 0 0 0 0 0 0 0 211 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 213 0 0 0 0 0 0 0 0 0 216 200 0 0 0 0 0 0 0 0 215 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 303 218 217 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 226 221 220 161 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 222 0 0 0 0 0 0 0 0 0 224 223 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 225 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 228 227 0 0 0 0 0 0 0 0 265 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 155.1 0 0 0 0 0 0 0 0 0 0 147.1 0 0 0 0 0 0 0 0 0 0 105.8 0 0 0 0 0 0 0 0 0 0 98.7 0 0 0 0 0 0 0 0 0 0 14.9 0 0 0 0 0 0 0 0 0 0 41.7 0 0 0 0 0 0 0 0 0 0 239.0 0 0 0 0 0 0 0 0 0 0 239.0 160 0 0 0 0 0 0 0 0 0 239.0 0 0 0 0 0 0 0 0 0 0 147.0 101 102 0 0 0 0 0 0 0 0 7157.1 105 0 0 0 0 0 0 0 0 0 6626.1 103 104 0 0 0 0 0 0 0 0 202.0 106 107 0 0 0 0 0 0 0 0 6489.1 108 109 0 0 0 0 0 0 0 0 6240.1 0 0 0 0 0 0 0 0 0 0 51.0 110 0 0 0 0 0 0 0 0 0 51.0 111 112 0 0 0 0 0 0 0 0 5956.1 0 0 0 0 0 0 0 0 0 0 132.0 113 0 0 0 0 0 0 0 0 0 132.0 114 115 0 0 0 0 0 0 0 0 5862.1 116 117 0 0 0 0 0 0 0 0 5770.1 0 0 0 0 0 0 0 0 0 0 147.0 118 0 0 0 0 0 0 0 0 0 147.0 119 0 0 0 0 0 0 0 0 0 5515.1 120 0 0 0 0 0 0 0 0 0 81.0 121 0 0 0 0 0 0 0 0 0 99.0 122 0 0 0 0 0 0 0 0 0 5290.1 123 0 0 0 0 0 0 0 0 0 57.0 124 0 0 0 0 0 0 0 0 0 338.0 0 0 0 0 0 0 0 0 0 0 158.0 125 0 0 0 0 0 0 0 0 0 61.0 0 0 0 0 0 0 0 0 0 0 97.0 126 0 0 0 0 0 0 0 0 0 97.0 127 128 0 0 0 0 0 0 0 0 4564.1 129 0 0 0 0 0 0 0 0 0 1167.8 41/71 228 230 229 0 0 0 0 0 0 0 0 229 0 1 0 0 0 0 0 0 0 0 0 230 255 256 231 0 0 0 0 0 0 0 231 232 0 0 0 0 0 0 0 0 0 232 235 101 0 0 0 0 0 0 0 0 235 304 0 0 0 0 0 0 0 0 0 236 237 0 0 0 0 0 0 0 0 0 237 238 0 0 0 0 0 0 0 0 0 238 239 0 0 0 0 0 0 0 0 0 239 241 240 0 0 0 0 0 0 0 0 240 0 0 0 0 0 0 0 0 0 0 241 242 0 0 0 0 0 0 0 0 0 242 243 0 0 0 0 0 0 0 0 0 243 0 0 0 0 0 0 0 0 0 0 250 0 0 0 0 0 0 0 0 0 0 251 250 0 0 0 0 0 0 0 0 0 252 251 0 0 0 0 0 0 0 0 0 253 252 0 0 0 0 0 0 0 0 0 254 0 0 0 0. 0 0 0 0 0 0 255 254 0 0 0 0 0 0 0 0 0 256 0 0 0 0 0 0 0 0 0 0 257 0 0 0 0 0 0 0 0 0 0 258 257 0 0 0 0 0 0 0 0 0 259 258 0 0 0 0 0 0 0 0 0 260 259 0 0 0 0 0 0 0 0 0 261 0 0 0 0 0 0 0 0 0 0 262 261 0 0 0 0 0 0 0 0 0 263 262 0 0 0 0 0 0 0 0 0 264 260 275 0 0 0 0 0 0 0 0 265 264 0 0 0 0 0 0 0 0 0 275 263 0 0 0 0 0 0 0 0 0 301 202 0 0 0 0 0 0 0 0 0 302 205 0 0 0 0 0 0 0 0 0 303 219 0 0 0 0 0 0 0 0 0 304 236 253 0 0 0 0 0 0 0 0 130 0 0 0 0 0 0 0 0 0 3219.3 131 0 0 0 0 0 0 0 0 0 11.0 132 133 0 0 0 0 0 0 0 0 3051.3 134 135 0 0 0 0 0 0 0 0 2751.3 136 137 0 0 0 0 0 0 0 0 2660.3 138 139 0 0 0 0 0 0 0 0 2088.6 141 142 0 0 0 0 0 0 0 0 1745.0 143 144 0 0 0 0 0 0 0 0 1619.0 145 146 0 0 0 0 0 0 0 0 1341.0 147 149 0 0 0 0 0 0 0 0 1037.0 148 0 0 0 0 0 0 0 0 0 234.0 150 151 0 0 0 0 0 0 0 0 631.0 152 153 0 0 0 0 0 0 0 0 496.0 154 0 0 0 0 0 0 0 0 0 297.0 155 0 0 0 0 0 0 0 0 0 73.6 156 0 0 0 0 0 0 0 0 0 183.6 0 0 0 0 0 0 0 0 0 0 183.6 0 0 0 0 0 0 0 0 0 0 183.6 166 0 0 0 0 0 0 0 0 0 135.0 0 0 0 0 0 0 0 0 0 0 135.0 167 0 0 0 0 0 0 0 0 0 56.0 157 0 0 0 0 0 0 0 0 0 225.0 158 0 0 0 0 0 0 0 0 0 346.0 162 0 0 0 0 0 0 0 0 0 472.0 163 0 0 0 0 0 0 0 0 0 629.0 159 0 0 0 0 0 0 0 0 0 89.0 160 0 0 0 0 0 0 0 0 0 136.8 161 0 0 0 0 0 0 0 0 0 170.8 164 0 0 0 0 0 0 0 0 0 952.8 165 0 0 0 0 0 0 0 0 0 1089.8 0 0 0 0 0 0 0 0 0 0 170.8 0 0 0 0 0 0 0 0 0 0 6626.1 0 0 0 0 0 0 0 0 0 0 6489.1 0 0 0 0 0 0 0 0 0 0 5290.1 0 0 0 0 0 0 0 0 0 0 1928.6 ' 62�91 SPRING CREEK HYDROLOGY; INCLUDING PORTION OF F CAN. IMP.BASIN--FIIE:SCEXIIYR.EX '10-YR EXIST. COND.; W/DETENTION U.S. OF BNRR; 5/86, REV 6/86, REV 1/87 'HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 13 CONVEYANCE ELEMENTS THE UPPER NUMBER IS DISCHARGE IN CFS THE LOWER NUMBER IS ONE OF THE FOLLOWING CASES: ' ( ) DENOTES DEPTH ABOVE INVERT IN FEET (S) DENOTES STORAGE IN AC -FT FOR DETENSION DAM. DISCHARGE INCLUDES SPILLWAY OUTFLOW. (1) DENOTES GUTTER INFLOW IN CFS FROM SPECIFIED INFLOW HYDROGRAPH (D) DENOTES DISCHARGE IN CFS DIVERTED FROM THIS GUTTER (0) DENOTES STORAGE IN AC -FT FOR SURCHARGED GUTTER 'TIME(HR/MIN) 243 242 241 240 239 238 237 236 304 235 234 233 232 ' 0 5. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. .0( ) .0( ) .0( ) .0( ) 0( ) .0( ) .0( ) .0( ) O(S) -0( ) 0. 0. 0. '.0( ) .0( ) .0( ) 0 15. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. .1( ) .0( ) .0( ) .1( ) .0( ) .0( ) .0( ) .0( ) O(S) .0( ) ' 0. 0. 0. 0 25. 35. 20. 11. 22. 13. 18. 10. 7. 0. 7. .7( ) .5( ) .5( ) .4( ) .5( ) .6( ) .4( ) .4( ) O(S) .5( ) 0. 0. 12. .0( ) .0( ) .6( ) ' 0 35. 144. 152. 118. 103. 141: 171. 132. 97. 3. 85. 1.4( ) 1.4( ) 1.4( ) .8( ) 1.6( ) 1.8( ) 1.6( ) 1.5( ) .7(S) 1.9( ) 0. 0. 186. '.0( ) -0( ) 2.9( ) 0 45. 82. 186. 230. 99. 335. 365. 359. 314. 18. 151. 1.0( ) 1.5( ) 1.9( ) .8( ) 2.4( ) 2.5( ) 2.5( ) 2.6( ) 3.7(S) 2.6( ) ' 0. 0. 416. .0( ) .0( ) 4.3( ) 0 55. 59. 117. 173. 77. 318. 381. 427. 432. 44. 140. ' .9( ) 1.3( ) 1.7( ) .7( ) 2.3( ) 2.6( ) 2.7( ) 3.0( ) 9.1(S) 2.5( ) 0. 0. 409. .0( ) .0( ) 4.2( ) 1 5. 50. 94. 132. 65. 255. 317. 387. 422. 71. 142. .8( ) 1.1( ) 1.5( ) .6( ) 2.1( ) 2.4( ) 2.6( ) 2.9( ) 14.8(S) 2.5( ) 0. 0. 367. '-0( ) .0( ) 4.0( ) 1 15. 43. 81. 111. 56. 211. 261. 324. 362. 94. 149. .7() 1.1( ) 1.4( ) .6( ) 1.9( ) 2.2( ) 2.4( ) 2.7( ) 19.5(S) 2.5( ) ' 0. 0. 339. .O( ) .O( ) 3.9( ) 1 25. 36. 69. 94. 46. 178. 219. 270. 302. 111. 153. ' .7( ) 1.0( ) 1.3( ) .6( ) 1.8( ) 2.0( ) 2.2( ) 2.5( ) 23.0(S) 2.6( ) 0. 0. 321. 63/q/ 1 35 ' 1 45. 1 55. 2 5. ' 2 15. 2 25 ' 2 35. ' 2 45. 2 55. 3 5. ' 3 15. 3 25. .0( ) .0( ) 3.8( ) 31. 59. 81. 39. 151. 186. 227. 255. 124. 156. .6( ) .9( ) 1.2( ) .5( ) 1.7( ) 1.9( ) 2.0( ) 2.3( ) 25.6(S) 2.6( ) 0. 0. 307. 0( ) .0( ) 3.7( ) 28. 53. 71. 35. 131. 161. 195. 218. 132. 158. .6( ) .9( ) 1.1( ) .5( ) 1.6( ) 1.8( ) 1.9( ) 2.2( ) 27.3(S) 2.6( ) 0. 0. 297. .0( ) .0( ) 3.6( ) 26. 49. 64. 31. 117. 144. 172. 191. 138. 160. .6( ) .8( ) 1.1( ) .5( ) 1.5( ) 1.7( ) 1.8( ) 2.1( ) 28.5(S) 2.6( ) 0. 0. 289. .0( ) .0( ) 3.6( ) 24. 45. 60. 28. 107. 130. 155. 171. 141. 160. .5( ) .8( ) 1.0( ) .5( ) 1.4( ) 1.6( ) 1.7( ) 2.0( ) 29.2(S) 2.6( ) 0. 0. 273. .0( ) .0( ) 3.5( ) 20. 40. 54. 24. 96. 118. 139. 154. 143. 159. .5( ) .8( ) 1.0( ) .4( ) 1.4( ) 1.5( ) 1.6( ) 1.9( ) 29.6(S) 2.6( ) 0. 0. 250. .0( ) .0( ) 3.3( ) 18. 36. 48. 20. 86. 105. 125. 139. 144. 157. .5( ) .7( ) .9( ) .4( ) 1.3( ) 1.5( ) 1.6( ) 1.8( ) 29.8(S) 2.6( ) 0. 0. 232. .0( ) .0( ) 3.2( ) 16. 32. 43. 18. 77. 94. 112. 125. 144. 155. .4( ) .7( ) .9( ) .4( ) 1.2( ) 1.4( ) 1.5( ) 1.7( ) 29.7(S) 2.6( ) 0. 0. 220. .0( ) .0( ) 3.1( ) 14. 30. 39. 16. 69. 85. 101. 113. 143. 152. .4( ) .6( ) .8( ) .4( ) 1.2( ) 1.3( ) 1.4( ) 1.6( ) 29.5(S) 2.6( ) 0. 0. 211. .0( ) .0( ) 3.1( ) 13. 27. 36. 14. 62. 77. 92. 102. 141. 149. .4( ) .6( ) .8( ) .3( ) 1.1( ) 1.3( ) 1.4( ) 1.5( ) 29.1(S) 2.6( ) 0. 0. 203. .0( ) .0( ) 3.0( ) 12. 25. 33. 13. 57. 70. 84. 93. 138. 146. .4( ) .6( ) .8( ) .3( ) 1.1( ) 1.2( ) 1.3( ) 1.5( ) 28.6(S) 2.5( ) 0. 0. 196. .0( ) .0( ) 2.9( ) 11. 23. 30. 11. 52. 64. 77. 85. 136. 143. .3( ) .6( ) .7( ) .3( ) 1.0( ) 1.2( ) 1.3( ) 1.4( ) 28.1(S) 2.5( ) 0. 0. 189. .0( ) .0( ) 2.9( ) 10. 21. 28. 10. 47. 59. 70. 78. 132. 139. .3( ) .5( ) .7( ) .3( ) 1.0( ) 1.1( ) 1.2( ) 1.3( ) 27.4(S) 2.5( ) 0. 0. 183. 611171 3 35. 3 45. 3 55. ' 4 5. ' 4 15. 4 25. 4 35. ' 4 45. 1 4 55. 5 5. ' 5 15. 5 25. 1 t .0( ) .0( ) 2.8() 9. 20. 25. 9. 43. 54. 65. 72. 129. 135. .3( ) .5( ) .7( ) .3( ) .9( ) 1.1( ) 1.2( ) 1.3( ) 26.7(S) 2.4( ) 0. 0. 177. 0( ) .0( ) 2.8( ) 8. 18. 23. 8. 39. 50. 60. 66. 126. 131. .3( ) .5( ) .7( ) .3( ) .9( ) 1.0( ) 1.1( ) 1.2( ) 26.0(S) 2.4( ) 0. 0. 172. .0( ) .0( ) 2.8( ) 7. 17. 22. 7. 36. 46. 55. 61. 122. 127. .3( ) .5( ) .6( ) .3( ) .9( ) 1.0( ) 1.1( ) 1.2( ) 25.2(S) 2.3( ) 0. 0. 166. .0( ) .0( ) 2.7( ) 6. 15. 20. 6. 33. 42. 51. 57. 118. 123. .3( ) .5( ) .6( ) .2( ) .8( ) .9( ) 1.0( ) 1.2( ) 24.4(S) 2.3( ) 0. 0. 160. .0( ) .0( ) 2.7( ) 6. 14. 18. 5. 30. 38. 47. 52. 114. 119. .2( ) .4( ) .6( ) .2( ) .8( ) .9( ) 1.0( ) 1.1( 23.6(S) 2.3( ) 0. 0. 154. .0( ) .0( ) 2.6( ) 5. 13. 17. 5. 28. 35. 43. 48. 110. 114. .2( ) .4( ) .5( ) .2( ) .8( ) .9( ) 1.0( ) 1.1( ) 22.8(S) 2.2( ) 0. 0. 139. .0( ) .0( ) 2.5( ) 4. 12. 15. 4. 25. 32. 40. 45. 106. 110. .2( ) .4( ) .5( ) .2( ) .7( ) .8(. ) .9( ) 1.0( ) 22.0(S) 2.2( ) 0. 0. 125. .0( ) .0( ) 2.3( ) 4. 11. 14. 4. 23. 30. 37. 41. 102. 106. .2( ) .4( ) .5( ) .2( ) .7( ) .8( ) .9( ) 1.0( ) 21.2(S) 2.1( ) 0. 0. 117. .0( ) .0( ) 2.3( ) 3. 10. 13. 3. 21. 27. 34. 38. 99. 102. .2( ) .4( ) .5( ) .2( ) .7( ) .8( ) .8( ) .9( ) 20.4(S) 2.1( ) 0. 0. 112. .0( ) .0( ) 2.2( ) 3. 9. 12. 3. 19. 25. 31. 35. 95. 98. .2( ) .4( ) .5( ) .2( ) .6( ) .7( ) .8( ) .9( ) 19.6(S) 2.0( ) 0. 0. 107. 0( ) .0( ) 2.1( ) 3. 8. 11. 2. 17. 23. 29. 32. 91. 94. .2( ) :3( ) .4( ) .2( ) .6( ) .7( ) .8( ) .9( ) 18.8(S) 2.0( ) 0. 0. 102. .0( ) .0( ) 2.1( ) 2. B. 10. 2. 16.' 21. 26. 30. 87. 90. .1( ) .3( ) .4( ) .1( ) .6( ) .7( ) .7( ) .8( ) 18.1(S) 2.0( ) 0. 0. 98. ' 5 35. 5 45. 5 55. ' 6 5. 6 15. 6 25. 6 35. ' 6 45. 6 55. ' 7 5. 7 15. 7 25. 1 .0( ) .0( ) 2.0( ) 2. 7. 9. 2. 14. 19. 24: 27. 84. 86. .1( ) .3( ) .4( ) .1( ) .5( ) .6( ) .7( ) .8( ) 17.3(S) 1.9( ) 0. 0. 93. .0( ) .0( ) 2.0( ) 2. 6. 8. 1. 13. 17. 22. 25. 80. 83. .1( ) .3( ) .4( ) .1( ) .5( ) .6( ) .7( ) .8( ) 16.6(S) 1.9( ) 0. 0. 89. .0( ) .0( ) 2.0( ) 1. 6. 7. 1. 12. 16. 20. 23. 76. 79. .1( ) .3( ) .4( ) .1( ) .5( ) .6( ) .7( ) .7( ) 15.8(S) 1.8( ) 0. 0. 85. .0( ) .0( ) 1.9( ) 1. 5. 7. 1. 11. 14. 18. 21. 73. 75. .1( ) .3( ) .3( ) .1( ) .5( ) .5( ) .6( ) .7( ) 15.1(S) 1.8( ) 0. 0. 81. .0( ) .0( ) 1.9( ) 1. 5. 6. 1. 9. 13. 17. 19. 70. 72. .1( ) .3( ) .3( ) .1( ) .4( ) .5( ) .6( ) .7( ) 14.4(S) 1.7( ) 0. 0. 78. .0( ) .0( ) 1.8( ) 1. 4. 6. 1. 8. 11. 15. 17. 67. 69. .1( ). .2( ) .3( ) .1( ) .4( ) .5( ) .6( ) .6( ) 13.8(S) 1.7( ) 0. 0. 74. .0( ) .0( ) 1.8( ) 0. 4. 5. 0. 8. 10. 14. 16. 63. 65. .1( ) .2( ) .3( ) .1( ) .4( ) .5( ) .5( ) .6( ) 13.1(S) 1.6( ) 0. 0. 71. .0( ) .0( ) 1.7( ) 0. 4. 4. 0. 7. 9. 12. 14. 60. 62. .0( ) .2( ) .3( ) .1( ) .4( ) .4( ) .5( ) .6( ) 12.5(S) 1.6( ) 0. 0. 67. .0( ) .0( ) 1.7( ) 0. 3. 4. 0. 6. 8. 11. 13. 57. 59. .0( ) .2( ) .3( ) .1( ) .3( ) .4( ) .5( ) .5( ) 11.9(S) 1.6( ) 0. 0. 64. .0( ) .0( ) 1.6( ) 0. 3. 4. 0. 5. 7. 10. 12. 55. 56. .0( ) .2( ) .2( ) .0( ) .3( ) .4( ) .5( ) .5( ) 11.3(S) 1.5( ) 0. 0. 61. 0( ) .0( ) 1.6( ) 0. 3. 3. 0. 5. 7. 9. 11. 52. 53. .0( ) .2( ) .2( ) .0( ) .3( ) .4( ) .4( ) .5( ) 10.7(S) 1.5( ) 0. 0. 58. .0( ) .0( ) 1.5( ) 0. 2. 3. 0. 4. 6. 8. 10. 49. 51. .0( ) .2( ) .2( ) .0( ) .3( ) .3( ) .4( ) .5( ) 10.2(S) 1.4( ) 0. 0. 55. 7 35. ' 7 45. 7 55. ' 8 15. 8 25. 8 35. ' 8 45. 8 55. 9 5. ' 9 15. 9 25. .0( ) .0( ) 1.5( ) 0. 2. 3. 0. 4. 5. 7. 9. 47. 48. .0( ) .2( ) .2( ) .0( ) .3( ) .3( ) .4( ) M ) 9.6(S) 1.4( ) 0. 0. 52. 0( ) .0( ) 1.5( ) 0. 2. 2. 0. 3. 5. 7. 8. 44. 46. .0( ) .2( ) .2( ) .0( ) .2( ) .3( ) .4( ) .4( ) 9.1(S) 1.3( ) 0. 0. 49. .0( ) .0( ) 1.4( ) 0. 2. 2. 0. 3. 4. 6. 7. 42. 43. .0( ) .1( ) .2( ) .0( ) .2( ) .3( ) .3( ) M ) 8.7(S) 1.3( ) 0. 0. 47. .0( ) .0( ) 1.4( ) 0. 2. 2. 0. 3. 4. 5. 6. 40. 41. .0( ) .1( ) .2( ) .0( ) .2( ) .3( ) 3( ) M ) 8.2(S) 1.3( ) 0. 0. 44. .0( ) .0( ) 1.3() 0. 2. 2. 0. 2. 3. 5. 6. 37. 39. .0( ) .1( ) .2( ) .0( ) .2( ) .2( ) 3( ) 3( ) 7.7(S) 1.2( ) 0. 0. 42. .0( ) .0( ) 13( ) 0. 2. 2. 0. 2. 3. 4. 5. 35. 37. .0( ) .1( ) .2( ) .0( ) .2( ) .2( ) 3( ) .3( ) 73(S) 1.2( ) 0. 0. 40. .0( ) .0( ) 13( ) 0. 1. 2. 0. 2. 3. 4. 4. 33. 35. .0( ) .1( ) .2( ) .0( ) .2( ) .2( ) 3( ) 3( ) 6.9(S) 1.2( ) 0. 0. 38. .0( ) .0( ) 1.2( ) 0. 1. 2. 0. 2. 2. 3. 4. 32. 33. .0( ) .1( ) .1( ) .0( ) .2( ) .2( ) 3( ) .3( ) 6.5(S) 1.1( ) 0. 0. 36. .0( ) .0( ) 1.2( ) 0. 1. 1. 0. 2. 2. 3. 4. 30. 31. .0( ) .1( ) .1( ) .0( ) .2( ) .2( ) .2( ) 3( ) 6.2(S) 1.1( ) 0. 0. 34. .0( ) ,0( ) 1.1( ) 0. 1. 1. 0. 2. 2. 3. 3. 28. 29. .0( ) .1( ) .1( ) .0( ) .2( ) ,2( ) .2( ) .2( ) 5.8(S) 1.0( ) 0. 0. 32. .0( ) .0( ) 1.1( ) 0. 1. 1. 0. 1. 2. 2. 3. 26. 28. .0( ) .1( ) .1( ) .0( ) .2( ) .2( ) .2( ) .2( ) 5.5(S) 1.0( ) 0. 0. 30. .0( ) .0( ) 1.1( ) 0. 1. 1. 0. 1. 2. 2. 3. 25. 26. .0( ) .1( ) .1( ) .0( ) .1( ) .2( ) .2( ) .2( ) 5.2(S) 1.0( ) 0. 0. 28. 47/11 .0( ) .0( ) 1.0( ) 9 35. 0. 1. 1. 0. 1. 1. 2.. 2. 23. 25. ' .0( ) .1( ) .1( ) .0( ) .1( ) .2( ) .2( ) .2( ) 4.9(S) .9( ) 0. 0. 27. ) .0( ) 1.O( ) '0( 9 45. 0. 1. 1. 0. 1. 1. 2. 2. 22. 23. .0( ) .1( ) .1( ) .0( ) .1( ) .2( ) .2( ) .2( ) 4.6(S) .9( ) 0. 0. 25. ' .0( ) .0( ) 1.O( ) 9 55. 0. 1. 1. 0. 1. 1. 2. 2. 21. 22. .0( ) .1( ) .1( ) .0( ) .1( ) .1( ) .2( ) .2( ) 4.3(S) .9( ) 0. 0. 24. .0( ) .0( ) .9( ) SPRING CREEK HYDROLOGY; INCLUDING PORTION OF F CAN. IMP.BASIN --FILE:SCEXIOYR.EX 10-YR EXIST. COND.; W/DETENTION U.S. OF BNRR; 5/86, REV 6/86, REV 1/87 *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENTION DAMS *** CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (FT) (AC -FT) (HR/MIN) 113 5. 1.2 .1 0 45. ' 117 1. .5 .2 1 25. 116 2. .7 .2 1 15. 115 0. .5 .4 2 0. 114 58. 2.0 0 40. 112 7. 1.2 .2 1 0. ' 129 58. 1.8 0 45. 128 7. .9 1 20. 111 61. 3.5 1.5 1 0. 127 87. 3.6 0 35. ' 243 145. 1.4 0 40. 109 88. 3.6 0 35. 242 215. 1.7 0 40. 110 31. 2.4 0 35. 108 22. 1.5 0 35. ' 126 69. 2.0 1 10. 240 128. .8 0 40. 241 230. 1.9 0 45. 106 107. 3.1 0 40. 105 48. 2.6 0 40. 107 12. 2.1 0 40. 124 73. 2.0 0 45. 250 21. .6 0 40. 239 343. 2.4 0 50. ' 104 162. 4.7 0 40. 123 78. 1.9 0 55. 102 51. 2.5 0 40. 251 58, 1.6 0 40. ' 238 391. 2.6 0 50. 103 27. 2.0 4.5 1 25. 120 108. 1.8 0 45. 252 42. 2.1 0 50. 237 427. 2.7 0 55. ' 261 57. .8 0 40. 257 111. 1.6 0 40. 121 27. 3.2 1 25. 119 110, 1.9 0 50. ' 253 41. 1.4 0 55. 236 438. 3.0 1 0. Wil 262 ' 258 122 118 304 82. 154, 27. 114. 144. .4 1.7 3.2 1.7 .1 29.8 0 0 1 0 2 45. 45. 30. 50. 30. 263 74. .4 0 55. 259 217. 1.3 0 45. 101 142. 1.7 0 50. 235 161. 2.6 2 0. 162 48. .5 0 40. 2 .4 1 0. 260 60 244.44. 1.9 0 55. ' 232 423. 4.3 0 50. 254 109. .3 0 40. 51 35. .1 .6 0 50. 225 228. 2.3 0 40. ' 264 336. 1.6 1 5. 231 456. 4.4 0 55. 256 62. 1.6 0 40. 255 92. 1.9 0 50. 160 34. 1.7 0 55. ' 223 83. 2.2 0 40. 224 156. 3.2 0 50. 265 366. 1.3 1 10. 229 16. 1.6 0 40. ' 230 636. 2.7 0 55. 50 6. .1 2.2 2 25. 222 194. 3.3 0 55. 227 377. 1.3 1 15. 228 595. 3.5 1 10. ' 161 6. .8 2 35. 220 91. 1.6 0 40. 221 284. 3.5 0 55. 226 944. 5.3 7 20. ' 215 67. 1.1 1 10. 219 1167. 5.3 1 25. 214 66. 1.2 1 15. 217 154. 2.4 0 45. 218 52. 2.6 0 50. ' 303 921. .1 25.2 1 55. 200 66. 3.2 1 15. 216 960. 4.9 1 55. 213 1019. 6.4 1 55. ' 211 156. .2 0 45. 212 1031. 3.8 1 55. 208 9. .1 2.7 1 50. 210 150. 2.3 0 45. 209 1042. 4.5 2 0. ' 207 9. .4 2 0. 206 1099. 5.5 1 15. 205 1166. 5.7 1 15. 302 1129. .1 11.6 1 35. ' 202 1166. 4.6 1 35. 203 84. 1.0 1 25. 301 1167. 4.3 1 35. 201 1259. 3.8 1 45. 300 1259. (DIRECT FLOW) 1 45. ' ENDPROGRAM PROGRAM CALLED SWMM MODEL UPDATED WITH THE PROPOSED QUAIL HOLLOW FILING NO. 5 IMPROVEMENTS FOR THE 10 YEAR STORM EVENT ENVIRONMENTAL PROTECTION AGENCY - STORM WATER MANAGEMENT MODEL - VERSION PC.1 ' DEVELOPED BY tUPDATED BY 1 TAPE OR DISK ASSIGNMENTS METCALF + EDDY, INC. UNIVERSITY OF FLORIDA WATER RESOURCES ENGINEEERS, INC. (SEPTEMBER 1970) 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) JIN(1) JIN(2) JIN(3) 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 IATERSHED PROGRAM CALLED �•` ENTRY MADE TO RUNOFF MODEL •*• PR1NG CREEK HYDROLOGY; INCLUDING PORTION OF F CAN. IMP.BASIN--FILE:SCEX2YR.EX 0-YR EXIST.COND.; N/DETENTION U.S. OF BNRR; 5/86, REV 6/86, REV 1/87, REV 5/91 LUMBER OF TIME STEPS 120 INTEGRATION TIME INTERVAL (MINUTES) 5.00 ' 1.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH FOR 25 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES IOR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR ' 48 .60 .72 .96 2.16 3.12 5.64 .72 .60 .60 .48 .36 .24 .24 .12 .12 .12 .12 .00 2.28 1.12 .84 .12 .12 .12 SPRING CREEK HYDROLOGY; INCLUDING PORTION OF F CAN. IMP.BASIN FILE:SCEX2YR.EX I9 I0•YR EXIST.COND.; W/DETENTION U.S. OF BNRR; 5/86, REV 6/86, REV 1/87, REV 5/91 �UBAREA GUTTER WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) INFILTRATION RATE(IN/HR) GAGE UMBER OR MANHOLE (FT) (AC) IMPERV. (FT/FT) IMPERV. PERV. IMPERV. PERV. MAXIMUM MINIMUM DECAY RATE NO .2 0 0. .0 .0 .0300 .013 .250 .100 .300 3.00 .50 .00180 143 307 700. 55.4 10.0 .0180 .020 .250 .100 .300 2.30 .90 .00180 1 1170 307 1200. 42.4 43.0 .0110 .016 .250 .100 .300 2.30 .90 .00180 1 180 237 1550. 53.2 10.0 .0310 .020 .250 .100 .300 2.30 .90 .00180 1 144 237 1200. 127.0 14.0 .0130 .020 .250 .100 .300 2.30 .80 .00180 1 145 1 238 800. 30.0 10.0 .0090 .020 .250 .100 .300 1.60 .65 .00180 1 146 308 1400. 55.1 10.0 .0350 .020 .250 .100 .300 1.80 .90 .00180 1 168 305 850. 73.5 38.0 .0370 .016 .250 .100 .300 1.80 .90 .00180 1 169 1 306 800. 20.7 43.0 .0110 .016 .250 .100 .300 1.80 .90 .00180 1 171 308 550. 18.8 43.0 .0100 .016 .250 .100 .300 1.80 .90 .00180 1 181 238 950. 105.9 10.0 .0550 .020 .250 .100 .300 1.80 .90 .00180 1 147 239 1500. 125.0 10.0 .0800 .020 .250 .100 .300 1.50 .80 .00180 1 148 240 3500. 234.0 10.0 .2300 .020 .250 .100 .300 1.50 .70 .00180 1 149 239 1000. 47.0 10.0 .0100 .020 .250 .100 .300 2.30 .90 .00180 1 150 241 1700, 97.0 10.0 .0700 .020 .250 .100 .300 1.50 .80 .00180 1 151 241 800. 38.0 10.0 .0220 .020 .250 .100 .300 1.80 .95 .00180 1 152 242 1500. 90.0 10.0 .0270 .020 .250 .100 .300 1.40 .70 .00180 1 153 242 1500. 109.0 10.0 .0360 .020 .250 .100 .300 1.40 .50 .00180 1 ,154 243 3600. 297.0 10.0 .1300 .020 .250 .100 .300 1.95 .90 .00180 1 103 203 2500. 23.0 36.0 .0100 .020 .250 .100 .300 1.50 .75 .00180 1 .2 0 0. .0 .0 .0300 .013 .250 .100 .300 2.00 1.40 .00180, 101 550. 11.5 20.0 .0160 .016 .250 .100 .300 2.00 1.40 .00180 1 ,1 100 118 780. 24.2 15.0 .0160 .016 .250 .100 .300 2.00 1.40 .00180 1 200 119 500. 9.9 11.0 .0210 .016 .250 .100 .300 2.00 1.40 .00180 1 2 102 1400. 33.7 40.0 .0100 .016 .250 .100 .300 2.00 1.40 .00180 1 '3 103 910. 20.9 20.0 .0160 .016 .250 .100 .300 2.00 1.40 .00180 1 4 104 519. 8.3 40.0 .0100 .016 .250 .100 .300 2.00 1.40 .00180 1 5 105 1151. 37.0 40.0 .0200 .016 .250 .100 .300 2.00 1.40 .00180 1 106 1333. 55.1 40.0 .0100 .016 .250 .100 .300 2.00 1.40 .00180 1 '6 7 107 500. 8.0 40.0 .0130 .016 .250 .100 .300 2.00 1.40 .00180 1 8 108 820. 41.3 10.0 .0100 .016 .250 .100 .300 2.00 1.40 .00180 1 9 109 300. 7.1 10.0 .0100 .016 .250 .100 .300 2.00 1.40 .00180 1 10 110 700. 20.0 30.0 .0330 .016 .250 .100 .300 2.00 1.40 .00180 1 11 111 1300. 42.1 60.0 .0100 .016 .250 .100 .300 2.00 1.40 .00180 1 12 112 400. 6.3 40.0 .0100 .016 .250 .100 .300 2.00 1.40 .00180 1 13 113 394. 8.6 29.0 .0200 .016 .250 .100 .300 2.00 1.40 .00180 1 14 114 1000. 32.7 60.0 .0160 .016 .250 .100 .300 2.00 1.40 .00180 1 15 115 300. 3.5 90.0 .0040 .016 .250 .100 .300 2.00 1.40 .00180 1 116 340. 3.3 90.0 .0040 .016 .250 .100 .300 2.00 1.40 .00180 1 '16 17 117 220. 2.2 90.0 .0040 .016 .250 .100 .300 2.00 1.40 .00180 1 160 162 2000. 239.0 40.0 .0100 .016 .250 .100 .300 2.00 1.40 .00180 1 -2 0 0. .0 .0 .0300 .013 :250 .100 .300 2.00 1.40 .00180 '134 231 1500. 30.0 10.0 .0190 .020 .250 .100 .300 .80 .20 .00180 1 135 231 1100. 61.0 23.0 .0140 .020 .250 .100 .300 .90 .43 .00180 1 136 232 2640. 146.0 39.0 .0150 .020 .250 .100 .300 1.60 .80 .00180 1 137 232 1600. 50.0 31.0 .0150 .020 .250 .100 .300 1.20 .50 .00180 1 138 235 1400. 133.0 45.0 .0110 .020 .250 .100 .300 1.60 1.10 .00180 1 139 235 1400. 27.0 15.0 .0200 .020 .250 .100 .300 1.50 .70 .00180 1 236 1600. 71.0 10.0 .0130 .020 .250 .100 .300 1.80 .80 .00180 1 '141 142 236 1200. 55.0 10.0 .0120 .020 .250 .100 .300 1.80 .80 .00180 1 127 226 1500. 126.0 17.0 .0250 .020 .250 .100 .300 .90 .60 .00180 1 128 226 2000. 51.0 40.0 .0290 .020 .250 .100 .300 1.38 .75 .00180 1 '129 227 2800. 78.0 33.0 .0400 .020 .250 .100 .300 1.70 .90 .00180 1 130 228 2800. 157.0 18.0 .0150 .020 .250 .100 .300 1.00 .60 .00180 1 131 229 1000. 11.0 45.0 .0250 .020 .250 .100 .300 2.00 1.00 .00180 1 '101 201 800. 24.0 102 201 2600. 305.0 104 203 3000. 179.0 202 800. 137.0 '105 106 205 2400. 46.0 107 205 1500. 152.0 108 206 1400. 67.0 109 206 1800. 85.0 110 208 1500. 51.0 111 209 1200. 28.0 112 209 2000. 66.0 113 211 11500. 132.0 114 212 2000. 63.0 115 t 116 212 213 1200. 1100. 29.0 _ 69.0 117 213 1420. 39.0 118 215 915. 147.0 '119 216 1090. 45.0 120 217 3920. 81.0 121 218 1000. 99.0 219 1600. 92.0 '122 123 220 2200. 57.0 124 221 2800. 180.0 125 223 2050. 61.0 '126 225 5280. 97.0 155 250 1800. 73.6 156 251 1000. 110.0 166 254 900. 135.0 167 256 900. 56.0 157 257 3000. 225.0 258 4000. 121.0 '158 162 259 6000. 126.0 163 260 2500. 157.0 159 261 2000. 89.0 '160 262 1500. 47.8 161 263 700. 34.0 164 264 2000. 153.0 165 265 4300. 137.0 TOTAL NUMBER OF SUBCATCHMENTS, 92 30.0 .0036 .020 .250 .100 .300 .80 .20 .00180 1 10.0 .0033 .020 .250 .100 .300 1.50 .60 .00180 1 68.0 .0100 .100 .500 .100 .300 1.50 .75 .00180 1 46.0 .0170 .020 .250 .100 .300 .90 .60 .00180 1 62.0 .0170 .016 .250 .100 .300 2.00 .90 .00180 1 35.0 .0150 .020 .250 .100 .300 .90 .60 .00180 1 41.0 .0200 .020 .250 .100 .300 1.00 .70 .00180 1 54.0 .0150 .016 .250 .100 .300 1.40 .75 .00180 1 41.0 .0087 .020 .250 .100 .300 .75 .50 .00180 1 42.0 .0231 .020 .250 .100 .300 1.13 .63 .00180 1 42.0 .0300 .016 .250 .100 .300 1.10 .75 .00180 1 46.0 .0056 .016 .250 .100 .300 1.50 .75 .00180 1 40.0 .0200 .016 .250 .100 .300 1.25 .70 .00180 1 35.0 .0250 .020 .250 .100 .300 1.13 .63 .00180 1 36.0 .0286 .016 .250 .100 .300 1.13 .65 .00180 1 45.0 .0300 .016 .250 .100 .300 1.50 .80 .00180 1 45.0 .0063 .016 .250 .100 .300 1.50 .80 .00180 1 50.0 .0375 .016 .250 .100 .300 1.13 .65 .00180 1 72.0 .0100 .016 .250 .100 .300 1.70 .88 .00180 1 28.0 .0080 .020 .250 .100 .300 .75 .50 .00180 1 31.0 .0200 .020 .250 .100 .300 1.50 .80 .00180 1 60.0 .0050 .020 .250 .100 .300 1.50 .80 .00180 1 40.0 .0050 .016 .250 .100 .300 1.50 .80 .00180 1 40.0 .0125 .016 .250 .100 .300 .50 .80 .00180 1 65.0 .0125 .016 .250 .100 .300 1.50 .80 .00180 1 10.0 .0180 .020 .250 .100 .300 1.85 .90 .00180 1 10.0 .0200 .020 .250 .100 .300 1.90 1.00 .00180 1 30.0 .0300 .020 .250 .100 .300 1.60 .80 .00180 1 30.0 .0400 .020 .250 .100 .300 2.00 1.00 .00180 1 10.0 .3300 .020 .250 .100 .300 1.58 .80 .00180 1 15.0 .0360 .020 .250 .100 .300 1.50 .80 .00180 1 20.0 .0300 .020 .250 .100 .300 1.69 .80 .00180 1 23.0 .0300 .020 .250 .100 .300 1.20 .60 .00180 1 15.0 .0300 .020 .250 .100 .300 1.60 .80 .00180 1 20.0 .0290 .020 .250 .100 .300 1.75 .90 .00180 1 10.0 .0220 .020 .250 .100 .300 1.75 .90 .00180 1 18.0 .0470 .020 .250 .100 .300 1.63 .85 .00180 1 14.0 .0670 .020 .250 .100 .300 1.50 .80 .00180 1 TOTAL TRIBUTARY AREA (ACRES), 7157.10 ' 71/91 SPRING CREEK HYDROLOGY; INCLUDING PORTION OF F CAN. IMP.BASIN--FILE:SCEX2YR.EX ,0-YR EXIST.COND.; W/DETENTION U.S. OF BNRR; 5/86, REV 6/86, REV 1/87, REV 5/91 ** CONTINUITY CHECK FOR SURCATCHMEMT ROUTING IN UDSWM2-PC MODEL *** IATERSHED AREA (ACRES) 7157.100 TOTAL RAINFALL (INCHES) 1.784 'OTAL INFILTRATION (INCHES) _.896 TOTAL WATERSHED OUTFLOW (INCHES) .679 'OTAL SURFACE STORAGE AT END OF STROM (INCHES) .210 IRROR 1N CONTINUITY, PERCENTAGE OF RAINFALL -.006 75�91 SPRING CREEK HYDROLOGY; INCLUDING PORTION OF F CAN. IMP.BASIN--FILE:SCEX2YR.EX ' 0-YR EXIST.COND.; W/DETENTION U.S. OF BNRR; 5/86, REV 6/86, REV 1/87, REV 5/91 WIDTH INVERT SIDE SLOPES OVERBANK/SURCHARGE UTTER GUTTER NDP NP OR DIAM LENGTH SLOPE HORIZ TO VERT MANNING DEPTH JK NUMBER CONNECTION (FT) (FT) (FT/FT) L R N (FT) 243 242 0 4 CHANNEL 8.0 1300. .0400 5.0 5.0 .040 6.00 0 OVERFLOW 22.0 1300. .0400 15.0 15.0 .040 50.00 242 241 0 4 CHANNEL 8.0 1900. .0210 10.0 10.0 .040 6.00 0 ' OVERFLOW 20.0 1900. .0210 20.0 20.0 .040 50.00 241 239 0 4 CHANNEL 8.0 1700. .0130 10.0 10.0 .040 6.00 0 OVERFLOW 20.0 1700. .0130 20.0 20.0 .040 50.00 '240 239 0 1 CHANNEL 8.0 550. .0400 100.0 100.0 .100 50.00 0 239 238 0 4 CHANNEL 8.0 2000. .0100 10.0 10.0 .040 6.00 0 OVERFLOW 19.0 2000. .0100 20.0 20.0 .040 50.00 308 305 14 2 PIPE .1 1. .0100 .0 .0 .013 .10 0 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 1.2 .6 1.4 1.3 1.5 2.2 1.7 2.4 5.9 2.6 14.1 2.8 25.1 3.0 38.9 3.2 55.4 3.4 74.6 3.6 96.3 3.8 120.7 4.0 147.7 305 238 18 2 PIPE .1 1. .0100 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' .0 .0 .7 .0 2.3 31.0 3.4 34.0 3.6 35.3 3.8 37.4 4.1 39.9 4.3 43.0 4.5 46.5 4.8 52.7 5.0 60.8 5.3 70.6 5.5 81.6 5.8 93.9 6.1 107.4 6.3 122.0 6.6 137.7 6.8 154.4 306 238 18 2 PIPE .1 1. .0100 .0 .0 .013 .10 0 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 1.5 .4 5.5 .7 6.0 .7 6.3 .8 6.5 .8 6.8 .9 7.0 .9 7.0 1.0 8.4 1.1 11.2 1.1 14.8 1.2 19.3 1.3 24.5 1.3 30.6 1.4 37.2 1.5 44.5 1.5 52.5 238 237 0 4 CHANNEL 8.0 1400. .0100 9.0 9.0 .040 6.00 0 OVERFLOW .0 1400. .0100 100.0 100.0 .040 50.00 ' 307 237 13 2 PIPE .1 1. .0100 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .5 8.5 2.5 16.0 5.7 20.0 5.9 22.4 6.1 26.4 6.3 31.8 6.5 38.1 6.8 45.6 7.0 53.8 7.2 63.1 7.4 73.1 7.6 84.0 237 236 0 4 CHANNEL 8.0 2100. .0100 9.0 9.0 .040 6.00 0 OVERFLOW .0 2100. .0100 100.0 100.0 .040 50.00 236 304 0 4 CHANNEL 8.0 1600. .0110 6.0 6.0 .040 4.00 0 OVERFLOW 10.0 1600. .0110 30.0 30.0 .040 50.00 304 235 3 2 PIPE .1 82. .0050 .0 .0 .015 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' .0 .0 62.1 300.0 563.6 58000.0 235 232 0 4 CHANNEL 8.0 1400. .0070 2.0 2.0 .040 6.00 0 OVERFLOW 15.0 1400. .0070 30.0 30.0 .040 50.00 250 251 0 4 CHANNEL 5.0 2000. .0130 20.0 20.0 .040 2.00 0 OVERFLOW 5.0 2000. .0130 100.0 100.0 .080 100.00 251 252 0 4 CHANNEL 4.0 1300. .0140 3.0 3.0 .040 2.30 0 OVERFLOW 4.0 1300. .0140 50.0 50.0 .080 100.00 252 253 0 5 PIPE 2.0 2300. .0130 .0 .0 .015 2.00 0 OVERFLOW 60.0 .2300. .0130 2.0 2.0 .015 5.00 253 304 0 5 PIPE 3.0 1700. .0230 .0 .0 .015 3.00 0 ' OVERFLOW 5.0 1700. .0230 3.0 3.0 .040 8.00 254 255 0 1 CHANNEL 60.0 2000. .0270 2.0 2.0 .016 5.00 0 255 230 0 4 CHANNEL 1.0 1500, .0130 6.0 6.0 .040 2.00 0 OVERFLOW 1.0 1500. .0130 50.0 50.0 .040 100.00 256 230 0 4 CHANNEL 1.0 1200. .0130 6.0 6.0 .040 2.00 0 OVERFLOW 1.0 1200. .0130 50.0 50.0 .040 100.00 259 260 0 4 CHANNEL 20.0 3000. .0300 4.0 4.0 .040 3.00 07G hi OVERFLOW 20.0 3000. .0300 100.0 100.0 .080 100.00 260 264 0 4 CHANNEL 5.0 2600. .0200 5.0 5.0 .040 1.00 0 OVERFLOW 5.0 2600. .0200 5.0 100.0 .080 100.00 261 262 0 4 CHANNEL 1.0 2000. .0120 1.0 33.0 .016 1.00 0 OVERFLOW 1.0 2000. .0120 33.0 33.0 .016 100.00 262 263 0 1 CHANNEL 60.0 2000, 0110 10.0 10.0 .030 100.00 0 '263 275 0 1 CHANNEL 60.0 2000. .0110 10.0 10.0 .030 100.00 0 275 264 0 1 CHANNEL 60.0 1000. .0110 10.0 10.0 .030 100.00 0 264 265 0 1 CHANNEL 10.0 2500. .0200 20.0 20.0 .040 100.00 0 '265 227 0 1 CHANNEL 50.0 2500. .0170 4.0 4.0 .040 100.00 0 232 231 0 4 CHANNEL 8.0 2640. .0069 2.0 2.0 .040 5.00 0 OVERFLOW .0 2640. .0069 35'.0 35.0 .040 50.00 231 230 0 4 CHANNEL 8.0 1600. .0069 2.0 2.0 .040 4.00 0 ' OVERFLOW .0 1600. .0069 35.0 35.0 .040 50.00 230 228 0 4 CHANNEL 37.0 1800. .0063 2.0 2.0 .040 2.00 0 OVERFLOW 16.0 1800. .0063 3.0 3.0 .040 10.00 ' 229 228 0 5 PIPE 1.5 1000. .0050 .0 .0 .015 1.50 0 OVERFLOW 100.0 1000. .0050 2.0 2.0 .016 5.00 228 226 0 4 CHANNEL 18.0 2800. .0057 2.0 2.0 .040 3.00 0 OVERFLOW 120.0 2800. .0057 4.0 4.0 .040 50.00 ' 227 226 0 1 CHANNEL 80.0 2300. .0060 4.0 4.0 .040 50.00 0 226 219 0 4 CHANNEL 8.0 2100. .0050 2.0 2.0 .040 4.00 0 OVERFLOW .0 2100. .0050 100.0 100.0 .040 50.00 ' 225 224 0 5 PIPE 1.8 1800. .0060 .0 .0 .015 1.80 0 OVERFLOW 100.0 1800. .0060 2.0 2.0 .016 5.00 224 222 0 5 PIPE 2.8 2100. .0050 .0 .0 .015 2.80 0 OVERFLOW 100.0 2100. .0050 2.0 2.0 .016 6.00 223 222 0 5 PIPE 2.0 1400. .0080 .0 .0 .015 2.00 0 OVERFLOW 100.0 1400. .0080 2.0 2.0 .016 5.00 222 221 0 5 PIPE 3.0 2000. .0080 .0 .0 .015 3.00 0 ' OVERFLOW 100.0 2000. .0080 2.0 2.0 .016 5.00 221 219 0 5 PIPE 3.0 2800. .0050 .0 .0 .015 3.00 0 OVERFLOW 100.0 2800. .0050 2.0 2.0 .016 5.00 '220 219 0 1 CHANNEL 10.0 1300. .0080 5.0 3.0 .040 10.00 0 219 303 0 4 CHANNEL 8.0 1600. .0080 2.0 2.0 .040 4.00 0 OVERFLOW .0 1600. .0080 100.0 100.0 .040 50.00 303 216 13 2 PIPE .1 30. .1000 .0 .0 .080 .10 0 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .9 456.0 4.0 639.0 13.3 730.0 22.5 897.0 49.2 1130.0 60.7 1250.0 95.9 1460.0 131.0 1680.0 181.5 1935.0 232.0 2230.0 297.0 2770.0 362.0 2920.0 101 232 0 1 CHANNEL 7.0 750. .0146 .0 .0 .016 4.00 0 118 101 0 1 CHANNEL 8.0 590. .0100 4.0 4.0 .035 4.00 0 119 118 0 1 CHANNEL 4.0 729. .0110 4.0 4.0 .035 5.00 0 102 120 0 5 PIPE 2.0 1100. .0100 .0 .0 .013 2.00 0 OVERFLOW 1.0 1100. .0100 33.0 33.0 .016 100.00 122 101 0 5 PIPE 2.8 729. .0110 .0 .0 .035 2.80 0 ' OVERFLOW 4.0 729. .0110 4.0 4.6 .035 5.00 104 103 0 5 PIPE 4.0 500. .0044 .0 .0 .013 4.00 0 OVERFLOW 1.0 500. .0044 33.0 33.0 .016 100.00 ' 103 121 6 2 PIPE 2.0 200. .0029 .0 .0 .013 2.00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 9.0 .9 12.0 5.7 15.0 21.9 20.0 47.5 40.0 60.0 50.0 '120 119 0 1 CHANNEL 2.5 650. .0165 4.0 4.0 .030 50004.50 0 124 123 0 1 CHANNEL 2.0 900. .0060 4.0 4.0 .035 4.50 0 121 122 0 5 PIPE 2.0 410. .0026 .0 .0 .013 2.00 0 OVERFLOW 2.0 410. .0026 4.0 4.0 .035 4.50 ' 105 104 0 5 PIPE 2.0 1500. .0050 .0 .0 .013 2.00 0 OVERFLOW 1.0 1500. .0050 33.0 33.0 .016 100.00 106 104 0 5 PIPE 3.5 1050. .0100 .0 .0 .013 3.50 0 OVERFLOW 1.0 1050. .0100 33.0 33.0 .016 100.00 126 124 0 1 CHANNEL 2.0 1140. .0060 4.0 4.0 .035 4.50 0 108 124 0 5 PIPE 2.5 80. .0070 .0 .0 .013 4.00 0 OVERFLOW 1.0 51. .0160 33.0 33.0 .016 100.00 77/9/ 109 126 0 5 PIPE 2.0 115. .0200 .0 .0 .016 3.00 0 OVERFLOW 1.0 115. 0200 33.0 33.0 .016 100.00 107 123 0 5 PIPE 1.8 633. .0020 .0 .0 .013 1.80 0 ' OVERFLOW 1.0 633. .0020 33.0 33.0 .016 100.00 123 120 0 1 CHANNEL 4.0 1300. .0060 4.0 4.0 .035 4.50 0 110 106 0 5 PIPE 2.0 80- 0050 -0 -0 -013 2.00 0 OVERFLOW 1.0 80. .0050 33.0 33.0 .016 100.00 111 127 0 1 CHANNEL 2.0 800. .0200 .3 .3 .040 3.50 0 112 128 2 2 PIPE 1.2 30. .0050 .0 .0 .013 1.20 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' .0 .0 .5 5.6 113 112 2 2 PIPE 1.2 50. .0050 .0 .0 .013 1.20 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 -0 2.4 3.0 128 127 0. 1 CHANNEL 1.0 1300. .0094 5.0 5.0 .060 3.00 0 114 129 0 1 CHANNEL 1.0 1200. .0111 5.0 5.0 .060 3.00 0 ' 115 129 2 2 PIPE .5 50. .0050 .0 .0 .013 .50 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .8 .1 116 129 2 2 PIPE .7 50. .0050 .0 .0 .013 .70 0 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .6 1.8 117 129 2 2 PIPE 5 50. 0050 .0 .0 .013 .50 0 t RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .5 .7 129 111 0 1 CHANNEL 2.0 1000. .0100 3.0 3.0 .035 3.00 0 219 0 2 PIPE 2.0 4000. .0100 .0 .0 .016 2.00 0 '161 218 216 0 5 PIPE 2.5 2800.• .0133 .0 .0 .015 2.50 0 OVERFLOW 100.0 2800. .0133 6.0 6.0 .016 5.00 50 161 4 2 PIPE .1 10. .0100 .0 .0 .100 .10 0 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 5.0 12.5 10.9 26.0 17.8 35.0 160 50 0 2 PIPE 5.0 1700. .0046 .0 .0 .016 5.00 0 ' 51 160 5 2 PIPE .1 10. .0100 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.2 75.0 3.2 145.0 6.4 197.0 10.8 238.0 162 51 0 4 CHANNEL 30.0 2000. .0040 .0 .0 .016 .50 0 ' OVERFLOW .0 2000. .0040 50.0 50.0 .060 10.00 217 216 0 5 PIPE 2.0 2400. .0060 - .0 .0 .015 2.00 0 OVERFLOW 100.0 2400. .0060 2.0 2.0 .016 5.00 ' 216 213 0 4 CHANNEL 8.0 1200. .0070 7.0 3.0 .040 8.00 0 OVERFLOW 8.0 1200. .0070 100.0 100.0 .040 50.00 213 212 0 4 CHANNEL 8.0 2000. .0070 2.0 2.0 .040 6.00 0 OVERFLOW 7.0 2000. .0070 100.0 65.0 .040 50.00 215 214 0 5 PIPE 1.0 2700. .0063 .0 .0 .015 1.00 0 OVERFLOW 400.0 2700. .0063 2.0 2.0 .016 5.00 214 200 0 5 PIPE 1.0 1350. .0050 .0 .0 .015 1.00 0 OVERFLOW 100.0 1350. .0050 2.0 2.0 .016 5.00 200 213 0 5 PIPE 2.0 1100. .0275 .0 .0 .015 2.00 0 OVERFLOW .0 1100. .0275 2.0 2.0 .016 5.00 ' 212 209 0 4 CHANNEL 20.0 1300. .0070 6.0 9.0 .040 6.00 0 OVERFLOW 7.0 1300. .0070 65.0 90.0 .040 50.00 209 206 0 4 CHANNEL 8.0 1100. .0080 2.0 2.0 .040 3.00 0 OVERFLOW .0 1100. .0080 150.0 30.0 .040 50.00 211 210 0 1 CHANNEL 280.0 2500. .0056 2.0 2.0 .016 5.00 0 210 206 0 5 PIPE 2.0 1600. .0200 .0 .0 .015 2.00 0 OVERFLOW 60.0 1600. .0200 6.0 6.0 .016 5.00 206 205 0 4 CHANNEL 8.0 2200. .0090 2.0 2.0 .040 3.00 0 OVERFLOW .0 2200. .0090 10.0 10.0 .040 50.00 208 207 3 2 PIPE .1 5. .0100 .0 .0 .015 .10 0 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 5.0 16.0 6.3 146.0 207 205 0 1 CHANNEL 5.0 1500. .0250 4.0 4.0 .040 5.00 0 ' 302 202 5 2 PIPE .1 32. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 3.5 644.0 13.8 1260.0 202 301 0 4 CHANNEL 10.0 400. ' OVERFLOW 2.0 400. 301 201 0 4 CHANNEL 10.0 750. OVERFLOW 52.0 750. '203 201 0 1 CHANNEL 5.0 3000. 201 300 0 4 CHANNEL 10.0 2500. OVERFLOW 160.0 2500. TOTAL NUMBER OF GUTTERS/PIPES, 99 11 t 11 .0050 .0 .0 .015 .10 0 7$h I 35.5 1853.0 98.0 3744.0 .0050 6.0 10.0 .040 4.00 0 .0050 100.0 100.0 .040 50.00 .0029 2.0 2.0 .035 1.00 0 .0029 3.0 3.0 .040 15.00 .0033 50.0 50.0 .040 50.00 0 .0036 3.0 3.0 .040 2.00 0 .0036 4.0 4.0 .040 50.00 ' -79/A) SPRING CREEK HYDROLOGY; INCLUDING PORTION OF F CAN. 1MP.BASIN --FILE:SCEX2YR.EX �0-YR EXIST.COND.; WDETENTION U.S. OF BNRR; 5/86, REV 6/86, REV 1/87, REV 5/91 IRRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES GUTTER TRIBUTARY GUTTER/PIPE - TRIBUTARY SUBAREA D.A.(AC) ' 50 160 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 239.0 ' 51 162 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 239.0 101 118 122 0 0 0 0 0 0 0 0 1 0' 0 0 0 0 0 0 0 0 375.7 ' 102 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 33.7 103 104 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 141.3 ' 104 105 106 0 0 0 0 0 0 0 0 4 0 0 0 0 0 0 0 0 0 120.4 105 0 0 0 0 0 0 0 0 0 0 5 0 0 0 0 0 0 0 0 0 37.0 106 110 0 0 0 0 0 0 0 0 0 6 0 0 0 0 0 0 0 0 0 75.1 ' 107 0 0 0 0 0 0 0 0 0 0 7 0 0 0 0 0 0 0 0 0 8.0 108 0 0 0 0 0 0 0 0 0 0 8 0 0 0 0 0 0 0 0 0 41.3 ' 109 127 0 0 0 0 0 0 0 0 0 9 0 0 0 0 0 0 0 0 0 105.8 110 0 0 0 0 0 0 0 0 0 0 10 0 0 0 0 0 0 0 0 0 20.0 111 129 0 0 0 0 0 0 0 0 0 11 0 0 0 0 0 0 0 0 0 83.8 ' 112 113 0 0 0 0 0 0 0 0 0 12 0 0 0 0 0 0 0 0 0 14.9 113 0 0 0 0 0 0 0 0 0 0 13 0 0 0 0 0 0 0 0 0 8.6 114 0 0 0 0 0 0 0 0 0 0 14 0 0 0 0 0 0 0 0 0 32.7 115 0 0 0 0 0 0 0 0 0 0 15 0 0 0 0 0 0 0 0 0 3.5 ' 116 0 0 0 0 0 0 0 0 0 0 16 0 0 0 0 0 0 0 0 0 3.3 ' 117 0 0 0 0 0 0 0 0 0 0 17 0 0 0 0 0 0 0 0 0 2.2 118 119 0 0 0 0 0 0 0 0 0 100 0 0 0 0 0 0 0 0 0 222.9 ' 119 120 0 0 0 0 0 0 0 0 0 200 0 0 0 0 0 0 0 0 0 198.7 120 102 123 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 188.8 121 103 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 141.3 122 121 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 141.3 123 124 107 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 155.1 ' 124 126 108 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 147.1 126 109 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 105.8 128 112 0 0 0 0 0 0 0 0 0 129 114 115 116 117 0 0 0 0 0 0 160 51 0 0 0 0 0 0 0 0 0 161 50 0 0 0 0 0 0 0 0 0 162 0 0 0 0 0 0 0 0 0 0 200 214 0 0 0 0 0 0 0 0 0 201 301 203 0 0 0 0 0 0 0 0 202 302 0 0 0 0 0 0 0 0 0 203 0 b 0 0 0 0 0 0 0 0 205 206 207 0 0 0 0 0 0 0 0 206 209 210 0 0 0 0 0 0 0 0 207 208 0 0 0 0 0 0 0 0 0 208 0 0 0 0 0 0 0 0 0 0 209 212 0 0 0 0 0 0 0 0 0 210 211 0 0 0 0 0 0 0 0 0 211 0 0 0 0 0 0 0 0 0 0 212 213 0 0 0 0 0 0 0 0 0 213 216 200 0 0 0 0 0 0 0 0 214 215 0 0 0 0 0 0 0 0 0 215 0 0 0 0 0 0 0 0 0 0 216 303 218 217 0 0 0 0 0 0 0 217 0 0 0 0 0 0 0 0 0 0 218 0 0 0 0 0 0 0 0 0 0 219 226 221 220 161 0 0 0 0 0 0 220 0 0 0 0 0 0 0 0 0 0 221 222 0 0 0 0 0 0 0 0 0 222 224 223 0 0 0 0 0 0 0 0 223 0 0 0 0 0 0 0 0 0 0 224 225 0 0 0 0 0 0 0 0 0 225 0 0 0 0 0 0 0 0 0 0 226 228 227 0 0 0 0 0 0 0 0 227 265 0 0 0 0 0 0 0 0 0 go/v 0 0 0 0 0 0 0 0 0 0 14.9 0 0 0 0 0 0 0 0 0 0 41.7 0 0 0 0 0 0 0 0 0 0 239.0 0 0 0 0 0 0 0 0 0 0 239.0 160 0 0 0 0 0 0 0 0 0 239.0 0 0 0 0 0 0 0 0 0 0 147.0 101 102 0 0 0 0 0 0 0 0 7157.1 105 0 0 0 0 0 0 0 0 0 6626.1 103 104 0 0 0. 0 0 0 0 0 202.0 106 107 0 0 0 0 0 0 0 0 6489.1 108 109 0 0 0 0 0 0 0 0 6240.1 0 0 0 0 0 0 0 0 0 0 51.0 110 0 0 0 0 0 0 0 0 0 51.0 111 112 0 0 0 0 0 0 0 0 5956.1 0 0 0 0 0 0 0 0 0 0 132.0 113 0 0 0 0 0 0 0 0 0 132.0 114 115 0 0 0 0 0 0 0 0 5862.1 116 117 0 0 0 0 0 0 0 0 5770.1 0 0 0 0 0 0 0 0 0 0 147.0 118 0 0 0 0 0 0 0 0 0 147.0 119 0 0 0 0 0 0 0 0 0 5515.1 120 0 0 0 0 0 0 0 0 0 81.0 121 0 0 0 0 0 0 0 0 0 99.0 122 0 0 0 0 0 0 0 0 0 5290.1 123 0 0 0 0 0 0 0 0 0 57.0 124 0 0 0 0 0 0 0 0 0 338.0 0 0 0 0 0 0 0 0 0 0 158.0 125 0 0 0 0 0 0 0 0 0 61.0 0 0 0 0 0 0 0 0 0 0 97.0 126 0 0 0 0 0 0 0 0 0 97.0 127 128 0 0 0 0 0 0 0 0 4564.1 129 0 0 0 0 0 0 0 0 0 1167.8 91/91 229 230 231 232 235 236 237 238 239 240 241 242 243 250 251 252 253 254 255 256 257 258 259 260 , 261 262 263 264 265 275 301 302 0 0 0 0 0 0 0 0 0 0 255 256 231 0 0 0 0 0 0 0 232 0 0 0 0 0 0 0 0 0 235 101 0 0 0 0 0 0 0 0 304 0 0 0 0 0 0 0 0 0 237 0 0 0 0 0 0 0 0 0 238 307 0 0 0 0 0 0 0 0 239 305 306 0 0 0 0 0 0 0 241 240 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 242 0 0 0 0 0 0 0 0 0 243 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 250 0 0 0 0 0 0 0 0 0 251 0 0 0 0 0 0 0 0 0 252 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 254 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 257 0 0 0 0 0 0 0 0 0 258 0 0 0 0 0 0 0 0 0 259 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 261 0 0 0 0 0 0 0 0 0 262 0 0 0 0 0 0 0 0 0 260 275 0 0 0 0 0 0 0 0 264 0 0 0 0 0 0 0 0 0 263 0 0 0 0 0 0 0 0 0 202 0 0 0 0 0 0 0 0 0 205 0 0 0 0 0 0 0 0 0 131 0 0 0 0 0 0 0 0 0 11.0 132 133 0 0 0 0 0 0 0 0 3051.3 134 135 0 0 0 0 0 0 0 0 2751.3 136 137 0 0 0 0 0 0 0 0 2660.3 138 139 0 0 0 0 0 0 0 0 2088.6 141 142 0 0 0 0 0 0 0 0 1745.0 180 144 0 0 0 0 0 0 0 0 1619.0 145 181 0 0 0 0 0 0 0 0 1341.0 147 149 0 0 0 0 0 0 0 0 1037.0 148 0 0 0 0 0 0 0 0 0 234.0 150 151 0 0 0 0 0 0 0 0 631.0 152 153 0 0 0 0 0 0 0 0 496.0 154 0 0 0 0 0 0 0 0 0 297.0 155 0 0 0 0 0 0 0 0 0 73.6 156 0 0 0 0 0 0 0 0 0 183.6 0 0 0 0 0 0 0 0 0 0 183.6 0 0 0 0 0 0 0 0 0 0 183.6 166 0 0 0 0 0 0 0 0 0 135.0 0 0 0 0 0 0 0 0 0 0 135.0 167 0 0 0 0 0 0 0 0 0 56.0 157 0 0 0 0 0 0 0 0 0 225.0 158 0 0 0 0 0 0 0 0 0 346.0 162 0 0 0 0 0.. 0 0 0 0 472.0 163 0 0 0 0 0 0 0. 0 0 629.0 159 0 0 0 0 0 0 0 0 0 89.0 160 0 0 0 0 0 0 0 0 0 136.8 161 0 0 0 0 0 0 0 0 0 170.8 164 0 0 0 0 0 0 0 0 0 952.8 165 0 0 0 0 0 0 0 0 0 1089.8 0 0. 0 0 0 0 0 0 0 0 170.8 0 0 0 0 0 0 0 0 0 0 6626.1 0 0 0 0 0 0 0 0 0 0 6489.1 304 236 253 0 0 0 0 0 0 0 U 305 308 0 0 0 0 0 0 0 0 0 306 0 0 0 0 0 0 0 0 0 0 307 0 0 0 0 0 0 0 0 0 0 308 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1928.6 168 0 0 0 0 0 0 0 0 0 147.4 169 0 0 0 0 0 0 0 0 0 20.7 143 170 0 0 0 0 0 0 0 0 97.8 146 171 0 0 0 0 0 0 0 0 73.9 SPRING CREEK HYDROLOGY; INCLUDING PORTION OF F CAN. IMP.BASIN --FILE:SCEX2YR.EX I0-YR EXIST.COND.; W/DETENTION U.S. OF BNRR; 5/86, REV 6/86, REV 1/87, REV 5/91 1DROGRAPHS ARE LISTED FOR THE FOLLOWING 13 CONVEYANCE ELEMENTS ' THE UPPER NUMBER IS DISCHARGE IN CFS THE LOWER NUMBER IS ONE OF THE FOLLOWING CASES: ( ) DENOTES DEPTH ABOVE INVERT IN FEET ' (S) DENOTES STORAGE IN AC -FT FOR DETENSION DAM. DISCHARGE INCLUDES SPILLWAY OUTFLOW. (I) DENOTES GUTTER INFLOW IN CFS FROM SPECIFIED INFLOW HYDROGRAPH (D) DENOTES DISCHARGE IN CFS DIVERTED FROM THIS GUTTER (0) DENOTES STORAGE IN AC -FT FOR SURCHARGED GUTTER 1IME(HR/MIN) 243 242 241 240 239 238 237 236 304 235 234 233 232 0 5. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .O( ) O(S) .0( ) ' 0. 0. 0. .0( ) .0( ) .0( ) 0 15. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. .1( ) -0( ) .0( ) .1( ) .0( ) .0( ) .0( ) .0(: ) O(S) .0( ) ' 0. 0. 0, 0 25. 35. 20. 11. 22. 13. 9. 6. 6. 0. 7. 1 .7( ) .5( ) .5( ) A( ) .5( ) .4(.) .3( ) .4( ) O(S) .5( ) 0. 0. 12. ' .0( ) .0( ) .6( ) 0 35. 144. 152. 118. 103. 141. 113. 85. 74. 3. 85. ' 1.4( ) 1.4( ) 1.4( ) .8( ) 1.6( ) 1.5( ) 1.3( ) 1.3( ) .5(S) 1.9( ) 0. 0. 186. .0( ) .0( ) 2.9( ) ' 0 45. 82. 186. 230. 99. 335. 336. 287. 240. 14. 149. 1.0( ) 1.5( ) 1.9( ) .8( ) 2.4( ) 2.4( ) 2.3( ) 2.3( ) 2.9(S) 2.5( ) ' 0. 0. 415. .0( ) .0( ) 4.3( ) ' 0 55. 59. 117. 173. 77. 318. 388. 415. 398. 37. 134. .9( ) 1.3( ) 1.7( ) .7( ) 2.3( ) 2.6( ) 2.7( ) 2.9( ) 7.6(S) 2.4( ) ' 0. 0. 404. .0( ) .0( ) 4.2( ) ' 1 5. 50, 94, 132, 65. 255. 333. 403. 430. 64. 134. .8( ) 1.1( ) 1.5( ) .6( ) 2.1( ) 2.4( ) 2.6( ) 3.0( ) 13.2(S) 2.4( ) 0. 0. 360. ' .0( ) .0( ) 4.0( ) 1 15. 43. 81. 111. 56. 211. 280. 348. 383. 88. 142. ' 0. 0. 332. .0( ) .0( ) 3.8( ) 1 25. 36. 69. 94. 46. 178. 239. 298. 329. 107. 148. .7( ) 1.0( ) 1.3( ) .6( ) 1.8( ) 2.1( ) 2.3( ) 2.6( ) 22.2(S) 2.5( ) 0. 0. 315. ' .0( ) .0( ) 3.7( ) 1 35. 31. 59. 81. 39. 151. 205. 257. 283. 121. 153. .6( ) .9( ) 1.2( ) .5( ) 1.7( ) 2.0( ) 2.2( ) 2.5( ) 25.1(S) 2.6( ) 0. 0. 303. ' .0( ) .0( ) 3.7( ) 1 45. 28. 53. 71. 35. 131. 179. 224. 247. 132. 157. .6( ) .9( ) 1.1( ) .5( ) 1.6( ) 1.8( ) 2.0( ) 2.3( ) 27.3(S) 2.6( ) ' 0. 0. 295. .0( ) .0( ) 3.6( ) 1 55. 26. 49. 64. 31. 117. 160. 200. 219. 139. 161. .6( ) .8( ) 1.1( ) .5( ) 1.5( ) 1.8( ) 1.9( ) .2.2( ) 28.8(S) 2.7( ) ' 0. 0. 289. .0( ) .0( ) 3.6( ) 2 5. 24. 45. 60. 28. 107. 146. 181. 198. 144. 163. 1 .5( ) .8( ) 1.0( ) .5( ) 1.4( ) 1.7( ) 1.9( ) 2.1( ) 29.9(S) 2.7( ) 0. 0. 275. ' .0( ) .0( ) 3.5( ) 2 15. 20. 40. 54. 24. 96. 132. 165. 180. 148. 163. .5( ) .8( ) 1.0( ) .4( ) _ 1.4( ) 1.6( ) 1.8( ) 2.0( ) 30.6(S) 2.7( ) 0. 0. 253. ' .0( ) .0( ) 3.4( ) 2 25. 18. 36. 48. 20. 86. 119. 150. 164. 150. 163. .5( ) .7( ) .9( ) 4( ) 1.3( ) 1.5( ) 1.7( ) 1.9( ) 31.1(8) 2.7( ) 0. 0. 237. .0( ) .0( ) 3.2( ) t2 35. 16. 32. 43. 18. 77. 107. 136. 149. 151. 162. .4( ) .7( ) .9( ) .4( ) 1.2( ) 1.5( ) 1.6( ) 1.8( ) 31.3(S) 2.7( ) ' 0. 0. 226. .0( ) .0( ) 3.2( ) 2 45. 14. 30. 39. 16. 69. 97. 124. 136. 151. 160. .4( ) .6( ) .8( ) .4( ) 1.2( ) 1.4( ) 1.6( ) 1.8() 31.3(S) 2.6( ) 0. 0. 218. .0( ) .0( ) 3.1( ) 2 55, 13, 27. 36. 14. 62. 88. 113. 124. 150. - 158. ' .4( ) .6( ) .8( ) .3( ) 1.1( ) 1.3( ) 1.5( ) 1.7( ) 31.1(S) 2.6( ) 0. 0. 211. .0( ) .0( ) 3.1( ) 3 5. 12. 25. 33. 13. 57. 80. 103. 113. 148. 156. 0. 0. 205. .0( ) .0( ) 3.0( ) 11. 23. 30. 11. 52. 73. 95. 104. 146. 153. .3( ) .6( ) .7( ) .3( ) 1.0( ) 1.2( ) 1.4( ) 1.5( ) 30.3(S) 2.6( ) 0. 0. 199. .0( ) .0( ) 3.0( ) 10. 21. 28. 10. 47. 66. 87. 95. 144. 150. .3( ) .5( ) .7( ) .3( ) 1.0( ) 1.2( ) 1.3( ) 1.5( ) 29.7(S) 2.6( ) 0. 0. 194. .0( ) .0( ) 2.9( ) 9. 20. 25. 9. 43. 60. 80. 88. 141. 146. .3( ) .5( ) .7( ) .3( ) .9( ) 1.1( ) 1.3( ) 1.4( ) 29.1(S) 2.5( ) 0. 0. 188. .0( ) .0( ) 2.9( ) 8. 18. 23. 8. 39. 55. 74. 81. 137. 143. .3( ) .5( ) .7( ) .3( ) .9( ) 1.1( ) 1.2( ) 1.4( ) 28.4(S) 2.5( ) 0. 0._ 183. .0( ) .0( ) 2.8( ) 7. 17. 22. 7. 36. 50. 68. 75. 134. 139. .3( ) .5( ) .6( ) .3( ) .9( ) 1.0( ) 1.2( ) 1.3( ) 27.7(S) 2.5( ) 0. 0. 178. .0( ) .0( ) 2.8( ) 6. 15. 20. 6. 33. 46. 63. 69. 130. 135. .3( ) .5( ) .6( ) .2( ) .8( ) 1.0( ) 1.1( ) 1.3( ) 26.9(S) 2.4( ) 0. 0. 172. .0( ) .0( ) 2.8( ) 6. 14. 18. 5. 30. 42. 58. 64. 126. 131. .2( ) .4( ) .6( ) .2( ) .8( ) .9( ) 1.1( ) 1.2( ) 26.1(S) 2.4( ) 0. 0. 166. .0( ) .0( ) 2.7( ) 5. 13. 17. 5. 28. 38. 53. 59. 122. 126. .2( ) M ) .5( ) .2( ) .8( ) .9( ) 1.1( ) 1.2( ) 25.3(S) 2.3( ) 0. 0. 151. .0( ) .0( ) 2.6( ) 4. 12. 15. 4. 25. 35. 48. 54. 118. 122. .2( ) .4( ) .5( ) .2( ) .7( ) .9( ) 1.0( ) 1.1( ) 24.4(S) 2.3( ) 0. . 0. 137. .0( ) .0( ) 2.4( ) 4. 11. 14. 4. 23. 32. 43. 49. 114. 118. .2( ) .4( ) .5( ) .2( ) M ) .8( ) 1.0( ) 1.1( ) 23.6(S) 2.3( ) 0. 0. 129. .0( ) .0( ) 2.4( ) 3. 10. 13. 3. 21. 29. 39. 44. 110. 113. 8S/0 0. 0. 123. .0( ) .0( ) 2.3( ) 5 5. 3. 9. 12. 3. 19. 26. 35. 40, 106. 109. .2( ) .4( ) .5( ) .2( ) .6( ) .7( ) .9( ) 1.0( ) 21.9(S) 2.2( ) 0. 0. 118. .0( ) .O( ) 2.3( ) 5 15. 3. 8. 11. 2. 17. 24. 32. 36. 101. 105. .2( ) .3( ) .4( ) .2( ) 6( ) .7( ) .8( ) .9( ) 21.0(S) 2.1( ) 0. 0. 113. ' .0( ) .0( ) 2.2( ) 5 25. 2. 8. 10. 2. 16. 22. 29. 33. 97. 100. .1( ) .3( ) .4( ) .1( ) .6( ) .7( ) .8( ) .9( ) 20.1(S) 2.1( ) 0. 0. 108. .0( ) .0( ) 2.2( ) 5 35. 2. 7. 9. 2. 14. 20. 27. 30. 93. 96. .1( ) .3( ) .4( ) .1( ) .5( ) .7( ) .8( ) .8( ) 19.3(S) 2.0( ) 0. 0. 103. .0( ) .0( ) 2.1( ) 5 45. 2. 6. 8. 1. 13. 18. 24. 27. 89. 92. .1( ) .3( ) .4( ) .1( ) .5( ) .6( ) .7( ) .8(. ) 18.4(S) 2.0( ) 0. 0. 99. .0( ) .0( ) 2.1( ) 5 55. 1. 6. 7. 1. 12. 17. 22. 25. 85. 88. 1( ) .3( ) .4( ) .1( ) .5( ) .6( ) .7( ) .8( ) 17.6(S) 1.9( ) 0. 0. 94. .0( ) .0( ) 2.0( ) 6 5. 1. 5. 7. 1. 11. 15. 20. 23. 81. 84. .1( ) .3( ) .3( ) .1( ) .5( ) .6( ) .7( ) .7( ) 16.8(S) 1.9( ) 0. 0. 90. .0( ) .0( ) 2.0( ) ' 6 15. 1. 5. 6. 1. 9. 14. 18. 21. 78. 80. .1( ) .3( ) .3( ) .1( ) .4( ) .5( ) .6( ) .7( ) 16.0(S) 1.8( ) 0. 0. 86. .0( ) .0( ) 1.9( ) 6 25. 1. 4. 6. 1. 8. 13. 17. 19. 74. 76. .1( ) .2( ) .3( ) .1( ) .4( ) .5( ) .6( ) .7( ) 15.3(S) 1.8( ) 0. 0. 82. 0( ) .0( ) 1.9( ) 6 35. 0. 4. 5. 0. 8. 12. 15. 17. 70. 73. ' .1( ) .2( > .3( ) .1( ) .4( ) .5( ) .6( ) .6( ) 14.6(S) 1.7( ) 0. 0. 78. ' .0( ) .0( ) 1.8( ) 6 45. 0. 4. 4. 0. 7. 10. 14. 16. 67. 69. 86/91 ' 0. 0. 74. .0( ) .0( 6 55. 0. 3. 4. 0. 6. 10. 13. 14. 64. 66. .0( ) .2( ) .3( ) .1( ) .3( ) .4( ) .5( ) .6( ) 13.2(S) 1.6( ) 0. 0. 71. ' 7 5. 0. 3. 4. 0. 5. 9. 11. 13. 61. 62. ' .0( ) .2( ) .2( ) .0( ) .3( ) .4( ) .5( ) .5( ) 12.5(S) 1.6( ) 0. 0. 67. ' .0( ) .0( ) 1.7( ) 7 15. 0. 3. 3. 0. 5. 8. 10. 12. 57. 59. .0( ) .2( ) .2( ) .0( ) .3( ) .4( ) .5( ) .5( ) 11.9(S) 1.6( ) 0. 0. 64. .0( ) .0( ) 1.6( ) 7 25. 0. 2. 3. 0. 4. 7. 10. 11. 55. 56. .0( ) .2( ) .2( ) .0( ) .3( ) .4( ) .4( ) .5( ) 11.3(S) 1.5( ) ' 0. 0. 61. .0( ) .0( ) 1.6( ) ' 7 35. 0. 2. 3. 0. 4. 7. 9. 10. 52. 53. .0( ) .2( ) .2( ) .0( ) .3( ) .4( ) .4( ) .5( ) 10.7(S) 1.5( ) 0. 0. 57. ' .0( ) .0( ) 1.5( ) 7 45. 0. 2. 2. 0. 3. 6. S. 9. 49. 51. ' .0( ) .2( ) .2( ) .0( ) .2( ) .3( ) .4( ) .4( ) 10.2(S) 1.4( ) 0. 0. 55. .0( ) .0( ) 1.5( ) 7 55. 0. 2. 2. 0. 3. 6. 7. 8. 46. 48. ' .0( ) .1( ) .2( ) 0( ) .2( ) .3( ) .4( ). .4( ) 9.6(S) 1.4( ) 0. 0. 52. .0( ) .0( ) 1.4( ) ' 8 5. 0. 2. 2. 0. 3. 5. 7. 8. 44. 46. .0( ) .1( ) .2( ) .0( ) .2( ) .3( ) .4( ) .4( ) 9.1(S) 1.3( ) ' 0. 0. 49. .0( ) .0( ) 1.4( ) 8 15. 0. 2. 2. 0. 2. 5. 6. 7. 42. 43. .0( ) .1( ) .2( ) .0( ) .2( ) .3( ) .4( ) .4( ) 8.6(S) 1.3( ) 0. 0. 46. ' .0( ) .0( ) 1.4( ) 8 25; 0. 2. 2. 0. 2. 4. 6. 6. 39. 41. ' .0( ) .1( ) .2( ) .0( ) .2( ) .3( ) .3( ) .4( ) 8.2(S) 1.3( ) 0. 0. 44. .0( ) .0( ) 1.3( > 8 35. 0. 1. 2. 0. 2. 4. 5. 6. 37. 39. 57191 ' 0. 0. 42. .0( ) .0( ) 1.3( ) 8 45. 0. 1. 2. 0. 2. 4. 5. 5. 35. 37. .0( ) .1( ) .1( ) .0( ) .2( ) .3( ) .3( ) .3( ) 7.3(S) 1.2( ) 0. 0. 39. ' .0( ) 10( ) 1.2( ) 8 55. 0. 1. 1. 0. 2. 4. 5. 5. 33. 35. ' .0( ) .1( ) .1( ) .0( ) .2( ) .3( ) .3( ) .3( ) 6.9(S) 1.2( ) 0. 0. 37. .0( ) .0( ) 1.2( ) 9 5. 0. 1. 1. 0. 2. 3. 4. 5. 32. 33. .0( ) .1( ) .1( ) .0( ) .2( ) .3( ) .3( ) .3( ) 6.5(S) 1.1( ) ' 0. 0. 35. .0( ) .0( ) 1.2( ) 9 15. 0. 1. 1. 0. 1. 3. 4. 4. 30. 31. .0( ) .1( ) .1( ) .0( ) .2( ) .3( ) .3( ) .3( ) 6.2(S) 1.1( ) ' 0. 0. 33. .0( ) .0( ) 1.1( ) 9 25. 0. 1. 1. 0. 1. 3. 4. 4. 28. 29. .0( ) .1( ) .1( ) .0( ) .1( ) .2( ) .3( ) .3( ) 5.8(S) 1.1( ) 0. 0. 32. 9 35. 0. 1. 1. 0. 1. 3. 4. 4. 27. 28. ' .0( ) .1( ) .1( ) .0( ) .1( ) .2( ) .3( ) .3( ) 5.5(S) 1.0( ) 0. 0. 30. ' .0( ) .0( ) 1.1( ) 9 45. 0. 1. 1. 0. 1. 3. 3. 4. 25. 26. .0( ) .1( ) .1( ) .0( ) .1( ) .2( ) .3( ) .3( ) 5.2(S) 1.0( ) 0 0. 28. .0( ) .0( ) 1.0( ) ' 9 55. 0. 1. 1. 0. 1. 3. 3. 4. 24. 25. .0( ) .1( ) .1( ) .0( ) .1( ) .2( ) .2( ) .3( ) 4.9(S) 1.0( ) ' 0. 0. 27. 1 .0( ) 0( ) 1.0( ) 88/9 SPRING CREEK HYDROLOGY; INCLUDING PORTION OF F CAN. IMP.BASIN --FILE:SCEX2YR.EX �0-YR EXIST.COND.; W/DETENTION U.S. OF BNRR; 5/86, REV 6/86, REV 1/87, REV 5/91 '** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS *** CONVEYANCE PEAK STAGE STORAGE TIME ' ELEMENT (CFS) (FT) (AC -FT) (HR/MIN) 113 5. 1.2 .1 0 45. ' 117 1. .5 .2 1 25. 116 2. .7 .2 1 15. 115 0. .5 .4 2 0. 114 58. 2.0 0 40. ' 112 7. 1.2 .2 1 0. 129 58. 1.8 0 45. 128 7. .9 1 20. ' 111 61. 3.5 1.5 1 0. 127 87. 3.6 0 35. 243 145. 1.4 0 40. 109 88, 3.6 0 35. 242 215. 1.7 0 40. 110 31. 2.4 0 35. 108 22. 1.5 0 35. 126 69. 2.0 1 10. 308 6. .1 2.4 2 10. 240 128. .8 0, 40. ' 241 230. 1.9 0 45. 106 107. 3.1 0 40. 105 48. 2.6 0 40. 107 12. 2.1 0 40. ' 124 73. 2.0 0 45. 250 21. .6 0 40. 306 7. .1 .8 1 10. 305 31. .1 2.3 1 0. 239 343. 2.4 0 50. 104 162. 4.7 0 40. ' 123 78, 1.9 0 55. 102 51. 2.5 0 40. 251 58. 1.6 0 40. 307 16. .1 2.4 1 20. ' 238 388. 2.6 0 55. 103 27. 2.0 4.5 1 25. 120 108. 1.8 0 45. ' 252 42. 2.1 0 50. 237 421. 2.7 1 0. 261 57. .8 0 40. 257 111. 1.6 0 40. '121 27. 3.2 1 25. 119 110. 1.9 0 50. 253 41. 1.4 0 55. '236 430. 3.0 1 0. 262 82. .4 0 45. 258 154. 1.7 0 45. '122 27. 3.2 1 30. 118 114. 1.7 0 50. 304 151. .1 31.3 2 40. 263 74. .4 0 55. '259 217. 1.3 0 45. 101 142. 1.7 0 50. 235 163. 2.7 2 5. ' 260 244. 1.9 0 55. 232 421. 4.3 0 50. 254 109. .3 0 40. 51 35. .1 .6 0 50. ' 225 228. 2.3 0 40. 264 336. 1.6 1 5. 231 453. 4.4 0 55. ' 256 62. 1.6 0 40. 255 92. 1.9 0 50. 160 34. 1.7 0 55. 223 83. 2.2 0 40. ' 224 156. 3.2 0 50. 265 366. 1.3 1 10. 229 16, 1.6 0 40. ' 230 634. 2.7 0 55. 50 6. .1 2.2 2 25. 222 194. 3.3 0 55. ' 227 377. 1.3 1 15. 228 592. 3.5 1 10. 161 6. .8 2 35. 220 91. 1.6 0 40. ' 221 284. 3.5 0 55. 226 940. 5.3 1 20. 215 67. 1.1 1 10. ' 219 1163. 5.3 1 25. 214 66. 1.2 1 15. 217 154. 2.4 0 45. 218 52. 2.6 0 50. ' 303 919. .1 25.0 1 55. 200 66. 3.2 1 15. 216 959, 4.9 1 55. ' 213 1017. 6.4 1 55. 211 156. .2 0 45. 212 1029. 3.8 1 55. ' 208 9. .1 2.7 1 50. 210 150. 2.3 0 45. 209 1041. 4.5 2 0. 207 9. .4 2 0. 206 1099. 5.5 1 15. 205 1166. 5.7 1 15. 302 1129. .1 11.6 1 35. 202 1166. 4.6 1 35. 203 84. 1.0 1 25. 301 1167. 4.3 1 35. 201 1259. 3.8 1 45. ' 300 1259. (DIRECT FLOW) 1 45. No Text tom_ BEAK LM uNE NR) _ 1 _�J_ LEGEND I : — --- —IY 41ow p11Y! _ ____-- I I ` l � �—.�---- — — . IBC _ 1—� BASIN DESIGNATION A 6.6 VIA eIA— 1.06 AG BASIN AREA \ . a // / /// 1 I�I I II R v N, M / /// V11,11 III �r �..� BASIN BOUNDARY \ +\\\ .. 'SECTIONED AfB L.ND`A"urlm remR«AB ��� / E • / /ry/ / I 9To -F��-Nun l4pl / _5 I I �� 11I/ I — --_I Q DESIGN POINT i i ,•\ \\\\ I / \� — — — �y uZ \v``�� 1.5� AVERAGE STREET SLOPE I \ '\ N od SKIM I5' vM Yt' ,snL— EXISTING CONTOUR / 1 %'\ , rO\ \\ \ % o J \�` , , 19 23 1 Igo PROPOSED / / \ \ \3 \— m _ 16 do \ 1 EXIST. to TYPf\.R,\! \ \\\\ \ 0 , \ / �i 0.6"1 ,.. U m_ OJ 1 rN I `i YERCY COURT 2, /NO. / \ I -----old SOld /j is \ 17 J 6.tR Q¢ Old Id, i\'.��.ce� .� .�o�.:.. , \ �". 'GN )zn�fi I _ DRAINAGE TABLE 4[WNRI NOtd, .... ): n ow - .. ..1 III I L Kry rill..; NWT w-)L=.. p..-d)1NO added p'.. wYu_ec el.. pNldmw•em _ed 0 We am of iosag. i.E . 15.E96 II0-1 n >.rY. u.E ' --tEMM RA SHi :i.iiL$: l N.. a 1. .... c'. BERM P 5 REQJPIRED u rime L l.: a. 11 a. ; P. E. l 00 To 1 u1 AM TH a eels a to or • ) OF I. Orl ..n wl..w wb ); or . lv . O of .%A wwta.n ;. l E[0510�KI1f� LE m.. ie; r. :'+; .�-TR io;Yrr = ia, Ac-m CHECK IiWM Velwr Feel i000`. = i'.il Ac aT i » II -IT I- I ogYY:. is Mc- IT µN DD -be beetle uLaror ld H.3 of& 10; LLB.. too:.IL.D cfs D D \ D LB'I;XAel. --- INet ,: ..Fill"I :I.- . T. r-.. D. E..1..L.I Ar.. IMLN,.. .L-,:I �O/ `j��j/ �\ \\\\\ �\ :� NW}oTA. 4 / i j' ` • 10 o: `r.�e � zINLE I BI %J ` Lsou. r Dw OEPIR' 1.50 NOT. \� / ✓/ �/ i• -� \ - `' \S -- ay \ /ERA510N BAL9\ / MIN. SWALE EWPE• 0.53L r N ji pWe` a / ;' %/ \ % \`\\ '• \ (` `� E° \ ''SaaD lLly�r•x <HBCK DAM \ / SECTION D-D /. ii LGc� ! I\ ��1 ,� .�: P' \._ /:.o"`'�e. -� lL 5'TM�I'R' / 4rW10E LONL TRICKLY `�\P�5V %( 6: 6 67 \r 4 M1H. Ls.. Ow DEPTH. 0.95 P -100 YEAR MIN. SWALE 519PE• 0.807. It WgEI. 51105 SECTION A —A SEDIMENT '�--COLLECTION BQKRIER (TIP.) \ \ \' \\ \\ de CITY OF FORT COLLINS PARK PROPERTY \\\ IF " //NAMNGFbRIe Ti—�--T---°wDEPH•D.eoi� \ O K.ICTE� C tEMPoRARJII SWALE, � +���1�• NS LE / C BEen uP A'J RfWRED I \ /I 9 ) Rol Apull/V(�D\ TOM"D9I ADEPTH SECTIO C D S \BeastO�¢AiE lZ cidlem . / 1! \ _It/N BQLi ` CgeC _ DQM G0.1N4 6 Mlq RIPRAP Y / \\ ' \ \\IW YEAR WSFY-511�.D LIMIt\�! "`` ..t ..'s\ CO RIER (iW) - /• ,F°APPROXIMATE FLOOD PLAIN •\(� I �\ /r / \ / cannlL �� �-�- —L_ loo W. EXIPY(ING DEveI.DPMENr AREA NLBr vOH SEE FHA GRADING PLAN SHEET 4 FOR •.D•Amwel wmD.R. d FROTH UNDEIRGVdFD 5 V s.m� DNm w..rw•w-• ` ciu wA I / / \ / WDI TIN" L' LwM DETENTION[ rrPS D' DETAILED HOUSE FINISHED ELEVATIONS X \ /' / /\ \ / Cf VELOPED F PROM e '! PoNV No. 1 S .,w. Taw >o I \` �i \ \ / °""'" 5f£b1"""'""""P"`"' \ �� �� /� rr\� J MOTE NO. 10 FOR CONSTRAINTS ON,Cello my Old"" „" I\\ I \� / //\' \ `i. all »Y r \ `� \j `.i D �� L UPONLCi R`ADING/DRAINAGE MATTERS. 40 Wood b"N9 CON w.W Cmi \�y. /% D_DE.nI•Lw PI r< M • wwm n 1 / MINT sad WK- I. GZT. bgµp.,.. w.m 1Is 0 / \ \ \/ / \ , ..savE ( ['� —PC PIPE TKEE pl msn Twnnlw vmmp ell.. \\\ OR TC AI WILL BE MAINTAINED BY THE CITY OF FORT COLLINS AS Cn°N B-B \ y �`JL•T `L I / T.w 71 n.mo; o•..e Mmnw and T"Pol /W.r Delp f✓n.... I \\\\ I OR DBANAGEWAY AFTER ACCEPTANCE OF THE INITIAL ,^ / %� FEZ// ♦ �RIPRAP p � � G//f� IMPROVEMENTS. TMCT A PERMANENT FEATURES WILL BE y pq`\\�� ll"" P[RFNNIu 4Nr55[5 CrtlFOAks EDR I \\\\ I MAINTMNEDBYTHECE WPERFCfl4YEMSN ERINST TION. CITY �RY DEMAND Mo OLMLEF ARE "Ll. BE F 1 COLLINS PARF1 PROPERTY DrrF w_ �' `-h- t� { \\ e1 do MAIINTAINED BYTT A PoH�DEVELOPERTHOUGH I005 TRACT WILLBE SJ 100 Y¢./ R NN / MAINTAINED IN ITS ENTIRETY BY THE CITY OF FORT LAWNS_______ Fob WEIR/SP .unm�M - BEGINNING IN 19Bd. �� a �- Mry ¢ wy ar vNO n NO • �• w' L _TRACT B WILL BE MAINTAINED BY THE CITY OF FORT GOWN$-—yy�� —��— el `� Y/���YE¢ S HQ(leE "Of "lll NO W x' Ne w Yn \\ \\ I BEGINNING IN 1993 AFTER ACCEPTANCE OF THE INIML_ . J a —ylL� — a�„ 'ABA/�T •L ) % / Coal �D1[al Yn vn w w \,\ \\ MROUGX IMPADdEMENTS TPACTB WILL BE MVNTAINEDBV THE DEVFAOPFfl. lL-- f1, �zL•i G / 60 )0 IO Co 1l0 1l0 NOTE RESEED ALL DISTURBED&REA$ VI A TEMPORARY CROP AFT ER WERLB1 d im GRAPHIC SCALE 1'•50' ¢LH KVIG - n Eaocann„ suu lm SHEETS SHEET DRAWN DESIGNED CHECC �.E E"Irwo ring ConwMantB L""e�ea a4o B0501 QUAIL HOLLOW ��yvp pBBAY I Kwe IG qi ADD TRIEKLE PAu I OETENTIaN PouD Ho.l MAR Igg1 DIA-o'll SEW SOrrIK CDII.aB A,.r,;B 1I55 KRII; ADAw;rn Site. SaR Ito Dell S.F upB a a. WDal. Sidle xm DRAINAGE PLAN IBIFV fV WC 17 5 NO. BY DATE REVISION DESCRIPTION APPROVED OATS PROTECT NO. ���scomrveD DDsa 71 � 150inop.. cowveD eoam 00'1�)SUtl BiEDI FIFTH FILING I R i - N /'; I n I _ 1 e 1 n — �' \\® .\ ,\a 1 \; i _ / c /,.� ♦ -/ - --I IIII �r T 1 II ll_ — _ ,yl� -RI I 1 \ \\ / / - \♦- / FF v II I IF' — I IIP �r 1 \ \ Oa \ ,\ \ // / 'hl p O.�C� / /// / /n / Q ♦ EU'OIA.jBMP / IT 'lilt I II I 111 \\ \ / / I I N / // ! n' 11111 I I 1 II Kill 1 \\ y\\+ \ F4{7 1 �I / d/ / / NnunrtnJNDz1�\ II III I NI II 1 I I I III -- 1Ill I NII1 ll \\ -\ Ir \ \\\ QUAIL HOLLOW / /TH FILING \1\\a �Eq a �" q V/// I,D _ III I11 I III II 1 I I I 111 I IINI I oil IA \\ \ \\\ , \\\\ eOr �' o �A APPROAIRI FLOOD PLAIN 11111 I K1II I I I III IIII I I I r \ & \\ ,�/ 3 '.V/ l / aA IaoYR. E%15TIN0 DEvalandeur IIII 1 I I I II II 1 K IH---- - 11 \\ \�\=tea �� / II I11 1 01 II I I 1 III_--v��i// II lilt I III t\\\ \\\\0K \OL NG CREEIO IIII III II I I11 I 1 — — — — 1___ _ ____ �______ xO tit `camas --:-»-: :_ �- IIII 1 �i�� _ T � i 1 lii Bill <i lieu j /� 1CLAV_ BA§IS91 93___— — w I III i 111 , \ - ' \\`I 1\\ 1/ i/ VV � l (M'/ / u - J n In 1 / i/ r-------- Y;u �9 \\\ s \ / / a ; ` i M '� Os nn a1 r — II I11 HI11 I KII II -_ IIY I az>=_ _ _ _- V A AAA _ / AV `v j // / V// / /u G --- — — r_-------1i,',,I I _ Till JI I 1, v� m // I I 11 VA ` _ '-__`_ = O I11 G I I 1 / _.+___`III IIII 111 > pl III I I \\U p1V11 ------ Ill., 1_ A\ �V / � / 4 /i / �� / W ae Q G I11 01 s1111L- 11 / I III \�EL r II \` I I III 11 \\\ /- \ I\N P N11 c___- -__T 1 II \ /�♦ ii// i d/i 4 ll 111 <I i'NII I \\\\6 /i�/ 1 II II III 1I \\ IIis �Nlrr---- 1 1 I \ i i .' / g/// / ((/� I It I II I \\ ` _ /// I I I'.: ¢ µ--- I 1 K pull 1 I \ / / 4/ / / D Xt 0 II WI 1 III II 1 11'.',w 19IIII ll �I 1 I Im Nlll I 1 l�Vail \ i i//// / d//'�♦ / I ~/ // :a 7 �� �03 III I111 >I Ij III II II I Illy )I�'. W I, III II \\\ III 1 N111 1 II \ /� ryaG/i� / / . a zD r �e 1 OI I I 1 I I 1 \ 1, I 1 \ /i / /i/ \ > / J. rl IIII I II II I I I F Ilty I. D i t I \ I IIP all 1 I I%�/ 'tG / Q' II I11 1 11 III __ l '> 'IIII 11 \1 I Kill I I _I ' y'g % )/ (j i II III 1 11 III II I I _ _m R{I IPrtaP b'WRD wLET II \ IIII I lit I t- II III 1 I I I I II I I IT--- 1 1 1 NII I _ 1 _ II III I II II III 1 1 rrtoP 5'CUM1D aBaT II 11 I I 1\I — -sus k�\_ I / / lit I I I II I P 1 k / / >•_ __� IRD N II I �i IIII I I II II,,II I e:�s� rY_EPCY DRIVE — \\ VI\\vAy IIII I 11 III II � I > i I I I➢ `� ��All i 11 _ --I 1111� 11r --- »==>_—=p= _=___ maw \\A 4e / / I $ D 6 NOTES I I II I II < e III i 1 I� ulo I zs ry > ' 47/ qg / a^ I I I` ---II _ _ r�_ _ = l\\� \\. �•`\ . ° T a I: tO AU D%dI wuw%oE SHALL BE Gw.oE° To. MINIMUM SLOPE OF ON r-- u I 9=>-_�—__ — I IIX c.\. n.z IIII II L M / ti !Pf u 1 III II 1 4%—__/IIN \\g' �C\\\\ _ 1 /1 ALL LOTS SIA oluoED Al A MINIMUM FALL OF 0 SIN THE FIRST IO' Ir — III I I III \\ �� ( Oe1 %WAY FROM FOvx°A.TONS. O // s a37v III II IIII II II II II > --lit 1�NII _ FoS MINIMUM RFn GRACE TO LOWEST EnREwn e%sT.s ,�. a �yw 'Q /> THEMx MMM w.t:R ETNA of IIII /46 / / /°, 49 _15 /I .asJ11i 11 NII I ^-• ' • j l l �, ; \ \\`N ��\ x z r i' \A 1 / . THE FINISHED aaCE MOUND THE LOneR END OF HOUSES ON SLEEP / 45 / ♦ %itt MAY I I I' 5T / \ / I D 9NE MINIMUM BE DROPPINTO W WNIMNMPHTHESL NTMNWNM piEG E �o it s \ I r >, "� /.�� /x ; ap,5 S BwLLESA9 LONOAsx wNMMcwER SM.LNTMrvsD. . \\ WIT = �— / `'3i�♦♦ �` \ 't (T.,) e M DAnoN EUDISURE ABwE PIRELL DGRACE SHM.OE IF `36 g� e\ 21 > LE^ / 1 4: ♦ r i D a HOPES OF 31 OR GRE>TER RI DE SOCOEO TO MINIMIZE EASYMOK II I I i�]Tjl >. •2 AA // e' `�• /`' M 1 Ci T e k 1\> ,� ; > I PO ' T. THE dEWAYSHALL?. OTHE SHSIEOFNgw/NwMErmCONSTRUCTED L ALLOYS ) A ALL LOTS WTIH WFRLOT DEALING FILLS OF B' OR GREATEN YW10E or% ../ a-_ v j/� 1X EXISTING COrasTYSn MINIACCORDONEw TH HAILL BE SHEET LED FM>a. *am, RPE \\ _ � 24 T5 jp11 as 11ftl�ONwSDEVNO N &O OF BM TO THESMARTUAn SEw�ER AMIN rAlt£o wrm %MIVIUUM CLA`5 4 �; 6 Y Z - �1Fb PROP. 1a Au LOTS PESEFSN Ar - slwi NOT SE BUILT Mmm vsEMENT y' rI D S ^ \` LTB RIPRAt \ 54c L •/ %%A"/ /q tHNJSIE EMNAATIONsSHOrvNLEVA IFUCI� ME WILT AS DRAIN wAALIFFOnHE suA \ 34 P NJ \\\ fw (ERnFlGTIONOFTHEAGPLTTELEVATKKIS NNLLBESUBMTTEO To THE \ bs✓R,3 CTY PRIOR TC RELEASE of THE c.oD-zzz00i u,' AE/1TT YAM RAIN DAL -I TEEM SE IS I GRAIL SITU BE VMH UNLESS B'A B 41 NERtD�� %%a , u ///DIIVAI Ta TxLHDOSE ISDE SPLALEBE 14%IN wHDH usE 42 s i roe a6.1 k,1\EALLOT MINIMUM CHADULD BE E?"ATE BY AEswu RE1.xaaeIL'L 1z.1 / � 4 �al 1z. THE TLOT FCONESOECTKON TO DETEMINE dEETPE AND PATENT AT 3 d �,,THE SVSEALSSYSTTEEM REEW'WEo�'ERMWE THE TYPE AND PATENT OF L , 32 I .T B , Re rE ,a° �jIIERCP Ca 4 \ \ < \ Mw. /a r E%IST WE10./ 1] THE MINIMUM USPNOE FROM HI FINISHED FLOORELEVATOR TO � IMNR2 II 'D �CMANHCL \ Az\\ /4 ♦ /3.o L- 3ILLwA.T swTANr sEWfRRAIN INVERT NULL BE IrvERnGuv. III � �. JEEP n SCCTON yNT 11 \ \ _' J 'P IIO 1. TIERNIyIEDGM MO FIN6MEOROPOFFOUNOATONELEVATIONSARE III I �� I \\ \ \)�D A, ./ b ( ) ALLIED ON A SEALED BNmwG SETBACK SHOWN FROM PROPERTY ONE III MN At ` \ \, EXISTING 31 �'t i .z 27 AN ASSUMED ROUSE ENVELOPE OF m.so. ANY VARIATION OF ,�� SET K OR BUILDING SIZE EMIANGEMENT MAY REDUIRE HIS FINISHED II IUI \ \\ \ DETENTION ^\ (• y Rr G E AND FINISHFO TOP OF FOUNDATION ELEVATIONS TO CHANCE, 6PADF FROM1 IAPORAIN END OF 68"RCP _ �. \IL _ POND NO.1 I\� \ / \ ` / Iy,�P.Ny,Tgpa 1a THENNGHEOTOPOFwxcRETE FOUNDATION WI FLEVASTONS IN ROM SToR.1 LE ITd EFISDNG GPOIIND I 30 Try' D NO WATER .MFws DISTANCEOF F E II AT 4 4:1 5 eDNNEtt IN IoorR. wsEL•yls.o L1DN \ % I• J(O inJ aaM� , I GROUND WATER ELEVAnON IN THE REPORT RULED 'REPORT OF A II Al ��� I \\� �� � /t 6 / �\ �TEGHNRENTwEUT 'BY MR EMPIRE HOuow P.S.AND 1nm FIFTH III AT AINAGE Al wsie 8uRN5 vE4 N EIR5T dIIIING (FROM NDCM). pA I t / I ezzoea SAND m[ FRONT mLEROD�GFlouxa AtER ilvw'Twx .� \ \_ / ` G)OJ \J rlFzoMETmIxsTMLATIONsaIwLHaEO,vDEvuroMEarwTENRwwN ry CONSULTUAL WG UHIL M. 1815SM Neirs-MGLUDFS: IrADORE j LEGEND\ate„ \\\ / _P° c S-L uxO«ATFnELEVATIOH.BFODnwOErrE, BneIUEMErRwuL A GR D FHA GRADING DESIGNATION b�\ D PROPOSED SPOT ELEVATION _ tia C/7, \�\ _. �� A' C L v j� li (z0 EXISTING SPOT ELEVATION \!\ \Y OF FOa ��Ojy T(,` c \E%IST wEly APPROXIMATE FLODD PLAILI WSIING CDNTOUR—jG— PROPOSED R \` OCC�NB A4 E%=3T ap PFe I�PRI GI GREEK)lowlamVELOPM34T j T.F. TOP OF CONCRETE FOUNDATION WALL BEE DRAINAGE PLAIN MEET 6aSTORM � fp,♦ `�O PRELIMINARY jIII DRAIN PLAN L PROFILE SHEET 11 QQ Do NOT use forIII 9 Scale 1" = 60' IIII III FOR DETAILED DRAINAGE DESIGN ���\ �� a IBB INCOr64ue110R' III III _ 1i % 11 APR 13 W1 JBD NWG`1eK. sOJ fiAIIwLSIaIa 1w SHEETS SHEET DRAWN DESIGNED CHECKED :mm Engineering Consultants asw'°"°"'edswOdde°°No°' QUAIL HOLLOW AnuL lilt 014-040 z900SPICollege A,e"e 1155Polly l,hlruW.B loo MSoPALMS .�'w.BEswNXn SIXTH FILING FHA GRADING PLAN 17 4 APPROVED DATE PRDJECT NO. F°I' Cal COlolaeo e0535 Colorado 50N^Bs. Colorem DAA Veil. CoRmArdir NO. BY DATE REVISION DESCRIPTION 3lVyA4955 719doll mosevo No Text