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HomeMy WebLinkAboutDrainage Reports - 12/12/1997. q� � Ytl��l T�?�` �iJr%f-) . � Final Drainage and Er�osion Control Study Miramont Neighborhood Park Fort Collins, Colorado � November 1997 :f THE SEAR-BROWN GROUP Standards in Fxcellence � � `'.i, f - THE SEAR—BROWN GROUP FULLrSERVICE DESIGN PROFESSIONALS FORMERLY RBD, INC. 209 SOUTH MELDRUM FORT COLLINS, COLORADO 80521-2603 970-482-5922 FAX:970-482-6368 November 14, 1997 Mr. Basil Hamdan City of Fort Collins Water Utilities--Stormwater P.O. Box 580 235 Mathews Fort Collins, Colorado 80522 Re: Final Drainage and Erosion Control Study for Miramont Neighborhood Park Dear Basil: We are pleased to submit to you, for your review and approval, this revised Final Drainage and Erosion Control Study for the Miramont Neighborhood Park. All computations within this report have been completed in compliance with the City of Fort Collins Water Drainage Criteria. We appreciate your time and consideration in reviewing this final submittal. Please call if you have any questions. Respectfully, The Sear-Brown Group Prepared by: � o.����� ,�� � Debbie D. Haferman, E.I.T. Water Resource Engineer � cc: File 020-143(B) � ,� NEW YORK • PENNSYLVANIA � COLORADO•UTAH STANDARDS IN EXCELLENCE Reviewed by: �.� � -,�% i �����;� _ .f ��� David K.Thaemert, P.E. Water Resource Project : 303� ��.y �ie� EQUAL OPPORTUNITY EMPLOYER � � � � � � �� � DESCRIPTION �AGE GENERAL LOCATION AND DESCRIPTION ... . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 � Location ............... ..................................1 Description of Property . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 DRAINAGE BASINS ..............................................1 Major Basin Description . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 Sub-Basin Description . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 �`' DRAINAGE DESIGN CRITERIA . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 � Regulations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 Development Criteria Reference and Constraints 2 Hydrologic Criteria . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 � Hydraulic Criteria . . . : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : 3 Vaziances from Criteria 3 DRAINAGE FACILITY DESIGN . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 General Concept . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 Speciiic Details . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 STORM WATER QUALITY .........................................4 General Concept . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 EROSION CONTROL .............................................4 General Concept . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 Speciiic Details . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 � CONCLUSIONS .................................................5 Compliance with Standards 5 Drainage Concept . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 M Stormwater Quality . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . S Erosion Control Concept 5 � REFERENCES ..................................................5 � � � ii � � � � � � � ' i ..� ' _ .-_.__ - � VICINITY MAP .................................................2 HYDROLOGIC CRITERIA . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 DETENTION POND SIZING . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 � Detention Pond 332 (Miramont Park) Detention Pond 178 �. SWMM FOR McCLELLAND'S MASTER DRAINAGE BASIN . . . . . . . . . . . . . . . . . 34 ' EROSION CONTROL ............................................49 � DRAINAGE AND EROSION CONTROL PLAN . . . . . . . . . . . . . . . . . . . . . back pocket SWMM SCHEMATICS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . back pocket � SWMM Model Stick Diagrazn Miramont Overall Drainage Plan Diagram � � � � � �I �_ � M 1 � � � 1 ��� 1 � 1 � � I. � FINAL DRAINAGE AND EROSION CONTROL STUDY FOR THE MIRAMONT NEIGHBORHOOD PARK FORT COLLINS, COLORADO �_ � � • 1 � �_�! 1 1 ' ' � A. Location � The Miramont Neighborhood Park is located along Boardwalk Drive between the Courtyards at Miramont and an unplatted piece of property belonging to LGT Real Estate. It can also be described as being north of the Hamlet at Miramont P.U.D. � Condominiums. More specifically, this site is located in the Northeast Quarter of Section 1, Township 6 North, Range 69 West of the 6th Principal Meridian, City of Fort Collins, Larimer County, Colorado. � � � � B. Description of Prop� The Miramont Neighborhood Park site is currently undeveloped and sparsely covered with natural ground vegetation. The site slopes from north to south at a grade of approximately 1 percent. The proposed purpose for the subject site is for a publicly-owned and maintained recreational park. Note that proposed grading shown on the Grading, Drainage, and Erosion Control � Plan in the back of this report has already been completed by the Parks Department. �. II. DRAINAGE BASINS '�1 A. �jor Basin Descri tp ion The project site is located within the McClellands Basin, modeled as Basin 219. � At the southeast corner of the site, a major drainageway (Element 327) passes through the property, carrying flow to Detention Pond 180 (RBD 340). This drainageway will not be disturbed. To avoid ongoing confusion, the McClellands � Basin Overall Drainage Plan has been revised to reflect updated SWMM numbering. Please refer to the SWMM exhibit in the Appendix. o�- � � � 1 � �� �J � � � il � � � � i � III. � � � ' � • B. Sub-Basin Description As stated, the Miramont Neighborhood Park lies within Basin 219, as laid out in the McClellands Basin Regional SWMM. This basin has been specifically modeled with an impervious percentage of 11.4 to reflect a park site. Detention for Basin 219 is provided by an on-site pond since the City of Fort Collins elected to store detention on their own site rather than share in the usage of Detention Pond 180 (RBD 340). � For information regarding this decision, refer to prior agreements between LGT Real Estate and the City of Fort Collins Park Planning Department. The Miramont Neighborhood Park will provide an on-site detention pond in the southeast corner of the site. This site will be receiving some small offsite flows from the Courtyards at Miramont patio homes' back lot drainage. The Miramont Neighborhood Park site will discharge some flows to the east and onto the unplatted LGT Real Estate land. During prior meetings with the City of Fort Collins Stormwater Utility, this was deemed acceptable as long as these flows were not greater than the historic condition. All stormwater currently runs on to the site to the east. As can be seen in the appendix of this report, historic minor and major flows are significantly greater than will be the case when this park is constructed. Basin "EXIST" (proposed rational basins 1& 3) versus basin 3 illustrates this difference. Note that any and all analysis related to the interim condition of Pond 180 will be documented with certification of The Hamlet project. � ' :��Ie�=�l �7 x.� C- � �- ' _ A. B. Re,gulations The City of Fort Collins Storm Drainage Design Criteria is being used for this subject site. 1• ����•t :• •� ...�� i� � As stated earlier, flows from the site are detained on-site in a pond. Basin 219, as shown on the Overall Drainage Plan for the McClellands Basin, requires a pond volume of 0.5 ac-ft. The addition of Pond 332 to SWMM affected the release from Pond 180 as well. According to plans for The Hamlet, the allowable release from Pond 180 is 60.5. The existing release is 47.8 cfs; the release with updated modeling of The Hamlet and the addition of Pond 332 is 55.3 cfs. The total allowable flow crossing Lemay Avenue is 120.78 cfs. The actual flow with these updates is 110.8 cfs (conveyance element 341). 2 � l � I � �� � � � � � I � �� IV. , C. I� E. The capacity of Pond 178 was also updated to reflect grading changes. The release rate changes from 16.2 cfs to 19.9 cfs due to the update of the pond rating curve based upon work by Shear Engineering. � i � � � � The Rational Method is being used to determine peak runoff from the study site. Rainfall criteria for this study was obtained from the City of Fort Collins and is included in the Appendix. The 2- and 100-yeaz rainfall criteria were utilized to detemune the developed flows. The release rate from the pond was obtained by proportioning the unit allowable runoff rate for the McClelland's Basin, (0.5 cfs/acre from the Overall Drainage Study for the Oak/Cottonwood Farm - McClellands Basin) and multiplying it by the total basin area of 7.34 acres. Thus, the allowable pond release rate is 3.67 cfs. 3�vdraulic Criteria All calculations within ihis study have been prepared in accordance with the City of Fort Collins Drainage Criteria. Variances from Criteria No variances are being sought for this site. �� �� i i �. � � A. General Concent �' Stormwater for the neighborhood park site will sheet flow across the grass southward until it reaches detention pond 332 in the southeast corner of the site. Discharge from this pond will be regulated by a water qualiry outlet. The drain � pipe will be buried until it daylights into the major drainageway passing through a the southeast corner of the properiy. A riprap mat will protect the outlet from erosion. B. I� � �.• Ii . The required storage for the detention pond has been calculated to be 0.5 acre-feet using SWMM. The release rate from the site has been calculated to be 3.1 cfs. Because of the downstream tailwater depth, all volume below 4964.38 is considered ineffective. 3 � � � The detention pond has been designed to realize a 100-year water surface elevation of 4965.20. The pond has 1 foot of freeboard, or greater, on all sides. The overflow location on the east side of the pond is set at elevation 4965.20. During storm events greater than the 100-year recunence interval, or if the outlet becomes plugged, the pond will overflow onto the basketball court and into SWMM drainage conveyance element 327. V. STORM WATER QUALITY A. General Concent The water quality of storm water runoff must be addressed on all final design utility plans. Construction is anticipated to begin in Fall of 1997. We have sought to find various Best Management Practices for the treatment of storm water runoff. Though there is little that may be done as most of the drainage facility is already provided, we have sought to improve Storm water quality with the methods called out in the Erosion Control and Drainage Plan and as described below. The on-site detention pond includes a water quality outlet to provide time for impurities to settle out of the stormwater runoff. VI. ' � _�� �, ��_ A. General Concent The Miramont Neighborhood Park lies within ihe Moderate Rainfall and Wind Erodibility Zone per the City of Fort Collins zone maps. The potential exists for silt movement during construction of the parking/driveways and building. Thus the new improvements will be subjected to both wind and rainfall erosion. � Per the City of Fon Collins Erosion Control Reference Manual for Construction Sites, it is anticipated that the construction duration of this project will be less than 8 weeks due to the .limited amount of work to be completed. Therefore, the I� erosion control plan as specifically detailed below, should meet the City of Fort Collins requirements. � I� I� : �,• � � _ The property's east and southeast border should be protected by a silt fence. The oudet from the pond to the major drainageway should be protected by a straw bale barrier. The silt fencing shown on the drainage and erosion control plan should be installed as soon as possible. During construction, the performance standard n W I� � � � r � � A. B. �� � .z ' .� � ..�_i. � All computations within this report have been completed in compliance with the City of Fort Collins Storm Drainage Design Criteria. �� �,� �, '� The proposed drainage concepts presented in this report and shown on the � Drainage and Erosion Control Plan are in compliance with the City of Fort Collins drainage criteria. This project was designed to be in conformance with the intent of the McClelland's Basin Master Drainage Plan. C. � r�� . . 1 � Because storm water quality has become a requirement, the site has addressed this storm water aspect. We have designed the erosion control to reduce the sediment which runs into the storm water system. The on-site detention pond also provides a settling period during which impurities may be filtered out of the stormwater runoff before leaving the site. I� � �_� �� i_ �� •� The proposed erosion control plan adequately provides for the control of wind and rainfall erosion from the study site. The proposed erosion control concepts presented in this report and shown on the Erosion Control Plan are in compliance with the City of Fort Collins erosion control criteria. � REFERENCES I � 1. 2. r� 3. � � a I� (PS) was found to be 76.4. The effectiveness (EFF) during construction is 90.1. After construction, the PS and EFF are 90.1 and 97.15 respectively. VII. CONCLUSIONS City of Fort Collins, Storm Drainage Design Criteria and Construction Standards, May 1984, Revised 1992. City of Fort Collins, Erosion Control Reference Manual for Construction Sites, January 1992. Overall Drainage Study for Oak/Cottonwood Farm, McClellands Basin, Fort Collins, Colorado, by RBD, Inc., May 4, 1992, revised October 10, 1994. 5 i � �� 4. McClellands Basin 100-year Master Plan Update (County Road 9 to Fairway Estates) for I� Proposed Modifications to the Oakridge Village Regional Detention Pond, Fort Collins, Colorado, by RBD, Inc., April 1, 1996 � 5. Final Drainage and Erosion Control Report for Courtyards at Miramont, P.U.D., Second � Filing, by Shear Engineering Corporation, October, 1994. � I� �J �I �� �� I� � �r �t I 1 r� i� 0 � APPENDIX � � �� � � �o� - 68 � � E Harmony m �� �____�NICIdeUS � y'�. �� o � . � _ o � �� , � � � '9. � � � 0 2 �� Oal�idge r � "~Dr _ � � a � � �- `�••���.-�� ; � ` w eluestem Rule D_� ��� 5 0� San r�eed � dpv� - � � � ��� ay Ln ;: ��,u+�- M��n Ot LJve Oak �= e�' o- � d•, � �1 � �z Red O� Ct ��----� G � 'c,� / '-pak 3� 3ay'�Cir � � '9 �, arvtooth ,�,�1n,_r- _ c o v �► c � � �� = a ,� Ro���on cr � JamlBon Dr1 A� � Unftp o Skyi Terrace Ct =�t ' e C A � � `�` �'- � a �gB�O Or c�' � psK � �L' � � V' .� � �80� �� � 0� E � v , � � �m T N . 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X� 4� v �� LL (V V O LL ,� � f`1 Z�•' � C v � ILLL ,,,, 2�� LL v N K O Z � � � � � �v� � � c�i ��� �o � � �_ = Ql fD N _� riic d m �v f7 � N V m o0 0 �o � �'E� �� �v' .5 � E J z� � E1O a �� fD O 1D � En �� �i N � = N y fV � e�1 X � W �� a�� 0 J � < � � � d � � m O F � o � c�i � � � � � � � .� � a� �� �� X � �Q�5 �� � .G � E �a �� �� �p� L p � � �� �p � VV p N bq Z � �v DETENTION POND SIZING ��_ - - - - ` � The Sear-Brown Group � Miramont Neighborhood Park-Pond 332 Detention Pond Area-Capacitv Rating Curve � Cumulative Elev Area Area Storage '� (ft) (ft2) (ac) (ac-ft) ,� 63.2 4,936 0.11 � 63.5 7,474 0.17 64.0 11,703 0.27 � 64.4 17,647 0.41 0.00 65.0 27,347 0.63 0.32 66.0 75,156 1.73 1.45 � , � 2 � � � 1.5 ... � � �• Q 1 � � � � o.s � o 83 63.5 64 64.5 65 85.5 Stage (ft elevation) ', t� t�� � ' � � � #020-143 WQCV Storage (ac-ft) __�___--- V = d/3*(A+(AB)^.5+B) 0.00 0.04 0.15 0.28 �.� 66 � U .� U � a c� U /� 28-Aug-97 , The Sear-Brown Group Miramont Neighborhood Park-Pond 332 #020-143 Detention Pond Ca aci -Discharge Rating Curve Elevation � (ft) ,. 64.38 � 64.50 64.75 � 65.00 65.50 66.00 � Storage: j' Outflow Q L, � � ,.g ,.4 ,.z � ,� , � � � o.e 5 � 0.6 � 0.4 0.2 0 � � � ' � � � Storage Outflow Q . (ac-ft) (cfs) 0.00 0.00 0.06 0.31 0.19 0.95 _ 3.1 C� 0.88 4.94C ��ao � �,S ac--�� ��S�L- 6S l9 �oo 1.45 8.33 See stage-storage curve From HY-8 ,� � � � .� U 20-OCt-97 �L 64.5 65 65.5 66 Stage (ft el) —f- Dlscharpe + CaPedlY 1 �'�''�URRRENT DATE: 08-27-1997 ENT TIME: 09:58:36 =_____________________ FH� ______________________ � ---------------------------- ---------------------------- SITE DATA -------------------------- INLET OUTLET CULVERT ELEV. ELEV. LENGTH (ft) (ft) (ft) 63.20 62.50 135.00 1.� FILE DATE: 08-27-1997 FILE NAME: MIRAMONT �IA CULVERT ANALYSIS __________________________ iY-8, VERSION 6.0 __________________________ ------------------------------------------------- ------------------------------------------------- CULVERT SHAPE, MATERIAL, INLET ----------------------------------------------- BARRELS SHAPE SPAN RISE MANNING INLET MATERIAL (ft) (ft) n TYPE 1 RCP 1.25 1.25 .013 CONVENTIONAL �UNII�IARY OF CULVERT FLOWS (cfs) FILE: MIRAMONT DATE: 08-27-1997 _______________________________________________________________________________ � � � � � ELEV (ft) 64.39 64.77 65.00 65.18 65.30 65.51 65.65 65.79 65.92 66.16 66.67 0.00 TOTAL 0.0 1.0 2.0 3.0 3.7 5.0 6.0 7.0 8.0 9.0 10.0 0.0 1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ROADWAY ITR 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0, OVERTOPPING �____�__________________________________________________________________________ SUNiNIARY OF ITERATIVE SOLUTION ERRORS FILE: MIRAMONT DATE: 08-27-1997 � �� HEAD ELEV ( ft ) 64.39 64.77 65.00 65.18 65.30 65.51 65.65 65.79 65.92 66.16 66.67 HFAn ERROR (ft) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 TOTAL FLOW ( c f s ) 0.00 1.00 2.00 3.00 3.67 5.00 6.00 7.00 8.00 9.00 10.00 FLOW ERROR (cfs) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 % FLOW ERROR 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ---------------------------------------------- <1> TOLER.ANCE (ft) = 0.010 <2> TOLER.ANCE (%) = 1.000 �________________________________________________________________________________ I� � �" RRENT DATE: 08-27-1997 . .tRENT TIME: 09:58:36 /� FILE DATE: OS-27-1997 FILE NAME: MIRAMONT ---------------------------------------------------- - ------ ------------ - ----------------------------------------------- - --- --------------------- PERFORMANCE CURVE FOR CULVERT 1- 1( 1.25 {ft) BY 1.25 (ft)) RCP DIS- ,CHARGE FLOW (cfs) HEAD- INLET OUTLET WATER CONTROL CONTROL ELEV. DEPTH DEPTH (ft) (ft) (ft) FLOW NORMAL CRIT. OUTLET TW OUTLET TW TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. <F4> (ft) (ft) (ft) (ft) (fps) (fps) ____________________________________________________________________________ 0.00 64.39 0.00 1.18 0-NF 0.00 0.00 0.00 1.88 0.00 0.00 � 1.00 2.00 3.00 3.67 5.00 6.00 7.00 8.00 64.77 65.00 65.18 65.30 65.51 65.65 65.79 65.92 1.57 1.80 1.98 2.10 2.31 2.45 2.59 2.72 1.21 1.26 1.35 1.43 1.64 1.81 2.01 2.24 0.39 0.56 0.69 0.77 0.90 0.99 1.05 1.11 3-M1f 3-Mlf 3-Mlf 3-Mlf 3-Mlf 3-Mlf 3-Mlf 3-Mlf 0.39 0.57 0.73 0.84 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.88 1.88 1.88 1.88 1.88 1.88 1.88 1.88 0.81 1.63 2.44 2.99 4.07 4.89 5.70 6.52 7 33 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9.00 66.16 2.96 2.50 3-Mlf 1.25 1.17 1.25 1.88 . 0.00 10.00 66.67 3.47 2.80 3-Mlf 1.25 1.23 1.25 1.88 8.15 0.00 ---- ------------------------------------------------- E1. inlet face invert 63.20 ft E1. outlet invert 62.50 ft E1. inlet throat invert 0.00 ft E1. inlet crest 64.39 ft __=====a_______________________________________________________________________ I� � t** SITE DATA ***** CULVERT INVERT ************** � **,�,t* I� INLET STATION INLET ELEVATION OUTLET STATION OUTLET ELEVATION NL7MBER OF BARRELS SLOPE (V/H) CULVERT LENGTH ALONG SLOPE CULVERT DATA SUMMARY BARREL SHAPE BARREL DIAMETER BARREL MATERIAL BARR.EL MANNING'S n INLET TYPE INLET EDGE AND WALL INLET DEPRESSION 135.00 ft 64.38 ft 0.00 ft 62.50 ft 1 0.0052 135.00 ft **,�*******,�,�************ CIRCULAR 1.25 ft CONCRET� 0.013 CONVENTIONAL S4UARE EDGE WITH HEADWALL YES �_______________________________________________________________________________ � I, I� I' � �'R.RENT DATE : 0 8- 2 7-19 9 7 .ZRENT TIME: 09:58:36 FILE DATE: 08-27-1997 FILE NAME: MIRAMONT l5 � IMPROVED INLET FOR CULVERT 1- 1( 1 25 (ft) BY 1 25 (ft)) RCP ________________________________________________________________________________ DIS- HEAD- INLET OUTLET CREST FACE THROAT CHARGE WATER CONTROL CONTROL FLOW CONTROL CONTROL CONTROL TAILWATER Flow Elev. Depth Depth TYPE Elev. Elev. Elev. Elev. �(cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) _______________________________________________________________________________ � � � � 0 1 3 4 5 6 7 8 9 10 64.39 64.77 65.00 65.18 65.30 65.51 65.65 65.79 65.92 66.16 66.67 0.00 1.57 1.80 1.98 2.10 2.31 2.45 2.59 2.72 2.96 3.47 1.18 1.21 1.26 1.35 1.43 1.64 1.81 2.01 2.24 2.50 2.80 0-NF 3-Mlf 3 -Mlf 3 -Mlf 3 -Mlf 3-Mlf 3-Mlf 3-Mlf 3-Mlf 3-Mlf 3-Mlf 64.39 64.77 65.00 65.18 65.30 65.51 65.65 65.79 65.92 66.04 66.16 63.20 63.72 64.01 64.24 64.39 64.70 64.98 65.32 65.71 66.16 66.67 d.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 64.38 64.38 64.38 64.38 64.38 64.38 64.38 64.38 64.38 64.38 64.38 ________________________________________________________________________________ � a = �a z e a = _ _ = _ - ' _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ o c = c = _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ = = _ _ _ _ _ _ _ _ _ _ ', ***** FALL SUMMARY ****************************** � MAXIMUM ALLOWABLE FALL 0.70 ft INLET DEPRESSION 1.18 ft FALL SLOPE (X:1) 0.10 CREST WIDTH 1.50 ft �_______________________________________________________________________________ , I ' �� 1 � ' I 1 r � � �'�RENT DATE: 08-27-1997 .tRENT TIME: 09:58:36 FILE DATE: 08-27-1997 FILE NAME: MIR.AMONT /� --------- --------------------------------------------------------------------- __________________________ TAILWATER =_________________________ �_______________________________________________________________________________ � CONSTANT WATER SURFACE ELEVATION 64.38 ��, ------- ROADWAY OVERTOPPING DATA =------------------------- �_______________________________________________________________________________ ROADWAY SURFACE '"� EMBANKMENT TOP WIDTH �„ CREST LENGTH OVERTOPPING CREST ELEVATION PAVED 10.00 ft 20.00 ft 66.00 ft �____�__________________________________________________________________________ 1 li II I 1 I 1 I 1 I 1 I 1 I 1 I 1 I� � r � .� ' f r] I Pond Outlet Channel Worksheet for Trapezoidal Channel Worksheet Miramont Neighbofiood Park Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth nput ata anrnngs oe icient 0.035 �. Channel Slope 0.005000 ft/ft Left Side Slope 4.000000 H: V � Right Side Slope 4.000000 H: V Bottom Width 4.00 ft Discharge 118.30 cfs esu ts ept .3 � � L s �.{a-k-h Flow Area 32.10 ft2 Wetted Perimeter 23.60 ft Gt�c n n� I Top Width 23.01 ft ��n�� Critical Depth 1.79 ft Critical Slope 0.017902 ft/ft Velocity 3.69 ft/s Velocity Head 0.21 ft Specific Energy 2.59 ft Froude Number 0.55 Flow is subcritical. ,n vc r-t .� � q b.?. D uvs��.= y96�• � t z, 38 _ �y6y, �S 08/26J97 FlowMaster v5.15 05:33:48 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 � � The Sear-Brown Group , City of Fort Collins -- Miramont Neighborhood Park Detention Pond Outlet � Grate: Ohio Gratin 19SG4 w/ 1/8" bars or e ual 9 � 9 � Open length, L= 1.9 ft Open width, W= 1.7 ft � Clogging, c = 50% 020-143 ���X Z�� � Weir equation: (�rifice equation: Qw = C Lc H^1.5 Qo = C Ac (2gH)^0.5 �C= 3.0 C= 0.6 , Lc = 1.9 ft Ac = 1.7 ft2 H (ft) 0.00 0.10 0.20 0.30 0.40 0.50 0.60 �.70 0.80 0.90 1.00 1.10 Qw Qo (cfs) (cfs) 0.00 0.00 0.18 2.53 0.52 3.57 0.96 4.38 1.47 5.05 2.06 5.65 2.70 6.19 3.41 6.68 4.16 7.14 -- 7.58 -- 7.99 -- 8.38 ,o Q(100� = 3.1 cfs d(100) = 0.66 ft `' TrCa ct w cL{xr- -t"� � a S`-' Gl�s � 4� �, t c• w -��o ua !, r-�'� 1� 1-� �=-� � r�a, r1 c�.t�1�- �-cad�cw� ��f�7'a� q/'�.� �G'e5 �11�'t Gons-t��� �`� �� -�/� w a � � -t-E, � Gu � �r-f"" co ,� �6r'� � s' - e--------------------------- ---- ,��� ,t � � �s 6 ------------- �,�-t'------ ------- �' ----- ��- � -------- ---------- � -�' '1 _J_ " " '_____ ______'_'___'_'__'__' i 0 ,/ 0 02 0.4 D.8 O.B 1 12 Hsad (R) -� Vllelt + OrMlee �CaM�Wlkp i� 12-Nov-97 � � � � � i � 1 1 INC Engineering Consultants cueNT _�!f`.� O� -�iJ'i' �o l(t ��' �osNo. 0.20-r 5� 3 PROJECT /�1 �?w►YID�T-C �� CAICULATIONS FOR _� Q GV MADEBY��DATE �� MECKEDBY DATE SNEET�_OF `�a-�cr" Q U ct � � t-'� .��w-�G—f' �"z9r- '�- lI. `l %a ,,w;P.�.r-v,'o ►�s �;-f � : �eq, �n�_�� s-+-o ru � C-� � , .5_-=i�_.= .. D, l � i .�i — -- - - V Y UC � V = C�. � 8�`%� (�� r 0�+a{ G� — �� �� dG —. / Z, _. i �a� icc.bl� �QG�/ — D, z� a c-� C� ,�i�''�1 �,t �. I/ � , � _ � �Q �-l/ d�+� = .� y. 3�3 — 6 3, �, = 1.. ) � -�- _ ; 12e u��� I'a �v o� ��. �9 . S- 3= ' Z z � i. � ,� �� , ,, - _ � - g — �z !� �d lQs _ ._.�8 --x O•I li � n� _- _1.._5� _�.,.Z� Notes:l. Minimum number of holes = 8 2. Minimum hole diameter = 1/8' dia. Rows o , ,00� 4 ' 1-12' diameterAir � � Vent in Threaded Cap O Water �uality Outlet Holes O O Ductile iron or Q Q Steel Pipe c E � 0 U WATER QUALITY RISER PIPE NOT TO SCALE Maximum Number of PeAorated Columns Riser Hole Oiameter, In. Diameter (in.) 1/4' 1/2" 3/4' 1' 4 8 8 -- -- 6 12 12 9 _. 8 16 16 12 8 10 20 20 14 10 12 24 24 18 12 Hole Diameter Area ot Hole (in.) (in.2 ) � �8 0.013 � �4 0.049 3/8 0.110 1!2 0.196 5/8 0.307 3/4 0.442 7/8 0.601 1 0.785 FtGURE 5-2. WATER QUALITY OUTLET FOR A DRY EXTENDED DETENTION BASIN DRAINAGE CRITERIA MANUAL (V. 3) O.c STORMWATER C�UALITY MANAGEMENT �� Note: Watershed inches of runoff shail appIy to the entire watershed tributary to the BMP Facihry. FIGURE 5-1. WATER QUALITY CAPTURE VOLUME (WQCV) 9-1-1992 UDFCD ' �I °�o Percent Impervious Area in Tributary Watershed Source: Urbanos, Guo, Tucker (1989) ����` , . _ �. � � DRAINAGE CRITERIA MANUAL(V. 3) z� STRUCTURAL BMPs � _ �..„ .' � � � � � c � m �a m .. � � �- . �•�� , >° a m .. _ " a eo U � � 00 .. m � 3 a 0 Q 0 �✓ , z Required Area per Row (in.2 ) '�� t� Souroe: Douglas County 57oim Drainage and Technica/ Criteri�, 1986. FIGURE 5-3. WATER �UALITY OUTLET SIZING: DRY EXTENDED DETENTION BASIN WITH A 40-HOUR DRAIN TIME OF THE CAPTURE VOLUME Rev. 3-1-1994 UDFCD �� T- � - - - + � ' ' . .. _ , . OVERALL DRAINAGE STUDY , , OAK/COTTONWOOD FARM - McCLELLANDS BASIN FORT COLLINS, COLORADO May 4, 1992 Revised October 10, 1994 Prepared for: Miramont Associates 309 West Harmony Road Fort Coliins, CO 80526 Prepared by: RBD, Inc. Engineering Consultants 209 South Meldrum Fort Collins, Colorado 8052'! (303) 482-5922 �� RBD Job No. 504-001 � ���'`� nn order to achieve the required 0.5 cfs per acre release at the existing 36" culverts under •Lemay Avenue, detention pond number 340 is planned immediately upstream of the 36" culverts. During final design of this detention pond, the hydraulics of the connection from the detention pond to the existing 36" culverts will need to be worked out to ensure the 0.5 cfs per acre release rate is not exceeded. A preliminary rating curve based on the proposed ultimate design of this pond has been included in the model, and the calculations are included in the appendix of this report. The rating curve included is based on the existing 36" pipes under Lemay being built according to plan, and that rating curve is a preliminary design only. As pond 340 is finalized, these existing 36" culverts will need to be reevaluated and the new rating cu�ves based on actual field conditions. The pond 340 size will need to be reexamined & downstream flows to Oakridge will need to be decreased to 119 cfs (the model currently shows a release to Oakridge of i 29 cfs}. Pond 340 will need to be permanently designed when the area of the Overall plan known as the Hamlet is developed, (the Hamlet was defined as a part of the Miramont Phase 3 P�eliminary Plan), or basin 213 is developed. V. VI. EROSION CONTROL A. General Conceat The Oak/Cottonwood Farm site lies within the Mode�ate and High Rainfall Erodibility Zone and within the Low to Moderate Wind Erodibility Zone pe� the City of Fort Collins zone maps. Per the City of Fort Collins Erosion Control Reference Manual for Construction Sites, at the time of fina! design of the site, the erosion control performance standard will need to be ca{culated and appropriate measures taken to control erosion from the site. CONCLUSIONS � B. Com�liance with Standa�ds All computations within this report have been completed in compliance with the City of Fort Collins Storm Drainage Design Criteria. Drainage Concept The proposed drainage concepts adequately provide for the transmission of developed on-site runoff to the proposed detention facilities. The sizes and locations of each detention pond within the study area will �� 10 � �� The Sear-Brown Group i � Miramont Neighborhood Park #020-143 Detention Pond Area-Ca aci Rating Curve �o^�� ', $ � Cumulative � Elev Area Area Storage (ft) _ �__ (ft2) _ (ac) (ac-ft) ----- ---- --------------- ------ --- V = d/3*(A+(AB)^.S+B) 66.5 49,204 1.13 0.00 �, 67.0 53,515 1.23 0.64 68.0 61,500 1.41 1.96 69.0 70,542 1.62 3.47 �,, 69.3 71,000 1.63 3.99 70.0 71,000 1.63 5.10 � � Water below elevation 4966.5 is irrigation storage. � ,.� s � 1.6 ------------------------- -------- 5 U� � 1.5 --------------------- ------- ----- 4 U � N :9 Q1.4 ---------------- ------ ----------- 3 �' N �V U lC � ,C 1.3 ----------- ----- ----------------- 2 N � U � 1.2 ------ --- ------------------------ � � 1.1 0 86 67 68 69 70 Stage (ft elevation) � �- nrs. -�- c.p.aey ' 1 � � 20-Aug-97 � � The Sear-Brown Group � ;� Miramont Neighborhood Park #020-143 Detention Pond Ca aci -Discharge Rating Curve P�' �� � ' Elevation S ora t ge (ft) (ac-ft) ` � 66.50 � 0 � � 66.75 0.34 ' 67.00 0.64 67.25 0.97 67.50 1.30 , 67.75 1.63 68.00 1.96 68.25 2.33 � 68.50 2.71 68.75 3.09 69.00 3.47 69.25 3.88 � 69.50 4.28 69.75 4.69 70.00 5.10 � � Outflow Q _ (cfs) 0.00 0.84 1.67 2.51 3.35 4.18 5.02 5.42 5.79 6.15 6.48 6.79 8.83 16.75�Q�oa- �`�, q L�5 �� YVS£� 6`(- g � 29.48 .�oo : �/, 8 ac �f, � Storage: See stage-storage curve Outtlow Q: Per Shear Engineering Calculations � � 30 25 � 20 � E7° 15 � � 10 5 � i � � 66.5 67 87.5 88 88.5 69 sn� cn d> �- a.a�.ros -�- ay.a►r 8 5 4 � 3 L� .� 2 �' 1 0 69.5 70 .� r 20-Aug-97 r� ��a3ci� .�;`�,:���::t� _ ��iJ�!� - " ��:<;=: J,� �4 --� i � Final Drainage and Erosion Control Report for COURTYARDS AT MIRAM4NT P.U.D., SECOND FILING Fort Collins, Colorado Prepared for: ALBRECHT HOMES 4836 South College Avenue Suite 10 Fort Collins, Colorado 80525 Prepared by: SHEAR ENGINEERING CORPORATION Project No: 1410-01-94 DATE: October, 1994 4836 S. College, Suice 12 Forc Collins, CO 80523 (303)226-3334 �t���t+���i ��a +�� � � ,��'�ar�;�.`�; .. �. f � ' ,'�N ', 1 p� �r�+y`'+t'' �1► -�;, .i �,'!' ' r � r, �-�� ' ! ! `' � �� �� } � ':y Notes ds at Miramont, P.U.D. 1 M'iramont / DrgNotes •Detention Pond Summary *Bottom of Pond elevation a 62.0 Top of Berm elevation = 70.0 Overflow spillway elev. = 69.85 Irrigation W.S. elevation = 66.50 Top of outlet structure = 69.38 100 year W.S. elevation = 69.74 10 year W. S. elevation = 69.00 *Itrigation Volume = 2.7 ac-ft Detention Volume Provided at elev. 69.85 = 4.75 ac-ft *Detention Volume Required = 4.6 ac-ft Total Contributing Area to Pond = 32.39 acres 100 year release rate a 16.2 cfs (Based on release rate of 0.5 cfsJacre of contributing area) 10 year release rate = 6.5 cfs (Based on release rate of 0.2 cfs/acre of contributing area) *Information taken from Final Drainage and Erosion Control Report for the Oak Hill Apartments P.U.D.: prepared RBD, Inc: Ptnject No. 088-010: Dated May 2, 1994. September 27, 1994 �� �� ►�.�' _.� �g 0 ppGE 9 Courtyazds at Mir�mont P.U.D., Second Filing �inal Drainage and Erosion Control Report � s"L_� ' _' I _� I B. Specific Details: (continued) e. Detention pond #313 will require additional volume due to actual volwne requirement detemiination. Additional detendon pond grading requirements to provide the additional volume are shown on the Final Grading Plan , Sheet 11 of 13 of the Utility Plans for Courtyards at Miramont P.U.D., Second Filing. The pond expansion has provided 4.75 ac-ft of detention storage volume. The detention pond design stage-storage curve is included in Appendix A of this report. A summary of detention pond data is presented on the Drainage and Erosion Control Plan in Appendix III of this report. f. The detention pond will also act as an irrigation facility for this site, the open space greenbelt azeas on the west side of Boazdwalk Drive, and for future development to the south and east. A pump house and necessary infrastructure is under construction to distribute the urigation water as needed. i. Construction of the pump house will riot be associated with the Courtyards at Miramont P.U.D., Second Filing. ii. Maintenance of the detention/irtigation pond will be the responsibility of the owner of the tract on which the pond is located. This includes the pump house. �`'''`-=—� 3. The maximum allowable storm water release rates for the 10 and 100-year storms, �'�� are 6.50 and 16.2 cfs respectively. This is based on the actual contributing area and the maximum allowable release rates per acre. � �,-�� 4. An outlet structure has been provided for pond #313 o restrict the 10 and 100-year storm event t�elease rates to 6.50 and 16.2 cfs respectively. This structure will be consttucted with the Courtyards at Miramont P.U.D., Second Filing. a. The outlet consists of a Type 2 box structure with the following conzponents: i. 12" orifice at elevation 66.50 u. 16' broad crested weir, which is the top of the box sttvcture, at an elevation of 69.38 iii. 24" ADS N-12 oudet pipe with a slope of 0.40%. � �r � j ' ppGE 10 ��ttyards at Miramont P.U.D., Second Filing �pal Drainage and Erosion Control Report , � s_� � ; _ � . ►�_ � _ B. Specific Details: (contu�ued) 5. An emergency overflow weir has been provided near the extreme southwest corner � of the pond. The final emergency overflow was location was preferted by the the City of Fort Collins Park and Recreation Department, future owners of the property south of the Courtyards at Miramont P.U.D., Second Filing. �I � �� � � � a. The emergency overElow has an outfall elevation of 69.85 and consists of the following : i. A 10' x 10' rip rap weir with a slope 0.5 %; grassed. ii. Grassed banks with 4:1 side slopes d. The flow capacity of the weir at various depths is presented on page 15 of the calculations for different elevations above the overflow elevarion. e. Storm water overElow will be conveyed overland to either Boardwalk Drive fiuther downstream, or to the major drainage channel on the north side of Boardwalk Drive downstream. i. Downstream emergency overflow conveyance will initially consist of sheet flow on the park properiy with no defined conveyance channelization. ri. The final emergency overflow conveyance design is to be provided to , and approved by the City of Fort Collins Parks and Recreation Department. This conveyance is to be incorporated into the preliminary design for the park which has been ptnvided by Parks and Recreation. This emergency overflow conveyance design must be approved prior to Phase 3 construction of the Courtyards at Miramont P.U.D., Second Filing. � f. The detention pond water surface elevadons for the 10 and 100-year storm Y events are 69.00 and 69.74 respectively. These elevations are based on the � respective release rates. Refer to the detention pond stage-storage curve in Appendix I of this report. � 5. A storm sewer will be provided for the detendon pond outfall. The storm sewer will convey detention pond #313 release waters to the existing open channel along the west side of South Lemay Avenue (refer to the Amended Oak/Cottonwood Farm Drainage Study and Plan). a. The 24" ADS N-12 pipe has a capacity of 15.5 cfs with HW/D = 1.0 (slope = 0.40%). � _��� ��� t �. r r b. The 24" ADS N-12 pipe has a pressure flow capacity of 16.86 cfs with hydraulic gradient of 0.5696 from the pond high water elevation of 69.74 to the outfall at the I,emay Avenue open channel. ►� �D SH811R BNfiIN88RIN0 CORPORATION OQlL6T STRUC141RB POR POlID 313 t @ PRQTBC!': COURT7(ARDS AT MIRAMONT DATB: 30/06/94 PAOJBCT NO : 1�10-01-94 9Y . M80 PROJSCT LOGTION :PORT COLLINS NOTBB: OVTLSf STRUCTURB POR POND 313 PILB NAlIB: XIRAOITr INPITP POR OVTL6T STRUCl'I1RB `s'_ � �ry` f 4 ,: ,. �'. '�. - .i � �- „_T' `, y i � � �,�,�`� � N '� .� � i. N" , ;�P� 5 G�^ _�.�� ,�°' � VV � STRUCPORB T7tPB: 2 NBIR T7CPB BROADCRBSTBD SAWBR ORZPICH DIAM. (ft) � 1.00 WBIR LBNGTFI (Lt) . 16.00 LOWSR ORIPZCS INV. (ft) . 66.50 W6ZR INVHRT (ft) . 69.38 iAM6X ORIPICS COBp. (C1) . 0.65 WBZR C06P. (C.1r) . 2.60 UPYBR ORIPICB DI11l1.(Lt) . NA TOP OP HSRH (!G) . 70.00 UPPBR OAIFICS INV. (tt) . !lA INIT. D8LTA (Lt) . 1.50 UPPSR ORIFZC$ COHP. (�.1t) � 0.65 DHLTA NSAD (!t) . 0.25 2 YR. RHLBA3B RATB (cfs) . NA &18RGBNCY OVSR PLOW 10 YR RSLSA3S RATB (c1�) � 6.48 WSZR.T7fPS BROADCRBSTSD 300 YR RBLSASS RATB (ef�). li.]0 FiS2R LBNGTH (Lt) . 10.00 OtTlLST PZPa DIAN. (Lt) � 2.00 XiIR INViRT (!t) . 69.t5 PIPB SLOPB (iI � 0. �0 WBIR COSP. (G1ro) . 2.60 ttANNiNG9 n . o , 012 •��r����• •���r��• •������• •O[TPPVP� •���s��• •s�����• s������♦ ♦���s��• PIPB ARBA (SP) � 3.14 WBTfBD PBRIMBTHR . 6.28 PBST HYD. RAD (Pf) . 0.500 P88'P R�2/3 . 0.6296 OVTLST PIPB CAPI►CITY • 15.50 CPS NI?t{ HN/D . 1.00 LON6R ORSFICB ARSA (Ai � 0.7854 SQUARB PBBT UPPBR ORIPIC6 AR$A (A) � 0.0000 SQUARS PSBT •�����r •����t• •r�t��♦ t0(�p�� •�����► •tr���♦ •��+�r• ♦���*�♦ •is��t• :t��a►• ♦��t�*• •����r• OVSRPLON SPILLWAY HBAD HSAD HBAD SUB HBAD BLSV. OVSR LOFiBR OVSR UPPBR OVBR FiBIR 1VTAL OVBR WBIR TOTAL 6L6V. LOWSR ORIP2CB pPPBR ORIPZCB NSIR PLON PLON MBIR PLOW PLOW ORZPICS PLOW ORIPZCB PLON ft !t ct�. Lt cis Lt ct• e!• !C cfa e!• Lt ""'. ."" . ...... ...... ...... ...... ...... ...... ...... .....' .""' ""'. / 66.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 66.50 65.00 1.50 5.02 0.00 0.00 0.00 0.00 5.02 0.00 0.00 5.02 68.00 6Y.25 1.75 5.42 0.00 0.00 0.00 0.00 5.�3 0.00 0.00 5.42 68.25 66.50 2.00 5.79 0.00 0.00 0.00 0.00 5.79 0.00 0.00 5.79 68.50 68.75 3.15 6.15 0.00 0.00 0.00 0.00 6.15 0.00 0.00 6.15 68.75 69.00 2.50 6.48 0.00 0.00 0.00 0.00 6.�8 0.00 0.00 6.48 69.00 69.25 2.75 6.79 0.00 0.00 0.00 0.00 6.79 0.00 0.00 6.79 69.25 69.50 3.00 7.10 0.00 0.00 0.12 1.73 8.83 0.00 0.00 8.83 69.50 69.75 3.25 7.]9 0.00 0.00 0.�7 9.]6 16.75 0.00 0.00 16.75 69.75 70.00 3.50 7.66 0.00 0.00 0.63 20.31 37.99 0.35 1.51 29.�8 70.00 70.1B ].68 7.86 0.00 0.00 0.80 39.77 37.63 0.33 �.91 �2.55 70.18 � 70.25 �.75 7.93 0.00 0.00 0.87 ]].76 �1.69 0.�0 6.58 �8.27 70.25 s��N�♦ fHftH ts�ef�• ffiftf• f�tff�f •����sf sf*fff• fea�H• •**fef• •f*f*�• ff>ff�a •r��i�• ORIPICB BQUATION: G(29H)'�l/2 NBIR FLON $Q1?1. s CVLH�3/2 .� ■ �` � � If� . ,� �; � , �---- 3r Cv � � 1 ��,_��r�•'�*�dN rn�rar,;:oov ��V � o"T` I 10�►0 �,� � 1(� p�,, �1r 1��-�Z 1�+.-�X r i✓\ bQ KiI.SS� vvt � I 1 ��1.Qi CY`rr+��V�. 1�.G�1 Sla�e.. ��er. OV�'�C�' S�, r�c.�'1,I�f'�. 1(� o,..,� t�i- S. EL = C°�,"1� �N� z4' ` A r�5 C� tc,n, �,.. = �o o, �f _o .'P = c-�.i� �' Z.0 = 6z., �4 L�, av��l., � o '� �� �.� C�. Le �,...� = I: � G5.�9�(. � ► � ,� ..; —Z � � � C�, = C s�)z . z�t C � �'-�-f�-SS � = , � �/135 � , � 3 � (j� GC►S 6 �r/ �� = 'Z��.Og �-1 �45t6 A�z�'�N �,J%e�c N= 0,01Z c�b (,0�5���jZ = I�s.33 � �b,Z ok` �x J � . �. � 1 � I � � � E 1 I � i � �� � .� � � N � � � �� � � � � r � FINAL DRAINAGE AND EROSION CONTROL STUDY FOR THE HAMLET AT MiRAMONT P.U.r�. FORT COLLlN�, C�?LORADO March 29, 199fi Prepared for: KEM Homes P.O. Box 1845 3000 South College Avenue Fort CoUins, CO 80526 Prepared by: RBD, Inc. Engineering Consultants 209 South Meldrum � Fort Collins, Colorado 80521 (970) 482-5922 RBD Job No. 567-006 :Z � •w � � � .� � � �� � C. Q sub-basin 4. Sub-basin 4, in turn accumulates sub-basins 1, 3, 4 and 5 and outfalls through curb openings, then to the existing 42" storm pipe which crosses under Boardwalk Drive. Sub-basins 6, 7, 8, 9, and 11 drain directly onto Boardwalk Drive. The street capacity of Boardwalk Drive to handle this flow has been checked and found to be acceptable. �3 � � � � `�Fvf1d 14`� � � � 100-year Overtlow Path As shown in the Upper Meadow at Miramont First and Second Filing drainage reports, the 42" RCP underneath Boardwalk Drive at The Hamlet at Miramont overflows during the 100-year storm event, entering Boardwalk Drive and flowing into the regional detention pond (Pond 340}. The existing 42" storm drain system was sized for the 25-year storm event. Storm events greater than the 25-year event current(y pond up in the existing drainage channel until eventually overtopping the curb and gutter behind the headwall of the existing 42" pPpe under, Boardwalk Drive. Per this report, a culvert anaiysis was done to evaluate the effect of the proposed Hamlet development on the 100-year overflow values. The "STORM SEWER SIZING" section of this report includes design calculations showing that 91.83 cfs attempts to enter this existing pipe during the 100-year event. This pipe will be surcharged and will only pass 82.00 cfs during this storm� leaving 9.83 cfs overtopping, which can be handled by Boardwalk Drive's street capacity. Detention Pond 340 Problems with the Oakridge Detention Pond downstream of Detention Pond 340 and a request from the City of Fort Collins Stormwater Utility has necessitated the final design of Detention Pond 340. In order to achieve the required 0.5 cfs per acre release during a 100-year storm at the existing 36" culverts under Lemay Avenue, Detention Pond 340 is planned immediately upstream of the 36" culverts. Based on the Master Drainage Study for the Oakridge Business Park, Fort Collins, Colorado, the tributary area to the 36" culverts under Lemay Avenue was 241.56 acres from Basins 300 and 50, and the maximum release from the tributary area at 0.5 cfs per acre was � 120.78 cfs. The total release from the properties lying west of the centerline of Lemay Avenue (original Basins 300 and 50), including Detention Pond 340, will be 113.9 cfs as shown for element number 341 on the SWMM output. This is in compliance with the expectations in the Master Drainage Study for the Oakridge Business Park. The volume of the proposed detention pond is 5.06 acre-feet at elevation 4961.00. The required volume for the proposed detention pond based on the UDSWMM model is 4.3 acre- 4 ' r � McCLELLAND'S MASTER PLAN SWNIlVI � i � ■ � � r � ��� �- � � ._ � r � � �� �' I , � � - � � � SWMM input file 567006S1.DAT: 2 1 1 2 3 4 WATERSHED 0 McCLELLANDS BASIN REGIONAL SWMM MODEL--POND 180 CONCEPT STUDY 100-YEAR EVENT SEAR-BROWN GRWP/RBD (dkt) 12 NOV 97 F1LE: 567006S1.DAT 50 0 0 5.0 1 1.0 1 25 5 0.60 0.96 1.44 1.68 3.00 5.04 9.00 3.72 2.16 1.56 1.20 0.84 0.60 0.48 0.36 0.36 0.24 0.24 0.24 0.24 0.24 0.24 0.12 0.12 0.00 -Z .016 .250 0.1 0.5 0.5 0.5 .0018 1 80 8 313057.12 40 .01 1 60 6 1150 8.95 40 .01 1 70 7 135029.38 40 .01 1 130 13 67524.66 40 .01 1 100 10 85013.19 40 .01 1 150 15 50 1.84 80 .02 1 110 11 34 9.58 84 .02 1 320 11 305 2.14 10 .01 1 120 12 50017.79 80 .02 1 90 9 40013.12 10 .01 1 190 19 250 1.38 80 .01 1 200 20 70031.34 80 .01 1 210 21 500 7.51 80 .01 1 240 24 300 5.00 80 .07 1 280 28 50 6.90 80 .02 1 330 33 700 5.63 80 .01 1 160 16 3500 4.02 84 .02 1 250 250 500 1.60 80 .01 * OAKRIDGE BLOCK ONE 1 270 270 625 3.30 60 .01 1 271 271 2017 6.30 55 .01 1 272 272 817 1.50 31 .09 1 360 36 3223 2.37 87 .02 * ------------------------------------------------------------------- * ALL FOLLOu1NG BASINS FROM MIRAMONT MASTER PLAN, RBD, 1NC. 1 201 320 31514.75 25.0183 1 202 322 70021.50 50.0765 1 203 172 100032.25 80.0100 1 204• 166 90019.00 80.0100 1 205 168 650 5.85 47.0105 1 206 171 650 7.70 70.0080 1 207 176 100013.80 57.0235 1 208 178 95033.60 70.0170 1 209 321 43523.40 40.0085 1 165 324 40010.30 40.0100 * UNDEVELOPED BAS1N 211 * 1 211 325 100010.90 5.0.0200 * DEVELOPED BAS1N 211 (THE HAMLET) 1 211 325 100010.90 64.0200 * UNDEVELOPED BAS1N 212 (ACCOUNTING FOR CONSTRUCTED PORTION OF BOARDNALK) 1 212 328 400 4.20 20.0380 • FUTURE BAS1N 212 (RIOPEL) * 1 212 328 400 4.20 80.0380 * UNDEVELOPED BASiN 213 1 213 333 600 8.64 5.0.0092 * FUTURE BAS1N 213 * 1 213 333 1780 8.64 71.4.0092 * MIRAMONT NEIGNBORHOOD PARK 1 219 332 1010 7.48 11.4.0050 1 214 179 2200 1.62 90.0110 1 215 331 500 0.70 90.0270 1 216 327 1400 0.96 90.0060 * ----------------------------------------------------------------------- * ALL FOLLONING BASINS FROM STETSON CREEK MASTER PLAN, RBD, INC. * SUBBASIN 301 MODIFIED FOR DEVELOPED CONDITION 1 301 301 438530.20 45.00T7 .430 0.6 1 302 95 350047.30 45 .01 .390 0.6 ' SUBBASIN 303 MODIFIED FOR DEVELOPED CONDITION, REDUCED BY L&A WILLOW SPRINGS 1 303 303 7260 50,0 45.0113 1 305 365 198878.50 3.9.0110 .25 1 306 372 1729 8.73 31.2.0200 .95 1 307 359 960 5.42 17.0.1262 .95 1 308 370 1335 7.03 40.0.0200 .60 1 309 361 507 1.63 4.0.1262 .99 1 311 371 315 2.78 40.0.0200 0.9 November 12, 1997 � �- _ - -� � 7f � 0 26 42 0 5 3.5 800 0.005 0.016 3.5 10 800 0.005 4 4 0.035 5.0 �0 42 22 0 2 6 1 0.005 0.016 6.0 OAKRIDGE BLOCK ONE 0 270 27 0 3 0 1 0.001 0.00� 10.0 0 271 27 0 5 2.25 45 0.004 0.013 2.25 0 45 0.004 198 117 0.020 5.0 � 0 272 275 6 2 0.1 10 0.001 0.013 0.1 0 0 0.02 0.43 0.13 0.76 0.29 0.98 0.50 1.16 0.76 1.32 0 275 27 0 2 3.5 676 0.0084 0.013 3.5 � 0 27 41 S 2 0.1 10 0.001 0.013 0.1 0 0 0.03 0.78 0.22 2.51 0.52 3.46 0.90 4.21 1.37 4.84 2.10 57.63 3.20 191.38 0 41 26 0 5 4.0 100 0.005 0.016 4.0 10 100 0.005 50 50 0.016 1.0 � 0 36 26 0 5 1.25 90 0.014 0.013 1.25 0 90 0.014 200 200 0.020 5.0 0 28 275 0 1 0 5000 0.005 0 50 0.016 1.5 -1 340 11 3 3 0 1 _ 0. 0. 0.23 1.91 6.96 0 -1 310 31 11 3 0 1 ,� 0. 0. 0.08 0. 0.17 0. 0.25 2. 0.33 10. 0.42 25. 0.50 38. 0.58 53. 0.67 59. 0.75 55. 5.00 55. i� 0 31 275 0 2 3 108 0.0075 0.013 3.0 -1 290 29 3 3 0 1 0. 0. 0.22 3.06 6.98 0 * ARTIFICIAL OVERFLOW CHANNEL TO ELIMINATE SURCHARGE r,, 0 29 18 0 5 1.00 500 0.005 0.013 1.0 �20 500 0.005 0.5 0.5 0.016 5.0 0 33 21 0 1 0 700 0.008 50 0 0.01b 1.5 • OAKRIDGE POND 4fITH REVISED OUTLET HYORAULICS o z ��b t2 z o.� n o.00� o.o�s o.� � 0.0 0.0 0.00 2.30 0.02 16.06 0.11 51.28 0.59 86.17 2.36 115.72 6.17 144.72 12.05 169.80 19.65 193.70 28.60 214.81 33.64 224.38 38.67 233.10 "' ----------------------------------------------------------------------- '� ALL FOLL041ING CONVETANCE ELEMENTS FROM MIRAMONT MASTER PLAN, RBD, INC. POND 166 (301) RATING CURVE COMPOSITES 3 DETENTION PONDS IN BASIN 204 0 166 167 3 2 0.1 96 0.0060 0 0 0.013 0.10 0.0 0.0 1.6 24.0 3.4 26.4 0 167 169 0 1 4.00 260 0.0021 2 2 0.035 4.00 � POND 168 (303) RATING CURVE FROM EVANGELICAL COVENANT REPORT BY LANDMARK 0 158 169 3 2 0.1 10 0.0010 0 0 0.013 0.10 0.0 0.0 0.07 0.90 0.43 1.36 0 169 170 0 2 2.Z7 40 0.0070 0 0 0.013 2.27 �0 170 174 0 1 4.00 460 0.0021 2 2 0.035 4.00 FUTURE DETENTION POND 171 (306) 0 171 174 3 2 0.1 10 0.0038 0 0 0.013 0.10 0.0 0.0 1.0 4.0 2.0 4.3 * POND 172 (307) RATING CURVE COMPOSITES 5 DETENTION PONOS IN BASIN 203 ` 0 172 173 3 2 0.1 120 0.0033 0 0 0.013 0.10 0.0 0.0 6.5 5.5 8.0 6.0 0 173 175 0 1 0 1200 0.0050 4 4 0.035 1.10 0 174 175 0 2 2.25 75 0.0211 0 0 0.013 2.25 �0 175 177 0 2 2.50 853 0.0123 0 0 0.013 2.50 POND 176 (311) RATING CURVE FROM OAKRIDGE UEST PUD REPORT BY RBD 0 176 177 5 2 0.1 315 0.0020 0 0 0.013 0.10 0.0 0.0 0.04 1.10 0.23 1.71 0.T9 2.15 1.78 2.56 � 0 177 341 0 2 3.00 480 0.0100 0 0 0.013 3.00 0 178 177 11 2 0.10 1310 0.0033 0 0 0.013 0.10 0.00 0.0 0.34 0.84 0.64 1.67 1.30 3.35 1.96 5.02 2.71 5.79 3.47 6.48 3.88 6.79 1 4.28 8.83 4.69 16.75 5.10 29.48 0 320 321 0 1 5.00 1350 0.0050 4 4 0.035 4.00 0 321 324 8 2 0.1 300 0.0053 0 0 0.013 0.10 0.0 0.0 0.05 0.0 0.31 2.6 0.79 4.3 1.52 5.5 2.55 6.4 3.85 7.3 5.40 8.0 � FUTURE DETENTION POND 322 0 322 323 3 2 0.1 10 0.0100 0 0 0.013 0.10 0.0 0.0 1.9 11.0 4.0 11.3 0 323 324 0 1 0 1500 0.0142 50 0 0.016 1.50 �CE 324 MODELED US1NG HGL AS SLOPE 0 324 331 0 2 3.00 36 0.0222 0 0 0.013 3.00 0 325 326 0 1 4.00 420 0.0050 4 4 0.035 3.00 '� CE 326 MODELED US1NG HGL AS SLOPE � 0 326 327 0 2 3.50 214 0.0168 0 0 0.013 3.50 0 327 329 0 1 4.00 750 0.0050 4 4 0.035 3.00 CE 328 MODELED WITH STREET CROWN OVERFLOW US1NG HGL AS SLOPE 0 328 329 0 5 1.75 101 0.0149 0.013 1.75 0 101 0.0149 133 44 0.016 5.0 0 329 180 0 1 5.00 240 0.0050 4 4 0.035 4.00 MIRAMONT NEIGHBORHOOD PARK POND 0 332 327 6 2 0.1 135 0.0052 0 0 0.013 0.1 0.0 0.0 0.06 0.31 0.19 0.95 0.32 2.00 0.88 4.94 1.45 8.33 0 333 180 0 5 2.50 220 0.0050 0 0 0.013 2.50 0 220 0.0050 10 10 0.035 5.0 CE 179 (330) MODELED W1TH STREET CROwN OVERFLOW USING HGL AS SLOPE 0 179 324 0 5 1.50 80 0.0110 0.013 1.50 0 80 0.0110 167 167 0.016 5.0 CE 331 MODELED USING HGL AS SLOPE 0 331 325 0 2 3.00 30 0.0267 0 0 0.013 3.00 POND 180 (340) RATING CURVE FOR CONSTRUCTION WITH THE HAMLET (BASlN 212) 0 180 341 8 2 0.10 20 0.0040 0 0 0.013 0.10 0.0 0.0 0.32 0.11 0.71 2.29 1.10 13.32 1.55 29.75 2.01 42.40 2.52 51.95 3.04 60.48 POND 180 (340) RATING CURVE (EXISTING SEPT 1997) 0 180 341 8 2 0.10 20 0.0040 0 0 0.013 0.10 0.0 0.0 0.19 0.11 0.41 2.29 0.63 13.32 0.87 29.75 1.12 42.40 1.41 51.95 1.70 60.48 0 341 4 0 2 5.20 120 0.0040 0 0 0.013 5.20 ----------------------------------------------------------------------- ALL FOLLa11NG CONVEYANCE ELEMENTS FROM STETSON CREEK MASTER PLAN, RBD, 1NC. 0 91 93 0 1 0 1325 0.0150 4 4 0.060 5.0 0 93 94 10 2 0.1 1 0.0050 0.013 0.1 0.00 0.0 0.05 0.00 0.51 0.0 0.98 0.0 1.62 1.9 2.40 5.40 3.33 7.7 4.35 14. 5.41 20.7 6.52 93.90 0 94 357 0 1 0 1000 0.0027 3 0 95 93 0 3 0 1 CONCEPTUAL DETENTION FOR SUBBASINS 301 AND 303 0 301 91 2 2 0.1 1 0.0050 0.00 0.0 3.25 15.1 0 303 357 2 2 0.1 1 0.0050 0.00 0.0 6.30 25.0 0 357 358 0 1 16 10 0.0050 4 0 358 359 0 2 9.44 103 0.0050 0 359 360 0 1 16 950 0.0050 4 0 360 361 0 2 9.44 46 0.0050 0 361 362 0 1 16 619 0.0050 4 0 362 363 0 1 16 215 0.0050 4 0 363 364 0 1 16 415 0.0050 4 0 364 3G6 0 1 16 90 0.0050 4 0 365 366 0 1 0 1125 0.0045 4 0 366 367 0 1 16 377 0.0050 4 0 38 373 0 1 0 1080 0.0050 4 0 39 38 0 1 0 2160 0.0050 4 0 370 361 9 2 0.10 1 0.0050 0.00 0.0 .00 0.00 .04 .41 1.40 .57 3.52 .68 .99 4.13 0 371 362 7 2 0.10 1 0.0015 0.00 0.0 .00 0.52 .103 .304 1.39 .371 1.58 .550 POND 372 RATING CURVE FROM STETSON CREEK 2ND FILING, 0 372 363 6 2 0.10 1 0.0020 0.00 0.00 0.17 10.00 0.42 0.94 37.98 1.17 50.54 0 373 364 16 2 0.10 1 0.0042 0.00 0.0 .061 0.00 .465 3.566 6.4 6.256 16.8 6.909 8.216 19.6 8.869 20.8 9.522 10.298 49.4 10.687 72.6 11.075 0 374 38 13 2 0.10 1 0.0040 0.00 0.0 .009 0.00 .119 0.409 1.13 0.469 2.11 0.528 0.827 4.84 1.062 5.60 1.297 1.711 7.29 3 0.035 5.0 0.013 0.1 0.013 0.1 4 4 4 4 4 4 4 4 0.80 3.71 0.045 0.013 0.045 0.013 0.045 0.045 0.045 0.045 0.035 0.045 0.035 0.035 0.013 .19 .80 4.00 9.44 4.00 9.44 4.00 4.00 4.00 4.00 2.35 4.00 3.50 3.50 0.10 1.14 3.88 0.013 0.10 1.18 .219 1.39 1.75 BY NORTHERN ENGINEERIN6 0.013 0.10 2.37 0.74 33.27 0.013 0.10 0.0 1.578 0.0 18.0 7.562 18.8 21.6 9.910 31.5 99.7 11.463 130.9 0.013 0.10 0.0 0.230 0.0 2.76 0.678 3.94 6.27 1.532 6.87 . ----------------------------------------------------------------------- �ALL FOLLONING CONV. ELEMENTS ARE FROM G80 1986 MCCLELLANDS BASIN MASTER PLAN EXISTING CONDITION CONVEYANCE ELEMENTS SU88ASINS BTWN STETSON CREEK 8 CTY RD 0 35 102 0 1 1.0 1250 0.010 50 50 0.045 5.0 0 32 102 0 1 1.0 3300 0.006 75 1.5 0.045 5.0 � �� � - - - - -- - - -- . � � - - -r _ - _ � � 0 367 368 0 4 5.0 950 0.007 1.5 2.8 0.045 5.0 31.0 950 0.007 50 50 0.045 10.0 0 368 102 0 4 5.0 1960 0.010 3.0 3.0 0.045 5.0 29.0 1960 0.010 25 100 0.045 10.0 CROSSING UNDER CTY RD 9; PER RBD 1987 MCCLELLANDS BASIN CH. IMP. PHASE ONE 0 102 103 0 5 4.5 50 0.005 0.024 5.6 * 29.0 50 0.005 25 100 0.018 10.0 i _______________________________________________________________________ SUBBASIN 304 M�ELED BY FOLLOWING CONVEYANCE ELEMENTS, FROM WILLOH SPRINGS PUD DRAINAGE PLAN, LIDSTONE 8 ANDERSON, AUGUST 1994 201 202 0 3 .1 1. � 202 209 0 3 .1 1. ' 203 209 0 3 .1 1. 209 210 0 3 .1 1. 210 309 0 3 .1 1. 309 140 14 2 .1 1. .1 � 0.0 0.0 0.59 0.47 1.06 1.29 1.72 2.13 2.68 3.12 3.61 4.20 4.09 6.97 5.09 7.51 6.09 7.51 7.43 7.92 8.77 8.40 9.85 8.64 10.56 8.81 10.92 9.00 215 315 0 3 .1 1. 315 216 5 2 .1 1. .1 �. 0.0 0.0 0.08 0.5 0.34 0.75 0.86 1.0 1.21 1.1 216 116 0 3 .1 1. 116 140 0 1 10. 1650. .003 4. 4. .035 5. 140 357 0 1 10. 700. .003 4. 4. .035 5. 219 224 0 3 .1 1. 224 218 0 3 .1 1. �. 218 124 8 2 .1 1. .1 ' 0.0 0.0 0.07 4.0 0.24 6.0 0.52 8.0 0.97 10.0 1.64 12.0 2.46 14.0 3.44 16.0 124 226 0 2 3. 825. .008 0. 0. .011 5. 226 217 0 3 .1 1. 217 357 8 2 .1 1. .1 0.0 0.0 0.04 4.0 0.12 6.0 0.24 8.0 � 0.45 10.0 0.73 12.0 1.16 14.0 1.72 16.0 330 357 7 2 .1 1. .1 � 0.0 0.0 0.08 1.0 0.27 2.0 0.65 3.0 1.11 4.0 1.86 5.0 2.82 6.0 0 0 �DPROGRAM i � . II ' . ' � � �� � r � r .. 5� � - -- --- -- � SWMM output file 567006S1.OUT: � � ENVIRONMENTAL PROTECTION AGENCY - STORM WATER MANAGEMENT MODEL - VERSION PC.1 � DEVELOPED BY �� � UPDATED BY �IATERSHED PROGRAM CALLED METCALF + EDDY, INC. UNIVERSITY OF FLORIDA WATER RESOURCES ENGINEEERS, INC. (SEPTEMBER 1970) UNIVERSITY OF fLORIDA (JUNE 1973) HYDROLDGIC ENGINEERING CENTER, CORPS OF ENGINEERS MISSOURI RIVER DIVISION, CORPS OF ENGINEERS (SEPTEMBER 1974) BOYLE ENGINEERING CORPORATION (MARCN 1985, JULY 1985) *** ENTRY MADE TO RUNOFF MODEL *** �cCLELLANDS BASIN REGIONAL SWMM MODEL--POND 180 CONCEPT STUDY 100-YEAR EVENT SEAR-BROWN GRWP/RBD (dkt) 12 NOV 97 f1LE: 56T006S1.DAT �UMBER Of TIME STEPS 50 NTEGRATION TIME INTERVAL (MINUTES) 5.00 1.0 PERCENT OF IMPERVIWS AREA HAS 2ER0 DETENTION OEPTH �OR 25 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES OR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR .60 . 1.20 .24 rr .96 1.44 1.68 3.00 5.04 9.00 3.72 2.16 .84 .60 .48 .36 .36 .24 .24 .24 .24 .12 .12 .00 CCLELLANDS BASIN REGIONAL S41MM MODEL--POND 180 CONCEPT STUDY 00-YEAR EVENT SEAR-BROWN GROUP/RBD (dkt) 12 NOV 97 FILE: 56700651.DAT UBAREA GUTTER WIDTH UMBER OR MANHOLE (P7) -2 0 .0 80 8 3130.0 �60 6 1150.0 70 7 1350.0 130 13 675.0 100 10 850.0 �150 15 50.0 110 11 34.0 320 11 305.0 120 12 500.0 � 90 9 400.0 190 19 250.0 200 20 700.0 210 21 500.0 240 24 300.0 �280 28 50.0 330 33 700.0 160 16 3500.0 250 250 500.0 270 270 625.0 i 271 271 2017.0 272 272 817.0 ' 360 36 3223.0 201 320 315.0 r AREA (AC) .0 57.1 8.9 29.4 24.7 13.2 1.8 9.6 2.1 17.8 13.1 1.4 31.3 7.5 5.0 6.9 5.6 4.0 1.6 3.3 6.3 1.5 2.4 14.8 PERCENT IMPERV. .0 40.0 40.0 40.0 40.0 40.0 80.0 84.0 10.0 80.0 10.0 80.0 80.0 80.0 80.0 80.0 80.0 84.0 80.0 60.0 55.0 31.0 87.0 25.0 SLOPE (FT/FT) .0300 .0100 .0100 .0100 .0100 .0100 .0200 .0200 .0100 .0200 .0100 .0100 .0100 .0100 .0100 .0200 .0100 .0200 .0100 .0100 .0100 .0900 .0200 .0183 RESISTANCE FACTOR IMPERV. PERV. .016 .250 .016 .250 .016 .250 .016 .250 .016 .250 .Otb .250 .016 .250 .016 .250 .016 .250 .016 .250 .016 .250 .016 .250 .016 .250 .016 .250 .016 .250 .016 .250 .016 .250 .016 .250 .016 .250 .016 .250 .016 .250 .016 .250 .016 .250 .016 .250 SURFACE STORAGE(IN) IMPERV. PERV. .100 .500 .100 .500 .100 .500 .100 .500 .100 .500 .100 .500 .100 .500 .100 .500 .100 .500 .100 .500 .100 .500 .100 .500 .100 .500 .100 .500 .100 .500 .100 .500 .100 .500 .100 .500 .100 .500 .100 .500 .100 .500 .100 .500 .100 .500 .100 .500 November 12, 1997 1.56 .24 1NFILTRATION RATE(IN/HR) GAI MAXIMUM MINIMUM DECAY RATE I .50 .50 .00180 .50 .50 .00180 ' .50 .50 .00180 ' .50 .50 .00180 ' .50 .50 .00180 ' .50 .50 .00180 ' .50 .50 .00180 ' .50 .50 .00180 ' .50 .50 .00180 ' .50 .50 .00180 ' .50 .50 .00180 ' .50 .50 .00180 ' .50 .50 .00180 ' .50 .50 .00180 ' .50 .50 .00180 ' .50 .50 .00180 ' .50 .50 .00180 .50 .50 .00180 .50 .50 .00180 .50 .50 .00180 .50 .50 .00180 .50 .50 .00180 .50 .50 .00180 .50 .50 .00180 �f U 322 172 166 168 171 176 178 321 324 325 328 333 332 179 331 327 301 95 303 365 372 359 370 361 371 363 366 373 374 39 367 367 32 368 368 35 201 202 203 209 209 210 209 210 209 210 215 216 219 219 219 224 224 226 226 330 140 357 NUMBER OF TRIBUTARY T00.0 21.5 50.0 1000.0 32.3 80.0 900.0 19.0 80.0 650.0 5.8 47.0 650.0 7.7 70.0 1000.0 13.8 57,0 950.0 33.6 70.0 435.0 23.4 40.0 400.0 10.3 40.0 1000.0 10.9 64.0 400.0 4.2 20.0 600.0 8.6 5.0 1010.0 7.5 11.4 2200.0 1.6 90.0 500.0 .7 90.0 1400.0 1.0 90.0 4385.0 30.2 45.0 3500.0 47.3 45.0 7260.0 50.0 45.0 1988.0 78.5 3.9 1729.0 8.7 31.2 960.0 5.4 17.0 1335.0 7.0 40.0 507.0 1.6 4.0 315.0 2.8 40.0 569.0 2.1 2.3 495.0 .9 1.0 9932.0 91.2 34.0 1000.0 14.4 40.0 2764.0 99.0 2.0 890.0 18.4 5.0 950.0 17.4 5.0 375.0 19.3 5.0 2000.0 23.0 5.0 1500.0 13.8 5.0 2858.0 65.6 5.0 1200.0 8.4 38.0 1350.0 4.6 64.0 800.0 5.7 44.0 300.0 7.6 74.0 800.0 3.1 64.0 2500.0 11.6 60.0 750.0 3.3 57.0 450.0 2.3 67.0 3000.0 18.3 29.0 1400.0 8.5 25.0 1300.0 7.1 17.0 200.0 1.8 12.0 600.0 4.1 46.0 1400.0 9.0 46.0 1800.0 7.2 51.0 1000.0 2.2 61.0 500.0 3.4 42.0 900.0 4.0 65.0 1000.0 2.9 31.0 1700.0 11.7 60.0 1300.0 6.1 29.0 800.0 3.5 50.0 SUBCATCHMENTS, 81 AREA (ACRES), 1198.30 .0165 .0100 .0100 .0105 .0080 .0235 .0170 .0085 .0100 .0200 ,0380 .0092 .0050 .0110 .0270 .0060 . oon .0100 .0113 .0110 .0200 .1262 .0200 .1262 .0200 .1262 .0500 .0200 .0200 .0169 .0100 .0300 .0080 .0400 .0100 .0060 .0200 .0200 .0200 .0200 .0200 .0200 .0200 .0200 .0200 .0200 .0150 .0200 .0200 .0200 .0200 .0200 .0200 .0200 .0200 .0200 .0200 .0200 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .020 .020 .020 .020 .020 .020 .020 .020 .020 .020 .020 .020 .020 .020 .020 .020 .020 .020 .020 .020 .020 .020 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .430 .390 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .Z50 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .t00 .100 .100 .100 .100 .100 .100 .100 .100 .100 �CCLELLANDS BASIN 100-YEAR EVENT REGIONAL SWMM MODEL--POND 180 CONCEPT STUDY SEAR-BROWN GROUP/RBD (dkt) 12 NOV 97 FILE: 567006S1.DAT *** CONTINUITY CHECK FOR SUBCA7CHMEMT RWTIMG iN UDSWM2-PC MODEL **" �ATERSHED AREA (ACRES) TOTAL RAiNFALL (INCHES) �OTAL TOTAL r INFILTRATION (INCHES) WATERSHED OUTFLOW (INCHES) 1198.300 2.890 .536 1.842 .500 .500 .500 .500 .500 .500 .500 .500 .500 .500 .500 .500 .500 .500 .500 .500 .600 .600 .500 .250 .950 .950 .600 .990 .900 .990 .900 .550 .350 .300 .500 .500 .500 .500 .500 .500 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 • .51 .51 .51 .51 .51 .51 .51 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .SO .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 �t i .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00�so �OTAL SURFACE STORAGE AT END OF STROM (INCHES) .512 � RROR IN CONTINUITY, PERCENTAGE OF RAINFALL .002 MCCLELLANDS BASiN REGIONAL SWMM MODEL--POND 180 CONCEPT STUDY �100-YEAR EVENT SEAR-BR041N GROUP/RBD (dkt) 12 NOV 97 FILE: 567006S1.DAT �Z WIDTH ' INVERT SIDE SLOPES OVERBANK/SURCHARGE �UTTER GUTTER NDP NP OR DIAM LENGTH SLOPE HORIZ TO VERT MANNING DEPTH JK UMBER CONNECTION (FT) (FT) (FT/FT) L R N (FT) 15 4 0 1 CHANNEL .0 1600. .0040 50.0 .0 .016 1.50 0 �4 6 0 1 CHANNEL .0 800. .0044 4.0 4.0 .035 5.00 0 7 6 0 1 CHANNEL .0 1400. .0100 .0 50.0 .016 1.50 0 6 50 0 1 CHANNEL .0 1200. .0032 4.0 4.0 .035 5.00 0 8 50 0 1 CHANNEL .0 1800. .0033 4.0 4.0 .035 5.00 0 �13 50 0 1 CHANNEL .0 3600. .0060 50.0 .0 .016 1.50 0 12 22 0 1 CHANNEL .0 1300. .0060 50.0 .0 .016 2.50 0 16 22 0 1 CHANNEL ,0 3500. .0060 50.0 50.0 .016 2.00 0 11 50 0 1 CHANNEL .0 8350. .0060 50.0 .0 .016 1.50 0 10 50 0 1 CHANNEL .0 1600. .0060 50.0 .0 .016 1.50 0 �9 51 0 1 CHANNEL 5.0 1000. .0060 15.0 15.0 .035 5.00 0 18 51 0 1 CHANNEL .0 1100. .0060 50.0 .0 .016 1.50 0 19 51 0 1 CHANNEL .0 200. .0050 100.0 100.0 .016 1.50 0 20 51 0 1 CMANNEL .0 2100. .0050 4.0 4.0 .035 5.00 0 � 21 44 0 1 CHANNEL .0 1200. .0050 50.0 .0 .016 1.50 0 44 51 0 1 CHANNEL 3.0 800. .0050 10.0 10.0 .035 2.00 � 0 220 22 3 3 .0 1. .0010 .0 .0 .001 10.00 -1 43 51 2 2 23 18 7 25 22 26 42 22 27 27 275 27 41 26 26 275 11 31 TIME IN HRS VS INFLOW IN CFS .0 .0 .3 11.9 4.1 .0 0 1 CHANNEL .0 1600. .0070 4.0 4.0 .035 5.00 0 4 Z PiPE .1 1. .0010 .0 .0 .016 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY WTFLOW .0 .0 .0 133.0 .0 140.0 .0 150.0 0 1 CHANNEL 10.0 500. .0050 15.0 15.0 .040 5.00 0 0 1 CHANNEL 10.0 500. .0050 15.0 15.0 .040 5.00 0 3 3 .0 1. .0010 .0 .0 .001 10.00 -1 TIME IN NRS VS INFLOW IN CFS .0 .0 .3 7.2 7.2 .0 0 1 CHANNEL .0 1300. .0050 50.0 .0 .016 1.50 0 0 1 CHANNEL .0 700. .0080 50.0 .0 .016 1.50 0 6 2 PIPE .1 1. .0050 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY WTFLOW .0 .0 .0 .2 .0 .2 .1 .3 .3 .3 .3 5.0 0 2 PIPE 1.3 500. .0050 .0 .0 .013 1.25 0 3 3 .0 1. .0010 .0 .0 .001 10.00 -1 TIME IN HRS VS 1NFL041 IN CFS .0 .0 .2 11.2 7.0 .0 0 5 PIPE 3.5 800. .0050 .0 .0 .016 3.50 0 OVERFLOW 10.0 800. .0050 4.0 4.0 .035 5.00 0 2 PIPE 6.0 1. .0050 .0 .0 .016 6.00 0 0 3 .0 1. .0010 .0 .0 .001 10.00 0 0 5 P1PE 2.3 45. .0040 .0 .0 .013 2.25 0 OVERFLON .0 45. .0040 198.0 117.0 .020 5.00 6 2 P1PE .1 10. .0010 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .4 .1 .8 .3 1.0 .5 1.2 .8 1.3 0 2 PIPE 3.5 676. .0084 .0 .0 .013 3.50 0 8 2 PIPE .1 10. .0010 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-fEET VS SP1LLwAY aUTFLOW .0 .0 .0 .8 .2 2.5 .5 3.5 .9 4.2 1.4 4.8 2.1 57.6 3.2 191.4 0 5 PiPE 4.0 100. .0050 .0 .0 .016 4.00 0 OVERFL01�1 10.0 100. .0050 50.0 50.0 .016 1.00 0 5 PIPE 1.3 90. .0140 .0 .0 .013 1.25 0 OVERFL011 .0 90. .0140 200.0 200.0 .020 5.00 0 1 CHANNEL .0 5000. .0050 .0 50.0 .016 1.50 0 3 3 .0 1. .0010 .0 .0 .001 10.00 -1 TIME IN HRS VS INFLOW IN CFS .0 .0 .2 1.9 7.0 .0 11 3 .0 1. .0010 .0 .0 .001 10.00 -1 TIME IN HRS VS INFLOW IN CFS .0 .0 .1 .0 .2 .0 .3 2.0 .3 10.0 .4 25.0 .5 38.0 .6 53.0 .7 59.0 .8 55.0 5.0 55.0 �r 31 290 � 29 33 � Z � 166 167 168 �. 169 170 � 171 �n 1 TS 174 175 � 176 in 178 ti 320 � 321 322 � 323 324 325 326 �,,, 327 328 � 329 332 333 � 179 331 � 180 341 91 93 � 94 95 301 , 303 1 275 29 18 21 116 167 169 169 170 174 174 i r� 175 175 �n �n 341 17T �321 324 323 324 331 326 327 329 329 180 327 180 324 325 341 4 93 94 357 93 91 357 0 2 PIPE 3.0 108. 3 3 .0 7. TIME IN HRS VS INFLOW IN CFS .0 .0 .2 3.1 7.0 .0 0 5 PIPE 1.0 500. OVERFLOW 20.0 500. 0 1 CHANNEL .0 700. 12 2 P1PE .1 T7. RESERI/OIR STORAGE IN ACRE-FEET VS SPILLWAY WTFLOW .0 .0 .0 2.3 .0 16.1 6.2 144.7 12.1 169.8 19.6 193.T 3 2 PIPE .1 96. RESERVOIR STORAGE iN ACRE-FEET VS SPILLWAY OUTFL041 .0 .0 1.6 24.0 3.4 26.4 0 1 CHANNEL 4.0 260. 3 2 PIPE .1 10. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 .9 .4 1.4 0 2 PIPE 2.3 40. 0 1 CHANNEL 4.0 460. 3 Z PIPE .1 10. RESERVOIR STORAGE IN ACRE-fEET VS SPILLIIAY WTFLOW .0 .0 1.0 4.0 2.0 4.3 3 2 PIPE .1 120. RESERVOIR STORAGE iN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 6.5 5.5 8.0 6.0 0 1 CHANNEL .0 1200. 0 Z PIPE 2.3 75. 0 2 PJPE 2.5 853. 5 2 P1PE .1 315. RESERVOIR STORAGE IN ACRE-FEET V5 SPILLWAY OUTFLOW .0 .0 .0 1.1 .2 1.7 0 2 PIPE 3.0 480. 11 2 PIPE .1 1310. RESERVOIR S70RAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .3 .S .6 1.7 3.5 6.5 3.9 6.8 4.3 8.8 0 1 CHANNEL 5.0 1350. 8 2 PIPE .1 300. RESERVOiR STORAGE iN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 .0 .3 2.6 3.9 7.3 5.4 8.0 3 2 PIPE .1 10. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.9 11.0 4.0 11.3 0 1 CHANNEL .0 1500. 0 2 PiPE 3.0 36. 0 1 CHANNEL 4.0 420. 0 2 PIPE 3.5 214. 0 1 CHANNEL 4.0 750. 0 5 PIPE 1.8 101. OVERFLOW .0 101. 0 1 CNANNEL 5.0 240. 6 2 PIPE .1 135. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOL! .0 .0 .1 .3 .2 .9 0 5 PiPE 2.5 220. OVERFLON .0 220. 0 5 PiPE 1.5 80. OVERFLOW .0 80. 0 2 PIPE 3.0 30. 8 2 PIPE .1 20. RESERVOIR STORAGE IN ACRE-FEET VS SPILLMAY OUTFL041 .0 .0 .3 .1 .7 2.3 2.5 52.0 3.0 60.5 0 2 PIPE 5.2 120. 0 1 CHANNEL .0 1325. 10 2 PIPE .1 1. RESERVOIR STORAGE 1N ACRE-FEE7 VS SPIILWAV OU7FLOW .0 .0 .t .0 .5 .0 3.3 T.7 4.3 14.0 5.4 20.T 0 7 CHANNEL .0 1000. 0 3 .0 1. 2 2 PIPE .1 1. RESERVOIR STORAGE iN ACRE-FEET VS SPiLLWAY Ol1TFLOW .0 .0 3.3 15.1 2 2 PIPE .1 1. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0075 .0 .0 .073 3.00 .0010 .0 .0 ,001 70.00 .0050 .0 .0 .013 .0050 .5 .5 .016 .0080 50.0 .0 .016 .0070 .0 .0 .013 .1 51.3 .6 86.2 28.6 214.8 33.6 224.4 .0060 .0 .0 .013 .0021 2.0 2.0 .035 .0010 .0 .0 .013 .0070 .0 .0 .013 .0021 2.0 2.0 .035 .0038 .0 .0 .013 .0033 .0 .0 .013 .0050 4.0 4.0 .035 .0211 .0 .0 .013 .0123 .0 .0 .013 .0020 .0 .0 .013 .8 2.1 1.8 2.6 .0100 .0 .0 .013 .0033 .0 .0 .013 1.3 3.4 2.0 5.0 4.7 16.8 5.1 29.5 .0050 4.0 4.0 .035 .0053 .0 .0 .013 .8 4.3 1.5 5.5 .0100 .0 .0 .013 .0142 50.0 .0 .016 .0222 .0 .0 .013 .0050 4.0 4.0 .035 .0168 .0 .0 .013 .0050 4.0 4.0 .035 .0149 .0 .0 .013 .0149 133.0 44.0 .016 .0050 4.0 4.0 .035 .0052 .0 .0 .013 .3 Z.0 .9 4.9 .0050 .0 .0 .013 .0050 10.0 10.0 .035 .0110 .0 .0 .013 .0110 167.0 167.0 .016 .0267 .0 .0 .013 .0040 .0 .0 .013 1.1 13.3 1.6 29.8 .0040 .0 .0 .013 .0150 4.0 4.0 .060 .0050 .0 .0 .013 1.0 .0 1.6 1.9 6.5 93.9 .0027 3.0 3.0 .035 .0010 .0 .0 .001 .0050 .0 .0 .013 .0050 .0 .0 .013 � � 0 -1 1.00 0 5.00 1.50 0 .10 0 2.4 115.7 38.7 233.1 .10 0 4.00 0 .10 0 2.27 0 4.00 0 .10 0 .10 0 1.10 0 2.25 0 2.50 0 .10 0 3.00 0 .10 0 2.7 5.8 4.00 0 .10 0 2.5 6.4 .10 0 1.50 0 3.00 0 3.00 0 3.50 0 3.00 0 1.75 0 5.00 4.00 0 .10 0 1.5 8.3 2.50 0 5.00 1.50 0 5.00 3.00 0 .10 0 2.0 42.4 5.20 0 5.00 0 .10 0 2.4 5.4 5.00 0 10.00 0 .10 0 .10 0 �. .0 .0 6.3 25.0 357 358 0 1 CHANNEL 16.0 10. 358 359 0 2 PIPE 9.4 103. � 359 360 0 1 CHANNEL 16.0 950. 360 361 0 2 PIPE 9.4 46. 361 362 0 1 CHANNEL 16.0 619. 362 363 0 1 CHANNEL 16.0 215. 363 364 0 1 CHANNEL 16.0 415. 364 366 0 1 CHANNEL 16.0 90. � 365 366 0 1 CHANNEL .0 1125. 366 367 0 1 CHANNEL 16.0 377. 38 3T3 0 1 CHANNEL .0 1080. 39 38 0 1 CHANNEL .0 2160. 370 361 9 2 PIPE .1 1. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAT OUTFLOW .0 .0 .0 ,0 .0 .8 .7 3.7 .8 3.9 1.0 4.1 � 371 362 7 2 PIPE .1 1. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .5 .1 1.2 .6 1.8 ' 372 363 6 2 PIPE .1 1. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .2 10.0 .4 22.4 373 364 16 2 PIPE .1 1. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFL041 � .0 .0 .1 .0 .5 .0 6.9 18.0 7.6 18.8 8.2 19.6 10.3 49.4 10.7 T2.6 11.1 99.7 � 374 38 13 2 PIPE .1 1. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .0 .1 .0 .5 2.6 .7 3.9 .8 4.8 1.T 7.3 35 102 0 1 CHANNEL 1.0 1250. 32 102 0 1 CHANNEL 1.0 3300. k 367 368 0 4 CHANNEL 5.0 950. OVERFLOW 31.0 950. I 368 102 0 4 CHANNEL 5.0 1960. OVERFLOW 29.0 1960. 201 202 0 3 .1 1. 202 209 0 3 .1 1. 203 209 0 3 .1 1. � 209 210 0 3 .1 1. 210 309 0 3 .1 1. 309 140 14 2 PIPE .1 1. RESERVOIR STORAGE IN ACRE-FEET VS SPILLYAT OUTFLOW .0 .0 .6 .5 1.1 1.3 4.1 7.0 5.1 7.5 6.1 7.5 � 10.6 8.8 10.9 9.0 215 315 0 3 .1 1. 315 216 5 2 PIPE .1 1. � RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY WTFLOW .0 .0 .1 .5 .3 .8 216 116 0 3 .1 1. 116 140 0 1 CHANNEL 10.0 1650. 140 357 0 1 CHANNEL 10.0 700. �219 224 0 3 .1 1. 224 218 0 3 .1 1. 218 124 8 2 PIPE .1 1. RESERVOIR STORAGE IN ACRE-fEET VS SPILLWAY WTFLOW .0 .0 .1 4.0 .2 6.0 2.5 14.0 3.4 16.0 124 226 0 2 PIPE 3.0 825. 226 217 0 3 .1 1. �= 217 357 8 2 PIPE .1 1. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 4.0 .1 6.0 1.2 14.0 1.7 16.0 330 357 7 2 PIPE .1 1. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLObI .0 .0 .1 1.0 .3 2.0 2.8 6.0 TOTAL NUMBER OF GUTTERS/PIPES, 118 �. McCLELLANDS BASIN REGIONAL SM�iM MODEL--POND 180 CONCEPT STUDT � .0050 4.0 4.0 .045 .0050 .0 .0 .013 .0050 4.0 4.0 .045 .0050 .0 .0 .013 .0050 4.0 4.0 .045 .0050 4.0 4.0 .045 .0050 4.0 4.0 .045 .0050 4.0 4.0 .045 .0045 4,0 4.0 .035 .0050 4.0 4.0 .045 .0050 4.0 4.0 .035 .0050 4.0 4.0 .035 .0050 .0 .0 .013 .2 1.1 .4 1.4 .0015 .0 .0 .013 ,2 1.4 .3 1.4 .0020 .0 .0 .013 .7 33.3 .9 37.9 .0042 .0 .0 .013 1.6 .0 3.6 6.4 8.9 Z0.8 9.5 21.6 11.5 130.9 .0040 .0 .0 .013 .2 .0 .4 1.1 1.1 5.6 1.3 6.3 .0100 50.0 50.0 .045 .0060 75.0 1.5 .045 .0070 1.5 2.8 .045 .0070 50.0 50.0 .045 .0100 3.0 3.0 .045 .0100 25.0 100.0 .045 .0010 .0 .0 .001 .0010 .0 .0 .001 .0010 .0 .0 .001 .0010 .0 .0 .001 .0010 .0 .0 .001 .0010 .0 .0 .001 1.7 2.1 2.7 3.1 7.4 7.9 8.8 8.4 .0010 .0 .0 .001 .0010 .0 .0 .001 .9 1.0 1.2 1.1 .0010 .0 .0 .001 .0030 4.0 4.0 .035 .0030 4.0 4.0 .035 .0010 .0 .0 .001 .0010 .0 .0 .001 .0010 .0 .0 .001 .5 8.0 1.0 10.0 .0080 .0 .0 .011 .0010 .0 .0 .001 .0010 .0 .0 .001 .2 8.0 .5 10.0 .0010 .0 .0 .001 .7 3.0 1.1 4.0 �� . 4.00 0 9.44 0 4.00 0 9.44 0 4.00 0 4.00 0 4.00 0 4.00 0 2.30 0 4.00 0 3.50 0 3.50 0 .10 0 .b 3.5 .10 0 .4 1.6 .10 0 81.2 50.5 .10 0 6.3 16.8 9.9 31.5 .10 0 .5 2.1 1.5 6.9 5.00 0 5.00 0 5.00 0 10.00 5.00 0 10.00 10.00 0 10.00 0 10.00 0 10.00 0 10.00 0 .10 0 3.6 4.2 9.8 8.6 10.00 0 .10 0 10.00 0 5.00 0 5.00 0 10.00 0 10.00 0 .10 0 1.6 12.0 5.00 0 10.00 0 .10 0 .7 12.0 .10 0 1.9 5.0 � 100-YEAR EVENT SEAR-BROWN GRWP/RBD (dkt) 12 NOV 97 FILE: 567006S1.DAT �ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES �� � �• � � � � � � � 1 , � r. � � GUTTER 2 4 6 7 8 9 10 11 12 13 15 16 18 19 20 21 22 23 24 25 26 27 28 29 31 32 33 35 36 38 39 41 42 43 44 50 51 91 93 94 95 116 124 140 166 167 168 169 170 171 172 173 174 175 176 177 178 179 180 201 202 203 209 210 215 216 217 218 219 220 224 TRIBUTARY GUTTER/PIPE 50 51 0 0 0 15 341 0 0 0 4 7 0 0 0 24 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 340 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 23 29 0 0 0 0 0 0 0 0 0 0 0 0 0 33 0 0 0 0 12 16 220 25 42 230 0 0 0 0 0 0 0 0 0 250 0 0 0 0 260 41 36 0 0 270 271 275 0 0 0 0 0 0 0 290 0 0 0 0 310 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 39 374 0 0 0 0 0 0 0 0 27 0 0 0 0 26 0 0 0 0 22 0 0 0 0 21 0 0 0 0 6 8 13 11 10 9 18 19 20 44 301 0 0 0 0 91 95 0 0 0 93 0 0 0 0 0 0 0 0 0 2 216 0 0 0 218 0 0 0 0 309 116 0 0 0 0 0 0 0 0 166 0 0 0 0 0 0 0 0 0 167 168 0 0 0 169 0 0 0 0 0 0 0 0 0 0 0 0 0 0 172 0 0 0 0 170 171 0 0 0 173 174 0 0 0 0 0 0 0 0 175 176 176 0 0 0 0 0 0 0 0 0 0 0 0 329 333 0 0 0 0 0 0 0 0 201 0 0 0 0 0 0 0 0 0 202 203 0 0 0 209 0 0 0 0 0 0 0 0 0 315 0 0 0 0 226 0 0 0 0 224 0 0 0 0 0 0 0 0 0 0 0 0 0 0 219 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 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 TRIBUTARY SUBAREA 0 0 0 0 0 0 0 0 60 0 0 0 70 0 0 0 80 0 0 0 90 0 0 0 100 0 0 0 110 320 0 0 120 0 0 0 130 0 0 0 150 0 0 0 160 0 0 0 0 0 0 0 190 0 0 0 200 0 0 0 210 0 0 0 0 0 0 0 0 0 0 0 240 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 280 0 0 0 0 0 0 0 0 0 0 0 222 0 0 0 330 0 0 0 225 0 0 0 360 0 0 0 0 0 0 0 316 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 0 302 0 0 0 0 0 0 0 0 0 0 0 40 0 0 0 204 0 0 0 0 0 0 0 205 0 0 0 0 0 0 0 0 0 0 0 206 0 0 0 203 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 207 0 0 0 0 0 0 0 208 0 0 0 214 0 0 0 0 0 0 0 1 0 0 0 2 0 0 0 3 0 0 0 4 5 7 9 6 8 10 0 15 0 0 0 16 0 0 0 0 0 0 0 0 0 0 0 20 21 22 0 0 • 0 0 0 23 24 0 0 �� D.A.(AC) 0 471.3 0 218..5 0 261.8 0 34.4 0 57.1 0 13.1 0 13.2 0 11.7 0 17.8 0 24.7 0 1.8 0 4.0 0 .0 0 1.4 0 31.3 0 13.1 0 43.8 0 .0 0 5.0 0 1.6 0 20.4 0 18.0 0 6.9 0 .0 0 .0 0 19.3 0 5.6 0 65.6 0 2.4 0 113.4 0 99.0 0 18.0 0 20.4 0 43.8 0 13.1 0 368.5 0 102.8 0 30.2 0 77.5 0 77.5 0 47.3 0 480.2 0 25.9 0 553.7 0 19.0 0 19.0 0 5.8 0 24.9 0 24,9 0 7.7 0 32.3 0 32.3 0 32.6 0 64.8 0 13.8 0 112.2 0 33.6 0 1.6 0 104.5 0 8.4 0 13.0 0 5.7 0 45.0 0 67.4 0 7.1 0 8.9 0 32.8 0 25.9 0 20.3 0 .0 0 25.9 � � 226 124 0 0 0 0 0 0 230 0 0 0 0 0 0 0 � 250 0 0 0 0 0 0 0 260 0 0 0 0 0 0 0 270 0 0 0 0 0 0 0 271 0 � 0 0 0 0 0 0 272 0 0 0 0 0 0 0 275 272 28 31 0 0 0 0 290 0 0 0 0 0 0 0 �' 301 0 0 0 0 0 0 0 303 0 0 0 0 0 0 0 , 309 210 0 0 0 0 0 0 310 0 0 0 0 0 0 0 315 215 0 0 0 0 0 0 320 0 0 0 0 0 0 0 321 320 0 0 0 0 0 0 � 322 0 0 0 0 0 0 0 323 322 0 0 0 0 0 0 324 321 323 179 0 0 0 0 325 331 0 0 0 0 0 0 ' 326 325 0 0 0 0 0 0 327 326 332 0 0 0 0 0 328 0 0 0 0 0 0 0 329 327 328 0 0 0 0 0 330 0 0 0 0 0 0 0 �` 331 324 0 0 0 0 0 0 �4 332 0 0 0 0 0 0 0 333 0 0 0 0 0 0 0 340 0 0 0 0 0 0 0 , F 341 177 180 0 0 0 0 0 357 94 303 140 277 330 0 0 358 357 0 0 0 0 0 0 359 358 0 0 0 0 0 0 360 359 0 0 0 0 0 0 361 360 370 0 0 0 0 0 362 361 371 0 0 0 0 0 ~ 363 362 372 0 0 0 0 0 364 363 3T3 0 0 0 0 0 f 365 0 0 0 0 0 0 0 366 364 365 0 0 0 0 0 367 366 0 0 0 0 0 0 368 367 0 0 0 0 0 0 370 0 0 0 0 0 0 0 371 0 • 0 0 0 0 0 0 �� 372 0 0 0 0 0 0 0 3T3 38 0 0 0 0 0 U 374 0 0 0 0 0 0 0 NONCONVERGENCE IN GUTTER DURING TIME STEP 26 AT NONCONVERGENCE IN GUTTER DURING TIME STEP 28 AT THE FOLLONING CONVEYANCE ELEMENTS HAVE NUMERICAL STABILITY PROBLEMS THAT LEAD TO HYDRAULIC OSCILLLATIONS DURING THE SIMULATION. 2 19 27 29 31 36 41 42 43 93 124 166 167 168 169 171 172 174 175 176 177 178 179 180 217 218 250 271 272 275 301 303 309 315 321 322 324 325 326 328 �329 330 331 332 333 341 357 358 360 362 363 364 366 370 371 372 373 374 cCLELLANDS BASiN REGIONAL SWMM MODEL--POND 180 CONCEPT STUDY 100-YEAR EVENT SEAR-BRONN GROUP/RBD (dkt) 12 NOV 97 FILE: 567006S1.DAT 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 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 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 CONVEYANCE ELEMENT 271 CONVEYANCE ELEMENT 271 25 0 250 0 270 271 272 0 0 301 303 0 0 0 201 209 202 0 165 211 0 216 212 0 30 215 219 213 0 0 41 0 307 0 309 0 312 0 305 313 217 223 308 311 306 314 315 �** PEAK FLONS, STAGES AND STORAGES OF GUTTERS AND �ETENSION DAMS *** CONVETANCE PEAK STAGE STORAGE T1ME ELEMENT (CFS) (FT) (AC-FT) (HR/MIN) � � 2 220.0 .1 4 112.8 2.8 6 163.1 3.5 7 111.3 .9 8 142.7 3.3 9 9.2 .5 10 35.9 .7 31.4 2 20. 1 20. 0 55. 0 40. 0 40. 0 45. 0 40. � 26 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 0 218 224 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 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 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 �� 32.8 .0 1.6 .0 3.3 6.3 1.5 8.4 .0 30.2 50.0 67.4 .0 7.1 14.8 38.1 21.5 21.5 71.6 83.2 83.2 91.6 4.2 95.8 11.7 72.3 7.5 8.6 .0 216.7 729.2 729.2 T34.6 734.6 743.3 746.0 756.9 961.4 78.5 1040.8 1076.6 1113.4 7.0 2.8 8.7 204.5 14.4 � � � i � r � � � 1 r 4 � � ' ' ir w � � �� 11 12.0 .4 1 25. 12 82.5 .9 0 40. 13 39.3 ,7 0 45. 15 5.8 .4 0 45. 16 12.4 .3 0 40. 18 9.6 .4 0 50. 19 9.6 .2 0 35. 20 99.3 2.6 0 45. 21 68.4 .9 0 40. 22 147.2 2.9 0 50. 23 6.8 .4 0 45. 24 27.5 .6 0 40. 25 .3 .2 1 50. 26 86.9 4.3 1 0. 27 76.4 .1 2.3 0 55. 28 9.8 .4 1 5. 29 2.9 1.0 0 35. 31 58.5 2.5 0 40. 32 4.6 .4 1 55. 33 33.4 .6 0 40. 35 37.9 .7 1 0. 36 25.5 1.5 0 35. 38 72.7 2.4 1 5. 39 66.7 2.3 1 0. 41 77.6 3.1 0 55. 42 86.9 2.5 1 0. 43 147.0 .1 .0 0 50. 44 59.3 1.4 0 45. 50 353.4 2.4 0 45. 51 317.4 2.3 0 50. 91 15.0 1.3 1 30. 93 35.1 .1 5.6 1 30. 94 34.4 2.2 1 35. 95 206.6 (DIRECT FLOW) 0 35. 102 524.3 (DIRECT FLOW) 1 25. 116 2Z1.2 2.9 2 25. 124 15.9 1.0 1 10. 140 230.5 3.0 2 25. 166 24.7 .1 2.1 1 0. 167 24.7 1..7 1 0. 168 1.8 .1 .8 1 35. 169 26.4 1.9 1 10. 170 26.4 1,7 1 10. 171 4.0 .1 1.1 1 20. 172 5.0 .1 5.9 2 15. 173 5.0 .9 2 25. 174 30.4 1.4 1 10. � 175 34.6 1.6 1 30. 176 2.7 .1 2.1 1 55. trr �.4 Z�j y a � m� ��"�NTioM �G�/1!D I�$ � . �8o ss:� �:i__ ____z.,r_.� 3s. D�'� E N TI o N � oiv. b I$ o G 3 Y o) 201 47.7 <DIRECT FLOu) 0 35. 202 88.6 (DIRECT FLOW) 0 35. 203 35.0 (DIRECT FLOW) 0 35. 209 285.2 (DIRECT PL011) 0 35. 210 439.5 (DIRECT FLOW) 0 35. 215 28.5 (DIRECT FLOW) 0 35. 216 5.9 (DIRECT FLOW) 0 35. 217 15.0 .1 1.4 2 5. 218 15.9 .1 3.4 1 10. 219 140.4 (DIRECT FL01r) 0 35. 220 12.4 (DIRECT FLOW) 0 20. 224 181.7 (DIRECT FLOW) 0 35. 226 65.0 (DIRECT FLOW) 0 35. 230 8.0 (DIRECT FLOW) 0 20. 250 .3 .1 .3 1 45. 260 11.7 (DIRECT FLOW) 0 15. 270 23.8 (DiRECT FLOW) 0 35. 271 43.9 2.6 0 35. 272 .8 .1 .2 1 0. 275 65.6 2.2 1 10. 290 3.5 (DIRECT FLOW) 0 15. 301 15.1 .1 3.2 1 20. 303 24.8 .1 6.3 1 20. 309 9.1 .1 11.0 2 0. • 310 58.3 (DIRECT FLOW) 0 40. � � � 315 7.7 .1 .9 2 0. 320 22.0 7.0 0 40. 321 7.0 .1 3.4 2 30. � 322 11.1 .1 2.2 1 25. 323 11.1 .4 1 30. 324 58.9 1.7 0 35. 325 117.0 2.4 0 35. 326 114.0 2.5 0 35. 327 116.2 2.4 0 40. � 328 14.6 1.1 0 35. 329 126.3 2.3 0 40. ' 330 5.0 .1 1.8 1 15. 331 66.6 1.T 0 35. �2 a. � . � 5 � �o. /�i� R�M�N `r' _ �fFRX-. D E��itl T � D/Y �%� /V i� 333��i �'.b-� a so. 340 2.1 (DIRECT fLOW) 0 15. ^� 341 110.8 2.9 1 15. 357 302.8 2.9 1 45. 358 303.1 3.6 1 50. 359 303.1 2,9 1 50. ' 360 303.1 3.6 1 55. 361 307.0 2.9 1 55. 362 308.4 3.0 1 55. 363 310.4 3.0 1 55. 364 410.3 3.4 1 25. ' 365 47.8 2.1 0 55. 366 448.9 3.6 1 20. 367 468.3 5.2 1 Z5. 368 488.6 4.4 1 25. � 370 3.9 .1 .8 1 10. 371 1.4 .1 .3 1 15. 372 16.3 .1 .3 0 45. 373 131.1 .1 11.5 1 15. 374 7.2 .1 1.7 1 25. � �NOPROGRAM PROGRAM CALLED � , ' ' ' I I � � , ' y� EROSION CONTROL �� � � « _ � � - ��v RBD, Inc., Engineering Consultants � RAINFALL PERFORMANCE STANDARD EVALUATION � #020-143 PROJECT: Mlramont Neighborhood Park STANDARD FORM � CALCULATED BY: DDH DATE: 11/12/97 DEVELOPE ERODIBILIT Asb Lsb Ssb Lb Sb PS SUBBASIN ZONE (ac) (ft) (%) (ft) (%) (%) ' 1 moderate 7.48 700 1.0 491.6 0.7 2 moderate 2.29 140 0.5 30.1 0.1 � 3 moderate 0.88 55 0.5 4.5 0.0 � Total 10.65 526.3 0.9 76.6 EXAMPLE CALCULATIONS � Lb = sum(AiLi)/sum(Ai) _(7.48 x 700 +... + 2.29 x 140)/ 10.65 = 526.3 ft � Sb = sum(AiSi)/sum(Ai) _{7.48 x 1.00 +... + 2.29 x 0.50)/ 10.65 = 0.9 % � PS (during construction) = 76.6 (from Table 8A) PS (after construction) = 76.6/0.85 = 90.1 �� ' The Seaz-Brown Group EFFECTIVENESS CALCULATIONS #020-143 PROJECT: Mlramont Neighborhood Park STANDARD FORM B CALCULATED BY: DDH DATE: 11/12/97 Erosion Control C-Facto P-Facto Comment Number Method Value Value 3 Bare Soil - Rough IRegular Surface 1 0.9 8 Silt Fence Barrier 1 0.5 19 Established Grass Ground Cover -100% 0.02 1 39 Hay or Straw Dry Mulch (1-5% slope) 0.06 1 46 Contoured Furrow Surface (1-2% basin slo 1 0.6 SUB PS AREA BASIN (%) (ac) Site 76.6 10.65 SUB SUB AREA Practice C'' A P* A Remarks BASIN AREA (ac) DURING CONSTRUCTION 1 7.48 39 0.45 7.48 Hay or Straw Dry Mulch (1-5% slope) 2 2.29 19 0.05 2.29 Established Grass Ground Cover - 100 3 0.88 8 0.88 0.44 Silt Fence Barrier Cnet = [7.48x1.00+..,+0.88x1.00]/7.48 = 0.13 Pnet = 0.8x[7.48x0.50+,,,+0.88x0.50]/7.48 = 0.77 EFF = (1-C'P)100 = (1-0.13`0.77)100 = 90.10 > 76.6 (PS) � �� � The Sear-Brown Graup r� EFFECTIVENESS CALCULATIONS w #020-143 PROJECT: Mlramont Neighborhood Park ' CALCULATED BY: DDH Erosion Control C-Facto P-Facto Number Method Value Value � 12 Established Grass Ground Cover - 30% 0.15 1 14 Established Grass Ground Cover - 50�0 0.08 1 18 Established Grass Ground Cover - 90°/a 0.025 1 ' 19 Established Grass Ground Cover -100% 0.02 1 �SUB PS AREA BASIN (%) (ac) �Site 90.1 10.65 SUB SUB AREA Practice C* A BASIN AREA (ac) * STANDARD FORM B DATE: 11 /12/97 Comment a � AFTER CONSTRUCTION �. 1 7.48 18 0.19 7.48 Established Grass Ground Cover - 90 2 2.29 19 0.05 2.29 Established Grass Ground Cover - 100 3 0.88 14 0.07 0.88 Established Grass Ground Cover - 50 Cnet = [7.48x0.08+...+0.88x0.08]R.48 = 0.03 Pnet = [7.48x1.00+...+0.88x1.00]/7.48 = 1.00 EFF = {1-C*P)100 = (1-0.03*1.00)100 = 97.15 > 90.1 (PS) � � RBD, Inc., Engineerinp Consultants r #020-143 EROSION CONTROL CONSTRUCTION SEQUENCE � > PROJECT: Mlramont Neighborhood Park STANDARD FORM C CALCULATED BY: DDH DATE: 11/12/97 SEQUENCE FOR 1997 ONLY Indicate by use of a bar line or symbols when erosion control measures will be installed. Major modifications to an approved schedule may require submitting a new schedule for approval by the City Engineer. YEAR 97 MONTH J F M A M J J A S O N D OVERLOT GRADING COMPLETED WIND EROSION CONTROL Soil Roughening Perimeter Barrier ' �=� �;,�. � Additional Barriers Vegetative Methods Soil Sealant Other RAINFALL EROSION CONTROL STRUCTURAL: Sediment Trap/Basin Inlet Filters Straw Barriers � Silt Fence Barriers Sand Bags Bare Soil Preparation Contour Furrows Terracing AsphalUConcrete Paving Other VEGETATIVE: Permanent Seed Planting ,, '�;� �� � �r �r: x ���� `a Mulching/Sealant �;,g�3;� :_, , Temporary Seed Planting Sod Installation Nettings/MatslBlankets Other STRUCTURES: INSTALLED BY MAINTAINED BY VEGETATIONIMULCHING CONTRACTOR DATE SUBMITTED APPf20VED BY CITY OF FORT COLLINS �� � � 0 � Q � a �r a �i Q N a � � 0 N 0 � � w � X � 0 0 M � 0 N 0 w � a z 3 0 SWMM BASIN 214 �. �- ��� , ���� i L �.� ! ._,:; r d ..z"s � j ���1 , _ _ _ - - _ _ _ '= ._.:... . ' , .... `- _ - " .- - ' - - ENT ANG�TO �s `' -'� " -_=--- _____ � � LECiEND P RK : � _ _ _ �„ �. a940- - _ _ EXISTiNG COMTOUR � � 89� PROPOSED CONTOUR + 'r DETENTION - DIRECTION OF FLOW '� ' � POND 178 2 (PARK GRADING COMP�E ) � .29A Q DESIGN POINT � ,'; ', IRRIGATION POND AND el BASIN NUMBER � ' ', `�� STORMWATER DETENTION t. BASIN AREA � � � � � � � �. S1RAW BALE CHECK DAM i �� '� � � � � � � � DRAINAGE BASIN BOUNDARY � � r � PROPOSED STORM DRAIN PIPE � � v �El(ISTING�STORM DRAIN PIPE , � `��� � ' � '' �, T PROPOSED VERTICAL CURB k GUTTER , � � ` ; ; { PROPOSED DRIVEOVER CURB & GUTTER • (,3� '' ~ EXISTING EXISTING VERTICAL CURB AND GUTTER � Y CONCRE � � � � - � :` RELEASE 9t �E PROPOSED SILT FENCE - �2—STA � �,: � �A -- �T"—'''-- PRoaOSED COMCaETE FLATwoRK �, '"•, IRRIGATION ! �` HOUSE AN ��j�//� j/jj� 100 yr PONDING LJMITS � � t° � -t i i '� � ' ~ t; >� // � , � STANDARD EROSION CONTROL CONSTRUCTION PLAN NOT � i. ' ��� � s � i The City of Fort Cdlins Stormroter UtJity erosion contrW inspettor muat be notitied ot leaat 24 �; � i � i hours prior to any crostruction on this sita. ' - � , s'�= �. PJI reqWreG perimeter sill fencing sholl be installed orior to any land diatrurbing octivity � � ��, '� � (atockp0ing, stripping, groding, etc). All other requireA erosion control meoaures aholl be inetalled /� � � at the appropFluts tkn� In the construction aequ�nce ae IndicateC In the approveE project I � ` i �/� ?,r ��„ echadule, coneWclbn plana. and eroalan contrd report. - I ,, / i� .,. �. Pr — i r e diaturbonce et i / atm andl be rotec �9 p led and retained whereva possib�e. Removd w + _ / �l1+ diatu`bance oi exiating veqatation shdl be limited to the areo required lor immediote conatruction ♦ � _� operatione, ond !or the ahortest parctical period of time. �► ' ,,� N: All soJs ezposed durinq land disturbing actidty (stripping, groding, utilily inalallations, stockpiling, fAling, etc.) sholl be kept in o roughened condition by rlpping or discing alonq land contours untll � ` mulch, vegetation, w olhar pertnanent eroaion conVol is instolled. No soAe In oreae outslde � proJect atrset righte ot woy shdl remaln eryosed Dy land disturbing octlNty for mae than thirty , (JO) daya before required lemporory or permonenl eroslon contrd (e.g. seed/mulch, londscaping, i� �;� , etc.) is inatalled, unlesa otheniae opproved by the Stwmwater Utlllty. �+ - a The property ahall be watered ond maintoined at oll times during conatruction activities so as to � prevent wind—caused eroaion. All lond disturbing octivitiea sho11 be immedialdy discontinued •± whm fugitive dust impa<h ad'pcant p�opertiea, as determined by the City of Fort Cdlins �r ti. � . Enginaering Deporlmant. � O � All temporery (atructurd) erosion contrd meosures sholl be inspected and repaired or . ` t: � reconetructeG as naceaeary after each runotf event In order to aceure contlnued performonce of � a. ;; J their intended tunction. All rotained sediments, parliculady those on poved roodway surtaces, I andl be removad anO dicpoaed oi In a monner and Iocotion eo os nol to couae thelr release into � )� � ��kr f any drainaqewoy. � ,. I \ f; No soil etxkpile shall exceed len (10) feet in height. NI sod stockpiles aholl be protected Gom � - I ` ' eadimenl tronsport by aurface roughening, wotering, ond perimeter ailt fencing. My soil stockpile . \ fix� X remaining oRer 30 doya ahtll be xeded and mulched. �� "�� 3 1� City OFdinance prohibits ihe trocking, drapping. or depositing of soiis w ony other materiol onto � � \\'y 0 „i,, : City streets by or fran any vehicle. Any inodwrtent deposited moleriol ahall be Geaned � S. �, i knmediatNy by Ne controctor. � . ? -,.. h i a �., �. � r�`l�`` � ♦ ♦ ♦ i , . � `' ` �� � � �� � 6g ` \ �. � -. , \�_ i �` .� � i � ` � � . r . OHIO GRATING 2'-3 1/2" X 2'-3 1/Y \ ` `''� ,�, \ 19 SG4 (1/8' BARS) W1TH GRATING �` ♦ CLAMP, FRAME, AND FASTENING SYSTEM, " � `� j OR EWAL �\ � � �, � � � 4"0 WATER � � \ - WALITY RISER PIPE � ��`, � �',.��\ �p I � � � \ > > �\ �o ,� � �, � — - \� `����� � � . 15" HDPE � \ \�\ \ \\ �'��� N �`\ ' � \\ , '�. _ �� � �� � �� � ' �_ �o ,��f� ��V A , `��\\ \�' �- � � , �, '. � �\ \ \ 6, 2, 6, `�` � � � �� . \�Ir�, , � PLAN 2a \ �. .� � � QD �,�� 15" oiscor�nNUE srn. - � /�4 BARS O PIPE BEARING (3 PLACES) P\�M�p. 4" 0 WAiER TRASH RACK p`��' QUALITY RISER PIPE ��04? (SEE DETAIL A) i64.95 �4074" �P GRAVEL (1 1/2" TO 3" 4 /�4p6' CRUSHED ROCK) AROUMD LOPE 1 /4/FT ', - PERFORATED RISER 0 DRAIN 3 6� : � 1 `� � EL. 4963.2 , , N5Jo1z" 6' TYP. WALLS AND FLOOR �typ7p' SHAPE/SLOPE BOTTOM W/ GROUT 4' CLASS B FILiER MATERIAL ELEVATION DETENTION POND OUTLET DETAIL � �2�=�� A) � �� �-100- YR. 4960 � _ _ __ _i ±, 2 � � 3 PROPOSEDI Na GRADE o� "�� �a � j___-- -._.. N.. . _.—___—_— � . _.. _ .. _ ... M I N � I � � I ' � � I O > Z I1 _ ;. Q+�O CONSTRUCPON SEQUENCE YEAR 1997 MONTH J I p I M I A I M I J I J I A I'i I 0 I N I D OVERLOT GRADING CO PL TE NAND EROSION CONTROL Soil Roughening Perimeter Barrier Additional Barriers . Vegetative Methods Soil Sealant Other RAINFALL EROSION CON7ROL STRUCTURAL Sediment Trap/Basin Inlet Filters Straw Barriers � Silt Fence Barriers Sand Bags Bare Soil Preparation Contour Furrows Terracin9 Asphalt/Concrete Paving Other-Grovel Mulch VEGETATNE � Permanent Seed Pl�anting Mulching/Sealant Temporary Seed Planting Sod Instollation Nettings/Mots/Blankets Other STRUCTURES: INSTALLED BY MAINTAINED BY "� VEGETATION/MULCHING CONTRACTOR DATE SUBMITTED APPROVED BY CITY OF FORT COLLINS ON COLLWWUt7D DETENTfOIv TE T RMWATER BASIN / T-�iALL �f�La ST CTURE ��vE GE) �\v P,�� � rr'����', PUMP P �C�1C •�� � ' D WET wEl ,` �\'��.� r,Wl✓��'� �i - ,-. �� OS � •�� �� ° �ov�,�,� p,F�,/,��r�r► - ' , - - ♦r - �i�' , - 6 , ,. ► �,, e�^ .. , :. �. r1r�� '� � 1 � � t. ���� � � � �' ♦ � ��`1�r , , ;''Y ,: �O .►� `�, -- " ,-.,-.- ;, ;�-..� s� , � �^ .8z � �Y=- � _;.� iw �9�.: k v : li �a ���1 r.V,i _ ,a�:;�, �� �� � :.., .. ._,.. . , .. . '.. .,.( . .,' � . ' � ..�_'r�.� �. . , , �. y . 5. ;.'. . . �, ' .oL .a� , :}, ,� � i � � , . . %.�� � .Y ":. (�� .1 7� v 18 L.F. 6" PVC :_z�.\ ` _,, + ENCASED 3" - �' � ?HICK IN � p ;,, ti CONCRE�E ' - n _ ` .- _ ` ' = c _ _ _ _ _ � �,�. �; tir .. �; I FOR 12 - -- - - ,. . _ ,�,= � _ - - - - ' � � _ � ` . .BBAC � ��� , � `'�� - ON EAiE �� � s � ENE7: � r,'� ,z o � � � BERMSC ���� � � � �" SOCCE FIELD ��' � PLAY � °� , � AREA ' 1iR..: _ _ __ -- ��� - - �_ _ �� _� _ , � - _ ., _ , (1 � � ' � . 1) \� \ _ _ . N-_.____...... N � � ��� �! �, 135 I�. F. 15" Q � � —�� TO REGIONAL DETENl10N POND 180 OBSERVATION MOUND � m W � Q 0 N Z O N W �' " DENOTES THAT RELEASE IS CONTROLLED AT POND WiLET S1T2UC1URE NOTE� GRADINCa DESIGN BY CITY OF FORT COLLINS PARKS DEPARTMENT. , wiw wam v�osrs se ta�c' s�r cEr�cc un+e ATfACN gLT FFIICE ec� un� a � NAIL1/$4' WM YODEI Ip100 9LT FEMCE e' ac (rn.) DETAIL I Li � �! � 3 �o :( oe 3�� ��i B 6i3�r , e!1 ��°3 � ��� �le� ee��e��.��3i�E���.ijEi� I 1:��p �t� !� e� ti Ip� �' Zp 1eii1� . a � a. li� : ��!r �IE3EI�I3 �s3 v �i!�,�,�I�;I . � ..... ... . � I� f"� � �� .. . P %� ,�.. /.� � • � .a a =�. � -.� o � � •• �*� � , , � �II"� � • . � . �- _ .�� .� — ll�lj.11= . .' \� �1 ��� . � ``'�.If=1 • • � � : • .-1Ld l II . , � • � 'll.��.11.11.11= ' � . � • • _ • , ._.—..—..--�... =11=1 II=II-11= � � � •- � � • =I1 .II'=:11=11=11' ���=��P� � . �- �• • � � • -'-• � : � � • •• • . . , _ ��_ �, � � ♦ ��,-ry/ ;!I�,�i:i:I� ��� ��////./%�� / �� ��� . �/'••',,'''.'' //� �� ���/ • `/� �'� �� '��� / �lf ,� d� ♦ '`/�•4� � ��• / � v °'l . � / ,,�i. �� � `. �� �.% /�%� �/��� / �� ;�/ ��i % '.�� �/�� � / ����� //// � •. I�����������i .,���.�����%% �j� � �����f � � � •, ♦ � . % . . 7 ' . I ♦ �� �r. . i �� / � .�� � 1,. . I�� Q�� ������ �o�iii iiiioii�i///r�� ✓�� / ��` �/�� • • •. I����I�j�� /III/�i�iii iii iii�/,�/��/�� �' //�j'�i, � 1• ''w, � ' °� , .. III� ���� HI/I/ //� ,�� �P�*t� _ • � 1 • . �:�_._ �, _.,. �-�. •r'�/�'�%f/�/��//� /� �/� �I � . ,, , ,'...,. �::�; �..�,,�;a,,� '����i�������/�'iiiill/1� `��%r�' ; � .L�� ��I.. � " � 'k,i{ ''� �i� ,,/ � ',�i /�,� � j� r r � �:,;� y,,�w +� �i I'� ��il��-���� / Ii°��� � I� � . ��I:��''��;/ %� / � %� !� r,�� j � � �,. ' � ���ii�,I�QI/� �;/ /'../�.+?������. �.... �.. ,���.���I������ / �� / jI .. � ����� � • ...•,,,,�%%/ � \�I :/� �—'�-� - � �ti� � ,� ` _ �.- ,,.. � !C r�r' / + � . .• . . . ' k `��� a ^ � , � �� � . . �e.' '� . � � - �� � . ,:. � � � .. _ - - _ -, . \ . � 4 . . ,. _ - . � ..# _ ` � � • �,� -,, �,� C�� cl�� `_�fi � Jr �. � , 1�` , � - �,,�� <+ � � � �Sv � � QUALITY fJ� `V �` ' � � - - . d � � w,,, ... � s i - _-_, � �,�A^ .. � �` � ,%� I � . _. ' � �" --- SWMM BASIN 216 ' �4,,� � '�� _ ._ �'!� -- � � '� ' \,: C; � -- ��,,�� � , �.�.,� ������ __ _- _ _ _ _ � �� `;�;..�,� i+' �rr r r r� �rr `�;�� , . , , ' � �•�•.�__;: �wr ,,,�- . ; � _ .. _ s . _``�-._.._ i; � ��•�. _ _.. ;---..-_..,_ (i� �, -- r ,_ . ` �-. "-----___ > � �...._, _ --'-----------_ _-_ _ CALL UTILITY NOTIFICATION CENTER OF COLORADO 1-800-922-15$7 � 534-6700 ""��° D�IV� CAu 2 BU8YJE88 DAY9 W ADVANCE BEFORE YOU D14 ORAUE. OR D(CAVATE FOR THE MARKNO OF U�D�ppp�p �R UTLITE8. City of Fort Collins, Colorado UTILITY PLAN APPROVAL APPROVED: Director of Engineering Date CHECKED BY: Nater h Wastesater Utility Date CHECKED BY: Stormwater Utility Date CHECKED BY: Parks & Recreation Date CHECKED BY: Date CHECKED BY: Date ������� a � w a � U S t� G �� FU OW �woU � 1J � w� �WCp�� I���NO O� �Q ;����g �g)��jOz�J Km`4� O K �2�Wy�j2 �W� WQ �� � �aW��o iarcpyP���Z� nq' F4J�W�� ;¢ F�O 2r�� ; s=o�o� w�p� �+'� p p> �F`Qi �• y�j0 �N 2— O[� S2�NU�Y;VW20 4 Up YfyWO2WZ JK�QU w W�p�+F< 5� yW F" taoaZ�? i25<iio ~ _ � �j W rn o �� W W> � � o oZ � � � a � � 7 W W z Q \ W � U } � m � W W \ Z � � 3 a 3 c� u a �� � � aa a� o� oz v�,� � � �z � O � � � o � o � � a � a �, � z o ���� 1/l�', �aQo �1� 0 r1UN � �a��z� � ��� � �/�7 �aoo� ���/�^�1� 1 ��E" VJ`./ �xa�a? � r.�..ww�'. � � 0 Y < a0 0 U O J = O � U W ~ Z � Z O O � �O U a i' W � H o�' � U a _iPRC' z Q J � J Q � F-- Z � U z � � � � W otS W C7 a Z Q � (9 � � Z � a EXISTING SITE HYDROLOGY TOTAL RUNOFF AREAa 10.65 ACRES RATIONAL 'C' = 0.30 1. EXCAVATE TF!ENCH, 4' MINIMUM DEPTH HARMONY MARKET 203 204 i�2 iss (RBD 307) (RBD 301) 1 173 167 (R80 308) (RBD 302) --�----— MIRAMONT OVERALL DRAINAGE STUDY FOR OAK/ COTTONWOOD FARM, BY RBD, INC., REVISED SEPTEMBER 1995. � •�� OAKRIDGE REGIONAL DETENTION POND � L 0 a 0 � 94 4� 299) BD 310) 177 BO 312) 10 � 13 19 WILLOW SPRINGS WILLOW SPRINGS P.U.D., BY LIDSTONE & ANDERSON, INC., DATED AUGUST 1994. 1 30 1 216 ��'� 315 0 50 0 w z 0 z u 4 W X 0 W x � K a 3 0 0 a 0 0 w s a z c4 3 0 N0. � BY � DATE REVISION DESCRIPTION � :si; 2a � W Z W a } a i J `xl 41 ��� Qi�� +�'a u 12 34 34\ 4 35) 10 100 1R. 1R. 33 � 21 91 HARMONY CROSSING 23 100 1R. 51 20 tib". 14 220 10 100 YR. YR. 43 �� �rcttu .su�� (RBD 304) 250 120 2oE, ��o OAKRIDGE OAKRIDGE BUSINESS PARK MASTER »� (RBD 305) DRAINAGE STUDY BY RBD, INC., DATED SEPTEMBER 1990. ;RBD 306) 174 (RBDI309) 110 30/300) 25 24 7Q 7 15 :� [•� 36 26 16 — 10 100 YR. YR. 37 260 (SA 34) 42 2so w Z W � } � w J 0 m V (2) a �� 201 J ) 1 SFM DKT T H E DRAWN DESIGNED CHECKED SEAR'BROWN GROUP 209 South Aleldrum Steet 2420 W. 26th Ave.,Suite 400—D i��V. � J9% 020-143 Forl Cdlins, Colaado 80521 Denver, Cdorado 80211 APPROVED DATE PROJECT N0. Former/y Beo. �oc. 970/482-5922 ;iOJ/458-5526 '.J � 40 3( (LA ,�( 21 C! � 10 (LA v 2,8 7� (LA 324) Ki G O 2a p� W Z W m 219 � 220) ~ 22 21 OAK RIDGE REGIONAL DETENTION POND (UNDEVELOF''ED) 5 1 LEGEND LA# = LIDSTONE & ANDERSON NUMBERING GO# = GREENHORNE & 0'MARA NUMBERING SA# = SWIFT & ASSOCIATES NUMBERING (IN RBD REPORT) RBD# = RBD NUMBERING IN i MIRAMONT DRAINAGE PLAN I 316 SUB—BASIN 39 CONVEYANCE fLEMENT 224 NODE �a DETENTION POND 310 INFLOW HYDROGRAPH WILDWOOD FARMS 39 311 , � � � � � � I � � � � 38 _ _ , I � � � — — — — — — � — 31 TIMBER CREEK/ STETSGN CREEK STETSON CREEK P.U.D. & TIMBER CREEK P.0 D., BY RBD, WC., DATED DECEMBER 1993. 7 224 (GO 214) 35 a� 0 a � Sti/ 368 102 � � (co 2�) (co 2s> a � � � } I 218 223 32 Z I (GO 213) (GO 34) O � I I 222 (GO 212) Sf SWMM EXHIBIT 1 I 1 McCLELLANDS BASIN I McC�ELLANDS BASIN MASTER DRAINAGE I PLAN, BY GREENHORNE & 0'MARA, INC., DATED JUNE 1986. � � I I ( 3 0 a 0 a 0 u� w � Z 3 0 w � w � z M�CLELLANDS BASIN � � �m EXIST. SWALE 302 312 v I F F F � O301 2- 2 1 " R C P� S 3 6" R C P O I w w? E X I S6 RCP'S 341 EXIST. 2-21"RCP'S 304 a EXIST. O 30'� RCP EXIST. 310 � 21" RCP 328 309 - 27" RCP EXIST. , M.Hti , � � 5� CURB INLET� . e � � � -�� � . � � � � � - LEMAY AVENUE __ Nar�: , _ , _.-. -..- -�-_ _,__T-=------- ------ ; � • TI-�I5; SIT� CONTAINS +�� ' -� EXIST. E� Q- 27 cfs Q2= 39 cfs � Q2= 43 cfs y j��y I • U i � THREE SEPARATE ��� i I 2- 306 (� Q = 39 cfs I: Q100- 63 cfs ��Q/ . : � ' D�rENn4M PorvDs ��' EXIST. CURB T OUTFALL 303; Qtoo- z9 cfs _� ioo �- 24" RCP ��S �d' �WALE\ L,P. � �(��,T MODELED) ` i�� '-� iNLETS i � \ 311 PVCT. 12" -� I' 313 PprvD N t. O / O `� O 329 � � I 212 1= i I a �� � � I 305 NLETS CURB I � 21� \ ao I -� � � i �4 r `' � � I '"_.,_ _ _ _-?i 2�6 SWALE/ � ' \ \ / . / 8.78AC. i 333 i Ilo I - - 4.2AC. CC I '� N � : I COMMERCIAL � � I ` � Z '� _ t�;OAC. � ���� � � � ' � 5.85AG �� I � � MULTI-FAMILY AND�OR � • � . . . ,>.. . •' - I I . c'1 C'J . . . � , � �� ; 7JAC. ! ' \ \ BUSINESS SERVICES 327 SWALE W � � , - / -I � , . . . � . . � � --_. W a � ' C SITE H / BUSINESS / �7 COLLINSWOOD 3t1 . . . , , U � _ ; , _ _ SERVICES 13.8AC. TREATMENT COMPLEX � %%/�i a, - � �j�j32/ ! � � � � COMMUNITY� REGION,4� MIRAMONT j � ' ' '; SHOPPING CENTER & CURB • � °��� ' ' • • � • NEIQ�HB�RH40D "�j% I � :I- � I '.. ' ; ;� BUSINESS SERVICES -INLET �o--� Q = s cfs PARK �< '` ` ' ` Q700- 6 cfs 4 2'i8 /�// PROPOSED I � � 308 EXIST. SW,aLE COURTYARDS AT MIRAMONT -� 219 o.asAc. �o�R�oR � ; ; , � . � � �� � `� 7.34AC. �� PATH � � � `" ; � � � :� -�_ � --,�-�- � " \ I 325 SWALE �j O ` � � ExIST. . � TENNIS C�NT�Fi � �� 326 \ .';�;� ' , � 307 18" RCP , �� , 208 H.P. , 179 • � � � ' � ���� � ,`�. � � CURB 331 36"RCP . 0� ��� 42 RCP j . 33.6 AC � 78 INLETS THE HAMLET ;I� I 8" R P �/,y� 9 ��y 10.9AC. \ I . I � � �� . � � p o� MEDIUM DENSITY ,!� . , P. " RESIQENTIAL / Q� �g�v� 321 � 324 3 "RCP / _ / Nor�: � QAK F�IL�. APAR�MENTS � p•LKj" •/ i s" R �,R 216 , � COMMUNITY-REGiQNA� �� � 1'�j �., - ' _ - ! ; �Q � • � ��'� � � � i � THIS SITE CONTAINS ' ' P � SHOPPING CENTER & � �� �0 ' ' 0.7AC. / BUSINESS SERViCES FIVE SEPARATE �4 � / � �6 \ / ���( DETENTION PONDS � \ (NOT MODELED) � 0.30AC � O�(j � , 0 14 � / \ , ' / 0� , I ' 20� ., i.s2 . '. MIRAMONT CO D FILING / `' 2.25AC � � � � � ' � I .�-�` 32 CURB 'GUTT , , ! ,`G �� T 32 8" RCP , \/ � / p� / I ,� , j`oa � { , _ / \ � -� /I Q�� P��' / . � �"'!' ' ° MIR MONT F�RST FILIWG : ������' � � / � �+� + ::: __ ,`�_ _ � �, , ; �r�r � 322 � ` � 2�8 � � �� / � I,� B�F�� ONE �17E i ` 23.aac. GQ i 4� � . LGT REAL ESTATE � � �� Q; �/ 5 /� (INTERNAL CURB. P INLETS & STORM 320 � �� �v� MIX�D USES • ` SEWER SHOWN) �,� ��X . Q-� ' � ZOMEp RP, RL. S LE , C H p G RLM dc C � � ZOZ 1 LOW DENSITY \ / � 21.5AC. � RESIDENTIA� / . � / FRONT RANGE BAPTIST � CHURCH SITE � / - __ � i � \ l+J ' � ' � ` H.P. EXIST. ROADSIDE . DITCH ALONG � � � � EAST SIDE OF . � � _ . �_ . _ . . . . � . . r � , STREET , , � - -_-_ � Q2= 4 cfs /, � � , �700- �2 cfs I � I // ' f/ - / / /� H.P. .- � �� X � � i � � / / � / .•---. � l FC�SSIL �;REEK BASIN � - !i � 0 200 400 600 � CALE: 1 "=200�� /- H�P' NOTES: C H�P X\, 1) INTERNAL STORM DRAIN SYSTEMS, IN ADDITION TO THOSE SHOWN, MAY BE REQUIRED TO TRANSPORT STORM WATER +� j Q / X��` L.�'. RUNOFF, IN EXCESS OF THE STREET CAPACITIES, TO THE / �,,, �� MAIL CREEK AND FOSSIL CREEK OUTLETS. w H p FUTURE STORM / DRAtN, CURB [p ! � w�ETs & REaR LEGEND f/) ,� LOT SWALE. I � �_ � _._._._,_ MAIL CREEK & FOSSIL CREEK BASIN BOUNDAR j } _ , � BASIN BOUNDARY LINE = X�_ L.P. 4. DRAINAGE FLOW ARROWS � � \ /.: FUTURE CURB � 1 ` H.P. j• INLETS 1Ob BASIN NUMBER BASIN AREA C? I L.P. 2.2AC. j � ! � fUTURE WATER � pROPOSED STORM DRAIN O '-� FEATURE rOUTLET J �"P' : ' I FOSSIL x -_ FuruRE sroRM `� \\ � DRAIN � CREEK L.P. LOW POINT \ H.P. / H.P. \ \ � . \ `� FUTURE WATER-� \... .� H.P. HIGH POINT FEATURE � � -� FUTURE STORM �JTURE WATER -��/ /� FEA�URE � DRAW EXTENTION � E FOS�tL��� J ASIN OVERA-[� FC'�R DETAIL� OF ��A�L �RE�I o�� � EK,- & �1�(AI� �-R�tN�A�-ST-I�D--V` ) - - - T AR� A SOU �AT1.sJ�l DITCH w�� 0� 2� �'�^ : �t. � ��, ♦ �- �O Q 2 RUNOFF FROM MINOR STORM EVENT Q100 RUNOFF FROM MAJOR STORM EVENT 10 SWWM CUNVEYANCE ELEMENT � �- 51 SWMM SUB-CATCHMENT NUMBER I , I 02 DESIGN POINT I 320 SWWM CONVEYANCE ELEMENT � PROPOSED MANHOLE �5 Q` �g /� �Q' i / �, �� ��, J i � - - - - EXISTING STORM DRAIN 'C. / I ���\ � ` � L P � 322 PROPOSED DETENTION POND i vQ� H.P. \ I . H.P.� / 311 EXISTING DETENTION POND ......;.'.'.' . �X\ FUTURE � _Y } STORM FUTURE CURB � J /� � DRTEN. INLETS & {n Q � STGRM DRAIN W Z / '.'. �� J � � ' H.P. -�'/ d p � / FUTURE WATER � ` Z �" � � FEATURES Q Q � �� O W� � h W � / Z � � 0 � ... / � � � . ' W � 1 � �� LP. '�'� H.P. � � } � �� X � I ¢ M- � " FUTURE � z o fn W WATER / 1 �� o W p FEATURE � � � w cUi� � � �/� � � I � ( _ � . C�� FUTURE CURB � � 0 Q ` IN�_ET & STORM � ! � ..... � DF:AIN / / _� r� �� ,_� � . , �� �. / FU iUkt �' �°' -- -- - �" MAIL CREEK BASIN ��'�q,<� WA�TRRE I4.75AC EXISTING RESIDENTIAL �----- - - MAIL ( , / ;) - • MAIL CREEK � ; . RFF� �9 :EK �f,� �P,l QP�� G���� 5�`� �� �- 0.8' � 2.3 1� � 1 1� � 1 5 '- 4' (PLUS 1' FREEBOARD) (PLUS 1' FREEBOARD) SECTION A-A SECTION B-B S= 0.005 ft./ft. S= 0.005 ft./ft. OVERALL DRAINAGE PL�,AN - McCLELLANDS BASIN ` 2.1 1 � �I 1 4' (PLUS 1' FREEBOARD) SECTION C-C S = 0.005 ft./ft. REVISED AUGUST 25, 1997 100YEAR STORM EVENT ON-SITE DETENTION POND REQUIREMENTS POND MINIMUM MAXIMUM STORAGE OUTFLOW A . FT. �� 322 2.2 11.1 321 3.4 7 303 0.8 1.8 (ULTIMATE) 306 1.1 4 178 4.7 16.7 332 0.4 3.67 180 4.4 50.4 (TOTAL TO OAKRIDGE = 105.8 CFS) BASIN PARAMETERS BASIN TOTAL TRIB. AREA % GROUND NUMBER WIDTH ACRES IMP. SLOPE 201 315� 14.75 25 1.83� 202 700' 21.5 50 1.65q 203 1000� 32.25 80 1.00% 204 900' 19.00 80 1.00% 205 650' 5.85 47 1.05� 206 650' 7.70 70 0.80q 207 1000' 13.80 57 2.35� 208 950� 33.60 70 1.70% 209 435' 23.40 40 0.85� 165 400' 10.3 40 1.00� 211 1000' 10.90 40 2.00q 212 400� 4.20 80 3.80% 213 1780' 8.78 71.4 0.92� 214 2200' 1.62 90 1.10� 215 500' 0.70 90 2.70% 216 1400' 0.96 90 0.60� 219 1010' 7.34 11.4 0.50� 1.0' 1� J1 4 4 SECTION D-D EXISTING SWALE S = 0.005 ft./ft. ` 1.7� & 1.8' 1� J 1 2 4' SECTION E-E EXISTING SWALE S = 0.0021 ft./ft.