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Drainage Reports - 06/11/1999
Ll 1 i Hnlal Approved Repon- PARK ENGINEERING FPM CONSULTANTS PROPERTY OF FORT COLUNS UTwTiEB FINAL DRAINAGE REPORT AND EROSION CONTROL PLAN ADVANCED ENERGY BUILDINGS 7 & 8 FORT COLLINS, COLORADO 0 420 21 st Ave. Suite 101 Longmont, CO 80501 • (303) 651-6626 • FAX (303) 651-0331 E-mail dpark98@aol.com �1 FINAL DRAINAGE REPORT AND EROSION CONTROL PLAN ADVANCED ENERGY BUILDINGS 7 & 8 FORT COLLINS, COLORADO r Prepared for: The Neenan Company 2290 E. Prospect Fort Collins, Colorado 80522 (970)439-8747 Prepared by: Park Engineering Consultants 420 21" Avenue Suite 101 �! Longmont, Colorado 80501 (303) 651-6626 �I November 17, 1997 Revised: December 24, 1997 February 9, 1998 March 17, 1998 June 1, 1998 July 8, 1998 December 9, 1998 January 26, 1999 April 7, 1999 PEC Job #10751fdr8.wpd TABLE OF CONTENTS Certification General Location and Description H. Historic Drainage M. Drainage Design Criteria IV. Drainage Facility Design V. Referenced Drainage Reports VI. Conclusion Appendix A - Drainage Calculations for Advanced Energy, Buildings 7 and 8 Map Pocket Appendix B - Tract A - Pond Analysis - Off -site Basin Routing Information with Rational Method Routing Calculations Appendix C - Erosion Control Map Pocket Appendix D - Referenced for Previous Drainage Reports Storm Drainage Reports for: One Prospect P.U.D. Prepared By: Stewart & Associates, Inc. Dated: August 16, 1990 Map Pocket Drainage Report for Lots 5, 6 & 7, Prospect Park East P.U.D. Prepared By: Stewart & Associates Dated: April 7, 1897 Map Pocket Storm Drainage Report for Vipont Manufacturing Facility Prepared By: Stewart & Associates Dated: November, 2, 1990 and August 1, 1988 Map Pocket Advanced Energy Lot I I ofthe Replat of lots 3, 4, 11, & 12 of Prospect Park East P.U.D. Prepared By: Park Engineering Consultants Dated: June 16, 1995 Map Pocket Final Drainage Report for Larimer County Detention Center Expansion Prepared By: The Engineering Company Dated: February 1998 Map Pocket [l I "I hereby certify that this report (plan) for the drainage design of Advanced Energy, Buildings 7 and 8, was prepared by me (or under my direct supervision) in accordance with the provisions of The City of Fort Collins Storm Drainage Design Criteria and Construction Standards for the owners thereof' 01 Registered State of ( L GENERAL LOCATION AND DESCRIPTION LOCATION The proposed Advanced Energy, Buildings 7 and 8 are located within the Lots 9 and 10 of Prospect Park East P.U.D. and Lot 23 of Prospect Industrial Park, both subdivisions located ' in Section 20, Township 7 North, Range 68 West of the 6'e P.M., County of Larimer, City of Fort Collins, State of Colorado. More specifically, located on the east side of Midpoint Drive and west of Sharp Point Drive. The site occupies 4.85 acres of said Lots 9, 10, and 23. The site's general location is shown on the enclosed Grading and Drainage Plan located at the end of this section in the map pocket. TOPOGRAPHY The site is unimproved and void of trees, and has ground cover of a variety of grasses and weeds. The site slopes north on an approximate slope of 1.0%. There are existing improvements that surround the site. Water and sanitary sewer lines are present within Midpoint Drive right-of-way. Other utilities such as telephone, gas and electric are in the iarea. See enclosed map for existing contours and topographical features. 1 11. HISTORIC DRAINAGE BASIN DESCRIPTION The site lies within the Cache la Poudre River Basin. The site drains northerly to an existing pond in Tract A, previously dedicated as a Drainage Easement. The site has been included in previous master planning for the Prospect Park East, P.U.D. Subdivision, and is consistent with the planning. Since the original master drainage report and plan is unavailable, this i report will state assumptions used in the master plan. The pond discharges through three 24 inch pipes under Sharp Point Drive. The 3 pipes drain into an old gravel pit. The old gravel pit is on the Anderson property, and there is an agreement with the Anderson to take the drainage. The historic Advanced Energy site consists of two basin, each basin described by the following paragraphs. The historic drainage basin boundary is the common lot line between Lots 9 and 23. Basins (1) and (2) is referenced as the AE site. Basin 1 Basin 1 includes Lots 9 and 10 of the Prospect Park East, P.U.D. subdivision as shown on the enclosed Historic Conditions map. Historic drainage overland flows northeasterly to an existing pond in Tract A. Historic drainage calculations for Lots 9 and 10 are located in Appendix A. The historic flow rates for the 10 and . -year storm events are as follows: Q,o 1.79 cfs, Q,00=3.68 cfs. Basin 2: Basin 2 includes Lot 23 of the Prospect Industrial Park subdivision, as modified by Vipont at Prospect Park East subdivision, as shown on the enclosed Historic Conditions map. Historic drainage overland flows northeasterly to Lot 8 in Prospect Park East, as developed by the Vipont Manufacturing Facility. The drainage report for Lot 8 is enclosed in Appendix E. Within said report, an off -site undeveloped basin of 1.65 acres is considered and accounted for in the design of Vipont's improvements. The undeveloped flows from Lot 23 is included within the off -site basin for the Vipont Manufacturing Facility. The off -site, undeveloped flow rates for the 10 and 100-year storm events are as follows: Q,o 0.39 cfs, I and Q,00=0.82 cfs. For more information, see the report and plan in Appendix E. Historic calculation for this Basin are included in Appendix A. Original Master Drainage Planning for the AE Site: The original master drainage concept/plan for the original Prospect Park East, P.U.D. subdivision was to provide drainage facilities which convey the storm drainage to the improved drainage facilities, and has been accepted and approved by the City for all previous developments in/for the Prospect Park East, P.U.D. subdivision; including all relative properties replated with original Prospect Park East, P.U.D. lots. Historic storm drainage from the AE site overland flows to the pond area in Tract A. Since the AE site is part of the Prospect Park East P.U.D., all developed storm water flows for Commercial/Light Industrial Iuses were considered in the Master Plan. !, "Limited" off -site drainage from Midpoint Drive currently flows through a drainage swale across the south and southeasterly property lines and conveyed to Tract A. "Limited" is described and defined as follows: given the existing section and profile of Midpoint Drive, the existing profile from Timberline Road is near -0.5% sloping easterly to an existing cross pan. The cross pan is adjacent to the common lot line for Lots 9 and 23 and is shown on all plans for the proposed development. The next `high point' in Midpoint Drive is located approximately 140 feet south of the cross pan and is shown on the enclosed plans; this high point is located near the northern edge of the Temporary Access Drive in Lot 23. Existing spot elevations are shown and basin line has been delineated, to show and visualize the existing high point. The 100-year flow rate for Midpoint Drive is 10.20 cfs. Since the City has not required on -site detentioning for the Larimer County Detention Center in the past and most recent expansion, 100-year flows from the County's facility is 60.4 cfs. See the Drainage Report and Plan for the County Detention Center prepared by The Engineering Company, dated February 1998 in Appendix E. The County's property was not included within the Prospect Park East, P.U.D. master drainage plan, and the AE site is required to convey undetained storm water flows through the site to the existing pond in Tract A. The existing pond volume is 7.69 acre-feet and is shown on the Off -site Drainage Plan, located in the map pocket at the end of this report. As stated in the Storm Drainage Report for One Prospect P.U.D., prepared by Stewart & Associates, Inc. dated August 16, 1990, and enclosed in this report in Appendix E, under the second paragraph of the `Offsite Drainage Onto The Site' section, `the 100 year existing condition storm will cause a 75 c.f.s. overflow of Timberline Road', per the Engineering Professionals' March 1988, Spring Creek drainage study (March 1988 report is unavailable). In the fourth paragraph of said report and said section (for off -site drainage), `the overflow of Timberline Road will occur more than 2 hours after the beginning of the storm', per the Northern Engineering Services, Inc. analysis of the Spring Creek flood flows (Northern Engineering Services, Inc. report is unavailable). 0 11 M. DRAINAGE DESIGN CRITERIA The City of Fort Collins "Storm Drainage Criteria Manual" was used as a standard. This report was developed using the above referenced manual. The hydrological criteria used for this report was based on the "Intensity - Duration - Frequency" curves for the City of Fort Collins. Using the rational formula method for runoff calculations, flow rates for each sub - basin was determined for the 10 and 100 year occurring storms. Hydrologic calculations are included in Appendix A along with the related tables and figures. The original master drainage planning for the subdivision (and AE site), and previous drainage reports (as referenced in Appendix D) were also referenced in developing this report. F I I IV. DRAINAGE FACILITY DESIGN The drainage concepts for the developed conditions will be discussed in the following paragraphs. The developed conditions are shown on the Drainage Plan located in the map pocket at the end of this report. The AE site will be developed in a manner consistent with storm water management practices, and the approved master plans for the subdivision. The development is typical with buildings, parking, and landscaping for uses in IL Zoning. The runoffwill be directed through inlets and piping, curb and gutters to the existing pond in Tract A. The site is broken into nine (9) sub - basins by the development. All sub -basins are shown on the Drainage Plan in the map pocket at the end of this section. Sub -basin Al is located at the south end of the property includes the proposed temporary access drive to Liberty School, and the drainage from the access drive will be free released to the existing storm water collection system for the Liberty School. The approved "`Drainage Report Lots 5, 6, & 7, Prospect Park East P.U.D., Vipont Laboratories"' dated April 7, 1987 for Stewart & Associates accounted for off -site flows (Q10=1.3 cfs and Q100=3.1 cfs) from Sub -basin Al to the property. The actual `developed' flows (Q10=0.86 cfs and Q100=1.46 cfs) will be free released to the school property which is less than the considered flows, and should not have any detrimental affects to the existing storm sewer facilities located on the Liberty School property. Therefore no Drainage Easements are required for Sub -basin Al to drain to the existing Liberty School property. Sub -basin 1 for the Liberty School (same Sub -basin 1 for the Vipont Manufacturing Facility previously mentioned and referenced) currently, and will continue to drain storm water flows through the AE site and will be protected through the dedication of a Drainage Easement on the AE site. All sub -basins for the AE site, collects storm drainage for overland flows and infrastructure through local grated inlets and will be conveyed to the pond in Tract A. Sub -basins F6 and F 18 represents the service area between the two buildings and collects runoff from the service yard and a small portion of the building and piped through a storm line to the existing pond in Tract A. Sub -basin E5 represents the building which connects buildings 7 and 8 and a small court area at the northeasterly portion of the site, and will flow directly to the pond. Off -site runoff from Midpoint Drive for the 10-year storm will be piped and the majority of the 100-year storm will be allowed to overflow the curb/street section and will overland flow through the AE site to the existing pond in Tract A; which will not change the conveyance route for the storm water from existing conditions. This analysis can be found in Appendix A and B of this report. Developed runoff rates for the sub -basins are calculated in Appendix A as follows: Sub -basin Al: Q 10 = 0.86 cfs; Q 100 = 1.46 cfs; Sub -basin B2: Q10 = 3.05 cfs; Q100 = 5.18 cfs; Sub -basin C3: Q 10 = 2.76 cfs; Q 100 = 4.70 cfs; Sub -basin C 17: Q 10 = 0.71 cfs; Q 100 = 1.22 cfs; Sub -basin D4: Q 10 = 4.47 cfs; Q 100 = 7.61 cfs; I Sub -basin E5: Q10 = 1.73 cfs; Q100 = 3.32 cfs; Sub -basin F6: Q10 = 2.14 cfs; Q100 = 3.89 cfs; Sub -basin F 18: Q 10 = 1.43 cfs; Q 100 = 2.43 cfs; Sub -basin GT Q 10 = 6.69 cfs; Q 100 = 12.15 cfs; Off -site basin H8: Q10 = 4.81 cfs; Q100 = 9.58 cfs; Offsite basin I9: Q 10 = 5.49 cfs; Q 100 = 9.94 cfs; Off -site basin J10: Q10 = 26.28 cfs; Q100 = 55.66 cfs. Off -site basin Kl 1: Q10 = 18.4 cfs; Q100 = 35.7 cfs. Off -site basin L12: Q 10 = 22.17 cfs; Q 100 = 46.19 cfs. Off -site basin M13: Q10 = 31.6 cfs; Q100 = 60.1 cfs. Off -site Basins N14 & 015: Q10 = 5.30 cfs; Q100 = 10.20 cfs. (Midpoint Drive -Combined) Off -site Basin P 16: Q 10 = 52.4 cfs; Q 100 = 60.4 cfs (Larimer County Detention Center) (Free released to Midpoint Drive in two locations. report in Appendix D.) See the enclosed drainage Appendix B of this report summarizes all sub -basins, design points used, and shows how the design points are related to the sub -basins. Detention Pond, Release Structure and Other Improvements - No other improvements are required for this site since this area is allowed to free release to the existing pond in Tract A. See Appendix B. r I I V. REFERENCED DRAINAGE REPORTS The following drainage reports can be found in Appendix D of this report One Prospect P.U.D. Prepared By: Stewart & Associates, Inc. Dated: August 16, 1990 Drainage Report for Lots 5, 6 & 7, Prospect Park East P.U.D. Prepared By: Stewart & Associates Dated: April 7, 1897 Storm Drainage Report for Vipont Manufacturing Facility Prepared By: Stewart & Associates Dated: November, 2, 1990 and August 1, 1988 Advanced Energy Lot 11A of the Replat of lots 3, 4, 11, & 12 of Prospect Park East P.U.D. Prepared By: Park Engineering Consultants Dated: June 16, 1995 Final Drainage Report for Larimer County Detention Center Expansion Prepared By: The Engineering Company Dated: February 1998 VL CONCLUSIONS The drainage concepts for this project are consistent with current policies and practices for storm drainage management. The site will maintain the flow patterns and be consistent with the development practices in the area based on the master planning. Assumptions which were placed under the original Master Plan for Prospect Park East P.U.D. have been stated, since the original drainage report cannot be found. I APPENDIX A Drainage Calculations for Advanced Energy - Buildings 7 & 8 No Text 3.1.6 Runoff Coefficients I The runoff coefficients to be used with the Rational Method referred to in Section 3.2 "Analysis Methodology" can be determined based on zoning classifications if the character of the surface is unknown. However, the final drainage study must calculate a composite coefficient using Table 3-3. Table 3-2 lists the runoff coefficients for the various types of zoning along with the zoning definitions. Table 3-3 lists coefficients for the different kinds of surfaces. Since the Land Development Guidance System for Fort Collins allows land development to occur which may vary the zoning requirements and produce runoff coefficients different from those specified in Table 3-2, the runoff coefficients should not be based solely on the zoning classifications. The runoff coefficient used for design should be based on the actual conditions of the proposed development. The Composite Runoff Coefficient shall be calculated using the following formula: n C = (CiAi) / At i=1 Where C = Composite Runoff Coefficient Ci= Runoff Coefficient for specific area Ai Ai= Areas of surface with runoff coefficient of Ci n = Number of different surfaces to be considered At= Total area over which C is applicable; the sum of all AiIsis equal to At Table 3-2 RATIONAL METHOD MINOR STORM RUNOFF COEFFICIENTS FOR ZONING CLASSIFICATIONS Description of Area or Zoning Coefficient Business: BP,BL..................................... 0.85 Business: BG,HB,C................................... 0.95 Industrial: IL,IP................................... 0.85 Industrial: IG...................................... 0.95 Residential: RE,RLP................................. 0.45 Residential: RL,ML,RP ............................... 0.50 Residential: RLM,RMP................................ 0.60 Residential: RM,MM.................................. 0.65 Residential: RH..................................... 0.70 Parks, Cemeteries .................................. 0.25 Playgrounds ........................................ 0.35 Railroad Yard Areas ................................ 0.40 Unimproved Areas .................................... 0.20 Zoning Definitions R-E Estate Residential District - a low density residential area primarily in outlying areas with a minimum lot area of 9,000 square feet. R-L Low Density Residential District - low density residential areas located throughout the City with a minimum lot area of 6,000 square feet. R-M Medium Density Residential District - both low and medium density residential areas with a minimum lot area of 6,000 square feet for one - family or two-family dwellings and 9,000 square feet for a multiple family dwelling. R-H High Density Residential District - high density residential areas with a minimum lot area of 6,000 square feet for one -family or two-family dwellings, 9,000 square feet for a multiple family dwelling, and 12,000 square feet for other specified uses. R-P Planned Residential District - .designation of areas planned as a unit (PUD) to provide a variation in use and building placements with a minimum lot area of 6,000 square feet. May 1984 Design Criteria Revised January 1997 3-3 c �O C N V VV ey� ��pp N O m Ci O YI U c 0 v e d s s s s S 8 « m rt o fr1 A l.i O Y C) p�.f r T ?� � ` O m N O T- N .� b T ✓t N� N M m N h� U U C O O EI CI C p O pQ O p O p O pp O pp O pp O pp O pp O O b P N d O N C� CZ u � ^ O U S --------------- N � 110 ..Qo i E n M VI N M vl b O^ N T z h .p oaf I H ! 1 I i 1 0 e O O Uo.-:o O N v 1 N v i (V 1. �n N 7 N .-. C [L IL CY �M UU t^ O N CD N II II C O U VV F A U w v � � II o0 0 t 0 II W�7 o p UU O � F O F., z o � m v 5 C I I I 11 [1 [J I I I I I I I i e 0 I e U Cl! CD C4 O [7a�) y„ o N coy N n N in rn U v, U l� t� _ N O ON II u O n � v t� O �O S C.% O M N o0 OC UO.-O �l (`1C JL. 0 CO F u F F w 1 Q� UaOO II �I U U GaW u O F a N O � x z a d o W I I I 1 L 8 O v01 � N y❑� xU W O z u u II (L! e O 00 N O u O Q Y1 Q r N M W W U¢ U O^ u, tJ —CD � O U U a II II O oo c{ F F r n II I on W � Q � h II II paq ai S t: + Ln U U U O II s' w � o z a � a � o� w .a u a C I 1 e e N x W 0 z II u n W R Q $ 00 V1 N O O O N CI C7 a pO�$Gq I II s8 I^ „ „ II s II g �o S o00 o U o c a s$ a F vi oo en v Fu- A II In _ F Q v W y � p II n IttI�� t �..7 F a Q � Fit - U U II a W F p S O m v r-� II O w N � o z a ova A O w a w w A d u a 4 ' ------------------------------------------------------------------------------ UDINLET: INLET HYDARULICS AND SIZING ' DEVELOPED BY CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ISERPark -------------------------------------------------------------------- ON DATE 05-03-1998 AT TIME 16:21:09 ' ** PROJECT TITLE: B2 INLET *** GRATE INLET HYDRAULICS AND SIZING: ' INLET ID NUMBER: 1 INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: ' INLET GRATE WIDTH (ft)= 3.25 INLET GRATE LENGTH (ft)= 3.25 INLET GRATE TYPE =Type 16 Grate Inlet NUMBER OF GRATES = 1.00 SUMP DEPTH ON GRATE (ft)= 0.25 GRATE OPENING AREA RATIO M = 0.60 IS THE INLET GRATE NEXT TO A CURB ?-- NO ' Note: Sump is the additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE 1.00 STREET CROSS SLOPE M = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 1.50 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 12.06 GUTTER FLOW DEPTH (ft) = 0.37 FLOW VELOCITY ON STREET (fps)= 3.15 FLOW CROSS SECTION AREA (sq ft)= 1.66 ' GRATE CLOGGING FACTOR M CURB OPENNING CLOGGING FACTOR()= = 50.00 10.00 INLET INTERCEPTION CAPACITY: FOR 1 GRATE INLETS: DESIGN DISCHARGE (cfs)= 5.20 IDEAL GRATE INLET CAPACITY (cfs)= 18.87 ' BY FAA HEC-12 METHOD: FLOW INTERCEPTED (cfs)= 5.20 ' CARRY-OVER FLOW BY DENVER UDFCD METHOD: (cfs)= 0.00 FLOW INTERCEPTED (cfs)= 5.20 CARRY-OVER FLOW (cfs)= 0.00 LJ 11 [1 I 1 11 I� e e� 8 O vOi N O z n u II a g 0000 C4 (S% o o o� n o o w CV7 fo F7 a v00i vOi O m O Coo II .0 O I^ O II II n 20 u 006 O 4a O IT FO O II F w II W Gn F II II g U O Iv O H U w o z a o�a w o w a F+ WrA A d - - - - - Li --- u a°� ---------------------------------------------------------------- ' UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD 1-:Park-Engineering ............................................. DATE 05-03-1998 AT TIME 16:25:20 ' PROJECT TITLE: C3 INLET *** GRATE INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 1 INLET HYDRAULICS: IN A SUMP. 1 GIVEN INLET DESIGN INFORMATION: ' INLET GRATE WIDTH (ft)= 3.25 INLET GRATE LENGTH (ft)= 3.25 INLET GRATE TYPE =Type 16 Grate Inlet NUMBER OF GRATES = 1.00 SUMP DEPTH ON GRATE (ft)= 0.25 GRATE OPENING AREA RATIO M = 0.60 ' IS THE INLET GRATE NEXT TO A CURB ?-- NO Note: Sump is the additional depth to flow depth. ' STREET GEOMETRIES: STREET LONGITUDINAL SLOPE 1.00 STREET CROSS SLOPE M = 2.00 ' STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 1.50 GUTTER WIDTH (ft) = 2.00 ' STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 11.50 GUTTER FLOW DEPTH (ft) = 0.35 FLOW VELOCITY ON STREET (fps)= 3.09 FLOW CROSS SECTION AREA (sq ft)= 1.53 ' GRATE CLOGGING FACTOR M = 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 INLET INTERCEPTION CAPACITY: FOR 1 GRATE INLETS: DESIGN DISCHARGE (cfs)= 4.70 IDEAL GRATE INLET CAPACITY (cfs)= 16.35 BY FAA HEC-12 METHOD: FLOW INTERCEPTED (cfs)= 4.70 ' CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: FLOW INTERCEPTED (cfs)= 4.70 ' CARRY-OVER FLOW (cfs)= 0.00 V O z n n II N N V F7 F7 a p II I^ II II � 30i oo o 0 F 0 F F F A O � Q � II Oa.Q]ry cn t O II II ,�S o U V It ^ U as O C to U o z a am a ' � o w a F r_, 5 W� W A 1 ------------------------------------ -------------------- ' UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY CIVIL ENG DEPT. U OF COLORADO AT DENVER ---SUPPORTED-BYMETRO DENVER CITIES/COUNTIES AND UD&FCD USER Park Engineering... .. .. .. .. „-- ------- ON DATE 04-01-1999 AT TIME 16:31:30 ' *** PROJECT TITLE: C17 INLET ' *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 1 INLET HYDRAULICS: IN A SUMP. ' GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 3.25 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 0.00 LATERAL WIDTH OF DEPRESSION (ft)= 1.87 ' SUMP DEPTH (ft)=,0.25 Note: The sump depth is additional depth to STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 1.00 STREET CROSS SLOPE M = 2.00 ' STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 1.50 GUTTER WIDTH (ft) = 2.00 ' STREET FLOW HYDRAULICS: flow depth. WATER SPREAD ON STREET (ft) = 6.22 ' GUTTER FLOW DEPTH (ft) = 0.25 FLOW VELOCITY ON STREET (fps)= 2.39 FLOW CROSS SECTION AREA (sq ft)= 0.51 GRATE CLOGGING FACTOR M = 50.00 ' CURB OPENNING CLOGGING FACTOR(%)= 10.00 ' INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 5.37 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 1.22 FLOW INTERCEPTED (cfs)= 1.22 ' CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 1.22 FLOW INTERCEPTED (Cfs)= 1.22 ' CARRY-OVER FLOW (cfs)= 0.00 I 11 1 h 1 00 o e e o h g O vOi � xV W 0 W� CL\ �o'noryo S o oo� o II o rna �� v,� VVV N O M Q Sa N C' M C`l 47 U U T VO't. O m m II II li. II II 151 >> 5 O F O F F F n O L" w xw�Q a S H in U F aIt a � O w o z a o A ' � a o w - v d 4 I -NLET:------INLET------HYDARULICS AND S----- UDI-----------IZING -------------------------- DEVELOPED BY ' CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ------------------------------------------------------------------------------ SER:Park Engineering........................................................ N DATE 04-07-1999 AT TIME 22:02:40 *** PROJECT TITLE: Midpoint Dr ' *** CURB OPENING INLET HYDRAULICS AND SIZING: ' INLET ID NUMBER: 10 INLET HYDRAULICS: IN A SUMP. ' GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 8.00 ' HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 0.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.25 Note: The sump depth is additional depth to ' STREET GEOMETRIES: STREET LONGITUDINAL SLOPE 0.50 STREET CROSS SLOPE M 2.00 ' STREET MANNING N 0.016 GUTTER DEPRESSION (inch)= 2.00 ' GUTTER WIDTH (ft) = 1.50 STREET FLOW HYDRAULICS: ' WATER SPREAD ON STREET (ft) = 20.13 GUTTER FLOW DEPTH (ft) = 0.57 FLOW VELOCITY ON STREET (fps)= 2.83 FLOW CROSS SECTION AREA (sq ft)= 4.21 ' GRATE CLOGGING FACTOR M = 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 flow depth. ' INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 19.47 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 12.00 FLOW INTERCEPTED (cfs)= 12.00 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 12.00 ' FLOW INTERCEPTED (cfs)= 12.00 CARRY- 1 1 1 1� 1 10' Type R Line A-1 Inlet 3 ST-MH1 Line B ,L� Inlet 4 Line A-2 Line C 5'T eR ST-MIL� 2 / yp �._ Line A-3 P-8 ST-MH3 Line A-4 ST-MH4 Line A-5 r Outlet Project Title: Advanced Energy Project Engineer: DSM d:lhaestad%tormcad110751N0751100.stm DAVID STANFORD MAYEDA StormCAD v1.0 ' 04107,199 11:12:50 PM O Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1668 Page 1 of 1 ' ------------------ Beginning Calculation Cycle ------------------- Discharge: 4.70 cfs at node Inlet 4 Discharge: 20.00 cfs at node 10' Type R Discharge: 5.18 cfs at node Inlet 3 Discharge: 25.18 cfs at node ST-MH1 Discharge: 29.88 cfs at node ST-MH2 Discharge: 1.22 cfs at node 5' Type R Discharge: 31.10 cfs at node ST-MH3 Discharge: 31.10 cfs at node ST-MH4 Discharge: 31.10 cfs at node Outlet Beginning iteration 1 Discharge: 4.70 cfs at node Inlet 4 Discharge: 20.00 cfs at node 10' Type R Discharge: 5.18 cfs at node Inlet 3 Discharge: 25.18 cfs at node ST-MH1 Discharge: 29.88 cfs at node ST-MH2 Discharge: 1.22 cfs at node 5' Type R Discharge: 31.10 cfs at node ST-MH3 Discharge: 31.10 cfs at node ST-MH4 Discharge: 31.10 cfs at node Outlet Discharge Convergence Achieved in 1 iterations: relative error: 0.0 ** Warning: Design constraints not met. ** Problem: Flooding in system Warning: No Duration data exists in IDF Table Information: Outlet Known flow propagated from upstream junctions. Information: Line A-5 Surcharged condition Violation: Line A-5 does not meet minimum cover constraint at downstream end. Information: ST-MH4 Known flow propagated from upstream junctions. Information: Line A-4 Surcharged condition Information: ST-MH3 Known flow propagated from upstream junctions. Information: Line A-3 Surcharged condition Information: P-8 Surcharged condition Violation: P-8 does not meet minimum velocity constraint. Information: ST-MH2 Known flow propagated from upstream junctions. Information: Line C Surcharged condition Information: Line A-2 Surcharged condition Information: ST-MH1 Known flow propagated from upstream junctions. Information: Line A-1 Surcharged condition Information: Line B Surcharged condition Information: 5' Type R Flooding condition. --------------------- Calculations Complete ---------------------- ** Analysis Options ** Friction method: Manning's Formula HGL Convergence Test: 0.001000 Maximum Network Traversals: 5 Number of Flow Profile Steps: 5 Discharge Convergence Test: 0.001000 Maximum Design Passes: 5 ----------------- Network Quick View I Hydraulic Grade I Label I Length I Size I Discharge I Upstream I Downstream I Line A-3 107.32 29x45 inch 29.88 4,895.53 4,895.35 Line A-1 93.53 24 inch 20.00 4,896.47 4,895.74 Line A-2 68.02 24x38 inch 25.18 4,895.74 4,895.53 Line B 43.89 18 inch 5.18 4,895.85 4,895.74 Line C 130.36 18 inch 4.70 4,895.79 4,895.53 Line A-5 164.83 29x45 inch 31.10 4,895.06 4,894.76 Line A-4 P-8 164.83 60.84 29x45 18 inch inch 31.10 1.22 4,895.35 4,895.36 4,895.06 4,895.35 Project Title: Advanced Energy d:%haestad%stormcad%10751%10751100.stm DAVID STANFORD MAYEDA ' 04/07/99 11:13:30 PM ® HaeSt8d Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 7551888 Project Engineer: DSM StonnCAD v1.0 Page 1 of 2 ----------- Elevations ---------------- I Label I Discharge I Ground I Upstream HGL I Downstream HGL I 10' Type 20.00 4,898.00 4,896.47 4,896.47 ST-MH2 29.88 4,898.60 4,895.53 4,895.53 Outlet ST-MH3 31.10 31.10 4,893,00 4,896.80 4,891*76 4,895.35 4,191*76 4,895.35 ST-MH1 25.18 4,896.80 4,895.74 4,895.74 Inlet 4 4.70 4,896.70 4,895.79 4,895.79 Inlet 3 5.18 4,896.00 4,895.85 4,895.85 5' Type R 1.22 4,895.00 4,895.35 4,895.35 ST-MH4 31.10 4,895.75 4,895.06 4,895.06 Elapsed: 0 minute(s) 15 second(s) I Project Title: Advanced Energy d:Vhaestad%tormcadft10751N0751100.stet DAVID STANFORD MAYEDA ' 04/07/99 11:13:30 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: DSM StormCAD v1.0 Page 2 of 2 i 8 8 8 8 8 8 8 8 8 8 8:pp-i a�eagtgt 1 I e 8 0 X F {frin�� p' Q "' aN0 N O fV 0�0 N oo0 vOi W UU W _ R VOi O p S 0�0 II II O I^ O II p II O Vl O M r N m c - U c - c a 0 0 ?S c oe _ r F F F F n � Q w F 0 0 F II 6� U a 0 o U 0 z" oq 0 F W Q Z i.r �i Qa w w a A N ti u a C Go n 1 o o e e A W GL Z II II II W [ice[i� (1! e O 00 N O U O W M M n N �O !aC�! a !aC�}!! W FL Q u U U a 7 0 O 000 0 m[[TT]] II � In O p II S e U O Vi oo Y N M FF FF IIJJ n U GO Q Q F it II owca] VWi fX a j F + �S o rA Fi U� II II II o n > a 0 F � I f� o z a ova A r O � F A 11 o e H O O O N 0 z It �` ww W 7. o gin 00 �n0 N O ..7 N Q rn N It oo -.M ^ N + rAm W W. A a II II II cl� cc 0 m 0 0�0 II II II It O O �00, ^ O00 U I R eM{ F F F F A rn _ O L" F cri U w a W O � a S o S U U > U u o_ O u a aC 00 F o z a a�o A pq Owl w F W.a > A r� W Al ------------------------------------------------------------------------------ UDINLET: INLET HYDARULICS AND SIZING r DEVELOPED BY CIVIL ENG DEPT. U OF COLORADO AT DENVER ---SUPPORTED -BY METRO DENVER CITIES/COUNTIES AND UD&FCD ----- ------- ------- ---------------- - --- -------------------- SER:Park Engineering ............. .............. .. ........... ................ ON DATE 05-03-1998 AT TIME 16:23:15 1 ** PROJECT TITLE: F18 INLET *** GRATE INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 1 INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: INLET GRATE WIDTH (ft)= 3.25 INLET GRATE LENGTH (ft)= 3.25 INLET GRATE TYPE =Type 16 Grate Inlet NUMBER OF GRATES = 1.00 SUMP DEPTH ON GRATE (ft)= 0.25 GRATE OPENING AREA RATIO M = 0.60 IS THE INLET GRATE NEXT TO A CURB ?-- NO Note: Sump is the additional depth to flow depth. STREET GEOMETRIES: i STREET LONGITUDINAL SLOPE M = 1.00 STREET CROSS SLOPE M = 2.00 STREET MANNING N 0.016 GUTTER DEPRESSION (inch)= 1.50 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 8.19 GUTTER FLOW DEPTH (ft) = 0.29 FLOW VELOCITY ON STREET (fps)= 2.76 FLOW CROSS SECTION AREA (sq ft)= 0.87 GRATE CLOGGING FACTOR (%)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 INLET INTERCEPTION CAPACITY: FOR 1 GRATE INLETS: DESIGN DISCHARGE (cfs)= 2.43 IDEAL GRATE INLET CAPACITY (cfs)= 15.42 BY FAA HEC-12 METHOD: FLOW INTERCEPTED (cfs)= 2.43 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: FLOW INTERCEPTED (cfs)= 2.43 ICARRY-OVER FLOW (cfs)= 0.00 ,1 1 1 1 1 P-2 P 1 P-3 1-3 '1'1 LJ Outlet Project Title: Advanced Energy - Bldgs. 7 & 8 Project Engineer: DSM d:Vhsestad%stormcad\10751\10751dit.stm PARK ENGINEERING StormCAD v1.0 04066119 10:30:50 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06108 USA (203) 755-1666 Page 1 of 1 I I. I I i �l I ------------------ Beginning Calculation Cycle ------------------- Discharge: 2.15 cfs at node I-3 Discharge: 3.58 cfs at node I-4 Discharge: 3.58 cfs at node MR-5 Discharge: 3.58 cfs at node Outlet Beginning iteration 1 Discharge: 2.15 cfs at node I-3 Discharge: 3.58 cfs at node I-4 Discharge: 3.58 cfs at node MH-5 Discharge: 3.58 cfs at node Outlet Discharge Convergence Achieved in 1 iterations: relative error: 0.0 Warning: No Duration data exists in IDF Table Information: Outlet Known flow propagated from upstream junctions. Information: P-3 Surcharged condition Information: MH-5 Known flow propagated from upstream junctions. Information: P-1 Surcharged condition --------------------- Calculations Complete ---------------------- ** Analysis Options ** Friction method: Manning's Formula HGL Convergence Test: 0.001000 Maximum Network Traversals: 5 Number of Flow Profile Steps: 5 Discharge Convergence Test: 0.001000 Maximum Design Passes: 3 ----------------- Network Quick view ----------------- ------- I Hydraulic Grade I Label I Length I Size I Discharge I Upstream I Downstream I P-2 61.61 18 inch 3.58 4,893.54 4,893.48 P-3 204.52 18 inch 3.58 4,893.48 4,893.24 P-1 140.66 12 inch 2.15 4,894.05 4,893.54 I ----------- Elevations ---------------- I Label I Discharge I Ground I Upstream HGL I Downstream HGL I I-3 2.15 4,895.20 4,894.05 4,894.05 I-4 3.58 4,897.00 4,893.54 4,893.54 MH-5 3.58 4,898.10 4,893.48 4,893.48 Outlet 3.58 4,895.00 4,893.24 4,893.24 Elapsed: 0 minute(s) 1 second(s) Project Title: Advanced Energy - Bldgs. 7 & 8 d:%haested%stonncadX10751%10751df1.stm PARK ENGINEERING O4ABM 10:30:38 AM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06108 USA (203) 755-1666 Project Engineer: DSM StormCAD v1.0 Page 1 of 1 ,1 I I I L I Combined Pipe/Node Report Pipe Upstream Downstream Length Inlet Weighted Inlet Total Inlet Section Capacity Average Upstream Node Node (ft) Area Roughness CA CA Discharge Size (cfs) Velocity Invert (ace) Coefficient (acres) (acres) (cis) (ft/s) Elevation (ft) P-1 1-3 1-4 140.66 0.00 0.00 0.00 0.00 0.00 12 inch 2.69 2.74 4,892.95 P-2 1-4 MH-5 81.81 0.00 0.00 0.00 0.00 0.00 18 inch 7.46 2.06 4,892.15 P-3 I MH-5 Outlet 204.52 N/A N/A I N/A 0.00 N/A 118 inch 1 7.151 2.03 4,891.74 0 Project Title: Advanced Energy - Bldgs. 7 8 8 Project Engineer: DSM d:ViaestadMtormcad\10751\10751dit.stm PARK ENGINEERING StormCAD v1.0 04ABM 10:31:15 AM 0 Haested Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755.16W Page 1 of 1 I I I 1 I i Pipe Report - HGL Pipe Section Length Constructed Upstream Downstream Additional Discharge Capacity Upstream Downstream U pstreant Size (ft) Slope Node Node Flow (cis) (cis) Invert Invert HGL (�) (cfs) Elevation Elevation (ft) (ft) (it) P-1 12 inch 140.66 0.005687 13 1-4 0.00 2.15 2.69 4,892.95 4,892.15 4,894.05 P-2 18 inch 61.61 0.005048 1-4 MH-5 1.43 3.58 7.46 4,892.15 4,891.84 4,893.54 P3 18 inch 204.52 0.004630 MH-5 Outlet N/A 3.58 7.15 4,891.74 4,890.79 4,893.48 Project Title: Advanced Energy - Bldgs. 7 & 8 d:%haestadXstwmcad\10751\10751df1.stm PARK ENGINEERING 04A)SW 10:31:05 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: DSM StormCAD v1.0 Page 1 of 1 Ir Pipe Report Pipe Upstream Downstream Discharge Length Constructed Section Roughness Capacity Upstream Downstream Upstream Node Node l slope (cfe) Invert Invert Ground (ftmt) Elevation Elevation Elevation (ft) (ft) (ft) P-1 1-3 1-4 2.15 140.68 0.005687 12 inch 0.013 2.69 4,892.95 4,892.15 4,895.20 P-2 1-4 MH-G 3.58 61.61 0.005048 18 inch 0.013 7.46 4,892.15 4,891.84 4,897.00 P-3 I MH-5 Outlet 3.58 204.52 0.004630 18 inch 0.013 7.15 4,891.74 4,890.791 4,898.10 r Project Title: Advanced Energy - Bklgs. 7 & 8 Project Engineer: DSM d:thaestad%stormcadX10751\10751df1.stm PARK ENGINEERING StormCAD v1.0 04i06199 10:31:27 AM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 05708 USA (203) 755.1666 Page 1 of 1 ,, Junction: MH-5 Rim: 4,898.1 Inlet: 14 Sump: 4,891. R Rim' 4,897.00 R Sump: 4,892. 15 R 0+00 0+50 1+00\ 1+50 2+00 2+50 3+00 Pipe' Pd Stettin Up Invert: 4,897.79 R pipe: P-2 d Invert t: 4,890.79 It R Up Invert: 4,892.15 184 R aarpt1 inch R Length: Invert:. 1ft R Size: 18 inch Size: I: inch R Size: 18 inch 4,899.00 4.808.00 Inlst: 1-3 4.897.00 Rim: 4.895+20 R --Sump: 4,892.95R 4.896.00 4,89.00 w Eleticn R 4.894+00 4,893.00 4.892.00 1750 4,891.00 4.890.00 4+00 4+50 Pipe: P-1 Up Invert: 4.892.96 R On Invert: 4,892.15 R Lanyth: 14061311. Size: 12 Inch Project Title: Advanced Energy - Bldgs. 7 & 8 d:%haestad%stormcadN 0751 \10751 df1.stm PARK ENGINEERING 04K)BW 10:32:03 AM ® Haestad Methods, Inc. 37 BrooWAJI9 Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: DSM StormCAD v1.0 Page 1 of 1 I i I I 11 11 I I i 1 e o� N W Ux W 2� O {� z u u u 2 W�Lr� ae 000ryo (J O .-. f(, CC77 M .. N �O ? U U a Ompm po II II oo II CC II II 00 It N� U vo :o a >> 0 r- �o v 06 0 F F F F II rn o F � Q w ~ A .a F n � �ooa :_ 14 ¢ 6� o °D II 0 w r o z a � A pa � O W A m 6 C I I 1 O� w d O U U rA d a r� d Q� 3 w rA 2 O a w A F Qa a o0 a rA ° i 0 ^ 0 w oa H x � z o a d w as a WO A O m a C A W d ww � U U R� 3 w F O OG Lr, Ll 1-4 a as a o0 W PTI ;Too' og a W � C O A d p° a O w .a w � > ri, A O u a a e e� g 00 00 O O � N x� W z II II II v in CD N O ooC,i n 00 T vW, rWn O U U C.7 5Q Ci Ci a 1� V5 00 O o0 II O O II II O N Q� _ N � F Fu- F F a � I w rn u p°" cn v' w U V II n u o 00. F Qi W .. F p^ v w r� z A d W 04 OW W O A O [1 n 1 I I 1 11 1 00 I I 1 rl ICI I I tn 17, W d A U U z 0 z v, r a I°a aQ H WW C o0 w oG pP W 0 00 w a- O o�G z o A O W A O d a a I i �J I TMT o e e o O xU W F z u n u r �] w OCD O O r1 to 00 n II A a0 l� O LT. W ,NN., M UU Q a _ N VOi O OtOm II II 00 II II II II O 11 00 �cc Uo�c a ,a F �S at- Y Na n o � i U � Q r u fA IL- 17- o g U U r. F a a oro, Q F+ a E- N rr h ry ci w Ci a w A O 06 i F I r, I I 1 I I e e g o o N V O x n u n {{rSn.Ljj Q ONO N pp O h Hf M yOj A M� W W 54 C7 C7 ' O m pp O m II it O II g II II II p II O N ORv"0i n rn O � w II OnW,AA q� p� S H + u S� I ctj Q a F_ F O g U U W it � iQ� n F F z A W OCI a W w rA A O I 1 1 1 1 11 1 ac n 1 e e W U O z u u u v tV U O �+ .--� •+ O (Qti N N N U U a emery VOi O � p O o�D II n O u O II II u p n � $ N � o N N O n y a F � Q � UU am d 0 Ste. H �o oq O n li O F w E'n rr - � G w z o A d W CO a O w w � O A 11 1 1 00 n V 1 -TIT N A F ww ¢ U U A O w w H O a ;To a va Ors. o 0 w iA w � oo n o ;TA _ a a w F o A ¢ w oa a. w � w A O 11 11 I l� 11 PERFORMANCE CURVE FOR CULVERT # 1 - 3 ( 2 BY 2 ) RCP DIS- HEAD- INLET OUTLET ANALYSIS ASSUMES NO OVERTOPPING CHARGE WATER CONTROL CONTROL FLOW NORMAL CRITICAL OUTLET TAILWATER FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH VEL. DEPTH VEL. DEPTH (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (fps) (ft) (fps) (ft) 30 4892.12 1.63 1.63 1-S2n 1.07 1.13 5.88 1.07 3.18 1.48 36 4892.31 1.82 1.82 1-S2n 1.20 1.24 6.13 1.20 3.33 1.62 42 4892.50 2.00 2.00 5-S2n 1.33 1.34 6.32 1.33 3.47 1.75 48 4892.79 2.20 2.29 3-Mlt 1.48 1.44 5.27 1.87 3.59 1.87 54 4893.09 2.42 2.60 3-Mlt 1.66 1.52 5.75 1.98 3.70 1.98 60 4893.44 2.66 2.94 4-FFt 2.00 1.60 6.37 2.00 3.81 2.09 66 4893.80 2.92 3.31 4-FFt 2.00 1.66 7.00 2.00 3.90 2.19 72 4894.19 3.22 3.70 4-FFt 2.00 1.72 7.64 2.00 3.99 2.28 78 4894.60 3.54 4.11 4-FFt 2.00 1.78 8.28 2.00 4.07 2.37 84 4895.03 3.89 4.54 4-FFt 2.00 1.84 8.91 2.00 4.15 2.45 90 4895.48 4.27 4.99 4-FFt 2.00 1.90 9.55 2.00 4.22 2.53 INVERT ELEVATIONS--> Inlet - 4890.49 ft Crest - 0.00 ft Outlet - 4890.07 ft Throat - 0.00 ft ' 1 2 [1 PRESS: <KEY> TO RETURN 3 4 5-End 6 7 8 9 10 No Text BOULDER COUNTY STORM DRAINAGE CRITERIA MANUAL FIGURE 806 ALLOWABLE INLET CAPACITY SUMP CONDITIONS - ALL INLETS ui i-' Lu U. 12 Q Z ZU �- -.. 03 < LL o a 4 TYPE C INLET LL o xt' QU rTl— Q � W 0 -0.2_ .0.4. 0.6 .0.8 1.0 C DEPTH -OF. FLOW -(En 20 LL U 18 F I}- U W � a a 3 0 Q U NONE 0 LL Fcc- W 12 W J Z F— W J PA, MEN, 0 Q 3 Q 8 ORA Q j Q 2 D 4 W x A IPA" 0 0 0..1 0.2 .0.3 0.4. 0.5 DEPTH OF FLOW (FT) - WRC END. REFERENCE: WRC ENGINEERING, INC., TM-2 FEB 1984 I I I 11 L I APPENDIX B �i Tract A - Pond Analysis - Off -site Basin Routing Information with Rational Routing Calculations I I 11 I I I I 1 r L Tract A - Pond Analysis The existing pond, in Tract A, is analyzed with the following factors and methodology: • The contributing area studied is 65.23 acres The longest time of concentration for the contributing area is 36 minutes. • Given the existing pond, sized and analyzed to a water surface elevation of 4894.44, prior to overtopping the Sharp Point Drive street section, the amount of available storage capacity is 334,963 cubic feet, which equals 7.69 acre-feet. • Stormwater flow rates for a 100-year event for the contributing area, using the time of concentration of 36 minutes, and given the existing pond with release structures, a reservoir/pond routing was performed to analyze the pond. This analysis was aided with the use of `Hydroflow for Hydrographs' for Windows, a computer program from Intlisolve, which uses the Storage Indication Method which begins with stage/storage/discharge relationships, and an inflow hydrograph. • The Tract A pond has two (2) release structure systems. The ponds `primary' release structures (`primary' _> three (3) existing 24" RCPs crossing Sharpe Point and the weir from Sharp Point Drive's centerline profile) as previously shown and. modeled, discharge to an existing, `secondary', release structure(s) which are as follows: `secondary' _> an existing 36" RCP crossing the existing pathway for the open space parking lot; and an identified wier within the existing pathway. We have studied the `primary' and the `secondary' release structures independently, and yet subordinately, and have enclosed the resulting studies in this Appendix. A brief synopsis of the studies are as follows: (a) the most restrictive release structure between the `primary' and `secondary', is the `primary'; (b) one of the worst case scenarios for the `primary' and `secondary' release structures studied in tandem. is shown to be the assumption that the 36" pipe is flowing full, with a tailwater elevation equal to the top of pipe (at the crest of being submerged). Under this flowing condition for the pipe, it produces a headwater elevation of 4894.66. (c) utilizing the headwater elevation for the `secondary' release structure as the tailwater elevation for the `primary' release structure, the pond will breach the existing weir in Sharp Point Drive. The 100-year water surface elevation for this weir would be 4894.76. Since the crest of this weir is 4894.44, and during the studied 100-year storm event, Sharp Point Drive will be inundated with 0.32 feet of water. • If the Cache la Poudre River experiences a 100-year storm event, that section of Sharp Point Drive will be under approximately 3.4 feet of water, per the Flood Insurance Rate Map of Community -Panel Number 080102 0012 C, dated March 18, 1996. • In addition, as stated in the `Storm Drainage Report for One Prospect P.U.D.', referenced the Northern Engineering Services, Inc. Spring Creek flood flow study that the overflow of Timberline Road will occur mor than 2 hours after the beginning of the storm. With this time delay, most of the storm drainage flow from the studied area to the pond in Tract A will not have significant impacts to the functioning of the pond. 1 Reviewing the enclosed information, the peak flow from the contributing area is 243 cfs (at 36 minutes). Reviewing the Hydrograph Summary Report, the amount of storage which is required for the contributing area is 8.94 acre-feet. The storage volume attained at Sharp Point Drive's weir crest, elevation 4894.44, is 7.69 acre-feet. .1 1 I n ISl •• 'O T .: r ri �i b N .. .. r� M a �p N �e t� � a^ O N N O h fV N N NI t� b H p N G — M U Yn C F U T U T V N ^ V T V U e `o a E Y vi vi vi vi h vi vi vi v� V O. I4 m M F � 0 ppU1I vy v y �f y O F VI � VI h Q� N T^ O_ �• M N N N p N— M ~ ti V,Z^. I 8Q W Q POND O r-i w 1 i Q 7+ A t�4 E� O 0. 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U) H CDZ H HZ000 W \ U H Ho xU)Pz o V-aanE+HU w �iuzzz M Hzzav�H woo F1U) HHaww V)HHr�� A z�H.OH9 o H W W o WWC H U U H z z -- N 0 0 o W Q U U V^ E 4444U II ao0Hwv) w w 44 hod Z H H Z U U H H H H H �ZZat�z H H O H CZ7 4 Q P" H [Q U) U] W W A Ar�rCA W U Ux h COV) �C r� U(7 V WrUa�;rCz�q -iH44 ■' xALLHzP mxx w wrzaH3w 1 EOO 3 [40 a) ro w Legend Runoff Combined Channel Reach i Pond Route Proj. file: 102FTTAL.GPW I OF file: FTCOLINS.IDF 1 2 hydrographs 104-07-1999 j�. 1- Rational -10 Yr - Op = 127.08 cfe 15 10 Q� 50 Out 0 0.0 0.5 1.0 1.5 2.0 Time (hrs) Hydrograph Re ort P ftge , Hyd. No. 1 Entire Basin Hydrograph type = Rational Peak discharge = 127.09 cfs Storm frequency = 10 yrs Time interval = 1 min Drainage area = 65.23 ac Runoff coeff. = .85 Intensity = 2.29 in/hr Time of conc. (Tc) = 36 min I-D-F Curve = FTCOLINS.IDF Reced. limb factor = 1.67 Trial Vdume = 366,475 cuk, 8.41 acft Hydrograph Discharge Table Time -- Outflow Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) (hrs cfs) 0.02 3.53 0.55 116.50 1.08 65.66 0.03 7.06 0.57 120.03 1.10 63.54 0.05 10.59 0.58 123.56 1.12 61.43 0.07 14.12 0.60 127.09 << 1.13 59.31 0.08 17.65 0.62 124.97 1.15 57.19 0.10 21.18 0.63 122.85 1.17 55.07 0.12 24.71 0.65 120.73 1.18 52.95 0.13 28.24 0.67 118.62 1.20 50.84 0.15 31.77 0.68 116.50 1.22 48.72 0.17 35.30 0.70 114.38 1.23 46.60 0.18 38.83 0.72 112.26 1.25 44.48 0.20 42.36 0.73 110.14 1.27 42.36 0.22 45.89 0.75 108.03 1.28 40.24 0.23 49.42 0.77 105.91 1.30 38.13 ' 0.25 52.95 0.78 103.79 1.32 36.01 0.27 56.48 0.80 101.67 1.33 33.89 0.28 60.01 0.82 99.55 1.35 31.77 0.30 63.54 0.83 97.44 1.37 29.65 0.32 67.07 0.85 95.32 1.38 27.54 0.33 70.61 0.87 93.20 1.40 25.42 0.35 74.14 0.88 91.08 1.42 23.30 0.37 77.67 0.90 88.96 1.43 21.18 0.38 81.20 0.92 86.84 1.45 19.06 0.40 84.73 0.93 84.73 1.47 16.95 0.42 88.26 0.95 82.61 1.48 14.83 0.43 91.79 0.97 80.49 1.50 12.71 0.45 95.32 0.98 78.37 1.52 10.59 0.47 98.85 1.00 76.25 1.53 8.47 0.48 102.38 1.02 74.14 1.55 6.35 0.50 105.91 1.03 72.02 1.57 4.24 0.52 109.44 1.05 69.90 1.58 2.12 0.53 112.97 1.07 67.78 End i i, i 2 - Reservoir -10 Yr - Op = 54.32 cfs 15 1 QIn � out 0 1 2 3 5 Time (hrs) 0 5 0 4 Hydrograph Report tee, Hyd. No. 2 Route 10-Yr Hydrograph type = Reservoir Peak discharge = 54.33 cfs Storm frequency = 10 yrs Time interval = 1 min Inflow hyd. No. = 1 Reservoir name = Tract A Max. Elevation = 4893.24 ft Max. Storage = 4.62 acft St«age [Micetim memod used. Tcfel Volume = 364,677 ctA 8.37 eaft Hydrograph Discharge Table Time Inflow Elevation CuIv. A CuIv. B CuIv. C Weir A Weir B Weir C Outflow 1 (hrs) WWI (ft) (S) (Cfe) (S) We) (cfs) (S) (S) 0.10 21.18 4890.59 0.00 0.05 0.09 -- - - 0.14 0,12 24,71 4890.63 0.01 0.09 0,17 0.28 0.13 28.24 4890.68 0.06 0.17 - - - 0.27 0.50 0.15 31.77 4890.73 0.16 0.32 0.41 0.88 0.17 35.30 4890.79 0.28 0.50 0.62 - - - 1.40 0.18 38.83 4890.85 0.46 0.75 0.91 2.12 0.20 42.36 4890.92 0.73 1.02 - - - 1.24 2.99 0.22 45.89 4891.00 1.00 1.46 1.67 - - - 4.14 0.23 49.42 4891.03 1.20 1.66 1.94 - - - 4.79 0.25 52.95 4891.07 1.40 1.84 2.21 5.44 0.27 56.48 4891.11 1.63 2.07 - - - 2.47 6.18 0.28 60.01 4891.16 1.91 2.39 2.73 - - - 7.04 0.30 63.54 4891.20 2.22 2.73 3.02 - - 7.96 -0.32 67.07 4891.25 2.59 3.14 -- 3.44 9.16 0.33 70.61 4891.30 2.97 3.56 3.88 - - - 10.41 0.35 74.14 4891.35 3.43 3.93 4.26 --- - -- 11.62 0.37 77.67 4891.41 3.90 4.32 4.67 12.89 0.38 81.20 4891.46 4.30 4.89 - - - 5.21 14.40 0.40 84.73 4891.52 4.77 5.48 5.74 --- - --- 16.00 0.42 0.43 88.26 91.79 4891.58 4891.64 5.39 5.94 6.12 6.62 6.26 - - - 6.68- 17.78 19.25 0.45 95.32 4891.70 6.46 7.01 - -- 7.04 20.51 0.47 98.85 4891.76 7.18 7.56 7.56 - - - 22.29 0.48 102.38 4891.83 7.92 8.03 8.07 24.02 0.50 105.91 4891.89 8.68 8.39 - - - 8.56 25.64 0.52 109.44 4891.96 9.29 8.88 8.88 - - - 27.05 0,53 112.97 4892.03 9.82 9.33 9.24 - - - 28.39 0.55 116.50 4892.09 10.28 9.71 9.68 29.67 0.57 120.03 4892.15 10.70 10.10 - - - 9.98 30.78 0.58 123.56 4892.21 11.11 10.49 10.24 - - - 31.84 0.60 127.09 << 4892.27 11.54 10.71 10.48 32.73 0.62 124.97 4892.34 11.88 10.93 10.65 - - - 33.45 0.63 122.85 4892.40 12.14 11.13 10.77 - - - 34.04 0.65 120.73 4892.46 12.28 11.13 10.81 - - - 34.22 0.67 118.62 4892.52 12.92 11.28 11.05 35.24 0.68 116.50 4892.58 14.51 11.70 - - 11.68 37.88 IContinues on next page... 1 Rage 10-Yr Hydrograph Discharge Table Page 2 Time Inflow Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Outflow (hB) WS) (ft) (S) (Cfs) (S) WS) (S) WS) WS) 0.70 114.38 4892.63 15.41 12.17 12.25 - - - 39.83 0.72 112.26 4892.68 15.78 12.69 12.76 - - - 41.24 0.73 110.14 4892.73 16.13 13.17 13.24 - - - 42.54 0.75 108.03 4892.77 16.45 13.60 13.67 -- - - 43.73 0.77 105.91 4892.82 16.75 14.01 14.08 - -- - 44.84 0.78 103.79 4892.86 17.03 14.38 14.45 - - - 45.85 0.80 101.67 4892.90 17.29 14.73 14.80 -- --- - 46.82 0.82 99.55 4892.93 17.53 15.04 15.11 - - - 47.68 0.83 97.44 4892.97 17.75 15.33 15.40 - - - 48.48 0.85 95.32 4893.00 17.96 15.61 15.67 -- - - 49.24 0.87 93.20 4893.03 18.12 15.80 15.87 -- --- -- 49.79 0.88 91.08 4893.05 18.26 15.99 16.05 - - - 50.30 0.90 88.96 4893.07 18.40 16.16 16.23 -- - - 50.79 0.92 86.84 4893.09 18.53 16.32 16.39 - - - 51.24 0.93 84.73 4893.11 18.64 16.47 16.53 - - - 51.65 0.95 82.61 4893.13 18.75 16.61 16.67 - --- -- 52.03 0.97 80.49 4893.14 18.85 16.73 16.79 - - - 52.37 0.98 78.37 4893.16 18.94 16.85 16.91 - - - 52.69 1.00 76.25 4893.17 19.02 16.95 17.01 - - - 52.98 1.02 74.14 4893.18 19.09 17.04 17.10 - - - 53.23 1.03 72.02 4893.19 19.16 17.12 17.18 - - - 53.47 1.05 69.90 4893.20 19.22 17.19 17.25 --- - -- 53.67 1.07 67.78 4893.21 19.26 17.25 17.31 - - - 53.84 1.08 65.66 4893.22 19.31 17.31 17.37 -- - - 53.98 1.10 63.54 4893.23 19.34 17.35 17.41 - - - 54.10 1.12 61.43 4893.23 19.37 17.38 17.44 - - - 54.20 1.13 59.31 4893.23 19.39 17.41 17.47 - - - 54.26 1.15 57.19 4893.24 19.40 17.43 17.49 -- -- -- 54.31 1.17 55.07 4893.24 << 19.41 17.43 17.49 - - - 54.33 << 1.18 52.95 4893.24 19.41 17.43 17.49 - - - 54.33 1.20 50.84 4893.24 19.40 17.42 17.48 - - - 54.30 1.22 48.72 4893.23 19.38 17.40 17.46 -- - - 54.25 1.23 46.60 4893.23 19.36 17.38 17.44 - -- - 54.17 1.25 44.48 4893.22 19.33 17.34 17.40 --- - - 54.08 1.27 42.36 4893.22 19.30 17.30 17.36 - - - 53.96 1.28 40.24 4893.21 19.26 17.25 17.31 - - - 53.82 1.30 38.13 4893.20 19.21 17.19 17.25 -- --- - 53.65 1.32 36.01 4893.19 19.16 17.12 17.18 - - - 53.46 1.33 33.89 4893.18 19.10 17.04 17.10 - - - 53.24 1.35 31.77 4893.17 19.03 16.96 17.02 - -- - 53.01 1.37 29.65 4893.16 18.95 16.86 16.92 - - - 52.75 1.38 27.54 4893.15 18.87 16.76 16.82 - - - 52.46 1.40 25.42 4893.13 18.79 16.66 16.72 - - - 52.16 1.42 23.30 4893.12 18.70 16.54 16.60 - - - 51.84 1.43 21.18 4893.10 18.60 16.42 16.48 - - - 51.49 1.45 19.06 4893.08 18.49 16.28 16.34 -- - - 51.11 1.47 16.95 4893.07 18.38 16.13 16.19 - - - 50.71 1.48 14.83 4893.05 18.26 15.98 16.04 - - - 50.28 1.50 12.71 4893.03 18.13 15.82 15.88 - - - 49.84 Continues on next page... Rare 10-vr Hydrograph Discharge Table Page 3 Time Inflow Elevation Culv. A Culy. B Culy. C Weir A Weir B Weir C Outflow (hm) (Ch;) (ft) (Cfs) (Ch3) (S1 (S) (S) (S1 (S) 1.52 10.59 4893.01 18.00 15.65 15.71 - - - 49.37 1.53 8.47 4892.98 17.84 15.44 15.50 - -- - 48.78 1.55 6.35 4892.95 17.65 15.20 15.27 - - - 48.12 1.57 4.24 4892.92 17.47 14.96 15.02 - ---- --- 47.44 1.58 2.12 4892.89 17.27 14.70 14.77 - - - 46.73 1.60 0.00 4892.86 17.05 14.42 14.48 - -- -- 45.96 1.62 0.00 4892.83 16.84 14.14 14.20 - - - 45.18 1.63 0.00 4892.80 16.63 13.86 13.92 - - -- 44.42 1.65 0.00 4892.77 16.42 13.57 13.64 - - - 43.62 1.67 0.00 4892.74 16.21 13.28 13.35 -- ----- -- 42.84 1.68 0.00 4892.71 16.00 13.00 13.07 - - - 42.07 1.70 0.00 4892.68 15.79 12.71 12.78 - -- -- 41.28 1.72 0.00 4892.65 15.59 12.41 12.49 - - - 40.49 1.73 0.00 4892.62 15.38 12.13 12.20 - - - 39.71 1.75 0.00 4892.60 15.11 11.85 11.92 - - - 38.89 1.77 0.00 4892.57 14.36 11.66 11.62 - ----- --- 37.64 1.78 0.00 4892.55 13.64 11.47 11.33 - - - 36.44 1.80 0.00 4892.52 12.93 11.29 11.05 - -- -- 35.27 1.82 0.00 4892.50 12.36 11.14 10.83 - - - 34.32 1.83 0.00 4892.47 12.30 11.14 10.81 - - --- 34.25 1.85 0.00 4892.45 12.25 11.13 10.80 - - - 34.18 1.87 0.00 4892.43 12.20 11.13 10.79 ----- -- -- 34.11 1.88 0.00 4892.40 12.15 11.13 10.77 - - - 34.05 1.90 0.00 4892.38 12.05 11.06 10.73 - - - 33.83 1.92 0.00 4892.35 11.95 10.98 10.68 - - - 33.61 1.93 0.00 4892.33 11.85 10.91 10.64 - - - 33.40 1.95 0.00 4892.31 11.75 10.83 10.59 - - - 33.18 1.97 0.00 4892.29 11.62 10.76 10.52 --- - --- 32.90 1.98 0.00 4892.26 11.47 10.68 10.44 - - - 32.58 2.00 0.00 4892.24 11.32 10.60 10.35 - - - 32.27 2.02 0.00 4892.22 11.17 10.52 10.27 - - - 31.96 2.03 0.00 4892.20 11.02 10.43 10.19 - - - 31.64 2.05 0.00 4892.17 10.88 10.29 10.10 - - - 31.27 2.07 0.00 4892.15 10.74 10.15 10.01 - -- --- 30.90 2.08 0.00 4892.13 10.60 10.01 9.92 - - - 30.53 2.10 0.00 4892.11 10.46 9.87 9.83 - - - 30.16 2.12 0.00 4892.09 10.32 9.74 9.71 - - -- 29.76 2.13 0.00 4892.07 10.16 9.61 9.56 - - - 29.32 2.15 0.00 4892.05 10.00 9.48 9.41 - - - 28.89 2.17 0.00 4892.03 9.84 9.35 9.27 -- - -- 28.46 2.18 0.00 4892.01 9.69 9.23 9.12 - - - 28.04 2.20 0.00 4891.99 9.52 9.08 9.00 - - - 27.60 2.22 0.00 4891.97 9.32 8.91 8.90 - - - 27.13 2.23 0.00 4891.94 9.13 8.75 8.80 - - - 26.68 2.25 0.00 4891.92 8.94 8.58 8.70 - - - 26.23 2.27 0.00 4891.90 8.75 8.43 8.60 - - -- 25.78 2.28 0.00 4891.88 8.50 8.31 8.44 - - - 25.26 2.30 0.00 4891.86 8.26 8.20 8.29 - - - 24.75 2.32 0.00 4891.84 8.03 8.09 8.14 - - - 24.25 Confines on next page... I I I L Route 1QYr Hydrograph Discharge Table Page 4 Time Inflow Elevation Culv. A Culy. B Culy. C Weir A Weir B Weir C Outflow (hrs) (ifs) (ft) (Sl (Cfe) (ifs) (S) (S) (S) WS) 2.33 0.00 4891.82 7.80 7.98 7.99 - - -- 23.76 2.35 0.00 4891.80 7.57 7.85 7.84 - - - 23.26 2.37 0.00 4891.78 7.35 7.69 7.68 - -- - 22.71 2.38 0.00 4891.76 7.13 7.52 7.53 - - - 22.18 2.40 0.00 4891.74 6.92 7.36 7.37 - - - 21.66 2.42 0.00 4891.72 6.72 7.21 7.23 - - - 21.15 2.43 0.00 4891.70 6.52 7.05 7.08 - - - 20.66 2.45 0.00 4891.69 6.36 6.94 6.98 - - - 20.28 2.47 0.00 4891.67 6.22 6.83 6.88 - - - 19.93 2.48 0.00 4891.65 6.08 6.72 6.78 - - - 19.59 2.50 0.00 4891.64 5.95 6.62 6.69 - - - 19.26 2.52 0.00 4891.62 5.82 6.52 6.60 - - - 18.93 2.53 0.00 4891.61 5.69 6.42 6.51 - - - 18.61 2.55 0.00 4891.59 5.53 6.27 6.38 - - - 18.19 2.57 0.00 4891.57 5.37 6.11 6.25 - - - 17.73 2.58 0.00 4891.56 5.22 5.95 6.12 --- --- -- 17.29 2.60 0.00 4891.55 5.07 5.79 5.99 - - - 16.85 2.62 0.00 4891.53 4.92 5.64 5.87 - - - 16.43 2.63 0.00 4891.52 4.78 5.49 5.75 - - - 16.01 2.65 0.00 4891.50 4.64 5.34 5.63 - - - 15.61 2.67 0.00 4891.49 4.53 5.21 5.51 - - - 15.24 2.68 0.00 4891.48 4.44 5.08 5.38 - - - 14.90 2.70 0.00 4891.47 4.35 4.95 5.26 - - - 14.56 2.72 0.00 4891.45 4.26 4.82 5.14 - - - 14.23 2.73 0.00 4891.44 4.17 4.70 5.03 - - - 13.91 2.75 0.00 4891.43 4.09 4.58 4.92 - - - 13.59 2.77 0.00 4891.42 4.00 4.47 4.81 - - - 13.28 2.78 0.00 4891.41 3.92 4.36 4.70 - - -- 12.98 2.80 0.00 4891.40 3.84 4.25 4.60 - - - 12.70 2.82 0.00 4891.39 3.75 4.18 4.53 - - - 12.45 2.83 0.00 4891.38 3.66 4.11 4.45 --- - -- 12.21 2.85 0.00 4891.37 3.56 4.03 4.37 - - - 11.97 2.87 0.00 4891.36 3.47 3.96 4.30 ---- --- -- 11.74 2.88 0.00 4891.35 3.39 3.89 4.23 - - - 11.51 2.90 0.00 4891.34 3.30 3.83 4.16 - - - 11.28 2.92 0.00 4891.33 3.22 3.76 4.09 - - - 11.07 2.93 0.00 4891.32 3.14 3.69 4.02 - -- -- 10.85 2.95 0.00 4891.31 3.06 3.63 3.95 - - - 10.64 2.97 0.00 4891.30 2.98 3.57 3.89 - - - 10.43 2.98 0.00 4891.29 2.91 3.49 3.81 - - - 10.22 3.00 0.00 4891.28 2.84 3.42 3.74 - - - 10.00 3.02 0.00 4891.28 2.78 3.35 3.67 - - - 9.79 3.03 0.00 4891.27 2.72 3.28 3.59 - - - 9.59 3.05 0.00 4891.26 2.66 3.21 3.52 - - - 9.38 3.07 0.00 4891.25 2.59 3.15 3.45 - - - 9.19 3.08 0.00 4891.24 2.53 3.08 3.38 -- -- - 9.00 3.10 0.00 4891.24 2.48 3.02 3.32 - - - 8.81 3.12 0.00 4891.23 2.42 2.95 3.25 - - - 8.62 3.13 0.00 4891.22 2.36 2.89 3.19 - - - 8.44 Continues on next page... Route 10-Yr Hydrograph Discharge Table Page 5 Time Inflow Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Outflow (hm) (S) (ft) (S) (da) WS) WS) We) (cam) (Cla) 3.15 0.00 4891.22 2.31 2.83 3.12 - - - 8.26 3.17 0.00 4891.21 2.26 2.77 3.06 - - - 8.09 3.18 0.00 4891.20 2.20 2.72 3.00 - - -- 7.92 3.20 0.00 4891.19 2.16 2.66 2.96 -- - - 7.78 3.22 0.00 4891.19 2.12 2.62 2.92 - - - 7.65 3.23 0.00 4891.18 2.08 2.57 2.88 - - - 7.53 3.25 0.00 4891.18 2.03 2.52 2.84 - - - 7.40 3.27 0.00 4891.17 1.99 2.48 2.81 - - - 7.28 3.28 0.00 4891.16 1.95 2.43 2.77 - - - 7.16 3.30 0.00 4891.16 1.92 2.39 2.74 --- - -- 7.04 3.32 0.00 4891.15 1.88 2.35 2.70 - - - 6.93 3.33 0.00 4891.15 1.84 2.30 2.67 - - - 6.81 3.35 0.00 4891.14 1.80 2.26 2.63 -- - -- 6.70 3.37 0.00 4891.13 1.77 2.22 Z60 - - - 6.59 3.38 0.00 4891.13 1.73 2.18 2.57 -- -- -- 6.48 3.40 0.00 4891.12 1.70 2.14 2.54 - - -- 6.37 3.42 0.00 4891.12 1.66 2.10 2.50 - - - 6.27 3.43 0.00 4891.11 1.63 2.06 2.47 - - - 6.16 3.45 0.00 4891.11 1.59 2.02 2.44 - - - 6.06 3.47 0.00 4891.10 1.56 1.99 2.41 - -- - 5.96 3.48 0.00 4891.10 1.53 1.96 2.38 - - - 5.87 3.50 0.00 4891.09 1.51 1.93 2.35 -- - - 5.79 3.52 0.00 4891.09 1.48 1.91 2.31 - - - 5.71 3.53 0.00 4891.08 1.45 1.89 2.28 - - - 5.63 3.55 0.00 4891.08 1.43 1.87 2.25 -- - - 5.55 3.57 0.00 4891.07 1.41 1.85 2.22 - - - 5.47 3.58 0.00 4891.07 1.38 1.82 2.19 - - - 5.39 3.60 0.00 4891.07 1.36 1.80 2.16 ---- -- --- 5.32 3.62 0.00 4891.06 1.33 1.78 2.12 - - - 5.24 3.63 0.00 4891.06 1.31 1.76 2.10 -- - - 5.17 3.65 0.00 4891.05 1.29 1.74 2.06 -- - - 5.10 3.67 0.00 4891.05 1.27 1.72 2.03 - - - 5.02 3.68 0.00 4891.04 1.25 1.70 2.00 - -- - 4.95 3.70 0.00 4891.04 1.23 1.68 1.98 - - - 4.88 3.72 0.00 4891.04 1.20 1.66 1.95 -- - - 4.82 3.73 0.00 4891.03 1.18 1.64 1.92 - - - 4.75 3.75 0.00 4891.03 1.16 1.62 1.89 - - - 4.68 3.77 0.00 4891.02 1.14 1.61 1.87 - - - 4.62 3.78 0.00 4891.02 1.12 1.59 1.84 - - - 4.55 3.80 0.00 4891.02 1.10 1.57 1.82 ---- - - 4.49 3.82 0.00 4891.01 1.08 1.55 1.79 - - - 4.42 3.83 0.00 4891.01 1.06 1.53 1.76 - - - 4.36 3.85 0.00 4891.00 1.04 1.52 1.74 - - - 4.30 3.87 0.00 4891.00 1.02 1.50 1.71 - - - 4.24 3.88 0.00 4891.00 1.00 1.46 1.67 - - - 4.14 3.90 0.00 4890.99 0.98 1.42 1.62 - - - 4.01 3.92 0.00 4890.98 0.95 1.37 1.57 - - - 3.89 3.93 0.00 4890.97 0.93 1.32 1.52 - - - 3.78 3.95 0.00 4890.97 0.91 1.28 1.47 - - - 3.66 Continues on next page... r 1 i [I 1 Route 1t}Yr Hydrograph Discharge Table Page 6 Time Inflow Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Outflow (hrs) (cam) (n) (cam) (cal (cam) (cfs) (S) (cam) (efs) 3.97 0.00 4890.96 0.89 1.24 1.43 - - - 3.55 3.98 0.00 4890.95 0.87 1.20 1.38 - - - 3.45 4.00 0.00 4890.95 0.85 1.16 1.34 - - - 3.35 4.02 0.00 4890.94 0.82 1.13 1.32 ---- --- --- 3.26 4.03 0.00 4890.93 0.80 1.09 1.29 - - - 3.18 4.05 0.00 4890.93 0.77 1.06 1.27 - - - 3.10 4.07 0.00 4890.92 0.75 1.03 1.25 - - - 3.03 4.08 0.00 4890.92 0.72 1.00 1.23 - - - 2.95 4.10 0.00 4890.91 0.70 0.97 1.21 - - - 2.88 4.12 0.00 4890.91 0.67 0.94 1.19 - -- - 2.81 4.13 0.00 4890.90 0.65 0.92 1.17 - - - 2.74 4.15 0.00 4890.90 0.63 0.89 1.15 - - -- 2.68 4.17 0.00 4890.89 0.61 0.87 1.14 - - - 2.61 4.18 0.00 4890.89 0.59 0.85 1.11 - - - 2.56 4.20 0.00 4890.88 0.58 0.84 1.09 - - - 2.50 4.22 0.00 4890.88 0.56 0.83 1.06 ----- ---- --- 2.45 4.23 0.00 4890.88 0.54 0.81 1.04 - - - 2.40 4.25 0.00 4890.87 0.53 0.80 1.01 - - - 2.34 4.27 0.00 4890.87 0.51 0.79 0.99 - - - 2.29 4.28 0.00 4890.86 0.50 0.78 0.97 - -- - 2.25 4.30 0.00 4890.86 0.49 0.77 0.95 - - - 2.20 4.32 0.00 4890.86 0.47 0.75 0.93 - - - 2.15 4.33 0.00 4890.85 0.46 0.74 0.91 - - - 2.10 4.35 0.00 4890.85 0.44 0.73. 0.88 - - - 2.06 4.37 0.00 4890.84 0.43 0.72 0.87 - -- ---- 2.02 4.38 0.00 4890.84 0.42 0.71 0.85 - - - 1.97 4.40 0.00 4890.84 0.41 0.69 0.83 - - - 1.93 4.42 0.00 4890.83 0.40 0.68 0.81 --- --- ---- 1.90 4.43 0.00 4890.83 0.39 0.67 0.80 - - - 1.86 4.45 0.00 4890.83 0.38 0.65 0.79 - - - 1.82 4.47 0.00 4890.82 0.37 0.64 0.77 -- - -- 1.78 4.48 0.00 4890.82 0.36 0.63 0.76 - - - 1.75 4.50 0.00 4890.82 0.35 0.62 0.74 - - -- 1.71 4.52 0.00 4890.81 0.34 0.60 0.73 - - - 1.68 4.53 0.00 4890.81 0.34 0.59 0.71 - - - 1.64 4.55 0.00 4890.81 0.33 0.58 0.70 - - - 1.61 4.57 0.00 4890.81 0.32 0.57 0.69 -- --- -- 1.58 4.58 0.00 4890.80 0.31 0.56 0.68 - - - 1.55 4.60 0.00 4890.80 0.30 0.54 0.66 - - - 1.51 4.62 0.00 4890.80 0.30 0.54 0.65 --- - - 1.48 4.63 0.00 4890.79 0.29 0.52 0.64 - - - 1.45 4.65 0.00 4890.79 0.28 0.51 0.63 - - - 1.42 4.67 0.00 4890.79 0.28 0.50 0.62 - - - 1.40 4.68 0.00 4890.79 0.27 0.50 0.61 - - - 1.37 4.70 0.00 4890.79 0.27 0.49 0.60 - - - 1.35 4.72 0.00 4890.78 0.26 0.48 0.59 - - - 1.33 4.73 0.00 4890.78 0.25 0.47 0.58 - - - 1.31 4.75 0.00 4890.78 0.25 0.47 0.57 - - - 1.29 4.77 0.00 4890.78 0.25 0.46 0.57 - - - 1.27 Continues on next page... Routs 10-Yr Page 7 Hydrograph Discharge Table f Time Inflow Elevation Culy. A Culv. B Culy. C Weir A Weir B Weir C Outflow (hm) (S) (ft) (S) (S) (CIFS) (S) (S) We) (S) 4.78 0.00 4890.77 0.24 0.45 0.56 -� -_ - 1.25 4.80 0.00 4890.77 0.24 0.44 0.55 1.23 4.82 0.00 4890.77 0.23 0.44 0.54 - - - 1.21 4.83 0.00 4890.77 0.23 0.43 0.53 -� -� -� 1.1 4.85 0.00 4890.77 0.22 0.42 0.53 1.17 4.87 0.00 4890.76 0.22 0.42 0.52 1.15 4.88 0.00 4890.76 0.21 0.41 0.51 - - --- 1.13 4.90 0.00 4890.76 0.21 0.40 0.50 1.12 ' 4.92 0.00 4890.76 0.21 0.40 _ _ _ 0.50 1.10 4.93 0.00 4890.75 0.20 0.39 0.49 --- - - 1.08 4.95 0.00 4890.75 0.20 0.38 0.48 - - - 1.06 4.97 0.00 4890.75 0.19 0.38 0.47 1.05 4.98 0.00 4890.75 0.19 0.37 - - - 0.47 1.03 5.00 0.00 4890.75 0.19 0.37 0.46 - - - 1.01 5.0 0.00 4890.7 0.18 0.36 0.45 1.00 5.03 0.00 4890.744 0.18 0.36 - - - 0.45 0.9898 5.05 0.00 4890.74 0.17 0.35 0.44 0.97 5.07 0.00 4890.74 0.17 0.34 0.43 - - - 0.95 5.08 0.00 4890.74 0.17 0.34 0.43 - 0.94 ' 5.10 0.00 4890.74 0.16 0.33 - - 0.42 0.92 5.12 0.00 4890.74 0.16 0.33 0.42 - - - 0.91 5.13 0.00 4890.73 0.16 0.32 0.42 0.90 5.15 0.00 4890.73 0.16 0.32 - - - 0.41 0.88 5.17 0.00 4890.73 0.15 0.31 0.41 0.87 5.18 0.00 4890.73 0.15 0.31 0.40 - - - 0.86 5.20 0.00 4890.73 0.15 0.30 0.40 0.85 5.22 0.00 4890.73 0.14 0.30 _ _ _ 0.39 0.84 5.23 0.00 4890.72 0.14 0.29 0.39 - - - 0.82 .2 0.00 4890.72 0.14 0.29 0.38 0.81 ' 5.27 0.00 4890.72 0.14 0.29 - - 0.38 0.80 5.28 0.00 4890.72 0.13 0.28 0.38 - 0.79 5.30 0.00 4890,72 0.13 0.28 0.37 - - - 0.78 5.32 0.00 4890.72 0.13 0.27 0.37 - - 0.77 5.33 0.00 4890.72 0.13 0.27 - 0.36 0.76 5.35 0.00 4890.71 0.12 0.26 0.36 - - - 0.75 5.37 0.00 4890.71 0.12 0.26 0.36 - - - 0.74 5.38 0.00 4890.71 0.12 0.26 0.35 - 0.73 5.40 0.00 4890.71 0.12 0.25 _ - 0.35 0.72 5.42 0.00 4890.71 0.11 0.25 0.35 - - - 0.71 5.43 0.00 4890.71 0.11 0.24 0.34 0.70 5.45 0.00 4890.71 0.11 0.24 0.34 _ =- 69 0.69 5.47 0.00 4890.71 0.11 0.24 0.34 -- 0.68 5.48 0.00 4890.70 0.10 0.23 0.33 - - -- 0.67 5.50 0.00 4890.70 0.10 0.23 0.33 0.66 5.52 0.00 4890.70 0.10 0.23 _ _ _ 0.33 0.65 5.53 0.00 4890.70 0.10 0.22 0.32 - -- -- 0.64 5.55 0.00 4890.70 0. 0.22 0.32 0.63 ' 5.57 0.00 4890.70 0.09 09 0.22 - - - 0.32 0.62 5.58 0.00 4890.70 0.09 0.21 0.31 0.61 I Continues on next page... ' Route 10-Yr L h I 11 I k 11 I [1 Hydrograph Discharge Table Page 8 Time Inflow Elevation Culy. A Culy. B Culv. C Weir A Weir B Weir C Outflow (hrs) (S) (ft) (S) (S) (oft♦) (S) (oft) (eft;) (Cfe) 5.60 0.00 4890.70 0.09 0.21 0.31 - - -- 0.61 5.62 0.00 4890.70 0.09 0.20 0.31 - - - 0.60 5.63 0.00 4890.69 0.09 0.20 0.30 - - - 0.59 5.65 0.00 4890.69 0.08 0.20 0.30 --- --- ---- 0.58 5.67 0.00 4890.69 0.08 0.20 0.30 - - - 0.57 5.68 0.00 4890.69 0.08 0.19 0.29 - - - 0.57 5.70 0.00 4890.69 0.08 0.19 0.29 - - - 0.56 5.72 0.00 4890.69 0.08 0.18 0.29 - -- - 0.55 5.73 0.00 4890.69 0.07 0.18 0.29 - - - 0.54 5.75 0.00 4890.69 0.07 0.18 0.28 --- -- ---- 0.53 5.77 0.00 4890.69 0.07 0.18 0.28 - - - 0.53 5.78 0.00 4890.69 0.07 0.18 0.28 - - - 0.52 5.80 0.00 4890.69 0.07 0.17 0.28 - - - 0.52 5.82 0.00 4890.68 0.07 0.17 0.27 -- -- - 0.51 5.83 0.00 4890.68 0.07 0.17 0.27 - - - 0.51 5.85 0.00 4890.68 0.07 0.17 0.27 - --- - 0.51 5.87 0.00 4890.68 0.06 0.17 0.27 - - - 0.50 5.88 0.00 4890.68 0.06 0.17 0.27 - - - 0.50 5.90 0.00 4890.68 0.06 0.17 0.27 - - - 0.49 5.92 0.00 4890.68 0.06 0.16 0.26 - - - 0.49 5.93 0.00 4890.68 0.06 0.16 0.26 - - - 0.48 5.95 0.00 4890.68 0.06 0.16 0.26 -- - - 0.48 5.97 0.00 4890.68 0.06 0.16 0.26 - - - 0.48 5.98 0.00 4890.68 0.06 0.16 0.26 - - - 0.47 6.00 0.00 4890.67 0.06 0.16 0.25 - - - 0.47 6.02 0.00 4890.67 0.06 0.16 0.25 - - - 0.46 6.03 0.00 4890.67 0.06 0.16 0.25 - - - 0.46 6.05 0.00 4890.67 0.05 0.15 0.25 - - - 0.46 6.07 0.00 4890.67 0.05 0.15 0.25 - - - 0.45 6.08 0.00 4890.67 0.05 0.15 0.25 - - - 0.45 6.10 0.00 4890.67 0.05 0.15 0.24 -- -- --- 0.45 6.12 0.00 4890.67 0.05 0.15 0.24 - - -- 0.44 6.13 0.00 4890.67 0.05 0.15 0.24 - - - 0.44 6.15 0.00 4890.67 0.05 0.15 0.24 - - - 0.43 6.17 0.00 4890.67 0.05 0.15 0.24 - - - 0.43 6.18 0.00 4890.67 0.05 0.14 0.24 - - - 0.43 6.20 0.00 4890.67 0.05 0.14 0.23 - --- - 0.42 6.22 0.00 4890.66 0.05 0.14 0.23 - - - 0.42 6.23 0.00 4890.66 0.05 0.14 0.23 - - - 0.42 6.25 0.00 4890.66 0.04 0.14 0.23 - - - 0.41 6.27 0.00 4890.66 0.04 0.14 0.23 - - - 0.41 6.28 0.00 4890.66 0.04 0.14 0.23 - - - 0.41 6.30 0.00 4890.66 0.04 0.14 0.22 - - - 0.40 6.32 0.00 4890.66 0.04 0.13 0.22 - - - 0.40 6.33 0.00 4890.66 0.04 0.13 0.22 - - - 0.40 6.35 0.00 4890.66 0.04 0.13 0.22 - - - 0.39 6.37 0.00 4890.66 0.04 0.13 0.22 - - - 0.39 6.38 0.00 4890.66 0.04 0.13 0.22 - - - 0.39 6.40 0.00 4890.66 0.04 0.13 0.22 - - - 0.38 Continues on next page... L 11 Route 10-Yr Hydrograph Discharge Table Page 9 Time Inflow Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Outflow (hm) (S) (ft) (S) (CfS) (S) (e) (S) (S) (off) 6.42 0.00 4890.66 0.04 0.13 0.21 -- - - 0.38 6.43 0.00 4890.65 0.04 0.13 0.21 -- - - 0.38 6.45 0.00 4890.65 0.04 0.13 0.21 - - - 0.37 6.47 0.00 4890.65 0.03 0.13 0.21 -- -- - 0.37 6.48 0.00 4890.65 0.03 0.12 0.21 - - - 0.37 6.50 0.00 4890.65 0.03 0.12 0.21 - - - 0.36 6.52 0.00 4890.65 0.03 0.12 0.20 - - - 0.36 6.53 0.00 4890.65 0.03 0.12 0.20 - - - 0.36 6.55 0.00 4890.65 0.03 0.12 0.20 - - - 0.35 6.57 0.00 4890.65 0.03 0.12 0.20 - -- -- 0.35 6.58 0.00 4890.65 0.03 0.12 0.20 - - - 0.35 6.60 0.00 4890.65 0.03 0.12 0.20 - - - 0.35 6.62 0.00 4890.65 0.03 0.12 0.20 - - - 0.34 6.63 0.00 4890.65 0.03 0.12 0.20 - - - 0.34 6.65 0.00 4890.65 0.03 0.11 0.19 - - - 0.34 6.67 0.00 4890.65 0.03 0.11 0.19 ---- ---- ---- 0.33 6.68 0.00 4890.65 0.03 0.11 0.19 - - - 0.33 6.70 0.00 4890.65 0.03 0.11 0.19 - - - 0.33 6.72 0.00 4890.64 0.02 0.11 0.19 - - - 033 6.73 0.00 4890.64 0.02 0.11 0.19 - - - 0.32 6.75 0.00 4890.64 0.02 0.11 0.19 - - - 0.32 6.77 0.00 4890.64 0.02 0.11 0.19 -- -- --- 0.32 6.78 0.00 4890.64 0.02 0.11 0.19 - - - 0.31 6.80 0.00 4890.64 0.02 0.11 0.18 - - - 0.31 6.82 0.00 4890.64 0.02 0.11 0.18 - - - 0.31 6.83 0.00 4890.64 0.02 0.10 0.18 - - - 0.31 - 6.85 0.00 4890.64 0.02 0.10 0.18 - - - 0.30 6.87 0.00 4890.64 0.02 0.10 0.18 -- --- - 0.30 6.88 0.00 4890.64 0.02 0.10 0.18 -- ----- - 0.30 6.90 0.00 4890.64 0.02 0.10 0.18 - - - 0.30 6.92 0.00 4890.64 0.02 0.10 0.18 -- - - 0.29 6.93 0.00 4890.64 0.02 0.10 0.17 - - - 0.29 6.95 0.00 4890.64 0.02 0.10 0.17 - - - 0.29 6.97 0.00 4890.64 0.02 0.10 0.17 -- - -- 0.29 6.98 0.00 4890.64 0.02 0.10 0.17 - - - 0.28 7.00 0.00 4890.64 0.01 0.10 0.17 - - - 0.28 7.02 0.00 4890.63 0.01 0.10 0.17 --- -- ----- 0.28 7.03 0.00 4890.63 0.01 0.10 0.17 - - - 0.28 7.05 0.00 4890.63 0.01 0.10 0.17 - - - 0.28 7.07 0.00 4890.63 0.01 0.09 0.17 - - - 0.28 7.08 0.00 4890.63 0.01 0.09 0.17 - - - 0.27 7.10 0.00 4890.63 0.01 0.09 0.17 - - - 0.27 7.12 0.00 4890.63 0.01 0.09 0.16 -- - - 0.27 7.13 0.00 4890.63 0.01 0.09 0.16 - - - 0.27 7.15 0.00 4890.63 0.01 0.09 0.16 - - - 0.27 7.17 0.00 4890.63 0.01 0.09 0.16 - - - 0.27 7.18 0.00 4890.63 0.01 0.09 0.16 - - - 0.26 7.20 0.00 4890.63 0.01 0.09 0.16 - - - 0.26 7.22 0.00 4890.63 0.01 0.09 0.16 - - - 0.26 Continues on next page... II ' Route 10-Yr IPage 10 Hydrograph Discharge Table ' Time Inflow Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Outflow (hm) (S) (ft) (S) (S) (CfS) (Cfs) (S) (Cft) (S) 7.23 0.00 4890.63 0.01 0.09 0.16 0.26 7.25 0.00 4890.63 0.01 0.09 __ _� - 0.16 0.26 7.27 0.00 4890.63 0.01 0.09 0.16 - -- - 0.26 ' 7.28 7.30 0.00 0.00 4890.63 4890.63 0.01 0.01 0.09 0.09 0.15 - - -- 0.15 0.25 0.25 7.32 0.00 4890.63 0.01 0.09 0.15 -- - - 0.25 7.33 0.00 4890.63 0.01 0.09 0.15 -- - - 0.25 7.35 0.00 4890.63 0.01 0.08 0.15 0.25 ' 7.37 0.00 4890.62 0.01 0.08 - - - 0.15 0.25 7.38 0.00 4890.62 0.01 0.08 0.15 -- - - 0.25 ' 7.4 7.42 0.00 0.00 4890.62 4890.62 0.01 0.01 0.08 0.08 0.15 - - - 0.15 0.24 0.24 7.43 0.00 4890.62 0.01 0.08 0.15 0.24 7.45 0.00 4890.62 0.01 0.08 0.15 - - - 0.24 7.47 0.00 4890.62 0.01 0.08 0.15 0.24 ' 7.48 0.00 4890.62 0.01 0.08 - - - 0.14 0.24 7.50 0.00 4890.62 0.01 0.08 0.14 - - - 0.24 7.52 0.00 4890.62 0.01 0.08 0.14 0.23 ' 7.53 0.00 4890.62 0.01 0.08 - - - 0.14 0.23 7.55 0.00 4890.62 0.01 0.08 0.14 0.23 7.57 0.00 4890.62 0.01 0.08 0.14 - - - 0.23 7.58 0.00 4890.62 0.01 0.08 0.14 0.23 7.60 0.00 4890.62 0.01 0.08 - - - 0.14 0.23 7.62 0.00 4890.62 0.01 0.08 0.14 - - - 0.23 7.63 0.00 4890.62 0.01 0.08 0.14 - - - 0.22 7.65 0.00 4890.62 0.01 0.08 0.14 0.22 7.67 0.00 4890.62 0.01 0.08 - - - 0.14 0.22 7.68 0.00 4890.62 0.01 0.07 0.14 --- - -- 0.22 7.70 7.72 0.00 0.00 4890.62 4890.62 0.01 0.01 0.07 0.07 0.13 - - -- 0.13 0.22 0.22 7.73 0.00 4890.62 0.01 0.07 0.13 -- -- --- 0.22 7.75 0.00 4890.62 0.01 0.07 0.13 -- - -- 0.21 7.77 0.00 4890.61 0.01 0.07 0.13 - 0.21 7.78 0.00 4890.61 0.01 0.07 - _ 0.13 0.21 7.80 0.00 4890.61 0.01 0.07 0.13 - - - 0.21 7.82 0.00 4890.61 0.01 0.07 0.13 0.21 ' 7.83 0.00 4890.61 0.01 0.07 0.13 -= 0.21 7.85 0.00 4890.61 0.01 0.07 '- - 0.13 0.21 7.87 0.00 4890.61 0.01 0.07 0.13 -- - - 0.21 7.88 0.00 4890.61 0.01 0.07 0.13 ---- 0.20 7.90 0.00 4890.61 0.01 0.07 - - 0.13 0.20 7.92 0.00 4890.61 0.01 0.07 0.13 - - - 0.20 7.93 0.00 4890.61 0.01 0.07 0.13 -- - - 0.20 7.95 0.00 4890.61 0.01 0.07 0.12 0.20 7.97 0.00 4890.61 0.01 0.07 - - - 0.12 0.20 7.98 0.00 4890.61 0.01 0.07 0.12 --- - -- 0.20 8.00 0.00 4890.61 0.01 0.07 0.12 0.20 8.02 0.00 4890.61 0.01 0.07 - - - 0.12 0.19 8.03 0.00 4890.61 0.01 0.06 0.12 - - - 0.19 ' Continues on next page... 1 I G 1J 1 [_] Rage 10-Yr Page 11 Hydrograph Discharge Table Time Inflow Elevation Cuiv. A Culy. B Culy. C Weir A Weir B Weir C Outflow (hrs) lS) (ft) (S1 (Cft) (Sl (CfS) (Cle) (Cft) (S) 8.05 0.00 4890.61 0.01 0.06 0.12 -- - - 0.19 8.07 0.00 4890.61 0.01 0.06 0.12 - - -- 0.19 8.08 0.00 4890.61 0.01 0.06 0.12 - - - 0.19 8.10 0.00 4890.61 0.01 0.06 0.12 - - - 0.19 8.12 0.00 4890.61 0.01 0.06 0.12 - - - 0.19 8.13 0.00 4890.61 0.01 0.06 0.12 - - - 0.19 8.15 0.00 4890.61 0.01 0.06 0.12 -- --- ---- 0.19 8.17 0.00 4890.61 0.01 0.06 0.12 - -- -- 0.18 8.18 0.00 4890.61 0.01 0.06 0.12 - -- ---- 0.18 8.20 0.00 4890.61 0.01 0.06 0.12 --- ---- --- 0.18 8.22 0.00 4890.61 0.01 0.06 0.11 - - - 0.18 8.23 0.00 4890.60 0.01 0.06 0.11 - - - 0.18 8.25 0.00 4890.60 0.01 0.06 0.11 - - - 0.18 8.27 0.00 4890.60 0.01 0.06 0.11 - - - 0.18 8.28 0.00 4890.60 0.01 0.06 0.11 - - - 0.18 8.30 0.00 4890.60 0.01 0.06 0.11 -- -- --- 0.18 8.32 0.00 4890.60 0.01 0.06 0.11 -- - - 0.17 8.33 0.00 4890.60 0.01 0.06 0.11 ----- - - 0.17 8.35 0.00 4890.60 0.01 0.06 0.11 ----- -- --- 0.17 8.37 0.00 4890.60 0.01 0.06 0.11 - - - 0.17 8.38 0.00 4890.60 0.01 0.06 0.11 - - - 0.17 8.40 0.00 4890.60 0.01 0.06 0.11 - - - 0.17 8.42 0.00 4890.60 0.01 0.06 0.11 - - - 0.17 8.43 0.00 4890.60 0.01 0.06 0.11 - - - 0.17 8.45 0.00 4890.60 0.00 0.06 0.11 - - - 0.17 8.47 0.00 4890.60 0.00 0.05 0.11 - - - 0.17 8.48 0.00 4890.60 0.00 0.05 0.11 - - - 0.16 8.50 0.00 4890.60 0.00 0.05 0.10 ---- ---- ---- 0.16 8.52 0.00 4890.60 0.00 0.05 0.10 -- - - 0.16 8.53 0.00 4890.60 0.00 0.05 0.10 - - - 0.16 8.55 0.00 4890.60 0.00 0.05 0.10 -- -- -- 0.16 8.57 0.00 4890.60 0.00 0.05 0.10 - - - 0.16 8.58 0.00 4890.60 0.00 0.05 0.10 - - - 0.16 8.60 0.00 4890.60 0.00 0.05 0.10 -- - - 0.16 8.62 0.00 4890.60 0.00 0.05 0.10 - - - 0.16 8.63 0.00 4890.60 0.00 0.05 0.10 - - - 0.16 8.65 0.00 4890.60 0.00 0.05 0.10 --- ----- --- 0.15 8.67 0.00 4890.60 0.00 0.05 0.10 - -- - 0.15 8.68 0.00 4890.60 0.00 0.05 0.10 - - - 0.15 8.70 0.00 4890.60 0.00 0.05 0.10 --- - - 0.15 8.72 0.00 4890.60 0.00 0.05 0.10 - - - 0.15 8.73 0.00 4890.60 0.00 0.05 0.10 - - - 0.15 8.75 0.00 4890.60 0.00 0.05 0.10 - - - 0.15 8.77 0.00 4890.60 0.00 0.05 0.10 - - - 0.15 8.78 0.00 4890.60 0.00 0.05 0.10 - - - 0.15 8.80 0.00 4890.60 0.00 0.05 0.10 - -- --- 0.15 8.82 0.00 4890.60 0.00 0.05 0.10 - - - 0.15 8.83 0.00 4890.59 0.00 0.05 0.09 - - - 0.14 8.85 0.00 4890.59 0.00 0.05 0.09 - - - 0.14 Continues on next page... I 1 1 Route 10-Yr Hydrograph Discharge Table Page 12 Time Inflow Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Outflow (hrs) lS) (ft) (S) (Sl (S) (CfS) (Sl (S1 (Cft) 8.87 0.00 4890.59 0.00 0.05 0.09 - - - 0.14 8.88 0.00 4890.59 0.00 0.05 0.09 - - - 0.14 8.90 0.00 4890.59 0.00 0.05 0.09 - - - 0.14 8.92 0.00 4890.59 0.00 0.05 0.09 ----- - - 0.14 8.93 0.00 4890.59 0.00 0.05 0.09 - - - 0.14 8.95 0.00 4890.59 0.00 0.05 0.09 - - - 0.14 8.97 0.00 4890.59 0.00 0.05 0.09 - - -- 0.14 8.98 0.00 4890.59 0.00 0.04 0.09 - - - 0.14 9.00 0.00 4890.59 0.00 0.04 0.09 - - - 0.14 9.02 0.00 4890.59 0.00 0.04 0.09 - - - 0.14 9.03 0.00 4890.59 0.00 0.04 0.09 - - - 0.13 9.05 0.00 4890.59 0.00 0.04 0.09 - - - 0.13 9.07 0.00 4890.59 0.00 0.04 0.09 -- --- - 0.13 9.08 0.00 4890.59 0.00 0.04 0.09 - - - 0.13 9.10 0.00 4890.59 0.00 0.04 0.09 - - - 0.13 9.12 0.00 4890.59 0.00 0.04 0.09 - - - 0.13 9.13 0.00 4890.59 0.00 0.04 0.09 - - - 0.13 9.15 0.00 4890.59 0.00 0.04 0.09 - - - 0.13 9.17 0.00 4890.59 0.00 0.04 0.09 - - - 0.13 9.18 0.00 4890.59 0.00 0.04 0.09 - - - 0.13 9.20 0.00 4890.59 0.00 0.04 0.08 - - - 0.13 9.22 0.00 4890.59 0.00 0.04 0.08 - - - 0.13 9.23 0.00 4890.59 0.00 0.04 0.08 - - - 0.13 9.25 0.00 4890.59 0.00 0.04 0.08 - - - 0.12 9.27 0.00 4890.59 0.00 0.04 0.08 - - - 0.12 9.28 0.00 4890.59 0.00 0.04 0.08 - - - 0.12 9.30 0.00 4890.59 0.00 0.04 0.08 - - - 0.12 9.32 0.00 4890.59 0.00 0.04 0.08 -- --- --- 0.12 9.33 0.00 4890.59 0.00 0.04 0.08 - - - 0.12 9.35 0.00 4890.59 0.00 0.04 0.08 - - - 0.12 9.37 0.00 4890.59 0.00 0.04 0.08 - - - 0.12 9.38 0.00 4890.59 0.00 0.04 0.08 - - - 0.12 9.40 0.00 4890.59 0.00 0.04 0.08 -- -- - 0.12 9.42 0.00 4890.59 0.00 0.04 0.08 - -- - 0.12 9.43 0.00 4890.59 0.00 0.04 0.08 - - - 0.12 9.45 0.00 4890.59 0.00 0.04 0.08 - - - 0.12 9.47 0.00 4890.59 0.00 0.04 0.08 -- --- -- 0.12 9.48 0.00 4890.59 0.00 0.04 0.08 - - - 0.11 9.50 0.00 4890.59 0.00 0.04 0.08 - - - 0.11 9.52 0.00 4890.59 0.00 0.04 0.08 - - - 0.11 9.53 0.00 4890.58 0.00 0.04 0.08 - - - 0.11 9.55 0.00 4890.58 0.00 0.04 0.08 - - - 0.11 9.57 0.00 4890.58 0.00 0.04 0.08 - - - 0.11 9.58 0.00 4890.58 0.00 0.03 0.07 - - - 0.11 9.60 0.00 4890.58 0.00 0.03 0.07 - - - ` 0.11 9.62 0.00 4890.58 0.00 0.03 0.07 - - - 0.11 9.63 0.00 4890.58 0.00 0.03 0.07 - - - 0.11 9.65 0.00 4890.58 0.00 0.03 0.07 - - - 0.11 9.67 0.00 4890.58 - 0.03 0.07 - - - 0.11 Continues on next page... lj Route 10-Yr Page 13 Hydrograph Discharge Table ' Time Inflow Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Outflow (hB) (S) (ft) (S) (S) (S) (Cfa) (S) (S) (Cle) 9.68 0.00 4890.58 0.03 0.07 0.11 ' 9.70 0.00 4890.58 -- 0.03 -- - -- 0.07 0.11 9.72 0.00 4890.58 --- 0.03 0.07 -- -- --- 0.11 9.73 0.00 4890.58 - 0.03 0.07 - - - 0.11 ' 9.75 0.00 4890.58 0.03 0.07 - - 0.11 9.77 0.00 4890.58 _ 0.03 0.07 0.11 9.78 0.00 4890.58 - 0.03 0.07 - -- -- 0.10 ' 9.80 9.82 0.00 0.00 4890.58 4890.58 - 0.03 0.03 0.07 - - -- 0.07 0.10 0.10 9.83 0.00 4890.58 - 0.03 0.07 -- -- -- 0.10 9.85 0.00 4890.58 - 0.03 0.07 --- -- - 0.10 9.87 0.00 4890.58 0.03 0.07 - 0.10 ' 9.88 0.00 4890.58 - 0.03 - - --- 0.07 0.10 9.90 0.00 4890.58 - 0.03 0.07 - -- - 0.10 ' 9.9 9.93 0.00 0.00 4890.58 4890.58 0.03 0.03 0.07 -- � --- 0.07 0.10 0.10 9.95 0.00 4890.58 - 0.03 0.07 - 0.10 9.97 0.00 4890.58 -- 0.03 0.07 - - - 0.10 9.98 0.00 4890.58 0.03 0.07 0.10 ' 10.00 0.00 4890.58 - 0.03 0.07 - = _ 0.10 10.02 0.00 4890.58 - 0.03 0.07 - - - 0.10 10.03 0.00 4890.58 - 0.03 0.07 --- - - 0.10 ' ...End 2 - Reservoir -10 Yr - Max. El. = 4893.23 ft 4894.0 4893.3 4892.E F1ev (fc) 4891.9 4891.2 4890.50 1 2 3 4 5 Time (Lrs) I 1 1 1 L III 1 Reservoir Report Page 1 Reservoir No. 1 Tract A Culvert / Orifice Structures Weir Structures [A] [B] [C] [A] [B] [C] Rise (in) = 24.0 24.0 24.0 Crest Len (ft) = 340.0 0.0 0.0 Span (in) = 24.0 24.0 24.0 Crest El. (ft) = 4894.44 0.00 0.00 No. Barrels = 1 1 1 Weir Coeff. = 2.72 3.00 3.00 Invert El. (ft) = 4890.59 4890.52 4890.48 Eqn. Exp. = 1.50 1.50 1.50 Length (ft) = 80.2 79.7 79.3 Multi -Stage = No No No Slope (e/a) = 0.72 0.59 0.55 N-Value = .013 .013 .013 Orif. Coeff. = 0.60 0.60 0.60 Multi -Stage = - No No Tailwater Elevation = 0.00 ft NOW All oudlowe have been analysed under inlet and outlet control. Stage / Storage / Discharge Table Stage Storage Elevation Culy. A Culv. B CuIv. C Weir A Weir B Weir C Discharge (ft) (acft) (ft) (cfs) (cfs) (cft) lS) (cls) WS) (S) 0.0 0.000 4890.48 0.00 0.00 0.00 0.00 - - 0.00 0.1 0.040 4890.53 0.00 0.00 0.02 0.00 - - 0.02 0.1 0.080 4890.58 0.00 0.03 0.07 0.00 - - 0.11 0.2 0.120 4890.64 0.01 0.10 0.17 0.00 --- --- 0.28 0.2 0.160 4890.69 0.07 0.18 0.28 0.00 - -- 0.53 0.3 0.200 4890.74 0.17 0.34 0.43 0.00 - - 0.94 0.3 0.240 4890.79 0.28 0.51 0.62 0.00 - --- 1.40 0.4 0.280 4890.84 0.42 0.72 0.85 0.00 - - 1.99 0.4 0.320 4890.89 0.61 0.87 1.14 0.00 - - 2.62 0.5 0.360 4890.95 0.85 1.15 1.34 0.00 - --- 3.34 0.5 0.400 4891.00 1.02 1.50 1.71 0.00 - - 4.22 0.6 0.564 4891.10 1.54 1.97 2.39 0.00 - - 5.90 0.7 0.728 4891.20 2.19 2.70 2.99 0.00 - - 7.89 0.8 0.892 4891.30 2.97 3.56 3.88 0.00 - - 10.41 0.9 1.056 4891.40 3.86 4.27 4.62 0.00 - - 12.75 1.0 1.220 4891.50 4.59 5.30 5.59 0.00 - - 15.48 1.1 1.384 4891.60 5.65 6.39 6.48 0.00 - - 18.51 1.2 1.548 4891.70 6.48 7.02 7.06 0.00 - - 20.56 1.3 1.712 4891.80 7.62 7.89 7.87 0.00 - -- 23.38 1.4 1.876 4891.90 8.77 8.43 8.61 0.00 - - 25.81 1.5 2.040 4892.00 9.62 9.17 9.05 0.00 - - 27.84 1.6 2.239 4892.10 10.39 9.80 9.79 0.00 - - 29.99 1.7 2.438 4892.20 11.05 10.46 10.21 0.00 - - 31.72 1.8 2.637 4892.30 11.72 10.81 10.58 0.00 - - 33.10 Continues on next page... Tract A Stage / Storage / Discharge Table Page 2 Stage Storage Elevation Culy. A Culv. B Culy. C Weir A Weir B Weir C Discharge (ft) (acft) (ft) (Cfs) (S1 (cfe) (Sl (Cfs) (am) (cfs) 1.9 2.836 4892.40 12.14 11.13 10.77 0.00 - - 34.04 2.0 3.035 4892.50 12.37 11.14 10.83 0.00 - - 34.33 2.1 3.234 4892.60 15.21 11.88 11.95 0.00 - - 39.04 2.2 3.433 4892.70 15.94 12.91 12.98 0.00 - - 41.84 2.3 3.632 4892.80 16.64 13.87 13.94 0.00 - - 44.45 2.4 3.831 4892.90 17.32 14.77 14.83 0.00 - - 46.91 2.5 4.030 4893.00 17.96 15.60 15.66 0.00 - - 49.23 2.6 4.280 4893.10 18.59 16.40 16.46 0.00 - - 51.45 2.7 4.530 4893.20 19.19 17.17 17.23 0.00 - - 53.58 2.8 4.780 4893.30 19.78 17.90 17.96 0.00 - - 55.63 2.9 5.030 4893.40 20.35 18.60 18.66 0.00 - - 57.61 3.0 5.280 4893.50 20.91 19.28 19.33 0.00 - - 59.51 3.1 5.530 4893.60 21.45 19.93 19.99 0.00 - - 61.36 3.2 5.780 4893.70 21.97 20.56 20.62 0.00 - - 63.15 3.3 6.030 4893.80 22.49 21.18 21.23 0.00 - - 64.90 3.4 6.280 4893.90 22.99 21.77 21.83 0.00 - - 66.59 3.5 6.530 4894.00 23.48 22.35 22.40 0.00 - - 68.23 3.6 6.849 4894.10 23.96 22.91 22.97 0.00 - - 69.85 3.7 7.168 4894.20 24.44 23.47 23.52 0.00 - - 71.42 3.8 7.487 4894.30 24.90 24.01 24.06 0.00 - - 72.97 3.9 7.806 4894.40 25.36 24.53 24.59 0.00 - - 74.48 4.0 8.125 4894.50 25.80 25.05 25.11 13.78 - - 89.74 4.1 8.444 4894.60 26.24 25.56 25.61 59.55 - - 136.96 4.2 8.763 4894.70 26.68 26.05 26.11 123.13 - - 201.97 4.3 9.082 4894.80 26.69 26.54 26.60 200.46 - - 280.28 4.4 9.401 4894.90 27.16 27.02 27.07 289.41 - - 370.66 4.5 9.720 4895.00 27.62 27.49 27.54 387.61 - - 470.26 1 Hydrograph Summary Report ft" 1 I I Hyd. No. Hydrograph type (origin) Peak now (c1s) Time Interval (min) Time to peak (min) Volume (adt) Retum period (Yrs) Inflow hyd(s) Maximum elevation M Maximum storage (ate) Hydrograph description 1 Rational 127.1 1 36 8.41 10 — Entire Basin 2 Reservoir 54.3 1 70 8.37 10 1 4893.24 4.62 Route 10-Yr Proj. file: 102FTTAL.GPW -T OF file: FTCOLINS.IDF Run date: 04-07-1999 I I 10' Type R Inlet 3 uuvez Project Title: Advanced Energy Project Engineer: DSM dAhaestadlstormcad\10751%1075110y.stm DAVID STANFORD MAYEDA StormCAD v1.0 04/07/99 10:68:52 PM ®Heestad Methods, Inc. 37 Brookside Road Waterbury, CT 08708 USA (203) 755-1886 Page 1 of 1 ------------------ Beginning Calculation Cycle ------------------- Discharge: 4.70 cfs at node Inlet 4 Discharge: 20.00 cfs, at node 10' Type R Discharge: 5.18 cfs at node Inlet 3 Discharge: 25.18 cfs at node ST-MH1 Discharge: 29.18 cfs at node ST-MH2 Discharge: 1.22 cfs at node 5' Type R Discharge: 31.10 cfs at node ST-MH3 Discharge: 31.10 cfs at node ST-MH4 Discharge: 31.10 cfs at node Outlet Beginning iteration 1 Discharge: 4.70 cfs at node Inlet 4 Discharge: 20.00 cfs at node 10' Type R Discharge: 5.18 cfs at node Inlet 3 Discharge: 25.18 cfs at node ST-MH1 Discharge: 29.88 cfs at node ST-MH2 Discharge: 1.22 cfs at node 5' Type R Discharge: 31.10 cfs at node ST-MH3 Discharge: 31.10 cfs at node ST-MH4 Discharge: 31.10 cfs at node Outlet Discharge Convergence Achieved in 1 iterations: relative error: 0.0 �1 ** Warning: Design constraints not met. Warning: No Duration data exists in IDF Table Information: Outlet Known flow propagated from upstream junctions. Information: Line A-5 Surcharged condition Violation: Line A-5 does not meet minimum cover constraint at downstream end. Information: ST-MH4 Known flow propagated from upstream junctions. Information: ST-MH3 Known flow propagated from upstream junctions. Violation: P-8 does not meet minimum velocity constraint. Information: ST-MH2 Known flow propagated from upstream junctions. Information: ST-MH1 Known flow propagated from upstream junctions. --------------------- Calculations Complete ---------------------- ** Analysis Options ** Friction method: Manning's Formula HGL Convergence Test: 0.001000 Maximum Network Traversals: 5 Number of Flow Profile Steps: 5 Discharge Convergence Test: 0.001000 Maximum Design Passes: 5 ----------------- Network Quick View ------------------------ �\ I Hydraulic Grade I Label I Length I Size I Discharge I Upstream I Downstream I Line A-3 107,32 29x45 inch 21*11 1,893*81 4,193*15 Line A-1 93.53 24 inch 20.00 4,895.45 4,894.54 Line A-2 68.02 24x38 inch 25.18 4,894.30 4,893.96 Line B 43.89 18 inch 5.18 4,894.38 4,894.30 Line C 130.36 18 inch 4.70 4,894.11 4,893.89 Line A-5 164.83 29x45 inch 31.10 4,893.52 4,893.23 Line A-4 164.83 29x45 inch 31.10 4,893.65 4,893.52 P-8 60.84 18 inch 1.22 4,893.66 4,893.65 1 ----------- Elevations ---------------- I Label I Discharge I Ground I Upstream HGL I Downstream HGL 1 10' Type 20.00 4,898.00 4,895.45 4,895.45 ST-MH2 29.88 4,898.60 4,893.89 4,893.89 Outlet 31.10 4,893.00 - 4,893.23 4,893.23 ST-MH3 31.10 4,896.80 4,893.65 4,893.65 ST-MH1 25,11 4,196.80 4,894.30 4,894.30 �I Inlet 4 4.70 4,896.70 4,894.11 4,894.11 Project Title: Advanced Energy d:\haestad\stonncad\10751\1075110y.stm DAVID STANFORD MAYEDA 04/07/99 10:57:26 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: DSM StormCAD 0.0 Page 1 of 2 Inlet 3 5.18 4,896.00 4,894.38 4,894.38 5' Type R 1.22 4,895.00 4,893.66 4,893.66 ST-MH4 31.10 4,895.75 4,893.52 4,893.52 Elapsed: 0 minute(s) 18 second(s) �1 u Project TRW Advanced Energy d:%haestadftstormcad\10751N07511Oy.stm DA%nD STANFORD MAYEDA 04/07/99 10:57:28 PM m Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 05708 USA (203) 755-1860 Project Engineer. DSM StorrnCAD v1.0 Page 2 of 2 Combined Pipe/Node Report 11 1 1 1 1 Pipe Upstream Node Downstream Node Length (ft) Inlet Area (acres) Weighted Roughness Coeifldent Inlet CA (acres) Total CA (acres) Inlet Discharge (cfs) Section Sim Capacity (cfs) Average Velocity (ft/s) Upstream Invert Elevation (ft) P-8 5' Type R ST-MH3 60.84 0.00 0.00 0.00 0.00 0.00 18 inch 7.38 0.71 4,892.33 Line B Inlet 3 ST-MH1 43.89 0.00 0.00 0.00 0.00 0.00 18 inch 6.73 3.15 4,893.11 Line A-1 10' Type R ST-MH1 93.63 0.00 0.00 0.00 0.00 0.00 24 Inch 14.23 6.88 4,893.30 LineA-2 ST-MH1 ST-MH2 68.02 N/A N/A N/A 0.00 N/A 24)(38Inch 28.23 6.38 4,892.83 Line C Inlet 4 ST-MH2 130.36 0.00 0.00 0.00 0.00 0.00 18 inch 6.63 3.25 4,893.08 LineA-3 ST-MH2 ST-MH3 107.32 N/A WA N/A 0.00 N/A 29x45inch 46.64 5.95 4,892.46 LineA-4 ST-MH3 ST-MH4 164.83 N/A N/A N/A 0.00 WA 29x451nch 49.37 4.82 4,891.93 LineA5 ST-MH4 Outlet 164.83 N/A WA N/A 0.00 WA 29x45inch 1 49.37 4.20 4,891.09 Project Title: Advanced Energy Project Engineer: DSM d:\haestad\.Stormcad\10751\1075110y.stm DAMD STANFORD MAYEDA StormCAD v1.0 04/07/99 10:58:29 PM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-166e Page 1 of 1 I Pipe Report Pipe Upstream Node Downstream Node Inlet Area (acres) Weighted Roughness Coefficient Inlet CA (acres) Total CA (acres) System Intensity (in/hr) Discharge (cfs) Length (ft) Constricted Slope (ft/R) Section Sloe P-8 5' Type R ST-MI3 0.00 0.00 0.00 0.00 0.00 1.22 60.84 0.004931 18 Inch Line B Inlet 3 ST-MH1 0.00 0.00 0.00 0.00 0.00 5.18 43.89 0.004101 18 Inch Line A-1 10' Type R ST-MH1 0.00 0.00 0.00 0.00 0.00 20.00 93.53 0.003956 24 Inch LineA-2 ST-MH1 ST-MI2 N/A N/A WA 0.00 0.00 25.18 68.02 0.003969 24x381nch Line C Inlet 4 ST-MH2 O.00 0.00 0.00 0.00 0.00 4.70 130.36 0.003989 18 Inch Line A-3 ST-MI2 ST-MI3 WA N/A N/A 0.00 0.00 29.88 107.32 0.004007 29x45 Inch LineA-4 STabtH3 ST-MH4 N/A N/A N/A 0.00 0.00 31.10 164.83 0.004489 29x451nch LineA-5 ST-MI4 I Outlet WA I N/A N/A 1 0.00 1 0.001 31.10 164.831 0.004489 29x45Inch Project Title: Advanced Energy Project Engineer: DSM dAhaested%stormcad\10751%1075110y.stm DAVID STANFORD MAYEDA StormCAD v1.0 04/07/99 10:57:58 PM m Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 0 I 11 3i i 11 u i 8 8 8 8 8 8 8 8 8 8 I A C O eV N O � i M CI 4 N ri p b —� a^ U 0 `o z z u 8 ..• +� 6 .� � ri ri Ni '"' a as v�i M � $ '^ < $ N U� 0 c d 8 p 8 p 8 pp 8 pp 0 pp 0 pp 0 p O pp O (ryV O b O; N E w +i �i vi v� •i vi vi +i �6 oa h ou r m t�i m F C 0 U N GO �5 A C 0 0 0 0 a .% G H Q F on 'L fV N IV 2oa� mZ POND a u II E� �D 11 Fe, E 1 II O II Q Cl II • � II • 0) HoQ 11 �o a O 11 I W 440 II •.1 Q O w II • O O II II �xQ a •z U II O 44 Px4' E to II OaaQ II •x E A ii zzz II •N W WW 11 LO II zHH II •d' HHzHz II m U11 II o .0 II W W�D U) II Z" E- 0W 11 EH W H II O U II Elhx u A II rn W II -rl •� on Q PII N Ln O II a) N W Ear II H �4 a W 11 b) o o it W FC W II E+ w 114 QFC Q 11 az En II �D 0 LO •O 0 O H 1-1 Oo • N o LO ri O M O N 1 H 00 . r- o 0 r-i '-i O Ln • O o m (\I H C7 0 0 U) o H 1.0 N O co o W a o0 W O O 0 � 0 U-) M co II b) rUi z 0 0 I~ p — H . 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(W4 iYr V]�,� �i [r [Ai� Ki { 7r V W] OG VW] 0.i [Vi]� R'i VWi R'� (ViiJ Psi {Vii7 0.�i VW1 tYi [VtIj CYi [V�] f�C �Vy] pG (V�] G�i [ViIJ LYr jVT.] f�4 VWi P4I �}II�. tJ II U U Q U Q U Q U Q U Q U Q U Q U Q U Q U Q U Q U Q U Q U Q U Q U Q U Q U Q U Q UGo Q o Co II II �O 00 R R 00 O N M l- O b 00 M .. 00 O N N 00 h 00 h 00 O N %D O V1 7 M N O O 11 II �I II O II II ;.� Ur � 0 o0 ui 0 • 00 U • ^' U A z Z O P. ° 0 0 XX W 00 Z W Z W � W U 1 U 11 �o U U z o�o 0 U N O n r r r r r Q 7 N 00 M WWI OD N l� O O O .r O N O— b W O N O O 06 l- D R N .+ U Q r'' 00 WC4 l- M V100 00 Vl r- 00 rt- 00 V1 r of Fly v1 -n nN fn en In N M M M M a a U O N M ON N h N 4� 11 I § § § ) / 3 7 fn ? § ° / j £ ( § / a § ( / } ( \ � �& § 7 § \ \ k cs } � ■ ■ ■ ■ ■ ■ � B � a « � / all k \ \ I [1 1 `SECONDARY' RELEASE STRUCTURE 11 1 11 I 01-26-1999 C 1 Legend Runoff ' Combined Channel Reach ,i Pond Route ' Hydrograph Report Page Hyd. No. 1 Entire Basin Hydrograph type Storm frequency Drainage area Intensity I-D-F Curve = Rational = 100 yrs = 65.23 ac = 3.73 in/hr = FTCOLINS.IDF Hydrograph Discharge Table Time - Outflow Time - Outflow (hrs cfs) (hrs cfs) Peak discharge = 242.93 cfs Time interval = 1 min Runoff coeff. = .999 Time of conc. (Tc) = 36 min Reced. limb factor = 1.67 Total Volume = 700,499 cuft, 16.08 acft Time -- Outflow (hrs cfs) 0.02 6.75 0.55 222.68 1.08 125.51 0.03 13.50 0.57 229.43 1.10 121.46 0.05 20.24 0.58 236.18 1.12 117.41 0.07 26.99 0.60 242.93 << 1.13 113.36 0.08 33.74 0.62 238.88 1.15 109.32 0.10 40.49 0.63 234.83 1.17 105.27 0.12 47.24 0.65 230.78 1.18 101.22 0.13 53.98 0.67 226.73 1.20 97.17 0.15 60.73 0.68 222.68 1.22 93.12 0.17 67.48 0.70 218.63 1.23 89.07 0.18 74.23 0.72 214.58 1.25 85.02 0.20 80.98 0.73 210.54 1.27 80.97 0.22 87.72 0.75 206.49 1.28 76.93 0.23 94.47 0.77 202.44 1.30 72.88 0.25 101.22 0.78 198.39 1.32 68.83 0.27 107.97 0.80 194.34 1.33 64.78 0.28 114.71 0.82 190.29 1.35 60.73 0.30 121.46 0.83 186.24 1.37 56.68 0.32 128.21 0.85 182.19 1.38 52.63 0.33 134.96 0.87 178.14 1.40 48.58 0.35 141.71 0.88 174.10 1.42 44.54 0.37 148.45 0.90 170.05 1.43 40.49 0.38 155.20 0.92 166.00 1.45 36.44 0.40 161.95 0.93 161.95 1.47 32.39 0.42 168.70 0.95 157.90 1.48 28.34 0.43 175.45 0.97 153.85 1.50 24.29 0.45 182.19 0.98 149.80 1.52 20.24 0.47 188.94 1.00 145.75 1.53 16.19 0.48 195.69 1.02 141.71 1.55 12.15 0.50 202.44 1.03 137.66 1.57 8.10 0.52 209.19 1.05 133.61 1.58 4.05 0.53 215.93 1.07 129.56 ...End Hydrograph Report Page , ' Hyd. No. 2 Route Hydrograph type = Reservoir Peak discharge = 170.50 cfs Storm frequency = 100 yrs Time interval = 1 min Inflow hyd. No. = 1 Reservoir name = Tract A Max. Elevation = 4894.66 ft Max. Storage = 8.57 acft ' Sbomge Indic Lion method used. Total Volume = 480,449 tuft, 11.03 acft Hydrograph Discharge Table Time Inflow Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 0.57 229.43 4893.54 4.32 - - 4.33 0.58 236.18 4893.66 13.42 _ - - 13.42 0.60 242.93 << 4893.78 18.06 - - - - - 18.06 0.62 0.63 238.83 234.83 4894.02 4894.02 21.50 - 24.50 - _ _ - 21.65 24.50 0.65 230.78 4894.11 26.67 - 26.67 0.67 226.73 4894.21 28.61 - - - - - 28.61 0.68 222.68 4894.29 30.34 9.76 - - 40.12 0.70 218.63 4894.37 _ 31.81 _ 28.27 60.03 0.72 214.58 4894.44 33.02 - - 48.41 - - 81.47 0.73 210.54 4894.49 33.88 - - 65.70 - - 99.58 0.75 206.49 4894.53 34.57 - 81.29 - 115.86 0.77 202.44 4894.57 35.12 - 94.51 - 129.65 0.78 198.39 4894.59 35.56 - -- 105.54 - - 141.16 0.80 194.34 4894.61 35.90 - 114.47 - 150.26 0.82 190.29 4894.63 36.15 = 121.50 _ 157.55 0.83 186.24 4894.64 36.33 - - 126.56 - - 162.87 0.85 182.19 4894.65 36.45 - - 130.07 - - 166.57 0.87 178.14 4894.65 36.54 132.49 - - 168.93 0.88 174.10 4894.66 _ 36.58 - 133.59 170.17 0.90 170.05 4894.66 << 36.58 - - 133.81 - - 170.50 << 0.93 161.95 4894.65 36.58 133.49 - 169.02 0.93 161.95 4894.65 36.54 = - 132.49 - 169.02 0.95 157.90 4894.65 36.48 130.95 - - 167.44 0.97 153.85 4894.65 36.41 - - 128.97 - - 165.44 0.98 149.80 4894.64 36.33 - - 126.78 163.08 1.00 145.75 4894.63 36.24 124.14 - 160.43 1.02 141.71 4894.63 36.14 - -- 121.28 - - 157.53 ' 1.03 1.05 133.61 133.61 4894.61 4894.61 35.93 - 35.93 118.35 115.35 - - 154.44 151.18 1.07 129.56 4894.61 35.81 112.08 147.82 1.08 125.51 4894.60 35.68 - - 108.81 - - 144.52 1.10 121.46 4894.59 35.56 - 105.54 - - 141.10 1.12 117.41 4894.58 35.42 - 102.07 137.58 1.13 113.36 4894.58 35.28 - - 98.59 - - 133.97 1.15 109.32 4894.57 35.15 - - 95.12 - - 130.29 Continues on next page... I Route Hydrograph Discharge Table Page 2 Time Inflow Elevation Culy. A Culy. B Cuiv. C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 1.17 105.27 4894.56 35.00 - - 91.44 - - 126.55 1.18 101.22 4894.55 34.87 - - 88.05 - - 122.84 1.20 97.17 4894.54 34.71 - - 84.48 - - 119.27 1.22 93.12 4894.53 34.56 - - 81.10 - - 115.62 1.23 89.07 4894.52 34.41 - - 77.54 - - 111.92 1.25 85.02 4894.51 34.25 - - 73.97 - - 108.16 1.27 80.97 4894.50 34.09 - - 70.21 - - 104.36 1.28 76.93 4894.49 33.93 - - 66.72 - - 100.60 1.30 72.88 4894.48 33.76 - - 63.33 - - 97.05 1.32 68.83 4894.47 33.58 - - 59.77 - - 93.43 1.33 64.78 4894.46 33.42 - - 56.38 - - 89.75 1.35 60.73 4894.45 33.24 - - 52.82 - - 86.02 1.37 56.68 4894.44 33.06 - - 49.26 - - 82.25 1.38 52.63 4894.43 32.85 - - 45.48 - - 78.37 1.40 48.58 4894.42 32.65 - - 41.85 - - 74.42 1.42 44.54 4894.41 32.43 - - 38.07 - - 70.46 1.43 40.49 4894.40 32.21 - - 34.29 - - 66.48 1.45 36.44 4894.38 31.99 - - 30.94 - - 62.94 1.47 32.39 4894.37 31.77 - - 27.61 - - 59.34 1.48 28.34 4894.36 31.54 - - 24.14 - - 55.69 1.50 24.29 4894.35 31.30 - - 20.90 - - 52.20 1.52 20.24 4894.33 31.06 - - 17.87 - - 48.94 1.53 16.19 4894.32 30.81 - - 14.83 - - 45.60 1.55 12.15 4894.31 30.55 - - 11.67 - - 42.26 1.57 8.10 4894.29 30.27 - - 9.16 - - 39.47 1.58 4.05 4894.28 29.99 - - 6.56 - - 36.56 1.60 0.00 4894.26 29.70 - - 4.03 - - 33.72 1.62 0.00 4894.25 29.40 - - 2.57 - - 31.96 1.63 0.00 4894.23 29.11 - - 1.17 - - 30.30 1.65 0.00 4894.22 28.84 - - -- - - 28.84 1.67 0.00 4894.21 28.57 - - - - -- 28.57 1.68 0.00 4894.19 28.30 - - - - - 28.31 1.70 0.00 4894.18 28.04 - - - - -- 28.04 1.72 0.00 4894.17 27.77 - - - - - 27.77 1.73 0.00 4894.15 27.50 - - - - - 27.50 1.75 0.00 4894.14 27.24 - - - - - 27.24 1.77 0.00 4894.13 26.97 - - - - - 26.97 1.78 0.00 4894.12 26.70 - - - - - 26.70 1.80 0.00 4894.10 26.43 - -- -- - - 26.43 1.82 0.00 4894.09 26.17 - - - - - 26.17 1.83 0.00 4894.08 25.89 - - - - -- 25.90 1.85 0.00 4894.07 25.63 - - - - - 25.63 1.87 0.00 4894.06 25.36 - - - - - 25.36 1.88 0.00 4894.04 25.10 - - - - - 25.10 1.90 0.00 4894.03 24.82 - - - - - 24.83 1.92 0.00 4894.02 24.56 - - - - - 24.56 1.93 0.00 4894.01 24.29 - - -- - - 24.29 1.95 0.00 4894.00 24.03 - - - - - 24.02 1.97 0.00 4893.99 23.69 - - - - - 23.69 Continues on next page... 1` Route Hydrograph Discharge Table Page 3 Time Inflow Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 1.98 0.00 4893.97 23.37 - - - - - 23.36 2.00 0.00 4893.96 23.05 - - - - - 23.04 2.02 0.00 4893.95 22.72 - - - - - 22.72 2.03 0.00 4893.94 22.41 - - - - - 22.41 2.05 0.00 4893.92 22.10 - - - - - 22.10 2.07 0.00 4893.91 21.79 - - - - - 21.80 2.08 0.00 4893.90 21.49 - - - - - 21.49 2.10 0.00 4893.89 21.15 - - - - - 21.15 2.12 0.00 4893.88 20.82 - - - - - 20.82 2.13 0.00 4893.86 20.49 - - - - - 20.49 2.15 0.00 4893.85 20.17 - - - -- - 20.17 2.17 0.00 4893.84 19.84 - - - - - 19.85 2.18 0.00 4893.83 19.54 - - - - -- 19.54 2.20 0.00 4893.82 19.23 - - - - - 19.23 2.22 0.00 4893.81 18.93 - - - - - 18.93 2.23 0.00 4893.80 18.61 - - - - - 18.62 2.25 0.00 4893.79 18.28 - - - -- - 18.27 2.27 0.00 4893.78 17.93 - - - - - 17.93 2.28 0.00 4893.77 17.60 - - - - - 17.60 2.30 0.00 4893.76 17.26 - - - - - 17.27 2.32 0.00 4893.75 16.95 - - - - - 16.95 2.33 0.00 4893.74 16.63 - - - - - 16.63 2.35 0.00 4893.73 16.33 - - - - - 16.32 2.37 0.00 4893.72 16.01 - - - - - 16.02 2.38 0.00 4893.71 15.71 - - - - - 15.72 2.40 0.00 4893.71 15.43 - - - - - 15.42 2.42 0.00 4893.70 15.11 - - - - - 15.10 2.43 0.00 4893.69 14.75 - - - - - 14.74 2.45 0.00 4893.68 14.38 - - - - - 14.38 2.47 0.00 4893.67 14.03 - - - - - 14.03 2.48 0.00 4893.67 13.70 - - - - - 13.69 2.50 0.00 4893.66 13.36 - - - - - 13.36 2.52 0.00 4893.65 13.03 - - - - - 13.04 2.53 0.00 4893.64 12.73 - - - -- _- 12.72 2.55 0.00 4893.64 12.42 - - - - - 12.41 2.57 0.00 4893.63 12.12 - - - - - 12.11 2.58 0.00 4893.62 11.81 - - - - - 11.82 2.60 0.00 4893.62 11.53 - - - - - 11.53 2.62 0.00 4893.61 11.25 - - - - - 11.25 2.63 0.00 4893.60 10.99 - - - - - 10.98 2.65 0.00 4893.60 10.60 - - - - - 10.62 2.67 0.00 4893.59 10.06 - - - - -- 10.05 2.68 0.00 4893.59 9.52 - - - - --- 9.51 2.70 0.00 4893.58 8.98 - - - - - 8.99 2.72 0.00 4893.58 8.49 - - - - - 8.51 2.73 0.00 4893.57 8.05 - - - - - 8.05 2.75 0.00 4893.57 7.61 - - - -- - 7.62 2.77 0.00 4893.56 7.22 - - - - - 7.21 2.78 0.00 4893.56 6.82 - - - - - 6.82 N Continues on next page... I I I I i i I I Route Hydrograph Discharge Table Page 4 Time Inflow Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 2.80 0.00 4893.56 6.43 - - - - - 6.45 2.82 0.00 4893.55 6.09 - - - - - 6.10 2.83 0.00 4893.55 5.79 - - - - - 5.78 2.85 0.00 4893.55 5.45 - - - - - 5.46 2.87 0.00 4893.54 5.16 - - - - - 5.17 2.88 0.00 4893.54 4.91 - - - - - 4.89 2.90 0.00 4893.54 4.62 - - - - - 4.63 2.92 0.00 4893.54 4.37 -- - - - - 4.38 2.93 0.00 4893.53 4.13 - - - - - 4.14 2.95 0.00 4893.53 3.93 - - - - - 3.92 2.97 0.00 4893.53 3.69 - - - - -- 3.71 2.98 0.00 4893.53 3.49 - - - - - 3.51 3.00 0.00 4893.53 3.30 - - - - -- 3.32 3.02 0.00 4893.52 3.15 - - - - - 3.14 3.03 0.00 4893.52 2.95 - - - - - 2.97 3.05 0.00 4893.52 2.81 - - - -- - 2.81 3.07 0.00 4893.52 2.66 - - - - - 2.66 3.08 0.00 4893.52 2.51 - - - - - 2.52 3.10 0.00 4893.52 2.36 - - - - - 2.38 3.12 0.00 4893.52 2.27 - - - - - 2.25 3.13 0.00 4893.51 2.12 - - - - - 2.13 3.15 0.00 4893.51 2.02 - - - - - 2.02 3.17 0.00 4893.51 1.92 - - - - - 1.91 3.18 0.00 4893.51 1.83 - - - - - 1.81 3.20 0.00 4893.51 1.73 - - - - - 1.71 3.22 0.00 4893.51 1.63 - - - - - 1.62 3.23 0.00 4893.51 1.53 - - - - - 1.53 3.25 0.00 4893.51 1.43 - - - - - 1.45 3.27 0.00 4893.51 1.38 - - - - - 1.37 3.28 0.00 4893.51 1.29 - - - - - 1.30 3.30 0.00 4893.51 1.24 - - - - - 1.23 3.32 0.00 4893.50 1.14 - - - -- - 1.16 3.33 0.00 4893.50 1.09 - - - - - 1.10 3.35 0.00 4893.50 1.04 - - - - - 1.04 3.37 0.00 4893.50 0.99 - - - -- - 0.98 3.38 0.00 4893.50 0.94 - - - - - 0.93 3.40 0.00 4893.50 0.89 - - - - - 0.88 3.42 0.00 4893.50 0.85 - - - - - 0.83 3.43 0.00 4893.50 0.80 - - - - - 0.79 3.45 0.00 4893.50 0.75 - - - - - 0.75 3.47 0.00 4893.50 0.74 - - - - - 0.74 3.48 0.00 4893.50 0.74 - - - - - 0.74 3.50 0.00 4893.50 0.74 - - - - - 0.74 3.52 0.00 4893.50 0.74 - - - - - 0.73 3.53 0.00 4893.50 0.73 - - - - - 0.73 3.55 0.00 4893.50 0.73 - - - - - 0.73 3.57 0.00 4893.50 0.73 - - - - 0.73 3.58 0.00 4893.50 0.72 - - - - -- 0.72 3.60 0.00 4893.50 0.72 - - - - - 0.72 Confines on next page... LI I Route Hydrograph Discharge Table Page 5 Time Inflow Elevation Culy. A Culv. B Culy. C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 3.62 0.00 4893.50 0.72 - - - - - 0.72 3.63 0.00 4893.50 0.71 - - - - - 0.71 3.65 0.00 4893.50 0.71 - - - - - 0.71 3.67 0.00 4893.50 0.71 - - - - -- 0.71 3.68 0.00 4893.49 0.70 - - - - -- 0.71 3.70 0.00 4893.49 0.70 - - - - - 0.70 3.72 0.00 4893.49 0.70 - - - - - 0.70 3.73 0.00 4893.49 0.70 - - - - - 0.70 3.75 0.00 4893.49 0.69 - - - - - 0.69 3.77 0.00 4893.49 0.69 - - - - - 0.69 3.78 0.00 4893.49 0.69 - - - - - 0.69 3.80 0.00 4893.49 0.69 - - - - - 0.69 3.82 0.00 4893.49 0.68 - - - - - 0.68 3.83 0.00 4893.49 0.68 - - - - - 0.68 3.85 0.00 4893.49 0.68 - - - - - 0.68 3.87 0.00 4893.49 0.67 - - - - -- 0.67 3.88 0.00 4893.49 0.67 - - - - - 0.67 3.90 0.00 4893.49 0.67 - - - - - 0.67 3.92 0.00 4893.49 0.67 - - - - - 0.67 3.93 0.00 4893.49 0.66 - - - - - 0.66 3.95 0.00 4893.49 0.66 - - - - - 0.66 3.97 0.00 4893.49 0.66 - - - - -- 0.66 3.98 0.00 4893.49 0.66 - - - - - 0.65 4.00 0.00 4893.49 0.65 - - - - - 0.65 4.02 0.00 4893.49 0.65 - - - - - 0.65 4.03 0.00 4893.49 0.65 - - - - - 0.65 4.05 0.00 4893.49 0.65 - - - - - 0.64 4.07 0.00 4893.49 0.64 - - - - - 0.64 4.08 0.00 4893.49 0.64 - - - - - 0.64 4.10 0.00 4893.49 0.64 - - - - - 0.64 4.12 0.00 4893.49 0.63 - - - - - 0.63 4.13 0.00 4893.48 0.63 - - - - - 0.63 4.15 0.00 4893.48 0.63 - - - - - 0.63 4.17 0.00 4893.48 0.63 - - - - - 0.63 4.18 0.00 4893.48 0.62 - - - - - 0.62 4.20 0.00 4893.48 0.62 - - - - - 0.62 4.22 0.00 4893.48 0.62 - - - - - 0.62 4.23 0.00 4893.48 0.62 - - - - - 0.62 4.25 0.00 4893.48 0.61 - - - - - 0.61 4.27 0.00 4893.48 0.61 -- - - - - 0.61 4.28 0.00 4893.48 0.61 - - - - - 0.61 4.30 0.00 4893.48 0.61 - - - - - 0.61 4.32 0.00 4893.48 0.60 - -- - - - 0.60 4.33 0.00 4893.48 0.60 - - - - - 0.60 4.35 0.00 4893.48 0.60 - - - - - 0.60 4.37 0.00 4893.48 0.59 - - -- - -- 0.60 4.38 0.00 4893.48 0.59 - - - - - 0.59 4.40 0.00 4893.48 0.59 - - - - - 0.59 4.42 0.00 4893.48 0.59 - - - - - 0.59 Continues on next page... Route Page 6 Hydrograph Discharge Table Time Inflow Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) I4.43 0.00 4893.48 0.59 - - - - - 0.59 4.45 0.00 4893.48 0.58 - - - - -- 0.58 4.47 0.00 4893.48 0.58 - - - - - 0.58 4.48 0.00 4893.48 0.58 - - - - - 0.58 4.50 0.00 4893.48 0.58 - = - - - 0.58 4.52 0.00 4893.48 0.57 - - - - - 0.57 4.53 0.00 4893.48 0.57 0.57 4.55 0.00 4893.48 - - - - - 0.57 0.57 4.57 0.00 4893.48 0.57 - - - - - 0.57 4. 0.00 4893.48 0.56 0.56 4.60 60 0.00 4893.48 - - - - - 0.56 0.56 4.62 0.00 4893.48 0.56 - - - - - 0.56 4.63 0.00 4893.48 0.56 - - -- - - 0.56 4.6 0.00 4893.47 0.55 0.5 4.67 0.00 4893.47 - - - - - 0.55 0.555 4.68 0.00 4893.47 0.55 - - - - - 0.55 4.70 0.00 4893.47 0.55 - - - - - 0.55 4.72 0.00 4893.47 0.55 0.55 4.73 0.00 4893.47 - - - - - 0.54 0.54 4.75 0.00 4893.47 0.54 - - - - - 0.54 4.7 0.00 4893.47 0.54 0.54 4.78 0.00 4893.47 - - - - - 0.54 0.54 4.80 0.00 4893.47 0.54 - - - - - 0.54 4.82 0.00 4893.47 0.53 - - - - - 0.53 4.83 0.00 4893.47 0.53 - - - - - 0.53 4.85 0.00 4893.47 0.53 - - - - - 0.53 4.87 0.00 4893.47 0.52 - - - - - 0.53 4.88 0.00 4893.47 0.52 - - - - - 0.52 4.90 0.00 4893.47 0.52 - - - - - 0.52 4.92 0.00 4893.47 0.52 - - - - - 0.52 4.93 0.00 4893.47 0.52 - - - - - 0.52 4.95 0.00 4893.47 0.51 - - - - - 0.52 4.97 0.00 4893.47 0.51 - - - - - 0.51 4.98 0.00 4893.47 0.51 - - - - - 0.51 5.0 0.00 4893.47 0.51 0.51 5.02 0.00 4893.47 - - - 0.51 0.51 5.03 0.00 4893.47 0.51 - - 0.51 5.05 0.00 4893.47 0.50 - - - - - 0.50 5.07 0.00 4893.47 0.50 - - - - - 0.50 5.08 0.00 4893.47 0.50 - - - - - 0.50 5.10 0.00 4893.47 0.50 - - - - - 0.50 5.12 0.00 4893.47 0.50 - -- - - - 0.49 5.13 0.00 4893.47 0.49 0.49 5.15 0.00 4893.47 - - - - - 0.49 0.49 5.17 0.00 4893.47 0.49 - - - - - 0.49 5.18 0.00 4893.47 0.4 0.4 5.20 0.00 4893.47 - - - - - 0.488 0.488 5.22 0.00 4893.46 0.48 - - - - - 0.48 5.23 0.00 4893.46 0.48 - -- - - - 0.48 Continues on next page... ' Route Hydrograph Discharge Table Page 7 Time Inflow Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 5.25 0.00 4893.46 0.48 - - - - - 0.48 5.27 0.00 4893.46 0.48 - - - - - 0.48 5.28 0.00 4893.46 0.47 - - - - - 0.47 5.30 0.00 4893.46 0.47 - - - - - 0.47 5.32 0.00 4893.46 0.47 - - - - - 0.47 5.33 0.00 4893.46 0.47 - - -- - -. 0.47 5.35 0.00 4893.46 0.47 - - - - - 0.47 5.37 0.00 4893.46 0.47 - - - - - 0.47 5.38 0.00 4893.46 0.46 - - - - - 0.46 5.40 0.00 4893.46 0.46 - - - - - 0.46 5.42 0.00 4893.46 0.46 - - - - - 0.46 5.43 0.00 4893.46 0.46 - - - - - 0.46 5.45 0.00 4893.46 0.46 - - - - - 0.46 5.47 0.00 4893.46 0.46 - - - - - 0.45 5.48 0.00 4893.46 0.45 -- - - - - 0.45 5.50 0.00 4893.46 0.45 - - - - - 0.45 5.52 0.00 4893.46 0.45 - - - - - 0.45 5.53 0.00 4893.46 0.45 - - - - - 0.45 5.55 0.00 4893.46 0.44 - - - - - 0.44 5.57 0.00 4893.46 0.44 - - - - - 0.44 5.58 0.00 4893.46 0.44 - - - - - 0.44 5.60 0.00 4893.46 0.44 - - - - - 0.44 5.62 0.00 4893.46 0.44 - - - - -- 0.44 5.63 0.00 4893.46 0.44 - - - - - 0.44 5.65 0.00 4893.46 0.43 - - - - - 0.43 5.67 0.00 4893.46 0.43 - - - - - 0.43 5.68 0.00 4893.46 0.43 - - - - - 0.43 5.70 0.00 4893.46 0.43 - - - - - 0.43 5.72 0.00 4893.46 0.43 - - - - - 0.43 5.73 0.00 4893.46 0.43 - - - - - 0.42 5.75 0.00 4893.46 0.42 - - - - - 0.42 5.77 0.00 4893.46 0.42 - - - - - 0.42 5.78 0.00 4893.46 0.42 - - - - - 0.42 5.80 0.00 4893.46 0.42 - - - - - 0.42 5.82 0.00 4893.46 0.42 - - - - - 0.42 5.83 0.00 4893.46 0.42 - - - - - 0.41 5.85 0.00 4893.46 0.41 - - - - - 0.41 5.87 0.00 4893.46 0.41 - - - - - 0.41 5.88 0.00 4893.46 0.41 - -- - -- - 0.41 5.90 0.00 4893.46 0.41 - - - - - 0.41 5.92 0.00 4893.45 0.40 - - - - - 0.41 5.93 0.00 4893.45 0.40 - - - - - 0.40 5.95 0.00 4893.45 0.40 - - - - - 0.40 5.97 0.00 4893.45 0.40 - - - - - - 0.40 5.98 0.00 4893.45 0.40 - - - - - 0.40 6.00 0.00 4893.45 0.40 - -- --- - - 0.40 6.02 0.00 4893.45 0.40 - - - - - 0.40 6.03 0.00 4893.45 0.39 - - - - - 0.39 6.05 0.00 4893.45 0.39 - -- - - -- 0.39 Confinues on next page... ' Route Page 8 4 Hydrograph Discharge Table Time Inflow Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Outflow (hrs) Ids) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) Ids) Ids) 6.07 0.00 4893.45 0.39 0.39 6.08 0.00 4893.45 0.39 - - - - - 0.39 6.1 0.00 4893.45 0.39 0.39 ' 6.12 0.00 4893.45 - - - - - 0.39 0.39 6.13 0.00 4893.45 0.39 - - - - - 0.39 6.15 0.00 4893.45 0.38 - - - - - 0.38 6.1 0.00 4893.45 0.38 0.38 6.18 0.00 4893.45 - - - - - 0.38 0.38 6.20 0.00 4893.45 0.38 - - - - - 0.38 6.2 0.00 4893.45 0.38 0.38 ' 6.23 0.00 4893.45 _ - - - - 0.38 0.38 6.25 0.00 4893.45 0.38 - - - - - 0.37 6.27 0.00 4893.45 0.37 - - - - - 0.37 6. 0.00 4893.45 0.37 0.37 ' 6.30 30 0.00 4893.45 - - - - - 0.37 0.37 6.32 0.00 4893.45 0.37 - - - - - 0.37 6.33 0.00 4893.45 0.36 0.36 6.35 0.00 4893.45 - - - - 0.36 0.36 6.37 0.00 4893.45 0.36 - 0.38 6.38 0.00 4893.45 0.36 - - - - - 0.36 6.4 0.00 4893.45 0.36 0.36 6.42 0.00 4893.45 - - - - - 0.36 0.36 6.43 0.00 4893.45 0.36 - - - - - 0.36 6.45 0.00 4893.45 0.38 - - - - - 0.36 6.4 0.00 4893.45 0.35 0.35 6.48 0.00 4893.45 - - - - - 0.35 0.35 6.50 0.00 4893.45 0.35 - - -- - - 0.35 6.52 0.00 4893.45 0.35 0.35 6.53 0.00 4893.45 - - - - - 0.35 0.35 6.55 0.00 4893.45 0.35 - - - - - 0.35 6.57 0.00 4893.45 0.35 - - - - -- 0.35 1 6. 0.00 4893.45 0.3 0.34 6.60 60 0.00 4893.45 - - - - - 0.344 0.34 6.62 0.00 4893.45 0.34 - - - -- - 0.34 6.6 0.00 4893.45 0.34 0.34 ' 6.65 0.00 4893.45 - - - - - 0.34 0.34 6.67 0.00 4893.45 0.34 - - 0.34 6.68 0.00 4893.45 0.34 - - - - - 0.34 6.7 0.00 4893.4 0.34 0.33 6.72 0.00 4893.444 - - - - - 0.33 0.33 6.73 0.00 4893.44 0.33 - - - -- - 0.33 6.7 0.00 4893.44 0.33 -0.33 6.77 0.00 4893.44 - - - - - 0.33 0.33 6.78 0.00 4893.44 0.33 0.33 6.80 0.00 4893.44 0.33 - - -- - - 0.33 6.82 0.00 4893.44 0.32 0.3 ' 6.83 0.00 4893.44 - - - - - 0.32 0.322 6.85 0.00 4893.44 0.32 - - - - - 0.32 6.87 0.00 4893.44 0.32 - - - --- - 0.32 Confinues on next page... Route Hydrograph Discharge Table Page 9 Time Inflow Elevation Culy. A CuIv. B Culy. C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 6.88 0.00 4893.44 0.32 - - - - - 0.32 6.90 0.00 4893.44 0.32 - - - -- - 0.32 6.92 0.00 4893.44 0.32 - - - - - 0.32 6.93 0.00 4893.44 0.32 - - - - - 0.32 6.95 0.00 4893.44 0.31 - - - - - 0.31 6.97 0.00 4893.44 0.31 - - - - - 0.31 6.98 0.00 4893.44 0.31 - - - - - 0.31 7.00 0.00 4893.44 0.31 - - - - - 0.31 7.02 0.00 4893.44 0.31 - - - - - 0.31 7.03 0.00 4893.44 0.31 - - - - - 0.31 7.05 0.00 4893.44 0.31 - - - -- - 0.31 7.07 0.00 4893.44 0.31 - - - - -- 0.31 7.08 0.00 4893.44 0.31 - - - - - 0.30 7.10 0.00 4893.44 0.30 - - - - - 0.30 7.12 0.00 4893.44 0.30 -- - - -- - 0.30 7.13 0.00 4893.44 0.30 - - - - - 0.30 7.15 0.00 4893.44 0.30 - - - - - 0.30 7.17 0.00 4893.44 0.30 -- - - - - 0.30 7.18 0.00 4893.44 0.30 - - - - - 0.30 7.20 0.00 4893.44 0.30 - - - - - 0.30 7.22 0.00 4893.44 0.30 - - - - - 0.29 7.23 0.00 4893.44 0.29 - - - - - 0.29 7.25 0.00 4893.44 0.29 - - - - - 0.29 7.27 0.00 4893.44 0.29 - - - - - 0.29 7.28 0.00 4893.44 0.29 - - - - - 0.29 7.30 0.00 4893.44 0.29 - - - - - 0.29 7.32 0.00 4893.44 0.29 - - - - - 0.29 7.33 0.00 4893.44 0.29 - - - - - 0.29 7.35 0.00 4893.44 0.28 - - - - - 0.29 7.37 0.00 4893.44 0.28 - - - - - 0.28 7.38 0.00 4893.44 0.28 - - - - -- 0.28 7.40 0.00 4893.44 0.28 - - - - _- 0.28 7.42 0.00 4893.44 0.28 - - - - - 0.28 7.43 0.00 4893.44 0.28 - - - - - 0.28 7.45 0.00 4893.44 0.28 - - - - - 0.28 7.47 0.00 4893.44 0.28 - - - - - - 0.28 7.48 0.00 4893.44 0.28 - - - - - 0.28 7.50 0.00 4893.44 0.27 - - - - - 0.27 7.52 0.00 4893.44 0.27 - - - -- _- 0.27 7.53 0.00 4893.44 0.27 - - - - - 0.27 7.55 0.00 4893.44 0.27 - - - - - 0.27 7.57 0.00 4893.44 0.27 - - - - - 0.27 7.58 0.00 4893.44 0.27 - - - -- - 0.27 7.60 0.00 4893.44 0.27 - - - - - 0.27 7.62 0.00 4893.44 0.27 - - - - - 0.27 7.63 0.00 4893.44 0.27 - - - - - 0.27 7.65 0.00 4893.44 0.27 - - - -- - 0.26 7.67 0.00 4893.44 0.26 - - - - - 0.26 7.68 0.00 4893.44 0.26 - - - - - 0.26 Continues on next page... r ' Route I r r r r r r r I r r r I r r Hydrograph Discharge Table Page 10 Time Inflow Elevation Culy. A Culy. B CuIv. C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 7.70 0.00 4893.44 0.26 - - - -- - 0.26 7.72 0.00 4893.44 0.26 - - - - - 0.26 7.73 0.00 4893.44 0.26 - - - - - 0.26 7.75 0.00 4893.44 0.26 - - - - - 0.26 7.77 0.00 4893.44 0.26 - - - - - 0.26 7.78 0.00 4893.43 0.26 - - - - - 0.26 7.80 0.00 4893.43 0.26 - - - - - 0.26 7.82 0.00 4893.43 0.26 - - - - - 0.25 7.83 0.00 4893.43 0.25 - - - - - 0.25 7.85 0.00 4893.43 0.25 - - - - - 0.25 7.87 0.00 4893.43 0.25 - - - - - 0.25 7.88 0.00 4893.43 0.25 - - - - - 0.25 7.90 0.00 4893.43 0.25 - - - - - 0.25 7.92 0.00 4893.43 0.25 - - - - -- 0.25 7.93 0.00 4893.43 0.25 - - - - - 0.25 7.95 0.00 4893.43 0.24 - - - - - 0.25 7.97 0.00 4893.43 0.24 - - - - - 0.24 7.98 0.00 4893.43 0.24 - - - - - 0.24 8.00 0.00 4893.43 0.24 - - - - - 0.24 8.02 0.00 4893.43 0.24 - - - - - 0.24 8.03 0.00 4893.43 0.24 - - - - - 0.24 8.05 0.00 4893.43 0.24 - - - - - 0.24 8.07 0.00 4893.43 0.24 - - - - - 0.24 8.08 0.00 4893.43 0.24 - - - - - 0.24 8.10 0.00 4893.43 0.24 - - - - - 0.24 8.12 0.00 4893.43 0.24 - - - - - 0.24 8.13 0.00 4893.43 0.23 - - - - - 0.23 8.15 0.00 4893.43 0.23 - - - - - 0.23 8.17 0.00 4893.43 0.23 - - - - -- 0.23 8.18 0.00 4893.43 0.23 - - - - -- 0.23 8.20 0.00 4893.43 0.23 - - - - - 0.23 8.22 0.00 4893.43 0.23 - - - -- - 0.23 8.23 0.00 4893.43 0.23 - - - - - 0.23 8.25 0.00 4893.43 0.23 - - - - - 0.23 8.27 0.00 4893.43 0.23 - - - - - 0.23 8.28 0.00 4893.43 0.23 - - - - - 0.23 8.30 0.00 4893.43 0.23 - - - - - 0.23 8.32 0.00 4893.43 0.23 - - - - - 0.22 8.33 0.00 4893.43 0.22 - - - - - 0.22 8.35 0.00 4893.43 0.22 - - - - - 0.22 8.37 0.00 4893.43 0.22 - - - -- - 0.22 8.38 0.00 4893.43 0.22 - - - - - 0.22 8.40 0.00 4893.43 0.22 - - - - - 0.22 8.42 0.00 4893.43 0.22 - - - - - 0.22 8.43 0.00 4893.43 0.22 - - - -- - 0.22 8.45 0.00 4893.43 0.22 - - - - - 0.22 8.47 0.00 4893.43 0.22 - - - - - 0.22 8.48 0.00 4893.43 0.22 -- - - - - 0.22 8.50 0.00 4893.43 0.22 - - - - - 0.21 Confinues on next page... 1 I 1 I I I I Route Hydrograph Discharge Table Page 11 Time Inflow Elevation Culy. A Culy. B CuIv. C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 8.52 0.00 4893.43 0.22 - - -- - - 0.21 8.53 0.00 4893.43 0.21 - - - - - 0.21 8.55 0.00 4893.43 0.21 - - - - - 0.21 8.57 0.00 4893.43 0.21 - - - - - 0.21 8.58 0.00 4893.43 0.21 - - - - - 0.21 8.60 0.00 4893.43 0.21 - - - - - 0.21 8.62 0.00 4893.43 0.21 - - - - - 0.21 8.63 0.00 4893.43 0.21 - - - - - 0.21 8.65 0.00 4893.43 0.21 - - - - - 0.21 8.67 0.00 4893.43 0.20 - - - - - 0.21 8.68 0.00 4893.43 0.20 - - - - - 0.21 8.70 0.00 4893.43 0.20 - - - - - 0.20 8.72 0.00 4893.43 0.20 - - - - - 0.20 8.73 0.00 4893.43 0.20 - - - - - 0.20 8:75 0.00 4893.43 0.20 - - - - - 0.20 8.77 0.00 4893.43 0.20 - - - - - 0.20 8.78 0.00 4893.43 0.20 - - - - - 0.20 8.80 0.00 4893.43 0.20 - - - - - 0.20 8.82 0.00 4893.43 0.20 - - - - - 0.20 8.83 0.00 4893.43 0.20 - - - - - 0.20 8.85 0.00 4893.43 0.20 - - - - - 0.20 8.87 0.00 4893.43 0.20 - - - - - 0.20 8.88 0.00 4893.43 0.20 - - - - - 0.20 8.90 0.00 4893.43 0.19 - - - - - 0.19 8.92 0.00 4893.43 0.19 - - - - - 0.19 8.93 0.00 4893.43 0.19 - - - - - 0.19 8.95 0.00 4893.43 0.19 - - - - - 0.19 8.97 0.00 4893.43 0.19 - - - - - 0.19 8.98 0.00 4893.43 0.19 - - - - - 0.19 9.00 0.00 4893.43 0.19 - - - - - 0.19 9.02 0.00 4893.43 0.19 - - - - - 0.19 9.03 0.00 4893.43 0.19 - - - - - 0.19 9.05 0.00 4893.43 0.19 - - - - - 0.19 9.07 0.00 4893.43 0.19 - - - - - 0.19 9.08 0.00 4893.43 0.19 - - - - - 0.19 9.10 0.00 4893.43 0.19 - - - - - 0.19 9.12 0.00 4893.43 0.19 - - - - - 0.18 9.13 0.00 4893.42 0.18 - - - - -- 0.18 9.15 0.00 4893.42 0.18 - - - - - 0.18 9.17 0.00 4893.42 0.18 - - - - - 0.18 9.18 0.00 4893.42 0.18 - - - - - 0.18 9.20 0.00 4893.42 0.18 -- - - - - 0.18 9.22 0.00 4893.42 0.18 - - - - - 0.18 9.23 0.00 4893.42 0.18 - -- - -- -- 0.18 9.25 0.00 4893.42 0.18 - - - - - 0.18 9.27 0.00 4893.42 0.18 - - - -- - 0.18 9.28 0.00 4893.42 0.18 - - - - - 0.18 9.30 0.00 4893.42 0.17 - - -- - - 0.18 9.32 0.00 4893.42 0.17 - - - - -_ 0.18 Continues on next page... Route Hydrograph Discharge Table Page 12 Time Inflow Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 9.33 0.00 4893.42 0.17 - - - - - 0.17 9.35 0.00 4893.42 0.17 - - - - - 0.17 9.37 0.00 4893.42 0.17 - - - - - 0.17 9.38 0.00 4893.42 0.17 - - - - - 0.17 9.40 0.00 4893.42 0.17 - - - - - 0.17 9.42 0.00 4893.42 0.17 - - - - - 0.17 9.43 0.00 4893.42 0.17 - - - - -- 0.17 9.45 0.00 4893.42 0.17 - - - - - 0.17 9.47 0.00 4893.42 0.17 - - - - - 0.17 9.48 0.00 4893.42 0.17 - - - - -- 0.17 9.50 0.00 4893.42 0.17 - - - - - 0.17 9.52 0.00 4893.42 0.17 - - - - - 0.17 9.53 0.00 4893.42 0.17 - - - - - 0.17 9.55 0.00 4893.42 0.16 - - - - - 0.17 9.57 0.00 4893.42 0.16 - - - - - 0.16 9.58 0.00 4893.42 0.16 - - - - - 0.16 9.60 0.00 4893.42 0.16 - - - - - 0.16 9.62 0.00 4893.42 0.16 - - - - - 0.16 9.63 0.00 4893.42 0.16 - - - - - 0.16 9.65 0.00 4893.42 0.16 - - - - - 0.16 9.67 0.00 4893.42 0.16 - - - - - 0.16 9.68 0.00 4893.42 0.16 - - - - - 0.16 9.70 0.00 4893.42 0.16 - - - - - 0.16 9.72 0.00 4893.42 0.16 - - - - - 0.16 9.73 0.00 4893.42 0.16 - - - - - 0.16 9.75 0.00 4893.42 0.16 - - - - - 0.16 9.77 0.00 4893.42 0.16 - - - - - 0.16 9.78 0.00 4893.42 0.16 - - - - - 0.16 9.80 0.00 4893.42 0.16 - - - - - 0.16 9.82 0.00 4893.42 0.16 - - - - - 0.16 9.83 0.00 4893.42 0.15 - - -- - - 0.15 9.85 0.00 4893.42 0.15 - - - - - 0.15 9.87 0.00 4893.42 0.15 - - - - - 0.15 9.88 0.00 4893.42 0.15 - - - - - 0.15 9.90 0.00 4893.42 0.15 - - - - - 0.15 9.92 0.00 4893.42 0.15 - - - - - 0.15 9.93 0.00 4893.42 0.15 - - - - -- 0.15 9.95 0.00 4893.42 0.15 - - - - - 0.15 9.97 0.00 4893.42 0.15 - - - --- --- 0.15 9.98 0.00 4893.42 0.15 - - - - - 0.15 10.00 0.00 4893.42 0.15 - - - - - 0.15 10.02 0.00 4893.42 0.15 - - - - - -0.15 10.03 0.00 4893.42 0.15 - - - -- -- 0.15 10.05 0.00 4893.42 0.15 - - - - - 0.15 10.07 0.00 4893.42 0.15 - -- - - - 0.15 10.08 0.00 4893.42 0.15 - - - - - 0.15 10.10 0.00 4893.42 0.15 - - - - - 0.14 10.12 0.00 4893.42 0.14 - - - - - 0.14 10.13 0.00 4893.42 0.14 - - - - -- 0.14 Continues on next page... ' Route Hydrograph Discharge Table Page 13 Time Inflow Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 10.15 0.00 4893.42 0.14 - - - - - 0.14 10.17 0.00 4893.42 0.14 - - - - - 0.14 10.18 0.00 4893.42 0.14 - - - - - 0.14 10.20 0.00 4893.42 0.14 - - - - - 0.14 10.22 0.00 4893.42 0.14 - - - - - 0.14 10.23 0.00 4893.42 0.14 - -- - - - 0.14 10.25 0.00 4893.42 0.14 - - - - - 0.14 10.27 0.00 4893.42 0.14 - - - - - 0.14 10.28 0.00 4893.42 0.14 - - - - - 0.14 10.30 0.00 4893.42 0.14 - - - - - 0.14 10.32 0.00 4893.42 0.14 - - - - - 0.14 10.33 0.00 4893.42 0.13 - - - - - 0.14 10.35 0.00 4893.42 0.13 - - - - - 0.14 10.37 0.00 4893.42 0.13 - - - - - 0.14 10.38 0.00 4893.42 0.13 - - - - - 0.13 10.40 0.00 4893.42 0.13 - - - - - 0.13 10.42 0.00 4893.42 0.13 - - - - - 0.13 10.43 0.00 4893.42 0.13 - - - - - 0.13 10.45 0.00 4893.42 0.13 - - - - - 0.13 10.47 0.00 4893.42 0.13 - - - - - 0.13 10.48 0.00 4893.42 0.13 - - - - - 0.13 10.50 0.00 4893.42 0.13 - - - - - 0.13 10.52 0.00 4893.42 0.13 - - - - - 0.13 10.53 0.00 4893.42 0.13 - - - - - 0.13 10.55 0.00 4893.42 0.13 - -- - - - 0.13 10.57 0.00 4893.42 0.13 - - - - - 0.13 10.58 0.00 4893.42 0.13 - - - -- - 0.13 10.60 0.00 4893.42 0.13 - - - - 0.13 10.62 0.00 4893.42 0.13 - - - - - 0.13 10.63 0.00 4893.42 0.13 - - - - - 0.13 10.65 0.00 4893.42 0.13 - - - - - 0.13 10.67 0.00 4893.42 0.12 - - - - - 0.13 10.68 0.00 4893.42 0.12 - - - - - 0.13 10.70 0.00 4893.42 0.12 - - - - - 0.12 10.72 0.00 4893.42 0.12 - - - - - 0.12 10.73 0.00 4893.42 0.12 - - - - - 0.12 10.75 0.00 4893.42 0.12 - - - - - 0.12 10.77 0.00 4893.42 0.12 - - - - - 0.12 10.78 0.00 4893.42 0.12 - - - - - 0.12 10.80 0.00 4893.42 0.12 - - - - - 0.12 10.82 0.00 4893.42 0.12 - - - - - 0.12 10.83 0.00 4893.42 0.12 - - - - -_ 0.12 10.85 0.00 4893.42 0.12 - - - -- - 0.12 10.87 0.00 4893.42 0.12 -- - - -- - 0.12 10.88 0.00 4893.42 0.12 -- - - - - 0.12 10.90 0.00 4893.42 0.12 - - - - - 0.12 10.92 0.00 4893.42 0.12 - - - - - 0.12 10.93 0.00 4893.42 0.12 - - - - - 0.12 10.95 0.00 4893.42 0.12 - - - - - 0.12 Continues on next page... r r [1 Roue Hydrograph Discharge Table Page 14 Time Inflow Elevation Cult'. A Culy. B Cub. C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 10.97 0.00 4893.42 0.12 - - - - - 0.12 10.98 0.00 4893.42 0.12 - - - - - 0.12 11.00 0.00 4893.42 0.12 - - - - - 0.12 11.02 0.00 4893.42 0.12 - - - - - 0.12 11.03 0.00 4893.42 0.11 - - - - - 0.11 11.05 0.00 4893.42 0.11 - - - - -- 0.11 11.07 0.00 4893.42 0.11 - - - - - 0.11 11.08 0.00 4893.42 0.11 - - - - - 0.11 11.10 0.00 4893.42 0.11 - - - - - 0.11 11.12 0.00 4893.42 0.11 - - - - - 0.11 11.13 0.00 4893.42 0.11 - - - -- -- 0.11 11.15 0.00 4893.42 0.11 - - - - - 0.11 11.17 0.00 4893.42 0.11 - - - - - 0.11 11.18 0.00 4893.42 0.11 - - - - - 0.11 11.20 0.00 4893.42 0.11 - - - - - 0.11 11.22 0.00 4893.42 0.11 - - - - - 0.11 11.23 0.00 4893.42 0.11 - - - - - 0.11 11.25 0.00 4893.42 0.11 - - - - - 0.11 11.27 0.00 4893.42 0.11 - - - - - 0.11 11.28 0.00 4893.42 0.11 - - - - - 0.11 11.30 0.00 4893.41 0.11 - - - - - 0.11 11.32 0.00 4893.41 0.11 - -- - - - 0.11 11.33 0.00 4893.41 0.11 - - - - - 0.11 11.35 0.00 4893.41 0.11 - - - - - 0.11 11.37 0.00 4893.41 0.11 - - - - - 0.11 11.38 0.00 4893.41 0.11 - - - - - 0.11 11.40 0.00 4893.41 0.11 - - - -- - 0.10 11.42 0.00 4893.41 0.11 - - - - - 0.10 11.43 0.00 4893.41 0.11 - - - - - 0.10 11.45 0.00 4893.41 0.10 - - - - - 0.10 11.47 0.00 4893.41 0.10 - - - - - 0.10 11.48 0.00 4893.41 0.10 - - - - - 0.10 11.50 0.00 4893.41 0.10 - - - - - 0.10 11.52 0.00 4893.41 0.10 - - - - - 0.10 11.53 0.00 4893.41 0.10 - - - - - 0.10 11.55 0.00 4893.41 0.10 - - - - - 0.10 11.57 0.00 4893.41 0.10 - - - - - 0.10 11.58 0.00 4893.41 0.10 - - - - - 0.10 .End ' Reservoir Report Page , ' Reservoir No. 1 Tract A ' Culvert / Orifice Structures Weir Structures [A►] [B] [C] [A►] [B] [C] Rise (in) = 36.0 0.0 0.0 Crest Len (ft) = 171.0 0.0 0.0 ' Span (in) = 36.0 0.0 0.0 Crest El. (ft) = 4894.22 0.00 0.00 No. Barrels = 1 0 0 Weir Coeff. = 2.72 3.00 3.00 Invert El. (ft) = 4890.59 0.00 0.00 Eqn. Exp. = 1.50 1.50 1.50 ' Length (ft) = 37.9 0.0 0.0 Multistage = No No No Slope (%) = 0.66 0.00 0.00 N-Value = .013 .013 .013 ' Orif. Coeff. = 0.60 0.60 0.60 Multistage = - No No Tailwater Elevation = 4893.50 ft ' Note: All outflows have been analyzed under inlet and outlet control. ' Stage / Storage / Discharge Table Stage Storage Elevation Culy. A Culy. B CuIv. C Weir A Weir B Weir C Discharge ' (ft) (acft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 0.0 0.000 4890.48 0.00 - - 0.00 - - 0.00 0.1 0.040 4890.53 0.00 - - 0.00 - - 0.00 ' 0.1 0.080 4890.58 0.00 - - 0.00 0.00 0.2 0.120 4890.64 0.00 0.00 - - 0.00 0.2 0.160 4890.69 0.00 - - 0.00 - - 0.00 0.3 0.200 4890.74 0.00 - 0.00 - 0.00 ' 0.3 0.240 4890.79 0.00 _ 0.00 _ 0.00 0.4 0.280 4890.84 0.00 - - 0.00 - - 0.00 0.4 0.320 4890.89 0.00 - - 0.00 - - 0.00 0.5 0.360 4890.95 0.00 0.00 - 0.00 ' 0.5 0.400 4891.00 0.00 0.00 _ 0.00 0.6 0.564 4891.10 0.00 - - 0.00 - - 0.00 0.7 0.728 4891.20 0.00 - 0.00 0.00 ' 0.8 0.892 4891.30 0.00 _ 0.00 - 0.00 0.9 1.056 4891.40 0.00 - - 0.00 - - 0.00 1.0 1.220 4891.50 0.00 - - 0.00 - - 0.00 1.1 1.384 4891.60 0.00 - - 0.00 - 0.00 ' 1.2 1.548 4891.70 0.00 0.00 _ 0.00 1.3 1.712 4891.80 0.00 - - 0.00 - - 0.00 1.4 1.876 4891.90 0.00 - - 0.00 - - 0.00 ' 1.5 2.040 4892.00 0.00 - 0.00 - 0.00 1.6 2.239 4892.10 0.00 _ 0.00 _ 0.00 1.7 2.438 4892.20 0.00 - - 0.00 - - 0.00 1.8 2.637 4892.30 0.00 - - 0.00 - - 0.00 1 Continues on next page... ' Tract A Page 2 Stage / Storage / Discharge Table Stage Storage Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Discharge ' (ft) (acft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 1.9 2.836 4892.40 0.00 0.00 - - 0.00 2.0 3.035 4892.50 0.00 - - 0.00 - - 0.00 2.1 3.234 4892.60 0.00 0.00 0.00 ' 2.2 3.433 4892.70 0.00 - - - - 0.00 0.00 2.3 3.632 4892.80 0.00 - - 0.00 - - 0.00 2.4 3.831 4892.90 0.00 - - 0.00 - - 0.00 ' 2.5 4.030 4893.00 0.00 0.00 0.00 2.6 4.280 4893.10 0.00 - - - - 0.00 0.00 2.7 4.530 4893.20 0.00 - - 0.00 - - 0.00 ' 2.8 2.9 4.780 5.030 4893.30 4893.40 0.00 0.00 - - 0.00 - - 0.00 0.00 0.00 3.0 5.280 4893.50 0.75 - - 0.00 - - 0.75 3.1 5.530 4893.60 10.79 - - 0.00 - - 10.79 ' 3.2 5.780 4893.70 15.25 0.00 15.25 3.3 6.030 4893.80 18.66 - - - - 0.00 18.66 3.4 6.280 4893.90 21.55 - - 0.00 - - 21.55 ' 3.5 3.6 6.530 6.661 4894.00 4894.04 24.06 25.10 - - 0.00 - - 0.00 24.06 25.10 3.6 6.792 4894.09 26.09 - - 0.00 - - 26.09 3.7 6.923 4894.13 27.05 - - 0.00 - - 27.05 3.7 7.054 4894.18 27.98 0.00 27.98 ' 3.7 7.185 4894.22 28.87 - - - - 0.00 28.87 3.8 7.316 4894.26 29.74 - - 4.21 - - 33.95 ' 3.8 3.9 7.578 7.578 4894.31 4894.35 31.40 31.40 - - 12.14 - - 22.14 42.60 53.54 3.9 7.709 4894.40 32.20 34.14 66.34 4.0 7.840 4894.44 32.99 - - 47.91 - - 80.90 4.0 8.030 4894.50 33.96 67.40 101.36 ' 4.1 8.220 4894.55 34.91 - - - _ 88.99 123.90 4.1 8.410 4894.61 35.83 - - 112.49 - - 148.32 4.2 8.600 4894.66 36.72 - - 137.76 - - 174.49 ' 4.2 8.790 4894.72 37.60 164.69 202.28 4.3 8.980 4894.78 38.45 - - - - 193.16 231.62 4.4 9.170 4894.83 39.29 - - 223.12 - - 262.41 ' 4.4 4.5 9.360 9.550 4894.89 4894.95 40.11 40.91 - - 254.48 - - 287.18 294.59 328.10 4.5 9.740 4895.00 41.68 - - 320.28 - - 361.96 Stage / Storage 5 4 Stage (&) 3 2-- 0 0 2 4 6 8 10 Storage (acft) 4 Stage (ft) 3 2 1 0 L 0 Stage / Discharge 100 200 300 400 Discharge (cfs) 1- Rational -100 Yr - Qp = 242.92 cfe 250 I 200 150 Q cfs 100 � Out 50 0 0.0 0.5 1.0 1.5 2.0 Time (hrs) 2 - Reservoir -100 Yr - Op = 170.5 cfs 250 -- 200 cfS 150 In Q 100 50 Out 0 L L 0.0 0.5 1.0 1.5 2.0 2.5 3.0 Time (hrs) 2 - Reservoir -100 Yr - Max. El. = 4894.65 fb 4895.0 4894.1 4893.2 Elev (ft) 4892.3 4891.4 4890.5 0.0 0.5 1.0 1.5 2.0 2.5 3.0 Time (hrs) Hydrograph Summary Report Page 1 Hyd. No. Hydrograph type (origin) Peak flow (c1s) Time interval (min) Tkne to peak (min) volume (acft) Return period (yrs) Inflow hyd(s) Maximum elevation (it) Maximum storage (acft) Hydrograph description 1 Rational 242.9 1 36 16.08 100 — Entire Basin 2 Reservoir 170.5 1 54 11.03 100 1 4894.66 8.57 Route Proj. file: 36WOLY.GPW 71DF file: FTCOLINS.IDF Run date: 01-26-1999 `PRIMARY' RELEASE STRUCTURE I 1 11 I 01-26-1999 Legend Runoff Combined Channel Reach i Pond Route I I i Hydrograph Report Page 1 Hyd. No. 1 Entire Basin Hydrograph type = Rational Peak discharge = 242.93 cfs Storm frequency = 100 yrs Time interval = 1 min Drainage area = 65.23 ac Runoff coeff. = .999 Intensity = 3.73 in/hr Time of conc. (Tc) = 36 min I-D-F Curve = FTCOLINS.IDF Raced. limb factor = 1.67 Total Volume = 7MAW cult, 16.08 acft Hydrograph Discharge Table Time - Outflow Time - Outflow Time - Outflow (hrs cfs) (hrs cfs) (hrs cfs) 0.02 6.75 0.55 222.68 1.08 125.51 0.03 13.50 0.57 229.43 1.10 121.46 0.05 20.24 0.58 236.18 1.12 117.41 0.07 26.99 0.60 242.93 << 1.13 113.36 0.08 33.74 0.62 238.88 1.15 109.32 0.10 40.49 0.63 234.83 1.17 105.27 0.12 47.24 0.65 230.78 1.18 101.22 0.13 53.98 0.67 226.73 1.20 97.17 0.15 60.73 0.68 222.68 1.22 93.12 0.17 67.48 0.70 218.63 1.23 89.07 0.18 74.23 0.72 214.58 1.25 85.02 0.20 80.98 0.73 210.54 1.27 80.97 0.22 87.72 0.75 206.49 1.28 76.93 0.23 94.47 0.77 202.44 1.30 72.88 0.25 101.22 0.78 198.39 1.32 68.83 0.27 107.97 0.80 194.34 1.33 64.78 0.28 114.71 0.82 190.29 1.35 60.73 0.30 121.46 0.83 186.24 1.37 56.68 0.32 128.21 0.85 182.19 1.38 52.63 0.33 134.96 0.87 178.15 1.40 48.58 0.35 141.71 0.88 174.10 1.42 44.54 0.37 148.45 0.90 170.05 1.43 40.49 0.38 155.20 0.92 166.00 1.45 36.44 0.40 161.95 0.93 161.95 1.47 32.39 0.42 168.70 0.95 157.90 1.48 28.34 0.43 175.45 0.97 153.85 1.50 24.29 0.45 182.19 0.98 149.80 1.52 20.24 0.47 188.94 1.00 145.76 1.53 16.19 0.48 195.69 1.02 141.71 1.55 12.15 0.50 202.44 1.03 137.66 1.57 8.10 0.52 209.19 1.05 133.61 1.58 4.05 0.53 215.93 1.07 129.56 ...End 1 Hydrograph Report Page 1 r, Hyd. No. 2 Route Hydrograph type = Reservoir Peak discharge = 179.85 cfs Storm frequency = 100 yrs Time interval = 1 min Inflow hyd. No. = 1 Reservoir name = Tract A Max. Elevation = 4894.76 ft Max. Storage = 8.94 acft Storage indication method used. Total Volume = 359,594 cult, 8.26 acft Hydrograph Discharge Table Time Inflow Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) Ids) (cfs) (cfs) (cfs) 0.70 218.63 4894.44 5.24 5.21 0.72 214.58 4894.53 = _ _ 25.16 _ _ 25.12 0.73 210.54 4894.60 - - - 58.88 - - 58.83 0.75 206.49 4894.65 1.65 1.65 1.65 93.97 - - 99.09 0.77 202.44 4894.69 2.85 2.85 2.85 119.10 - - 127.69 0.78 198.39 4894.72 3.58 3.58 3.58 138.97 149.62 0.80 194.34 4894.74 4.03 4.03 4.03 152.17 - - 164.15 0.82 190.29 4894.75 4.30 4.30 4.30 160.10 - - 172.90 0.83 186.24 4894.75 4.44 4.44 4.44 164.25 177.68 0.85 182.19 4894.76 << 4.51 4.51 4.51 166.13 179.71 0.87 178.15 4894.76 << 4.51 4.51 4.51 166.13 - - 179.85 << 0.88 174.10 4894.76 4.48 4.48 4.48 165.38 - - 178.69 0.90 170.05 4894.75 4.42 4.42 4.42 163.49 176.64 0.92 166.00 4894.75 4.33 4.33 4.33 160.85 - - 173.96 0.93 161.95 4894.75 4.24 4.24 4.24 158.21 - - 170.86 0.95 157.90 4894.74 4.13 4.13 4.13 155.19 167.46 0.97 153.85 4894.74 4.02 4.02 4.02 151.80 163.86 0.98 149.80 4894.73 3.90 3.90 3.90 148.40 - - 160.12 1.00 145.76 4894.73 3.79 3.79 3.79 145.01 - - 156.29 1.02 141.71 4894.72 3.66 3.66 3.66 141.24 - - 152.38 1.03 137.66 4894.72 3.54 3.54 3.54 137.84 - - 148.44 1,05 133.61 4894,71 3.42 3.42 3,42 134.07 - - 144.46 1.07 129.56 4894.71 3.30 3.30 3.30 130.67 140.46 1.08 125.51 4894.71 3.17 3.17 3.17 126.90 136.44 1.10 121.46 4894.70 3.04 3.04 3.04 123.13 - - 132.42 1.12 117.41 4894.70 2.90 2.90 2.90 120.03 - - 128.87 1.13 113.36 4894.69 2.75 2.75 2.75 116.93 - - 125.22 1.15 109.32 4894.69 2.60 2.60 2.60 113.83 - - 121.45 1.17 105.27 4894.68 2.44 2.44 2.44 110.41 - - 117.61 1.18 101.22 4894.68 2.27 2.27 2.27 107.00 - - 113.71 1.20 97.17 4894.67 2.11 2.11 2.11 103.59 109.77 1.22 93.12 4894.66 1.93 1.93 1.93 99.87 - - 105.80 1,23 89.07 4894.66 1,77 1.77 1.77 96.46 - - 101,81 1.25 85.02 4894.65 1.60 1.60 1.60 93.04 97.80 1.27 80.97 4894.65 1.44 1.44 1.44 89.63 93.79 1.28 76.93 4894.64 1.26 1.26 1.26 85.91 - - 89.76 Continues on next page... Route Page 2 Hydrograph Discharge Table Time Inflow Elevation Culv. A Culy. B Culy. C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 1.30 72.88 4894.64 1.10 1.10 1.10 82.50 - - 85.73 1.32 68.83 4894.63 0.92 0.92 0.92 78.78 - - 81.69 1.33 64.78 4894.63 0.76 0.76 0.76 75.36 - - 77.65 1.35 60.73 4894.62 0.59 0.59 0.59 71.95 73.61 1.37 56.68 4894.61 0.42 0.42 0.42 68.23 69.56 1.38 52.63 4894.61 0.25 0.25 0.25 64.82 - - 65.52 1.40 48.58 4894.60 0.07 0.07 0.07 61.10 - - 61.47 �i 1.42 44.54 4894.60 - - - 58.21 - - 58.14 1.43 40.49 4894.59 - - - 55.30 - - 55.33 1.45 32.39 4894.58 - 1.47 32.39 4894.58 - _ - 49.05 49.05 49.30 08 49.08 1.48 28.34 4894.57 45.70 _ 45.71 1.50 24.29 4894.56 - - - 42.13 - - 42.23 1.52 20.24 4894.55 - - - 38.56 - - 38.64 1.53 16.19 4894.55 - - - 34.99 - - 34.96 1.55 12.15 4894.54 - - - 31.19 - - 31.22 1.57 8.10 4894.53 - - - 27.40 - - 27.43 1.58 4.05 4894.52 - 23.60 - 23.59 1.60 0.00 4894.51 _ _ 19.81 _ 19.71 1.62 0.00 4894.51 - - - 16.23 - - 16.17 1.63 0.00 4894.49 13.84 13.61 1.65 0.00 4894.49 - _ - - 12.84 - ' 12.82 1.67 0.00 4894.49 12.10 12.08 1.68 0.00 4894.48 - - - 11.36 - - 11.39 1.70 0.00 4894.48 - - - 10.75 - - 10.73 1.72 0.00 4894.47 - - - 10.08 - - 10.11 1.73 0.00 4894.47 - - - 9.54 - - 9.52 1.75 0.00 4894.46 - 8.97 1.77 0.00 4894.46 - _ - 8.01 8.47 8.46 46 1.78 0.00 4894.46 8.00 - 7.97 1.80 0.00 4894.46 - - - 7.53 - - 7.51 1.82 0.00 4894.45 - - - 7.06 - - 7.07 1.83 0.00 4894.45 - - - 6.65 - - 6.66 1.85 0.00 4894.45 - - - 6.25 - - 6.28 1.87 0.00 41194.44 - - - 5.91 - - 5.92 1.90 0.00 4894.44 5.24 5.57 1.90 0.00 4894.44 _ _ _ _ 5.24 _ 25 5.25 1.92 0.00 4894.44 - - - 4.97 - - 4.95 1.93 0.00 4894.43 _ 4.37 - 4.66 1.95 0.00 4894.43 _ _ 4.37 _ 39 4.39 1.97 0.00 4894.43 - - - 4.17 - 4.14 1.98 0.00 4894.43 - - - 3.90 - - 3.90 2.02 0.00 4894.43 3.49 3.68 2.02 0.00 4894.43 _ _ _ _ 3.49 _ 46 3.46 2.03 0.00 4894.42 - - - 3.29 - - 3.26 2.07 2.07 0.00 0.00 4894.42 4894.42 - _ - 2.89 2.89 - 3.07 2.90 90 2.08 0.00 4894.42 2.76 _ 2.73 2.10 0.00 4894.42 - - - 2.55 - - 2.57 Continues on next page... Route Hydrograph Discharge Table Page 3 Time Inflow Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 2.12 0.00 4894.42 - - - 2.42 - - 2.42 2.13 0.00 4894.42 - - - 2.29 - - 2.28 2.15 0.00 4894.42 - - - 2.15 - - 2.15 2.17 0.00 4894.42 - - - 2.02 - - 2.03 2.18 0.00 4894.41 - - - 1.88 - - 1.91 2.20 0.00 4894.41 - - - 1.81 - - 1.80 2.22 0.00 4894.41 - - - 1.68 - - 1.70 2.23 0.00 4894.41 - - - 1.61 - - 1.60 2.25 0.00 4894.41 - - - 1.48 - - 1.51 2.27 0.00 4894.41 - - - 1.41 - - 1.42 2.28 0.00 4894.41 - - - 1.34 - - 1.34 2.30 0.00 4894.41 - - - 1.28 - - 1.26 2.32 0.00 4894.41 - - - 1.21 - - 1.19 2.33 0.00 4894.41 - - - 1.14 - - 1.12 2.35 0.00 4894.41 - - - 1.08 - - 1.05 2.37 0.00 4894.41 - - - 1.01 - - 0.99 2.38 0.00 4894.41 - - - 0.94 - - 0.94 2.40 0.00 4894.41 - - - 0.87 - - 0.88 2.42 0.00 4894.41 - - - 0.81 - - 0.83 2.43 0.00 4894.41 - - - 0.81 - - 0.78 2.45 0.00 4894.41 - - - 0.74 - - 0.74 2.47 0.00 4894.41 - - - 0.67 - - 0.69 2.48 0.00 4894.41 - - - 0.67 - - 0.65 2.50 0.00 4894.40 - - - 0.60 - - 0.62 2.52 0.00 4894.40 - - - 0.60 - - 0.58 -2.53 0.00 4894.40 - - - 0.54 - - 0.55 2.55 0.00 4894.40 - - - 0.54 - - 0.52 2.57 0.00 4894.40 - - - 0.47 - - 0.49 2.58 0.00 4894.40 - - - 0.47 - - 0.46 2.60 0.00 4894.40 - - - 0.40 - - 0.43 2.62 0.00 4894.40 - - - 0.40 - - 0.41 2.63 0.00 4894.40 - - - 0.40 - - 0.38 2.65 0.00 4894.40 - - - 0.34 - - 0.36 2.67 0.00 4894.40 - - - 0.34 - - 0.34 2.68 0.00 4894.40 - - - 0.34 - - 0.32 2.70 0.00 4894.40 - - - 0.27 - - 0.30 2.72 0.00 4894.40 - - - 0.27 - - 0.28 2.73 0.00 4894.40 - - - 0.27 - - 0.27 2.75 0.00 4894.40 - - - 0.27 - - 0.25 2.77 0.00 4894.40 - - - 0.27 - - 0.24 2.78 0.00 4894.40 - - - 0.20 - - 0.22 2.80 0.00 4894.40 - - - 0.20 - - 0.21 2.82 0.00 4894.40 - - - 0.20 - - 0.20 2.83 0.00 4894.40 - - - 0.20 - - 0.19 2.85 0.00 4894.40 - - - 0.20 - - 0.18 2.87 0.00 4894.40 - - - 0.13 - - 0.17 2.88 0.00 4894.40 - - - 0.13 - - 0.16 2.90 0.00 4894.40 - - - 0.13 - - 0.15 2.92 0.00 4894.40 - - - 0.13 - - 0.14 Continues on next page... Route Page 4 Hydrograph Discharge Table Time Inflow Elevation CuIv. A Culy. B Culy. C Weir A Weir B Weir C Outflow (hrs) (Cfs) (ft) (Cfs) (Cfs) (Cfs) (Cfs) (Cfs) (Cfs) (Cfs) ' 2.93 0.00 4894.40 0.13 0.13 2.95 0.00 4894.40 — — — 0.13 — — 0.12 2.9 0.00 4894.40 0.13 0.1 2.98 0.00 4894.40 - _ - - _ 0.13 0.11 3.00 0.00 4894.40 — — — 0.13 — — 0.10 r Reservoir Report Page 1 Reservoir No. 1 Tract A Culvert / Orifice Structures Weir Structures [A] [B] [C] [A] [B] [C] Rise (in) = 24.0 24.0 24.0 Crest Len (ft) = 340.0 0.0 0.0 Span (in) = No. Barrels = Invert El. (ft) = Length (ft) = Slope (%) = N-Value = Orif. Coeff. = Multi -Stage = 24.0 24.0 24.0 1 1 1 4890.59 4890.52 4890.48 80.2 79.7 79.3 0.72 0.59 0.55 .013 .013 .013 0.60 0.60 0.60 - No No Crest El. (ft) = 4894.44 0.00 Weir Coeff. = 2.72 3.00 Eqn. Exp. = 1.50 1.50 Multi -Stage = No No Tailwater Elevation = 4894.66 ft 0.00 3.00 1.50 No Note: All outflows have been analyzed under inlet and outlet wntrol. Stage / Storage / Discharge Table Stage Storage Elevation Culy. A Culv. B Culy. C Weir A Weir B Weir C Discharge ' (ft) (acft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 0.0 0.000 4890.48 0.00 0.00 0.00 0.00 - - 0.00 0.1 0.040 4890.53 0.00 0.00 0.00 0.00 - - 0.00 0.1 0.080 4890.58 0.00 0.00 0.00 0.00 0.00 0.2 0.120 4890.64 0.00 0.00 0.00 0.00 _ _ 0.00 0.2 0.160 4890.69 0.00 0.00 0.00 0.00 - - 0.00 0.3 0.200 4890.74 0.00 0.00 0.00 0.00 0.00 0.3 0.240 4890.79 0.00 0.00 0.00 0.00 _ _ 0.00 0.4 0.280 4890.84 0.00 0.00 0.00 0.00 - - 0.00 0.4 0.320 4890.89 0.00 0.00 0.00 0.00 - - 0.00 0.5 0.360 4890.95 0.00 0.00 0.00 0.00 0.00 0.5 0.400 4891.00 0.00 0.00 0.00 0.00 _ _ 0.00 0.6 0.564 4891.10 0.00 0.00 0.00 0.00 - - 0.00 0.7 0.7211 41191,20 0.00 0.00 0.00 0.00 0.00 0.8 0.892 4891.30 0.00 0.00 0.00 0.00 = = 0.00 0.9 1.056 4891.40 0.00 0.00 0.00 0.00 0.00 1.0 1.220 4891.50 0.00 0.00 0.00 0.00 - - 0.00 1.1 1.384 4891.60 0.00 0.00 0.00 0.00 - 0.00 1.2 1.548 4891.70 0.00 0.00 0.00 0.00 _ 0.00 1.3 1.712 4891.80 0.00 0.00 0.00 0.00 - - 0.00 1.4 1.876 4891.90 0.00 0.00 0.00 0.00 - 0.00 1.5 2.040 1 4892.00 0.00 0.00 0.00 0.00 = 0.00 1.6 2.239 4892.10 0.00 0.00 0.00 0.00 0.00 1.7 2.438 4892.20 0.00 0.00 0.00 0.00 - - 0.00 1.8 2.637 4892.30 0.00 0.00 0.00 0.00 - - 0.00 Continues on next page... Tract A Stage / Storage / Discharge Table Page 2 Stage Storage Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Discharge (ft) (acft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 1.9 2.836 4892.40 0.00 0.00 0.00 0.00 - - 0.00 2.0 3.035 4892.50 0.00 0.00 0.00 0.00 - - 0.00 2.1 3.234 4892.60 0.00 0.00 0.00 0.00 - - 0.00 2.2 3.433 4892.70 0.00 0.00 0.00 0.00 - - 0.00 2.3 3.632 4892.80 0.00 0.00 0.00 0.00 - - 0.00 2.4 3.831 4892.90 0.00 0.00 0.00 0.00 - - 0.00 2.5 4.030 4893.00 0.00 0.00 0.00 0.00 - - 0.00 2.6 4.280 4893.10 0.00 0.00 0.00 0.00 - - 0.00 2.7 4.530 4893.20 0.00 0.00 0.00 0.00 - - 0.00 2.8 4.780 4893.30 0.00 0.00 0.00 0.00 - - 0.00 2.9 5.030 4893.40 0.00 0.00 0.00 0.00 - - 0.00 3.0 5.280 4893.50 0.00 0.00 0.00 0.00 - - 0.00 3.1 5.530 4893.60 0.00 0.00 0.00 0.00 - - 0.00 3.2 5.780 4893.70 0.00 0.00 0.00 0.00 - - 0.00 3.3 6.030 4893.80 0.00 0.00 0.00 0.00 - - 0.00 3.4 6.280 4893.90 0.00 0.00 0.00 0.00 - - 0.00 3.5 6.530 4894.00 0.00 0.00 0.00 0.00 - - 0.00 3.6 6.849 4894.10 0.00 0.00 0.00 0.00 - - 0.00 3.7 7.168 4894.20 0.00 0.00 0.00 0.00 - - 0.00 3.8 7.487 4894.30 0.00 0.00 0.00 0.00 - - 0.00 3.9 7.806 4894.40 0.00 0.00 0.00 0.00 - - 0.00 4.0 8.125 4894.50 0.00 0.00 0.00 13.78 - - 13.78 4.1 8.444 4894.60 0.00 0.00 0.00 59.55 - - 59.55 4.2 8.763 4894.70 3.04 3.04 3.04 123.13 - - 132.26 4.3 9.082 4894.80 5.67 5.67 5.67 200.46 - - 217.47 4.4 9.401 4894.90 7.42 7.42 7.42 289.41 - - 311.67 4.5 9.720 4895.00 8.82 8.82 8.82 387.61 - - 414.06 I 1 Hydrograph Summary Report Page 1 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Thne interval (min) Tlme to peak (min) Volume (acft) Return period (yrs) Inflow hyd(s) Maximum elevation (ft) Maximum storage (acft) Hydrograph description 1 Rational 242.9 1 36 16.08 100 — Entire Basin 2 Reservoir 179.9 1 52 8.26 100 1 4894.76 8.94 Route Proj. file: 2FTTAIL.GPW OF file: FTCOLINS.IDF Run date: 01-26-1999 .1 I APPENDIX C Temporary Erosion Control F 1 1 1 L 1 EROSION CONTROL ' Temporary erosion control for this site consists of silt fence, hay bales and vehicular tracking precautions. Silt fence is to be placed on the down sloping side of all areas where earthwork ' will de done and where the soil has/will been disturbed prior to the initiation of construction and removed once the `exterior' site construction is completed. Hay bales will be placed around the private storm inlets once installed, until all paving is completed on the site. Vehicular tracking will be placed at the two access points to the property as shown on the plan. Permanent erosion control will consist of concrete pans in the storm water flow channels where required. Please refer to the Erosion Control Plan for specific location of erosion control devices and notes, located in the map pocket at the end of this report. CONSTRUCTION SEQUENCE ' PROJECT:-IVR�✓CED �aE'P �S. 7E8 STANDARD FORM C sEQUE'NCE. FOR 19 9 9 ONLY COMPLETED BY: C DATE: / ' 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 � I CPC- _______MONTH_i OVERLOT GRADING -- -------------- 7----------------------------------------- WIND EROSION CONTROL Soil Roughing I Perimeter Barrier r— I Additional Barriers ' Vegetative Methods I II Soil Sealant Other RAINFALL EROSION CONTROL STRUCTURAL: I ' Sediment Trap/Basin Inlet Filters Straw Barriers Silt Fence Barriers Sand Bags Bare Soil Preparation Contour Furrows Terracing Asphalt/Concrete Paving) ' Other VEGETATIVE: � ' Permanent Seed Planting Mulching/Sealant Temporary Seed Planting Sod Installation ' Nettings/Mats/Blankets I i Other ' ----------------------------I-----------------------------------------------------------� STRUCTURES: INSTALLED BY MAINTAINED BY VEGETATION/MULCHING CONTRACTOR ' DATE SUBMITTED APPROVED BY CITY OF FORT COLLINS ON HDI/SF-C:1989 1 1 1 1 _i I I .RAINFALL PERFORMANCE STANDARD EVALUATION --------------- -------------- 'ROJECT: �✓gwct'� ----- ---- ------- r----------------------- i �aY ' ��aGs 7�8 STANDARD FORM A ;OMPLETED BY: &.14, DATE: IEVELOPED ERODIBILITY Asb Lsb I Ssb Lb ! 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I rl r• rl r� r• r. r. r. r• r• r• g q q q q q q q q q q q q q Q 1 1 tD MOUr, Cli NMMd dtn Ln to L1'1 tD tD tD tD r. r. tD tD tC g 0 0 0 3 c o c o c o c o co c o 0 0 CD 0 0 00 0 0 g q q q q Q r•rnr.r`r.r.r•r.r•r•r.r.r•r•�r•r`r.��r.r 1 C10 dtD r,qq r. r. r. tD to to Ln d d M M NN CI tD d r•L C1 tC I O N N N N N N N N N N N N N N N N N N N rti.-L r'1 H O C 1 r•r•r�r.r•r•r.f\r•r.r•r.r`r.r•r•r'�r•r•r•r.r•r.f\r.r = 1 � 1 O o 0 0 0 0 c O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C CD CD O O H 1 0 0 0 O O O O O O O O O O O O O O 0 0 0 0 0 0 0 0 C J Z lt.. 1 .-4 N M d Lo tO l� q Cl O r N M d Ln to r, q 01 0 to CDO Ln C L W .-•4 r•• t.... 1 r♦ 1 •-•4 .--4 r� e-L 1-4 •-N •--1 N N M M M d d 11 J TABLE 5.1 ' EFFECTIVENESS CALCULATIONS ------------------------------- -- PROJECT: ��,�„K� r ' ,K�5 Tf S STANDARD FORM B COMPLETED BY: -,L DATE: 1 1 Erosion Control C-Factor P-Factor Method i --- ------ -----Value-------Value--------Comment " )jz i i7aC3 401 ---------- l d /, Z 4f� akv,�� /, b .lA Zo7 � o j --------`- -�- ------ MAJOR I PS SUB AREA BASIN (%) BASIN (Ac) — ------- ------------------------------ CALCULATIONS ----- ------ ----- - -------------z 8 � t Zo7tlo�f �✓i�f 7%% -- _- 0,-)e0 I ----- ---- : ---------------------- - -------- - -------- -6:----------------- HDI/SF JOB 'Vial-si 1 1 1 1 1 -- PARK ENGINEERING CONSULTANTS 420 21st Avenue Suite 101 LONGMONT, COLORADO 80501 (303) 651.6626 FAX (303) 651-0331 , SHEET NO. OF CALCULATED BY DATE L CHECKED BY �l DATE SCALE flG$/OwJ L COST ...................................:........_ I ._..... ... .. ..,.............. . : 3va /gso soo 93. : o o : -�.._-..------- ._ :........................... : ................... ... . ,........ .......... ---._.:............. r... ' .... : 1 i I . i vwati7ga isa aw asi �. ' APPENDIX D Referenced Drainage Reports 1 1 1 1 1 1 1 a FINAL DRAI\AGE• REPORT FOR LARINIER COUNTY DETENTION CENTER EXPANSION FEBRUARY1998 ' J February 27, 1998 FILE NO.: 97-072 City of Fort Collins Stormwater Utility 235 Mathews Street Fort Collins, CO 80524 ATTENTION: Mr. Glen Schleuter RE: Larimer County Detention Center Expansion Dear Glen: Enclosed is the Final Drainage Report for the proposed expansion to the Larimer County Detention Facility. The expansion to the existing facility is proposed on the property that is currently owned by Larimer County and is occupied by the existing detention facility. The property will not be replatted as there is no expansion planned beyond the existing platted parcel, and no additional easements will be dedicated. An existing utility easement is currently being vacated due to the expansion of the building footprint. This report was prepared to answer the hydrologic and hydraulic concerns regarding the changes proposed by the expansion of the facility. The expansion is limited to building construction and an expanded parking area that will cause a slight change in the current imperviousness of the site. Some of the existing parking lot and drives will be converted to landscaped areas that will reduce the overall increase in imperviousness. This report was prepared in harmony with the Final Drainage Report prepared by Stewart & Associates for the expansion completed in 1992. This report complies with the City of Fort Collins' Stormwater Design Criteria (current at the time of the preparation of this report). By your review and approval of this report, we can assure the project was completed within the standards and specifications of the City's Stormwater Drainage Criteria. Should you have any further questions or require further discussion, please feel free to contact our office. Sincerely fours, Rick R. Pickard, P. E. Associate The Engineering Co. The Engineering Co. • 2310 East Prospect • Ft. Collins, CO 80525 • Phone (970) 484-7477 • FAX (970) 484-7488 FINAL DRAINAGE REPORT for LARIMER COUNTY DETENTION CENTER EXPANSION CITY OF FORT COLLINS STORMWATER FACILITIES DEPARTMENT PREPARED BY THE ENGINEERING CO. 2310 EAST PROSPECT FORT COLLINS, CO 80525 RICK R. PICKARD, P. E. February 1998 2 ' TABLE OF CONTENTS _ I. INTRODUCTION................................................................................................................................ II. HYDROLOGY AND HYDRAULICS................................................................................................ A. Introduction...................................................................................................................................... B. Design Objectives and Approach.................................................................................................... C. Hydraulic Analysis ................... a. Historic Conditions....................................................................................................................... III. DRAINAGE DESIGN...................................................................................................................... A. Scope of Design................................................................................................................................ B. Gutter, Channel Sizing, and Location.............................................................................................. C. Erosion Control................................................................................................................................ REFERENCES........................................................................................................................................... 4 6 6 7 7 8 8 9 9 10 r� w 11 3 I. INTRODUCTION r I. INTRODUCTION Larimer County is proposing the expansion of the existing detention facility located at 2405 ' Midpoint Drive, Fort Collins, Colorado (see the attached vicinity map). The detention facility is located south and west of Midpoint Drive and north of an undeveloped property in south central _. Fort Collins. The existing parcel comprises 7.485 acres (Lot 1). The County owns an additional 6.959 acres (Lot 2 which is undeveloped) immediately to the west of the current facility. A portion of Lot 2 will be developed to facilitate the construction of the incoming asphalt driveway and parking lot proposed for employee use. Current access to the facility is provided by an asphalt driveway from Midpoint Drive. Future access would be provided from Midpoint Drive approximately 80 feet further to the west. The access location was moved to facilitate the expansion of the existing building. A second means of ' access is also from Midpoint Drive, located to the southeast of the site. This access will remain as is. ' The site currently drains north and south from the middle of the site. This historic drainage pattern will remain after the expansion is complete. The undeveloped property to the west drains historically from west to east. This off -site runoff will be intercepted by the expansion plans for the facility and directed north and south from the middle of the site. There are currently no detention provisions on the site, and there are no plans for detention facilities due to the proximity to the Poudre River. A Master Drainage Study is underway and will be completed shortly by Park Engineering Consultants to determine the capacity of the Vipont Ponds. The final result of this study will determine the final outcome regarding on -site detention requirements for this site. This report will study the impact on the proposed drainage features as shown on the construction ' drawings prepared by the design team for the facility. This report closely follows the Final Drainage Report prepared for the 1992 expansion and submitted by Stewart & Associates. A. Scove of Work The areas of emphasis, included as part of this investigation, are: 1. Hydrologic analysis 2. Hydraulic analysis I B. Executive Summary This report was prepared for the Larimer County Detention Center in south-central Fort Collins, Colorado to evaluate the drainage improvements proposed as a result of the expansion to the current facility. The site is located within the boundaries of the Spring Creek Drainage Basin. Our investigation and report will comply with the guidelines established for improvements within this master drainage basin as set forth by the City of Fort Collins, Stormwater Facilities Department. Proposed improvements to the site include the construction of asphalt parking lots, asphalt and/or gravel drives, —concrete curb and gutter sections, grass -lined borrow ditches, buildings, and related landscaping. The drives and parking lots will be used to collect (by means of gutters and/or borrow ditches) and convey runoff to the release points either on Midpoint Drive (for the north basin labeled Basin II) or Midpoint Drive (for the south basin labeled Basin I). We have also investigated the off -site basins and their impact on the storm runoff through the site. Midpoint Drive will collect a small portion of the major storm runoff that overtops Timberline Road. This overflow will flow to the east in Midpoint Drive. The north flowline eventually dumps stormwater onto Specht Point Drive and Prospect Parkway. Flows in the north flowline do not contribute runoff to the cross -pan on Midpoint Drive located in the southeast comer of the detention center site. Flows in the south gutter join flows from the north basin (Basin II) and eventually exit Midpoint Drive by means of a curb opening on the east flowline of Midpoint Drive by the cross - pan. Flows leaving Midpoint Drive through the curb opening enter an existing grass -lined swale in Prospect Park East P.U.D. This swale flows to and through the existing Vipont Pond. The stormwater then discharges into existing pipes under Sharp Point Drive and through the City of Fort Collins ponds to the Poudre River. After consideration of the proposed improvements to the site, the off -site undeveloped flow contribution, and the major storm flows which overtop Timberline Road, we believe the existing drainage facilities (including Midpoint Drive street section and the existing cross -pan and swale) are adequate to handle the increased flows due to the increase in the imperviousness of the site. 5 I p, II. HYDROLOGY AND HYDRAULICS I 1 II. HYDROLOGY AND HYDRAULICS A. Introduction The hydrologic techniques and analytical tools utilized in the design flow hydrology for the 1 proposed improvements to the site are described in this chapter. The facilities constructed as a result of this analysis will convey the runoff resulting from storm events with the design frequencies of 10-year and 100-year recurrence intervals. Because there will be no detention, the facilities constructed will be sized to carry the major storm to the site release point. B. Design Objectives and Approach 1 The objective of the hydrologic analysis for the detention center site concentrates on two principal 1 issues: 1. Investigate the impact of the proposed development upon the changes in the J magnitude of storm runoff. Designing for the conveyance of storm runoff by means of appropriate strategies as '2. J specified by the applicable drainage guidelines of the City of Fort Collins and compliance with the stormwater drainage report prepared for the 1992 expansion as prepared by Stewart & Associates. The Rational Method, in widespread use in the Colorado area, will be utilized for the determination ' of the runoff magnitude from the site in the developed condition and to check the appropriate means of conveying this runoff. ' The Rational Method is recommended for sites less than 160 acres. Basin I (7.26 acres total) and Basin II (20.18 acres total) are within the acceptable size limitation. This allows the use of the Rational Method. Accomplishing the modeling objectives has been attained through a sequence of model simulation both the site. (Please reference Exhibits A and B). The _! runs for the contributing basins on and off 100-year storm output in the developed condition has been used to check the capacity of the J existing drainage features. Our analysis of the major storm (100-year developed) runoff indicated that the existing drainage features were adequate to handle the projected flows. Therefore, we did not go into great detail to analyze the impact of the minor storm (I0-year)event. 1-- C. Hydraulic Analysis a. Historic Conditions The site historically flows to the north and south. This flow divides the overall basin in the middle of the site. Because the facility will be expanded, the proposed grading plan follows closely the historic drainage pattern. The off -site undeveloped contributory basin flows historically from west to east. The existing facility intercepted flows and routed them — to the north and south, also dividing in the middle of the -site. Expansion of the facility will encompass a portion of the undeveloped property to the west. The historic drainage pattern will continue dividing runoff from the west to the north and south joining the historic drainage configuration currently in use on the site. 7 III. DRAINAGE DESIGN III. DRAINAGE DESIGN ' A. Scope of Design ' The site is proposed for the expansion of the existing detention facility. Because we will be expanding the current use of the site (buildings, parking lots, and driveways), the permeability of - the site is reduced. The site is planned for areas of building construction, private drives, a parking ' lot, and landscaping. The site was platted and constructed in 1981. The site was first expanded in 1991.,. Stewart & Associates prepared the Stormwater Drainage Report for the expansion. We recognized this report in the preparation of this final drainage report. We have considered a composite runoff factor when calculating the developed storm event runoff ' and have included these calculations in the Technical Appendix attached to this report. Runoff from the undeveloped property to the west of the detention facility flows from west to east. This runoff will be accounted for in the design of the on -site stormwater features. Storm runoff in the major storm event will overtop Timberline Road. We have accounted for this additional off -site runoff in the consideration of the existing stormwater conveyance elements. i The on -site basin is divided approximately in the middle of the site. Runoff generated from the JJ north half of the basin (Basin I) flows to the north to Midpoint Drive. This flow travels to the east and south in Midpoint Drive and eventually exits at the existing concrete cross -pan in 'jMidpoint Drive. Runoff generated from the south half of the basin (Basin I) flows to the south to an existing grass -lined Swale. Flows continue to the east in the Swale joining flows from Basin II at the concrete cross -pan. Storm runoff then flows east, then north, in an existing drainage swale in the Prospect Park East P.U.D. to and through the existing Vipont Pond. The capacity of the swale is approximately 96.7 cubic feet per second (cfs) as described by the approved Prospect Park East P.U.D. plans submitted to the City Stormwater Utility on September 10, 1984. The swale was modified in 1988 at the time the second Vipont building was constructed. A storm ' drain was constructed under the swale to drain a loading dock area at that time. The swale remains the same section with a 2-foot depth, a flow line width of four feet, and a top -of -bank width of 18 feet. It will continue to carry the 96.7 cfs, which is greater than the storm runoff ' quantities developed from the west including the increased runoff from the detention facility and flows that overtop Timberline Road. Stormwater then discharges from the pond by means of existing culverts under Sharp Point Drive and through the City of Fort Collins ponds to the Cache ' la Poudre River. We have been notified of the development plans proposed by the construction of a new building by Advanced Energy. We have been in contact with the development engineers for the site, Park Engineering, to discuss their development plans regarding the existing ' swale through their property. They have indicated an asphalt swale and underground storm sewer will replace the existing grass -lined swale. Their calculations indicate the Swale can handle our proposed developed major storm runoff equal to 60.4 cfs. The capacity of the Vipont Ponds is J being addressed by an overall basin study being completed by Park Engineering. There has not been a requirement for on -site stormwater detention for this area because of the close proximity to the Poudre River. There is no detention proposed at this time for the expansion to the existing facility. Depending on the outcome of the Vipont pond study, detention may be required as a condition for acceptance of the Detention Center expansion. 8. ' There is a portion of the Spring Creek flow (in the 100-year storm) that will overtop Timberline Road and flow easterly in Midpoint Drive. This area was recently studied in detail by Northern ' Engineering. This study was done for a proposed development west and north of the detention facility. Their calculations indicate that the 100-year storm event (approximately 8.84 cfs) will overtop Timberline Road and will be carried by Midpoint Drive. The study also indicated a ' "catch" Swale would need to be constructed to intercept flows that overtop Timberline Road. 1t was indicated to me by the Neenan Company, owners and developers of the Prospect Office Park, this Swale would be constructed even if the development proposed for the area is not constructed. ' - Recently flooding in the area has brought to their attention the need for this interceptor swale. Midpoint Drive flows to the east and discharges runoff carried in the north flowline of the street to Specht Point Road and Prospect Parkway and does not make it to the concrete cross -pan. ' Runoff in the south flowline of Midpoint Drive flows to the east and south to the previously recognized concrete cross -pan. The information obtained from Northern Engineering did not address how much of the 8.84 ,cfs would be carried by the north or south flowlines of Midpoint Drive. For our calculations, we will assume half of the 8.84 cfs, or 4.42 cfs, would be carried by the south flowline of Midpoint Drive. Further investigation into the capacity of Midpoint Drive 1 and the off -site swale indicates the entire 8.84 cfs could be carried by Midpoint Drive. Therefore, it is of no concern exactly which percentage of the entire flow is divided by Midpoint Drive. There is an undeveloped parcel lying immediately west of the existing facility that flows easterly towards the detention center. From our observations of the existing topographic layout of this - parcel, we have determined that runoff divides into a north and south basin at the west limit of the proposed parking improvement and will be accounted for in the storm drainage improvements planned or the existing drainage features of the site. ' Neither the existing detention facility nor the proposed expansion is located in the Spring Creek Floodplain according to the current FEMA mapping. ' B. Gutter, Channel Sizing, and Location ' We have calculated major storm runoff from the site in the developed condition. This rate of discharge was used to investigate the capacity of Midpoint Drive and the existing grass -lined swale located along the south limit of the existing facility to handle the predetermined flow rate. ' Please reference the Technical Appendix of this report for a review of these calculations and findings. C. Erosion Control The proposed site was evaluated for erosion control requirements. Some of the criteria addressed in the analysis included the location of the site, the size of the development (disturbed area),•the amount of over -lot grading, the slope of the existing and final grading, and the type of soil. f Erosion control issues considered included sediment loss during construction. I..J 9 The site is surrounded to the north and east by existing development. To the west and south of the site, the property is undeveloped but overlain by a thick, mature native grass that is mowed for maintenance. The potential for erosion of this soil was considered in determining the erosion ' control plan. The erosion control plan will minimize dust and sediment loss to the greatest extent possible. ' The development will require over -lot grading to facilitate the expansion of the existing buildings and construction of parking lots and driveways. Such grading will require the removal of topsoil and vegetation that currently holds the soil in place. The erosion control plan will focus on providing a means to prohibit the release of sediment either through the air or by storm runoff. To control the release of sediment, the erosion control plan shall be by means of strategically -placed ' silt fences and hay -bale barriers to trap any sediment before leaving the site. Silt fences must be in place at the start of the grading process. As the grading continues and the ' final grading is more defined, hay -bale barriers will be placed along the defined drainageway to collect and reduce the velocity of the runoff to deposit the sediment load. The site will be watered periodically to contain dust as required. Hay bales will be placed along drainage channels entering Midpoint Drive and the existing swale on the south side of the facility. ' At the completion of the over -lot grading process, all disturbed areas will be covered either by seeding, sodding, or all-weather surfaces such as asphalt paving or gravel. The newly -placed ' seed will be protected against erosion by means of hay or straw mulch until the grass has a chance to establish itself. As the site is developed, the potential for erosion and sediment loss will decrease; and the erosion control devices can be abandoned. Until such time, the 'contractor/developer must maintain the erosion control devices. i REFERENCES 1. Storm Drainage Design and Technical Criteria, City of Fort Collins, 1984. 2. Urban Storm Drainage Criteria Manual, Volume 1, Sixth Printing, September, 1978. 3. "Handbook of Hydraulics", Brater and King, Sixth Edition, 1976. i 1 J 10 APPENDIX CLIENT_ PROJECT MADE BY I DATE CHECKED BY_ A) sd4 rlv 0 JOB NO. CALCULATIONS FOR DATE SHEET �• OF a.1 yV4,*-r, �,�s 1 n 77,E ^t zyu/n -,a� 344j*11 4ptvA (,QA- :07to ) �o • �rYl7 ��� �1. 4. a 6 A-G-YP s The Engineering Cc 1 CLIENT_ PROJECT 1 MADE BY 1 1 1 1' 1 DATE n CHECKED BY JOB NO CALCULATIONS FOR GATE SHEET OF C�ib�rty ) C1�tJE,jA�G1. F-x0 p, dd� �Y,�v� b r/.r L'C a✓ �� Id G� �h rrr A H d c�J PkII�> i� I A 51 �'� Of ✓h t7 i�. Alo• 62wro ti �s l (� �'n :7-7 &�-�, 'n(.37 7 �2� "r, . pfo. z. Aorkh D1,4r-I �, 4) � (n =) C z 41 2-17-7 (o,;Z Ca 3.6.to,gz)a� 1. Toal-1y4 4. 1 - �ov�h lyonvh Ca Or (D i The Engineering Cc 1, 1 _ CLIENT JOB NO. 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SHEET M, OF The Engineering CO Slorm Drainage Design Criteria 50 30 l— 20 Z w U o: w a' 10 Z w 0- 0 5 N w M 3 D O U 2 d: w 1-- Q S 1 5 L .1 0 2 .3 1 .5 1 2 3 5 VELOCITY IN FEET PER SECOND Page 3.7 10 20 FIGURE 3-2 ESTIMATE OF AVERAGE FLOW VELOCITY FOR USE WITH RATIONAL FORMULA Most frequenlly occurring 'undeveloped' land surfaces in the region. (Adapted from: -Urban Hydrology for Small Watersheds'. Technical Release No. 55. USDA. SCS. Jan • 1975 ) OP OMwvariM No Text CLIENT JOB NO. PROJECT CALCULATIONS FOR MADE BY DATE CHECKED BY DATE SHEET OF on 1 , I I }1 S Orr o r?dA- � �t oZ Ac, htd k" )doj � b � ��► � off- �� y� b�sii� . so' a z, �J L- vn The Engineering Co. . CLIENT J00 NO PROJECT CALCULATIONS FOR MADE BY DATE CHECKED BV DATE SHEET OF 1_ r 1 Le ` 10 13" / )y, / Ad. LT: -- (pI Is 1%n X.,. 060 � vr� of Q -r ��- s� y� h.6ii, z. 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CALCULATIONS FOR CHECKED BV DATE SHEET OF e f 1axs al, r2r�l-x C�p���in►��ii,� �� Pa,�(Gvvrd� C'a�rt� ����G�r�� C+� 1 �.�Pnr err Asir. ' �f'o q"a wr y � � • �.1��2i4 �o m. Flip r(&r-M4 d ) y 1f1(Qr;Po)?Ar0 'oe'd f- Gtli �v-r)ev,14 o (.- k� is y hV?8, �%Wj �o 4P. C Yvd s s — I n�r>oR� U lli's Are, ���" �• � �I. � �J+�'�n/v► � c •tro,c,� a n �- yt a The Engineering CLIENT PROJECT MADE BY DATE CHECKED BY rr.7wra CALCULATIONS FOR DATE SHEET OF m Gan�id�rri►� dfl ` x r a CS c`, r 0-� wo-pry 8 Ah tave The Engineering i CLIENT_ PROJECT MADE BY. DATE y'l�C► SS��%� �x4- ��j'�� CALCULATIONS FOR CHECKED BY DATE_ JOB NO. SHEET o?,LA OF � _ 0. 6 _ co. 16,7 ►z 9D)( P/. o7S) I ( 0: 0o6 O/ 3 PrYl,s 4� I The Engineering CLIENT PROJECT CALCULATIONS FOR MADE BY DATE I CHECKED BY DATE _ JOB NO. SHEET��OF �i,e �I Sur�,,� �e� � r��►�rg SI��I�s � ul��ri 1✓a 19 U • no $ A, 7 � �Qvv, J 8 d s' ( 0, /S 2 + la Z) �z Q = �� d -1— c3 % • D Q , /, (01 0000 X. o. o/ 3 Q - e, a. a�s. The Engineering -- CLIENT JOB NO. PROJECT CALCULATIONS FOR a /� MADE BY DATE CHECKED BY DATE SHEETS OF 1 � i; yr da ?id /l ��e �J V G✓G� y. l d9cc�lF al sr D j = as 3�Jo9• J c� o) 3. ' lvor& : A. • o l . Ard d/l � v l`� � v /`� I � � V • � / � (� �!Q i.L�J 44 The F.nginecrini 4.2.3 Major Storms The determination of the allowable street flow due to the major storm shall be based on the following criteria: • Theoretical capacity based on allowable depth and inundated area. • Reduced allowable flow due to velocity conditions. 4.2.3.1 Street Encroachment Table 4-2 sets forth the- allowable street inundation for the major storm runoff. 1 Table 4-2 MAJOR STORM - STREET RUNOFF ENCROACHMENT Street Classification Maximum Encroachment Local(includes places, Residential dwellings, public, alleys,'marginal commercial, and industrial buildings access & collector) shall not be inundated at the ground line unless buildings are flood proofed. The depth of water over the crown shall not exceed 6 inches. Arterial Residential dwellings, public, ' commercial and industrial buildings shall not be inundated at the ground line unless buildings are flood proofed. Depth of water at the street crown shall not exceed 6 inches to allow operation of emergency vehicles. The depth of ++ water over the gutter flowline shall ..I not exceed 18 inches. In some cases, the 18 inch depth over the gutter flowline is more restrictive i than the 6 inch depth over the street crown. For these conditions, the most restrictive of the two criterial shall govern. Major Arterial Residential dwellings, public, _• commercial and industrial buildings shall not be inundated at the ground line unless buildings are flood proofed. The street flow shall not overtop the crown to allow operation of emergency vehicles. The depth of water over the gutter flowline shall not exceed 18 inches. In some ' cases, the 18 inch depth over the gutter flowline is more restrictive than no overtopping of the crown. For these conditions, the most 1 restrictive of the two criteria shall govern. i •1 1 May 1984 Design Criteria Revised January 1997 4-5 4.2.3.2 Theoretical Capacity Manning's equation shall be used to calculate the theoretical runoff - carrying , capacity based on the •allowable street inundation. The equation will be as follows: ' 1.49 :n in Q=—R S A n ' Where Q = Capacity, cfs n = Roughness Coefficient R = Hydraulic Radius, A/P S = Slope, feet/feet A = Area, feet - Appropriate "n" values can be found in Table 4-3. Any values not listed should be located in the Geological Survey Water Supply Paper, ' 1849. 1 — Table 4-3 ' I !9 wn;G'S Rcummss COEFFIczENTS FOR STREET SURFACES Surface Roughness Coefficient Gutter 6 Street. 0.016 Dry Rubble 0.035 Mowed Kentucky Bluegrass . . . . . . . . . . 0.035 . Rough Stony Field w/Weeds. . . . . . . . . . 0.040 Sidewalk s Driveway . . . . . . . . . . . . . 0.016 4.2.3.3 Allowable Gutter Flow i1 The theoretical capacity must be reduced in order to obtain the actual flow rate allowable. The procedures and criteria are identical to those found in Section 4.2.2.3 "Allowable Gutter Flow", .which is f finding a reduction factor from the chart included in that section. 1 Any street ponding of storm water shall be controlled by the same criteria set forth in Table 4-2. 4.2.3.4 Cross Street Flow Table 4-4 is the criteria to be used for allowable cross street flow. Both the theoretical and allowable cross street flow shall be 1 determined by the methods described in the preceding sections, depending upon which design storm is being considered. However, the gutter slope variable should be replaced with the cross street water surface slope. ' Table 9-4 ALLOWABLE CROSS STREET FLOW ' Street Classification Initial Design Runoff Major Design Runoff Local (includes places, 6 inch depth in 18 inch depth' gutter alleys, marginal crosspan above flowline access) Collector Where crosspans 18 inch depth allowed, depth of flow above gutter L shall not exceed flowline Arterial crown None 6 inches or less '. over crown Major Arterial None None May 1984 Design Criteria Revised January 1997 110 METE]C CLIENT CALCULATIONS FOR MADE BY DATE "D*dR ._ u CHECKED BY P*Y, • Gap AY10A toe � r.,: -i r� P4 �or a,4n -�ew*:v�n NO. SHEET --CLL�j OF d� 1741H d/Y'A Aag _ o °vid 4,e,j f� "m op-,5111p. bo.64 (cQopr�) The Engineering CALCULATIONS FOR I DATE CHECKED BY DATE CLIENT_ PROJECTMADE BY ,D\15 -N v-, - 7- z JOB NO. SHEET IV-P7 XOF - - oKsDx n � 9s�: (2,61 lo�e 'o T .7vN 7 r It . 614 m The Engineering CLIENT Ia a Nu. PROJECT CALCULATIONS FOR MADE BY DATE CHECKED BV DATE SHEET e97 OF GU Cos17, q Z) �,s�cps. COO The Enginecrini CLIENT JOB NO. PRQIECT CALCULATIONS FOR CP 5&F MADE BY- DATE CHECKED BY- DATE SHEET1 `' S�'✓��� d� d� ��Ya'� � ��Llo w� !� lZo cue-��,�y. - r- -j L vac 40, 02 Ik �rkp 010 1144 47 VA I opt? wil Mr Falb 0. tgoo/ �+f � 1&4- Q � �• S � � S �z $�3 yj o The Engineering CLIENT JOB NO PROJECT CALCULATIONS FOR L 90 T OF MADE BY- DATE CHECKED By_ DATE SHEET 1. s J� LeA3 41 4 eAlA a 4,j 6G rA, 40 It n 8lvf.. =ggfvr/o, V (�qP tj G v- x (:5-16 T -'s -) or { o 1"Aspolro al-,4,as Or 6-1 loll %5 The Engineering: CLIENT_ PROJECT MADE BY JOB NO. CALCULATIONS FOR DATE I CHECKED BV DATE SHEET Jo OF , m 4 l �o 1- 1' 1 y'01 i (I z o,�- o, sl 'Ole ���ti �1 �n�v:l�v �eQrivs• o. o/ (o +I z ad s The Engineering CLIENT_ PROJECT MADE BY DATE I WPe.i JOB NO CALCULATIONS FOR CHECKED BY DATE %a . 0 �. oa Ll �p o SHEET (3 1 OF d'k4 m . -f7- i j Q-J Z� K .p d vG . rep �a ►� �la� a� - 0 CP l %. mow = . V, 8 -� �.7 1. G� �• %0. ¢ d-s, vh&4� . Go ¢ �m b�s��►,s lr� ��o �s� d .a/ noef (vow 1 '4 s �i4,�a W / dU caws 1 ���J�- 2 r d ►.� rh, 9ulro . 10000 9000 8000 7000 6000 3000 4000 3000 — E- 2000 1000 900 800 W s C 700 600 = 300 a 7 0 400 Q300 200 100 90 80 70 60 A9 40 30 20 01 From BP MAY 1984 2.0 ITT a cowaT1011: a-a.la(A)s'awl n IS aWawa[!f Co[rtlCl[Y1 IN rlr.lra .10 PORM.L• APPROPRIATE to MATERIAL 14 !error Or C.ARMn 4p0 .08 LO E IS RECIPMOCAL OF CROSS SLOPE NtICRERCE . .. ! PROCEEDINGS IN•, 700 .07 P.O[ n0. [WAI1011 Inl Sep 4-0 .06 .80 goo .70 EXAMPLE feet OASrtO u.tel LL .05 loo .60 give". ! • 0.03 t0 ! . 14 1 e/n "too N so .04 n • .02 � , .60 U 70 LL- . D.E: 20 � FIND, a • 2.0 CPS _ ,03 .40 1 Z Z S _ .30 _�_ 02 T v .t rN . P s N v .3 w INSTRUCTIONS (D I J .01 .Ot w I CONNECT I/n R.110 .1T. SLOPE IS) Q ,OS Z ..a CONNECT O,eC.aRae 10, PIT. = 0J Z •OOB DEFT. oil T.ESC T.0 LINES ruse U�PL O2 007 1.1C.e[Gf at TUN ... a LINE IO. VI COMPLETE SOLUTION Q Of .006 r !. FOR e.ALLO. - , w .005 .-a.aaEo C..NNEL O AS !MORN Ulf NOMCaM.P. .004 .LT. a . r w a rN 003 r, ! To 0[rl.ru[ � J &SCIIAMRe a. I. O N a PORTION OF C....[L .•RI.G nor. [ I�r-� DITINrnC 0vr. , To. for" OISC...GI IN .002 SOMA, SECTION a T.EN USE NC.oa R.P. TO Ot TINrINE Y• u1 f[CIION s TYN Of"- " -W • To OCTe•.,N[ once•Ra[ 1 IN CON00f11e fCCr,aN1- M ' F} FOLLOM INSr RucllaN S ) .001 To DluIN one«•Rat 4[CTIOr . Ar .SSW -to pIPT. ,: 001.1. O ION R ,LOPE RATIO •.0 DIP'" ; 'men av Do at Figure 4-1 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dept. of Commerce, Bureau of Public Roads, 1965) 4-3 F .20 I`— Z 1P f— (n .10 w a- .08 w w .o7 17 06 .OS m .04 n U 03 a ~ .02 a w 0 .01 DESIGN CRITERIA MAY 1984 L� cr o .6 U LL z 0 .5 U O Uj cr .2 s :0.4% F:0.5 I 11111111 1 loss BELOW MINIMUM P ALLOWABLE STREET GRADE I'MA'S's logo .0 0 2 4 6 8 10 12 14 SLOPE OF GUTTER M) Figure 4-2 REDUCTION FACTOR FOR ALLOWABLE GUTTER CAPACITY Apply reduction factor for applicable slope to the theoretical gutter capacity to obtain allowable gutter capacity. (From: U.S. Dept. of Commerce, Bureau of Public Roads, 1965) 4-4 DESIGN CRITERIA CLIENT PROJECT CALCULATIONS FOR MADE BY DATE CHECKED BV DATE JOB NO. 4,0 1'6.1(J v 0 �- lfvn V/V • /d- �4w s s I? j o A SHEET OF VAIVI A. -1 i /✓r? v /� biro m .,s s 47 bey/ram�� , r 6-1 c,ve�o y�—P,e,,•,. 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CALCULATIONS FOR CHECKED BY DATE SHEET 44-- OF V � N I CLIENT PROJECT CALCULATIONS FOR MADE BV DATE CHECKED BY DATE _ 1 '8,66,'k, Z-, NO .� � SHEET OF 1 N c �'r�j vvve� , O;r 444 Arr�dr�.r ape ye,/v�Ayp �. I . 2� <3YR.A, s 11f The Engineering Cc I , 1 CLIENT PROJECT CALCULATIONS FOR MADE By DATE CHECKED BV DATE _ JOB NO SHEET 4_ OF The Engineering Cc 1 • w D w � J J ' Q 0 « > « •- N NhrMCO v7 N co (0 1- O C U 1�NO�n 0) N NOD 100) S)(0 (n 0)O " O 01 1� (n (n (D r 1� ()(n 0N0r V CMr(o '• lLO Mr�NN N �N(nmrCO a ui ((i er ?N(n(n O F v _ U) N 0 p 1 w W _I 1w L9 w ICD x Q Q _ 1 U (n ooO0000 OOMv(ONv,CO N 000000000 Q NNO(nOOr NNCO � �tONOQ0M�,qtO (� V cli r-: (.i UMn rr(V VCDd r N 2 = i w w O E> E W 00� 00rMNNOV yrNr. 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A7�_ 0 �'i qiy In00e,419 ' 441" OOr wrr►A >0"_fs v v ervjlar,-�l P7 -1� h -e 1r�►�r�d a kv ha vJoA u'r, t� j wN /l b t 12 o s+a.0� a ' The F.ngineerinp CLIENT_ PROJECT MADE BY r JOB NO. CALCULATIONS FOR ��jj DATE CHECKED By -DATE SHEET- OF %t°SJrirt�' �/a7lrl 0.7 S AVM,. slap o-, h u . '9r,6j ';n T-. 7ss 11/t9l - 1 1. . I.. . The Engineering CLIENT PROJECT CALCULATIONS FOR I MADE BY DATE CHECKED BV DATE_ �A6Jl1 :ZT 7• Zl A-cY)d S /•d JOB NO SHEET OF i� �•e�� � : �U�. w��(• s/die• wed o. r I The Engineering r RAINFALL PERFORMANCE STANDARD EVALUATION !-� �/� /1 STANDARD FORM A PROJECT: A�i/yt� �. n � D Zd od p e %. li i LI COMPLETED BY:DATE:q� DEVELOPED SUBBA$IN ERODIBILITY ZONE Asb (ac) Lsb (ft) Ssb M Lb (feet) Sb M PS M ) `-9 S6 lj, off. ��006 Vil off. 0/o Ts� MARCH 1991 9-14 DESIGN CRITERIA 1 1 1 1 1 1 1 1 1 CLIENT PROJECT MADE BV DATE pr(f-e rrA-4n vQ- s -d . JOB NO CALCULATIONS FOR / CHECKED BV DATE SHEET OF by mcs = 0• °,�o_ /oo v 7a, loo _ l/o�• 100(7 s`/a �. n � I No 7�&- 3 0-- So 72 � VICO) /-oo S X CLIENT JOB NO. PROJECT CALCULATIONS FOR MADE BY DATE CHECKED BV DATE SHEET OF _J 1= s. I�,ry�,,loldo� 104Tyt(Afs CL��eh sfbh � _ Log - ao �►� (�� -r • B 2) �3 J� 3 ® a7 .ter'` 4s mob ?o 1; Edda d�� r �rs�Y✓�, = 4 74 A4,n eAvo )0 d Gr?OA s. �ri via ��"� S.) �P m� rr�lr� /I/r� �('i s �v✓ hid ' �' � � 1.:i ; The Engineering r 1: EFFECTIVENESS CALCULATIONS PROJECT: G �n /gyve` �q�� f �d 1dh 1 1Dr) ?/ pTANDARD FORM B /J COMPLETED BY: �i I t'i /�' O % li�L/r �-� . �� • DATE: Erosion Control C-Factor P-Factor Method Value Value Comment 9,8vte,c0d/..SM0Cf ss r-rl? — MAJOR BASIN PS (t) SUB BASIN AREA (Ac) CAL ULATIONS M X� 13 --J: 3 Ic{9. �"�>c) irk 0. 8o X 0 0, Avid G rp A 3 (0-7 4- x A 00) � (� Pd 0 rpAJ ��. i� 4 X ((7, 0)) = 0- ,� (. 0, cob + 0. 7 ¢ 23 s�-�c�w ba(� barr►PrL = dgo o,v -/1 01 44-� too. kv ti ba .7f /41, /J. MARCH 1991 8.15 DESIGN CRITERIA EFFECTIVENESS CALCULATIONS PROJECT: L n,� j�, ,, y ���, STANDARD FORM B COMPLETED BY: ► DATE: F6 Erosion Control C-Factor P-Factor Method Value Value Comment MAJOR BASIN PS ($) SUB BASIN AREA (Ac) CALCULATIONS 7 2 f �'8-Id� �-��-per-fn-l' (U• 37 x d• v�) _ . Oc7 3 Pry✓-e d G rk 71x. o , o/) _ W/ d. riv s V,►7) CD o c93 7 e 0, o0i 7 S" -1- 0. J4-- l (,vs F)o nce, . = �► �So _ o, ,G�d- _ � I — •o�s4-Co•�� X �� o 7 7S MARCH 1991 8-15 DESIGN CRITERIA .J CLIENT JOB NO. PROJECT CALCULATIONS FOR r MADE BY DATE CHECKED BV DATE SHEET �� OF D,g N4,, e-�4eoe— kiWy� 3, PO O- 93 V, ms , TkV-t4/ 4jo, � P r✓ . ��ia .� The Engineering L a ' 'J / �� CONSTRUCTION SEQUENCE PROJECT: Z-AyLiAV°Y (X/l�n/i� CVl�//dj �r'/(%%�J VD%�% �!.- ' STANDARD FORM C SEQUENCE FOR 19 � ONLY COMPLETED BY: //S )G� /S iG�Ra DATE: 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. OVERLOT GRADIF - ,1641jo l,0 WI EROS ON C Soil Roughe Perimeter E Harriers Methods YEAR ! MONTH I &,Joy L I M" IT RAINFALL EROSION CONTROL STRUCTURAL: Sediment Trap/Basin Inlet Filters Straw Barriers Silt Fence .Barriers Sand Bags Bare Soil Preparation Contour Furrows Terracing Asphalt/Concrete Paving Other )q11 I kv,16Y ri a-44 A .1,0*, I jA-A, rk I'rq I 0+s ) d r ) ves> VEGETATIVE: Permanent Seed Planting Mulching/Sealant Temporary Seed Planting Sod Installation Nettings/Mats/Blankets Other l.JJ h �64�r MAINTAINED BY G14 y✓�/�N. STRUCTURES: INSTALLED BY , 1 U VEGETATION/MULCHING CONTRACTOR �n E J/C � OrI 016 d• ' DATE SUBMITTED APPROVED BY CITY OF FORT COLLINS ON n ' ._� MARCH 1991 8-16 DESIGN CRITERIA PARK ENGINEERING P_ CONSULTANTS Final ed Report to 2 .)S FINAL DRAINAGE REPORT AND EROSION CONTROL PLAN ADVANCED ENERGY LOT 11A, OF THE REPLAT OF LOTS 3, 4, 11 AND 12 OF PROSPECT PARK EAST P.U.D. FORT COLLINS, COLORADO 1240 Main Street Longmont, CO 80501 (303�f6516626 FINAL DRAINAGE REPORT AND EROSION CONTROL PLAN ADVANCED ENERGY LOT 11A, OF THE REPLAT OF LOTS 3, 4, 11 AND 12 OF PROSPECT PARK EAST P.U.D. FORT COLLINS, COLORADO Prepared for: THE NEENAN COMPANY 2290 E. PROSPECT FORT COLLINS, COLORADO 80522 (303)493-8747 Prepared by: PARK ENGINEERING CONSULTANTS 1240 MAIN STREET LONGMONT, COLORADO 80501 (303)651-6626 March 25, 1995 Revised 5/10/95 Revised 6/16/95 PEC Job #107-34.001 1 1 1 1 1 .. 0 TABLE OF CONTENTS Certification I. General Location and Description II. Historic Drainage III. Drainage Design Criteria IV. Drainage Facility Design V. conclusion Appendix A (Drainage Calculations) Appendix B (Erosion Control) Map Pocket "I hereby certify that this report (plan) for the drainage design of Advanced Energy was prepared by me (or under my direct supervision) in accordance with the provisions of the City of Fort Collins Storm Drainage Design Criteria and Construction Standards for the owners thereof." Registered Professional Engineer State of Colorado No.16726 (Seal) ' I. GENERAL LOCATION AND DESCRIPTION ' LOCATION ' The Advanced Energy site is described as Lot 11A, of the Replat of Lots 3, 41 11 and 12 of Prospect Park East P.U.D., City of Fort Collins, County of Larimer, State of ' Colorado. The site is bounded by the developed Lots 3 and 4 on the north, Tract A (a drainage pond) on the east, Midpoint Drive on the south and Prospect Parkway on ' the west. A map showing the site can be found in the map pocket at the end of this report. TOPOGRAPHY ' The site, Lot 11A (4.502 Acres), is unimproved except for overlot grading that was done previously. The site is void of trees and has a ground cover of a variety of grasses and weeds. The site slopes northeasterly on an approximate slope of 3%. There are existing improvements that surround the site. There are water and sewer lines on the south, east and west. Other utilities such as telephone, gas and electric are in the area. A concrete ,.I. drainage channel runs west to east along the north property line and intercepts the runoff from this site ' and releases it to the pond adjacent to the site on the east. See enclosed map for existing contours and topographical features. 1. . 1• 1 i 'r 1 i C 1 1., 11 1 _i 1 II. HISTORIC DRAINAGE SITE BASIN DESCRIPTION As described in the previous section, the existing drainage conditions have been created by previous improvements and development. The site totally drains north and east to the concrete channel and pond in Tract A. This site has been included in the previous master planning of this subdivision and will function accordingly. There is no detentioning in this subdivision due to the proximity of the Cache La Poudre River flood plain. Drainage improvements exist that channel the runoff through the subdivision to the river. This site lies within the Cache La Poudre Basin. The master drainage plan was prepared by James H. Stewart & Associates and approved by the City in 1984. The concept was to provide a channel through the middle of the site that collected the storm runoff and discharged it into a pond at the east side of the Prospect Park East P.U.D. As the pond filled, the overflow was discharged through three 24" culverts under Sharp Point Drive and directed to existing ponds east of the site which are in the Poudre floodplain. 11 u III. DRAINAGE DESIGN CRITERIA The City of Fort Collins "Storm Drainage Criteria Manual" was used as a standard. This report was developed using the above referenced manual. The hydrological criteria used for this report was based on the "Intensity - Duration - Frequency" curves for the City of Fort Collins Using the rational formula method for runoff calculations, flow rates for each sub -basin was . determined for the 10 and 100 year occurring storm. Hydrologic calculations are included in Appendix A along with the related tables and figures. Detailed hydraulic calculations are provided in Appendix A for the drainage improvements. Previous drainage reports were also refer- enced in developing this report which included the "Storm Drainage Report for One Prospect P.U.D." 11 IV. DRAINAGE FACILITY DESIGN The drainage.. concepts for the developed conditions will be discussed in the following paragraphs. The developed conditions are shown on the "Drainage Plan" located in the map pocket at the end of this report. The Advanced Energy site will be developed in a manner consistent with storm water management practices. The development. is typical with buildings, parking, landscaping and is a use -by -right for the IL zoning. The runoff will be directed through inlets and piping, .curbs_. and gutters to the existing drainage improvements of the concrete channel and pond. The site is broken into four (4) sub -basins by the development. Basin 1 is the approximate north 1/3 of the site. This basin is graded to discharge directly to the existing concrete swale that runs west to east along the north property line. Basin 2 represents most of the west building and the parking lot along the west and south sides of this building. This basin discharges the runoff to a sump curb inlet that connects to a storm pipe that discharges to the pond in Tract A. Basin 3 represents the service area between the two buildings and collects runoff from the service yard, a small portion of the roof and a small court yard. There are two area inlets that collect the runoff and discharge it into the storm piping system that discharges into the pond. Basin 4 represents the southeast corner of the site which includes a part of the building and the parking lot south and east of the building.. The runoff from this basin is directed to a sump curb inlet that discharges into the storm piping that releases to the pond. Developed runoff rates for the basins were calculated as follows: Basin 1: Q10 = 6.52 cfs; Q100 = 12.55 cfs. Basin 2: Q10 = 4.08 cfs; Q100 = 7.88 cfs. Basin 3: Q10 = 2.84 cfs; Q100 = 5.62 cfs. Basin 4: Q10 = 4.92 cfs; Q100 = 9.65 cfs. The storm sewer piping and inlets were sized to convey _ the 100 year event. The concrete channel along the north property line will carry the developed flows of the i subdivision during the major event. Based on the city's analysis of Spring Creek Flood Improvements, 75 cfs of overtopping needs to be carried along the concrete channel. It is assumed that the subdivision's peak runoff will already be gone when the overtopping occurs. Therefore, the channel will be free to handle the I' overtopping of Spring Creek. Two typical sections of the channel along the north property line were analyzed and included in Appendix A. In the steep portion of the channel, the flows are contained within the channel. In the flatter portion of the channel (east end) the flows slightly exceed the top of curb but create no conflict due to the parking in this area. Off -site Basin - There is no off -site runoff directed to this site except that which is carried in the concrete channel along the north property line. Detention Pond, Release Structure and Other Improvements. No other improvements are required for this site since this area is allowed to free release to the Poudre River. V. CONCLUSIONS The drainage concepts for this project are consistent with current policies and practices for storm. drainage management. The site will maintain the flow patterns and be consistent with the development practices in the area based on the master planning. APPENDIX A IJ No Text 1 PARK ENGINEERING CONSULTANTS 1240 Main Street LONGMONT, COLORADO 80501 (303) 651.6626 2 47 JOB/0�-34 ✓��uQ-.�e� ��1,�y SHEET NO. / OF CALCULATED BY I DATE J �Z CHECKED BY DATE PARK ENGINEERING CONSULTANTS 1240 Main Street LONGMONT, COLORADO 80501 (303) 651.6626 JOB../d�-3� SHEET NO. OF CALCULATED BY. �� DATE CHECKED BY �G .. _,. 3�j3 ..,... .......... .�X'1/�! �� USF` fr,N 6.� _......... ....... -Ziw 9. A�� T� 8�N._ ......... NI0016TM I6Btlf1ffiIjaN�E�� re 6ree. Ym 0lul Te bexssmi mnan»s�.e ,., .a _ .. _ " SEWER PIPES r nter up to 10 pipes. Ier <Return> only for flowrate and diameter to end. 'LOWRATE DIAMETER --- -------- (IN) 0.60 6.00 7.88 18.00 5.62 18.00 �3.50 24.00 23.15 1 24.00 FRICTION SLOPE (FT A1/6) ----------------------- M 0.0110 0.82 0.0110 0.40 0.0110 0.20 0.0110 0.25 0.0110 0.75 VELOCITY (FPS) -----3.06-��✓LTy:9r2p : 4.46 ,BASinj Z 3.18 lgt;S;,J :3 , 4. 30 6,,Kl,,1 4 y- 7. 37 6.'95,.J Z t n r 0_1995--------------- ADVANCED Page -ENERGY CIVIL -(NEENAN)---------_---__----- DESIGN GROUP -1-- BOULDER, COLORADO ** STORM SYSTEM Analysis of Existing Pipes Invert Slope Depth Cover--Vel-- --CFS-- % Solutions ink Length Dia Up/Dn Ft/Ft Up/Dn Up/Dn Act/Ful Act/Ful Load Remov Dia ' 1 222 18 94.37 0.0075 3.13 1.5 6.7 7.88 73 92.70 6.30 4.7 6.1 10.79 2 130 24 92.70 0.0025 6.30 4.1 4.3 13.50 101 0.2 27 92.38 6.62 4.5 4.2 13.31 3 101 24 92.38 0.0026 6.62 4.5 5.0 13.50 99 92.12 3.38 1.2 4.3 13.61 4 54 24 92.12 0.0074 3.38 1.2 7.4 23.15 100 0.1 27 91_722_28- 0.1 7.3 23.07 1: r r r --------- Lateral --------- Length= ------------------------- 507 Upstream Length= 507 r r NATURAL CHANNELS VARIABLES LIST: Y - FLOW ELEVATION Q - FLOWRATE VARIABLE TO BE SOLVED (Y,Q OR S) ? Y Z (CFS) ? 75 3 (FT/FT) ? .005 RESULTS N96.61 FT A= 10.66 SF �= 20.44 FT /= 7.04 FPS F= 1.67 SUPER -CRITICAL FLOW i. <Shift> <Prt Sc> print --------------------- S - CHANNEL SLOPE Enter up to 20 cross-section points Enter <Return> only for distance to end CROSS-SECTION POINTS DIST ELEV COEFF DIST ELEV COEFF 0 98.1 .032 15 98 .032 65 97 .032 74 96.5 .013 74 96 .013 80 95.5 .013 86 96 .013 86 96.5 .013 112 97 .013 142 98 .013 <Return> repeat NATURAL CHANNELS <Space Bar> back to menu ------------------------- i VARIABLES LIST: Y - FLOW ELEVATION Q - FLOWRATE S - CHANNEL SLOPE VARIABLE TO BE SOLVED (Y,Q OR S) ? Y Enter up to 20 cross-section points Enter <Return> only for distance to end Q (CFS) ? 75 S (FT/FT) ? .02 RESULTS !Y= 97.32 FT A= 6.79 SF P= 12.67 FT V= 11.04 FPS F= 2.59 SUPER -CRITICAL FLOW 'i<Shift>-<Prt-Sc>-print - CROSS-SECTION POINTS DIST ELEV COEFF DIST ELEV COEFF 0 99.15 .032 24 99 .032 63 98 .032 74 97.5 .013 74 97 .013 80 96.5 .013 86 97 .013 86 97.5 .013 144 97.5 .013 230 98 .013 <Return> repeat<Space Bar> back -to menu --- ---------------- ------------------ 1�. 1.0 12 5 10 4 9 I I 8 3 ' 10 6 .8LL 2 9 0 4 i ' �U. .7 >Exomple w 3 ��� 1.5 c ' vi 2' 6 Ui a� U t z 1.0 z 5 iPart a_ J 1'8_ z 9 ' w 5.5 0 F' w 6 0 .7 6-.4 5 Z z • 4 = — w 0 .6 z 4.5 z Q. ,3 w -- x t 0 0 .5 4 -- x .2 f- c� z z 0 z 4 w w w '3 3.5 _ o a o w w u. 0 .08 .25 3 0- .06 .3 x x 0 z w - w w Ir .04 a: .25 x 25 x w w 2 a .03 a U .02 0 .2 a a ' 2 c) a 01 0 .15 15 L o 0 -- ' yo c 1.5 --- - -- x " 0=2.10 h 1.2 Figure 5-2 NOMOGRPAH FOR CAPACITY OF CURB OPENING INLETS IN SUMPS, DEPRESSION DEPTH 2" Adapted from Bureau of Public Roads Nomograph ' MAV19B4 5_10 DESIGN CRITERIA u APPENDIX B 2 RAINFALL PERFORMANCE STANDARD EVALUATION --------------------------------------------------------------------- PROJECT: /e�pv+jC£l> 0,4ERC7Y STANDARD FORM A COMPLETED BY: ?Xle DATE: %qS --------------------------=------------------------------------------ DEVELOPED ERODIBILITY1 Asb I Lsb Ssb Lb Sb PS SUBBASIN ZONE I (ac) I (ft) (A) .`(feet) (0 (%) .o-------------------- — — 5--------- i----Y-- i ---— ---------=i------- 7/t f /i6 H i Soil 3'- I ----------- ----------------------------------------------------------, DI/SF-A:1989 , C 0 C C O J O U PAGE 23 W U Z Q C O LL W' W 0_ 0 1 0,rnopo o 1 I QC 0Ln Ln U' f 1 CO CCO 0 0 CO q 1 C I /T cl Cn Qt C C O O C C • 1 G 14444 LI: UY Ll Ln Ln L. cT 1 M g M W W W M W M q 1 C 1 1 . .Q1 Qt O. 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Ln n n q Q101 p p.-r r-1 r-1 .-r r-1 N N N M M M M M nr, qn n n n nn n n n ggqq0000 CO CO CO 000000 CO CO 0C w MO C'n OlO V� N m M C' et Ln Ln Ln Ln w w to w n n w w tc C• w nn n n q q q q q q co co 00 c0 c0 00 00 00 co co co co q « I nnnnnnnnnnnrnnnnnnnnnnlnnnnr I t[ CI.O . . . .gnnnt. tC. wLn . . . .NNCn w. .Q1 I O N N N N N (V N N N N N NN N N N N N N. 4 4 rH 14 O C I n n n n n n n n n n n n n n n n n n n n 1-, P. n n n n 1 O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I O (Z H I O O O O O O O O O O O O O O O O O O O O O O C O 0 0 I JZW I rrtN MC'LC) tOng010 � .-titer-�.--L r--1 NNM L'MQ C'LLo 1 W W v 1 1 J 1 __ — TABLE 5.1 tt, Y 0 a ' EFFECTIVENESS CALCULATIONS ------------------- + ------------------------------------------------ PROJECT: Ap,.,jccZ) ojoY, r STANDARD FORM B 1COMPLETED BY: �QC�, I£til..�,� (�as.,Lilr.rST DATE: I Erosion Control C-Factor i P-Factor I Method Value Value Comment I xf✓-------- •.��.i/ rD----owl ------------------- �l.�w.fi7 OHO/ /.D ------------------------ I /3A4i 67'&&V-JZ> /o /.a /,72 4411r5 �j�Z,+rfc -'bASLGp„✓JSL O.taG /c> 45 ,q�ccs S•c-i FLrNCL I.O O, S 6.0 •----------------- 1AJORj PS ----------------------------------------------------� SUB AREA 3ASIN (%) BASIN (Ac) I CALCULATIONSCe _�s(a.o6�--------- a : 0. -------------------- DI/SF-B:1989 ' CONSTRUCTION SEQUENCE _ PROJECT: ADura/ ce-j) ,PSEQUENCE. FOR 19 ONLY COMPLETED BY: STANDARD FORM C DATE: ! -/0 -y) 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 MONTH ---------------------------- ' OVERLOT GRADING WIND EROSION CONTROL Soil Roughing Perimeter Barrier Additional Barriers Vegetative Methods Soil Seal nt Other Imo. •� fn..d��c-z ' RAINFALL EROSION CONTROL STRUCTURAL: ' Sediment Trap/Basin Inlet Filters Straw Barriers ' Silt Fence Barriers Sand Bags Bare Soil Preparation Contour Furrows ' Terracing Asphalt/Concrete Pavinc ' Other / ak 6, ,.v�4.e VEGETATIVE: Permanent Seed Plantinc Mulching/Sealant Temporary Seed Plantinc ' Sod Installation Nettings/Mats/Blankets Other ---------------------------- 3__ Se + STRUCTURES: INSTALLED BY MAINTAINED BY ' ,VEGETATION/MULCHING CONTRACTOR t,DATE SUBMITTED 'HDI/SF-C:1989 APPROVED BY CITY OF FORT COLLINS ON I JOB -Wlo-7 r'.-jLC% Y PARK ENGINEERING CONSULTANTS 1240 Main Street SHEET NO. OF / LONGMONT, COLORADO 80501 CALCULATED BY -' DATE 6%0 /9 � (303) 651.6626 CHECKED BY SCALE DATE i I .�.JST Sl 7-1 /Sco 405 U Sw .. Gr ..... ._ ..... ... _.._. -oz - ... Q 7. i'i..... ..... .. ............ ... ... .. _ 0104 /07 yc 4, So 0 Gv !. 37.S r9, 5G3 %C i ff L �7,g40 POW AL,S* 5m1 ml ir,mm®of..s� ffm. 01471. 100m pmmufn 140MM •fin Ho �'�' STORM DRAINAGE REPORT FOR ONE PROSPECT P.U.D PREPARED FOR W.W. REYNOLDS COMPANIES APRIL 7, 1990 PREPARED BY STEWART & ASSOCIATES. INC. STORM DRAINAGE REPORT ONE PROSPECT P.U.D. SITE LOCATION One Prospect P.U.D. is a replat of Lots 1, 2, 13, 14, 15 and 16 of Prospect Park East P.U.D. It is located in the Northwest } of Section 20, Township 7 North, Range 68 Nest of the Sixth P.M., City of Fort Collins, County of Larimer, State of Colorado, and is bounded by East Prospect Road on the north, Midpoint Drive on the south, Specht Point Road on the west, and Prospect Parkway on the east. The site is located in the Spring Creek drainage basin. EXISTING SITE CONDITIONS The existing site is covered with sparse vegetation, and the surrounding streets are all paved and have curb and gutter. There is an existing drain swale running west to east through the site. Concrete drain pans are existing across Specht Point Drive on the west and across Prospect Parkway on the east, which channel runoff water into and out of the existing swale. The entire One Prospect P.U.D. site drains to this swale. ._ There is no storm water detention provided on developed sites or proposed on new sites in the Prospect Park East P.U.D. development. This is because the development is adjacent to the Cache La Poudre River, and drainage swales have been provided to carry runoff to the river. OFFSITE DRAINAGE ONTO THE SITE ��9�1-1�'Tract "A" of Centerpoint Parts, which is presently undeveloped, but which w� a developed in the future under HB zoning, drains through the swale U, across the One Prospect P.U.D. site. The area of Tract "A", plus the ribute surrounding streets which will contrunoff, is 13. acres. .7 acres o .is tota willreek leaving a total o acres to drain through the One Prospect P.U.D. Swale.,. undo- 4-Auc n t aondr-honu According to Engineering Pr essionals March 1988 Spring Creek drainage I study, the 100 year storm4will produce more flow, by 75 c.f.s., than can be passed through the Burlington Northern railroad bridge. This 75 c f s overflow will run southeasterly along the west side of tha Burlington Northern tracks, and will cross the tracks in the vicinity— mberline Road. Calculations on sheet 4 of this re ort show that, !17±cs: of a c. f. s. overflow will ow to the ea imberline Road a will ossibly add to the 100 year flow throu h the ecs��gn.L n Prnc t P.U.D. swale. 5heet 6 of this report is an aerial photo of the Burlington Northern railroad, im er ine o hirh s oii ws a eva ions o e rai Iroa and pavement. J DEVELOPMENT OF SITE This site will be developed as buildings and paved parking lots as shown ._� on the plan at sheet 10 of this report. The site has three drainage sy b—hac;ms. The west basin plus the offsite ow must be Carrie tween the west dins in a drainage channel. Sheet 9 of this report shows e channel section and calculated ow depths. a One Prospect P.U.D. Storm Drainage. Report I April 7, 1990 Page 2 The central basin runoff is calculated on sheet 7 of this report. The central basinbasin and the offsite flow must pass througl t e draina a channel between the east buildin s, is channel section - and the calculated flow depth are shown on sheet 9 of this report. The third basin is the east building roof drainage and east parkin are This runoff will hp a��o� t� t e o site rom a westa ong with the runoff from the west and central basin total ow ac s This calculation is shown on sheet 6 of this report. We have designed the site so that the offsite and onsite flow will pass r between the buildings without endangering the buildings, and also so that there will not be a water death of more than 1 5 feet in jLe_-p-arJu ". lot. Phillip I. RoGnson, P.E. & L.S. - add A-x Zi ar. /i �in Ito-v�szrt� �v C ' c C/1CL 112 lj>"'Oa 407al y �v�Y-h 117171ldJ �• �� r UJMPUTATIONS Stewart & Associates, Inc. 214 N. Howes St. Ft. Collins, CO 80521 (303) 482.9331 Bw FIX Date Z 2 _ Client: V. LAA EK 01d r Sheet No. 3 of 10 thud By: Date Project: ODE Prosgaec4- P. U. D , ject-styrr-+ DrGlnoaP — Of si4e Pay✓• r; a s i n G► r-e o. �j . %i Q C res I/ ee4-1 z0nin5 � c /4 �. C ¢e.�e�lo�e-.1.__Q. 4ST f i mod• I I i --goo' CZ_ Z G / /-a =i �s)(2.G�f�9`7 Z�4.!0;CFf ' Gtw'= cr _ i o- � �¢_!s (�. �{ +I.5i cis' ... cf Clip = U )C � (�.7) =. i 67, �� � s , oss i rj-e S-in Creep over;�l�ow . fror. �/es UnderWr;cl�d of ra road Ck Fro.^ will :nod; asS: n Eno I weer' f j,rG FessioraiS i r � or'% �, o� ;/`1arcti r ow� �vu��j�yi C:_f .S E i; s N e ET ¢- FOIL: l_cul,. .T1 OA/ o r %n/N a R E T 1-11.f 7 S Lj1 GOES -FO 0FFSITE +hroUcJh' e ;ProsPec; P v. D..swo•le GlZ GC irra - 6 7. 9 Plvs 17` I %.,OMPUTATIONS Stewart & Associates, Inc. 214 N. Howes St. Ft. Collins, CO 80521 (303) 482.9331 B,,: P1 TZ Dates 0 Client: 1J. VJ- '( e-xno/c/S Sheet No. 4" of ,CnKd By: Date Project: d n 2 i�i-os>ec-{ �. U • D . S eject s'-i-or,-^ DrainaaP - 4rin,� C'r'eetr yue4law over 5 t4i^gfo-n l/orkern R.R. - fop of radS nv4kw'es4lo;r 'r^bedne ..I 2IZ0 I I I TiLlber-)ineTJ1 PaveMe4 i . I I Tvpl ' I T ' OPe.vi nJ under" rgil4 I be�,�%ecr 1 I f,-icf, 2.2 6) X SSO� ate.. X I �. i �i h `entn� �� -`'9• �'�'� vie^in� Pr rai/f r�r I! �SI !� vse o��i et �l;aMr Cie, .•�'l�elac, ell ' ..I c,2 - �':✓_ (/ /) Z 7� != 13 O _ The 30 C_ �s w171 drain ;Under: '4-',(f rods be4-�/ee-1 the flc°S aid will all r-e•-�c;ein :%,YC:sit o-'-ri^^•Ler1 -ne 17,0aei C.n drain nor+-h to s'P7i ^ Gr'eeK,. OiiOWlns i5 � e G�iltvla�-io: o ;r!iG -Fo"/'over 4%Ne rai�S ,may vSe off` i'tiC we) r- ! > a� irl I I GZ ' Gd�s !3Hy? / i I ! Serli xe - i ' H = 0.1(0 .r►qx 6 a..d.8)j ! Gd-= o.G i 611 _ .G��.67) 7 h e 11 c -ps Hii)) :Qisr 4e Ma lir, ! o„ {-!� a �✓cs�' side a Tlrser cLJ «•• d Val) d ra!M,o r-i-h +o GrPCk r�,. O\./F1:Fr_c��! !PEK :ENGINEEi�IA/G P>zOF�5S10nlfAl.S' )KEPOR7='7Sc�S 75 — (�Utr►) 34= �Ff ad;eli+lon 1. o�er-1P- P!^S 0-�-- iAe rrxi(r-oc-c. '! i- I % !/eas>L. ' i o th 1 t s �- c.•�S wit/ Jlt is aSsVr�eel -}ha a Ian nv rer\G�l h he'. we_Sis) ; / an „✓ill Cry P N O irZ ~ /70SS FiOi^/ 7'p ' �`11 e OntG inrOS�eGT' !�.U..�, St✓A �--� jW &wad- .. _�� : � `a �', i . � ��_ v '.1 , ,. �• , i '• air - 1 �!' '' �a•. .:i 1 i, �,�'! t - (j , ! Vol 49�2� N 49 p t �r 49//.2 -� +4�//.6�1 i•..1 qG ?'.. 1�• .1 X ►,�i• 1 14• .F rp POO (DPO/N'r DgIVE 4-914. tom�t''.,_,, .�•� 'X•49/2:'tiJ'�.:i:'t �\ � \�� \��\ d �.'' TA•,.��_• ,'w- •.r..T .:rsl' .Ci}:i1'!;�' \��� \ , `•!. •T J �� 49/0.4 ro At �� ~' `vt••dY: Yl 1 v r V .' t r � ` 1 • t'1��? � t+[ �jR]' \ \ � � � P���,. 't.t. � * 1• [. r 1. 1!1 1 .1 (' 1..1 • ( ( t �y, •�` .w� JriLl .` !/��•, ` •. � ' (pr �,J',n <a•'�1�'il t�,,lY '�•�61�.Z to I' 1 ' X/�.� �r1 t •Jw \' \.� ` j•-•a'i.'.:e ! r ,�`. •.. H 1 t t :J' �L9yi' _ i .. _,'tt • �; '. Fa i:n� �`•i;, � '� (�(. ` � r•'t T.' I I (�; s,�L i •� ,�.".�• Lt• `�i1 \ `b �� . 9,OOSSf ��; S f;r.ti•i �0. �el�t� X X 16.4kv`i`�itw'a.: X49/�.�T �. xbR 1 �,;,s j , ,• i �5• .. •.t }.r� � tt •••, •.}�. J,•�'v 't 1. 1 •�. I .1, t. l r i j � r ,�.{ • : • �4t�,`,��. � 17 i'.r.�. �r `6`. ►•b x 481d.:4' j� i r jyr %wi r,• tlt \a w • J �.� 4 , t'rn _ to .. `..x . ATN p��j•'. .•I 1, ti . 'rt• ;t� .,(Lr .-t t.4 r ;>:•j VI v'!.•h� l+ j � .I � fit, G Y•� � ( •"'f .::!'et�^'� X 49/ --- - •!1 ! as .,•. •;: i.. r�y'a': • �— �•'t::i•;1 :.?'.�• _. _- - r . •.w .. t,JMPUTATIONS Stewart & Associates, Inc. 214 N. Howes St. Ft. Collins, CO 80521 (303) 482.9331 Bv• ElR, Dater l�Client: I^/-1^/- evrn olrJr Sheet No. of 10 t,"d By: Date Project: One PrOS ?eC-1- R- u, D , ject I — TU7�gL AIZEA o.F s/:7F�cccr'�S i1 . �.... o.Z�l =�0• �S Z,!S0 � 7¢•r•�rti TLIoat 44:Fr'►-•i•, G1,4 o2-;u .11C 0 �uto* gL•�)�.C3 '�.�`rl I 1 W((/% T7e �/el oiled ru ra r -.Is") V ZVG!_ S 6- Tcsuv- 3.7 ,•.i„ .0 i Z:5,3 G�S , ' ,TUT/y L- Dr va L OnFD 1Z!%1!0'F.'p� RC'iSS ]?ROSPEGZ pRT'ZK%-J16f � J-r. u441.t, !�vt 4- •r� I � ror� i e �S•6 G-�r iov = 8¢. 9 eJf' os��� ! vs �0. c.sr�+-��s��e 14-5.J i .i I i : I ' I i � 1 ( ' I.JMiPUTATIONS r. Stewart & Associates, Inc. 214 N. Howes St. Ft. Collins, CO 80521 (303) 482.9331 BU: R1 K Date S Client: Sheet No. % of /_ [Ad By Date Project: 0r1 t Fr"OsD2-g " �•i%• �� eject ,s� r'r� a -_ ►, i-i� i, 5 wc�f5 �'„/e � 11 I n f -S�✓a(e ' bed-�✓ec� ' �,/eJ•�' ! i I r O�xil eib✓C•�1 z- Z¢ GAS Qioa= e4-.5 c�S i 1 D�s�•�-e bv•i Ih can I i I! I i ' i /�r•�0.= Z;ZCG��Sf I I Li-j..¢4Q� i G= O.QS Slu`pC= d.S9 Irr•7(1.1 = r) .¢,,,�.: ! .77e� 100!-- C7)C TvT.q �. 1=LO%-1 ` i3 l�En/ r I IIvl l_ D)1�GS c �z = Z4 + S. `j Qtv 4f.St 10.Z k j_ SI. 7 i c�-S = �tWB5-•`I 1'lS..¢` 10O.3c G-FS i r I r r ' : I 1- I j s ! ! ' %,OMPUTATIONS ' Stewart & Associates, Inc. 214 N. Howes St. Ft. Collins, CO 80521 (303) 482.9331 Bv: PJR Date S%Client: 7?nvISheet No.-0—oftj �(.,.kd By: Date Project: One Pros Dec 4- biect WOLiRim 44� in -svv 1 be4-we<n 's�-I4�c�t �i s i-} De�P✓d�e�' r-vno- O��si�P 10� P1'vsi �u�i ba;4- cfi „J�sf �vilcl in�t ; cos tcif .. OnS)4-e: C.onLA-A,a)hi eo` Z.B, ac!r-�SI ILIA Li3S'.OI� ` s 0.5 Tc = �•�7 ►• � 'qS) �.G ! r-ir,,� � � T'�. roa. �' 4-.�►^^�`� Q.� ? 1 ! �Z= C C i grj�S,v�C 2.� i- �.3,3 :c4f i %OTCL. r-Lot-Ji 13f; fA.✓EF�;/ ' F�S Y i !�l/)LI7jNGJ Gl r vu 100.3 t 1i 9. `G = Il 15.5 ' C'--�5 ! : I i i , i I i j I ' I I ! ) ' ! i i UJMPUTATIONS ' Stewart & Associates, Inc. 214 N. Howes St. Ft. Collins, CO 80521 (303) 482-9331 B'• P) R Date sJ�Client: tn/. W. R e v n oO S Sheet No.47of 1— �i�d By: Date Project: One F r-osnec+ P. U, D, Si ject -'gh rrh DrQ i» O pop - FloL,/ 6e4 �✓ee� bu it clr'nS t �- -ul/ 13U IdingS o L .! JeF s)ope o ` On Z'� Z ; p Try_ 5:F n 13.re , R t 7C3 (I.zc)''36,00s)Y:6:r Tr d-e- A vaos)�2.s.q iv=�ro.zj(s.9)= ys•� 100 �,r retuirref Io0,3 cfs 4e�,eTol-e ci = —___ t.s. :GSi BV1�G��11ljSi � i i ; i I La... r/ df / (N���j I 00 y t4WL d P o. oz 'J �+�ntm.17'd - 185 deP' r II,S Trz �GP�h Z�! .�i. fa= BLS SFi i V= I. d d-G RZ�3 s n � f •o i %; , i 57 Try d= l.5 lS SF. Iz /-%/p_ I�zo�Si= 0.73 c V= C7¢-3)(U.7?):1(o,00S)Yz _: �.3,. ! T d- l.7'�>?-jt9 19 =o.r7' V;7¢.3)(U. C-7 )Z�J.(o.a IS);li - i 4-. £� ' �. Y�Z =A✓: 0 ct)(4.�� �.7�7¢.3'3s)'!ZIZ7 c�1 too- r-e�vl ref/�. NO [1 1 STEWART$,ASSOCIATES Consulting Engineers and Surveyors November 2, 1990 Ms. Susan Duba Hayes, P.E. Storm Water Utility City of Fort Collins P 0 Box 580 Fort Collins, CO 80522 RE: Proposed new paving on the Vipont Manufacturing Facility site. Dear Susan: In August of 1988 a drainage report and plan was submitted for the Vipont ' Manufacturing Facility located on lot 8 in Prospect Park East and on lots 1, 2 and part of 23 in Prospect Industrial Park. The runoff ' calculations presented in that report are based on a fully developed site. The additional storm water runoff quantity which will be caused by the proposed parking lot paving is included in the 1988 quantity calculations. ' I am attaching a copy of that 1988 report along with a copy of the plan showing the proposed paving in red. Please call if you need further information. Sincerely, ' Phillip I. Robinson, P.E. & L. S. Vice President ���������"�� �%% 1. ' 1 kk ::QZ..�Q'�G\57E(tF�.•'y • a enclosures 4502 u James H. Stewart and Associates Inc 214 N. Howes Street P.O: Bar 429 8/l/88 STORM DRAINAGE REPORT FOR VIPONT MANUFACTURING FACILITY ' The proposed Vipont Pharmaceuticals building is located on Lot 8 of Prospect Park East and on Lots 1, 2 and part of 23 Prospect Industrial Park. The site is in Flood Zone C per the FIRM flood map. Sheet 3 of ' this report shows a Xerox copy of the flood zone map with the lots overlayed. This site is located in a previously developed area. The streets and major drainage ways were constructed in 1984-85. No onsite storm drainage detention has been required for development in this area since the site ' drains directly into the Cache la Poudre River. This site consists of 7.91 acres. 4.79 acres drains to an existing (not detention pond a pond) located at the northeast corner of the site, and 3.12 acres of the site drains to Sharp Point Drive. The permanent pond at the northeast corner ' of the site is located on the west side of Sharp Point Drive. The pond overflows under Sharp Point Drive through 3-24 inch pipes as shown on attached sheet 3 of 12 of Prospect Park East. The 3 pipes drain into ' an old gravel pit. This is shown on the attached sheet 3 of 12 of the Prospect Park East P.U.D. plans. The old gravel pit is on the Anderson property, and there is an agreement with the Andersons to take the drainage. The 3-24 inch pipes will carry approximately 60 c.f.s. when ' running full. The flow line of the pipes is 90.0. and the overflow elevation of Sharp Point Drive is 95.0. The capacity of the pipes at overflow is 101.4 c.f.s. The previous drainage reports do not give a total flow into the pond, but there is approximately 80 acres draining to the pond. The 80 acres will produce 104 c.f.s. run-off during the 10 year storm and 297 c.f.s. during the 100 year storm. From these ' figures, it appears the pond out -flow may just overtop Sharp Point Drive during the 10 year storm. When the pond elevation is at elevation 95.0. the storm pipe back into the site will be full, and the water will back into the dock area to a depth of 1.0 feet. This dock area, not a parking ' area, may pond to a depth of 3.2 feet before it overflows into the swale to the north. This depth is more than the allowable for parking areas, ' but the outlet is not restricted and will carry the 100 year storm, and the area is a loading dock, most of which are more than 1.5 feet deep. The drainage to Sharp Point Drive from the southerly 3.12 acres drains ' to the south along the west side of Sharp Point Drive, and then crosses to the east in an existing concrete pan. This pan is located 200 feet south of the Vipont site. The pan drains into a pond on property of the City of Fort Collins. The attached sheet 3 of 8 of the Prospect Industrial Park plans shows the cross pan. Flows to this pan may cause Sharp Point Drive to overtop to the east, but this should cause no problems since the City ponds are all along the east side of Sharp Point Drive. These ponds would overflow directly into the Cache la Poudre River. The existing drain ditch from Midpoint Drive to the pond area is to be partially located due to a replat in Prospect Park East. This replat was done in 1984, but the drain ditch was not relocated at that time. ' The details of this swale are shown on the attached sheet 11 of 12 of Prospect Park East plans. There is some possible offsite flow from Lot 22 and the remainder of Lot 23 of Prospect Industrial Park. This area is 1.65 acres and presently undeveloped. The, offsite flow will go into the dock area (Area No.2) ' shown on sheet 8 of 8 of this report. The storm drainage plan for the Vipont Manufacturing Facility conforms to the previously approved drainage plans and reports for both Prospect ' Park East and Prospect Industrial Park. This report prepared by Phillip Robinson, P.E. & L.S. I 1 I1P 11 11 1 COMPUTATIONS STEWART&ASS(,JATES (:oqxw1t"En3kx4-4sard Surveyors 214N.Howes St. Ft. Collins, CO 80521 (303)482-9331 BY: PI R Date - 71r. 18a Client: Tu r-10 Fe-/'Cti AS 2 z,*-e Sheet No. of I I — -W I4 , Chkd By: Date— Project: Vi I Dor-,-)- in prosper-- Inel. Perk Subject— -<-b0r-C' D mc? i n gz a► & nrld. --j— e- .-je. 1-c ce JC r:9 cg 'i I i (7, F 1 I-Z' A C I ILI -dr-A-i r5 cAJ 10 4 .15 AL 4 " qo"? to jj,� 'q 160 .5, 7 -7 C_- �-!T.0' op .4. i6o -Vq C k 3" r— V- A COMPUTATIONS SFEWART$,ASSL MATES '._ :.` ',° 214 N. Howes St. Ft. Collins, CO 80521 (303) 482-9331 17 � I By: pI R Date-7'/ Client: TO 64g a Sheet No. S of IChkd By: Date Project: _�/ p o "' f i n PrUSp e c L- I ^ d • Pa Hf Subject �7j-O r- D rcr i n a Y r e 23 �- - - — • 1. __�_ o - - -- op MOW. u G - - _ o 1 je^ Ai[ I �; I 1G : G x 31 =! % V 71 �,r % - 1 : IL2 �I�•�� d✓e 0. i y IAn I :Ca r - r. _ � r ..: . I L f .. o 01 << IV ..✓, it i ; 7 eF !a 3.1..... t - e 'n o % ,.. I G f .:el.. _ !_'. -- - - -- COMPUTATIONS STEWART&ASSk. SATES CmrmltlM En,3hvem and Surveyors 214 N. Howes St. Ft. Collins, Co 80521 (303) 482-9331 By: Date 7J C )0 Client: Fefch 1%4c% geve Sheet No. of Chkd By:— Date— Project: 1_1h>e,�r4- ih Pra5�2e,-4 /Ad. 7>ortr Subject �-o rr-n mct i V') Q A CILZZ143 a) V.q C i lid? -7 _ILI A T< log- 1 -C L .7 F/V% r 3 v 7js re �1 4__ ,f - a A 5F' COMPUTATIONS $TEWART§n _IATES �, CltinS FnSinetns and surveyors . 214 N. Howes St. Ft. Collins, CO 80521 (303) 482-9331 ' By: PI R Date 3 l Client: TUn!se� R ei c A M c Q« Sheet No. 7 of 8 Chkd By:--IDate Project: Vr tiS o++ u�' �o'dPe LL I^ J' I rk- Subject .S-f—ol—nn T?rn i H Ga P .77 a.. _ U 'L US. 1.45 Q ._ ._._ I ! u►1 -.0 -- a 0- _ -a _ _. 9-__ -3 -- -_ 1. c I P ep . I ..f _.. _ to I - / 4.F ' I i.. _Irz o i TO ! i Z; � .ter I - - - f �. ._ 1 I , .I I ' i I l �'G�cZLdL�'C% STEWART&ASSOCIATES Consulting Engineers and Surveyors DRAINAGE REPORT Lots 5, 6 & 7, Prospect Park East P.U.D. ViPovT L.4l�oe.�r�.e/ES April 7, 1987 .James H. Stewart ;and Associates. Inc. :214 N. Howes Street •4P.O. Box 429 =�Tl. Collins. CO 80522 ' STEWART& SSOCWES ' Consuldrl3 En3irleers and Surveyors April 7, 1987 Ms. Susan Hayes Storm Drainage Department - City of Fort Collins P.O. Box 580 Fort Colins, Colorado 80522 Dear Susan: This is regarding the storm drainage for Lots 5, 6 and 7, Prospect Park East P.U.D. situate in the Northwest 1/4 of Section 20, Township 7 North, Range 68 West of the Sixth P.M,, and located at the Southwest corner of East Prospect Road and Sharp Point Drive. ' The lots are situate in the Spring Creek Drainage Basin and also are very near the Cache la Poudre River. A variance has been approved by the City of Fort Collins to allow a building in the Spring Creek overflow flood plain. The flood plain is being eliminated with the completion of the Prospect Road bridge over Spring Creek. The lots are not situate in the Cache la Poudre River flood plain. No on site storm water detention is required due to the close proximity to the Cache la Poudre River. The proposed laboratory building is to be constructed on Lots 6 and 7. Lot 5 will be developed at a future time, however the drainage from Lot 5 will be carried on the surface across Lots 6 and 7 to the existing pond on Tract "A". ' The drainage and grading plan is shown on the Utility/Grading Plan prepared by Jungee, Reich, Magee, AIA and dated March 5, 1987. The storm water developed on the East portion of the lots will be carried on the surface ' in concrete gutters and pans Southerly to the existing Tract "A" pond. The drainage will flow under the existing pedestrian path and into the pond via a concrete pan. Rip rap will be provided at the pond's edge. The drainage from the South side and the Westerly side of the building will sheet flow across landscaped areas to the pond. The loading and parking area at the Northwest corner of the building will drain via a concrete pan to the pond. That discharge point will also be protected by rip rap. The existing pond has three 24" outlet pipes that discharge under Sharp Point Drive. If the pipes were running full or were plugged the pond would overflow onto Sharp Point Drive at elevation 4894.99. The finish floor of the proposed laboratory will be a minimum elevation of 4897.0. Lots 3 and 4, Prospect Park East P.U.D. are adjacent to the West line of Lots 5 and 6. The drainage from the Advanced Energy building is Southerly to the existing concrete pan that flows thru its parking lot. The pan James H. Stewart and Associates. Inc. 214 N. Howes Street P.O. Box 429 Ft. Collins, CO 80522 1031482.9331 ' discharges into the pond on Tract "A". The Advanced Energy site plan dated August 10, 1984 by Thorp Associates shows a future addition to the building. The drainage from it is southerly along the East side of the addition. Their finish contours blend into the existing contours shown on Lots 5 and 6 and therefore their drainage is not being blocked. ' The drainage calculations for all three lots are enclosed. If you have any questions regarding this report or the grading and drainage plan, please call. • Sincerely, QJ.t.k a • Richard A. Rutherford, P.E. & L.S. President cls SUBJECT -[j�ALT 'L"_0ZAT.0Z 4C.L _----. BY--__&dZ__—_. DATE_LW_d lHl-�'p=s-=��'J.a�J�.Da��ScT Glt�iC�FiB•L7'�ai�0•Sh_cTNO.�������� rLl H _ s a r LdJ_ _RjVd�QFL- _ L�q L L1JL ATLQd1/. PROJECT Sv g AS ,A) AZ 6A = 3.9L At. t 7-L = ISniv. DHv, Q „yje = o. 8S X 3.RS A 3. 9G C,_o8s D �v • Q to ye. = / ZSX D• 85 x 7, L x 3. 9 L8. S B - B ASIN w A2EA = Z,SZ Ac_ t- Tom= $M/a. C=0.8s DEv• Q,oy,g, - D. °05 x 4 8 �( z.sZ = /0.3 c.sj. Dew. Qiooye /•?a-x O.SSK 7,Z x2.SZ = /8.l c.F.1. 5015-BASia c .A P-EA 89 Ac_. C = o. S,7 T_ - & mu.v. DE=v• Q„y� = O,SS DEv. Qi"yo� /.ZSx D•SSx 7•Z x 0.89 = 4.e.Fd. w SU13JECT_YLP--0-1-7_ILA$pBA OZI�§EL----. BY. —_JR�&—J c--.DATE—L_6/87 �yl L0_7'S-15w(eZ�/—R�Q.Fe�iLS�sbB.drE6.iiP11I?. SHtcTNO.-------- .2J12�.1�—��i91d1Q(cE---------. PROJECT NO.----- ---- A eC—A.S LOT S = Z• 4•G Ac-. t L0T.5 • &� 7 = 4. 9/ Ac.. ± Z oNINc. - Z. L-, Irv. C = 0. 85 LoT S Hlar_Fa = 1.87 (l•i-0 L) 30o'14- Z/ MAN. Z. SS'/3 Dev. Tc _ l•87 01 - O.BS) 3001/Z = 7 A4./.u, /.S ' 3 Hisr. G = 0. ZO HUT, Q zye. = 0. 7-0 x 1.8 x Z. 46 = O. 8 9 c_•F, s, Day. Q Zy,, = p. 8,s x 2,q x z. 4-4, :: 4. oc G. F. J , Ds". Q ,o yR. = O. 8 S x S. O X Z, 4-1, r /0. 4& c. F. t, Dev• Q,.oyie,= /.ZSx 0.85 x 7.Z X Z,¢& = 177/ c.:F.r, Larz (v > 7 14pl7 Tc = /,87 Lb/ — 0- L) 5-10 '- _ 64- Mw. 0•L'A D6v, Te-= 187 0•1—O.8S)510Vb _ IZ MiUi O,G9'/a Hur. Q x = 0,2. k 0.9 x 4. 9l = 06 88 DEv. a zyR 0, 8Sx c.F r. DEv. C� royA = 0, SS x X 4.91 _ /7•// F.S. bEv. Q�ooye= I,ZSxD.BSx 7. 35.35c..F.4. SUBJECT _-V-LP-(L -'-LA&Qp_AT2�s�� 1-----• B"—g�g�--• DATE—"f�BJ lHl—��LT�f—sS..�a,—{�Z�1�QiP_6cL.S�c4tT��L�, SHtETNO.----- _SL2i-h1— PROJECT NO.-----�---- i � 1 A CO. 008)r/L = / 3.3 c. F,.f. 0.01 i " G`! rTGL �� •� T — 88.85' ' :pr NNI L _ 176.89' a yqa +, \ � 1 \\ w \\ 1 w Iw \w 1 \\ 1\ w 1 LOT 22 \ 1 w 11 4902 LARIMER COUNTY ETENTION CENTER \ fa NNW'f� s �� j I I I o_ R _ T- I � `. LOT a �\ VIPONT AT PROSPECT PARK EAST \ F.F. = 4898.90 1 1 I1 I I i I / / 4902 6.5' IX CH _ 817b2 43�•E L_197.53' .:'�' iiAyi� ��•/ IIII ;, rl LOT I I *a s \ \ EE Rux9 B L D G I � I F.F. = 4900 I / / I / I / BLDG. 8 F.F. = 4900 / NV 4491,07 4900 Rut 4900 _ - \ �9IN ; \\ _ 4898— 4898 - I �__-_------ y- _ -`--------- __\--------- ______ __ --- 4896 VARIES 4 -_ 4896' -_--- _ .R. _ - - `d` HARP POINT DRIVE _ m S 031'4YW _ 0+00 0+50 SECTION A —A =-" `,/;�__- DRTM4pMA6 ' DRAINAGE SWALE MV, WT 5bW W MIDPOINT SWALE SECTION SEE SECRION M—M \\ —`\ v. NITS mao-aa as - Nov ON i// i No EYIINNG CIXTXXNEMR (We)v) ECSMG C(NTWR (S.J l I / / %� / / ❑ If GRCVG30 LAttN BA9N PPCP02o IH6T I / /// \\ 11 11 G mNx4cE Nmr MtN W I I 1 1 I II 1 1 \ \ 1 1\ \ \ 1 1 \I 1 1 I I 1 \ 1 1 F.F. = 4896.90 1 V 11 1 I 1 1 1 1 II \ 1 I II \ I I 11 I Il I I 11 II 1 I 1 1 AIN A I PT = 79 -_ OWOINAL SCALE: 1'_40' II e wro7/p att m1x[NTs � 7 0 n/W On OMMENrz Gm t 112MM I OT OWMENR CONSULTANTS _ 420 21ST AVENUE. SUITE 101 — LONGMONT CO. 80501 (303)651-6626 ADVANCED ENERGY. BUILDINGS 7 & 8 GRADING PLAN j I I -' IDPOINT z' �• r LARIMER COUNTY DETENTION CENTER TopG I P76 I varrTICTVR'raaT' . _an. Gun wuav . 6'Al r / Memo wmvpNj . . I ST T- v: WTwvfJ41rTT w � I I ll I- LOT II �j(Ti111 l (TT1 ��11-I-F1TT11-1-r N A �I_LLLIIJJ_LLT1 � L111JJ_LLLIIL�' U c qN 19 b\I ,, IST>u ONATED IN T- \ ti wv .oD 1 Wr: wean - 1 s IruEr Ct] ` inv �>eiI •r : w 9 BLDGI 7 o- LOT 22 T — °y �% . OUT:'. F6 � vIN \ I A -1 �/ ,F. = 4900 P 8 aLbNL.954 xr R.6{ wv .: IL A INV, MT. wp].GS �1 wv0,i] 11 II 'NUT<RI ie9s�.wrz \\ / �C f/ ll z.ss ec1 J1'1 NV n dI T.. 92.0 T- F \ 18 III IN "92.03 Y' III Mv OUT 4.591A co II lee 9J2 \ srWN F.F. 4900 900 N NN4827,18 \ \ / Hem INV. aevlse \ 4896 4896 CT1EN D-D �f'4o,{7 � 4y / 4894 4892 IN 4890 WF 1AI9� Wv, w: 4T.10 v. Wwal.0i 'La 4888 LOT a 9R•{ a ;' 4886 VIPONT AT PROSPECT PARK EAST // INV. WT. �. \ F.F. = 4898,90 \ / ¢ 10 — n0. rtna>aT 1.2 A Wnw W>1mmT TARN ARA picnegi 'o:_NEMt R (M•mIT EYJI CpITWR PROPI CONTOUR p 1ACPoSED CATCH EMI PROPI III .. — PRCV04D STORM 4MA ® PROPK= STORM WIN EXISTING NRS MANAGE FLOW NARROW RIP RAP 4891.07 vl I I INV. IN N + 41/2 ue'I1 IV I\ PRO 4MRAM \ 1 1 C IGRETE _ 6, g• y jI .A1 Ipg (QAMH PANT Wti 1\ \ _ _ _ _ _ N.T. 6. ____ __,` III SHAR DINT DRIVE#k 6. — � T 8' YiRTCAi CURB (m!L PAN) -yy-' N T.S. •NOosnJG Cp vvR8vpspq 4, INv) WJiS. bWl..a \� >jpf10X ICO' M RCLOPLWN \ F.F. = 4896.90 \ `1 M ARV 0 20 \ ORIGNAL SCALE: 1'.W v 04/43/99 CITY O.il n may a apr>m aw ca n r OIMM an CCYENna 12MM an 001RwnDATE DESCRIPTION P PARK ENGINEERING CONSULTANTS — 420 21ST AVENUE, SJI H 101 — LONGNONT CO. 80501 (E03)651-6626 ADVANCED ENERGY, BUILDINGS 7 & 8 DRAINAGE PLAN 6 NO I DATE IcAII No I SI NO ADVANCED ENERGY OFF -SITE DRAI)NAGEO BASINS FORT COLLINS, COLRADO REVISED: MAY 15, 1998 PRI EC I L I —I II II l r u III Ill ! I U;cm 9 (,? I. I I' C3I x I �IITII � C34 L1J2 !IIa®/x�� III II I 111 Q. ' � j r LT w� o- _7r G FjjI — Niu /���L'� I i I I do "am JI II II I ICI ARAL II i l\II SEND I , �0 _omW_ �" balubiI� _ \ a l I L / I I I � / 2t o.aa PONT 1 \k� V FLOW ARROW ` ` j 1 II-/3 - i Il . `�� �`� �• \ � _ - \ � . ��+%--'er.. \�I \ \ caw .ao NEVATICN OFT.) AcawAmi wcAc (CF.) 4800.48 0 a.SSC.gL UV \ I C—] — \� \ 48v1.00 17.5u 489100 mile `I we>m 171.1100 POND qil �i \\ 4ft4l« ni mm smm (swn PONT) f 1 I I I I RArz - »m \ , I I I I E l3 I I, \ I LII uvmim I 11\ \ ILor I 1 IIII 1 / O.M e`.55e to Is WOW _ I ______ __ _ — — — — I 100 200 `� 100 0 s0 ORIGINAL SCALE: 1'.1 W' \ w \ ARY TABLE als = - 7.0 143 1 1.44 _ lZis G 9.94 1.61 7.73 Y. Am 6.21 wo wil 1.38 000EaaO©©® mamE�O®0©o m0©EaaO ®© oamE�®a oa o—oE�®aa®o� maoE�Oaa©a oOOE�aaam® oa©E�a®oo® mam�m©©m0�� m0' DE'�00000 mam��om0oo mo©��0aa©o 0000aa®o© LOT 23 1 O 41 \\ " I/� s wNTM ancmNsWAR i1 \y T mMM ory ----- s N0. DAMOESCRIPnIXV NY G _ \ PARK ENGINEERING CONSULTANTS 420 215T AVENUE, SUITE 101 13 EP: LCNCLIONT CO. W501 (303)651-8526 ADVANCED ENERGY, BUILDINGS 7 & 8 OFF —SITE DRAINAGE PLAN POND 4 POND DRAINAGE SUMMARY TABLE BASIC! AREA (DO) QM 2m Al 0.18 0.86 1.46 82 D64 3.05 6.18 0 0.58 2.75 4.70 CO 115 0.71 1.22 D4 194 4.47 7.61 C17 ES a41 1.79 132 76 a46 in in fl8 am t.0 143 w 1." 7.14 1215 N6 1.42 5.49 S." DESIGN POINT 19 1.61 4.81 am J10 7.73 M." 55.66 WATERWAY K11 4.50 18.40 M70 L12 5.21 22.17 46.19 413 0.84 31.56 60.11 9 N14 3H 3.10 5.96 015 P16 ) H 52.10 50.40 j01 G7 5 D4 5 TOTAL 65.23 190.9 329J iy 0 5 7 POND POND POND POND S 2 POND 6 wo ��f'�1�1•�Rnt•�t•�'�t•t."m1�R'T�11• me®09 T�©9s9©9s o9s9©9s9s909©9©9s oo9©9s9®09©©9s m93s®a91�a93©6©9s o9a0aa0am0 oam93s9®93v9s9rv9s 0a9®9v9©9069v m93s9v©09s9s9©9s MOODS oa00a00©® 9II109S>•9309309v91v®® o93v®aa0ao0 951093®m930 llMMl aoaomaoo 9r>.9s6®�� -�m000 3®®aom® mo93©®9s93©93®9v93v ISSUE mam93©9 Tlv930©�© mD�9m91�9�['47.91�0�91®Oi.Tll� SHARP POINT DRIVE CENTERLINE PROFILE Nv#e-z No Text A = 1T09'30- R an 757.27' T an 87.34' —. ---T 37f 23 SITE 1, NOTES MULCHING SHALL BE USED IN ALL LANDSCAPED AREAS UNTIL SUCH THE AS PERMANANTE LANDSCAPING 15 ESTABUSHED. Par LARIMER COUNTY DETENTION CENTER A an 0711 R as 552.1 _.y._._. *..._._._._._._._._T 35.0E L an 70.01 .- --- DRColmar VIA L an Ba K in T an L = CH an S17 L an 19 Par / I' � ` '/ ' li ffi` T ' R i / / , LOT B V VIPONT AT PROSPECT PARK EAST F.F. an 4898.90 X BLDG Par Ir i .`i MmR R.wxm .^.a FP NNN 9/ , SILT FEN ISO Omma �`1 \ LOT 10 Orr r/ _i D' 1 8 LOT 9 F.F. = 4900 Van I \ \ NOTE: STANDARD EROSION CONTROL CONSTRUCTION PLAN NOTES I 1 JULY. 1996 O I 1 1 ,\ I 1 ( 1. ME CITY OF FONT COLLINS STORMWAIFR UTILITY EROSION CONTROL INSPECTOR MUST BE NOTIFIED AT (EAST 34 HOURS PRIO TO % MY CONSTRUCTION ON MIS SITE. \\ l 9 2. ALL REWIRED PERIMETER SLT FENCING SHALL BE INSTALLED PRICK TO ANY LINO DISTURBING ACTIVITY (STDCKPIUNG, STRIPPING ♦ \_�- II \ I I GRADING ETC). ALL OMER REWIRED EROSON CONTROL MEASURES SMALL BE INSTALLED AT ME APPROPRIATE TIME IN ME \ CONSTRUCTION SEQUENCE AS INDICATED IN ME APPROVED PROJECT SCHEDULE. CWSMUCTON PLANS, AND EROSON CONTROL REPORT. 3. PRE -DISTURBANCE VEGETATION SHALL BE PROTECTED AND RETAINED WHEREVER6SBLE P0REMOVAL OR DISTURBANCE OF EXISTING of VEGETATION SMALL BE UNITED TO ME AREA REWIRED FOR IMMEDIATE CONSTRUCTION OPERATWS, AND FOR ME SHORTEST `�-_ w / PRACTICAL PERIOD OF TIME. \ \ -_l ,A• 4, ALL SOILS EXPOSED WRING LAND DISTURBING ACTIVITY (STRIPPING, GRADING. UTILITY INSTAWTWS. STOCKPILING, FILLING. ETC. �� ��-_��� �\� SMALL BE KEPT IN A ROUGHENED CONDITION BY NIPPING W DISCING ALONG LAND CONTOURS UNTIL MULCH. VEGETATION, OR OMER ❑ PI flTYI 11MIN -_- o PERMANENT EROSION CONTROL IS INSTALLED. NO SOILS IN AREAS OUTSIDE PROJECT STREET RIGHTS OF WAY SMALL REMAIN EXPOSED BY LAND DISTURBING ACTIVITY FOR MIXiE MAN THIRTY (M) DAYS BEFORE REQUIRED TEMPORARY OR PERMANENT EROSION CONTROL (E.G. SEED/MULCH. LANDSCAPING, ETC.) IS INSTALLED. UNLESS OMERMISE APPROVED BY ME STORMWATER UTUTY. -- - - PROPogD STORY SEYq 5. ME PROPERTY SHALL BE WATERED AND MAINTAINED AT ALL TIMES DURING CWSWUCTON ACTIVITIES SO AS TO PREVENT ® °"7P:VIED STMI w-- WING CAUSED EROSON ALL LAND DISTURBING ACTMTES SHALL BE IMMEDIATELY OSCONTNUED WHEN FUGITIVE MST IMPACTS r Rip RAP ADJACENT PROPERTIES, AS DETERMINED BY ME CITY OF FORT COWNS ENGNEERING DEPARTMENT. 6. ALL TEMPORARY (STRUCTURAL) EROSION CONTROL MEASURES SHALL BE INSPECTED AND REPAIRED OR RECONSTRUCTED AS NECESSARY AFTER EACH RUNOFF EVTiNT IN ORDER TO ASSURE CONTNUED PERFMI MICE OF THEIR INTENDED FUNCTION. ALL RETAINED SEDIMENTS. PARTCULARLY THOSE ON PAVED ROADWAY SURFACES. SHALL BE REMOVED AND DISPOSED OF IN A MANNER AND LOCATION SO AS NOT TO CAUSE THEIR RELEASE INTO ANY DRAINAGEWAY. 7. NO SOIL STOCKPILE SMALL EXCEED TEN (10) FEET IN HEIGHT. ALL SOL STOOOILFB SHALL BE PROTECTED FROM SEDIMENT OUG TRANSPORT BY SURFACE RHEMING. WATERING, AND PERIMETER SILT FENCING. ANY SOL STOCKPILE REMAINING AFTER 30 DAYS SHALL BE SEEDED AND MULCHED. MON ANY ORDINANCE IVEHICLE PRMIBTTS ME MY IINAERIER TENT DEPOSITED MING. OR ATER-A SHALLG BE CLEANED YMEOnNG Ol� SOILS Olt µTELOY BY MATERIAL ONTO THE CONTRACTOR. CITY STREETS BY OR B. CITY \—'—S60F31'4TW --- GT]FARI POINT of I mans, namV as arnan 10I Bar "m orW.' kdar mn.ntfwam III i,piwr. " is n„q.m rims•W&I n. win .1 W=I1 0`. ` ' .N R..E ' w PDT P mm.mo. 1 11' ' r__=R ___ -- O mal L a 1 a'" 1 ppTY Islul(NT` I s„ 7 MMM n cowIENn N.. P F ANTNI� GR.ESIRV CONSULTANTS — 440 215E AVENUE, SUITE 101 — LONCMONi CO. 80501 (303)651-6626 ADVANCED ENERGY, BUILDINGS 7 & 8 EROSION CONTROL PLAN it - - --- -r - : aJ - -_, E. PROSPECT ROAD _ .,I `, I -T_ ._.._ 1;. .JIrj 1 .I OJ _ If .__ 5'1 I_a' Fi •- «...{n II L - , II L- -- ' I I r _' ...1LLl 11 i n- H 1 1111 6--,--11 711- T y IL III I LLJ Die T I aJ e e 1 1 > i S T T� 4it Lj 1_ 2 I-A--W2ac n It- .i I �,1�', ll It L=0,95/ rs r kIF','__. . -, I F- I - -- - ------n--- g , F \' _I I zo i POND It ` c \4F ---11 ` it °A�iy\ �L" III. Ilk I ^wlc1Tp11BASINII � •. ,i '�' /y� b. � .- I I I OFF -SITE BASIN II A=10.25ac C 00.20 I I IOFF•SITE BASIN ll, A=3Alac — C=0.20 I I C .20 - •• �i - PONDit IF ' - MIDPOINT DRIVE _ C=0.95 t\ IT'':',. --ti" i 11 11, Iso a ON•SITE BASIN 11, It /'� ` z',, LI.I, tt �, i_ s.m.: r= 190• A=6.65ac II .' ��4 -r1--C=020 'II 11 -- _ 11 1 j ------------------- IF L __________________________ POND R 1 , � 3 � a NO. DATE a�IS19NS Dill ,L DESIGNU RRP IYii FFa I... The Engineering Company 6C�BU _ wus 1M=100' APPROVBD I191U01. a9.9)-0)2 FORTWWNS,COIDRADO LARIMER COUNTY DETENTION CENTER I OFFSITE DRAINAGE BASINS I 1 I 1 FORT COLLINS, COLORADO [� s¢� Owlmll. WSM.wP _ Mile. _ ; C. TO ) y�% ImIWtlLlw{ w FABRIC ONE MIAMI. _. _, �( ON lei (3--0 In M I IF ►• I\ vu D4 ___ Is' UiI1UTT A M _ PYYLLT M .1 OM[ YlY 1 1 Mile Mile.... _ 1 I :wA' 4 L I Mile - -- — - I I I_I ....1■ ____ ---___ mT a I OFF -SITE BASIN II A=10.25Aaes C=0.20 See Exhibi[ "B' Mile I _o r LEGEND i m a■ - TELEPHONE PEDESTAL IN _ TRANSFORMER Dwl _ WATER VALVE ®_SANITARY SEWER MANHOLE OFF -SITE BASIN I _ WAIER METER PIT A=.341AcreS IN SPRINKLER BOX C=0.20 — _ SIGN POST ETbibit'B" _ CAMERA STAND See ELECMIC VAULT • _ CIEANOUT _ LIGHT POLE _ ROW ARROW • _ DECIDUOUS THEE _ PINE WEE N3 _ SPOT ELEVATION _ PROPOSED ASPHALT PAYING - = FENCE _ IS- INFLOW CURB, OUTTEN _ 12' OUTF41. cum, Tworaw . = PROPOSED BUILDING EXPANSION SILT FENCE HAY BALE BARRIER w I F P 01% ` ` 1 IF -- Y $ � i s (lei ;Mile �".' i �Wno. PRICAllr m o1R�s�s my� 4 _pare umi,. ANx xiP All �_ 1,PM .W ....,,., i�lyf . . BASIN ; 1 to I►tom E+{ i" Al UNIX- �Tq I • - 1 _ 11 •' •1•,Irin THAI C 9 d y' �� ' _ F .rw♦ v 4r..♦ MM per VAIMM COX. NJ I 6SAW M =31,WAST Mw= DRAWN JL 05YIGNED RRY DATX FLU. 1998 CRECIO Sr.IR i•_.0' APPBUYRD PROD. NO.97-073 9ARN ARu C l0e olo oro (A ) (MW1 ON911[ 1 3.0 0.m 14] 9 OAD glSllF II vm am 31.0 1L1 W Ox511E LII 11.m 0.N IA] — MA nwGux[ Ov[moPW a.9 ovuAL n.w au ss.l XLI The Engineering Company FORT CO WINS, COMP AW - r IIW lwollf I91of •9[ wxlxurz m mIAT[ rt. v (i®-"M 0 20 40 60 BO Sc IYp9 ald.fi 'MYr . fm V 'scol.: 1•- 40• "EXHIBIT A" DRAINAGE BASIN BOUNDARIES LARIMER CO. DETENTION CENTER DRAINAGE PLAN & EROSION CONTROL EXPANSION 1 7 EXIS y l EXI TR 3' _ MR W EKING TI PE }QI s� SPILL PA)1 CURE I OOPEFIRK �I q ATCH PAN Y3,5 VAUL B ENI W CURB —MID W BASIN 1 A=1.743 AC Q1 OD=6.52 1 ; 25 Rv ASPI f EXISTING 3' CURB OPENING I I II FISTING CONCRETE -"C_ •� __ _ �1C� Y.J• ELECT.• — — — I — I — I All CIA SIDIIILC C!/ISI ' -20' UTILITY CfASEHENT Q[ CPACA ffZ DRIJA' I S/DI7I/d I h-L I I 162H' 1_6' 6 1}6' Yq' — % I — BUILDING 4 ' J� BUILDING 3 ONE STORY / ONE STORY - FF 427900 _ — 1 — — — — , — 1 — I' 32,627 S.F. `� _ FF = 900 cum j WG ^ !' SID""CH"r cvArRAIrx &wN BASIN 3 Bj�SIN 2 A=0.592 AC f- i Iry A= .961 AC ( p100D 5.62CCF5 - s 01FS 3 4.08 CFS ' Q100 7.88 CFSIF CP moo- A62I _ PROPOSED _i. ' AREA wLET (p GRATE 9IR 6.I8 _ .66 CFS Q4V • INV. fIaNIP9 B8 0) PROPOSED \ \ r CURB INLET ` 6 OPENING \ 4 NI VGpAM _MOYB4, P6 89'IO \ \ g PROPOSED V - PBPII1RPEf LF OF 8 PVC STAL AT __ LEGEND EXISTING SANITARY SEWER _ EXISTING SANITARY MI ERR MANHOLE EXISTMOWAIIA LRIE - EXISTING FIRE HYDRANT We EXISTNG WATER VALVE PROPOSED WATER UNE '.R PROPOSED FIRE HYDRANT w PROPOSED WATER VALVE • PROPOSED WATER METER — PROPOSED STORM SEWER ® PROPOSED AREA INLET • PROPOSED STORY SEWER MANHOLE PROPOSED CURB INLET PROPOSED TRANSFORMER 6• Ti11 F 16 c A FFF 7i: 9q, 11PVC T/L ATO ti mt HBsta6 TAPPING SADDLE O •� LNG VALVE CONSTRUCTION 1RAFFlC DX ACCESS POLNT, PROVIDE \ // BLOCK OPENING IN SILT FENCE !/ ` I I I d H NOTE: of I 1. SEDIMENT CONTROL FEATURES ARE NOT TO BE REMOVED UNTIL 1 MASS COVER AND LANDSCAPING HAS BEEN ESTABUSHED. SEE la LANDSCAPING PLAN FOR REWIRED LANDSCAPING AND SEEDING Mix. 2 ALL EROSION AND SEDIMENT CONTROL FEATURES SMALL BE CONSTRUCTED AND MAINTAINED IN ACCORDANCE MTI CITY OF FORT COUGHS STANDARDS. 3. CITY SHALL NOT BE RESPONSIBLE FOR MAINTENANCE OF ONSTE 1 STORM DRAINAGE FACIUTES OR THE STORM DRAINS SHOMN ON n' THESE PUNS. I .Pv0. wnx 4. ALL CONSTRUCTION ACTIVITY MUST COMPLY I THE STATE OF �CURB COLOIRADO PERMITTING PROCESS FOR 'STORMWATER DISCHARGES :I f OPENING ASSOCIATED WITH CONSTRUCTION ACTVIIIES'. FOR INFORMATION, PU"ASE CONTACT COLORADO DEPT. OF HEALTH. WATER QUALITY CONTROL ONSON, WOCD-PE-B2, ATTN: PERMITS • ENFORCEMENT SECTION, PHONE (303) 692-3590. 8 5. IF DEWATERING 15 USED TO INSTALL UTUTIES, THEN A STATE CONSTRUCTION DEWATERING WASTEWATER DISCHARGE PERMIT •I 6 6 TRACT A SHALL BE REWIRED IF DISCHARGED INTO A STORM SEMFR CHANNEL, IRRIGATION DITCH, OR ANY WATERS OF THE UNITED 'I I STATES. :' DRAINAGE EASEMENT' CPU THE PUT Of PROSPECT PARK EAST. P.U.D.I 6. ALL EROSION AND SEDIMENT CONTROLS SHALL BE INSTALLED IN II COMPUANCE MITH THE DRAINAGE REPORT ON A RELATVE BASS FROM w'unun START DATE. EASEMENT T � LANDSCAPE MATERIALS SHALL BE IN ACCORDANCE WTH THE I R LANDSCAPE PUN FOR THIS DEVELOPMENT. ''M;'II15 :NY 99 C6 ]NITRATION POINT - TYPICAL) 23.2 CFS 91J2 WJ-FFS sos —fP AAS !P PROPOSED -CURB INLET\ a OPENING R MATE:"� 96.7f ` II INVBB el BB -0} VI PROPOSED III IDwa>,,llRF DF 24 f07. PVC SSA AT 12�A0*Tlc� It r \ It »aSE SECAmp or - / iNv 481 .en i CURB /OPENING; SILT FENCE >� / w 1 / RW P. 'i. Wv:i 11179 \ 30 0 15 30 60 I\ ORIGINAL SCALE : 1"-30' \ I DRAINAGE SUMMARY TABLE BASIN 3 BASIN 4 TOTALS BASIN 1 BASIN 2 Ql OD &52 CFS 4.08 CFS 2.84 CGS 4.92 CFS 18.36 CFS Q100D 12.5 CFS 7.88 CFS 5,62 CFS 9.65 CFS 35.65 CFS RECORD DRAWNO THESE RECORD DRAWNGS HAVE BEEN PREPARED BASED ON INFORMATION PROVIDED BY OTHERS. PARK ENGINEERING CONSULTANTS HAVE NOT VERIFIED THE ACCURACY OF THIS INFORMATION AND SHALL NOT BE RFSPONSHBLE FOR MY ERRORS OR OIISSIONS WHICH MAY BE INCORPORATED HEREIN AS RESULT. DATE BY PARK ENGINEERING CONSULTANTS P r vn CONSULTANTS — 1240 MAIN STREET CO. — LONGMONT CO. BOSON (}0})651-6 ADVANCED ENERGY DRAINAGE & EROSION CONTROL PLAN E. PROSPECT ROAD A/ BVXA, a6 XI ---=V'�.i37s MIDPOINT _DRIVE 14 y � 1 s / y /'//------------- I - .r • Ills IE SCALE: T / ✓ i Lj1 .d���i •r Si t'. y ow /, �� �li� I I __, LEGEND: o BVVNDAK/ of PHA5Q TWO CONST. : Z u TCY r'v / +#}C 14 JlI Ifis '�uu`i..a t.u:: 1 FTCN FV 11aR 1% LFISTING 0: .3 4,Tf h� ' IYII ill I 4=V. �////// �cGa P�./f MENT GJIL DING .9ND • �_ E. Ma.S �1 ; III I ��rl'JIAi il�ucTeD ✓vf FrIg5E5 0" e N = z j dl'. _ I o n r=P �E > u 4444 " E1� W * 1 _ y:^ --.nAD Qc:.l J" lfa sE cu✓Irs° o I. n �. Fy�yq • _IJ ."-e JFNT "R✓al✓N LL Y' 1� ��: 1f.,1 ..l` ��X•"t � 'K. _��I;14� � LtNWI V �`• i �/�r. b I � W q Q IYoftSILT FENCE Q NEw C°MTo'. 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