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Drainage Reports - 04/18/2017
May 10, 2016 City offt. Cdlins ppro ed'Plans Approved By Date- Lt =11-17 . AThis Drainage Report Is Consdeusly Provided as a PDF. Please Consider the environment before printing this document in its entirety. When a hard copy is absolutely necessary, we recommend double -sided printing. FINAL DRAINAGE AND EROSION CONTROL REPORT FOR FOX GROVE Fort Collins, Colorado Prepared for: Imago Enterprises 140 Palmer Dr. Fort Collins, CO 80525 ,Prepared by: NORTHERN ENGINEERING 200 South College Avenue, Suite 10 Fat Collins, Colorado 80524 Phone: 970.221.4158 Fax: 970.221.4159 www.northemengineering.com Project Number: 335-008 NnrahornFnninaorinn.enrn // 070.771.475a 0 This Drabuip Report Is consciously provided as a PDF. Please consider the environment before printing this document In Its entirety. When a hard copy Is absolutely necessary, we recommend double -sided printing. May 10, 2016 FINAL DRAINAGE AND EROSION CONTROL REPORT FOR FOX GROVE Fort Collins, Colorado Prepared for: Imago Enterprises 140 Palmer Dr. Fort Collins, CO 80525 Prepared by: NORTHERN ENGINEERING 200 South College Avenue, Sub 10 Fart Collins, Colorado 80524 Phone: 970.221.4158 Fax 970.221.4159 w .northemwoneedng.00m Project Number: 335-008 NarthornFnnineorine_cnm 11 970.221-4159 NORTHERN ENGINEERING May 10, 2016 City of Fort Collins Stormwater Utility 700 Wood Street Fort Collins, Colorado 80521 ADDRESS: PHONE:970.221.4158 1h. 200 S. College Ave. Suite 10 WEBSWEBSorthernengineering.com Fort Collins, CO80524 FAX:970.221.4159 RE: Final Drainage and Erosion Control Report for Fox Grove Dear Staff: Northern Engineering is pleased to submit this Final Drainage and Erosion Control Report for your review. This report accompanies the Project Development Plan submittal for the proposed Fox Grove development. This report has been prepared in accordance to Fort Collins Stormwater Criteria Manual (FCSCM), and serves to document the stormwater impacts associated with the proposed project. We understand that review by the City is to assure general compliance with standardized criteria contained in the FCSCM. If you should have any questions as you review this report, please feel free to contact us. Sincerely, NORTHERN ENGINEERING SERVICES, INC. 6ama- Aaron Cvar, PE Project Engineer ■�INORTHERN ENGINEERING TABLE OF CONTENTS I. GENERAL LOCATION AND DESCRIPTION................................................................... 1 A. Location................................................................:............................................................................1 B. Description of Property.....................................................................................................................2 C. Floodplain..........................................................................................................................................4 II. DRAINAGE BASINS AND SUB-BASINS....................................................................... 5 A. Major Basin Description....................................................................................................................5 B. Sub -Basin Description....................:..................................................................................................5 III. DRAINAGE DESIGN CRITERIA................................................................................... 5 A. Regulations........................................................................................................................................5 B. Four Step Process..............................................................................................................................5 C. Development Criteria Reference and Constraints..............................:.............................................6 D. Hydrological Criteria......................................................................................................................... 6 E. Hydraulic Criteria.............................................................................................................................. 7 F. Modifications of Criteria................................................................................................................... 7 IV. DRAINAGE FACILITY DESIGN.................................................................................... 7 A. General Concept...............................................................................................................................7 B. Specific Details..................................................................................................................................8 V. CONCLUSIONS........................................................................................................9 A. Compliance with Standards..............................................................................................................9 B. Drainage Concept..............................................................................................................................9 References....................................................................................................................... 10 APPENDICES: APPENDIX A.1 APPENDIX A.2 APPENDIX A.3 APPENDIX A.4 APPENDIX A.5 APPENDIX B APPENDIX C APPENDIX D APPENDIX E -Hydrologic Computations -Street Capacity Calculations -Inlet Calculations -Storm Line and Culvert Calculations -Riprap Calculations -Water Quality Design Computations -Stormwater Management Model (SWMM) -Erosion Control Report -FIRMette and CLOMR Map Final Drainage Report W INORTHERN ENGINEERING LIST OF TABLES AND FIGURES: Figure1 — Aerial Photograph................................................................................................ 2 Figure2— Proposed Site Plan................................................................................................ 3 Figure 3 — Existing Floodplains............................................................................................. 4 MAP POCKET: Proposed Drainage Exhibit Final Drainage Report .V INORTHERN ENGINEERING Fox Grove 1. GENERAL LOCATION AND DESCRIPTION A. Location 1. Vicinity Map LOCATION 2. The project site is located in the northwest quarter of Section 15, Township 7 North, Range 68 West of the Vh Principal Meridian, City of Fort Collins, County of Larimer, State of Colorado . 3. The proposed development site is located southeast of the 1-25/Mulberry (State Highway 14) interchange in Fort Collins, Colorado. The site is situated along the existing 1-25 east frontage road, just south of the existing Interchange Business Park development. 4. The proposed development site is in the City of Fort Collins Boxelder Creek Basin. Detention requirements for this basin are to detain the difference between the 100- year developed inflow rate and the historic 2-year release rate. 5. The existing Interchange Business Park site is located just north of the project site. Boxelder Creek runs along the west property boundary. 6. Minimal offsite flows from the north are received by the project site. Two offsite basins to the north of the site have been identified and are shown on the Drainage Final Drainage Report 1 NORTHERN ENGINEERING Fox Grove Exhibit. There is an existing drainage channel located along the southern boundary of the site which receives discharge from an existing detention pond and conveys flows west into Boxelder Creek. Drainage from these offsite basins is discussed further in Section IV, below. B. Description of Property 1. The development area is roughly 36 net acres, which includes future development area within drainage basin "F" as identified on the Drainage Exhibit. Figure 1 — Aerial Photograph 2. The subject property is currently leased for farming purposes. The ground cover generally consists of row crops. Existing ground slopes are mild to moderate (i.e., 1 - 6±%) through the interior of the property. General topography slopes from north to south. 3. According to the United States Department of Agriculture (USDA) Natural Resources Conservation Service (NRCS) Soil Survey website: http://websoilsurvey.nrcs.usda.gov/app/WebSoilSurvey.aspx, the site consists of Kim Loam (Hydrologic Soil Group B) and Nunn Clay Loam (Hydrologic Soil Group C). 4. The proposed project site plan is composed of residential development. Associated roadways, water and sewer lines will be constructed with the development. Detention/Water Quality will be placed near the southeast corner of the site and will treat the majority of developed runoff prior to discharge into the adjacent Boxelder Creek. Final Drainage Report 2 11C� I NORTHERN ENGINEERING Fox Grove Figure 2— Proposed Site Plan 5. Boxelder Creek runs along the west property boundary. 6. The proposed land use is residential. Final Drainage Report 3 (NORTHERN ENGINEERING Fox Grove C. Floodplain FE1.1A. High Risk - Floodway (9 NORTH �—� FEId4 High Risk- 100 ;'ear 17 FEMA Moderate Risk - 100 1 E00 Figure 3 —Area Floodplain Mapping 1. Part of the subject property (Tract A) is located within the FEMA defined 100-year floodplain of Boxelder Creek. Additionally, a 500-year floodplain has never been established for the Boxelder Creek Floodplain. Part of the property is encroached by the Boxelder Creek Floodway, running along a portion of the North property perimeter, and along the West perimeter of the property. The current phase of the development is outside of the floodplain and floodway; however, future phases are anticipated to develop after the LOMR associated with the Boxelder Basin improvements has been approved by FEMA. 2. FEMA FIRM Panel Number 1003G for Larimer County, Dated May 2, 2012 is referenced in this study. A FIRMette of the area is provided in Appendix E. However, modifications to the flood zone are proposed, and a CLOMR workmap showing proposed changes to flood mapping in this area is also provided in Appendix E. 3. Base (100-year) flood elevations in the vicinity of the proposed project range from 4925.0 to 4930.5 (elevations referenced to the City of Fort Collins NAVD-88). 4. A portion of the project site (Tract A) is located within the . 5. The Boxelder Creek floodway is located near the north and west boundaries of the property. No fill is proposed within the floodway. Proposed grading will tie-in with existing grades outside of the floodway boundary. 6. The benchmark for site survey work is listed as "Found 2.5-inch aluminum cap, stamped LS7839, at the corner of the Northwest Quarter of Section 15, Township 7 North Range 68 West of the 6`h P.M." (Elevation=4922.50, NGVD 29). Final Drainage Report 4 ■V INORTHERN ENGINEERING Fox Grove II. DRAINAGE BASINS AND SUB -BASINS A. Major Basin Description 7. The proposed development site is in the City of Fort Collins Boxelder Creek Basin. Detention requirements for this basin are to detain the difference between the 100- year developed inflow rate and the historic 2-year release rate. A historic 2-year release rate of 7.2 cfs (Please see Appendix A) has been calculated for the overall site (35.84 acres), which is inclusive of both the current development area and the future development area. B. Sub -Basin Description 8. The subject property historically drains overland from north to south. There is an existing drainage channel that runs along the southern boundary of the site, which has historically collected the majority of onsite runoff and has directed runoff west, into Boxelder Creek. The existing drainage channel receives discharge from an existing offsite detention pond just to the east of the project site. 9. Design of the offsite detention pond just to the east of the project site is detailed in the report entitled, "Final Drainage and Erosion Control Report for Clydesdale Park PUD" (Ref. 6).The report specifies a release rate from the offsite detention pond of 12.7 cfs. 10.The project site will now direct the majority of runoff into onsite Detention/Water Quality ponds, which will discharge into the existing drainage channel and then into Boxelder Creek at no greater than the historic 2-year rate. A more detailed description of the project drainage patterns follows in Section IV.A.4., below. III. DRAINAGE DESIGN CRITERIA A. Regulations There are no optional provisions outside of the FCSCM proposed with the proposed project. B. Four Step Process The overall stormwater management strategy employed with the proposed project utilizes the "Four Step Process" to minimize adverse impacts of urbanization on receiving waters. The following is a description of how the proposed development has incorporated each step. Step 1 — Employ Runoff Reduction Practices Several techniques have been utilized with the proposed development to facilitate the reduction of runoff peaks, volumes, and pollutant loads as the site is developed from the current use by implementing multiple Low Impact Development (LID) strategies including: N- Conserving existing amenities in the site including the existing vegetated areas. N Providing vegetated open areas throughout the site to reduce the overall impervious area and to minimize directly connected impervious areas (MDCIA). N Routing flows, to the extent feasible, through vegetated swales to increase time of concentration, promote infiltration and provide initial water quality. Step 2 — Implement BMPs That Provide a Water Quality Capture Volume (WQCV) with Slow Release Final Drainage Report 5 ■V INORTHERN ENGINEERING Fox Grove The efforts taken in Step 1 will facilitate the reduction of runoff; however, urban development of this intensity will still generate stormwater runoff that will require additional BMPs and water quality. The majority of stormwater runoff from the site will ultimately be intercepted and treated using extended detention methods prior to exiting the site. Step 3 — Stabilize Drainageways There are no major drainageways within the subject property. While this step may not seem applicable to proposed development, the project indirectly helps achieve stabilized drainageways nonetheless. By providing water quality where none previously existed, sediment with erosion potential is removed from the downstream drainageway systems. Furthermore, this project will pay one-time stormwater development fees, as well as ongoing monthly stormwater utility fees, both of which help achieve City-wide drainageway stability. Step 4 — Implement Site Specific and Other Source Control BMPs. The proposed project will improve upon site specific source controls compared to historic conditions: N Trash, waste products, etc. that were previously left exposed with the historic trailer park will no longer be allowed to exposure to runoff and transport to receiving drainageways. The proposed development will eliminate these sources of potential pollution. C. Development Criteria Reference and Constraints The subject property is surrounded by currently developed properties. Thus, several constraints have been identified during the course of this analysis that will impact the proposed drainage system including: NExisting elevations along the property lines will generally be maintained. N` As previously mentioned, overall drainage patterns of the existing site will be maintained. N Elevations of existing downstream facilities that the subject property will release to will be maintained. D. Hydrological Criteria 1. The City of Fort Collins Rainfall Intensity -Duration -Frequency Curves, as depicted in Figure RA-16 of the FCSCM, serve as the source for all hydrologic computations associated with the proposed development. Tabulated data contained in Table RA-7 has been utilized for Rational Method runoff calculations. 2. The Rational Method has been employed to compute stormwater runoff utilizing coefficients contained in Tables RO-11 and RO-12 of the FCSCM. 3. Three separate design storms have been utilized to address distinct drainage scenarios. A fourth design storm has also been computed for comparison purposes. The first design storm considered is the 80"' percentile rain event, which has been employed to design the project's water quality features. The second event analyzed is the "Minor," or "Initial" Storm, which has a 2-year recurrence interval. The third event considered is the "Major Storm," which has a 100-year recurrence interval. The fourth storm computed, for comparison purposes only, is the 10-year event. 4. No other assumptions or calculation methods have been used with this development Final Drainage Report 6 .V I NORTHERN ENGINEERING Grove that are not referenced by current City of Fort Collins criteria. E. Hydraulic Criteria 1. As previously noted, the subject property maintains historic drainage patterns. 2. All drainage facilities proposed with the project are designed in accordance with criteria outlined in the FCSCM and/or the Urban Drainage and Flood Control District (UDFCD) Urban Storm Drainage Criteria Manual. 3. As stated above, portions of the subject property are located in a FEMA regulatory floodplain and floodway. 4. The proposed project does not propose to modify any natural drainageways. F. Modifications of Criteria 1. The proposed development is not requesting any modifications to criteria at this time. IV. DRAINAGE FACILITY DESIGN A. General Concept 1. The main objectives of the project drainage design are to maintain existing drainage patterns, and to ensure no adverse impacts to any adjacent properties. 2. Onsite detention and water quality treatment will be provided within the four onsite ponds. The ponds will treat the majority of developed runoff prior to discharge into Boxelder Creek. PLD features will also be incorporated in three of the ponds and will provide further water quality treatement. 3. The drainage patterns anticipated for proposed drainage basins are described below. Basins A — C. and E Basins A through C, and E consist of residential development. These basins will drain generally via street curb and gutter to a storm drain system which will direct developed runoff to detention/water quality ponds. Basin A drains directly into Pond 2, Basin B drains directly into Pond 3, and Basin C drains directly into Pond 4. Basin E discharges into Pond 1. Basin D Basins consists of open space and a small portion of proposed roadway. This basin will drain undetained into the existing drainage Swale that runs along the southern boundary of the site, which has historically collected the majority of onsite runoff. This swale then conveys runoff west, into Boxelder Creek. We are requesting a variance for this undetained flow based on the fact that this basin is composed primarily of vegetated open space. Basin F Basin F consists of future residential and commercial development. It is anticipated that this basin will drain generally via street curb and gutter to a storm drain system which will direct developed runoff to detentiontwater quality pond 1. A percent Final Drainage Report 7 ■V INORTHERN ENGINEERING Grove imperviousness value of 70% has been assumed for this basin and must be confirmed when this portion of the site undergoes final site planning. Basins OS1. OS2 Offsite Basins OS1 and OS2 are located to the north of the proposed development and consist of the existing Sunflower Subdivision. These basins have historically drained through the property, and will be routed through the site with the proposed design. Discharge from these basins will be directed via sheet flow and street flow into Pond 3 and then be routed through the emergency spillway of Pond 3. Flows will be directed via surface flow southwest in Fox Grove Drive. Flows will be directed to the low point in Fox Grove Drive and then received by the existing drainage channel running along the southern boundary of the development. From this point, flows will be directed west into Boxelder Creek. A full-size copy of the Drainage Exhibit can be found in the Map Pocket at the end of this report. B. Specific Details 1. Detention and water quality treatment in the form of extended detention will be provided for the proposed development within the lower stages of Ponds 1,3, and 4. Additionally, LID features (in the form of off-line PLD treatment) will be provided in Ponds 1 through 4. Table 1, below outlines preliminary detention, extended detention, and PLD volume requirements. We have assumed a ratio of 50% of each basin to be treated by PLD, and the remainder to be treated by extended detention. We have assumed the extended detention volume to be present prior to a 100-year storm event, and the PLD volume to be dry prior to a 100-year event; thus, the total required volume for each pond is composed of the detention volume required plus extended detention volume. Further documentation of treatment volumes and removal rates of stormwater BMPs will be documented with the Final Drainage Report prepared during the City FCP process. 2. The combined release rate from Ponds 1 through 4 is 4.8 cfs, which does not exceed the allowable release rate for the overall site of 7.2 cfs. 3. Detention is being provided for the current development plan which involves construction within Basins A through E. In the future, it is anticipated that Basin F will be developed. When this occurs, Pond 1 will be increased in size to accommodate developed flows from this basin. We have completed an ultimate condition SWMM model (provided in Appendix C), which shows a future anticipated required volume of 4.98 acre-feet). With current development the total required pond volume is 1.753 acre-feet as shown in Table 1, below. 4. Ultimate condition SWMM model (provided in Appendix C), shows a combined release rate from Ponds 1 through 4 is 7.0 cfs, which does not exceed the allowable release rate for the overall site of 7.2 cis. Final Drainage Report .g W INORTHERN ENGINEERING Fox Grove TABLE 1 —Pond Summary Pond Detention PLO Ext.Det. Total 100-Yr Peak 100- Vol. (Ac-Ft) (50%) (50%) Req'd. WSEL Yr Vol. (Ac- Vol. (Ac- Vol. (Ac- (Ft) Release Ft) Ft) Ft) (cfs) 1 1.502 0.138 0.251 1.753 4917.000 2.80 2 0.390 0.038 N/A 0.390 4918.600 16.10 3 1.407 0.046 0.068 1.475 4920.100 1.60 4 0.927 0.028 0.041 0.968 4921.600 0.40 5. LID features have been incorporated into the design of Ponds 2 through 4 in the form of Porous Landscape Detention (PLD). Basins A, B, and C which compose 17.3 acres of the currently proposed development area will be treated by PLD facilities within Ponds 2, 3 and 4. The currently proposed development area (Basins A through E) composes 22.4 acres. Thus, 77.1% of the development area will be treated by an LID feature, which exceeds the City requirement of 50% LID treatment. 6. The drainage features associated with the proposed project are all private facilities, located on private property. V. CONCLUSIONS A. Compliance with Standards 1. The drainage design proposed with the proposed project complies with the City of Fort Collins' Stormwater Criteria Manual 2. The drainage design proposed with this project complies with the Boxelder Creek Master Plan. 3. The drainage plan and stormwater management measures proposed with the proposed development are compliant with all applicable State and Federal regulations governing stormwater discharge. 4. The proposed development will be designed at Final in compliance with Chapter 10 of City Code. B. Drainage Concept 1. The drainage design proposed with this project will effectively limit any potential damage associated with its stormwater runoff by providing detention and extended detention. 2. The drainage concept for the proposed development is consistent with the Boxelder Creek Master Plan. Final Drainage Report 9 EN INORTHERN ENGINEERING Fox Grove References 1. City of Fort Collins Landscape Design Guidelines for Stormwater and Detention Facilities, November 5, 2009, BHA Design, Inc. with City of Fort Collins Utility Services. 2. Fort Collins Stormwater Criteria Manual, City of Fort Collins, Colorado, as adopted by Ordinance No. 174, 2011, and referenced in Section 26-500 (c) of the City of Fort Collins Municipal Code. 3. Larimer County Urban Area Street Standards, Adopted January 2, 2001, Repealed and Reenacted, Effective October 1, 2002, Repealed and Reenacted, Effective April 1, 2007. 4. Soils Resource Report for Larimer County Area, Colorado, Natural Resources Conservation Service, United States Department of Agriculture. 5. Urban Storm Drainage Criteria Manual, Volumes 1-3, Urban Drainage and Flood Control District, Wright -McLaughlin Engineers, Denver, Colorado, Revised April 2008. 6. Final Drainage and Erosion Control Report for Clydesdale Park, PUD, JR Engineering, October 27, 2000 Final Drainage Report 10 APPENDIX A.1 HYDROLOGIC COMPUTATIONS E , 04 �k5k7g22R2 4m ;o46m 200 ea � 9� a � A2■§��-� � ! 3�}§U�[ � ) iiJlfaR§R§;q �,_000"a §§ 0 K®K -- \ , 22E � . § §§\2\ co �) � o , co 'S k. . IQ !:■ 3a � 0101 E §§Sk „o U� 4q;mm2 � ■::::� ■����� : - §§3 mlool Q© L6 on - a:l:�:�|�■ - �$!!|!|■3| - � a ! dFE.N.mma�N Mao W FF •• M ti N m C 0 N Cu p d !� c •• .ar .Or M .N-i .Or cv N N N ra :s 3O m 4 F N H 5 .-t-� .a.� .M+ 0 N N M Q Z O1 L m > ae ape ae apoE a< ae ae m O O O b O O O 0 O to N 0 0 0 0 0 0 0 0 1 Z F� Mmrnavlm as ' N N N N cm N N or .9 ti rl cp F N p tD n O O M O O �-In v a v� s^ coot +M m tW„1 ?. 01 %D nl N .fi I d 0 n o o $ n n Hp ■ t. _CCC CO CO Im IIf!Im Im W 1 ~ cs 3 O N r1 N m% Go Ip N N yp VwVYA M s p _ ~ 00 1C C cq Im Im W! Im W p N 3 Oi 0 .�-I Oi WIG N N �1 ae 000$oo 0 Ole ae a< plael 0 appOpp IJ N tD ti .N-I r�-I �s � g 1; ; �, 0, � L�0 0000 rIt 00 p Ld.. -0 as N .+ VNImn Im Lo M MIn w �ucc0000 ILOILnI 00 cT n 0 0 0 0 0 to In U yy 0 00 \ U ^� N N . b��s d 0' Y7 ZMi Z Z Z Z Z Z Z m > > m A rl p G 4 ORm ry + C7 II P J u� x 8 8$ a m 0 c WLL o0 ■® #2G2r,-t � o ¥-mm--°@ ¥§ to _ &oI2;3002N )K � 2�2j22 2Q q 2�k§�w§§q � 2 44 2skgga0Lo -�mm"iwmiw �m §§§]§� �Cn § � a | J §§)§§\ $§ 2,�.\ U ! . v J f �3A2�Q SG . kk� | 2| k a ■ �■®k�==a°� mLO �§. �A ===cn mq a �I®Fib ==mmm= CV m ! \2 a §§O-crL ) )« K «muQWU. �§@ u <I O�w� § APPENDIX A.2 STREET CAPACITY CALCULATIONS SIRE CAP C SUAYRN Project: 335-008 By: ATC Date: 11/1/2014 Design Point Basin Street Name Street Slope 2-Yr Flow (CFS) 2-Yr Capacity (CFS) Comment 1 Portion Basin A Fox Grove Dr. 0.60% 1.70 5.40 Capacity Not Exceeded 2 Portion Basin B Fox Grove Dr. 0.65% 2.95 5.70 Capacity Not Exceeded 3 1 Basin C ICarriage Pkwy. 10.55% IT.30 15.20 JCapacity Not Exceeded 4 1 Basin D JVixen Dr. 10.70% 11.10 15.90 ICapacity Not Exceeded A ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Stores) 11 Project: 2-YR STREET CAPACITY _. Inlet ID: Design PI. t ---- WTi �Tcwowa —9f.`rornt GT. Ti,,, qw w 1110,1110 'goJ 8s Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curt) ring's Roughness Behind Curb of Curb at Gutter Flow Line ce from Curb Face to Street Crown W idm Transverse Slope Cross Slope (typically 2 inches over 24 inches or 0.0113 Rift) Longitudinal Slope - Enter 0 for sump condition g's Roughness for Street Section Allowable Spread for Minor & Major Stone Allowable Depth at Gutter Flowline for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) STORM Allowable Capacity Is based on Spread Criterion Telex SMACK' 0.020 1FMt nexck = 0.016 H� = 4.75 Mtbhes Tcnovw W = 2.00 R Sx 0.020 Wit S'a" 0.098 iVR So' 0.006 R/R nsirrtEl 1111 0.016 Minor Storm Major Storm Tex' 14.0 15.0 'tt drug' 5.6 12.3 inches check = yes Minor Stamm Major Slone Ck s 6A 1 6.5 eft storm max. aliowabie capacity GOOD - greater than flow given on sheet'¢Peak' Warning 02: Max Allowable Depth for Minor Storm is greater than the Curb Height. UD Inlet 3.1-strt cap.ldsm, O-Allow 11/2412014, 12:33 PM Project Inlet ID: U ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) 11 I IT�� S T. T� WTs g CoiN = Crown y Cw Clx� num Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) ring's Roughness Behind Curb of Curb at Gutter Flow Line oe from Curb Face to Street Crown width Transverse Slope Cross Slope (typicalty 2 inches over 24 inches or 0.083 Rift) Longitudinal Slope - Enter 0 for sump condition )g's Roughness for Street Sector. Allowable Spread for Minor 8 Major Storm Alowable Depth at Gutter Fkra ine for Minor 8 Major Storm Flow Depth at Street Crovm (leave blank for no) T,,, ` 10.0 It� Mx ` 0.020 Iftili fY�ex` Q018 Mry� ` 4.75 Inches 15.0 ft w e 2.00 ItSit` 0.020 Rift S. ` 0.0mm ftA So= 0.007 11/R ns*asn ` 0.016 minor Storm Me Or Storm Tswht -' 14.0 15.0 ft dam'` 5.6 12.3 linchOS —El 0 cheat = yes STORM Allowable Capacity is based on Spread Criterion Mawr Strom Major Storm STORM /Ulowabie Capacity Is based on Spread Criterion Ci 5.7 15.7 efa -erne - grea'c, ❑:a:. ^1cw giver on sheet 'C-Peak' on Warning 02: Max Allowable Depth for Minor Storm is greater than the Curb Height. UD Inlet 3.1-strt cap.xlsm, Q-Aliow 11/24/2DI4, 12:34 PM Project: Inlet ID: warm. I ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) 11 Taowa T, TyeT — Ti y mum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credrt behind curb) ung's Roughness Behind Curb of Curb at Gutter Flow Line � from Curb Face to Street Crovm Width Transverse Slope Cross Slope (typically 2 inches over 24 Inches or 0.083 ff/ft) Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section Allowable Spread for Minor & Major Storm Allowable Depth at Gutter FlovAine for Minor & Major Storm Row Depth at Street Crown (leave blank for no) STORM Allowable Capacity is based on Spread Criterion ING: MA. allowable ca: is IV. T� = 10.0 S = 0.020 IM Hc uaaNde Tm: = 15.0 1tss W = 2.00 it S.` 0.020 ftnt S + = 0.098 }I/lt So = 0.008 ftlR nsraEn = 0.016 Warning 02: Max Allowable Depth for Minor Storm is greater than the Curb Height. Minor Stone Major Storm T.= 14.0 15.0 it d. =j 5.6 12.3 kt hm ❑ ❑ check = yes Morm Ma a Stone Orw = E.2hor St8.2 j cfi UD Inlet 3.1-strt capAsm, Q-Allow 11/24/2014, 12:40 PM Project: Inlet ID: Warning V ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) h T. TWy Toaoer W TX BtraM Ow G G1ewn New d IF e de mum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) ring's Roughness Behind Curb T. 10.o R Sa'IX= 0.020 PA rbMx` 0.016 of Curb at Gutter Flow Line ifcuu = 4.75 Inches ce from Curb Face to Street Crown Tom— - 55.0 it Width w. 2.00 it Transverse Slope Sx- 0.020 ftM Crass Slope (typically 2 inches over 24 inches or 0.0113 Will Sw - 0.0W 0M Longitudinal Slope - Enter 0 for sump condition So = 0,007 ftM rg's Roughness for Street Section nsrneet = 0.016 Allowable Spread for Minor & Major Storm Allowable Depth at Gutter F"Ine for Minor 6 Major Starr Flow Depth at Street Crown (leave blank for no) STORM Allowable Capacity is based on Spread Criterion storm maxallowable capacity Warning 02Max Allowable Depth for Minor Storm is greater than the Curb Height. Minor Storm Major Storm Tom- 14-0-7 15.0 It d— ` 5.6 12.3 Inches 0 0 check = yes Minor Storm Major Storm 0r -1 5.9 1 7.0 c1s LID Inlet 3.1-strt cap-x1sm, Q-Allow 11124/2014, 12:45 PNA APPENDIX A.3 INLET CALCULATIONS 1 A • SU A Y Project: 335-008 By: ATC Date: 11/1/2014 Inlet ID Basin Inlet Type Inlet Condition Design Storm Design Flow (CFS) Inlet Capacity (CFS) 2-2 Portion of Basin B Double Combination Sump 100-yr 10.10 16.80 2-3 Portion of Basin B Triple Combination Sump 100-yr 19.20 23.90 4-7 Portion of Basin C Single Combination Sump 100-yr 1.20 7.90 4-8 Portion of Basin C Double Combination Sump 100-yr 9.10 16.80 5-3 Portion of Basin C Single Combination Sump 100-yr 3.00 7.90 5 4 Portion of Basin C Single Combination Sump 100-yr 1.50 7.90 INLET IN A SUMP OR SAG LOCATION project �. 3354M _ Inlet ID = Combo Inlet - Single .r--Le (C) N-Curb H-Ven WO W Lo (G) Typo of Intel Inlet Type' Local Drhpcession(adduord to continuous quit depreaebn's'from'Q~ 0.' Numt,en of licit Iriets (Crate or Cub Operin9l No' Water Depot a Flowim (outside of local depression) Flow Daptlh' Crab Information Length of a Unit Grate Lei (0)' Width of a Urn Grate W. Mee Opening Ratio for a Grab (types] vales 0,15-0.90) A , Clogging Factor for a Single Grate ftyliiral.alc 0.50 - 0.70) Cc (G)' Grate Weir Coefficient (typice vale 2.15 - 3.60) C. (G)' Grab Orifice Coef hdwt (typicel v 0 W - 0 W) Co (G)' Curb Opening hdorrrWlon Length of a Unit Cub Opening 4 (C)' Hog" of Venice Cub Opening it Ides N..h' Height of Cub Office Throat in Ides H. Mee of Ttroat lees USDCM Figure ST-5) Thaler Side Width for Depneaaon Pan (typioFj to gWer width of 2 fast) W. Clogging Factor for a Single Cub Opening (typical vale 0.10) Cr (C)' CW Opening War Coeffdent "Cal value 2.3-3.6) C. (C)' Cub Opening Orifice Coefficiert "cal vale 0.60 - 0.70) C.P. Total Inlet Interception Capacity (assumes dogged condition) I Weming I. Dme,: ', mtm.11 c net a fe, blot type spectra MINOR MAJOR Darner No. 16 CamhYvillon zoo 0 1 t 6.0 92 3.00 ;. 2.00 0.31 0.50 0 31 O60 3AC bh 0.60 3.00 H 6 50 a 525 @ li 0.00 0 0) 2.00 2 V 0.10 0.10 3.70 -. 0.66 'd Mles eel eel Hit Whits wte5 kv— set UD Inlet 3.1-combdMet-double.dsm, Inlet In Sump 11125l2014, 2'.09 Plc INLET IN A SUMP OR SAG LOCATION Project. 335-111118 Inlet ID. Combo In* - Single -Parkway ,r-Lo (C) T R-Curb N-Van We W La (G) of Met IrMt Type I Depression (sdmtioal M arEruo+a Ostler Cepreeelon'a' from'O-Abut) absi ` our of Unt lase (Gracie or Cub Oparri No c Depth a Flow ne (.Jade of bcal depression) Flow DepN r I dmMb m of a Wit Grate L. (G) ` t of a Urn Grate WD. Opening Reno for a Grate (typical vanes 0-15-0.90) Are - ging Factor for a SuVW Grate (typal ,aue 0.50.0,70) C, (0) - We, Coefficient (typical v 2.15 . 3.60) C. ((1) ` onfica Coefficient (typal velui, 0.60 - 0.60) CD (0)' Opening 0 ft. rn elon to of a Uri[ Cub Opening L. (C) I of Vertical Cur* Opening ,n Inches I of Cu* Orifice Throat in notes I'fwr , of Thro t pee USDCM Figure ST-5) Theo Width for Depression Pan "city tM 9" wi th of 2 feet) W. ` yrg Factor for a Surge Cu* Opel (typical vale 0.10) Cn (C) Opening War Coafhciert (typal velure 2.34.6) C. (C) ` Opening OriOa Coefficient (typical vat 0.60 - 0.70) C. (C) al Inlet Interception Capacity (assumes clopped condition) Q. Wam , e_s -_ � Ica, robe type is .lft,..., MINDR MAJOR Dreer No. 16 CaMorel tdw zoo 1 en 0.0 MINOR MAJOR 3.00 :1 C: zoo 2.00 few 0.31 0.31 0.50 Oe0 3.60 3.60 lee 0.e0 0.60 MINOR MINOR 300 3,00 6.50 650 525 5.25 emww 0.00 0.00 2-00 2.00 FM 0.10 0.10 3.70 370 0.66 C.S. UD Inlet 3. 1-comboinlet-dwble.lAem, Inlet In Sump 11/25/2014, 2:11 PM INLET IN A SUMP OR SAG LOCATION Project = 335-M Inlet ID = Combo Inlet - Double X•Gurb X-YM We W � b (D) for Inset d Deproteion (eddidorel to mreruors putter depression's' fmm'D-AlovV) ber of Um Iriels (Greta or Cub Opening) = Depth al Flprere louses of naY depression) e Information m or a um 13ro1e In of a Urn Grate Opening Ratio for a Grote (Wow velm 0.15-0.90) ging Factor for a Si gle Grace (Weal valce 0.50 - 0.70) e War Coeffioent0 cal vuWe 715-3.60) e Ort6® Coef ctert (typical vaYr 0.60 - 0. e0) i Opening 1 .00, sedof th of a Urn Cut, C er.V It of Venial Cub Open mg in Ir0 1 of Cub Orifice Thost in Inches i of Tboal (see USDCM Figure ST51 Width for Depression Pan (lypic oy the gutla reth of 2 test) yng Factor for a Single Cub Opening ("csl rake 0.10) Openig Weir Coeniasl (typial value 2.33.6) Opening Orifice Coefnoert Wofs valve OSC - 0.70) Inlet Interception Capacity (assume Olopged wndidon) ,m ,,. ama,-a. , ..., •v,, monslonfalnlet lyps spectrisL Irbt Type = aa°• _ No Flow Depth Darer No. 16 Canella0on zoo 2 &0 Y2 MINOR MAJOR t•(G)• 3.110 30. W. 2.00 2n0 A,,,, 0.31 0,31 C7(G)= 0.50 am G. (G) • 3.80 3.60 C.(a)• 0m 061, 4(c)- H,.a Theis W. G(C) C.(c)• Cl. D•eaineou¢o at 3.00 3.W 6.50 6-60 525 S 26 0.00 0.00 ZOO 2,00 0.10 0.10 370 370 11.11115 0.66 MINOR Miles feet f« feat inches ilea degrees feet UD Inlet 3. t,:omboinlet-double.ldsm, Inlet In Sump 11/2512014, 2:12 PM INLET IN A SUMP OR SAG LOCATION project • 335-008 Inlet ID c Combo Inlet - Triple ,rLo (C)�" N-Curb M-Vert Wo Wp W Lo (G) of Iret Depression (eddrbond to coraneus gutter depresson'e' fmm 'O-AlInr) far of Um Meta (Greta or Cub Oprng) Depth a Fbvare (outside of local depra aon) N of a Unit Orate t of a Unit Grote Opening Rabc for a Grate (typral vales 0-15-0.90) prig Factor for a Single Ores (!focal vale 0.50 - 0.70) Weir Cuef0.e (typical value 2.15 - 3.00) I OMce Cceffgas (typical vaue 0.50 - 0.80) Ope'ev sdamWbn si of a Unit Cub Opreg 1 of Vertical Cub Openrg In 1, 0 1 of Cut, Orifice TMoat in IraYee r of ThMat I. USDCM Figu f S7-5) Width for Depression Pan (typmly the gutter width of 2 feel) $ng Factor for a Sirgb Cub Opeang (typical vYe 0.10) Opera g War Coemaan (typical value 2.33.5) Opening Office Cosffj M (typical vela 0.50 - 0.70) Inlet Interception Capacity (assumes clopped condition) wamns I. cvners, entarcc a n.: C typK_ul d"51on for lnkt ny . epaCYnd Inlet Type • Or • No bar DepNe Le (0) • W. Are Cr(G)' C. (0)' DMrrler No. 16 COfrtlratlbn I z00 � Irch 9 SO 0.2 Iinch MINOR MAJOR 3.00 feet feet zoo 0.31 0.50 0A0 180 OA0 0 Gc mrioR MAJOR L.(C)• K.n • FJr.e' Thete• Wa' Q(C)• C.(C)' C.(C)• Q. &OD "a 00 fiW 650 5.25 S25 0.00 O.DD zoo 2.0D 0.10 0." 170 70 UD Inlet 3.1ocmboinletEoubleAsm, Inlet In Sump 1112SW14, 2:14 PM APPENDIX A.4 STORM LINE AND CULVERT CALCULATIONS v� Z Inf w 0 co m LL m Q a Storm Sewer Summary Report Page 1 Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor HGL Dns No. rate size length EL Dn EL Up slope down up loss Junct line (Cfa) Pn) (ft) (ft) (ft) N (ft) (ft) (ft) (ft) No. 1 Pipe - (117) 19.00 24 c 161.8 4911.60 4912.82 0.754 4913.07 4914.36 0.00 4914.36 End 2 STRM PIPE 1 1.60 15 c 38.4 4912.96 4913.34 0.989 4915.17. 4915.19• 0.00 4915.19 1 3 STRM PIPE 1-1 1.60 15 c 138.9 4913.38 4913.83 0.324 4915.19. 4915.26' 0.00 4915.26 2 4 STRM PIPE 1-2 1.60 15 c 41.8 4913.83 4913.97 0.335 4915.26' 4915.28' 0.00 4915.28 3 5 STRM PIPE 1-3 1.60 15 c 278.7 4913.97 4914.89 0.330 4915.28 4915.54 0.00 4915.54 4 6 STRM PIPE 1-4 1.60 15 c 42.3 4914.89 4915.03 0.330 4915.61 4915.65 0.00 4915.65 5 7 Pipe - (116) 17.40 24 c 115.3 4912.82 4913.69 0.755 4914.72 4915.17 n/a 4915.17 j 1 Project File: stonnl.stm Number of lines: 7 Run Date: 11-24-2014 NOTES: c = ar, e = ellip; b = box; Return period = 2 Yrs. ;'Surcharged (HGL above crown). ; j - Line contains hyd. jump. I e c 0 � 7 CL E 0 L) @ c J @ 0 LM 3 U � @ � � E 2$ E § § § ) § § § B■£ p q m x c!- - § 72 2 a J■F 0 0 a 0 a 0 2 A \ k k k / § \ § § r Cl) ��E § \ } k $ § �1 § Cl) § 2 / \ [ § > ~ ■ ! k f a / m G 2 k 2 19 � § § § § § § n 7 q �!£ \ } \ \ § $ § m q co I� § § -T k \ -4 E 2 § 2 \ [ § [ co N N cc ■ 7 vi �!£ t § qq IT It { � '!« § Cl) § Cl) § § § k ' f § 9 § \ § § 2 k c k � I / § k § § § f k k ) !iE §_ t C f f { ) a ƒ / a ; ƒ ) � (n v w 0 r- L i v N N Lh N N f/1 m C J C Z M !V N N H ui W W J J Z Z C14 AL w A to m iTL I e- a. t Storm Sewer Summary Report Page 1 Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor HGL Dns No. rate size length EL Dn EL Up slope down up loss Junct line (cfa) Pn) M M M, M M M M M No. 1 STRM PIPE 2-1 29.31 24 c 14.0 4915.00 4915.07 0.500 4916.85' 4917.13' 0.00 4917.13 End 2 STRM PIPE 2-2 19.16 18 c 30.0 4915.10 4915.19 0.299 4917.13' 4917.99' 0.00 4917.99 1 Project File: stonn2.stm Number of lines: 2 Run D: 11-25-2014 ate NOTES: c = dr,, e = ellip; b = box; Return period = 100 Yrs. ; 'Surcharged (HGL above crown). &2 E w2 E . r § } 2-- Q m � a§F — N k ■ E J LU } § A.« § § . .� n 2 — � � z 0 § § § § § j c ! E k 2 ■ Eco 4M OD en tea_ . 2a£ § CD 7qT .0 � . . ' 2 | 2 k / k E § f o — to M M2E § § k$E § } _ f a fcicm a —co. . . . � N £ k | } u r co M N m LL m 'o a Storm Sewer Summary Report Page 1 Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor HGL Dns No. rate size length EL Dn EL Up slope down up loss Junct line (afs) On) (ft) (ft) (ft) (0/o) (ft) (ft) (ft) (ft) No. 1 STRM PIPE 3 15.10 24 c 61.4 4915.90 4916.16 0.424 4917.28 4917.74 0.00 4917.74 End 2 STRM PIPE 3-1w 14.70 24 c 32.6 4916.16 4916.30 0.428 4917.90 4917.99 0.00 4917.99 1 3 STRM PIPE 3-1n 0.40 15 c 148.8 4916.14 4916.59 0.302 4918.24. 4918.24• 0.00 4918.24 1 4 STRM PIPE 3-2 0.40 15 c 87.8 4916.59 4916.85 0.296 4918.24' 4918.25' 0.00 4918.25 3 1 Project File: stonn3.stm Number of lines: 4 Run Date: 11-24-2014 NOTES: c = cir, e = ellip; b = box; Return period = 2 Yrs. ; `Surcharged (HGL above crown). � c0 §.0 § § r§E r--CD 0 0 0 0 � �■� _ 3 2 2 E . A cq ■ E k 2 § � �$£ } ) ) } '=09 § / § § >15 | i 2CR 0 C9 ) S E § § § § a — �2£ ( } } } aa£w LO co co CD £ CO. 7 § § ■ i . 4 @ �2« § § 2 2 22 § § § ' k § § § § § ! k k f o C . . E a co (3aE § § co § tea£ Lq i CY ui 6f cs 2 a A = _ hi - 1 N V) qt/ W m U' w u� 00 n 60 O N V � 2 IL CO O u� � q 0 N W m U` W 0 Ln 0 u� o v L r LLJ w _ i Ix 0 00 i Storm Sewer Summary Report Page 1 Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor HGL One No. rate size length EL On EL Up slope down up loss Junct line (cft) on) (ft) (ft) (ft) N (ft) (ft) (ft) (ft) No. 1 STRM PIPE 4 10.31 24 c 26.3 4917.00 4917.08 0.305 4918.14 4918.36 0.00 4918.36 End 2 STRM PIPE 4-1 10.31 24 c 44.1 4917.08 4917.21 0.295 4918.56 4918.64 0.00 4918.64 1 3 STRM PIPE 4-2 10.31 24 c 52.1 4917.21 4917.37 0.307 4918.76 4918.84 0.00 4918.84 2 4 STRM PIPE 4-3 10.31 18 c 15.7 4917.37 4917.42 0.317 4918.84 4918.92 0.00 4918.92 3 5 STRM 4-4 10.31 18 c 21.3 4917.42 4917.48 0.283 4918.92' 4919.10' 0.00 4919.10 4 6 STRM PIPE 4-5 10.31 15 c 75.8 4917.48 4917.71 0.303 4919.10' 4920.74• 0.00 4920.74 5 7 STRM PIPE 4-6 10.31 15 c 16.5 4916.54 4916.59 0.302 4920.74` 4921.10' 0.00 4921.10 6 8 STRM PIPE 4-7 9.14 15 c 30.0 4916.59 4916.68 0.301 4921.34' 4921.85' 0.00 4921.85 7 Project File: stonn4.stm Number of lines: 8 Run Date: 11-25-2014 NOTES: c = cir, e = ellip; b = box; Return period = 2 Yrs. ; *Surcharged (HGL above crown). 0 a C m O O O CD O CD CD O S 0 O O O O O O O O .j o 0 0 0 0 0 0 0 0 0 0 0 0 o c o v 0 m O N r yr N N N L c� C W 2 o 0 o c o c o N m y v ^ N o m Q V cif I N N N co O O O O O N N 0 N C a: y^ a cN7 N W END r G o C G G N J > n ON) � v cND aN aD N r _ g w co O c) W N EE�� W m O) 01 Of O) O N O W CD v v < v v v v v m m 7 L r N m N r N N O O O m ED G O G C C O aD cc^ cD ED O) N C7 aq l+) O7 O v O v In < m V V m to co Ed 1l CL C4 O v r < PZ N N m N c0 O O m N N cV Nco .- E {may z 0 C N V a CD N N N N J> EO'l V a ONi r m X m ^ i m ao EG a0 aD Ol C > O N cr v v r N m C O O O) O) W O) O () O) - v v v v v v v v c J N W N r q ED u) O O N 1(1 N 0 r m) c7 y N ONE r- cq � O O O O O cV iV tNO EN D O q V N W m O) T W O) Ol N ONi T v v v v v v v v 9 _ Cc j t C a N N Cl)Ni) EOD O O O C C O m m m IO v w qEO 0a a a W N v m o h ED ED n V O) 'T 1 0 r m m N c0 N f-: P� N N N Cm N O m a 0 7 c6 N N N J h r": rn c N N a c v a v a v o 0 COM a v LO c m C n r r r ro �c E e m m rn m rn m m m rn � m m Q m O G C m C m C m G ii G v n m s m N C m Z m r:3 m P m 0 N N v 0 0 r OD d z No Text Storm Sewer Summary Report Page t Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor HGL Dns No. rate size length EL Dn EL Up slope down up loss Junct line (de) M) (ft) (ft) (ft) N (ft) (ft) (ft) (ft) No. 1 STRM PIPE 5 11.41 18 c 21.6 4917.00 4917.07 0.323 4918.29' 4918.63' 0.00 4918.63 End 2 Pipe - (107) 4.50 15 c 105.2 4917.07 4917.38 0.295 4919.06' 4919.50' 0.00 4919.50 1 3 STRM PIPE 5-2 4.50 15 c 18.0 4917.55 4917.60 0.280 4919.50' 4919.57' 0.00 4919.57 2 4 STRM PIPE 5-3 1.50 15 c 50.0 4917.60 4917.75 0.300 4919.76' 4919.78• 0.00 4919.78 3 5 Number of lines: 4 Run Date: 11-25-2014 NOTES: c = dr,, e = ellip; b = box; Return period = 100 Yrs. ; *Surcharged (HGL above crown). S f: O 9 C O C O 0 o c o o v m �' N a o O N Y C� W O m L � m ate^ rn a a 0 0 0 0 a y w v v w o C K e v v o 0 o W � � Ol Of Of Ol 9 m � tm C LO m N N O O O O O "m � f0 r r N V f0 f0 N vi m w lD C7 m C 6 7 r Cl) N N q E Z 0 N N N O .- J t m LO N r- a m S m f4 6 6 6 r q' O V a L' O co CD r C m a < a O O J N O O O 00 C N N 4l N V < ty0 O 0 0 0 0 fn r m o N n r. V m ai oS of of Lu v v a v v L a r N N O O CDC o m aa N O fro m fV }CW m 0 N m Cl) Cl) f0 N N N 3 O 0 N N N N O J m co o to N O O r aC 01 Ol f71 T 01 T Of a V a O t O r N O O O W 0 C O " 0) Ol O) 0) O q U� LQ LP .= v o m a a7 LO N Cl) It N 1 J M W � v 0 N N N O C J O Z m s m m Q a i Storm Sewer Summary Report Page 1 Line ID Flow Line Line Invert Invent. Line HGL HGL Minor HGL Dns rate size length EL Dn EL Up slope down up loss Junct line r0n.e (S) M) (ft) (ft) (ft) N (ft) (ft) (ft) (ft) No. 1 STRM PIPE 6 16.10 24 c 225.3 4914.22 4915.42 0.532 4915.64 4916.97 0.00 4916.97 End 2 STRM PIPE 6-1 16.10 18 c 39.1 4915.42 4915.63 0.637 4916.97' 4917.75' 0.00 4917.75 1 3 STRM PIPE 6-1 (1) 16.10 18 c 25.7 4915.63 4915.76 0.506 4917.75. 4918.2r 0.00 4918.27 2 Project File: storm6.stm Number of lines: 3 Run Date: 11-24-2014 NOTES: c = cir, e = ellip; b = box; Return period = 2 Yrs. ; *Surcharged (HGL above crown). � 2� E m E § § § 0 _ §■£ ; / # LU- . k■ 2 Q m A ® ■ E qT m 7 m 02E ID 2 qqr '.« § § ) . E > CD .| — . $ 3 k E § § § a — �2£ } } } . } } c } £ 2 § ■ LO 7 / ■— LO co Go 0)■,■ § 2 C) § § § $ k k k o. � a 4 # �!£ 2 § 2 \ } \ ca t CY f t a -co w. _ � . ii N m IL g N N r Cb W N M N O I Storm Sewer Summary Report Page 1 Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor HGL One No. rate size length EL Dn EL Up slope down up loss Junct line MIS) M) (ft) (ft) (it) N (ft) (ft) (ft) (ft) No. 1 STRM PIPE 8 5.00 18 c 102.3 4911.28 4913.12 1.799 4911.87 4913.97 0.00 4913.97 End Project File: stono9.stm Number of lines: 1 Run Date: 11-24 2014 NOTES: c = air, e = ellip; b = box; Return period = 2 Yrs. m NW d C � � o G O u 6 a LaIq o Y 0 W- v Z N au,a� o m o W 0 L d J > m v1 LU • Wm9 V � Ol 9 j=g ccon d Eco m > m n a E R m W � O J > Ori v N 9 C O � - V J O at-g toO 4m r W m a V j o ONi O r > w r c mW N G G G � O J r m a] Meg cB V co N e m rn o € m a ui 19 c U m LL m m a z° CULVERT MODELING OUTPUT HY-8 Culvert Analysis Report Table 1 - Summary of Culvert Flows at Crossing: Storm 7 Rating Curve Plot for Crossing: Storm 7 On Total Rating Curve Crossmg: storm 7 Total Discharge (cfs) Table 2 - Culvert Summary Table: Culvert 1 Total Dischai e (cfs) Culvert Dischai a (cfs) Headwi r Elevatio Inlet Control Depth (i Outlet Contro Depth ( Flow Type Norma Depth ( Critical Depth (i Outlet Depth (i Tailwato Depth ( Outlet Vel (ft/s) Tailwate Velocity MIS) 100.0 100.0 4921.5 4.865 5.453 4-FF .500 2.324 .500 .973 1 0 . 186L3.232J theoretical depth is impractical. Depth reported is corrected. Inlet Elevation (invert): 4916.06 ft, Outlet Elevation (invert): 4915.70 It Culvert Length: 72.00 ft, Culvert Slope: 0.0050 Culvert Performance Curve Plot: Culvert 1 Performance Curve cuv«c aulvat t 0 0 Inlet Control Elev Outlet Control Elev Total Discharge (ds) Water Surface Profile Plot for Culvert: Culvert 1 4922 4921 — 4920 c 04919 m w 4918 4917 4916 Crossuig - Storm 7. Design Discharge - 75.9 cfs Cube - Cuh-et 1. Cuken Discharge - is 9 cfs Station (ft) Site Data - Culvert 1 Site Data Option: Culvert Invert Data Inlet Station: 0.00 ft Inlet Elevation: 4916.06 ft Outlet Station: 72.00 ft Outlet Elevation: 4915.70 ft Number of Barrels: 2 Culvert Data Summary - Culvert 1 Barrel Shape: Circular Barrel Diameter: 2.50 ft Barrel Material: Concrete Embedment: 0.00 in Barrel Manning's n: 0.0120 Inlet Type: Conventional Inlet Edge Condition: Grooved End in Headwall Inlet Depression: NONE Table 3 - Downstream Channel Rating Curve (Crossina: Storm 71 FZTM �IcVsTs= 11111111FRili7�rsr► r�MEET!.;= @ • • MMMIlMMFY.2� �A.y_� . . ar Tailwater Channel Data - Storm 7 Tailwater Channel Option: Triangular Channel Side Slope (H:V): 3.50 (_:1) Channel Slope: 0.0036 Channel Manning's n: 0.0350 Channel Invert Elevation: 4915.70 ft Roadway Data for Crossing: Storm 7 Roadway Profile Shape: Constant Roadway Elevation Crest Length: 100.00 ft Crest Elevation: 4922.20 ft Roadway Surface: Paved Roadway Top Width: 50.00 ft HY-8 Culvert Analysis Report Table 1 - Summary of Culvert Flows at Crossing: Storm 8 Rating Curve Plot for Crossing: Storm 8 Total Rating Curve cry stom s Total Discharge (cls) Table 2 - Culvert Summary Table: Culvert 1 Total Discha e (cfs) Culvert Discha a (cfs) Headw r Elevatio Inlet ControlControl Depth ( Outlet Depth ( Flow T Norma Depth ( Critical Depth ( Outlet Depth ( Tailwat Depth ( Outlet Vel (ft/s) ailwate Velocity (ft/s) 1 00.0 69.46 4922.8 5.025 6.520 4-FF .000 .000 .000 .973 12105t3..232 " theoretical depth is impractical. Depth reported is corrected. Inlet Elevation (invert): 4916.30 ft, Outlet Elevation (invert): 4915.90 ft Culvert Length: 93.60 ft, Culvert Slope: 0.0043 Culvert Performance Curve Plot: Culvert 1 a. C O ([1 4) N W a m m N I Performance Curve c,hTn: Cuh ert t w Irdet Control Elev Outlet Control Elev Total Discharge (cfs) Water Surface Profile Plot for Culvert: Culvert 1 492 492 4921 c 0 ro 491! _m w 4911 491 491 ( Crossing - Stonu 8. Design Discharge - 41.0 cfs Cuh-en - Cuh,en 1. Cubven Discharge - 41 0 cfs Oumun OL) Site Data - Culvert 1 Site Data Option: Culvert Invert Data Inlet Station: 0.00 ft Inlet Elevation: 4916.30 ft Outlet Station: 93.60 ft Outlet Elevation: 4915.90 ft Number of Barrels: 2 Culvert Data Summary - Culvert 1 Barrel Shape: Circular Barrel Diameter: 2.00 ft Barrel Material: Concrete Embedment: 0.00 in Barrel Manning's n: 0.0120 Inlet Type: Conventional Inlet Edge Condition: Grooved End in Headwall Inlet Depression: NONE Table 3 - Downstream Channel Rating Curve (Crossing: Storm 8) Flow (cfs) Water Riirfa Depth (ft) Velocity (ft/s Shear (psf) Froude Numbi Elev (ft) 100.00—J-4918.67 2.97 3.23 0.67 0.47 Tailwater Channel Data - Storm 8 Tailwater Channel Option: Triangular Channel Side Slope (H:V): 3.50 (_:1) Channel Slope: 0.0036 Channel Manning's n: 0.0350 Channel Invert Elevation: 4915.70 ft Roadway Data for Crossing: Storm 8 Roadway Profile Shape: Constant Roadway Elevation Crest Length: 100.00 ft Crest Elevation: 4922.60 ft Roadway Surface: Paved Roadway Top Width: 50.00 ft APPENDIX A.5 RIPRAP CALCULATIONS ;___ E£ ■s||a■a ! $ §!|222§ me )|] 2•� 3}'90 k¥ m=#m@ )� ! { mma $ §LU f`;E0§6 | !!|§l !! 0 &&4q« § 73 \ #7 �.z 77««` & & gamZ«q 2 ] #mq m««@ § K g � �,�.� � � k >\)£ ||||§|! |\ m# t! .;�/ —�— §§!! ! -S{� . {{) §;Q ; ;;,;!!a 'kill£� DRAINAGE CRITERIA MANUAL (V. 1) MAJOR DRAINAGE 0 n 40 O MENEEMEMEN MENEM PAIMAPAVE MEMO, Ed ■■ 1A0 sMad ■■ �, a 'e���.�..®d E 2 A Y /D .6 .8 1.0 t Use Do instead of D whenever flow is supercritical in the barrel. **Use Type L for a distance of 3D downstream. Figure MD-21—Riprap Erosion Protection at Circular Conduit Outlet Valid for Q/D2'5 5 6.0 Rev. 04/2008 MD-107 Urban Drainage and Flood Control District MAJOR DRAINAGE DRAINAGE CRITERIA MANUAL (V. 1) 6( E i MEN Oo .2 .4 .6 .8 1.0 Yt/H Use Ho instead of H whenever culvert has supercritical flow in the barrel. **Use Type L for a distance of 3H downstream. Figure MD-22—Riprap Erosion Protection at Rectangular Conduit Outlet Valid for QIFW-5 < 8.0 MD-108 04/2008 Urban Drainage and Flood Control District DRAINAGE CRITERIA MANUAL (V. 1) MAJOR DRAINAGE .7 rlf N O U 9 = Expansion Angle MENESEEN ovaR WA VA A MASS TAILWATER DEPTH/ CONDUIT HEIGHT, Yt/D Figure MD-23—Expansion Factor for Circular Conduits Rev. 04/2008 MD-109 Urban Drainage and Flood Control District MAJOR DRAINAGE DRAINAGE CRITERIA MANUAL (V. 1) 8 7 6 m ICY 5 F 4 z 3 0 z a x 2 W 6 = Expansion Angle ppm ff 1FAVAPSAMAJOAriimm TAILWATER DEPTH/ CONDUIT HEIGHT-Yt/H Figure MD-24—Expansion Factor for Rectangular Conduits MD-110 04/2008 Urban Drainage and Flood Control District APPENDIX B WATER QUALITY DESIGN COMPUTATIONS 1 1 By: ATC POND DESIGN & OUTLET WORKS: BASIN AREA = 20.960 <— INPUT from impervious calcs BASIN IMPERVIOUSNESS PERCENT = 64.00 <— INPUT from impervious calcs BASIN IMPERVIOUSNESS RATIO = 0.6400 <--CALCULATED WQCV (watershed inches) = 0.250 <--CALCULATED from Figure EDB-2 WQCV (ac-ft) = 0.525 <— CALCULATED from UDFCD DCM V.3 Section 6.5 WQ Depth (ft) = 1.700 <-- INPUT from stage -storage table , AREA REQUIRED PER ROW, a (in2) = 1.489 <— CALCULATED from Figure EDB-3 PERFORATION SIZING: dia (in) = 1 3/8 <--INPUT from Figure 5 number of columns = 1 3 1 By: ATC BASIN AREA = 3.540 <--INPUT from impervious Gala (50% OF BASIN AREA; REMAINDER TREATED VIA PLD) BASIN IMPERVIOUSNESS PERCENT = 41.00 <--INPUT from impervious talcs BASIN IMPERVIOUSNESS RATIO = 0.4100 <— CALCULATED WQCV (watershed inches) = 0.182 <-- CALCULATED from Figure EDB-2 WQCV (ac-ft) = 0.065 <— CALCULATED from UDFCD DCM V.3 Section 6.5 WQ Depth (ft) = 1.200 <— INPUT from stage -storage table AREA REQUIRED PER ROW, a (in2) = 0.248 <-- CALCULATED from Figure EDB-3 SIZING: dia (in) = 112 <-- INPUT from Figure 5 number of columns = 1 EXTENDED DETENTION WATER QUALITY POND DESIGN CALCULATIONS Pond 4 Project: 335-008 By: ATC Date: 11/1/14 REQUIRED STORAGE & OUTLET WORKS: BASIN AREA = 2.130 <— INPUT from impervious calcs (50% OF BASIN AREA; REMAINDER TREATED VIA PLD) BASIN IMPERVIOUSNESS PERCENT = 41.00 <— INPUT from impervious calcs BASIN IMPERVIOUSNESS RATIO = 0.4100 <--CALCULATED WQCV (watershed inches) = 0.182 <— CALCULATED from Figure EDB-2 WQCV (ac-ft) = 0.039 <-- CALCULATED from UDFCD DCM V.3 Section 6.5 WQ Depth (ft) = 1.000 <— INPUT from stage -storage table AREA REQUIRED PER ROW, a (in2) = 0.162 <-- CALCULATED from Figure EDB-3 CIRCULAR PERFORATION SIZING: dia (in) = 1/2 <-- INPUT from Figure 5 number of columns = 1 2 ATC e: 11 DESIGN REQUIRED STORAGE & OUTLET WORKS: BASIN AREA = 5.940 <— INPUT from impervious calcs BASIN IMPERVIOUSNESS PERCENT = 49.00 <— INPUT from impervious calcs BASIN IMPERVIOUSNESS RATIO = 0.4900 <-- CALCULATED WQCV (watershed inches) = 0.155 <-- CALCULATED from Figure EDB-2 WQCV (ac-ft) = 0.077 <— CALCULATED from UDFCD DCM V.3 Section 6.5 ATC QUALITY POND DESIGN CALCULA BASIN AREA = 7.080 <-- INPUT from impervious calcs BASIN IMPERVIOUSNESS PERCENT = 41.00 <-- INPUT from impervious calcs BASIN IMPERVIOUSNESS RATIO = 0.4100 <-- CALCULATED WQCV (watershed inches) = 0.155 <-- CALCULATED from Figure EDB-2 WQCV (ac-it) = 0.091 <-- CALCULATED from UDFCD DCM V.3 Section 6.5 By: ATC Date: 1 ] REQUIRED STORAGE & OUTLET WORKS: 4.250 <— INPUT from impervious calcs BASIN IMPERVIOUSNESS PERCENT = 41.00 <— INPUT from impervious calcs BASIN IMPERVIOUSNESS RATIO = 0.4100 <-- CALCULATED WQCV (watershed inches) = 0.155 <-- CALCULATED from Figure EDB-2 WQCV (ac-ft) = 0.055 <— CALCULATED from UDFCD DCM V.3 Section 6.5 APPENDIX C STORMWATER MANAGEMENT MODEL (SWMM) y STAGE STORAGE TABLE -POND 1 Elevation (ft) Area (sfl Depth (ft) Ave. End Inc. Vol. (cu ft) Ave. End Total Vol. (cu ft) Conic Inc. Vol. (cu ft) Conic Total Vol. (cu ft) Conic Total Vol. (ac-ft) 4,912.40 135.36 N/A N/A 0 N/A 0 4,912.60 632.11 0.2 76.75 76.75 70.67 70.67 0.001622 4,912.80 1,494.25 0.2 212.64 289.38 206.55 277.21 0.006364 4,913.00 2,706.26 0.2 420.05 709.43 414.1 691.31 0.01587 4,913.20 4,404.29 0.2 711.06 1420.49 704.2 1395.51 0.032037 4,913.40 6,684.27 0.2 1108.86 2529.35 1100.96 2496.47 0.057311 4,913.60 9,552.56 0.2 1623.68 4153.03 1615.17 14111.64 0.09439 4,913.80 13,081.04 0.2 2263.36 6416.39 2254.14 6365.77 0.146138 4,914.00 15,488.44 0.2 2856.95 9273.34 2853.56 9219.33 0.211647 4,914.20 17,092.01 0.2 3258.05 12531.38 3256.73 12476.06 0.286411 4,914.40 18,291.38 0.2 3538.34 16069.72 3537.66 16013.72 0.367624 4,914.60 19,109.69 0.2 3740.11 19809.82 3739.81 19753.53 0.453479 4,914.80 19,864.87 0.2 3897.46 23707.28 3897.21 23650.74 0.542946 4,915.00 20,623.85 0.2 4048.87 27756.15 4048.63 27699.38 0.63589 4,915.20 21,388.33 0.2 4201.22 31957.37 4200.99 31900.36 0.732331 4,915.40 22,157.00 0.2 4354.53 36311.9 4354.31 36254.67 0.832293 4,915.60 22,929.56 0.2 4508.66 40820.56 4508.44 40763.1 0.935792 4,915.80 23,706.16 0.2 4663.57 45484.13 4663.36 45426.46 1.042848 4,916.00 24,487.60 0.2 4819.38 50303.51 4819.17 50245.63 1.153481 4,916.20 25,274.29 0.2 4976.19 55279.7 4975.98 55221.61 1.267714 4,916.40 26,070.45 0.2 5134.47 60414.17 5134.27 60355.88 1.38558 4,916.60 26,877.12 0.2 5294.76 65708.93 5294.55 65650.43 1.507126 4,916.80 27,681.39 0.2 5455.85 71164.78 5455.65 71106.08 1.632371 4,917.00 28,487.47 0.2 5616.89 76781.66 5616.69 76722.78 1.761313 4,917.20 29,297.89 0.2 5778.54 82560.2 5778.35 82501.12 1.893965 4,917.40 30,113.30 0.2 5941.12 88501.32 5940.93 88442.05 2.03035 4,917.60 30,933.29 0.2 6104.66 94605.98 6104.48 94546.53 2.17049 4,917.80 31,758.30 0.2 6269.16 100875.1 6268.98 100815.5 2.314406 4;918.00 32,588.66 0.2 6434.7 107309.8 6434.52 107250 2.462122 4,918.20 33,424.49 0.2 6601.31 113911.2 6601.14 113851.2 2.613663 4918.4 34265.78 0.2 6769.03 120680.2 6768.85 120620 2.769055 4918.6 35112.86 0.2 6937.86 1127618 6937.69 127557.7 2.928322 4918.8 35966.43 0.2 7107.93 134726 7107.76 134665.5 3.091494 4919 36826.53 0.2 7279.3 142005.3 7279.13 141944.6 3.258599 4919.2 37693.19 0.2 7451.97 149457.2 7451.8 149396.4 3.429669 4919.4 38566.42 0.2 17625.96 157083.2 7625.79 157022.2 3.604733 4919.6 39445.9 0.2 7801.23 164884.4 7801.07 164823.3 3.783821 4919.8 40331.58 0.2 7977.75 1172862.2 17977.58 1172800.8 3.966961 4920 41223.57 0.2 18155.51 1181017.7 18155.35 1180956.2 14.154183 STAGE STORAGE TABLE -POND 2 Elevation (ft) Area (sf) Depth (ft) Ave. End Inc. Vol. (cu ft) Ave. End Total Vol. (cu ft) Conic Inc. Vol. (cu Ift) Conic Total Vol. (cu ft) Conic Total Vol. (ac-ft) 4,915.80 6.09 N/A N/A 0 N/A 0 0 4,916.00 160.93 0.2 16.7 16.7 13.22 13.22 0.000303 4,916.20 507.61 0.2 166.85 83.56 63.62 76.85 0.001764 4,916.40 1,049.65 0.2 1155.73 239.28 152.48 229.33 0.005265 4,916.60 1,789.67 0.2 283.93 523.21 280.66 509.99 0.011708 4,916.80 2,748.58 0.2 453.83 977.04 450.41 960.4 0.022048 4,917.00 3,808.81 0.2 655.74 1632.78 652.86 1613.26 0.037035 4,917.20 4,705.62 0.2 851.44 2484.22 849.86 2941.78 0.067534 4,917.40 5,514.14 0.2 1021.98 3506.2 1020.91 4474.81 0.102728 4,917.60 6,371.54 0.2 1188.57 4694.77 1187.54 6208.7 0.142532 4,917.80 7,104.87 0.2 1347.64 6042.41 1346.98 8136.99 0.1868 4,918.00 7,868.75 0.2 1497.36 7539.77 1496.71 10250.78 0.235326 4,918.20 8,922.04 0.2 1679.08 9218.85 1677.98 11928.23 0.273834 4,918.40 10,214.98 0.2 1913.7 11132.55 1912.24 13840.48 0.317734 4,918.60 15,118.93 10.2 12533.39 13665.94 2517.42 16357.89 0.375525 4,918.80 16,153.28 0.2 1312722 16793.16 3126.65 19484.54 0.447303 4,919.00 17,017.89 0.2 13317.12 120110.28 13316.74 122801.29 0.523446 STAGE STORAGE TABLE -POND 3 Elevation (ft) Area (s1) Depth (ft) Ave. End Inc. Vol. (cu ft) Ave. End Total Vol. (cu ft) Conic Inc. Vol. (cu ft) Conic Total Vol. (cu ft) Conic Total Vol. (ac-ft) 4,915.40 200.27 N/A N/A 0 N/A 0 0 4,915.60 550.95 0.2 75.12 75.12 72.23 72.23 0.0016582 4,915.80 1,039.09 0.2 159 234.13 156.44 228.67 0.0052495 4,916.00 1,674.06 0.2 271.32 505.44 268.8 497.47 0.0114203 4,916.20 2,464.50 0.2 413.86 919.3 411.32 1247.48 0.0286382 4,916.40 3,203.81 0.2 566.83 1486.13 565.22 12205.58 0.0506331 4,916.60 4,013.45 0.2 1721.73 2207.85 720.21 3373.93 0.0774548 4,916.80 4,866.97 0.2 888.04 3095.9 886.67 4764.9 0.1093871 4,917.00 5,819.16 0.2 1068.61 4164.51 1067.2 6393.4 0.1467723 4,917.20 10,039.00 0.2 1585.82 5750.32 1566.76 7959.84 0.1827328 4,917.40 11,348.69 0.2 2138.77 7889.09 2137.43 110097.27 0.2318014 4,917.60 12,776.92 0.2 2412.56 10301.65 2411.15 12508.42 0.2871538 4,917.80 13,833.73 0.2 2661.06 12962.72 2660.36 15168.79 0.3482275 4,918.00 14,983.23 0.2 2881.7 15844.41 2880.93 18049.72 0.4143646 4,918.20 16,263.54 0.2 3124.68 18969.09 3123.8 21173.52 0.4860771 4,918.40 17,639.79 0.2 3390.33 22359.42 3389.4 24562.92 0.5638871 4,918.60 18,915.69 0.2 3655.55 26014.97 3654.81 28217.73 0.6477899 4,918.80 20,130.26 0.2 13904.6 29919.57 3903.97 32121.69 0.7374125 4,919.00 21,403.31 0.2 4153.36 34072.93 4152.71 36274.4 0.8327456 4,919.20 22,686.78 0.2 4409.01 38481.94 4408.39 40682.79 0.9339483 4,919.40 23,715.28 0.2 4640.21 43122.14 4639.83 45322.61 1.040464 4,919.60 24,545.23 0.2 4826.05 47948.19 14825.81 150148.43 11.1512495 4,919.80 25,411.43 0.2 4995.67 52943.86 14995.42 55143.84 11.2659284 4,920.00 138604 26,313.87 0.2 15172.53 58116.39 15172.27 60316.11 11.3846674 4920.5 10.5 'Interpolated contour-incld. 6" street depth 11.707 . STAGE STORAGE TABLE -POND 4 Elevation (ft) Area (sfl Depth (ft) Ave. End Inc. Vol. (cu ft) Ave. End Total Vol. (cu ft) Conic Inc. Vol. (cu ft) Conic Total Vol. (cu ft) Conic Total Vol. (ac-ft) 4,917.00 99.43 N/A N/A 0 N/A 0 0 4,917.20 412.23 0.2 51.17 51.17 47.61 250.22 0.005744 4,917.40 955.03 0.2 136.73 187.89 1132.98 607.25 0.013941 4,917.60 1,721.40 0.2 267.64 455.54 263.91 1117.43 0.025653 4,917.80 2,699.43 0.2 442.08 897.62 438.43 1825.12 0.041899 4,918.00 3,911.34 0.2 661.08 1558.7 657.34 2775.46 0.063716 4,918.20 6,879.13 0.2 11079.05 2637.74 1065.18 3840.45 0.088165 4,918.40 8,302.06 0.2 1518.12 4155.86 1515.89 5356.34 0.122965 4,918.60 8,649.15 0.2 1695.12 5850.98 11695 7051.34 0.161876 4,918.80 9,038.77 0.2 1768.79 7619.78 1768.65 8819.99 0.202479 4,919.00 9,440.45 0.2 1847.92 9467.7 1847.78 10667.77 0.244898 4,919.20 9,850.21 0.2 11929.07 11396.77 1928.92 12596.69 0.28918 4,919.40 10,268.08 0.2 2011.83 13408.6 2011.68 14608.37 0.335362 4,919.60 10,694.04 0.2 2096.21 15504.81 2096.07 16704.44 0.383481 4,919.80 11,128.10 0.2 2182.21 17687.02 12182.07 18886.51 0.433575 4,920.00 11,570.25 0.2 2269.83 19956.86 2269.69 21156.2 0.48568 4,920.20 12,020.50 0.2 2359.08 22315.93 2358.93 123515.13 0.539833 4,920.40 12,478.85 0.2 2449.93 24765.87 2449.79 25964.93 0.596073 4,920.60 12,945.29 0.2 2542.41 27308.28 2542.27 28507.2 0.654435 4,920.80 13,419.83 0.2 2636.51 29944.79 2636.37 31143.57 0.714958 4,921.00 13,902.47 0.2 2732.23 32677.02 2732.09 33875.66 0.777678 4,921.20 14,393.20 0.2 2829.57 35506.59 2829.42 36705.08 0.842633 4,921.40 14,892.03 0.2 12928.52 38435.11 2928.38 139633.46 10.909859 4,921.60 15,398.95 0.2 13029.1 41464.21 3028.96 142662.42 10.979394 ORIFICE RATING CURVE POND 1 PROJECT:335-008 DATE: 2-17-15 BY: ATC ORIFICE RATING Orifice Dia (in) 6.8 Orifice Area (sf) 0.2522 Orifice invert (ft) 4912.4 Orifice Coefficient 0.65 Orifice Area (SF) Stage (FT) Outlet release (CFS) 0.2522 4912.4 0.00 0.2522 4912.6 0.00 0.2522 4912.8 0.45 0.2522 4913 0.74 0.2522 4913.2 0.95 0.2522 4913.4 1.11 0.2522 4913.6 1.26 0.2522 4913.8 1.39 0.2522 4914 1.51 0.2522 4914.2 1.62 0.2522 4914.4 1.72 0.2522 4914.6 1.82 0.2522 4914.8 1.91 0.2522 4915 2.00 0.2522 4915.2 2.09 0.2522 4915.4 2.17 0.2522 4915.6 2.25 0.2522 4915.8 2.32 0.2522 4916 2.40 0.2522 4916.2 2.47 0.2522 4916.4 2.54 0.2522 4916.6 2.60 0.2522 4916.8 2.67 0.2522 4917 2.73 ORIFICE RATING CURVE POND 3 PROJECT:335-008 DATE: 2-17-15 BY:ATC ORIFICE RATING Orifice Dia (in) 5.1 Orifice Area (sf) 0.1419 Orifice invert (ft) 4915.4 Orifice Coefficient 0.65 Orifice Area (SF) Stage (FT) Outlet release (CFS) 0.1419 4915.4 0.00 0.1419 4915.6 0.00 0.1419 4915.8 0.32 0.1419 4916 0.46 0.1419 4916.2 0.57 0.1419 4916.4 0.66 0.1419 4916.6 0.74 0.1419 4916.8 0.81 0.1419 4917 0.87 0.1419 4917.2 0.93 0.1419 4917.4 0.99 0.1419 4917.6 1.04 0.1419 4917.8 1.09 0.1419 4918 1.14 0.1419 4918.2 1.19 0.1419 4918.4 1.24 0.1419 4918.6 1.28 0.1419 4918.8 1.32 0.1419 4919 1.36 0.1419 4919.2 1.40 0.1419 4919.4 1.44 0.1419 4919.6 1.48 0.1419 4919.8 1.51 0.1419 4920 1.55 0.1419 4920.1 1.57 ORIFICE RATING CURVE POND 4 PROJECT: 335-008 DATE: 2-17-15 BY: ATC ORIFICE RATING Orifice Dia (in) 2.5 Orifice Area (sf) 0.0341 Orifice invert (ft) 4917 Orifice Coefficient 0.65 Orifice Area (SF) Stage (FT) Outlet release (CFS) 0.0341 4917 0.00 0.0341 4917.2 0.00 0.0341 4917.4 0.10 0.0341 4917.6 0.13 0,0341 4917.8 0.15 0.0341 4918 0.17 0.0341 4918.2 0.19 0.0341 4918.4 0.20 0.0341 4918.6 0.22 0.0341 4918.8 0.23 0.0341 4919 0.24 0.0341 4919.2 0.26 0.0341 4919.4 0.27 0.0341 4919.6 0.28 0.0341 4919.8 0.29 0.0341 4920 0.30 0.0341 4920.2 0.31 0.0341 4920.4 0.32 0.0341 4920.6 0.33 0.0341 4920.8 0.34 0.0341 4921 0.35 0.0341 4921.2 0.36 0.0341 4921.4 0.37 0.0341 4921.6 0.38 it�a N mI,\ s 3 ti cM 1Z x W x # yJ y.1 # a) W 1 IOOOv c E ro I O ulOOOt+f 0o O.-1 * 4 m # aJ; 1 10OW WO a b11 0v . . . . .00W # a W # p c 1 f'100 N O OHO I O.-1 O 000 0000 « uW* O I 41 x ✓ aJ « m m # o 0 « -'1 H « x F ro W* o 0 « u C E# o 0 J J# If[ y 00 W 1 J I o o W l O H 01 W w I 0 0 0 0 0 N O O o m r k ro b,k W I r OlO ,nr H � W 10100 OON000�--I t�f f V yl G k NN W I r ON COO a W I O V' 00001000N0 x W a -�i « •-I H H W I H W I x TO,w # 00 U O I I N OH C 00 O I I Ov 000.-IOOONO K ro E 4# N N O O O W > N I I > W I k H O O x [[]] I I o 0 o m H I N I k m W x x -.I Tux O Q N N N N O O H 3 1 I .a 000 ro I ro I k 'O 4 x W W W K, Z > > O •• •• •• x WJrx G, W 00 W OOOHOO •Oo Ho x m > U* U NZZ>+Z Zxx ZZoo m 41 41 1 # m ro E x - . . . . . # -.� # . . . . . . # # . . . . . . . « 41 V 4 # # C * K W # . . . . . . « 41 a # k 11 # . . . b1 .-. k a # E .-. « mom # o o w « c * c . 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H w .A « F O m« # +1 f c m W C -A 4 4 0 C V E E tp % * , (0N W W a p t O t ro to c Id (aW .-1 0 a « ax # m* p m C a 3V WwRi.N told v.M+ C k W* 40 U C K edK W WVH C c C fTro c « .. •O -ram # f T t W -A O O O C N' L C U 4 F E. -.1 « w* .-1 O� ro .-I -.I « « 3 3 c 4 u 4 ro -.I .-I -H U ro c 4 r O m •'I 3 4 -H W O w * O# ro Q-H w m 41 * 3 x a H m W N 4 u ro w « F 0JJx * ro« 00P4 WCAW W$W O V-0a I.LaJ Ta K C« y rota 4 C C f 0* >1V OHw JJw 0'H C C x O ro 0* *[[ x .a u c• W C W W u 0 x a* O> C 7+ O t rl t u W 4 qq %% C u c -H O x Z✓7 c* t Qx W p, H W W W P4m pfk # C4* E W H W WU « W# pm0fZ W W HW HWU U U U a) a) a) 0 0 0 O O o 0 0 0 0 0 0 o O O o 0 H m m m 0 K a) K x« O x 1ci # k T« W # ro k T# W k x ro« N # x a w s U) JJ a x x # « m# cn k W k I ro# # k 0 # W x 1 aaaTC # O# I 0K x N# a) a) my O x C# 1 Gk k yK WW yl 10 # a # I HK m k mk Nm a) JJ 41 K w'K I # « k ro # « 1 xc« :EEmwoEE W k a) JJ a) # U# I m# OU K C« to C m # U# I alx K +{K E to E a) a x (d« I % K x x x W k i FI + U N # U# b+k C C « a k C a) % 4 a) # # I x« as # a# £a£wa « m« w w O r r m I W W 1 rn N N w O U 1 . r . 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I 00o F 1 -Oim VPC OI I E I 0 0 o F I I 0 0 o I I a1 1 J1 G J1 1 m m Ol m MI 0oo ,F, i b10 N I Mm i W 1 al U I O V1vN O 1 5 1 I I > 00 0 rn r 0 1 ro 1 r wr a1 1 1 P N N F I I N I 1 o000 .arc 0 i b i ro I� oo c i a .% 1 O U 1 CI I S M I al I 7 I .1 1 V1 1 u I 1 1 1 N 1 0 U' V I I �0 , 9 r00r0 e0 a9 3 i a1 i a4 tZ rx c4 HHH C I>1IHHHH N N (n K TK a) I E I N to W w x T# K N K F I 1 K T k D K LI K # rok 3 1 I K 4# al # roK K # a1 I 1 # K O K@ K K k I I # # O x K k V) K :% a I 1 K U# K VI K # K U I 1 u1 # K 44 W x x x al K 0 1 1 # K # al K k OI k O I I x # E k K it # I I x c K it $4 K goK 1 1 x H k a! k F# 0 I 1 G x K 0 D 3 K 0k k U K I 1 k O K K 7 f x 4 k t I I x O x # # k 7 x N I 1 x # al 0 x al # x fA x ro I I k W k C4 D # # I x x F I I # K O .0 k k ro K a) K U I al 1 K al x C k # x D K H I I # 'ax K x I 0 mC x Ox 7 1 I Nm V'N 0 # Ox O x }I# I O. a W w # z x rn 1 z l w a W W k 2 s z x m# I I O W I w w P m I -x I 41 I .� ro a I £ O I I I I I 1 1 % N C i o rn c rn I ro U-H I 10 x C E I .. 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F H o D i I r I -H I r-1 N 1'1 P .-1 4 1 0 0 0 0 0 FC H m m a POND 1- INTERIM CONDITION STAGE STORAGE TABLE ELEV AREA DEPTH VOLUME VOLUME (ft) (sq ft) (ft) (cu ft) (ac ft) 4,912.40 72.44 N/A 0 0 4,912.60 514.7S 0.2 52.02 0.001194 4,912.80 1,344.91 0.2 231.47 0.005314 4,913.00 2,549.50 0.2 614.54 0.014108 4,913.20 4,236.59 0.2 1286.OS 0.029524 4,913.40 6,558.62 0.2 2357.15 0.054113 4,913.60 9,499.85 0.2 3953.94 0.09077 4,913.80 13,144.51 0.2 6208.53 0.142528 4,914.0015,525.72 0.2 9072.25 0.20827 4,914.20 17,150.59 0.2 12338.54 0.283254 4,914.40 18,346.76 0.2 15887.6 0.364729 4,914.60 19,178.53 0.2 19639.82 0.450868 4,914.80 19,947.03 0.2 23552.13 0.540683 4,915.00 20,718.98 0.2 27618.49 0.634033 4,915.20 21,494.37 0.2 31839.58 0.730936 4,915.40 22,273.20 0.2 36216.11 0.831407 4,91S.60 23,055.48 0.2 40748.75 0.935463 4,915.80 23,841.20 0.2 45438.2 1.043118 4,916.00 24,630.37 0.2 50285.14 1.154388 4,916.20 25,422.98 0.2 5S290.27 1.26929 4,916.40 26,219.03 0.2 60454.27 1.387839 4,916.60 27,018.53 0.2 65777.82 1.510051 4,916.80 27,821.47 0.2 71261.63 1.63S942 4,917.00 28,627.85 0.2 76906.36 1.765527 4,917.20 29,437.68 0.2 82712.73 1.898823 4,917.40 30,250.95 0.2 88681.41 2.035845 4,917.60 31,067.67 0.2 94813.09 2.176609 4,917.80 31,887.83 0.2 101108.5 2.321131 4,918.00 32,711.43 0.2 107568.2 2.469426 4,918.20 33,538.48 0.2 114193 2.621511 4,918.40 34,368.97 0.2 120983.6 2.777402 4,918.60 35,202.91 0.2 127940.6 2.937113 4,918.80 36,040.29 0.2 135064.8 3.100661 4,919.00 36,881.11 0.2 142356.8 3.268062 4,919.20 37,725.37 0.2 149817.3 3.439331 4,919.40 38,573.09 0.2 157446.9 3.614484 4,919.60 39,424.24 0.2 165246.5 3.793538 4,919.80 40,278.84 0.2 173216.7 3.976508 4,920.00 41,136.88 0.2 181358.1 4.163409 POND 2 STAGE STORAGE TABLE ELEV AREA DEPTH (ft) (sq ft) (ft) 4,915.80 3.52 N/A 4,916.00 149.99 4,916.20 506.05 4,916.40 1,087.67 4,916.60 1,938.33 4,916.80 2,997.78 4,917.00 4,068.39 4,917.20 4,889.73 4,917.40 5,668.42 4,917.60 6,532.24 4,917.80 7,301.45 4,918.00 8,040.89 4,918.20 12,173.21 4,918.40 13,394.42 4,918.60 14,708.41 4,918.80 15,915.22 4,919.00 16,998.29 VOLUME VOLUME (cu ft) (ac ft) 0 0 0.2 11.77 0.00027 0.2 73.87 0.001696 0.2 `229.58 0.00527 0.2 528.11 0.012124 0.2 1017.88 0.023367 0.2 1721.78 0.039527 0.2 2616.34 0.071042 0.2 3671.19 0.107015 0.2 4890.24 0.147542 0.2 6272.9 0.192629 0.2 7806.54 0.242003 0.2 9813.72 0.288079 0.2 12369.51 0.346752 0.2 15178.77 0.411244 0.2 18240.34 0.481528 0.2 21531.09 0.557073 POND 3 STAGE STORAGE TABLE ELEV AREA DEPTH (ft) (sq ft) (ft) 4,915.20 19.98 N/A 4,915.40 208.02 4,915.60 564.33 4,915.80 1,055.44 4,916.00 1,690.09 4,916.20 2,475.76 4,916.40 3,205.57 4,916.60 4,012.37 4,916.80 4,865.15 4,917.00 5,820.34 4,917.20 10,045.54 4,917.40 11,355.15 4,917.60 12,783.83 4,917.80 13,838.52 4,918.00 14,984.43 4,918.20 16,262.81 4,918.40 17,635.81 4,918.60 18,910.45 4,918.80 20,126.33 4,919.00 21,394.16 4,919.20 22,686.63 4,919.40 23,705.36 4,919.60 24,510.19 4,919.80 25,346.52 4,920.00 26,214.36 4,920.20 27,113.71 VOLUME VOLUME (cu ft) (ac ft) 0 0 0.2 19.5 0.000448 0.2 93.83 0.002154 0.2 253.27 0.005814 0.2 525.34 0.01206 0.2 939.43 0.029326 0.2 1506 0.051352 0.2 2226.28 0.078175 0.2 3112.67 0.110101 0.2 4179.79 0.147485 0.2 5747.28 0.183455 0.2 7886.01 0.232553 0.2 10298.5 0.287936 0.2 12960.04 0.349037 0.2 15841.58 0.415188 0.2 18965.43 0.486902 0.2 22354.36 0.564701 0.2 26008.24 0.648582 0.2 29911.29 0.738184 0.2 34062.69 0.833487 0.2 38470.14 0.934668 0.2 43108.97 1.041161 0.2 47930.3 1.151843 0.2 52915.74 1.266293 0.2 58071.58 1.384655 0.2 63404.14 1.507074 ULTIMATE CONDITION SWMM MODEL OUTPUT LL LL m R a H 3 y # W k # N K # N a K # W K 41 # u m k # O K K W E aK k yl 41 « O O K 0 m K O O # - H K # .c 0 W # O O # 4J c E« O o k C W 41 41 « O O « O lJ c f NN « ro E u x N N O O O W # H 0 0# 1 1 0 0 o m « aUa« z ++ Y m W # O A,'NN NN00 Y H Tux E S I I .-I000 m VI UI Pi z >> O •• •• •• 44 W OO W OOO HOO •00. 0 # m> U« U N Z Z N z z m m z z o o o a m K U W m k # 41.0 u k xmcw« . «mom« :•d •0 « >.w. « w :'O :.-r Id a « 14 O a k « m« W W 41 41 .❑ a W « m 41 m# « c« .. 0 3 T W W W N « H W« « 0# m e 0 0 41 E m • T 41 0 « a H K Y -H « • .-1 a - N c r -.I W • u M a s « a al K « j# W a W -./ .-1 . C to 41 ❑ W W W k m W c K # ax v 41 41 rf m O c (a W W 41 41 E « S4 0 # « o K m 0 rl L m a a -'I -.I ❑ v 11 E k W # # « 1l E •-I .i 3 0 b o 41 41 0 c- E-E « ,c W '0 W C m a W❑ W H W W « F O m K K -./ x c m W E c -A 4 $4 O c 'O E E T # aK « m« ❑roc a3V W410� a,WV•ti-I❑ # •- 'L1 -I'l K « T« W -'1 O O O c 41 .-I 41 C U W H E-F •.I 3 U ro c u .-I O CO -H 3 u -'I W O 41 # E row« « 10 O 0C40 0 W a3 W O Id O1 a41 >40 . somok « #Hu acGGWWu0 « ZA c« # �« W 134 Hw0 W.S 0' m a % .c m 1 010 Or�0 W.-1 I OrOOOm o0o v 1c o�omo T i olu0000000�c NU i ❑ mOONO 0w ON000.--I OOO e-1 i i O 1 .+ I 1 W 4• I oom NH r W 41 I ONOOO m 000N P W l r ON tD lO �O E W I O�OOOOOOOONN W I Nor o a 1 I o o o m o ..� 4 .....- O I I O H m 0 0 W I l O m 0 0 0 m 0 0 0 P O > W I I > W I u 1 u I mi ro row «c« awev «c« c . . k 0 k O it -••' t -d K 3 3 3 ...' ..i « « 41 m m L 41 « c k r--i H .i 3 3 > u co 0 0 «41 u0.4 u « caa o.ci.-cimv>°u -H t -H « •H r4 W W t4 t k H H H .-1 W W W W u 41 a could k 01« W1141mu•0W x c K -.1 c O c m # c K N u W 3 c a a m O W t ro t U O- a w T Y •.1 « W W W O H O O 0 w $4 T k a# 0 'A 41 Pi a 41 « yl «.0A 41 H i 4 m 0 1/ «« 41- aum :3 -H « a« Wro .,w v-A « « y m W W Vl a « O« m Id 3 c m m m W .-I Vl a # W# 11 41 U c « C4 « W W •0 H c c c 010 c «44 HOHmH -.I « x 3:3c uuum-.IH -. # 0« m a-+ W o w K 3 k a H W W W i4 41 m 0 K c K 41 IC w H c c K O t T V O Hq 41 ✓ 0 O -H c c q W H WU «part HwHof WU « W« ❑p3[7 IGW HvWi I 0 � I o M r H I cr ml+f I H I cln olm I I O O O e H U U U v d v m m w O o 0 0 0 0 0 0 0 0 o 000.H mMM m k X� > H # N # # # « >I x yl # ro # uk # ro# a « # •H k # # N u « # r1 k k x ro m x vI x -Hx x ax ✓ a x x x vi k v� x w x k x k m x w k u« « a« wa aa.a x Ok m« x y« 0)0 N V O « c« C« k }I « yl ylro-H k a H« « m« mx mmrn wu « ax « « « ro « « 3# k # V1 M 0)u « # O« In w x E« E E E 0)x Ck -H k -H .-I -H i. GI x W Ex FF E-HH x Ex x « « x G x ✓# N « x E Ul V Gl K V« x 0 « r x yaE 41 Nx « -Hk N E N N tl x ILO) ri # x « yl K •H SI -H U SI # U k O « vi > ro N > x a # �aN % ro £ C Pw y E � H N W % O T a�I N roav u N W > D a Ol I 0 I z O O O O O O v a �o In ul ul N NaI III t.1N o oo.<Ho P P ID l0 Ill Ill N N Ol Ill (+l Ill OOOI(1 P C N N H It7 r r O O O P t.l t7 z Oawwww U W a C. 99 ,Z H 0 0 0 0 D D F F E F 1J O W VI tlIN x >.x « u x x ro « « « k a k x « rn « N k « N + O s U « « F4 k W k N k C « V # H # X k d « `• y wo a w a y « z° H 3 N .-I ro O E ro Ju .H a m O W H F C O H > C O ro 10 o E ro N al41 W.1 C O roH>< a o H % N C ro u -H £ C E W N u O w c E o > -H O ro F -d E 3 I7 a ro 01. E ✓ U O W X F C ro M £ i 3 41 N O W E N ./ V H al w X 41 C EaH b z I r1Mr P I H .i In rf I O O C N + H o O o orc 0 olo rl OOP Ill O O O O In to O o 0 0 0 0 O o 0 0 O 0 0 H 000m oocr P C x G1 W N U u N to b c C N �` .< ONM` hmaa3 ti v 19 03 f6 a I E S 0 1 IO O O o 1 o o w 1 w w v o E�U 1 I -fl W I b .i O Ill ro p i xo O N I 1 N r I 1 mr I I 1 o.a 1 % 01 C l omPO N O~~ I E G E I I a) -- 10 N N N I W N 4 1 00 0 0 I O w 1 1 1 0) U W 1 0 0 0 0 00 E U T I mm -.i I EO V I I o .a r I +a V0)) I mm NN I I I O I aW' v I O P IDP I I I Q m P N N m N N JJ I O I I U y 1 0 1 • I I w W I I a) 0 0 .0 i .oi m P P tP 1$ I I I 1 I m l m I 0o J'. I I 4 I E CJm I W I ro 10 I 0o I I 0 1 JJ C✓ I m my mmm l y lJ I Pm mu I E W I IO 1 0 bl 1 0 1 0 t I O.a I- I I .0 I .0 0) 1 m W P P .mlD I -x fi I ---- I H O< I .a I. a I 00 1.1 1 tP o W 1 m vt 1 X 00 I W.a Ot0 I >< I I I ... 1 -.1 4 W 1---- W I ro>O I .a lOPO I O I I I W I 1 4 O x 1 I 1 I I I I I a 1 •> 1 > 1 I I I I I r m r 0 O I% O 1 JJ ,L) 1 1 I I 1 1 I I I • 3 l4 I o I o I I 1 11 K 1 1 1 I X O W I O I O I afl W 1 I 1 1 f to U 1 • 1 I N P J: I I 1U W 1 0 0 0 0 I 'k; W I r l r I .a JJ I 1 I w C 01 1 0 I I 1 I I 1 I W U O I 1 1 1 I 1 0 1 0 0 0 0 I I I I 1 I r r1 O I tT 1 -• • • I I I I I I r r1 A l W u 110 10 � IO 1 t' I O r m \O I I I I ro l u ro 1 I p C r1 I N .a .a 1 - 3 N I P I P I m m I 04 1 I µ' U =14 1 1 OI O WI P I P I N m W I O U 1 I W I 1> •i U I 1 I N l 1 I 1 µ' W W I 7 1 I I 1 1 1 I N I I I I 1 1 1 I FI I I I OI V I VlrOm I I 1 I W W 0 1 I W W W W C7 U 1 1 1 m I m I 0.'rC (a W 1 I Q QQ Q a) 0 1 N 0 1 NNNIO »O 1 PmIO 1 3 O'1: I N 1 N I O N C I I I I 00 3 1 N 1 W�04 Ri I 0. 10 00 0 1 It U I r I r I FH CI AI FH HH t .aI #TR IWWW I I 1 tnN k T# 0 1 F I NNyN K 71# I 1 k MR I 1 1 I # a# # ro# 3 1 I # $4# 0) # ro# I I # EK I 1 1 x # I # k W I 1 # k O # # 1 1 k y k I 1 1 k K I k k 4 1 I ## O # 7# 1 I # N# I 1 1 # il« I # N x y l 1 « y# .a # cn I 1 # k I 1 1 # u# I « # U I I # y# W # # I I # tP # I I 1 « ro# I # a) R U I I # # # lU « I I k C# I I I # # I # IT « O I I « (P # N x E K I I # -M R I 1 Y 1 x # I # NK I I k CK i4 # # I Y I # 'O# I 01 1 W I « # I 9 I N I # tq« # Jr # C I 1 « •rok 3 K OK I C I K O R I O 1 u 1 # # I 1 # Ok # ># I O I K a# 1 z I U 1 K 3k 1 # u# tP I 1 # O k W # # 1 I x « 1 I H I K O k I # y # w I I # H k 0) # O) # 1 Ol I « .-1 # 1 •-1 I 01 I K .a # 1 # 0] # ro I 1 # W K v # tP « I to I « .a « I .a I v 1 E # W« I # # F I 1 # K O « 0# I ro I K ro« 1 ro 1 •-I 1 a) « R I # 01 R U I 0) 1 K 0) # C k tl k I w 1 # W k 1 W I 0 I ll k W K 1 # 'o « 4 I 'O 1 « 'o# t OK 1 O 1 « }Ik _ I Y I % 1 W w w O# # Z K y 1 0 1 NmP. m I Z I I.L W M Lf. # O# # Z k O z « a1K « V) # I 41 1 "Mv1 I N I W M C4 M K yK K O k 1 y 1 O 1 1 O 1 W I N t a# 1 3 y v . .c I N X • U 1 0 ro a a 1 £ W W I o q I �� 3 1 0 X. o I o £ W W I o E — W 1 N E o m -.w I o1 ro w £ — I 1 I X W C I lO.-i GDN01 .i 1 NNCNO ro Uri W -• I .i O O .i .-1 W u u 1 0 0 0 0 0 O u C 1 7 1 W U N 1 0 0 0 0 0 p Q -Fi Omi o0 H V 1 I N N —tll I ONOOO 1N N o... o O U i 0 0 -•i •-I 1 rb ti ON N N £ I •-1 .i I I N N F W i $4 zZ T z s ros .Ni H I CJq Oq q x k F u u W W V k k u I k Vl k a 1 k k O • W I k y1 k W O -'H O 1 x u x u a i s .roC: 3 I x U x b1b N x u x y W C W I x� x y1 A W 4 N 1 R x � tll VI •-I I k O k O .X I « 'O x U 4 1 uOOOO x U x z R� E4 h t/1 POND 1- ULTIMATE CONDITION (CONCEPTUAL) STAGE STORAGE TABLE ELEV AREA DEPTH VOLUME VOLUME (ft) (sq ft) (ft) (cu ft) (ac ft) 4,912.40 164.64 N/A 0 0 4,912.60 797.66 0.2 88.31 0.002027 4,912.80 1,969.32 0.2 356.33 0.00818 4,913.00 3,691.15 0.2 913.44 0.02097 4,913.20 5,933.91 0.2 1867.11 0.042863 4,913.40 8,036.74 0.2 3258.87 0.074813 4,913.60 10,278.85 0.2 5085.84 0.116755 4,913.80 12,797.46 6.2 7388.88 0.169625 4,914.00 15,515.61 0.2 10215.82 0.234523 4,914.20 18,331.01 0.2 13596.58 0.312135 4,914.40 21,226.90 0.2 17548.83 0.402866 4,914.60 24,231.64 0.2 22091.37 0.507148 4,914.80 26,743.70 0.2 27186.84 0.624124 4,915.00 28,890.91 0.2 32748.92 0.751812 4,915.20 31,014.03 0.2 38738.16 0.889306 4,915.40 33,139.67 0.2 45152.35 1.036555 4,915.60 35,287.35 0.2 51993.93 1.193616 4,915.80 37,486.04 0.2 59270.16 1.360656 4,916.00 39,711.63 0.2 66988.86 1.537853 4,916.20 41,936.31 0.2 75152.64 1.725267 4,916.40 44,167.17 0.2 83762.03 1.922912 4,916.60 46,189.31 0.2 92796.92 2.130324 4,916.80 48,082.79 0.2 102223.5 2.346729 4,917.00 49,760.48 0.2 112007.3 2.571335 4,917.20 51,036.55 0.2 122086.8 2.802727 4,917.40 52,316.99 0.2 132421.9 3.039988 4,917.60 53,601.80 0.2 143013.5 3.283138 4,917.80 54,890.98 0.2 153862.5 3.532197 4,918.00 56,184.53 0.2 164969.8 3.787186 4,918.20 57,482.45 0.2 176336.3 4.048124 4,918.40 58,784.73 0.2 187962.7 4.315031 4,918.60 60,091.39 0.2 199850.1 4.587927 4,918.80 61,402.42 0.2 211999.3 4.866833 4,919.00 62,717.82 0.2 224411.1 5.151769 4,919.20 64,037.59 0.2 237086.4 5.442754 4,919.40 65,361.72 0.2 250026.1 5.739809 4,919.60 67,987.62 0.2 263360.1 6.045917 4,919.80 72,587.42 0.2 277415.1 6.368575 4,920.00 77,883.69 0.2 292459.1 6.713938 POND 2 STAGE STORAGE TABLE ELEV AREA DEPTH (ft) (sq ft) (ft) 4,915.80 3.52 N/A 4,916.00 149.99 4,916.20 506.05 4,916.40 1,087.67 4,916.60 1,938.33 4,916.80 2,997.78 4,917.00 4,068.39 4,917.20 4,889.73 4,917.40 5,668.42 4,917.60 6,532.24 4,917.80 7,301.45 4,918.00 8,040.89 4,918.20 12,173.21 4,918.40 13,394.42 4,918.60 14,708.41 4,918.80 15,915.22 4,919.00 16,998.29 VOLUME VOLUME (cu ft) (ac ft) 0 0 0.2 11.77 0.00027 0.2 73.87 0.001696 0.2 229.58 0.00527 0.2 528.11 0.012124 0.2 1017.88 0.023367 0.2 1721.78 0.039527 0.2 2616.34 0.071042 0.2 3671.19 0.107015 0.2 4890.24 0.147542 0.2 6272.9 0.192629 0.2 7806.54 0.242003 0.2 9813.72 0.288079 0.2 12369.51 0.346752 0.2 15178.77 0.411244 0.2 18240.34 0.481528 0.2 21531.09 0.557073 POND 3 STAGE STORAGE TABLE ELEV AREA DEPTH (ft) (sq ft) (ft) 4,915.20 19.98 N/A 4,915.40 208.02 4,915.60 564.33 4,915.80 1,055.44 4,916.00 1,690.09 4,916.20 2,475.76 4,916.40 3,205.57 4,916.60 4,012.37 4,916.80 4,865.15 4,917.00 5,820.34 4,917.20 10,045.54 4,917.40 11,355.15 4,917.60 12,783.83 4,917.80 13,838.52 4,918.00 14,984.43 4,918.20 16,262.81 4,918.40 17,635.81 4,918.60 18,910.45 4,918.80 20,126.33 4,919.00 21,394.16 4,919.20 22,686.63 4,919.40 23,705.36 4,919.60 24,510.19 4,919.80 25,346.52 4,920.00 26,214.36 4,920.20 27,113.71 VOLUME VOLUME (cu ft) (ac ft) 0 0 0.2 19.5 0.000448 0.2 93.83 0.002154 0.2 253.27 0.005814 0.2 525.34 0.01206 0.2 939.43 0.029326 0.2 1506 0.051352 0.2 2226.28 0.078175 0.2 3112.67 0.110101 0.2 4179.79 0.147485 0.2 5747.28 0.183455 0.2 7886.01 0.232553 0.2 10298.5 0.287936 0.2 12960.04 0.349037 0.2 15841.58 0.415188 0.2 18965.43 0.486902 0.2 22354.36 0.564701 0.2 26008.24 0.648582 0.2 29911.29 0.738184 0.2 34062.69 0.833487 0.2 38470.14 0.934668 0.2 43108.97 1.041161 0.2 47930.3 1.151843 0.2 52915.74 1.266293 0.2 58071.58 1.384655 0.2 63404.14 1.507074 (12) A new Section 4.1 is added, to read as follows: 4.1 Intensity -Duration -Frequency Curves for SWMM: The hyetograph input option must be selected when creating SWMM input files. Hyetographs for the 2-, 5-, 10-, 25-, 50-, and 100-year City of Fort Collins rainfall events are provided in Table RA-9. Table RA-9 - City of Fort Collins Rainfall Intensity -Duration -Frequency Table for Use with SWMM 2-Year 5-Year 10-Year 25-Year 50-Year 100-Year Duration Intensity Intensity Intensity Intensity Intensity Intensity (min) (inft) (in/hr) (in/hr) (in/hr) (in/hr) (in/hr) 5 0.29 0.40 0.49 0.63 0.79 1.00 10 0.33 0.45 0.56 0.72 0.90 1.14 15 0.38 0.53 0.65 0.84 1.05 1.33 20 0.64 0.89 1.09 1.41 1.77 2.23 25 0.81 1.13 1.39 1.80 2.25 2.84 30 1.57 2.19 2.69 3.48 4.36 5.49 35 2.85 3.97 4.87 6.30 7.90 9.95 40 1.18 1.64 2.02 2.61 3.27 4.12 45 0.71 0.99 1.21 1.57 1.97 2.48 50 0.42 0.58 0.71 0.92 1.16 1.46 55 0.35 0.49 0.60 0.77 0.97 1.22 60 0.30 0.42 0.52 0.67 0.84 1.06 65 0.20 0.28 0.39 0.62 0.79 1.00 70 0.19 0.27 0.37 0.59 0.75 0.95 75 0.18 0.25 0.35 0.56 0.72 0.91 80 0.17 0.24 0.34 0.54 0.69 0.87 85 0.17 0.23 0.32 0.52 0.66 0.84 90 0.16 0.22 0.31 0.50 0.64 0.81 95 0.15 0.21 0.30 0.48 0.62 0.78 100 0.15 0.20 0.29 0.47 0.60 0.75 105 0.14 0.19 0.28 0.45 0.58 0.73 110 0.14 0.19 0.27 0.44 0.56 0.71 115 0.13 0.18 0.26 0.42 0.54 0.69 120 0.13 0.18 0.25 0.41 0.53 0.67 35 Table RO-13 SWMM Input Parameters Depth of Storage on Impervious Areas 0.1 inches Depth of Storage on Pervious Areas 0.3 inches Maximum Infiltration Rate 0.51 inches/hour Minimum Infiltration Rate 0.50 inches/hour Decay Rate 0.0018 inches/sec Zero Detention Depth I % Manning's n Value for Pervious Surfaces 0.025 Manning's n Value for Impervious Surfaces 0.016 4.3.2 Pervious -Impervious Area Table RO-14 should be used to determine preliminary percentages of impervious land cover for a given land -use or zoning. The final design must be based on the actual physical design conditions of the site. Table RO-14 Percent Imperviousness Relationship to Land Use* PERCENT E14PERVIOUS M LAND USE OR ZONING Business: T 20 CCN, CCR, CN 70 E, RDR, CC, LC 80 C, NC, I, D, HC, CS 90 Residential: RF,UE 30 RL, NCL 45 LMN,NCM 50 MM14, NCB 70 Open Space: Open Space and Parks (POL) 10 Open Space along foothills ridge 20 (POL,RF) RC 20 *For updated zoning designations and definitions, please refer to Article Four of the City Land Use Code, as amended 43 APPENDIX D EROSION CONTROL REPORT ■� INORTHERN ENGINEERING EROSION CONTROL REPORT A comprehensive Erosion and Sediment Control Plan (along with associated details) HAS BEEN PROVIDED BY SEPARATE DOCUMENT. It should be noted, however, that any such Erosion and Sediment Control Plan serves only as a general guide to the Contractor. Staging and/or phasing of the BMPs depicted, and additional or different BMPs from those included may be necessary during construction, or as required by the authorities having jurisdiction. It shall be the responsibility of the Contractor to ensure erosion control measures are properly maintained and followed. The Erosion and Sediment Control Plan is intended to be a living document, constantly adapting to site conditions and needs. The Contractor shall update the location of BMPs as they are installed, removed or modified in conjunction with construction activities. It is imperative to appropriately reflect the current site conditions at all times. The Erosion and Sediment Control Plan shall address both temporary measures to be implemented during construction, as well as permanent erosion control protection. Best Management Practices from the Volume 3, Chapter 7 — Construction BMPs will be utilized. Measures may include, but are not limited to, silt fencing along the disturbed perimeter, gutter protection in the adjacent roadways and inlet protection at existing and proposed storm inlets. Vehicle tracking control pads, spill containment and clean-up procedures, designated concrete washout areas, dumpsters, and job site restrooms shall also be provided by the Contractor. Grading and Erosion Control Notes can be found on the Utility Plans. The Final Plans contain a full-size Erosion Control sheet as well as a separate sheet dedicated to Erosion Control Details. In addition to this report and the referenced plan sheets, the Contractor shall be aware of, and adhere to, the applicable requirements outlined in the Development Agreement for the development. Also, the Site Contractor for this project will be required to secure a Stormwater Construction General Permit from the Colorado Department of Public Health and Environment (CDPHE), Water Quality Control Division — Stormwater Program, prior to any earth disturbance activities. Prior to securing said permit, the Site Contractor shall develop a comprehensive StormWater Management Plan (SWMP) pursuant to CDPHE requirements and guidelines. The SWMP will further describe and document the ongoing activities, inspections, and maintenance of construction BMPs. Erosion Control Report APPENDIX E FIRMME AND CLOMR MAP LL a LL 0 0 0 LO LO W c+7 W � Q LL C C Dee m g y N L D° D CL CD i Lu V F IB re O B m n In $X $Rn V 1 /9/pM z � F y$t tit s o W � c O 'U LL cii ii $ Iy FQl W W a � `F?D d�eT SO E nY ♦L&LLt a u go�£g 20 s4 E �E�LLo va ®ae ve ° ®®® v ® v :Vgc8E E m a fi a •.+ JUTLAND Ll 0- w a iL 3AItlU PLEASURE DRIVE y\� is y Oyi d II� w 493 96 v� nn' c�6 Is b860 ]3Md SNIOf w �3 a W O m N LO T w a w z O N "(I A ZIP Y 077f. 'r EFFECTIVE FLOODPLAIN MAP 2 EX. CONDITIONS FLOODPi��IN, FLOODPLAIK FOR BO)MLDER 5 CLOUR AND PROPOSED FLOODPLAIN Ft OODPI AIN WORK LW MATES MAP POCKET DRAINAGE EXHIBITS MEY TABLE DEEM mw WIN IO TOTK MGTc foalImW 00 lOT 1009r Tc UINI OIO IW am IN R zN 6] 1.2 122 9a X.J B B ]a R IU @8 98 3C C 435 51 R.9 I33 5.6 ISA0 0 JIM T NI i,W IAst 11.9 9.5 J.3 Y,491 I5.1 11.9 JI] 93M 255 R5 1.5 U9 215 161 9.] 199 Dond DMentlon Va. PID (50%) Ex [)a, Total INMNL 300.Yr MR 04Yr (ACFt) On.(AUFt) (511 VOL Va.(AO-M) MEL(Ft) RONNI ids) (Acf ) 1 1.502 1J53 491].000 t oll 2 0.390 0.038 GLOM N/A WA .390 4918.E010 10 3 0AW 0.04E 0.0E8 1.475 4920.100 Im 4 0.927 1 0.028 0.04 009"1 0.968 4921.E00 OAO PROJECT BENCHMARKS ProdM DBWm: N( WR Um01UBIB0(I CM a FED Cams Call Bendrmalk 01 FM CdIhM BNOwellx 1011 Earl NM of uw Ead Montage road M 125 MITI BE Milos NodX o1 PUDERNi Road m the NVN"of a head wall to an Implwn NW. Elevation: 491841 BencM1mari Pont Collins Bmr211lak 28-01: SwM rM of HglrwaY N (Eat MllWny SE). appax, O6 miles ENA of the wnlMYp a 1-25, On Ilx brom gaeFM walL m a doss FULL stamped 'Cob. Dept a Hgllwrye'. (City, ON FM Cams deegnmon not sraRYlN on SET) Eksmar: 4937 S NUM If LUV09S Dawn M rBWied Many Wpxe. be Udi RLr4ar roll] W usOd: NAVD%= XDV029 Uregl>sled 43111 They, Basis ae.N:yxreIRS sRMm IYM aDN NNOmwMOT.rdr. seeps 15.TwAmp7 WrN. lboge SS WdtaOro 6N P.M-s OeBdM rbUT 9P:1B'S0' WaL 1i�3 '1 I iE\ FLOODPLAIN NOTES: I. 0.iK ZONE MOMXV. EA CwaNO TO FNNMN MIF®L O® lI WRBMY 2. Has, ARPTEN OF TRUE TPKF(x INO N x AFFW06h M IBFX4 AND IB NNIECT TO MNw OR THE B&ANNi W!ME IIFpY ROPER. 1 NIXON TO FW aiJrE ORVXIGE RETORT MI EEPFF]EX3.AI3 FOn M INFORMATION REC.W[NR THE aWFNGE Pi } R THE R�ISPTHISµx MWIKPINTY EL�� TER IB a BAR CRY a FORT W.LINS MOLMI CHE UNYR ECHOUDER CREEKFL�OJVXAY AYOHIGH EST FLCPoF91i.AND NJ9I CCMY Ca15RP11LRxNCFxEw xE9CEUFW SmVCNxE515 Rpi NLOWEDIXTIE FLGCRWPv H RE/.TERNELER ECT✓�LMOTPiELO MRMea TE MIXgXPOAEAMMBNai AMFFiEVAI]iR[x m EI SYSTEMS iRwiulxiWiu9EVP1FN 15xF4wx asixF xEWIATNYROW PM1ORFGIMM 6EVAlgX MFEEI NSEreR•1E. FLCORFRNGEENIMzaE. LENINOTNTTENESMWE BEEN DUERMINED.EOTENF RxF wRJCNRE WILL BE20FEEOPOVETE TO STATE OF axFCxl➢EpwI OFEIFPE+.aLBENw.>srE£T:OR TxrsweFw xaLMK ToeELxalFn evAPmFEssian.L FfIcmFEn uc[xs[U x THE STATE aF caaRwo ro EsmIKx1I BFes fl bdFAENF MY NET BED MMMD BELOW ME RFRw THE FLOOD FRINGE 1QMiSTHIS WI NCLU ROrWED VENII TG RPTHAN B BON-cwwFI MST BE WBi IN 10 Q OF CRY OF FORT COLLINS MUNCIMAL THEW7. YEARN AY AS LONG SIT GAY ME HOOVER THEY nna aVELOOPPMENIxWiu LME CI AS, PARKING MEIx R W W5E3FLOOD UEVATaI RNET ONACWWNiO MEROL Ayw FLOOOFNIMEO NX ES. MXSTRUCNWLL OEVELCAEUF IS ML RESTRICTED WrtNIN THE FLOOD FRINGE. COXEFNCINNN:IINRIFSNIMRQ: AY aLRMO FRNGE MUSLBE FAECFLERBYNIMSILW®RIXORPN 15EpxxRR, xTE a GpISRNICRM6x TEFLCCPY.AYANPRI.4 CEMEIGINNMUSFff IAAMFOFPpRNCa61FNCIFN fEWC �CKh9(l�l�AICNCFtlNT1[WMY➢BSCxI�wNxAVW WNM. fOF aLWEW4LE5WRIE➢OFI MiVOIBMIUE NTVN9AlEhTp1 I0. SIgV.� aEOVIwFNi NN MlER6LL911EMRYWLYCR FFBW4EXX19 FAl N10aEONTEFLOMYAY. ® NORTH ISO 0 100 1W ] Fp M FEET l AN = 700 IL LEGEND FRopoSED Shaw Ww CONTOUR 3 WERITIMCONTOLE PROPBSEosxnEs— PnB WDaRBBaoh1ER FLaWNNroW awxwEx9N wR 2 Has DRNw,aE EASIN BnNwNr PgOPoBFD BWILE9EBlICN u Bo1R1ENhNB15WNF 1— Z rer.IAc�crlDxtmL1 ELEV. NAVD 88 FOR DRAINAGE REVIEW ONLY NOT FOR CONSTRUCTION iLD RI WawwMY9EB0W. CallmrorE VBD City of Fort Collins. Colorado UTILITY PLAN APPROVAL Say Enyewr 0.Y CKIXEO BY: MIA TAW OF ae aF , UI BON CHECKED BY: B{xmxab�BB y 6Y CHECKED SY: PEA,TR,,,,,UN DOW CHECKED BC CHECKED BY: DTI— MY co T. W W U Q z Q If Sheet DR1 Of 45 Sheets