PHASE III DRAINAGE STUDY FOR CRYSTAL VALLEY RANCH FILING 11. Castle Rock, Colorado PREPARED FOR CRYSTAL VALLEY RANCH DEVELOPMENT COMPANY, LLC

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1 PHASE III DRAINAGE STUDY FOR CRYSTAL VALLEY RANCH FILING 11 Castle Rock, Colorado February 18, 2013 (Revised Friday, August 16, 2013) PREPARED FOR CRYSTAL VALLEY RANCH DEVELOPMENT COMPANY, LLC 1175 East Crystal Valley Parkway Castle Rock Co (303) PREPARED BY Legacy Engeerg, Inc Thatch Circle Castle Rock, CO (720)

2 ENGINEER S STATEMENT: The enclosed draage report (Crystal Valley Ranch Filg 11 Phase III Draage Study), and exhibits (for the Phase III Draage Study) were prepared by me, or under my direct supervision, and are correct to the best of my knowledge and belief. Said draage report has been prepared accordance with applicable Town of Castle Rock criteria and is conformance with the master plan of draage for the affected area. I accept responsibility for any liability caused by negligent acts, errors or omissions on my part preparg this report. Legacy Engeerg, Inc. James J. Mill, P.E. (Colorado PE #29256) OWNER/DEVELOPER S STATEMENT As Owner/Developer of land(s) identified with this report; I agree to proceed, implement and comply with all recommendations and requirements outled here. Crystal Valley Ranch Development Co. Gregory R. Brown Date TOWN OF CASTLE ROCK APPROVALS: Engeerg Division Date Development Services Director Date 2

3 TABLE OF CONTENTS Page I. GENERAL LOCATION AND DESCRIPTION A. Location... 4 B. Description of Property... 4 C. Irrigation Facilities... 4 D. Land Use... 5 II. III. IV. DRAINAGE BASINS AND SUB-BASINS A. Major Bas Description... 5 B. Sub-Bas Description... 5 DRAINAGE DESIGN CRITERIA A. Regulations... 6 B. Development Criteria Reference and Constrats... 6 C. Hydrological Criteria... 6 D. Hydraulic Criteria... 6 E. Sediment & Erosion Control... 7 DRAINAGE FACILITY DESIGN A. General Concept... 7 B. Specific Details... 8 V. STORMWATER MANAGEMENT PLAN... 9 VI. CONCLUSIONS A. Compliance with Standards B. Draage Concept C. Summary VII. REFERENCES Figure Description APPENDIX A UD-Rational Method for Mor and Major Storm Events APPENDIX B Inlet Calculations usg UD-Inlet Version 3.12 APPENDIX C Storm Sewer Pipg System Calculations and Design APPENDIX D Grass Swell Calculations and Design 3

4 PHASE III DRAINAGE STUDY FOR CRYSTAL VALLEY RANCH FILING 11 Castle Rock, Colorado February 18, 2013 (Revised Friday, August 16, 2013) I. GENERAL LOCATION AND DESCRIPTION This Phase III Draage Study for Crystal Valley Ranch Filg 11 has been prepared to address onsite and offsite draage concepts accordance with requirements of the town of Castle Rock, Colorado and Urban Draage and Flood Control District (UDFCD). The Appendix to this report cludes mimum criteria, design computations and reference formation to be used subsequent phases of analysis and design. The attached Phase III Draage Plan summarizes the draage concepts and conclusions of this study. A. LOCATION Crystal Valley Ranch Filg 11, contag a total of approximately 26 acres, resides Castle Rock as depicted on Figure 1 the Appendix. The site is located the west half of Section 24, Township 8 South, Range 67 West of the Sixth Prcipal Meridian, Castle Rock, Colorado. The site resides with the Crystal Valley Ranch development and is located at the southeast corner of the site. The adjacent north edge of Filg 11 is Crystal Valley Parkway. The eastern edge of the site is bound by West Loop Road. The south western edge is undeveloped open space land titled Tract 3. 4

5 B. DESCRIPTION OF PROPERTY The site consists of 111 sgle family lots which cludes local streets. The majority of the site area will be graded (see Draage Plan Map attached). The watershed of the site dras from west to east and splits when it reaches the High Pot Hill. Approximately half of the flow dras north and is collected by the existg 36 let concrete pipe under the Crystal Valley Parkway. The other half of the flow dras south and is tercepted by the existg 24 concrete culvert by West Loop Road. Existg vegetation, which is not irrigated, consists maly of native grasses and mimal deciduous brush with steep topography, slope rangg from 10% to 30%. C. IRRIGATION FACILITIES There are no active irrigation facilities on the site. D. LAND USE The development for Filg 11 will be overlot graded to create 111 sgle family units which will also clude local streets. II. DRAINAGE BASINS AND SUB-BASINS A. MAJOR BASIN DESCRIPTION Off-site draage will flow southeast to northwest of Filg 11 from the Tract C opens pace and adjacent land development. Additional offsite flow will occur from Crystal Valley Parkway to Filg 11 but is mimal. The approximate off-site flow area is 12 acres. Collection of the off-site flow will be directed to stream lets on West Loop Road. The draage area which encompasses Filg 11 dras entirely to an unnamed tributary draageway of East Plum Creek along the eastern edge of the property. Accordg the Flood Insurance Rate Map (FIRM) Community Panel Number 08035C0303F and number 08035C0304F, dated September 30, There are no mapped flood zones with the project 5

6 site. Off-site draage enters the site from the northern parts of the property. The existg draage patterns will rema generally tact with the proposed gradg activities. The predomant soil types for the site clude Fondis-Kutch and Stony Rough Land (see Fig. 2 and Ref. 4). Fondis-Kutch (Fu) have medium to rapid runoff with moderate to severe erosion potential and have a C hydrologic soils group classification. Please see Appendix D for the Soil Map. B. SUB-BASIN DESCRIPTION(see Plan Sheets for design pots and bas identification) From analysis it was found that Filg 11 has 7 sub-bass as well as 1 offsite major bas. The 7 sub-bass of Filg 11 were deleated by stormwater pipe alignment and the proposed gradg of the development. The storm sewer system has been laid out based on the low pots of the area. Figure 1 Draage Map illustrates the sub-bass and draage Filg 11. Sub-bas #1: Begs at the high pot on the northwest side of Filg 11 adjacent to Crystal Valley Ranch Parkway. Sub-bas #1 spans on the southern edge of Filg 11 next to Tract C open space. The bas area is approximately 5.98 acres, mor event flow rate is 8.2 cfs, and major event flow rate is 27.5 cfs. These stormwater flow dras to Inlet 11, which is the low pot of street A. Sub-bas #2: Is located the northwest portion of Filg 11. From the high pot of Dpuglas Circle (the entry of Filg 11), sub-bas 2 spans to the mid-section of Street A. The upper portion of Sub-bas 2 is adjacent to Crystal Valley Ranch Pkwy. Based on the Crystal Valley Ranch Pkwy draage report, Sub-bas 2 will collect a portion of the offsite flow from Crystal Valley Ranch Pkwy. Stormwater runoff will flow to the pot of curve return (PCR) Combation Type let let 12 which is located at the northwest of street terception A and D. The bas area is approximately 5.51 acres, mor event flow rate is 9.2 cfs, and major event flow rate is 26.3 cfs. 6

7 Sub-bas #3: Is deleated by the high pot of the street C. will dra to the low pot at the cul-de-sac east of Lot #81 and #80 directly south of Crystal Valley Ranch Pkwy. This cul-desac will have a Denver type 16 combation let, 6 let and 18 RCP pipe. There will be approximately 200 of pipg to connect this proposed let to the existg 24 culvert underneath the Crystal Valley Ranch Pkwy which will become the outlet pot of Sub-bas 3. The bas area is approximately 2.73 acres, mor event flow rate is 4.7 cfs, and major event flow rate is 14.2 cfs. Sub-bas #4: Sub-bas 4 is deleated on the southern edge by local Street A where flow is directed from the high pot on the cul-de-sac of Street G. is directed towards local Street A where it is tercepted by proposed lets at design pot 14. The bas area is approximately 1.91 acres, mor event flow rate is 2.4 cfs, and major event flow rate is 7.4 cfs. Sub-bas #5: Sub bas 5 is located north of sub-bas 4 and was deleated by street D, E and F. The approximately tributary area is 4.3 acres and the mor event flow rate is 6.3 cfs, and major event flow rate is 18.2 cfs. Sub-bas 5 s stormwater flow dras to Inlet 15. Which is a Denver Type 16 sump let, and it is the part of storm sewer system B. Sub-bas #6: Is considered a mor bas and is comprised of the frontyard flow from Lot #1 to Lot #10 on the east side of Filg 11. The majority of the flow Sub-bas 6 will be collected by the F street and dra to Inlet 16. The tributary area is approximately 1 acres, the mor flow is 1.6 cfs, and major event flow is 4.6 cfs. Sub-bas #7: The area of Sub-bas 7 resembles an L shape and collects draage from both local Streets D and E. The flow is directed to the design pot 17, which is located on the northwestern corner of Street F. The proposed storm sewer system B will collect the stormwater flow from Inlet 16. The bas area is approximately 3.32 acres, mor event flow rate is 4.6 cfs, and major event flow rate is 13.9 cfs. 7

8 Table 1, CVR filg 11 bas summary BASIN SUMMARY TABLE Tributary Area Impervious Rate C 5 C 100 t c Q 5 Q 100 Sub-bas (acres) % (m) % % % % % % % Off-site Bas: Offsite Bas A from Crystal Valley Ranch Filg 7 (CVR filg 7) which is located at southwest of Filg 11. Offsite bas A area is approximately acres. The mor event flow rate is 30.7 cfs, and major event flow rate is 99.3 cfs. These flow will be collected by CVR filg 7 storm sewer system A to CVR filg 11 design pot 8. The Filg 7 Storm sewer system A will connect to CVR Filg 11 storm sewer A to proposed regional detention pond 512 which is located at North-West of CVR parkway and Loop Road. A proposed swell will be built between Filg 7 and Filg 11 property le to tercept offsite sheet flow from CVR filg 7. These surface flow will be collected and dra to a sum let at Tract C. III. DRAINAGE DESIGN CRITERIA A. REGULATIONS Storm draage analysis and design criteria are to be taken from the "Town of Castle Rock Public Works Regulations" (TCRPWR), Reference 1, and the "Urban Storm Draage Criteria Manual" (USDCM), Reference 2. B. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS 8

9 Development criteria shall be accordance with Castle Rock Planng Department. The Phase II Draage Study For Crystal Valley Ranch Filg 6, March, the Phase 1 Draage Report for Crystal Valley Ranch, and the Sellers Creek Ranch Phase III Draage Report were utilized to assist developg the draage plan and facilities for Filg 6. The most significant constrat for Filg 11 is terceptg developed runoff before leavg the Crystal Valley Ranch development. C. HYDROLOGICAL CRITERIA The UD Rational Method was used to analyze runoff and flow rates for each sub-bas of Filg 11. The 5-year storm event was used for the itial storm analysis with residential areas and the 100-year storm frequency was analyzed for the major storm. The Rational Method was utilized to analyze and quantify runoff from the developed bass. rate values are presented the draage map and detailed calculations are presented Appendix A. There are 6 proposed lets Filg 11. Each let and street capacity were determed usg the UD Inlet Method version 3.12 and are presented Appendix B. It was assumed that each let was a type Denver No. 16 Combation design. D. HYDRAULIC CRITERIA Hydraulic calculations for street capacities & lets were done usg UDFCD UD-Inlet spread sheets. 7 lets were designed for Filg 11, detailed calculations are presented Appendix B. Storm sewer hydraulic calculations were completed usg UD Sewer. Filg 11 has a proposed 3 storm sewer pipele system. The detailed calculations are attached as Appendix C. Inlet sizg and placement was performed utilizg the street and let capacity charts and spreadsheets from the Urban Draage and Flood Control District Manual and town of Castle Rock Stormwater criteria. 9

10 E. SEDIMENT AND EROSION CONTROL Site soils are very typical of the area and will require typical erosion and sediment control methods. Ordary means yet special care will be necessary to control sedimentation on the 2:1 cut slopes along the butte. Construction sedimentation will be controlled primarily usg detention ponds as well as other methods to meet Town of Castle Rock Performance Standards. Specifics of this erosion control plan will be demonstrated the Erosion Control Plan that will be cluded the construction plan set at time of Fal Plattg.. Although we are not aware of any unsuitability of the site soils with regard to construction of this development, particular concern exists regardg stability of the 2:1 cut slopes and existg slopes the adjacent butte to the north. To address this concern Terracon is preparg a site specific slope stability report for these slopes. IV. DRAINAGE FACILITY DESIGN A. GENERAL CONCEPT The general concept is to convey storm water via natural draageway, curb and gutter, and storm pipe to detention and water quality facilities and ultimately to the unnamed draageway. The site is comprised of 7 sub-bass. These bass consist of developed lots, roadways, natural draageways and open space. Storm detention and water quality capture volume for filg 11 watershed is provided at Pond 512 which is located at North-West of CVR parkway and Loop Road. All the lets the CVR filg 11 are Denver type 16 combation let sump condition, the street flow capacity, let size determation were analysis and designed by UD-Inlet spreadsheet. B. SPECIFIC DETAILS A proposed grass swell is to be stalled on the Filg 11 property le to tercept the offsite 10

11 flow from Filg 7. This proposed grass swell will divert the offsite flow to design pot 8 which is a tract low elevation spot. At design pot 8 draage will be collected at Inlet 1 type sump let. See Appendix D for grass swell calculations. Storm Sewer Pipg System: The storm sewer pipg system for Filg 11 is consists of 3 pipeles A, B and C. This pipe system collects draage from 7 lets on Filg 11. Storm sewer pipele calculations and UD Inlet sizg are attached Appendices B and C respectively. Storm Sewer Pipe A: Proposed storm sewer pipe A will be a 42 pipele that starts at the tract space and ends the proposed regional detention pond 512 east of West Loop Road. Pipe A starts from Filg 7 s Inlet 8 (offsite A13 and offsite A2) and collects flow from proposed Inlets 12, 11, and 14 on Filg 11. Storm sewer system A pipe size, hydraulic grade le (HGL) The existg 54 culvert will dra the entire stormwater flow to proposed regional detention pond 512 which is northeast of West Loop Road adjacent to the tersection of Crystal Valley Ranch Pkway and West Loop Road (see Figure 1). Storm Sewer Pipe A is designed to collect and dra Sub-bass 1, 2, and 4 for mor and major storm event flows. See Table 2 for let locations and event flows. Table 2. Inlet Descriptions for Filg 11. Inlets Type-Denver No. 16 Combation Inlet # Type Q 5 Q 100 Inlets Number of Unit Size of Inlet 13 Inlet In Sump Inlet In Sump Inlet In Sump Inlet In Sump Inlet In Sump Inlet In Sump Storm Sewer Pipe B: Proposed storm sewer pipe B begs at Inlet 2 located at Lot #18 and #19. Pipe B then travels to Inlet 3 the north cul-de-sac near Lot #1. Pipe B dras approximately 11

12 150 ft to the existg let located on West Loop Road which ends at the proposed regional detention pond 512. Storm sewer Pipe B is designed to collect flow from Sub-bass 5,6 and 7 mor and major storm events (see flow rate values Table 2). Storm Sewer Pipe C: from Sub-bas 3 is designed to be collected proposed 18 storm sewer Pipe C, flow rates are found Table X. The 18 proposed Pipe C is approximately 200 ft. Pipe C begs at the north cul-de-sac of Street C at Inlet 1. Inlet 1 will also collect flow from the Crystal Valley Ranch Pkwy. Pipe C contues east from Inlet 1 on Crystal Valley Ranch Pkwy where it connects to the existg 24 culvert. This existg 24 culvert is connected to an existg 36 RCP that directs flow to the proposed regional detention pond 512. See Table 2 for flow rate values. V. STORMWATER MANAGEMENT PLAN A. SITE DESCRIPTION a) The proposed construction activity is development of sgle family homes with all relevant frastructures cludg, but not limited to, streets, utilities, and draage improvements. b) The anticipated sequence of construction is as follows: 1. Installation of perimeter erosion control measures 2. Site clearg 3. Overlot gradg 4. Installation of temporary onsite erosion control measures and temporary traps 5. Utility construction 6. Draage improvements construction cludg sediment traps at lets and erosion protection at outfall locations. 7. Street gradg 12

13 8. Street curb, gutter, and walk 9. Street pavg 10. Seedg and mulchg of open space areas 11. Removal of erosion control appurtenances after site is stabilized c) The total area of the site is approximately 26 acres. The area of the site expected to undergo gradg activities is approximately 26 acres. d) Soils data are identified the Appendix. e) Vegetation on the site consists maly of native grasses coverg 95% of the site. f) Potential pollution sources clude equipment refuelg and matenance, gradg operations, and concrete wash water. g) No significant non-storm waters of runoff are anticipated. B. APPROPRIATE DRAWINGS The appropriate maps, taken from the "Construction Plans clude: Overlot Gradg Plan; Erosion Control Plan; Overlot Gradg and Erosion Control Details. The draage map is enclosed and also provides additional relevant formation. C. BEST MANAGEMENT PRACTICES (BMP) FOR STORMWATER POLLUTION PREVENTION a) Erosion and Sediment Control 1. Structural Practices: Overlot gradg operations present the greatest opportunity for pollution of State waters. Disturbed areas shall be contaed by a perimeter silt fence at downslope conditions which shall rema at the downstream perimeter of all overland flow until nonstructural ways and means are established. Upon completion of the overlot gradg, surface runoff velocities shall be attenuated by slope reduction and erosion bales as check dams. The gradg improvements generally direct runoff to a central pot of site release thereby permittg 13

14 pot source methods of pollution abatement management practices, more particularly the detention pond. Surface areas rema denuded durg utility construction, but the structural elements rema place. Matenance procedures shall be recorded by the developer's construction manager a log book. 2. Non-structural Practices: Upon completion of the street hardscape, all exposed portions of the site not slated for house construction shall be seeded and mulched. Silt and sediment deposits shall be removed and spread evenly open areas and shall be seeded and mulched as necessary. Upon establishment of surface vegetation, structural erosion control measures shall then be removed whereby non-structural methods shall be practiced. b) Materials Handlg and Spill Prevention Potential pollutant materials brought onsite would be fuels for earthmovg and trenchg equipment. Berms shall be provided at the fuelg site as a contament measure. There will be no permanent bulk fuel storage on this site. The Castle Rock Fire Department is equipped for spill cleanup and any contamated materials shall be properly disposed at the contractor expense. Other potential pollutant materials clude concrete wash water. This shall be done areas designated by the developer's construction manager and protected from runoff and, after hydration, be buried designated non-construction zones. Buildg materials are expensive and shall be protected by storage outside of runoff areas. This shall be performed by the owner of the materials so as to protect the herent value. No additional materials handlg measures will be taken. Waste buildg materials shall be collected by a reputable waste management company and transported to a legal waste disposal facility. Site spections shall be performed weekly to assure onsite collection. No dedicated concrete or asphalt batch plants are proposed on the site. 14

15 D. FINAL STABILIZATION AND LONG TERM STORMWATER MANAGEMENT After frastructure construction is complete, runoff will be directed by a street network to a storm sewer system and detention pond and then released. After completion of this project, the open space areas are landscaped and mataed by the home owners association. The storm water is then classified as urban runoff. E. OTHER CONTROLS Offsite soil trackg is limited by restriction of construction traffic to one access pot and by periodic street sweepg. Implementation of the controls shall be by the erosion control plan which is a part of the contract documents. F. INSPECTION AND MAINTENANCE Matenance procedures are outled the notes contaed on the overlot gradg and erosion control plans and respective details. A log record notg all spections and mitigation efforts shall be kept with the construction manager. 15

16 VI. CONCLUSIONS A. COMPLIANCE WITH STANDARDS This Phase III Draage Study for Crystal Valley Ranch Filg 11 was prepared compliance with the Town of Castle Rock Public Works Regulations and the Urban Storm Draage Criteria Manual. In addition, no amendment to the Flood Hazard Area Deleation for this area is required for this development. There are no impacts to any threatened or endangered species that we are aware of. All Federal and State environmental permittg requirements, should they be necessary, will be complied with this cludes a State of Colorado Storm Water Discharge Permit. B. DRAINAGE CONCEPT The draage designs and facilities presented this report adequately convey developed runoff through the site and to existg draage ways without creasg the existg discharge. C. SUMMARY The report provides sufficient formation to accommodate the planng process. Information here supports the viability of this proposed project. 16

17 VII. References 1. Urban Storm Draage Criteria Manual Volume 1, 2 and 3, Urban Draage & Flood Control District, Denver, Colorado, Revised Soil Survey of Castle Rock Area, Colorado, Soils Conservation Service 3. Flood Insurance Rate Map Panel Number 08035C0303F, dated September 30, Flood Insurance Rate Map Panel Number 08035C0304F, dated September 30, Phase I Draage Report for Crystal Valley Ranch, Jan. 1999, revised May 30, Prepared by Rocky Mounta Consultants, Inc. 6. Phase III Draage Study for Loop Road, Fal Roadway Improvements, by Manhard Consultg, Ltd., Rev. April 28, 2004, Approved by Town of Castle Rock on June 10, Phase III Draage Study for Crystal Valley Ranch Filg No. 3 (Blocks 1 and 2), by Manhard Consultg, Ltd., Rev. December 9, 2004, Approved February 11, 200 by the Town of Castle Rock. 8. Phase III Draage Study for Crystal Valley Parkway, by Manhard Consultg, Ltd., Revised October 9, Phase III Draage Study for Crystal Valley Ranch Filg No. 7, by JR Engeerg, Revised October 3, Software used - AutoDesk Land Desktop 3; Micro$oft Excel 2003; Micro$oft Word 2003; UDFCD Excel Spreadsheets. 17

18 Appendix A UD-Rational Method for Mor and Major Storm Events

19 Subdivision: Crystal Valley Ranch Project : CVR Filg 11 Location: Castle Rock Project No.: Calculated By: JYC Checked By: JYC Date: 8/15/13 BASIN SUMMARY TABLE Tributary Area Imperivious C 5 C 100 t c Q 5 Q 100 Sub-bas (acres) % (m) % % % % % % % C:\Users\AES engeerg\desktop\cvr Phase III\ deliverable\filg 11\CVR Filg 11 Rational xls Page 1 of 1 8/17/2013

20 STANDARD FORM SF-2 TIME OF CONCENTRATION Subdivision: Crystal Valley Ranch Project : CVR Filg 11 Location: Castle Rock Project No.: Calculated By: JYC Checked By: JYC Date: 8/15/13 SUB-BASIN DATA INITIAL/OVERLAND (T i ) TRAVEL TIME (T t ) Tc CHECK (URBANIZED BASINS) FINAL Intensity /hr BASIN D.A. Hydrologic Impervious C 100 C 5 L S T i L S Cv VEL. T t COMP. T c TOTAL Urbanized T c T c I 100 I 5 ID (AC) Soils Group (%) (FT) (%) (MIN) (FT) FT/FT (FPS) (MIN) (MIN) LENGTH(FT) (MIN) (MIN) /hr /hr C C,B C,B C,B C,B C C,B NOTES: T i = (0.395*(1.1 - C 5 )*(L)^0.5)/((S)^0.33), S ft/ft T t =L/60V (Velocity From Fig. 501) Velocity V=Cv*S^0.5, S ft/ft Tc Check = 10+L/180 For Urbanized bass a mimum T c of 5.0 mutes is required. For non-urbanized bass a mimum T c of 10.0 mutes is required Type of Land Surface Heavy Meadow Tillage/field Short pasture and lawns Nearly bare ground Grassed waterway Paved areas and shallow paved swales Cv C:\Users\AES engeerg\desktop\cvr Phase III\ deliverable\filg 11\CVR Filg 11 Rational xls Page 1 of 1 8/17/2013

21 STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) Subdivision: Crystal Valley Ranch Location: Castle Rock Design Storm: 100-Year Project : CVR Filg 11 Project No.: Calculated By: JYC Checked By: JYC Date: 8/15/13 I = A*P1/(B+Tc)^C (/hr) A = 28.5 B = 10 C = P1 = 2.6 STREET Design Pot Bas ID Area (Ac) DIRECT RUNOFF Runoff Coeff. Tc (m) C*A (Ac) I (/hr) Q Tc (m) TOTAL RUNOFF C*A (Ac) I (/hr) Q STREET C Street E Street E Street North F Street A Street Offsite from CVR 7 8 A A Street 9 A A Street North/G Street A Street South A Street Slope (%) Street Design PIPE Slope (%) Pipe Size (ches) TRAVEL TIME Length Velocity (fps) Tt (m) C:\Users\AES engeerg\desktop\cvr Phase III\ deliverable\filg 11\CVR Filg 11 Rational xls Page 1 of 1 8/17/2013

22 STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) Subdivision: Crystal Valley Ranch Location: Castle Rock Design Storm: 5-Year Project : CVR Filg 11 Project No.: Calculated By: JYC Checked By: JYC Date: 8/15/13 I = A*P1/(B+Tc)^C (/hr) A = 28.5 B = 10 C = P1 = 1.43 DIRECT RUNOFF TOTAL RUNOFF STREET PIPE TRAVEL TIME STREET Design Pot Bas ID Area (Ac) Runoff Coeff. Tc (m) C*A (Ac) I (/hr) Q Tc (m) C*A (Ac) I (/hr) Q Slope (%) Street Design Slope (%) Pipe Size (ches) Length Velocity (fps) Tt (m) C Street E Street E Street North F Street A Street Offsite from CVR 7 8 A A Street 9 A A Street North/G Street A Street South A Street C:\Users\AES engeerg\desktop\cvr Phase III\ deliverable\filg 11\CVR Filg 11 Rational xls Page 1 of 1 8/17/2013

23 Appendix B Inlet Calculations usg UD-Inlet Version 3.12

24 Project: Inlet ID: ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Mor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Depth and Spread) CVR filg 11 Street A Gutter Geometry (Enter data the blue cells) Maximum Allowable Width for Spread Behd Curb T BACK = 10.0 ft Side Slope Behd Curb (leave blank for no conveyance credit behd curb) S BACK = ft/ft Manng's Roughness Behd Curb (typically between and 0.020) n BACK = Height of Curb at Gutter Le H CURB = 4.00 ches Distance from Curb Face to Street Crown T CROWN = 18.0 ft Gutter Width W = 2.00 ft Street Transverse Slope S X = ft/ft Gutter Cross Slope (typically 2 ches over 24 ches or ft/ft) S W = ft/ft Street Longitudal Slope - Enter 0 for sump condition S O = ft/ft Manng's Roughness for Street Section (typically between and 0.020) n STREET = Mor Storm Major Storm Max. Allowable Spread for Mor & Major Storm T MAX = ft Max. Allowable Depth at Gutter le for Mor & Major Storm d MAX = ches Allow Depth at Street Crown (leave blank for no) check = yes MINOR STORM Allowable Capacity is based on Spread Criterion Mor Storm Major Storm MAJOR STORM Allowable Capacity is based on Spread Criterion Q allow = cfs Mor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' street A capacity check, Q-Allow 8/17/2013, 8:55 AM

25 Project: Inlet ID: ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Mor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Depth and Spread) CVR filg 11 Street C Gutter Geometry (Enter data the blue cells) Maximum Allowable Width for Spread Behd Curb T BACK = 10.0 ft Side Slope Behd Curb (leave blank for no conveyance credit behd curb) S BACK = ft/ft Manng's Roughness Behd Curb (typically between and 0.020) n BACK = Height of Curb at Gutter Le H CURB = 4.00 ches Distance from Curb Face to Street Crown T CROWN = 18.0 ft Gutter Width W = 2.00 ft Street Transverse Slope S X = ft/ft Gutter Cross Slope (typically 2 ches over 24 ches or ft/ft) S W = ft/ft Street Longitudal Slope - Enter 0 for sump condition S O = ft/ft Manng's Roughness for Street Section (typically between and 0.020) n STREET = Mor Storm Major Storm Max. Allowable Spread for Mor & Major Storm T MAX = ft Max. Allowable Depth at Gutter le for Mor & Major Storm d MAX = ches Allow Depth at Street Crown (leave blank for no) check = yes MINOR STORM Allowable Capacity is based on Spread Criterion Mor Storm Major Storm MAJOR STORM Allowable Capacity is based on Spread Criterion Q allow = cfs Mor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' street A capacity check, Q-Allow 8/17/2013, 9:24 AM

26 Project: Inlet ID: ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Mor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Depth and Spread) CVR filg 11 Street E Gutter Geometry (Enter data the blue cells) Maximum Allowable Width for Spread Behd Curb T BACK = 10.0 ft Side Slope Behd Curb (leave blank for no conveyance credit behd curb) S BACK = ft/ft Manng's Roughness Behd Curb (typically between and 0.020) n BACK = Height of Curb at Gutter Le H CURB = 4.00 ches Distance from Curb Face to Street Crown T CROWN = 18.0 ft Gutter Width W = 2.00 ft Street Transverse Slope S X = ft/ft Gutter Cross Slope (typically 2 ches over 24 ches or ft/ft) S W = ft/ft Street Longitudal Slope - Enter 0 for sump condition S O = ft/ft Manng's Roughness for Street Section (typically between and 0.020) n STREET = Mor Storm Major Storm Max. Allowable Spread for Mor & Major Storm T MAX = ft Max. Allowable Depth at Gutter le for Mor & Major Storm d MAX = ches Allow Depth at Street Crown (leave blank for no) check = yes MINOR STORM Allowable Capacity is based on Spread Criterion Mor Storm Major Storm MAJOR STORM Allowable Capacity is based on Spread Criterion Q allow = cfs Mor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' street A capacity check, Q-Allow 8/17/2013, 9:22 AM

27 INLET IN A SUMP OR SAG LOCATION Project = Inlet ID = CVR Filg 11 Inlet 11 H-Curb W W P H-Vert Lo (C) Wo Lo (G) Design Information (Input) MINOR MAJOR Type of Inlet Inlet Type = Denver No. 16 Combation Local Depression (additional to contuous gutter depression 'a' from 'Q-Allow') a local = ches Number of Unit Inlets (Grate or Curb Openg) No = 5 5 Water Depth at le (outside of local depression) Pondg Depth = ches Grate Information MINOR MAJOR Override Depths Length of a Unit Grate L o (G) = feet Width of a Unit Grate W o = feet Area Openg Ratio for a Grate (typical values ) A ratio = Cloggg Factor for a Sgle Grate (typical value ) C f (G) = Grate Weir Coefficient (typical value ) C w (G) = Grate Orifice Coefficient (typical value ) C o (G) = Curb Openg Information MINOR MAJOR Length of a Unit Curb Openg L o (C) = feet Height of Vertical Curb Openg Inches H vert = ches Height of Curb Orifice Throat Inches H throat = ches Angle of Throat (see USDCM Figure ST-5) Theta = degrees Side Width for Depression Pan (typically the gutter width of 2 feet) W p = feet Cloggg Factor for a Sgle Curb Openg (typical value 0.10) C f (C) = Curb Openg Weir Coefficient (typical value ) C w (C) = Curb Openg Orifice Coefficient (typical value ) C o (C) = Grate Analysis (Calculated) MINOR MAJOR Cloggg Coefficient for Multiple Units Coef = Cloggg Factor for Multiple Units Clog = Grate Capacity as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Cloggg Q wi = cfs Interception with Cloggg Q wa = cfs Grate Capacity as a Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Cloggg Q oi = cfs Interception with Cloggg Q oa = cfs Grate Capacity as Mixed MINOR MAJOR Interception without Cloggg Q mi = cfs Interception with Cloggg Q ma = cfs Resultg Grate Capacity (assumes clogged condition) Q Grate = cfs Curb Openg Analysis (Calculated) MINOR MAJOR Cloggg Coefficient for Multiple Units Coef = Cloggg Factor for Multiple Units Clog = Curb Openg as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Cloggg Q wi = cfs Interception with Cloggg Q wa = cfs Curb Openg as an Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Cloggg Q oi = cfs Interception with Cloggg Q oa = cfs Curb Openg Capacity as Mixed MINOR MAJOR Interception without Cloggg Q mi = cfs Interception with Cloggg Q ma = cfs Resultg Curb Openg Capacity (assumes clogged condition) Q Curb = cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L = feet Resultant Street Spread (based on sheet Q-Allow geometry) T = ft.>t-crown Resultant Depth at Street Crown d CROWN = ches MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Q a = cfs Inlet Capacity IS GOOD for Mor and Major Storms (>Q PEAK) Q PEAK REQUIRED = cfs street A capacity check, Inlet In Sump 8/17/2013, 9:00 AM

28 INLET IN A SUMP OR SAG LOCATION Project = Inlet ID = CVR Filg 11 Inlet 12 H-Curb W W P H-Vert Lo (C) Wo Lo (G) Design Information (Input) MINOR MAJOR Type of Inlet Inlet Type = Denver No. 16 Combation Local Depression (additional to contuous gutter depression 'a' from 'Q-Allow') a local = ches Number of Unit Inlets (Grate or Curb Openg) No = 6 6 Water Depth at le (outside of local depression) Pondg Depth = ches Grate Information MINOR MAJOR Override Depths Length of a Unit Grate L o (G) = feet Width of a Unit Grate W o = feet Area Openg Ratio for a Grate (typical values ) A ratio = Cloggg Factor for a Sgle Grate (typical value ) C f (G) = Grate Weir Coefficient (typical value ) C w (G) = Grate Orifice Coefficient (typical value ) C o (G) = Curb Openg Information MINOR MAJOR Length of a Unit Curb Openg L o (C) = feet Height of Vertical Curb Openg Inches H vert = ches Height of Curb Orifice Throat Inches H throat = ches Angle of Throat (see USDCM Figure ST-5) Theta = degrees Side Width for Depression Pan (typically the gutter width of 2 feet) W p = feet Cloggg Factor for a Sgle Curb Openg (typical value 0.10) C f (C) = Curb Openg Weir Coefficient (typical value ) C w (C) = Curb Openg Orifice Coefficient (typical value ) C o (C) = Grate Analysis (Calculated) MINOR MAJOR Cloggg Coefficient for Multiple Units Coef = Cloggg Factor for Multiple Units Clog = Grate Capacity as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Cloggg Q wi = cfs Interception with Cloggg Q wa = cfs Grate Capacity as a Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Cloggg Q oi = cfs Interception with Cloggg Q oa = cfs Grate Capacity as Mixed MINOR MAJOR Interception without Cloggg Q mi = cfs Interception with Cloggg Q ma = cfs Resultg Grate Capacity (assumes clogged condition) Q Grate = cfs Curb Openg Analysis (Calculated) MINOR MAJOR Cloggg Coefficient for Multiple Units Coef = Cloggg Factor for Multiple Units Clog = Curb Openg as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Cloggg Q wi = cfs Interception with Cloggg Q wa = cfs Curb Openg as an Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Cloggg Q oi = cfs Interception with Cloggg Q oa = cfs Curb Openg Capacity as Mixed MINOR MAJOR Interception without Cloggg Q mi = cfs Interception with Cloggg Q ma = cfs Resultg Curb Openg Capacity (assumes clogged condition) Q Curb = cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L = feet Resultant Street Spread (based on sheet Q-Allow geometry) T = ft.>t-crown Resultant Depth at Street Crown d CROWN = ches MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Q a = cfs Inlet Capacity IS GOOD for Mor and Major Storms (>Q PEAK) Q PEAK REQUIRED = cfs street A capacity check, Inlet In Sump 8/17/2013, 9:14 AM

29 INLET IN A SUMP OR SAG LOCATION Project = Inlet ID = CVR Filg 11 Inlet 13 H-Curb W W P H-Vert Lo (C) Wo Lo (G) Design Information (Input) MINOR MAJOR Type of Inlet Inlet Type = Denver No. 16 Combation Local Depression (additional to contuous gutter depression 'a' from 'Q-Allow') a local = ches Number of Unit Inlets (Grate or Curb Openg) No = 3 3 Water Depth at le (outside of local depression) Pondg Depth = ches Grate Information MINOR MAJOR Override Depths Length of a Unit Grate L o (G) = feet Width of a Unit Grate W o = feet Area Openg Ratio for a Grate (typical values ) A ratio = Cloggg Factor for a Sgle Grate (typical value ) C f (G) = Grate Weir Coefficient (typical value ) C w (G) = Grate Orifice Coefficient (typical value ) C o (G) = Curb Openg Information MINOR MAJOR Length of a Unit Curb Openg L o (C) = feet Height of Vertical Curb Openg Inches H vert = ches Height of Curb Orifice Throat Inches H throat = ches Angle of Throat (see USDCM Figure ST-5) Theta = degrees Side Width for Depression Pan (typically the gutter width of 2 feet) W p = feet Cloggg Factor for a Sgle Curb Openg (typical value 0.10) C f (C) = Curb Openg Weir Coefficient (typical value ) C w (C) = Curb Openg Orifice Coefficient (typical value ) C o (C) = Grate Analysis (Calculated) MINOR MAJOR Cloggg Coefficient for Multiple Units Coef = Cloggg Factor for Multiple Units Clog = Grate Capacity as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Cloggg Q wi = cfs Interception with Cloggg Q wa = cfs Grate Capacity as a Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Cloggg Q oi = cfs Interception with Cloggg Q oa = cfs Grate Capacity as Mixed MINOR MAJOR Interception without Cloggg Q mi = cfs Interception with Cloggg Q ma = cfs Resultg Grate Capacity (assumes clogged condition) Q Grate = cfs Curb Openg Analysis (Calculated) MINOR MAJOR Cloggg Coefficient for Multiple Units Coef = Cloggg Factor for Multiple Units Clog = Curb Openg as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Cloggg Q wi = cfs Interception with Cloggg Q wa = cfs Curb Openg as an Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Cloggg Q oi = cfs Interception with Cloggg Q oa = cfs Curb Openg Capacity as Mixed MINOR MAJOR Interception without Cloggg Q mi = cfs Interception with Cloggg Q ma = cfs Resultg Curb Openg Capacity (assumes clogged condition) Q Curb = cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L = feet Resultant Street Spread (based on sheet Q-Allow geometry) T = ft.>t-crown Resultant Depth at Street Crown d CROWN = ches MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Q a = cfs Inlet Capacity IS GOOD for Mor and Major Storms (>Q PEAK) Q PEAK REQUIRED = cfs street A capacity check, Inlet In Sump 8/17/2013, 9:02 AM

30 INLET IN A SUMP OR SAG LOCATION Project = Inlet ID = CVR Filg 11 Inlet 14 H-Curb W W P H-Vert Lo (C) Wo Lo (G) Design Information (Input) MINOR MAJOR Type of Inlet Inlet Type = Denver No. 16 Combation Local Depression (additional to contuous gutter depression 'a' from 'Q-Allow') a local = ches Number of Unit Inlets (Grate or Curb Openg) No = 2 2 Water Depth at le (outside of local depression) Pondg Depth = ches Grate Information MINOR MAJOR Override Depths Length of a Unit Grate L o (G) = feet Width of a Unit Grate W o = feet Area Openg Ratio for a Grate (typical values ) A ratio = Cloggg Factor for a Sgle Grate (typical value ) C f (G) = Grate Weir Coefficient (typical value ) C w (G) = Grate Orifice Coefficient (typical value ) C o (G) = Curb Openg Information MINOR MAJOR Length of a Unit Curb Openg L o (C) = feet Height of Vertical Curb Openg Inches H vert = ches Height of Curb Orifice Throat Inches H throat = ches Angle of Throat (see USDCM Figure ST-5) Theta = degrees Side Width for Depression Pan (typically the gutter width of 2 feet) W p = feet Cloggg Factor for a Sgle Curb Openg (typical value 0.10) C f (C) = Curb Openg Weir Coefficient (typical value ) C w (C) = Curb Openg Orifice Coefficient (typical value ) C o (C) = Grate Analysis (Calculated) MINOR MAJOR Cloggg Coefficient for Multiple Units Coef = Cloggg Factor for Multiple Units Clog = Grate Capacity as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Cloggg Q wi = cfs Interception with Cloggg Q wa = cfs Grate Capacity as a Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Cloggg Q oi = cfs Interception with Cloggg Q oa = cfs Grate Capacity as Mixed MINOR MAJOR Interception without Cloggg Q mi = cfs Interception with Cloggg Q ma = cfs Resultg Grate Capacity (assumes clogged condition) Q Grate = cfs Curb Openg Analysis (Calculated) MINOR MAJOR Cloggg Coefficient for Multiple Units Coef = Cloggg Factor for Multiple Units Clog = Curb Openg as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Cloggg Q wi = cfs Interception with Cloggg Q wa = cfs Curb Openg as an Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Cloggg Q oi = cfs Interception with Cloggg Q oa = cfs Curb Openg Capacity as Mixed MINOR MAJOR Interception without Cloggg Q mi = cfs Interception with Cloggg Q ma = cfs Resultg Curb Openg Capacity (assumes clogged condition) Q Curb = cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L = feet Resultant Street Spread (based on sheet Q-Allow geometry) T = ft.>t-crown Resultant Depth at Street Crown d CROWN = ches MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Q a = cfs Inlet Capacity IS GOOD for Mor and Major Storms (>Q PEAK) Q PEAK REQUIRED = cfs street A capacity check, Inlet In Sump 8/17/2013, 9:16 AM

31 INLET IN A SUMP OR SAG LOCATION Project = Inlet ID = CVR Filg 11 Inlet 15 H-Curb W W P H-Vert Lo (C) Wo Lo (G) Design Information (Input) MINOR MAJOR Type of Inlet Inlet Type = Denver No. 16 Combation Local Depression (additional to contuous gutter depression 'a' from 'Q-Allow') a local = ches Number of Unit Inlets (Grate or Curb Openg) No = 2 2 Water Depth at le (outside of local depression) Pondg Depth = ches Grate Information MINOR MAJOR Override Depths Length of a Unit Grate L o (G) = feet Width of a Unit Grate W o = feet Area Openg Ratio for a Grate (typical values ) A ratio = Cloggg Factor for a Sgle Grate (typical value ) C f (G) = Grate Weir Coefficient (typical value ) C w (G) = Grate Orifice Coefficient (typical value ) C o (G) = Curb Openg Information MINOR MAJOR Length of a Unit Curb Openg L o (C) = feet Height of Vertical Curb Openg Inches H vert = ches Height of Curb Orifice Throat Inches H throat = ches Angle of Throat (see USDCM Figure ST-5) Theta = degrees Side Width for Depression Pan (typically the gutter width of 2 feet) W p = feet Cloggg Factor for a Sgle Curb Openg (typical value 0.10) C f (C) = Curb Openg Weir Coefficient (typical value ) C w (C) = Curb Openg Orifice Coefficient (typical value ) C o (C) = Grate Analysis (Calculated) MINOR MAJOR Cloggg Coefficient for Multiple Units Coef = Cloggg Factor for Multiple Units Clog = Grate Capacity as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Cloggg Q wi = cfs Interception with Cloggg Q wa = cfs Grate Capacity as a Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Cloggg Q oi = cfs Interception with Cloggg Q oa = cfs Grate Capacity as Mixed MINOR MAJOR Interception without Cloggg Q mi = cfs Interception with Cloggg Q ma = cfs Resultg Grate Capacity (assumes clogged condition) Q Grate = cfs Curb Openg Analysis (Calculated) MINOR MAJOR Cloggg Coefficient for Multiple Units Coef = Cloggg Factor for Multiple Units Clog = Curb Openg as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Cloggg Q wi = cfs Interception with Cloggg Q wa = cfs Curb Openg as an Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Cloggg Q oi = cfs Interception with Cloggg Q oa = cfs Curb Openg Capacity as Mixed MINOR MAJOR Interception without Cloggg Q mi = cfs Interception with Cloggg Q ma = cfs Resultg Curb Openg Capacity (assumes clogged condition) Q Curb = cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L = feet Resultant Street Spread (based on sheet Q-Allow geometry) T = ft.>t-crown Resultant Depth at Street Crown d CROWN = ches MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Q a = cfs WARNING: Inlet Capacity less than Q Peak for Mor and Major Storms Q PEAK REQUIRED = cfs street A capacity check, Inlet In Sump 8/17/2013, 9:28 AM

32 INLET IN A SUMP OR SAG LOCATION Project = Inlet ID = CVR Filg 11 Inlet 16 H-Curb W W P H-Vert Lo (C) Wo Lo (G) Design Information (Input) MINOR MAJOR Type of Inlet Inlet Type = Denver No. 16 Combation Local Depression (additional to contuous gutter depression 'a' from 'Q-Allow') a local = ches Number of Unit Inlets (Grate or Curb Openg) No = 1 1 Water Depth at le (outside of local depression) Pondg Depth = ches Grate Information MINOR MAJOR Override Depths Length of a Unit Grate L o (G) = feet Width of a Unit Grate W o = feet Area Openg Ratio for a Grate (typical values ) A ratio = Cloggg Factor for a Sgle Grate (typical value ) C f (G) = Grate Weir Coefficient (typical value ) C w (G) = Grate Orifice Coefficient (typical value ) C o (G) = Curb Openg Information MINOR MAJOR Length of a Unit Curb Openg L o (C) = feet Height of Vertical Curb Openg Inches H vert = ches Height of Curb Orifice Throat Inches H throat = ches Angle of Throat (see USDCM Figure ST-5) Theta = degrees Side Width for Depression Pan (typically the gutter width of 2 feet) W p = feet Cloggg Factor for a Sgle Curb Openg (typical value 0.10) C f (C) = Curb Openg Weir Coefficient (typical value ) C w (C) = Curb Openg Orifice Coefficient (typical value ) C o (C) = Grate Analysis (Calculated) MINOR MAJOR Cloggg Coefficient for Multiple Units Coef = Cloggg Factor for Multiple Units Clog = Grate Capacity as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Cloggg Q wi = cfs Interception with Cloggg Q wa = cfs Grate Capacity as a Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Cloggg Q oi = cfs Interception with Cloggg Q oa = cfs Grate Capacity as Mixed MINOR MAJOR Interception without Cloggg Q mi = cfs Interception with Cloggg Q ma = cfs Resultg Grate Capacity (assumes clogged condition) Q Grate = cfs Curb Openg Analysis (Calculated) MINOR MAJOR Cloggg Coefficient for Multiple Units Coef = Cloggg Factor for Multiple Units Clog = Curb Openg as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Cloggg Q wi = cfs Interception with Cloggg Q wa = cfs Curb Openg as an Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Cloggg Q oi = cfs Interception with Cloggg Q oa = cfs Curb Openg Capacity as Mixed MINOR MAJOR Interception without Cloggg Q mi = cfs Interception with Cloggg Q ma = cfs Resultg Curb Openg Capacity (assumes clogged condition) Q Curb = cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L = feet Resultant Street Spread (based on sheet Q-Allow geometry) T = ft.>t-crown Resultant Depth at Street Crown d CROWN = ches MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Q a = cfs Inlet Capacity IS GOOD for Mor and Major Storms (>Q PEAK) Q PEAK REQUIRED = cfs street A capacity check, Inlet In Sump 8/17/2013, 9:27 AM

33 Appendix C Storm Sewer Pipg System Calculations and Design

34 8/15/13 UDSEWER Math Model Interface Results: CVR 11 Bas A Outfall 08/15/ :56 System Input Summary Rafall Parameters Rafall Return Period: 100 Rafall Calculation Method: Formula One Hour Depth (): 2.60 Rafall Constant "A": 28.5 Rafall Constant "B": 10 Rafall Constant "C": Rational Method Constrats Mimum Urban Runoff Coeff.: 0.20 Maximum Rural Overland Len. : 500 Maximum Urban Overland Len. : 300 Used UDFCD Tc. Maximum: Yes Sizer Constrats Mimum Sewer Size (): Maximum Depth to Rise Ratio: 0.90 Maximum Velocity (fps): 18.0 Mimum Velocity (fps): 2.0 Backwater Calculations: Tailwater Elevation : Manhole Input Summary: OUTFALL 1 proposed pipe Ground Elevation Total Known Given Local Contribution Draage Area (Ac.) Runoff Coefficient Sub Bas Information Overland 5yr Length Coefficient Overland Slope (%) Gutter Length Gutter Velocity (fps) " culvert Turg DP file:///c:/users/aes engeerg/documents/report0.html 1/6

35 8/15/13 UDSEWER Math Model Interface Results: CVR 11 Bas A Outfall 08/15/ :56 DP MH A MHA MH-A MHA DP DP filg Manhole Output Summary: Overland Time (m) Local Contribution Gutter Time (m) Bas Tc (m) Intensity (/hr) Local Contrib Coeff. Area Total Design Intensity (/hr) Manhole Tc (m) Peak OUTFALL proposed pipe " culvert Turg DP DP MH A MHA MH-A MHA DP DP filg Comment Sewer Input Summary: Sewer Length Downstream Invert Elevation Loss Coefficients Given Dimensions Slope (%) Upstream Invert Manngs n Bend Loss Lateral Loss Cross Section Rise (ft or ) Span (ft or ) proposed pipe CIRCULAR " culvert CIRCULAR CIRCULAR file:///c:/users/aes engeerg/documents/report0.html 2/6

36 8/15/13 UDSEWER Math Model Interface Results: CVR 11 Bas A Outfall 08/15/ :56 Turg CIRCULAR DP CIRCULAR DP CIRCULAR MH A CIRCULAR MHA CIRCULAR MH-A CIRCULAR MHA CIRCULAR DP CIRCULAR DP CIRCULAR filg CIRCULAR Sewer Summary: proposed pipe Full Capacity Velocity (fps) Critical Depth () Velocity (fps) Depth () Velocity (fps) Normal Froude Number Condition Surcharged Length Supercritical " culvert Supercritical Supercritical Turg Pressurized DP Pressurized DP Pressurized MH A Pressurized MHA Pressurized MH-A Pressurized MHA Pressurized DP Supercritical Jump DP Pressurized filg Pressurized Comment Velocity is Too High A Froude number of 0 dicates that pressured flow occurs (adverse slope or undersized pipe). If the sewer is not pressurized, full flow represents the maximum gravity flow the sewer. If the sewer is pressurized, full flow represents the pressurized flow conditions. Sewer Sizg Summary: file:///c:/users/aes engeerg/documents/report0.html 3/6

37 8/15/13 UDSEWER Math Model Interface Results: CVR 11 Bas A Outfall 08/15/ :56 proposed pipe Peak Cross Section CIRCULAR " culvert CIRCULAR CIRCULAR Turg CIRCULAR DP CIRCULAR DP CIRCULAR MH A CIRCULAR MHA CIRCULAR MH-A CIRCULAR MHA CIRCULAR DP CIRCULAR DP CIRCULAR filg CIRCULAR Existg Calculated Used Rise Span Rise Span Rise Span Area (ft^2) Comment Existg height is smaller than the suggested height. Existg width is smaller than the suggested width. Exceeds max. Depth/Rise Existg height is smaller than the suggested height. Existg width is smaller than the suggested width. Exceeds max. Depth/Rise Existg height is smaller than the suggested height. Existg width is smaller than the suggested width. Exceeds max. Depth/Rise Existg height is smaller than the suggested height. Existg width is smaller than the suggested width. Exceeds max. Depth/Rise Calculated diameter was determed by sewer hydraulic capacity rounded up to the nearest commercially available size. Sewer sizes should not decrease downstream. All hydraulics where calculated usg the 'Used' parameters. file:///c:/users/aes engeerg/documents/report0.html 4/6

38 8/15/13 UDSEWER Math Model Interface Results: CVR 11 Bas A Outfall 08/15/ :56 Grade Le Summary: Tailwater Elevation : proposed pipe Invert Elev. Downstream Upstream Downstream Manhole Losses Bend Loss Lateral Loss HGL Downstream Upstream Downstream EGL Friction Loss Upstream " culvert Turg DP DP MH A MHA MH-A MHA DP DP filg Bend and Lateral losses only apply when there is an outgog sewer. The system outfall, sewer #0, is not considered a sewer. Bend loss = Bend K * V_fi ^ 2/(2*g) Lateral loss = V_fo ^ 2/(2*g)- Junction Loss K * V_fi ^ 2/(2*g). Friction loss is always Upstream EGL - Downstream EGL. Excavation Estimate: The trench side slope is 1.0 ft/ft The mimum trench width is 2.00 ft proposed pipe Length Wall () Beddg () Bottom Width Top Width Downstream Trench Depth Cover Top Width Upstream Trench Depth Cover Volume (cu. yd) Comment Sewer Too Shallow file:///c:/users/aes engeerg/documents/report0.html 5/6

39 8/15/13 UDSEWER Math Model Interface Results: CVR 11 Bas A Outfall 08/15/ :56 54" culvert Sewer Too Shallow Turg DP DP MH A MHA MH-A MHA DP DP filg Sewer Too Shallow Sewer Too Shallow Total earth volume for sewer trenches = 5611 cubic yards. The trench was estimated to have a bottom width equal to the outer pipe diameter plus 36 ches. If the calculated width of the trench bottom is less than the mimum acceptable width, the mimum acceptable width was used. The sewer wall thickness is equal to: (equivalent diameter ches/12)+1 ches The sewer beddg thickness is equal to: Four ches for pipes less than 33 ches. Six ches for pipes less than 60 ches. Eight ches for all larger sizes. file:///c:/users/aes engeerg/documents/report0.html 6/6

40 8/15/13 UDSEWER Math Model Interface Results: CVR 11 Bas A Outfall 08/15/ :20 System Input Summary Rafall Parameters Rafall Return Period: 5 Rafall Calculation Method: Formula One Hour Depth (): 2.60 Rafall Constant "A": 28.5 Rafall Constant "B": 10 Rafall Constant "C": Rational Method Constrats Mimum Urban Runoff Coeff.: 0.20 Maximum Rural Overland Len. : 500 Maximum Urban Overland Len. : 300 Used UDFCD Tc. Maximum: Yes Sizer Constrats Mimum Sewer Size (): Maximum Depth to Rise Ratio: 0.90 Maximum Velocity (fps): 18.0 Mimum Velocity (fps): 2.0 Backwater Calculations: Tailwater Elevation : Manhole Input Summary: OUTFALL 1 proposed pipe Ground Elevation Total Known Given Local Contribution Draage Area (Ac.) Runoff Coefficient Sub Bas Information Overland 5yr Length Coefficient Overland Slope (%) Gutter Length Gutter Velocity (fps) " culvert Turg DP file:///c:/users/aes engeerg/documents/report0.html 1/6

41 8/15/13 UDSEWER Math Model Interface Results: CVR 11 Bas A Outfall 08/15/ :20 DP MH A MHA MH-A MHA DP DP filg Manhole Output Summary: Overland Time (m) Gutter Time (m) Local Contribution Bas Tc (m) Intensity (/hr) Local Contrib Coeff. Area Total Design Intensity (/hr) Manhole Tc (m) Peak OUTFALL proposed pipe " culvert Turg DP DP MH A MHA MH-A MHA DP DP filg Comment Sewer Input Summary: Sewer Length Downstream Invert Elevation Loss Coefficients Given Dimensions Slope (%) Upstream Invert Manngs n Bend Loss Lateral Loss Cross Section Rise (ft or ) Span (ft or ) proposed pipe CIRCULAR " culvert CIRCULAR CIRCULAR file:///c:/users/aes engeerg/documents/report0.html 2/6

42 8/15/13 UDSEWER Math Model Interface Results: CVR 11 Bas A Outfall 08/15/ :20 Turg CIRCULAR DP CIRCULAR DP CIRCULAR MH A CIRCULAR MHA CIRCULAR MH-A CIRCULAR MHA CIRCULAR DP CIRCULAR DP CIRCULAR filg CIRCULAR Sewer Summary: proposed pipe Full Capacity Velocity (fps) Critical Depth () Velocity (fps) Depth () Velocity (fps) Normal Froude Number Condition Surcharged Length Supercritical " culvert Supercritical Supercritical Turg Supercritical DP Supercritical DP Supercritical Jump MH A Supercritical MHA Supercritical MH-A Supercritical MHA Supercritical DP Supercritical DP Supercritical filg Supercritical A Froude number of 0 dicates that pressured flow occurs (adverse slope or undersized pipe). If the sewer is not pressurized, full flow represents the maximum gravity flow the sewer. If the sewer is pressurized, full flow represents the pressurized flow conditions. Comment Sewer Sizg Summary: file:///c:/users/aes engeerg/documents/report0.html 3/6

43 8/15/13 UDSEWER Math Model Interface Results: CVR 11 Bas A Outfall 08/15/ :20 Peak Cross Section Existg Calculated Used Rise Span Rise Span Rise Span Area (ft^2) proposed pipe CIRCULAR " culvert CIRCULAR CIRCULAR Turg CIRCULAR DP CIRCULAR DP CIRCULAR MH A CIRCULAR MHA CIRCULAR MH-A CIRCULAR MHA CIRCULAR DP CIRCULAR DP CIRCULAR filg CIRCULAR Comment Calculated diameter was determed by sewer hydraulic capacity rounded up to the nearest commercially available size. Sewer sizes should not decrease downstream. All hydraulics where calculated usg the 'Used' parameters. Grade Le Summary: Tailwater Elevation : proposed pipe Invert Elev. Downstream Upstream Downstream Manhole Losses Bend Loss Lateral Loss file:///c:/users/aes engeerg/documents/report0.html 4/6 HGL Downstream Upstream Downstream EGL Friction Loss Upstream " culvert Turg DP DP MH A MHA MH-A

44 8/15/13 UDSEWER Math Model Interface Results: CVR 11 Bas A Outfall 08/15/ :20 MHA DP DP filg Bend and Lateral losses only apply when there is an outgog sewer. The system outfall, sewer #0, is not considered a sewer. Bend loss = Bend K * V_fi ^ 2/(2*g) Lateral loss = V_fo ^ 2/(2*g)- Junction Loss K * V_fi ^ 2/(2*g). Friction loss is always Upstream EGL - Downstream EGL. Excavation Estimate: The trench side slope is 1.0 ft/ft The mimum trench width is 2.00 ft proposed pipe Length Wall () Beddg () Bottom Width Top Width Downstream Trench Depth Cover Top Width Upstream Trench Depth Cover Volume (cu. yd) " culvert Turg DP DP MH A MHA MH-A MHA DP DP filg Comment Sewer Too Shallow Sewer Too Shallow Sewer Too Shallow Sewer Too Shallow Total earth volume for sewer trenches = 5611 cubic yards. The trench was estimated to have a bottom width equal to the outer pipe diameter plus 36 ches. If the calculated width of the trench bottom is less than the mimum acceptable width, the mimum acceptable width was used. The sewer wall thickness is equal to: (equivalent diameter ches/12)+1 ches file:///c:/users/aes engeerg/documents/report0.html 5/6

45 8/15/13 UDSEWER Math Model Interface Results: CVR 11 Bas A Outfall 08/15/ :20 The sewer beddg thickness is equal to: Four ches for pipes less than 33 ches. Six ches for pipes less than 60 ches. Eight ches for all larger sizes. file:///c:/users/aes engeerg/documents/report0.html 6/6

46 8/15/13 UDSEWER Math Model Interface Results: New UDSEWER System Module 08/15/ :44 System Input Summary Rafall Parameters Rafall Return Period: 100 Rafall Calculation Method: Formula One Hour Depth (): 2.60 Rafall Constant "A": 28.5 Rafall Constant "B": 10 Rafall Constant "C": Rational Method Constrats Mimum Urban Runoff Coeff.: 0.20 Maximum Rural Overland Len. : 500 Maximum Urban Overland Len. : 300 Used UDFCD Tc. Maximum: Yes Sizer Constrats Mimum Sewer Size (): Maximum Depth to Rise Ratio: 0.90 Maximum Velocity (fps): 18.0 Mimum Velocity (fps): 2.0 Backwater Calculations: Tailwater Elevation : 0.00 Manhole Input Summary: OUTFALL 1 Ground Elevation Total Known Given Local Contribution Draage Area (Ac.) Runoff Coefficient Sub Bas Information Overland 5yr Length Coefficient Overland Slope (%) Gutter Length Gutter Velocity (fps) DP DP DP Manhole Output Summary: file:///c:/users/aes engeerg/documents/report0.html 1/4

47 8/15/13 UDSEWER Math Model Interface Results: New UDSEWER System Module 08/15/ :44 Overland Time (m) Gutter Time (m) Local Contribution Bas Tc (m) Intensity (/hr) Local Contrib Coeff. Area Total Design Intensity (/hr) Manhole Tc (m) Peak OUTFALL DP DP DP Comment Sewer Input Summary: Sewer Length Downstream Invert Elevation Loss Coefficients Given Dimensions Slope (%) Upstream Invert Manngs n Bend Loss Lateral Loss Cross Section Rise (ft or ) Span (ft or ) DP CIRCULAR DP CIRCULAR DP CIRCULAR Sewer Summary: Full Capacity Critical Normal Velocity (fps) Depth () Velocity (fps) Depth () Velocity (fps) Froude Number Condition Surcharged Length DP Pressurized DP Supercritical DP Supercritical Jump Comment A Froude number of 0 dicates that pressured flow occurs (adverse slope or undersized pipe). If the sewer is not pressurized, full flow represents the maximum gravity flow the sewer. If the sewer is pressurized, full flow represents the pressurized flow conditions. Sewer Sizg Summary: Existg Calculated Used Peak Cross Section Rise Span Rise Span Rise Span Area (ft^2) Comment Existg height is smaller file:///c:/users/aes engeerg/documents/report0.html 2/4

48 8/15/13 UDSEWER Math Model Interface Results: New UDSEWER System Module 08/15/ :44 DP CIRCULAR DP CIRCULAR DP CIRCULAR than the suggested height. Existg width is smaller than the suggested width. Exceeds max. Depth/Rise Calculated diameter was determed by sewer hydraulic capacity rounded up to the nearest commercially available size. Sewer sizes should not decrease downstream. All hydraulics where calculated usg the 'Used' parameters. Grade Le Summary: Tailwater Elevation : 0.00 Invert Elev. Downstream Upstream Downstream Manhole Losses Bend Loss Lateral Loss HGL Downstream Upstream Downstream EGL Friction Loss Upstream DP DP DP Bend and Lateral losses only apply when there is an outgog sewer. The system outfall, sewer #0, is not considered a sewer. Bend loss = Bend K * V_fi ^ 2/(2*g) Lateral loss = V_fo ^ 2/(2*g)- Junction Loss K * V_fi ^ 2/(2*g). Friction loss is always Upstream EGL - Downstream EGL. Excavation Estimate: The trench side slope is 1.0 ft/ft The mimum trench width is 2.00 ft Length Wall () Beddg () Bottom Width Top Width Downstream Trench Depth Cover Top Width Upstream Trench Depth Cover Volume (cu. yd) Comment DP Sewer Too Shallow DP Sewer Too Shallow DP Sewer Too Shallow Total earth volume for sewer trenches = 292 cubic yards. file:///c:/users/aes engeerg/documents/report0.html 3/4

49 8/15/13 UDSEWER Math Model Interface Results: New UDSEWER System Module 08/15/ :44 The trench was estimated to have a bottom width equal to the outer pipe diameter plus 36 ches. If the calculated width of the trench bottom is less than the mimum acceptable width, the mimum acceptable width was used. The sewer wall thickness is equal to: (equivalent diameter ches/12)+1 ches The sewer beddg thickness is equal to: Four ches for pipes less than 33 ches. Six ches for pipes less than 60 ches. Eight ches for all larger sizes. file:///c:/users/aes engeerg/documents/report0.html 4/4

50 8/15/13 UDSEWER Math Model Interface Results: CVR Filg 11 B 08/15/ :48 System Input Summary Rafall Parameters Rafall Return Period: 5 Rafall Calculation Method: Formula One Hour Depth (): 1.43 Rafall Constant "A": 28.5 Rafall Constant "B": 10 Rafall Constant "C": Rational Method Constrats Mimum Urban Runoff Coeff.: 0.20 Maximum Rural Overland Len. : 500 Maximum Urban Overland Len. : 300 Used UDFCD Tc. Maximum: Yes Sizer Constrats Mimum Sewer Size (): Maximum Depth to Rise Ratio: 0.90 Maximum Velocity (fps): 18.0 Mimum Velocity (fps): 2.0 Backwater Calculations: Tailwater Elevation : 0.00 Manhole Input Summary: OUTFALL 1 Ground Elevation Total Known Given Local Contribution Draage Area (Ac.) Runoff Coefficient Sub Bas Information Overland 5yr Length Coefficient Overland Slope (%) Gutter Length Gutter Velocity (fps) DP DP DP Manhole Output Summary: file:///c:/users/aes engeerg/documents/report0.html 1/4

51 8/15/13 UDSEWER Math Model Interface Results: CVR Filg 11 B 08/15/ :48 Overland Time (m) Gutter Time (m) Local Contribution Bas Tc (m) Intensity (/hr) Local Contrib Coeff. Area Total Design Intensity (/hr) Manhole Tc (m) Peak OUTFALL DP DP DP Comment Sewer Input Summary: Sewer Length Downstream Invert Elevation Loss Coefficients Given Dimensions Slope (%) Upstream Invert Manngs n Bend Loss Lateral Loss Cross Section Rise (ft or ) Span (ft or ) DP CIRCULAR DP CIRCULAR DP CIRCULAR Sewer Summary: Full Capacity Critical Normal Velocity (fps) Depth () Velocity (fps) Depth () Velocity (fps) Froude Number Condition Surcharged Length DP Supercritical DP Supercritical DP Supercritical Comment A Froude number of 0 dicates that pressured flow occurs (adverse slope or undersized pipe). If the sewer is not pressurized, full flow represents the maximum gravity flow the sewer. If the sewer is pressurized, full flow represents the pressurized flow conditions. Sewer Sizg Summary: Peak Cross Section Existg Calculated Used Rise Span Rise Span Rise Span Area (ft^2) DP CIRCULAR DP CIRCULAR Comment file:///c:/users/aes engeerg/documents/report0.html 2/4

52 8/15/13 UDSEWER Math Model Interface Results: CVR Filg 11 B 08/15/ :48 DP CIRCULAR Calculated diameter was determed by sewer hydraulic capacity rounded up to the nearest commercially available size. Sewer sizes should not decrease downstream. All hydraulics where calculated usg the 'Used' parameters. Grade Le Summary: Tailwater Elevation : 0.00 Invert Elev. Downstream Upstream Downstream Manhole Losses Bend Loss Lateral Loss HGL Downstream Upstream Downstream EGL Friction Loss Upstream DP DP DP Bend and Lateral losses only apply when there is an outgog sewer. The system outfall, sewer #0, is not considered a sewer. Bend loss = Bend K * V_fi ^ 2/(2*g) Lateral loss = V_fo ^ 2/(2*g)- Junction Loss K * V_fi ^ 2/(2*g). Friction loss is always Upstream EGL - Downstream EGL. Excavation Estimate: The trench side slope is 1.0 ft/ft The mimum trench width is 2.00 ft Length Wall () Beddg () Bottom Width Top Width Downstream Trench Depth Cover Top Width Upstream Trench Depth Cover Volume (cu. yd) Comment DP Sewer Too Shallow DP Sewer Too Shallow DP Sewer Too Shallow Total earth volume for sewer trenches = 292 cubic yards. The trench was estimated to have a bottom width equal to the outer pipe diameter plus 36 ches. If the calculated width of the trench bottom is less than the mimum acceptable width, the mimum acceptable width was used. The sewer wall thickness is equal to: (equivalent diameter ches/12)+1 ches The sewer beddg thickness is equal to: file:///c:/users/aes engeerg/documents/report0.html 3/4

53 8/15/13 UDSEWER Math Model Interface Results: CVR Filg 11 B 08/15/ :48 Four ches for pipes less than 33 ches. Six ches for pipes less than 60 ches. Eight ches for all larger sizes. file:///c:/users/aes engeerg/documents/report0.html 4/4

54 8/16/13 UDSEWER Math Model Interface Results: CVR filg 11 Bas C Outfall 08/16/ :03 System Input Summary Rafall Parameters Rafall Return Period: 100 Rafall Calculation Method: Formula One Hour Depth (): 2.60 Rafall Constant "A": 28.5 Rafall Constant "B": 10 Rafall Constant "C": Rational Method Constrats Mimum Urban Runoff Coeff.: 0.20 Maximum Rural Overland Len. : 500 Maximum Urban Overland Len. : 300 Used UDFCD Tc. Maximum: Yes Sizer Constrats Mimum Sewer Size (): Maximum Depth to Rise Ratio: 0.90 Maximum Velocity (fps): 18.0 Mimum Velocity (fps): 2.0 Backwater Calculations: Tailwater Elevation : Manhole Input Summary: OUTFALL 1 Ground Elevation Total Known Given Local Contribution Draage Area (Ac.) Runoff Coefficient Sub Bas Information Overland 5yr Length Coefficient Overland Slope (%) Gutter Length Gutter Velocity (fps) DP Manhole Output Summary: Local Contribution Total Design file:///c:/users/aes engeerg/documents/report0.html 1/3

55 8/16/13 UDSEWER Math Model Interface Results: CVR filg 11 Bas C Outfall 08/16/ :03 Overland Time (m) Gutter Time (m) Bas Tc (m) Intensity (/hr) Local Contrib Coeff. Area Intensity (/hr) Manhole Tc (m) Peak OUTFALL DP Comment Sewer Input Summary: Sewer Length Downstream Invert Elevation Loss Coefficients Given Dimensions Slope (%) Upstream Invert Manngs n Bend Loss Lateral Loss Cross Section Rise (ft or ) Span (ft or ) DP CIRCULAR Sewer Summary: Full Capacity Critical Normal Velocity (fps) Depth () Velocity (fps) Depth () Velocity (fps) Froude Number Condition Surcharged Length DP Supercritical Comment A Froude number of 0 dicates that pressured flow occurs (adverse slope or undersized pipe). If the sewer is not pressurized, full flow represents the maximum gravity flow the sewer. If the sewer is pressurized, full flow represents the pressurized flow conditions. Sewer Sizg Summary: Peak Cross Section Existg Calculated Used Rise Span Rise Span Rise Span Area (ft^2) DP CIRCULAR Comment Calculated diameter was determed by sewer hydraulic capacity rounded up to the nearest commercially available size. Sewer sizes should not decrease downstream. All hydraulics where calculated usg the 'Used' parameters. Grade Le Summary: Tailwater Elevation : file:///c:/users/aes engeerg/documents/report0.html 2/3

56 8/16/13 UDSEWER Math Model Interface Results: CVR filg 11 Bas C Outfall 08/16/ :03 Invert Elev. Downstream Upstream Downstream Manhole Losses Bend Loss Lateral Loss HGL Downstream Upstream Downstream EGL Friction Loss Upstream DP Bend and Lateral losses only apply when there is an outgog sewer. The system outfall, sewer #0, is not considered a sewer. Bend loss = Bend K * V_fi ^ 2/(2*g) Lateral loss = V_fo ^ 2/(2*g)- Junction Loss K * V_fi ^ 2/(2*g). Friction loss is always Upstream EGL - Downstream EGL. Excavation Estimate: The trench side slope is 1.0 ft/ft The mimum trench width is 2.00 ft Length Wall () Beddg () Bottom Width Top Width Downstream Trench Depth Cover Top Width Upstream Trench Depth Cover Volume (cu. yd) Comment DP Sewer Too Shallow Total earth volume for sewer trenches = 210 cubic yards. The trench was estimated to have a bottom width equal to the outer pipe diameter plus 36 ches. If the calculated width of the trench bottom is less than the mimum acceptable width, the mimum acceptable width was used. The sewer wall thickness is equal to: (equivalent diameter ches/12)+1 ches The sewer beddg thickness is equal to: Four ches for pipes less than 33 ches. Six ches for pipes less than 60 ches. Eight ches for all larger sizes. file:///c:/users/aes engeerg/documents/report0.html 3/3

57 8/15/13 UDSEWER Math Model Interface Results: CVR filg 11 Bas C Outfall 08/15/ :51 System Input Summary Rafall Parameters Rafall Return Period: 5 Rafall Calculation Method: Formula One Hour Depth (): 1.43 Rafall Constant "A": 28.5 Rafall Constant "B": 10 Rafall Constant "C": Rational Method Constrats Mimum Urban Runoff Coeff.: 0.20 Maximum Rural Overland Len. : 500 Maximum Urban Overland Len. : 300 Used UDFCD Tc. Maximum: Yes Sizer Constrats Mimum Sewer Size (): Maximum Depth to Rise Ratio: 0.90 Maximum Velocity (fps): 18.0 Mimum Velocity (fps): 2.0 Backwater Calculations: Tailwater Elevation : Manhole Input Summary: OUTFALL 1 MH 1 SWR 1-1 Ground Elevation Total Known Given Local Contribution Draage Area (Ac.) Runoff Coefficient Sub Bas Information Overland 5yr Length Coefficient Overland Slope (%) Gutter Length Gutter Velocity (fps) Manhole Output Summary: Local Contribution Total Design file:///c:/users/aes engeerg/documents/report0.html 1/3

58 8/15/13 UDSEWER Math Model Interface Results: CVR filg 11 Bas C Outfall 08/15/ :51 Overland Time (m) Gutter Time (m) Bas Tc (m) Intensity (/hr) Local Contrib Coeff. Area Intensity (/hr) Manhole Tc (m) OUTFALL MH 1 SWR Peak Comment Sewer Input Summary: Sewer Length Downstream Invert Elevation Loss Coefficients Given Dimensions Slope (%) Upstream Invert Manngs n Bend Loss Lateral Loss Cross Section Rise (ft or ) Span (ft or ) MH 1 SWR CIRCULAR Sewer Summary: MH 1 SWR 1-1 Full Capacity Velocity (fps) Critical Depth () Velocity (fps) Depth () Velocity (fps) Normal Froude Number Condition Surcharged Length Supercritical Comment A Froude number of 0 dicates that pressured flow occurs (adverse slope or undersized pipe). If the sewer is not pressurized, full flow represents the maximum gravity flow the sewer. If the sewer is pressurized, full flow represents the pressurized flow conditions. Sewer Sizg Summary: Peak Cross Section Existg Calculated Used Rise Span Rise Span Rise Span Area (ft^2) MH 1 SWR CIRCULAR Comment Calculated diameter was determed by sewer hydraulic capacity rounded up to the nearest commercially available size. Sewer sizes should not decrease downstream. All hydraulics where calculated usg the 'Used' parameters. Grade Le Summary: file:///c:/users/aes engeerg/documents/report0.html 2/3

59 8/15/13 UDSEWER Math Model Interface Results: CVR filg 11 Bas C Outfall 08/15/ :51 Tailwater Elevation : MH 1 SWR 1-1 Invert Elev. Downstream Upstream Downstream Manhole Losses Bend Loss Lateral Loss HGL Downstream Upstream Downstream EGL Friction Loss Upstream Bend and Lateral losses only apply when there is an outgog sewer. The system outfall, sewer #0, is not considered a sewer. Bend loss = Bend K * V_fi ^ 2/(2*g) Lateral loss = V_fo ^ 2/(2*g)- Junction Loss K * V_fi ^ 2/(2*g). Friction loss is always Upstream EGL - Downstream EGL. Excavation Estimate: The trench side slope is 1.0 ft/ft The mimum trench width is 2.00 ft MH 1 SWR 1-1 Length Wall () Beddg () Bottom Width Top Width Downstream Trench Depth Cover Top Width Upstream Trench Depth Cover Volume (cu. yd) Comment Sewer Too Shallow Total earth volume for sewer trenches = 210 cubic yards. The trench was estimated to have a bottom width equal to the outer pipe diameter plus 36 ches. If the calculated width of the trench bottom is less than the mimum acceptable width, the mimum acceptable width was used. The sewer wall thickness is equal to: (equivalent diameter ches/12)+1 ches The sewer beddg thickness is equal to: Four ches for pipes less than 33 ches. Six ches for pipes less than 60 ches. Eight ches for all larger sizes. file:///c:/users/aes engeerg/documents/report0.html 3/3

60 Appendix D Grass Swell Calculations and Design

61 Appendix D: Grass Swale Design and Calculations Sub-bas A2 contas flows from CVR Filg 7 and flow from the open space Track C. The proposed grass swale will tercept sheet flow from Sub-bas A2 and direct the flow to the let between Lots #120 and #121 and from there be directed ultimately to proposed detention pond 512. Below Table 1 are the flow rates for mor and major storm events for Sub-bas A2. Table 1. Subbas ID Offsite A2 Sub-bas A2 Description with Mor and Major Storm Events Rates. Concentrated Overland Area Imperviousness Length Slope Length Slope (acre) (%) (%) (%) Q 5 Q The proposed grass swale will be 12 ft wide at bottom with side slope ratio of 4 to1. Usg the Manng calculation, shown below, the flow velocity is approximately 3 fps which is below the allowable antierosion velocity maximum for C/D soil of 4.5 fps. Sub-bas A13 is approximately 7.19 acres and is found southwest of CVR Filg 10. The proposed grass swale will tercept the sheet flow from Sub-bas A-13 and direct the flow toward the let between Lots #121 and #120 on Filg 10. Below Table 2 are the flow rates for mor and major storm events for Sub-bas A13.

62 Table 2. Subbas ID Offsite A13 Sub-bas A13 Description with Mor and Major Storm Events Rates. Concentrated Overland Area Imperviousness Length Slope Length Slope (acre) (%) (%) (%) Q 5 Q The proposed grass swale will be 12 ft wide at bottom with side slope ratio of 4 to1. Usg the Manng calculation as shown below, the flow velocity is approximately 3 fps which is below the maximum allowable anti-erosion velocity for C/D soil of 4.5 fps.