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Home My WebLink AboutDrainage Reports - 06/10/2011 (2)City of Ft. Collins Approved Approved By c /z� it Date :fits 19 OLD TOWN SQUARE SUITE 238 FORT COLLINS CO 80524 970-419-4344 Final Drainage and Erosion Control Report for Water's Edge Fort Collins, Colorado April 9, 2010 (Revised June 10, 2011) Apri19, 2010 (Revised: June 10, 2011) Mr. Basil Hamdan City of Fort Collins Water Utilities --Storm water 700 Wood Street Fort Collins, Colorado 80521 RE: Final Drainage and Erosion Control Report for Water's Edge Dear Basil: We are pleased to submit to you, for your review and approval, this Final Drainage and Erosion Control Report for Water's Edge. All computations within this report have been completed in compliance with the City of Fort Collins Storm Drainage Design Criteria. The Engineer of Record Status has changed, and thus the report cover has been revised to reflect this change. We appreciate your time and consideration in reviewing this submittal. Please call if you have any questions. Respectfully, ASPEN ENGINEERING Prepared by: John Gooch, P.E. Principal TABLE OF CONTENTS DESCRIPTION PAGE I. GENERAL LOCATION AND DESCRIPTION 5 A. LOCATION 5 B. DESCRIPTION OF PROPERTY 5 II. DRAINAGE BASINS 5 A. MAJOR BASIN DESCRIPTION 5 B. SUB -BASIN DESCRIPTION 7 III. DRAINAGE DESIGN CRITERIA 7 A. REGULATIONS 7 B. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS 8 C. HYDROLOGIC CRITERIA 8 D. HYDRAULIC CRITERIA 8 E. VARIANCE 8 IV. DRAINAGE FACILITY DESIGN 8 A. GENERAL CONCEPT 8 B. SPECIFIC DETAILS 9 C. DETENTION PONDS 15 D. SWMM MODEL 17 E. STREET CAPACI TIES 17 V. STORM WATER QUALITY 17 A. GENERAL CONCEPT 17 B. SPECIFIC DETAILS 17 VI. EROSION CONTROL A. GENERAL CONCEPT 18 VII. CONCLUSIONS A. COMPLIANCE WITH STANDARDS 19 B. DRAINAGE CONCEPT 19 C. STORM WATER QUALITY 19 D. EROSION CONTROL CONCEPT 19 REFERENCES 20 APPENDIX PAGE VICINITY MAP A RATIONAL METHOD HYDROLOGY & BASIN 61 HISTORIC B DRAINAGE CALCULATIONS SWMM EXHIBIT & SWMM MODEL C WQCV DETENTION POND DESIGN, RATING CURVES, POND ORIFICE SIZING D UDSEWER (PIPE SIZING) CALCULATIONS E UDINLET & STREET CAPACI I1ES F RIPRAP SIZING & OVERFLOW WEIR SIZING G SWALE SIZING, PERMANENT EROSION CONTROL CALCULATIONS, H & EROSION CONTROL ESCROW CALCULATIONS HISTORIC DRAINAGE BASIN MAP, PROPOSED DRAINAGE BASIN MAP (From Inter -Mountain Engineering, July, 2000), and PROPOSED DRAINAGE EXHIBIT (Aspen Engineering) FINAL DRAINAGE AND EROSION CONTROL REPORT FOR WATER'S EDGE FORT COLLINS, COLORADO I. GENERAL LOCATION AND DESCRIPTION A. Location Water's Edge is bounded to the north by Serramonte Highlands, to the east by County Road 11 (Turnberry Road), to the south by Richard's Lake Filing 1, and to the west by Hearthfire PUD. The Water's Edge site can also be described as situated in the southwest quarter of the northeast quarter of Section 34, Township 7 North, Range 69 West of the 6th P.M., of the City of Fort Collins, Larimer County, Colorado, and comprises approximately 108.5 acres (see vicinity map Appendix A). B. Description of Property Water's Edge consists of 180 single-family/patio homes, 26 estate lots, 82 single- family attached units, 57 single-family alley -load units, and 48 condo units on approximately 108.5 acres of land, which is currently fallow agricultural land. The topography of Water's Edge generally slopes northwest to east/southeast at varying slopes from 1.0 percent to 2.0 percent. H. DRAINAGE BASINS A. Major Basin Description The Water's Edge development lies within the Cooper Slough Drainage Basin. The Cooper Slough Drainage Basin generally flows north to south and ultimately drains into the Larimer and Weld County Canal. There are five major existing drainage basins (Basins D1-D5 from Richard's Lake PUD Master Drainage Study, July 2000, SWMM Model-- See Appendix D) that contribute to the current storm runoff for Richards Lake Filings 1 and 2. It is important to note that this previous study accounted for the developed condition of the basins, not the historic condition. Aspen Engineering has updated basins Di and 5 D3 to reflect the proposed development of Water's Edge as well as accounting for any contributing runoff from Richard's Lake Filing 1 (to the south), Hearthfire PUD (to the northwest) and a portion of County Road 11 (to the east). The basin updates can be seen in the provided SWMM Exhibit in Appendix C. Existing Condition: The revised Richard's. Lake PUD Master Drainage Study from July, 2000, shows Basin D 1 conveying the majority of storm runoff to existing Pond 1 (located at the northwest comer of the intersection of County Road 11 and Brightwater Drive). Basin D2 conveys its storm flows to existing Pond 2 (located at the northwest comer of the intersection of County Road 11 and Richard's Lake Road). Basin D3 conveys its runoff to future Pond 3 (to be located in the southwest corner of Waters Edge). Basin D4 conveys its runoff to existing Pond 4 (located in the west corner of Richard's Lake Filing 1). Basin D5 conveys its flows to existing Pond 5 (located at the southwest corner of the intersection of County Road 11 and Brightwater Drive). Please see excerpt in Appendix D from Inter -Mountain Engineering for previous "Developed Drainage Plan". (Ponds 1 and 3 from the Master Drainage Study will be called Ponds 110 and 300 respectively in this report to refer to their developed condition with the development of Water's Edge.) Currently, Ponds 1, 5, and 2 provide their own water quality. Pond 1 provides approximately 40 acre-feet of storage (two times the required detention volume) because no release from Pond 1 is allowed. Ponds 5 and 2 are allowed to release 1.0 cfs and 2.0 cfs respectively. The release from existing Ponds 5 and 2 is conveyed south, along the west side of County Road 11, in an existing 24" RCP. The existing 24" RCP turns southeast at the intersection of County Road 52 and County Road 11 and continues east along the south side of County Road 52, where an existing inlet from the County Road 52 Underpass adds flows to the pipe. The combined flows continue east and ultimately drain to the No. 8 Ditch. It is important to note that the ponds function independently of each other and are not connected, but do drain into the same 24" RCP as mentioned above. Pond 4 provides water quality and detention for the west side of Richard's Lake Filing 1, and is allowed to release 96 cfs into Richard's Lake. Pond 3 (from the Master Drainage Study) will be developed with the Water's Edge project and will be called Pond 300. Pond 300 will release at 38 cfs, which is under the 100-year allowable discharge of 41 cfs into Richard's Lake, in accordance with the revised "Richard's Lake PUD Master Drainage Study, July 2000." It is important to note that the developer has been granted permission by the Windsor Reservoir Canal Company to provide a total release rate of 4.5 cfs between Ponds 1, 6 5, and 2. Therefore, Aspen Engineering plans to leave the release from Ponds 5 and 2 the same, thus allowing Pond 1 (Pond 110 in Water's Edge SWMM Model) to release 1.5 cfs. Water's Edge will provide water quality and detention in Ponds 110 and 300, and will also utilize Ponds 101, 201, 301, and 501 for detention. Pond 101 will also serve as a holding area in the event ELCO Water District has to drain their storage tank north of the Water's Edge site. The pond will provide enough volume for ELCO to release 2000 gpm for approximately 6 hours. ELCO has stated that in this rare case, personnel response time is within the first hour so no issues with this are anticipated. The major basins mentioned above can be seen in the excerpt from the "Master Drainage Study, July 2000", as well as the revised basins found in the Drainage Exhibit, both of which are in Appendix I. B. Sub -Basin Description Sixty-three basins provide drainage patterns on and through the subject site and can be seen on the provided Drainage Exhibit in Appendix I. The sixty-three basins account for approximately 139.3 acres, of which the platted Water's Edge site accounts for approximately 108.5 acres. The additional 30.8 acres have been accounted for in the SWMM model and also the rational calculations, in accordance with the "Master Drainage Study, July 2000". MODSWMM was used to model the Ponds and the results can be found in Appendix C. III. DRAINAGE BASIN CRITERIA A. Regulations Since the Water's Edge site is located in the Cooper Slough Drainage Basin in the City of Fort Collins, the criteria is to detain the 100-year developed stormwater runoff and release at a discharge rate set by the Windsor Reservoir Canal Company. The Urban Storm Drainage Manual (published by the Urban Drainage and Flood control District — Denver, Colorado), the City of Fort Collins Storm Drainage Design Criteria, and MODSWMM have been used to calculate the stormwater runoff and design the storm water facilities for this site. At this time, 4.5 cfs will be the cumulative stormwater release rate for detention Ponds 1, 2, and 5 of the Master Plan. As mentioned above, Ponds 1, 2, and 5 were built with Richard's Lake Filing 1. Water's Edge will infill Pond 1 thus creating Pond 110. Ponds 300, 101, 201, 301, and 501 will also be constructed to provide the required water quality and detention for both on and offsite basins, in accordance 7 with the revised "Richard's Lake Master Drainage Study, July 2000" and the proposed SWMM model in Appendix I. B. Development Criteria Reference and Constraints The criteria and constraints from the City of Fort Collins will be met. C. Hydrologic Criteria The Rational Method for determining surface runoff was used for the project site. The 2-year and 100-year storm event intensities were used in calculating runoff values. The City of Fort Collins intensity duration frequency curves were used to obtain rainfall data for each storm specified. Detention pond sizing was computed using MODSWMM. The water quality for the ponds was computed using the Water Quality Capture Volume equation from the Urban Storm Drainage Criteria Manual, Volume 3. These calculations and criteria are included in Appendices B, C, and D of this report. D. Hydraulic Criteria All hydraulic calculations within this report have been prepared in accordance with the City of Fort Collins Drainage Criteria and are also included in the Appendix. Pipe sizing was computed using UDSewer. Inlets and streets capacities were calculated using UDlnlet. E. Variance No variances are being requested. IV. DRAINAGE FACILITY DESIGN A. General Concept The majority of the runoff produced by the 108.5-acre Water's Edge development and approximately 30.8 acres of offsite development flows via curb and gutter, cross - pans, swales, inlets, and storm pipe to the proposed detention ponds located at the northwest, northern, southwest, and southeast corners of the site Pond 300 (southwest corner of the site) will provide approximately 1.5 acre-feet of detention and 0.36 acre-feet of water quality and will discharge at 38 cfs to Richard's Lake. The allowable release, in accordance with the Master Drainage Study, is 41 cfs. Therefore, 2 cfs from a control structure at the southwest corner of the site will add to the 38 cfs from Pond 300. This combined 40 cfs flow will be released into 8 Richard's Lake. One cfs will also be released from a second control structure, just east of the first control structure, thus providing a cumulative release into Richard's Lake of 41 cfs. It is important to note that the runoff from lots 300-305 will be held to the historic release rate for one single lot. The 100-year historic runoff from lots 300-305 is 3.74 cfs. The provided release rate with the Water's Edge improvements will be 0.62 cfs (1/6 of the 100-year historic rate). Water quality will be provided for in the proposed grass -lined swale. An orifice control structure will be located at the downstream convergence point, reducing the 100-year historic rate onto Richard's Lake Filing 1, by 3.12 cfs. Ponds 101, 201, 301 and 501 will provide approximately 4.9 acre-feet of detention and will have controlled releases that will flow to Pond 110. Pond 110 (southeast comer of the site) will provide approximately 23.9 acre-feet of detention and 2.26 acre-feet of water quality and will release at 1.5 cfs into the existing 24" RCP running south along the west side of County Road 11. The existing 24" RCP gathers controlled releases from Ponds 2 & 5 (of Richard's Lake Filing 1) and Pond 110 and conveys the flows east and into the No. 8 Ditch. B. Specific Details Water's Edge contains approximately 108.5 acres. The site and some offsite areas have been broken into 63 drainage basins. It is important to note that the revised Master Drainage Study from July 2000, by Inter -Mountain Engineering, showed 108.52 acres (Basin D1 on Developed Drainage Plan Exhibit) draining to Pond 1. Water's Edge development has taken into account some offsite drainage from the Hearthfire PUD subdivision, which was not shown in the Master Plan Study. This additional area, along with additional area from basin D3 (of the Masterplan Study) now provides approximately 107.6 acres being conveyed to Pond 1 (Pond 110). Basin D3 (16.56 acres from the Masterplan Study) is now called basin 300 in the SWMM Model and will contribute 19.69 acres to Pond 300. This provides a slight reduction in the area of basin D4, which is routed to Pond 4 of Richard's Lake Filing 1. Therefore, Aspen Engineering has updated data for previous basins D 1 (Basins 100, 200, 400, 401, 501, 600, 601, 700, 800, 801, 900, and 901-903 in new model), D3 (Basin 300 in new model) and input this data into MODSWMM to resize Pond 110, and create Ponds 300, 101, 201, 301 and 501. The results can be seen in Appendix C. Ponds 101, 201, 301, and 501 will detain flows from the north portions of the site and will have controlled releases varying from 2.0 cfs to 5.0 cfs. The release from these ponds will be conveyed east via storm drain pipe and combine with flows from both central and eastem basins in route to Pond 110. Pond 110 will release 1.5 cfs into the existing 24" RCP running south along County Road 11. The release from Pond 110 9 will combine with the 1.0 cfs and 2.0 cfs releases from existing Ponds 5 and Pond 2 respectively, and will then be conveyed east and into the No. 8 ditch. Pond 300 will detain flows from basins in the southwest comer of the site, along with two proposed control structures (Type C inlets w/ orifice control plates) along the south property line, which will release 2 cfs and 1 cfs respectively (basins 51 & 52). The combined release from Pond 300 and the two control structures will be 41 cfs into Richard's Lake, in accordance with the revised "Richard's Lake PUD Master Drainage Study, July 2000". It is important to note that the runoff from the back -of - lots (basins 51 & 52) will be conveyed via grass -lined swales to proposed control structures. The combination of the grass -lined swales and control structures will address water quality and detention, prior to runoff entering Richard's Lake. Basin 60 will remain in its historic state (native grass), and therefore, will be allowed to sheet flow into Richard's Lake. Basin 61 will see slightly increased runoff due to hard area from the homes. Therefore, a grass -lined swale and orifice control structure will be added at the southwest corner of basin 61 to maintain the historic runoff rate from the basin. Basins 1-4 Basins 1 and 2 convey their flows overland, then along Morningstar Drive towards design points 1 and 2, where two 5'Type R Inlets (in sump) capture the 100-yr flows from Basins 1 and 2. The captured flows are conveyed north and into Pond 101. Basins 3 and 4 make up Pond 101, and add to that from basins 1-2. An outlet structure (Type C inlet w/ 5.36" diameter orifice) in Pond 101 provides detention for basins 1-4 and has a controlled release of 2 cfs into the proposed storm drain, running east down Morningstar Drive. A Type C Inlet will be installed at the 100-year WSEL to provide emergency overflow protection for this region. Basins 5-9 Basins 5 and 6 convey their flows overland, then along Morningstar Drive towards design points 5 and 6, where a 10'Type R Inlet and 5' Type R Inlet (in sump) capture the 100-yr flows from Basins 5 and 6 respectively. Likewise, Basins 7, 8, and 9 convey their flows overland, then north along Brightwater Drive towards design points 7 and 9, where a 15' Type R Inlet (design point 7) and a 5'Type R Inlet (design point 9), both in sump, capture the 100-yr flows from Basins 7-9. Runoff from basins 5-9 combines with flows from basins 1-4 at design point 9A, and continues east in the proposed storm drain towards design point 19A. Basins 10-14 Basin 10 (Future Park) conveys its flow overland, and then north along Parkside Drive towards design point 10. A 4' concrete sidewalk culvert will be installed at design point 10 to convey runoff under the sidewalk and into the curb and gutter in Parkside Drive. Runoff from basin 11 combines with that from basin 10 and continues north along Parkside Drive towards design point 12. The runoff from 10 basins 10-13 combine at the Morningstar/Parkside intersection, and is directed east along the south side of Morningstar Way. The 100-yr runoff is captured by a 10-unit Type 13 Combination Inlet (on -grade) at design point 13. Meanwhile, runoff from basin 14 is conveyed overland and east along the north side of Morningstar Way towards design point 14, where a 6-unit Type 13 Combination Inlet (on -grade) captures the 100-yr flow from basin 14. The runoff from basins 10-14 combines with the runofffrom basins 1-9 at design point 13A and continues east in the storm drain in Morningstar Way. Basins 15-18 Basins 15-18 convey their flows overland and towards their respective design points, where a 20' Type R, 5' Type R, Type C, and 5' Type R Inlet (all in sump) capture the 100-yr flows at design points 15-18 respectively. The combined flow from basins 15-18 is routed north in the proposed storm drain in Fleet Drive until it combines with the flow from basins 1-14 at design point 13B. Here, the runofffrom basins 1- 18 is routed east in the proposed storm drain in Morningstar Way. Basins 23-28 Basins 23-24 and 26-27 convey their flows overland and along Brightwater Drive and Companion Way towards their respective design points. Meanwhile, basin 25 conveys its flow overland into the detention pond at design point 25. It is important to note that the invert of the pipe at design point 25 was purposely set 0.2' above the bottom of pond to provide not only water quality, but also a wetland appearance. The 100-yr runoff from basins 23 and 24 continues east along Companion Way, where it combines runoff from basins 26 & 27. The 100-yr flow from basins 26 and 27is routed east along Companion Way, where it is captured by 5-unit Type 13 Combination Inlets (5 units at each design point). The runofffrom basin 26-27 combines in the storm drain and is routed south and into the east end of Pond 201 (Basin 28). The runoff from basin 25 is routed east and combines with that from basin 23-24 & 26-28 in the east end of Pond 201. A flared - end -section with orifice plate provides a controlled release of 5 cfs out of Pond 201 (design point 28). A Type C Inlet will be installed at the 100-year WSEL to provide emergency overflow protection for this region. Basins 29-33 Basins 29 and 30 convey runoff to their respective design points, where 7-unit Type 13 Combination Inlets (7-units at each design point) capture the 100-yr flows from the basins. The combined flow is routed south and into the east end of Pond 301. Meanwhile, basins 31-33 convey their flows overland towards their respective design points. Basins 31-33 are inter -linked by storm drain and compose Pond 301-. The runoff from basins 29-33 ultimately combines in the east end of Pond 301, where a 11 flared -end -section with orifice plate provides a controlled release of 3 cfs out of Pond 301 (design point 33). A Type C Inlet will be installed at the 100-year WSEL to provide emergency overflow protection. It is important to note that the invert of the pipe at design point 31 was purposely set 2' above the bottom of pond to provide not only water quality, but also a wetland appearance. The controlled releases from Ponds 201 and 301 combine in the proposed storm drain and are routed south towards design point 13C. Here, the flow from basins 23-33 combines with that from basins 1-18, and is routed east in the proposed storm drain. Basins 20-22, 34-35 Basins 20 and 22 convey their flows overland and south along Helmsman Street. The runoff from basin 20 combines with the runoff from basin 21 and continues south along the west side of Helmsman Street. The runoff from basins 20-22 combine at the intersection of Helmsman Street and Morningstar Way, and are routed east along the north side of Morningstar Way, where a 10-unit Type 13 Combination Inlet (on - grade) captures the 100-yr flow at design point 22. Meanwhile, runoff from basins 34 and 35 is routed overland and south towards design point 35 (Pond 501). Pond 501 detains the flows from basins 34-35, through a flared -end -section with orifice control. The flared -end -section with orifice plate provides a controlled release of 5 cfs out of Pond 501 (design point 35). A Type C Inlet will be installed at the 100-year WSEL to provide emergency overflow protection for this region. The controlled release from Pond 501(basins 34-35) combines with the flow from basins 20-22 in the proposed storm drain and is routed south towards design point 13D. Here, the flows from basins 1-18, and 20-35 combine and continue east in the proposed storm drain in Morningstar Way. Basins 19, 36, 37, Basin 19 conveys its flow overland and then east along the south side of Morningstar Way. Basins 36 and 37 convey their flows overland and north along Longboat Way, where they combine with the flow from basin 19. The combined flow from basins 19, 36, and 37 is routed east along the south side of Morningstar Way, where a 5-unit Type 13 Combination Inlet (on -grade) captures the 100-yr flow. The flow from basins 19, 36, and 37 combines with the flow from basins 1-18, and 20-35, at design point 13E, and is routed south and into Pond 110 (basin 58). Basins 38-42 Basins 38-40 convey their flows overland and south down Daysailor and Outrigger Way. The runoff from basins 38-40 combines along the north side of Morningstar Way and is routed east towards design points 40. Meanwhile, basin 41 conveys its 12 runoff south along the west side of Turnberry Road towards design point 41. The flows from basins 38-41 combine at design points 40/41, where a 30' Type R Inlet (in sump) captures the 100-yr flow. Basin 42 conveys its flow east along the south side 'of Morningstar Way to design point 42, where a 20' Type R Inlet (in sump) captures the 100-yr flow from basin 42. The flow from basins 38-42 combines in the proposed storm drain and is routed south and into Pond 110. Basins 43-44 Basin 43 conveys its flow overland and down Bamswallow Circle, where a 5' Type R Inlet (in sump) captures the flow from basin 43 and conveys it northeast in the proposed storm drain. Meanwhile, basin 44 conveys its flow overland and to a proposed area inlet (Type C Inlet) at design point 44, where the flow is captured and combines with that from basin 43 in the proposed storm drain. The combined flow from basins 43-44 is routed east and into detention Pond 300. Basins 45-47 Basins 45-47 convey their flows overland and ultimately to design points 45 and 47, where two 10' Type R Inlets (in sump) capture the flow from basins 45-47. The combined flow from basins 45-47 is routed east and into detention Pond 300. Basins 48-49 Basins 48 and 49 convey their flows overland and ultimately to design points 48 and 49, where a 15' Type R Inlet and a 10' Type R Inlet (in sump) capture the flow from basins 48 and 49 respectively. The combined flow from basins 48 and 49 is routed northwest and into detention Pond 300. Basin 50 Basin 50 conveys its flow overland and into Pond 300, which is contained within basin 50. Here, the flows from basins 38-50 are detained. An outlet structure with orifice control in Pond 300 will releases 38 cfs into the proposed storm drainrunning south towards Richard's Lake. Basins 51-52 Basins 51-52 will convey their runoff towards their respective design points, where control structures will detain flows from the basins. The control structures will be Type C Inlets with orifice control plates bolted inside the structures. The structure at design point 51 will discharge 2 cfs, while the structure at design point 52 will discharge 1 cfs. The 38 cfs discharge from Pond 300 will flow southwest in the proposed storm drain and combine with the 2 cfs controlled flow at design point 51. The 40 cfs flow will 13 continue southwest and into Richard's Lake. The 1 cfs controlled flow from basin 52 will also enter Richard's Lake, thus increasing the total release into Richard's Lake to 41 cfs, in accordance with the revised Richard's Lake PUD Master Drainage Study, July 2000. The use of sod/grass-lined swales prior to the structures will allow pollutants to settle out, thus providing water quality for the region. Basins 60-62 Basin 60 will remain in its historic state of native grasses and will continue its historic drainage pattern of overland flow south and into Richard's Lake. Basin 61 will see slightly increased runoff, due to the homes. Therefore, a grass -lined swale and an orifice control structure will be provided at the southwest corner of the basin to maintain historic runoff from the basin onto Richard's Lake Filing 1 property, as historically occurs. Runoff from lots 300-305 will be held to the historic release rate for one single lot. The 100-year historic runoff from lots 300-305 is 3.74 cfs. The provided release rate with the Water's Edge improvements will be 0.62 cfs (1/6 of the 100-year historic rate). Water quality will be provided for in the proposed grass -lined swale. The orifice control structure will be located at the downstream convergence point, reducing the 100-year historic rate onto Richard's Lake Filing 1, by 3.12 cfs. This runoff will continue to enter the existing pond within Filing 1, and eventually into Richard's Lake, as historically occurs (see calculations and exhibit in back of Appendix B). Basin 62 will convey flows to the east, as historically occurs with the flows assumed to 100% infiltrated due to flat existing grades along the lease road. Should an overflow condition occur, the runoff will flow south down Turnberry Road and into the proposed 30' Type R inlet, though this is not likely. Basins 53, 54, 59 Basins 53 and 54 convey their flows overland and along Brightwater Drive towards design point 54, where an existing 20' Type R Inlet (in sump) captures the flow from basins 53-54. Meanwhile, basin 59 conveys it flow overland and east along Brightwater Drive. The flow from basin 59 adds to the area from the Richard's Lake Filing 1 subdivision (south side of Brightwater Drive) and is routed east and into an existing 30' Type R Inlet on the south side of Brightwater Drive. The flow from basins 53-54, 59, and that from Brightwater Drive of Richard's Lake Filing I, is conveyed east in the proposed storm drain and then northeast and into detention Pond 110. It is important to note that the existing 43" x 68" HERCP conveying the flows into Pond 110 will have to be relocated and extended due to the site layout and re- grading of Pond 110. Basins 55-57 Basins 55 and 56 convey their flows overland and along Brightwater Drive towards design point 56, where an existing 20' Type R Inlet (in sump) captures the 100-yr flow and routes the water north and into Pond 110. 14 Meanwhile, basin 57 conveys its flow south along the west side of County Road 11 (Turnberry Road) towards design point 57. A proposed 5' Type R Inlet (in sump) captures the 100-yr flow, at design point 57, and conveys the flow north and into detention Pond 110. Basin 58 Basin 58 conveys its flow overland and into Pond 110, which is contained within basin 58. Pond 110 provides total water quality and most of the detention for basins 1-42, 53-59, and OS 1, while also passing through the controlled releases from Ponds 101, 201, 301, and 501. Previously, Pond 110 (Pond 1 from Richard's Lake Filing 1) was not allowed any release, but will now release 1.5 cfs with the Water's Edge Development. The 1.5 cfs will be released into an existing 24" RCP running south along County Road 11. Ponds 5 and 2 of Richard's Lake Filingl also release 1.0 cfs and 2.0 cfs respectively into the 24" RCP, thus meeting the allowable cumulative release of 4.5 cfs between the three ponds, set by the Windsor Reservoir Canal Company. A copy of the agreement has been provided with a previous submittal, and can be re -submitted upon request. C. Detention Ponds Pond 110 Detention Pond 110 (southeast pond) will provide approximately 23.9 acre-feet of detention and 2.26 acre-feet for water quality. Pond 110 provides all of the water quality and the majority of detention for basins 1-42, 53-59, and OS1 and also passes through the controlled releases from Ponds 101, 201, 301, and 501(see SWMM Exhibit in Appendix C). The 100-year water surface elevation is approximately 5059.54. One and one-half foot of freeboard has been provided for Pond 110. Pond 110 will release 1.5 cfs into the existing 24" RCP running south along the west side of County Road 11. The existing 24" RCP gathers controlled releases from Ponds 2 & 5 (of Richard's Lake Filing 1) and Pond 110 and conveys the flows east and into the No. 8 Ditch. In the event the outlet structure for Pond 110 becomes plugged, 125'of the sidewalk along the west side of Turnberrry Road (southeast corner of Pond 110) will serve as the overflow weir for the Pond 110, releasing flows onto County Road 11. The outlet elevation for the spillway is equal to finished grade of the sidewalk, which is approximately 5060.6, with the top of weir being 5061.60. It is important to note that Pond 110 currently provides 40 acre-feet of volume, due to no release allowed from the pond. An agreement has been made with the Windsor Reservoir Canal Company to allow a cumulative release of 4.5 cfs between Ponds 5, 15 2, and 110. Therefore, Pond 110 will release 1.5 cfs and will be in -filled to accommodate housing around the pond and increase aesthetics of the area. Pond 300 Detention Pond 300 (southwest pond) will provide approximately 1.5 acre-feet of detention and 0.36 acre-feet of water quality. Pond 300 will provide water quality and detention for basins 43-50, and will release at 38 cfs. It is important to note that two secondary outlet control structures will be placed at design points 51 and 52, thus adding 3 cfs to the release from Pond 300, and making the total release into Richard's Lake 41 cfs, in accordance with the revised Richard's Lake PUD Master Drainage Study, July 2000. The 100-year water surface elevation for Pond 300 is 5085.45, and the freeboard elevation of the pond is 5086.45. In the event the outlet structure for the pond becomes plugged, an emergency overflow inlet located south of the outlet structure and on the special manhole, will release flows south and into Richard's Lake. The outlet elevation for the spillway is set at 5086.14. Ponds 101, 201, 301 & 501 Detention Ponds 101, 201, 301, and 501 will provide approximately 4.9 acre-feet of detention. Each pond will have a controlled release varying from 2.0 cfs to 5.0 cfs (see SWMM Model). The controlled releases will enter the proposed storm drain line running east down Morningstar Drive and will ultimately pass through Pond 110 and enter the No. 8 Ditch. It is important to note that Pond 101 can provide approximately 4.1 acre-feet of detention, though only 1.6 acre-feet is required and accounted for in the SWMM model. The extra detention volume provided allows ELCO Water District to drain their water tank (located north of Water's Edge) when required. The pond will provide the necessary volume for ELCO to do so, but will not be oversized to accommodate both stormwater detention and the draining of ELCO's water tank. Ponds 101, 201, 301, and 501 are not required to provide freeboard per Basil Hamdan, because 1.5' of freeboard is provided at the downstream catch point (Pond 110). However, all building pads adjacent to Ponds 101, 201, 301, and 501 must be a minimum of 1' above the high water elevation of Ponds 101, 201, 301, and 501. In the event the orifices for the ponds become plugged, Type C grated inlets will be placed at the 100-yr WSEL's and will release flows south and into the proposed storm drain running east in Morningstar Drive. It is important to note that the pipe system can handle the overflow conditions, as seen by the hydraulic grade lines. 16 D. SWMM Model In order to analyze the detention ponds within Water's Edge development, the Urban Drainage Districts MODSWMM routing computer model was used. Please refer to the attached SWMM Exhibit in Appendix C for particular details. E. Street Capacities The street capacities for Water's Edge were calculated using the urban drainage spreadsheet for street capacities and can be seen in Appendix F. The proposed local, connector, and collector street designs, within the subdivision, meet the required 2- year and 100-year street capacities. V. STORM WATER QUALITY A. General Concept The State of Colorado requires Stormwater Management Plans as part of their permit process. The Water's Edge development is anticipating construction beginning in May of 2008. Therefore this study has sought to find various Best Management Practices for the treatment of storm water runoff that could be implemented in the construction phase of the project. B. Specific Details Best Management Practices (BMP) for the treatment of storm water runoff has been incorporated into the final design for this project. This will include extended detention and grass -lined ponds that will trap sediment. Best management practices to be used during construction include gravel inlet filters or wattle filters, vehicle tracking pads, straw bale area inlet filters, and seeding and straw mulch crimped into areas where grading has occurred. Detention facilities will have adequate capacity to provide water quality capture volume before being released. The ponds will have adequate volume between the spillway elevations and the water quality control volume elevations to detain the developed 100-year storm. If the outlet structure for any pond should ever become plugged, the ponds' spillways/outlet structures have been designed to prevent the ponds from overtopping by providing a controlled release while maintaining one foot of freeboard. In the event the ponds utilize their spillways/overflow structures, stormwater from Ponds 101, 201, 301, and 501 will discharge to Pond 110, which will overflow east and onto County Road 11, while that from Pond 300 will spill south and into Richard's Lake. 17 VI. EROSION CONTROL A. General Concept The Water's Edge site lies within the Moderate Rainfall Erodibility Zone and the Moderate Wind Erodibility Zone per the City of Fort Collins zone maps. The potential exists for erosion problems during construction, but should be minimal after completion of Water's Edge development. Silt fence will be installed along the south, east, and west sides of the site to prevent sediment from leaving the site. Tracking pads will also be placed at entrances/exits to the site. The computed Erosion Control Performance Standards (PS) before and after construction are 77.1 and 90.7 respectively. Furthermore, the effectiveness values during and after construction are 95.5 and 98.3 respectively. These computed values meet the City of Fort Collins requirements and can be seen in Appendix H. An erosion control escrow cost estimate of $199,177 (price includes 50% contingency) is also included in Appendix H. This represents the cost to re -seed the entire project, not the cost of the erosion control methods required for construction on the site. B. Specific Details A silt fence will be installed prior to grading of the site, as shown on the drainage and erosion control plan. Upon Phase One construction of the detention ponds and the outlet structures (as shown on phasing plan), the detention ponds shall be straw mulched. All other disturbed areas not in a roadway or greenbelt area shall have temporary vegetation seed applied within 30 days of initial disturbance. After seeding, a hay or straw mulch shall be applied over the seed at a rate of 1.5-tons/acre minimum, and the mulch shall be adequately anchored, tacked, or crimped into the soil. Those areas that are to be paved as part of Phase One must have a 1-inch layer of gravel mulch applied at a rate of at least 135 tons/acre 30 days after overlot grading is completed. The pavement structure shall be applied within 30 days after the utilities have been installed. If the disturbed areas will not be built on within one growing season, a permanent seed shall be applied. After seeding, a hay or straw mulch shall be applied over the seed at a minimum rate of 1.5 tons/acre, and the mulch shall be adequately anchored, tacked or crimped into the soil. In the event a portion of the roadway pavement surface and utilities will not be constructed for an extended period of time after overlot grading, a temporary vegetation seed and mulch shall also be applied to the roadway areas as discussed above. 18 All construction activities must also comply with the State of Colorado permitting process for Stormwater Discharges Associated with Construction Activity. A Colorado Department of Health NPDES permit has been obtained such that construction grading can continue within this development. VII. CONCLUSIONS A. Compliance with Standards All computations within this report have been completed in compliance with the City of Fort Collins Storm Drainage Design Criteria. The City of Fort Collins Storm water Utility will not maintain the on -site storm drainage facilities within the Water's Edge site. The owners of the Water' s Edge site will maintain their on -site storm drainage facilities on a regular basis. B. Drainage Concept The proposed drainage concepts presented in this study and shown on the utility plans adequately provide for the transmission of developed on -site runoff to the proposed detention ponds. The combination of on -site street capacities and the on - site storm sewer system will provide for the 100-year developed flows to reach the proposed detention ponds. The release rates of the ponds have been set and will be adhered to. If groundwater is encountered at the time of construction, a Colorado Department of Health Construction Dewatering Permit will be required. C. Storm Water Quality The final design has addressed the water quality aspect of stormwater runoff. The grass -lined detention ponds and extended detention will provide an opportunity for stormwater pollutants to filter out of the stormwater runoff before flows are directed to the Cooper Slough Drainage Basin. D. Erosion Control Concept Proposed erosion control concepts will be provided in final design and will adequately provide for the control of wind and rainfall erosion from the Water's Edge development. Through the construction of the proposed erosion control concepts, the City of Fort Collins performance standards will be met. The proposed erosion control concepts presented in the final report and shown on the erosion control plan will be in compliance with the City of Fort Collins Erosion Control Criteria. 19 REFERENCES 1. Storm Drainage Design Criteria and Construction Standards by the City of Fort Collins, Colorado, May 1984, Revised January 1997. 2. Erosion Control Reference Manual for Construction Sites by the City of Fort Collins, Colorado, January 1991, Revised January 1997. 3. The Urban Storm Drainage Criteria Manual (published by the Urban Drainage and Flood Control District — Denver, Colorado — June 2001). 4. Richard's Lake PUD Master Drainage Study, November 1996, Revised: February, 1997. 5. Letter Revision to Richard's Lake Master Drainage Study, July, 2000. 20 1 1 t t 1 APPENDIX 21 � APPENDIX A i 1 f t t f t VICINITY AP / TERRY LAKE 4 •ie ] tl. l VICINITY MAP 1 AMEX 'JJ WATER'S EDGE PROJECT oa LOCATION >- ZI \ oI \ .1 A I \ ` LIND \ PROPERTY \ m Law 54 COUNTY ROAD 52 FT. COLLIN CITY LIMITS MIRE PROPOSED MEDIUM DENSITY D-USE NEIGHBORHOOD TAN NSTA DIODE pR4P_OSFR) rCOMMERCIAL /COUNTY RNC) 9E — \f I u.1 �` s y" , 0r o 1tiri �0 I 1:2500 COUNTY RDAD 54 0 COUNTY RDAD 50 MOUNTAIN VISTA DRIVE 2500' 3750' 5000' WATER'S EDGE AT RICHARD'S LAKE APRIL 2006 1 1 1 APPENDIX B 1 i 1 1 1 ONAL HYDROLOGY 1 • IN EIS 111111 MI MIS Mil NM Nil 11•11 MI NMI 1M11 111111 MI 11•11 En NEI MN 11111 n Developed Weighted Runoff Coefficients Water's Edge 187010190 This sheet calculates the composite "C" values for the Rational Method. 1 acre = 43,560 ft2 Impervious Impervious Basin Impervious Pervious Total Area Total Area Area Area Percent Percent Composite No. (ft2) acre) (frZ) (acre) Impervious Pervious 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 081 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 27,878 19,166 154,638 156,816 87,120 40,946 42,689 54,014 32,670 247,856 55,321 115,434 27,443 85,378 121,968 33,977 82,764 15,246 126,324 25,700 87,556 59,242 57,499 34,412 89,734 46,609 43,124 100,624 77,537 86,684 63,598 33,977 96,268 100,188 126,760 71,874 22,651 159,865 207,781 150,718 81,022 47,480 57,935 302,306 60,113 49,658 50,530 135,036 86,684 115,434 117,176 113,692 47,916 176,418 87,991 39,640 19,602 260,053 39,204 132,422 74,052 85,378 617,245 0.64 0.44 3.55 3.60 2.00 0.94 0.98 1.24 0.75 5.69 1.27 2.65 0.63 1.96 2.80 0.78 1.90 0.35 2.90 0.59 2.01 1.36 1.32 0.79 2.06 1.07 0.99 2.31 1.78 1.99 1.46 0.78 2.21 2.30 2.91 1.65 0.52 3.67 4.77 3.46 1.86 1.09 1.33 6.94 1.38 1.14 1.16 3.10 1.99 2.65 2.69 2.61 1.10 4.05 2.02 0.91 0.45 5.97 0.90 3.04 1.70 1.96 14.17 16,727 18,208 24,742 43,908 47,045 21,292 24,760 27,547 20,255 24,786 30,427 62,334 9,331 35,859 71,961 11,212 24,829 9,605 34,107 10,794 29,769 31,990 29,325 17,894 31,407 21,906 25,012 39,243 46,522 53,744 21,623 14,610 37,544 26,049 26,620 36,656 11,326 63,946 112,202 70,837 39,701 21,841 26,071 54,415 33,062 24,829 30,318 72,919 43,342 41,556 38,668 32,971 15,333 105,851 57,194 18,631 15,682 31,206 20,386 13,242 21,475 8,538 259,243 0.38 0.42 0.57 1.01 1.08 0.49 0.57 0.63 0.47 0.57 0.70 1.43 0.21 0.82 1.65 0.26 0.57 0.22 0.78 0.25 0.68 0.73 0.67 0.41 0.72 0.50 0.57 0.90 1.07 1.23 0.50 0.34 0.86 0.60 0.61 0.84 0.26 1.47 2.58 1.63 0.91 0.50 0.60 1.25 0.76 0.57 0.70 1.67 1.00 0.95 0.89 0.76 0.35 2.43 1.31 0.43 0.36 0.72 0.47 0.30 0.49 0.20 5.95 60.0 60.0 16.0 28.0 54.0 52.0 58.0 51.0 62.0 10.0 55.0 54.0 34.0 42.0 59.0 33.0 30.0 63.0 27.0 42.0 34.0 54.0 51.0 52.0 35.0 47.0 58.0 39.0 60.0 62.0 34.0 43.0 39.0 26.0 21.0 51.0 50.0 40.0 54.0 47.0 49.0 46.0 45.0 18.0 55.0 50.0 60.0 54.0 50.0 36.0 33.0 29.0 32.0 60.0 65.0 47.0 80.0 12.0 52.0 10.0 29.0 10.0 42.0 40.0 40.0 84.0 72.0 46.0 48.0 42.0 49.0 38.0 90.0 45.0 46.0 66.0 58.0 41.0 67.0 70.0 37.0 73.0 58.0 66.0 46.0 49.0 48.0 65.0 53.0 42.0 61.0 40.0 38.0 66.0 57.0 61.0 74.0 79.0 49.0 50.0 60.0 46.0 53.0 51.0 54.0 55.0 82.0 45.0 50.0 40.0 46.0 50.0 64.0 67.0 71.0 68.0 40.0 35.0 53.0 20.0 88.0 48.0 90.0 71.0 90.0 58.0 0.67 0.67 0.36 0.45 0.63 0.61 0.66 0.61 0.68 0.32 0.64 0.63 0.49 0.54 0.66 0.48 0.46 0.69 0.44 0.54 0.49 0.63 0.61 0.61 0.50 0.58 0.66 0.52 0.67 0.68 0.49 0.55 0.52 0.43 0.40 0.61 0.60 0.53 0.63 0.58 0.59 0.57 0.57 0.38 0.64 0.60 0.67 0.63 0.60 0.50 0.48 0.45 0.47 0.67 0.71 0.58 0.81 0.33 0.61 0.32 0.45 0.32 0.54 6:45 PM 5/8/2007 IIIIII Nil MIR NM Ella ION INN Ell IIIIII NIB 110111 In MN INN fl TIME OF CONCENTRATION 2 year design storm Water's Edge 187010190 ti s0.333 1.87(1.1-CCI),,r/5 tc = ti +tL Cf = 1.00 SUB -BASIN DATA INITIAL/OVERLAND TIME TRAVEL TIME FINAL REMARKS BASIN AREA NO. (ac) 1 2 C 3 LENGTH SLOPE t, (ft) (%) (min) 4 5 6 LENGTH CHANNEL SLOPE VELOCITY tL (ft) TYPE(a) (%) (ft/s) (min) 7 8 10 to (min) 12 13 1 0.64 0.67 100 2.0 6.4 160 PA 0.8 1.73 1.5 7.9 2 0.44 0.67 20 2.0 2.9 220 PA 0.8 1.73 2.1 5.0 3 3.55 0.36 300 2.0 19.0 220 GW 0.5 1.09 3.4 22.3 4 3.60 0.45 100 2.0 9.7 650 GW 0.5 1.09 9.9 19.7 5 2.00 0.63 70 2.0 5.9 620 PA 1.4 2.25 4.6 10.5 6 0.94 0.61 20 2.0 3.2 400 PA 1.4 2.25 3.0 6.2 7 0.98 0.66 30 2.0 3.6 270 PA 1.5 2.35 1.9 5.5 8 1.24 0.61 50 2.0 5.2 500 PA 1.7 2.53 3.3 8.5 9 0.75 0.68 20 2.0 2.8 630 PA 1.7 2.53 4.1 6.9 10 5.69 0.32 350 2.0 21.7 320 GW 2.0 2.18 2.5 24.1 11 1.27 0.64 30 2.0 3.8 670 PA 0.5 1.34 8.4 12.1 12 2.65 0.63 20 2.0 3.1 680 PA 2.0 2.72 4.2 7.3 13 0.63 0.49 20 2.0 4.1 400 PA 2.0 2.72 2.5 6.5 14 1.96 0.54 100 2.0 8.3 560 PA 2.3 2.92 3.2 11.4 15 2.80 0.66 20 2.0 2.9 630 PA 1.7 2.50 4.2 7.1 16 0.78 0.48 20 2.0 4.1 320 PA 3.3 3.51 1.5 5.6 17 1.90 0.46 150 2.0 11.6 150 GW 3.0 2.67 0.9 12.6 18 0.35 0.69 50 2.0 4.3 200 PA 1.0 1.91 1.7 6.0 19 2.90 0.44 300 2.0 17.0 530 PA 1.0 1.86 4.8 21.8 20 0.59 0.54 50 2.0 5.8 330 PA 1.2 2.09 2.6 8.5 21 2.01 0.49 50 2.0 6.4 420 PA 1.2 2.09 3.3 9.8 22 1.36 0.63 50 2.0 5.0 900 PA 1.4 2.26 6.6 11.6 23 1.32 0.61 50 2.0 5.2 920 PA 0.6 1.47 10.5 15.6 24 0.79 0.61 30 2.0 4.0 550 PA 0.6 1.47 6.2 10.2 25 2.06 0.50 120 2.0 9.8 130 GW 1.0 1.54 1.4 11.2 26 1.07 0.58 50 2.0 5.5 650 PA 0.6 1.47 7.4 12.9 27 0.99 0.66 50 2.0 4.7 650 PA 0.6 1.47 7.4 12.0 28 2.31 0.52 120 2.0 9.4 350 GW 1.0 1.54 3.8 13.2 29 1.78 0.67 50 2.0 4.5 950 PA 1.4 2.26 7.0 11.5 30 1.99 0.68 50 2.0 4.4 1200 PA 1.4 2.26 8.8 13.2 31 1.46 0.49 130 2.0 10.4 200 GW 1.0 1.54 2.2 12.5 32 0.78 0.55 100 2.0 8.2 100 GW 1.0 1.54 1.1 9.2 33 2.21 0.52 130 2.0 9.8 330 GW 1.0 1.54 3.6 13.3 34 2.30 0.43 100 2.0 9.9 1100 GW 0.5 1.09 16.8 26.8 35 2.91 0.40 50 2.0 7.4 700 GW 0.5 1.09 10.7 18.1 36 1.65 0.61 40 2.0 4.6 450 PA 1.5 2.35 3.2 7.8 37 0.52 0.60 40 2.0 4.7 370 PA 2.0 2.72 2.3 7.0 38 3.67 0.53 20 2.0 3.8 920 PA 0.8 1.70 9.0 12.8 39 4.77 0.63 50 2.0 5.0 1100 PA 0.8 1.70 10.8 15.7 40 3.46 0.58 20 2.0 3.5 1030 PA 1.4 2.26 7.6 11.0 41 1.86 0.59 30 2.0 4.1 800 PA 0.5 1.34 10.0 14.1 42 1.09 0.57 30 2.0 4.3 480 PA 1.7 2.50 3.2 7.5 43 1.33 0.57 100 2.0 7.9 400 PA 2.5 3.05 2.2 10.1 44 6.94 0.38 200 2.0 15.2 560 GW 1.0 1.54 6.1 21.3 45 1.38 0.64 40 2.0 4.4 500 PA 0.8 1.70 4.9 9.3 46 1.14 0.60 210 2.0 10.8 140 PA 2.0 2.72 0.9 11.6 47 1.16 0.67 50 2.0 4.5 550 PA 2.5 3.05 3.0 7.5 48 3.10 0.63 30 2.0 3.8 420 PA 1.5 2.35 3.0 6.8 49 1.99 0.60 30 2.0 4.1 520 PA 1.5 2.35 3.7 7.8 50 2.65 0.50 100 2.0 8.9 150 GW 0.5 1.09 2.3 11.2 51 2.69 0.48 200 2.0 13.0 400 GW 2.0 2.18 3.1 16.1 52 2.61 0.45 100 2.0 9.6 600 GW 2.0 2.18 4.6 14.2 53 1.10 0.47 20 2.0 4.2 350 PA 2.0 2.72 2.1 6.3 54 4.05 0.67 50 2.0 4.5 850 PA 3.0 3.35 4.2 8.7 55 2.02 0.71 50 2.0 4.1 480 PA 2.0 2.72 2.9 7.1 56 0.91 0.58 40 2.0 4.9 800 PA 2.0 2.72 4.9 9.8 57 0.45 0.81 50 2.0 3.0 480 PA 0.5 1.34 6.0 9.0 58 5.97 0.33 170 2.0 14.8 520 GW 0.5 1.09 8.0 22.8 59 0.90 0.61 30 2.0 4.0 550 PA 2.0 2.72 3.4 7.3 60 3.04 0.32 300 2.0 20.1 1 GW 2.0 2.18 0.0 20.1 61 1.70 0.45 100 2.0 9.6 320 PA 1.0 1.91 2.8 12.4 62 1.96 0.32 20 2.0 5.2 2000 PA 0.5 1.34 24.9 30.1 OS1 I 14.17 I... 0.54 �p"N .t..p'<fi. 150 1, r3�.i xy n 4N h , .a ,n•2�:xxY� .>:n 2.0 6: ir'' rny:. .��. 10.1 y 1800 PA n.N �. i 0.8 �/�A 1a�; 70 17.6 e I' i 16 �}�5 E1,1)'..liA M1�il F i 3a"'�,t,..�7�4�,� -„t'„ .f 27.8 �R. RC .J.`4t its Note: a) Codes the channel type for velocity calculations. PA = Paved, PL = Pasture & Lawns, GW = Grassed Waterway 6:44 PM 5/8/2007 I= IIIIII MI 11111 NM MIMI 1•11 Mill MINI I= NMI Mill 11111111 Milli ME INN n TIME OF CONCENTRATION 100 year design storm Water's Edge 187010190 1.87(1.1-CCJ)./ t, =S-,0.333 t� = ti 'F tL Cr = 1.25 SUB -BASIN DATA INITIAL/OVERLAND TIME TRAVEL TIME FINAL REMARKS BASIN AREA NO. (ac) 1 2 C 3 LENGTH SLOPE t; (ft) (%) (min) 4 5 6 LENGTH CHANNEL SLOPE VELOCITY tL (ft) TYPE(a) (%) (Ws) (min) 7 8 10 tc (min) 12 13 1 0.64 0.67 100 2.00 3.9 160 PA 0.8 1.73 1.5 5.4 2 0.44 0.67 20 2.00 1.7 220 PA 0.8 1.73 2.1 5.0 3 3.55 0.36 300 2.00 16.6 220 GW 0.5 1.09 3.4 20.0 4 3.60 0.45 100 2.00 8.1 650 GW 0.5 1.09 9.9 18.0 5 2.00 0.63 70 2.00 3.9 620 PA 1.4 2.25 4.6 8.5 6 0.94 0.61 20 2.00 2.2 400 PA 1.4 2.25 3.0 5.2 7 0.98 0.66 30 2.00 2.3 270 PA 1.5 2.35 1.9 5.0 8 1.24 0.61 50 2.00 3.6 500 PA 1.7 2.53 3.3 6.9 9 0.75 0.68 20 2.00 1.6 630 PA 1.7 2.53 4.1 5.8 10 5.69 0.32 350 2.00 19.4 320 GW 2.0 2.18 2.5 21.9 11 1.27 0.64 30 2.00 2.5 670 PA 0.5 1.34 8.4 10.8 12 2.65 0.63 20 2.00 2.1 680 PA 2.0 2.72 4.2 6.3 13 0.63 0.49 20 2.00 3.3 400 PA 2.0 2.72 2.5 5.7 14 1.96 0.54 100 2.00 6.2 560 PA 2.3 2.92 3.2 9.4 15 2.80 0.66 20 2.00 1.8 630 PA 1.7 2.50 4.2 6.0 16 0.78 0.48 20 2.00 3.3 320 PA 3.3 3.51 1.5 5.0 17 1.90 0.46 150 2.00 9.5 150 GW 3.0 2.67 0.9 10.5 18 0.35 0.69 50 2.00 2.5 200 PA 1.0 1.91 1.7 5.0 19 2.90 0.44 300 2.00 14.2 530 PA 1.0 1.86 4.8 18.9 20 0.59 0.54 50 2.00 4.4 330 PA 1.2 2.09 2.6 7.0 21 2.01 0.49 50 2.00 5.1 420 PA 1.2 2.09 3.3 8.5 22 1.36 0.63 50 2.00 3.3 900 PA 1.4 2.26 6.6 9.9 23 1.32 0.61 50 2.00 3.6 920 PA 0.6 1.47 10.5 14.0 24 0.79 0.61 30 2.00 2.7 550 PA 0.6 1.47 6.2 9.0 25 2.06 0.50 120 2.00 7.8 130 GW 1.0 1.54 1.4 9.2 26 1.07 0.58 50 2.00 3.9 650 PA 0.6 1.47 7.4 11.3 27 0.99 0.66 50 2.00 2.9 650 PA 0.6 1.47 7.4 10.3 28 2.31 0.52 120 2.00 7.3 350 GW 1.0 1.54 3.8 11.0 29 1.78 0.67 50 2.00 2.8 950 PA 1.4 2.26 7.0 9.7 30 1.99 0.68 50 2.00 2.6 1200 PA 1.4 2.26 8.8 11.4 31 1.46 0.49 130 2.00 8.3 200 GW 1.0 1.54 2.2 10.5 32 0.78 0.55 100 2.00 6.1 100 GW 1.0 1.54 1.1 7.2 33 2.21 0.52 130 2.00 7.6 330 GW 1.0 1.54 3.6 11.1 34 2.30 0.43 100 2.00 8.3 1100 GW 0.5 1.09 16.8 25.1 35 2.91 0.40 50 2.00 6.3 700 GW 0.5 1.09 10.7 17.1 36 1.65 0.61 40 2.00 3.2 450 PA 1.5 2.35 3.2 6.4 37 0.52 0.60 40 2.00 3.3 370 PA 2.0 2.72 2.3 5.6 38 3.67 0.53 20 2.00 2.9 920 PA 0.8 1.70 9.0 11.9 39 4.77 0.63 50 2.00 3.3 1100 PA 0.8 1.70 10.8 14.1 40 3.46 0.58 20 2.00 2.5 1030 PA 1.4 2.26 7.6 10.1 41 1.86 0.59 30 2.00 2.9 800 PA 0.5 1.34 10.0 12.9 42 1.09 0.57 30 2.00 3.1 480 PA 1.7 2.50 3.2 6.3 43 1.33 0.57 100 2.00 5.8 400 PA 2.5 3.05 2.2 8.0 44 6.94 0.38 200 2.00 13.2 560 GW 1.0 1.54 6.1 19.3 45 1.38 0.64 40 2.00 2.9 500 PA 0.8 1.70 4.9 7.8 46 1.14 0.60 210 2.00 7.5 140 PA 2.0 2.72 0.9 8.4 47 1.16 0.67 50 2.00 2.8 550 PA 2.5 3.05 3.0 5.8 48 3.10 0.63 30 2.00 2.6 420 PA 1.5 2.35 3.0 5.5 49 1.99 0.60 30 2.00 2.8 520 PA 1.5 2.35 3.7 6.5 50 2.65 0.50 100 2.00 7.0 150 GW 0.5 1.09 2.3 9.3 51 2.69 0.48 200 2.00 10.5 400 GW 2.0 2.18 3.1 13.5 52 2.61 0.45 100 2.00 7.9 600 GW 2.0 2.18 4.6 12.5 53 1.10 0.47 20 2.00 3.4 350 PA 2.0 2.72 2.1 5.5 54 4.05 0.67 50 2.00 2.8 850 PA 3.0 3.35 4.2 7.0 55 2.02 0.71 50 2.00 2.3 480 PA 2.0 2.72 2.9 5.2 56 0.91 0.58 40 2.00 3.5 800 PA 2.0 2.72 4.9 8.4 57 0.45 0.81 50 2.00 1.0 480 PA 0.5 1.34 6.0 7.0 58 5.97 0.33 170 2.00 13.2 520 GW 0.5 1.09 8.0 21.2 59 0.90 0.61 30 2.00 2.7 550 PA 2.0 2.72 3.4 6.1 60 3.04 0.32 300 2.00 18.0 1 GW 2.0 2.18 0.0 18.0 61 1.70 0.45 100 2.00 7.9 320 PA 1.0 1.91 2.8 10.7 62 1.96 0.32 20 2.00 4.6 2000 PA 0.5 1.34 24.9 29.6 OS1 • 1.+ 14.17 . f .. f 0.54 1CW e �e�{�t I�I 150 ' n Eu ,, V �.P•- Ilti I� g'.' YYt{h{ d U. d. : �Y Fy�� 2.00 `m 7.6 1800 PA 0.8 1.70 17.6 {g.+j]1{{T�Nt .&�FN( 25.3 ill ,ill ry�Y, {iu i ��i�Ui Im3.. � Note: a) Codes the channel type for velocity calculations. PA = Paved, PL = Pasture & Lawns, GW = Grassed Waterway 6:45 PM 5/8/2007 fl Rational Method 2 Year Design Storm Water's Edge 197010190 Routing Flow Time (W Runoff Street Pipe Remarks dean Pea cameo, Basins 4 (min) Length Type Bops Velocity Travel (0) (a) (%) (1.4) (min) Hpe Travel (rear) Dared Ulher Total tv C Intensity Area Runoff Runoff Runoff JIMA jwhr) 16C) Offs) (fn) (c4) Capacity Deakin Velocity (cis) (Ns) (Na) Capacity Slope Manning's Roughness size Flow Depth Capacity f%) 'n' On) (In) (cfa) Design Normal Average Fbw Flow Depth Velocity (0%) (In) (Ns) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 10 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 48 47 48 49 50 51 52 53 54 55 56 57 58 59 60 81 62 OS1 Combined B9sin Routing 1 2 3 4 5 6 8 7 9 BA 10 11 12 13 13A 15 16 18 13B 20 21 22 19 30 37 138 13C 130 13E POND 110 43 44 45 38 39 40 42 POND 110 48 47 POND 900 48 49 P0140300 POND 300 53 54 55 58 POND 110 POND 110 23 24 28 27 29 30 ,.-cr 1 2 3 4 5 6 7 8 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11.5 11.5 - 0.0 50.0 450.0 850.0 0.0 30.0 0.0 100.0 90.0 140.0 0.0 100.0 120.0 150.0 1.0 0.0 20.0 70.0 210.0 0.0 380.0 180.0 0.0 1.0 150.0 0.0 285.0 185.0 180.0 180.0 0.0 0.0 50.0 0.0 255.0 200.0 70.0 150.0 0.0 330.0 130.0 0.0 95.0 480.0 0.0 0.0 710.0 0.0 550.0 50.0 0.0 0.0 90.0 0.0 30.0 0.0 30.0 'a i..',4r-n - PA PA PA PA PA PA PA PA PA PA PA PA PA PA PA PA PA PA PA PA PA PA PA PA PA PA PA PA PA PA PA PA PA PA PA PA PA PA PA PA PA PA PA PA PA PA PA PA PA PA PA PA PA PA PA PA PA ,,94,. - 0.8 0.4 0.5 0.5 0.5 0.4 0.4 1.5 0.4 0.4 1.7 1.7 2.0 24 0,4 0.4 0.4 0.4 0.4 0.4 1.2 1.4 0.4 1.4 1.4 0.4 0.4 0.4 0.4 0.4 04 0.4 0.4 1.0 0.5 0.5 0.4 0.4 0.5 1.7 0.4 2.5 0.4 0.4 0.4 2.5 1.5 1.5 0.5 0.4 0.4 0.8 5.0 0.6 5.0 1.4 .��5.0 CRM - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 1.7 1.2 1.3 1.3 - 1.3 1.2 12 23 12 1.2 2.5 2.5 2.7 3.0 1.2 - 12 1.2 1.2 12 1.2 2.1 2.9 1.2 2.3 2.3 1.2 1.2 1.2 12 12 - 1.2 1.2 12 1.9 1.3 1.3 1.2 1.2 1.3 2.5 1.2 3.0 1.2 1.2 1.2 3.0 2.3 2.3 13 1.2 12 1.5 4.3 1.5 4.3 23 4.3 i,szai '�'- 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.7 5.6 8.1 0.0 0.4 00 0.7 0.4 2.0 0.0 0.7 0.7 0.8 0.0 0.0 0.3 1.0 29 0.0 9.0 1.3 0.0 0.0 1.1 0.0 4.0 2.6 22 22 0.0 0.0 0.7 0.0 32 25 1.0 21 0.0 2.2 1.8 0.0 0.5 6.7 0.0 0.0 5.0 0.0 6.9 0.7 0.0 0.0 0.1 0.0 0.1 0.0 0.1 •4}�3•-- 0.0 "'+�'S1Sn¢[ar 7.9 5.0 22.3 19.7 10.5 82 5.5 8.5 6.9 24.1 121 7.3 8.5 11.4 7.1 5.8 126 8.0 21.8 8.5 9.8 11.6 15.6 10.2 11.2 12.9 12.0 19.2 11.6 132 125 9.2 19.3 26.8 18.1 7.0 7.0 12.8 15.7 11.0 14.1 75 10.1 21.3 9.3 11.8 73 6.8 7.8 11.2 18.1 142 83 8.7 7.1 9.8 9.0 22,8 7.3 20.1 12.4 30.1 27.8 7.9 8.6 14.2 22.3 105 10.9 35 9.2 9.8 11.6 24.1 24.8 25.5 28.4 28.4 7.1 7.4 8.4 29.3 0.5 11.5 128 21.8 21.8 22.9 29.3 33.3 35.9 38.1 40.4 10.1 21.3 22.0 12.8 16.0 20.0 21.0 29.7 11.6 13.8 16.6 8.8 7.9 14.0 15.5 8.9 11.3 7.1 13.9 14.0 40.4 15.6 21.4 12.9 13.0 113 11.8 0.87 0.87 0.38 0.45 0.63 0.61 0.66 0.61 0.68 0.92 0.84 0.83 0.49 0.54 0.86 0.48 0.46 0.89 0.44 0.54 0.49 0.133 0.61 0.61 0.50 0.58 0.66 0.52 0.67 0.68 0.49 0,55 0,52 0.43 0.40 0,61 0.00 0.53 0.89 0.58 0.59 0.57 0.57 0.38 0.84 0.00 0.67 0.63 0.60 0.50 0.48 0.45 0.47 0.67 0.71 0.58 0.61 0.93 0.61 0.32 0.45 0.32 0.54 0.87 0.67 0.43 0.44 0.133 0.82 0.01 0.69 1.01 0.03 0.92 0.36 0.45 0.46 0.48 0,86 0.62 0.57 0.45 0.54 050 0.54 0.44 030 0.51 0.45 0.45 0.46 0.47 0.47 0.57 0.41 0.44 0.59 0.59 0.58 0.58 0.58 0.60 0.84 0.48 0.83 0.62 0.52 0.52 0.47 0.63 0.71 0.09 0.09 0.60 0.81 0.81 0.58 0.62 0.67 0.88 2.43 2.85 1.52 1.63 2.17 2.68 2.70 2.36 2.58 1.48 2.04 2.50 2.81 2.09 2.53 2.75 2.01 2.68 1.54 2.36 223 2.08 1.63 2.10 2.11 1.90 2.05 1.97 2.09 1.97 2.01 2.28 1.96 1.38 1.70 2.44 2.55 2.00 1.83 2.12 1.92 2.48 2.20 1.58 2.28 2.06 2.48 2.57 2.45 2.11 1.81 1.91 2.84 2.39 2.53 229 2.30 1.50 2.50 1.61 202 1.30 1,36 2.43 235 1.91 1.52 2.17 2.13 2.38 229 225 2.08 1.48 1.44 1.42 1.39 1.3S 2.53 249 235 1.92 2.96 200 2.00 1.54 1.54 1.50 1.32 121 1.15 1.10 1.06 2.20 1.58 1.53 2.00 1.81 1.59 1.55 147 208 1.94 1.83 2.57 2.50 1.92 153 284 2.10 2.53 1.99 1.89 1.06 1.83 1.56 1.99 1.99 209 2 06 0,64 0.44 3.55 3.80 2.00 0.04 0.98 1.24 0.75 5.69 127 2.65 0.63 1.08 2.80 0.78 1.90 0.35 2.90 0.59 2.01 1.36 1.32 0.79 2.0B 1.07 0.99 2.31 1.78 1.99 1.48 0.78 2.21 230 291 1.85 052 3.67 4.77 3.48 1.88 1.09 1.33 6.94 1.38 1.14 1.18 3.10 1.99 255 289 261 1.10 4.05 202 0.91 0.45 5.97 0.90 9.04 1.70 1.96 14.17 0.84 1.08 4.63 823 200 294 124 222 2.07 5.91 5.89 8.96 9.81 1024 1220 2.80 3.58 5.48 23.94 0.59 2,130 3.96 2.90 4.55 5.07 23.94 23.94 27.90 92.97 3297 1.33 8.27 9.65 3.07 8.44 11.90 13.78 13.76 1.14 3.68 11.95 3.10 5.09 5.09 19.89 1.10 5.15 2.02 3.38 3.38 107.59 1.32 2.11 1.07 2.08 1.78 3.77 1.04 0.84 1.95 2.01 2.79 1,53 1.78 1.78 1.31 2.05 1.85 4.17 0.80 2.23 4.70 1.03 1.78 0.65 1.96 0.76 2.19 1.78 1.47 1.06 2.15 1.29 1.39 2.38 2.49 2.88 1.44 0.98 2.27 1.97 1.96 244 0.80 3.88 5.47 4.25 2.12 1.55 1.05 4.07 200 1.42 1.02 5.00 292 251 234 228 1.38 8.99 3.61 1.17 0.84 2.99 1.38 1.56 1.56 0.61 10.45 1.04 1.70 3.84 5.48 273 3.91 1.78 9.19 6.75 7.79 2.65 3.77 6.07 8,40 7.88 4.70 5.57 7.38 14.19 0.78 2.72 4.90 1.98 3.50 3.88 14.19 13.06 14.87 17.14 18.50 1.85 5.24 8.49 3.88 8.95 11.09 12.42 11.89 1.42 4.62 10.44 5.00 7.86 8.04 1354 1.98 8.79 3.61 4.46 4.37 68.97 1.47 2.00 123 2,52 249 531 1.04 0.84 1.96 281 2.73 1.53 1.78 1,78 1.91 2.65 1.65 4.17 0.80 2.29 4.70 1.03 1.76 0.85 1.98 0.78 2.19 1.78 1,47 1.06 215 1.23 1.33 2.38 2.49 268 1.44 0.96 227 1.97 1.98 2.44 0.80 3.88 5.47 425 2.12 1.55 1.55 4.07 2.00 1.42 1.92 5.00 2.02 2.81 2.34 2.28 1.38 8.33 3.61 1.17 0.84 2.09 1.38 1.58 1.58 0.81 10.46 1,04 1.70 9.84 6.48 2.79 3.91 1.78 3.19 8.75 7.79 2.65 3.77 6.07 6.40 7.88 4.70 5.57 7.38 14.19 0.78 2.72 4.30 1.98 3.50 9.88 14.19 19.08 14.87 17.14 18.50 1.85 6,24 6.49 3.88 8.05 11.03 1242 11.83 1.42 4.52 10.44 6.00 7.88 8.04 18.64 1.38 6.79 3.81 4.48 4.37 68.97 1.47 2.00 129 252 2.49 6.31 - - - 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 lidkfi049 0,00 000 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 600 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6 : 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 �J.. Note: a) Codes the channel type for velocity calculations. PA = Paved, PL = Pasture 6 Lawns, G W = Grassed Waterway MN NMI INN NMI IMM II= MN EN NMI 11111 MIN 11111 EN EMI OM OM VIM 1 Rational Method 100 Vow Design Stone Waters Edge 187010190 Routing Flow Time (W Runoff Stmet Pipe otter Pam Basins I. Lawnn (mmt Length Type Slope Velocity Travel (a) (%) Ws) (min) Yips Trawl (mkt) Direct Diner total t C C'G Inionsity Area Runoff Runoff Runoff (min) (IN96) 19c) (da) Ida) (do) Capacity Design Velocity Ids) (Net (108) Cepe09y Slope Manning's Roughness Six. Flew Depth Capacity I%) 'n' (le) (In) (Ws) Design Normal Average Flow Flow Depth Velocity (ds) (le) Offs) Remarks (9) 1 1 5.4 0.0 0.0 5.44 o PP PP 0 00op Pop Poo 0000 00 00 000 PO. 0000 00 0 0+e0 0000 0000 0eooe00000PPP00000000000 o0pe0o0o000000oo000o00oopooeeeeoe000 Et ak as s $a�8t a sae tts SktSS ttt aoi YtSt Silas tttka Atanat ttat ttStattgllt'ttkgsanstkttAttestsanstattskstaatttstSsttatnsttniststt 0 ooee 00 00 0 000 oeP o0000 000 pp o o e o 0000 00 00 ooPo o 000+eoeoe 000e0oo 0 o POPPooe 000o0000eoeoeee0000o00000 Y p >>V i P M it '�Pi'�eib u4inYY 6 p, p, pOPOPPeo, . P� J y 0 e VVi O� W 0 e~ N �1 V b q .I Y ��11 ��11 ++ y 1� 1} fI� ))�� VN a V V OeN P1�%YI�� e e O e O YBO P�g r g e >�, eeeJe mseeme P�"ER _ geJsycs�gre.,sa��r31V.I+�.�eaUVgicssmazas�a1xJ+sts$SBSamVss4s1J$tYY 9.70 0.54 520 0.00 520 - - - 0.00 0.00 0.00 0.00 2 2 5.0 0.0 5.00 9.95 0.44 3.87 0.00 3.87 0.00 0.00 0.00 0.00 3 3 20.0 0.0 20.02 550 355 8.99 0.00 13.99 0.00 0.0 0.00 0.00 4 4 18.0 0.0 10.00 5.93 3.50 11.91 0.00 11.91 0.00 0.00 0.00 0.00 5 5 8.5 0.0 851 624 200 1294 0.00 12.94 0.00 0.00 0.00 0.00 6 8 5.2 0.0 5.17 9.55 0.94 7.10 0.00 7.10 0.00 0.00 0.00 0.00 7 7 5.0 0.0 5.00 9.95 0.98 8.00 0.00 8.00 0.00 0.00 0.00 0.00 6 6 6.9 0.0 6.57 8.95 124 8.42 0.00 8.42 0.00 0.00 0.00 0.00 9 9 5.8 0.0 5.77 951 0.75 5.10 0.00 6.10 OM 0.00 0.00 0.00 10 10 21.9 0.0 21.139 5.34 5.69 12.15 0.00 12.15 0.00 0.00 0.00 0.00 11 11 10.8 0.0 10.65 7.46 127 752 0.00 7.52 0.00 0.00 0.00 0.00 12 12 6.3 0.0 628 9.25 2.85 19.24 0.00 1924 0.00 0.00 0.00 0.00 13 13 5.7 0.0 5.71 9.54 0.63 3.67 0.00 3.67 0.00 0.00 0.00 0.00 14 14 9.4 0.0 943 7.91 1.98 10.54 0.00 10.54 0.00 0.00 0.00 0.00 15 15 6.0 0.0 5.00 9.39 2.80 21.76 0.00 21.73 0.00 0.00 0.00 0.00 16 16 5.0 0.0 5.00 9.95 0.78 4.87 0.00 4.67 0.00 0.00 0.00 0.00 17 17 10.5 0.0 10.48 757 1.90 827 0.00 827 0.00 0.00 0.00 0.00 18 18 5.0 0.0 5.00 9.95 0.36 3.01 0.00 3.01 0.00 0.00 0.00 0.00 19 19 18.9 0.0 18.93 5.77 2.90 9.19 0.00 9.19 0.00 0.00 0.00 0.00 20 20 7.0 0.0 7.04 857 059 3.66 0.00 258 0.00 0.00 0.00 0.00 21 21 85 0.0 8.49 825 2.01 10.12 0.00 10.12 0.00 0.00 0.00 0.00 22 22 9.9 0.0 9.93 7.74 1.36 027 0.00 827 0.00 0.00 0.00 0.00 23 23 14.0 0.0 14.04 6.71 132 6.72 0.00 6.72 0.00 0.00 0.00 0.00 24 24 9.0 0.0 495 8.08 0.79 4.90 0.00 4,90 0.00 0.00 0.00 0.00 25 25 92 0.0 923 7.96 2.0a 10.17 0.00 10.17 0.00 0.00 0,00 0.00 26 28 11,3 0.0 11.33 7,33 1.07 5.88 0.00 5.58 0.00 0.00 0.00 0.00 27 27 10.3 0.0 10.32 7.82 0.99 419 0.00 6.19 0.00 0.00 0.00 0.00 28 25 11.0 0.0 11.05 7.41 2.31 11.19 0.00 11.19 0.00 0.00 0.00 0.00 29 29 9.7 0.0 9.75 7.80 1.75 11.63 0.00 11.83 0.00 0.0 0.00 0.00 30 30 11.4 0.0 11.40 7.31 1.99 12.44 0.00 12.44 0.0 0.00 0.00 0.00 31 31 10.5 0.0 10.48 7.58 146 6.75 0.00 6.75 0.00 0.00 0.00 0.00 32 32 72 0.0 7.19 5.50 0.78 4.73 0.00 4.73 0.0 0.00 0.00 0.00 33 33 11.1 0.0 11.13 7.39 221 10.67 0.00 10.67 0.00 0.00 0.00 0.00 34 34 25.1 0.0 25.15 4.98 2.30 417 0.00 6.17 0.00 0.00 0.00 0.00 35 35 17.1 0.0 17.05 6.11 2.91 8.82 0.00 8.82 0.00 0.00 0.00 0.00 36 36 6.4 0.0 8A0 9.111 1.66 11.48 0.00 11.49 0.00 0.0 0.00 0,00 37 37 5.6 0.0 5.55 9.63 0.52 3.78 0.00 3.75 0.00 0.00 0.00 0.00 38 36 11.9 0.0 11.92 7.18 3.67 17.45 0.00 17.45 0.00 0.00 0.00 0.00 39 39 14.1 0.0 74.00 6.70 4.77 25.07 0.00 25.07 0.00 0.00 0.00 0.00 40 40 10.1 0.0 10.08 7.70 3.46 1927 0.00 1927 0.00 0.00 0.00 0.00 41 41 129 0.0 12.90 8.96 1.86 958 0.00 958 0.00 0.00 0.00 0.00 42 42 6.3 0.0 8.33 9.21 1.09 7.18 0.00 7.18 0.00 0.00 0.00 0.00 43 43 8.0 0.0 5.03 8.43 1.33 7.92 0.00 7.92 0.00 0.00 0.00 0.00 44 44 19.3 0.0 1929 5.71 6.94 18.83 0.00 18.6.3 0.00 0.00 0.00 0.00 45 45 7.8 0.0 7.78 854 1.38 9.35 0,00 9.35 0.00 0.00 0.00 0.00 46 46 8.4 0.0 8.39 8.29 1.14 7.09 0.00 7.00 0.00 0.00 0.00 0.00 47 47 5.8 0.0 5.70 951 1.16 9.24 0.00 924 0.00 0.00 0.00 0.00 48 48 5.5 0.0 5.55 9.53 3.10 23.44 0.00 23.44 0.00 0.00 0.00 0.00 49 49 65 0.0 6.54 9.11 1.99 13.09 0.00 1359 0.00 0.00 0.00 0.00 50 50 9.3 0.0 9.31 7.95 2.85 1322 0.00 1322 0.00 0.00 0.00 0.00 51 51 13.5 0.0 13.53 6.81 2.69 11.01 0.00 11.01 0.00 0.00 0.00 0.00 52 52 12.5 0.0 1252 7.03 2.61 10.40 0.00 10.40 0.00 0.00 0.00 0.00 53 53 5.5 0.0 551 9,66 1.10 829 0.00 529 0.00 0.00 0.00 0.00 54 54 7.0 0.0 8.99 8.89 4.05 30.18 0.00 30.16 0.00 0.00 0.00 0.00 55 55 52 0.0 524 9.81 2.02 17.48 0.00 17.48 58 58 8.4 0.0 5.44 8.27 0.91 5.45 0.00 5.45 57 57 7.0 0.0 7.04 6.87 0.45 3.99 0.00 3.99 58 55 212 0.0 21.17 5.43 5.97 1354 0.00 1354 59 59 6.1 0.0 6.09 9.35 0.90 6.46 0.00 6.48 80 00 18.0 0.0 18.01 5.93 3.04 721 0.00 721 81 81 10.7 0.0 10.72 7.50 1.70 722 0,00 722. 62 82 29.6 0A 29.130 455 1.96 3.57 0.00 3,57 0.00 0.00 0.00 0.00 061 061 25,3 0.0 2528 4.86 14.17 47.70 0,0 47.70 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Combined 0.00 0.00 0.00 0.00 Basin 0.00 0.00 0.00 0.00 Routing 0.00 0.00 0.00 0.00 1 1 5.4 0.0 PA 0.8 1.7 0.0 5.44 9.70 0.84 520 520 0.00 0.00 0.00 0.00 2 1-2 5.4 50.0 PA 0.4 1.2 0.7 5.14 9.31 1.0a 5,42 0.42 0.00 0.00 0.00 0.00 3 1-3 6.1 450.0 PA 0.5 1.3 5.6 11.75 7.22 4.63 18.13 18.13 0.00 0.00 0.00 0.00 4 1.4 11.7 650.0 PA 0.5 1.3 9.1 19.86 5.02 8.23 25.40 25A0 0.00 0:00 0.00 0.00 . 0.00 0.00 0.00 0.00 5 5 5.5 0.0 PA 0.5 1.3 0.0 6.51 924 2.00 12.94 2.00 14.94 0.00 0,00 0.00 0.00 6 5.6 6.5 30.0 PA 0A 12 0A 6.93 8,09 2.94 1853 2.00 20.53 0.00 0.00 0.00 0.00 O,w Out POW 101 . 2c0e 6 6 8.9 0,0 PA OA 1.2 0.0 8.87 5,95 1.24 8.42 8.42 0.00 0.00 0.00 0.00 7 7.8 5.0 100.0 PA 1.5 2.3 0.7 5.71 9.54 2.22 16:55 1855 0.00 0.00 0.00 0.00 9 7-9 5.7 30.0 PA 0.4 12 0A 8.13 9.32 2.97 2757 27.67 0.00 0.00 0.00 0.00 9A 5-9 8.1 140.0 PA 0A 12 2.0 8.09 8.41 5.91 39.34 2.00 41.34 0.00 0.00 0.00 0.00 O,w Out Pond 101 •2da 0.00 0.00 0.00 0.00 10 10 21.9 0.0 PA 1.7 2.5 0.0 27.89 5.34 5,69 12.15 12.15 0.00 0.00 0.00 0.00 11 10-11 21.9 100.0 PA 1.7 2.5 0.7 22.56 5.25 6.98 1725 1725 0.00 0.00 0.00 0.00 12 10-12 22.8 120.0 PA 2.0 2.7 07 2329 5.17 9.61 27.72 27.72 0.00 0.00 0.00 0.00 13 10-13 23.3 150.0 PA 2.4 3.0 0.8 24.13 5.07 1024 29.16 29.18 13A 10-14 24.1 1.0 PA 0.4 12 0.0 24.15 5.07 1220 35.91 2.00 37.91 Owl Out Pond 101 • 241s 0.00 0.00 0.00 0.00 15 15 6.0 0.0 PA 0.4 1.2 0.0 8.00 9.39 2.80 21.7a 21.78 0.00 0.00 0.00 0.00 16 15-16 6.0 20.0 PA 0.4 12 0.3 8213 924 3,58 25.75 25.78 0.00 0.00 0.00 0.00 18 15-18. 6.3 70.0 PA 0.4 12 1.0 728 8.77 5.48 34.04 34.04 0.00 0.00 0.00 0.00 1313 5-18 24.1 210.0 PA 0.4 1.2 2.9 27.08 4.76 23.94 84.32 2.00 08.32 0.00 0.00 0.00 0.00 0,0, Out Pond 101 • 2005 - 0.00 0.00 0.00 0.00 20 20 7.0 0.0 PA 0.4 12 0.0 7.04 8.87 059 3.56 358 0.00 0.00 0.00 0.00 21 20-21 7.0 380.0 PA 12 2.1 3.0 10.05 7.70 2.60 12.53 12.53 0.00 0.00 0.00 0.00 22 20-22 10.1 180.0 PA 1.4 2.3 1.3 11.39 7.32 3.96 19.71 19.71 0.00 0.00 0.00 0.00 19 19 18.9 0.0 PA 0.4 12 0.0 18.93 5.77 2.90 9.19 9.18 0,00 0.00 0.00 0.00 36 19.36 18.9 1.0 PA 1.4 2.3 0.0 18.94 8.77 455 16.41 18.41 0.00 0.00 0.00 0.00 37 19,38.37 18.9 150.0 PA 1.4 2.9 1.1 20.04 559 5.07 18.09 16.09 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1313 5-18 27.1 0.0 PA 0.4 12 0.0 27.08 4.78 23.94 04.32 2.00 86.32 0.00 0.00 0.00 0.00 Oioo Out Pond 101 42688 13C 5.18 27.1 265.0 PA 0.4 12 4.0 31.07 4.42 23.94 59.53 10.00 5953 0.00 0.00 0.00 0.00 Oro), P09d101201,301 • 106e 13D 5-18.20-22 31.1 185.0 PA 0.4 12 2.6 33.66 4.19 27.90 67.74 15.00 82.74 0.00 0.00 0.00 0.00 0,w Pond101,201,301,501 • 150 13E 5-22,3537 33.7 180.0 PA 0.4 12 22 35.89 4.01 32.97 77,82 15.00 92.52 0.00 0.00 0.00 0.00 Ow, Pond101201.301,501.15cry POND 110 522,38.37 35.9 160.0 PA 0.4 12 22 38.13 3.66 32.97 74.81 15.00 89.81 0.00 0.00 0.00 0.00 0198 Po8d101201,301,501 • 15ck 0.00 0.00 0.00 0.00 43 43 8.0 0.0 PA 0.4 12 0.0 8.03 8.43 1.33 7.82 7.92 0.00 0.00 0.00 0.00 44 43-44 14.1 0.0 PA 0.4 12 0.0 14.09 5.70 827 25.13 28.13 0.00 0.00 0.00 0.00 45 43-45 14.1 50.0 PA 0.4 12 0.7 14.79 6.56 405 34.74 34.74 0.00 0.00 0.00 0.00 38 38 11.9 0.0 PA 1.0 1.9 0.0 11.92 7.16 3.67 17.45 17.45 00 0.00 0.00 0.00 39 38-39 11.9 255.0 PA 05 1.3 32 15.11 650 6.44 40.13 40.13 0.00 0.00 0.00 0.00 40 38.41 15.1 200.0 PA 05 15 25 17.60 8.01 11.90 5224 52.24 0.00 0.00 0.00 0.00 42 38-42 17.8 70.0 PA 0.4 12 1.0 18.8 5.03 13.78 58.57 38.57 0.00 0.00 0.00 0.00 P0040110 38-42 18.6 150.0 PA 0.4 12 21 20.68 5.50 13.76 55.25 5525 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 46 46 SA 0.0 PA 0.5 1.3 0A 6.39 829 1.14 7.09 7.09 0.00 0.00 0.00 0.00 47 45-47 8.4 330.0 PA 1.7 2.5 22 10.59 7.54 3.06 22.03 22.03 0.00 0.00 0.0 0.00 POND 30 43-47 10.8 130.0 PA 0.4 12 1.8 12.40 7.08 11.95 50.29 50.29 0.00 0.00 00 0.00 0.00 0.00 0.00 0.00 48 48 5.5 00 PA 25 3.0 0.0 5.55 9.63 3.10 23.44 23.44 0.00 0.00 0.00 0.00 49 48-49 5.5 35.0 PA 0A 1.2 0.5 8.03 9.37 5.09 36.78 36.78 0.00 0.00 0.0 0.00 P004030 48-49 6.0 480.0 PA 0.4 12 67 1275 6.98 5.09 27.41 27.41 0.00 0.00 0.0 0.00 0.00 0.00 0.00 0.00 P004030 43-50 12.7 0.0 PA 0.4 12 0.0 12.75 6.88 19.89 88.74 58.74 0.00 0.00 0.00 0.00 0.00 0.0 0.00 0.00 53 53 53 0.0 PA 2.5 3.0 0.0 551 9.65 1.10 629 6.29 0.0 0.00 0.00 0.00 54 53-54 5.5 710.0 PA 15 2.3 5.0 1056 7.55 5.15 30.52 30.52 0.00 0.00 0.00 0.00 55 55 32 0.0 PA 15 2.3 0.0 524 9.81 2.02 17.46 17.48 0.00 0.0 0.00 0.00 58 5637 5.2 550.0 PA 0.5 1.3 6.9 12.10 7.13 3.38 20.05 20.85 0.00 0.00 0.00 0.0 POND 110 55-57 12.1 50.0 PA 0.4 12 07 12.80 6.97 3.38 20.17 20.17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 P0040110 1-425359.051 38.1 0.0 PA 0.4 12 0.0 38.13 3.86 10758 312.88 15.00 327.88 0.00 0.00 0.00 0.00 0,w Pond101201,301,501. 150?a 0.00 0.0 0.00 0.00 23 23 14.0 0.0 PA 0.6 1.5 0.0 14.04 8.71 1.32 6.72 e.72 0.00 0.00 0.00 0.00 24 23-24 14.0 30.0 PA 5.0 4.3 0.1 14.15 6.60 2.11 10.75 10.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 28 26 11.3 0.0 PA 0.8 1.5 0.0 11.33 7.33 1,07 558 5.88 0.00 0.00 0.00 0.00 27 26-27 11.3 30.0 PA 5.0 43 0.1 11.45 720 208 1156 11.58 0.00 0.0 0.0 0.00 0.00 0.00 0,00 0.00 29 29 9.7 0.0 PA 1.4 2.3 00 975 750 1.78 11.63 11.03 0.00 0.0 0.00 0.00 30 29.30 9.7 30.0 PA 5.0 4.3 0.1 771 377 2478 24.78 000 0.00 0.00 0.0 -0, �_ 1 It,1 ...a:'Cnl NOIe: a) Codes the channel type for velocity caloAatIons. PA • Paved, PL = Pasture 8 Lawns, GW 015ss.d Waterway 0:47 PM 56I2007 1 1 APPENDIX C S 1 1 1 1 1 1 1 1 IC 1 1 1 1 1! a I RICHARD'S LAKE L LEGEND 100 201 500 SWMM BASIN DETENTION POND NODE SUBBASIN CONNECTION ROUTING ELEMENT • in BASIN BOUNDARY PND4 D4 0 1:400 i�t.n�ltl 400' 600' 800' 6 ♦ 209 J WATER'S EDGE, P.U.D. Pemltl-Seal Fort Coffins, CO rm SWMM EXHIBIT PRELIMINARY NOT FOR CONSTRUCTION April 2006 Pmiaet Names. 167010190 Alt Name: $ 0100 alno9M,l,3i1-20-07 .1.0030 J.G000H J000CH APRIL 2006 own CM1YE D,O, WMM 01) Drawing NO. EXHIBIT Revision Sheet *** ENVIRONMENTAL PROTECTION AGENCY - STORM WATER MANAGEMENT MODEL - VERSION PC.1 DEVELOPED BY UPDATED BY ENTRY MADE TO RUNOFF MODEL *** METCALF + EDDY, INC. UNIVERSITY OF FLORIDA WATER RESOURCES ENGINEEERS, INC. (SEPTEMBER 1970) UNIVERSITY OF FLORIDA (JUNE 1973) HYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS MISSOURI RIVER DIVISION, CORPS OF ENGINEERS (SEPTEMBER 1974) BOYLE ENGINEERING CORPORATION (MARCH 1985, JULY 1985) V:152870t\active1187010190\civil\design\drainage\SWMM\WatersEdgeFinalllOout 1 Print WATER'S EDGE (RICHARDS LAKE FILING 2) 100-YEAR EVENT FILE: WatersEdgeFinal110.IN 4/23/07 NUMBER OF TIME STEPS 720 INTEGRATION TIME INTERVAL (MINUTES) 1.00 1.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH \ FOR 24 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES FOR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR 111 1.00 1.14 1.33 2.23 2.84 5.49 9.95 4.12 2.46 1.46 1.22 1.06 1.00 .95 .91 .87 .84 .81 .7B .75 .73 .71 .69 .67 1 1 111 1 1 1 V:\52870Ractive1187010190\civiildesign\drainage\SWMM\WatersEdgeFinaI110.out 2 Print WATER'S EDGE (RICHARDS LAKE FILING 2) 100-YEAR EVENT FILE: WatersEdgeFina1110.IN 4/23/07 SUBAREA GUTTER WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) INFILTRATION RATE(IN/HR) GAGE NUMBER OR MANHOLE (FT) (AC) IMPERV. (FT/FT) IMPERV. PERV. IMPERV. PERV. MAXIMUM MINIMUM DECAY RATE JO -2 0 .0 .0 .0 .0300 .016 .250 .100 .300 .51 .50 .00180 100 100 826.0 6.0 10.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 200 200 2248.0 2.9 70.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 300 300 2516.0 19.7 45.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 400 204 1067.0 15.2 40.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 401 101 2366.0 8.2 30.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 501 201 1187.0 8.5 45.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 600 600 1013.0 10.9 60.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 601 301 860.0 8.2 45.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 700 700 1313.0 4.0 50.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 800 800 2420.0 14.9 60.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 801 501 786.0 5.2 30.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 900 900 832.0 2.0 60.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 901 901 745.0 4.0 70.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 902 902 590.0 2.9 70.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 903 208 2057.0 14.2 40.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 1 310 305 1006.0 7.4 20.0 .0200 .016 .250 .100 .300 .51 .50 .00180 TOTAL NUMBER OF SUBCATCHMENTS, 16 TOTAL TRIBUTARY AREA (ACRES), 134.27 V:152870flactive11870101901civiRdesign\drainage\SWMMIWatersEdgeFinaii10.out 3 Print WATER'S EDGE (RICHARDS LAKE FILING 2) 100-YEAR EVENT FILE: WatersEdgeFinalllo.IN : 4/23/07 *** CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM2-PC MODEL *** WATERSHED AREA (ACRES) 134.270 TOTAL RAINFALL (INCHES) 3.669 TOTAL INFILTRATION (INCHES) .694 TOTAL WATERSHED OUTFLOW (INCHES) 2.857 TOTAL SURFACE STORAGE AT END OF STROM (INCHES) .118 ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL .000 V:152870nactive11870101901civirdesign\drainage\SWMMIWatersEdgeFina1110.out 4 Print WATER'S EDGE (RICHARDS LAKE FILING 2) 100-YEAR EVENT FILE: WatersEdgeFina1110.IN , 4/23/07 1 1 1 WIDTH INVERT SIDE SLOPES ~9VERBANK/SURCHARGE !GUTTER GUTTER NDP NP OR DIAM LENGTH SLOPE HORIZ TO VERT MANNING DEPTH JK NUMBER CONNECTION (FT) (FT) (FT/FT) L R N (FT) 200 210 0 3 .1 1. .0010 .0 .0 .001 10.00 1 210 202 0 2 PIPE 4.0 150. .0100 .0 .0 .013 4.00 1 202 203 0 2 PIPE 4.0 450. .0100 .0 .0 .013 4.00 1 203 204 0 2 PIPE 4.0 270. .0100 .0 .0 .013 4.00 1 204 205 0 2 PIPE 4.0 350. .0100 .0 .0 .013 4.00 1 205 206 0 2 PIPE 6.0 320. .0100 .0 .0 .013 6.00 1 206 207 0 2 PIPE 6.0 150. .0100 .0 .0 .013 6.00 1 207 100 0 2 PIPE 6.0 200. .0100 .0 .0 .013 6.00 1 100 110 0 3 .1 1. .0010 .0 .0 .001 10.00 1 110 510 10 2 PIPE .0 0. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .5 .5 2.0 .7 4.4 .9 7.3 1.0 10.4 1.1 13.6 1.2 16.9 1.3 20.4 1.4 24.1 1.5 300 305 8 2 PIPE .0 0. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 15.5 .2 21.9 .5 26.9 .8 31.0 1.1 34.7 1.6 38.0 2.2 41.0 208 209 0 2 PIPE 4.0 450. .0100 .0 .0 .013 4.00 1 209 100 0 2 PIPE 6.0 200. .0100 .0 .0 .013 6.00 600 205 0 2 PIPE 4.0 400. .0100 .0 .0 .013 4.00 -✓1 700 206 0 3 .1 1. .0010 .0 .0 .001 10.00 1 211 205 0 3 .1 1. .0010 .0 .0 .001 10.00 1 800 100 0 2 PIPE 4.0 250. .0100 .0 .0 .013 4.00 1 900 208 0 2 PIPE 4.0 600. .0100 .0 .0 .013 4.00 1 901 208 0 2 PIPE 4.0 200. .0100 .0 .0 .013 4.00 1 902 209 0 2 PIPE 4.0 100. .0100 .0 .0 .013 4.00 1 101 210 8 2 PIPE .0 0. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 .8 .2 1.1 .5 1.4 .9 1.6 1.5 1.8 2.2 2.0 3.4 2.2 201 211 6 2 PIPE .0 0. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 2.2 .2 3.2 .5 3.9 .9 4.5 1.6 5.0 301 211 7 2 PIPE .0 0. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 1.2 .2 1.7 .4 2.1 .7 2.5 1.2 2.7 1.8 3.0 501 206 5 2 PIPE .0 0. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 2.5 .1 3.5 .2 4.3 .3 5.0 TOTAL NUMBER OF GUTTERS/PIPES. 24 V:\52870f\active\187010190\civiRdesign\drainage\SWMM\WatersEdgeFinal110.out 5 Prini WATER'S EDGE (RICHARDS LAKE FILING 2) 100-YEAR EVENT FILE: Water•sEdgeFina1110.IN ; 4/23/07 I ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES GUTTER TRIBUTARY GUTTER/PIPE TRIBUTARY SUBAREA J.A.(AC) I 107.1 100 207 209 800 0 0 0 0 0 0 0 100 0 0 0 0 0 0 0 0 0 200 0 0 0 0 0 0 0 0 0 0 200 0 0 0 0 0 0 0 0 0 2.9 202 210 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11.2 11.2 203 202 0 0 0 0 0 0 0 0 0 a 0 0 0 0 0 0 0 0 0 204 203 0 0 0 0 0 0 0 0 0 400 0 0 0 0 0 0 0 0 0 26.3 54.0 205 204 600 211 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 206 205 700 501 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 63.2 207 206 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 63.2 20.2 208 900 901 0 0 0 0 0 0 0 0 903 0 0 0 0 0 0 0 0 0 209 208 902 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 23.2 210 200 101 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11.2 16.8 211 201 301 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 600 0 0 0 0 0 0 0 0 0 0 600 0 0 0 0 0 0 0 0 0 I 10.9 4.0 800 0 0 0 0 0 0 0 0 0 0 700 0 0 0 0 0 0 0 0 0 800 0 0 0 0 0 0 0 0 0 0 800 0 0 0 0 0 0 0 0 0 14.9 111 900 0 0 0 0 0 0 0 0 0 0 900 0 0 0 0 0 0 0 0 0 2.0 4.0 901 0 0 0 0 0 0 0 0 0 0 901 0 0 0 0 0 0 0 0 0 902 ,0 0 0 0 0 0 0 0 0 0 902 0 0 0 0 0 0 0 0 0 2.9 II D 1 1 1 t V:\52870Aactive1187010190\civil\design\drainage\SWMM\WatersEdgeFinaI110.out 6 Print WATER'S EDGE (RICHARDS LAKE FILING 2) 100-YEAR EVENT FILE: WatersEdgeFinal110.IN . 4/23/07 1 HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 6 CONVEYANCE ELEMENTS THE UPPER NUMBER IS DISCHARGE IN CFS THE LOWER NUMBER IS ONE OF THE FOLLOWING CASES: ( ) DENOTES DEPTH ABOVE INVERT IN FEET (S) DENOTES STORAGE IN AC -FT FOR DETENTION DAM. DISCHARGE INCLUDES SPILLWAY OUTFLOW. (I) DENOTES GUTTER INFLOW IN CFS FROM SPECIFIED INFLOW HYDROGRAPH (D) DENOTES DISCHARGE IN CFS DIVERTED FROM THIS GUTTER (0) DENOTES STORAGE IN AC -FT FOR SURCHARGED GUTTER TIME(HR/MIN) 100 101 201 300 301 501 0 1. .0 .0 0 .0 .0 .0 .00( ) .00( ) .00( ) .00(S) .00( ) .00( ) 0 6. .1 .0 .0 .0 .0 .0 .00( ) .00(5) .00(S) .00(S) .00(S) .00(S) 0 11. 16.3 .1 .2 3.7 .1 .8 .00( ) .o1(s) .o1cs) .:11(s) .01(S) .Do(s) 0 16. 47.5 .4 .9 9.6 .4 1.8 .00( ) .03(S) .03(S) .03(5) .03(S) .01(5) 0 21. 85.9 .8 1.9 15.8 1.0 2.6 .00( ) .07(S) .08(S) .06(S) .07(S) .01(S) 0 26. 136.5 .9 2.5 18.2 1.4 2.9 .00( ) .12(S) .14(S) .12(5) .14(S) .03(5) 0 31. 295.5 1.2 3.3 24.8 1.8 3.7 .00( ) .27(S) .29(S) .36(5) .28(S) .09(S) 0 36. 496.9 1.4 4.0 32.7 2.3 4.6 .00( ) .59(S) .61(S) .94(S) .58(S) .23(S) 0 41. 310.3 1.6 4.3 35.7 2.5 5.1 .00( ) .84(S) .84(5) 1.28(S) .79(5) .34(5) 0 46. 223.7 1.7 4.5 36.9 2.6 5.4 .00( ) 1.02(5) .99(5) 1.45(5) .95(5) .41(S) 0 51. 162.4 1.7 4.6 37.3 2.7 5.6 .00( ) 1.13(S) 1.09(S) 1.50(S) 1.05(S) .45(S) 0 56. 132.2 1.7 4.7 37.1 2.7 5.7 .00( ) 1.21(5) 1.16(5) 1.47(S) 1.14(S) .48(S) 1 1. 112.6 1.8 4.7 36.6 2.7 5.7 .00( ) 1.28(5) 1.21(5) 1.41(S) 1.20(S) .49(S) 1 6. 100.3 1.8 4.7 36.0 2.8 5.8 .00( ) 1.32(S) 1.24(S) 1.32(5) 1.25(S) .50(5) 1 11. 91.4 1.8 4.7 35.3 2.8 5.7 .00( ) 1.36(S) 1.27(S) 1.22(S) 1.29(S) .50(S) 1 16. 84.6 1.8 4.8 34.4 2.8 5.7 .00( ) 1.40(S) 1.29(S) 1.11(S) 1.33(S) .49(S) 1 21. 78.9 1.8 4.8 33.2 2.8 5.7 .00( ) 1.42(S) 1.31(S) .99(S) 1.36(5) .48(5) 1 26. 74.3 1.8 4.8 32.1 2.8 5.6 .00( ) 1.45(5) 1.32(S) .87(S) 1.38(5) .47(S) 1 31. 70.3 1.8 4.8 30.9 2.8 5.6 .00( ) 1.47(S) 1.33(S) .75(S) 1.41(5) .46(S) 1 36. 66.7 1.8 4.8 29.3 2.8 5.5 .00( ) 1.49(S) 1.34(S) .64(S) 1.43(S) .45(S) 1 41. 63.5 1.8 4.8 27.8 2.8 5.5 .00( ) 1.51(S) 1.34(S) .52(5) 1.44(5) .43(S) 1 46. 60.7 1.8 4.8 26.0 2.9 5.4 .00( ) 1.52(S) 1.34(5) .42(S) 1.46(S) .41(S) 1 51. 58.3 1.8 4.8 24.0 2.9 5.3 .00( ) 1.53(S) 1.34(S) .32(S) 1.47(5) .39(S) 1 56. 56.1 1.8 4.8 22.2 2.9 5.2 .00( ) 1.54(S) 1.34(5) .23(S) 1.48(5) .37(5) 2 1. 52.4 1.8 4.8 19.5 2.9 5.1 .00( ) 1.55(S) 1.33(S) .16(5) 1.49(S) .35(S) 2 6. 35.9 1.8 4.8 16.4 2.9 5.0 .00( ) 1.55(S) 1.32(5) .07(S) 1.49(S) .33(S) 2 11. 28.8 1.8 4.8 6.2 2.9 4.9 .00( ) 1.55(5) 1.30(S) .02(S) 1.48(S) .30(S) 2 16. 25.2 1.8 4.7 3.2 2.9 4.8 .00( ) 1.54(S) 1.27(S) .O1(S) 1.47(S) .28(S) 2 21. 22.9 1.8 4.7 2.3 2.9 4.7 .00( ) 1.53(5) 1.25(S) .01(S) 1.46(S) .25(S) 2 26. 21.3 1.8 4.7 1.9 2.8 4.6 .00( ) 1.53(S) 1.22(S) .01(S) 1.45(S) .22(S) 2 31. 20.0 1.8 4.7 1.6 2.8 4.5 .00( ) 1.52(S) 1.19(S) .01(5) 1.44(S) .19(S) 2 36. 19.0 1.8 4.7 1.4 2.8 4.4 .00( ) 1.51(5) 1.16(S) .00(S) 1.42(5) .17(5) 2 41. 18.1 1.8 4.6 1.2 2.8 4.2 .00( ) 1.50(5) 1.13(S) .00(S) 1.41(S) .14(S) 2 46. 17.3 1.8 4.6 1.0 2.8 4.0 .00( ) 1.49(S) 1.10(S) .00(S) 1.39(S) .11(S) 2 51. 16.6 1.8 4.6 .9 2.8 3.8 .00( ) 1.47(S) 1.08(S) .00(5) 1.37(S) .09(S) 2 56. 15.9 1.8 4.6 .8 2.8 3.6 .00( ) 1.46(S) 1.05(S) .00(5) 1.36(S) .06(S) V:152870(iactive11870101901civilldesign\drainage\SWMMIWatersEdgeFinal110.out 7 Prinl 1 i 1 1 1 A 1 1 1 1 3 1. 15.2 1.8 4.5 .7 2.8 3.2 .00( ) 1.45(S) 1.02(S) .00(S) 1.34(S) .04(S) 3 6. 14.4 1.8 4.5 .6 2.8 2.8 .00( ) 1.44(S) .99(5) .00(5) 1.32(S) .02(S) 3 11. 13.6 1.8 4.5 .5 2.8 1.9 .00( ) 1.43(S) .96(S) .00(S) 1.31(S) .01(5) 3 16. 11.6 1.8 4.5 .5 2.8 .5 .00( ) 1.42(S) .93(S) .00(S) 1.29(S) .00(5) 1 3 21. 11.0 1.8 4.4 .4 2.8 .2 .00( ) 1.41(S) .90(S) .00(S) 1.27(S) .00(S) 3 26. 10.7 1.8 4.4 .4 2.8 .1 .00( ) 1.39(S) .87(S) .00(5) 1.25(S) .00(S) 3 31. 10.5 1.8 4.3 .3 2.8 .1 .00( ) 1.38(S) .84(S) .00(S) 1.23(S) .00(S) 3 36. 10.2 1.8 4.3 .3 2.8 .1 .00( ) 1.37(5) .81(S) .00(5) 1.22(S) .00(S) 3 41. 10.1 1.8 4.3 .3 2.7 .1 .00( ) 1.36(S) .78(S) .00(S) 1.20(S) .00(S) 3 46. 9.9 1.8 4.2 .2 2.7 .1 .00( ) 1.35(S) .75(S) .00(5) 1.18(S) .00(S) 3 51. 9.7 1.8 4.2 .2 2.7 .1 .00( ) 1.33(S) .72(S) .00(S) 1.16(S) .00(S) 3 56. 9.6 1.8 4.1 .2 2.7 .1 .00( ) 1.32(5) .70(5) .00(S) 1.15(S) .00(S) 4 1. 9.4 1.8 4.1 .1 2.7 .1 .00( ) 1.31(S) .67(S) .00(5) 1.13(S) .00(5) 4 6. 9.3 1.8 4.1 .1 2.7 .1 .00( ) 1.30(S) .64(S) .00(S) 1.11(S) .00(S) 4 11. 9.1 1.8 4.0 .1 2.7 .0 .00( ) 1.28(5) .61(S) .00(5) 1.09(5) .00(5) 4 16. 9.0 1.8 4.0 .1 2.7 .0 .00( ) 1.27(S) .59(S) .00(S) 1.07(S) .00(S) 4 21. 8.9 1.8 3.9 .1 2.7 .0 .00( ) 1.26(S) .56(S) .00(S) 1.06(S) .00(S) 4 26. 8.8 1.7 3.9 .1 2.6 .0 .00( ) 1.25(S) .53(S) .00(S) 1.04(S) .00(S) 4 31. 8.7 1.7 3.9 .1 2.6 .0 .00( ) 1.24(S) .51(5) .00(S) 1.02(5) .00(5) 4 36. 8.6 1.7 3.8 .0 2.6 .0 .00( ) 1.22(S) .48(S) .00(S) 1.00(S) .00(S) 4 41. 8.4 1.7 3.7 .0 2.6 .0 .00( ) 1.21(S) .45(S) .00(S) .98(S) .00(S) 4 46. 8.3 1.7 3.7 .0 2.6 .0 .00( ) 1.20(5) .43(S) .00(S) .97(5) .00(S) 4 51. 8.2 1.7 3.6 .0 2.6 .0 .00( ) 1.19(5) .40(S) .00(S) .95(S) .00(S) 4 56. 8.1 1.7 3.5 .0 2.6 .0 .00( ) 1.18(S) .38(S) .00(S) .93(S) .00(S) 5 1. 8.0 1.7 3.5 .0 2.6 .0 .00( ) 1.16(S) .35(S) .00(S) .91(S) .00(S) 5 6. 7.9 1.7 3.4 .0 2.6 .0 .00( ) 1.15(S) .33(5) .00(S) .90(S) .00(S) 5 11. 7.8 1.7 3.3 .0 2.5 .0 .00( ) 1.14(S) .31(5) .00(5) .88(5) .00(S) 5 16. 7.7 1.7 3.3 .0 2.5 .0 .00( ) 1.13(S) .29(S) .00(5) .86(S) .00(5) 5 21. 7.6 1.7 3.2 .0 2.5 .0 .00( ) 1.12(S) .26(S) .00(S) .84(S) .00(S) 5 26. 7.5 1.7 3.2 .0 2.5 .0 .00( ) 1.11(S) .24(5) .00(S) .83(S) .00( ) 5 31. 7.4 1.7 3.0 .0 2.5 .0 .00( ) 1.09(S) .22(S) .00(S) .81(S) .00( ) 5 36. 7.2 1.7 2.9 .0 2.5 .0 .00( ) 1.08(S) .20(S) .00(S) .79(S) .00( ) 5 41. 7.1 1.7 2.8 .0 2.5 .0 .00( ) 1.07(5) .18(S) .00(S) .77(S) .00( ) 5 46. 6.9 1.7 2.7 .0 2.5 .0 .00( ) 1.06(S) .16(S) .00(S) .76(S) .00( ) 5 51. 6.8 1.7 2.6 .0 2.5 .0 .00( ) 1.05(S) .14(S) .00(S) .74(S) .00( ) 5 56. 6.7 1.7 2.5 .0 2.4 .0 .00( ) 1.04(S) .13(S) .00(5) .72(5) .00( ) 6 1. 6.5 1.7 2.4 .0 2.4 .0 .00( ) 1.03(S) .11(S) .00(S) .71(S) .00( ) 6 6. 6.4 1.7 2.3 .0 2,4 .0 .00( ) 1.01(S) .09(S) .00(S) .69(S) .00( ) 6 11. 6.1 1.7 1.9 .0 2.4 .0 .00( ) 1.00(S) .08(S) .00(S) .67(S) .00( ) 6 16. 5.8 1.7 1.6 .0 2.4 .0 .00( ) .99(S) .07(S) .00(S) .66(S) .00( ) 6 21. 5.5 1.6 1.4 .0 2.3 .0 .00( ) .98(5) .06(S) .00(S) .64(S) .00( ) 6 26. 5.2 1.6 1.2 .0 2.3 .0 .00( ) .97(S) .05(S) .00(S) .63(S) .00( ) J 6 31. 5.0 1.6 1.0 .0 2.3 .0 .00( ) .96(S) .04(S) .00(S) .61(S) .00( ) 6 36. 4.8 1.6 .8 .0 2.3 .0 .00( ) .95(5) .03(5) .00(S) .59(S) .00( ) 6 41. 4.7 1.6 .7 .0 2.3 .0 .00( ) .93(S) .03(S) .00(S) .58(S) .00( ) V:152870f\active11870101901civiRdesign\drainage\SWMMIWatersEdgeFinal110.out 8 Print 1 t 1 t 1 1 1 t 6 46. 4.5 1.6 .6 .0 2.3 .0 .00( ) .92(S) .02(5) .00(5) .56(S) .00( ) 6 51. 4.4 1.6 .5 .0 2.2 .0 .00( ) .91(S) .02(5) .00(5) .55(5) .00( ) 6 56. 4.3 1.6 .4 .0 2.2 .0 .00( ) .90(S) .02(S) .00(S) .53(S) .00( ) 7 1. 4.2 1.6 .4 .0 2.2 .0 .00( ) .89(S) .01(S) .00(S) .52(5) .00( ) 7 6. 4.1 1.6 .3 .0 2.2 .0 .00( ) .88(S) .01(S) .00(5) .50(S) .00( ) 7 11. 4.1 1.6 .2 .0 2.2 .0 .00( ) .87(5) .01(S) .00(5) .49(S) .00( ) 7 16. 4.0 1.6 .2 .0 2.2 .0 .00( ) .86(S) .01(S) .00(S) .47(S) .00( ) 7 21. 3.9 1.6 .2 .0 2.1 .0 .00( ) .85(5) .01(S) .00(5) .46(S) .00( ) 7 26. 3.9 1.6 .1 .0 2.1 .0 .00( ) .83(S) .01(S) .00(5) .44(5) .00( ) 7 31. 3.8 1.6 .1 .0 2.1 .0 .00( ) .82(S) .01(S) .00(S) .43(S) .00( ) 7 36. 3.8 1.6 .1 .0 2.1 .0 .00( ) .81(5) .00(5) .00(S) .41(S) .00( ) 7 41. 3.7 1.6 .1 .0 2.1 .0 .00( ) .80(S) .00(5) .00(S) .40(S) .00( ) 7 46. 3.7 1.6 .1 .0 2.0 .0 .00( ) .79(5) .00(S) .00(S) .38(5) .00( ) 7 51. 3.7 1.6 .1 .0 2.0 .0 .00( ) .78(S) .00(S) .00(5) .37(S) .00( ) 7 56. 3.6 1.5 .1 .0 2.0 .0 .00( ) .77(5) .00(S) .00(S) .36(5) .00( ) 8 1. 3.6 1.5 .0 .0 2.0 .0 .00( ) .76(S) .00(S) .00( ) .34(S) .00( ) 8 6. 3.5 1.5 .0 .0 1.9 .0 .00( ) .75(S) .00(5) .00( ) .33(S) .00( ) 8 11. 3.5 1.5 .0 .0 1.9 .0 .00( ) .74(S) .00(5) .00( ) .32(5) .00( ) 8 16. 3.5 1.5 .0 .0 1.9 .0 .00( ) .73(S) .00(5) .00( ) .30(S) .00( ) 8 21. 3.4 1.5 .0 .0 1.9 .0 .00( ) .72(S) .00(S) .00( ) .29(S) .00( ) 8 26. 3.4 1.5 .0 .0 1.8 .0 .00( ) .71(S) .00(5) .00( ) .28(S) .00( ) 8 31. 3.4 1.5 .0 .0 1.8 .0 .00( ) .70(S) .00(S) .00( ) .26(S) .00( ) 8 36. 3.3 1.5 .0 .0 1.8 .0 .00( ) .69(S) .00(S) .00( ) .25(S) .00( ) .J 8 41. 3.3 1.5 .0 .0 1.8 .0 .00( ) .68(S) .00(S) .00( ) .24(S) .00( ) 8 46. 3.3 1.5 .0 .0 1.7 .0 .00( ) .67(S) .00(S) .00( ) .23(S) .00( ) 8 51. 3.2 1.5 .0 .0 1.7 .0 .00( ) .66(S) .00(S) .00( ) .22(5) .00( ) 8 56. 3.2 1.5 .0 .0 1.7 .0 .00( ) .65(S) .00(5) .00( ) .20(5) .00( ) 9 1. 3.1 1.5 .0 .0 1.6 .0 .00( ) .64(S) .00(S) .00( ) .19(5) .00( ) 9 6. 3.1 1.5 .0 .0 1.6 .0 .00( ) .63(5) .00(5) .00( ) .18(S) .00( ) 9 11. 3.0 1.5 .0 .0 1.5 .0 .00( ) .62(S) .00(S) .00( ) .17(S) .00( ) 9 16. 3.0 1.5 .0 .0 1.5 .0 .00( ) .61(S) .00(5) .00( ) .16(5) .00( ) 9 21. 2.9 1.5 .0 .0 1.5 .0 .00( ) .60(S) .00(5) .00( ) .15(S) .00( ) 9 26. 2.9 1.4 .0 .0 1.4 .0 .00( ) .59(S) .00(S) .00( ) .14(S) .00( ) 9 31. 2.9 1.4 .0 .0 1.4 .0 .00( ) .58(5) .00(S) .00( ) .13(S) .00(•) 9 36. 2.8 1.4 .0 .0 1.3 .0 .00( ) .57(S) .00(S) .00( ) .12(S) .00( ) 9 41. 2.8 1.4 .0 .0 1.3 .0 .00( ) .56(5) .00(S) .00( ) .11(S) .00( ) 9 46. 2.7 1.4 .0 .0 1.3 .0 .00( ) .55(S) .00(S) .00( ) .10(S) .00( ) 9 51. 2.7 1.4 .0 .0 1.2 .0 .00( ) .54(S) .00(S) .00( ) .10(S) .00( ) 9 56. 2.6 1.4 .0 .0 1.2 .0 .00( ) .53(5) .00(S) .00( ) .09(S) .00( ) 10 1. 2.5 1.4 .0 .0 1.1 .0 .00( 1 .52(5) .00(S) .00( ) .08(S) .00( ) 10 6. 2.4 1.4 .0 .0 1.0 .0 .00( ) .51(5) .00(S) .00( ) .07(S) .00( ) 10 11. 2.3 1.4 .0 .0 .9 .0 .00( ) .50(5) .00(S) .00( ) .07(5) .00( ) J 10 16. 2.2 1.4 .0 .0 .8 .0 .00( ) .49(S) .00(S) .00( ) .06(S) .00( ) 10 21. 2.2 1.4 .0 .0 .7 .0 .00( ) .48(5) .00(S) .00( ) .05(S) .00( ) 10 26. 2.1 1.4 .0 .0 .7 .0 i V:\52870(\active\187010190\civil\design\drainage\SWMM\WatersEdgeFinal110.out 9 Prinl 1 1 1 1 1 1 1 1 1 1 1 i 1 '11 J .00( ) .47(S) .00(S) .00( ) .05(S) .00( ) 10 31. 2.0 1.4 .0 .0 .6 .0 .00( ) .46(S) .00(5) .00( ) .05(S) .00( ) 10 36. 1.9 1.3 .0 .0 .6 .0 .00( ) .45(S) .00(S) .DO( ) .04(S) .00( ) 10 41. 1.9 1.3 .0 .0 .5 .0 .00( ) .44(5) .00(5) .00( ) .04(S) .00( ) 10 46. 1.8 1.3 .0 .0 .5 .0 .00( ) .43(S) .00(S) .00( ) .03(S) .00( ) 10 51. 1.8 1.3 .0 .0 .4 .0 .00( ) .42(S) .00(S) .00( ) .03(S) .00( ) 10 56. 1.7 1.3 .0 .0 .4 .0 .00( ) .41(S) .00(5) .00( ) .03(S) .00( ) 11 1. 1.7 1.3 .0 .0 .3 .0 .00( ) .40(S) .00(S) .00( ) .03(5) .00( ) 11 6. 1.6 1.3 .0 .0 .3 .0 .00( ) .40(S) .00(S) .00( ) .02(5) .00( ) 11 11. 1.6 1.3 .0 .0 .3 .0 .00( ) .39(S) .00(S) .00( ) .02(S) .00( ) 11 16. 1.6 1.3 .0 .0 .3 .0 .00( ) .38(S) .00(S) .00( ) .02(S) .00( ) 11 21. 1.5 1.3 •.0 .0 .2 .0 .00( ) .37(S) .00(5) .00( ) .02(S) .00( ) 11 26. 1.5 1.3 .0 .0 .2 .0 .00( ) .36(S) .00(S) .00( ) .02(S) .00( ) 11 31. 1.5 1.3 .0 .0 .2 .0 .00( ) .35(S) .00(S) .00( ) .01(S) .00( ) 11 36. 1.5 1.2 .0 .0 .2 .0 .00( ) .34(S) .00(5) .00( ) .01(5) .00( ) 11 41_ 1.4 1.2 .0 .0 .2 .0 .00( ) .33(S) .00(S) .00( ) .01(S) .00( ) 11 46. 1.4 1.2 .0 .0 .2 .0 .00( ) .33(S) .00(S) .00( ) .01(S) .00( ) 11 51. 1.4 1.2 .0 .0 .1 .0 .00( ) .32(5) .00(S) .00( ) .O1(S) .00( ) 11 56. 1.4 1.2 .0 .0 .1 .0 .00( ) .31(S) .00(S) .00( ) .O1(S) .00( ) t V:\52870flactive\187010190\civil\design\drainage\SWMM\WatersEdgeFinal110.out 10 Print WATER'S EDGE (RICHARDS LAKE FILING 2) 100-YEAR EVENT FILE: WatersEdgeFina1110.IN 4/23/07 *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENTION DAMS *** *** NOTE :S IMPLIES A SURCHARGED.ELEMENT AND :D IMPLIES A SURCHARGED DETENTION FACILITY CONVEYANCE PEAK STAGE STORAGE TIME i{p r n,, _ �r ELEMENT:TYPE (CFS) (FT) (AC -FT) (HR/MIN) W d C 1 az ,yu( 100:3 528.0 (DIRECT FLOW) 0 35. 101:2 1.8 .0 1.6:D 2 3. 110:2 1.5 .0 23.9:D 11 28. -- . 2,Z6 oc•ff ---->. 200:3 28.6 (DIRECT FLOW) 0 35. 201:2 4.8 .0 1.3:0 1 46. 202:2 29.8 1.2 0 35. 203:2 29.7 1.2 0 35. 204:2 107.9 2.6 0 35. 205:2 189.7 2.8 0 35. 206:2 221.1 3.1 0 36. 207:2 220.2 3.1 0 35. 208:2 140.3 3.2 0 35. 209:2 167.9 2.6 0 35. 210:2 30.2 1.2 0 35. 211:3 7.7 (DIRECT FLOW) 2 0. 300:2 37.3 .0 1.5:D 0 51.- . 0.36 ac,T/ 301:2 2.9 .0 1.5:D 2 3. 305:3 63.4 (DIRECT FLOW) 0 35. 501:2 5.8 .0 .5:D 1 8. 510:3 1.5 (DIRECT FLOW) 11 28. 600:2 78.4 2.1 0 35. 700:3 32.8 (DIRECT FLOW) 0 35. 800:2 119.8 2.8 0 35. 900:2 17.8 1.0 0 35. 901:2 36.0 1.4 0 35. 902:2 26.1 1.2 0 34. ENDPROGRAM PROGRAM CALLED 26.(6 ""0- Pa i o 1. 8(, t•?� ��}}` �� Pic 3" Pova ilb pa eS vtil4 vs et4A-P( , jor.) ct+ex.4 12.5,ks 1-4Z, s 3-s-9, rnZ ou4 csd- PO4e.A.4h„, de-' 6�s:kr s c.(s Pc„,,:z(wd rh paA4{5 Itlr, Za( 30( s--6! tS Ceelk 4 5(,Im wl V:152870i\active\187010190\civii\design\drainage\SWMM\WatersEdgeFinal110.out 11 Prini 1 i � APPENDIX D N 1 1 t t r Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility Sheet 1 of 3 Designer: John Gooch Company: Date: April 21, 2007 Project: Water's Edge Location: Fort Collins POho( 110 1. Basin Storage Volume A) Tributary Area's Imperviousness Ratio (i = la / 100 ) B) Contributing Watershed Area (Area) C) Water Quality Capture Volume (WQCV) (WQCV =1.0 * (0.91*13-1.19*12+0.78*I)) D) Design Volume: Vol = (WQCV / 12) * Area * 1.2 la = 1= 50.00 % 0.50 Area = 109.55 acres WQCV = 0.21 watershed inches Vol = 2.259 acre-feet 2. Outlet Works A) Outlet Type (Check One) B) Depth at Outlet Above Lowest Perforation (H) C) Required Maximum Outlet Area per Row, (Ao) D) Perforation Dimensions (enter one only): i) Circular Perforation Diameter OR ii) 2" Height Rectangular Perforation Width E) Number of Columns (nc, See Table 6a-1 For Maximum) F) Actual Design Outlet Area per Row (Ao) G) Number of Rows (nr) H) Total Outlet Area (Act) X Orifice Plate Perforated Riser Pipe Other: H = 2.12 feet Ao = 4.43 square inches D = 1.4000 inches, OR W = inches nc = 3 number Ao = 4.62 square inches nr = 6 number Aa, = 29.37 square inches 3. Trash Rack A) Needed Open Area: A, = 0.5 * (Figure 7 Value) * Ao, B) Type of Outlet Opening (Check One) C) For 2", or Smaller, Round Opening (Ref.: Figure 6a): i) Width of Trash Rack and Concrete Opening (Wconc) from Table 6a-1 ii) Height of Trash Rack Screen (HTR) At = 951 square inches X < 2" Diameter Round Wconc HTR = 2" High Rectangular Other: 36 inches 49 inches UDFCD Form Pond110.xis, EDB 1 Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility Sheet 2 of 3 Designer: John Gooch 1 1 t 1 1 1 1 Company: Date: April 21, 2007 Project: Water's Edge Location: Fort Collins iii) Type of Screen (Based on Depth H), Describe if "Other" iv) Screen Opening Slot Dimension, Describe if "Other" v) Spacing of Support Rod (O.C.) Type and Size of Support Rod (Ref.: Table 6a-2) vi) Type and Size of Holding Frame (Ref.: Table 6a-2) D) For 2" High Rectangular Opening (Refer to Figure 6b): I) Width of Rectangular Opening (W) ii) Width of Perforated Plate Opening (W„„, = W + 12") iii) Width of Trashrack Opening (WoPe,,;,,g1 from Table 6b-1 iv) Height of Trash Rack Screen (HTR) v) Type of Screen (based on depth H) (Describe if "Other") vi) Cross -bar Spacing (Based on Table 6b-1, KlempTM KPP Grating). Describe if "Other" vii) Minimum Bearing Bar Size (KlempTM Series, Table 6b-2) (Based on depth of WQCV surcharge) X S.S. #93 VEE Wire (US Filter) Other: X 0.139" (US Filter) Other: 1.00 inches TE 0.074 in. x 1.00 in. 1.25 in. x 1.50 in. angle W = inches W,p„c = inches Wopen;,,g = inches H- _ inches KlempTM KPP Series Aluminum Other: inches Other: 4. Detention Basin length to width ratio (L/W) 5 Pre -sedimentation Forebay Basin - Enter design values A) Volume (5 to 10% of the Design Volume in 1 D) B) Surface Area C) Connector Pipe Diameter (Size to drain this volume in 5-minutes under inlet control) D) Paved/Hard Bottom and Sides acre-feet acres inches yes/no UDFCD Form Pond110.xls, EDB 1 Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility Sheet 3 of 3 Designer: John Gooch 1 1 Company: • Date: April 21, 2007 Project: Location: Water's Edge Fort Collins 6. Two -Stage Design A) Top Stage (Dwa = 2' Minimum) B) Bottom Stage (DBs = DwQ+ 1.5' Minimum, DwQ+ 3.0' Maximum, Storage = 5% to 15% of Total WQCV) C) Micro Pool (Minimum Depth = the Larger of 0.5 * Top Stage Depth or 2.5 Feet). D) Total Volume: Volta = Storage from 5A + 6A + 6B Must be > Design Volume in 1 D DwQ = feet Storage= acre-feet DBs = feet Storage= acre-feet Surf. Area= acres Depth= feet Storage= acre-feet Surf. Area= acres Voltot = acre-feet 7. Basin Side Slopes (Z, horizontal distance per unit vertical) Minimum Z = 4, Flatter Preferred Z = (horizontal/vertical) 8. Dam Embankment Side Slopes (Z, horizontal distance) per unit vertical) Minimum Z = 3, Flatter Preferred Z = 3.00 (horizontal/vertical) 9. Vegetation (Check the method or describe "Other") Native Grass Irrigated Turf Grass Other: Notes: UDFCD Form Pond110.xls, EDB Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility Sheet 1 of 3 Designer: John Gooch Company: Date: Project: April 21, 2007 Water's Edge Location: Fort Collins Pend 300 1. Basin Storage Volume A) Tributary Area's Imperviousness Ratio (i = la / 100 ) B) Contributing Watershed Area (Area) C) Water Quality Capture Volume (WQCV) (WQCV =1.0 * (0.91 *13-1.19*12+0.78*I)) D) Design Volume: Vol = (WQCV / 12) * Area * 1.2 la = i= 42.00 0.42 Area = 19.69 acres WQCV = 0.19 watershed inches Vol = 0.364 acre-feet 2. Outlet Works A) Outlet Type (Check One) B) Depth at Outlet Above Lowest Perforation (H) C) Required Maximum Outlet Area per Row, (A,) D) Perforation Dimensions (enter one only): i) Circular Perforation Diameter OR ii) 2" Height Rectangular Perforation Width E) Number of Columns (nc, See Table 6a-1 For Maximum) F) Actual Design Outlet Area per Row (A,) G) Number of Rows (nr) H) Total Outlet Area (Act) X Orifice Plate Perforated Riser Pipe Other: H= Ao = D= W= nc = Ao= nr = Aot = 2.60 feet 0.54 square inches 0.8000 inches, OR inches 1 number 0.50 square inches 8 number 3.92 square inches 3. Trash Rack A) Needed Open Area: At = 0.5 * (Figure 7 Value) * Act B) Type of Outlet Opening (Check One) C) For 2", or Smaller, Round Opening (Ref.: Figure 6a): i) Width of Trash Rack and Concrete Opening (Wconc) from Table 6a-1 ii) Height of Trash Rack Screen (HTR) At= 137 square inches X < 2" Diameter Round Wconc = HTR 2" High Rectangular Other: 6 inches 55 inches UDFCD Form Pond300.xls, EDB Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility Sheet 2 of 3 Designer: John Gooch Company: Date: April 21, 2007 Project: Water's Edge Location: Fort Collins iii) Type of Screen (Based on Depth H), Describe if "Other" iv) Screen Opening Slot Dimension, Describe if "Other" v) Spacing of Support Rod (O.C.) Type and Size of Support Rod (Ref.: Table 6a-2) vi) Type and Size of Holding Frame (Ref.: Table 6a-2) D) For 2" High Rectangular Opening (Refer to Figure 6b): I) Width of Rectangular Opening (W) ii) Width of Perforated Plate Opening (Wconc = W + 12") iii) Width of Trashrack Opening (VVopen ing) from Table 6b-1 iv) Height of Trash Rack Screen (HTR) v) Type of Screen (based on depth H) (Describe if "Other") vi) Cross -bar Spacing (Based on Table 6b-1, KlempTM KPP Grating). Describe if "Other" vii) Minimum Bearing Bar Size (KlempTM Series, Table 6b-2) (Based on depth of WQCV surcharge) X S.S. #93 VEE Wire (US Filter) Other: X 0.139" (US Filter) Other: 0.75 inches #156 VEE 3/8 in. x 1.0 in. flat bar W= Wconc = Wopening = HTR = inches inches inches inches Klempn''' KPP Series Aluminum Other: inches Other: 4. Detention Basin length to width ratio 5 Pre -sedimentation Forebay Basin - Enter design values A) Volume (5 to 10% of the Design Volume in 1 D) B) Surface Area C) Connector Pipe Diameter (Size to drain this volume in 5-minutes under inlet control) D) Paved/Hard Bottom and Sides acre-feet acres inches yes/no UDFCD Form Pond300.xls, EDB 1 Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility Sheet 3 of 3 Designer: John Gooch f 1 1 1 1 i 1 ID 1 1 1 1 1 1 1 1 Company: Date: April 21, 2007 Project: Location: Water's Edge Fort Collins 6. Two -Stage Design A) Top Stage (DWQ = 2' Minimum) B) Bottom Stage (Des = DwQ + 1.5' Minimum, DWQ + 3.0' Maximum, Storage = 5% to 15% of Total WQCV) C) Micro Pool (Minimum Depth = the Larger of 0.5 * Top Stage Depth or 2.5 Feet) D) Total Volume: Voltot = Storage from 5A + 6A + 6B Must be > Design Volume in 1 D DWQ = Storage= Das = Storage= Surf. Area= Depth= Storage= Surf. Area= Voltot = feet acre-feet feet acre-feet acres feet acre-feet acres acre-feet 7. Basin Side Slopes (Z, horizontal distance per unit vertical) Minimum Z = 4, Flatter Preferred Z = (horizontal/vertical) 8. Dam Embankment Side Slopes (Z, horizontal distance) per unit vertical) Minimum Z = 3, Flatter Preferred Z = 3.00 (horizontal/vertical) 9. Vegetation (Check the method or describe "Other") Native Grass Irrigated Turf Grass Other: Notes: UDFCD Form Pond300.xls, EDB e 1 t i 1 1 Orifice Calc q=ca(2g(h))^.5 Ln (n WQCV Diameter 0.05 ft area 0.002 100-Year Diameter 0.35 ft area 0.10 q 1.00 0 0 L0 r C gs- a. w 7 0 c Ccgd co 2 °Z c 0 O c`~ w coil) Outflow from Orifice Calc (cfs) O C.' O O r ti O N N N e- O 00 Ln >` C° C. N M. t# LC) LC) O O O CV 1 ri19.i O'- 2 Cumulat. Depth Area Area Storage Storage (ft) (ft2) (ac) (ac-ft) (ac ft) 0 7880.62 0.1809141 0.00 0.00 1 41542.15 0.9536765 0.52 0.52 2 86993.24 1.99709 1.44 1.96 3 124364.19 2.855009 2.41 4.37 4 130595.61 2.9980627 2.93 7.30 5 136836.82 3.1413411 3.07 10.37 6 143145.36 3.2861653 3.21 13.58 7 149484.99 3.4317032 3.36 16.94 8 156001.41 3.5812996 3.51 20.45 9 162846.76 3.7384472 3.66 - 24.11 10 171370.7 3.9341299 3.84 27.94 co; 744 iys,,. NI WiLn� Lti; r • i' � rye oljMS W.1 C!) ,� ,, 1 Lt]F O; '.,�•��i^� '.LAX Np N 05:1 O N M C Lo co I.... co 0 O N` 7.1. Wit' y . ^ in in in V) In Ln if) Ln LC) ill CO Cy a! — `"' i W LLn LOC) in LOC) LOn LOf) LOC) LOC) LC) Li LC)Cn04 Qs 01 i La (0! *Add 2.26 ac-ft to account d co) L4 L 0 y T V Lr Q ty IX L O 0 X X II I1 « as 0. O 0 0 0 0 O O co co 0 O CC) CO h 0 0 0 0 00 O O 004 to Lf 0.; 0, Lnt Lr) r d 3 H 0 0 0 0 O O CO CO O O CO CO 0 0 0 0. 0 0 Interpolation Pond 110rating Curve.xls Pond110Ratingcurve4-21-07.txt Water's Edge Pond 110 Rating Curve ].Gooch 4-21-07 #Units=Elevation,ft,area,ft2,Volume,acft,Volume,acft # Elev Area Cumml Avg Cumml Conic # ft ft2 acft acft 5060.0000 171370.7036 28.0403 27.9431 5059.0000 162846.7603. 24.2040 24.1072 5058.0000 156001.4064 20.5442 20.4476 5057.0000 149484.9984 17.0377 16.9414 5056.0000 143145.3637 13.6787 13.5827 5055.0000 136836.8159 10.4650 10.3692 5054.0000 130595.6096 7.3953 7.2998 5053.0000 124364.1881 4.4687 4.3736 5052.0000 86993.2359 2.0427 1.9603 5051.0000 41542.1544 0.5673 0.5167 5050.0000 7880.6181 0.0000 0.0000 Page 1 Waters Edge Pond 110 Orifice Calculation 100-Year Pond Orifice Plate Basic Equation: Q = Cd • A • (2g • (h1 -h2))o.5 Revised Equation: A=Q/(Cd • (2g • (h 1 - h2 ))0.5 Input 187010190 Basin Area = 109.55 Contributing Drainage Area Cd= 0.65 Input g= 32.20 ft/s2 Gravitational Constant hi= 5059.00 100 year WSEL h2= 5050.00 Invert Elevation of Pipe Q = 1.50 cfs Input Output A= 0.10 ft2 *r= 2.10 Calculated orifice area Calculated radius (inches) * Orifice opening bottom aligned with invert of pipe, difference in head on the orifice measured from the centerline of the orifice opening Orifice Dia. = 4.1922 inches 0.3494 feet 1 i 1 t i j Orifice Calc q=ca(2g(h))^.5 c 0.65 WQCV Diameter 0.05 ft area 0.002 La 0 N M L a) 0 a, } E 2 Q o 1) rzi T a- 0 0 O 0 0 c m °O• � C ▪ (1) O L a .444 o 03 Wco 0 >` CYo Ei n v v Outflow from Orifice Calc (cfs) 0vr-r)rno� 0 in a) co a co o o OinNNC73<°7, 61 OM� 4 rp, Cumulat. Depth Area Area Storage Storage (ft) (ft2) (ac) (ac-ft) (ac-ft) 0 1.64 3.765E-05 0.00 0.00 1 6115.11 0.1403836 0.05 0.05 2 8867.67 0.2035737 0.17 0.22 3 11806.91 0.2710494 0.24 0.46 4 14920.09 0.3425181 0.31 0.76 5 18184.38 0.4174559 0.38 1.14 6 21552.02 0.4947663 0.46 1.60 7 29948.56 0.6875243 0.59 2.18 a N, O{ 11 Poi csl tOt. fpl Nr,i cos N- Lb! O; O `4 F (DJ O: co CO, tn:1. d;; (p ;ra 61 �[7 O)Or-NMd Loco to _ d V 00000000 0"(0 W ~' to►nII)LOinInInu) Opcv *Add 0.36 ac-ft to account 110, 0 ti m a X X n u 0 w Q Q 0 0 0 0 O O 0 0 O O N N O 0 O 0 5 LLf O] 0 cm CD! of o, Li") to 0 3 H X X u u 0 0 Q Q 0 0 0 O O 0 0 0 0 O 0 N N 0 0 0 0 0 0 Interpolation Pond 300rating Curve.xls 1 ' water's Edge Pond 300 Rating Curve Pond300Ratingcurve4-21-07.txt ].Gooch 4-23-07 II #units=Elevation,ft,Area,ft2,volume,acft,volume,acft # Elev Area Cumml Avg Cumml Conic II # ft ft2 acft acft 5086.0000 29948.5619 2.2135 2.1846 5085.0000 21552.0241 1.6224 1.5961 5084.0000 18184.3845 1.1663 1.1405 II 5083.0000 14920.0885 0.7863 0.7612 5082.0000 11806.9056 0.4795 0.4551 5081.0000 8867.6756 0.2422 0.2186 5080.0000 6115.1185 0.0702 0.0476 II5079.0000 1.6422 0.0000 0.0000 II II II Waters Edge Pond 300 Orifice Calculation 100-Year Pond Orifice Plate Basic Equation: ' Q = Cd • A • (2g • (h1 - h2 ))o.s 1 1 1 1 Revised Equation: A=Q/(Cd • (2g • (h 1 - h2 ))°.5 Input 187010190 Basin Area = 19.69 Contributing Drainage Area Cd= 0.65 Input g= 32.20 ft/s2 Gravitational Constant h1= 5085.00 100 year WSEL h2= 5079.00 Invert Elevation of Pipe Q = 38.00 cfs Input Output A= 2.97 ft2 *r- 11.68 Calculated orifice area Calculated radius (inches) * Orifice opening bottom aligned with invert of pipe, difference in head on the orifice measured from the centerline of the orifice opening Orifice Dia. = 23.3514 inches 1.9459 feet 1 1 1 1 0 a a 1 1 Orifice Calc q=ca(2g(h))".5 CCOO 0 o O 0 0 0 a) ca 100-Year Diameter 0.45 ft area 0.16 q 1.00 U L Cco w Outflow from Orifice Calc (cfs) O N Lb T CO CO 0 CO O CO T CO CO O T 0 0 4- T T T N N Oj OI O.1 - C151 C01 Cumulat. Depth Area Area Storage Storage (ft) (ft) (ac) (ac-ft) (ac-ft) 0 817.13 0.0187587 0.00 0.00 1 5746.59 0.1319236 0.07 0.07 2 9595.64 0.2202856 0.17 0.24 3 14951.65 0.3432427 0.28 0.52 4 20829.6 0.4781818 0.41 .0.93 5 26951.78 0.6187277 0.55 1.48 6 39255.91 0.9011917 0.76 2.23 7 62745.76 1.4404444 1.16 3.39 o10 o 01 o; .r, co Ln; o CIS O CO c O r O. j ': CD] i�I N; T =max O' LO;=, O; I,f5088 ,16; y C LLaCO 1` 00 CA o ) co co m co co co co rn 0 cyy, 1ti �coin��Q of, Ln *Add 0.00 ac-ft to accounl 0 ro a) 0 0 0 m m CO CO U 0 0 0 0 0 0 N N 0 0 0o CC 0 0 O 0 0 O c) co; co oz0. Lc)# LO Ta a) ca 0 0 0 0 00 N N 0 0 0o CC 0 0 0 0 o Interpolation Pond 101 rating Curve.xls 1 1 1 1 Pond101RatingCurve4-21-07.txt water's Edge Pond 101 Rating Curve 7.Gooch 4-21-07 #Units=Elevation,ft,Area,ft2,Volume,acft,Volume,acft # Elev Area Cumml Avg Cumml Conic # ft ft2 acft acft 5090.0000 45037.4754 3.1336 3.1131 5089.0000 35508.3579 2.2091 2.1908 5088.0000 26940.0312 1.4922 1.4762 5087.0000 20829.5997 0.9439 0.9294 5086.0000 14951.6496 0.5332 0.5205 5085.0000 9595.6389 0.2514 0.2410 5084.0000 5746.5918 0.0753 0.0668 5083.0000 817.1270 0.0000 0.0000 ELCO POND #units=Elevation,ft,Area,ft2,Volume,acft,volume,acft # Elev Area Cumml Avg Cumml Conic # ft ft2 acft acft 5092.0000 43425.6830 1.6130 1.5694 5091.0000 27089.8766 0.8036 0.7673 5090.0000 17708.2824 0.2894 0.2569 5089.0000 3747.5478 0.0432 0.0304 5088.0000 11.7530 0.0000 0.0000 1 a44 S0 9 co 09 s-o 90 Page 1 1 Waters Edge Pond 101 Orifice Calculation 100-Year Pond Orifice Plate Basic Equation: Q=Cd•A•(2g •(h1-h2))°.5 Revised Equation: A=Q/(Cd • (2g • (h1 - h2 ))0.5 Input 187010190 Basin Area = 8.23 Contributing Drainage Area Cd= 0.65 Input g= 32.20 ft/s2 Gravitational Constant h1= 5089.00 100 year WSEL h2= 5083.00 Invert Elevation of Pipe Q = 2.00 cfs Input Output A= 0.16 ft2 *r- 2.68 Calculated orifice area Calculated radius (inches) * Orifice opening bottom aligned with invert of pipe, difference in head on the orifice measured from the centerline of the orifice opening Orifice Dia. 5.3572 inches • 0.4464 feet 1 1 1 i t i 1 ' J 1 1 1 1 0 N C 0 a Orifice Calc q=ca(2g(h))".5 o 0 o 0o 0 O 0 100-Year Diameter 0.74 ft area 0.43 q 1.00 o 11 cfl a) a� @ m a 0 Outflow from Orifice Calc (cfs) 0etCDr`r-o o N r CO O O N C7 t-ei In di 'Oj OI COI *,-.1 4;1 Cumulat. Depth Area Area Storage Storage (ft) (ftZ) (ac) (ac-ft) (ac-ft) 0 2890.68 0.0663609 0.00 0.00 1 5125.64 0.1176685 0.09 0.09 2 8318.94 0.1909766 0.15 0.24 3 15340.98 0.3521804 0.27 0.51 4 21255.31 0.4879548 0.42 0.93 5 36756.78 0.8438196 0.66 1.59 bt Or eaN co, CMi O Xrs Ix O?1 or 1 ith to: o!o Imo., CO 1. er.,1 O)d WI r io-Ali; col 0), 0- CT) 0; N; o;(0' o Ln' ofi . 0 N co to CO Oa tl.1 d ... 0 0 0 O 0 0 N LLJ to Li.) 10 in to in O?' tn., Oi toy *Add 0.00 ac-ft to account N L CU 0 r1 e- X X u u 0 0 Q Oa to O; O' 0 0 0 0 0 r` r~ O 0 0 0 0 0 0 O co; w co 1- X X u u 0 Q O� O' O 0 0 0 0 a 0 0 0 0 N N 0 0 0 0 O O Interpolation Pond 201 rating Curve.xls 1 1 Pond201Ratingcurve4-21-07.txt water's Edge Pond 201 Rating curves ].Gooch 4-21-07 East Portion of Pond 201 #units=Elevation,ft,Area,ft2, Volume,acft,volume,acft # Elev Area Cumml Avg Cumml Conic # ft ft2 acft acft 5076.0000 27354.7341 1.2670 1.2554 5075.0000 15010.0635 0.7807 0.7762 5074.0000 11613.6425 0.4751 0.4714 5073.0000 8318.9354 0.2463 0.2436 5072.0000 5125.6361 0.0920 0.0908 5071.0000 2890.6799 0.0000 0.0000 west Portion of Pond 201 #units=Elevation,ft,Area,ft2,volume,acft,Volume,acft # Elev Area Cumml Avg Cumml Conic # ft ft2 acft acft 5078.0000 16035.4964 0.8768 0.8727 5077.0000 12666.7082 0.5474 0.5440 5076.0000 9402.0498 0.2941 0.2916 5075.0000 6245.2447 0.1145 0.1132 5074.0000 3727.3375 0.0000 0.0000 T � C071 ► s34o. %M ' .:. So7s- z,zf3 3r Sa?` 3 (9W-6. 8 t Page 1 1 1 1 Waters Edge Pond 201 Orifice Calculation 100-Year Pond Orifice Plate Basic Equation: Q=Cd•A•(2g•(hi -h2))a.5 1 M 1 1 1 1 J Revised Equation: A=Q/(Cd • (2g • (h 1 - h2 ))0.5 Input 187010190 Basin Area = 8.54 Contributing Drainage Area Cd= 0.65 Input g= 32.20 ft/s2 Gravitational Constant h1= 5076.00 100 year WSEL h2= 5071.00 Invert Elevation of Pipe Q = 5.00 cfs Input Output A= 0.43 ft2 *r= 4.43 Calculated orifice area Calculated radius (inches) Orifice opening bottom aligned with invert of pipe, difference in head on the orifice measured from the centerline of the orifice opening Orifice Dia. = 8.8654 inches 0.7388 feet 1 1 1 1 r 1 1 1 1 1 1 Orifice Calc q=ca(2g(h))^.5 Lf) co O WQCV Diameter 0.05 ft area 0.002 LC) M O Lc-) N O. O C? ,- I -I - dID 0 cU C >7E2Cr Ocaas OD Outflow from Orifice Calc (cfs) O N co N ui CF 0 0 N ti r I..- O O,-,NNNch0 0 O-, �.a ti, so) 6/l Cumulat. Depth Area Area Storage Storage (ft) (ft2) (ac) (ac-ft) (ac ft) 0 2925.09 0.0671508 0.00 0.00 1 4732.25 0.1086375 0.09 0.09 2 7381.11 0.169447 0.14 0.22 3 10970.7 0.2518526 0.21 0.43 4 16120.37 0.3700728 0.31 0.74 5 22040.64 0.5059835 0.44 1.18 6 35968.51 0.8257234 0.66 1.84 ,ai al k O, O: Oe :S } o. =tire Lni N CV' = as•,�� =ros } n� Or e:3 9 O� L01 ,; OA . ti LO; Oi MY cot r. C)1 Q CVd. al O). �'• Ln(i _d W IL �; O) e0 O Lf) O I,- O Lf) r >~ O U) N Iti O Li) CO I,- O LC) CI• I� o in Ln t- O Lf) O, O Oe m• p; .91 Oj . r`i p? .0 *Add 0.00 ac-ft to account 4) 2 2 2 cn a) 0 0 E (21 X X II II - - Q Q O, O' O!O1 O O O O O O O O O O N Na) O O O O 1 0) c as 0 03 01 O O O O O C O O O O Ln LO N N O O O O Interpolation Pond 301 rating Curve.xls Pond301RatingCurve4-21-07.txt Water's Edge Pond 301 Rating Curve J.Gooch 4-21-07 East Portion of Pond 301 #units=Elevation,ft,Area,ft2,volume,acft,Volume,acft # Elev Area Cumml Avg cumml Conic # ft ft2 acft acft 5075.0000 28215.2351 1.5908 1.5811 5074.0000 17207.0208 1.0695 1.0649 5073.0000 13837.2092 0.7131 0.7092 5072.0000 10568.9122 0.4330 0.4299 5071.0000 7381.1082 0.2269 0.2250 5070.0000 4732.2448 0.0879 0.0871 5069.0000 2925.0869 0.0000 0.0000 Central Portion of Pond 301 #units=Elevation,ft,Area,ft2,volume,acft,volume,acft # Elev Area cumml Avg Cumml Conic # ft ft2 acft acft 5076.0000 5051.0542 0.2155 0.2110 5075.0000 3587.4452 0.1164 0.1123 5074.0000 2239.5585 0.0495 0.0460 5073.0000 1017.6955 0.0121 0.0095 5072.0000 35.8436 0.0000 0.0000 West Portion of Pond 301 #units=Elevation,ft,Area,ft2,volume,acft,voiume,acft # Elev Area Cumml Avg Cumml Conic ft ft2 acft acft 5077.0000 5076.0000 5075.0000 5074.0000 5073.0000 5072.0000 af4 Sow_ So 73 5-07q Sa7� corp. So')'1 7725.1448 5880.5617 4165.8182 2594.0648 1265.4609 365.9523 i097o.`?a blZo. 31? 22a4o. 64 3068,sl /d?31, I 7725-, 0.4121 0.2559 0.1406 0.0630 0.0187 0.0000 0.4084 0.2527 0.1380 0.0611 0.0177 0.0000 Waters Edge Pond 301 Orifice Calculation 100-Year Pond Orifice Plate Basic Equation: Q = Cd • A • (2g • (hi -h2))0.5 Revised Equation: A=Q/(Cd • (2g • (h1 - h2 ))0.5 Input 187010190 Basin Area = 8.22 Contributing Drainage Area Cd= 0.65 Input g= 32.20 ft/s2 Gravitational Constant h1= 5075.00 100 year WSEL h2= 5069.00 Invert Elevation of Pipe Q = 3.00 cfs Input Output A= 0.23 ft2 *r= 3.28 Calculated orifice area Calculated radius (inches) * Orifice opening bottom aligned with invert of pipe, difference in head on the orifice measured from the centerline of the orifice opening Orifice Dia. = 6.5612 inches 0.5468 feet 1 1 1 i 1 1 1 1 1 O N 0 a Orifice Cafc q=ca(2g(h))^.5 CC7 co WQCV Diameter 0.05 ft area 0.002 100-Year Diameter 0.78 ft area 0.48 q 1.00 O o 0 0 0 0 U 00 crC)0a ocnU C)QU ON c.id LC)U) o d ‘It' r1 Q O r CD CD N ti aoorcoco O 0 0 0 0 O r 1' O ti 0 0 0 N O 00000 rnrcoch�ti oco0ornv r O CP CD 0 0) N co CO co N 47r CA r CD co O N CD Ch O N O o O r N O O O c o co lt] c% r Is- O ti N r COno4 OM `- 0 o r- o ~_ r Ch co r O r N M Cn Oa O' 0 Os it: i r.� a cn; Cam§ tirg CVi EY' O Fri COI N CD 1� CO 0) O O ti ti 000000 1.11 Lf) n cn Q O CD: cD )49 cs O 1A 0 0 Ca as a) 0 d Q L m 1 • d 0 V. 0 ▪ 3 H xx u u 0 Q Q 0 0 O 0 o O O 0 0 O O r T 0 0 0 0 0 Ot • 0 0[ C] COI CO:. CD - CO 00 4- ca H xx n u O 0 Q Q Ca ' 0 0; O 05. 0 0 0 0 O 0 0 0 0 O O ✓ T 0 0 0 0 O 0 cai O 0.y; co: co, co;co.; O 0; co;co Interpolation Pond 501rating Curve.xls 1 1 1 1 1 1 1 1 1 1 i 1 1 1 9 Pond501Ratingcurve4-21-07.txt Water's Edge Pond 501 Rating Curve ].Gooch 4-21-07 #units=Elevation,ft,Area,ft2, Volume,acft,volume,acft # Elev Area Cumml Avg Cumml Conic # ft ft2 acft acft 5071.0000 12339.1116 0.5749 0.5671 5070.0000 9009.2714 0.3299 0.3231 5069.0000 5747.7050 0.1605 0.1551 5068.0000 3009.9250 0.0600 0.0562 5067.0000 1050.1497 0.0134 0.0116 5066.0000 113.7260 0.0000 0.0000 Page 1 Waters Edge Pond 501 Orifice Calculation 100-Year Pond Orifice Plate Basic Equation: Q = Cd • A • (2g • (h1 -h2))o.5 Revised Equation: A=Q/(Cd • (2g • (h 1 - h2 ))0.5 Input 187010190 Basin Area = 5.21 Contributing Drainage Area Cd= 0.65 Input g= 32.20 ft/s2 Gravitational Constant h1= 5070.00 100 year WSEL h2= 5066.00 Invert Elevation of Pipe Q = 5.00 cfs Input Output A= 0.48 ft2 *r= 4.69 Calculated orifice area Calculated radius (inches) * Orifice opening bottom aligned with invert of pipe, difference in head on the orifice measured from the centerline of the orifice opening Orifice Dia. = J 9.3741 inches 0.7812 feet y STIN-F-1 ORIFICE Worksheet for Circular Orifice 1 Project Description Worksheet STIN-F-1 Type Circular Orifia Solve For Diameter Input Data 1 A 1 1 1 1 1 1 1 1 1 Discharge 40.00 cfs Headwater Etevat ,073.69 ft Centroid Elevatior ,072.08 ft Tailwater Elevatio 0.00 ft Discharge Coeftic 0.65 Results Diameter 33.3 in Headwater Height Above 1.61 ft Tailwater Height Above CI 3,072.08 ft Flow Area 6.0 ft2 Velocity 6.62 ft/s Project Engineer. v:1...\drainage\flowmaster\swalesizing-4-25-07.fm2 FlowMaster v7.0 [7.0005] 04/30/07 01:33:11 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 1 STIN 0-1 ORIFICE Worksheet for Circular Orifice I Project Description I Worksheet Type STIN-O-1 Circular Orifici Solve For Diameter III Input Data Discharge 1.00 cfs 111 Headwater Elevat ,076.94 ft Centroid Elevatior ,072.43 ft Tailwater Elevatio 0.00 ft ii Discharge Coeffic 0.65 Results Diameter 4.1 in Headwater Height Above 4.51 ft Tailwater Height Above CI i,072.43 ft Flow Area 0.1 ft2 Velocity 11.07 ft/s 1 1 1 1 1 1 1 Project Engineer: v:1...\drainage\flowmaster\swalesizing-4-25-07.fm2 FfowMaster v7.0 [7.0005] 04/30/07 01:35:12 PM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 1 • filF 5 G I NE,. 'ti r. (gksw (of H-IsT Ic:: Gl = c I.A _ = o, 25 A - 1.90 c�=s (Ns )4 61) —PRoPcary • w s 8E.5. a 171-_5(44.3, - LJ pry t Date o,zs)(F. )(:),?o)' 1-- b-/a 61;4Ie 1:1,1 6 Loh ikrio'*L Ott *4dsktErQt...= 7 22.cPs Page of' Q = d' 4 (2 (h,-1ti2,).. O;foL = (0:4S)("1)34 Oita- 83.4?) 6.1. - (A-) 4,9.4 0.9'4)3 os A (411(1,76)3 a,9.o .A z (113,34 a,5o910 = A �(r=) 0.10 ft 0:0318ftt. 3 1 � APPENDIX E I 1 1 1 1 r 1 p 1 1 1 1 1 1 1 1 e 37 •• wi 36 630 „ a4- 6 31 A.110 29 34 A' si 30 „ t ,id(29\6,9 28 \St ,L 0-tl 361-346-32- fig-15-+6 14 )4" w 13 e 12 •I T Dei Ig 33 4 34 11 $ 611 l' 7 jet gi 24 "•.4" do 10 / 1161,8, •34," ,`' 1-1/4-..ws a., f i 0-391a-3§40-31-4- -1-4--4—e 13 e 23 34" tin 12 IA 26 25 ?6^4 16 " A25 27 irk15 'e 26 s64 17 16 619 Atlia 18 • it•go 20 1448+1111.9__.v6;17 4.-111 22 te'' 21 V---eqa_6443-40 22 WI 6 20 2 2 1 1 1 1 NeoUDS Results Summary NeoUDS Results Summary Page 1 of 12 Project Title: Wc,•kQr 's- Project Description: 5rL/& -A Output Created On: 4/26/2007 at 9:14:39 AM Using NeoUDSewer Version 1.5. Rainfall Intensity Formula Used. Return Period of Flood is 0 Years. at, Sub Basin Information Time of Concentration Manhole Basin Overland Gutter Basin Rain I Peak Flow ID # Area * C (Minutes) (Minutes) (Minutes) (Inch/Hour) (CFS) 2 3 4 5 6 7 9 10 11 12 13 14 15 16 17 18 19 20 21 22 24 25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 11 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0. 0.0 0.0 0.0 0.0 11 22500.00 23205.00 20685.00 20685.00 17382.50 16580.00 9477.50 10335.00 10335.00 5132.50 4927.50 1250.00 2000.00 1250.00 8510.00 8510.00 8510.00 6445.00 1167.50 5445.00 2750.00 2067.50 917.50 6917.50 90.0 92.8 82.7 82.7 69.5 66.3 37.9 41.3 41.3 20.5 19.7 5.0 8.0 5.0 34.0 34.0 34.0 25.8 4.7 21.8 11.0 8.3 3.7 27.7 file://C:\Program Files\NeoUDSewer\Reports13386740479.htm 4/26/2007 NeoUDS Results Summary Page 2 of 12 1 1 1 t I 26 II 0.0011 5.0I I 0.011 0.011 1525.001[ 6.1 27 28 0.00 0.00 5.0 5.0 0.0' 0.0 0.0 0.0 4162.50 1775.00 16.6 7.1 29 0.00 5.0 0.0 0.0 3735.00 14.9 30 0.00 5.0 0.0 0.0 500.00 2.0 31 0.00 5.0 0.0 0.0 750.00 3.0 32 0.00 5.0 0.0 0.0' 1250.00 5.0 33 0.00 5.0 0.0 0.0 22452.50 89.8 23 0.00 5.0 0.0 0.0 2635.00 10.5 34 0.00 5.0 0.0 0.0 1250.00 5.0 35 0.00 5.0 0.0 0.0 1250.00 5.0 36 0.00 5.0 0.0 0.0 750.00 3.0 37 0.00 5.0 0.0 0.0 500.00 2.0 I The shortest design rainfall duration is 5 minutes. For rural areas, the catchment time of concentration is always => 10 minutes. For urban areas, the catchment time of concentration is always => 5 minutes. I At the first design point, the time constant is <_ (10+Total Length/180) in minutes. When the weighted runoff coefficient => 0.2, then the basin is considered to be urbanized. When the Overland Tc plus the Gutter Tc does not equal the catchment Tc, the above criteria supersedes Ithe calculated values. 1 i t 1 Summary of Manhole Hydraulics Manhole ID # Contributing Area * C Rainfall Duration (Minutes) Rainfall Intensity (Inch/Hour) Design Peak Fllowow (CFS) Ground Elevation (Feet) Water Elevation (Feet) Comments 1 0.14 5.0 625.00 90.0 5062.67 5058.47 2 0.14 5.0 663.00 92.8 5068.58 5062.98 3 0.14 5.0 608.38 82.7 5068.97 5063.90 4 0.13 5.0 626.82 82.7 5071.61 5067.14 5 0.12 5.0 599.40 69.5 5074.59 5069.73 6 0.09 5.0 753.64 66.3 5077.31 5071.70 7 0.05 5.0 729.04 37.9 5079.49 5073.79 8 0.04 5.0 1033.50 41.3 5088.45 5081.53 9 0.04 5.0 1148.33 41.3 5094.46 5082.90 10 0.02 5.0 1026.50 20.5 5093.78 5084.84 11 0.01 5.0 1642.50 19.7 5071.22 5069.26 1 file://C:\Program Files\NeoUDSewer\Reportsl3 386740479.htm 4/26/2007 1 NeoUDS Results Summary Page 3 of 12 i 1 1 t 12 13 14 0 0.02 0.01 5.0 5.0 1250.00 333.33 5.0 8.0 5067.78 5076.33 5069.87 5070.88 5.011 416.6711 5.011 5080.8311 5071.11 Surface Water Present 15 0.03 5.0 1063.75 34.0 5078.46 5072.92 16 17 18 19 20 21 0.03 0.02 0.01 0 0 0.01 5.0 5.0. 5.0 5.0 5.0 5.0 1215.71 1418.33 2148.33 1167.50 5445.00 1375.00 34.0 34.0 25.8 4.7 21.8 11.0 5077.37 5077.00 5076.56 5076.31 5076.33 5076.59 5073.33 5073.52 5074.54 5075.01 5075.49 5073.89 Surface 22 0 5.0 2067.50 8.3 5072.08 5074.01 Water Present 24 25 26 27 0 0.01 0 0 5.0 5.0 5.0 917.50 2305.83 1525.00 3.7 27.7 6.1 5079.11 5092.66 5092.10 5074.71 5087.30 5088.76 5.01 4162.5011 16.61 5092.111 5090.81 I it 28 I 0 5.0 1775.00 7.1 5093.37 5085.65 29 30 31 32 0.01 0.01 0.01 0.01 5.0 5.0 5.0 5.0 1245.00 250.00 375.00 625.00 14.9 2.0 3.0 5.0 5093.40 5088.50 5074.68 5075.70 5086.36 5086.71 5071.01 5071.65 Surface 33 0 0.0 0.00 89.8 5056.50 5059.54 Water Present 23 34 35 0 0.01 0 5.0 5.0 5.0 2635.00 625.00 1250.00 10.5 5.0 5.0 5079.10 5071.27 5073.00 5076.63 5069.85 5071.94 Surface 36 0 5.0 750.00 3.0 5071.00 5071.01 Water Present 37 0 5.0 500.00 2.0 5084.64 5086.71 Surface Water Present Summary of Sewer Hydraulics Note: The given depth to flow ratio is 0.9. file://C:\Program FileslNeoUDSewer\Reports13386740479.htm 4/26/2007 NeoUDS Results Summary Page 4 of 12 t e i E j 1 Manhole ID Number Calculated Suggested Existing Sewer # Upstream Downstream Sewer Shape Diameter (Rise) (Inches) (FT) Diameter (Rise) (Inches) (FT) Diameter (Rise) (Inches) (FT) Width (FT) 1 2 1 Round 31.5 33 42 N/A 2 3 2 Round 32.9 33 42 N/A 3 4 3 Round 32.9 33 42 N/A 4 5 4 Round 38.1 42 42 N/A 5 6 5 Round 37.5 42 42 N/A 6 7 6 Round 26.1 27. 36 N/A 7 8 7 Round 27.6 30 36 N/A 8 9 8 Round 34.3 36 36 N/A 9 10 9 Round 26.4 27 24 N/A 10 11 4 Round L 22.3 24 24 N/A 11 34 11 Round 13.3 18 24 N/A 12 13 5 Round 16.5 18 24 N/A 13 14 13 Round 15.1 18 24 N/A 14 31 13 Round 12.8 18 24 N/A 15 32 14 Round. • 15.1 18 24. N/A 16 15 6 Round 33.2 36 36 N/A 17 16 15 Round 33.2 36 36 N/A 18 17 16 Round 33.2 36 36 N/A 19 18 17 Round 22.1 24 30 N/A 20 19 18 Round 11.7 18 18 N/A 21 20 18 Round 20.8 21 30 N/A N/A 22 21 17 Round 21.8 24 24 23 22 21 Round L 19.5 21 18 N/A 24 23 7 Round 13.3 18 18 N/A 25 24 7 Round 10.7 18 18 N/A 26 25 9 Round 21.1 24 24 N/A 27 26 25 Round 12.0 18 N/A 18 28 27 25 Round 17.4 18 18 N/A 29 28 10 Round 12.7 18 18 N/A 30 29 10 Round 23.4 24 24 N/A 31 30 29 Round 11.0 18 24 N/A 32 1 33 Round 31.1 33 42 N/A 33 12 34 Round 13.3 18 24 N/A 34 35 32 Round 15.1 18 24 N/A 35 36 31 Round 12.8 18 24 N/A �-�1 r 11----11 II 1 in file://C:1Program Files\NeoUDSewer\Reports13386740479.htm 4/26/2007 NeoUDS Results Summary Page 5 of 12 1 36 II 37 30 IiRoundll 11.OII 1811 2411 N/All `Round and arch sewers are measured in inches. Box sewers are measured in feet. Calculated diameter was determined by sewer hydraulic capacity. Suggested diameter was rounded up to the nearest commercially available size All hydraulics where calculated using the existing parameters. If sewer was sized mathematically, the suggested diameter was used for hydraulic calculations. Sewer )D Design Flow (CFS) Full Flow (CFS) Normal Depth (Feet) Normal Velocity (FPS) Critical Depth (Feet) _ Critical Velocity (FPS) Full Velocity (FPS) Froude Number Comment 1 2 3 4 6 7 8 9 10 11 12 92.8 13 14 15 16 82.7 17 18 19 20 21 22 23 24 25 26 27 82.7 69.5 66.3 37.9 41.3 41.3 20.5 19.7 5.0 8.0 5.0 201.0 3.0 5.0 34.0 34.0 34.0 25.8 4.7 21.8 159.5 159.5 90.2 90.2 89.7 84.6 47.3 11.0 8.3 10.5 3.7 27.7 6.1 16.0 24.1 24.1 21.6 17.1 16.0 17.1 42.3 42.3 42.3 1.67 1.79 58.2 14.9 58.2 14.3 6.7 23.6 14.9 1.79 2.30 2.23 39.3 1.36 1.48 2.17 18.2] 2.00 1.37 0.62 0.84 0.74 0.59 0.74 2.04 2.04 2.04 1.17 20.5 0.58 1.06 1.31 1.50 0.70 0.51 1.24 0.60 16.7 16.7 10.3 10.3 12.2 11.9 7.5 6.5 8.6 6.1 6.4 4.7 3.9 4.7 6.7 6.7 2.96 6.7 11.5 7.5 11.0 5.0 4.7 12.9 7.0 13.6 9.3 2.83 2.83 2.61 2.48 2.00 2.12 2.12 1.62 1.59 0.81 1.03 0.81 0.65 0.81 1.89 1.89 1.89 1.77 0.83 1.58 1.19 1.11 1.24 0.75 1.80 0.95 10.7 9.9 9.9 9.0 9.1 7.6 7.7 7.7 7.5 7.3 4.2 4.9 4.2 3.4 4.2 7.3 7.3 7.3 6.9 4.6 6.7 5.7 5.9 6.7 4.1 9.3 5.2 II 9.6 8.6 8.6 7.2 6.9 5.4 5.8 5.8 6.5 6.3 1.6 2.5 1.6 1.0 1.6 4.8 4.8 4.8 5.3 2.6 4.4 3.5 4.7 6.0 2.1 8.8 3.5 3.17 2.48 2.48 1.28 1.3 2.1 1.95 0.93 N/A 1.35 1.6 1.41 1.13 1.06 1.13 0.87 0.87 0.87 2.13 2.01 2.16 0.83 N/A 3.09 . 2.02 2.33 2.45 Velocity is High file://C:\Program Files\NeoUDSewer\Reports133 86740479.htm 4/26/2007 NeoUDS Results Summary Page 6 of 12 1 I 28 11 16.61 18.211 1.131 11.711.4111 9.711 9.41 1.97 29 30 7.1 14.9 31 1 2 18.2 16.0 16.0 0.65 1.53 0.48 9.7 5.8 3.5 1.06 1.42 0.52 5.3 6.3 3.1 4.0 4.8 0.6 2.43 0.83 32 90.0 201.0 1.64 20.3 2.93 10.5 9.4 3.18 Velocity Is High 33 34 35 36 5.0 5.0 3.0 2.0 24.1 17.1 16.0 16.0 0.62 0.74 0.59 0.48 6.1 4.7 3.9 3.5 0.81 0.81 0.65 0.52 4.2 4.2 3.4 3.1 A Froude number = 0 indicated that a pressured flow occurs. 1.6 1.6 1.0 0.6 1.6 1.13 1.06 1.06 Summary of Sewer Design Information Invert Elevation Buried Depth Sewer ID Slope % Upstream (Feet) Downstream (Feet) Upstream (Feet) Downstream (Feet) Comment 1 3.97 5060.02 5054.73 5.06 4.44 2 2.50 5060.33 5060.08 5.14 5.00 3 2.50 5064.31 5060.34 3.80 5.13 4 0.80 5065.80 5064.31 5.29 3.80 5 0.80 5068.08 5065.80 5.73 5.29 , 6 1.80 5071.79, 5068.08 4.70 6.23 7 1.60 5079.41 5071.79 6.04 4.70 8 0.50 5080.68 5079.41 10.78 6.04 9 0.50 5081.46 5080.68 10.32 11.78 t 10 1.13 5065.10 5064.51 4.12 5.10 11 , 1.13 5065.32 5065.13 3.95 4.09 12 0.91 5068.25 5065.99 6.08 6.60 13 0.57 5070.18 5068.26 8.65 6.07 14 0.50 5068.82 5068.25 3.86 6.08 15 0.57 5070.84 5070.18 2.86 8.65 16 0.40 5068.64 5068.08 6.82 6.23 17 0.40 5069.23 5068.64 5.14 6.82 18 0.40 5069.47 5069.23 4.53 5.14 19 2.00 5070.84 5069.47 3.22 5.03 20 ' 2.00 5071.17 5071.04 3.64 4.02 file://C:\Program FileslNeoUDSewer\Reports13386740479.htm 4/26/2007 NeoUDS Results Summary Page 7 of 12 1 1 21 II 2.001 5071.3511 5070.8511 2.4811 3.2111 22 0.40 5069.58 5069.47 5.01 5.53 23 0.40 5069.70 5069.58' 0.88 5.51 Sewer Too Shallow 24 5.00 5075.39 5072.79 2.21 5.20 25 2.00 5072.99 5072.79 4.62 5.20 26 3.00 5085.50 5081.84 5.16 10.62 27 3.00 5086.00 5085.51 4.60 5.65 28 3.00 5086.75 5085.70 3.86 5.46 29 3.00 5083.34 5082.94 8.53 9.34 30 0.50 5081.65 5081.46 9.75 10.32 31 0.50 5081.89 5081.67 4.61 9.73 32 3.97 5054.73 5053.30 4.44 -0.30 Sewer Too Shallow 33 1.13 5065.78 5065.42 0.00 3.85 Sewer Too Shallow 34 0.57 5071.00 5070.90 0.00 2.80 Sewer Too Shallow 35 0.50 5069.00 5068.86 0.00 3.82 Sewer Too Shallow 36 0.50 5082.64 5082.53 0.00 3.97 Sewer Too Shallow Summary of Hydraulic Grade Line Invert Elevation Water Elevation Sewer Sewer Length Surcharged Length Upstream Downstream Upstream Downstream Condition (Feet) (Feet) (Feet) (Feet) (Feet) (Feet) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 133.3 10.01, 158.94 186.59 284.97 205.94 476.1 253.78 156.9 52 17.11 248 336.23 114.35 II 24.31 86.16 186.59 284.97 105.21 0 0 156.9 52 17.11 248 148.29 114.35 11 5060.02 5060.33 5064.31 5065.80 5068.08 5071.79 5079.41 5080.68 5081.46 5065.10 5065.32 5068.25 5070.18 5068.82 11 5054.73 5060.08 5060.34 5064.31 5065.80 5068.08 5071.79 5079.41 5080.68 5064.51 5065.13 5065.99 5068.26 5068.25 5062.98 5063.90 5067.14 5069.73 5071.70 5073.79 5081.53 5082.90 5084.84 5069.26 5069.85 5070.88 5071.11 5071.01, 1 5058.47 5062.98 5063.90 5067.14 5069.73 5071.70 5073.79 5081.53 5082.90 5067.14 5069.26 5069.73 5070.88 5070.88 .11 Jump Jump Jump Pressured Pressured Jump Jump Subcritical Pressured Pressured Pressured Pressured Jump Pressured 11 1 file://C:\Program Files\NeoUDSewer\Reports13386740479.htm 4/26/2007 NeoUDS Results Summary Page 8 of 12 1 1 1 1 D 1 1 1 t 15 11 115.7311 Ojl 5070.8411 5070.1811 5071.6511 5071.1111 Jumpl 16 140.23 140.23 5068.64 5068.08 5072.92 5071.70 Pressured 17 148.39 148.39 5069.23 5068.64 5073.33 5072.92 Pressured 18 59.23 59.23 5069.47 5069.23 5073.52 5073.33 Pressured 5073.52 Pressured 19 68.65 68.65 5070.84 5069.47 5074.54 20 6.26 6.26 5071.17 5071.04 5075.01 5074.54, Pressured 21 25.08 25.08 5071.35 5070.85 5075.49 5074.54 Pressured 22 26.56 26.56 5069.58 5069.47 5073.89, 5073.52 Pressured 23 , 29.08 29.08 5069.70 5069.58 5074.01 5073.89 Pressured 24 52.07 14.26 5075.39 5072.79 5076.63 5073.79 Jump 25 10 10 5072.99 5072.79 5074.71 5073.79 Pressured 26 121.88 22.41 5085.50 5081.84 5087.30' 5082.90 Jump 27 16.42 16.42 5086.00 5085.51 5088.76 5087.30 Pressured, 28 34.93 34.93 5086.75 5085.70 5090.81 5087.30 Pressured 29 13.19 13.19 5083.34 5082.94 5085.65 5084.84 Pressured 30 38.15 38.15 5081.65 5081.46 5086.36 5084.84 Pressured 31 44.81 44.81 5081.89 5081.67 5086.71 5086.36 Pressured 32 35.9 35.9 5054.73 5053.30 5058.47 5059.54 Pressured 33 32.01 32.01 5065.78 5065.42 5069.87 5069.85 Pressured 34 17.51 0 5071.00 5070.90 5071.94 5071.65 Jump 35 27.01 27.01 5069.00 5068.86 5071.01 5071.01 Pressured 36 21.18 21.18 5082.64 5082.53 5086.71 5086.71 Pressured Summary of Energy Grade Line Upstream Manhole Juncture Losses Downstream Manhole Sewer Manhole Energy Elevation Sewer Friction Bend K Bend Loss Lateral K Lateral Loss Manhole Energy Elevation ID # ID # (Feet) (Feet) Coefficient (Feet) Coefficient (Feet) ID # (Feet) 1 2 3 4 5 6 7 2 3 4 5 6 7 8 I II 5064.76 5065.04 5068.67 5070.54 5072.44 5074.68 5082.46 11 4.32 0.00 2.11 0.89 1.23 1.59 7.44 0.42 0.25 1.32 0.05 0.05 0.05 0.05 0.61 0.29 1.52 0.04 0.04 0.02 0.03 0.00 0.00 0.00 0.25 0.25 0.25 0.25 11 II 0.00 0.00 0.00 0.95 0.63 0.63 0.31 1 2 3 4 5 6 7 5059.83 5064.76 5065.04 5068.67 5070.54 5072.44 5074.68 file://C:\Program FileslNeoUDSewer\Reports13386740479.htm 4/26/2007 NeoUDS Results Summary Page 9of12 D 1 t 1 8 II 9 I I 5083.801 1.2711 0.1211 0.060I 0.0011 0.001 8 II 5082.46 9 10 5085.51 1.28 0.09 0.06 0.25 0.37 9 5083.80 10 11 5069.87 0.39 1.32 0.81 0.00 0.00 4 5068.67 11 34 5069.89' 0.01 0.25 0.01 0.00 0.00 11 5069.87' 12 13 5070.98 0.31 1.32 0.13 0.00 0.00 5 5070.54 13 14 5071.15 0.07 0.05 0.00 0.25 0.09 13 5070.98 14 31 5071.02 0.02 1.32 0.02 0.00 0.00 13 5070.98 15 32 5071.92 0.72 1.32 0.05' 0.00 0.00 14 5071.15 16 , 15 5073.28 0.36 1.32 0.48 0.00 0.00 6 5072.44 17 16 5073.69 0.38 0.09 0.03 0.00 0.00 15 5073.28 18 17 5073.88 0.15 0.09t 0.03 0.00 0.00 16 5073.69 19 18 5074.97 0.27 1.32 0.57 0.25 0.25 17 5073.88 20 19 5075.12 0.01 1.32 ' 0.14' 0.00 0.00 18 5074.97 21 20 5075.79 0.07 1.32 0.40 0.25 0.35 18 5074.97 22 21 5074.08 0.06 0.76 0.14 0.00 0.00 17 5073.88 23 22 5074.35 0.18 0.25 0.09 0.00 , 0.00 21 5074.08 24 23 5077.34 1.93 1.32 0.73 0.00 0.00 7 5074.68 25 24 5074.78 0.01 1.32 0.09 0.00 0.00 7 5074.68 26 25 5088.64 3.25 1.32 1.59 0.00 0.00 9 5083.80 27 26 5088.94 0.06 1.32 0.24 0.00 0.00 25 5088.64 28 27 5092.19 0.87 1.32 1.82 0.25 0.86 25 5088.64 29 28 5085.90 0.06 1.32 0.33 0.00 0.00 10 5085.51 30 29 5086.71 0.17 1.32 0.46 0.25 0.58 10 5085.51 31 30 5086.72 0.00 0.25 0.00 0.00 0.00 29 5086.71 32 1 5059.83 0.29 , 0.00 0.00 0.00 0.00 33 5059.54 33 12 5069.91 0.02 0.05 0.00 0.00 , 0.00 34 5069.89 34 35 5071.98 0.06 0.05 0.00 0.00 ' 0.00 32 5071.92 35 36 5071.03 0.00 0.05 0.00 0.00 0.00' 31 5071.02 36 37 5086.72 0.00 0.05 0.00 0.00 0.00 30 5086.72 Bend loss = Bend K * Flowing full vhead in sewer. Lateral loss = Outflow full vhead - Junction Loss K * Inflow full vhead. A friction loss of 0 means it was negligible or possible error due to jump. Friction loss includes sewer invert drop at manhole. Notice: Vhead denotes the velocity head of the full flow condition. A minimum junction loss of 0.05 Feet would be introduced unless Lateral K is 0. Friction loss was estimated by backwater curve computations. Summary of Earth Excavation Volume for Cost Estimate file://C:\Program FileslNeoUDSewer\Reports13386740479.htm 4/26/2007 NeoUDS Results Summary Page 10 of 12 1 i 1 The user given trench side slope is 1. Manhole Rim Elevation Invert Elevation Manhole Height ID # (Feet) (Feet) (Feet) ' 1 2 3 4 5 7 8 9 10 11 12 13 14 15 16 17 5062.67 5068.58 18 19 20 21 22 24 25 26 27 28 29 30 31 32 33 23 34 35 5068.97 5071.61 5074.59 5077.31 5079.49 5088.45 5094.46 5093.78 5071.22 5067.78 5076.33 5080.83 5078.46 5077.37 5077.00 5076.56 5076.31 5076.33 5076.59 5072.08 5079.11 5092.66 5092.10 5092.11 5054.73 5060.02 5093.37 5093.40 5088.50 5074.68 5075.70 5056.50 5079.10 5071.27 5073.00 5060.33 5064.31 5065.80 5068.08 5071.79 5079.41' 5080.68 5081.46 5065.10 5065.78 5068.25 5070.18 5068.64 5069.23 5069.47 5070.84 5071.17 5071.35 5069.58 5069.70 5072.99 5085.50 5086.00 5086.75 5083.34 5081.65 5081.89 5068.82 5070.84 5053.30 5075.39 5065.32 5071.00 7.94 8.56 8.64 7.30 8.79 9.23 7.70 9.04 13.78 12.32 6.12 2.00 8.08 10.65 9.82 8.14 7.53 5.72 5.14 4.98 7.01 2.38 6.12 7.16 6.10 5.36 10.03 11.75 6.61 5.86 4.86 3.20 3.71 5.95 2.00 file://C:\Program Files\NeoUDSewer\Reports13386740479.htm 4/26/2007 NeoUDS Results Summary Page 11 of 12 1 1 1 i t 1 j _J 36 II 5071.0011 37 5084.64 5069.0011 5082.64 2.001 2.00 Upstream Trench Width Downstream Trench Width Sewer ID # On Ground (Feet) At Invert (Feet) On Ground (Feet) At Invert (Feet) Trench Length (Feet) Wall Thickness (Inches) Earth Volume (Cubic Yards) 1 14.9 6.2 13.6 6.2 133.3 4.50 365 2 15.0 6.2 14.8 6.2 10.01 4.50 29 3 12.3 6.2 15.0 6.2 158.94 4.50 414 4 15.3 6.2 12.4 6.2 186.59 4.50 494 5 16.2 6.2 15.3 6.2 284.97 4.50 900 6 13.7 5.7 16.8 5.7 205.94 4.00 589 7 16.4 5.7 13.7 5.7 476.1 4.00 1334 8 25.9 5.7 16.4 5.7 253.78 4.00 1277 9 24.1 4.5 27.1 4.5 156.9 3.00 1018 10 11.7 4.5 13.7 4.5 52 3.00 99 11 11.4 4.5 11.7 4.5 17.11 3.00 28 12 15.7 4.5 16.7 4.5 248 3.00 700 13 20.8 4.5 15.6 4.5 336.23 3.00 1187 14 11.2 4.5 15.7 4.5 114.35 3.00 242 15 9.2 4.5 20.8 4.5 115.73 3.00 323 16 18.0 5.7 16.8 5.7 140.23 4.00 488 17 14.6 5.7 18.0 5.7 148.39 4.00 470 18 13.4 5.7 14.6 5.7 59.23 4.00 148 19 10.4 5.1 14.0 5.1 68.65 3.50 133 20 10.4 3.9 11.1 3.9 6.26 2.50 8 21 8.9 5.1 10.3 5.1 25.08 3.50 35 22 13.5 4.5 14.6 4.5 26.56 3.00 59 23 4.8 3.9 14.1 3.9 29.08 2.50 38 24 7.5 3.9 13.5 3.9 52.07 2.50 72 25 12.3 3.9 13.5 3.9 10 2.50 18 26 13.8 4.5 24.7 4.5 121.88 3.00 501 27 12.3 3.9 14.4 3.9 16.42 2.50 32 28 10.8 3.9 14.0 3.9 34.93 2.50 60 29 20.1 3.9 21.8 3.9 13.19 2.50 57 file://C:\Program Files\NeoUDSewer\Reports13386740479.htm 4/26/2007 NeoUDS Results Summary Page 12 of 12 30 11 - 23.011 4.511 24.111 4.51 38.1511 31 32 33 34 35 36 12.7 13.6 3.5 3.5 3.5 3.5 4.5 6.2 4.5 4.5 4.5 4.5 23.0 4.1 11.2r 9.1 11.4 4.5 6.2 4.5 4.5 4.5 4.5 44.81 35.9 32.01 17.51 27.01 21.18 3.0011 3.00 4.50 3.00 3.00 3.00 3.00 2111 161 64 33 15 28 22 Total earth volume for sewer trenches = 11653.42 Cubic Yards. The earth volume was estimated to have a bottom width equal to the diameter (or width) of the sewer plus two times either 1 foot for diameters less than 48 inches or 2 feet for pipes larger than 48 inches. If the bottom width is less than the minimum width, the minimum width was used. The backfill depth under the sewer was assumed to be 1 foot. The sewer wall thickness is equal to: (equivalent diameter in inches/12)+1 file://C:\Program Files\NeoUDSewer\Reports13386740479.htm 4/26/2007 NeoUDS Results Summary Page 1 of 4 A 1 1 1 1 1 1 NeoUDS Results Summary Project Title: We &r' � -5�- Project Description: STe-m-- £ Output Created On: 4/22/2007 at 7:51:50 AM Using NeoUDSewer Version 1.5. Rainfall Intensity Formula Used. Return Period of Flood is 0 Years. i vc> Sub Basin Information Time of Concentration Manhole ID # Basin Area * C Overland (Minutes) Gutter (Minutes) Basin (Minutes) Rain I (Inch/Hour) Peak Flow (CFS) 1 0.00 5.0 0.0 0.0 13812.50 55.2 2 0.00 5.0 0.0 0.0 14250.00 57.0 3 0.00 5.0 0.0 0.0 14642.50 58.6 4 0.00 5.0 0.0 0.0 13060.00 52.2 The shortest design rainfall duration is 5 minutes. For rural areas, the catchment time of concentration is always => 10 minutes. For urban areas, the catchment time of concentration is always => 5 minutes. At the first design point, the time constant is <_ (10+Total Length/180) in minutes. When the weighted runoff coefficient => 0.2, then the basin is considered to be urbanized. When the Overland Tc plus the Gutter Tc does not equal the catchment Tc, the above criteria supersedes the calculated values. Summary of Manhole Hydraulics Manhole ID # Contributing Area * C Rainfall Duration (Minutes) Rainfall Intensity (Inch/Hour) Design Peak Flow (CFS) Ground Elevation (Feet) Water Elevation (Feet) Comments i 0 0.0 0.00 55.2 5056.54 5059.54 Surface Water Present 2 0.01 5.0 4750.00 57.0 5062.21 5059.36 3 0.01 5.0 7321.25 58.6 5061.02 5059.61 4 - 0 5.0 13060.00 52.2 5061.02 5061.36 Surface Water Present file://C:\Program FileslNeoUDSewer\Reports13386389909.htm 4/22/2007 NeoUDS Results Summary Page 2 of 4 1 1 i Summary of Sewer Hydraulics Note: The given depth to flow ratio is 0.9. Manhole ID Number Calculated Suggested Existing Sewer ID # Upstream Downstream Sewer Shape Diameter (Rise) (Inches) (FT) Diameter (Rise) (Inches) (FT) Diameter (Rise) (Inches) (FT) Width (FT) 1 2 1 Round 38.7 42 36, N/A 2 3 2 Round 39.1 42 36 N/A 3 4 3 Round 37.4 42 36 N/A Round and arch sewers are measured in inches. Box sewers are measured in feet. Calculated diameter was determined by sewer hydraulic capacity. Suggested diameter was rounded up to the nearest commercially available size All hydraulics where calculated using the existing parameters. If sewer was sized mathematically, the suggested diameter was used for hydraulic calculations. Sewer ID Design Flow (CFS) Full Flow (CFS) Normal Depth (Feet) Normal Velocity (FPS) Critical Depth (Feet) Critical Velocity (FPS) Full Velocity (FPS) Froude Number Comment 1 57.01 47.3 3.00 8.1 2.44 9.3 8.1 N/A 2 58.6 47.3 3.00 8.3 2.47 9.4 8.3 N/A 3 52.2 47.3 3.00 7.4 2.35 8.8 7.4 N/A A Froude number = 0 indicated that a pressured flow occurs. Summary of Sewer Design Information Invert Elevation Buried Depth Sewer ID Slope % Upstream (Feet) Downstream (Feet) Upstream (Feet) Downstream (Feet) Comment 1 0.50 5053.61 5053.04 5.60 0.50 Sewer Too Shallow 2 0.50 5053.76 5053.61 4.26 5.60 3 0.50 5054.16 5053.82 3.86 4.20 Summary of Hydraulic Grade Line Invert Elevation Water Elevation If 1 file://C:\Program FileslNeoUDSewer\Reports13386389909.htm 4/22/2007 A NeoUDS Results Summary Page 3 of 4 1 1 1 1 Sewer ID# Sewer Length (Feet) Surcharged Length (Feet) Upstream (Feet) 114.71 5053.61 Downstream (Feet) Upstream (Feet) 5053.04 5059.36 Downstream (Feet) Condition 5059.54 Pressured 2 30.22 30.22 5053.76 5053.61 5059.61 5059.36 Pressured 3 67.33 67.33 5054.16 5053.82 5061.36 5059.61 Pressured Summary of Energy Grade Line Upstream Manhole Juncture Losses Downstream Manhole Sewer ID # Manhole ID # Energy Elevation (Feet) Sewer Friction (Feet) Bend K Coefficient Bend Loss (Feet) Lateral K Coefficient Lateral Loss (Feet) Manhole ID # Energy Elevation (Feet) 1 2 5060.37 0.83 0.00 0.00 0.00 0.00 1 5059.54 2 3 5060.68 0.23 0.07 0.07 0.00 0.00 2 5060.37 5060.68 3 4 5062.21 0.41 1.32 1.12 0.00 0.00 3 Bend loss = Bend K * Flowing full vhead in sewer. Lateral loss = Outflow full vhead - Junction Loss K * Inflow full vhead. A friction loss of 0 means it was negligible or possible error due to jump. Friction loss includes sewer invert drop at manhole. Notice: Vhead denotes the velocity head of the full flow condition. A minimum junction loss of 0.05 Feet would be introduced unless Lateral K is 0. Friction loss was estimated by backwater curve computations. Summary of Earth Excavation Volume for Cost Estimate The user given trench side slope is 1. Manhole ID # Rim Elevation (Feet) Invert Elevation (Feet) rVlanhole Height (Feet) 1 5056.54 5053.04 3.50 2 5062.21 5053.61 8.60 3 5061.02 5053.76 7.26 4 5061.02 5054.16 6.86 Upstream Trench Width Downstream Trench Width Earth file://C:\Program FileslNeoUDSewer\Reports13386389909.htm 4/22/2007 1 NeoUDS Results Summary Page 4 of 4 t 1 1 1 1 1 ID 1 i 1 1 Sewer ID 1 2 3 On Ground (Feet) 15.5 12.9 12.1 At Invert (Feet) 5.7 5.7 5.7 On Ground (Feet) 5.3 15.5 12.7 At Invert (Feet) 5.7 5.7 5.7 Trench Length (Feet) 114.71 30.22 67.33 Wall Thickness (Inches) 4.00 4.00 4.00 Volume (Cubic Yards) 222 77 142 Total earth volume for sewer trenches = 440.72 Cubic Yards. The earth volume was estimated to have a bottom width equal to the diameter (or width) of the sewer plus two times either 1 foot for diameters less than 48 inches or 2 feet for pipes larger than 48 inches. If the bottom width is less than the minimum width, the minimum width was used. The backfill depth under the sewer was assumed to be 1 foot. The sewer wall thickness is equal to: (equivalent diameter in inches/12)+1 1- file ://C :\Program Files\NeoUDSewer\Reports13386389909.htm 4/22/2007 1 1 1 1 1 1 1 1 1 / / 3 1 1 1 1 e.itIgic`;c1-1 "..t. si(,. 0 Q.,kt e-Irzcr— NeoUDS Results Summary Page 1 of 4 � NeoUDS Results Summary 1 1 1 1 1 1 1 1 Project Title: 'S Ec Project Description: ST 2-1K- - Output Created On: 4/23/2007 at 2:06:06 PM Using NeoUDSewer Version 1.5. Rainfall Intensity Formula Used. Return Period of Flood is 0 Years. (vo Sub Basin Information Time of Concentration Manhole ID # Basin Area * C Overland (Minutes) Gutter (Minutes) Basin (Minutes) Rain I (Inch/Hour) Peak Flow (CFS) 1 0.00 5.0 0.0 0.0 12500.00 50.0 2 0.00 5.0 0.0 0.0 14500.00 58.0 3 0.00 5.0 0.0 0.0 14500.00 58.0 4 0.00 5.0 0.0 0.0 14500.00 58.0 The shortest design rainfall duration is 5 minutes. • For rural areas, the catchment time of concentration is always => 10 minutes. For urban areas, the catchment time of concentration is always => 5 minutes. At the first design point, the time constant is <= (10+Total Length/180) in minutes. When the weighted runoff coefficient => 0.2, then the basin is considered to be urbanized. When the Overland Tc plus the Gutter Tc does not equal the catchment Tc, the above criteria supersedes the calculated values. Summary of Manhole Hydraulics Manhole ID # Contributing Area * C Rainfall Duration (Minutes) Rainfall Intensity (Inch/Hour) Design Peak Flow (CFS) Ground Elevation (Feet) Water Elevation (Feet) Comments 1 0 0.0 0.00 50.0 5056.50 5059.54 Surface Water Present 2 0.01 5.0 4833.33 58.0 5067.84 5059.40 3 0.01 5.0 7250.00 58.0 5072.47 5059.79 4 0 5.0 14500.00 58.0 5070.45 5061.49 file://C:\Program Files\NeoUDSewer\Reports13386498766.htm 4/23/2007 NeoUDS Results Summary Page 2 of 4 1 t 1 1 1 1 r 1 Summary of Sewer Hydraulics Note: The given death to flow ratio is 0.9. Manhole ID Number Calculated Suggested Existing Sewer ID # Upstream Downstream Sewer Shape Diameter (Rise) (Inches) (FT) Diameter (Rise) (Inches) (FT) Diameter (Rise) (Inches) (FT) Width (FT) 1 2 1 Arch 27.1 30 43 66 2 3 2 Arch 27.1 30 43 66 3 4 3 Arch 27.1 30 43 66 Round and arch sewers are measured in inches. Box sewers are measured in feet. Calculated diameter was determined by sewer hydraulic capacity. Suggested diameter was rounded up to the nearest commercially available size All hydraulics where calculated using the existing parameters. If sewer was sized mathematically, the suggested diameter was used for hydraulic calculations. Sewer ID Design Flow (CFS) Full Flow (CFS) Normal Depth (Feet) Normal Velocity (FPS) Critical Depth (Feet) Critical Velocity (FPS) Full Velocity (FPS) Froude Number Comment 1 58.0 373.7 1.21 16.7, 2.27 7.2 3.6 3.18 2 58.0 373.7 1.21 16.7 2.27 7.2 3.6 3.18 3 58.0 373.7 1.21 16.7 2.27 7.2 3.6 3.18 A Froude number = 0 indicated that a pressured flow occurs. Summary of Sewer Design Information Invert Elevation Buried Depth Sewer ID Slope % Upstream (Feet) Downstream (Feet) Upstream (Feet) Downstream (Feet) Comment 1 3.42 5054.84, 5052.26 9.42 0.65 Sewer Too Shallow 2 3.42 5057.52 5054.84 11.37 9.41 3 3.42 5059.22 5057.52 7.65 11.37 Summary of Hydraulic Grade Line Sewer Sewer Length Surcharged Length Invert Elevation Upstream Downstream Water Elevation Upstream Downstream Condition file://C:1Program FileslNeoUDSewer\Reports13386498766.htm 4/23/2007 NeoUDS Results Summary Page 3 of 4 1 1 1 1 1 I t 1 1 t t 1 • ID # II (Feet) 11 (Feet) 11 (Feet) Ii (Feet) 11 (Feet) 11 (Feet) 11 1 2 75.36 78.3 49.72 75.36 32.44 0 5054.84 5057.52 5059.22 5052.26, 5054.84 5057.52 5059.40 5059.79 5061.49 5059.54 5059.40 5059.79 Pressured Jump Jump Summary of Energy Grade Line Upstream Manhole Juncture Losses Downstream Manhole Sewer ID # Manhole ID # Energy Elevation (Feet) Sewer Friction (Feet) Bend K Coefficient Bend Loss (Feet) Lateral K Coefficient Lateral Loss (Feet) Manhole ID # Energy Elevation (Feet) 1 2 5059.60 0.06 0.00, 0.00 0.00 0.00 1 5059.54 2 3 5060.59 0.88 0.53 0.11 0.00 0.00 2 5059.60 3 4 5062.29 1.64 0.28 0.06 0.00 0.00 3 5060.59 Bend loss = Bend K * Flowing full vhead in sewer. Lateral loss = Outflow full vhead - Junction Loss K * Inflow full vhead. A friction loss of 0 means it was negligible or possible error due to jump. Friction loss includes sewer invert drop at manhole. Notice: Vhead denotes the velocity head of the full flow condition. A minimum junction loss of 0.05 Feet would be introduced unless Lateral K is 0. Friction loss was estimated by backwater curve computations. Summary of Earth Excavation Volume for Cost Estimate The user given trench side scope is 1. Manhole ID # Rim Elevation (Feet) Invert Elevation (Feet) Manhole Height (Feet) 1 5056.50 5052.26 4.24 2 5067.84 5054.84 13.00 3 5072.47 5057.52 14.95 4 5070.45 5059.22 11.23 Upstream Trench Width Downstream Trench Width Sewer ID # On Ground At Invert On Ground (Feet) At Invert (Feet) Trench Length Wall Thickness Earth Volume (Cubic file://C:1Program Files\NeoUDSewer\Reports13386498766.htm 4/23/2007 NeoUDS Results Summary Page 4 of 4 2 3 27.4 31.3 23.9 10.4 10.4 10.4 9.9 27.4 31.3 II (Feet) II (Inches) II Yards) 10.4 10.4 10.4 75.36 78.3 49.72 5.54 5.54 5.54 381 715 412 Total earth volume for sewer trenches = 1508.41 Cubic Yards. The earth volume was estimated to have a bottom width equal to the diameter (or width) of the sewer plus two times either 1 foot for diameters less than 48 inches or 2 feet for pipes larger than 48 inches. If the bottom width is less than the minimum width, the minimum width was used. The backfill depth under the sewer was assumed to be 1 foot. The sewer wall thickness is equal to: (equivalent diameter in inches/12)+1 file://C:1Program FileslNeoUDSewer\Reports13386498766.htm 4/23/2007 30 3 51- NeoUDS Results Summary Page 1 of 4 i 1 1 A 1 1 1 1 1 1 NeoUDS Results Summary Project Title: idu4-e-f‘s- Project Description: ST - Output Created On: 4/26/2007 at 7:37:52 AM Using NeoUDSewer Version 1.5. Rainfall Intensity Formula Used. Return Period of Flood is 0 Years. 1 , L r Sub Basin Information Time of Concentration Manhole ID # Basin Area * C Overland (Minutes) Gutter (Minutes) Basin (Minutes) Rain I (Inch/Hour) Peak Flow (CFS) 1 0.00 5.0 0.0 0.0 6852.50 27.4 2 0.00 5.0 0.0 0.0 7750.00 31.0 3 0.00 5.0 0.0 0.0 8500.00 34.0 4 0.00 5.0 0.0 0.0 9195.00 36.8 5 0.00 0.0 0.0 0.0 , 0.00 23.4 )The shortest design rainfall duration is 5 minutes. For rural areas, the catchment time of concentration is always => 10 minutes. For urban areas, the catchment time of concentration is always => 5 minutes. At the first design point, the time constant is <_ (10+Total Length/180) in minutes. When the weighted runoff coefficient => 0.2, then the basin is considered to be urbanized. When the Overland Tc plus the Gutter Tc does not equal the catchment Tc, the above criteria supersedes the calculated values. Summary of Manhole Hydraulics Manhole ID # Contributing Area * C Rainfall Duration (Minutes) Rainfall Intensity (Inch/Hour) Design Peak Flow (CFS) Ground Elevation (Feet) Water Elevation (Feet) Comments 1 0 0.0 0.00 27.4 5082.70 5085.56 Surface Water Present 2 0.01 5.0 2583.33 31.0 5090.38 5085.83 3 0.01 5.0 4250.00 34.0 5086.50 5086.11 4 0 5.0 9195.00 36.8 5094.01 5088.22 5 0 0.0 0.00 23.4 5094.01 5089.20 1 file://C:\Program FileslNeoUDSewer\Reports13386734671.htm 4/26/2007 NeoUDS Results Summary Page 2 of 4 1 1 1 Summary of Sewer Hydraulics Note: The given depth to flow ratio is 0.9 Manhole ID Number Calculated Suggested Existing Sewer ID # Upstream Downstream Sewer Shape Diameter (Rise) (Inches) (FT) Diameter (Rise) (Inches) (FT) Diameter (Rise) (Inches) (FT) Width (FT) 1 2 1 Round 32.1 33 36 N/A 2 3 1 2 Round 33.2 36 36 N/A 3 4 3 Round 22.2 24 30 N/A 4 5 4 Round 27.7 30 30 N/A Round and arch sewers are measured in inches. Box sewers are measured in feet. Calculated diameter was determined by sewer hydraulic capacity. Suggested diameter was rounded up to the nearest commercially available size All hydraulics where calculated using the existing parameters. If sewer was sized mathematically, the suggested diameter was used for hydraulic calculations. Sewer ID Design Flow (CFS) Full Flow (CFS) Normal Depth (Feet Normal Velocity (FPS) Critical Depth (Feet) Critical Velocity (FPS) Full Velocity (FPS) Froude Number Comment 1 2 4 31.0 34.0 36.8 23.4 42.3 42.3 82.3 29.1 1.91 2.04 1.17 1.70 6.5 6.7 16.3 6.6 1.80 1.89 2.05 1.64` 7.0 7.3 8.5 6.8 4.4 4.8 7.5 4.8 0.9 0.87 3.01 0.94 A Froude number = 0 indicated that a pressured flow occurs. Summary of Sewer Design Information Invert Elevation Buried Depth Sewer ID Slope % Upstream (Feet) Downstream (Feet) Upstream (Feet) Downstream (Feet) Comment 1 0.40 5080.78 5079.73 6.60 -0.03 Sewer Too Shallow 2 0.40 5081.27 5080.78 2.23 6.60 3 4.00 5086.17 5081.27 5.34 2.73 4 0.50 5086.35 5086.18 5.16 5.33 i file://C:\Program FileslNeoUDSewer\Reports13386734671.htm 4/26/2007 1 NeoUDS Results Summary Page 3 of 4 1 1 1 1 1 1 Summary of Hydraulic Grade Line Invert Elevation Water Elevation Sewer ID # Sewer Length (Feet) Surcharged Length (Feet) Upstream (Feet) Downstream (Feet) Upstream (Feet) Downstream (Feet) Condition 1 262.7 262.7 5080.78 5079.73 5085.83 5085.56 Pressured 2 122.51 122.51 5081.27 5080.78 5086.11 5085.83 Pressured 3 122.51 , 92.98 5086.17 5081.27 5088.22 5086.11 Jump 4 34.17 34.17 5086.35 5086.18 5089.20 5088.22 Pressured Summary of Energy Grade Line Upstream Manhole Juncture Losses Downstream Manhole Sewer ID # Manhole ID # Energy Elevation (Feet) Sewer Friction (Feet) Bend K Coefficient Bend Loss (Feet) Lateral K Coefficient Lateral Loss (Feet) Manhole ID # Energy Elevation (Feet) 1 2 5086.12 0.56 0.00 0.00 0.00 0.00 1 5085.56 2 3 5086.47 0.32 0.07 0.03 0.00 0.00 2 5086.12 3 4 5089.35 1.73 1.32 1.15 0.00 0.00 3 5086.47 4 5 5089.55 0.11 0.25 0.09 0.00 0.00 4 5089.35 Bend loss = Bend K * Flowing full vhead in sewer. Lateral loss = Outflow full vhead - Junction Loss K * Inflow full vhead. A friction loss of 0 means it was negligible or possible error due to jump. Friction loss includes sewer invert drop at manhole. Notice: Vhead denotes the velocity head of the full flow condition. A minimum junction loss of 0.05 Feet would be introduced unless Lateral K is 0. Friction loss was estimated by backwater curve computations. Summary of Earth Excavation Volume for Cost Estimate The user Given trench side slope is 1. Manhole ID # Rim Elevation (Feet) • Invert Elevation (Feet) Manhole Height (Feet) 1 5082.70 5079.73 2.97 2 5090.38 5080.78 9.60 3 5086.50 5081.27 5.23 4 5094.01 5086.17 7.84 file://C:1Program Files\.NeoUDSewer\Reports13386734671.htm 4/26/2007 NeoUDS Results Summary Page 4 of 4 I 1 fl s 1 i I -) 1 1 II 5 II 5094.04 5086.35II 7.66I Upstream Trench Width Downstream Trench Width Sewer ID # On Ground (Feet) At Invert (Feet) On Ground (Feet) At Invert (Feet) Trench Length (Feet) Wall Thickness (Inches) Earth Volume Cubic yards) 1 17.5 5.7 4.3 5.7 262.7 4.00 575 2 8.8 5.7 17.5 5.7 122.51 4.00 302 3 14.6 5.1 9.4 5.1 122.51 3.50 236 4 14.2 5.1 14.6 5.1 34.17 3.50 84 Total earth volume for sewer trenches =1196.45 Cubic Yards. The earth volume was estimated to have a bottom width equal to the diameter (or width) of the sewer plus two times either 1 foot for diameters less than 48 inches or 2 feet for pipes larger than 48 inches. If the bottom width is less than the minimum width, the minimum width was used. The backfill depth under the sewer was assumed to be 1 foot. The sewer wall thickness is equal to: (equivalent diameter in inches/12)+1 1 file://C:1Program Files1NeoUDSewer\Reports13386734671.htm 4/26/2007 aLt 1 1 1 1 t. NeoUDS Results Summary Page 1 of 4 � NeoUDS Results Summary 1 1 t 1 Project Title: We 'S Project Description: 5 T� }&. 1= Output Created On: 4/26/2007 at 7:48:19 AM Using NeoUDSewer Version 1.5. Rainfall Intensity Formula Used. Return Period of Flood is 0 Years. (W Sub Basin Information Time of Concentration Manhole ID # Basin Area * C Overland (Minutes) Gutter (Minutes) Basin (Minutes) Rain I (Inch/Hour) Peak Flow (CFS) 1 0.00 5.0 0.0 0.0 5000.00 20.0 2 0.00 5.0 0.0 0.0 5507.50 22.0 . 3 0.00 5.0 0.0 0.0 2337.50 9.4 The shortest design rainfall duration is 5 minutes. For rural areas, the catchment time of concentration is always => 10 minutes. For urban areas, the catchment time of concentration is always => 5 minutes. jAt the first design point, the time constant is <_ (10+Total Length/180) in minutes. When the weighted runoff coefficient => 0.2, then the basin is considered to be urbanized. When the Overland Tc plus the Gutter Tc does not equal the catchment Tc, the above criteria supersedes the calculated values. Summary of Manhole Hydraulics Manhole ID # Contributing Area * C Rainfall Duration (Minutes) Rainfall Intensity (Inch/Hour) Design Peak Flow (CFS) Ground Elevation (Feet) Water Elevation (Feet) Comments 1 0 0.0 0.00 20.0 5083.00 5085.56 Surface Water Present 2 0.01 5.0 2753.75 22.0 5085.39 5085.34 3 0 5.0 2337.50 9.4 5085.41 5085.61 Surface Water file://C:\Program FileslNeoUDSewer\Reports13386735299.htm 4/26/2007 NeoUDS Results Summary Page 2 of 4 i 1 1 0 t 1 1 1 1 Summary of Sewer Hydraulics Note: The given depth to flow ratio is 0.9. Manhole ID Number Calculated Suggested Existing Sewer Sewer Diameter (Rise) Diameter (Rise) Diameter (Rise) Width ID # Upstream Downstream Shape (Inches) (FT) (Inches) (FT) (Inches) (FT) (FT) 1 2 2 3 1 2 Round Round 28.2 20.5 30 21 30 24 N/A N/A Round and arch sewers are measured in inches. Box sewers are measured in feet. Calculated diameter was determined by sewer hydraulic capacity. Suggested diameter was rounded up to the nearest commercially available size All hydraulics where calculated using the existing parameters. If sewer was sized mathematically, the suggested diameter was used for hydraulic calculations. Sewer ID Design Flow (CFS) Full Flow (CFS) Normal Depth (Feet) Normal Velocity (FPS) Critical Depth (Feet) Critical Velocity (FPS) Full Velocity (FPS) Froude Number Comment 1 2 22.0 9.4 26.0 14.3 1.77 1.18 5.9 4.9 1.59 1.10 6.7 5.3 4.5 3.0 0.82 0.87 A Froude number = 0 indicated that a pressured flow occurs. J Summary of Sewer Design Information Invert Elevation Buried Depth Sewer ID Slope Upstream (Feet) Downstream (Feet) Upstream (Feet) Downstream (Feet) Comment 1 2 0.40 0.40 5080.66 5080.81 5080.52 5080.67 2.23 2.60 -0.02 2.72 Sewer Too Shallow Summary of Hydraulic Grade Line Sewer ID # 1 2 Sewer Length (Feet) 33.78, 34.17 Surcharged Length (Feet) 33.78 34.17 Invert Elevation Upstream (Feet) 5080.66 5080.81 Downstream (Feet) 5080.52 5080.67' Water Elevation Upstream (Feet) 5085.34 5085.61 Downstream (Feet) 5085.56 5085.34 Condition Pressured Pressured file://C:\Program FileslNeoUDSewer\Reports13386735299.htm 4/26/2007 NeoUDS Results Summary Page 3 of 4 r e e r 1 --� Summary of Energy Grade Line Sewer ID # 1 Upstream Manhole Manhole ID # 2 3 Energy Elevation (Feet) 5085.66 5085.75 Sewer Friction (Feet) 0.10 0.06 Juncture Losses Bend K Coefficient 0.05 0.25 Bend Loss (Feet) 0.00 0.03 Lateral K Coefficient 0.00 0.00 Lateral Loss (Feet) 0.00 0.00 Downstream Manhole Manhole ID# 1 2 Energy Elevation (Feet) 5085.56 5085.66 Bend loss = Bend K * Flowing full vhead in sewer. Lateral loss = Outflow full vhead - Junction Loss K * Inflow full vhead. A friction loss of 0 means it was negligible or possible error due to jump. Friction loss includes sewer invert drop at manhole. Notice: Vhead denotes the velocity head of the full flow condition. A minimum junction loss of 0.05 Feet would be introduced unless Lateral K is 0. Friction loss was estimated by backwater curve computations. Summary of Earth Excavation Volume for Cost Estimate Manhole ID # Rim Elevation (Feet) Invert Elevation (Feet) Manhole Height (Feet) 1 5083.00 5080.52 2.48 2 5085.39 5080.66 4.73 3 5085.41 5080.81 4.60, Upstream Trench Width Downstream Trench Width Sewer ID # On Ground (Feet) At Invert (Feet) • On Ground (Feet) At Invert (Feet) Trench Length (Feet) Wall Thickness (Inches) Earth Volume (Cubic Yards) 1 8.4 5.1 3.9 5.1 33.78 3.50 31 2 8.7 4.5 8.9 4.5 34.17 3.00 38 Total earth volume for sewer trenches = 69.32 Cubic Yards. The earth volume was estimated to have a bottom width equal to the diameter (or width) of the sewer plus two times either 1 foot for diameters less than 48 inches or 2 feet for pipes larger than 48 inches. If the bottom width is less than the minimum width, the minimum width was used. The backfiil depth under the sewer was assumed to be 1 foot. file://C:1Program FileslNeoUDSewer\Reports13386735299.htm 4/26/2007 NeoUDS Results Summary Page 4 of 4 The sewer wall thickness is equal to: (equivalent diameter in inches/12)+1 file://C:1Program Files\NeoUDSewer\Reports13386735299.htm 4/26/2007 1 1 1 1 I 3 s 3 " ett 1 NeoUDS Results Summary Page 1 of 4 1 1 1 NeoUDS Results Summary Project Title: Wc•- s Project Description: S T R n4- - F_ t Output Created On: 4/26/2007 at 8:01:24 AM Using NeoUDSewer Version 1.5. Rainfall Intensity Formula Used. Return Period of Flood is 0 Years. trra Sub Basin Information Time of Concentration Manhole ID # Basin Area * C Overland (Minutes) Gutter (Minutes) Basin (Minutes) Rain I (Inch/Hour) Peak Flow (CFS) 1 0.00 5.0 0.0 0.0 7032.50 28.1 2 0.00 5.0 0.0 0.0 7032.50 28.1 3 0.00 5.0 0.0 0.0 1980.00 7.9 4 0.00 5.0 0.0 0.0 4657.50 18.6 The shortest design rainfall duration is 5 minutes. ThFor rural areas, the catchment time of concentration is always => 10 minutes. For urban areas, the catchment time of concentration is always => 5 minutes. At the first design point, the time constant is <= (10+Total Length/180) in minutes. When the weighted runoff coefficient => 0.2, then the basin is considered to be urbanized. When the Overland Tc plus the Gutter Tc does not equal the catchment Tc, the above criteria supersedes the calculated values. Summary of Manhole Hydraulics Manhole ID # Contributing Area * C Rainfall Duration (Minutes) Rainfall Intensity (Inch/Hour) Design Peak Flow (CFS) Ground Elevation (Feet) Water Elevation (Feet) Comments 1 0 0.0 0.00 28.1 5083.33 5085.56 Surface Water Present 2 0.01 5.0 2344.17 28.1 5085.64 5085.49 3 0 5.0 1980.00 7.9 5087.49 5085.93 4 0 5.0 4657.50 18.6 5084.26 5085.41 Surface Water Present file://C:\Program FileslNeoUDSewer\Reports13386736083.htrn 4/26/2007 NeoUDS Results Summary Page 2 of 4 t 1 1 Summary of Sewer Hydraulics Note: The given depth to flow ratio is 0.9. Manhole ID Number Calculated Suggested Existing Sewer ID # Upstream Downstream Sewer Shape Diameter (Rise) (Inches) (FT) Diameter (Rise) (Inches) (FT) Diameter (Rise) (Inches) (FT) Width (FT) 1 2 1 Arch 30.9 331 34 53 2 3 2 Round 19.2 21 24 N/A 3 4 2 Round 26.5 27 30 N/A Round and arch sewers are measured in inches. Box sewers are measured in feet. Calculated diameter was determined by sewer hydraulic capacity. Suggested diameter was rounded up to the nearest commercially available size All hydraulics where calculated using the existing parameters. If sewer was sized mathematically, the suggested diameter was used for hydraulic calculations. Sewer ID Design Flow (CFS) Full Flow (CFS) Normal Depth (Feet) Normal Velocity (FPS)- Critical Depth (Feet) Critical Velocity -(FPS) Full Velocity (FPS) Froude Number Comment 1 2 28.1 7.9 18.6 70.1 14.3 26.0 1.60 1.06 1.56 6.4 4.7 5.8 1.63 1.02 1.46 6.2 4.9 6.3 2.7 2.5 3.8 1.02 0.9' 0.88 A Froude number = 0 indicated that a pressured flow occurs. Summary of Sewer Design Information Invert Elevation Buried Depth Sewer ID Slope % Upstream (Feet) Downstream (Feet) Upstream (Feet) Downstream (Feet) Comment 1 0.40 5080.83 5080.52 1.98 -0.02 Sewer Too Shallow 2 0.40 5081.49 5080.84 4.00 2.80 3 0.40 5080.86 5080.83 0.90 2.31 Sewer Too Shallow Summary of hydraulic Grade Line Invert Elevation Water Elevation r file://C:\Program FileslNeoUDSewer\Reports13386736083.htm 4/26/2007 NeoUDS Results Summary Page 3 of 4 1 1 Sewer ID# 1 2 3 Sewer Length (Feet) 77.22 163.35 7.38 Surcharged Length (Feet) 77.22 163.35 7.38 Upstream (Feet) 5080.83 5081.49 5080.86 Downstream (Feet) 5080.52 5080.84 5080.83 Upstream (Feet) 5085.49 5085.93 5085.41 Downstream (Feet) 5085.56 5085.49 5085.49 Condition Pressured Pressured Pressured Summary of Energy Grade Line Upstream Manhole Juncture Losses Downstream Manhole Sewer ID # Manhole ID # Energy Elevation (Feet) Sewer Friction (Feet) Bend K Coefficient Bend Loss (Feet) Lateral K Coefficient Lateral Loss (Feet) Manhole ID # Energy Elevation (Feet) 1 2 5085.61 0.05 0.05 0.00 0.00 0.00 1 5085.56 2 3 5086.03 0.20 1.32 0.13 0.25 0.09 2 5085.61 3 4 5085.64 0.02 0.06 0.01 0.00 0.00 2 5085.61 Bend loss = Bend K * Flowing full vhead in sewer. Lateral loss = Outflow full vhead - Junction Loss K * Inflow full vhead. 111 A friction loss of 0 means it was negligible or possible error due to jump. Friction loss includes sewer invert drop at manhole. Notice: Vhead denotes the velocity head of the full flow condition. A minimum junction loss of 0.05 Feet would be introduced unless Lateral K is 0. Friction loss was estimated by backwater curve computations. Summary of Earth Excavation Volume for Cost Estimate The user eiven trench side slope is 1. Manhole ID # Rim Elevation (Feet) Invert Elevation (Feet) Manhole Height (Feet) 1 5083.33 5080.52 2.81 2 5085.64 5080.83 4.81 3 5087.49 5081.49 6.00 4 5084.26 5080.86 3.40 Upstream Trench Width Downstream Trench Width ii u Earth file://C:\Program FileslNeoUDSewerlReports13386736083.htm 4/26/2007 NeoUDS Results Summary Page 4 of 4 1 1 1 1 1 1 1 1 Sewer ID 1 2 3 On Ground (Feet) 11.6 11.5 5.7 At Invert (Feet) 9.2 4.5 5.1 On Ground (Feet) 7.6 9.1 8.5 At Invert (Feet) 9.2 4.5 5.1 Trench Length (Feet) 77.22 163.35 7.38 Wall Thickness (Inches) 4.62 3.00 3.50 Volume (Cubic Yards) 129 227 8 Total earth volume for sewer trenches = 364.26 Cubic Yards. The earth volume was estimated to have a bottom width equal to the diameter (or width) of the sewer plus two times either 1 foot for diameters less than 48 inches or 2 feet for pipes larger than 48 inches. If the bottom width is less than the minimum width, the minimum width was used. The backfill depth under the sewer was assumed to be 1 foot. The sewer wall thickness is equal to: (equivalent diameter in inches/ 12)+1 1 file://C:\Program Files\NeoUDSewer\Reports13386736083.htm 4/26/2007 /15 5T F 1 NeoUDS Results Summary Page 1 of 5 1 t 1 1 1 1 1 NeoUDS Results Summary Project Title: ie0“-A-2S Foy Project Description: 5-Oa-AA- r F Output Created On: 4/23/2007 at 8:28:20 AM Using NeoUDSewer Version 1.5. Rainfall Intensity Formula Used. Return Period of Flood is 0 Years. !op q.t.- Sub Basin Information Time of Concentration Manhole ID # Basin Area * C Overland (Minutes) Gutter (Minutes) Basin (Minutes' Rain I (Inch/Hour) Peak Flow (CFS) 1 0.00 5.0 0.0 0.0 10000.00 40.0 2 0.00 5.0 0.0 0.0 10000.00 40.0 3 0.00 5.0 0.0 0.0 9500.00 38.0 4 0.00 5.0 _ 0.0 0.0 9500.00 38.0 5 0.00 5.0 0.0 0.0 9500.00 38.0 6 0.00 5.0 0.0 0.0 9500.00 38.0 7 0.00 5.0 0.0 0.0 9500.00 38.0 8 0.00 5.0 0.0 0.0 9500.00 38.0 The shortest design rainfall duration is 5 minutes. For rural areas, the catchment time of concentration is always => 10 minutes. For urban areas, the catchment time of concentration is always => 5 minutes. At the first design point, the time constant is <_ (10+Total Length/180) in minutes. When the weighted runoff coefficient => 0.2, then the basin is considered to be urbanized. When the Overland Tc plus the Gutter Tc does not equal the catchment Tc, the above criteria supersedes the calculated values. Summary of Manhole Hydraulics Manhole ID # Contributing Area * C Rainfall Duration (Minutes) Rainfall Intensity (Inch/Hour) Design Peak Flow (CFS) Ground Elevation (Feet) Water Elevation (Feet) Comments 1 0 0.0 0.00 40.0 5072.06 5069.60 2 0.03 5.0 1428.57 40.0 5075.01 5072.78 3 0.02 5.0 1583.33 38.0 5079.40 5073.37 file://C:\Program FileslNeoUDSewer\Reports13386478500.htm 4/23/2007 1 NeoUDS Results Summary Page 2 of 5 1 1 t t 1 1 1 1 1 1 1 5 6 7 0.0211 0.02 0.01 0.01 5.011 1900.0011 38.011 508 8.151 5080.211 5.0 5.0 5.0 2375.00 3166.67 4750.00 38.0 38.0 38.0 5087.28 5085.98 5086.14 5080.52 5081.12 5082.47 8 0 5.0 9500.00 38.0 5082.00 5082.85 Surface Water Present Summary of Sewer Hydraulics te: The given depth to flow ratio is 0.9. Manhole ID Number Calculated Suggested Existing Sewer ID # Upstream Downstream Sewer Shape Diameter (Rise) (Inches) (FT) Diameter (Rise) (Inches) (FT) Diameter (Rise) (Inches) (FT) Width (FT) 1 2 1 Round 29.7 30 36 N/A 2 3 2 Round 29.2 30 36 N/A 3 4 3 Round 20.9 21 36 N/A 4 5 4 Round 33.2 36 36 N/A 5 6 5 Round 33.2 36 36 N/A 6 7 6 Round 33.2 36 36 N/A 7 8 7 Round 33.2 ' 36 36 N/A Round and arch sewers are measured in inches. Box sewers are measured in feet. Calculated diameter was determined by sewer hydraulic capacity. Suggested diameter was rounded up to the nearest commercially available size All hydraulics where calculated using the existing parameters. If sewer was sized mathematically, the suggested diameter was used for hydraulic calculations. Sewer ID Design Flow (CFS) Full Flow (CFS) Normal Depth (Feet) Normal Velocity (FPS) Critical Depth (Feet) Critical Velocity (FPS) Full Velocity (FPS) Froude Number Comment 1 40.0 66.9 1.67 9.9 2.06 7.7 5.7 1.5 2 38.0 66.9 1.62 9.8 2.00 7.6 5.4 1.51 3 38.0 162.7 0.99 18.8 2.00 7.6 5.4 3.9 Velocity Is High 4 , 38.0 47.3 2.04 7.4 2.00 7.6 5.4 0.97 5 38.0 47.3 2.04 7.4 2.00 7.6 5.4 0.97 6 38.0 47.3 2.04 , 7.4 2.00 7.6 5.4 5.4 0.97 0.97 7 38.0 47.3 2.04 7.4 2.00 7.6 t file://C:1Program FileslNeoUDSewer\Reports13386478500.htm 4/23/2007 1 NeoUDS Results Summary Page 3 of 5 1 1 1 1 1 1 1 1 1 1 t 1 AFroude number = 0 indicated that a pressured flow occurs. Summary of Sewer Design Information Invert Elevation Buried Depth Sewer ID Slope % Upstream (Feet) Downstream (Feet) Upstream (Feet) Downstream (Feet) Comment 1 2 3 4 5 6 7 1.00 1.00 5.92 0.50 0.50 0.50 0.50 5070.72 5071.32 5078.21 5078.48 5079.08 5079.84 5080.00 5070.09 5070.72 5071.31 5078.21 5078.49 5079.07 5079.85 1.29 5.08 6.94 5.80 3.90 3.30 -1.00 -1.03 1.29 5.09 6.94 5.79 3.91 3.29 Sewer Too Shallow Sewer Too Shallow Sewer Too Shallow Summary of Hydraulic Grade Line Sewer ID# 1 2 3 4 7 Sewer Length (Feet) 62.53 60.2 116.59 54.96 118.54 153.04 30.89 Surcharged Length (Feet) 0 0 0 0 0 0 0 Invert Elevation Water Elevation Upstream (Feet) Downstream (Feet) Upstream (Feet) Downstream (Feet) 5070.72 5070.09 5072.78 5069.60 5071.32 5070.72 5073.37 5072.78 5078.21 5071.31 5080.21 5073.37 5078.48 5078.21 5080.52 5080.21 5079.08 5078.49 5081.12 5080.52 5079.84 5079.07 r 5082.47 5081.12 5080.00 5079.85 , 5082.85 5082.47 Condition Jump Jump Jump Subcritical Subcritical Subcritical Subcritical Summary of Energy Grade Line Upstream Manhole Juncture Losses Downstream Manhole Sewer ID # Manhole ID # Energy Elevation (Feet) Sewer Friction (Feet) Bend K Coefficient Bend Loss (Feet) Lateral K Coefficient Lateral Loss (Feet) Manhole ID # Energy Elevation (Feet) t file://C:\Program FileslNeoUDSewer\Reports13386478500.htm 4/23/2007 NeoUDS Results Summary Page 4 of 5 1 1 1 1 1 t 1 1 11 2 II 5073.7111 4.1111 0.0010.00 0.001 0.0011 • 1 I 5069.601 2 3 4 6 7 3 5 6 7 8 5073.82 5081.10 5081.40 5082.00 5083.33 5083.41 0.00 7.19 0.27 0.58 0.74 0.00 0.25 0.20 0.05 0.05 1.32 0.70 0.11 0.09 0.02 0.02 0.59 0.31 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Bend loss = Bend K * Flowing full vhead in sewer. Lateral loss = Outflow full vhead - Junction Loss K * Inflow full vhead. A friction loss of 0 means it was negligible or possible error due to jump. Friction loss includes sewer invert drop at manhole. Notice: Vhead denotes the velocity head of the full flow condition. A minimum junction loss of 0.05 Feet would be introduced unless Lateral K is 0. Friction loss was estimated by backwater curve computations. 2 3 5 6 7 5073.71 5073.82 5081.10 5081.40 5082.001 5083.33 Summary of Earth Excavation Volume for Cost Estimate The user given trench side slope is 1. Manhole ID # Rim Elevation (Feet) Invert Elevation (Feet) Manhole Height (Feet) 1 5072.06 5070.09 1.97 2 5075.01 5070.72 4.29 3 5079.40 5071.31 8.09 4 5088.15 5078.21 9.94 5 5087.28 5078.48 8.80 6 5085.98 5079.07 6.91 7 5086.14 5079.84 6.30 8 5082.00 5080.00 2.00 Upstream Trench Width Downstream Trench Width Sewer ID # On Ground (Feet) At Invert (Feet) On Ground (Feet) At Invert (Feet) Trench Length (Feet) Wall Thickness (Inches) Earth Volume ubic yard ) 1 6.9 5.7 2.3 5.7 62.53 4.00 58 2 14.5 5.7 6.9 5.7 60.2 4.00 113 3 18.2 5.7 14.5 5.7 116.59 4.00 372 file://C:\Program. FileslNeoUDSewer\Reports13386478500.htm 4/23/2007 NeoUDS Results Summary Page 5 of 5 �i 15-911 5.711 18.211 5.711. 54.9611 5 6 7 12.1 10.9 2.3 5.7 5.7 5.7 15.9 12.1 10.9 5.7 5.7 5.7 118.54 153.04 30.89 4.00 4.00 4.00 4.00 1871 301 294 39 Total earth volume for sewer trenches = 1363.03 Cubic Yards. The earth volume was estimated to have a bottom width equal to the diameter (or width) of the sewer plus two times either 1 foot for diameters less than 48 inches or 2 feet for pipes larger than 48 inches. If the bottom width is less than the minimum width, the minimum width was used. The backfill depth under the sewer was assumed to be 1 foot. The sewer wall thickness is equal to: (equivalent diameter in inches/12)+1 file://C:1Program Files\NeoUDSewer\Reports13386478500.htm 4/23/2007 1 D 1 1 1 1 1 1 1 1 1 1 1 1 3 146 X, , 1 NeoUDS Results Summary Page 1 of 3 A 1 1 1 1 1 1 1 i 1 NeoUDS Results Summary Project Title: V1/4)`" l's' Project Description: 5 T M r & Output Created On: 4/22/2007 at 8:23:28 AM Using NeoUDSewer Version 1.5. Rainfall Intensity Formula Used. Return Period of Flood is 0 Years. Sub Basin Information Time of Concentration Manhole ID # Basin Area * C Overland (Minutes) Gutter (Minutes) Basin (Minutes) Rain I (Inch/Hour) Peak Flow (CFS) 1 0.00 5.0 , 0.0 0.0 2105.00 8.4 2 0.00 5.0 0.0 0.0 2105.00 8.4 3 0.00 5.0 0.0 0.0 1300.00 5.2 The shortest design rainfall duration is 5 minutes. For rural areas, the catchment time of concentration is always => 10 minutes. - For urban areas, the catchment time of concentration is always => 5 minutes. )At the first design point, the time constant is <= (10+Total Length/180) in minutes. When the weighted runoff coefficient => 0.2, then the basin is considered to be urbanized. When the Overland Tc plus the Gutter Tc does not equal the catchment Tc, the above criteria supersedes the calculated values. Summary of Manhole Hydraulics Manhole ID # Contributing Area * C Rainfall Duration (Minutes) Rainfall Intensity (Inch/Hour) Design Peak Flow (CFS) Ground Elevation (Feet) Water Elevation (Feet) Comments 1 0 0.0 0.00 8.4 5092.03 5088.16 2 0.01 5.0 1052.50 8.4 5095.76 5091.90 3 0 5.0 1300.00 5.2 5095.73 5092.27 Summary of Sewer Hydraulics i' Note: The given depth to flow ratio is 0.9. I i I 11 file://V :152870f\active11870101901civil\design\drainage\UDSewer\Reports\STRM-G.htm 4/22/2007 1 NeoUDS Results Summary Page 2 of 3 1 1 t 1 1 1 1 1 i 1 Manhole ID Number I Calculated II Suggested IL Existing Sewer Sewer Diameter (Rise) Diameter (Rise) Diameter (Rise) Width ID # Upstream Downstream Shape (Inches) (FT) (Inches) (FT) (Inches) (FT) (FT) 1 2 2 3 1 2 Round Round 18.9 15.7 21 18 18 18 N/A N/A Round and arch sewers are measured in inches. Box sewers are measured in feet. Calculated diameter was determined by sewer hydraulic capacity. Suggested diameter was rounded up to the nearest commercially available size All hydraulics where calculated using the existing parameters. If sewer was sized mathematically, the suggested diameter was used for hydraulic calculations. Sewer ID Design Flow (CFS) Full Flow (CFS) Normal Depth (Feet) Normal Velocity (FPS) Critical Depth (Feet) Critical Velocity (FPS) Full Velocity (FPS) Froude Number Comment 1 8.4 7.4 1.50 4.8 1.12 5.9 . 4.8 N/A 2 5.2 7.4 0.92 4.6 0.88 4.9 2.9 0.91 A Froude number = 0 indicated that a pressured flow occurs. Summary of Sewer Design Information Invert Elevation Buried Depth Sewer ID Slope % Upstream (Feet) Downstream (Feet) Upstream (Feet) Downstream (Feet) Comment 1 0.50 5090.32 5090.05 3.94 0.48 Sewer Too Shallow 2 0.50 5090.58 5090.32 3.65 3.94 Summary of Hydraulic Grade Line Invert Elevation Water EIevation Sewer ID # Sewer Length (Feet) Surcharged Length (Feet) Upstream (Feet) Downstream (Feet) Upstream (Feet) Downstream (Feet) Condition 1 54.71 54.71 5090.32 5090.05 5091.90 5088.16 Pressured 2 51.33 51.33 5090.58 5090.32 5092.27 5091.90 Pressured 1 file://V:\52870flactive11870101901civilldesign\drainage\UDSewer\Reports\STRM-G.htm 4/22/2007 t NeoUDS Results Summary Page 3 of 3 1 i r i 1 1 1 i 1 1 Summary of Energy Grade Line Upstream Manhole Juncture Losses Downstream Manhole Sewer ID # Manhole ID # Energy Elevation (Feet) Sewer Friction (Feet) Bend K Coefficient Bend Loss (Feet) Lateral K Coefficient Lateral Loss (Feet) Manhole ID # Energy Elevation (Feet) 1 2 5092.25 4.09 0.00 0.00 0.00 0.00 1 5088.16 2 3 5092.41 0.12 0.25 0.03 0.00 0.00 2 5092.25 Bend loss = Bend K * Flowing full vhead in sewer. Lateral loss = Outflow full vhead - Junction Loss K * Inflow full vhead. A friction loss of 0 means it was negligible or possible error due to jump. Friction loss includes sewer invert drop at manhole. Notice: Vhead denotes the velocity head of the full flow condition. A minimum junction loss of 0.05 Feet would be introduced unless Lateral K is 0. Friction loss was estimated by backwater curve computations. Summary of Earth Excavation Volume for Cost Estimate The user given trench side slope is 1. Manhole ID # Rim Elevation (Feet) Invert Elevation (Feet) Manhole Height (Feet) 1 5092.03 5090.05 1.98 2 5095.76 5090.32 5.44 3 5095.73 5090.58 5.15 Upstream Trench Width Downstream Trench Width Sewer ID # On Ground (Feet) At Invert (Feet) On Ground (Feet) At Invert (Feet) Trench Length (Feet) Wall Thickness (Inches) Earth Volume (Cubic Yards) 1 11.0 3.9 4.1 3.9 54.71 2.50 50 2 10.4 3.9 11.0 3.9 51.33 2.50 69 Total earth volume for sewer trenches = 118.55 Cubic Yards. The earth volume was estimated to have a bottom width equal to the diameter (or width) of the sewer plus two times either 1 foot for diameters less than 48 inches or 2 feet for pipes larger than 48 inches. If the bottom width is less than the minimum width, the minimum width was used. The backfill depth under the sewer was assumed to be 1 foot. _,IThe sewer wall thickness is equal to: (equivalent diameter in inches/12)+1 1 file://V:\52870f\active11870101901civil\design\drainagelUDSewer\Reports\STRM-G.htm 4/22/2007 1 1 1 1 1 1 1 1 1 ST H 1 NeoUDS Results Summary Page 1 of 3 � NeoUDS Results Summary t i 1 1 1 t 1 1 0 Project Title: VI -r '5 E� �-2- Project Description: 5T&h- Output Created On: 4/23/2007 at 8:34:03 AM Using NeoUDSewer Version 1.5. Rainfall Intensity Formula Used. Return Period of Flood is 0 Years. 1 c'o Sub Basin Information Time of Concentration Manhole ID # Basin Area * C Overland (Minutes) Gutter (Minutes) Basin pMinutes) Rain I (Inch/Hour) Peak Flow (CFS) 1 0.00 5.0 0.0 0.0 4532.50 18.1 2 0.00 5.0 0.0 0.0 4532.50 18.1 3 0.00 5.0 0.0 0.0 4532.50 18.1 The shortest design rainfall duration is 5 minutes. For rural areas, the catchment time of concentration is always => 10 minutes. For urban areas, the catchment time of concentration is always => 5 minutes. At the first design point, the time constant is <= (10+Total Length/180) in minutes. When the weighted runoff coefficient => 0.2, then the basin is considered to be urbanized. When the Overland Tc plus the Gutter Tc does not equal the catchment Tc, the above criteria supersedes the calculated values. Summary of Manhole Hydraulics Manhole ID # Contributing Area * C Rainfall Duration (Minutes) Rainfall Intensity (Inch/Hour) Design Peak Flow (CFS) Ground Elevation (Feet) Water Elevation (Feet) Comments 1 0 0.0 0.00 18.1 5087.56 5088.16 Surface Water Present 2 0.01 5.0 2266.25 18.1 5098.26 5089.16 3 0 5.0 4532.50 18.1 5090.50 5090.47 'Summary of Sewer Hydraulics file://C:\Program Files\NeoUDSewer\Reports133 86478843.htm 4/23/2007 1 NeoUDS Results Summary Page 2 of 3 A 1 A 1 1 1 1 1 0 r i Note: The given depth to flow ratio is 0.9. Manhole ID Number Calculated Suggested Existing Sewer Sewer Diameter (Rise) Diameter (Rise) Diameter (Rise) Width ID # Upstream Downstream Shape (Inches) (FT) (Inches) (FT) (Inches) (FT) (FT) 1 2 1 2 Round Round 22.1 22.1 24 24 24 24 N/A N/A Round and arch sewers are measured in inches. Box sewers are measured in feet. Calculated diameter was determined by sewer hydraulic capacity. Suggested diameter was rounded up to the nearest commercially available size All hydraulics where calculated using the existing parameters. If sewer was sized mathematically, the suggested diameter was used for hydraulic calculations. Sewer ID Design Flow (CFS) Full Flow (CFS) Normal Depth (Feet) Normal Velocity (FPS) Critical Depth (Feet) Critical Velocity (FPS) Full Velocity ?PS) Fronde Number Comment 1 2 18.1 18.1 22.7 22.7 1.35 1.35 8.0 8.0 1.53 1.53 7.0 7.0 5.8 5.8 1.29 1.29 A Fronde number = 0 indicated that a pressured flow occurs. Summary of Sewer Design Information Invert Elevation Buried Depth Sewer ID Slope Upstream (Feet) Downstream (Feet) Upstream (Feet) Downstream (Feet)_ _ Comment 1 2 1.00 1.00 5087.63 5088.94 5086.06 5087.62 8.63 -0.44, -0.50 8.64 Sewer Too Shallow Sewer Too Shallow Summary of Hydraulic Grade Line Invert Elevation Water Elevation Sewer ID # Sewer Length (Feet) Surcharged Length (Feet) Upstream (Feet) Downstream (Feet) Upstream (Feet) Downstream (Feet) Condition 1 157.4 -0.01 5087.63 5086.06, 5089.16 5088.16, Jump 2 131.69 0 5088.94 5087.62 5090.47 5089.16 Jump file://C:1Program FileslNeoUDSewer\Reports13386478843.htm 4/23/2007 NeoUDS Results Summary Page 3 of 3 1 i t i 1 t 1 Summary of Energy Grade Line Upstream Manhole Juncture Losses Downstream Manhole Sewer Manhole Energy Elevation Sewer Friction Bend K Bend Loss Lateral K Lateral Loss Manhole Energy Elevation ID # ID # (Feet) (Feet) Coefficient (Feet) Coefficient (Feet) ID # (Feet) 1 2 5089.93 1.77 0.00 0.00 0.00 0.00 1 5088.16 2 3 5091.24 1.25 0.11 0.06 0.00 0.00 2 5089.9 Bend loss = Bend K * Flowing full vhead in sewer. Lateral loss = Outflow full vhead - Junction Loss K * Inflow full vhead. A friction loss of 0 means it was negligible or possible error due to jump. Friction loss includes sewer invert drop at manhole. Notice: Vhead denotes the velocity head of the full flow condition. A minimum junction loss of 0.05 Feet would be introduced unless Lateral K is 0. Friction loss was estimated by backwater curve computations. Summary of Earth Excavation Volume for Cost Estimate The user liven trench side slope is 1. Manhole ID # Rim Elevation (Feet) Invert Elevation (Feet) Manhole Height (Feet) 1 5087.56 5086.06 1.50 2 5098.26 5087.62 10.64 3 5090.50 5088.94 1.56 Upstream Trench Width Downstream Trench Width Sewer ID # On Ground (Feet) At Invert (Feet) On Ground (Feet) At Invert (Feet) Trench Length (Feet) Wall Thickness (Inches) Earth Volume Cubic yards) 1 20.8 4.5 2.5 4.5 157.4 3.00 381 2 2.6 4.5 20.8 4.5 131.69 3.00 319 Total earth volume for sewer trenches = 700.35 Cubic Yards. The earth volume was estimated to have a bottom width equal to the diameter (or width) of the sewer plus two times either 1 foot for diameters less than 48 inches or 2 feet for pipes larger than 48 inches. If the bottom width is less than the minimum width, the minimum width was used. The backfill depth under the sewer was assumed to be 1 foot. The sewer wall thickness is equal to: (equivalent diameter in inches/12)+1 t file://C:\Program FileslNeoUDSewer\Reports13386478843.htm 4/23/2007 A As `Li NeoUDS Results Summary Page 1 of 3 1 1 1 1 1 f l 1 1 i 1 file://V:152870flactive11870101901civil\design\drainage\UDSewer\Reports\STRM-I.htm 4/22/2007 NeoUDS Results Summary Project Title: bi Project Description: S-cox—t Output Created On: 4/22/2007 at 8:27:09 AM Using NeoUDSewer Version 1.5. Rainfall Intensity Formula Used. Return Period of Flood is 0 Years. to a `� R Sub Basin Information Tune of Concentration Manhole ID # . Basin Area * C Overland (Minutes) Gutter (Minutes) Basin (Minutes) Rain I (Inch/Hour) Peak Flow (CFS) 1 0.00 5.0 0.0 0.0 2542.50 10.2 2 0.00 0.0 0.0 0.0 0.00 10.2 The shortest design rainfall duration is 5 minutes. For rural areas, the catchment time of concentration is always => 10 minutes. For urban areas, the catchment time of concentration is always => 5 minutes. At the first design point, the time constant is <= (10+Total Length/180) in minutes. When the weighted runoff coefficient => 0.2, then the basin is considered to be urbanized. When the Overland Tc plus the Gutter Tc does not equal the catchment Tc, the above criteria supersedes the calculated values. Summary of Manhole Hydraulics Manhole Contributingr * Rainfall Duration (Minutes) Rainfall Intensity (Inch/Hour) Design Flow (CFS) Ground Elevation (Feet) Water Elevation (Feet) Comments 1 0 0.0 0.00 10.2 5074.52 5075.56 Surface Water Present 2 0 0.0 0.00 10.2 5075.68 5077.67 Surface Water Summary of Sewer Hydraulics J NeoUDS Results Summary Page 2 of 3 1 1 1 1 c i 1 t 1 1 i Note: The given depth to flow ratio is 0.9. Manhole ID Number Calculated Suggested Existing Sewer Sewer Diameter (Rise) Diameter (Rise) Diameter (Rise) Width ID # Upstream Downstream Shape (Inches) (FT) (Inches) (FT) (Inches) (FT) (FT) 2 1 Round 21.1 24 18 N/A Round and arch sewers are measured in inches. Box sewers are measured in feet. Calculated diameter was determined by sewer hydraulic capacity. Suggested diameter was rounded up to the nearest commercially available size All hydraulics where calculated using the existing parameters. If sewer was sized mathematically, the suggested diameter was used for hydraulic calculations. Sewer ID Design Flow (CFS) Full Flow (CFS) Normal Depth (Feet) Normal Velocity (FPS) Critical Depth (Feet) Critical Velocity (FPS) Full Velocity (FPS) Froude Number Comment 1 10.2 6.7 1.50 5.8 1.22 6.6 5.8 N/A A Froude number = 0 indicated that a pressured flow occurs. Summary of Sewer Design Information Invert Elevation Buried Depth Sewer ID Slope % Upstream (Feet) Downstream (Feet) Upstream (Feet) Downstream (Feet) Comment 1 0.40 5074.15 5073.02 0.03 0.00 Sewer Too Shallow Summary of Hydraulic Grade Line Invert Elevation Water EIevation Sewer ID #Condition Sewer Length (Feet) Surcharged Length (Feet) Upstream (Feet)(Feet)(Feet) Downstream Upstream Downstream 1 281.78 281.78 5074.15 5073.02 5077.67 5075.56 Pressured Summary of Energy Grade Line Upstream Manhole Juncture Losses Downstream Manhole file://V:\52870f\active1187010190\civil\design\ drainage lUDSewer\Reports\STRM-I.htm - 4/22/2007 NeoUDS Results Summary Page 3 of 3 i ft t 1 r 1 r 1 1 Sewer ID# 1 Manhole ID # 2 Energy Elevation (Feet) 5078.19 Sewer Friction (Feet) 2.63 Bend K Coefficient 0.00 Bend Loss (Feet) 0.00 Lateral K Coefficient 0.00 Lateral Loss (Feet) 0.00 Bend loss = Bend K * Flowing full vhead in sewer. Lateral loss = Outflow full vhead - Junction Loss K * Inflow full vhead. A friction loss of 0 means it was negligible or possible error due to jump. Friction loss includes sewer invert drop at manhole. Notice: Vhead denotes the velocity head of the full flow condition. A minimum junction loss of 0.05 Feet would be introduced unless Lateral K is 0. Friction loss was estimated by backwater curve computations. Manhole ID # 1 Energy Elevation (Feet) 5075.56 Summary of Earth Excavation Volume for Cost Estimate The user given trench side slope is 1. Manhole ID # Rim Elevation (Feet) Invert Elevation (Feet) Manhole Height (Feet) 1 5074.52 5073.02 1.50 2 5075.68 5074.15 1.53 Upstream Trench Width Downstream Trench Width Sewer ID # On Ground (Feet) At Invert (Feet) On Ground (Feet) At Invert (Feet) Trench Length (Feet) Wall Thickness (Inches) Earth Volume (Cubic Yards) 1 3.1 3.9 3.1 3.9 281.78 2.50 104 Total earth volume for sewer trenches = 104.45 Cubic Yards. The earth volume was estimated to have a bottom width equal to the diameter (or width) of the sewer plus two times either 1 foot for diameters less than 48 inches or 2 feet for pipes larger than 48 inches. If the bottom width is less than the minimum width, the minimum width was used. The backfill depth under the sewer was assumed to be 1 foot. The sewer wall thickness is equal to: (equivalent diameter in inches/12)+1 1 file://V:\52870flactive1187010190\civil\design\drainage\UDSewer\Reports\STRM-Lhtm 4/22/2007 2 1 1 1 1 1 NeoUDS Results Summary Page 1 of 3 NeoUDS Results Summary M 1 I Project Title: 1,0-c-k-e-r''.5 Ear- Project Description: 57 ik)' .- —. Output Created On: 4/22/2007 at 8:28:16 AM Using NeoUDSewer Version 1.5. Rainfall Intensity Formula Used. Return Period of Flood is 0 Years. I. a- Ler 1 r e I .1 1 i t Sub Basin Information Time of Concentration Manhole ID # Basin Area * C Overland (Minutes) Gutter (Minutes) Basin (Minutes) Rain I (Inch/Hour) Peak Flow (CFS) 1 0.00 5.0 0.0 0.0 1687.50 6.8 2 0.00 5.0 0.0 0.0 1687.50 6.8 The shortest design rainfall duration is 5 minutes. For rural areas, the catchment time of concentration is always => 10 minutes. For urban areas, the catchment time of concentration is always => 5 minutes. At the first design point, the time constant is <_ (10+Total Length/180) in minutes. When the weighted runoff coefficient => 0.2, then the basin is considered to be urbanized. When the Overland Tc plus the Gutter Tc does not equal the catchment Tc, the above criteria supersedes the calculated values. Summary of Manhole Hydraulics Manhole ID # Contributing Area * C Rainfall Duration (Minutes) Rainfall Intensity (Inch/Hour) Design Peak Flow (CFS) Ground Elevation (Feet) Water Elevation (Feet) Comments 1 0 0.0 0.00 6.8 5074.57 5074.59 Surface Water Present 2 0 5.0 1687.50 6.8 5075.43 5074.93 Summary of Sewer Hydraulics Note: The given depth to flow ratio is 0.9. II I Manhole ID Number Calculated II Suggested II Existing file://V :152870flactive1187010190\civil\design\drainagelUDSewer\Reports\STRM-J.htm 4/22/2007 NeoUDS Results Summary • Page 2 of 3 Sewer Sewer Diameter (Rise) Diameter (Rise) Diameter (Rise) Width ID # Upstream Downstream Shape (Inches) (FT) (Inches) (FT) (Inches) (FT) (FT) 1 2 1 Round 14.7 Round and arch sewers are measured in inches. I Box sewers are measured in feet. Calculated diameter was determined by sewer hydraulic capacity. Suggested diameter was rounded up to the nearest commercially available size I All hydraulics where calculated using the existing parameters. If sewer was sized mathematically, the suggested diameter was used for hydraulic calculations. 18 18 N/A 1 1 1 1 1 t 1 Sewer ID Design Flow (CFS) Full Flow (CFS) Normal Depth (Feet) Normal Velocity (FPS) Critical Depth (Feet) Critical Velocity (FPS) Full Velocity (FPS) Froude Number Comment 1 6.8 11.6 0.82 6.8 1.00 5.4 3.8 1.48 A Froude number = 0 indicated that a pressured flow occurs. Summary of Sewer Design Information Invert Elevation Buried Depth Sewer ID Slope Upstream (Feet) Downstream (Feet) Upstream (Feet) Downstream (Feet) Comment 1 1.22 5073.93 5073.08 0.00 -0.01 Sewer Too Shallow Summary of Hydraulic Grade Line Sewer ID# 1 Sewer Length (Feet) 70.04 Surcharged Length (Feet) 0 Invert Elevation Upstream (Feet) 5073.93 Downstream (Feet) 5073.08 Water Elevation Upstream (Feet) 5074.93 Downstream (Feet) 5074.59 Condition Jump Summary of Energy Grade Line Sewer Upstream Manhole Manhole Energy Elevation Sewer Friction Juncture Losses Bend K Bend Loss Lateral K Downstream Manhole Lateral Loss Manhole Energy Elevation file:/N:152870flactive1187010190 \design\drainage \UDSewerl'Reports1 STRNI-J.htm 4/22/2007 1 NeoUDS Results Summary Page 3 of 3 i 1 t i 1 i t l 1 1 1 1 i 1 1 ID # II ID # II (Feet) II (Feet) ]\Coefficient\ (Feet) CoefficientjI (Feet) II ID # II (Feet) I 1 2 5075.38 0.79 0.00 0.00 0.00 0.00 1 5074.59 Bend loss = Bend K * Flowing full vhead in sewer. Lateral loss = Outflow full vhead - Junction Loss K * Inflow full vhead. A friction loss of 0 means it was negligible or possible error due to jump. Friction loss includes sewer invert drop at manhole. Notice: Vhead denotes the velocity head of the full flow condition. A minimum junction loss of 0.05 Feet would be introduced unless Lateral K is 0. Friction loss was estimated by backwater curve computations. Summary of Earth Excavation Volume for Cost Estimate The user given trench side slope is 1. Manhole ID# 1 2 Rim Elevation (Feet) 5074.57 5075.43 Invert Elevation (Feet) 5073.08 5073.93 Manhole Height (Feet) 1.49 1.50 Upstream Trench Width Downstream Trench Width Sewer ID # On Ground (Feet) At Invert (Feet) On Ground (Feet) At Invert (Feet) Trench Length (Feet) Wall Thickness (Inches) Earth Volume (Cubic Yards) 1 3.1 3.9 3.1 3.9 70.04 2.50 26 Total earth volume for sewer trenches = 25.83 Cubic Yards. The earth volume was estimated to have a bottom width equal to the diameter (or width) of the sewer plus two times either 1 foot for diameters less than 48 inches or 2 feet for pipes larger than 48 inches. If the bottom width is less than the minimum width, the minimum width was used. The backfill depth under the sewer was assumed to be 1 foot. The sewer wall thickness is equal to: (equivalent diameter in inches/12)+1 file://V:152870f1active11870101901civil\design\drainagelUDSewer\Reports\STRM-J.htm 4/22/2007 It if il \ / ` _/ 1 NeoUDS Results Summary Page 1 of 3 1 1 1 1 s 1 1 1 NeoUDS Results Summary Project Title: ith.4 rS F--d-rast- Project Descriptionr µ. — Output Created On: 4/22/2007 at 8:29:02 AM Using NeoUDSewer Version 1.5. Rainfall Intensity Formula Used. Return Period of Flood is 0 Years. t, Oz. Le,,- Sub Basin Information Time of Concentration Manhole ID # Basin Area * C Overland (Minutes) Gutter (Minutes) Basin (Minutes) Rain I (Inch/Hour) Peak Flow (CFS) 1 0.00 5.0 0.0 0.0 1182.50 4.7 2 0.00 5.0 0.0 0.0 1182.50 4.7 The shortest design rainfall duration is 5 minutes. For rural areas, the catchment time of concentration is always => 10 minutes. For urban areas, the catchment time of concentration is always => 5 minutes. At the first design point, the time constant is <= (10+Total Length/180) in minutes. When the weighted runoff coefficient => 0.2, then the basin is considered to be urbanized. �r When the Overland Tc plus the Gutter Tc does not equal the catchment Tc, the above criteria supersedes the calculated values. Summary of Manhole Hydraulics Manhole ID Contributing e * Rainfall Duration (Minutes) Rainfall Intensity (Inch/Hour) Design Peak Flow (CFS) Ground Elevation (Feet) Water Elevation (Feet) Comments 1 0 0.0 0.00 4.7 5073.50 5074.49 Surface Water Present 2 0 5.0 1182.50 4.7 5074.40 5074.47 Surface Water Present Summary of Sewer Hydraulics file://V:152870f\active11870101901civilldesignldrainage\UDSewer\Reports\STRM-K.htm 4/22/2007 1 NeoUDS Results Summary Page 2 of 3 1 f e 1 Note: The given depth to flow ratio is 0.9 Manhole ID Number Calculated Suggested Existing Sewer Sewer Diameter (Rise) Diameter (Rise) Diameter (Rise) Width ID # Upstream Downstream Shape (Inches) (FT) (Inches) (FT) (Inches) (FT) (FT) 1 2 1 Round 12.0 18. 18 N/A Round and arch sewers are measured in inches. Box sewers are measured in feet. Calculated diameter was determined by sewer hydraulic capacity. Suggested diameter was rounded up to the nearest commercially available size All hydraulics where calculated using the existing parameters. If sewer was sized mathematically, the suggested diameter was used for hydraulic calculations. Sewer ID Design Flow (CFS) Full Flow (CFS) Normal Depth (Feet) Normal Velocity (FPS) Critical Depth (Feet) Critical Velocity (FPS) Full Velocity (FPS) Froude Number Comment 1 4.7 13.9 0.60 7.1 0.84 4.7 2.7 1.87 A Froude number = 0 indicated that a pressured flow occurs. Summary of Sewer Design Information Invert Elevation Buried Depth Sewer ID Slope Upstream (Feet) Downstream (Feet) Upstream (Feet) Downstream (Feet) Comment 1 1.75 5073.00 5072.21 -0.10 -0.21 Sewer Too Shallow Summary of Hydraulic Grade Line Invert Elevation Water Elevation Sewer ID # Sewer Length . (Feet) Surcharged Length (Feet) Upstream (Feet) Downstream (Feet) Upstream (Feet) Downstream (Feet) Condition 1 45.28 43.36 5073.00 5072.21 5074.47 5074.49 Jump Summary of Energy Grade Line Upstream Manhole Juncture Losses Downstream Manhole Ifile://V:152870flactive1187010190\civil\design\drainage\UDSewer\Reports\STRM-K.htm 4/22/2007 NeoUDS Results Summary Page 3 of 3 a 1 Sewer ID# 1 Manhole ID# Energy Elevation (Feet) 5074.58 Sewer Friction (Feet) 0.09 Bend K Coefficient 0.00 Bend Loss (Feet) 0.00 Lateral K Coefficient 0.00 Lateral Loss (Feet) 0.00 Bend loss = Bend K * Flowing full vhead in sewer. Lateral loss = Outflow full vhead - Junction Loss K * Inflow full vhead. A friction loss of 0 means it was negligible or possible error due to jump. Friction loss includes sewer invert drop at manhole. Notice: Vhead denotes the velocity head of the full flow condition. A minimum junction loss of 0.05 Feet would be introduced unless Lateral K is 0. Friction loss was estimated by backwater curve computations. Manhole ID# 1 Energy Elevation (Feet) 5074.49 Summary of Earth Excavation Volume for Cost Estimate The user given trench side slope is 1. Manhole Rim Elevation Invert Elevation Manhole Height ID # (Feet) (Feet) (Feet) 1 2 5073.50 5074.40 5072.21 5073.00 1.29 1.40 Upstream Trench Width Downstream Trench Width Sewer ID # On Ground (Feet) At Invert (Feet) On Ground (Feet) At Invert (Feet) Trench Length (Feet) Wall Thickness (Inches) Earth Volume (Cubic Yards) 1 2.9 3.9 2.7 3.9 45.28 2.50 16 Total earth volume for sewer trenches = 15.96 Cubic Yards. The earth volume was estimated to have a bottom width equal to the diameter (or width) of the sewer plus two times either 1 foot for diameters less than 48 inches or 2 feet for pipes larger than 48 inches. If the bottom width is less than the minimum width, the minimum width was used. The backfill depth under the sewer was assumed to be 1 foot. The sewer wall thickness is equal to: (equivalent diameter in inches/12)+1 Ifile://V:152870flactive1187010190\civil\design\drainage\UDSewer\Reports\STRM-K.htm 4/22/2007 1 NeoUDS Results Summary Page 1 of 3 ' NeoUDS Results Summary 1 1 1 1 1 1 Project Title: Wo•-' 5 -01 " Project Description: g. — Output Created On: 4/22/2007 at 8:30:17 AM Using NeoUDSewer Version 1.5. Rainfall Intensity Formula Used. Return Period of Flood is 0 Years. l v v `?.r Sub Basin Information Manhole ID# 1 2 Basin Area *C 0.00 0.00 Time of Concentration Overland (Minutes) 5.0 5.0 Gutter (Minutes) 0.0 0.0 Basin (Minutes) 0.0 0.0 Rain I (Inch/Hour) 2205.00 2205.00 Peak Flow (CFS) 8.8 8.8 The shortest design rainfall duration is 5 minutes. For rural areas, the catchment time of concentration is always => 10 minutes. For urban areas, the catchment time of concentration is always => 5 minutes. At the first design point, the time constant is <= (10+Total Length/180) in minutes. Th When the weighted runoff coefficient => 0.2, then the basin is considered to be urbanized. - When the Overland Tc plus the Gutter Tc does not equal the catchment Tc, the above criteria supersedes the calculated values. Summary of Manhole Hydraulics Manhole ID # Contributing Area * C Rainfall Duration (Minutes) Rainfall Intensity (Inch/Hour) Design Peak Flow (CFS) Ground Elevation (Feet) Water Elevation (Feet) Comments 1 0 0.0 0.00 8.8 5076.30 5070.73 2 0 5.0 2205.00 8.8 5076.50 5076.56 Surface Water Summary of Sewer Hydraulics Note: The given depth to flow ratio is 0.9. f IManhole ID Number I Calculated II Suggested it Existing file://V:15287011active1187010190\civil\design\drainagelUDSewer\Reports\STRM-L.htm 4/22/2007 NeoUDS Results Summary Page 2 of 3 1 1 Sewer Sewer Diameter (Rise) Diameter (Rise) Diameter (Rise) Width ID # Upstream Downstream Shape (Inches) (FT) (Inches) (FT) (Inches) (FT) (FT) 1 2 1 Round 19.2 21 18 N/A Round and arch sewers are measured in inches. Box sewers are measured in feet. Calculated diameter was determined by sewer hydraulic capacity. Suggested diameter was rounded up to the nearest commercially available size All hydraulics where calculated using the existing parameters. If sewer was sized mathematically, the suggested diameter was used for hydraulic calculations. Sewer ID Design Flow (CFS) Full Flow (CFS) Normal Depth (Feet) Normal Velocity (FPS) Critical Depth (Feet) Critical Velocity (FPS) Full Velocity (FPS) Froude Number Comment 1 8.8 7.4 1.50 5.0 1.15 6.1 5.0 N/A A Froude number = 0 indicated that a pressured flow occurs. Summary of Sewer Design Information Invert Elevation Buried Depth Sewer ID Slope % Upstream (Feet) Downstream (Feet) Upstream (Feet) Downstream (Feet) Comment 1 0.50 5075.00 5074.86 0.00 -0.06 Sewer Too Shallow Summary of Hydraulic Grade Line ' Invert Elevation Water Elevation Sewer ID # Sewer Length (Feet) Surcharged Length (Feet) Upstream (Feet) Downstream (Feet) Upstream (Feet) Downstream (Feet) Condition 1 27.49 27.49 5075.00 5074.86 5076.56 5070.73, Pressured Summary of Energy Grade Line 1 Sewer Upstream Manhole Manhole Energy Elevation Sewer Friction Juncture Losses Bend K Bend Loss Lateral K Lateral Loss Downstream Manhole Manhole Energy Elevation file://V:152870flactive1187010 I 90\civil \design\drainagelUDSewer1Reports STRM-L.htm 4/22/2007 NeoUDS Results Summary Page 3 of 3 1 1 1 1 ID # II ID # II (Feet) II (Feet) IICoefficientll(Feet)IlCoefficientll (Feet) II ID # II (Feet) 1 2 5076.94 6.21 0.00 0.00 0.00 0.00 1 5070.73 Bend loss = Bend K * Flowing full vhead in sewer. Lateral loss = Outflow full vhead - Junction Loss K * Inflow full vhead. A friction loss of 0 means it was negligible or possible error due to jump. Friction loss includes sewer invert drop at manhole. Notice: Vhead denotes the velocity head of the full flow condition. A minimum junction loss of 0.05 Feet would be introduced unless Lateral K is 0. Friction loss was estimated by backwater curve computations. Summary of Earth Excavation Volume for Cost Estimate The user given trench side slope is 1. Manhole Rim Elevation Invert Elevation Manhole Height ID # (Feet) (Feet) (Feet) 1 2 5076.30 5076.50 5074.86 5075.00 1.44 1.50 Upstream Trench Width Downstream Trench Width Sewer ID # On Ground (Feet) At Invert (Feet) On Ground (Feet) At Invert (Feet) Trench Length (Feet) Wall Thickness (Inches) Earth Volume (Cubic Yards) 1 3.1 3.9 3.0 3.9 27.49 2.50 10 Total earth volume for sewer trenches = 10.05 Cubic Yards. The earth volume was estimated to have a bottom width equal to the diameter (or width) of the sewer plus two times either 1 foot for diameters less than 48 inches or 2 feet for pipes larger than 48 inches. If the bottom width is less than the minimum width, the minimum width was used. The backfill depth under the sewer was assumed to be 1 foot. The sewer wall thickness is equal to: (equivalent diameter in inches/12)+1 file://V:152870flactive1187010190\civil\design\drainagelUDSewer\Reports\STRM-L.htm 4/22/2007 1 1 ( t 1 0 1 57RJA fkA. NeoUDS Results Summary Page 1 of 3 � NeoUDS Results Summary 1 1 1 Project Title: 1,0--r Project Description: S T -)-- Pti Output Created On: 4/22/2007 at 8:31:08 AM Using NeoUDSewer Version 1.5. Rainfall Intensity Formula Used. Return Period of Flood is 0 Years. t c-c> `� r Sub Basin Information Time of Concentration Manhole ID # Basin Area * C Overland (Minutes) Gutter (Minutes) Basin (Minutes) Rain I (Inch/Hour) Peak Flow (CFS) 1 0.00 5.0 0.0� 0.0 3085.00 12.3 2 0.00 5.0 0.0 0.0 3085.00 12.3 The shortest design rainfall duration is 5 minutes. For rural areas, the catchment time of concentration is always => 10 minutes. For urban areas, the catchment time of concentration is always => 5 minutes. At the first design point, the time constant is <_ (10+Total Length/180) in minutes. When the weighted runoff coefficient => 0.2, then the basin is considered to be urbanized. -' When the Overland Tc plus the Gutter Tc does not equal the catchment Tc, the above criteria supersedes the calculated values. Summary of Manhole Hydraulics Manhole ID # Contributing Area * C Rainfall Duration (Minutes) Rainfall Intensity (Inch/Hour) Design Peak Flow (CFS) Ground Elevation (Feet) Water Elevation (Feet) Comments 1 0 0.0 0.00 12.3 5071.36 5070.73 2 0 5.0 3085.00 12.3 5071.50 5071.63 Surface Water Summary of Sewer Hydraulics Note: The given depth to flow ratio is 0.9. I Manhole ID Number I I Calculated II Suggested II Existing file://V:152870flactive11870101901civil\design\drainagelUDSewerlReports\STRM-M.htm 4/22/2007 NeoUDS Results Summary Page 2 of 3 1 1 1 t 1 1 Sewer Sewer Diameter (Rise) Diameter (Rise) Diameter (Rise) Width ID # Upstream Downstream Shape (Inches) (FT) (Inches) (FT) (Inches) (FT) (FT 1 2 1 Round 21.8 24 18 N/A Round and arch sewers are measured in inches. Box sewers are measured in feet. Calculated diameter was determined by sewer hydraulic capacity. Suggested diameter was rounded up to the nearest commercially available size All hydraulics where calculated using the existing parameters. If sewer was sized mathematically, the suggested diameter was used for hydraulic calculations. Sewer ID Design Flow (CFS) Full Flow (CFS) Normal Depth (Feet) Normal Velocity (FPS) Critical Depth (Feet) Critical Velocity (FPS) Full Velocity (FPS) Froude Number Comment 1 12.3 7.4 1.50 7.0 1.31 7.5 7.0 N/A , A Froude number = 0 indicated that a pressured flow occurs. Summary of Sewer Design Information Invert Elevation Buried Depth Sewer ID Slope % Upstream (Feet) Downstream (Feet) Upstream (Feet) Downstream (Feet) Comment 1 0.50 5070.00 5069.92 0.00 -0.06 Sewer Too Shallow Summary of Hydraulic Grade Line Invert Elevation Water Elevation Sewer ID # Sewer Length (Feet) Surcharged Length (Feet) Upstream (Feet) Downstream (Feet) Upstream (Feet) Downstream (Feet) . Condition 1 15.28 15.28 5070.00 5069.92 5071.63 5070.73 Pressured Summary of Energy Grade Line Sewer Upstream Manhole Manhole Energy Elevation Sewer Friction Juncture Losses Bend K Bend Loss Lateral K Lateral Loss Downstream Manhole Manhole Energy Elevation file://V:152870flactive11870101901civil\design\drainage\UDSewer\Reports\STRM-M.htm 4/22/2007 NeoUDS Results Summary Page 3 of 3 1 1 1 1 1 1 1 1 1 1 ID # I ID # II (Feet) II (Feet) IICoefficientl (Feet)IICoefficientll (Feet) II ID # (Feet) 1 2 5072.39 1.66 0.00 0.00 0.00 0.00 1 5070.73 Bend loss = Bend K * Flowing full vhead in sewer. Lateral loss = Outflow full vhead - Junction Loss K * Inflow full vhead. A friction loss of 0 means it was negligible or possible error due to jump. Friction loss includes sewer invert drop at manhole. Notice: Vhead denotes the velocity head of the full flow condition. A minimum junction loss of 0.05 Feet would be introduced unless Lateral K is 0. Friction loss was estimated by backwater curve computations. Summary of Earth Excavation Volume for Cost Estimate The user given trench side slope is 1. Manhole Rini Elevation Invert Elevation Manhole Height ID # (Feet) (Feet) (Feet) 1 2 5071.36 5071.50 5069.92 5070.00 1.44 1.50 Upstream Trench Width Downstream Trench Width Sewer ID # On Ground (Feet) At Invert (Feet) On Ground (Feet) At Invert (Feet) Trench Length (Feet) Wall Thickness (Inches) Earth Volume (Cubic Yards) 1 3.1 3.9 3.0 3.9 15.28 2.50 6 Total earth volume for sewer trenches = 5.58 Cubic Yards. The earth volume was estimated to have a bottom width equal to the diameter (or width) of the sewer plus two times either 1 foot for diameters less than 48 inches or 2 feet for pipes larger than 48 inches. If the bottom width is less than the minimum width, the minimum width was used. The backfill depth under the sewer was assumed to be 1 foot. The sewer wall thickness is equal to: (equivalent diameter in inches/12)+1 1 file ://V:152870flactive11870101901 civil \design\ drainagelUDSewer \Reports\STRM-M.htm 4/22/2007 It 1 1 1 1 1 1 1 1 1 1 1 1 - NeoUDS Results Summary Page 1 of 3 1 A 1 1 1 1 r 1 1 1 NeoUDS Results Summary Project Title: C CA -''SProject Description: 5T Output Created On: 4/23/2007 at 2:13:00 PM Using NeoUDSewer Version 1.5. Rainfall Intensity Formula Used. Return Period of Flood is 0 Years. Lvo L� Sub Basin Information Time of Concentration Manhole ID # Basin Area * C Overland (Minutes) Gutter (Minutes) Basin (Minutes) Rain I (Inch/Hour) Peak Flow (CFS) 1 0.00 5.0 0.0 0.0 997.50 4.0 2 0.00 5.0 0.0 0.0 997.50 4.0 The shortest design rainfall duration is 5 minutes. For rural areas, the catchment time of concentration is always => 10 minutes. For urban areas, the catchment time of concentration is always => 5 minutes. At the first design point, the time constant is <_ (10+Total Length/180) in minutes. When the weighted runoff coefficient => 0.2, then the basin is considered to be urbanized. When the Overland Tc plus the Gutter Tc does not equal the catchment Tc, the above criteria supersedes the calculated values. Summary of Manhole Hydraulics Manhole ID # Contributing Area * C Rainfall Duration (Minutes) Rainfall Intensity (Inch/Hour) Design Peak Flow (CFS) Ground Elevation (Feet) Water Elevation (Feet) Comments 1 0 0.0 0.00 4.0 5051.50 5059.54 Surface Water Present 2 0 5.0 997.50 4.0 5059.63 5059.53 Summary of Sewer Hydraulics Note: The given depth to flow ratio is 0.9. Manhole ID Number I I Calculated 11 Suggested II Existing II 1 file://C:1Program Files\NeoUDSewer\Reports133 86499180.htm 4/23/2007 NeoUDS Results Summary Page 2 of 3 1 t 1 1 1 t t 1 1 1 Sewer Sewer Diameter (Rise) Diameter (Rise) Diameter (Rise) Width ID # Upstream Downstream Shape (Inches) (FT) (Inches) (FT) (Inches) (FT) (FT) 1 2 1 Round 9.3 18 18 N/A Round and arch sewers are measured in inches. Box sewers are measured in feet. Calculated diameter was determined by sewer hydraulic capacity. Suggested diameter was rounded up to the nearest commercially available size All hydraulics where calculated using the existing parameters. If sewer was sized mathematically, the suggested diameter was used for hydraulic calculations. Sewer ID Design Flow (CFS) Full Flow (CFS) Normal Depth (Feet) Normal Velocity (FPS) Critical Depth (Feet) Critical Velocity (FPS) Full Velocity (FPS) Froude Number Comment 1 4.0 23.6 0.42 9.9 0.78 4.3 2.3 3.2 A Froude number = 0 indicated that a pressured flow occurs. Summary of Sewer Design Information Invert Elevation Buried Depth Sewer ID Slope 070 Upstream (Feet) Downstream (Feet) Upstream (Feet) Downstream (Feet) Comment 1 5.00 5052.88 5050.30 5.25 -0.30 Sewer Too Shallow Summary of Hydraulic Grade Line Invert Elevation Water Elevation Sewer ID # Sewer Length (Feet) Surcharged Length (Feet) Upstream (Feet) Downstream (Feet) Upstream (Feet) Downstream (Feet) Condition 1 51.52 51.52 5052.88 5050.30 5059.53 5059.54 Pressured Summary of Energy Grade Line 1 1 Sewer Upstream Manhole Manhole Energy Elevation Sewer Friction Juncture Losses Bend K Bend Loss Lateral K Lateral Loss Downstream Manhole Manhole Energy Elevation 1 file://C:\Program File slNeoUDSewer\Reports13386499180.htm 4/23/2007 NeoUDS Results Summary Page 3 of 3 1 i 1 1 i 1 1 1 1 1 ID till ID # I (Feet) II (Feet) I[Coefficientll(Feet)IICoefficientj[ (Feet) II II" I (Feet) 1 2 5059.61 ' 0.07 0.05 0.00 0.00 0.00 1 5059.54 Bend loss = Bend K * Flowing full vhead in sewer. Lateral loss = Outflow full vhead - Junction Loss K * Inflow full vhead. A friction loss of 0 means it was negligible or possible error due to jump. Friction loss includes sewer invert drop at manhole. Notice: Vhead denotes'the velocity head of the full flow condition. A minimum junction loss of 0.05 Feet would be introduced unless Lateral K is 0. Friction loss was estimated by backwater curve computations. Summary of Earth Excavation Volume for Cost Estimate The user given trench side slope is 1. Manhole Rim Elevation Invert Elevation Manhole Height ID # (Feet) (Feet) (Feet) 1 2 5051.50 5059.63 5050.30 5052.88 1.20 6.75 Upstream Trench Width Downstream Trench Width Sewer ID # On Ground (Feet) At Invert (Feet) On Ground (Feet) At Invert (Feet) Trench Length (Feet) Wall Thickness (Inches) Earth Volume (Cubic Yards) 1 13.6 3.9 2.5 3.9 51.52 2.50 60 Total earth volume for sewer trenches = 59.95 Cubic Yards. The earth volume was estimated to have a bottom width equal to the diameter (or width) of the sewer plus two times either 1 foot for diameters less than 48 inches or 2 feet for pipes larger than 48 inches. If the bottom width is less than the minimum width, the minimum width was used. The backf ll depth under the sewer was assumed to be 1 foot. The sewer wall thickness is equal to: (equivalent diameter in inches/12)+1 file://C:\Program FilesNeoUDS ewer\Reports13386499180.htm 4/23/2007 1 1 1 1 J 2 NeoUDS Results Summary 1 NeoUDS Results Summary 1 1 1 1 1 i 1 1 Page 1 of 3 Project Title: Wc,Aka-r'5 °'Z--- Project Description: S Output Created On: 4/27/2007 at 12:20:24 PM Using NeoUDSewer Version 1.5. Rainfall Intensity Formula Used. Return Period of Flood is 0 Years. ('v Sub Basin Information Time of Concentration Manhole ID # Basin Area * C Overland (Minutes) Gutter (Minutes) Basin (Minutes) Rain I (Inch/Hour) Peak Flow (CFS) 1 0.00 5.0 0.0 0.0 250.00 1.0 2 0.00 5.0 0.0 0.0 250.00 1.0 The shortest design rainfall duration is 5 minutes. For rural areas, the catchment time of concentration is always => 10 minutes. For urban areas, the catchment time of concentration is always => 5 minutes. At the first design point, the time constant is <= (10+Total Length/180) in minutes. When the weighted runoff coefficient => 0.2, then the basin is considered to be urbanized. When the Overland Tc plus the Gutter Tc does not equal the catchment Tc, the above criteria supersedes the calculated values. Summary of Manhole Hydraulics Manhole ID # Contributing Area * C Rainfall Duration (Minutes) Rainfall Intensity (Inch/Hour) Design Peak Flow (CFS) Ground Elevation (Feet) Water Elevation (Feet) Comments 1 0 0.0 0.00 1.0 5073.50 5069.60 2 0 5.0 250.00 1.0 5075.94 5072.65 Summary of Sewer Hydraulics Note: The given depth to flow ratio is 0.9. Manhole ID Number Calculated Suggested Existing Sewer Sewer Diameter (Rise) Diameter (Rise) Diameter (Rise) Width ID # Upstream Downstream Shape (Inches) (FT) (Inches) (FT) (Inches) (FT) (FT) file://C:\Program FileslNeoUDSewer\Reports13386838024.htm 4/27/2007 1 NeoUDS Results Summary Page 2 of 3 r t 1 1 1 1 i i i 1 1 2 1 Round 8.5 18 18 N/A `h Round and arch sewers are measured in inches. . Box sewers are measured in feet. Calculated diameter was determined by sewer hydraulic capacity. Suggested diameter was rounded up to the nearest commercially available size All hydraulics where calculated using the existing parameters. If sewer was sized mathematically, the suggested diameter was used for hydraulic calculations. Sewer ID Design Flow (CFS) Full Flow (CFS) Normal Depth (Feet) Normal Velocity (FPS) Critical Depth (Feet) Critical Velocity (FPS) Full Velocity (FPS) Froude Number Comment 1 1.0 7.4 0.37 2.9 0.39 2.7 0.6 1.01 A Froude number = 0 indicated that a pressured flow occurs. Summary of Sewer Design Information Invert Elevation Buried Depth Sewer ID Slope Upstream (Feet) Downstream (Feet) Upstream (Feet) Downstream (Feet) Comment 1 0.50, 5072.26 5071.99 2.18 0.01 Sewer Too Shallow Summary of Hydraulic Grade Line Invert Elevation Water Elevation Sewer ID # Sewer Length (Feet) Surcharged Length (Feet) Upstream (Feet) Downstream (Feet) Upstream (Feet) Downstream (Feet) Condition 1 53.31 0 5072.26 5071.99 5072.65 5069.60 Jump Summary of Energy Grade Line Upstream Manhole Juncture Losses Downstream Manhole Sewer ID # Manhole ID # Energy Elevation (Feet) Sewer Friction (Feet) Bend K Coefficient Bend Loss (Feet) Lateral K Coefficient Lateral Loss (Feet) Manhole ID # Energy Elevation (Feet) 1 2 5072.77 3.17 0.05 0.00 0.00 0.00 1 5069.60 file://C:\Program FileslNeoUDSewer\Reports13386838024.htm 4/27/2007 1 NeoUDS Results Summary Page 3 of 3 1 1 1 1 1 I D 1 1 1 1 i file://C:\Program FileslNeoUDSewer\Reports13386838024.htm 4/27/2007 Bend loss = Bend K * Flowing full vhead in sewer. Lateral loss = Outflow full vhead - Junction Loss K * Inflow full vhead. A friction loss of 0 means it was negligible or possible error due to jump. Friction loss includes sewer invert drop at manhole. Notice: Vhead denotes the velocity head of the full flow condition. A minimum junction loss of 0.05 Feet would be introduced unless Lateral K is 0. Friction loss was estimated by backwater curve computations. Summary of Earth Excavation Volume for Cost Estimate The user given trench side slope is 1. Manhole ID# 1 2 Rim Elevation (Feet) 5073.50 5075.94 Invert Elevation (Feet) 5071.99 5072.26 Manhole Height (Feet) 1.51 3.68 Upstream Trench Width Downstream Trench Width Sewer ID # On Ground (Feet) At Invert (Feet) On Ground (Feet) At Invert (Feet) Trench Length (Feet) Wall Thickness (Inches) Earth Volume (Cubic Yards) 1 7.4 3.9 3.1 3.9 53.31 2.50 31 Total earth volume for sewer trenches = 31.03 Cubic Yards. The earth volume was estimated to have a bottom width equal to the diameter (or width) of the sewer plus two times either 1 foot for diameters less than 48 inches or 2 feet for pipes larger than 48 inches. If the bottom width is less than the minimum width, the minimum width was used. The backfiil depth under the sewer was assumed to be 1 foot. The sewer wall thickness is equal to: (equivalent diameter in inches/12)+1 T 7 0 171 ST ?It& NeoUDS Results Summary. Page 1 of 3 1 t NeoUDS Results Summary Project Title: k)'Q"'s Project Description: ST Output Created On: 4/22/2007 at 8:33:04 AM Using NeoUDSewer Version 1.5. Rainfall Intensity Formula Used. Return Period of Flood is 0 Years. ta-o Sub Basin Information Time of Concentration Manhole ID # Basin Area * C Overland (Minutes) Gutter (Minutes) Basin (Minutes) Rain I (Inch/Hour) Peak Flow (CFS) 1 0.00 5.0 0.0 0.0, 2687.50 10.8 2 0.00 5.0 0.0 0.0 2687.50 10.8 3 0.00 5.0' 0.0 0.0 1680.00 6.7 The shortest design rainfall duration is 5 minutes. For rural areas, the catchment time of concentration is always => 10 minutes. I For urban areas, the catchment time of concentration is always => 5 minutes. At the first design point, the time constant is <= (10+Total Length/180) in minutes. When the weighted runoff coefficient => 0.2, then the basin is considered to be urbanized. I When the Overland Tc plus the Gutter Tc does not equal the catchment Tc, the above criteria supersedes the calculated values. 1 1 1 1 Summary of Manhole Hydraulics Manhole ID # Contributing Area * C Rainfall Duration (Minutes) Rainfall Intensity (Inch/Hour) Design pk ea Flow (CFS) Ground Elevation (Feet) Water Elevation (Feet) Comments 1 0 0.0 0.00 10.8 5075.50 5075.56 Surface Water Present 2 0.01 5.0 1343.75 10.8 5088.31 5082.29 3 0 5.0 1680.00 6.7 5088.31 5083.90 Summary of Sewer Hydraulics 1 file :UV :152870flactive1187010190\civil\design\drainage\UDSewer\Reports\STRM-P.htm 4/22/2007 NeoUDS Results Summary Page 2 of 3 t r 1 I i i 1 1 Note: The given death to flow ratio is 0.9 Manhole ID Number Calculated Suggested ' Existing Sewer ID # Upstream Downstream Sewer Shape Diameter (Rise) (Inches) (FT) Diameter (Rise) (Inches) (FT) Diameter (Rise) (Inches) (FT) Width (FT) 1 2 1 Round 13.4 18 18 N/A 2 3 2 Round 11.3 18 18 N/A Round and arch sewers are measured in inches. Box sewers are measured in feet. Calculated diameter was determined by sewer hydraulic capacity. Suggested diameter was rounded up to the nearest commercially available size All hydraulics where calculated using the existing parameters. If sewer was sized mathematically, the suggested diameter was used for hydraulic calculations. Sewer ID Design Flow (CFS) Full Flow (CFS) Normal Depth (Feet) Normal Velocity (FPS) Critical Depth (Feet) Critical Velocity (FPS) Full Velocity (FPS) Froude Number Comment 1 10.8 23.6 0.71 13.0 1.25 6.8 6.1 3.09 2 6.7 23.6 0.55 11.5 1.00 5.4 3.8 3.18 A Froude number = 0 indicated that a pressured flow occurs. J Summary of Sewer Design Information Invert Elevation Buried Depth Sewer ID Slope % Upstream (Feet) Downstream (Feet) Upstream (Feet) Downstream (Feet) Comment 1 5.00 5081.04 5074.29 5.77 -0.29 Sewer Too Shallow 2 5.00 5082.90 5081.19 3.91 5.62 Summary of Hydraulic Grade Line Invert Elevation Water Elevation Sewer ID # Sewer Length (Feet) Surcharged Length (Feet) Upstream (Feet) Downstream (Feet) Upstream (Feet) Downstream (Feet) Condition 1 134.94 0 5081.04 5074.29 5082.29 5075.56 Jump 2 34.22 0 5082.90 5081.19 5083.90 5082.29 Jump 1 file://V:152870flactive11870101901civil\designldrainagelUDSewer\Reports\STRM-P.htm 4/22/2007 Page 3 of 3 1 1 1 1 1 t 1 1 1 i 1 t NeoUDS Results Summary Summary of Energy Grade Line Upstream Manhole Juncture Losses Downstream Manhole Sewer ID # Manhole ID # Energy Elevation (Feet) Sewer Friction (Feet) Bend K Coefficient Bend Loss (Feet) Lateral K Coefficient Lateral Loss (Feet) Manhole ID # Energy Elevation (Feet) 1 2 3 5083.02 5084.35 7.46 1.28 0.05 0.25 0.00 0.06 0.00 0.00 0.00 0.00 1 2 5075.56 5083.02 Bend loss = Bend K * Flowing full vhead in sewer. Lateral loss = Outflow full vhead - Junction Loss K * Inflow full vhead. A friction loss of 0 means it was negligible or possible error due to jump. Friction loss includes sewer invert drop at manhole. Notice: Vhead denotes the velocity head of the full flow condition. A minimum junction loss of 0.05 Feet would be introduced unless Lateral K is 0. Friction loss was estimated by backwater curve computations. Summary of Earth Excavation Volume for Cost Estimate The user given trench side slope is 1. Manhole ID # Rim Elevation (Feet) Invert Elevation (Feet) Manhole Height (Feet) 1 5075.50 5074.29 1.21 2 5088.31 5081.04 7.27 3 5088.31 5082.90 5.41 Upstream Trench Width Downstream Trench Width Sewer ID # On Ground (Feet) At Invert (Feet) On Ground (Feet) At Invert (Feet) Trench Length (Feet) Wall Thickness (Inches) Earth Volume (Cubic Yards) 1 14.6 3.9 2.5 3.9 134.94 2.50 175 2 10.9 3.9 14.3 3.9 34.22 2.50 61 Total earth volume for sewer trenches = 236.38 Cubic Yards. The earth volume was estimated to have a bottom width equal to the diameter (or width) of the sewer plus two times either 1 foot for diameters less than 48 inches or 2 feet for pipes larger than 48 inches. If the bottom width is less than the minimum width, the minimum width was used. The backfill depth under the sewer was assumed to be 1 foot. J The sewer wall thickness is equal to: (equivalent diameter in inches/12)+1 1 file ://V:152870f1active1187010190\civil\design\drainage\UDSewer\Reports\STRM-P.htm 4/22/2007 1 1 1 1 1 1 1 1 1 1 2 1 P.A NeoUDS Results Summary Page 1 of 4 1 1 1 1 r NeoUDS Results Summary Project Title: W wAfi42.,-T-'s E `L p_. Project Description: S T ix Output Created On: 4/22/2007 at 8:33:43 AM Using NeoUDSewer Version 1.5. Rainfall Intensity Formula Used. Return Period of Flood is 0 Years. kw:, `2 Sub Basin Information Time of Concentration Manhole ID # Basin Area * C Overland (Minutes) Gutter (Minutes) Basin (Minutes) Rain I (Inch/Hour) Peak Flow (CFS) 1 0.00 5.0 0.0 0.0 2895.00 11.6 2 0.00 5.0 0.0 0.0 2895.00 11.6 3 0.00 5.0 0.0 0.0 2895.00 11.6 4 0.00 5.0 0.0 0.0 1420.00 5.7 The shortest design rainfall duration is 5 minutes. I For rural areas, the catchment time of concentration is always => 10 minutes. For urban areas, the catchment time of concentration is always => 5 minutes. At the first design point, the time constant is <= (10+Total Length/180) in minutes. When the weighted runoff coefficient => 0.2, then the basin is considered to be urbanized. When the Overland Tc plus the Gutter Tc does not equal the catchment Tc, the above criteria supersedes the calculated values. 1 1 1 1 Summary of Manhole Hydraulics Manhole ID # Contributing Area * C Rainfall Duration (Minutes) Rainfall Intensity (Inch/Hour) Design Peak Flow (CFS) Ground Elevation (Feet) Water Elevation (Feet) Comments 1 0 0.0 0.00 11.6 5074.50 5075.56 Surface Water Present 2 0.01 5.0 " 965.00 11.6 5077.22 5075.62 3 0.01 5.0 1447.50 11.6 5083.80 5080.09 4 0 5.0 1420.00 5.7 5083.80 5080.84 1 file://V:152870f;active11870101901civil\design\drainage\UDSewer\Reports\STRM-Q.htm 4/22/2007 t NeoUDS Results Summary Page 2 of 4 1 r 1 1 t t 1 1 r 1 Summary of Sewer Hydraulics Note: The given depth to flow ratio is 0.9. Manhole ID Number Calculated Suggested Existing Sewer ID Upstream Downstream Sewer Shape Diameter (Rise) (Inches) (FT) Diameter (Rise) (Inches) (FT) Diameter (Rise) (Inches) (FT) Width (FT) 1 2 1 Round 18.7 21 18 N/A 2 3 2 Round 13.8 18 18 N/A 3 4 3 Round 11.6 18 18 N/A Round and arch sewers are measured in inches. Box sewers are measured in feet. Calculated diameter was determined by sewer hydraulic capacity. Suggested diameter was rounded up to the nearest commercially available size All hydraulics where calculated using the existing parameters. If sewer was sized mathematically, the suggested diameter was used for hydraulic calculations. Sewer ID Design Flow (CFS) Full Flow (CFS) Normal Depth (Feet) Normal Velocity (FPS) Critical Depth (Feet) Critical Velocity (FPS) Full Velocity (FPS) Froude Number Comment 1 11.6 10.5 1.50 6.6 1.29 7.2 6.6 N/A 2 11.6 23.6 0.74 13.3 1.29 7.2 6.6 3.06 3 5.7 18.2 0.57 9.1 0.92 5.0 3.2 2.46 A Froude number = 0 indicated that a pressured flow occurs. Summary of Sewer Design Information Invert Elevation Buried Depth Sewer ID Slope % Upstream (Feet) Downstream (Feet) Upstream (Feet) Downstream (Feet) Comment 1 1.00 5073.66 5073.06 2.06 -0.06 Sewer Too Shallow 2 5.00 5078.80 5073.66 3.50 2.06 3 3.00 5079.92 5078.89 2.38 3.41 Summary of Hydraulic Grade Line Sewer Sewer Length Surcharged Length Invert Elevation Upstream Downstream Water Elevation Upstream Downstream Condition file://V:152870flactive11870101901civilldesign\drainage\UDSewer\Reports\STRM-Q.htm 4/22/2007 NeoUDS Results Summary Page 3 of 4 t 1 a r t 1 1 1 ID # II (Feet) II (Feet) 11 (Feet) II (Feet) JI (Feet) II (Feet) jI I 2 3 60.21 102.87 34.19 60.21 18.05 13.74 5073.66 5078.80 5079.92 5073.06 5073.66 5078.89 5075.62 5080.09 5080.84 5075.56 5075.62 5080.09 Pressured Jump Jump Summary of Energy Grade Line Upstream Manhole Juncture Losses Downstream Manhole Sewer ID # Manhole ID # Energy Elevation (Feet) Sewer Friction (Feet) Bend K Coefficient Bend Loss (Feet) Lateral K Coefficient Lateral Loss (Feet) Manhole ID # Energy Elevation (Feet) 1 2 5076.29 0.73 0.05 0.00 0.00 0.00 1 5075.56 2 3 5080.89 4.38 0.33 0.22 0.00 0.00 2 5076.29 3 4 5081.23 0.30, 0.25 0.04 0.00 0.00 3 5080.89 Bend loss = Bend K * Flowing full vhead in sewer. Lateral loss = Outflow full vhead - Junction Loss K * Inflow full vhead. A friction loss of 0 means it was negligible or possible error due to jump. Friction loss includes sewer invert drop at manhole. Notice: Vhead denotes the velocity head of the full flow condition. A minimum junction loss of 0.05 Feet would be introduced unless Lateral K is 0. Friction loss was estimated by backwater curve computations. Summary of Earth Excavation Volume for Cost Estimate The user given trench side slope is 1. Manhole ID # Rim Elevation (Feet) Invert Elevation (Feet) Manhole Height (Feet) 1 5074.50 5073.06 1.44 2 5077.22 5073.66 3.56 3 5083.80 5078.80 5.00 4 5083.80 5079.92 3.88 Upstream Trench Width Downstream Trench Width Sewer ID # On Ground At Invert On Ground (Feet) At Invert (Feet) Trench Length Wall Thickness Earth Volume (Cubic 1 file://V:152870flactive1187010 190\civil\design\drainage\UDSewer\Reports\STRM-Q.htm 4/22/2007 1 NeoUDS Results Summary Page 4 of 4 1 i 1 i 1 1 1 e r II (Feet) 11 (Feet) II 1 2 3 7.2 10.1 7.8 3.9 3.9 3.9 L 3.0 7.2 r 9.9 II (Feet) II (Inches) II Yards) 3.9 3.9 3.9 60.21 102.87 34.19 2.50 2.50 2.50 34 102 35 Total earth volume for sewer trenches = 170.79 Cubic Yards. The earth volume was estimated to have a bottom width equal to the diameter (or width) of the sewer plus two times either 1 foot for diameters less than 48 inches or 2 feet for pipes larger than 48 inches. If the bottom width is less than the minimum width, the minimum width was used. The backfill depth under the sewer was assumed to be 1 foot. The sewer wall thickness is equal to: (equivalent diameter in inches/12)+1 r file://V:152870flactive11870101901civilldesignldrainagelUDSewer\Reports\STRM-Q.htm 4/22/2007 1 1 1 t 1 t 1 Y t 1 it ll 3 f t NeoUDS Results Summary Page 1 of 4 1 1 a 1 e 1 i i t t NeoUDS Results Summary Project Title: Ww+e-r"5 �-�- Project Description: S` u1.) t - Output Created On: 4/22/2007 at 8:35:43 AM Using NeoUDSewer Version 1.5. Rainfall Intensity Formula Used. Return Period of Flood is 0 Years. LC� r- Sub Basin Information Time of Concentration Manhole ID # Basin Area * C Overland (Minutes) Gutter (Minutes) Basin (Minutes) Rain I (Inch/Hour) Peak Flow (CFS) 1 0.00 5.0 0.0 0.0 6195.00 24.8 2 0.00 5.0 0.0, 0.0 6195.00 24.8 3 0.00 5.0 0.0 0.0 6195.00 24.8 4 0.00 5.0 0.0 0.0 2907.50 11.6 The shortest design rainfall duration is 5 minutes. For rural areas, the catchment time of concentration is always => 10 minutes. _. For urban areas, the catchment time of concentration is always => 5 minutes. At the first design point, the time constant is <= (10+Total Length/180) in minutes. When the weighted runoff coefficient => 0.2, then the basin is considered to be urbanized. When the Overland Tc plus the Gutter Tc does not equal the catchment Tc, the above criteria supersedes the calculated values. Summary of Manhole Hydraulics Manhole ID # Contributing Area * C Rainfall Duration (Minutes) Rainfall Intensity. (Inch/Hour) Design Peak Flow (CFS) Ground Elevation (Feet) Water Elevation (Feet) Comments 1 0 0.0 0.00 24.8 5070.50 5074.49 Surface Water Present 2 0.01 5.0 2065.00 24.8 5076.28 5074.19 3 0.01 5.0 3097.50 24.8 5079.69 5075.76 4 0 5.0 2907.50 11.6 5079.69 5076.59 file://V:152870flactive1187010190\civil\design\drainage\UDSewer\Reports\STRM-R.htm 4/22/2007 NeoUDS Results Summary Page 2 of 4 r t i t 0 t e Summary of Sewer Hydraulics Note: The given death to flow ratio is 0.9. Manhole ID Number Calculated Suggested Existing Sewer ID # Upstream Downstream Sewer Shape Diameter (Rise) (Inches) (FT) Diameter (Rise) (Inches) (FT) Diameter (Rise) (Inches) (FT) Width (FT) 1 2 1 Round 21.8 24 24 N/A 2 3 2 Round 19.2 21 24 N/A 3 4 3 Round 16.4 18 18 N/A Round and arch sewers are measured in inches. Box sewers are measured in feet. Calculated diameter was determined by sewer hydraulic capacity. Suggested diameter was rounded up to the nearest commercially available size All hydraulics where calculated using the existing parameters. If sewer was sized mathematically, the suggested diameter was used for hydraulic calculations. Sewer ID Design Flow (CFS) Full Flow (CFS) Normal Depth (Feet) Normal Velocity (FPS) Critical Depth (Feet) Critical Velocity (FPS) Full Velocity (FPS) Froude Number Comment 1 24.8 32.1 1.32 11.3 1.74 8.5 7.9 1.84 2 24.8 45.4 1.05 14.8 1.74 8.5 7.9 2.84 3 11.6 14.9 1.00 9.3 1.29 7.2 6.6 1.75 A Froude number = 0 indicated that a pressured flow occurs. Summary of Sewer Design Information Invert Elevation Buried Depth Sewer ID Slope % Upstream (Feet) Downstream (Feet) Upstream (Feet) Downstream (Feet) Comment 1 2.00 5070.24 5069.12 4.04 -0.62 Sewer Too Shallow 2 4.00 5072.43 5068.24 5.26 6.04 3 2.00 5075.17 5074.49 3.02 3.70 Summary of Hydraulic Grade Line Sewer Sewer Length Surcharged Length Invert Elevation Upstream Downstream Water Elevation Upstream Downstream Condition file://V:152870flactive11870101901civil\design\drainagelUDSewer\Reports\STRM-R.htm 4/22/2007 t NeoUDS Results Summary Page 3 of 4 0 t f I - ID # II (Feet) II (Feet) II (Feet) II (Feet) II (Feet) II (Feet) 1 2 55.96 104.76 34.18 55.96 104.76 30.18 5070.24 5072.43 5075.17 5069.12 5068.24 5074.49 5074.19 5075.76 5076.59 5074.49 5074.19 5075.76 Pressured Pressured Jump Summary of Energy Grade Line Upstream Manhole Juncture Losses Downstream Manhole Sewer ID # Manhole ID # Energy Elevation (Feet) Sewer Friction (Feet) Bend K Coefficient Bend Loss (Feet) Lateral K Coefficient Lateral Loss (Feet) Manhole ID # Energy Elevation (Feet) 1 2 5075.16 0.67 0.05 0.00 0.00 0.00 1 5074.49 2 3 5076.73 1.25 0.33 0.32 0.00 0.00 2 5075.16 3 4 5077.26 0.37 0.25 0.17 0.00 0.00 3 5076.73 Bend loss = Bend K * Flowing full vhead in sewer. Lateral loss = Outflow full vhead - Junction Loss K * Inflow full vhead. A friction loss of 0 means it was negligible or possible error due to jump. Friction loss includes sewer invert drop at manhole. Notice: Vhead denotes the velocity head of the full flow condition. A minimum junction loss of 0.05 Feet would be introduced unless Lateral K is 0. Friction loss was estimated by backwater curve computations. Summary of Earth Excavation Volume for Cost Estimate The user given trench side slope is 1. Manhole ID # Rim Elevation (Feet) Invert Elevation (Feet) Manhole Height (Feet) 1 5070.50 5069.12 1.38 2 5076.28 5068.24 8.04 3 5079.69 5072.43 7.26 4 5079.69 5075.17 4.52 Upstream Trench Width Downstream Trench Width Sewer ID # On Ground At Invert On Ground (Feet) At Invert (Feet) Trench Length Wall Thickness Earth Volume (Cubic file://V:152870flactive11870101901civilldesign\drainage\UDSewer\Reports\STRM-R.htm 4/22/2007 NeoUDS Results Summary Page 4 of 4 II (Feet) II (Feet) 11 II 1 2 3 11.6 14.0 9.1 4.5 4.5 3.9 2.3 15.6 10.5 II (Feet) I (Inches) 11 Yards) 4.5 4.5 3.9 55.96 104.76 34.18 3.00 3.00 2.50 58 255 40 Total earth volume for sewer trenches = 352.92 Cubic Yards. The earth volume was estimated to have a bottom width equal to the diameter (or width) of the sewer plus two times either 1 foot for diameters less than 48 inches or 2 feet for pipes larger than 48 inches. If the bottom width is less than the minimum width, the minimum width was used. The backfill depth under the sewer was assumed to be 1 foot. The sewer wall thickness is equal to: (equivalent diameter in inches/12)+1 file://V:152870flactive11870101901civilldesign\drainage\UDSewer\Reports\STRM-R.htm 4/22/2007 r � APPENDIX F 1 1 1 1 1 1 Design Flow = Gutter Flow + Carry-over Flow INLET ❑ VERLAND FLOW W SIDE STREET FGUTTER FLOW PLUS CARRY—OVER FLOW EVE ❑VERLAND FLOW W INLET 1/2 OF STREET . ram. ....... E-- GUTTER FLOW Design Flow: ONLY if already determined through other methods: (local peak flow for 12 of street, plus flow bypassing upstream subcatchments): i€ you entered a value here. skip the rest o€ this shot and proceed to sheet 0-Allow) .Q .- cfs Geographic Information: (Enter data in the blue cells): Site: (Check One Box Onl Site is Urban:<>;<<`> Site Is Non -Urban: Subcatchment Area = Percent Imperviousness= NRCS Soil Type = Overland Flow = Gutter Flow = Slope (ftlft) Length (ft) Acres 9,6 A, B, C, or D Rainfall Information: Intensity I (inch/hr) = C1 * Pi / ( C2 + Tc) A C3 Design Storm Return Period, Tr = Retum Period One -Hour Precipitation, P1 = Ct= C2= C3= User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry -Over) Flow from upstream Subcatchments, Qb = ................. years inches cfs Analysis of Flow Time (Time of Concentration) for a Catchment: Calculated Design Storm Runoff Coefficient, C = Calculated 5-yr. Runoff Coefficient, C5 = Overland Flow Velocity, Vo = Gutter Flow Velocity, VG = Overland Flow Time, to = Gutter Flow Time, tc = Calculated Time of Concentration, T, = Time of Concentration by Regional Formula, 7, Recommended T, = Time of Concentration Selected by User, T, = Design Rainfall Intensity, I = Calculated Local Peak Flow, Op = Total Design Peak Flow, Q= fps fps minutes minutes minutes minutes minutes minutes inchlhr cfs cfs STIN-A1-1-2YR.xls, Q-Peak 4/24/2007, 5:17 PM Th (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread Project :.,VVA��k�•:�A.� ;::.:;;..::;..� s:�:;:;:<::::;;>s:;<;::<::>::::::;;>:::>:::::>^ Inlet ID: TBACK SaACK W HCURB a ,t T, TMAX Tx V �Q\x////•_ Sx TCROWN Street Crown Gutter Geometry (Enter data In the blue cells). Maximum Allowable Width for Spread Behind Curb Side Slope Behind Curb (leave blank for no conveyance credit behind curb) Manning's Roughness Behind Curb Height of Curb at Gutter Flow Line Distance from Curb Face to Street Crown Gutter Depression Gutter Width Street Transverse Slope Street Longitudinal Slope - Enter 0 for sump condition Manning's Roughness for Street Section Max Allowable Depth at Gutter Flow Line for Minor & Major Storm Max Allowable Water Spread for Minor & Major Storm • TBAcK = SeACK' %ACx = FicuRB = TCRowN = a= W= Sx = So = nsrREEr = dpAx = ..................... Q1:§E ft ft. vert. /ft. horiz inches ft inches ft ft. vert. / ft. horiz ft. vert. / ft. horiz Minor Storm Maior Storm inches ft Maximum Gutter Capacity Based On Allowable Water Spread Gutter Cross Slope (Eq. ST-8) Water Depth without Gutter Depression (Eq. ST-2) Water Depth with a Gutter Depression Allowable Spread for Discharge outside the Gutter Section W (T - W) Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Discharge outside the Gutter Section W, carried in Section Tx Discharge within the Gutter Section W (Or - Qx) Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Maximum Flow Based On Allowable Water Spread Maximum Gutter Capacity Based on Allowable Gutter Depth Theoretical Water Spread Theoretical Spread for Discharge outside the Gutter Section W (T - W) Gutter Row to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Theoretical Discharge outside the Gutter Section W, carried in Section TxTM Actual Discharge outside the Gutter Section W, (limited by distance Tim) Discharge within the Gutter Section W (Qd - Qx) Total Discharge for Major & Minor Storm Slope -Based Depth Safety Reduction Factor for Major & Minor Storrn Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Maximum Flow Based on Allowable Gutter Depth Sw= Y= d= Tx = Eo= ax = Qw= QUACK = Qr = Try = Txm = Ea = Qxrh= Qx = Qw= Q= R= QUACK = Qd Minor Storm Major Storm 's ki Eta' Minor Storm Major Storm :2[`•:Lk�TB uin f?'i%il ifil3 ziss ?£si#;�i�f? ft/ft inches inches ft cfs cfs cfs cfs ft ft cfs cfs cfs cis cfs cfs Minor Storm Major Storm Max. Allowable Gutter Capacity Based on Minimum of Q, or Qd Goo., = f ;;:`; ;:;;.. (0 :;z r : :.04:Mlcfs & ar)ar ty Of£: These !naxi:nurrn allowable flows are greater than the stow giver. or; sheet'Q-Peak' STIN-A1-1-2YR.xis, Q-Allow 4/24/2007, 5:17 PM 1 1 18 16 14 a .) 12 • 10 • 8 4 2 0 Street Section with Flow Depths • • t 1,0 .... 4, .'�:�cr ., .w' � !.x :.: e✓. .d. ..., x4--fi a t+= sa A ax, i[o a X XK X XKX?K;K XXXXX XXXX ; XXX)KX:X:. -10 -5 0 5 10 15 20 25 30 Section of 1/2 Street (distance in feet) —Ground elev. -E -• Minor d-max ••••• Major d-max \ Minor T-max :K Major T-max 1 STEN-A1-1-2YRxls, Q-Allow 4/24/2007, 5:17 PM ..Q ....:>.. ::. InletID:>..........................................:............... ......................... (�Lo (C)-, Design Information (Input) Type of inlet Local Depression can addtlon to upstream gutter depression'a' from'Q-Afovi) Total Number of Units in the Inlet (Grate or Curb Opening) Length of a Single Unit Inlet (Grate or Curb Opening) Width of a Unit Grate (cannot be greater than W from CI -Allow) Clogging Factor for a Single Unit Grata (typical min. value = 0.5) Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) Type' al.ocAL No = L.' W.= CrG CrC= ft >o 0 Street Hydraulics (Caiculatedl. Capacity OK - Q Is less than maximum allowable from sheet'Q-Allow' Design Discharge for Half of Street (from Q-Peak) Water Spread Width Water Depth at Flowllne (excluding local depression) Water Depth at Street Crown (or at TwJ Ratio of Gutter Flow to Design Flow Discharge outside the Gutter Section W, carried in Section T. Discharge within the Gutter Section W Discharge Behind the Curb Face Street Flow Area Street Flow Velocity Water Depth for Design Condition Grate Anahvsis (Calculated) Total Length of Inlet Grate Opening Ratio of Grate Fiow to Design Flow Under No -Clogging Condltlon Minimum Velocity Where Grate Spash-Over Begins interception Rate of Frontal Flow Interception Rate of Side Flow Interception Capacity Under Clogging Condltlon Clogging Coefficient for Multiple -unit Grate Inlet Clogging Factor for Multiple -unit Grate Inlet Effective (unclogged) Length of Multiple -unit Grate Inlet Minimum Velocity Where Grata Spash-Over Begins interception Rate of Frontal Flow Interception Rate of Side Flow Actual Interception Capacity Carry -Over Flow = Q.-Q. (to be applied to curb opening or next d/s inlet) Curb or Slotted inlet Ooenlno Analysis (Calculated) Equivalent Slope S. (based on grata carry-over) Required Length LT to Have 100% Interception Under No-Cloggtng Condltlon Effective Length of Curb Opening or Slotted Inset (minimum of L, LT) Interception Capacity Under Clogging Condition Clogging Coefficient Clogging Factor for Multiple -unit Curb Opening or Slotted inlet Effective (Unciogged) Length Actual interception Capacity Carry -Over Flow = QwosAT -Q. Summary Total inlet Interception Capacity Total Intel Carry -Over Flow (flow bypassing Inlet) Capture Percentage = Q.1Q. ..................... 8:8 L cis ft inches Inches cis cis cis sgft fps Inches ft s LS =''. ?r:?:cE:'?'.iA# cis GrateCoef GrateCiog = {gx;ft V. = R. fps QE = i} : ? }iiS:t:i fi5:i : CIa S. _ ' .... Rift ft ........................... ft Qf cis CurbCoef = i;i`Si i i!-ii:3. ......................... . ----------------------- .......................... ......................... Q. = ri'i':':=:'-i'ililf? cfs ................... Qe ?3i�sr:tii3s'i C% cfs •: cis % STIN-A1-1-2YR.xls, Inlet On Grade 4/24/2007, 5:17 PM t 1 1 0 2 F' 6. 1 1f t ..k -t:4. \ W� W _ b z3 L u 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 Q far 112 Street (cfs) 38 40 -- ---Q Intercepted (cfs) —0— Q Bypassed (cfs) - :O.---Spread T (ft), Limited by T-CROWN -t---Spread 7 (ft), Not Limited by —K--- row Depth d Inches) T-CROWN 1 STIN-A1-1-2YR.xls, Intet On Grade 4124/2007, 5:17 PM Design Flow = Gutter Flow + Carry-over Flow INLET OVERLAND if FLOW + SIDE STREET E—GUTTER FLOW PLUS CARRY—OVER FLOW E---- I OVERLAND W FLOW 1/2 OF STREET .ram .....r INLET F GUTTER FLOW Design Flow: ONLY if already determined through other methods: (local peak flow for 1/2 of street, plus flow bypassing upstream subcatchments): "L W 11 you entored a vah.m here, skip the rest of this sheet and proceod to :sheet Q-allow) crs Geographic Information: (Enter data in the blue cells): Site: (Check One Box Onl Site is Urban::::`•::,•::::::;::,•::,:> Site Is Non -Urban: Subcatchment Area = Percent Imperviousness = NRCS Soil Type = Overland Flow = Gutter Flow = Slope (ft/ft) Length (ft) Acres A,B,C,orD Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc) ^ C3 Design Storm Return Period, Tr = Return Period One -Hour Precipitation, P1 = C1= C2= C3 = User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), Cy = Bypass (Carry -Over) Flow from upstream Subcatchments, Qb = .............. years inches cfs Analysis of Flow Time (Time of Concentration) for a Catchment: Calculated Design Storm Runoff Coefficient, C = Calculated 5-yr. Runoff Coefficient, C5 = Overland Flow Velocity, Vo = Gutter Flow Velocity, VG = Overland Flow Time, to = Gutter Flow Time, tG = Calculated Time of Concentration, Tc = Time of Concentration by Regional Formula, Tc = Recommended T, = Time of Concentration Selected by User, T. = Design Rainfall Intensity, I = Calculated Local Peak Flow, Qp = Total Design Peak Flow, Q = ..A fps fps minutes minutes minutes minutes minutes minutes inch/hr cfs cfs STIN-A1-1-100YR.xls, Q-Peak 4/27/2007, 12:44 PM Th I ALF or S P,. t Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: Ma:: e D Inlet ......... TCROWN T, TMAx Tx Street Crown Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb Side Slope Behind Curb (leave blank for no conveyance credit behind curb) Manning's Roughness Behind Curb Height of Curb at Gutter Flow Line Distance from Curb Face to Street Crown Gutter Depression Gutter Width Street Transverse Slope Street Longitudinal Slope - Enter 0 for sump condition Manning's Roughness for Street Section Max Allowable Depth at Gutter Flow Line for Minor & Major Storm Max Allowable Water Spread for Minor & Major Storm Tenn( Sena( TcRowH = a= W. Sx= So = naram = dsux = T = ..................... ft ft. vert. / ft. horiz inches ft inches ft ft. vert. /ft. horiz ft. vert. /ft. horiz Minor Storm Major Storm :>>38�t7tj; i �6>'t3Fj inches ft Maximum Gutter Capacity Based On Allowable Water Spread Gutter Cross Slope (Eq. ST-8) Water Depth without Gutter Depression (Eq. ST-2) Water Depth with a Gutter Depression Allowable Spread for Discharge outside the Gutter Section W (T - W) Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Discharge outside the Gutter Section W, carried in Section Tx Discharge within the Gutter Section W (QT - Qx) Discharge Behind the Curb (e.g., sidewalk driveways, & lawns) Maximum Flow Based On Allowable Water Spread Maximum Gutter Capacity Based on Allowable Gutter Depth eoretical Water Spread Theoretical Spread for Discharge outside the Gutter Section W (T - W) Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Theoretical Discharge outside the Gutter Section W, carried in Section TxrH Actual Discharge outside the Gutter Section W, (limited by distance TJ Discharge within the Gutter Section W (Qd - Ox) Total Discharge for Major & Minor Storm Slope -Based Depth Safety Reduction Factor for Major & Minor Storrn Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Maximum Flow Based on Allowable Gutter Depth wv= Y= d= Tx = Eo = Qx Qw= QeACK = QT TTH = TXTH= Eo = Qxre= Qx= Qw = Q= R= Qena( _ Qd = Minor Storm Major Storm u•, tHW Minor Storm Major Storrs ft/ft inches inches ft cfs cfs cfs cis ft ft cis cfs cis cis cis cfs MinorStorm • Major Storm Max. Allowable Gutter Capacity Based on Minimum of q, umg cis WARNING; Max allowable flow for minor storm is teas than flaw given on sheet 'C -Peak' STIN-A1-1-100YR.xls, Q-Mow 4/27/2007, 12:44 PM 1 i 1 1 1 t 1 1 Street Section with Flow Depths • J {Ov bY} {[d Sv {3[ COY 16 14 a a) 12 u c 10 L i. 6 q•> 2 5 'Pri-":;i4F1:may.' 4-±44..4.4 is+i S++ 4 2 0 -20 -10 0 Section of 1/2 10 Street (distance 20 in feet) 30 —Ground elev. --- Minor d-max ..A.._ Major d-max ,r Minor T-max X Major T-max 1 STIN-A1-1-100YR.:ds, Q-Allow 4/27/2007, 12:44 PM .............---- Inlet ID::>'::'-. Warr:ing I`-Lo (C)-,r Design Information (Input) Type of inlet Local Depression (In eddrtion to upstream gutter depression la' from'Q-AJOW) Total Number of Units in the Inlet (Grate or Curb Opening) Length of a Single Unit Inlet (Grate or Curb Opening) Width of a Unit Grate (cannot be greater than W from CI -Allow) Clogging Factor for a Single Unit Grata (typical min. value = 0.5) Clogging Factor fora Single Unit Curb Opening (typical min. value = 0.1) Type = No = W.= CrG = CrC ......................... ft Street Hydraulics (Calculated) WARNING: Q IS GREATER_THAN ALLOWABLE q FOR MINOR STORM Design Discharge for Half of Street (from Q-Peak) Water Spread Width Water Depth at Flowline (excluding local depression) (Water Depth at Street Crown (or at Tm 4 Ratio of Gutter Flow to Design Flow Discharge outside the Gutter Section W, carried in Section T, Discharge within the Gutter Section W Discharge Behind the Curb Face Street Flow Area Street Flow Velocity pNater Depth for Design Condition 1' Grate Analysis (Calculated) otal Length of Inlet Grate Opening Ratio of Grate Flow to Design Flow Under No -Clogging Condition Minimum Velocity Where Grate Spash-Over Begins Interception Rate of Frontal Flow Interception Rate of Side Flow Interception Capacity Under Clogging Condltlon Clogging Coefficient for Multiple -unit Grate Inlet Clogging Factor for Multiple -unit Grate Inlet EffectNe (unclogged) Length of Multiple -unit Grate Inlet Minimum Velocity Where Grate Spash-Over Begins Interception Rate of Frontal Flow Interception Rate of Side Flow Actual Interception Capacity Carry -Over Flow = Q.-Q„ (to be applied to curb opening or next dis inlet) Q.=is°[?fi+::ci: Cis d #E' flg[g inches doRmrr=iEiii:?:ii::r? :t?3 QE$iinches .......................... cis =:ci>'.23lr:i;)i.! cfs ........................ STI V. = i�i<c7iz`zz:r;i fps drop _ .>X•sri:`Yi88i inches 'ii33E AQ:ft Vo = >37f34 fps Rr .4.5: .......................... ......................... GrateCoet = GrateClog=!•.iE` Sf V. Rr = Curb or Slotted Inlet °Denlnq Analysis (Calculated) Equivalent Slope S. (based on grate carry-over) Required Length Ly to Have 100% Interception Under No -Clogging Condition Effective Length of Curb Opening or Slotted Inlet (minimum of L, Li) Interception Capacity Under Clogging Condition Clogging Coefficient Clogging Factor for Multiple -unit Curb Opening or Slotted Inlet Effective (Unclogged) Length Actual Interception Capacity Carry -Over Flow onlownre-Q, ft a1=:iiKYi ii3;;(kt,L4, cis CurbCoef ' !ON'i::fil CurbClog = ii"yi3' i4 ;?iiEi l33 Q.=%t'2tt%iEf'r'>i2ii IISd cis Summer)( Total Inlet Interception Capacity Total Inlet Carry -Over Flow (flow bypassing Inlet) Capture Percentage = CVO. _ Q n i•`irt'irY'r?2723 cis ......................... ......................... cis STIN-A1-1-100YR.xls, Inlet On Grade 4/27/2007, 12:44 PM t Th 1 1 1 1 1 1 1 1 1 1 1 1 1 W x `.,. ___K _ _ _ _ x. z " a. 4K PR . .� ti I1 �``e h D 'VA W_ t§ k „ _ t A cl,..ci . , .. j. V 0 ._ --O---Q Intercepted (cfs) —a— Q Bypassed (cfs) --A--- Spread T (ft), United by T-CROWN • t,- , Spread T (ft), Not tirnited by f—Flow Depth d (Inches) T-CROWN 1 STIN-A1-1-100YR.ids, inlet On Grade , 4/27/2007, 12:44 PM Design Flow = Gutter Flow + Carry-over Flow INLET OVERLAND I W FLOW * SIDE STREET F—GUTTER FLOW PLUS CARRY-OVER FLOW F I OVERLAND W FLOW IP 1/2 OF STREET INLET F GUTTER FLOW Design Flow: ONLY if already determined through other methods: (local peak flow for 1 /2 of street, plus flow bypassing upstream subcatchments): "t tf you entered a value here. skip the rest of this sheet and proceed to sheet tQ-Allow) Geographic Information: (Enter data in the blue cells): Site: (Check One Box Onl Site is Urban: Site Is Non -Urban: Subcatchment Area = Percent Imperviousness = NRCS Soil Type = Overland Flow = Gutter Flow = Slope (ft/ft) Length (ft) cfs Acres A, B, C, or D Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + T,) A C3 Design Storm Return Period, Tr= Return Period One -Hour Precipitation, P1= C1= C2= C3= User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry -Over) Flow from upstream Subcatchments, Qb = years inches cfs Analysis of Flow Time (Time of Concentration) for a Catchment: Calculated Design Storm Runoff Coefficient, C = Calculated 5-yr. Runoff Coefficient, C5 = Overland Flow Velocity, Vo = Gutter Flow Velocity, VG = Overland Flow Time, to = Gutter Flow Time, to = Calculated Time of Concentration, T, = Time of Concentration by Regional Formula, T, = Recommended T, = Time of Concentration Selected by User, T, = Design Rainfall Intensity, I = Calculated Local Peak Flow, Qp = Total Design Peak Flow, Q = fps fps minutes minutes minutes minutes minutes minutes inch/hr cfs cfs STIN-A3-1-1.xls, Q-Peak 4/26/2007, 2:03 PM 1 1 1 1 t 1 t 1 1 .............. (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project ......................................... EE f�:._.�iii'is�i��iiE�?z�>i<�i;i�:•'•':''E�i?�z'.�E=i�2<;i;isi�i':i�>_�';Eii;�'�?`E �i�E'.iE>�i2;i_:f;:�'- Inlet ID' TBACK TCROWN SeAC K~ HCURB y a \[. W T, TMAx Tx x/r �// • Sx Street Crown Gutter Geometry (Enter data n the blue cells) Maximum Allowable Width for Spread Behind Curb Side Slope Behind Curb (leave blank for no conveyance credit behind curb) Manning's Roughness Behind Curb Height of Curb at Gutter Flow Line Distance from Curb Face to Street Crown Gutter Depression Gutter Width Street Transverse Slope Street Longitudinal Slope - Enter 0 for sump condition Manning's Roughness for Street Section Max Allowable Depth at Gutter Flow Line for Minor & Major Storm Max Allowable Water Spread for Minor & Major Storm Hams _ TcB0 = a= w=• Sx = So nsTREET = dwcx = Thom = ?: =#tom ft ft. vert. / ft. horiz inches ft inches ft ft. vert. / ft. horiz ft. vert. / It. horiz Minor Storm Major Storm > : 08: inches ft Maximum Gutter Capacity Based On Allowable Water Spread Gutter Cross Slope (Eq. ST-8) Water Depth without Gutter Depression (Eq. ST-2) Water Depth with a Gutter Depression Allowable Spread for Discharge outside the Gutter Section W (T - W) Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Discharge outside the Gutter Section W, carried in Section Tx Discharge within the Gutter Section W (Or - Qx) Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Maximum Flow Based On Allowable Water Spread Maximum Gutter Capacity Based on Allowable Gutter Depth Theoretical Water Spread Theoretical Spread for Discharge outside the Gutter Section W (T - W) HEC-22 method E . Gutter Flow to Design Flow Ratio by FHWA (q ST-7) Theoretical Discharge outside the Gutter Section W, carried in Section TxTH Actual Discharge outside the Gutter Section W, (limited by distance Twat) Discharge within the Gutter Section W (od - Cx) Total Discharge for Major & Minor Storm Slope -Based Depth Safety Reduction Factor for Major & Minor Stonn Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Maximum Flow Based on Allowable Gutter Depth Max, Allowable Gutter Capacity Based on Minjmum of QT or Q. Sw= Y= d= Tx = Eo = Qz = Qw = QezcK = QT'= TTH = TX,= E0 = CIx TH- Ox Qw= �= R= CazcK = Qda Minor Storm Major Storm Stflf M M,•, Minor Storrn Major Storm q ;EEt1: ..:i StJfAt? Minor Storm Major Storm ft/ft inches inches ft cfs cfs cis cfs ft ft cfs cfs cfs cfs cfs cfs cfs 1 STIN-A3-1-1Jds, Q-Allow 4/26/2007, 2:03 PM 1 1 1 1 1 1 1 I 1 1 Street Section with Flow Depths 0 S t Q.� b y A T A 3 R�L 4 ��K� � -�a:a wrc D ae .�: e�ii� SL` :�.< ::.. emu'--}!s � �`+. :L'�ta � +ii . 16 N 14 a> u C 12 r 10 a a) 8 t a) 6 il."'r V'.'.'.'..;'.'"'' 1'.l'1 ri f-1 rli''-1"-3"'.'. """''1'..1 2 4 2 0 -15 -10 -5 Section 0 of 1/2 5 10 Street (distance in feet) 15 20 Ground elev. ..E--- Minor d-max -A:- Major d-max i Minor T-max X Major T-max STIN-A3-1-1Q-Allow 4/26/2007, 2:03 PM • Project = Inlet ID = �--Lo (C) Design Information (Input) Type of inlet Local Depression (in addition to gutter depression 'a' from 'Q-Allow ) Number of Unit Inlets (Grate or Curb Opening) Grate Information Length of a Unit Grate Width of a Unit Grate Area Opening Ratio for a Grate (typical values 0.15-0.90) Clogging Factor fora Single Grate (typical value 0.50) Grate Weir Coefficient (typical value 3.00) Grate Orifice Coefficient (typical value 0-67) Curb Opening Information Length of a Unit Curb Opening Height of Vertical Curb Opening in Inches Height of Curb Orifice Throat in Inches Angle of Throat (see USDCM Figure ST-5) Side Width for Depression Pan (typically the gutter width of 1 feet) Clogging Factor for a Single Curb Opening (typical value 0.10) Curb Opening Weir Coefficient (typical value 2.30-3.00) Curb Opening Orifice Coefficient (typical value 0.67) Type fir= No = ........................... L. (G) ;(tii' feet .......................... W. = :>>:>:>E:::>? ia.1.dzlt: feet Arda .......................... ........................... C„ (G) :::#CIA ........................... ;i;5 feet inches Ha,.r= 3 i < s•.''•r:•'• : is 14 inches Theta degrees degrees ........................ ........................... C. (C) =:i:i::?i:i>::::?13_ feet Resulting Gutter Flow Depth for Grate Inlet Capacity in a Sump Clogging Coefficient for Multiple Units Clogging Factor for Multiple Units Asa Weir Flow Depth at Local Depression without Clogging (0 cfs grate, 3.01 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grate, 3.01 cfs curb) As an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 3.01 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grate, 3.01 cfs curb) Resulting Gutter Flow Depth Outside of Local Depression Resulting Gutter Flow Depth for Curb Opening Inlet Capacity In a Sumo Clogging Coefficient for Multiple Units Clogging Factor for Multiple Units Curb as a Weir, Grate as an Orifice Flaw Depth at local Depression without Clogging (0 cfs grate, 3.01 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grate, 3.01 cfs curb) Curb as an Orifice, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 3.01 cis curb) Flow Depth at Local Depression with Clogging (0 cfs grate, 3.01 cfs curb) Resulting Gutter Flow Depth Outside of Local Depression Clog = A E? 6g Inches tlti inches ........................... doi= is'r,'ij;:i'NlRG inches _ .::W!A inches .°: `:::!.:). ;Inches Clog = 44_inches inches inches `3 : inches inches Resultant Street.Conditions Total Inlet Length Total Inlet interception Capacity (Design Discharge from Q-Peak) Resultant Gutter Flow Depth (based on sheet Q-Allow geometry) Resultant Street Flow Spread (based on sheet Q-Allow geometry) Resultant Flow Depth at Maximum Allowable Spread L=;::;:r;?<::t:5:;zi:i Q feet o. =':ESi:>>'a': `:':;:ii13 cfs ........................... d=:::::c::::%<:3;:: s:# inches T. pis??tii'.N>:i M.ii ifeet ........................... ........................... uo=f.i'i'i`i'%?:i:C?>-; QCRlnches STIN-A3-1-1.xis, Inlet In Sump 4/26/2007, 2:03 PM i 1 1 1 i t i 1 1 1 29 28 27 26 25 24 23 22 21 20zzA. 19 II 18 6I N 17 al ` 16 a N+5 0 14 0.13 dl 0 11 10 9 8' ._ / 1' j f f t .LZ rf r it ra Ar fli E. o 0 of omo 0 o 0 ...a.o 0 0 0 0© i y R� 0 II . fr f/ f if J� (jfAi I r r / r 1 r'/ I 7 J`+I 1 6 5 I 1x . ¢JJJ( 4 f I 3 , r i w, 2 r I G 1 0 0 ,_s 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 Q (cis) 34 36 38 40 Welr Depth OAf. •••3••• Not Used • Reported Design —0— Reported Desigi Depth (In.) Flow Depth (In.) Spread (ft) —'--Curb Flow --a—Curb (in.) Flow 1 STIN-A3-1-1 x)s, Inlet )n Sump 4/26/2007, 2:03 PM Design Flow = Gutter Flow + Carry-over Flow INLET IOVERLAND I W FLOW W SIDE ] - STREET ` FGUTTER FLOW PLUS CARRY-OVER FLOW — 4 OVERLAND FLOW 1/2 OF STREET INLET F GUTTER FLOW rrrrIONII Design Flow: ONLY if already determined through other methods: (local peak flow for 1/2 of street, plus flow bypassing upstream subcatchments): "t W I€ you entered a value here, skip the rest o€this sheet and proceed to sheet i-i4iiow} cfs Geographic Information: (Enter data in the blue cells): Site: (Check One Box Onl Site is Urban: Site Is Non -Urban: Subcatchment Area = Percent Imperviousness = NRCS Soil Type = Overland Flow = Gutter Flow= Slope (ft/ft) Length (fi) Acres A, B, C, or D Rainfall Information: Intensity I (inch/Fir) = C1 * P1 / ( C2 + Tc) " C3 Design Storm Retum Period, Tr = Return Period One -Hour Precipitation, P1 = C1= C2 = C3 = User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry -Over) Flow from upstream Subcatchments, Qb = years inches cfs Analysis of Flow Time (Time of Concentration) for a Catchment: Calculated Design Storm Runoff Coefficient, C = Calculated 5-yr. Runoff Coefficient, C5 = Overland Flow Velocity, Vo = Gutter Flow Velocity, VG = Overland Flow Time, to = Gutter Flow Time, to = Calculated Time of Concentration, Tc = Time of Concentration by Regional Formula, Tc = Recommended Tc = Time of Concentration Selected by User, Tc = Design Rainfall Intensity, I = Calculated Local Peak Flow, Qp = Total Design Peak Flow, Q = <'<littr fps fps minutes minutes minutes minutes minutes minutes inch/hr cfs cfs STIN-A3-1.xls, Q-Peak 4/26/2007, 1:55 PM •4tir (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) E Project ms' 1 - is><s::;::as i s s6::i:ii:::zi<Es>f>::3>>:E>::>:: iE?>E::::::2ii>Ez-zE::i: iz's#`•>iiE'• Inlet ID: /r TBACK SBAC�~ Street Crown Gutter Geometry (Enter data n the blue cells) Maximum Allowable Width for Spread Behind Curb Side Slope Behind Curb (leave blank for no conveyance credit behind curb) Manning's Roughness Behind Curb Height of Curb at Gutter Flow Line Distance from Curb Face to Street Crown Gutter Depression Gutter Width Street Transverse Slope Street Longitudinal Slope - Enter 0 for sump condition Manning's Roughness for Street Section Max Allowable Depth at Gutter Flow Line for Minor & Major Storm Max Allowable Water Spread for Minor & Major Storm TBACK SDK = nBACK = HCURB = TCRowH = a= W. Sx = So = nsTRE T = ;rill . t335t# ft ft. vert. / ft. horiz inches ft inches ft ft. vert. / ft. horiz ft. vert. / ft. horiz Minor Storm Major Storm dkva = 3 > % i ? 6 }3a E>: i ?z 1 _. inches Tawr = 15;6 ?;i : lS ft Maximum Gutter Capacity Based On Allowable Water Spread Gutter Cross Slope (Eq. ST-8) Water Depth without Gutter Depression (Eq. ST-2) Water Depth with a Gutter Depression Allowable Spread for Discharge outside the Gutter Section W (T - W) Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Discharge outside the Gutter Section W, carried in Section Tx Discharge within the Gutter Section W (QT - Qx) Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Maximum Flow Based On Allowable Water Spread Maximum Gutter Capacity Based on Allowable Gutter Deottt Theoretical Water Spread Theoretical Spread for Discharge outside the Gutter Section W (T - W) Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Theoretical Discharge outside the Gutter Section W, carried in Section Tam Actual Discharge outside the Gutter Section W, (limited by distance TrdAx) Discharge within the Gutter Section W (Qd - Qx) Total Discharge for Major & Minor Storm 'Slope -Based Depth Safety Reduction Factor for Major & Minor Storm Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Maximum Flow Based on Allowable Gutter Depth Sw= Y= d= Tx = Eo= Qx = Qw QBACK = QT TTH = Tx TH = Eo= Chum = Qx = Qw= Q= R= ABACK ad Minor Storm Ma or Storm �:s�fi'fH6t i WWR MMOOlf- Minor Storm Major Storm • ?EaJa • ft/ft inches inches ft cfs cfs cfs els ft ft cfs cfs cfs cfs cfs cfs Minor Storm Major Storm Max. Allowable Gutter Capacity Based on Minimum of Qr or Qa %new STIN-A3-1 xls, Q-Allow 4/26/2007, 1:55 PM 1 1 1 1 1 1 Street Section with Flow Depths 1-8-,›..--A A A ''• ,E.,..--A-------A.------4,....44-3.4 ,,.,%- 16 14 u) a) .c 12 u c ..... 10 Cl. a) 8 ..... ..c co 6 LEI I: 0 I: r, :"; . , ,::1:::3 !•:i Do 0 c 1::]1.: CD , . )r)r,-KIZt,b0K5KACKX. AC*5Ca 4 2 0 -1 5 -10 -5 Section 0 of 1/2 5 Street (distance 1 in feet) 0 ' 15 20 —Ground elev. -9-Minor d-max -.A.-. Major d-max / Minor T-max X Major T-max 1 Q-Mow 4/26/2007, 1:55 PM 1 v 1 1 t r 1 1 Inlet ID = Lo (C)-.—'. Design Information (input) Type of Inlet Local Depression (in addition to gutter depression 'a' from'Q-Allow0) Number of Unit Inlets (Grate or Curb Opening) Grate Information Length of a Unit Grate Width of a Unit Grate Area Opening Ratio for a Grate (typical values 0.15-0.90) Clogging Factor for a Single Grate (typical value 0.50) Grate Weir Coefficient (typical value 3.00) Grate Orifice Coefficient (typical value 0.67) Curb Opening Information Length of a Unit Curb Opening Height of Vertical Curb Opening in Inches Height of Curb Orifice Throat in Inches .Angle of Throat (see USDCM Figure ST-5) Side Width for Depression Pan (typically the gutter width of 1 feet) Clogging Factor for a Single Curb Opening (typical value 0.10) Curb Opening Weir Coefficient (typical value 2.30-3.00) • Curb Opening Orifice Coefficient (typical value 0.67) Type =fd Lj'?p No Lo (G) = feet feet C, (G)=. is>:�:<IiitA a'•:;;5 feet `fiE) inches inches 34 degrees feet Resulting Gutter Flow Depth for Grate Inlet Capacity In a Sumo Clogging Coefficient tor Multiple Units Clogging Factor for Multiple Units Asa Weir Flow Depth at Local Depression without Clogging (0 cfs grate, 21.78 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grate, 21.78 cfs curb) As an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 21.78 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grata, 21.78 cfs curb) Resulting Gutter Flow Depth Outside of Local Depression d„ = Coef =`.t'ss'3i <`iif (Ip Clog c>1VTA inches ( inches ........................... ........................... `iA` inches siE.44 inches inches Resultina Gutter Flow Depth for Curb Ovenlno Inlet Capacity In a Sumo Clogging Coefficient for Multiple Units Clogging Factor for Multiple Units Curb as a Weir, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 21.78 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grata, 21.78 cfs curb) Curb as an Orifice, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 21.78 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grate, 21.78 cfs curb) Resulting Gutter Flow Depth Outside of Local Depression Coef = Clog = X3 inches iii4# inches HOinches inches d.caa=;+:iss:::::: z: QS inches resuttant Street Conditions Total Inlet Length Total Inlet Interception Capacity (Design Discharge from Q-Peak) Resultant Gutter Flow Depth (based on sheet Q-AAow geometry) Resultant Street Flow Spread (based on sheet Q-AHow geometry) Resultant Flow Depth at Maximum Allowable Spread Q,=< d dsrnEb a `i'`S>ii' F'_'•'?'r'i'QEQ' feet E 3& cfs Inches feet inches 1 STIN-A3-1.xls, Inlet In Sump 4/26/2007,1:55 PM i 1 1 1 l 1 1 30 - 29 28 27 26 25 24 23 22 21 20 19 18 5 at LL 17 Mr to d 16 Lt. N to 15 01 L u 14 C Q 13 al 0 12 1i 10 9 8 5 4 - - - - - 0--0 ' / ,/,/ / / / / / Ares'Ar- ..arits...-er 4. .11r1 • Ott 0 t--t 'i2t--f 2 -1�- 4 o. -% 4:-. -4--G 6 8 10 s 'k7-' 12 14 16 18 20 22 24 26 28 30 32 4 () 34 36 38 40 Weir Depth (In.) Crif. --a-- Not Used it, Reported Design Depth On.) Flow Depth (In.) Design (1t.) --A--Curb Flow -0-Curb Flow -4-Reported Spread 1 STIN-A3-1.xls, Inlet In Sump 4/26/2007, 1:55 PM A 1 1 1 1 1 1 1 1 t Design Flow = Gutter Flow + Carry-over Flow INLET OVERLAND SIDE I STREET F--GUTTER FLOW PLUS CARRY-OVER FLOW . OVERLAND 4r FLOW it 1/2 OF STREET INLET E- GUTTER FLOW Design Flow: ONLY if already determined through other methods: (local peak flow for 1/2 of street, plus flow bypassing upstream subcatchments): "Q it you entered a value here, skip the rest of this sheet and proceed to sheet Q-Allow) Geographic Information: (Enter data in the blue cells): Site: (Check One Box Onl Site is Urban:::»>:><> Site Is Non -Urban: Subcatchment Area = Percent Imperviousness = NRCS Soil Type = Overland Flow = Gutter Flow = Sloe (ft/ft) Length (ft) crs Acres A, B, C, or D Rainfall Information: intensity I (inch/hr) = C1 * P1 1( C2 + T,) ^ C3 Design Storm Retum Period, Tr= Return Period One -Hour Precipitation, P1= C1= C2= C3= User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry -Over) Flow from upstream Subcatchments, Qb years inches cfs Analysis of Flow Time (Time of Concentration) for a Catchment: Calculated Design Storm Runoff Coefficient, C = Calculated 5-yr. Runoff Coefficient, C5 = Overland Flow Velocity, VG = Gutter Flow Velocity, VG = Overland Flow Time, to = Gutter Flow Time, tG = Calculated Time of Concentration, T, = Time of Concentration by Regional Formula, Tc = Recommended Tc = Time of Concentration Selected by User, T, = Design Rainfall Intensity, I = Calculated Local Peak Flow, Op = Total Design Peak Flow, Q = .................... fps fps minutes minutes minutes minutes minutes minutes inch/hr cfs cfs STIN-A3-2-1.xls, Q-Peak 4/26/2007, 1:55 PM 1 1 A 1 1 1 1 1 1 1 1 1 1 1 1 1 a ar: MIP r ai'#c trm } (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project TBACK TCROWN Street Crown Gutter Geometry (Enter data n the blue cells) Maximum Allowable Width for Spread Behind Curb Side Slope Behind Curb (leave blank for no conveyance credit behind curb) Manning's Roughness Behind Curb Height of Curb at Gutter Flow Line Distance from Curb Face to Street Crown Gutter Depression Gutter Width Street Transverse Slope Street Longitudinal Slope - Enter 0 for sump condition Manning's Roughness for Street Section Max_ Allowable Depth at Gutter Flow Line for Minor & Major Storm Max Allowable Water Spread for Minor & Major Storm Tim= = SBA= = n5ACK Haim = TeRowN = a= w= Sx So = nSTREEr = duo = T _ ;:i:::Qi�t2f3[t ft ft. vert. / ft. horiz inches ft inches ft ft. vert. / ft. horiz ft. vert. / ft. horiz Minor Storm Major Storm inches ft Maximum Gutter Capacity Based On Allowable Water Spread Minor Storm Major Storrn Gutter Cross Slope (Eq. ST-8) Water Depth without Gutter Depression (Eq. ST-2) Water Depth with a Gutter Depression Allowable Spread for Discharge outside the Gutter Section W (T - W) Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Discharge outside the Gutter Section W, carried in Section Tx Discharge within the Gutter Section W (QT - Qx) Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Maximum Flow Based On Allowable Water Spread Maximum Gutter Capacity Based on Allowable Gutter Depth Theoretical Water Spread Theoretical Spread for Discharge outside the Gutter Section W (T - W) Gutter How to Design Flow Ratio FHWA HEC-22 method (Eq. 9by (q ST-7) Theoretical Discharge outside the Gutter Section W, carried in Section TKTH Actual Discharge outside the Gutter Section W, (limited by distance T Discharge within the Gutter Section W (Q, - Qx) Total Discharge for Major & Minor Storm Slope -Based Depth Safety Reduction Factor for Major & Minor Storm Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Maximum Flow Based on Allowable Gutter Depth Sw = Y= d= Tx = Qx = Qw= QBACK Qra TTH = T5TH= E0 = Qx TH Qx = Qw= Q= �R= Q QdO iatia >E;�`:SUAAP "`i illll.lf..l Minor Storm Major Storm >Elsll �s��ri:i£kFf: .•1.� �� '�'�".�eI I.tI I�t. 11 H - M .. LIJti111 ft/ft inches inches ft cfs cfs cfs cfs ft ft Cis cfs cfs cfs cis efs Minor Storm Major Storm Max. Allowable Gutter Capacity Based on MIi Imum oLQ: or ad Q,uev. s :::>::-:;::$UM >? ;> <. crs STIN-A3-2-1 xis, Q-Allow 4/26/2007,1:55 PM 1 1 1 1. Street Section with Flow Depths .1.8_,..„_,,,_,.._______, ----- 16 14 co co .c 12 u c • MAO C 10 :E... It CD 8 ca -0. = co 6 • - 4::n 1:2 1::: 1: — — :-E::€ octi::}[:E:f::::--: (2) = : ',f(x.-45K)Iolcioicicx-,ct:5Wi; 4 2 0 -15 -10 -5 Section 0 of 1/2 5 Street (distance 10 in feet) 15 20 —Ground elev. --G--- Minor d-max -A.- Major d-max / Minor T-max X Major T-max ST1N-A3-2-1,x1s, Q-Allow 4/26/2007, 1:55 PM i 1 1 1 1 1 1 Project = Inlet ID = —Lo (C) Design Information (Input) Type of Inlet Local Depression (in addition to gutter depression 'a' from 'CI -Allow') Number of Unit Inlets (Grate or Curb Opening) Grate Information Length of a Unit Grate Width of a Unit Grate Area Opening Ratio for a Grate (typical values 0.15-0.90) Clogging Factor for a Single Grate (typical value 0.50) Grate Weir Coefficient (typical value 3.00) Grate Orifice Coefficient (typical value 0.57) Curb Opening Information Length of a Unit Curb Opening Height of Vertical Curb Opening in Inches Height of Curb Orifice Throat in Inches Angle of Throat (see USDCM Figure ST-5) Side Width for Depression Pan (typically the gutter width of 1 feet) Clogging Factor for a Single Curb Opening (typical value 0.10) Curb Opening Weir Coefficient (typical value 2,30-3.00) Curb Opening Orifice Coefficient (typical value 0.67) Resulting Gutter Flow Depth for Grate Inlet Capacity In a Sumo Clogging Coefficient for Multiple Units Clogging Factor for Multiple Units Asa Weir Flow Depth at Local Depression without Clogging (0 cfs grate, 4.67 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grate, 4.67 cfs curb) As an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 4.67 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grate, 4.67 cfs curb) Resulting Gutter Flow Depth Outside of Local Depression Type abeam No= Lo(G)= Wo= C, (G) = i�3aT Tjtp�=f C. (G)=i'iEi:i '•i:3 Co (G) inches feet 6 >1VhQL feet si s% 1c A La (C) =?:>13>:'•??E:%<'•3ii5S feat Hwrt= z <=?;zE(!4 inches Hrvu=as>'::<'< <::'?:<;z.55i35- inches Theta =?;'?:?;` ' degrees Wp=:> ::::: :: <:1 tt feet C, (C) = Cw (C) = j' i'i''-?i'<i`'i3(3i Coef = Clog = F`>:3ifi4 inches 350a inches dd= s<- ii3aSii`ii}E inches da.=.''''si'>ii Inches Resulting Gutter Flow Depth for Curb Opening Inlet Capacity In a Sump Clogging Coefficient for Multiple Units Clogging Factor for Multiple Units Curb as a Weir, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 4.67 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grata, 4.67 cfs curb) Curb as an Orifice, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 4.67 cfs curb) Flow Depth at Local Depression with Clogging (0 oft grate, 4.67 cfs curb) Resulting Gutter Flow Depth Outside of Local Depression Clog a i::?G>:::'•i>:>� 4 inches tf inches dd ciz_:?yrf;�:r 4� inches , inches inches Resultant Street Conditions Total inlet Length Total Inlet Interception Capacity (Design Discharge from Q-Peak) Resultant Gutter Flow Depth (based on sheet Q-Allow geometry) Resultant Street Flow Spread (based on sheet Q•Allow geometry) Resultant Flow Depth at Maximum Allowable Spread L = ii;>ifi'ifi[i<tQ feet ........................... = 54'%cfs .7` rig"'�i"i'i: d Inches T o _''':`'.3>'_�`_-3aZi feet ........................... SPREAD ° `-i :-:� <>: �<s:'0;0 inches STIN-A3-2-1.xls, Inlet In Sump 4/26/2007, 1:55 PM 1 r 1 t i 1 i f u Yd--Y'F-' 0 - - i A a ✓yam O \ -._,......,___*, -6q1 O O •. O O a o , a 1 44. i . -' b i O k o \. . 1 f O IA o . , _� a --------------------------------------------------------------------------- W 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 0 (efs) , 34 36 38 40 Depth On.) -4-- Orif. •43- Not Used o Reported Design Depth (In.) Flow Deplh (in.) Design (ft) -,h—CubWeir Flow Gish Flow -- Reported Spread 1 STIN-A3-2-1xls, Inlet In Sump 4/26/2007, 1:55 PM Design Flow = Gutter Flow + Carry-over Flow INLET SIDE STREET FGUTTER FLOW PLUS CARRY-OVER FLOW E— IOVERLAND W FLOW W OVERLAND FLOW Vr 1/2 DE STREET INLET — GUTTER FLOW Design Flow: ONLY if already determined through other methods: (local peak flow for 1/2 of street, plus flow bypassing upstream subcatchments): If you entered a value €sere, skip the rest of this sheet and proceed to sheet Q4 llow) QW c f;. Geographic information: (Enter data in the blue cells): Site: (Check One Box Onl Site is Urban: Site Is Non -Urban: Subcatchment Area = Percent Imperviousness = NRCS Soil Type = Overland Flow = Gutter Flow = Slope (ft/ft) Length (ft) Acres A,B,C,orD Rainfall information: Intensity I (inchlhr) = C1 ' P1 / ( C2 + Tc) ^ C3 Design Storm Retum Period, Tr = Return Period One -Hour Precipitation, P1 = C1= C2 = C3 = User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry -Over) Flow from upstream Subcatchments, Qb = years inches cfs Analysis of Flow Time (Time of Concentration) for a Catchment: Calculated Design Storm Runoff Coefficient, C = Calculated 5-yr. Runoff Coefficient, C5 = Overland Flow Velocity, Vo Gutter Flow Velocity, VG = Overland Flow Time, to = Gutter Flow Time, tG = Calculated Time of Concentration, = Time of Concentration by Regional Formula, Tc = Recommended Tc Time of Concentration Selected by User, Tc = Design Rainfall Intensity, I = Calculated Local Peak Flow, Qp = Total Design Peak Flow, Q = ............................. fps fps minutes minutes minutes minutes minutes minutes inchlhr cfs cfs STIN-A4-1-2YR.xls, Q-Peak 4/24/2007, 5:18 PM ' Maj ► mot::Storm} <' (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Pro'eCY.»!'•��`%?�<�>ii»i�`•r'.i>:�>3'�3#>"s�>>:i»?>.:<l»:�#>:�>»» •;;:s::> ;jj(f .5.,.... 1 ------------------...__..---------...__...,__.......... _............. _.. ��' ��.sii:;:;!i:2i'i'f!iEisii �:�F�'?�iriE'.�Eizz%i?Ei Inlet ID - '.f <Fi :: i:: >s> >:'[: >s>:: > ;z: ;>s t '• i'^ z3: Y i : '•`: z#zz% z %•`:z? SBACK~ HOUR .i TBACK TCROWN T T MAX Tx Street Crown Gutter Geometry (Enter data In the blue cells) Maximum Allowable Width for Spread Behind Curb Side Slope Behind Curb (leave blank for no conveyance credit behind curb) Manning's Roughness Behind Curb Height of Curb at Gutter Flow Line Distance from Curb Face to Street Crown Gutter Depression Gutter Width Street Transverse Slope Street Longitudinal Slope - Enter 0 for sump condition Manning's Roughness for Street Section Max Allowable Depth at Gutter Flow Line for Minor & Major Storm Max Allowable Water Spread for Minor & Major Storm Tencx SHACK = neAcx = Hama _ Taeoxm = a= w= Sx = So = n%TREET = d = �r:;:fi%t32fiF1 00 ft ft. vert. / ft. horiz inches ft Inches ft ft. vert. / ft. horiz ft. vert- /ft. horiz Minor Storm Major Storm inches ft Maximum Gutter Capacity Based On Allowable Water Spread Gutter Cross Slope (Eq. ST-8) Water Depth without Gutter Depression (Eq. ST-2) Water Depth with a Gutter Depression Allowable Spread for Discharge outside the Gutter Section W (T - W) Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Discharge outside the Gutter Section W, carried in Section Tx Discharge within the Gutter Section W (QT - Qx) Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Maximum Flow Based On Allowable Water Spread Maximum Gutter Capacity Based on Allowable Gutter Pepth 'theoretical Water Spread Theoretical Spread for Discharge outside the Gutter Section W (T -W) Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Theoretical Discharge outside the Gutter Section W, carried In Section Tam Actual Discharge outside the Gutter Section W, (limited by distance TMJ Discharge within the Gutter Section W (Qd - Qx) Total Discharge for Major & Minor Storm Slope -Based Depth Safety Reduction Factor for Major & Minor Storm Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Maximum Flow Based on Allowable Gutter Depth Sw= y= d= Tx = Eo ax = Qw= QeAcx = QT TTr, = TxTH = Eo = Qx TH = Qx = Ow= Q= R= QeAcx = Qd Minor Storm Major Storm iB 1tp3 Minor Storm Major Storrn ?:'is3Bgfi� 2 tuft inches inches ft cfs ofs ofs cfs ft ft cfs cfs cfs cfs cfs cfs Minor Storm Major Storm Max. Allowable Gutter Capacity Based on Minimum of Q., or Q. Q,d,h = ?; ;;:;;:;;:;;;f ,t ? : `:?:: ir,81 cfs Capacity OK: These. in:axirrrfrm allowable fSotisrs arejeater than the flow g ven or: sheet 12-Peak' STIN-A4-l-2YRxls, Q-Allow 4/24/2007, 5:18 PM m 1 N a c c • a. d in L _ -20 Street Section with Flow Depths - :;�ia�,‘---A a•S�. *3..< ,.,e^wc a e:a 7.44—e, .. .�: 4.��:az"S+a'�'�.�•'.: c..r .,_. 16 14 12 10 .1: x<:rxcx*A i:xCxCXx<xCx;>K-.:xx<xCxCxx:i' $ x 4 2 0 -10 Section of 1/2 0 10 Street (distance in feet) 20 30 elev. •-G -• Minor d-max d-max / Minor T-max T-max r" Ground -.A... Major k Major STIN-A4-1-2YR.xls, Q-Allow 4124/2007, 5:18 PM #1 . PIVOL Project................ -... .. .... ....... ........:: Inlet ID:E3i`_i;:;_'''- —Lo (C)—( Design Information (Input) Type of Inlet Loral Depression In edition to upstream gutter depression 'a' from'Q-Atlow') Total Number of Units in the Inlet (Grate or Curb Opening) Length of a Single Unit Inlet (Grate or Curb Opening) Width of a Unit Grate (cannot be greater than W from Q-Allow) Clogging Factor for a Single Unit Grate (typical min. value = 0.6) Clogging Factor for a Single Unit Curb Opening (typical min, value = 0.1) Type = aL L= No = 2'.ti Inches ......................... W,= ................:......... CrC Street Hydraulics (Calculated). Capacity OK - Qi21ess than maximum allowable from sheet'Q-Alton+ Design Discharge for Half of Street (from Q-Peak) Water Spread Width Water Depth at Flowline (excluding local depression) Water Depth at Street Crown (or atT. ) Ratio of Gutter Row to Design Flaw Discharge outside the Gutter Section W, carried in Section T. Discharge within the Gutter Section W Discharge Behind the Curb Face Street Flow Area Street Flow Velocity (Water Depth for Design Condition Grate Analysis tCalculatedl Total Length of Inlet Grate Opening Ratio of Grate Flow to Design Flow Under No -Clogging Condltlon Minimum Velocity Where Grate Spash-Over Begins Interception Rate of Frontal Flow Interception Rate of Sloe Flow Interception Capacity Under Clogging Condition Clogging Coefficient for Multiple -unit Grate Inlet Clogging Factor for Multiple -unit Grate Inlet Effective (unclogged) Length of Multiple -unit Grate Inlet Minimum Velocity Where Grate Spash-Over Begins Ilnterceptlon Rate of Frontal Flow Interception Rate of Side Flow Actuai interception Capacity Carry -Over Flow = O,-O, (to be applied to curb opening or next Ws Inlet) Curb or Slotted Inlet Opening Analysts (Calculated) Equivalent Slops S, (based on grate carry-over) Required Length LT to Nave t00% Interception Under No -Clogging Condition Effective Length of Curb Opening or Slotted Inlet (minimum of L. LT) Interception Capacity Under Clogging Condition Clogging Coefficient Clogging Factor for Multiple -unit Curb Opening or Slotted Inlet Effective (Unclogged) Length Actual Interception Capacity Carry -Over Flow = Qeica+rrE1-Q, Summary Total Inlet Interception Capacity Total Inlet Carry -Over Flow (flow bypassing Inlet) Capture Percentage = Q, o %: i; ¢ cis .......................... d = E'? i#%;'i=i'i ' i'i i?iLD Inches *novel_ tJAi Inches E, _ Q. = i?:!:i:i%:;i!?:i;i'i cis .......................... CI. = i?i:<i?s?'i`%3E35i cfs cfs ......................... A. = :lit>i;2iii16(1 sq ft fps dLocnl' ................'; Sdi inches L ft Eo-GRATE = V,= `AiFfj9 fps ttift Lr= ....:.::..:......:....... .......................... CurbCoef CurbClog = tzi:i?33ft .........:............... Q. cfs ......................... Qe=2ii�:'.::ai:i::;:'.; cfs Q= `=$d3 cfs CX ii2 f4 ii ?ice % STIN-A4-1-2YR.xls, Inlet On Grade 424/2007, 5:18 PM • 1 1 1 $�®> ` 7 \ �R, . ) .% \ ■ O $� % - % l 9 . . y # , k . . `� _ 11 %¥ a \ : t X. J . \ ' �. -.I \ . - > « ,' , \ w ( , \ - _k. �q ./ .. W . m V. •-0--• Q Intercepted (cfs) —11-- Q Bypassed (cfs) - :A--• Spread T (R), limited by T-CROWN • •c--•Spread T(R),Not Limited by—--FlowDepthd(Inches) T-CROWN STIN-A4-1-2YR,x1s, Inlet On Grade 4/24/2007, 5:18 PM Design Flow = Gutter Flow + Carry-over Flow INLET OVERLAND FLOW * SIDE STREET GUTTER FLOW PLUS CARRY-DVER FLOW OVERLAND W FLOW W 1/2 OF STREET INLET �-^- GUTTER FLOW Design Flow: ONLY if already determined through other methods: (local peak flow for 1/2 of street, plus flow bypassing upstream subcatchments): '0 W If you entered a value here, skip the rest or this sheet and proceed to sheet Q-AHow) Geographic Information: (Enter data in the blue cells): Site: (Check One Box Only) Site is Urban: Site Is Non -Urban: Subcatchment Area = Percent Imperviousness = NRCS Soil Type = Overland Flow = Gutter Flow = Slope (tuft) Length (ft) cfs Acres A, B, C, or D Rainfall Information: Intensity I (inch/hr) = C1 * Pt / ( C2 + Tc) ^ C3 Design Storm Return Period, Tr = Return Period One -Hour Precipitation, P1 = C1= C2 = C3 = User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry -Over) Flow from upstream Subcatchments, Qb years inches cis Analysis of Flow Time (Time of Concentration) for a Catchment: Calculated Design Storm Runoff Coefficient, C = Calculated 5-yr. Runoff Coefficient, C5 = Overland Flow Velocity, Vo = Gutter Flow Velocity, VG = Overland Flow Time, to = Gutter Flow Time, to = Calculated Time of Concentration, T, = Time of Concentration by Regional Formula, T, _ Recommended T, = Time of Concentration Selected by User, T. = Design Rainfall Intensity, I = Calculated Local Peak Flow, Qp = Total Design Peak Flow, Q = ----------------------------- fps fps minutes minutes minutes minutes minutes minutes inch/hr cfs cfs STIN-A4-1-100YR.xls, Q-Peak 4/24/2007, 5:18 PM a car ; MInar: (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) project Inlet ID: TRACK SeACK~ NCURB a i i W T, TMA Tx TCROWN / Street Crown Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb Side Slope Behind Curb (leave blank for no conveyance credit behind curb) Manning's Roughness Behind Curb Height of Curb at Gutter Flow Line Distance from Curb Face to Street Crown Gutter Depression Gutter Width Street Transverse Slope Street Longitudinal Slope - Enter 0 for sump condition Manning's Roughness for Street Section Max Allowable Depth at Gutter Flow Line for Minor & Major Storm Max Allowable Water Spread for Minor & Major Storm T� _ SBACK = nix= FlcURB TCROWN_ a= W= Sx = So = nsurEsT = damn = Tawc= »s2Cf� ft ft. vert. !ft. horiz inches ft inches ft ft vert. / It. horiz ft. vert. / ft. horiz Minor Storm MorStorm ?fl4 `f`si:" i=a8 inches ft Maximum Gutter Capacity Based On Allowable Water Spread Gutter Cross Slope (Eq. ST-8) Water Depth without Gutter Depression (Eq. ST-2) Water Depth with a Gutter Depression Allowable Spread for Discharge outside the Gutter Section W (T - W) Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Discharge outside the Gutter Section W, carried in Section Tx Discharge within the Gutter Section W (Qr - Qx)' Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Maximum Flow Based On Allowable Water Spread Maximum Gutter Capac(tvBased on Allowable Gutter Depth Theoretical Water Spread Theoretical Spread for Discharge outside the Gutter Section W (T - W) Gutter Flow to Design Row Ratio by FHWA HEC-22 method (Eq. ST-7) Theoretical Discharge outside the Gutter Section W, carried in Section Trill Actual Discharge outside the Gutter Section W, (limited by distance Traxx) Discharge within the Gutter Section W (Qa - Qx) Total Discharge for Major & Minor Storm Slope -based Depth Safety Reduction Factor for Major & Minor Stonn Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Maximum Flow Based on Allowable Gutter Depth Max. Allowable Gutter Capacity Based on Minimum of Qr or Qa Sw= y= d= Tx = Eo = Qx = Qw= QBACK QT Tm = TXTH= E. = axm= Qx = law = = R= QBACK Qa o Minor Storm Major Storm ............. . ail 5 Minor Storm Major Storrn Minor Storm Major Storm WARNING; Max allowable flow for minor storm is 'less than tiow given on sheet'41-Peak` ft/ft inches inches ft cfs cis cfs cfs ft ft cis cfs cfs cfs cfs cfs STIN-A4-1 -1 00YR xis , Q-Allow 4124/2007, 5:18 PM 1 1 1 1 1 Street Section with Flow Depths 16 14 aa) 12 u c 10 s a 0 8 x x x:;***, ::*x • 4::; "K Axe: , r a) 4 2 0 -20 -10 0 Section of 1/2 _1 Street (distance 0 20 in feet) 30 —Ground elev. --0-- Minor d-max -A •-• Major d-max : Minor T-max k Major T-max t STEN-A4-1-100YR.xls, Q-Allow 4/24/2007, 5:18 PM Project Inlet ID: vvr• r.Fng .:4 is . +A4�; Lo (C)--,r Deslgn Information (Inputs Type of Inlet Local Depression (in edition to upstream gutter depression's' from 'Q-Allo* ) Total Number of Units in the Inlet (Grata or Curb Opening) Length of a Single Unit Inlet (Grate or Curb Opening) Width of a Unit Grate (cannot be greater than W from Q-Allow) Clogging Factor for a Single Unit Grate (typical min. value = 0.5) Clogging Factor for a Singte Unit Curb Opening (typical min. value = 0.1) No=i%%'' inches ft ft Street Hydraulics (Calculated) WARNING: Q IS GREATER THAN ALLOWABLE G FOR MINOR STORM Design Discharge for Half of Street (from Q-Peak) Water Spread Width Water Depth at Flowline (excluding local depression) Water Depth at Street Crown (or at Twx) Ratio of Gutter Flow to Design Flow Discharge outside the Gutter Section W, carded in Section T, Discharge within the Gutter Section W Discharge Behind the Curb Face Street Flow Area Street Flow Velocity Water Depth for Design Condition d dcriovat Qlc=i:'•>?icf'.`�.-7t cfs Ow = ii ' i ii : ifa i?'si2i cfs Qua = i'•<?f'ii??E!DgD cfs sgft fps Inches dLOGL' 10 cfs ft inches inches Grate Analysis (Calculated') Total Length of inlet Grate Opening Ratio of Grate Flow to Design Flow Under No -Clogging Condition Minimum Velocity Where Grate Spash-Over Begins interception Rate of Frontal Flow Interception Rate of Side Flow Interception Capacity Under Clogging Condition Clogging Coefficient for Multiple -unit Grate Inlet Clogging Factor for Multiple -unit Grate Inlet Effective (unclogged) Length of Multiple -unit Grate Inlet Minimum Velocity Where Grate Spash-Over Begins Interception Rate of Frontal Flow nterception Rate of Side Flow Actual Interception Capaslty Carry -Over Flow = Qnd). (to be applied to curb opening or next die inlet) Curb or Slotted Inlet Openlha Analysts (Calculated) Equivalent Slope S. (based an grata carry-over) Required Length LT to Have 100% Interception Under No -Clogging Condition Effective Length of Curb Opening or Slotted Inlet (minimum of L, LT) nterception Capacity Under Clogging Condition Clogging Coefficient Clogging Factor for Multiple -unit Curb Opening or Slotted Inlet Effective (Unclogged) Length Actual Interception Capacity Carry -Over Flow = Qbrtaumt Q. Summary Total Inlet Interception Capacity Total Inlet Carry -Over Flow (now bypassing Inlet) Capture Percentage = Q.JQ. :ft EaGRent='s'?;'E iEisEEtk f' V. = i; y i [}ii is ;! }i fps ......................... ......................... ......................... cfs cis cfs ftlft cis CurbCoef = ii%<>!i3>iy>:i>!33 ......................... ......................... CurbClo9 =ill:? cis ......................... =:v>?i3'.is•':1'Siii?Malt:'. cfs ......................... ......................... ......................... Qo =:; ;::::` ;: i f ;.. cis STIN-A4-1-100YR.xls, Inlet On Grade 4242007, 5:18 PM 1 1 1 1 ? �0� ~' x 7 J / x V \ ) \ f. ¥ y f ¢k. . - % r \ } % \ x 5ƒ ID< • %� r III¥ y g % ■ £ �e 7 /\ i [ `+ F , \ E & ¢ . + R. ` a, f ^a •-P--Q Intercepted (cfs) —C-1—Q Bypassed (cfs) .-A--. Spread T (ft), limited by T-CROWN t --• Spread T (ft), Not Limited by —X— Flow Depth d (inches) T-CROWN t STIN-A4-1-100YR.xls, Inlet On Grade 4242007, 5:18 PM ..................... Design Flow = Gutter Flow + Carry-over Flow OVERLAND + FLOW W INLET SIDE STREET GUTTER FLOW PLUS CARRY-OVER FLOW IOVERLAND I W FLOW W 1/2 OF STREET INLET F— GUTTER FLOW Design Flow: ONLY if already determined through other methods: (local peak flow for 12 of street, plus flow bypassing upstream subcatchments): •= €f you entered a value here, skip the rest of this sheet and proceed to sheet Q-Aiimr) Geographic Information: (Enter data in the blue cells): Site: (Check One Box Onl Site is Urban::>s-><= > >` Site Is Non -Urban: Subcatchment Area = Percent Imperviousness = NRCS Soil Type = Overland Flow = Gutter Flow = Slope (ft/ft) Len go, (ft) ofs Acres A, B, C, or D Rainfall Information: intensity I (inch/hr) = Ci * Pi / ( C2 + T,) " C3 Design Storm Retum Period, Tr = Return Period One -Hour Precipitation, Pi = CI= C2 = C3 = User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry -Over) Flow from upstream Subcatchments, Qb = years inches cfs Analysis of Flow Time (Time of Concentration) for a Catchment: Calculated Design Storm Runoff Coefficient, C = Calculated 5-yr. Runoff Coefficient, C5 = Overland Flow Velocity, Vo Gutter Flow Velocity, VG _ Overland Flow Time, to = Gutter Flow Time, to _ Calculated Time of Concentration, T, = Time of Concentration by Regional Formula, Tc = Recommended T, = Time of Concentration Selected by User, T. = Design Rainfall Intensity, I = Calculated Local Peak Flow, Qp = Total Design Peak Flow, Q= fps fps minutes minutes minutes minutes minutes minutes inch/hr cfs cfs STIN-A5-1.xls, Q-Peak 4/24/2007,"5:19 PM (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project Inlet ID: TRACK HcuRB y a co* T, TMAx Tx TCROW N Street Crown Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb Side Slope Behind Curb (leave blank for no conveyance credit behind curb) Manning's Roughness Behind Curb Height of Curb at Gutter Flow Line Distance from Curb Face to Street Crown Gutter Depression Gutter Width Street Transverse Slope Street Longitudinal Slope - Enter 0 for sump condition Manning's Roughness for Street Section Max Allowable Depth at Gutter Flow Line for Minor & Major Storm Max Allowable Water Spread for Minor & Major Storm TBAO SBAc neACK HcuRa = TcRQ_ a= W. Sx= So = nsTREEr = d,,tx Trxnx = ill? ft ft. vert. / ft, horiz inches ft inches ft ft. vert. ! ft. horiz ft. vert / ft. horiz Minor Storm Major Storm inches ft Maximum Gutter Capacity Based On Allowable Water Spread Gutter Cross Slope (Eq. ST-8) Water Depth without Gutter Depression (Eq. ST-2) Water Depth with a Gutter Depression Allowable Spread for Discharge outside the Gutter Section W (T - W) Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Discharge outside the Gutter Section W, carried in Section Tx Discharge within the Gutter Section W (QT - Qx) Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Maximum Flow Based On Allowable Water Spread Maximum Gutter Capacity Based on Allowable Gutter Depth Theoretical Water Spread Theoretical Spread for Discharge outside the Gutter Section W (T - W) Gutter Row to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Theoretical Discharge outside the Gutter Section W, carried in Section Tam Actual Discharge outside the Gutter Section W, (limited by distance Timm) Discharge within the Gutter Section W (Qa - Qx) Total Discharge for Major & Minor Storm Slope -Based Depth Safety Reduction Factor for Major & Minor Storm Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Maximum Flow Based on Allowable Gutter Depth Sw= Y= d= Tx = .F0 _ Qx = Qr TTH Tx TH= Eo = TH = Qx= Qw = Q= R= ABACK Qe� Minor Storm Major Storm t7 1.•1111 Minor Storm Major Storm '.'il..lnlnlwl ft/ft inches inches ft cfs cfs cfs cfs ft ft cfs cfs cfs cfs cfs cfs Minor Storm Motor Storm Max. Allowable Gutter Capacity Based on Minimum of orQd Gem, = : ,;,:;;<;:;;;10 lN? ?; t'... cfs Ce:sac t7 OK: These maximum allowable lows :.are grater tb ar. the flow given ail sheet'Q-Peak' STIN-A5-1.ids, Q-Allow 4/24/2007, 5:19 PM 1 1 A 1 1 1 Street Section with Flow Depths a� S i 1 a—T^' —. w5 v' -Es a -aeF, -:i'a .s.1,—..—L J:eO4 �{l Lam. IY .:.�rd4 [`CS � 16 14 N al 12 u c � 10 s a 4 2 0 -20 -10 Section of 1/2 0 10 Street (distance 20 in feet) 30 —Ground elev. --E --- Minor d-max ..A... Major d-max / Minor T-max X Major T-max t STIN-A5-1.xls, Q-Allow 4/24/2007, 5:19 PM ........w:w:vaw:a>rxw :w Project Inlet ID: i''.`[ai? nsiiiii:•r,.j`rj'� i':>i: iE' ii`:i):35(%�bi?:�s??:;�?z??trt3 ;2553s3i '.<:zi;i��'ii: �i` ii:`:: Lo Design Information (Input) Type of Inlet Local Depression On eddtion to upstream gutter depression 'a' from'Q-Mowr) Total Number of Units in the Inlet (Grate or Curb Opening) Length of a Single Unit Inlet (Grate or Curb Opening) Width of a Unit Grate (cannot be greater than W from Q-Allow) Clogging Factor for a Single Unit Grate (typical min. value = 0.5) Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) Type = atocrL = No = Lo = Wo= CrG CrC street Hydraulics (Calcutated). Capacity OK Q Is less than maximum allowable from sheet'SMllow' Design Discharge for Half of Street (from Q-Peak) Water Spread Width Water Depth at Flowline (excluding local depression) Water Depth at Street Crown (or at Try Ratio of Gutter Flow to Design Flow Discharge outside the Gutter Section W, carried in Section T, Discharge within the Gutter Section W Discharge Behind the Curb Face Street Flow Area Street Flow Velocity Water Depth for Design Condition T = t$s ft Inches dceo "' _ <"i£f i i" i Si'Sfi Q . Inches ........................ Eo =i:;iiiiiii:ii cfs .......................... ......................... Q. _ cfs .......................... Oases = cfs A. = in:N ; i i a sq ft fps d�oau = i:'i:!:i::T.:di inches crate Analysis (Calculated) Dotal Length of Inlet Grate Opening Ratio of Grate Flow to Design Flow Under No -Clogging Condition Minimum Velocity Where Grate Spash-Over Begins interception Rate of Frontal Flow Interception Rate of Side Row Interception Capacity Under Clogging Condition Clogging Coefficient for Multiple -unit Grate Inlet Clogging Factor for Multipte-unit Grate inlet Effective (unclogged) Length of Multiple -unit Grate Inlet Minimum Velocity Where Grate Spash-Over Begins Interception Rate of Frontal Flow Interception Rate of Side Flow Actual Interception Capacity Carty -Over Flow e Q.-Q. (to be applied to curb opening or next dre Inlet) Curb or Slotted Inlet OoenIna Anafvsls (Calculated) Equivalent Slope S. (based on grate cagy -over) Required Length LT to Have 100% Interception Under No -Clogging Condition Effective Length of Curb Opening or Slotted Inlet (minimum of L, LT) Interception Capacity Under Clogging Condition Clogging Coefficient Clogging Factor for Multiple -unit Curb Opening or Slotted Inlet Effective (Unclogged) Length Actual interception Capacity Carry -Over Flow = 4foRAh7Q. ft Ve= i4>'i%'i i'ir fps Rr = R. _ s?Rgk CA = ifii'•ii'•i::ii;89i� cis GrateCoef = GrateClo9 ......................... L. ft V. _ ;iJ:iiii:':ij ii1j fps cis cis ftfft ft _. ... ....'3Q( cfs L = `:: 89ft _::;?::::i::`:Yi ?•,`.4�:4t cfe Sun)mary Total Inlet Interception Capacity Total Inlet Carry -Over Flaw (flow bypassing Inlet) Capture Percentage = QJQ Q = Cb' if3si Skii?D?3 C% cfs cfs STIN-A5-1.xls, inlet On Grade 4/24/2007, 5:19 PM 1 1 1 1 1 1 1 1 1 1 1 --.., .. III i .••• M111.1.111101.11' 11111 .• • 1111 6 , .)-, VI IMENNIMIIMIIIIIMI- CU ' ! t itiliMEMEN )1( MOSIIINIME fi k 111101111111111111111 1111b. 'q.. x III ...c-, MI .., , , 1( III t> ' 0 ' 111111•._1'I111N 111=111EM111 11N0 , 1 IMIIMMIEIMIIIIIIIIV, -0-- - 0 Intercepted (cis) —0— Q Sypessed (cfs) -A-- Spread T (if), Limited by T-CROWN • • 4.-• Spread T (ft), Not Limited by —)K— Flow Depth d (inches) T-CROWN STIN-AS-1 >ds, Inlet On Grade 4/24/2007, 5:19 PM Si. Design Flow = Gutter Flow + Carry-over Flow INLET OVERLAND I W FLOW W SIDE STREET E—GUTTER FLOW PLUS CARRY-OVER FLOW E OVERLAND if FLOW W 1/2 OF STREET INLET E— GUTTER FLOW Design Flow: ONLY if already determined through other methods: (local peak flow for 1/2 of street, plus flow bypassing upstream subcatchments): "t If you entered a vatoe here, skip the rest of this she€t and proceed to sheet Q-Allow crs Geographic Information: (Enter data in the blue cells): Site: (Check One Box Onl Site is Urban: ................... Site Is Non -Urban: Subcatchment Area = Percent Imperviousness = NRCS Soil Type = Overland Flow = Gutter Flow Slope (ft/ft) Length (ft Acres A, B, C, or D Rainfall Information: Intensity I (inch/hr) = C1 * Pi / ( C2 + Tc) ^ C3 Design Storm Return Period, Tr = Return Period One -Hour Precipitation, Pi = Cl= C2 = C3= User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry -Over) Flow from upstream Subcatchments, Qh = years inches cfs Analysis of Flow Time (Time of Concentration) for a Catchment: Calculated Design Storm Runoff Coefficient, C = Calculated 5-yr. Runoff Coefficient, C5 = Overland Flow Velocity, Vo = Gutter Flow Velocity, VG = Overland Flow Time, to = Gutter Flow Time, tG _ Calculated Time of Concentration, Te = Time of Concentration by Regional Formula, Tc = Recommended T, = Time of Concentration Selected by User, T, = Design Rainfall Intensity, I = Calculated Local Peak Flow, Qp = Total Design Peak Flow, Q = fps fps minutes minutes minutes minutes minutes minutes inch/hr cfs cfs STIN-A6-1-1.xls, Q-Peak 4/26/2007, 1:54 PM (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: SeACK� y HCURB d a TBACK TCROWN T, TMAx W �}' Tx w. 1,/Qx// co SX Street Crown Gutter Geometry (Enter data 'n the blue cells) Maximum Allowable Width for Spread Behind Curb Side Slope Behind Curb (leave blank for no conveyance credit behind curb) Manning's Roughness Behind Curb Height of Curb at Gutter Flow Line Distance from Curb Face to Street Crown Gutter Depression Gutter Width iStreet Transverse Slope Street Longitudinal Slope - Enter 0 for sump condition Manning's Roughness for Street Section Max Allowable Depth at Gutter Flow Line for Minor & Major Storm Max Allowable Water Spread for Minor & Major Storm Tex = Six= Rua( Home = TsrsowN a= W= Sx So = nsTET= drxuc Tex= >; <;;#j}2FA i?i: �:8a139i3 �'r'E�>�tt113 ft ft. vert. / ft. horiz inches ft inches ft ft. vert. / ft. horiz ft. vert. / ft. horiz Minor Storm Major Storm `38D inches ft Maxi0lum Gutter Capacity Based On Allowable Wate[Spread Gutter Cross Slope (Eq. ST-8) Water Depth without Gutter Depression (Eq. ST-2) Water Depth with a Gutter Depression Allowable Spread for Discharge outside the Gutter Section W (T - W) Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Discharge outside the Gutter Section W, carried in Section Tx Discharge within the Gutter Section W (QT - Qx) Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Maximum Flow Based On Allowable Water Spread Maximum Gutter Capacity Based on Allowable Gutter Depth Theoretical Water Spread Theoretical Spread for Discharge outside the Gutter Section W (T - W) Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Theoretical Discharge outside the Gutter Section W. carried In Section Tim Actual Discharge outside the Gutter Section W, (limited by distance TM.) Discharge within the Gutter Section W (Q4 - Qx) Total Discharge for Major & Minor Storm Slope -Based Depth Safety Reduction Factor for Major & Minor Storm Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Maximum Flow Based on Allowable Gutter Depth Max. Allowable Gutter Capacity Based on Minimum of Q: or Qd Sw Y= d= Tx = Eo = Qx = ow QBACX QT = TTrr = Tx Tr+ = Eo QxTM Qx = Qw= Q= R= Qaxac = a Minor Storm Major Storm ::»Cl:ti�&171 '-iii`'s�, 2R5T 'S»-�i6l1 .;%z;Stpj7E` Minor Storm Ma)or Storm ft Mt inches inches ft cfs cfs cfs cfs Minor Storrn Major Storm cfs cfs cfs cfs cfs cfs STIN-A6-1-1.xls, Q-Allow 4/26/2007,1:54 PM i 1 1 1 1 r Street Section with Flow Depths . -,..w:,--A,-,�� 16 14 a) 12 c.) c c ' 10 a a)8 0 s vs 6 o a°: { cp •: v a x. e 4 2 0 -15 -10 -5 Section 0 5 of 1/2 Street (distance 10 in feet) 15 20 —Ground elev. ..0... Minor d-max .A... Major d-max r,, Minor T-max K Major T-max 1 STIN-A6-1-1.xls, Q-Allow 4/26/2007, 1:54 PM 1 cxc K:rrrrrn<:�:�tc r 1 1 1 1 1 Project = Inlet ID = Design Information (Intut] Type of Inlet Locaf Depression (in addition to gutter depression 'a' from'Q-AIIovw) Number of Unit inlets (Grate or Curb Opening) Grate Information Length of a Unit Grate Width of a Unit Grate Area Opening Ratio for a Grate (typical values 0.15-0.90) Clogging Factor for a Single Grate (typical value 0.50) Grate Weir Coefficient (typical value 3.00) Grate Orifice Coefficient (typical value 0.67) Curb Opening Information Length of a Unit Curb Opening Height of Vertical Curb Opening in Inches Height of Curb Orifice Throat in Inches Angle of Throat (see USDCM Figure ST-5) Side Width for Depression Pan (typically the gutter width of 1 feet) Clogging Factor for a Single Curb Opening (typical value 0.10) Curb Opening Weir Coefficient (typical value 2.30-3.00) Curb Opening Orifice Coefficient (typical value 0.67) •Type='fAG?TTpe ftSiiE i aloes ='Si>,'i No ='.ij i Lo (G) W.= Crr (G) Co (G) Lo O feet lino=i >r�>z<:�E'zz:::&o4inches inches ti Theta =;: #:i:;:;E;%.'-:;:;i#E; degrees WP=i'i3i1`>>45{lfi feet Co (C) = -. inches ::i::(Yl1Cl feet feet Resultina Gutter Flow Depth for Grate Inlet Capacity in a Sump Clogging Coefficient for Multiple Units Clogging Factor for Multiple Units As a Weir Flow Depth at Local Depression without Clogging (0 cfs grate, 16.65 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grate, 16.65 cfs curb) As an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 16.65 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grate, 16.65 cfs curb) Resulting Gutter Flow Depth Outside of Local Depression Coef = Clog = <_<(f inches ti11�ti inches ........................ ........................ da=i'3i`1ri;.::::. <>i3}fx inches de. = :`:zzi`f?''`'<:;kp1lA inches d, o , = 3+'``#iy' i%<:? : 3 I>a /A Inches Resulting Gutter Flow Depth for Curb Opening inlet Capacity in a Sump Clogging Coefficient for Multiple Units Clogging Factor for Multiple Units Curb as a Weir, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 16.65 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grate, 16.65 cfs curb) Curb as an Orifice, Grate as an Orifice Flow Depth at Local Depression without Ctogging (0 cfs grata, 16.65 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grate, 16.65 cfs curb) Resulting Gutter Flow Depth Outside of Local Depression Coef Clog=i£s inches inches inches ........................... d,.=s,'.#$ inches d.-ce,a = E i >: E: `::< t l:zt; :E'.:4 tj inches Resultant Street Conditions Total Inlet Length Total Inlet interception Capacity (Design Discharge from Q-Peak) Resultant Gutter Flow Depth (based on sheet Q•Allow geometry) Resultant Street Flow Spread (based on sheet Q-Allow geometry) Resultant Flow Depth at Maximum Allowable Spread L = sicFtEfiai feet cfs inches feet inches STIN-A6-1-1.xls, Inlet In Sump 4/26/2007, 2:00 PM 1 1 1 1 1 t 1 1 i 1 uait gr. 738-23r IN 0 2 ii. \ O te \ — \k • O ' +' 0 + O +: 0 • \\ \ 0 0 O 0 O O a .. 0 ,i - : O . N O E� . O .0 O ..• 4 6 8 10 12 14 16 18 20 22 Q (cfs) 24 26 28 30 32 34 36 38 40 Weir Depth (In.) Orif. ••s4•• Not Used m Depth (in.) Reported Design Flow Depth On.) —49— Reported Design (f1) —6—Curb Flow —9— Gab Flow Spread STIN-A6-1-1.xls, Inlet In Sump 4/26/2007, 2:00 PM ......................... ......................... rx!L_i . i :2a_ �vv Design Flow = Gutter Flow + Carry-over Flow INLET yOVERLAND FLOW y SIDE STREET F--GUTTER FLOW PLUS CARRY-OVER FLOW F OVERLAND FLOW 1,19 1/2 OF STREET INLET �-- GUTTER FLOW we■ Design Flow: ONLY if already determined through other methods: (local peak flow for 1/2 of street, plus flow bypassing upstream subcatchments): "t tr you entered a value here, skip the rest 0f this she and proceed to sheet Ct-,howl crs Geographic Information: (Enter data in the blue cells): Site: (Check One Box Onl Site is Urban: '•.;':s>i`: Site Is Non -Urban: Subcatchment Area = Percent Imperviousness = NRCS Soil Type = Slope (ft/ft) Overland Flow = Gutter Flow = Length (ft) Acres A, B, C, or D Rainfall Information: Intensity I (inch/hr) = C1 * Pi / ( C2 + ) ^ C3 - Design Storm Return Period, Tr = Return Period One -Hour Precipitation, Pi = C1= C2 = C3= User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry -Over) Flow from upstream Subcatchments, Qb = years inches cfs Analysis of Flow Time (Time of Concentration) for a Catchment: Calculated Design Storm Runoff Coefficient, C = Calculated 5-yr. Runoff Coefficient, C5 = Overland Flow Velocity, Vo = Gutter Flow Velocity, VG = Overland Flow Time, to = Gutter Flow Time, tG = Calculated Time of Concentration, Tc = Time of Concentration by Regional Formula, Tc = Recommended Tc _ Time of Concentration Selected by User, Tc _ Design Rainfall Intensity, I = Calculated Local Peak Flow, Op = Total Design Peak Flow, Q = ............................ fps fps minutes minutes minutes minutes minutes minutes inch/hr cfs cfs STIN-A6-1.xls, Q-Peak 4/26/2007, 1:54 PM ORQNE-HAt F<!QF;STREET ( faj:Qr &' # r i r< (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project:�;<`:;::;i?i;:;::>iE`:z>'i'�:<:::::`:;,:;:�:::::>::_;::;'•:«<`•::�.�:'�>�'#i''i#:?��i�.{� �I�% ..,.... ___.: _......... .__. _ :.......: .............. Inlet ID.::::,,:i;:.:::.:.::::.:::.:.::.:::.:.....:.::.::::...::::..:.::::....:>#s.i:'•'s.#:.<:?i:5::1 : >:.::?;::>:::::>::..:>:>Es;•>?>::E;:'•:.:::;'•;::E::::::<:;i!?;;'i>ii�:>$'?•:•`::E':?>: TBACK SBACK jCuRB ly d Ia T, TMAx Tx TCROWN Street Crown Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb Side Slope Behind Curb (leave blank for no conveyance credit behind curb) Manning's Roughness Behind Curb Height of Curb at Gutter Flow Line Distance from Curb Face to Street Crown Gutter Depression Gutter Width Street Transverse Slope Street Longitudinal Slope - Enter 0 for sump condition Manning's Roughness for Street Section Max Allowable Depth at Gutter Flow Line for Minor & Major Storm Max Allowable Water Spread for Minor & Major Storm Te/ICK = SBACK nBACK Ficum = TCROWN_ a= W= Sx = So = nSTREET = daux = Twa = >;s4ii3(t �3>i�»�;81fiEf ft ft. vert. / ft. horiz inches ft inches ft ft. vert. / ft. horiz ft. vert. / ft. horiz Minor Storm Major Storm inches ft Maximum Gutter Capacity Based On Allowable Water Spread Gutter Cross Slope (Eq. ST-8) Water Depth without Gutter Depression (Eq. ST-2) Water Depth with a Gutter Depression Allowable Spread for Discharge outside the Gutter Section W (T - W) Gutter Flow to Design Flow Ratio by FI-IWA HEC-22 method (Eq. ST-7) Discharge outside the Gutter Section W, carried in Section Tx Discharge within the Gutter Section W (QT - Qx) Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Maximum Flow Based On Allowable Water Spread Maximum Gutter Capacity Based on Allowable Gutter Depth :Theoretical Water Spread Theoretical Spread for Discharge outside the Gutter Section W (T - W) Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Theoretical Discharge outside the Gutter Section W, carried in Section Tx TM Actual Discharge outside the Gutter Section W, (limited by distance T,x) Discharge within the Gutter Section W (Qd - Qx) Total Discharge for Major & Minor Storm Slope -Based Depth Safety Reduction Factor for Major & Minor Storm Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Maximum Flow Based on Allowable Gutter Depth Sw= y= d= Tx = C Eo Qx Qw = QBACK QTe TTH = Tx TM= Eo = QXTM = Qx = Qw = Q= R= QBA/C�K = `mod Minor Storm Major Storm �111l,N 1111111111 t { .................... .....J>iri5lt�P Minor Storm Major Storm z z:L24ilt! ft/ft inches inches ft cfs cfs ofs efs ft ft cfs cfs cfs cfs cfs cfs Minor Storm Major Storrn Max. Allowable Gutter Capacity Based on Minimum of QT or Q4 Qanaw 64: : ?? i$UM(r#:: !''.$#))y CIS STIN-A6-1.:ds, Q-Allow 4/26/2007, 1:54 PM 1 i 1 1 t i Street Section with Flow Depths 1 O A EM'w' . 7 Sa. E : .c da J..& - -11 s3" : -+� � .54-4 16 In 14 a1 v c • 12 10 O. a) 0 8 t 0 6 ?::�£::(:'�::�-:=`'''' ::f`:1'.::ID€::fi::)i' }'.(-':--'.':"::''0L1 4 2 0 -15 -10 -5 Section 0 of 1/2 5 Street (distance 10 in feet) 15 20 — Ground elev. -- :--- Minor d-max ..... Major d-max / Minor T-max X Major T-max STIN-A6-1xls. Q-Allow 4/26/2007. 1:54 PM Project Inlet ID = Lo (C) Design Information Ilnputl Type of Inlet Local Depression (in addition to gutter depression 'a' from'Q-AIIoW) Number of Unit Inlets (Grate or Curb Opening) Grate Information Length of a Unit Grate Width of a Unit Grate Area Opening Ratio for a Grate (typical values 0.15-0.90) Clogging Factor for a Single Grate (typical value 0.50) Grate Weir Coefficient (typical value 3.00) Grate Orifice Coefficient (typical value 0.67) Curb Opening Information Length of a Unit Curb Opening Height of Vertical Curb Opening in Inches Height of Curb Orifice Throat in Inches Angle of Throat (see USDCM Figure ST-5) Side Width for Depression Pan (typically the gutter width of 1 feet) Clogging Factor for a Single Curb Opening (typical value 0.10) Curb Opening Weir Coefficient (typical value 2.30-3.00) Curb Opening Orifice Coefficient (typical value 0.67) Resulting Gutter Flow Depth for Grate Inlet Capacity in a Sump Clogging Coefficient for Multiple Units Clogging Factor for Multiple Units Asa Weir Flow Depth at Local Depression without Clogging (0 cfs grate, 6.1 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grate, 6.1 cfs curb) As an Orifice Flow Depth at Local Depression without Clogging (0 cis grate, 6.1 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grate, 6.1 cfs curb) Resulting Gutter Flow Depth Outside of Local Depression Resultina Gutter Flowpepth for Curb Opening Inlet Capacity In a Sump Clogging Coefficient for Multiple Units Clogging Factor for Multiple Units Curb as a Weir, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 6.1 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grate, 6.1 cfs curb) Curb as an Orifice, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 6.1 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grate, 6.1 cfs curb) Resulting Gutter Flow Depth Outside of Local Depression Resultant Street Conditions Total Inlet Length Total Inlet Interception Capacity (Design Discharge from Q-Peak) Resultant Gutter Flow Depth (based on sheet Q-Allow geometry) Resultant Street Flow Spread (based on sheet Q-Allow geometry) Resultant Flow Depth at Maximum Allowable Spread Type = fir= No = Lo(G)=: wo= inches feet ;;)dl feet Cw(G)=>?: 3>t: feat z?itK) inches inches Theta =':iS[ wp Cf (C) = Gv(C) z<53;:4 degrees *.':.1 feet ::E 6 Co (C) Clog= i:kIF[:iti?shiflk inches d,N.=E!;aj4fii';>?Ei3�]k inches do=i%`•i '><%??iz;;ji:jkinches do, = %' E3;<'•;ia1fR inches o:`i'.#izi•:#ii!3_<:::/,gd inches Coef Clog=;i:i:`•zi::''•:i A inches 7 inches da=s:<a.._;:`f>?z:3i inches d„ _ :: ,e. inches i01 inches L Qs = d ai feet cfs 3 inches T feet dspREAo c "? is ; - :0i1 inches STIN-A6-1.xls, Inlet In Sump 4/26/2007, 2:00 PM 1 1 1 1 1 30 - .. j 1 29 J 28 1 f 17 27 26 fr� 25 { za 1 f 23 1 1 22 1 21 za 19 18 is a 1:: w 15 al c 74 E 13 O. ai 012 11 70 9 8 7 6 4 3 2 1 oA> 0 1 � f II 7 /1 / A ! lc 0 0/ 0 0 0 0 ti *14 0 0 0 0 00 �c Sj 0 y �` I 1 I , I e6/ I 1V f (J AA 1 1 I 1 7 : q' I f i3"� ! I ! ./ V . 1 f I5 (11.' //I Ii I�Of .I r A 1/ ? 3 0 ) 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 Q (cfs) 34 36 38 40 Weir --a•-• Depth (In.) Orif. ^•3•• Not Used 0 Reported Design Depth (in.) Flow Depth (in.) Reported Design (ft) —,Er--Cub Flow Curb Flow --C— Spread 1 STIN-A6-1 xis, Inlet In Sump 4/26/2007, 2:00 PM 1 f 1 e e t 1 t r 1 i _J R TI 1RL 1 THOD • Design Flow = Gutter Flow + Carry-over Flow INLET IOVERLAND W FLOW SIDE STREET E—GUTTER FLOW PLUS CARRY-OVER FLOW < ❑VERLAND FLOW W 1/2 OF STREET INLET E— GUTTER FLOW Design Flow: ONLY if already determined through other methods: (local peak flow for 1/2 of street, plus flow bypassing upstream subcatchments): "tn3 *II you entered a value here, skip the rest or this she -et and proceed to sheet Ca -Allow) cfs Geographic Information: (Enter data in the blue cells): Site: (Check One Box Onl Site is Urban: Site Is Non -Urban: Subcatchment Area = Percent Imperviousness = NRCS Soil Type = Overland Flow = Gutter Flow = Sloe (ft/ft) Len jth (ft) Acres A,B,C,orD Rainfall Information: Intensity I (inch/hr) = Ci * Pi / ( C2 + ) ^ C3 Design Storm Return Period, Tr = Return Period One -Hour Precipitation, Pi = C1= C2= C3 = User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry -Over) Flow from upstream Subcatchments, Qb = years inches cfs Analysis of Flow Time (Time of Concentration) for a Catchment: Calculated Design Storm Runoff Coefficient, C = Calculated 5-yr. Runoff Coefficient, C5 = Overland Flow Velocity, Vo = Gutter Flow Velocity, VG = Overland Flow Time, to = Gutter Flow Time, to = Calculated Time of Concentration, Tc = Time of Concentration by Regional Formula, Tc = Recommended Tc = Time of Concentration Selected by User, Tc _ Design Rainfall Intensity, I = Calculated Local Peak Flow, Qp = Total Design Peak Flow, Q = fps fps minutes minutes minutes minutes minutes minutes inch/hr cfs cfs 1 STIN-A7-1.xls, Q-Peak 4/24/2007, 5:19 PM .................... Maavr (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: >«€ Inlet ID:;>>:::: TBACK SBACK~ y HCURB d a ,t T, TMAX Tx V TCROWN Street Crown Gutter Geometry (Enter data n the blue cells) Maximum Allowable Width for Spread Behind Curb Side Slope Behind Curb (leave blank for no conveyance credit behind curb) Manning's Roughness Behind Curb Height of Curb at Gutter Row Line Distance from Curb Face to Street Crown Gutter Depression Gutter Width Street Transverse Slope Street Longitudinal Slope - Enter 0 for sump condition Manning's Roughness for Street Section Max. Allowable Depth at Gutter Flow Line for Minor & Major Storm Max Allowable Water Spread for Minor & Major Storm TBAac = SLACK = NAM= Ham = TcRowN = a= W= Sx = So = nsrREer = s25 ..................... ... ,pnrnr, iz: fzOAt'i0 ft ft. vert. / It. horiz inches ft inches ft ft. vert. / ft. horiz ft. vert. 1 ft. horiz Minor Storm Major Storm dwx = Twa =' ' :!i ?i ijiji?p:. .3: 's# >::; 2 [} ft Maximum Gutter Capacity Based On Allowable Water Spread Gutter Cross Slope (Eq. ST-8) Water Depth without Gutter Depression (Eq. ST-2) Water Depth with a Gutter Depression Allowable Spread for Discharge outside the Gutter Section W (T - W) Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Discharge outside the Gutter Section W, carried in Section Tx Discharge within the Gutter Section W (Or - Qx) Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Maximum Flow Based On Allowable Water Spread Maximum Gutter Capacity Based on Allowable Gutter Devitt Theoretical Water Spread Theoretical Spread for Discharge outside the Gutter Section W (T - W) Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Theoretical Discharge outside the Gutter Section W, carried In Section Tam Actual Discharge outside the Gutter Section W, (limited by distance Tex) Discharge within the Gutter Section W (Qd - CIA) Total Discharge for Major & Minor Storm Slope -Based Depth Safety Reduction Factor for Major & Minor Stone Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Maximum Flow Based on Allowable Gutter Depth Max. Allowable Gutter Capacity Based on Minimum of Q•, or Q Sw = Y= d= Tx = Eo = ax = Qw = QeAcI QT TT„ = Tx TM= Eo QXm= Qx Qw= Q= R= QeAac = Qde Minor Storm Ma or Storm is�SS 444 . Minor Storm Maior Storm :?fittEi�i 3Ef;)J86: •ii f+:?i;`t:, a u, u, ft/ft inches inches ft cfs cfs cfs cfs ft ft cfs cfs cfs cfs cfs cfs Minor Storm Major Stone Clgam cis STIN-A7-1 xis, Q.Allow 4/24/2007, 5:19 PM t r t t 1 Street Section with Flow Depths . 16 14 u) a) 12 0 c � 10 r o_ 8 x x xl.:x<zx*-.:: G xx<xxx -:xA KX;KXc: r .a) 4 2 0 -20 -10 0 Section of 1/2 10 Street (distance 20 in feet) 30 —Ground elev. ..G... Minor d-max ..A... Major d-max ./ Minor T-max X Major T-max STIN-A7-1.xls, Q-Allow 4/24/2007, 5:19 PM Project = Inlet ID = —Lo (C)-r' Design Information (Input) Type of Inlet Local Depression (in addition to gutter depression 'a' from'Q-Allovd) Number of Unit Inlets (Grate or Curb Opening) Grate Information Length of a Unit Grate 'Width of a Unit Grate .Area Opening Ratio for a Grate (typical values 0.15-0.90) Clogging Factor for a Single Grate (typical value 0.50) Grate Weir Coefficient (typical value 3.00) Grate Orifice Coefficient (typical value 0.67) Curb Opening Information Length of a Unit Curb Opening Height of Vertical Curb Opening in Inches Height of Curb Orifice Throat in Inches Angle of Throat (see USDCM Figure ST-5) Side Width for Depression Pan (typically the gutter width of 2 feet) Clogging Factor for a Single Curb Opening (typical value 0.10) Curb Opening Weir Coefficient (typical value 2.30-3.00) Curb Opening Orifice Coefficient (typical value 0.67) 1. (G) = 3i_:; W, = inches f4_ feet fi1iA feet • Cr (G) Cr (G)=y ::'•:•i3r"Ei> i; ........................... ........................... Co (G) feet inches inches degrees feet Resulting Gutter Flow Depth for Grate Inlet Capacity in a Sumo Clogging Coefficient for Multiple Units Clogging Factor for Multiple Units As a Weir Flow Depth at Local Depression without Clogging (0 cfs grate, 7.1 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grate, 7.1 cfs curb) As an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 7.1 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grate, 7.1 cfs curb) Resulting Gutter Flow Depth Outside of Local Depression Resulting Gutter Flow Depth for Curb Opening Inlet Capacity in a Sumo Clogging Coefficient for Multiple Units Clogging Factor for Multiple Units Curb as a Weir, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 7.1 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grata, 7.1 cfs curb) Curb as an Orifice, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 7.1 cfs curb) Flow Depth at Local Depression with Clogging (0 of grate, 7.1 cfs curb) Resulting Gutter Flow Depth Outside of Local Depression Coef = Clog =: inches rzz 4 .I inches da=;>:s>><:i::>Id1}k inches d„ = ;i?>s'z »zsYtGR inches :.......................... Inches Coef Clog = da=jii:%?%%3itS6zf inches ........................... din= inches s inches *inches inches da-cwn :s%: ;`:-`.':S;Q inches Resultant Street Conditions Total Inlet Length Total Inlet Interception Capacity (Design Discharge from Q-Peak) Resultant Gutter Flow Depth (based on sheet Q•Allow geometry) Resultant Street Flow Spread (based on sheet Q-Aflow geometry) Resultant Flow Depth at Maximum Allowable Spread k feet cis d o>f:riiEE>i>%%''iri inches .:........ ............... ......... ................ T _AM: feet .:..:..:.:................. dorm= a ; ? ' ?O.O' inches STIN-A7-lads, Inlet In Sump 4/24/2007, 5:19 PM e e t e 30- - - - 1y -- 29 j 28 F r 27 • ' , 26 25 24 23 22 21 20 19 18 a LL, 17 1021. fA 16 15 w L t4 13 .. O 72 ti 9 a 7 5 4 ii 011 0 0 0 0 0 0 0 0 0 00 0 Q 0 1 1 J i t a f 1 p/ f "A"..-4 / ! (1�1 r j / jjjf r / 1 % f1 z.,. / 1 J ./ja / .., i I / / i i 3 Q 2 �^ 1 0 2 4 8 8 10 12 14 16 18 20 22 24 26 28 30 32 CI (cis) 34 36 38 40 • Weir Depth (in.) Orff. '•• - Not Used 4 Reported Design Depth (n.) Flow Depth (In.) Design (1t) —4--Cub Flow —4— Garb Flow Reported Spread STJN-A7-1 xis, Inlet In Sump 4/24/2007, 5:19 PM Design Flow = Gutter Flow + Carry-over Flow INLET OVERLAND W FLOW J' SIDE STREET —GUTTER FLOW PLUS CARRY-OVER FLOW — OVERLAND FLOW 1/2 OF STREET INLET GUTTER FLOW Design Flow: ONLY if already determined through other methods: (local peak flow for 1/2 of street, plus flow bypassing upstream subcatchments): it you entered a value here. skip the rest or this sheet and proceed to sheet QAk w) Geographic Information: (Enter data in the blue cells): Site: (Check One Box Onl Site is Urban: Site Is Non -Urban: Subcatchment Area = Percent Imperviousness = NRCS Soil Type = Overland Flow = Gutter Flow = Slope (ft/ft) Length (ft) cfs Acres A, B, C, or D Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + T,) ^ C3 Design Storm Return Period, Tr = Return Period One -Hour Precipitation, Pi= Ci= C2 = C3= User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value),'C = User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry -Over) Flow from upstream Subcatchments, Qb = years inches cfs Analysis of Flow Time (lime of Concentration) for a Catchment: Calculated Design Storm Runoff Coefficient, C = Calculated 5-yr. Runoff Coefficient, C5 = Overland Flow Velocity, Vo = Gutter Flow Velocity, VG = Overland Flow Time, to = Gutter Flow Time, to = Calculated Time of Concentration, Tc = Time of Concentration by Regional Formula, T, = Recommended T, = Time of Concentration Selected by User, T, = Design Rainfall Intensity, I = Calculated Local Peak Flow, Op = Total Design Peak Flow, Q = ........................ >> F8 fps fps minutes minutes minutes minutes minutes minutes inchlhr cfs cfs STIN-A-1.xls, Q-Peak 5/8/2007, 12:43 PM (Based on Regulated Criteria for Maximum_ Allowable Flow Depth and Spread) Project Inlet Inlet ID: i::d::::z:"::"::%zziiis:»::!isr<:<:::'iizs:<:Ez>:`[z:E3i::::`•z:i'>::i #:!:>:><:zizs[<:> i` :<:>=:: »<i'; ? Street Crown Gutter Geometry (Enter data in the blue ceps) Ma dmum Allowable Width for Spread Behind Curb Side Slope Behind Curb (leave blank for no conveyance credit behind curb) Manning's Roughness Behind Curb Height of Curb at Gutter How Line Distance from Curb Face to Street Crown Gutter Depression Gutter Width Street Transverse Slope Street Longitudinal Slope - Enter 0 for sump condition Manning's Roughness for Street Section Max. Allowable Depth at Gutter Flow Line for Minor & Major Storm Max. Allowable Water Spread for Minor & Major Storm � Imo( `-'BACK naAeK H = Tcnowta a= W= Sx = So = nsrarar = didAx = T. = �<i3>ZEif:} ft ft. vert. / ft. horiz inches ft inches ft ft. vert. / ft. horiz ft. vert. / ft. horiz Minor Storm Major Storm ii$i£7f3J inches ft 0 Maximum Gutter Capacity Based On Allowable Water Spread Gutter Cross Slope (Eq. ST-8) Water Depth without Gutter Depression (Eq. ST-2) Water Depth with a Gutter Depression Allowable Spread for Discharge outside the Gutter Section W (T - W) Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Discharge outside the Gutter Section W, carried in Section Tx Discharge within the Gutter Section W (Qr - Qx) Discharge Behind the Curb (e.g., sidewalk driveways, & lawns) Maximum Flow Based On Allowable Water Spread Maximum Gutter Cao cite eased on 41Jowable Gutter Depot Theoretical Water Spread Theoretical Spread for Discharge outside the Gutter Section W (T - W) Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Theoretical Discharge outside the Gutter Section W, carried in Section Tx rH Actual Discharge outside the Gutter Section W, (limited by distance T.) Discharge within the Gutter Section W (Qd - Qx) Total Discharge for Major & Minor Storm Slope -Based Depth Safety Reduction Factor for Major & Minor Storm Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Maximum Flow Based on Allowable Gutter Depth Sw= Y= d= Tx = Eo = Qx = = Qw QaACK = Qr = Tm = Tx rti Eo = Qx m = Qx = Qw= Q= R= QBACK = Rd Minor Storm Mayor Storm t3> F:3 i<s:F::28i?t: Minor Storm Major Storm 78 ''s^;E3:flt3fi= Minor Storm r Major Storm )Max, Allowable Gutter Capacity Based on Minimurrt, of Qx_ol Qd Q,aow = WARNING: Max allowable flow for minor storm is less than flow given CHI sheet `Q-Peak' ft/ft inches inches ft cfs cfs cfs cfs ft ft cfs cfs cfs cfs cfs cfs STIN-A-1 xis, Q-Allow 5/8/2007, 12:43 PM 1 1 1 1 1 1 i 1 Street Section with Flow Depths 18- '--A, . °, ...;..:, - - z :•-.:.....:..�-: w--- . :1: -t..- -• ..s w. 16 14 u) a) 12 � c 10 s CI a) 4-0 4 2 0 -20 -10 0 Section of 1/2 . 10 Street (distance 20 in feet) 30 — Ground elev. -E: - Minor d-max A. Major d-max :z Minor T-max X Major T-max STIN-A-1.4s, Q-Allow 518/2007,12:43 PM Project: z?>>EikESi�iisr Inlet ID: Wa* ning Deslon Information (Input) Type of Inlet Local Depression On addllon to upstream gutter depression' a' from'Q-Alow Total Number of Units In the Inlet (Grate or Curb Opening) Length of a Single Unit Inlet (Grate or Curb Opening) Width of a Unit Grate (cannot be greater than W from (3-Allow) Clogging Factor for a Single Unit Grate (typical min. value = 0.5) Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) Type = atocu No = Le= Wa = C.F3G'�'titpe�t��opitiaasfa»�� z i3 Inches ft 4ZUNSi14ft CrG = crc Street Hydraulics (Calculated) WARNING: Q IS GREATERJTIAN ALLOWABLE Q FOR MINOR STOEM Design Discharge for Half of Street (from Q-Peak) Water Spread Width Water Depth at Flowtine (excluding local depression) Water Depth at Street Crown (or at Tom) Ratio of Gutter Flow to Design Flow Discharge outside the Gutter Section W, carried In Section T. Discharge within the Gutter Section W Discharge Behind the Curb Face Street Flow Area Street Flow Velocity Water Depth for Design Condition cfs ft inches Inches cis cis cis sq ft Va = iii3Si S<; ij;!1 fps .� —..................i'$E8 inches Grate Analysts (Calculated) Total Length of Inlet Grate Opening Ratio of Grate Flow to Design Flow Under No -Clogging Condition Minimum Velocity Where Grate Spash-Over Begins Interception Rate of Frontal Flow Interception Rate of Side Flow Interception Capacity Under Clogging Condition Gagging Coefficient for Multiple -unit Grate Inlet Clogging Factor for Multiple -unit Grate Inlet Effective (unclogged) Length of Multiple -unit Grate Inlet Minimum Velocity Where Grate Spash-Over Begins Interception Rate of Frontal Flow Interception Rate of Side Flow Actual Interception Capacity Carry -Over Flow = Q.-Cl. (to be applied to curb opening $ cis GrateCoef= GrateClog 4 = '3`%`':f''>2il9i ft .....:......... icir lift); Qa =:':�i :::::: ::: :_iii: Y♦:� cis or next dls inlet) Qe = !;:: :.; '. %�:<: i''' cfs Curb or Slotted Inlet Opening Analysis (Calculated) Equt alent Slope S. (based on grate carry-over) Required Length Lr to Have 100% Interception Under No-Ctogging Condition Effective Length of Curb Opening or Slotted Inlet (minimum of L. Li) Interception Capacity Under Clogging Condition Clogging Coefficient Clogging Factor for Multiple -unit Curb Opening or Slotted Inlet Effective (Unclogged) Length Actual interception Capacity Carry -Over Flow = QercRam-Q. summary Total Inlet Interception Capacity Total Inlet Carry -Over Flow (flow bypassing Inlet) Capture Percentage = QIQ. = s. _ a) Lr = ii%i'i } : Wft 7:76: ft L 'i.... 130 ft 4i cis CurbCoef = CurbClog = i2i?> ii ills;; a 2. ft ; 0. cis cis Q = ::fiiii E ;i;q1&l14 C�6 = :itki2i. �ifYaiiit cis cfs STIN-A-1.11s, Inlet On Grade 5/8/2007, 12:43 PM 1 1 1 1 1 Q Intercepted & Bypassed (cis}, Flow Spread T & T-CrownDepth (ft), Flow Depth (IIynlflches) yy y yy > N W A 0 A V m o O+ N o A U o f M o 0 u M tNJJ i ,,...AW ti g g p+ N W A U OWI V 0 g O 3' W C7 E Ek 0 _ _ :i! all al 9F 'O •.2 D .. l't t n •. s, •-O---Q Intercepted (cfs) -L1--0 Bypassed (cfs) --A--- Spread T (ft), United by T-CR OWN -4--- Spread T (It), Not United by Flow Depth d (Inches) T-CROWN STIN-A-1.xls, inlet On Grade 5/82007, 12:43 PM fRtMF Design Flow = Gutter Flow + Carry-over Flow INLET OVERLAND W FLOW W SIDE STREET E-GUTTER FLOW PLUS CARRY-DVER FLOW �1V OVERLAND 4 FLOW 1/2 OF STREET INLET GUTTER FLOW Design Flow: ONLY if already determined through other methods: (local peak flow for 1/2 of street, plus flow bypassing upstream subcatchments): it you centered a value here, skip the rest or this sheet and pr x eert to street Q-Altow) cfs Geographic Information: (Enter data in the blue cells): Site: (Check One Box Onl Site is Urban: Site Is Non -Urban: Subcatchment Area = Percent Imperviousness = NRCS Soil Type = Overland Flow = Gutter Flow = Slope (ft/ft) Length (ftt) Acres A, B, C, or D Rainfall Information: Intensity I (inchlhr) = C1 * Pi / ( C2 +Tc) A C3 Design Storm Return Period, Tr = Return Period One -Hour Precipitation, Pi= C1= C2= C3= User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry -Over) Flow from upstream Subcatchments, Qb = years inches cfs Analysis of Flow Time (Time of Concentration) for a Catchment: Calculated Design Storm Runoff Coefficient, C = Calculated 5-yr. Runoff Coefficient, C5 = Overland Flow Velocity, Vo = Gutter Flow Velocity, Vo = Overland Flow Time, to = Gutter Flow Time, to = Calculated Time of Concentration, T, = Time of Concentration by Regional Formula, T, = Recommended T, = Time of Concentration Selected by User, T, = Design Rainfall Intensity, I = Calculated Local Peak Flow, Qp = Total Design Peak Flow, Q = 03 fps fps minutes minutes minutes minutes minutes minutes inch/hr cfs cfs STIN-A-2.xls, Q-Peak 4/24/2007, 5:20 PM .................................. Eel'; (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project C:Si:i-hica<'c'i=i'«'>:`:'i4i2:?:3<':'tai:fi2l:>:>a FiiGs'•riE>i... ,.... ... �.�.., ..:..fS..E3;i[E?[Eli:ii�'ii isi`isi2'>'•:'ii''<:as!;:ifi`':c%2:':? ii:!i!j:jiiyi:j:y inlet T, TMAx W X Tx TBACR SBACK� HCURB Y d a f CD TCROWN v •`1/r' `"// x Street Crown Gutter Geometry (Enter data n the blue cells) Maximum Allowable Width for Spread Behind Curb Side Slope Behind Curb (leave blank for no conveyance credit behind curb) Manning's Roughness Behind Curb Height of Curb at Gutter Flow Line Distance from Curb Face to Street Crown Gutter Depression Gutter Width Street Transverse Slope Street Longitudinal Slope - Enter 0 for sump condition Manning's Roughness for Street Section Max Allowable Depth at Gutter Flow Line for Minor & Major Storm Max Allowable Water Spread for Minor & Major Storm TBACK = S&,CK = neAcK = FlcuRs _ Tcaoww = a= W= Sx = So earn ur = dxux = Tw,x = :'rt:::S:f3fi `'>2zFia .. »»»ttfktii�Ll ft ft. vert. / ft. horiz inches ft inches ft ft. vert. / ft. horiz ft. vert. / ft. horiz Minor Storm Major Storm :i:i<::38LYQ inches ft Maximum Gutter Capacity Based On Allowable Water Spread Gutter Cross Slope (Eq. ST-8) Water Depth without Gutter Depression (Eq. ST-2) Water Depth with a Gutter Depression Allowable Spread for Discharge outside the Gutter Section W (T - W) Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Discharge outside the Gutter Section W, carried in Section Tx Discharge within the Gutter Section W (QT - Qx) Discharge Behind the Curb (e.g., sidewalk driveways, & lawns) Maximum Flow Based On Allowable Water Spread Maximum Gutter Capacity Based on Allowable Gutter Depth Theoretical Water Spread Theoretical Spread for Discharge outside the Gutter Section W (T - W) Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Theoretical Discharge outside the Gutter Section W, carried in Section Tam Actual Discharge outside the Gutter Section W, (limited by distance Thox) Discharge within the Gutter Section W (0,1 - Qx) Total Discharge for Major & Minor Storm Slope -Based Depth Safety Reduction Factor for Major & Minor Storm Discharge Behind the Curb (e.g., sidewalk driveways, & lawns) Maximum Flow Based on Allowable Gutter Depth Max. Allowable Gutter Capacity Based on Minimum of Or or Q Sw Y= d= Tx = Eo = Qx = Qw= QBACK = Qa TTH= Tx Try = Eo= Qx TH = Qx Qw = Q= R= Cida Minor Stone Major Storm �'juUf41P Minor Storm Major Storm Zintl ft/ft inches inches ft cfs cfs cfs cfs ft tt cfs cfs cfs cis cfs cfs Minor Storm Major Storm Q,oew, =�iz••:;::::::<;SiaA �::> >.:i> .il. cis STIN-A-2.xls, Q-Allow 4/24/2007, 5:20 PM 1 1 1 1 t r Street Section with Flow Depths O.. l rt. 3 2 a <- A x a .61 4 . ., 16 14 a a) 12 c c c 10 :-, a rn 6 .° : 'a, 2 r:: € - ; 4r 4 2 0 -20 -10 0 Section of 1/2 10 Street (distance 20 in feet) 30 —Ground elev. --t:: ---Minor d-max -A- Major d-max s Minor T-max Major T-max 1 STIN-A-2xls, Q-Allow 4/24/2007, 5:20 PM Project =::;i, Inlet ID = ## Design Information (Input} Type of Inlet Local Depression (in addition to gutter depression 'a' from 'Q-Allour) Number of Unit Inlets (Grate or Curb Opening) Grate Information Length of a Unit Grate Width of a Unit Grate Area Opening Ratio for a Grate (typical values 0.15-0.90) Clogging Factor for a Single Grate (typical value 0.50) Grate Weir Coefficient (typical value 3.00) Grate Orifice Coefficient (typical value 0.67) Curb Opening Information Length of a Unit Curb Opening Height of Vertical Curb Opening in Inches Height of Curb Orifice Throat in Inches Angle of Throat (see USDCM Figure ST-5) Side Width for Depression Pan (typically the gutter width of 2 feet) Clogging Factor for a Single Curb Opening (typical value 0.10) Curb Opening Weir Coefficient (typical value 230-3.00) Curb Opening Orifice Coefficient (typical value 0.67) Resulting Gutter flow Depth for Grate Inlet Capacity In a Sump Clogging Coefficient for Multiple Units Clogging Factor for Multiple Units Asa Weir Flow Depth at Local Depression without Clogging (0 cfs grate, 12.94 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grate, 12.94 cfs curb) As an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 12.94 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grate, 12.94 cfs curb) Resulting Gutter Flow Depth Outside of Local Depression Type =fi 4T7'. 'Cytb;aPebf i;;3 0a inches No = Yst ........................... L. (G) =isii--''iiEil`)7f4' feet W. = i:::i?:-?}V1A feet G.r (G) co(G)= Lo (C)=i:':::':<:?;%ci-:;i feet ........................... K,«t= i :: ff ? inches ........................... ........................... Ha.o�= inches Theta =. €E 4 degrees Wo = ;100 feet Cr (C) =iiiG 'r Cw(C)=«+'t?ia<z; Coef = ........................... .......................... Clog =?< .: Siii'r':i 1dI/.i = lE #:%z:#:'•:i<'•':1#'s ;E}f inches do,=':;'33:; ;i : ?•'?:??is(lj} inches do.=:23i'•`£#t2•`3' .:.::laftA inches d. a . '::; '$`';1;:]n #* Inches ResulAna Gutter Flow Depth for Curb Opening Inlet Capacity In a Sumo Clogging Coefficient for Multiple Units Clogging Factor for Multiple Units Curb as a Weir, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 12.94 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grate, 12.94 cis curb) Curb as an Orifice, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 12.94 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grate, 1294 cfs curb) Resulting Gutter Flow Depth Outside of Local Depression cog Clog d,t= q, inches # inches dy = it<`:zs:=:z>>�:•.•.i inches :: 44 Inches Resultant Street Conditions Total Inlet Length Total Inlet Interception Capacity (Design Discharge from Q-Peak) Resultant Gutter Flow Depth (based on sheet Q•Allow geometry) Resultant Street Flow Spread (based an sheet Q-Allow geometry) Resultant Flow Depth at Maximum Allowable Spread L = )00 feet ....4,'. cis Inches a: feet iQ: inches STEN-A-2 xis, Inlet In Sump 4/24/2007, 5:20 PM 1 1 1 1 1 1 t 1 1 A 1 1 30 . 29 28 27 26 25 24 23 22 21 20 19 .-. 18 5 cu u- 17 co d 16 a y w 15 at L V 14 C Q. 13 at CI 12 11 10 9 a 7 4 3 06 — .. ....................................................... ...• .........y . 0 Jf/lJ� tit 0 0 /0 0 0 p l O O d 0 O / / / / . i -tia'44%'*E q �, I 1:41?:CAX.A..A6/ . 17 ".'8S'...2)(.1C....21I--"45A(8- / .1‹ 1 .A.-)5d1.-...' i . "ArAl2‘1:1)"( q gt1Q 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 Q (cfs) 34 36 38 40 --x4—Qab Weir Ftow Depth Chit •••3•• Not Used 9 Reported Design -4- Reported Design Depth (In.) Flow Depth (in.) Spread (R) —4—Curb (In.)' Row 1 STIN-A-2.xls, Inlet In Sump 4/24/2007, 5:20 PM Design Flow = Gutter Flow + Carry-over Flow INLET OVERLAND FLOW W SIDE STREET E—GUTTER FLOW PLUS CARRY-DVER FLOW — OVERLAND W FLOW 1/2 OF STREET INLET E— GUTTER FLOW Design Flow: ONLY if already determined through other methods: (local peak flow for 1/2 of street, plus flow bypassing upstream subcatchments): �Q W * if you entered a tiatee here, skip the rest of this sheet and proceed to sheet Q-Rtlow) ors Geographic Information: (Enter data in the blue cells): Site: (Check One Box Onl Site is Urban: Site Is Non -Urban: Subcatchment Area = Percent Imperviousness = NRCS Soil Type = Overland Flow = Gutter Flow = Sloe (ft/ft) Length (ft} ............................. Acres A, B, C, or D Rainfall Information: Intensity I (inch/hr) = Ci * Pi / ( C2 + Tr) ^ C3 Design Storm Return Period, Tr = Return Period One -Hour Precipitation, Pi = Ci= C2= C3= User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry -Over) Flow from upstream Subcatchments, Qb = years inches cfs Analysis of Flow Time (Time of Concentration) for a Catchment: Calculated Design Storm Runoff Coefficient, C = Calculated 5-yr. Runoff Coefficient, C5 = Overland Flow Velocity, Vo = Gutter Flow Velocity, VG = Overland Flow Time, to = Gutter Flow Time, tG = Calculated Time of Concentration, Tr = Time of Concentration by Regional Formula, Tr = Recommended Tr = Time of Concentration Selected by User, Tc = Design Rainfall Intensity, I = Calculated Local Peak Flow, Qp = Total Design Peak Flow, Q = ............... fps fps minutes minutes minutes minutes minutes minutes inch/hr cfs cfs STIN-B-1.xls, Q-Peak 5/8/2007, 12:48 PM nor (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: TBACK SeACK~ T, TMAx Tx TCROW N Street Crown Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb Side Slope Behind Curb (leave blank for no conveyance credit behind curb) Manning's Roughness Behind Curb Height of Curb at Gutter Flow Line Distance from Curb Face to Street Crown Gutter Depression Gutter Width Street Transverse Slope Street Longitudinal Slope - Enter 0 for sump condition Manning's Roughness for Street Section Max Allowable Depth at Gutter Flow Line for Minor & Major Storm Max Allowable Water Spread for Minor & Major Storm TBACK = Sen0K = neACK = Ham = Tcn0 = a= W= Sx = So = nsTREr dugx = Tru,x = :iiiiiQL2Fit7 ..................... >.zrZ�36tt ft ft. vert. / ft. horiz inches ft inches ft ft. vert. / ft. horiz ft. vert. / ft. horiz Minor Storm Maur Storm z;38`00; inches ft »63QGk Maximum Gutter Capacity Based On Allowable Water Spread Gutter Cross Slope (Eq. ST-8) Water Depth without Gutter Depression (Eq. ST-2) Water Depth with a Gutter Depression Allowable Spread for Discharge outside the Gutter Section W (T - W) Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Discharge outside the Gutter Section W, carried in Section Tx . Discharge within the Gutter Section W (QT - Qx) Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Maximum Flow Based On Allowable Water Spread Maximum Gutter Capacity Based on Allowable Gutter Depth Theoretical Water Spread Theoretical Spread for Discharge outside the Gutter Section W (T - W) Gutter Flaw to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Theoretical Discharge outside the Gutter Section W, carried in Section TxTm Actual Discharge outside the Gutter Section W, (limited by distance T,,,,e) Discharge within the Gutter Section W (Q, - Qx) Total Discharge for Major & Minor Storm Slope -Based Depth Safety Reduction Factor for Major & Minor Storm Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Maximum Flow Based on Allowable Gutter Depth Max. Allowable Gutter Capacity Based on Minimum of Or or CIA Sw= y= d Tx = Eo= Qx = Qw= ABACK = QT = TTH = TxTH= Eo = Qxm= Qx = QW= Q= R= QBACK = Qa= ............... . Esi�86 Minor Storm Major Storrn if:asYB33 .:QA r'i'$l7Ex ii:>stf :Ez:2>ki1 >:!Sti1MPi Minor Storm Major Storm - :z �:<::f23T•Q ?i;iF3iQ86' is 114.•: :titan,.... ^::i:2Stl►gj.f ft/ft inches inches ft cfs cfs cfs cfs ft ft cfs cfs cfs cfs cfs cfs Minor Storm Major Storm g Q.new = <'::: ; :?:;s I i : i is i $ rn1 cfs STIN-B-1.xls, Q-Allow 5/8/2007,12:49 PM 1 1 1 t 1 1 1 1 1 1 1 1 Street Section with Flow Depths 16 14 u) a) 12 u • :.. 10 2 4 2 0 -20 -10 Section of 1/2 0 10 Street (distance 20 in feet) 30 —Ground elev. --E:-- Minor d-max A Major d-max Minor T-max X Major T-max t STIN-B-1 xls, Q-Allow 5/8/2007, 12:49 PM i €f 1 1 1 A 1 1 1 1 1 i 1 1 1 1 1 l —Lo (C) Design Information (Input) Type of Inlet Local Depression (in addition to gutter depression 'a' from'Q-Allow) Number of Unit Inlets (Grate or Curb Opening) Grate Information Length of a Unit Grate Width of a Unit Grate Area Opening Ratio for a Grate (typical values 0.15-0.90) Clogging Factor for a Single Grate (typical value 0.50) Grate Weir Coefficient (typical value 3.00) Grate Orifice Coefficient (typical value 0.67) Curb Opening Information Length of a Unit Curb Opening Height of Vertical Curb Opening in Inches Height of Curb Orifice Throat in Inches Angle of Throat (see USDCM Figure ST-5) Side Width for Depression Pan (typically the gutter width of 2 feet) Clogging Factor for a Single Curb Opening (typical value 0.10) Curb Opening Weir Coefficient (typical value 2.30-3.00) Curb Opening Orifice Coefficient (typical value 0.67) Type = • tQT_:1y): abed : No = pp inches Le (G) _ ;>2 ;>:`i;_?±: feet W o =:'`: ii`2' ii <i:•,:%iVZA' feet Co (G) I-L = Hm of = Theta = Wa = feet inches ,86 inches :Ss':Sftd degrees :0 feet ` w (C) = �::"::' i:::i�i•:::: �: -':':3 Resulting Gutter low Depth for Grate Inlet Capacity in a Sumo Clogging Coefficient for Multiple Units Clogging Factor for Multiple Units As a Weir Flow Depth at Local' Depression without Clogging (0 cfs grate, 9.28 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grate, 9.28 cfs curb) As an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 9.28 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grate, 9.28 cfs curb) Resulting Gutter Flow Depth Outside of Local Depression Resulting Gutter Flow Depth for Curb Opening Inlet Capacity In a Sump Clogging Coefficient for Multiple Units Clogging Factor for Multiple Units Curb as a Weir, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 9.28 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grate, 9.28 cfs curb) Curb as an Orifice, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 9.28 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grate, 9.28 cfs curb) Resulting Gutter Flow Depth Outside of Local Depression Coef = ii Clog = ? %i A dw =• inches dw, = >>'< '>' is %t'iP #JfY inches i?it1fA inches ?ii 0 inches Coef = Clog =: inches #!#pFl3 inches do, reggiafi inches inches inches Resultant Street Conditions Total Inlet Length Total Inlet Interception Capacity (Design Discharge from Q-Peak) Resultant Gutter Flow Depth (based on sheet 0-Allow geometry) Resultant Street Flow Spread (based on sheet Q-Allow geometry) Resultant Flow Depth at Maximum Allowable Spread Q. => %ki2p;Jj feet cfs ......'i%:=� inches T=%35: feet duastio =i;i i 5iyi`s i;zi;zz i34A inches STIN-B-1.xls, Inlet In Sump 5/8/2007, 12:49 PM i 1 1 1 1 1 1 1 1 1 1 1 1 1 30 -- ........... ............................................................................... 0 29 28 27 26 25 j 17 m E 16 a to H 15 c) U 14 a 13 a (1) i2 11 10 8 6 5 o 0 0* o 0 p , / 7 p 4. / „[ /yJ k / ! QQjj / 41r" Ai 4 3 2 0 J�a7 }t"� A 2 4 6 8 10 12 14 16 18 20 22 Q (cis) 24 26 28 30 32 34 36 38 40 --A -• Curb Weir Flow Depth (in.) --3— Orlt. -'6.--- Not Used w Depth (In.) Reported Deslgt Flow Depth On.) Reported Design (R) Curb Flow -4— Spread STIN-B-1.xls, Inlet In Sump 5/8/2007, 12:49 PM TRA Design Flow = Gutter Flow + Carry-over Flow INLET ININIPPME IIOVERLAND * FLOW SIDE j STREET F--GUTTER FLOW PLUS CARRY-OVER FLOW +- OVERLAND FLOW W 1/2 OF STREET INLET F GUTTER FLOW Design Flow: ONLY if already determined through other methods: (local peak flow for 1/2 of street, plus flow bypassing upstream subcatchments): "t W €r you entered a value €sere, skip the rant orthis sheet and proceed to ;sheet Q-Alloy) cfs Geographic Information: (Enter data in the blue cells): Site: (Check One Box Onl Site is Urban: ................. Site Is Non -Urban: Subcatchment Area = Percent Imperviousness = NRCS Soil Type = Overland Flow = Gutter Flow = Slope (ft/ t) Length (ft) Acres A,B,C,orD Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc) ^ C3 Design Storm Retum Period, Tr = Retum Period One -Hour Precipitation, P1 = C1= C2= C3= User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), Cs = Bypass (Carry -Over) Flow from upstream Subcatchments, Qb = years inches cfs Analysis of Flow Time (Time of Concentration) for a Catchment: Calculated Design Storm Runoff Coefficient, C = Calculated 5-yr. Runoff Coefficient, C5 = Overland Flow Velocity, Vo = Gutter Flow Velocity, VG = Overland Flow Time, to = Gutter Flow Time, tG _ Calculated Time of Concentration, T, = Time of Concentration by Regional Formula, Tc = Recommended T, = Time of Concentration Selected by User, Te = Design Rainfall Intensity, f = Calculated Local Peak Flow, Qp = Total Design Peak Flow, CI = fps fps minutes minutes minutes minutes minutes minutes inch/hr cfs cfs STIN-B-2.xls, Q-Peak 4/27/2007, '12:45 PM 1 (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: :>> ;z;�;�`' TBACK CROWN Street Crown Gutter Geometry (Enter data In the blue cells) Maximum Allowable Width for Spread Behind Curb Side Slope Behind Curb (leave blank for no conveyance credit behind curb) Manning's Roughness Behind Curb Height of Curb at Gutter Flow Line Distance from Curb Face to Street Crown Gutter Depression Gutter Width Street Transverse Slope Street Longitudinal Slope - Enter 0 for sump condition Manning's Roughness for Street Section Max Allowable Depth at Gutter Flow Line for Minor & Major Storm Max Allowable Water Spread for Minor & Major Storm TIM=_ 5BACK= naaac = HCURB = TCROWN_ a= W= Sx = Sc, nSTREET = dw,x = = ti:•:•:i.1:i1LG!V. ft ft. vert. / ft. honz inches ft inches ft ft. vert. / ft. horiz ft. vert. / ft. horiz Minor Storm Ma or Storm inches ft - Maximum Gutter Capacity Based On Allowable Water Spread Gutter Cross Slope (Eq. ST-8) Water Depth without Gutter Depression (Eq. ST-2) Water Depth with a Gutter Depression Allowable Spread for Discharge outside the Gutter Section W (T - W) Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Discharge outside the Gutter Section W, carried in Section Tx Discharge within the Gutter Section W (Or • Qx) Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Maximum Flow Based On Allowable Water Spread Maximum_ Gutter Capacity Based on Allowable Gutter Depth Theoretical Water Spread Theoretical Spread for Discharge outside the Gutter Section W (T - W) Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Theoretical Discharge outside the Gutter Section W, carried in Section Txm Actual Discharge outside the Gutter Section W, (limited by distance Twjj Discharge within the Gutter Section W (Qd - Qx) Total Discharge for Major & Minor Storm Slope -Based Depth Safety Reduction Factor for Major & Minor Storm Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Maximum Flow Based on Allowable Gutter Depth Max. Allowable Gutter Capacity Based on Minimum of QT or Qd Sw = y= d= Tx = E0 = Qx = Qw= Q&nc = QT TTH = TxTH= Eo = QA TH = ax = Ow= = R= Qanac = Qd Minor Stone Major Storm Minor Storm Major Storm Minor Storm Major Storm Clinew ft/ft inches inches ft cfs cfs cfs cis ft ft cis cfs cfs cfs cis cfs STIN-B-2xls, Q-Allow 4/27/2007, 12:45 PM 1 1 t 1 i 1 1 1 in CD s c.> c 2 a 08 4-1 2 -20 Street Section with Flow Depths 16 14 12. 10 X X XXXXXX�KX"(XXXXX:*: :XX EX)JJ' ` _____4 2 0 -10 Section of 1/2 0 10 Street (distance in feet) 20 30 — Ground elev. --€ --- Minor d-max --A ... Major d-max ,r Minor T-max X Major T-max t STIN-B 2 ids, Q-Allow 4127/2007, 12:45 PM • Project Inlet ID -Lo(C) Design Information (input) Type of Inlet Local Depression (in addition to gutter depression 'afrom 'CI -Allow') Number of Unit Inlets (Grate or Curb Opening) Grate Information Length of a Unit Grate Width of a Unit Grate Area Opening Ratio for a Grate (typical values 0.15-0.90) Clogging Factor for a Single Grate (typical value 0.50) Grate Weir Coefficient (typical value 3.00) Grate Orifice Coefficient (typical value 0.67) Curb Opening Information Length of a Unit Curb Opening Height of Vertical Curb Opening in Inches Height of Curb Orifice Throat in Inches Angle of Throat (see USDCM Figure ST-5) Side Width for Depression Pan (typically the gutter width of 2 feet) Clogging Factor for a Single Curb Opening (typical value 0.10) Curb Opening Weir Coefficient (typical value 2.30-3.00) Curb Opening Orifice Coefficient (typical value 0.67) Resultjpq Gutter Flow Depth for Grate Inlet Capacity in a Sumo Clogging Coefficient for Multiple Units Clogging Factor for Multiple Units As a Weir Flow Depth at Local Depression without Clogging (0 cfs grate, 52.79 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grate, 52.79 cfs curb) As an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 52.79 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grate, 5279 cfs curb) Resulting Gutter Flow Depth Outside of Local Depression Type = • = No = P) = Ann, (G) = (G) = feet • = inches ile..i=MiNgigHiVie inches Theta degrees W„ feet (C) = • (C) • (C) inches coef Clog feet feet inches d l&inohes do Inches doe = inches . inches Resulting Gutter Flow Depth for Curb Opening Inlet Capacity in a SUMP Clogging Coefficient for Multiple Units Clogging Factorfor Multiple Units Curb as a Weir, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 52.79 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grate, 52.79 cfs curb) Curb as an Orifice, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 52.79 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grate, 52.79 cfs curb) Resulting Gutter Flow Depth Outside of Local Depression Coef = Clog = d,..]igObb inches inches = inches d. = 40].N.kg.a#:* inches Inches Resultant Street Conditions Total Inlet Length Total Inlet Interception Capacity (Design Discharge from Q-Peak) Resultant Gutter Flow Depth (based on sheet Q-Allow geometry) Resultant Street Flow Spread (based on sheet Q-Allow geometry) Resultant Flow Depth at Maximum Allowable Spread 5.4 T feet inches feet cfs inches STIN-B-2.xls, Inlet In Sump 4/27/2007, 12:45 PM 1 1 1 1 Design Flow = Gutter Flow + Carry-over Flow INLET IOVERLAND I W FLOW W SIDE STREET W E--GUTTER FLOW PLUS CARRY-OVER FLOW F- I OVERLAND W FLOW 1/2 OF STREET INLET GUTTER FLOW Design Flow: ONLY if already determined through other methods: (local peak flow for 1/2 of street, plus flow bypassing upstream subcatchments): "£ W if you entered a value Isere, skip the rest of this sheet and proceed to sheet CI -Allow) Geographic Information: (Enter data in the blue cells): Site: (Check One Box Onl Site is Urban: Site Is Non -Urban: Subcatchment Area = Percent Imperviousness = NRCS Soil Type Overland Flow = Gutter Flow = Slope (ft/ft) Length (ft Acres A, B, C, or D Rainfall Information: Intensity I (inch/hr) = C1 ` Pi / ( C2 + ) ^ C3 Design Storm Return Period, Tr = Retum Period One -Hour Precipitation, P1 = C1= C2= C3= User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry -Over) Flow from upstream Subcatchments, Qb = years inches cfs Analysis of Flow Time (Time of Concentration) for a Catchment: Calculated Design Storm Runoff Coefficient, C = Calculated 5-yr. Runoff Coefficient, C5 = Overland Flow Velocity, Vo = Gutter Flow Velocity, Vo = Overland Flow Time, to = Gutter Flow Time, to = Calculated Time of Concentration, Tp = Time of Concentration by Regional Formula, Tc = Recommended Tc = Time of Concentration Selected by User, Te _ Design Rainfall Intensity, l = Calculated Local Peak Flow, Qp = Total Design Peak Flow, Q = fps fps minutes minutes minutes minutes minutes minutes inch/hr cfs cfs STIN-D-1.xls, Q-Peak 4/24/2007, 5:21 PM i (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project S £sE Inlet ID .......: :;5::::::;?>?;:>.:;::?><:':::i: <::.'>:::•;:?:i:?;... 5 .?i? . ........ ::...... Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb Side Slope Behind Curb (leave blank for no conveyance credit behind curb) Manning's Roughness Behind Curb Height of Curb at Gutter Flow Line Distance from Curb Face to Street Crown Gutter Depression Gutter Width Street Transverse Slope Street Longitudinal Slope - Enter 0 for sump condition Manning's Roughness for Street Section Max. Allowable Depth at Gutter Flow Line for Minor & Major Storm Max Allowable Water Spread for Minor & Major Storm TBAcK = SHACK = nBACK _ HcuRD = TcRowN = a= W= Sx = So = nSTREET dMxx Twx = %�°ci?f8i>3 'i» t]t]V4: ft ft. vert./ ft. horiz inches ft inches ft ft. vert. / ft. horiz It. vert. / ft. horiz Minor Storm Major Storm s[ijj'.t7,t inches ft Maximum Gutter Capacity Based On Allowable Water Spread Gutter Cross Slope (Eq. ST-8) Water Depth without Gutter Depression (Eq. ST-2) Water Depth with a Gutter Depression Allowable Spread for Discharge outside the Gutter Section W (T - W) Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Discharge outside the Gutter Section W, carried in Section Tx Discharge within the Gutter Section W (QT - Qx) Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Maximum Flow Based On Allowable Water Spread Maximum Gutter Capacity Based on Allowable Gutter Depth Theoretical Water Spread Theoretical Spread for Discharge outside the Gutter Section W (T - W) Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Theoretical Discharge outside the Gutter Section W, carried in Section Tan, Actual Discharge outside the Gutter Section W, (limited by distance Trw,a) Discharge within the Gutter Section W (Qd - Qx) Total Discharge for Major & Minor Storm Slope -Based Depth Safety Reduction Factor for Major & Minor Storm Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Maximum Flow Based on Allowable Gutter Depth Max. Allowable Gutter Capacity Based on Minimum of Q, or Qe Sw Y= d= Tx = Eo= Qx= = Qw QBACK QT TTM = Tx T}i = Ec = QxTn= Qx = Qw= Q= R= Qamx = Qd Minor Storm Mayor Storm .................. . r:ki18&7 'z'EEfi4i�1 iE;#1;�1a Minor Storm Major Storm ft %si3>04i ft/ft inches inches ft cfs cfs cfs cfs NEi? fat ttttttt ?s3�3I41P cfs cfs cfs cfs cfs cfs Minor Storm Major Storm Q.r<ow =� <> >;SUM -r9# 1i1!?� cfs t STIN-D-1xis, Q-Allow 4/24/2007, 5:21 PM 1 t 1 0 1 Street Section with Flow Depths tice- = -• d-b -,-.4.. ^-1,-*- r£.. ',:- - e:.iu 16• 14co - m 12 0 c c 10 . a cp 8 t co 6 Y' 4 2 0 -15 -10 -5 Section 0 of 1/2 5 Street (distance 10 in feet) 15 20 —Ground elev. --e--- Minor d-max --A-.. Major d-max / Minor T-max X' Major T-max 1 STIN-D-1 xls, Q-Allow 4/24/2007, 5:21 PM 1 1 1 1 1 l 1 1 i i 1 1 r —Lo (C) Design Information (Input) Type of Inlet Local Depression (in addition to gutter depression 'a' from 'CI -Allow') Number of Unit Inlets (Grate or Curb Opening) Grate Information Length of a Unit Grate Width of a Unit Grate Area Opening Ratio for a Grate (typical values 0.15-0.90) Clogging Factor for a Single Grate (typical value 0.50) Grate Weir Coefficient (typical value 3.00) Grate Orifice Coefficient (typical value 0.67) Curb Opening Information Length of a Unit Curb Opening Height of Vertical Curb Opening in Inches Height of Curb Orifice Throat in Inches Angle of Throat (see USDCM Figure ST-5) Side Width for Depression Pan (typically the gutter width of 1 feet) Clogging Factor for a Single Curb Opening (typical value 0.10) Curb Opening Weir Coefficient (typical value 2.30-3.00) Curb Opening Orifice Coefficient (typical value 0.67) Cr (C) = C,. (C) = feet N/A: feet C, (G) =fVfA C0 (G) = ........ Lv (C) = 'i:i`' ii ~` ...: ' 3 feet Kea =i»>i'i">,i=i( inches Hired =rtis�ris>�.Si inches Theta =iii' i',:ii':' 3 >:?kt4: degrees W = pE2i__<?ii'=zsfflk3 feet ResultIno Gutter Flow Depth for Grate Inlet Capacity in a Sumo Clogging Coefficient for Multiple Units Clogging Factor for Multiple Units Asa Weir Flow Depth at Local Depression without Clogging (0 cfs grate, 13.59 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grate, 13.59 cfs curb) As an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 13.59 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grate, 13.59 cfs curb) Resulting Gutter Flow Depth Outside of Local Depression Resulting Gutter Flow Depth for Curb Opening Inlet Capacity Ih a Sump Clogging Coefficient for Multiple Units Clogging Factor for Multiple Units Curb as a Weir, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 13.59 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grate, 13.59 cfs curb) Curb as an Orifice, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 13.59 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grate, 13.59 cfs curb) Resulting Gutter Flaw Depth Outside of Local Depression Clog = dwe=RiffilIMA inches dv=i +i !'' is<-?<:<! 3N inches = inches da•Grato=•si><:•14Ainches Clog = >#i:;::T;'O inches da=is??`i'.i:t?i?i'?$i3 inches d inches d.e t Inches Resultant Street Conditions Total Inlet Length Total Inlet Interception Capacity (Design Discharge from 0-Peak) Resultant Gutter Flow Depth (based on sheet Q-Allow geometry) Resultant Street Flow Spread (based on sheet Q-Allow geometry) Resultant Flow Depth at Maximum Allowable Spread OV feet ........................... ........................... a, = ii! ' :i ii??e ii' i=:z::z1s: cis d �s:;i::::'•49 inches feet ........................... ........................... dsrro a sialy>::::;>;,:':<?a0 tk inches STIN-D-1.xls, Inlet In Sump 4/24/2007, 5:21 PM 1 1 1 1. 1 . , 30- 29 28 27 26 25 24 23 22 21 20 19 18 T.1 al Li- 17 co 2. is a. en - Ca 15 ..e u 14 a za... 6 13 0. al a 12 11 10 ....... _ _ _ - 1 / . . if 4 r .7‘ 7 P * * * * * 0 0,,t,' 0 * * 0-0 ,0 0 zi, . / / -see-g—jirAt:r areSrA 7 ..46r / 8 ... 7 ,-- 6 _ 6 4 3 2 i ,.......A5 . Oft 0 / b...s&-oi 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 Q (cfs) 34 36 38 40 Weir Depth Orif. —13— Not Used .9 Reported Design —9— Reported Design Depth (In.) Flow Depth (in.) Spread (ft) --A— Cub Row —4-- Curb (In.) Flow 1 STIN-D-1 ids, Inlet In Sump 4/24/2007, 5:21 PM I r 1 1 1 1 1 1 Design Flow = Gutter Flow + Carry-over Flow INLET OVERLAND if FLOW 4, SIDE STREET F GUTTER FLOW PLUS CARRY-OVER FLOW iOVERLAND t FLOW $ 1/2 OF STREET INLET GUTTER FLOW Design Flow: ONLY if already determined through other methods: (local peak flow for 112 of street, plus flow bypassing upstream subcatchments): "t * if you entered a v+atue here. skip the mast of tins sheet and proceed to sheet Q-allow) ors Geographic Information: (Enter data in the blue cells): Subcatchment Area = Percent Imperviousness = NRCS Soil Type = Acres A, B, C, or D Site: (Check One Box Onl Site is Urban: Site Is Non -Urban: Overland Flow = Gutter Flow = Slope (ft/ft) Length (ft) Rainfall Information: Intensity I (inchlhr) = C1 * Pi / ( C2 + Te) ^ C3 Design Storm Return Period, Tr = Return Period One -Hour Precipitation, Pi = C1 = C2 = C3 = User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry -Over) Flow from upstream Subcatchments, (lb = years inches cfs Analysis of Flow Time (Time of Concentration) for a Catchment: Calculated Design Storm Runoff Coefficient, C = Calculated 5-yr. Runoff Coefficient, C5 = Overland Flow Velocity, Vo = Gutter Flow Velocity, Vo = Overland Flow Time, to = Gutter Flow Time, tG = Calculated Time of Concentration, T, = Time of Concentration by Regional Formula, Te = Recommended Tc = Time of Concentration Selected by User, Tc = Design Rainfall Intensity, I = Calculated Local Peak Flow, Qp = Total Design Peak Flow, Q= llA ................... fps fps minutes minutes minutes minutes minutes minutes inch/hr cfs cfs 1 STIN-D-2.xls, Q-Peak 4/24/2007, 5:21 PM i i 1 1 $ 1 t 1 1 1 TCROWN >Eti}iN=1°:3F# `•fHlalri0FFi>>= Based on ulated Criteria for Maximum Allowable Flow Depth and Spread} p p } .......,...........,.....:i�!�'•I•F.1�' �ii��#.�»i2i;E'[izz>aEE2';ii'i[is!ail'[?'i�c3!^!i�';[iiE''t[2�>';>` TBACK SeAc�~ Street Crown Gutter Geometry (Enter data n the blue cells) Maximum Allowable VVidth for Spread Behind Curb Side Slope Behind Curb (leave blank for no conveyance credit behind curb) Manning's Roughness Behind Curb Height of Curb at Gutter Flow Line Distance from Curb Face to Street Crown Gutter Depression Gutter Width Street Transverse Slope Street Longitudinal Slope - Enter 0 for sump condition Manning's Roughness for Street Section , Max. Allowable Depth at Gutter Flow Line for Minor & Major Storm Max. Allowable Water Spread for Minor & Major Storm Tax= = SaAcrc naAac = Huns = Tonowr+ _ a= W= Sx = So = °STREET = domx = Tw,x >->i:>7iit2FlG3 E:-s?k `ill), ft ft. vert. / ft. horiz inches ft inches ft It vert. / ft. horiz ft. vert. / ft. horiz Minor Storm Major Storm is <38`OA inches ft Maximum Gutter Capacity Based On Allowable Water Spread Gutter Cross Slope (Eq. ST-8) Water Depth without Gutter Depression (Eq. ST-2) Water Depth with a Gutter Depression Allowable Spread for Discharge outside the Gutter Section W (T - W) Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Discharge outside the Gutter Section W, carried in Section Tx Discharge within the Gutter Section W (QT - Qx) Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Maximum Flow Based On Allowable Water Spread Maximum Gutter Capacity Based on Allowable Gutter Depth Theoretical Water Spread Theoretical Spread for Discharge outside the Gutter Section W (T - W) Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Theoretical Discharge outside the Gutter Section W, carried in Section TxTH Actual Discharge outside the Gutter Section W, (limited by distance TMx) Discharge within the Gutter Section W (Qd - Qx) 'Total Discharge for Major & Minor Storm Slope -Based Depth Safety Reduction Factor for Major & Minor Storm Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Maximum Flow Based on Allowable Gutter Depth Max. Allowable Gutter Capacity Based on Minimum of Q. or Q. Sw= Y= d= Tx = Eo = Qx = Qw = Qexcx = QT TTH = TxTH= Eo Qxra= Qx= Qw= Q= R= QeAac = Qa Minor Storm Major Storm i`zp;9B�x'! Minor Storm Major Storm •.'•f !c!i 0- ft/ft inches inches ft cfs cfs cfs cis ft ft cfs cfs cfs cfs cfs cfs Minor Storm Major Storm cfs STIN-D-2 xis, Q-Allow 4/24/2007, 5:21 PM 1 a 1 Street Section with Flow Depths IS1,------A--,,f,'---,—...Atr-A-A-6---1--A-4--kw,,w,,,w.--,--.--1.-,'-',A . 1 6 1 4 u) a) = c.) c 1 2 c 2 4.. 10 0. a) 0 • ••., = :"::€ :3 DO 0 0 (:::.! 0 !LC 'a)- i x.x;r:X;tcciolocKvAcKk,a . 4 2 -1 0 5 -10 -5 Section of 1/2 . 0 5 Street (distance 1 in feet) 0 15 20 —Ground elev. --{ --- Minor d-max -A-Major d-max / Minor T-max X Major T-max . STIN-0-2ads, Q-Mow 4/24/2007, 5:21 PM 1 1 1 1 1 1 - Project = Inlet ID ,r--Lo (C)— Design Information Ilnputl Type of Inlet Local Depression (in addition to gutter depression 'a' from'Q-Allow') Number of Unit inlets (Grate or Curb Opening) Grate Information Length of a Unit Grate Width of a Unit Grate Area Opening Ratio for a Grate (typical values 0.15-0.90) Clogging Factor for a Single Grate (typical value 0.50) Grate Weir Coefficient (typical value 3.00) Grata Orifice Coefficient (typical value 0.67) Curb Opening Information Length of a Unit Curb Opening Height of Vertical Curb Opening in Inches Height of Curb Orifice Throat in Inches Angle of Throat (see USDCM Figure ST-5) Side Width for Depression Pan (typically the gutter width of 1 feet) Clogging Factor for a Single Curb Opening (typical value 0.10) Curb Opening Weir Coefficient (typical value 2.30-3.00) Curb Opening Orifice Coefficient (typical value 0.67) Resulting Gutter Flow Depth for Grate Inlet Capacity In a Sump Clogging Coefficient for Multiple Units Clogging Factor for Multiple Units Asa Weir Flow Depth at Local Depression without Clogging (0 cfs grate, 23.44 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grate, 23.44 cfs curb) As an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 23.44 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grate, 23.44 cfs curb) Resulting Gutter Flow Depth Outside of Local Depression Type = keel No=:>E;:::; :... inches (G)=z: W, C (G) =::.. C, (G) feet `iillfK feet Lo (C) = I i ::-: .:- : :5 feet inches Hone=:%:i:?:i:.# inches degrees feet Theta =;:!:, Cf (C) = C, (C) = �c c. coo. Clog = =? i .i':i?%}sinfAi inches inches :!]]4.:::. inches N?ia A inches d. A. inches Resulting Gutter Flow Depth for Curb Openlna inlet Capacity In a Sump Ctogging Coefficient for Multiple Units Ctogging Factor for Multiple Units Curb as a Weir, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 23.44 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grate, 23.44 cfs curb) Curb as an Orifice, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 23.44 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grata, 23.44 cfs curb) Resulting Gutter Flow Depth Outside of Local Depression dr+ = doe d. a a:....., Efi< p inches ;FfSi inches ='f:S inches `.#iR ;inches inches 'Resultant StreetConditions Total Inlet Length Total Inlet interception Capacity (Design Discharge from Q-Peak) Resultant Gutter Flow Depth (based on sheet Q-Allow geometry) Resultant Street Flow Spread (based on sheet Q-Allow geometry) Resultant Flow Depth at Maximum Allowable Spread de. I54 feet f: cfs inches Ai.4 feet Inches ................. .... r STIN-D-2xls, Inlet In Sump - 4/24/2007, 5:21 PM 1 t 1 i 1 1 r 30 - 29 — _ . 28 27 26 25 24 23 22 21 20 19 .. 18 111 17 '1 m 2 16 a in w 15 dt r V 14 L a 13 d 12 11 10 9 8 6 O O O 0 O O 0 0 0 00 i / / / 1 / 6-41'41(a- / ,:e.ri6r"1121:hr / .41 I. 3 /+ r 2/ 1 .....S(4-A-'1. FJ :- 0 2 4 6 8' 10 12 14 16 18 20 22 24 26 28 30 32 Q (cfs) 34 36 38 40 Weir Depth On1. •••0••• Not Used m Reported Design Depth (In.) Flaw Depth (En,) Design (ft.) —A-- Flow --o>— Cub (In.) Flow --Reported Spread 1 ST!N-D-2xls, Inlet In Sump 4/24/2007, 5:21 PM e 1 1 1 L 1 i 1 t Design Flow = Gutter Flow + Carry-over Flow INLET OVERLAND FLOW if SIDE STREET I GUTTER FLOW PLUS CARRY-OVER FLOW -c OVERLAND FLOW it 1/2 OF STREET INLET F— GUTTER FLOW Design Flow: ONLY if already determined through other methods: (local peak flow for 12 of street, plus flow bypassing upstream subcatchments): If yuu entered a value here, skip the rest or this sheet and proceed to sheet Q A,ilow) cfs Geographic Information: (Enter data in the blue cells): Site: (Check One Box Ord Site is Urban: Site Is Non -Urban Subcatchment Area = Percent Imperviousness = NRCS Soil Type = Overland Flow = Gutter Flow = Sloe (ft/ft) Length (ft) Acres A, B, C, or D Rainfall Information: Intensity I (inch/hr) = Ci * Pi / ( C2 + Tc) A C3 Design Storm Retum Period, Tr = Return Period One -Hour Precipitation, P1= C1= . CZ= C3= User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry -Over) Flow from upstream Subcatchments, Qe = years inches cfs Analysis of Flow Time (Time of Concentration) for a Catchment: Calculated Design Storm Runoff Coefficient, C = Calculated 5-yr. Runoff Coefficient, C5 = Overland Flow Velocity, Vo = Gutter Flow Velocity, VG = Overland Flow Time, to = Gutter Flow Time, to = Calculated Time of Concentration, Te = Time of Concentration by Regional Formula, T, _ Recommended Tc _ Time of Concentration Selected by User, Tc = Design Rainfall Intensity, I = Calculated Local Peak Flow, lap = Total Design Peak Flow, Q = fps fps minutes minutes minutes minutes minutes minutes inch/hr cfs cfs STIN-E1-1.xls, Q-Peak 4/24/2007, 5:21 PM TCROWN (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project E •. :?: .. .................................. Inlet ID::::'s<;:E:?:::'ip.:>:!>::::.<::`;?s::.:»>:?::z::#:'.»:=:-':::;?>::»:sz:=>»:'='?:>::'t>:>:>[s#>:''->: TBACK SBACK~ Street Crown Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb Side Slope Behind Curb (leave blank for no conveyance credit behind curb) Manning's Roughness Behind Curb Height of Curb at Gutter Flow Line Distance from Curb Face to Street Crown Gutter Depression Gutter Width Street Transverse Slope Street Longitudinal Slope - Enter 0 for sump condition Manning's Roughness for Street Section Max Allowable Depth at Gutter Flow Line for Minor & Major Storm Max Allowable Water Spread for Minor & Major Storm TBACK = SBACK nBACK Home = TcrtowN = a= W= Sx So = nsrre:eT = d, = TmAx = ;`tip_:_ 1.•1�1 ...:i720.F3 ............ ft ft. vert. / ft horiz inches ft inches ft ft. vert. / ft. horiz ft vert. / ft. hors Minor Storm Major Storm E:!Ei;i39Sf7U inches ft Maximum Gutter Capacity Based On Allowable Water Spread Gutter Cross Slope (Eq. ST-8) Water Depth without Gutter Depression (Eq. ST-2) Water Depth with a Gutter Depression Allowable Spread for Discharge outside the Gutter Section W (T - W) Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Discharge outside the Gutter Section W, carried in Section Tx Discharge within the Gutter Section W (QT - Qx) Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Maximum Flow Based On Allowable Water Spread Maximum Gutter Capacity Based on Allowable Gutter Depth Theoretical Water Spread Theoretical Spread for Discharge outside the Gutter Section W (T - W) Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Theoretical Discharge outside the Gutter Section W, carried in Section Tx TH Actual Discharge outside the Gutter Section W, (limited by distance T Discharge within the Gutter Section W (G1a - Qx) Total Discharge for Major & Minor Storm Slope -Based Depth Safety Reduction Factor for Major & Minor Storm Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Maximum Flow Based on Allowable Gutter Depth Max. Allowable Gutter Capacity Based on Minimum of O, or Qa Sw Y= d= Tx = Eo = Qx = Qw= QMAar = QrO Tm = TXTH= Eo Qx TH Qx = Qw= Q= R= QBACK 4a= Minor Storm Ma/or Storm zr:?Ssti <0 Minor Storm Major Storm HUM :t•:f: HIM ftmft inches inches ft cfs cfs cfs cfs ft ft cis cfs cfs cfs cfs cfs Minor Storm Major Storm Ctek. = >? ::S F( cis STIN-E1-1 xis, Q-Allow 4/24/2007, 5:21 PM 1 Street Section with Flow Depths tiA-A, �. , . H.,-- - :ter 16 14 N a1 12 c c r 10 a a> 8 s 2 4 2 . -15 0 -10 -5 Section of 1/2 0 5 Street (distance 10 in feet) 15 20 —Ground elev.--€:;--- Minor d-max ' - A - Major d-max ..• Minor T-max X Major T-max STIN E1-1 xls, Q-Allow 4/24/2007, 5:21 PM 1 Project Inlet ID = Design Information (input) Type of inlet Local Depression (in addition to gutter depression 'a' from'Q-Allovd) Number of Unit Inlets (Grate or Curb Opening) Grate Information Length of a Unit Grate Width of a Unit Grate Area Opening Ratio for a Grate (typical values 0.15-0.90) Clogging Factor for a Single Grate (typical value 0.50) Grate Weir Coefficient (typical value 3.00) Grate Orifice Coefficient (typical value 0.67) Curb Opening Information Length of a Unit Curb Opening Height of Vertical Curb Opening in Inches Height of Curb Orifice Throat in Inches Angle of Throat (see USDCM Figure ST-5) Side Width for Depression Pan (typically the gutter width of 1 feet) Clogging Factor for a Single Curb Opening (typical value 0.10) Curb Opening Weir Coefficient (typical value 2.30-3.00) Curb Opening Orifice Coefficient (typical value 0.67) Resulting Gutter Flow Depth for Grate Inlet Capacity in a Sump Clogging Coefficient for Multiple Units Clogging Factor for Multiple Units As a Weir Flow Depth at Local Depression without Clogging (0 cfs grate, 7.92 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grate, 7.92 cfs curb) As an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 7.92 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grate, 7.92 cfs curb) Resulting Gutter Flow Depth Outside of Local Depression Resultina Gutter Flow Death for Curb Openina Inlet Capacity In a Sump Clogging Coefficient for Multiple Units Clogging Factor for Multiple Units Curb as a Weir, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 7.92 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grate, 7.92 cfs curb) Curb as an Orifice, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 7.92 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grate, 7.92 cfs curb) Resulting Gutter Flow Depth Outside of Local Depression Type = :3#3. inches .. L,(G)= W.= • feet ?i„!jVF7k feet C� (G) = La IC) = E i ; a E<> ? 3-0#t feet 1-1—t= y#=; >&(1.. inches Inches Theta = z'r'i;'£z.'•%>t31 degrees _ We =:#-»>'> >:=E' >' ;:#0• feet i:iF>sai1f71t Clo9='':z3', inches cc„,. ::;:m `? lb—f inches da = i.`a. :i;;?:(Tjk inches do,= f:tilGR inches dam, �:zi <i:<iE13!<C inches Coef = Clog = dal=i:<:?>_s f } %;i ?;::: 14: inches do =: p',ip 3i,! i:::i` R.. inches inches Resultant Street Conditions Total Inlet Length Total Inlet Interception Capacity (Design Discharge from Q-Peak} Resultant Gutter Flow Depth (based on sheet Q•AUow geometry) Resultant Street Flow Spread (based on sheet Q-Allow geometry) Resultant Flow Depth at Maximum Allowable Spread L feet cfs Inches )4 feet dsrREw' r?3S::z::s=:()fit: inches STIN-E1-1.xls, Inlet In Sump 4/24(2007, 5:21 PM 1 1 1 1 1 1 30_ - .. 29 28 f 27 7 26 1 25 1 11 1 24 23 22 21 20 19 18 a a Li- 17 el a 16 a y 15 81 C 14 w 13 o. 1:1a 12 11 10 9 8 7 6 5 4 3 2 1 1r / if 1 t , ! / A O 0 0 0 O 014 O O O O O Oo O f5f O 0 OI( / 7 /IF11 ! 1 }� R T / `. J f ;,,.. f y jA �,/ i . r r 1 t/ - f - 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 Q (cts) 34 36 38 40 - 'u-- Curb Weir Flow Depth (1n.) Orif. - 43- Not Used a Reported Design -4- Reported Design Depth (in.) Flow Depth (In.) Spread (ft) -@- Curb Flow 1 STIN-E1-1ids, Inlet In Sump 4/24/2007, 5:21 PM ........................................... ..l Ae E.....=1D .. ..................................... Design Flow = Gutter Flow + Carry-over Flow INLET r�r OVERLAND . + FLOW if SIDE STREET *—GUTTER FLOW PLUS CARRY-OVER FLOW F OVERLAND FLOW W FL❑W W 1/2 OF STREET INLET �— GUTTER FLOW Design Flow: ONLY if already determined through other methods: (local peak flow for 1 t2 of street, plus flow bypassing upstream subcatchments): if you entered a value here, skip the rest or this sheet and proceed to sheet Q-Allow) '0 W cfs Geographic Information: (Enter data in the blue cells): Site: (Check One Box Onl Site is Urban: Site Is Non -Urban: Subcatchment Area = Percent Imperviousness = NRCS Soil Type = Overland Flow = Gutter Flow = Slope_Mitt) Length (ft) Acres A, B, C, or D Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + T,) ^ C3 Design Storm Return Period, Tr = Retum Period One -Hour Precipitation, P1 = Ci = C2 = C3 = User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry -Over) Flow from upstream Subcatchments, Qb = years inches cfs Analysis of Flow Time (Time of Concentration) for a Catchment: Calculated Design Storm Runoff Coefficient, C = Calculated 5-yr. Runoff Coefficient, C5 = Overland Flow Velocity, Vo = Gutter Flow Velocity, VG = Overland Flow Time, to = Gutter Flow Time, is = Calculated Time of Concentration, = Time of Concentration by Regional Formula, T, = Recommended T, = Time of Concentration Selected by User, T, = Design Rainfall Intensity, I = Calculated Local Peak Flow, Qp = Total Design Peak Flow, Q= t fps fps minutes minutes minutes minutes minutes minutes inch/hr cfs cfs STiN-E-1.xls, Q-Peak 4/24/2007, 5:22 PM ...................................... . :: : ,........................ (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) BACK SBACK~ Street Crown Gutter Geometry (Enter data n the blue cells) Maximum Allowable Width for Spread Behind Curb Side Slope Behind Curb (leave blank for no conveyance credit behind curb) Manning's Roughness Behind Curb Height of Curb at Gutter Flow Line Distance from Curb Face to Street Crown Gutter Depression Gutter Width Street Transverse Slope Street Longitudinal Slope - Enter 0 for sump condition Manning's Roughness for Street Section Max. Allowable Depth at Gutter Flow Line for Minor & Major Storm Max Allowable Water Spread for Minor & Major Storm TBAC SBACK _ Timm = Haitta_ Tcaowa a= W= Sx= So = nsTREET = d,x Thuds = ..................... w, 11:{II11 t>160 ft ft. vert. / ft. horiz inches ft inches ft ft. vert. / ft. horiz ft. vert. / ft. horiz Minor Storm Major Storm i'':s:z18`t7t3 inches ft Maximum Gutter Capacity Based On Allowable Water Spread Gutter Cross Slope (Eq. ST-8) Water Depth without Gutter Depression (Eq. ST-2) Water Depth with a Gutter Depression Allowable Spread for Discharge outside the Gutter Section W (T - W) Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Discharge outside the Gutter Section W, carried in Section Tx Discharge within the Gutter Section W (Qr - Qx) Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Maximum Flow Based On Allowable Water Spread Maximum Gutter Capacity Based on Allowable Gutter Depth Theoretical Water Spread Theoretical Spread for Discharge outside the Gutter Section W (T - W) Gutter Flow to Design Row Ratio by FHWA HEC-22 method (Eq. ST-7) Theoretical Discharge outside the Gutter Section W, carried in Section Tx� Actual Discharge outside the Gutter Section W, (limited by distance T� Discharge within the Gutter Section W (Qd - Qx) Total Discharge for Major & Minor Storm Slope -Based Depth Safety Reduction Factor for Major & Minor Storm Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Maximum Flow Based on Allowable Gutter Depth Max. Allowable Gutter Capacity Based on jpimum of Or or Od Sw= Y= d= Tx = Eo= Qx= Qw = Q%ACK = Qr= TTM= Txrn= Ec= Qxrr<= Qx= Ow= Q= R= QsACK = ad= Mina r Storm Major Storm :: ;01 Minor Storm Major Storm :�'.I•it:�t IN. Minor Storm Major Storm ft/ft inches inches ft cfs cfs cfs cfs ft ft cfs cfs cfs cfs cfs cis STIN-E-1.xls, Q-Allow 4/24/2007, 5:22 PM 1 1 1 1 1 1 Street Section with Flow Depths 16 14 a) .c 12 u c 10 2 'bod. a) 8 CI ..... .... a) zei<xxxliCjacctocKx. *.*Y*5",: . 4 2 0 -15 -10 -5 Section of 1/2 0 5 Street (distance 10 in feet) 15 20 —Ground elev. -G--. Minor d-max ---A-- Major d-max • / Minor T-max X Major T-max STIN-E-1.xls, Q-Allow 412412007, 5:22 PM Project =:#: Inlet ID = 3> ,r--Lo (C) Design Information (Input) Type of Inlet Local Depression (in addition to gutter depression 'a' from'Q-AIIoW) Number of Unit Inlets (Grate or Curb Opening) Grate Information Length of a Unit Grata Width of a Unit Grate Area Opening Ratio for a Grate (typical values 0.15-0.90) Clogging Factor for a Single Grate (typical value 0.50) Grate Weir Coefficient (typical value 3.00) Grate Orifice Coefficient (typical value 0.67) Curb Opening Information Length of a Unit Curb Opening Height of Vertical Curb Opening in Inches Height of Curb Orifice Throat in Inches Angle of Throat (see USDCM Figure ST-5) Side Width for Depression Pan (typically the gutter width of 1 feet) Clogging Factor for a Single Curb Opening (typical value 0.10) Curb Opening Weir Coefficient (typical value 2.30-3.00) Curb Opening Orifice Coefficient (typical value 0.67) fro =tE <i= < -: - . ...................... C (G) _::::>::?%:::>::::: :'t? Co (G)=.::.:.'•ii'.? 3i i i>i Iii`1f Lo (C) =;•i>%?;;•?<>Ei FlO feet 14.n= z>??' : '? <> . inches '4. :inches Theta = ';'.:?i;;>;:;i d? degrees • !#gifeet .......................... Cn(C)=i .:4;: Co (C) =:' Resulting Gutter Flow Depth for Grate Inlet Capacity in a Sump Clogging Coefficient for Multiple Units Clogging Factor for Multiple Units As a Weir Flow Depth at Local Depression without Clogging (0 cfs grate, 16.33 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grate, 16.33 cfs curb) As an Orifice Flow Depth at Lace! Depression without Clogging (0 cfs grate, 16.33 cfs curb) Flow Depth at Local Depression with Clogging (0 cis grate, 16.33 cfs curb) Resulting Gutter Flow Depth Outside of Local Depression Resulting Gutter Flow Death for Curb Opening Inlet Capacity (n a Sumo Clogging Coefficient for Multiple Units Clogging Factor for Multiple Units Curb as a Weir, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cis grate, 16.33 cis curb) Flow Depth at Local Depression with Clogging (0 cis grate, 16.33 cfs curb) Curb as an Orifice, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cis grate, 16.33 cis curb) Flow Depth at Local Depression with Clogging (0 cfs grate, 16.33 ors curb) Resulting Gutter Flow Depth Outside of Local Depression Coef = is#'i? ?i2s??ErizifiUl Clog = tSU . Inches ........................ dw,4.g.;:F:is:?:.05 . inches dd = dos = ................ ............... inches iiElslll inches : `1.11 inches inches inches inches Resultant Street Conditions Total Inlet Length Total Inlet Interception Capacity (Design Discharge from Q-Peak) Resultant Gutter Flow Depth (based on sheet Q-Allow geometry) Resultant Street Flow Spread (based on sheet Q-ADOw geometry) Resultant Flow Depth at Maximum Allowable Spread de. .......................... ........................... .......................... L=<:#:5<iE•E::ifi(3 feat ........................ T v i`-3::`?<is?•`:'''?a`E'14: feet STIN-E-1.xls, Inlet In Sump 4/24/2007, 5:22 PM 1 1 1 t 1 1 1 1 1 30 29 28 27 26 25 24 23 22 21 20 19 18 a U- 17 m m 16 a 0) -i5 at - ............................. i J 4: 3 I i i i 0 0 * 0 0 000 0 0 0 0 0 0 0 00 isn 12 11 i 10 9 � a 8 / 7 A 6 S 5 Y 1 4 3 �i 2 ` y� 1 7 Ott 0 -&-et 2 1 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 Q (cfs) 34 36 38 40 --A— Weir Depth -•d-- Ortf. •••B••• Not Used a Reported Design Depth (in.) Mow Depth Design (R) Cab Flow Curb (in.) Flow —A— Reported (In.) ' Spread STIN-E-1.1ds, Inlet In Sump 4/24/2007, 5:22 PM Design Flow= Gutter Flow + Carry-over Flow INLET OVERLAND I if FLOW W SIDE i STREET if GUTTER FLOW PLUS CARRY-OVER FLOW F OVERLAND . FLOW W 1/2 OF STREET INLET GUTTER FLOW Design Flow: ONLY if already determined through other methods: (local peak flow for 12 of street, plus flow bypassing upstream subcatchments): 3t you entered a vateo here, skip the rest of this Sheet and proceed to sheet Q-Aiiow) Geographic Information: (Enter data in the blue cells): Site: (Check One Box Onl Site is Urban: Site Is Non -Urban: ^Q Subcatchment Area = Percent Imperviousness = NRCS Soil Type = Overland Flow= Gutter Flow = Slope (tft/ft) Length (ft) ............... Acres A,B,C,orD Rainfall Information: Intensity I (inch/hr) = Ci * Pi / ( C2 + Tc) ^ C3 Design Stoma Return Period, Tr = Retum Period One -Hour Precipitation, Pi = C�= C2 = C3 = User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry -Over) Flow from upstream Subcatchments, Qb = years inches cfs Analysis of Flow Time (Time of Concentration) for a Catchment: Calculated Design Storm Runoff Coefficient, C = Calculated 5-yr. Runoff Coefficient, C5 = Overland Flow Velocity, Vo = Gutter Flow Velocity, VG = Overland Flow Time, to = Gutter Flow Time, to = Calculated Time of Concentration, Tc = Time of Concentration by Regional Formula, T, = Recommended T, _ Time of Concentration Selected by User, T, = Design Rainfall Intensity, I = Calculated Local Peak Flow, Qr, = Total Design Peak Flow, Q = fps fps minutes minutes minutes minutes minutes minutes inch/hr cfs cfs STIN E-2.xls, Q-Peak 4/24/2007, 5:22 PM Project = Inlet ID = >=`' Design Information (Input) Type of Inlet Local Depression (in addition to gutter depression 'a' from'Q-AIIoW) Number of Unit Inlets (Grate or Curb Opening) Grate information Length of a Unit Grate Width of a Unit Grate Area Opening Ratio for a Grate (typical values 0.15-0.90) Clogging Factor for a Single Grate (typical value 0.50) Grate Weir Coefficient (typical value 3.00) Grata Orifice Coefficient (typical value 0.67) Curb Opening Information Length of a Unit Curb Opening Height of Vertical Curb Opening in Inches Height of Curb Orifice Throat in Inches Angle of Throat (see USDCM Figure ST-5) Side Width for Depression Pan (typically the gutter width of 1 feet) Clogging Factor for a Single Curb Opening (typical value 0.10) Curb Opening Weir Coefficient (typical value 2.30-3.00) Curb Opening Orifice Coefficient (typical value 0.67) ftesultjn.o Gutter Flaw Depth for Grate Inlet Capacity in a Sump Clogging Coefficient for Multiple Units Clogging Factor for Multiple Units .Asa Weir Flow Depth at Local Depression without Clogging (0 cfs grate, 9.35 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grate, 9.35 cfs curb) As an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 9.35 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grate, 9.35 cfs curb) Resulting Gutter Flow Depth Outside of Local Depression Type awes = No= Ls (G) W. = Avo ........................... Cr (G) _ '•• > :»>'.`:>:>'t':::::NfQ Cn (G) =:: ........................... inches i,1* 4 feet i< tdli feet H,n=>iiir%> y<>tJE inches ........................... H=i;'[;i r'r::'i:5@F= inches Theta =::s:......... We= 11 degrees ci_:100 feet Cr(C)= Cr (C)=''E C. (C) _ t? Coef=*i Clog = Ej inches ........................... dw.=iitii= >;iG>E'?s inches ........................... ds = ii:E=!% •:.'idll? inches ........................... do.=:_s :_%::<:% :'iiNl inches ........................... d.,x.:'.:?:;<?s:;;;';IIJ inches Resulting Gutter Flow Depth for Curb Opening Inlet Capacity in a Sump Clogging Coefficient for Multiple Units Clogging Factor for Multiple Units Curb as a Weir, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 9.35 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grate, 9.35 cfs curb) Curb as an Orifice, Grate as an Orifice - Flow Depth at Local Depression without Clogging (0 cfs grate, 9.35 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grate, 9.35 cfs curb) Resulting Gutter Flow Depth Outside of Local Depression Resultant Street Conditions Total Inlet Length Total Inlet Interception Capacity (Design Discharge from Q-Peak) Resultant Gutter Flow Depth (based on sheet Q-Allow geometry) Resultant Street Flow Spread (based on sheet Q-Allow geometry) Resultant Flow Depth at Maximum Allowable Spread Coef Clog = d"=s `:z:<a:? i:ir:i?> a inches d`w= :;.>:':;;:1s;!;#; inches da=?cr;?>E?t<z'i3'f(: inches ........................... dos = inches ........................... d.c '<i>:'E;ct:='::-''':'-'--5:3= Inches dse i?:'>•??:�(} feet Qs = `rat ici x'•r iii�:?) cfs d Inches ........................... ........................... feet ...............:........... inches STIN-E-2.xls, Inlet In Sump 4/24/2007, 5:22 PM 1 1 1 1 r r 1 1 1 1 1 30_ 29 28 27 26 25 24 23 22 21 20 39 18 m a IL 17 Iu a a 16 a til y,5 a s c 14 _ _ - - -_ ¢ ] b 10 ,,( i 4 / �j ff 0 0 o a v gIoGo o a. 0 0 0 0 0 oq � 0.13 a 0 12 11 10 ' 9 i ..3.- ' - •/ /A-4C$'( 6 / 5 4 / 3 N 2 ...." 1 • 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 Q (cfs) 34 36 38 40 —,& -Curb Welt Depth —*?— Orif. 43.— Not Used m Reported Design Depth (in.) Flow Depth DesIgi (ft.) Flow Cub (In) Fiow —0— Reported On.) Spread i STIN-E-2xls, Inlet In Sump 4/24/2007, 5:22 PM TfA ............................................. Design Flow = Gutter Flow + Carry-over Flow INLET OVERLAND FLOW SIDE I STREET FGUTTER FLOW PLUS CARRY—OVER FLOW • OVERLAND if FLOW 1/2 OF STREET INLET F GUTTER FLOW Design Flow: ONLY if already determined through other methods: (local peak flow for 1/2 of street, plus flow bypassing upstream subcatchments): r 1€ you s rFtered a value here, skip the rest or this sheet and proceed to sheet t-Rlk w) ................... cfs Geographic Information: (Enter data in the blue cells): Site: (Check One Box Onl Site is Urban: Site Is Non -Urban: Subcatchment Area = Percent Imperviousness = NRCS Soil Type = Overland Flow = Gutter Flow= Sloe (ft/R) Length (ft) Acres A,B,C,orD Rainfall Information: Intensity I (inch/hr) = C1 ' Pi / ( C2 + Tc) " C3 Design Storm Return Period, Tr = Return Period One -Hour Precipitation, Pi = CI= C2 = C3 = User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), CS = Bypass (Carry -Over) Flow from upstream Subcatchments, Qb = years inches cfs Analysis of Flow Time (Time of Concentration) for a Catchment: Calculated Design Storm Runoff Coefficient, C = Calculated 5-yr. Runoff Coefficient, C5 = Overland Flow Velocity, Vo = Gutter Flow Velocity, VG = Overland Flow Time, to = Gutter Flow Time, tG = Calculated Time of Concentration, T, = Time of Concentration by Regional Formula, Tc = Recommended Tc = Time of Concentration Selected by User, T, = Design Rainfall Intensity, I = Calculated Local Peak Flow, Qp = Total Design Peak Flow, Q = ..................... ............................. fps fps minutes minutes minutes minutes minutes minutes inch/hr cfs cfs STIN-G-1.xls, Q-Peak 4/24/2007, 5:22 PM a (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) - Project :.sER S ................ ... .. .....:::.::. Inlet ID: g ,I TBACK SBACK` Street Crown Gutter Geometry (Enter data n the blue cells) Maximum Allowable Width for Spread Behind Curb Side Slope Behind Curb (leave blank for no conveyance credit behind curb) Manning's Roughness Behind Curb Height of Curb at Gutter Flow Line Distance from Curb Face to Street Crown Gutter Depression Gutter Width Street Transverse Slope Street Longitudinal Slope - Enter 0 for sump condition Manning's Roughness for Street Section Max Allowable Depth at Gutter Flow Line for Minor & Major Storm Max Allowable Water Spread for Minor & Major Storm TeACK_ SBACX = neAcx = H. TcnowH = a= W= Sx= so = nsTaxET d,u,x = �.':L-s-•u. •raw iz<z::aylSti6tl ft ft. vert- / ft. horiz inches ft inches ft R vert / ft. horiz ft. vert. /ft. horiz Minor Storm Major Storm _;-.. inches Maximum Gutter Capacity Based On Allowable Water Spread Gutter Cross Slope (Eq. ST-8) Water Depth without Gutter Depression (Eq. ST-2) Water Depth with a Gutter Depression Allowable Spread for Discharge outside the Gutter Section W (T - W) Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Discharge outside the Gutter Section W, carried in Section Tx Discharge within the Gutter Section W (Or - Qx) Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Maximum Flow Based On Allowable Water Spread Maximum Gutter Capacity Based on Allowable Gutter Depth Theoretical Water Spread Theoretical Spread for Discharge outside the Gutter Section W (T - W) Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Theoretical Discharge outside the Gutter Section W, carried in Section Tx TH Actual Discharge outside the Gutter Section W, (limited by distance Tam) Discharge within the Gutter Section W (Qd - Ox) Total Discharge for Major & Minor Storm Slope -Based Depth Safety Reduction Factor for Major & Minor Storm Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Maximum Flow Based on Allowable Gutter Depth Max, Allowable Gutter Capacity Based on Minimum of Q. or 4d Sw= Y= d= Tx = Eo = Qx = Qw = ABACK = or TTH TX TH = Ea = Qx TH= Qx= Qw = Q= R= ABACK = (Id = Minor Storm Major Storm i i; i?ijjyt .;0i Minor Storm Major Storm -.Yl rll:l l'�1111l.. cY:YB.' ft/ft inches inches ft cfs cfs cfs cfs ft ft cfs cfs cfs cfs cfs cfs Minor Storm Major Storm Clew. a i;i::= i i$1;11ile .i.< :::;Uilli':'icfs STIN-G-1.,ds, Q-Allow 4/24/2007, 5:22 PM i 1 1 1 i 1 1 1 1 ca a :.. o 2 -20 Street Section with Flow Depths � 'ai m s:. n,—,g bs a,e,--i:,—"F:.�• :..a x2'"",•.,:C'..,.:^'""$.::2""L!""2:2 t:4' i1a t� •-'—",.'„�.fi. [2•a 16 14 12 • 10 :. -. 4 2 0 -10 Section of 1/2 0 10 Street (distance in feet) 20 30 elev. --[ --- Minor d-max d-max :/ Minor T-max T-max Ground .4. Major )1: Major 1 STIN-G-1 xls, Q-Allow 4/24/2007, 5:22 PM t.. Project Inlet ID f---Lo (C) Design Information (Input) Type of Inlet Local Depression (in addition to gutter depression 'a' from'Q-AIIoW) Number of Unit Inlets (Grate or Curb Opening) Grate Information Length of a Unit Grate Width of a Unit Grate Area Opening Ratio fora Grate (typical values 0.15-0.90) Clogging Factor for a Single Grate (typical value 0.50) Grate Weir Coefficient (typical value 3.00) Grata Orifice Coefficient (typical value 0.67) Curb Opening Information Length of a Unit Curb Opening Height of Vertical Curb Opening in Inches Haight of Curb Orifice Throat in Inches Angle of Throat (see USDCM Figure ST-5) Side Width for Depression Pan (typically the gutter width of 2 feet) Clogging Factor fora Single Curb Opening (typical value 0.10) Curb Opening Weir Coefficient (typical value 2.30-3.00) Curb Opening Orifice Coefficient (typical value 0.67) Resulting Gutter Flow DWI. for Grate Inlet Capacity In a Sum Clogging Coefficient for Multiple Units Clogging Factor for Multiple Units As a Weir Flow Depth at Local Depression without Clogging (0 cfs grate, 3.67 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grate, 3.67 cfs curb) As an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 3.67 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grate, 3.67 cfs curb) Resulting Gutter Flow Depth Outside of Local Depression b (G) _' :`::i:..:: E:iE:i :i:'•3:i :' feet .......................... ........................... Wo =? ;`:': i=?':':'<3A feet Cr(G)_ os:E't 11A ......... ............... ......... ............... C+o (G) b (C) _>?<%<>'%>`-:::;::ice feet .n= '•; zS'> #sE zi%( inches Ho.Nt=#i? 'r>5& inches Theta =:>;jii3:;E!if ¢:degrees WP=:o. i? ":< >:?:,: ! Eli}feet ........................... ........................... C, (C)=p:<::i:SiiC%i:i'?:=`: Coef=i3'sr.'•Izis:`:::Ei 11f ........................... ........................... Clog =;i dw = i=i<i`si=3S JifS inches ......................,.i.hr... dwa =?:?s$;igp:?.'ii:`•:hQ;!A.ti Inches cid = rgaggi'iiVA inches ..........................p. do, _ %if?flinches ::':..-AC Inches Resulting Gutter Flow Depth for Curb Opening Inlet Capacity in a Sump Clogging Coefficient for Multiple Units Clogging Factor for Multiple Units Curb as a Weir, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 3.67 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grate, 3.67 cfs curb) Curb as an Orifice, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 3.67 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grate, 3.67 cfs curb) Resulting Gutter Flow Depth Outside of Local Depression Coef = i3Ei;E;::'• zsEz<di:?i:i:- I Clog = 2i:`:''Si`i:'t:zi% #i. inches ........................... d„=ii;<:;: is ii:>:'>:k: inches dd . , inches de, = t inches d.a e':;"W:.:z#i?<3 Inches Resultant Street Conditions Total Inlet Length Total Inlet Interception Capacity (Design Discharge from 0-Peak) Resultant Gutter Flow Depth (based on sheet Q AUow geometry) Resultant Street Flow Spread (based on sheet Q-Allow geometry) Resultant Flow Depth at Maximum Allowable Spread de Qe= da feet cfs :::?#i,'a!- Inches feet inches STIN-G-1 xis, Inlet in Sump 4/24/2007, 5:22 PM 1 i t 1 t t 1 30 . f .. . , 29 (1 J 28 f I 27 26 25 24 23 22 21 20/' 19 18 N 17 m 111 16 vi . 15 ar cc 14 .c 13 N 11 16 9 8 7 6 5 4 3� 00 0 0 0 O O O d 00 ,0 0 000 0 4. I 1 t (d F'r i / f f ' {� Ij I J b ..,2"A" �� , i 111 4. j J . . 1rrf r / ff . /f f 5v I 2 /w 1 0 e h_ 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 Q (cfs) 34 36 38 40 Weir --tea-- Depth (In.) OrIf. --a- s Reported Design-4— Reported Design Depth (in.) Flow Depth (In.) Spread (IL) -&-- Curb Flow curb Flow 1 STIN-G-1 ads, Inlet In Sump 4/24/2007, 5:22 PM t 1 1 1 1 R 1 1 1 Design Flow = Gutter Flow + Carry-over Flow INLET yOVERLAND I FLOW W SIDE I/ STREET E—GUTTER FLOW PLUS CARRY—OVER FLOW •e I OVERLAND W FLOW W 1/2 OF STREET INLET E— GUTTER FLOW Design Flow: ONLY if already determined through other methods: (local peak flow for 112 of street, plus flow bypassing upstream subcatchments): ^£;1- *If you entered a value here, skip the rest of this sheet and proceed to sheet Q-13,11o1.04 crs Geographic Information: (Enter data in the blue cells): Site: (Check One Box Onl Site is Urban::<>;>_:::::,:'; Site Is Non -Urban: Subcatchment Area = Percent Imperviousness = NRCS Soil Type = Overland Flow = Gutter Flow = Slope fft/ft) Length (ft) Acres A, B, C, or D Rainfall information: Intensity I (inchlhr) = C1 * P1 / ( + Tc) A C3 Design Storm Retum Period, Tr = Return Period One -Hour Precipitation, P1 = C1= C2= C3= User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry -Over) Flow from upstream Subcatchments, Qb years inches cfs Analysis of Flow Time (Time of Concentration) for a Catchment: Calculated Design Storm Runoff Coefficient, C = Calculated 5-yr. Runoff Coefficient, C5 = Overland Flow Velocity, Vo = Gutter Flow Velocity, VG = Overland Flow Time, to = Gutter Flow Time, tG = Calculated Time of Concentration, T, _ Time of Concentration by Regional Formula, Tc = Recommended Tc = Time of Concentration Selected by User, Tc = Design Rainfall Intensity, I = Calculated Local Peak Flow, Qp = Total Design Peak Flow, Q= fps fps minutes minutes minutes minutes minutes minutes inch/hr cfs cfs STIN-G-2.xls, Q-Peak 4/24/2007, 5:22 PM NlajorA!iniar<a Project: (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread ........................_................................................ IlSFR!ti=i:is�it=4:i :c`:2i;s:'r'i>riii<� �ii's�ii: �f:^ii% Inlet ID: z?s;:i:#szisi!:::>:%'•>:'•>;i>s»>;<s:i:;t:# Eli?,>.;zi;o-i>:::%ifii'.>;<::>i>:::« >:;>:::: ' •:::::>::>:::•>:::»s::>>>•>::>:<::#>: s3 %? TBACK SeAcK~ HCURB y/// ://; Qx/ / S L TCROW N Street Crown utter Geometry (Enter data n the blue cells) Maximum Allowable Width for Spread Behind Curb Side Slope Behind Curb (leave blank for no conveyance credit behind curb) Manning's Roughness Behind Curb Height of Curb at Gutter Flow Line Distance from Curb Face to Street Crown Gutter Depression Gutter Width Street Transverse Slope Street Longitudinal Slope - Enter 0 for sump condition Manning's Roughness for Street Section Max Allowable Depth at Gutter Flow Line for Minor & Major Storm Max Allowable Water Spread for Minor & Major Storm G Tax = SBACK = BACK = FlcuRB = Tacown = a= W= Sx = So = %MOT = d = Toux= - '.:iEtl#tEig ft ft. vert. / ft. horiz inches ft inches ft ft. vert. / ft. horiz ft. vert. / ft. horiz Minor Storm Major Storm inches ft Maximum Gutter Opacity posed On,Allowable Water Spread Gutter Cross Stope (Eq. ST-8) Water Depth without Gutter Depression (Eq. ST-2) Water Depth with a Gutter Depression Allowable Spread for Discharge outside the Gutter Section W (T - W) Gutter Flow to Design Flow Ratio by FI4WA HEC-22 method (Eq. ST-7) Discharge outside the Gutter Section W, carried in Section Tx Discharge within the Gutter Section W (QT - Qx) Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Maximum Flow Based On Allowable Water Spread Maximum Gutter Capacity Based on Allowable Gutter Depth Theoretical Water Spread Theoretical Spread for Discharge outside the Gutter Section W (T - W) Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Theoretical Discharge outside the Gutter Section W, carried in Section TxTH Actual Discharge outside the Gutter Section W, (limited by distance Tau) Discharge within the Gutter Section W (Qd - Qx) Total Discharge for Major & Minor Storm Slope -Based Depth Safety Reduction Factor for Major & Minor Storm Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Maximum Flow Based on Allowable Gutter Depth Max. Allowable Gutter Capacity Based on Minimum of QT or Qa Sw= Y= d= Tx = Eo = Qx = /� Qw= ABACK = • QT� TTH = Tx Tel = Eo= Qx TH= Qx Qw = Q= R= QnACK = Qa Minor Storm Major Storm »::::Aid Minor Storm Major Storm ............... fUft inches inches ft cfs cfs cfs cfs ft ft cfs cfs cfs cfs cfs cfs Minor Storm Major Sto`r,m� QaBcw-1'': 2 za<$ I`�.,i? '.igi 0nrtcfs STIN-G-2 ids, Q-Allow 4/24/2007, 5:22 PM 1 1 1 1 1 1 1 1 i 1 Street Section with Flow Depths , a c � 3 �a'.a `ram e. it t. ,:- efi. t"�eieta-A: 6°A Sa wS-Tk-T; SL ;'.. 16 14 ca a) 12 0 c 10 s a cp 6 : ;!. 3-f i•.:::: ; i" . . ':.:3- :° H -= -e:: - 4 2 -20 0 -10 Section of 1/2 0 10 Street (distance 20 in feet) 30 —Ground elev. --t"--- Minor d-max ..A... Major d-max ./ Minor T-max X` Major T-max 1 STIN-G-2xls, Q-Allow 4124/2007. 5:22 PM 1 1 1 1 1 WER GE (C Design Information 'Input' Type of Inlet Local Depression (in addition to gutter depression 'e from 'O-Allovi) Number of Unit Inlets (Grate or Curb Opening) Grate Information Length of a Unit Grate Width of a Unit Grate Area Opening Ratio for a Grate (typical values 0.15-0.90) Clogging Factor for a Single Grate (typical value 0.50) Grate Weir Coefficient (typical value 3.00) Grate Orifice Coefficient (typical value 0.67) Curb Opening Information Length of a Unit Curb Opening Height of Vertical Curb Opening in Inches Height of Curb Orifice Throat in Inches Angle of Throat (see USDCM Figure ST-5) Side Width for Depression Pan (typically the gutter width of 2 feet) Clogging Factor for a Single Curb Opening (typical value 0.10) Curb Opening Weir Coefficient (typical value 2.30-3.00) Curb Opening Orifice Coefficient (typical value 0.67) Resulting Gutter Flow Depth for Grate Inlet Capacity In a Sumo Clogging Coefficient for Multiple Units Clogging Factor for Multiple Units As a Weir Flow Depth at Local Depression without Clogging (0 cfs grate, 5.2 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grate, 5.2 cfs curb) As an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 5.2 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grate, 5.2 cfs curb) Resulting Gutter Flow Depth Outside of Local Depression Resulting Gutter Flow.Depth for Curb Opening Inlet Capacity In a SWIM Clogging Coefficient for Multiple Units Clogging Factor for Multiple Units Curb as a Weir, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cis grate, 5.2 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grate, 5.2 cfs curb) Curb as an Orifice, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 5.2 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grate, 5.2 cfs curb) Resulting Gutter Flow Depth Outside of Local Depression La(C)=Tggg04'rii Ked4MU%n0:400 = Theta Wp =Eg',]!!iMelt* C Cr (C) = (c) inches feet feet feet inches inches degrees feet coef aog.gOgNMA& d.=INBROgiama. d„„ = inches cipi=aia'aii4mches dm=EWM:gOgirlelles **Iliches Coef aog=mummi* inch. leminon dd4...:inches inches 4ggDga4Mehes Resultant Street Conditions Total Inlet Length Total Inlet Interception Capacity (Design Discharge from Q-Peak) Resultant Gutter Flow Depth (based on sheet Q-Allow geometry) Resultant Street Flow Spread (based on sheet Q-Allow geometry) Resultant Flow Depth at Maximum Allowable Spread feet d inches TcegEMiifed 4,..=NVMM441.0.. 1 STIN-G-2.xls, Inlet In Sump 4/24/2007, 5:23 PM 1 1 1 t 1 1 1 f i 1 1 1 1 1 30 2s 28 27 26 25 24 23 22 21 20 18 18 Ili m 1L 17 mi to W is 10. I6 15 at U 14 :F.. 13O. ca 1 12 ii 70 f .. _ T / I , i t / f / sdA J i i ' - f 1 A / (� 1 1 - s 1 t 0 2 4 6 8 10 12 14 16 18 20 22 Q (cis) 24 26 28 30 32 34 36 38 40 Weir Depth Odt. •••F3••• Not Used 4 Depth (in.) Reported Design —4— Reported Design Flow Depth (In) Spread (1t) —A—Curb Flow —0— Curb (in.) Flow 1 STIN-G-2xls, Inlet In Sump 4/24/2007, 5:23 PM SI N Design Flow = Gutter Flow + Carry-over Flow INLET IOVERLAND * FLOW W SIDE I STREET —GUTTER FLOW PLUS CARRY-OVER FLOW F OVERLAND FLOW 1/2 OF STREET INLET F GUTTER FLOW Design Flow: ONLY if already determined through other methods: (local peak flow for 12 of street, plus flow bypassing upstream subcatchments): €6 youentered a value here, skip the rest of tills sheet and proceed to sheet Q-Alicaw) Geographic Information: (Enter data in the blue cells): Site: (Check One Box Onl Site is Urban: >''>`'•. >` Site is Non -Urban: Subcatchment Area = Percent Imperviousness = NRCS Soil Type = Overland Flow = Gutter Flow = Slope (ft/ft) Length (ft) as Acres A, B, C, or D Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + T,) ^ C3 Design Storm Return Period, Tr = Return Period One -Hour Precipitation, P1 = C1 C2 = C3 User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry -Over) Flow from upstream Subcatchments, Qb _ years inches cfs Analysis of Flow Time (Time of Concentration) for a Catchment: Calculated Design Storm Runoff Coefficient, C = Calculated 5-yr. Runoff Coefficient, C5 = Overland Flow Velocity, Vo = Gutter Flow Velocity, VG = Overland Flow Time, to = Gutter Flow Time, to = Calculated Time of Concentration, T, = Time of Concentration by Regional Formula, = Recommended T, = Time of Concentration Selected by User, T, = Design Rainfall Intensity, I = Calculated Local Peak Flow, Qp = Total Design Peak Flow, Q = fps fps minutes minutes minutes minutes minutes minutes inch/hr cfs cfs STIN-N-1.xls, Q-Peak 4/24/2007, 5:31 PM r 1 i 1 .................... (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: ".... #<►)ff`.: :....:.a .. ................:... Street Crown Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb Side Slope Behind Curb (leave blank for no conveyance credit behind curb) Manning's Roughness Behind Curb Height of Curb at Gutter Flow Line Distance from Curb Face to Street Crown Gutter Depression Gutter Width Street Transverse Slope Street Longitudinal Slope - Enter 0 for sump condition Manning's Roughness for Street Section Max Allowable Depth at Gutter Flow Line for Minor & Major Storm Max Allowable Water Spread for Minor & Major Storm TBACK = SaAcx = neAcx = Ham = TCROWN = a= W= Sx = So = nsTREBY = duux = TuAx = ii?;�tEtS35tT ft ft. vert. / ft. horiz inches It inches ft ft. vert. / ft. horiz ft. vert. / ft. horiz Minor Storm Major Storm :::18t0G inches ft >28.. Maximum Gutter Capacity Based On Allowable Water Spread Gutter Cross Slope (Eq. ST-8) Water Depth without Gutter Depression (Eq. ST-2) - Water Depth with a Gutter Depression Allowable Spread for Discharge outside the Gutter Section W (T - W) Gutter Flow to Design Row Ratio by FHWA HEC-22 method (Eq. ST-7) Discharge outside the Gutter Section W, carried in Section Tx Discharge within the Gutter Section W (QT - Qx) Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Maximum Flow Based On Allowable Water Spread Maximum Gutter Capacity Based on Allowable Gutter Depth Theoretical Water Spread Theoretical Spread for Discharge outside the Gutter Section W (T - W) Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Theoretical Discharge outside the Gutter Section W, carried in Section TxTH Actual Discharge outside the Gutter Section W, (limited by distance T Discharge within the Gutter Section W (Qd - Qx) Total Discharge for Major & Minor Storm Slope -Based Depth Safety Reduction Factor for Major & Minor Storm Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Maximum Flow Based on Allowable Gutter Depth Max, Allowable Gutter Cgp 4ty_Based on Minimum of at or t� Sw= Y= d= Tx = Eo = Ox = Qw = ucK= QTo TTH = TXTn= Eo CIA rn= ax = Ow= o= R= QBACK = tadO Minor Storm Major Storm »#tg'zif3;Jfi3 ft/ft inches inches ft �E>>tf'3r3E2! > �sE�iLi . :Ei:iStiMP: Minor Storm Major Storm >'::'•:QS7$ cfs cfs cfs cfs ft ft cfs cfs cfs cfs cfs cfs Minor Storm Major Stone Qaaaw a iai2Sid"<cfs STIN-N-1.xls, Q-Allow 4/24/2007, 5:31 PM 1 t i i • 1 1 O Street Section with Flow Depths -.. --- s s--� 18 — :: �,, � ,* : ...,: A.A A ..Y 16 14 to a) 32 u 10 . a a' X X: XC X X XXXX:X:XX :X>KXX 3.7KX )K X 3:X:XXX--: 4, 4 2 0 -20 -10 Section of 1/2 0 10 Street (distance 20 in feet) 30 —Ground elev. --0-- Minor d-max -A; Major d-max :-' Minor T-max X Major T-max 1 ST1N-N-1 xis, Q-Allow 4/24/2007, 5:31 PM Project = Inlet ID = nri i%eii `:.t Design Information (Input) Type of Inlet Local Depression (in addition to gutter depression 'a' from'Q•AIIow) Number of Unit Inlets (Grate or Curb Opening) Grate Information Length of a Unit Grate 'Width of a Unit Grate Area Opening Ratio for a Grate (typical values 0.15-0,90) Clogging Factor for a Single Grate (typical value 0.50) Grate Weir Coefficient (typical value 3.00) Grate Orifice Coefficient (typical value 0.67) Curb Opening information Length of a Unit Curb Opening Height of Vertical Curb Opening in inches Height of Curb Orifice Throat in Inches Angle of Throat (see USDCM Figure ST-5) Side Width for Depression Pan (typically the gutter width of 2 feet) Clogging Factor for a Single Curb Opening (typical value 0.10) Curb Opening Weir Coefficient (typical value 2.30-3.00) Curb Opening Orifice Coefficient (typical value 0.67) Resulting Gutter Flow Depth for Grate Inlet Capacity In a SpmQ Clogging Coefficient for Multiple Units Clogging Factor for Multiple Units Asa Weir Flow Depth at Local Depression without Clogging (0 cfs grate, 3.99 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grate, 3.99 cfs curb) As an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 3.99 cfs curb) Flow Depth at Local Depression with Clogging (0 ofs grate, 3.99 cfs curb) Resulting Gutter Flow Depth Outside of Local Depression Resulting Gutter Flow Depth for Curb Opening Inlet Capacity In a Surrip Clogging Coefficient for Multiple Units Clogging Factor for Multiple Units Curb as a Weir, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 3.99 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grate, 3.99 cfs curb) Curb as an Orifice, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 3.99 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grate, 3.99 cfs curb) Resulting Gutter Flow Depth Outside of Local Depression Type =10 anew = No inches ........................... ........................... Le (G) _'-'-::?:<'.r;':`:::IVti4' feet We =':= i'f9' ii'c`:'i<=iav� feet ........................... Lo (C) Theta = b Wp =i£ Co (C) Coef=:3i?;`i>�i3Nfl feet inches inches degrees feet inches dw,=:i[?ii[E3iiii'i3 inches dd =r>`:;2%iig>iiiid inches d„= ;Ei>inches d.. o. a i E i;i : :i<:I A inches Coef = ?s#l4# Clog dw =iY inches inches inches doe ='>i;>:`iii,i;i22rS:ii^f Inches inches Resultant Street Condtttons Total Inlet Length Total Inlet Interception Capacity (Design Discharge from Q-Peak) Resultant Gutter Flow Depth (based on sheet Q-Allow geometry) Resultant Street Flow Spread (based on sheet Q•Allow geometry) Resultant Flow Depth at Maximum Allowable Spread i$ire feet t# cfs Inches T ° f ''i"i? <'> : "s . feet ........................... dsvaeu °'i'?:Si:iiz'>:%:i: EQ Q Inches STIN-N-1 xis, Inlet 1n Sump 4/24/2007, 5:31 PM t 1 1 1 1 1 a 1 1 a t 30 _ ............ { .. • 0 29/ 0 0 0 0 0 0 0 0 0 0 28 j 0 f1-0 0 0 27 - f 26 + ! 1 1 25 I 24 7 23 22 21 20 19 m cu IiLL17 al Ol 16 C. N 15 d L Q 14 .=.. :F 13 Q. m 1112 11 10� 9 7 6 5 4 3 2 1 QJ-I If % '' i r ' t t j f / / ..1, . / _ � / � • 4/ r/f _Le/8 I j f}l1 J I ' �^ 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 Q (cfs) 34 36 38 40 Welr Depth (in) Orif. '••R •• Not Used a Reported Design Depth (in.). Flow Depth (In.) Design (fl) —+&-Curb Flow —3--Curb Flow —4—Reported Spread 1 STIN-N-1 xis, Inlet In Sump 4/24/2007, 5:31 PM 1 7 1 1 1 1 1 1 1 1 1 f 1 1 Design Flow = Gutter Flow + Carry-over Flow INLET I❑VERLAND * FLOW W SIDE I STREET —GUTTER FLOW PLUS CARRY-OVER FLOW F1V OVERLAND FLOW W FL❑W 1/2 OF STREET INLET E— GUTTER FLOW Design Flow: ONLY if already determined through other methods: (local peak flow for 1 /2 of street, plus flow bypassing upstream subcatchments): it you entered a value here, skip the rest el -this sheet and proceed to sheet Q-4Ilow) ^Q . c f:� Geographic Information: (Enter data in the blue cells): Site: (Check One Box Onl Site is Urban >>»»><=z Site Is Non -Urban: Subcatchment Area = Percent Imperviousness = NRCS Soil Type = Overland Flow = Gutter Flow = Slope (ft/ft) Length (ft) Acres A, B, C, or D Rainfall Information: Intensity I (inch/hr) = Ci * Pi / ( C2 + Tc) ^ C3 Design Storm Return Period, Tr _ Return Period One -Hour Precipitation, Pi = CI= C2 = C3 = User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry -Over) Flow from upstream Subcatchments, Qb = years inches cfs Analysis of Flow Time (Time of Concentration) for a Catchment: Calculated Design Storm Runoff Coefficient, C = Calculated 5-yr. Runoff Coefficient, C5 = Overland Flow Velocity, Vo = Gutter Flow Velocity, VG = Overland Flow Time, to = Gutter Flow Time, tG = Calculated Time of Concentration, Tc = Time of Concentration by Regional Formula, Tc = Recommended T, = Time of Concentration Selected by User, Tc = Design Rainfall Intensity, I = Calculated Local Peak Flow, Qp = Total Design Peak Flow, Q fps fps minutes minutes minutes minutes minutes minutes inch/hr cfs cfs STIN-P-1.xls, Q-Peak 4/24/2007, 5:23 PM Project Inlet ID: (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) TBACK SBacK� Y HCURB d a CO T, TMAx Tx Sx TCROWN Street Crown Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb Side Slope Behind Curb (leave blank for no conveyance credit behind curb) Manning's Roughness Behind Curb Height of Curb at Gutter Flow line Distance from Curb Face to Street Crown Gutter Depression Gutter Width Street Transverse Slope Street Longitudinal Slope - Enter 0 for sump condition Manning's Roughness for Street Section Max. Allowable Depth at Gutter Flow Line for Minor & Major Stone Max Allowable Water Spread for Minor & Major Storm TBAod = S = %BACK = HcuRB = TcaowN a= W= Sx So = nsrnaET = dow = Twa= f£0D&5 :�tL:jx'LSfr ft ft. vert. / ft. horiz inches ft inches ft ft vert. / ft. horiz ft. vert. / ft. horiz Minor Storm Major Storm ;_`:;38it9f3 inches ft Maximum Gutter Capacity Based On Allowable Water Spread Gutter Cross Slope (Eq. ST-8) Water Depth without Gutter Depression (Eq. ST-2) Water Depth with a Gutter Depression Allowable Spread for Discharge outside the Gutter Section W (T - W) Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Discharge outside the Gutter Section W, carried in Section Tx Discharge within the Gutter Section W (QT - Qx) Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Maximum Flow Based On Allowable Water Spread Maximum Gutter Capacity Based on Allowable Gutter Depth Theoretical Water Spread Theoretical Spread for Discharge outside the Gutter Section W (T - W) Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Theoretical Discharge outside the Gutter Section W, carried in Section Tx na Actual Discharge outside the Gutter Section W, (limited by distance T Discharge within the Gutter Section W (Qd - Qx) Total Discharge for Major & Minor Storm Slope -Based Depth Safety Reduction Factor for Major & Minor Storm Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) `Maximum Flow Based on Allowable Gutter Depth Sw= Y= d= Tx = Eo= Qx = Qw= QaACK QT� TT„ = Tx rrr Eo = Qx Qz = Qw= Q= R= QRACK = Qd Minor Storm Major Storm '<A7Six7:. Minor Storm Major Storm 4.0 [zi3 3 :;i;ckt!Q(r ft/ft inches inches ft cfs cfs cfs cfs ft ft cfs cfs cfs cfs cfs cfs Minor Storm Major Storm Max. Allowable Gutter Capacity Based on Minimum of Q.• or Q. `> .'i!`:!A 1k::?i: <:>::6 t cfs Capacity OK: The -se maximum allowable tcow.s are greater than the flow given or: sheet'Q-Peak' STIN-P-1Q-Allow 4/24/2007, 5:23 PM t 1 1 1 Street Section with Flow Depths 16 14• u) a) 12 u >_ 'c 10 2" s r O. o 8 t a) 6 ::u:: € =1:: ;:, :. ,::1-,:€ °::I o €: ►::€ € 3 €:3-:-,:s i::} a) , =cxxx0<x*ActocKx °::! 4 2 0 -15 -10 -5 Section 0 of 1/2 5 Street (distance 10 in feet) 15 20 —Ground elev. ..€... Minor d-max ..A...Major d-max :` Minor T-max X Major T-max STIN-P-1 xis, Q-Allow 4/24/2007, 5:23 PM Il• Project: Inlet ID:'z>`<i<�33a><�>-i%{i. Wz/eing 4 ('-Lo (C)--•,(' Deshrn Information (Input) Type of Inlet Local Depression (En addition to upstream gutter depression 'a' from'Q-Allove) Total Number of Units in the inlet (Grate or Curb Opening) Length of a Single Unit inlet (Grate or Curb Opening) Width of a Unit Grate (cannot be greater than W from Q-Allow) Clogging Factor for a Single Unit Grate (typical min. value = 0.5) Clogging Factor for a Single Untt Curb Opening (typical min. value = 0.1) Type =C2E2# Ej13dp2ptlaat(4f1 i,': <i;>`: Street Hydraulics (Calculated). Capacity OK - Q Is less than maximum allowable from sheet'Q-Allow' Design Discharge for Half of Street (from Q-Peak) Water Spread Width 'Water Depth at Flowline (excluding local depr)ssion) Water Depth et Street Crown (or at Tom) Rath of Gutter Flow to Design Flow Discharge outside the Gutter Section W, carried In Section Tx Discharge within the Gutter Section W Discharge Behind the Curb Face Street Flow Area Street Flow Velocity Water Depth for Design Condition Grate Analysis (Calculated) Total Length of Inlet Grate Opening Ratio of Grate Flow to Design Flow Under No -Clogging Condition Minimum Velocity Where Grate Spash-Over Begins Interception Rate of Frontal Flow Interception Rate of Side Flow Interception Capacity Under Clogging Condition Clogging Coefficient for Multiple -unit Grate Inlet Clogging Factor for Multiple -unit Grate Inlet Effective (unclogged) Length of Multipte-untt Grate Inlet Minimum Velocity Where Grate Spesh-Over Begins Interception Rate of Frontal Ftow Interception Rate of Side Flow Actual Interception capacity Carry -Over Flow = Q.Q (to be applied to curb opening or next dls inlet) Curb or Slotted Inlet Opening Analysis (Calculated) Equivalent Slope S. (based on grate carry-over) Required Length LT to Have 100% Interception Under No -Clogging Condltlon Effective Length of Curb Opening or Slotted Inlet (minimum of L, Lr) Interception Capacity Under Clogging Condltlon Clogging Coefficient Clogging Factor for Multiple -unit Curb Opening or Slotted Inlet Effective (unclogged) Length dual Interception Capacity Carry-over Flow = OaicrulEl Q. Summary Total Inlet interception Capacity Total Inlet Carry -Over Flow (flow bypassing Inlet) Capture Percentage = Q.JQ. ft Vo=ri�s:•5'?0.i,:fl fps Oi =;<i'i' GrateCoef Rf = ii'ri=i=:'iGii c'?i1t31I' ...............::...:::.: L CurbCoef = i!i??;;'i='i'?if.'s3. CUrbClog = L. cis ft/ft ft ft cis ft cis its cfe c'h=is ii£i'i f?';$'�$ % Watn;ng 4: Dtlyeer Type t o unli?kit : shouic to: ;.7:'. STIN-P-1.xis, Inlet On Grade 4/24/2007, 5:23 PM 1 U1e31t_1,.W u...,P x �� act :+ o o Y c q Y{ J cr ' i ' 0 2 ) r 1 4 6 6 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 Q for 1/2 Street (cfsj 40 —0— O Intercepted (cfs) —0-- CI Bypassed (cfs)--ft--- Spread T (ft), Lidded by T-CROWN --A.-- Spread T (ft), Net United by — i— Flaw Depth d (inches) T-CROWN STIN-P-1.xls, Inlet On Grade 4/24/2007, 5:23 PM Design Flow = Gutter Flow + Carry-over Flow INLET yOVERLAND FLOW y SIDE I STREET F—GUTTER FLOW PLUS CARRY-OVER FLOW EVE IOVERLAND W FLOW W 1/2 OF STREET INLET F— GUTTER FLOW Design Flow: ONLY if already determined through other methods: (local peak flow for 1/2 of street, plus flow bypassing upstream subcatchments): €f you entered a value here, skip the rest of this sheet and proceed to sheet Q-Aliorr) ^Q ors Geographic Information: (Enter data in the blue cells): Site: (Check One Box Onl Site is Urban: Site Is Non -Urban: Subcatchment Area = Percent Imperviousness = NRCS Soil Type = Overland Flow = Gutter Flow = Slope ft/ft) Length ft Acres A, B, C, or D Rainfall Information: Intensity I (inch/hr) = C1 * Pi / ( C2 + Tc) ^ C3 Design Storm Return Period, Tr = Return Period One -Hour Precipitation, Pi = C1= C2 = C3 = User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry -Over) Flow from upstream Subcatchments, Qp = years inches cfs Analysis of Flow Time (Time of Concentration) for a Catchment: Calculated Design Storm Runoff Coefficient, C = Calculated 5-yr. Runoff Coefficient, C5 = Overland Flow Velocity, Vo = Gutter Flow Velocity, VG = Overland Flow Time, to = Gutter Flow Time, to _ Calculated Time of Concentration, T, _ Time of Concentration by Regional Formula, Tc = Recommended To = Time of Concentration Selected by User, Tc Design Rainfall Intensity, I = Calculated Local Peak Flow, Qp = Total Design Peak Flow, Q = fps fps minutes minutes minutes minutes minutes minutes inch/hr cfs cfs STIN-P-2-2YR.xls, Q-Peak 4/26/2007, 1:54 PM CROWN (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project Inlet ID: »::»»`>:»:::'>:ss::ss>;'•>::>::»::>s::>:'>#'. i i<!:iE>i:3;i::<:::z<:><:>�':jT1 . . TBACK S,.. oACk Street Crown Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb Side Slope Behind Curb (leave blank for no conveyance credit behind curb) Manning's Roughness Behind Curb Height of Curb at Gutter Flow Une Distance from Curb Face to Street Crown Gutter Depression Gutter Width Street Transverse Slope Street Longitudinal Slope - Enter 0 for sump condition Manning's Roughness for Street Section Max. Allowable Depth at Gutter Flow Line for Minor & Major Storm Max Allowable Water Spread for Minor & Major Storm TAcx = SeAac = nix = licuna = TcHowti = a W= Sx = So = nsmEEr dim = Tex= i�•rz;f#42E1G3 00 .................... ft ft. vert. / It. horiz inches ft inches ft ft. vert. / R hor¢ ft. vert. / ft. horiz Minor Storm Major Storm inches ft Maximum Gutter Capacity Based On Allowable Water Spread Gutter Cross Slope (Eq. ST-8) Water Depth without Gutter Depression (Eq. ST-2) Water Depth with a Gutter Depression Allowable Spread for Discharge outside the Gutter Section W (T - W) Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Discharge outside the Gutter Section W, carried in Section Tx Discharge within the Gutter Section W (QT - Qx) Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Maximum Flow Based On Allowable Water Spread Maximum Gutter Capacity Based on Allowable Gutter Depth Theoretical Water Spread Theoretical Spread for Discharge outside the Gutter Section W (T - W) Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Theoretical Discharge outside the Gutter Section W, carried in Section Tx nil Actual Discharge outside the Gutter Section W, (limited by distance T Discharge within the Gutter Section W (Qa - Qx) Total Discharge for Major & Minor Storm Slope -Based Depth Safety Reduction Factor for Major & Minor Storm Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Maximum Flow Based on Allowable Gutter Depth Sw= Y= d= Tx = E0 = Qx = Qw= Qeecic = Qr� TTM = TxrH= Eo = Qx Qx = Ow Q= R= Qexcx = Qo Minor Storm Major Storm i =ES St3 iiEi:'j±fQk Minor Storm Major Storm 3 • iiuu•. ft/ft inches inches ft cfs cfs cfs cfs ft ft cfs cfs cfs cfs cfs cfs Minor Storm Major Storm Max. Allowable Gutter Capacity Based on Minimum of Q, or Qd Qax,,,, opIii :: z ::o i_ ;_; m:::4 cfs Capacity OK: These to akirnum zllowable flaws are greater than the flow g ier: ari sheet'Q•Peak' STIN-P-2-2YRxls, Q-Allcw 4/26/2007, 1:54 PM 1 1 1 1 1 Street Section with Flow Depths ��;:�_._.1n-u 4. ael. w an -A :: 64'... 4.. :,: sG. A.. r'+. +w'°4—.,-^,,,„ A,- 1-6 0 14 a> 12 c c 10 r It a) 8 r 'w XXXXX gXXCxC:KX:K XXXX 4 2 0 -15 -10 - -5 Section of 1/2 0 5 Street (distance 10 in feet) 15 20 — Ground elev. --e--- Minor d-max --A- - Major d-max / Minor T-max X Major T-max STIN-P-2-2YRxls, Q-Allow 4/26/2007, 1:54 PM 1 1 1 1 1 1 1 Project: Inlet ID: Warning 4 F-Lo (C)-,r Design Information (Input) Type of Inlet Local Depression an addition to upstream gutter depression'e' from'Q-ldoW) Total Number of Units in the Inlet (Grate or Curb Opening) Length of a Single Unit Inlet (Grate or Curb Opening) • Width of a Unit Grate (cannot be greater than W from CI -Allow) Clogging Factor for a Single Unit Grate (typical min. value = 0.5) clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) ...................................... Type = 00.c ' 'k .0.r. "i blf afk�i CLocu Inches = ?:2'?! No =_ W. _ - %:'illfl ft CrG=> Ore Street Hydraulics (Calculated). Capacity OK - lc less than maximum allowable from sheet'Q-Allow Design Discharge for Half of Street (from Q-Peak) Water Spread Width Water Depth at Flowllne (excluding local depression) Water Depth at Street Crown (or at Tra.x) Ratio of Gutter Flow to Design Flow Discharge outside the Gutter Section W, carried in Section T. Discharge within the Gutter Section W Discharge Behind the Curb Face Street Flow Area Street Fiow Velocity Water Depth for Design Condition ......................... Q• _ ':fi ' i 'i '#3i i' it1 19 cfs T=ct':'': ::# ft d = +`'%i% :z': >:%ii4i? Inches dcricmN i2i il:;i i i iJ i i!!E; Inches Q. cfs Ow=>ji<i3'3>i?DTfi cfs Chino( = : i f'.?'. ia5i>' :;0 cfs sq ft fps inches Grate Analysts (Calculated( Total Length of Inlet Grate Opening Ratio of Grate Flow to Design Flow Under No -Clogging Condition Minimum Velocity Where Grate Spash-Over Begins Interception Rate of Frontal Flow Interception Rate of Side Flow Interception Capacity Under Clogging Condition Clogging Coefficient for Multiple -unit Grate Inlet Clogging Factor for Multiple -unit Grate Inlet Effective (unclogged) Length of Multiple -unit Grate Inlet Minimum Velocity Where Grate Spash-Over Begins Interception Rate of Frontal Flow Interception Rate of Side Flow Actual Interception Capacity Carry -Over Flow = Q.-Q. (to be applied to curb opening or next d/s inlet) Curb or Slotted Inlet O rf�e Inn Analysis (Calculated) Equivalent Slope S. (based on grata carry-over) Required Length L. to Have 100% Interception Under No -Clogging Condition Effective Length of Curb Opening or Slotted Inlet (minimum of L. LT) Interception Capacity Under Clogging Condition Clogging Coefficient Clogging Factor for Multiple -unit Curb Opening or Slotted Inlet Effective (Unclogged) Length ctual Interception Capacity Carry -Over Flow = QbrcaatEt Q. Summary Total Inlet Interception Capacity Total Inlet Carry -Over Flow (flow bypassing inlet) Capture Percentage = Q./Q. Warn:mg 4: Denver No. 1&(CDOT Type. la +.nl: width s youiri he 1,71e. Eo-cruna Vo = if3Fri_. Rf LT='?i;;a; >i%iJ3 a cfs ft/ft ft CurbCoef = ......................... curbClog=Ei cis cab = STIN-P-2-2YR.xls, Inlet On Grade 4/26/2007, 1:54 PM 1 1 1 r 1 1 1 1 1 nor, '111CI�® 11111111111111111111111111111 11110111111211111111111111111111111111111 1111111111 i1111111111111111111111111 11111111111111111111111111111111111111 1111t1iE!1111tii111111111111111111111 1111111♦iN111111111111111111111111111 1111111111111111111 11111111111111111 111111111111111111111111111111111111 E11111121111111111,111111111111111111111111111111 11111111111111iii1111111 11111111111111 • 1Li111111111111111111111 11111111111111 ♦♦♦♦♦♦11 111111111111111111111111111111 ♦♦♦♦♦♦♦1411111111111111111i111111111111 1111111.111111111111111111111111111111 111111111111111111111111111I1111111111 11111111111111111111111111111111111111 • 111 11111111111111111111111'i1111111111 111111111111111111111111111111111111 1111111111111111111111111111111111111111 11111111111111I11111111111111111' 1111 0 . 2 4 6 6 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 Q for 1/2 Street (cfs) 40 -0-- Intercepted (cfs) -83— O Bypassed (cfs) ..14--- Spread T (rt), Limited by T-CROWN •-C--- Spread T {ft), Not Limited by -K— flow Depth d (inches) T-CROWN STIN-P-2-2YR.xls, Inlet On Grade 4/26t2007, 1:54 PM Design Flow = Gutter Flow + Carry-over Flow INLET OVERLAND 4, FLOW SIDE STREET —GUTTER FLOW PLUS CARRY-OVER FLOW F I OVERLAND W FLOW 1/2 OF STREET INLET F GUTTER FLOW Design Flow: ONLY if already determined through other methods: (local peak flow for 112 of street, plus flow bypassing upstream subcatchments): "t It you ;entered a value here, skip thy: rest or this sheet and proceed to sheet (a -Allow) Geographic Information: (Enter data in the blue cells): Site: (Check One Box Onl Site is Urban:::;;:::;:; Site Is Non -Urban: Subcatchment Area = Percent Imperviousness = NRCS Soil Type = Overland Flow = Gutter Flow = Slope (ft/ft) ................ ........................ Length (ft) cfs Acres A, B, C, or D Rainfall information: Intensity I (inch/hr) = Ci * P1 / ( C2 + Tc) ^ C3 Design Storm Return Period, Tr = Return Period One -Hour Precipitation, Pi = CI= C2 = C3 = User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry -Over) Flow from upstream Subcatchments, Qb = years inches cfs Analysis of Flow Time (Time of Concentration) for a Catchment: Calculated Design Storm Runoff Coefficient, C = Calculated 5-yr. Runoff Coefficient, C5 = Overland Flow Velocity, Vo = Gutter Flow Velocity, VG = Overland Flow Time, to = Gutter Flow Time, tG _ Calculated Time of Concentration, Tc _ Time of Concentration by Regional Formula, T, = Recommended Tp = Time of Concentration Selected by User, Tc = Design Rainfall Intensity, I = Calculated Local Peak Flow, Qp = Total Design Peak Flow, Q= ai fps fps minutes minutes minutes minutes minutes minutes inch/hr cfs cfs STIN-P-2-100YR.xls, Q-Peak 4/26/2007, 1:53 PM a Or Ir:;�xtck (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) . ? '::...::......iiis>ii`:'•a=`si:''.ii:i:><;=.`•`?'•`>`! ici^:! ii`a is s ::i:'G Project ':.::`�;:;::::;:>: <;::>s`:::';:: �:;>;i::; � �::?:::�:;C;:� ?s �:::;;:::: s. %t;;:::::::•:�:::::�::::� � �Y�.. . f�....-.. ......... ......... .......... Inlet ID....::. � 'I :BACK TCROWN SBacT,TMAx K HCURB y 1. a Sx Tx Street Crown Gutter Geometry (Enter data 'n the blue cells) Maximum Allowable Width for Spread Behind Curb Side Slope Behind Curb (leave blank for no conveyance credit behind curb) Manning's Roughness Behind Curb Height of Curb at Gutter Flow Line Distance from Curb Face to Street Crown Gutter Depression Gutter Width Street Transverse Slope Street Longitudinal Slope - Enter 0 for sump condition Manning's Roughness for Street Section Max Allowable Depth at Gutter Flow Line for Minor & Major Storm Max Allowable Water Spread for Minor & Major Storm Timm = SNACK = nexcK = Haim = TCROWN_ a= W= Sx = So = nSTgaET = MOB :tJif;350 ft ft. vert. / ft. horiz inches ft inches ft ft. vert. /ft. horiz ft. vert. / ft. horiz Minor Storm Major Storm dxux = Tuxx= «:%iii;:::;?%%;i%d<ia ft Maximum Gutter Capacity Based On Allowable Water Spread Gutter Cross Slope (Eq. ST-8) Water Depth without Gutter Depression (Eq. ST-2) Water Depth with a Gutter Depression Allowable Spread for Discharge outside the Gutter Section W (T - W) Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Discharge outside the Gutter Section W, carried in Section Tx Discharge within the Gutter Section W (Qr - Qx) Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Maximum Flow Based On Allowable Water Spread Maximum Gutter Capacity Based on Allowable Gutter Depth Theoretical Water Spread Theoretical Spread for Discharge outside the Gutter Section W (T - W) Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Theoretical Discharge outside the Gutter Section W, carried in Section Tani Actual Discharge outside the Gutter Section W, (limited by distance T .) Discharge within the Gutter Section W (Oa - Qx) Total Discharge for Major & Minor Storm Slope -Based Depth Safety Reduction Factor for Major & Minor Storm Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Maximum Flow Based on Allowable Gutter Depth Sw= Y= d= Tx = Eo= Qx Qw= QaxCK QT TTH = Tx TH= E0 = QXTH= ^Qx = w Q= R= O Acx = Qd Minor Storm Major Storm Minor Storm Major Storm �137>4: �•:: lilyli' ftJR inches inches ft cfs cfs cfs cfs ft ft cfs cfs cfs cfs cfs cfs Minor Storm Major Storm Max. Allowable Gutter Capacity Based on Minimum of Q, or Qa (km. 'hiMiitgiltMigigailcfs WARNING: Mex allawab:e flow for major storm is teas than flow given on sheet Q-Peal:` STIN-P-2-100YRxls, Q-Mow 4/26/2007, 1:53 PM 1 t 1 1 1 r 1 f� 1 1 1 1 1 Street Section with Flow Depths . .: 3, �. b 4 �.-�S`k, 8 L te.Y+. 6:a '--A[ •TJ .. dJ+h-S.-�&L 6Yd +sfr tsa. N:R . # .tiSt Lri TeN'weT�{�'S 16 14 a) 0 c 12 c s 10 a a)CI $ i. co 6 ::31::`.€3EE:! • ::,' D 0 D-E€aof:1::'.€:.::'.'::::':::I'..:€ 4 2 0 -15 -10 -5 Section 0 of 112 5 10 15 20 Street (distance in feet) —Ground elev. --G---Minor d-max -:3... Major d-max / Minor T-max X Major T-max , 1 STIN-P-2-100YRxls, 0-Allow • 4/26/2007, 1:53 PM 1 t 1 1 1 1 1 1 1 Project: Inlet ID ..::........... . •....... ..:... . WarnEng 4 lice?Sng f -Lo (C),r Design Information (Input) Type of Inlet Local Depression (In addition to upstreem putter depression'a' from'4Alow) Total Number of Units In the Inlet (Grate or Curb Opening) Length of a Single Unit Inlet (Grate or Curb Opening) Width of a Unit Grate (cannot be greater than W from Q-A low) Clogging Factor for a Single Unit Grate (typical min. value = 0.5) Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) Type = aLorx No = La= W.= erG_ CrC= :ft ft Street Hydraulics (Calculated) WARNING: Q IS GREATER THAN ALLOWAELE Q FOR MAJOR STORM Design Discharge for Half of Street (front Q-Peak) Water Spread Width Water Depth at Flowline (excluding local depression) Water Depth at Street Crown (or at T.) Ratio of Gutter Flow to Design Flow Discharge outside the Gutter Section W, carried in Section T. Discharge within the Gutter Section W Discharge Behind the Curb Face Street Flow Area Street Flow Velocity Water Depth for Design Condition • ='s'r i2:-z`3 $;(; cfs T= ft d = inches dcKohrr = isE E i z▪ i :%::E l i # inches Eo � >:EEil �i'Ec ER'a�9 Qw ='i: i is `:':: >> Ecfs 4r= ji?i'i %;'S3aY1?f cfs Q0 cfs sq ft V. = i'ii:>?'.;::>i;Ey2;X$ fps dr. _ <ic?ijirE!:?!;.iti;Tx7 inches quo, = A, =;ijie Grate Analysis {Calculated) Total Length of inlet Grate Opening Ratio of Grate Flow to Design Flow Under No -Clogging Condition Minimum Velocity Where Grata Spash-Over Begins Interception Rate of Frontal Flow Interception Rate of Side Flow Interception Capacity Under Clogging Condition Clogging Coefficient for Multiple -unit Grate Inlet Clogging Factor for Multiple -unit Grate Inlet Effective (unclogged) Length of Multiple -unit Grate Inlet Minimum Velocity Where Grata Spash-Over Begins nterception Rate of Frontal Flow Interception Rate of Side Flow Actual Interception Capacity Carry -Over Flow = Q =Q (to be applied to curb opening or next die Inlet) L R.Cal ft fps cis GrateCdef .......................... GreteClog ft d't`. t 1135 R. = E '•E %:!2?: : i:? :QBi: Q. a`2U32>i?¢T cfs Curb or Slotted Inlet ODenin: Analysis (Calculated) EquNalent Slope S. (based on grate cany-over) Required Length LT to Have 100% Interception Under No -Clogging Condition Effective Length of Curb Opening or Stoned Inlet (minimum of L, LT) Interception Capacity Under Clogging Condition Clogging Coefficient Clogging Factor for Multiple -unit Curb Opening or Slotted Inlet Effective (Unciogged) Length ctual Interception Capacity Cony -over Flow = Qni«uTei'Q, Summary Total Inlet Interception Capacity Total Inlet Carry -Over Row (flow bypassing Inlet) Capture Percentage = Q.1Q. = Warnlhg 4: Donv<r 50. 1 $C1XOT Tyro la ;:nit wtdf^ Fhnu:ct b•: 1.73'. s. a Isj tl - ter::'`: LT = enft ft ft cfs cis Q = #b cfs Qe=ji?[<::£;10.'.f� cfs C%=ii?;ii:'iii %%? is?iiiii$li i9. STIN-P-2-100YR.xls, Inlet On Grade 4/26/2007, 1:54 PM 1 t 1 1 1 1 1 1 1 1 Ly % %.., \\k. • » f• \ , i k ��• . . . . ¥ t • x § _ . . . I \k y f//\!> \§. ®%a ,. .. e \ p £ 11 - \ . . ' \ ` Q X » % ¥ / ov . %% % k-- ® . > . t \# _ 5 ¥ \ \ . z 4/ . k X % . . , \ %, \ -•sa--• O Intercepted (efs) —S—O Bypassed (cis) -•A-•• Spread T (ft), Limited by T-CROWN • • t - • • Spread T (ft), Not Limited by —4'r Flow Depth d (inches) T-CROWN 1 STIN-P-2-100YR.x)s, Inlet On Grade 4/26/2007, 1:54 PM IlkE Design Flow = Gutter Flow + Carry-over Flow INLET yOVERLAND FLOW if SIDE I STREET E—GUTTER FLOW PLUS CARRY-OVER FLOW Fri OVERLAND is FLOW W 1/2 OF STREET INLET F— GUTTER FLOW Design Flow: ONLY if already determined through other methods: (local peak flow for 1/2 of street, plus flow bypassing upstream subcatchments): €€ you entered a va€ue here, skip the rest of this sheet and proceed to sheet Q-Alloys) 'Q cfs Geographic Information: (Enter data in the blue cells): Site: (Check One Box Onl Site is Urban:<» Site Is Non -Urban: Subcatchment Area = Percent Imperviousness = NRCS Soil Type = Overland Flow = Gutter Flow = Slope SfUft) Length (ft) Acres A, B, C, or D Rainfall Information: Intensity I (inch/hr) = Ci * Pi / ( C2 + Tc) A C3 Design Storm Return Period, Tr = Retum Period One -Hour Precipitation, Pi = C1 = C2= C3 = User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry -Over) Flow from upstream Subcatchments, Qb = years inches cfs Analysis of Flow Time (Time of Concentration) for a Catchment: Calculated Design Storm Runoff Coefficient, C = Calculated 5-yr. Runoff Coefficient, C5 = Overland Flow Velocity, Vo = Gutter Flow Velocity, VG _ Overland Flow Time, to = Gutter Flow Time, tG = Calculated Time of Concentration, Tc = Time of Concentration by Regional Formula, Tc = Recommended Tc = Time of Concentration Selected by User, Tc Design Rainfall Intensity, I = Calculated Local Peak Flow, Qp = Total Design Peak Flow, Q = numuNt fps fps minutes minutes minutes minutes minutes minutes inchmr cfs cfs STIN-Q-1-2YR.xls, Q-Peak 4/26/2007, 1:53 PM .--Th Project <' (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) SBAcK~ HCURB TBACK TCROWN T, TMAx W X Tx Street Crown Gutter Geometry (Enter data In the blue cells) Maximum Allowable Width for Spread Behind Curb Side Slope Behind Curb (leave blank for no conveyance credit behind curb) Manning's Roughness Behind Curb Height of Curb at Gutter Flow Line Distance from Curb Face to Street Crown Gutter Depression Gutter Width Street Transverse Slope Street Longitudinal Slope - Enter 0 for sump condition Manning's Roughness for Street Section Max Allowable Depth at Gutter Flow Line for Minor & Major Storm Max. Allowable Water Spread for Minor & Major Storm TMACK = SBACK _ neAcx _ Haim = TCROWN_ a= W= Sx = So = nstaeET drux = THAx = n 'Y ••,:� �::�:1?2riFf ;z;if1;040, 0;D055 >`>!�slifYt�5E1 ft ft. vert. / ft. horiz inches ft inches ft ft. vert / ft. horiz ft vert- / ft. horiz Minor Storm Major Storm :i's-=38'13E� .......dal inches ft Maximum Gutter Capacity Based On Allowable Water Spread Gutter Cross Slope (Eq. ST-8) Water Depth without Gutter Depression (Eq. ST-2) Water Depth with a Gutter Depression Allowable Spread for Discharge outside the Gutter Section W (T - W) Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Discharge outside the Gutter Section W, carried in Section Tx Discharge within the Gutter Section W (QT - Qx) Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Maximum Flow Based On Allowable Water Spread Maximum Gutter Capacity Based on Allowable Gutter Depth 'Theoretical Water Spread LTheeretical Spread for Discharge outside the Gutter Section W (T - W) Gutter Flow to Design Fiow Ratio by FHWA HEC-22 method (Eq. ST-7) Theoretical Discharge outside the Gutter Section W, carried in Section TxTH Actual Discharge outside the Gutter Section W, (limited by distance TM Discharge within the Gutter Section W (Od - Qx) Total Discharge for Major & Minor Storm Slope -Based Depth Safety Reduction Factor for Major & Minor Storm Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Maximum Flow Based on Allowable Gutter Depth Sw = y= d= Tx = Eo = Qx = Qw = QBACK = QT TTH = TXTi= Ee = QX TN Qx = Qw= Q= R= QBACK = Qd= Minor Storm Major Storm :iz23i >5'i�t3 Minor Storm Major Storm fatp:{ ft/ft inches inches ft cfs cfs cfs cis ft ft cfs cfs cfs cfs cfs cfs Minor Storm Major Storm Max, Allowable Gutter Capacity Based on Minimum of Qr or Qd Qdinw capacity OK: These maximum allowable flows are greater than the flow giver: ar..sheet 'Q-Feak' STIN-Q-1-2YRids, 0-Allow 4/26/2007, 1:53 PM 1 t 1 1 1 r 1 1 Street Section with Flow Depths 16 14 N d 0 C 12 c L 10 Q. Q1CI 8 r O) 6 v:13c€::l:::E:1:-:'::::€':}DE)DEii'I::t:``:�`:'::.a`.::1 a) 2 =KXXXNOneXXXACKX 4 2 -15 0 -10 -5 Section of 1/2 0 Street (distance 5 10 15 20 in feet) Ground elev. --i-- Minord-max - --- Major d-max ' Minor T-max X Major T-max t STIN-Q-1-2YR.xls, Q-Allow 4/26/2007, 1:53 PM -RA.PI Project: Inlet ID: i3F> ereinq 4 -----La (C)- Design Information (Motif' Type of Inlet Local Depression (in edd lion to upstream gutter depression' a'from 'O-Aitow ) Total Number of Units In the Inlet (Grate or Curb Opening) Length of a Single Unit Inlet (Grate or Curb Opening) Width of a Unit Grate (cannot be greater than W from Q-Allow) Clogging Factor for a Single Unit Grate (typical min. value = 0.5) Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) Type = No = 1.4ii Inches Street Hydraulics (Calculated'. Capacity OK - Q Is less than maximum Design Discharge for Half of Street (from Q-Peak) Water Spread Width Water Depth at Flowiine (excluding local depression) Water Depth at Street Crown (or at T w0 Ratio of Gutter Flow to Design Flow Discharge outside the Gutter Section W, carded In Section T. Discharge within the Gutter Section W Discharge Behind the Curb Face Street Flow Area Street Flow Velocity Water Depth for Design Condition allowable from sheet'Q-AIIoW ......................... ......................... .......:................. dcaown= ...................2 OA ................... els ft inches inches cis C1BAOC = 2i:?>ii:?:? i!113i cfs E4 = %; ;1? ?`I•'>> <::0:SH! sq 1t V. = fps dock=Ei;z3<: ii >?SB.inches Grate Analysis fCalculated) Total Length of Inlet Grate Opening Ratio of Grata Flow to Design Flow Under No -Clogging Condition Minimum Velocity Where Grate Spash-Over Begins Interception Rate of Frontal Flow Interception Rate of Side Flow Interception Capacity Under Clogging Condition Clogging Coefficient for Multiple -unit Grate inlet Clogging Factor for Multiple -unit Grate Inlet Effective (unclogged) Length of Multiple -unit Greta Inlet Minimum Velocity Where Grate Spash-Over Begins Interception Rate of Frontal Flow Interception Rate of Side Flow Actual Interception Capacity Carry -Over Flow = Q,-Q. (to be applied to curb opening or next Pis Inlet) 'Curb or Slotted Inlet Opening Analysis (Calculated) EquNalent Slope S. (based on grate carry-over) Required Length LT to Have 100% Interception Under No -Clogging Condition Effective Length of Curb Opening or Slotted Inlet (minimum of L, LT) Interception Capacity Under Clogging Condltlon Clogging Coefficient Clogging Factor for Multiple -unit Curb Opening or Slotted Inlet Effective (Unclogged) Length Actual Interception Capacity Carry -Over Flow = Q.isruTr=7-Q. Summary Total Inlet Interception Capacity Total Inlet Carry -Over Flow (Now bypassing Inlet) Capture Percentage = QJQ, L= • ft Qs=rl?i'fSi%>' ii is & 6 cis S. = r 1?lilit?l?aid6 LT= ...__..........>It% 1t/ t tt CurbCoef = CurbClo9 = €>::o :? is i?<FS DS ....................... L. = tt cis efs Qe ' cis ?!i:38:3i % Warn 'g 4: Denerr No. 1ICIX)7 Tyre to unit width o ouki be 1,71'. STIN-0-1-2YR.xls, Inlet On Grade 4/26/2007, 1:53 PM 1 1 1 1 1 t 1 t t 1 t 1 t 1 1 1 40 �........-•••• ...............................•.- 39 _ 38 37 - 36 35 34 u32 d C 31 30 $ 29� I O 28 0 27 IL. 26 4:25 a 24)•M 9 23 .d 1•- 21 a 20 rn 79 o 18 rL 17 • 16 ot 15 cn N 14 a 13 0 12 • 11 11: C 7 6 5 1 off: .-.1)-- Y . 0 ri. f.r cf. ..r p. �l t3 r.). 9 • Cf 1', -' C: C, i.r v • cl V f..) te' r % 3 .: i / ': �% �4, ):°, l!. yam/ ia�:oN. AAi:...'. f.,:`:.::t..:\.(. fy4Z' .4gh 24, .6f.5 ) J?AL)..A. EA:1,..2, �/ i-C £c f t 14- tiTC ; �2 c K; , X-X- c1 01111 I.` Pr9 `v 172.14 :1 j� }t r ilp -E�..,�1•t0ClYL..�'+��1=fib 0 2 �y 4 6 8 10 W�:iti.-T' ' 'y 12 14 16 18 20 22 24 26 28 30 32 34 36 38 Q for 112 Street (cfs) 40 ••O•-- O Intercepted (ets) --(3-- 0 Bypassed (cis)-•.h•-• Spread T (R), Limited by T-CROWN • :•• • • Spread T (ft), Not Limited by — 9-- Flow Depth d (Inches) T-CROWN t STIN-Q-1-2YR.)4s, Inlet On Grade 4/26/2007, 1:53 PM ............................................. EWS- Design Flow = Gutter Flow + Carry-over Flow OVERLAND if FLOW if INLET SIDE I STREET GUTTER FLOW PLUS CARRY-OVER FLOW fV� OVERLAND W FLOW W '1/2 OF STREET INLET F GUTTER FLOW Design Flow: ONLY if already determined through other methods: (local peak flow for 1/2 of street, plus flow bypassing upstream subcatchments): "Q W If you entered a value here, skip the rest of this sheet and proceed to sheet Q Aliow) Geographic information: (Enter data in the blue cells): Site: (Check One Box Onl Site is Urban: «? Site Is Non -Urban: Subcatchment Area = Percent Imperviousness = NRCS Soil Type = Overland Flow = Gutter Flow = Slope (ft/Ft) Length (ft) cfs Acres o% A,B,C,orD Rainfall Information: Intensity I (inchlhr) = C1 * Pi / ( C2 + T,) ^ C3 Design Storm Return Period, Tr = Return Period One -Hour Precipitation, Pi = C1= C2= C3= User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry -Over) Flow from upstream Subcatchments, Qb = years inches cfs Analysis of Flow Time (Time of Concentration) for a Catchment: Calculated Design Storm Runoff Coefficient, C = Calculated 5-yr. Runoff Coefficient, C5 = Overland Flow Velocity, Vo = Gutter Flow Velocity, VG _ Overland Flow Time, to = Gutter Flow Time, tG = Calculated Time of Concentration, To = Time of Concentration by Regional Formula, Tc = Recommended Tc = Time of Concentration Selected by User, T, Design Rainfall Intensity, I = Calculated Local Peak Flow, Qp = Total Design Peak Flow, Q = fps fps minutes minutes minutes minutes minutes minutes inchlhr cfs cfs STIN-Q-1-100YR.xls, Q-Peak 4/26/2007, 1:53 PM t 1 1 1 t 1 t r 1 t (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project::? E:;n Inlet ID: TBACK SeacK~ LY\ HcuRe d TCROWN W `Qw T, TMAx Tx Street Crown Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb Side Slope Behind Curb (leave blank for no conveyance credit behind curb) Manning's Roughness Behind Curb Height of Curb at Gutter Fiow Line Distance from Curb Face to Street Crown Gutter Depression Gutter Width Street Transverse Slope Street Longitudinal Slope - Enter 0 for sump condition Manning's Roughness for Street Section Max. Allowable Depth at Gutter Flow Line for Minor & Major Storm Max Allowable Water Spread for Minor & Major Storm TBACK_ SBAc nBAnc HcuRB = TcRowW = a= W= Sx= So = nSTREgr = dmAx= Trnxx = :z�ziO:f129Q zFt.€z3 ft ft, vert. / ft. horiz inches ft inches ft ft. vert. / ft. horiz ft. vert. / ft. horiz Minor Storm Major Storm inches ft Maximum Gutter Capacity Based On Allowable Water Spread Gutter Cross Slope (Eq. ST-8) Water Depth without Gutter Depression (Eq. ST-2) Water Depth with a Gutter Depression Allowable Spread for Discharge outside the Gutter Section W (T - W) Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Discharge outside the Gutter Section W, carried in Section Tx Discharge within the Gutter Section W (QT - Qx) Discharge Behind the Curb (e.g.. sidewalk driveways, & lawns) Maximum Flow Based On Allowable Water Spread Maximum Gutter Capacity Based on Allowable Gutter Death Theoretical Water Spread Theoretical Spread for Discharge outside the Gutter Section W (T - W) GutterFlowto es Flow Ratio byFHWA HEC-22 method (Eq. Design g (q ST-7) Theoretical Discharge outside the Gutter Section W, carried in Section TxTH Actual Discharge outside the Gutter Section W, (limited by distance TJ Discharge within the Gutter Section W (Qd - Qx) Total Discharge for Major & Minor Storm Slope -Based Depth Safety Reduction Factor for Major & Minor Storm Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Maximum Flow Based on Allowable Gutter Depth Sw= Y= d= Tx = Eo Qx Qw QeAcs = QT TTH = TxTH = Eo = QXTH= Qx = Ow= Q= R= Qd Minor Storm Major Storm ist�=�4ii7 HiliMEAT Minor Storm Major Storm Sze; ft ft ft/ft inches inches ft ors cfs cfs cfs 1 �•:.1!!Il,� M 1•..1 cfs cfs cfs cfs cfs cfs Minor Storm Major Storrn Max. Allowable Gutter Capacity Based on Minimum of Qr or CIA Qam. = <: ; ;;c?;r is:g} ;{i ?; ; :? i :; cfs WARNING% Max allowable flow for major storm is less than flow given on sheet `Q-Peak` t STIN-Q-1-100YRxls, Q-Allow 4/26/2007,1:53 PM 1 1 _ . . s. Street Section with Flow Depths v,—,,,,-.---., 16 14 u) a) = 1 2 0 c 10 2 a) "1"3--...................,%..........„ .ILi ca 6 a) 1 =tcx.)ce.k5;iciciolocict(x.xxxx 4 2 o - 1 5 -10 -5 Section 0 5 of 1/2 Street (distance . 10 in feet) 15 20 —Ground elev. --G-- Minor d-max ..a... Major d-max s Minor T-max X Major T-max STIN-Q-1-100YR.xls, Q-AIlow 4/26/2007, 1:53 PM RAD Project Inlet 1D: tsar.^.ing 4 ..... ...?S`•f;1dS�`:�5�xf1��Y�i�%%i'3E�i��i''%sEis'sasz'z'>'''='_' -Lo Des cm Information (Incur) Type of Inlet Local Depression (in addition to upstream gutter depression 'a' from IG-Allow) Total Number of Units In the Inlet (Grata or Curb Opening) Length of a Single Unit Inlet (Grata or Curb Opening) 'Width of a Unit Grate (cannot be greater than W from Q-Allow) Clogging Factor for a Single Unit Grate (typical min. value = 0.5) Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.5) Type = atom = No = Lo= Wow CrG= CrC= Ct 43 Effie , irtii?hial Inches ft ft Street Hydraulics (Calculated) WARNING: Q IS GREATER THAN ALLOWABLE Q FOR MAJOR STORM Design Discharge for Half of Street (from Q-Peak) Water Spread Width Water Depth at Flowline (excluding local depression) Water Depth at Street Crown (or at Tp.uJ Ratio of Gutter Flow to Design Flow Discharge outside the Gutter Section W, carried in Section Discharge within the Gutter Section W Discharge Behind the Curb Face Street Flow Area Street Flow Velocity Water Depth for Design Condition ........................: ......................... dcaomr ......................... cis ft inches inches 4r=ii:>i[i>Eia52 Cfs ......................... °SAO(= ::: ? :! :! :::: : cis = i?' ''i%#E43 sq ft Vat =iiiiii2i'<i49 fps ......................... ......................... dLOCAL = iii:5's? i;?;::zc:::i17 Inches Grate Analysis (Calculated) Total Length of Inlet Grate Opening Ratio o1 Grate Flow to Design Flow Under No -Clogging Condition Minimum Velocity Where Grata Spash-Over Begins Interception Rate of Frontal Flow nterceptlon Rate of Side Flow Interception Capacity Under Clogging Condition Clogging Coefficient for Multiple -unit Grate Inlet Clogging Factor for Multiple -unit Grate Inlet Effective (unciogged) Length of Multiple -unit Grate Inlet Minimum Velocity Where Grate Spash-Over Begins Interception Rate of Frontal Flow Intercept on Rate of Side Flow Actual Interception Capacity Carry -Over Flow = Q.Q. (to be a3plied to curb opening or next d/s inlet) Curb or Slotted Inlet Opening Analysts (Calculatedj Equivalent Slope S. (based on grate carry-over) Required Length LT to Have 100% Interception Under No -Clogging Condition Effective Length of Curb Opening or Slotted Inlet (minimum of L, LT) interception Capacity Under Clogging Condition Clogging Coefficient Clogging Factor for Multiple -unit Curb Opening or Slotted Inlet Effective (Unclogged) Length Actual Interception Capacity Carry -Over Flow = Summary Total inlet Interception Capacity Total inlet Carry -Over Flow (flow bypassing inlet) Capture Percentage = L = 3ii;5 i` ` Yj?ii?:tUEl: ft .......................... ......................... Vo = Rz = > :j:ytf�e3ji' Oi = is i?r` ;i5 cis GrateCoel='s< GrateClog =;!; cfs ......................... Qb = 3i::<i<'• r ib'ji'ai cis 1Utt ft ft cis CurbCoef = CurbClog :...............,.. ......................... ......................... cfs Q= c:8i ab cfa efa Wan:eg 4: Danyor NO. 18ICDOT Ty' a 1:5 unit wld . 0.ou2c bo 1.7Y. STIN-Q-1-100YR.xls, Inlet On Grade _ 4/26/2007, 1'53 PM 1 1 1 1 1 J , z.. E x •cvs XJei, _ i> Li v V ' A.\ •-.., D, n Y • X l''': :-.. '•••. '''' Ne*, 'ic•I :',. g ft !.,.• 'V' \,„ '',.... b 9 .. c r,.,?• ," .... '!' t... .. , - -<,......_ _ _ . . Q • , _ A .. ., Q i...) . .0. 0 , ,.. C X , % X -0-- Q Intercepted (cis) L'i - CI Bypassed (cis) --A— Spread T (ft), Limited by T-CROWN • (.., • • Spread T (11). Not Limited by —T.— Flow Depth d (inches) T-CROWN 1 STIN-Q-1-100YR.ids, Inlet On Grade 4/26/2007, 1:53 PM ................................::............................................ Design Flow = Gutter Flow + Carry-over Flow INLET 10E111E1=11 I OVERLAND * FLOW W SIDE STREET —GUTTER FLOW PLUS CARRY-OVER FLOW OVERLAND W FLOW W 1/2 OF STREET INLET F--GUTTER FLOW Design Flow: ONLY if already determined through other methods: (local peak flow for 12 of street, plus flow bypassing upstream subcatchments): IF you entered a value here. skip the rest el' this sheet and proceed to sheet Q-Allow) '0W 231. c f; Geographic Information: (Enter data in the blue cells): Site: (Check One Box Onl Site is Urban: Site Is Non -Urban: Subcatchment Area = Percent Imperviousness = NRCS Soil Type = Overland Flow = Gutter Flow = Slope (ft/ft) Length (ft) Acres A, B, C, or D Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + T,) ^ C3 Design Storm Return Period, Tr= Return Period One -Hour Precipitation, Pi _ C�= C2= C3= User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry -Over) Flow from upstream Subcatchments, Qb = years inches cis Analysis of Flow Time (Time of Concentration) for a Catchment: Calculated Design Storm Runoff Coefficient, C = Calculated 5-yr, Runoff Coefficient, C5 = Overland Flow Velocity, Vo = Gutter Flaw Velocity, VG = Overland Flow Time, to = Gutter Flow Time, tG = Calculated Time of Concentration, T, = Time of Concentration by Regional Formula, T, = Recommended Tt = Time of Concentration Selected by User, T, = Design Rainfall Intensity, I = Calculated Local Peak Flow, Qp = Total Design Peak Flow, Q = 3is>3 A fps fps minutes minutes minutes minutes minutes minutes inch/hr cfs cfs STIN-Q-2.xls, Q-Peak 4/24/2007, 5:25 PM i i I3or. (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) ..............................:...:..:.:..::..::.:.:............... TBACK SBACK` TCROWN Street Crown Gutter Geometry (Enter data n the blue cells) Maximum Allowable Width for Spread Behind Curb Side Slope Behind Curb (leave blank for no conveyance credit behind curb) Manning's Roughness Behind Curb Height of Curb at Gutter Flow Line Distance from Curb Face to Street Crown Gutter Depression Gutter Width Street Transverse Slope Street Longitudinal Slope - Enter 0 for sump condition Manning's Roughness for Street Section Max Allowable Depth at Gutter Flow tine for Minor & Major Storm Max. Allowable Water Spread for Minor & Major Storm TAB = SBACK = nBACK = Hams = TCROWN a= W= Sx = So = nmTREET = ':za'>5i�:#323Q :;t1C35ti ft ft. vert. / ft. horiz inches ft Inches ft ft. vert. / It. horiz ft. vert. / ft. horn Minor Storm Major Storm dim = » :>`>: ii E# s i:`:-?si1&ttt inches Tim = <%'>'Si>:i`i'?'• i 'Mi 15LQ ft Maximum Gutter Capacity Based On Allowable Water Spread Gutter Cross Slope (Eq. ST-8) Water Depth without Gutter Depression (Eq. ST-2) Water Depth with a Gutter Depression Allowable Spread for Discharge outside the Gutter Section W (T - W) Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Discharge outside the Gutter Section W, carried in Section Tx Discharge within the Gutter Section W (QT - Qx) Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Maximum Flow Based On Allowable Water Spread Maximum Gutter Capacity Resell on Allowable Gutter Depth Theoretical Water Spread Theoretical Spread for Discharge outside the Gutter Section W (T - W) Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Theoretical Discharge outside the Gutter Section W, carried in Section Txm Actual Discharge outside the Gutter Section W, (limited by distance Tree) Discharge within the Gutter Section W (Qd - Qx) Total Discharge for Major & Minor Storm Slope -Based Depth Safety Reduction Factor for Major & Minor Storrn Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Maximum Flow Based on Allowable Gutter Depth Sw= y= d= Tx = Eo= Qx Qw= Qeecx = QT Tm = TxTH= Eo= QxTH= Qx= Qw Q= R= ABACK = Qd= Minor Storm Major Storm RIPR Minor Storm Major Storm #> s7 ft/ft inches inches ft cfs cfs cfs cfs ft ft cfs cis cfs cfs cfs cfs Minor Storm Major Storm Max. Allowable Gutter Capacity Based on Minimum of Q. or Oa Capacity OK: These ?maximum allowable flows are greater than the flow given or. sheet'Q-Peak' STIN-Q-2.xls, Q-Allow 4/24/2007, 5:25 PM t t 1 1 A 1 1 1 r Street Section with Flow Depths ${:. ��, --1--T 4 ... it ' A4 ,J Jam.]-S-d36 2A�--i tit•-- 4-.'-Wry- 16 14 a m 12 u c 10 r a d t 6 is : E 0 /..:..-:-.: c-I r.:i c: o c. ::: i:' `. '. i::'.::'. c:i'.:.1 'a, 2 xx xxx:,_ -::--4 :::fi x<xcx;xcx`;xc XXXXxc...�- 4 2 0 -15 -10 -5 Section 0 of 1/2 5 Street (distance 10 in feet) 15 20 —Ground elev. --3--- Minor d-max .-A.._ Major d-max s Minor T-max k Major T-max 1 STIN-Q-2 ids, Q-Allow 4124/2007, 5:25 PM 1 1 1 l 1 1 Project: Inlet ID: Warn.Eng 4 Warning „moot..........�1[�{.............. Deakin Information (Input) Type of Inlet Local Depression (m addition to upstream gutter depression le from 'Q-Allow") Total Number of Units in the Inlet (Grate or Curb Opening) Length of a Single Unit Inlet (Grate or Curb Opening) Width of a Unit Grate (cannot be greater than W from Q-Allow) Clogging Factor for a Single Unit Grate (typical min. value = 0.5) Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) Type = No = CrG= crC = .................................................. .................................................. Street Hydraulics (Calculated) WARNING: Q IS GREATER THAN ALLOWABLE Q FOR MAJOR STORM Design Discharge for Half of Street (from Q-Peek) Water Spread Width Water Depth at Flowline (excluding local depression) Water Depth at Street Crown (or at T.) Ratio of Gutter Flow to Design Flow Discharge outside the Gutter Section W, carried in Section Discharge within the Gutter Section W Discharge Behind the Curb Face Street Flow Area Street Flow Velocity Water Depth for Design Condition T cis tt,:?i ft inches inches • ................. Qv =? ;:';`-i:i?;';:i752 cfs China( _ : ' > >'. 3!' €:>s4: cis A. = ::2> :: t':2 :%4S sq ft �.' :#<:;:;!; ::':;>'>" `g69 fps drocw = E� z`.i<i3>ss�:# 7i Inches Grate Analysis (Calculated) Total Length of Inlet Grate Opening Ratio of Grata Flow to Design Flow Under No -Clogging Condition Minimum Velocity Where Grate Spash-Over Begins Interception Rate of Frontal Flow Interception Rate of Side Flow Interception Capacity Under Clogging Condition Clogging Coefficient for Multiple -unit Grata Inlet Clogging Factor for Multiple -unit Grate inlet Effective (unclogged) Length of Multiple -unit Grate inlet Minimum Velocity Where Grate Spash-Over Begins Interception Rate of Frontal Flow Interception Rate of Side Flow Actual Interception Capacity Carry -Over Flow = Q.Q. (to be applled to curb opening or next d/s Inlet) rCurb or Slotted Inlet OpenIna Analysis (Calculated) Equtvalent Slope S. (based on grate carry-over) Required Length LT to Have 100% Interception Under No.Ctogging Condition Effective Length of Curb Opening or Slotted Inlet (minimum of L, LT) Interception Capacity Under Clogging Condition Clogging Coefficient Clogging Factor for Multlple•unitCurb Opening or Slotted inlet Effective (Unclogged) Length Actual Interception Capacity Carry -Over Flow = QnuTQ-Q. Summary Total inlet Interception Capacity Total Inlet Carry -Over Flow (flow bypassing Inlet) Capture Percentage = QJQ. E_ .............. R9: :cts GrateCcef ='iai'_«'":::d<'3 GrateClog = • ......................... ft fps cts cfe S. =; ii iiY !i?i :it; 'i.�: 72 f eft L T = tt • ....:.:.....:.....:....... ft cts CurbCoef = CurbClo9 ft yy�yy cis ............. ii:-:-i:triNF Ors C% Ns Ns Warnlzg 4: Navel -No. 01CDOT Type 1a unit width skou:c he 1.73'. STIN-Q-1.xls, Inlet On Grade 4/24/2007, 5:24 PM t 1 t r 1 1 1 40 ...". .. ...... ............. ...... ...... .. . ........ 39 38 iliiii 37 iiiiiiiiiiiiii MINIM 36 iii iiiiiii iiiiiii 35 iiiiii III 34 33 ------------------Ell f ...1' 32 iiii AI m 10 3 iiii i MM e ---------------WI , ai 30 r� iiiiiliiii m iiiiiiiiEMI .?� iii 28 iiiilMIIIIIII lii�iIIII ii-26 III MEI MI E III i25 MM. iiiiiii iiiiiiii• 2.ii!!�'�iiiiii iis iiiiiiiiii 423 1- iii iiiiii 4 1-� ssissslE ssi �.iisiiii iiii NMI isissis• � 19 sssssli i sssiisisiii i i to sssst9isisiiiMN M 16 UM u- 17 i 16 ssiINIMssisisssiissis• 1 15 ii iiii�fiIiiifi iiii i i i iii iiiiiiii. IL 13 Nil MINI III • iiiisss�issiisiiiiiii b 12 „ iiiiiiiiiiiiiiiiiiii 6 s - [aiiiiiiiiiii�i_ IR '9 F IEEEisiiilPr IITii 6 iiiisssmome nEtailiii1iiiii a iiiMEM mmui1 Yitlmrisssiiii , um cantiiiiiiiiiiiiiiim 5 iIMitisiss MINI sissssP;Mi . MANI III iiiMEM • 4 LIsisssssiiiiiMMill •ii 3 11liiii1!2MiiiiiiIII 2 1Pt1lil!;111M o:.,a:erriw grams •iiiiiiiiii Ulliiii T 3a 14 16 18 20 22 24 26 28 30 32 34 36 38 40 0 2 4 6 8 10 12 Q for 112 Street (cfs) -•R•--Q Intercepted (c1s) -F3-Q Bypassed (cls) --A-Spread T (ft), Limited by T-CROWN 4••• Spread T (0), Not Lindted by -X- Flow Depth d (inches) T-CROWN 1 STIN-Q-1.xls, Inlet On Grade 4/24/2007, 5:24 PM $IRE • Design Flow = Gutter Flow + Carry-over Flow INLET IOVERLAND W FLOW W SIDE STREET <—GUTTER FLOW PLUS CARRY --OVER FLOW FYI IOVERLAND W FLOW V+ 1/2 OF STREET INLET F GUTTER FLOW Design Flow: ONLY if already determined through other methods: (local peak flow for 112 of street, plus flow bypassing upstream subcatchments): It you ,entered a value here. skip the rest of this sheet and proceed to sheet Q-Allow) = cfs Geographic Information: (Enter data in the blue cells): Site: (Check One Box On! Site is Urban: Site Is Non -Urban: Subcatchment Area = Percent Imperviousness = NRCS Soil Type = Overland Flow = Gutter Flow = Slope (ft/ft) Length (ft) Acres A,B,C,orD Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + ) ^ C3 Design Storm Return Period, Tr = Return Period One -Hour Precipitation, P1 = C1= C2= C2 User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry -Over) Flow from upstream Subcatchments, Qb = years inches cfs Analysis of Flow Time (Time of Concentration) for a Catchment: Calculated Design Storm Runoff Coefficient, C = Calculated 5-yr. Runoff Coefficient, C5 = Overland Flow Velocity, Vo = Gutter Flow Velocity, Vo = Overland Flow Time, to = Gutter Flow Time, to = Calculated Time of Concentration, Tc _ Time of Concentration by Regional Formula, Tc = Recommended Tc = Time of Concentration Selected by User, T, = Design Rainfall Intensity, I = Calculated Local Peak Flow, Qp = Total Design Peak Flow, Q • fps fps minutes minutes minutes minutes minutes minutes inch/hr cfs cfs STIN-R-1-2YR.xls, Q-Peak 4/26/2007, 1:52 PM Main ? N (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spreadi<_%'i'i'i y>i'iai rfi=>2rr3ri4>'>ei;t;i! Pro'ect:°i=:<:::'s:i`EF:°s»�:i�iii:;%#�::»>:$:S::fz<:iii,it?kr3>3i%:i�»?rri:�::�:::�::;. �17�.i"��<�ri�........................:.................................................... SBACK� HCURB \[, TBACK ' T T TCROWN MAX W Tx d a r Street Crown Gutter Geometry (Enter data n the blue cells) Maximum Allowable Width for Spread Behind Curb Side Slope Behind Curb (leave blank for no conveyance credit behind curb) Manning's Roughness Behind Curb Height of Curb at Gutter Flow Line Distance from Curb Face to Street Crown Gutter Depression Gutter Width Street Transverse Slope Street Longitudinal Slope - Enter 0 for sump condition Manning's Roughness for Street Section Max Allowable Depth at Gutter Flow Line for Minor & Major Storm Max. Allowable Water Spread for Minor & Major Storm TBAcx = SBACK naACK = Hama = TCRowH = a= W= Sx = So = nb„1=I _ dwo[ = Trx,rx = ft ft. vert. / ft. horiz inches ft inches ft ft. vert. / ft. horiz ft. vert. / ft. horiz Minor Storm Maior Storm inches ft Maximum Gutter Capacity Based On Allowable Water Spread Gutter Cross Slope (Eq. ST-8) Water Depth without Gutter Depression (Eq. ST-2) Water Depth with a Gutter Depression Allowable Spread for Discharge outside the Gutter Section W (T - W) Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Discharge outside the Gutter Section W, carried in Section Tx Discharge within the Gutter Section W (DT - Qx) Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Maximum Flow Based On Allowable Water Spread Maximum Gutter Capacity Based on Allowable Gutter Repttl Theoretical Water Spread Theoretical Spread for Discharge outside the Gutter Section W (T - W) C-(Eq. Gutter Flow to Designby Flow Ratio FHWA HEC-22 method ST-7) Theoretical Discharge outside the Gutter Section W, canted In Section TxTH Actual Discharge outside the Gutter Section W, (limited by distance T,,,,,x) Discharge within the Gutter Section W (Q, - Qx) Total Discharge for Major & Minor Storm Slope -Based Depth Safety Reduction Factor for Major & Minor Storm Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Maximum Flow Based on Allowable Gutter Depth Max, Allowable Gutter Capacity Based on Minimum of Qr or Qa Sw= Y= d= Tx Eo = Qx Ow = QaACK Qr TTH = TXTH = EO Qx TH Qx = Qw= Q= R= QBACX = Q4a Minor Stone Major Storm iiiiif£"�$&7! Minor Storm Major Storm .:g memo Minor Storm Major Storm Qap„x Capacity OK: Thew i33sxi:ru.?n aflowable flows arijfreater than the flow giver. or: sheet 'Q-P ale inches inches ft cfs cfs cfs cfs ft ft cfs cfs cfs cis cia cfs cfs STIN-R-1-2YR.xls, Q-Allow 4/26/2007, 1:52 PM 1 1 Street Section with Flow Depths `'.--,,,.%--,,s-... ,..t----?„ -L- .4:: 1-.7,,:•-_--i..k-A--e- 16 14 to a) .c 0 c 12 c "E"- 10 ri cu 8 13 .b. .c a) 0) 6 XXX3i:MCX)ICK**)ic,Ce* _. 4 . 2 -15 0 -10 -5 Section of 1/2 0 Street (distance 5 10 in feet) 15 20 — Ground elev. --G-- Minor d-max --A-Major d-max ./ Minor T-max X Major T-max STIN-R-1-2YR.xts, Q-Allow 4/26/2007, 1:52 PM Project: Inlet ID: Warring 4 —Lo (C)— ,r Design Information (Input" Type of Inlet Local Depression (in eddtion to upstream gutter depression 'a' from'Q-May/) Total Number of Units in the Inlet (Grate or Curb Opening) Length of a Single Unit Inlet (Grate or Curb Opening) Width of a Unit Grate (cannot be greater than W from CI -Allow) Clogging Factor for a Single Unit Grate (typical min. value = 0.6) Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) Type=L�3477 Cy}2IttF!>fafij !` 0LOC IL = i i ;`;i '>: iz si i inches No =CrC ......................... Street Hydraulics (Calculated). Capacity OK Q Is less than maximum allowable from sheet'Q,Allovf Design Discharge for Half of Street (from Q-Peak) Water Spread Width Water Depth at Flowilne (excluding local depression) Water Depth at Street Crown (or at Ratio of Gutter Flow to Design Flow Discharge outside the Gutter Section W, carried In Section T, Discharge within the Gutter Section W Discharge Behind the Curb Face Street Flow Area Street Flow Velocity (Water Depth for Design Condition IT Grate Analysis (Calculated' otal Length of inlet Grate Opening Ratio of Grate Flow to Design Flow Under No -Clogging Condition Minimum Velocity Where Grate Spash-Over Begins Interception Rate of Frontal Flow Interception Rate of Side Flow interception Capacity Under Clogging Condition Clogging Coefficient for Multiple -unit Grate Inlet Clogging Factor for Multiple -unit Grate Inlet Effective (unclogged) Length of Muttlple•unit Grate Inlet Minimum Velocity Where Grate Spash-Over Begins Interception Rate of Frontal Flow Interception Rate of Side Flow ctual Interception Capacity Carry-over Flow = Q.-Q, (to be applied to curb opening or next d/s inlet) Curb or Slotted Inlet Ooenina Analysis (Calculated) Equivalent Slope S. (based on grate carry-over) Required Length Lr to Have 100% Interception Under No -Clogging Condition Effective Length of Curb Opening or Slotted Inlet (minimum of L, LT) Interception Capacity Under Clogging Condition Clogging Coefficient Clogging Factor for Multiple -unit Curb Opening or Slotted Inlet Effective (Unciogged) Length ctual Interception Capacity Carry -Over Flow = QbrmuTEi-Q. Summary Total Inlet Interception Capacity Totat Inlet Carry -Over Flow (flow bypassing Inlet) Capture Percentage = QJQe = Go = ......................... Fro = ......................... Ct, _ i2 iiri2?1 ......................... V. _ '.''•':? ;:?;<ii_i ix $2 fps iga inches cfs ft inches Inches L=i<iEi"i '`i;:21lU;ft EocanTe = fps cia cfs cfs sq ft Gratecnef = ::::'•> GrateClog L. = ii?jii?iiz'z: SBi03i ft Ve =>:::<v%;-::>E3i#;Ei9; has Q. ii i':ii[EE#69icis Qe=::?i5>`>!!Iidr'Ei'Qi cis LT ..................... L=lii'r'iiii:ii:„Mi[ :}Lf ft ............... ............... CurbCoef C urbClo9 ftfft ft _ il'G`+ cfs qb=i2i?lri:???:i'i'•i<Ettr'(J4 cfs Q=z cfs cfs Warn 4; D•:uvar Pio. ;&f CDQT Tyne 1a unit wldtl: eyouic b•: 1.7 '. STIN-R-1-2YR.xls, inlet On Grade 4/26/2007, 1:52 PM 1 , ,-__EMI� I_i■ �� --P--Q Intercepted (cfs) --CI-- Q Bypassed (cfs) •-.h••• Spread T (ft), Limited by T-CROWN <•-• - Spread T (ft), Not Limited by —A—Flow Depth d (inches) T-CROWN STIN-R-1-2YR-jds, Inlet On Grade 4/26/2007, 1:52 PM Design Flow = Gutter Flow + Carry-over Flow IOVERLAND W FLOW INLET SIDE } STREET GUTTER FLOW PLUS CARRY—OVER FLOW F yOVERLAND FLOW 1/2 OF STREET INLET F GUTTER FLOW Design Flow: ONLY if already determined through other methods: (local peak flow for 12 of street, plus flow bypassing upstream subcatchments): €€yuu entered a value here, skip the rest or this sheet and proceod to shoot Q-Allow) Geographic Information: (Enter data in the blue cells): Site: (Check One Box Onl Site is Urban: Site Is Non -Urban: Subcatchment Area = Percent Imperviousness = NRCS Soil Type = Overland Flow = Gutter Flow = Scope (ft/ft) Length (ft) Acres A, B, C, or D Rainfall Information: Intensity I (inch/hr) = C1 ' Pi / ( C2 + T,) ^ C3 Design Storm Retum Period, Tr = Retum Period One -Hour Precipitation, Pi C1= C2= C3= User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry -Over) Flow from upstream Subcatchments, Q6 = years inches cfs Analysis of Flow Time (Time of Concentration) for a Catchment: Calculated Design Storm Runoff Coefficient, C = Calculated 5-yr. Runoff Coefficient, C5 = Overland Flow Velocity, Vo = Gutter Flow Velocity, Vo = Overland Flow Time, to = Gutter Flow Time, to = Calculated Time of Concentration, Tc = Time of Concentration by Regional Formula, TT = Recommended Tc Time of Concentration Selected by User, -re = Design Rainfall Intensity, I = Calculated Local Peak Flow, Op = Total Design Peak Flow, Q = ........................ fps fps minutes minutes minutes minutes minutes minutes inch/hr cfs cfs STIN-R-1-100YR.xls, Q-Peak 4/26/2007, 1:52 PM Project: Inlet ID: (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) S$ACK� HCURB d \ I a TBACK TCROWN T, T MAX Tx Street Crown Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb Side Slope Behind Curb (leave blank for no conveyance credit behind curb) Manning's Roughness Behind Curb Height of Curb at Gutter Flow Line Distance from Curb Face to Street Crown Gutter Depression Gutter Width Street Transverse Slope Street Longitudinal Slope - Enter 0 for sump condition Manning's Roughness for Street Section Max Allowable Depth at Gutter Flow Line for Minor & Major Storm Max Allowable Water Spread for Minor & Major Storm TBAcx = SeAcx nACK_ H cum = TcRowN = a= W= Sx So = n„1(ttI = ::>;QLT20.Ft ............... ><:CEtTi60 ft ft. vert. / ft. horiz inches ft inches ft ft. vert. 1 ft. horiz ft. vert. /ft. horiz Minor Storm Major Storm dnw = ` : >s;> ';6 30 >1: < _ 38`lf} inches Trnxx Maximum Gutter Capacity Based On Allowabre Water Spread Gutter Cross Slope (Eq. ST-8) Water Depth without Gutter Depression (Eq. ST-2) Water Depth with a Gutter Depression Allowable Spread for Discharge outside the Gutter Section W (T - W) Gutter Flow to Design Flow Ratio by FHWA HEG22 method (Eq. ST-7) Discharge outside the Gutter Section W, carried in Section Tx Discharge within the Gutter Section W (Qr - Qx) Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Maximum Flow Based On Allowable Water Spread Maximum Gutter Capacity Based on AIlowjple Gutter Depth Theoretical Water Spread Theoretical Spread for Discharge outside the Gutter Section W (T - W) Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Theoretical Discharge outside the Gutter Section W, carried In Section Txrn Actual Discharge outside the Gutter Section W, (limited by distance T.) Discharge within the Gutter Section W (ad - Qx) Total Discharge for Major & Minor Storm Slope -Based Depth Safety Reduction Factor for Major & Minor Storm Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Maximum Flow Based on Allowable Gutter Depth sw= y= d= Tx = Eo = Qx = Qw= Qexcx = Or = TTM = Txrrt= Et) = Qxrn= Qx = Qw = Q R= Q8Acx = Qd = Minor Storm Major Storm Minor Storm Major Storm ft/ft inches inches ft cfs cfs cfs cfs ft ft cfs cfs cfs cfs cfs cfs Minor Storm Major Storrn Max. Allowable Gutter Capacity Based on Minimum of QT or Cid Qaoew _ ::::'.,::,:x:=:ixs:$ :3;:k; ;' ' :$ cfs +P11uRNENQ: r&s,x flow for major Omni is less f(tan.f9awv given otr sheet `C,E-Peal.` STIN-R-1-100YRAs, 0-Allow 4126/2007, 1:52 PM 1 1 1 1 1 1 .._ Street Section with Flow Depths -i, f,A-,:-A---A--,,,,,-....-A--.--A 16 u) 1 4 a) = 1 2 () c I.M 10 2" +.1 sa. a) 8 GI .... = co 6•••• CD i .:. 4 2 0 -15 -10 -5 Section 0 of 1/2 5 Street (distance 10 in feet) . 15 20 — Ground elev. -2:-. Minor d-max . --A- -- Major d-max / Minor T-max 1( Major T-max STIN-R-1-100YR.xls, Q-All ow 4/26/2007, 1:52 PM 1 t 1 1 1 1 1 Project: ?` Inlet ID: /+l'eMing S Design Information (Input) Type of Inlet Local Depression (in addition to upstream gutter depression'e' from'o-Alow) Total Number of Units In the Inlet (Grate or Curb Opening) Length of a Single Unit Inlet (Grate or Curb Opening) Width of a Unit Grate (cannot be greater than W from 0-Allow) Clogging Factor for a Single Unit Greta (typical min. value = 0.5) Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) Type = ................................... alocx =:<:?' No = inches Lo = ><:Eiii r: is?c`P` Q4i_ ft Street Hydraulics (Calculated) WARNING: Q IS GREATER THAN ALLOWABLE Q FOR Design Discharge for Half of Street (from Q-Peak) Water Spread Width Water Depth at Fiowtine (excluding locat depression) Water Depth at Street Crown (or at Tom) Ratio of Gutter Flow to Design Flow Discharge outside the Gutter Section W, carded in Section T. Discharge within the Gutter Section W Discharge Behind the Curb Face Street Fiow Area Street Flow Velocity Water Depth for Design Condition cfs ft Inches Inches cfs cfs cis sq ft fps Inches 17. rate Analysis (Calculated) eta] Length of Inlet Grate Opening Ratio of Grate Flow to Design Flaw Under No -Clogging Condition Minimum Velocity Where Grate Spash-Over Begins Interception Rate of Frontal Flow Interception Rate of Side Flow Interception Capacity Under Clogging Condition Clogging Coefficient for Multiple -unit Grate Inlet Clogging Factor for Multiple -unit Grate Inlet Effective (unclogged) Length of Multiple -unit Grate Inlet Minimum Velocity Where Grate Spash-Over Begins Interception Rate of Frontal Flow Interception Rate of Side Flow Actual Interception Capacity Carry -Over Flow = Q,.Q (to be applied to curb opening or next Ws inlet) si::L1D0 ft fps = cfs GrateCoef = GrateClog = fps Q.- . eis cis Curb or Slottedjnlet_Oaenino Analysts (Calculated) Equivalent Slope S. (based on grate carry-over) Required Length LT to Have 100% Interception Under No -Clogging Condition EffecWe Length of Curb Opening or Slatted inlet (minimum of L, LT) Interception Capacity Under Clogging Condition Clogging Coefficient Clogging Factor for Multiple -unit Curb Opening or Slotted Inlet Effective (Unclogged) Length Actual Interception Capacity Carry -Over Flow = OyrtwATEI-Q. S. _ id37?' ft/ft L7 = iii?i'i: i ii65i ft ;:S liB ft CurbCoef = > %zfi?isEi:?:ii3i>i13d ft de cfs summery Total Inlet Interception Capacity Total Inlet Carry -Over Flow (flow bypassing Inlet) Capture Percentage = War ;ng 4: t eirvcr Pea. 1VICDOT Typo 1 i ;.irdivittith syauir. ba 1.73'. s Qy de .........::............ 1 STIN-R-1-100YR.ids, Inlet On Grade 4/26/2007, 1:52 PM 1 1 1 1 t 1 1 t 1 x .„ C'y` o . 0 3E. t i_7 - XE i:- - xk r;l x - - I # > K. - 0 -9- i- c.s.i. V 1 Y. 41, W'O --P•-Q Intercepted (cis) —t3--Q Bypassed (cfs) —A-- Spread T BB, Limited by T-CROWN --i•-•, Spread T (ft), Not Limited by --X--Flow Depth d (Inches) T-CROWN 1 STIN-R-1-100YR.xls, Inlet On Grade 426/2007, 1:52 PM ...................................... s:f IN R4: }.�1..: ........: Design Flow = Gutter Flow + Carry-over Flow INLET yOVERLAND FLOW y SIDE I, STREET �-GUTTER FLOW PLUS CARRY-OVER FLOW E`V IOVERLAND W FLOW W 1/2 OF STREET INLET E— GUTTER FLOW Design Flow: ONLY if already determined through other methods: (local peak flow for 12 of street, plus flow bypassing upstream subcatchments): * If you entered a value here7 skip the rest of this sheet and proceed ed to sheet Q-A1k w) Geographic Information: (Enter data in the blue cells): Site: (Check One Box Onl Site is Urban:.:>s;::>.<::-:>:'= Site Is Non -Urban: ,.Q Subcatchment Area = Percent Imperviousness= NRCS Soil Type = Overland Flow .= Gutter Flow = Slope (ft/ t) Length5ft) cfs Acres A, B, C, or D Rainfall Information: Intensity I (inch/hr) = Ci * Pi / ( C2 + T,) ^ C3 Design Storm Return Period, Tr = Retum Period One -Hour Precipitation, Pi = C1= C2= C3= User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry -Over) Flow from upstream Subcatchments, Qb = years inches cfs Analysis of Flow Time (Time of Concentration) for a Catchment: Calculated Design Storm Runoff Coefficient, C = Calculated 5-yr. Runoff Coefficient, C5 = Overland Flow Velocity, Vo = Gutter Flow Velocity, VG = Overland Flow Time, to = Gutter Flow Time, tG = Calculated Time of Concentration, -lc = Time of Concentration by Regional Formula, T, = Recommended Tc _ Time of Concentration Selected by User, Te = Design Rainfall Intensity, I = Calculated Local Peak Flow, Qp = Total Design Peak Flow, Q = fps fps minutes minutes minutes minutes minutes minutes inch/hr cfs cfs STIN-R-2-2YR.xls, Q-Peak 4/26/2007, 1:52 PM ............................... la jpr}iris (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) TBACK HCURB d I, a TCROWN Street Crown Gutter Geometry (Enter data n the blue cells) Maximum Allowable Width for Spread Behind Curb Side Slope Behind Curb (leave blank for no conveyance credit behind curb) Manning's Roughness Behind Curb Height of Curb at Gutter Flow Line Distance from Curb Face to Street Crown Gutter Depression Gutter Width Street Transverse Slope Street Longitudinal Slope - Enter 0 for sump condition Manning's Roughness for Street Section Max. Allowable Depth at Gutter Flow Line for Minor & Major Storrn Max Allowable Water Spread for Minor & Major Storm TBACK = SBAcx nBACK = Hems = TCR0 = a= W= Sx So = n$TREET dxcAX = TaAAx = ft ft. vert. / ft. horiz inches ft inches ft It. vert. / ft. horiz ft. vert. / ft. horiz Minor Storm Major Storm inches ft Maximum Gutter Capacity Based On Allowable Water Spread Gutter Cross Slope (Eq. ST-8) Water Depth without Gutter Depression (Eq. ST-2) Water Depth with a Gutter Depression Allowable Spread for Discharge outside the Gutter Section W (T - W) Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Discharge outside the Gutter Section W, carried in Section Tx Discharge within the Gutter Section W (QT - Qx) Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Maximum Flow Based On Allowable Water Spread Maximum Gutter Capacity Based ogAllowable Gutter Depth Theoretical Water Spread Theoretical Spread for Discharge outside the Gutter Section W (T - W) Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Theoretical Discharge outside the Gutter Section W, carried in Section Tx TH Actual Discharge outside the Gutter Section W, (limited by distance Twx) Discharge within the Gutter Section W (Qd - Qx) Total Discharge for Major & Minor Storm Slope -Based Depth Safety Reduction Factor for Major & Minor Storm Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Maximum Flow Based on Allowable Gutter Depth Sw= Y= d= Tx = Eo = Qx = Qw= QaACCK = Qre TT„ = Tx TH= Eo = QX TH Qx = Qw= Q= R= QBACK = Minor Storm Major Storm FN Mil A k l' :,':{1r41••[�{: Minor Storm Major Storm ft/ft inches inches ft cfs cfs cfs cfs ft ft cfs ots cfs cis cfs cfs Minor Storm Major Storm Max, Allowable Gutter Capacity Based on Minimum of Q: or Qa Q,u, , _ t<:z:< ; ,::?:'?$ ;; ;'.E# = :? ?f$: , cfs Capacity OK: These arr:aximuaat allowable flows are greater than the flow {diver. oft sheet 'CI -Peak` STIN-R-2-2YR.xls, Q-Allow 4/26/2007, 1:52 PM 1 1 1 1 1 t 1 1 Street Section with Flow Depths _ 18 F— <w w. A . - .. -•- -- =:� v� * 16 14 c a) 12 c c r 10 a a> 8 L an 2 -15 0 -10 -5 Section of 1/2 0 5 Street (distance 10 in feet) 15 20 —Ground elev. Minor d-max ....... Major d-max / Minor T-max X Major T-max 1 STIN-R-2-2YRxls, Q-Allow 4/26/2007, I :52 PM Project: Inlet ID: —Lo (C)—,r Design Information (input) Type of Inlet Local Depression (m edddlon to upstream gutter depression 'a' from'Q-PAow') Total Number of Units in the Inlet (Grate or Curb Opening) Length of a Single Unit Inlet (Grate or Curb Opening) Warning 4 Width of a Unit Grate (cannot be greater than W from 0-Allow) Clogging Factor for a Single Unit Grate (typical min. value = 0.5) Clogging Factor fora Single Unit Curb Opening (typical min. value = 0.1) Type = TWO i ai?itiitIaffoi+ atom = No = s ;.':.i:<; inches ft 2>['1Df1:ft CrG ......................... CrC Street Hydraulics (Catcutatedl. Capacity OK - Q Is Lessthertmaxlmum allowable from Design Discharge for Half of Street (from Q-Peak} Water Spread Width Water Depth at Flowllne (excluding local depression) Water Depth at Street Crown (or at Tbux) Ratio of Gutter Flow to Design Flow Discharge outside the Gutter Section W. carried In Section T. Discharge within the Gutter Section W Discharge Behind the Curb Face Street Flow Area Street Flow Velocity Water Depth for Design Condition Cie dft ......................... d =s: iiiiii S3`5!i:?E# Inches inches E. = GBACax $o ......................... cfs cfs Qs sq ft fps inches Grate Analysis (Catculatedl Total Length of Inlet Grate Opening Ratio of Grate Flow to Design Flow Under No -Clogging Condltlon Minimum Velocity Where Grate Spash-Over Begins Interception Rate of Frontal Flow Interception Rate of Side Flow Interception Capacity Under Clogging Condition Clogging Coefficient for Multiple -unit Grate Inlet Clogging Factor for Multiple -unit Grate Inlet Effective (unclogged) Length of Multiple -unit Grate Inlet Minimum Velocity Where Grate Spash-Over Begins Interception Rate of Frontal Flow Interception Rate of Side Flow Actual Interception Capacity Carry -Over Flow = Qn-Q (to be applied to curb opening or next dls Inlet) Curb or Slotted Inlet Ginning Analysis (Calculated,' Equivalent Slope S. (based an grate carry-over) Required Length LT to Have 100% Interception Under No -Clogging Condltlon Effective Length of Curb Opening or Slatted inlet (minimum of L. Lt) Interception Capacity Under Clogging Condition Clogging Coefficient Clogging Factor for Multiple -unit Curb Opening or Slotted Inlet Effective (Unclogged) Length Actual Interception Capacity Carry -Over Flow = Qbreaa7E-Q, - Summary Total Inlet Interception Capacity Total Inlet Carry -Over Flow (flow bypassing inlet) Capture Percentage = QJQ, = L = EO.GRATE ft `✓o = :lf';:<1:,;Ei$::i fps Rr=ii't`iti* Ft._ i?d;i;x;:?< Oct?: i GreteCoe}= ?<!; :'. ;:`3z:'• 3 i HB $ fps Lr = CurbCoef = ?? :31 i.:.-.. = 3di CurbClog= ....................... :cts cfs Ms rtnt ft Cb=ii: i?i i? i;i ;il fit Ms ikafn;'g 4: Denver fee. 1S0JX T Tye 1d unit width tOinu!c he 1.73'. STIN-R-2-2YR.xls, Inlet On Grade 4/26/2007, 1:52 PM 1 i 1 1 1 1 i 1 1 jr..--< ' 'g ' , 44. E c. r 4. i GU 1.2 i U 1.3 t t., k., r•\, , 9C .- C -•0---Q intercepted (ds) -- --Q Bypassed (cis) -- &-- Spread T (fl), Limited by T-CROWN --e ---Spread T (R), Not Limited by --XL— Flow Depth d (Inches) T-CROWN STIN-R-2-2YR-xls, Inlet On Grade 4/2612007. 1:52 PM 1 1 1 1 1 1 1 1 Design Flow= Gutter Flow + Carry-over Flow INLET OVERLAND I * FLOW * SIDE STREET E—GUT TER FLOW PLUS CARRY-OVER FLOW f- OVERLAND W FLOW W 1/2 OF STREET INLET F GUTTER FLOW Design Flow: ONLY if already determined through other methods: (local peak flow for 1/2 of street, plus flow bypassing upstream subcatchments): * ltyou entered a value here, skip the rust or this shot and proccood to sheet Q,Alio;�t) Geographic Information: (Enter data in the blue cells): Site: (Check One Box Onl Site is Urban: .............. Site Is Non -Urban: Q= Subcatchment Area = Percent Imperviousness = NRCS Soil Type = Overland Flow = Gutter Flow = Sloe (ft/ft) Length (ft) cfs Acres o% A, B, C, or D Rainfall Information: Intensity I (inch/hr) = C1 ` Pt / ( C2 + Tp) ^ C3 Design Storm Return Period, Tr = Return Period One -Hour Precipitation, P1 = C1= Cz= C3 = User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry -Over) Flow from upstream Subcatchments, Qb = years inches cfs Analysis of Flow Time (Time of Concentration) for a Catchment: Calculated Design Storm Runoff Coefficient, C = Calculated 5-yr. Runoff Coefficient, C5 = Overland Flow Velocity, Vo = Gutter Flow Velocity, Vo = Overland Flow Time, to = Gutter Flow Time, tG = Calculated Time of Concentration, Tc = Time of Concentration by Regional Formula, 7, = Recommended Tc = Time of Concentration Selected by User, T, = Design Rainfall Intensity, I = Calculated Local Peak Flow, Qp = Total Design Peak Flow, Q = fps fps minutes minutes minutes minutes minutes minutes inch/hr cfs cfs STIN-R-2.xls, Q-Peak 4/26/2007, 1:51 PM TCROW N ajar;1l;fRoror (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) TBACK SBAC�1(~ Street Crown Gutter Geometry (Enter data In the blue cells) Maximum Allowable Width for Spread Behind Curb Side Slope Behind Curb (leave blank for no conveyance credit behind curb) Manning's Roughness Behind Curb Height of Curb at Gutter Flow Line Distance from Curb Face to Street Crown Gutter Depression - Gutter Width Street Transverse Slope Street Longitudinal Slope - Enter 0 for sump condition Manning's Roughness for Street Section Max Allowable Depth at Gutter Flow Line for Minor & Major Storm Max Allowable Water Spread for Minor & Major Storm TBACK = SHACK = WRACK = Hain = TcaowN a= W= Sx = So = nsrnrfT = dwx = Twa = :«i:il:Ct2Fif3 :CiEaOft E->:fiztt0 ft ft. vert. / ft. horiz inches ft inches ft ft. verL / ft. horiz ft. vert. / ft. horiz Minor Storm Maior Storm inches ft Maximum Gutter Capacity Based On Allowable Water Spread Gutter Cross Slope (Eq. ST-9) Water Depth without Gutter Depression (Eq. ST-2) Water Depth with a Gutter Depression • /knowable Spread for Discharge outside the Gutter Section W (T - W) Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Discharge outside the Gutter Section W. carded in Section Tx Discharge within the Gutter Section W (QT - Qx) Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Maximum Flow Based On Allowable Water Spread MaximuGutter Capacity Based on Allowable Gutter Depth Theoretical Water Spread Theoretical Spread for Discharge outside the Gutter Section W (T - W) Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Theoretical Discharge outside the Gutter Section W, carried in Section TxTm Actual Discharge outside the Gutter Section W, (limited by distance Tom) Discharge within the Gutter Section W (Qd - Qx) Total Discharge for Major & Minor Storm Slope -Based Depth Safety Reduction Factor for Major & Minor Storm Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Maximum Flow Based on Allowable Gutter Depth Sw= y= d= Tx = Eo = Qx = Qw = QaAac = QT Tr„ = Txni= Eo = QxT{= Qx = Qw= R= QBACK Qd Minor Storm Major Storm 8[z7 Minor Storm Major Storm 3:?5i. ft i:$5f ft ft/ft inches inches ft cfs cfs cfs cfs :>3»:tk23t3 .................... ..................... fi?4= cfs cfs cfs cfs cfs cis Minor Storm Major Storm Max. Allowable Gutter Capacity Based on Minimurp of Qt or Qd d WARNING: Max allowable ttuw for major storm is teas titan flow given on sheet `Q-Peak` STIN-R-2xis, Q-Allow 4/26/2007,1:51 PM 1 1 1 Street Section with Flow Depths -A-7--A, 16 14 (a a) .c 12 u 10 ii. cu 8 o .. r en 6 nar.7t::.:-ef:•,--: :"::€ :-.3 !::11:7 0-121€ .3-1::! C ''.! 7 !::!:::} !I:i .- ID ' .4( ›C:f 5g *>:;400CKVACIdOit. 4 2 0 -15 -10 -5 Section 0 of 1/2 5 Street (distance 10 in feet) . 15 20 .!-- Ground elev. --0--- Minor d-max - -A-. Major d-max / Minor T-max X Major T-max Q-Allow 4/26/2007, 1:51 PM Project: Inlet ID:�:'i Lo (C)—..—,( Warning 4 WamIng Design Information (Input) Type of inlet Local Depression (In addition to upstream gutter depression 'a' from 'Q-A ovf) Total Number of Units In the Inlet (Grate or Curb Opening) Length of a Single Unit Inlet (Grate or Curb Opening) Width of a Link Grata (cannot be greater than W from O PJlow) Clogging Factor for a Single Unit Grate (typical min. value = 0.5) Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) Type =:§§.f#101iitilfkta#kiii' No = CrG _ .......................... Crc= inches Street Hydraulics (calculated) WARNING: Q IS GREATER THAN ALLOWABLE Q FOR MAJOR STORM Design Discharge for Half of Street (from Q-Peak) Water Spread Width Water Depth at Flowline (excluding local depression) Water Depth at Street Craws (or at Ratio of Gutter Flow to Design Flow Discharge outside the Gutter Section W, carried In Section T. Discharge within the Gutter Section W Discharge Behind the Curb Face Street Flow Area Street Flow Velocity Water Depth for Design Condition ets rt inches Grate Analysis (Calculated) Total Length of Inlet Grate Opening Ratio of Grate Flow to Design Flow Under No -Clogging Condition Minimum Velocity Where Grate Spash-Over Begins Interception Rate of Frontal Flow Interception Rate of Side Flow Interception Capacity Under Clogging Condition Clogging Coefficient for Multiple -unit Grate inlet Clogging Factor for Multiple-unit Grate Inlet Effective (unctogged) Length of Multiple -unit Grate Inlet Minimum Velocity Where Grate Spash-Over Begins Interception Rate of Frontal Flow Interception Rate of Side Flow Actual Interception Capacity Carry -Over Flow = Q.-Q. (to be applied to curb opening or next Ws Inlet) Curb or Slotted Inlet Onenlnd Analysis (Calculated) Equhralent Slope S. (based on grate carry -aver) Required Length LT to Have 100% Interception Under No -Clogging Condition Effective Length of Curb Opening or Slotted Inlet (minimum of L, Lr) Interception Capacity Under Clogging Condition Clogging Coefficient Clogging Factor for Multiple -unit Curb Opening or Slotted Inlet Effective (Unclogged) Length Actual Interception Capacity Carty -Over Flow = Qelcn.Te!-Q. Summary Total Inlet Interception Capacity Total Inlet Carry -Over Flow (flow bypassing Inlet) Capture Percentage = Q•!Q. _ :ft Va = s cfs GrateCoef = GrateClog =:: V. = :`?:S': i:F,9 fps RJ=ca „ o.";'' ` '3ir 1Ar7EMe nit ft ft =.0141 cts CurbC0e1= ......................... CurbClog L• = i>'::::i =:=:' S si ft cis eis tta;n ?g 4: Denver f<•s. 1c(CIDOT Ty:* 1$ unit width stouic b 1,73'. STIN-R-2.Jds, Inlet On Grade 4/26/2007, 1:51 PM 1 1 1 1 1 31 '.'s4.,-. •••,., .., t, • - • v. k . .. .,.. : . '., kx --o, ., • 4 . J.E, '& ..., .. I lk , , . • ) l' ..).c. . .., . ' - ., ?-? 0 x • . • • o Ll X - . '4] 4i • t X, . * . . s',C . 'I.". •:. ...) ,3 ff * • • , rt: X V \ -..4 rj X > . •;''.' • . E.: - - X. :-. U X - -,it i ..4 I O - 1... ••• ti . . al li • 4 4 f , . . . 4- ,.., 0 4. .... ---Lt..-.-- .i( > •••, t•11 * i.,--, Yt< '..\, c'4, .... 0 ...• k , ;!-- - X 'f. :,.' > . ,..: —c•—•Q tntercepted (cfs) —01— Q Bypassed (cfs) —,R.--- Spread T (ft), Welted by T-CROWN • -b. — Spread T (ft), Not Limited by —Ws— Flow Depth d (inches) T-CROWN 1 STIN-R-2.)ds, Inlet On Grade 4/262007, 1:51 PM 1 1 1 1 1 1 Area Inlet Design - Sump Condition Area Inlet for Design Point 035 (STIN-A1-2) Project No. 187010190 This sheet computes the controlling area inlet flow condition. Weir- Orifice Control Weir Equation: 3 � =CLH2 where: H = head above weir Orifice Equation: = where: l'i = h 2 - h i Grate: CDOT Type C Area Inlet Weir: = 3.20 Lar.rt = 11.74 ft. (1) CoI c. = Aarific. Clogging Factor = Orifice: 0.65 7.97 ft2 0.20 Number of Inlets = 1 Flowline elevation of grate = 5070.73 100 year Design Flow (cfs) = 5.00 100 year WSEL (5) = 5071.01 Head (ft.) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 Q,..tr Clarifies Qaaatrai WSEL 0.00 0.00 0.00 5070.73 10.63 23.50 10.63 5071.23 30.05 33.24 30.05 5071.73 55.21 40.71 40.71 5072.23 85.01 47.01 47.01 5072.73 118.80 52.56 52.56 5073.23 156.17 57.57 57.57 5073.73 196.79 62.19 62.19 5074.23 240.44 66.48 66.48 5074.73 286.90 70.51 70.51 5075.23 336.02 74.33 74.33 5075.73 Notes: 1) This is the effective weir length which equals the sum of the open space lengths between bars in the predominant flow directions. 400 350 300 q 250 200 u. 150 100 50 0 Weir -Orifice Control +Oweir -•sf-- Clordice J:i :..},,,.'.:::{tii:::{}ti+il i `i\l:i '•T'.• 4itiYr+i: . x f,. ..: '.i�1i�ti�i-n r} :- •r....a i.:,:e E.,: :: � �}f:C•.:� i:i:$nf.;iC y:S:• ]. .:• \�. •nti iTi.*:"'( +1. .:iiii'`: ..•. ii {.},.y..v. .:,v ••%:.....r : ry .;;k...iivt: M1:41i: r' i}:• .r•:t n v?:i ' T.T. i\;4 4 ti.•:+':y•'.: k i :j :;:i}\:i.i. ,?:,::�� i `5::;.:.:M.:?, ,�.�.yq��p} :,{,y:•y.. ,.-�. 0.00 1.00 2.00 3.00 4.00 Flaw Depth (ft) 5.00 6.00 Space width= 0.1640 ft. Bar width = 0.0328 ft. Number of bars = 14 Number of spaces = 13 Grate length = 2.59 ft. Effective Grate Length = 2.13 ft. Space width = 0.6230 ft. Bar width = 0.0328 ft. Number of bars = 5 Number of spaces = 6 Grate Width = 2.66 ft. Effective GrateWidth = 3.74 ft. i 2:21 PM 4/26/2007 1 1 1 1 1 1 Area Inlet Design - Sump Condition Area Inlet for Design Point 033 (STIN-A2-1-1) Project No. 187010190 This sheet computes the controlling area inlet flow condition. Weir- Orifice Control Weir Equation: 3 = CLH where: H = head above weir Orifice Equation: = Cep 2SH where: H=h2-hr Grate: CDOT Type C Area Inlet Weir: = 3.20 Law = 11.74 ft. (1) C'odso. = Aairx. _ Clogging Factor = Number of inlets = 1 Flowline elevation of grate = 5074.49 100 year Design Flow (cfs) = 3.00 100 year WSEL (3) = 5074.67 Orifice: 0.65 7.97 ft2 0.20 Head (ft.) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 Ow* 0.00 10.63 30.05 55.21 85.01 118.80 156.17 196.79 240.44 286.90 336.02 Qom.. 0.00 23.50 33.24 40.71 47.01 52.56 57.57 62.19 66.48 70.51 74.33 4o�w WSEL 0.00 5074.49 10.63 5074.99 30.05 5075.49 40.71 5075.99 47.01 5076.49 52.56 5076.99 57.57 5077.49 62.19 5077.99 66.48 5078.49 70.51 5078.99 74.33 5079.49 Notes: 1) This is the effective weir length which equals the sum of the open space lengths between bars in the predominant flow directions. 400 350 300 n 250 ;200 LL150 100 50 0 Weir -Orifice Control -+- 0 weir ooriflce �:ia :. \:: w?•:!eV:nii}; :. ': ntiiv} '.Lila+}:v1;i `�.. . t i uti::v.:ii1w�YiY iaCSii .. A?i :: K .:.tiA •'. ::,.. ii 4ti i„ rri•:4::<i•:iv n` vv�3i~n+x:: M1 %:a:•Y:•Y:} : µ n iiti'-`. �xx4:: S'A'•�Si:`:^i }�a;{.; YS•i ?:}jy~n�{yin ;+a• •, .: ti�4 • pi ,?::e } l tii::\rS ::•.•'k\ •:iiv>.:,„,ti'.',ii:%• 0.00 1.00 200 FlowDp4.00 th(ft.) 5.00 6.00 J Space width = Bar width = Number of bars = Number of spaces = Grate length = Effective Grate Length = 0.1640 ft. 0.0328 ft. 14 13 2.59 ft. 2.13 ft. Space width = Bar width = Number of bars = Number of spaces = Grate Width = Effective GrateWidth = 0.6230 ft. 0.0328 ft. 5 6 2.66 ft. 3.74 ft. t 2:22 PM 4/26/2007 1 1 1 1 1 1 1 1 A 1 i Area Inlet Design - Sump Condition Area Inlet for Design Point 028 (STIN-A2-1) Project No. 187010190 This sheet computes the controlling area inlet flow condition. Weir- Orifice Contra! Weir Equation: 3 Q= �2 wU where: H = head above weir Orifice Equation: = C Ao where:H=hz -hr Grate: CDOT Type C Area Inlet Weir: = 3.20 Lcort = 11.74 ft. (1) AoriRc. = c7ogging Factor = Number of Inlets = 1 Flowline elevation of grate = 5075.56 100 year Design Flow (cfs) = 5.00 100 year WSEL (5) = 5075.84 Orifice: 0.65 7.97 ftz 0.20 Head (ft.) °M,.; 0.00 0.00 0.50 10.63 1.00 30.05 1.50 55.21 2.00 85.01 2.50 118.80 3.00 156.17 3.50 196.79 4.00 240.44 4.50 286.90 5.00 336.02 Qcriec. 0.00 23.50 33.24 40.71 47.01 52.56 57.57 62.19 66.48 70.51 74.33 4ontral WSEL 0.00 5075.56 10.63 5076.06 30.05 5076.56 40.71 5077.06 47.01 5077.56 52.56 5078.06 57.57 5078.56 62.19 5079.06 66.48 5079.56 70.51 5080.06 74.33 5080.56 Notes: 1) This is the effective weir length which equals the sum of the open space lengths between bars in the predominant flow directions. 400 350 300 a 2 50 Z 3200 LE: 150 100 50 0 0.00 Weir -Orifice Control + °weir -rr- CI arllice {:Iiii:':::::}ti iS�i{::: •}:•.v.: ~iiti:j?t 'f•$:•v.CO '/•.::•��:Y:\�i :.^,: --: �F:'{•i::\-'6!;•'.;�:{'2: v}i::{ C% i?{.}:;.v`$�?: :i:: \•: • \•.•C•:: ',,:...k;s. ,._:;rn: lti ±ti.,y}^. cv :;i:>: S'::,.$:;ti±tiyiy:•?:;+z.:?:•+viP. 'v+;.;� :i::j'_::iv �j . `"ti....' :.:-.ti*}!i`::�:i;: ..:-.:-:'}i$}: •r: `::-:: }>'.:.:?^v ti:.i pj i �' ''1'1?� �' - -'':':=:::'*'*::::::' •11 [1i •II:'1' '" - viv. .Y..a 4• �.��"`:I 177�7I..r {vfv:nv.: [flr7'1m" ..71Iii -nvv:::.v:nv '''Iv'' 111' z'C: 1::': 1 1I1 11 si*',: 1.00 2.00 3.00 4.00 Flow Depth (ft.) 5.00 6.00 Space width = 0.1640 ft. Bar width = 0.0328 ft. Number of bars = 14 Number of spaces = 13 Grate length = 2.59 ft. Effective Grate Length = 2.13 ft. Space width = 0.6230 ft. Bar width = 0.0328 ft. Number of bars = 5 Number of spaces = 6 Grate Width = 2.66 ft. Effective GrateWidth = 3.74 ft. 2:22 PM 4/26/2007 1 1 1 1 1 1 1 t Area Inlet Design - Sump Condition Area Inlet for Design Point 017 (STIN-A3-1-2) Project No. 187010190 This sheet computes the controlling area inlet Row condition. Weir- Orifice Control Weir Equation: Q =C.LH2 where: H = head above welr Orifice Equation: Qua.=C.A.J where: H= h 2- h r Grate: CDOT Type C Area Inlet Weir: C ,I = 3.20 L = 11.74 ft. (1) C.an.. = Awn.. = clogging Factor = Number of Inlets = 1 Flowiine elevation of grate = 5072.08 100 year Design Flow (cfs) = 8.63 100 year WSEL (8.63) = 5072.51 Orifice: 0.65 7.97 ft2 0.20 Head (ft.) 0.00 0.50 1.00 1.50 2,00 2.50 3.00 3.50 4.00 4.50 5.00 Qw� 0.00 10.63 30.05 55.21 85.01 118.80 156.17 196.79 240.44 286.90 336.02 Q.Aflo. Cie -antral 0.00 0.00 23.50 10.63 33.24 30.05 40.71 40.71 47.01 47.01 52.56 52.56 57.57 57.57 62.19 62.19 66.48 66.48 70.51 70.51 74.33 74.33 WSEL 5072.08 5072,58 5073.08 5073.58 5074.08 5074.58 5075.08 5075.58 5076.08 5076.58 5077.08 Notes: 1) This is the effective weir length which equals the sum of the open space lengths between bars in the predominant Row directions. 7 400 350 300 --250 . ;200 u. 150 100 50 0 0.00 Weir -Orifice Control --Qwelr - 5k- QonOca v'EL? ri ntii 'x; ?_?2?,$5:i?;<Z:" ,:::,..:'i 'ill;:' v2;:r^;:r}...z.:: tea:;? ,.,. .t<` k•:??> %,';.•6;3J.,•'t.''�ii•.•.'V°r'.n:' =µme':..t.. -; '%..y Yit7it�fS.l-:`nl�ii�Ctr -::,ice;;:::'^ - y'•, ?"f.'4�:':i` ''; `.`:::;: i• 2�' x.'2}22 a {. r :'• -:i�j:ii •' ti:M1,: Win: - }' !: •:;}v:;'.•'• ^,> 1.00 2.00 3.00 4.00 Flow Depth (ft.) 5.00 6.00 Space width = Bar width = Number of bars = Number of spaces = Grate length = Effective Grate Length = 0.1640 ft. 0.0328 ft. 14 13 2.59 ft. 2.13 ft. Space width = Bar width = Number of bars = Number of spaces = - Grate Width = Effective GrateWidth = 0.6230 ft. 0.0328 ft. 5 6 2.66 ft. 3.74 ft. t 2:23 PM 4/26/2007 ,r 1 1 v 1 1 1 1 1 1 1 Area Inlet Design - Sump Condition Area Inlet for Design Point 004 (ST(N-A-3) Project No. 187010190 This sheet computes the controlling area inlet flow condition. Weir - Orifice Control Weir Equation: 3 _CLH2 rW where: H = head above weir Orifice Equation: Qom,=. = CA 2gH where: H= h 2- h i Grate: CDOT Type C Area Inlet Weir: C..: = 3.20 = 11.74 ft. (1) AA« nc. �bMce Clogging Factor = Orifice: 0.65 7.97 ft2 0.20 Number of Inlets = 1 Rawlins elevation of grate = 5088.16 100 year Design Flow (cfs) = 2.00 100 year WSEL (2) = 5088.28 Head (ft.) Q,,,.; 0.00 0.00 0.50 10.63 1.00 30.05 1.50 55.21 2.00 85.01 2.50 118.80 3.00 156.17 3.50 196.79 4.00 240.44 4.50 286.90 5.00 336.02 Conks 0.00 23.50 33.24 40.71 47.01 52.56 57.57 62.19 66.48 70.51 74.33 Q=„ WSEL 0.00 5088.16 10.63 5088.66 30.05 5089.16 40.71 5089.66 47.01 5090.16 52.56 5090.66 57.57 5091.16 62.19 5091.66 66.48 5092.16 70.51 5092.66 74.33 5093.16 Notes: 1) This is the effective weir length which equals the sum of the open space lengths between bars in the predominant flow directions. 400 350 300 e 250 200 Y LL 150 100 50 0 Weir -Orifice Control + Qweir -a! -- Qoriflce `••4i`:` i~M1:iJ' ...' 4'.i'•-,' ' i:4 v..C' }ti.- .ti` ttik^. v!�i:Fy+��`F: ••w :ter{:.v :}jfnxy,iv::°'� ... '-i:• NJTi f.... •v;;FCti ifi ';: .............................2?i`�' --•..-- -�.._........... .. ..,; ... .off$${ ... a-. ,,.,..•,.;•,.-- 0.00 1.00 2.00 3.00 4.00 Flow Depth (ft.) 5.00 6.00 Space width = 0.1640 ft. Bar width = 0.0328 ft. Number of bars = 14 Number of spaces = 13 Grate length = 2.59 ft. Effective Grate Length = 2.13 ft. Space width = 0.6230 ft. Bar width = 0.0328 ft. Number of bars = 5 Number of spaces = 6 Grate Width = 2.66 ft. Effective GrateWldth = 3.74 ft. 1 2:23 PM 4/26/2007 1 1 1 r 1 Area Inlet Design - Sump Condition Area Inlet for Design Point 044 (STIN-E1-1-1) Project No. 187010190 This sheet computes the controlling area inlet flow condition. Weir- Orifice Control Weir Equation: 3 Qom. = CLIP where: H = head above weir Orifice Equation: Q... = C'.A where: H-h2-hi Grate: CDOT Type C Area Inlet Weir: C,..; = 3.20 L=.a = 11.74 ft. (1) Oo0K. = Aoriiic. _ Cbggno Factor = Orifice: 0.65 7.97 fie 0.20 Number of Inlets = 1 Flowline elevation of grate = 5084.00 100 year Design Flow (cfs) = 18.63 100 year WSEL (18.63) = 5084.71 Head (ft.) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 Q.~ 0.00 10.63 30.05 55.21 85.01 118.80 156.17 196.79 240.44 286.90 336.02 Q=i&. 0.00 23.50 33.24 40.71 47.01 52.56 57.57 62.19 66.48 70.51 74.33 Q=.ntrui 0.00 10.63 30.05 40.71 47.01 52.56 57.57 62.19 66.48 70.51 74.33 WSEL 5084.00 5084.50 5085.00 5085.50 5086.00 5086.50 5087.00 5087.50 5088.00 5088.50 5089.00 Notes: 1) This is the effective weir length which equals the sum of the open space lengths between bars in the predominant flow directions. r 400 350 300 7250 a 3200 150 100 50 0 Weir -Orifice Control -4-- Dweir yk 0ort5ce Sav a:t::vM1 ..... v7ti Y„y:�v::." ii`>.:i?:{ ::s•: x.,•.Y•l}iy{tiv.:_ri • 1 nvy - - 7::i;.,,,: % r v v:::,+'-a. ilia"-T.ij:'e vx,:{::j :}ii:iv:'r'i::nCi[: ii::vw;r:*:? ,A: ::<ti�'^t> •�ii' •:( *1*. :i•:4::i\�i:7i K {:•K.K. ? K k':n :\i::i •: Zv• •._ 5.aa +:u\r�::�•�:: tit aa... �� i }*:i{�rii::. �jo'�-,''�,. i. v'.}.l':N:':':tiiv\�::::7�ii::ti:hi}t • >:ti., ..... n.ya.}.»a�nlip) 0.00 1.00 2.00 3.00 4.00 Flow Depth (ft.) 5.00 6.00 i Space width = Bar width = Number of bars = Number of spaces = Grate length = Effective Grate Length = 0.1640 ft. 0.0328 ft. 14 13 2.59 ft. 2.13 ft. Space width = Bar width = Number of bars = Number of spaces = Grate Width = Effective GrateWidth = 0.6230 ft. 0.0328 ft. 5 6 2.66 ft. 3.74 ft. 2:24 PM 4/26/2007 i t 1 .1 1 f i 1 t 1 Area Inlet Design - Sump Condition Area Inlet for Design Point 050 (STIN-F-1) Project No. 187010190 This sheet computes the controlling area inlet Row condition. Weir- Orifice Control. Weir Equation: 3 Q = CLH 2 xr4 where: H = head above weir Orifice Equation: Qom . = where: H = h 2 -h Grate: COOT Type C Area Inlet Weir: Orifice: C, .F = 3.20 C,,;ne. = 0.65 I c.tt = 11.74 ft. (1) A„rac. = 7.97 ft2 Qogging Factor = 0.20 Number of Inlets = 1 Flowline elevation of grate = 5076.00 100 year Design Flow (cis) = 2.00 100 year WSEL (2) = 5076.12 Head (ft.) (1.v', Qoanc. Qcomrd WSEL 0.00 0.00 0.00 0.00 5075.00 0.50 10.63 23.50 10.63 5075.50 1.00 30.05 33.24 30.05 5076.00 1.50 55.21 40.71 40.71 5076.50 2.00 85.01 47.01 47.01 5077.00 2.50 118.80 52.56 52.56 5077.50 3.00 156.17 57.57 57.57 5078.00 3.50 196.79 62.19 62.19 5078.50 4.00 240.44 66.48 66.48 5079.00 4.50 286.90 70.51 70.51 5079.50 5.00 336.02 74.33 74.33 5080.00 Notes: 1) This is the effective weir length which equals the sum of the open space lengths between bars in the predominant flow directions. 40 0 350 300 ^250 e 2 00 D u 150 100 50 e Weir -Orifice Control --+-- Qweer -.a-- Qorilce S . , +•..yy :}h, t->';ti �::?;'.i:};a v.{ M1 ::;':i>;�di<�- ri:k :�:4'`?•'`:v ii2Y•.^,�n�:.�_n• i}y tin �:4:i�i:{.'}�i}:{1 {{i2i::{.yt; iti� �{ ^:?t},v,:+::}::}:: i.} sz 4{}vim ri}i<'} M1 1v�t j�:YiC::. <: ��?fir`}: :j•;:�vi�{`tip:\L'n i1 �'1 - "'' �'4•'yc,;r.V. ,pa `" '`S`?S"i:- r �i:` c.i:::..<_•:\•`. V0(ir: fit +: ?;i 111t)':;i [�iniXi°}tt[iY�ll:`•:OE ii: >::2?�:tk:5"•`r.•`: i, 0.00 1.00 2.00 3.00 4.00 Flow Depth (ft.) 5.00 6,00 Space width = 0.1640 ft. Bar width = 0.0328 ft. Number of bars = 14 Number of spaces = 13 Grate length = 2.59 ft. Effective Grate Length = 2.13 ft. Space width = Bar width = 0.6230 ft. 0.0328 ft. Number of bars = 5 Number of spaces = 6 Grate Width = 2.66 ft. Effective GratelNidth = 3.74 ft. 1 2:24 PM 4/26/2007 r 1 t t t t t 6 1 i Area Inlet Design - Sump Condition Area Inlet for Design Point 052 (STIN-O-1) Project No. 187010190 This sheet computes the controlling area inlet flow condition. Weir- Orifice Control Weir Equation: 3 =CL.Hi where: H = head above weir Orifice Equation: 2,41. = where: H= h 2- h r Grate: CDOT Type C Area Inlet Weir: Oriflce: Cni = 3.20 0.65 L„,.e = 11.74 ft. (1) A., . = 7.97 ft2 Clogging Factor = 0.20 Number of Inlets = 1 Flowline elevation of grate = 5076.00 100 year Design Flow (cfs) t 2.00 100 year WSEL (2) = 5075.12 Head (ft.) Q.,.tr Q.aa<. Qcorom WSEL 0.00 0.00 0.00 0.00 5075.00 0.50 10.63 23.50 10.63 5075.50 1.00 30.05 33.24 30.05 5076.00 1.50 55.21 40.71 40.71 5076.50 2.00 85.01 47.01 47.01 5077.00 2.50 118.80 52.56 52.56 5077.50 3.00 156.17 57.57 57.57 5078.00 3.50 196.79 62.19 62.19 5078.50 4.00 240.44 66.48 66.48 5079.00 4.50 286.90 70.51 70.51 5079.50 5.00 336.02 74.33 74.33 5080.00 Notes: 1) This is the effective weir length which equals the sum of the open space lengths between bars in the predominant flow directions. - �:i\J^ tip: . h :h l U?li: ':\ �-.,rv'��%1ti\%Y }i':- .:nw`x.: 2•`.\•:4a.4 " ' yv?v\�4 r+.•�>.Lvtiaa - �iv::Sij- `jC :ti:•�'tiy : vSi - - •+.?ti .,.:.:: C:: � S:;i{:j,?4:: �: is > tiQ4...*} $:??ti•':}'::?Yi^ i�i ti�}: t.\ ..v,::i{ 4' i' v�:ti \•\ '} il'v. {:?4 : vdn >.y!.�,•'k:}iR:7iiiZy ii4: i<:. �::n. •.:.v:.:v;ii-i i. i1}-'4.�dZ.� ,:m :•:tii•: ,;.y; :;._{.y}v .. �N • 3•'a .-` 1i ' ::''c; +afar ;` l...y'...'..... Space width = 0.1640 ft. Bar width = 0.0328 ft. Number of bars = 14 Number of spaces = 13 Grate length = 2.59 ft. Effective Grate Length = 2.13 ft. Space width = 0.6230 ft. Bar width = 0.0328 ft. Number of bars = 5 Number of spaces = 6 Grate Width = 2.66 ft. Effective GrateWldth = 3.74 ft. 1 2:24 PM 4/26/2007 s � APPENDIX G t i t t By: JOZ 187010251 Riprap Rundown at STRM-N-A IUpdated: 25-Apr-07 1 ,ipe Diameter: D 42 in i!rDischarge: Q 89.81 cfs ailwater*: y 1.4 ft (unknown) * Assume that y=0.4*D if tailwater conditions are unknown 1. Required riprap type: Checked: Soil Type: Erosion Resistant Soil (Clay) Max Velocity: v 7.7 ft/sec Q/D2•5 = 3.92 < 6 --> use design charts D = 3.50 ft Yt/D = 0.40 Q/D41.5 = 13.72 d50 = 11.37 in > 12 in --> Use Type M (Class 12) riprap 1 2. Expansion Factor: 1 /2tan0 = 3.59 3. Riprap Length: ' At = QN = 11.66 ft2 L = 1 /2tanO * (AtiYt - D) = 17 ft Governing Limits: L>3D 11 ft <=17ft-->OK L < 10D 35 ft => 17 ft --> OK 5. Maximum Depth: Depth = 2d50 = 2 (12 in / 12) = 2 ft 6. Bedding: Use 1 ft thick layer of Type II (CDOT Class A) bedding material. I7. Riprap Width: Width = 3D = 3 (42 in /12) = 11 ft 1 Summary: (Extend riprap to minimum of culvert height or normal channel depth.) Type M (Class 12) riprap Length = 17 ft Depth = 2 ft Width = 11 ft Reference: UDFCD USDCM, Vol. 1, Major Drainage, Page MD-105 V:152870F1ACTIVE11870101901CIVILIDESIGNIDRAINAGEIEROSION CONTROLISTRM-A.XLS By: JOZ 187010251 Riprap Rundown at STRM-B Updated: 25-Apr-07 ipe Diameter: D 36 in Discharge: Q 55.25 cfs ailwater*: y 1.2 ft (unknown) * Assume that y=0.4*D if tailwater conditions are unknown 1. Required riprap type: 2. Expansion Factor: 3. Riprap Length: Checked: Soil Type: Erosion Resistant Soil (Clay) Max Velocity: v 7.7 ft/sec Q/D2.5 = 3.54 < 6 --> use design charts D = 3.00 ft Yt/D = 0.40 Q/DA1.5 = 10.63 d50 = 8.81 in --> 9 in —> Use Type L (Class 9) riprap 1/2tane = 3.94 At=QN= 7.18 ft2 L = 1/2tane * (At/Yt - D) = 12 ft Governing Limits: L>3D 9 ft <=12ft—>OK L<10D 30 ft =>12ft-->OK 5. Maximum Depth: Depth = 2d50 = 2 (9 in / 12) = 1.5 ft 6. Bedding: Use 1 ft thick layer of Type II (CDOT Class A) bedding material. 7. Riprap Width: Width = 3D = 3 (36 in /12) = 9 ft Summary: 1 1 1 (Extend riprap to minimum of culvert height or normal channel depth.) Type L (Class 9) riprap Length = 12 ft Depth = 1.5 ft Width = 9 ft Reference: UDFCD USDCM, Vol. 1, Major Drainage, Page MD-105 V:152870FIACTIVE11870101901CIVILIDESIGNIDRAINAGEIEROSION CONTROLISTRM-B.XLS 1- * Assume that y=0.4*D if tailwater conditions are unknown 1 1. 1 1 1 1 1 Governing Limits: 1 1 1 1 Summary: 1 1 1 Riprap Rundown at STRM-C Updated: 25-Apr-07 ..ripe Diameter: D 54 in IDTailwater*ischarge: Q 50 cfs : y 1.8 ft (unknown) Required riprap type: 2. Expansion Factor: 3. Riprap Length: By: JOZ Checked: 187010251 Soil Type: Erosion Resistant Soil (Clay) Max Velocity: v 7.7 ft/sec Q/D2 5 = 1.16 < 6 --> use design charts D = 4.50 ft Yt/D = 0.40 Q/D^1.5 = 5.24 d50 = 4.34 in ------> 6 in ----> Use Type VL (Class 6) riprap 1/2tan0 = 6.51 At=QN= 6.49 ft2 L=1/2tan0*(At/Yt-D)= -6 ft L > 3D 14 ft increase length to 14 ft L<10D 45 ft =>-6ft—>OK 5. Maximum Depth: Depth = 2d50 = 2 (6 in / 12) = 1 ft 6. Bedding: Use 1 ft thick layer of Type II (CDOT Class A) bedding material. 7. Riprap Width: Width = 3D = 3 (54 in /12) = 14 ft (Extend riprap to minimum of culvert height or normal channel depth.) Type VL (Class 6) riprap Length = 14 ft Depth = 1 ft Width = 14 ft Reference: UDFCD USDCM, Vol. 1, Major Drainage, Page MD-105 V:\52870F\ACTIVE1187010190\CJVILIDESIGN\DRAINAGE\EROSION CONTROL\STRM-C.XLS By: JOZ 187010251 Riprap Rundown at STRM-D Updated: 25-Apr-07 Ape Diameter: D 36 in pDischarge: Q 27.41 cfs ITailwater*: y 1.2 ft (unknown) * Assume that y=0.4*D if tailwater conditions are unknown 1. Required riprap type: 2. Expansion Factor: 3. Riprap Length: Checked: Soil Type: Erosion Resistant Soil (Clay) Max Velocity: v 7.7 ft/sec Q/D2-5 = 1.76 < 6 —> use design charts D = 3.00 ft Yt/D = 0.40 Q/DA1.5 = 5.28 d50 = 4.37 in ---> 6 in ---> Use Type VL (Class 6) riprap 1 /2tan0 = 5.91 At = QN = 3.56 ft2 L=1/2tane*(At/Yt-D)= 0 ft �4. Governing Limits: L> 3D 9 ft increase length to 9 ft L<10D 30 ft =>0ft-->OK 5. Maximum Depth: Depth = 2d50 = 2 (6 in / 12) = 1 ft 6. Bedding: Use 1 ft thick layer of Type II (CDOT Class A) bedding material. 7. Riprap Width: Width=3D=3(36in/12)= 9 ft Summary: (Extend riprap to minimum of culvert height or normal channel depth.) Type VL (Class 6) riprap Length = 9 ft Depth = 1 ft Width = 9 ft Reference: UDFCD USDCM, Vol. 1, Major Drainage, Page MD-105 V:152870RACTIVE11870101901CIVIL\DESIGNIDRAINAGEIEROSION CONTROLISTRM-D.XLS 1 By: JOZ 187010251 1 1 Riprap Rundown at STRM-E Updated: 25-Apr-07 )ipe Diameter: D 30 in Discharge: Q 20 cfs ailwater*: y 1.0 ft (unknown) * Assume that y=0.4*D if tailwater conditions are unknown 1. Required riprap type: 2. Expansion Factor: Checked: Soil Type: Erosion Resistant Soil (Clay) Max Velocity: v 7.7 ft/sec Q/D25 = 2.02 < 6 --> use design charts D = 2.50 ft YtID = 0.40 Q/DA1 .5 = 5.06 d50 = 4.19 in ---> 6 --=-> Use Type VL (Class 6) riprap I1/2tan0= 5.64 3. Riprap Length: 1 At=QN= 2.60 ft2 L = 112tan0 * {AtlYt - D) = 1 ft Ij Governing Limits: in L > 3D 8 ft increase length to 8 ft 1 L<10D 25 ft =>1ft-->OK 5. Maximum Depth: Depth = 2d50 = 2 (6 in / 12) = 1 ft 6. Bedding: A 1 1 f Use 1 ft thick layer of Type 11 (CDOT Class A) bedding material. 7. Riprap Width: Width = 3D = 3 (30 in /12) = 8 ft Summary: (Extend riprap to minimum of culvert height or normal channel depth.) Type VL (Class 6) riprap Length = 8 ft Depth = 1 ft Width = 8 ft 1 Reference: UDFCD USDCM, Vol 1, Major Drainage, Page MD-105 V:\52870RACTIVE11870101901CIVIL\DESIGN\DRAINAGEIEROSION CONTROLISTRM-E.XLS By: JOZ 187010251 Riprap Rundown at STRM-E-1 Updated: 25-Apr-07 Ape Diameter: D 30 in Discharge: Q 28.13 cfs ailwater*: y 1.0 ft (unknown) * Assume that y=0.4*D if taiiwater conditions are unknown 1. Required riprap type: 2. Expansion Factor: 3. Riprap Length: Checked: Soil Type: Erosion Resistant Soil (Clay) Max Velocity: v 7.7 ft/sec QID25 = 2.85 < 6 --> use design charts D = 2.50 ft Yt/D = 0.40 Q/D^1.5 = 7.12 d50 = 5.90 in -------> 6 —> Use Tvpe VL (Class 6) riprap 1l2tan0 = 4.63 At=QN= 3.65 ft2 L=1/2tan0*(At/Yt-D)= 5 ft 4. Governing Limits: in L > 3D 8 ft increase length to 8 ft L<10D 25 ft =>5ft-->OK 5. Maximum Depth: Depth=2d50=2(6in/12)= 1 ft 6. Bedding: Use 1 ft thick layer of Type II (CDOT Class A) bedding material. 7. Riprap Width: Width = 3D = 3 (30 in /12) = 8 ft Summary: (Extend riprap to minimum of culvert height or normal channel depth.) Type VL (Class 6) riprap Length = 8 ft Depth = 1 ft Width = 8 ft Reference: UDFCD USDCM, Vol. 1, Major Drainage, Page MD-105 V:152870F'ACTIVE11870101901CIVIL\DESIGMDRAINAGEIEROSION CONTROLISTRM-E-1.XLS r Riprap Rundown at STRM-F Updated: 25-Apr-07 • 1 1 1 1 r 1 r r Summary: 111 1 1 „ipe Diameter: D 36 in IDischarge: Q 40 cfs faiiwater*: y 1.2 ft (unknown) *Assume that y=0.4*D if tailwater conditions are unknown 1. Required riprap type: 1 2. Expansion Factor: 3. Riprap Length: By: JOZ Checked: 187010251 Soil Type: Erosion Resistant Soil (Clay) Max Velocity: v 7.7 ft/sec • Q/D2.5 = 2.57 < 6 --> use design charts D = 3.00 ft Yt/D = 0.40 Q/D^1.5 = 7.70 d50 = 6.38 in -----> 9 in ---> Use Type L (Class 9) riprap 1/2tan0 = 4.97 At=QN= 5.19 ft2 L=1l2tan0*(At/Yt-D)= 7 ft I4. Governing Limits: L> 3D 9 ft increase length to 9 ft L < 10D 30 ft => 7 ft --> OK 5. Maximum Depth: Depth = 2d50 = 2 (9 in / 12) = 1.5 ft 6. Bedding: Use 1 ft thick layer of Type II (CDOT Class A) bedding material. 7. Riprap Width: Width = 3D = 3 (36 in /12) = 9 ft (Extend riprap to minimum of culvert height or normal channel depth.) Type L (Class 9) riprap Length = 9 ft Depth = 1.5 ft Width = 9 ft Reference: UDFCD USDCM, Vol. 1, Major Drainage, Page MD-105 V:152870F1ACTIVE11870101901CIVIL\DESIGNIDRAINAGEIEROSION CONTROLISTRM-F.XLS 1 By: JOZ 187010251 Riprap Rundown at STRM-G Updated: 25-Apr-07 I1 %ipe Diameter: D 24 in Discharge: Q 8.42 cfs ailwater*: y 0.8 ft (unknown) A 1 1 1 1 1 1 * Assume that y=0.4*D if tailwater conditions are unknown 1. Required riprap type: 2. Expansion Factor: 3. Riprap Length: Checked: Soil Type: Erosion Resistant Soil (Clay) Max Velocity: v 7.7 ft/sec Q/D2.5 = 1.49 < 6 --> use design charts D = 2.00 ft Yt/D = 0.40 Q/D^1.5 = 2.98 d50 = 2.47 in > 0 in —> Use geotextile or minimum riprap gradation. 1 /2tan0 = 6.19 At=QN= 1.09 ft2 L=1/2tan0*(At/Yt-D)= -4 ft Governing Limits: L > 3D 6 ft increase length to 6 ft L<10D 20 ft=>-4ft—>OK 5. Maximum Depth: Depth = 2d50 = 2 (0 in / 12) = 0 ft 6. Bedding: Use 1 ft thick layer of Type I! (CDOT Class A) bedding material. 7. Riprap Width: Width = 3D = 3 (24 in /12) = 6 ft Summary: (Extend riprap to minimum of culvert height or normal channel depth.) geotextile or minimum riprap gradation. Length = 6 ft Depth = 0 ft Width = 6 ft u e... g'X8' N?' C3 So G co{cxtt:le. 1 Reference: UDFCD USDCM, Vol. 1, Major Drainage, Page MD-105 V:152870F1ACTIVE11870101901CIVILIDESIGNIDRAINAGEIEROSION CONTROL\STRM-G.XLS 1 Riprap Rundown at STRM-N IUpdated: 25-Apr-07 1 1. Required riprap type: 1 1 1 1 1 1 1 Summary: 1 1 1 r I2. Expansion Factor: 3. Riprap Length: _Ape Diameter: D 18 in rDischarge: Q 3.99 cfs ailwater*: y 0.6 ft (unknown) * Assume that y=0.4*D if taiiwater conditions are unknown By: JOZ Checked: 187010251 Soil Type: Erosion Resistant Soil (Clay) Max Velocity: v 7.7 ft/sec Q1D2.5 = 1.45 < 6 —> use design charts D = 1.50 ft YtID = 0.40 Q/DA1.5 = 2.17 d50 = 1.80 in > 0 in ---> Use geotextile or minimum riprap gradation. 112tane = 6.23 At = QN = 0.52 ft2 L=1/2tane*(At/Yt-D)= -4 ft 4. Governing Limits: L > 3D 5 ft increase length to 5 ft L < 10D 15 ft => -4 ft --> OK 5. Maximum Depth: Depth = 2d50 = 2 (0 in / 12) = 0 ft 6. Bedding: Use 1 ft thick layer of Type II (CDOT Class A) bedding material. 7. Riiprap Width: Width = 3D = 3 (18 in /12) = 5 ft (Extend riprap to minimum of culvert height or normal channel depth.), geotextile or minimum riprap gradation. Length = Depth = Width = 5 0 5 ft ft ft 7 use $ xa‘ AMC, 3So Gc4Acjet;1e Reference: UDFCD USDCM, Vol. 1, Major Drainage, Page MD-105 V:\52870F1ACTIVE11870101901CIVILIDESIGMDRAINAGEIEROSION CONTROLISTRM-N.XLS By: JOZ 187010251 Riprap Rundown at STRM-O IUpdated: 25-Apr-07 ,ipe Diameter: IIdischarge:lwater*Tai: D 18 in Q 10.44 cfs y 0.6 ft (unknown) * Assume that y=0.4*D if tailwater conditions are unknown 1. Required riprap type: 1 I2. Expansion Factor: I3. Riprap Length: 1 1 1 1 1 Checked: Soil Type: Erosion Resistant Soil (Clay) Max Velocity: v 7.7 ft/sec Q/DZ$ = 3.79 < 6 --> use design charts D = 1.50 ft Yt/D = 0.40 Q/D^1.5 = 5.68 d50 = 4.71 in ------> 6 in ----> Use Type VL (Class 6) riprae 1 /2tanO = 3.71 At = QN = 1.36 ft2 L=1/2tanO*(At/Yt-D)= 3 ft 4. Governing Limits: L > 3D 5 ft increase length to 5 ft L<10D 15 ft =>3ft—>OK 5. Maximum Depth: Depth = 2d50 = 2 (6 in / 12) = 1 ft 6. Bedding: Use 1 ft thick layer of Type II (CDOT Class A) bedding material. 7. Riprap Width: Width = 3D = 3 (18 in /12) = 5 ft Summary: (Extend riprap to minimum of culvert height or normal channel depth.) Type VL (Class 6) riprap Length = 5 ft Depth = 1 ft Width = 5 ft Reference: UDFCD USDCM, Val. 1, Major Drainage, Page MD-105 V:152870RACTIVE1187010190\CIVILIDESIGNIDRAINAGE\EROSION CONTROLISTRM-O.XLS 1 By: JOZ 187010251 1 1 Riprap Rundown at STRM-P Updated: 25-Apr-07 _ Jipe Diameter: D 18 in II rischarge:ilwater*Q 10.75 cfs a: y 0.6 ft (unknown) * Assume that y=0.4*D if tailwater conditions are unknown 1. Required riprap type: 2. Expansion Factor: 3. Riprap Length: Checked: Soil Type: Erosion Resistant Soil (Clay) Max Velocity: v 7.7 ft/sec Q/D2.5 = 3.90 < 6 --> use design charts D = 1.50 ft Yt/D = 0.40 Q/DA1.5 = 5.85 d50 = 4.85 in ------> 6 in ----> Use Type VL (Class 6) riprap 1/2tane = 3.61 At = ON = 1.40 ft2 L = 1/2tan0 * (At/Yt - D) = 3 ft 14. Governing Limits: 1 1 1 1 1 L > 3D 5 ft increase length to 5 ft L<10D 15 ft =>3ft-->OK 5. Maximum Depth: Depth = 2d50 = 2 (6 in / 12) = 1 ft 6. Bedding: Use 1 ft thick layer of Type II (COOT Class A) bedding material. 7. Riprap Width: Width = 3D = 3 (18 in /12) = 5 ft Summary: (Extend riprap to minimum of culvert height or normal channel depth.) Type VL (Class 6) riprap Length = 5 ft Depth = 1 ft Width = 5 ft Reference: UDFCD USDCM, Vol. 1, Major Drainage, Page MD-105 V:152870F1ACTIVE11870101901CIVILIDESIGNIDRAINAGEIEROSION CONTROLISTRM-P.XLS t By: JOZ 187010251 Riprap Rundown at STRM-Q IUpdated: 25-Apr-07 1 1 1 1 1 1 1 1 1 1 1 1 1 r Ape Diameter: D 18 in rischarge: Q 11.58 cfs ailwater*: y 0.6 ft (unknown) * Assume that y=0.4*D if tailwater conditions are unknown 1. Required riprap type: 2. Expansion Factor: 3. Riprap Length: Checked: Soil Type: Erosion Resistant Soil (Clay) Max Velocity: v 7.7 ft/sec Q/D2.5 = 4.20 < 6 —> use design charts D = 1.50 ft Yt/D = 0.40 QID^1.5 = 6.30 d50 = 5.22 in -----> 6 in ---> Use Type VL {Class 6) riprap 1/2tan0 = 3.29 At=QN= 1.50 ft2 L=1/2tane*(At/Yt-D)= 3 ft Governing Limits: L > 3D 5 ft increase length to 5 ft L<10D 15 ft=>3ft—>OK 5. Maximum Depth: Depth = 2d50 = 2 (6 in / 12) = 1 ft 6. Bedding: Use 1 ft thick layer of Type 11(CDOT Class A) bedding material. 7. Riprap Width: Width = 3D = 3 (18 in /12) = 5 ft Summary: (Extend riprap to minimum of culvert height or normal channel depth.) • Type VL (Class 6) riprap Length = 5 ft Depth = 1 ft Width = 5 ft Reference: UDFCD USDCM, Vol. 1, Major Drainage, Page MD-105 V:152870F\ACTIVE11870101901CIVILIDESIGNIDRAINAGEIEROSION CONTROLISTRM-Q.XLS Project: Water's Edge Location: Pond 110 Broad Crested Weir - Basic Equation: Q = C•L•H1.5 Calculate Q from Dimensions: C= 3.00 L= 125 ft H= 1.00 ft Q= 375 cfs Proj. Number: 187010190 By: J. Gooch *This Q value was taken from the Water's Edge Report. Calculate L from Q and H *Q= Qioo x 1.14 Q= 330 x 1.14 = 375cfs. C= 3.00 Q= 375 cfs H= Freeboard - Back of Walk along CR11 = 5061.6 - 5060.6 = 1.0' H= 1.00 ft L= 125 ft Therefore...L=125' Calculate H from Q and L C= 3.00 Q= 375 cfs L= 125 ft H= 1.00 ft 1 � APPENDIX H 1 1 1 1 1 t 1 i 1 1 A 1 1 1 1 I 1 1 1 1 1 1 Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: ''`sidewalk`Culvejt 'At DP 1p (Perky' _. Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So n = B ht�y Z3 = 02001 ft/ft '400 ft Q;50; ftfft Z2=; F = S'h. `:(1161 ftfft 0• 50 ft Y=g3'' ,050ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force fc1 Fr = :a..�2.3�1g V =NM02fps A=FIE 13sgft [WOW T = [WOW ft P = ft R = Witarg D=g,0,47jft Es = Mgiffel ft Yo = z0a 25 ft Fs = ' :,f1037Ikip as go = 11,(reA %j 1 UD-Channels_v1.04.xls, Basics 4/7/2010, 10:38 AM ' Trickle Pan -Basin 34 Worksheet for Irregular Channel Project Description Worksheet Basin 34 Flow Element Irregular Chan Method Manning's Fon Solve For Channel Depth Input Data Channel Sk 005000 ft/ft Discharge 6.17 cfs Options ' Current Roughness Meth(rved Lotter's Method Open Channel Weighting wed Lotters Method Closed Channel Weighting Horton's Method Results Mannings Coefficiei 0.014 I Water Surface Elev 100.40 ft Elevation Range .83 to 101.00 Flow Area 2.4 ft2 Wetted Perimeter 11.58 ft I Top Width 11.49 ft Actual Depth 0.57 ft Critical Elevation 100.40 ft Critical Slope 0.005008 ft/ft Velocity 2.59 ft/s Velocity Head 0.10 ft Specific Energy 100.50 ft I Froude Number 1.00 F 7 0.30 Flow Type Supercritical use. per -ox er't ve9e.44AiQtn I Roughness Segments StartEnd Mannings Station Station Coefficient I 0+00 0+04 0.030 0+04 0+06 0.013 0+06 0+14 0.030 Natural Channel Points Station Elevation (ft) (ft) 0+00 101.00 0+04 100.00 0+05 99.83 0+06 100.00 0+10 100.32 0+14 100.40 r Project Engineer v:1...\drainage\flowmaster1swalesizing-4-25-07.fm2 FlowMaster v7.0 [7.0005] 04/25/07 09:49:30 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Cross Section Cross Section for Irregular Channel Project Description Worksheet Basin 34 Flow Element Irregular Chani Method Manning's Fort Solve For Channel Depth Section Data Mannings Coefficiei 0.014 Channel Slope 0.005000 ft/ft Water Surface Elev 100.40 ft Elevation Range .83 to 101.00 Discharge 6.17 cfs I I I 101.00; ; I i I 100.60, I . 10 0.2 0 1 .-- _.._ --- . I I 1 : 1 i 99.80 L II0+00 0+02 0+04 0+06 0+08 0+10 0+12 0+14 V:2.0 N H:1 I N TS Project Engineer: v:1...tdrainage\flowmaster\swalesizing-4-25-07.fm2 FlowMaster v7.0 [7.0005j 04/25/07 09:49:47 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 N American Green - ECMDS Version 4.2 EPROJECT NAME: Water's Edge FROM STATION/REACH: HYDRAULIC RESULTS 4725/200;1p 21 AM (COMPUTED BY: JOZ .TO STATION/REACH: Discharge (cfs) Peak Flow Period (hrs) Velocity (fps) Area (sq.ft) Hydraulic Radius(ft) Normal Depth (ft) 16.2 1.0 3.43 1.81 0.33 , 0.67 LINER RESULTS PROJECT NO.: 187010190 rbRAINAGE AREA: [DESIGN FREQUENCY: Unreinforced Vegetation (n=0.029) 4.0 S = 0.0200 Bottom Width = 0.00 ft 4.0 Not to Scale Reach Matting Type StabiIityAnalysis . Vegetation Characteristics Permissible Shear Stress (Psi) Calculated Shear Stress (Psi) Safety Factor Remarks Staple Pattern Phase Class Type Density Straight Unreinforced Vegetation D Mix >=95% 3.33 0.84 3.97 STABLE Soil Clay Loam 0.050 0.024 2.06 STABLE 1 1 1 1 1-Th roPject Description 1 P Worksheet Basin 51 I Flow Element Irregular Chani Method Manning's Fon Solve For Channel Depth Input Data Channel Sk 020000 ft/ft Discharge 5.50 cfs Swale -Basin 51 Worksheet for Irregular Channel Options ' Current Roughness Methcrved Lotter's Method Open Channel Weighting Pved Lotter's Method Closed Channel Weightint Horton's Method Results Mannings Coefficiei 0.030 I Water Surface Elev 99.65 11 Elevation Range .00 to 100.00 Flow Area 1.7 ft= Wetted Perimeter 5.37 ft I Top Width 5.21 ft Actual Depth 0.65 ft Critical Elevation 99.65 ft I .__,, Critical Slope 0.019866 ft/ft Velocity 3.25 ft/s Velocity Head 0.16 ft Specific Energy 99.81 ft Froude Number 1.00 F ] (7,$Q Flow Type Supercritical Ilse- permAne,-k Vegckca;or, ' Roughness Segments Stag End Mannings Station Station Coefficient 0+00 0+08 0.030 Natural Channel Points ' Station Elevation (ft) (ft) 0+00 100.00 0+04 99.00 0+08 100.00 Project Engineer: v:1...1drainage\flowmasterlswalesizing-4-25-07.fm2 FlowMaster v7.0 [7.00uo] 04/25/07 09:50:07 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 1 1 Project Description Worksheet Basin 51 Flow Element Irregular Chani Method Manning's Fort Solve For Channel Depth Section Data Mannings Coefticiei 0.030 Channel Slope 0.020000 ft/ft Water Surface Elev 99.65 ft Elevation Range .00 to 100.00 Discharge 5.50 cfs 100-00= 99.80 ir- Cross Section Cross Section for Irregular Channel 99.60 1— I` 1 99.40 1--- i 99.20 -- 1 99.00 0+00 0+01 0+02 0+03 0+04 0+05 0+06 0+07 0+08 V:2.0 N H:1 N TS Project Engineer v:\...\drainage\flowmaster\swalesizing-4-25-07.fm2 FlowMaster vi.0 [7.0005] 04/25/07 09:50:31 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1668 Page 1 of 1 1 1 i 1 1 1 !North American Green • ECMDS Version 4.2 FPROJECT NAME: Water's Edge [FROM STATION/REACH: HYDRAULIC RESULTS IT0 STATION/REACH: Discharge (cfs) Peak Flow Period (hrs) Velocity (fps) Area (sq.ft) Hydraulic Radius(ft) Normal Depth (ft) 0.5 1.0 3.33 1.65 0.31 0.64 LINER RESULTS 4/25/200310:15AM;C MO PUTED BY: JOZ !PROJECT NO.: 187010190 !-DRAINAGE AREA: !DESIGN FREQUENCY: Unreinforced Vegetation (n=0.029) S = 0.0200 LIT th = 0.00 ft ottom 1 4.0 Not to Scale Reach Matting Type Stability Analysis Vegetation Characteristics Permissible Shear Stress (psf) Calculated Shear Stress (psi) Safety Factor Remarks Staple Pattern 1 Phase Class Type Density Straight Unreinforced Vegetation D Mix 1>=95% 3.33 0.80 4.15 STABLE Sod Clay Loam 0.050 0.023 2.16 STABLE Swale -Basin 52 Worksheet for Irregular Channel Project Description ' Worksheet MBasin 52 Flow Element Irregular Chani Method Manning's Fon Solve For Channel Depth ' input Data Channel Sk020000 ft/ft Discharge 5.88 cfs Options Current Roughness Methcrved Lotter's Method Open Channel Weighting i.ved Lotter's Method Closed Channel Weighting Horton's Method Results Mannings Coefficiei 0.030 I Water Surface Elev 99.67 ft Elevation Range .00 to 100.00 Flow Area 1.8 ft' Wetted Perimeter 5.50 ft ' Top Width 5.34 ft Actual Depth 0.67 ft Critical Elevation 99.67 ft I _ Critical Slope 0.019690 ft/ft Velocity 3.30 ft/s Velocity Head 0.17 ft Specific Energy 99.84 ft I Froude Number 1.01 F 0, Q O Flow Type Supercritical LA se, per ran Atnev,t Ve'e cA;oh I Roughness Segments StartEnd Mannings Station Station Coefficient 1 0+00 0+08 0.030 Natural Channel Points I Station Elevation (ft) (ft) 0+00 100.00 I 0+04 99.00 0+08 100.00 1 Project Engineer: v:1...\drainage\ lowmaster\swalesizing-4-25-07.tm2 FlowMaster v7.0 [7.0005] 04/25/07 09:50:56 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Cross Section Cross Section for Irregular Channel Project Description Worksheet Basin 52 Flow Element Irregular Chani Method Manning's Fon Solve For Channel Depth Section Data Mannings Coefficiei 0.030 Channel Slope 0.020000 ft/ft Water Surface Elev 99.67 ft Elevation Range .00 to 100.00 Discharge 5.88 cfs 100.00 I -r- 1 , 99.80 1 99.60 rt 99.40 -r- r— ---1 I 99.20 ----- --';- ---.------=- t --I -1 i 1 1 99.00 -- 1 - 1- _I 0+00 0+01 0+02 0+03 0+04 0+05 0+06 0+07 0+08 H:1 N TS Project Engineer: v:1...1.drainage\flowmasterlswalesizing-4-25-07.fm2 FlowMaster v7.0 [7.0005) 04/25/07 09:51:10 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 1 1 1 1 1 r 1 1 1' iNorth American Green - ECMDS Version 4.2 rPROJECT NAME: Water's Edge FROM STATION/REACH: HYDRAULIC RESULTS ITO STATION/REACH: Discharge , (cfs) Peak Flow Period (hrs) Velocity (fps) Area (sq.ft) Hydraulic Radius(ft) Normal Depth (ft) 5.9 1.0 3.39 1.74 0.32 0.66 LINER RESULTS [4/25/20010:13AM [COMPUTED BY: JOZ :PROJECT NO.: 1137010190 [DRAINAGE AREA: (-DESIGN FREQUENCY: Unreinforced Vegetation (n=0.029) S = 0.0200 Bottom Width = 0.00 ft 4.0 Not to Scale Reach Matting Type 5 tability Analysis Vegetation Characteristics Permissible Shear Stress (psf) Calculated Shear Stress (psf) Safety Factor Remarks Staple Pattern Phase Class Type Density Straight Unreinforced Vegetation D Mix >=95 a 3.33 0.82 4.05 STABLE Sod Clay Loam 0.050 0.024 2.10 STABLE 1 1 1 1 1 1 1 1 1 1 1 RAINFALL PERFORMANCE STANDARD EVALUATION 187010190 ProjecC 1:.L.. - --`•-'iWsOie.i dQF__ .,,,,:--,,.,,,,,4.. ,_ 7 t'STANDARD,FARMA"`"'.., ..s. 113afe:,,e:ttiiiir cile`uteted BY `=-E"'=�-.-r A�iJR6.* ' ::.: {,-,d: D07.=, DEVELOPED ERODIBIUTY Asb Lib Sib Lb Sb PS SUBBASIN ZONE (so) (6) (%) (0) (x�` 1 Moderate 0.64 100 1.40 0.5 0.01 2 Moderate 0.44 20 1.40 [ 0.1 0.00 3 Moderate 3.55 [ 300 1.10 1 0.5 0.03 4 Moderate 360 100 1.10 2.9 0.03 5 Moderate 200 70 1.60 1.1 0.03 6 Moderate 0.94 20 1.60 0.2 0.01 7 MoeesNe 0.90 30 1.70 0.2 0.01 6 Moderate 1.24 50 1.80 0.5 0.02 9 Moderate 0,75 20 1.80 0.1 0.01 10 Moderate 5.89 1' 350 200 15.9 0.09 11 Moderate 1.27 3a 1.20 0.3 0.01 12 Moderate 265 20 203 0.4 0.04 13 Moderate 0.03 20 200 0.1 0.01 14 Moderate 1.96 100 2.10 1.0 0.03 15 Moderate 280 20 1.90 0.4 0.04 16 Moderate 0.78 20 2.50 0.1 0.02 17 Moderate 1.90 150 2.50 L 23 0.04 18 Moderate 0.35 50 1.50 0.1 0.00 19 Moderate 290 300 1.50 7.0 0.03 20 Moderate 0.59 50 1.40 0,2 0.01 21 Moderate 201 50 1.40 0.6 0.02 22 Moderate 1.38 50 1.60 0.5 0.02 23 Moderate 1.32 60 1.20 0.5 0.01 24 Moderate 0.79 30 C 1.20 0.2 0.01 25 Moderate 206 120 1.60: 2.0 0.02 20 Moderate 1.07 50 1.20 0.4 0.01 27 Moderate 0.99 50 1.20 0,4 0.01 25 Moderate 231 120 1.60 22 0.03 2) Moderate 1.78 50 1.70 0.7 0.02 30 Moderate 1.99 50 1.70 0.6 0,03 31 Moderate 1.48 130 1.50 1.5 0,02 32 Moderate 0.78 100 1.50 0.0 0.01 33 Moderate 221 130 1.50 23 0.03 34 Moderate 230 J 100 1.20 1.8 0.02 35 Moderate 291 50 T 1.20 1.2 0.03 3e Moderate 1.65 40 1.70 0.5 0.02 37 Moderate 0.52 40 200 0.2 0.01 38 Moderate 3.67 20 1.20 0.0 0,04 39 Moderate 4.77 50 1.20 1.0 0.05 40 Moderate 3.48 20 1.80 0.6 0.04 41 Moderate t88 30 1.20 0.4 0.02 42 Moderate 1.08 30 1.60 0.3 0.02 43 Moderate 1.33 100 220 1.1 0.02 44 Moderate 6.94 200 1.50 11,1 0.06 45 Moderate 1.36 40 1.20 0.4 0.01 46 Modrme 1.14 210 2.00 1,9 0.02 47 Moderate 1.18 50 220 0.5 0.02 45 Moderate 3.10 30 1.70 0.7 0.09 49 Moderate 1.98 30 1.70 0.5 0,03 50 Modrre 265 100 1.50 2.1 0.03 51 Moderate 280 200 2.00 4.3 0.04 52 Moderate 261 100 200 21 0.04 53 Moderate 1.10 20 200 0.2 0.02 54 Moderate 4,05 50 2.50 1.0 0,08 55 Moderate 202 50 200 0.6 0.03 55 Moderate 0.91 40 200 0.3 0.01 57 Moderate 0.45 50 1,20 0.2 0.00 58 Moderate 5.97 170 1.20 6.1 0.06 59 Moderate 0.90 30 200 0.2 0.01 80 Moderate 3.04 300 200 7.3 0.05 61 Moderate 1.70 100 1.50 1.4 0.02 62 Moderate 1.06 20 1.20 0.3 0.02 7,...-"tir Tote)-7.2S . T J50 .17511 t.=.i7Apy'rF=t :=' 109.12. ;:a_;1.61:,_. ._... -.77:1 ,72. EOUAIIONS Lb = eum(ALlyaun(A[) 108.1 6 90 A X M 1.e1 x [PS (duringgeanatiructla) r. i577,t 1q-(rrom,T.hfe /Ps(iRro5iiitiiidle) ,......;77.15" A.55 1 1 1 1 1 1 EFFECTIVENESS CALCULATIONS 187010190 Calculei3iBy' GX S �t�.T'• Aafe 3RD=FORMtS!8/20 7 Erosion Control Number Method C-Factor Value P-Factor Value Comment 3 Bare Soil - Rough irregular Surface 1 0.9 6 Gravel Filter 1 0.8 5 Straw Bale Barrier 1 0.8 6 Grave! Filter 1 0.8 8 Silt Fence Barrier 1 0.5 38 Gravel Mulch 0.05 1 39 Hay or Straw Dry Mulch (1-5% slope) 0.06 1 SUB PS AREA BASIN (%) (ac) Site 77.07 125.11 SUB BASIN.. . SUB . AREA AREA (ac) Practice C `A P * A Remarks DURING CONSTRUCTION 1 impervious 0.38 38 0.02 0.38 Gravel Mulch I 1 Pervious 0.26 39 0.02 0.26 Hay or Straw Dry Mulch (1-5% slope) 2 Impervious 0.42 38 0.02 . 0.42 Gravel Mulch I 2 Pervious 0.02 39 0.00 0.02 Hay or Straw Dry Mulch (1-5% slope) 3 Impervious 0.57 38 0.03 0.57 Gravel Mulch I 3 Pervious 2.98 39 0.18 2.98 Hay or Straw Dry Mulch (1-5% slope) 4 Impervious 1.01 38 0.05 1.01 Gravel Mulch I 4 Pervious 2.59 39 0.16 2.59 Hay or Straw Dry Mulch (1-5% slope) 5 Impervious 1.08 38 0.05 1.08 Gravel Mulch 5 Pervious 0.92 39 0.06 0.92 Hay or Straw Dry Mulch (1-5% slope) 6 Impervious 0.49 38 0.02 0.49 Gravel Mulch I 6 Pervious 0.45 39 0.03 0.45 Hay or Straw Dry Mulch (1-5% slope) 7 Impervious 0.57 38 0.03 0.57 Gravel Mulch I 7 Pervious 0.41 39 0.02 0.41 Hay or Straw Dry Mulch (1-5% slope) 8 Impervious 0.63 38 0.03 0.63 Gravel Mulch I 8 Pervious 0.61 39 0.04 0.61 Hay or Straw Dry Mulch (1-5% slope) 9 Impervious 0.47 38 0.02 0.47 Grave! Mulch I 9 Pervious 0.28 39 0.02 0.28 Hay or Straw Dry Mulch (1-5% slope) 10 Impervious 0.57 38 0.03 0.57 Gravel Mulch I 10 Pervious 5.12 39 0.31 5.12 Hay or Straw Dry Mulch (1-5% slope) 11 Impervious 0.70 38 0.04 0.70 Gravel Mulch I 11 Pervious 0.57 39 0.03 0.57 Hay or Straw Dry Mulch (1-5% slope) 12 Impervious 1.43 38 0.07 1.43 Graver Mulch I 12 Pervious 1.22 39 0.07 1.22 Hay or Straw Dry Mulch (1-5% slope) 13 Impervious 0.21 38 0.01 0.21 Gravel Mulch I 13 Pervious 0.42 39 0.03 0.42 Hay or Straw pry Mulch (1-5% slope) 14 Impervious 0.82 38 0.04 0.82 Gravel Mulch I 14 Pervious 1.14 39 0.07 1.14 Hay or Straw Dry Mulch (1-5% slope) 15 Impervious 1.65 38 0.08 1.65 Gravel Mulch I 15 Pervious 1.15 39 0.07 1.15 Hay or Straw Dry Mulch (1-5% slope) 1 1 Th 1 1 1 1 1 SUB BASIN SUB AREA AREA (ac) Practice C * A P * A Remarks 16 Impervious 0.26 38 0.01 0.26 Gravel Mulch 16 Pervious 0.52 39 0.03 0.52 Hay or Straw Dry Mulch (1-5% slope) _ 17 Impervious 0.57 38 0.03 0.57 Gravel Mulch 17 Pervious 1.33 39 0.08 1.33 Hay or Straw Dry Mulch (1-5% slope) 18 Impervious .0.22 38 0.01 0.22 Gravel Mulch I 18 Pervious 0.13 39 0.01 0.13 Hay or Straw Dry Mulch (1-5% slope) 19 Impervious 0.78 38 0.04 0.78 Gravel Mulch 1 19 Pervious 2.12 39 0.13 2.12 Hay or Straw Dry Mulch (1-5% slope) 20 Impervious 0.25 38 0.01 0.25 Gravel Mulch I 20 Pervious 0.34 39 0.02 0.34 Hay or Straw Dry Mulch (1-5% slope) 21 Impervious 0.68 38 0.03 0.68 Gravel Mulch I 21 Pervious 1.33 39 0.08 1.33 Hay or Straw Dry Mulch (1-5% slope) 22 Pervious 0.73 38 0.04 0.73 Gravel Mulch I 22 Impervious 0.63 39 0.04 0.63 Hay or Straw Dry Mulch (1-5% slope) 23 Pervious 0.67 38 0.03 0.67 Gravel Mulch I 23 Impervious 0.65 39 0.04 0.65 Hay or Straw Dry Mulch (1-5% slope) 24 Impervious 0.41 38 0.02 0.41 Gravel Mulch I 24 Pervious 0.38 39 0.02 0.38 Hay or Straw Dry Mulch (1-5% slope) 25 Impervious 0.72 38 0.04 0.72 Gravel Mulch I 25 Pervious 1.34 39 0.08 1.34 Hay or Straw Dry Mulch (1-5% slope) 26 Impervious 0.50 38 0.03 0.50 Gravel Mulch I 26 Pervious 0.57 39 0.03 0.57 Hay or Straw Dry Mulch (1-5% slope) 27 Impervious 0.57 38 0.03 0.57 Gravel Mulch I 27 Pervious 0.42 39 0.03 0.42 Hay or Straw Dry Mulch (1-5% slope) 28 Impervious 0.90 38 0.05 0.90 Gravel Mulch I 28 Pervious 1.41 39 0.08 1.41 Hay or Straw Dry Mulch (1-5% slope) 29 Impervious 1.07 38 0.05 1.07 Gravel Mulch I 29 Pervious 0.71 39 0.04 0.71 Hay or Straw Dry Mulch (1-5% slope) 30 Impervious 1.23 38 0.06 1.23 Gravel Mulch I 30 Pervious 0.76 39 0.05 0.76 Hay or Straw Dry Mulch (1-5% slope) 31 Impervious 0.50 38 0.03 0.50 Gravel Mulch I 31 Pervious 0.96 39 0.06 0.96 Hay or Straw Dry Mulch (1-5% slope) 32 Impervious 0.34 38 0.02 0.34 Gravel Mulch I 32 Pervious 0.44 39 0.03 0.44 Hay or Straw Dry Mulch (1-5% slope) 33 Impervious 0.86 38 0.04 0.86 Gravel Mulch I 33 Pervious 1.35 39 0.08 1.35 Hay or Straw Dry Mulch (1-5% slope) 34 Impervious 0.60 38 0.03 0.60 Gravel Mulch I 34 Pervious 1.70 39 0.10 1.70 Hay or Straw Dry Mulch (1-5% slope) 35 Impervious 0.61 38 0.03 0.61 Gravel Mulch I 35 Pervious 2.30 39 0.14 2.30 Hay or Straw Dry Mulch (1-5% slope) 36 Impervious 0.84 38 0.04 0.84 Gravel Mulch I 36 Pervious 0.81 39 0.05 0.81 Hay or Straw Dry Mulch (1-5% slope) 37 Impervious 0.26 38 0.01 0.26 Gravel Mulch I 37 Pervious 0.26 39 0.02 0.26 Hay or Straw Dry Mulch (1-5% slope) 38 Impervious 1.47 38 0.07 1.47 Gravel Mulch I 38 Pervious 2.20 39 0.13 2.20 Hay or Straw Dry Mulch (1-5% slope) 39 Impervious 2.58 38 0.13 2.58 Gravel Mulch I 39 Pervious 2.19 39 0.13 2.19 Hay or Straw Dry Mulch (1-5% slope) 40 Impervious 1.63 38 0.08 1.63 Gravel Mulch 1 40 Pervious 1.83 39 0.11 1.83 Hay or Straw Dry Mulch (1-5% slope) 41 Impervious 0.91 38 0.05 0.91 Gravel Mulch I 41 Pervious 0.95 39 0.06 0.95 Hay or Straw Dry Mulch (1-5% slope) 42 Impervious 0.50 38 0.03 0.50 Gravel Mulch I 42 Pervious 0.59 39 0.04 0.59 Hay or Straw Dry Mulch (1-5% slope) 43 Impervious 0.60 38 0.03 0.60 Gravel Mulch I 1 1 1 1 SUB BASIN SUB AREA AREA (ac) Practice C * A P • A Remarks 43 Pervious 0.73 39 0.04 0.73 Hay or Straw Dry Mulch (1-5% slope) 44 Impervious 1.25 38 0.06 1.25 Gravel Mulch 44 Pervious 5.69 39 0.34 5.69 Hay or Straw Dry Mulch (1-5% slope) 45 Impervious 0.76 38 0.04 0.76 Gravel Mulch I 45 Pervious 0.62 39 0.04 0.62 Hay or Straw Dry Mulch (1-5% slope) 46 Impervious 0.57 38 0.03 0.57 Gravel Mulch I 46 Pervious 0.57 39 0.03 0.57 Hay or Straw Dry Mulch (1-5% slope) 47 Impervious 0.70 38 0.04 0.70 Gravel Mulch I 47 Pervious 0.46 39 0.03 0.46 Hay or Straw Dry Mulch (1-5% slope) 48 Impervious 1.67 38 0.08 1.67 Grave! Mulch I 48 Pervious 1.43 39 0.09 1.43 Hay or Straw Dry Mulch (1-5% slope) 49 Impervious 1.00 38 0.05 1.00 Gravel Mulch I 49 Pervious 0.99 39 0.06 0.99 Hay or Straw Dry Mulch (1-5% slope) 50 Impervious 0.95 38 0.05 0.95 Gravel Mulch I 50 Pervious 1.70 39 0.10 1.70 Hay or Straw Dry Mulch (1-5% slope) 51 Impervious 0.89 38 0.04 0.89 Gravel Mulch I 51 Pervious 1.60 39 0.11 1.80 Hay or Straw Dry Mulch (1-5% slope) 52 Impervious 0.76 38 0.04 0.76 Gravel Mulch I 52 Pervious 1.85 39 0.11 1.85 Hay or Straw Dry Mulch (1-5% slope) 53 Impervious 0.35 38 0.02 0.35 Gravel Mulch I 53 Pervious 0.75 39 0.05 0.75 Hay or Straw Dry Mulch (1-5% slope) 54 Impervious 2.43 38 0.12 2.43 Gravel Mulch I 54 Pervious 1.62 39 0.10 1.62 Hay or Straw Dry Mulch (1-5% slope) 55 Impervious 1.31 38 0.07 1.31 Gravel Mulch 55 Pervious 0.71 39 0.04 0.71 Hay or Straw Dry Mulch (1-5% slope) 56 Impervious 0.43 38 0.02 0.43 Gravel Mulch I 56 Pervious 0.48 39 0.03 0.48 Hay or Straw Dry Mulch (1-5% slope) 57 Impervious 0.36 38 0.02 0.36 Gravel Mulch I 57 Pervious 0.09 39 0.01 0.09 Hay or Straw Dry Mulch (1-5% slope) 58 Impervious 0.72 38 0.04 0.72 Gravel Mulch I 58 Pervious 5.25 39 0.32 5.25 Hay or Straw Dry Mulch (1-5% slope) 59 Impervious 0.47 38 0.02 0.47 Gravel Mulch I 59 Pervious 0.43 39 0.03 0.43 Hay or Straw Dry Mulch (1-5% slope) 60 Impervious 0.30 38 0.02 0.30 Gravel Mulch I 60 Pervious 2.74 39 0.16 2.74 Hay or Straw Dry Mulch (1-5% slope) 61 Impervious 0.49 38 0.02 0.49 Gravel Mulch I 61 Pervious 1.21 39 0.07 1.21 Hay or Straw Dry Mulch (1-5% slope) 62 Impervious 0.20 38 0.01 0.20 Gravel Mulch I 62 Pervious 1.76 39 0.11 1.76 Hay or Straw Dry Mulch (1-5% slope) Cnet = 0.06 Pnet = 0.8 EFF = (1C*P)100 PS Before 77.1 1 t 1 1 EFFECTIVENESS CALCULATIONS 187010190 Pject iWateiOrg7Par ,f, � � Calcuaad_.RG >Vr c aF' e air STANDARDFOR� z Z Erosion Control Number Method C-Factor Value P-Factor Value Comment 9 12 14 16 18 Asphalt/Concrete P Asphalt/Concrete Pavement Established Grass Ground Cover - 30% Established Grass Ground Cover - 50% Established Grass Ground Cover- 70% Established Grass Ground Cover - 90% 0.01 0.15 0.08 0.04 0.025 1 1 1 1 1 SUB BASIN PS (%) AREA (ac) Site 90.67 125.11 SUB BASIN 1 1 2 2 3 3 4 4 5 5 6 6 7 7 8 8 9 9 10 10 11 11 12 12 13 13 14 14 15 15 16 16 17 17 18 SUB AREA AREA (ac) Practice C' A P • A Remarks Impervious Pervious Impervious Pervious Impervious Pervious Impervious Pervious Impervious Pervious Impervious Pervious Impervious Pervious Impervious Pervious Impervious Pervious Impervious Pervious Impervious Pervious Impervious Pervious Impervious Pervious Impervious Pervious Impervious Pervious Impervious Pervious Impervious Pervious Impervious 0.380 0.260 0.420 0.020 0.570 2.980 1.010 2.590 1.080 0.920 0.490 0.450 0.570 0.410 0.630 0.610 0.470 0.280 0.570 5.120 0.700 0.570 1.430 1.220 0.210 0.420 0.820 1.140 1.650 1.150 0.260 0.520 0.570 1.330 0.220 AFTER CONSTRUCTION 9 0.0038 0.38 Asphalt/Concrete Pavement 16 0.0104 0.26 Established Grass Ground Cover- 70% 9 0.0042 0.42 Asphalt/Concrete Pavement 16 0.0008 0.02 Established Grass Ground Cover- 70% 9 0.0057 0.57 Asphalt/Concrete Pavement 16 0.1192 2.98 Established Grass Ground Cover - 70% 9 0.0101 1.01 Asphaft/Concrete Pavement 16 0.1036 2.59 Established Grass Ground Cover - 70% 9 0.0108 1.08 Asphalt/Concrete Pavement 16 0.0368 0.92 Established Grass Ground Cover - 70% 9 0.0049 0.49 Asphalt/Concrete Pavement 16 0.018 0.45 Established Grass Ground Cover- 70% 9 0.0057 0.57 Asphalt/Concrete Pavement 16 0.0164 0.41 Established Grass Ground Cover - 70% 9 0.0063 0.63 Asphalt/Concrete Pavement 16 0.0244 0.61 Established Grass Ground Cover- 70% 9 0.0047 0.47 Asphalt/Concrete Pavement 16 0.0112 0.28 Established Grass Ground Cover - 70% 9 0.0057 0.57 Asphalt/Concrete Pavement 16 0.2048 5.12 Established Grass Ground Cover - 70% 9 0.007 0.7 Asphalt/Concrete Pavement 16 0.0228 0.57 Established Grass Ground Cover - 70% 9 0.0143 1.43 Asphalt/Concrete Pavement 16 0.0488 1.22 Established Grass Ground Cover - 70% 9 0.0021 0.21 Asphalt/Concrete Pavement 16 0.0168 0.42 Established Grass Ground Cover - 70% 9 0.0082 0.82 AsphalUConcrete Pavement 16 0.0456 1.14 Established Grass Ground Cover - 70% 9 0.0165 1.65 Asphalt/Concrete Pavement 16 0.046 1.15 Established Grass Ground Cover - 70% 9 0.0026 0.26 Asphalt/Concrete Pavement 16 0.0208 0.52 Established Grass Ground Cover - 70% 9 0.0057 0.57 Asphalt/Concrete Pavement 16 0.0532 1.33 Established Grass Ground Cover - 70% 9 0.0022 0.22 Asphalt/Concrete Pavement r r 1 1 1 1 1 r SUB BASIN 18 19 19 20 20 21 21 22 22 23 23 27 27 28 28 31 32 32 33 34 34 35 35 36 36 37 37 38 38 39 39 48 48 49 49 50 50 51 51 52 52 53 53 54 54 55 55 56 56 57 57 58 58 59 59 SUB AREA AREA (ac) Practice C * A P * A Remarks Pervious Impervious Pervious. Impervious Pervious Impervious Pervious Pervious Impervious Pervious Impervious Impervious Pervious Impervious Pervious Impervious Impervious Pervious Pervious Impervious Pervious Impervious Pervious Impervious Pervious Impervious Pervious Impervious Pervious Impervious Pervious Impervious Pervious Impervious Pervious Impervious Pervious Impervious Pervious Impervious Pervious Impervious Pervious Impervious Pervious Impervious Pervious Impervious Pervious Impervious Pervious Impervious Pervious Impervious Pervious 0.130 0.780 2.120 0.250 0.340 0.680 1.330 0.730 0.630 0.670 0.650 0.570 0.420 0.900 1.410 0.500 0.340 0.440 1.350 0.600 1.700 0.610 2.300 0.840 0.810 0.260 0.260 1.470 2.200 2.580 2.190 1.670 1.430 1.000 0.990 0.950 1.700 0.890 1.800 0.760 1.850 0.350 0.750 2.430 1.620 1.310 0.710 0.430 0.480 0.360 0.090 0.720 5.250 0.470 0.430 16 0.0052 0.13 Established Grass Ground Cover - 70% 9 0.0078 0.78 Asphalt/Concrete Pavement 16 0.0848 2.12 Established Grass Ground Cover - 70% 9 0.0025 0.25 Asphalt/Concrete Pavement 16 0.0136 0.34 Established Grass Ground Cover - 70% 9 0.0068 0.68 Asphalt/Concrete Pavement 16 0.0532 1.33 Established Grass Ground Cover - 70% 9 0.0073 0.73 Asphalt/Concrete Pavement 16 0.0252 0.63 Established Grass Ground Cover - 70% 9 0.0067 0.67 Asphalt/Concrete Pavement 16 0.026 0.65 Established Grass Ground Cover - 70% 9 0.0057 0.57 Asphalt/Concrete Pavement 16 0.0168 0.42 Established Grass Ground Cover - 70% 9 0.009 0.9 Asphalt/Concrete Pavement 16 0.0564 1.41 Established Grass Ground Cover - 70% 9 0.005 0.5 Asphalt/Concrete Pavement 16 0.0136 0.34 Established Grass Ground Cover- 70% 9 0.0044 0.44 Asphalt/Concrete Pavement 16 0.054 1.35 Established Grass Ground Cover- 70% 9 0.006 0.6 Asphalt/Concrete Pavement 16 0.068 1.7 Established Grass Ground Cover - 70% 9 0.0061 0.61 AsphalVConcrete Pavement 16 0.092 2.3 Established Grass Ground Cover - 70% 9 0.0084 0.84 Asphalt/Concrete Pavement 16 0.0324 0.81 Established Grass Ground Cover - 70% 9 0.0026 0.26 Asphalt/Concrete Pavement 16 0.0104 0.26 Established Grass Ground Cover - 70% 9 0.0147 1.47 Asphalt/Concrete Pavement 16 0.088 2.2 Established Grass Ground Cover- 70% 9 0.0258 2.58 Asphalt/Concrete Pavement 16 0.0876 2.19 Established Grass Ground Cover - 70% 9 0.0167 1.67 Asphalt/Concrete Pavement 16 0.0572 1.43 Established Grass Ground Cover - 70% 9 0.01 1 Asphalt/Concrete Pavement 16 0.0396 0.99 Established Grass Ground Cover - 70% 9 0.0095 0.95 Asphalt/Concrete Pavement 16 0.068 1.7 Established Grass Ground Cover- 70% 9 0.0089 0.89 Asphalt/Concrete Pavement 16 0.072 1.8 Established Grass Ground Cover - 70% 9 0.0076 0.76 Asphalt/Concrete Pavement 16 0.074 1.85 Established Grass Ground Cover - 70% 9 0.0035 0.35 Asphalt/Concrete Pavement 16 0.03 0.75 Established Grass Ground Cover - 70% 9 0.0243 2.43 Asphalt/Concrete Pavement 16 0.0648 1.62 Established Grass Ground Cover - 70% 9 0.0131 1.31 Asphalt/Concrete Pavement 16 0.0284 0.71 Established Grass Ground Cover - 70% 9 0.0043 0.43 Asphalt/Concrete Pavement 16 0.0192 0.48 Established Grass Ground Cover - 70% 9 0.0036 0.36 Asphalt/Concrete Pavement 16 0.0036 0.09 Established Grass Ground Cover - 70% 9 0.0072 0.72 Asphalt/Concrete Pavement 16 0.21 5.25 Established Grass Ground Cover - 70% 9 0.0047 0.47 Asphalt/Concrete Pavement 16 0.0172 0.43 Established Grass Ground Cover - 70% 1 1 1 1 1 1 r 1 SUB BASIN SUB AREA AREA (ac) Practice CA P * A Remarks 60 Impervious 0.300 9 0.003 0.3 Asphalt/Concrete Pavement 60 Pervious 2.740 16 0.1096 2.74 Established Grass Ground Cover - 70% 61 Impervious 0.490 9 0.0049 0.49 Asphalt/Concrete Pavement 61 Pervious 1.210 16 0.0484 1.21 Established Grass Ground Cover - 70% 62 Impervious 0.200 9 0.002 0.2 Asphalt/Concrete Pavement 62 Pervious 1.760 16 0.0704 1.76 Established Grass Ground Cover- 70% Cnet = 0.0223947 Pnet = 0.78 EFF = (1 C*P)100 PS After > 90.7 1 1 1 1 1 1 1 1 1 1 i i 1 1 1 EROSION CONTROL CONSTRUCTION SEQUENCE 187010190 Project: Waters Edge CalculatedEy JRG Date: 4!9/10 SEQUENCE FOR • Indicate by use of a bar line or symbols when erosion control measures will be installed. Major modifications to an approved schedule may require submitting a new schedule for approval by the City Engineer. YEAR MONTH STANDARD FORM C 2010 20! 1 M J J A S 0 N D J F M OVERLOT GRADING WIND EROSION CONTROL Soil Roughening Perimeter Barrier Additional Banters Vegetative Methods Soil Sealant Other RAINFALL EROSION CONTROL STRUCTURAL: Sediment Trap/Basin Inlet Filters Straw Banters Silt Fence Barriers Sand Bags Bare Soil Preparation Contour Furrows Gravel Mulch Asphalt/Concrete Paving Other VEGETATIVE Permanent Seed Planting Mulching/Sealant Temporary Seed Planting Sod Installation Nettings/Mats/Blankets Other ;tom 7171 dJ STRUCTURES: INSTALLED BY VEGETATION/MULCHING CONTRACTOR DATE SUBMITTED MAINTAINED BY APPROVED BY CITY OF FORT COLLINS ON 1 1 1 1 1 I t r EROSION CONTROL COST ESTIMATE JRG ?a_ PreriagediByLw .., c ' - ., Date 5/8/2007 CITY RESEEDING COST Method Quantity Unit Unit Total Cost Cost Notes Reseed/mulch 108.50 ac $723 $78,445.50 Subtotal Contingency Total Notes: 1. A<=5 ac=$655/ac; A>5 ac=$615/ac. $78,446 50% $39,223 $117,668 EROSION CONTROL MEASURES Number Method Quantity Unit Unit Total Cost Cost Notes Vehicle Tracking Mat 6 Gravel Filter 5 Straw Bale Barrier 8 Silt Fence Barrier 38 Gravel Mulch 39 Hay or Straw Dry Mulch (1-5% slope) 185 27 9 7615 47.87 60.63 CY ea ea LF ac ac $30 $5,550 $300 $8,100 $150 $1,350 $3 $22,845 $1,350 $64,625 $500 $30,315 Subtotal Contingency Total $132,785 50% $66,392 $199,177 �•-. motalSecurrty,i-., �..- ae LiZIN$- 1t - F+;- t;:� ��`rT7i,;<._$,199,177= F s-..�:-� ��:, , -- 1 �Xc -0.4k Appm4 &k: '44 ww5 ea4, I P tt}sE t : 5-& 3 Z (: by Arek) PNA-sE z ; 36. 3 .% (by Ara.) EROSION CONTROL COST ESTIMATEtI PIAsc 3 : 3.9 70 Project= r , ; Prepared By 1 ,., -" �t ''cE ,, . t Water's Edge . JRG• :, - F :Date.' t /87010190 ^6118120oT CITY RESEEDING COST Unit Total Method Quantity Unit Cost ,Cost Notes Reseed/mulch 108.50 ac • $723 $78,445.50 Subtotal $78,446 ' Contingency . 50% $39,223 . Total ($$1117,66) --,� Notes: 1. A<=5 ac=$655/ac A>5 ac $615/ac. EROSION:CONTROL MEASURES . Unit Total Number 'Method Quantity Unit . Cost Cost . Notes.. Vehicle Tracking Mat ' 185 CY $30 $5,550 6 Gravel Filter 27 ea $300 . $8.100 5 Straw Bale Barrier 9 ea $150 $1,350 8 Silt Fence Barrier 7615 LF $3 v $22.845 ' -38 GraveI,Mulch 47.87 ac $1.350 $64,625 39 Hay or Straw Dry Mulch (1-5% slope) 60.63 ac $500 $30,315 Subtotal $132,785 Continsency . " 50% $66,392 Total $199,177 Total Security 4199,177 PtmsE .1 Ntaa,186 Mite z �F 172, 301 PilltsE ;7 : l_ (0 690. TorkL = #09;177 1 "Table 8-A" A 1 0) 0. 0 (n 8.00 9.00 10.00 20.00 30.00 40.00 0 0 0 O 0 0) 0 CO COgCOLO g g CO O 0 rn rn u) O u) O to ,01 8 3 .0 coco co co .0 O o) a) a) a) a) a) a) a) a) o) a) Lt) u) O n O al. co. rn a) a) (A rn a) a) a) a) a) a? a) a) CA O CA O ece ch et O (Clu) CD CO (D CO CD (0 ti t� ah} n n h n n n CC! CC! ae0� CD g N M O O Lq (f) CD Ca CD CO CO O co. co. c0 (D ti t` n h Nee�: -ra) r N M M V V. V. V. (C) !!) O O O O CC) CL) O CD co. O CD O CD n m o o o otg g g 0 0(0 0(0(0(0 ( g 0(0 0(0(0 ( g g O M M 8ggAgggIgggIggg.tgagggg O CO LC) N (D n O CO N CO CO C] CO CO co CO O CO O CO g r r r N N N N N M M C) M M r O r M O u1 co (0 n r` ti co, co co co co co o) cc, gga0 d N N C') COCO M M C) C) M coC) co co co M C) M M ci(A cc,O a0 a0 co co O co co co co co co co co co co O CO CO CO CO CO O CO O O CO CO CO CO e- N CO) et ect O O O CD O CD CO O n n n f` 03 CO CO CI) coo O cocco co coMCO 00) CO CceiO 000 CO CO CO CON00 CO CO CO OMO CO CO 0M0 003 ▪ O• n CO CO CO r N N M M CO et R et (n u) (C) CD O CD n (Ni cal CV N O O C) M (•) M M ('7 Ci C� Co C) C) C] C) M a) C ) Ci M M O co co co co co co co co co co CO00 O CO CO CO CO CO CO O CO CO O • N O 00 a) N r N N CO CO CO T cr et O O O to co Co co co CO 0 C- O 0 0 0 0 0 0 0 co coN0 0 0 0 0 co co cocc0 co coo co co 0) O O O) O co a)p O N C) (0 CO ti r• f` a0 co. 0) 0 CT a) o) a) a) N N O N N O N co O O CO O O CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO h O co (A co 0o a0 (A co CA O O 60 0 0 O n n co co co co co co CO CO CO • . N N N N M M M M M CO CO CO CO O CO CO CO O O CO CO CO CO CO N CO r wt O n n CO a) a) 0 0 N N N CO CO CO CO CO • a0 cci o) of a) o) o) m a) CA O O O O O O O C7 ) 0 O O (7 O O r- n n r- n n I.-n N. n r- co o co co co co 0o co 0o co co co co CO M n 7 n co co r N (`) CO d. O O O O CD CD CO O n n CD (D CD ect:fD n n n r- n ao c() c() cc; o co ao ao o ao ae ao ao m 0 0 0 cc; 0 n n n n n n n n n n n n n n n n n n n n n n n n • N CD n O CO n n n co CD CD (C) et. CO M. Cl N O) CO et r o) CO • n CV N N NNOIN N N N N N N N N N N N r 1-0 O n n n n n n n n n n n n n n n n n n n r-. r� n �. n n 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000000000000000000 co 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N M et O 0 n CO CA O r N CO V O CO n CO 0 0 0 a o) 0 0 0 0 0 0 .0 0 0 0 o 0 0 0 O a o 0 0 0 0 0 0 0 0 0 0 0 O O 0 O O O O N N CO CO wt w O 1 1 1 1 1 i 1 I 1 t 1 Slope Column Length Row ✓ N CV V- CC) CO h CO 0) O r N C') a LC) CD I- CO O) ID r IC) N O P) LO LO O CO ti CO CA C) 0 c0 Cs 0 Cs 0 O r N C7 A- ✓ N C7 V- IA CO I,- CO O O N CV IC) CD C� CO O) O CVCh LO CD r r r'- r N N N N N N N O O O O O O O O O O O O O O O O O O O O O O O O O O 0 0 0 0 o a o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ✓ N Ch LO CO I- CO O r N C7 A* 1C) CO I,- CO m O CA O Cf) 0 LO O N N CV CV V- CC) 1 ..s 1 1 Erosion Control Methods and Costs 1 1 1 1 1 1 1 1 1 Method "TABLE 8B" Unit C-Factor P-Factor Unit Cost Comment 1 Bare Soil - Packed and smooth 2 Bare Soil - Freshly disked 3 Bare Soil - Rough irregular Surface 4 Sediment/Basin Trap 5 Straw Bale Barrier 6 Gravel Filter 7 Sand Bag 8 Silt Fence Barrier 9 Asphalt/Concrete Pavement 10 Established Grass Ground Cover - 10% 11 Established Grass Ground Cover - 20% 12 Established Grass Ground Cover - 30% 13 Established Grass Ground Cover - 40% 14 Established Grass Ground Cover - 50% 15 Established Grass Ground Cover - 60% 16 Established Grass Ground Cover - 70% 17 Established Grass Ground Cover - 80% 18 Established Grass Ground Cover -90% 19 Established Grass Ground Cover -.100% 20 Sod Grass 21 Temporary Vegetation 22 Cover Crops 23 Hydraulic Mulch © 2 tons/acre 24 Soil Sealant 25 Soil Sealant 26 Soil Sealant 27 Soil Sealant 28 Soil Sealant 29 Soil Sealant 30 Soil Sealant 31 Soil Sealant 32 Soil Sealant 33 Soil Sealant 1 1 1 0.9 1 0.9 1 0.5 1 0.8 ea $150 1 0.8 ea $300 1 0.8 1 0.5 LF $3 0.01 1 0.31 1 ac 0.22 1 ac 0.15 1 ac 0.11 1 ac 0.08 1 ac 0.06- 1 ac 0.04 1 ac 0.03 1 ac 0.025 1 ac 0.02 1 ac 0.01 1 ac 0.45 1 ac 0.45 1 ac 0.1 1 ac 0.01 1 0.05 1 0.1 1 0.15 1 0.2 1 0.25 1 0.3 1 0.35 1 0.4 1 0.45 1 Must be constructed as the first step in overlot grading. Assumes planting dates listed below, thus dry or hydraulic mulches are not required. Assumes planting dates listed below, thus dry or hydraulic mulches are not required. Hydraulic mulches shall be used only between March 15 and May 15 unless irrigated. Value used must be substantiated by documentation. Value used must be substantiated by documentation. Value used must be substantiated by documentation. Value used must be substantiated by documentation. Value used must be substantiated by documentation. Value used must be substantiated by documentation. Value used must be substantiated by documentation. Value used must be substantiated by documentation. Value used must be substantiated by documentation. Value used must be substantiated by documentation, 1 1 � APPENDIX I 1 1 t 1 1 1 ORIC DRAINAGE BASIN MA PROPOSED DRAINAGE BASIN= (From Inter -Mountain Engineering, July, 2000), PROPOSED DRAINAGE E (APEX .£NGtI JE'ERIhG)_ I 34 Soil Sealant 35 Soil Sealant 36 Soil Sealant 37 Erosion Control Mats/Blankets 38 Gravel Mulch 39 Hay or Straw Dry Mulch (1-5% slope) 40 Hay or Straw Dry Mulch (6-10% slope) 41 Hay or Straw Dry Mulch (11-15% slope) 42 Hay or Straw Dry Mulch (16-20% slope) 43 Hay or Straw Dry Mulch (21-25% slope) 44 Hay or Straw Dry Mulch (25-33% slope) 45 Hay or Straw Dry Mulch (>33% slope) 46 Contoured Furrow Surface (1-2% basin slope) 47 Contoured Furrow Surface (3-5% basin slope) 48 Contoured Furrow Surface (6-8% basin slope) 49 Contoured Furrow Surface (9-12% basin slope) 50 Contoured Furrow Surface (13-16% basin slope) 51 Contoured Furrow Surface (17-20% basin slope) 52 Contoured Furrow Surface (>20% basin slope) 53 Terracing (1-2% basin slope) 54 Terracing (3-8% basin slope) 55 Terracing (9-12% basin slope) 56 Terracing (13-16% basin slope) 57 Terracing (17-20% basin slope) 58 Terracing (>20% basin slope) 59 Seeding (Native) 60 Seeding (Lawn) 61 Seeding (Shrub) 62 Seeding (Wetlands) 63 Mulching 0.5 0.55 0.6 0.1 0.05 0.06 0.06 0.07 0.11 0.14 0.17 0.2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ac 1 ac 1 ac 1 ac 1 ac 1 ac 1 ac 1 ac 0.6 ac 0.5 ac 0.5 ac 0.6 ac 0.7 ac 0.8 ac 0.9 ac 0.12 ac 0.1 ac 0.12 ac 0.14 ac 0.16 ac 0.18 ac ac ac lb ac ac Value used must be substantiated by documentation. Value used must be substantiated by documentation. Value used must be substantiated by documentation. $1,350 Mulch shall consist of gravel having a diameter of approximately 1/4" to 1 1/2" and applied at a rate of at least 135 tons/acre. $500 After planting grass seed, apply mulch at a rate of 2 tons/acre (minimum) and adequately anchor, tack or crimp material into the soil. $500 After planting grass seed, apply mulch at a rate of 2 tons/acre (minimum) and adequately anchor, tack or crimp material into the soil. $500 After planting grass seed, apply mulch at a rate of 2 tons/acre (minimum) and adequately anchor, tack or crimp material into the soil. $500 After planting grass seed, apply mulch at a rate of 2 tons/acre (minimum) and adequately anchor, tack or crimp material into the soil. $500 After planting grass seed, apply mulch at a rate of 2 tons/acre (minimum) and adequately anchor, tack or crimp material Into the soil. $500 After planting grass seed, apply mulch at a rate of 2 tons/acre (minimum) and adequately anchor, tack or crimp material into the soil. $500 After planting grass seed, apply mulch at a rate of 2 tons/acre (minimum) and adequately anchor, tack or crimp material into the sail. Maximum length = 400'. Must be maintained throughout the construction period, otherwise P-Factor = 1.00. Maximum length refers to the down slope length. Maximum length = 300'. Must be maintained throughout the construction period, otherwise P-Factor = 1.00. Maximum length refers to the down slope length. Maximum length = 200'. Must be maintained throughout the construction period, otherwise P-Factor= 1.00. Maximum length refers to the down slope length. Maximum length = 120'. Must be maintained throughout the construction period, otherwise P-Factor = 1.00. Maximum length refers to the down slope length. Maximum length = 80'. Must be maintained throughout the construction period, otherwise P-Factor = 1.00. Maximum length refers to the down slope length. Maximum length = 60. Must be maintained throughout the construction period, otherwise P-Factor = 1.00. Maximum length refers to the down slope length. Maximum length = 50'. Must be maintained throughout the construction period, otherwise P-Factor = 1.00. Maximum length refers to the down slope length. Must contain 10-year runoff volumes, without overflowing, as determined by applicable hydrologic methods, otherwise P-Factor = 1.00. Must contain 10-year runoff volumes, without overflowing, as determined by applicable hydrologic methods, otherwise P-Factor = 1.00. Must contain 10-year runoff volumes, without overflowing, as determined by applicable hydrologic methods, otherwise P-Factor = 1.00. Must contain 10-year runoff volumes, without overflowing, as determined by applicable hydrologic methods, otherwise P-Factor = 1.00. Must contain 10-year runoff volumes, without overflowing, as determined by applicable hydrologic methods, otherwise P-Factor = 1.00. Must contain 10-year runoff volumes, without overflowing, as determined by applicable hydrologic methods, otherwise P-Factor = 1.00. $305 CDOT - 1994 COOT -1994 $52 CDOT -1994 $696 CDOT - 1994 $334 CDOT -1994 100 we.* w GRAPHIC SCALE 200 800 V.111111:5ff111111...,,i, T:x q .y ."' X')yrti..l';4c, S>t `�f'�'r.^�ti •�if .�..S:.t;�,i (INFEET ) 1 inch R 200 ft, c} • 77,.. '7 se..'! 1RP�,,I7t12 ,Lw��Ast•,w.X4 ?IFSR�w�v.�yn`M"�:_^Y!tAWIMS'Tt',iix2�. E ' '1'!^,'n P,''. fAMF•MTriI C1MpM M.srw ort J R• LEGEND EX/S11NG 10' CONTOUR EXISTING 2' CONTOUR HISTORIC BASIN DESIGNATOR BASIN RUNOFF COEFF7C/ENT BASIN AREA (AC.) arinwelmtogrervrmil EXISTING DRAINAGE BASIN BOUNDARY 115 \ 37 0.26 \ \ 1 / f .....TnM'.nM"I'fi 'Y YN rrn..1w1•wwrlvwr .VrMJe•*T` •„n •NIrL..wY.r.Ywr • /jaw, /"'` �` • .!' �•-._L. .:�# , M1U�IW 'J17.T Mr tf0� •4 \ w Ili/ . . a..r"N RD6jlt 3PCJ 1 ,.,,. 1: 1 / too' (tQW. 6K.IAA) PO 027 • •�., y�'. m J 1? .na ! aTit9p / t a _ ...2-. i r ( t A i ISS'. H.0 M. 11 ( RaP ire YYY -- �,r" n rn"a••' usruarr .=>— 0 0 0 Q. 0 U O LARIMER COUNTY ENGINEER EAST LARIMER COUNTY WATEi DISTRICT 0 Q U z w HISTORIC DRAINAGE PLAN R/CHARD'S LAKE PUD, FILING NO.1 CITY OF FORT COLLINS COL ORADO LARIMER COUNTY, DESIGNED BY• KMS MANN 61": KMS CHECKED BY.• SEM 041E ISSUED: 07-17:00 0 A U z w 0 tv 0 SOXELDER SANITATION DISTRICT ( •••14.1.4.11 82tal I J AC two - 09 AC P2 OJ AC EL& Setffe.S Fr otax, - Poo CfS 140 a5 moo,: 41.0 02 Caw, MO CIS 0VQ4 Ifnar ..00 AC VICO 1.1 AC V2 t.0 AC v 5OFOJFT 1.910 CIS 01)21 .30.0 0/CCkw( 90.0 CIS 02nuf 2.%0 175 ...,••• ••• • • REVISIONS: 1. REVISE PER BOXELDER COMMENTS 2. REVISE STREET NAME 3. REVISE RIGHT-OF-WAY 4. REVISE EASEMENT NOTE 5. ADJUST FOR. SURVEY ERROR ON CR11 6. RELOCATE STORM MI -I NO. 2 7. REVISE MASTER DRAINAGE STUDY // 0 / / / 10-12-00 SEM 02-01-01 SEM 02-02-01 SEM 03-07-0 I SPF 07-03-01 SEM 07-06-01 SEM 10-24-01 SEM • ( %' ) . . ... ... MI IVO •• •.• ....11.••••;;1 ow. 04 1.6. /61.1.1.•4 1•1. - - \ • , Lth- r'. ' ..„ 1,\,Z ‘. • • n • '7.-..-.47.4.,44"4., • .• ,... _ . .......... ...,, ,.; .... . ...... ::::.----' I, ......._-...,*,:Ji--::;--,4:-.,..:.-,, ,. )F.,,.... ) --__K" L. -", ------,...A._ ' ... • et 4.0 :::;;;.1:, ,:: : .17: .71 J, • 4 ,,eXLS'''' ',If M II Pl•-•••, -r. • •-• TTITI •••• irtt 1•••,'- j -;" ' ' " • - <;' r .... EXIS17NG 10' CONTOUR EX'S/1NC 2' COP(TOUI? PROPOSED 10' CON1OUR. PROPOSED 2' C0N1OUR • -DEVLOPED BASIN DESICNArai BASIN RUNOFF COEFfiCIENT BASIN AREA (4sRES) DEVEUrED 01?+MGE BASIN BOUNDARY SUB-5/ SIN DES{GNA1OR ••• X DP-130 =PM SUB -BASIN BOUNDARY DESIGN POINT PROPOSED Slt2RAI SEHLR fiZZA Mira -AZX AC P1GQ hva AC VR XA- AC UV" AVM' FT 24:2 CIS ‘rilt XXXX 010av,I XX 07 0200( XX GIS EROSION CONMOL RITWAP PAD SEE 0E1AIL SHEET C7.3, AND STOW SEIIER P/13 SHEETS C59--C71 FOR SIZING 0E7EN710N PONO OVERFLOW 11E1R SEE VETAILS, SHEET 072 11171IRE 510R41 SEHER IWURE DEVELOPMNT 200 aVri-* Ono .7";t2 AC "J AC VAC. .72511f Fr, 010y, 40 0 'OS Pr. /040 (VS 01004 . r 5),20.4t d 0 CP' • . •••••••=11` DP-13I 7:" •-.J..••••••••••:*. .:„......... . ,:• . I i *.,-............;____:1"--77....,-."."-"Z:--• g..., .4...C.,....., ,I'.....L......., • . . • / . re ',I. 'it tr 'Ir* /It., .. ''''-",*"'".-...""- ..71''1.1I1"Vtl'''''r .''',,19."ter.,II,,:"..r.,77.: .7"''''`.,...,'"f...7:;..."...:".:7T..,..1' 1,'....'01-7-.....A.I. .....*.-'- . I'. f .............. - 7.7-'.-- ....__...... ,I., • • '-' • • .„..:,.., .1' .t.r...........i.i"","....44 , .... ) ;:271 Fa :16 A"GrY 5 PG J ( Faro 06S5004 AfILIOVVY ram cAP.larr 5111V020 UNI W.A17ItKOMI* fOPMZED 0,Mg VIM (UMW/ )1? IOC 1£AR MAW 1CO GSPLOW . 2 P.A.? rizaw- Ica *yr 01/301, WAR OWTLOW 0 4' 100 GRAPHIC SCALE 200 400 Hz 10 two Fc as .Ac otwi fey qa am, ..,11.17:a:1 0100.124 1.0 17979.7 I \ \‘‘ k 1011itr0.39J •fL1-1V CiO'CA1 UVOCR A MANIA'S* 1 avt• too ro 992 1 000 ! );t! o'1 r Atnictwil /nd 90.7/, f mswor Row f0044031 BASIN • . AREA OF SUB -BASIN . (AC) DESIGN POINTS • . 100-YR PEAK (CFS) • .2-YR PEAK (CFS) STREET DRAINAGE CONDITION 1 • • 0.58 101 4 1 sump 1.83 102 9 2 sump 7.50 103 42 8 at grade 3.50 104 19 4 at grade 3.01 105 22 5 at grade 1.63 106 10 2 at grade 2.25 107 8 1 street 2.25 108 (3D op ) at grade ED 109 13 4 at grade 2.85 110 59 11 at grade 1.35 111 9 2 at grade 1.35 112 37 8 at grade 1.37 113 8 2 at grade 1.51 114 1111 QD at grade 0.97 115 9 2 at grade 7:63 116 51 • __.. street/a't gr. 2.28 117 (225) sump 4.59 118 ,/ 92 19 sump 7.04 119 / 46 10 street 3.29 120 79 15 sump 1.53 121 11 2 sump 1.53 122 130 26 surnp 1.58 123 10 2 sump 1.73 124 k 144 28 sump 0.76 125 5 1 sump 2.18 126 12 2 sump 0,33 127 . 0 sump 2.11 128 9 2 street 1.26 129 ' 9 2 sump 2.88 130 •28 6 sump 6.58 131 . • 16 2 street 5.19 132 34. 6 sump 7.44 133 ' 0 0 1.53 134 16 4 street 1.08 135 ., 17 4 sump 0.79 136 41 10 ' surnp 1.46 137/ 8 1 . street 0.56 138 6 2 street • ...-...virrry.r. I OB.5 2 -.-- 3.48 201 17 4 sump 2.99 202 4 I 7 sump 3.98 , 203 29 ,. 6 at grade 1.73 204 . . 14 3 sump -,'-' • 0.28 ' 205 3 1 - str ee t 0.85 206 20 5 sump 0.37 207 4 1 at grade 1.83 208 lk 0 0 --- 15,51 3 2.06 301 30 6 street 1.62 302 10 2 street 1.73 303 10 2 street 1.12 304 41 9 sunip 2.50 305 56 13 Sump 2.00 306 24 5 sump 1.92 307 13 3 sump 0.73 308 40 22 1.99 309 0 0 0.89 310 7 0 16.56 4 1.0 401 v P 1 v1i set 2.08 402 25 5 sump 1.94 403 ,/ 35 7 sump 3.48 404," 57 12 sump 3.61 405 99 20 sump 4.61 406 • 18 3 str eet 1.22 407 7 1 street 0.93 408 31 7 SUrlip 1.11 • 409 5 1 SUII 1 p 3.36 410 1E1 4 sump 3.89 411 25 4 street 4.30 . 412 19 . 4 sump 3.07 .._ •413 . . 21 ' 5 sump 3,60 414 • 90 23 -- 30.61 . 5 2.90 501 15 3 street 1.87 502 46 11 . sump 2.66 5133 17 . 4 sump 1.57 504 ' 0 0 8.00 =IA \At . - • WATER SUPPLY AND STORAGE COMPANY WHITING PETROLEUM CORPORATION 111 0 0 04 LARD/ER COUNTY PUBLIC SERVICE COMPANY OF CCL'.7:ADO LARiMER COUNTY WATER DIS7liCT BOXELDER SANITATION DISTRIC- C/TY OF FORT COLLINS LARIMER COUNTY, COLORADO DESIGNED 8)1 Ian DRAW an MIS caca0 On 5441 OAlE ISSUER 07-17-00 PRGVE cr NO. 950178E- Sitar NO. Irmnovnemekrenv,ramovanor...,,...• OIC•51••••••:IMOVI ( ) 1 Inch 200' I t. mosmiammonemeammemownoww.max • • .e*..••••,•,••.•••••••••••••IL....L•••••.....o,o.j.I.L.,•oiL.,,I,),,1.+.r • 2 OF 6 00. Snipe --- AVM. COM1•33 Iwllllj 11 \\\ ---- I \\ \ \ 1 rOPER //L E,OUNDARY 1 1 ,\ ` ///// / 1 1 i 1 I 1 I it 1 1 1 it __ _ i- = = - = = _1= f I 30'x50'1, VEHIC I TRACKING DEVI E 1 / / / / INSTALL RIPRAP RICHARD'S LAKE I \ I, ''• A//% / 4//;—. -- _,i \ \ //// / i//// �� 7 11 l - — 1 \\ � //// / PO/ • / // / Il 1 - �` ��'INSTAIL RIPRAP /� .i`d VEHICEVICELE \ \ CKIN `D\ \ \ \ \ \ f y 1; 1 PERIMETER SILT FENC WATTLE FILTER AT IN TS \ 327 DETEN ON POND DEPTH GAUGE (SEE DETAIL . SHEET CS606) \ PERIMETER SILT FENCE PROPERTY BOUNOAAY / / / / / WA FILTER AT INLETS, POND 300 STRAW BALE INLET FILTER \ STRAW BALE INLET FILTER INSTALL RIPRAP \ SLOPE INSTALLATION NORTH AMERICAN GREEN it' 05 cm) 1. PREPARE SOIL BEFORE INSTALLING BLANKETS, INCLUDING ANY NECESSARY APPLICATION OF LIME, FERTILIZER, AND SEED. NOTE: WHEN USING CELL-0--SEED DO NOT SEED PREPARED AREA. CELL-0—SEED MUST BE INSTALLED WITH PAPER SIDE DOWN. 2. BEGIN AT THE TOP OF THE SLOPE BY ANCHORING THE BLANKET IN A 6" (15cm) DEEP X 6" (15cm) WIDE TRENCH WITH APPROXIMATELY 12'. (30crn) OF BLANKET EXTENDED BEYOND THE UP —SLOPE PORTION OF THE TRENCH. ANCHOR THE BLANKET WITH A ROW OF STAPLES/STAKES APPROXIMATELY 12" (30cm) APART IN THE BOTTOM OF THE TRENCH. BACKFILL AND COMPACT THE TRENCH AFTER STAPLING. APPLY SEED TO COMPAMD SOIL AND FOLD REMAINING 12" (30cm) PORTION OF BLANKET BACK OVER SEED AND COMPACTED SOIL SECURE BLANKEr OVER COMPACTED SOIL WITH A ROW OF STAPLES/STAKES SPACED APPROXIMATELY 12" (30cm) APART ACROSS THE WIDTH OF THE BLANKET. 3. ROLL THE BLANKETS (A.) DOWN OR (B.) HORIZONTALLY ACROSS THE SLOPE. BLANKETS WILL UNROLL WITH APPROPRIATE SIDE AGAINST THE SOIL SURFACE. ALL BLANKETS MUST BE SECURELY FASTENED TO SOIL SURFACE BY PLACING STAPLES/STAKES IN APPROPRIATE LOCATIONS AS SHOWN IN THE STAPLE PATTERN GUIDE. WHEN USING OPTIONAL DOT SYSTEM'', STAPLES/STAKES SHOULD BE PLACED THROUGH EACH OF THE COLORED DOTS CORRESPONDING TO THE APPROPRIATE STAPLE PATTERN. 4. THE EDGES OF PARALLEL BLANKETS MUST BE STAPLED WITH APPROXIMATELY 2"-5" fs5cm-12.5cm) OVERLAP DEPENDING ON BLANKET TYPE TO ENSURE PROPER SEAM ALIGNMENT, PLACE THE EDGE OF THE OVERLAPPING BLANKET (BLANKET BEING INSTALLED ON TOP) EVEN WITH THE COLORED SEAM STITCH'ON THE PREVIOUSLY INSTALLED BLANKET. 5. CONSECUTIVE BLANKETS SPLICED DOWN THE SLOPE MUST BE PLACED END OVER END (SHINGLE STYLE) WITH AN APPROXIMATE 3" (7.5cm) OVERLAP. STAPLE THROUGH OVERLAPPED AREA, APPROXIMATELY 12" (30cm) APART ACROSS ENTIRE BLANKET WIDTH. NOTE: *IN LINSE SOIL CONDITIONS, THE USE OF STAPLE OR STAKE LENGTHS GREATER THAN 6" (15cm) MAY BE NECESSARY TO PROPERLY SECURE THE BLANKETS. \\ \ INLET • \___ _,.. ________„-„-_______ :17 _.,____ __,........„",==.:_-.7.7.7.,_ ._-_,....-..;.- 7::'---\‘‘ : /1 ----\ ks'. -• - • ,---------:::--------\\ --------;::7-\\\\\\\\\L\-----1-1.-- — — 1— —I - ----4-1- A---- — : -'7.* A 7-<-,-- ---- -:::::'.;_:7 ill III KEEL COvE 1111 —•,--- , ,....... _..„ ,...„. .4,),,,A.- ......, --- _▪ __ ..,-.:.__...:_. kr- - y �i.-\ _..... „, . \\\ , 30'x 0' VEH CLE \\\ 1j\\", - I TRACKING DEVICE \,\ ,\� 11 PROPERTY B?UNDARY }l'lI "I` I \ 3,_ -Ali III Cl kgill DETENTION POND DEPTH GAUGE (SEE DETAIL SHEET CS606) - - D NTION POND DEPTH GAUGE N/ N, (SEE DETAIL SHEET CS606) \r `��"..� PROPERTY SQUNDARY ji'+ �t 2t3 (ice , f+( k — k \+Ir;+i PERIME _ R SILT FENCE / / 'ETENTI®N POND DEPTH GAUGE-=-. (SEE DETA L SHEET CS606) RACT 0D201 23. V 237 '" 23a 211 DETENTION POND DEPTH GAUGE (SEE DETAIL- SHEET CS606) 202 1119 fj �. INSTALL ti 188 200 ; IPRAP -1At a..e Yr/, .11 iming: am wow MO -�=°� Zml „avg. tut 1516, 16.! 11/17 Jim!. Irnimiwtait.ilso immi \ lomo 'WOW 11111111Xiti,l, NwILATirl kram"-.90 Pviriralit SZE: `�:i I ■11 ■■ Iim WW1 II SIM= L:k41_14,1111.1111 um1y IMMIII `,0, RAW B - :ET FILTER (DETENTION PON DEPTH GAUGEI (SEE DETAIL. SHEET CS606) BRIGHTWATER DRIVE 36 i5tV£WI�LE TRACKING QEVICE I I t`TRi4CK! G DEVICE I!r ` \(/ A• \\\ STRAW BALE PERIiMETER SILT FEN I11 111 1 1 I t�. � FILTER I I 1 I Ill 111 1 I ! 1 1 ! r DETAIL A mans, WHEN INSTALLING RUNNING LENGTHS OF WATTLES, BUTT THE SECOND WATTLE TIGHTLY AGAINST THE FIRST, DO NOT OVERLAP THE ENDS. STAKE THE WATTLES AT EACH END AND FOUR FOOT ON CENTER. FDR EXAMPLE, A 25 FOOT WATTLE USES 6 STAKES A 20 FOOT WATTLE USES 5 STAKES A 12 FOOT WATTLE USES 4 STAKES , STAKES SHouLD BE DRIVEN THROUGH THE MIDDLE OF THE WATTLE. LEAVING 2 ^ 3 INCHES OF THE STAKE PROTRUDING ABOVE THE WATTLE. A HEAVY SEDIMENT LOAD WILL TEDO) TO PICK THE WATTLE UP AND COULD PULL IT OFF THE STAKES IF THEY ARE DRIVEN DOWN TOO LOW. IT MAY BE NECESSARY,TO MAKE A HOLE IN TIE WATTLE WITH A PICT( END OF YOUR,NADDITX IN ORDER TO GET THE STAKE THROUGH TIE STRAW. VITEN STRAW WATTLES ARE USED FOR FLAT GROUND APPLICATIONS, DRIVE THE STAKES STRAIGHT, DawN) WHEN INSTALLING wATTLES ON SLOPES, DRIvE THE STAKES PERPENDICULAR To TNE SLOPE. DRIVE THE FIRST END STAKE OF THE SECOND WATTLE AT AN ANGLE TOWARD THE FIRST wATTLE IN ORDER TO DELP ABUT THEM TIGHTLY TOGEOVA.. IF YOU isAvE ntrneucry. DRIVING TIE STAKE KM EXTREDELY '4WD OR ROCKY SLOPES, A PILOT BAR MAY BE NEEDED TO BEGIN THE ,STAKE HCLE. • WATTLES — DETAIL A r,FNERAI NINES, 1. WATTLES SHALL BE INSTALLED PER MANUFACTURERS SPECIFICATION'S 2. ON SLOPES, WATTLES SHOULD DE INSTALLED EN CONTOUR WITH A SLIGHT DOWNWARD ANGLE AT THE END OF TIE ROW IN ORDER TO PREVENT PONDING AT THE MID SECTION. a RUNNING LENGTHS OF wATTLES SHOULD BE ABUTTED FIRMLY TO ENSURE NO LEAKAGE AT IDE ABI/TMENTS, 7EITI1PAL-NtitefiR SLOPE INSTALLATIONS SHOULD BE DETERMINED BY SITE CONDITMNS, SLOPE GRADIENT AND SOIL TYPE ARE THE HAIN FACTORS, A GOOD RULE OF THUMB Ts, bi.sLopEs = to FEET APART 2,1 SLOPES ao FEET APART 3,1 SLOPES 10 FEET APART 4,1 SLOPES a 40 FEET APART, ETC. A SECONDARY WATTLE PLACED BEHIND THE ABUTMENT OF TWO WATTLES IS ENCOURAGED EN STEEP SLOPES OR WHERE MINTS HAVE FAILED IN THE PAST. 5. LIM RECOMMENDS USIAG WOOD STAKES TO SECURE THE wATTLES. 1/2" TO 5/9' REITAR IS ALSO ACCEPTABLE. BE SURE TO USE A STAKE THAT IS LONG ENOUGH TO Pi/DT-RUDE SEvERAL INCHES ABOvE THE wATTLE, 18' IS A GOOD LENGTH FOR HARD, ROCKY SOIL. FOR SOFT LOAMY SOIL uSE A 24' STAKE. INSTALL NAG C350 GEOTEXTILE EX. DETENTION POND DEPTH GAUGE (SEE DETAIL SHEET CS606) - —PERIMETER SILT FENCE TROJEC11 LIMITS TEMPORARY • ADJACENT ROLLS SHALL TIGHTLY ABUT EASEMENT • 011 1011 H-7=-7.=1-1:3-z---1 I IL PEA:METE.: E Px50' VEHICLE 11 I. /I 1/117.,t A°S,MPEENTI WATTLE FILTER AT INLET SCPOITICEAPRTUEAALIF /j1 ill ',II; D' 111 INSTAL' ATION, STAKES SHOULD Be DRIVEN ACROSS FRODI EACH OTHER AND ON EACH SIDE OF THE WATTLE. LEAVING 4•-6" OP STAKE PROTRUDING ABCNE THE WATTLE. BAILING WIRE OR NYLON ROPE SHOuLD BE TIED TO THE STAKES ACROSS THE WATTLE. STAKES SHOULD THEN DE DRIvEN UNTIL THE BAILING WIRE OR NYLON ROPE IS SUFFICIENTLY SNUG TO THE WATTLE. WHEN INSTALLING RUNNING LENGTHS OF WATTLES, TO PREVENT SHItTING, BUTT THE SECEND WATTLE TIGHTLY AGAINST THE FIRST. DO NO1' OVERLAP THE ENDS. STAKES SHOULD BE DRIVEN I FT. FROM END, ACROSS FROM AND CN EACH -SIDE OF WATTLE LEAVING 4*-6' TX STAKE DR NYLON ROPE SHOULD BE TIED TO STAKES IN AN HOUR GLASS FOLMATION (FRONT TO BACK OF WATTLE 'A', ACROSS TOIRCNT OF WATTLE 'B', ACROSS 01 BACK AND BACK TO FRONT OF - WATTLE 'MX STAKES SHOULD THEN BE DRIVEN IN UNTIL BAILING WIRE OR NYLON ROPE IS SUFFICIENTLY SNUG TO THE WATTLE, IF THE AREA BEHIND THE INLET IS NOT STABILIZED, A 131,1P SHOULD BE USED TO PREVENT SEDIMENT FROM ENTERING TFE INLET SIDEvALK EXISTING OR PROPOSED INLET INSTALL WATTLE LIP OF GUTTER SECURE WITH SAND BAGS SPACED 4' APART (TY?) TEP BACK CURB -FUN LINE SEDIMENT DEPOSITION zrivE FLOW INLET PROTECTION SETUP 1P—..-3) <tz:42,1,2 SIDEwALK LIP OF GUTTER SECURE WITH SAND BAGS SPACED 4' APART (TYP.) TOP BACK CURB FUN LIDE no FLOW CSTORM WATER LINE SEDIMENT DEPOSITION zONE INSTALL GUTTER WATTLE MIDWAY BETWEEN IMPACTED INLETS AND CONSTRUCTION DISTLEABANCE. GUTTER PROTECTION SETUP 1. THE CONTRACTOR SHALL INSPECT wATILES EVERY TWO WEEKS AND AFTER ANY SIGNIFICANT STORM EVENT AND HAKE REPAIRS OR REHOVE =mg ACCUMULATED BEHIND*WATTLE AS NECESSARY. 2. SEDIMENT ACCUMULATED BEHIND WATTLE SHALL BE REMOVED WHEN THE SEDIMENT HAS ACCUHULATED Ti3 ONE HALF THE DIADETER OF THE 3, WATTLE WATTLES SHALL REMAIN IN PLACE uNTIL THE UPSTREAM DISTURBED AREA IS STABILIZED AND IS ACCEPTED ay THE CITY. 2' TYP. WATTLE SIDEWALK SIDEvALK CULVERT LIP OF GuTTER SECURE wITH SAND BAGS WATTLE ,FILTER DETAIL 0 150' 225' 300' 1:150 1. ALL DISTURBED AREAS ARE TO BE SEEDED AND MULCHED. 2. LIMITS OF GRADING ALONG THE SOUTH SIDE OF THE PROPERTY ARE CONTROLLED BY THE SILT FENCE INSTALLATION . ALL AREAS DISTURBED ALONG RICHARD'S LAKE (SOUTH PROPERTY LINE) SHALL BE REVEGETATED. GRADING SHALL NOT GO BEYOND THE PROPERTY LINE. 3. ALL SWALES SHALL BE SOD/GRASS-LINED UNLESS NOTED OTHERWISE. 4. CONTRACTOR TO INSTALL PERIMETER SILT FENCING PRIOR TO BEGINNING CONSTRUCTION ACTIVITIES. 5. CONTRACTOR TO VERIFY WHICH VEHICLE TRACKING PADS ARE REQUIRED DURING EACH PHASE OF CONSTRUCTION. 5, „19,990 TOTAL LF OF SILT FENCE. LEGEND: 1 4' -6' ABOVE WATTLE AFTER BAILING WIRE OR NYLON ROPE IS ATTACHED. STAKES NEED TO BE TAMPED UNTIL WIRE/ROPE IS BAILING WIRE OR WATTLES — DETAIL 1'x 1' WOOD STAKES wATTLE TIP BACK CURB FLOW LINE FLOW RIGHT—OF—WAY PROPOSED PROPERTY LINE LIMITS OF CONSTRUCTION PROPOSED FLOWLINE NEW INDEX CONTOURS NEW INTERMEDIATE CONTOURS NEW STORM DRAIN WITH MANHOLE EXISTING STORM DRAIN PROPOSED SWALE DIRECTION OF FLOW VEHICLE TRACKING PAD SILT FENCE GEOTEXTILE LINER 100 YR WATER WATER SURFACE WQCV WATER SURFACE RIPRAP EROSION CONTROL FABRIC WATTLE INLET FILTER STIAW BALE CHECK DAM STRAW BALE INLET FILTER CALL UTILITY NOTIFICATION CENTER OF COLORADO 1-800-922-1 987 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. City of Fort -Collins, Colorado UTILITY PLAN APPROVL APPROVED: C CHECKED BY: CHECKED BY: CHECKED BY. CHECKED BY. Stormwater Utility Parks & Recreation 4)404) Date Date Date Date Traffic Engineer Date Evivialivnevtilta lame, Date THESE PLANS HAVE BEEN REVIEWED BY THE LOCAL ENTITY FOR CONCEPT ONLY. THE REVIEW DOES NOT IMPLY RESPONSIBILITY BY THE REVIEWING =DEPARTMENT, THE LOCAL ENTITY ENGINEER, OR THE LOCAL ENTITY FOR ACCURACY AND CORRECTNESS OF THE CALCULATIONS. FURTHERMORE, THE REVIEW DOES A1OT IMPLY THAT QUANTITIESOF ITEMS ON THE: PLANS ARE THE FINAL QUANTITIES REQUIRED. THE REVIEW SHALL NOT BE CONSTRUED IN ANY REASON AS ACCEPTANCE OF FINANCIAL RESPONSIBILITY BY THE LOCAL ENTITY FOR ADDITIONAL QUANTITIES OF ITEMS SHOWN THAT MAY BE REQUIRED DURIN.G THE CONSTRUCTION PHASE. 11.1 a. 0 tO WATER'S EDGE, P.U.D. tic 0 • • al CO —J 0 0 0 0 CV JAM JRG Drawing No. C-140. Revision Sheet 0 USA 1-800-772-2040 CANADA 1-800-448-2040 C 3 0 0 0 0 v 0 0 0 0 0 v 1 ' 00 STRAW BALES STAKED WITH TWO STAKES PER BALE POINT A MUST BE HIGHER THAN POINT B SECTION ( 'COMPACTED BACKFILL PROFILE VIEW TWINE 0 -J LL GENERAL NOTES: 0 0 PLAN VIEW 1. INSPECT, REPAIR, AND REPLACE, (IF NECESSARY), THE FILTERS AFTER EACH STORM EVENT. 2. ALL BALES MUST BE REPLACED. AFTER 12 MONTHS UN.LESS APPROVAL IS GRANTED BY THE ENGINEERING DIVISION FOR LONGER USE. EROSION BALE CHECK DAM GRAVEL FILTER ---- (APPROX. 3/4" DIA.). WIRE SCREEN (APPROX. 1/2" MESH) 2"x4" WOOD STUD RUNOFF. CONCRETE BLOCK OVERFLOW WIRE SCREEN PLAN VIEW WOOD STAKES GRAVEL FILTER WIRE SCREEN. GENERAL NOTES: 1. INSPECT AND REPAIR FILTERS AFTER EACH STORM EVENT. REMOVE SEDIMENT WHEN ONE HALF OF THE FILTER DEPTH HAS BEEN FILLED. REMOVED SEDIMENT SHALL BE DEPOSITED IN AN AREA TRIBUTARY TO A SEDIMENT BASIN OR OTHER FILTERING MEASURE. FILTERED WATER CURB ,INLET 2"x4' WOOD STUD 2. SEDIMENT AND GRAVEL SHALL BE IMMEDIATELY REMOVED FROM TRAVELED WAY OF ROADS. EROSION CONTROL CURB. INLET GRAVEL FILTER m 4-•-- TOE OF FILL 7-- CULVERT FLOW XZ' EROSION BALES INLET PROTECTION DROP INLET END BALES TO BE KEYED INTO FILL SLOPE. OVERFLO� SECTION A -A ENTRENCHED EROSION BALES EROSION BALES ARE TO BE' • ENTRENCHED INTO THE SOIL, TIGHTLY ABUTTING WITH NO GAPS, STAKED AND BACKFILLED AROUND • THE ENTIRE OUTSIDE PERIMETER. a a a u a .a a a o a a� D''''',..o a a a a a a q PLAN VIEW WOOD STAKES MCNTENANCE NOTES' 1. INSTALL EROSION BALES IN ACCORDANCE WITH GUIDELINES GIVEN IN DROP INLET EROSION BALE FILTER. 2, STORM DRAIN INLET PROTECTION STRUCTURES SHALL BE INSPECTED PERIODICALLY AND AFTER EACH RAIN EVENT, AND REPAIRED WHEN NECESSARY. ACCUMULATED SEDIMENT SHALL BE REMOVED. 3. STORM DRAIN INLET PROTECTION STRUCTURES SHALL BE REMOVED AFTER THEY HAVE SERVED THEIR PURPOSE. STRAW BALE STRUCTURES SLOPE D = 0150 = STATE CLASSIFICATION FOR NOMINAL STONE SITE. ALL EDGES WILL BE 'TOED' INTO ABOVE DIMENSION. IF RIP -RAP TO BE GROUTED GROUT SHALL BE IN ACCORDANCE TO ASTM:C1107-LATEST REVISION. GROUT SHALL BE VIBRATED IN PLACE. TOPS OF EXPOSED RIP -RAP WILL BE WET BRUSHED AND CLEANED OF GROUT TO EXPOSE RIP -RAP COLOR. RIP RAP DRAWING STANDARD EROSION AND SEDIMENT CONTROL CONSTRUCTION PLAN NOTES September, 2003 The erosion contrd inspector must be notified at least twenty-four (24) hours prior to any construction on this site. There shall be no earth -disturbing activity outside the limits designated on the accepted plans. All required perimeter silt and construction fencing shall be installed prior to any land disturbing activity (stockpiling, stripping, grading, etc). All other required erosion control measures shall be installed at the appropriate time in the construction sequence as indicated in the approved project schedule, construction plans, and erosion control report. (4) At all times during construction, the Developer shall be responsible for preventing and controlling on -site erosion including keeping the property sufficiently watered so as to minimize wind blown sediment. The Developer shall also be responsible for installing and maintaining all erosion control facilities shown herein. Pre -disturbance vegetation shall be protected and retained wherever possible. Removal or disturbance of existing vegetation shall be limited to the area(s) required for immediate construction operations, and for the shortest practical period of time. (6) All soils exposed during land disturbing activity (stripping, grading, utility installations, stockpiling, filling, etc.) shall be kept in a roughened condition by ripping or disking along land contours until mulch, vegetation, or other permanent erosion contrd BMPs are installed. No soils in areas outside project street rights -of -way shall remain exposed by land disturbing activity for more than thirty (30) days before required temporary or permanent erosion control (e.g. seed/mulch, landscaping, etc.) is installed, unless otherwise approved by the City/County. In order to minimize erosion potential, all temporary (structural) erosion control measures shall: Be inspected at a minimum of once every two (2) weeks and after each significant storm event and repaired or reconstructed as necessary in order to ensure the continued performance of their intended function. Remain in place until such time as all the surrounding disturbed areas are sufficiently stabilized as determined by the erosion contrd inspector. Be removed atter the site has been sufficiently stabilized as determined by the erosion control inspector. When temporary erosion control measures are removed, the Developer shall be responsible for the clean up and removal of all sediment and debris from all drainage infrastructure and other public facilities. The contractor shall immediately clean up any construction materials inadvertently deposited on existing streets, sidewalks, or other public rights of way, and make sure streets and walkways are cleaned at the end of each working day. (10) All retained sediments, particularly those on paved roadway surfaces, shall be removed and disposed of in a manner and location so as not to cause their release into any waters of the United States. (11) No sal stockpile shall exceed ten (10) feet in height. All soil stockpiles shall be protected from sediment transport by surface roughening, watering, and perimeter silt fencing. Any soil stockpile remaining after thirty (30) days shall be seeded and mulched. (12) The stormwater volume capacity of detention ponds will be restored and storm sewer lines will be cleaned upon completion of the project and before turning the maintenance over to the CitylCounty or Homeowners Association (HOA). (13.) City Ordnance and Colorado Discharge Permit System (CDPS) requirements make it unlawful to discharge or allow the discharge of any pollutant or contaminated water from construction sites. Pollutants include, but are not limited to discarded building materials, concrete truck washout, chemicals, oil and gas products, litter, and sanitary waste. The developer shall at all times take whatever measures are necessary to assure the proper containment and disposal of pollutants on the site in accordance with any and all applicable local, state, and federal regulations. (14) A designated area shall be provided on site for concrete truck•chute washout. The area shall be constructed so as to contain washout material and located at least fifty (50) feet away from any waterway during construction. Upon completion of construction activities the concrete washout material will be removed and properly disposed of prior to the area being restored. (15) To ensure that sediment does not move off of Individual lots one or more of the following. seciment/erosion control BMPs shall be installed and maintained until the lots are sufficiently stabilized, as determined by the erosion control inspector, (Within Loveland City Limits only). (a.) Below all gutter downspouts. (b.) Out to drainage swales. (C.) Along lot perimeter. (d.) Other locations, if needed. (16) Conditions in the field may = warrant erosion contrd measures in adcition to what is shown on these plans. The Developer shall implement whatever measures are determined necessary, as directed by the City/County. (5 ) (1) (2.) (3) (7) (8.) (9) 24'Mln COMPACTED BACKFILL 10'Max OOD POSTS 42'Mln i 24'r In 18'MIn WOOD POST SILT FENCE FABRIC ANCHORED IN TRENCH AND ATTACHED TO POST. SILT FENCE FABRIC ANCHORED IN TRENCH AND ATTACHED: TO POST. -�-,- RUNOFF 6'x6'TRENCH INSTALLATION' DRIVE POSTS VERTICALLY INTO THE GROUND TO A MINIMUM DEPTH OF le', AND EXCAVATE A. TRENCH APPROXIMATELY 6' WIDE AND 6' DEEP ALONG THE LINE OF POSTS AND UPSLOPE FROM THE BARRIER, NOT LESS THAN THE BOTTOM 1' OF THE FILTER FABRIC SHALL BE BURIED INTO THIS TRENCH. 1 1/2" - 3" ROCK 1/2" - 3/4" FILTER LAYER SILT FENCE NOTES: 1. VEHICLE TRACKING MAT SHALL BE LOCATED AT EVERY""'ENTRANCE/EXIT TO THE CONSTRUCTION SITE. 2. VEHICLE TRACKING MAT SHALL BE MAINTAINED AS NEEDED TO PREVENT ANY MATERIAL FROM BONG TRACKED ONTO CITY STREET. Construction Project: Water's Edge at Richard's Lake Sequence will occurr and when BMP's Date: Begin May 2010 Indicate with bar line when constructions in relation to the construction phase will be installed/removed CONSTRUCTION PHASE (Week/Month) 5 6 7 8 9 110 11 12 1 1 2 3 4 Grading (Include Offsite) EMOINUMMMIN Overlot ®� Detention/WQ Ponds Swales, Drainageways, Streams Ditches Pipeline Installation (Include Offsite) mumpue Water ®i Sanitary Sewer ° Stormwater Concrete Installation (Include Offsite) Area Inlets 111.111111111 Curb Inlets MOM Pond Outlet Structures ummommo Curb and Gutter . Box Culverts, Bridges , Street Installation (Include Offsite) I Grading/Base Pavememt. Miscellaneous (Include.Offsite) Drop Structures Other (List) BEST MANAGEMENT PRACTICES Structural Silt Fence Barriers , Contour Furrows (Ripping/Disking) Sediment Trap/Filter Vehicle Tracking Pads Flow Barriers.(Bales, Wattle, Etc) ■ k Inlet Filter Sand Bags Bare Soil Preparation Terracing Stream Flow Diversion a..eMM Rip Rap Other (List) Vegetative Temporary Seed Planting Mulching/Sealant Permanent Seed Planting Sod Installation Nettings/Blankets/Mats . Other (List) 3. SEDIMENT AND OTHER MATERIAL SPILLED, DROPPED OR TRACKED ONTO CITY STREET SHALL BE IMMEDIATELY REMOVED. VEHICLE TRACKING MAT NDPES PERMIT NOTES 1. SITE DESCRIPTION: a. Single & multi family residential construction which consists of overlot grading, utility work,' roadway construction and the construction of detention ponds. b. The major activities are planned in the following sequence: 1. Clearing and Grubbing necessary for perimeter controls 2. Installation of perimeter controls. 3. Demolition of existing structures 4. Overlot grading. 5. Grading of detention Ponds 110, 300, 101, 201, 301, & 501. 6. Utility construction - Sanitary Sewer, Storm Sewer, Water 7. Roadway construction 8. Stabilization, including seeding 9. Removal of control measures c. The site contains approximatley 108.5 acres. All 108.5 acres of the site are expected to undergo clearing and/or grading, with some additional offsite grading taking .place in Pond 110. SEEDING CHART Table 11.2. Species Annual Ryegrass Oats Cereal Rye Wheat - Winter Wheat - Spring Barley Millet Hybrid Sudan Sorghum Recommended Species and Application Rates of Seeds for Temporary Vegetation and/or Cover Crops. Season(1) Drilled Pounds/Acre Cool Cool Cool Cool Cool Cool Warm Warm Warm 20 70 40 40 60 60 30 15 10' Cool season grasses make their major growth in the spring. Warm season grasses make their major growth in late spring and summer. Table 11.4 identifies planting dates for perennial and temporary/cover crop grasses. Table 11.4. Planting Dates for Perennial and Temporary/Cover Crop Grasses. DATE PERENNIAL GRASSES Warm Cool TEMPORARY/COVER CROP GRASSES Warm Cool Jan 01 - Feb 28 Mar 01 - May 15 May 16 - May 31' Jun 01 - Jul 31 Aug 01 - Aug 31 Sep 01 - Sep 30 Oct 01 - Dec 31. Yes Yes Yes No No No Yes Yes Yes No No Yes No Yes No No Yes Yes No No No No. Yes No No Yes ' Yes No Mulching shall be used to assist in establishment of vegetation: One or more of the following mulches shall be used with a perennial dryland grass seed mixture, or a temporary vegetation or cover crop. Mulch Straw or Hay Hydraulic (wood or paper) Erosion control (mats or blankets) Acceptable Dates of use Jan 01 - Dec 31 Mar 15 - May 15 Jan 01 - Dec 31 Application Rate 1 1 /2-2 tons/acre 1 1/2-2 tons/acre Not' applicable Hay or straw mulch shall be free of noxious weeds and at least 50% of the fiber shall be 10 inches or more in length. When seeding with native grasses hay froma native grass is a suggested mulching material, if available. If irrigation is used, hydraulic mulches Hay or Straw Mulch 1. may be applied from March 15 through Sep 30. Hay or straw mulch will be anchored to the soil by one of the following methods: (a) A crimper which will crimp the fiber four inches or more into the soil. At least 50% of the fiber shall be 10 inches or more in length. (b) Manufactured mulch netting installed over the hay or straw according to manufacturers' instructions. (c) Tacki:fiers sprayed on the mulch to the manufacturer's recommendation. 2. All straw or hay must be free of noxious weeds. d. Rational "C" = 0.20 before construction, Rational "C" = 0.52 after construction. The site lies within the Moderate Rainfall Erodibility Zone and Low Wind Erodibility Zone per the City of Fort Collins zone maps. With the existing site slopes of approximately 1% to 2%, the new improvements will be subjected to both wind and rainfall erosion. e. The predevelopment property consists of open farm land. Before construction, the site consisted of farm land with native grasses and weeds. ' f. There are no anticipated pollution sources. There will be no vehicle storage or cleaning on site. There will be no chemical storage on site. . g. There will be anticipated non-stormwater components of discharge. h. The downstream receiving water is the Lorimer and Weld County Canal. Storm water 'runoff from the developed portion of the site will be transported to six, on -site detention ponds by curb • & gutter, pipes, channels, and overland sheet flow. 2. SITE MAP: a. See Drainage & Erosion Control Plan. 3. BMP'S FOR ,STORMWATER POLLUTION PREVENTION: a. Erosion and Sediment Controls: See Erosion Control Notes and Sequence Table (this sheet). b. Materials Handling and Spill Prevention: Measures should be undertaken to control building materials and waste, and disposal of excess asphalt and concrete to ensure these materials do not leave the site and enter the detention ponds which eventually outlet to the No. 8 Ditch. Asphalt, concrete, building materials, waste, and cleanup by-products should not be discharged into 'the on -site curb inlets and storm sewer systems nor should they enter the detention ponds. In the event of a spill from the site into an on -site curb inlet or storm sewer system, appropriate measures should be undertaken immediately to remove the spilled materials and prevent future spills from occurring. - 4. FINAL STABILIZATION AND LONG-TERM STORMWATER MANAGEMENT: a. See Erosion Control Notes this sheet for final stabilization measures to control pollutants in stormwater discharges. 5. OTHER CONTROLS: a. Measures should be undertaken to remove excess waste products from the site and dispose of these waste materials off -site in an appropriate manner. In addition, measures should be undertaken to limit off -site soil tracking of mud and debris spillage from vehicles leaving the site. Mud and debris should not be tracked along roadways and allowed to enter non -protected drainage ways which discharge eventually into the Cache La Poudre River. 6. INSPECTION AND MAINTENANCE: - a. Inspection and maintenance should be undertaken on a regular basis as outlined in Section 6 of the Terms and Conditions of the CDPS General Permit. CLASSIFICATION AND GRADATION OF ORDINARY RIPRAP RIPRAP DESIGNATION % OF TOTAL WEIGHT SMALLER THAN THE GIVEN SIZE STONE SIZE (IN POUNDS) dsp* (INCHES) CLASS 6** 70 - 100 85 50 - 70 35 25 - 50 10 6 2 - 10 <1 CLASS 12 70 - 100 440 50 - 70 275 25 - 50 85 12 2 - 10 3 CLASS 18 100 1275 50 - 70 655 25 - 50 275 18 2 - 10 10 CLASS 24 100 3500 50 - 70 1700 25 - 50 655 24 2- 10 35 * dso = MEAN PARTICLE SIZE. AT LEAST 50 PERCENT OF THE MASS SHALL BE STONES EQUAL TO OR LARGER THAN THIS DIMENSION. ** BURY ON 4 TO 1 SIDE SLOPES OR GROUT ROCK IF SLOPES ARE STEEPER. CALL UTILITY NOTIFICATION CENTER OF COLORADO 1-80009224 987 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. City of Fort Collins, Colorado UTIL TY PL N APPROVAL APPROVED: /O - ity Engin Date CHECKED BY: CHECKED BY. CHECKED BY: Water & Wastewater Utility dUkd Stormwater Utility Parks & Recreation CHECKED BY: /4.244"-- Date 2-h2 -40 Date Date Traffic Engineer Date CHECKED BY: t" i. /'Lt3 j10 gtivivtoetvitte4444, p(a'uie✓ Date THESE PLANS HAVE BEEN REVIEWED BY THE LOCAL ENTITY FOR CONCEPT ONLY. THE REVIEW DOES NOT IMPLY RESPONSIBILITY BY THE REVIEWING DEPARTMENT, THE LOCAL ENTITY ENGINEER, OR THE LOCAL ENTITY FOR ACCURACY AND CORRECTNESS OF THE CALCULATIONS. FURTHERMORE, THE REVIEW DOES NOT IMPLY THAT QUANTITIES OF ITEMS ON THE FLANS ARE THE FINAL QUANTITIES REQUIRED. THE REVIEW SHALL NOT BE CONSTRUED IN ANY REASON AS ACCEPTANCE OF FINANCIAL RESPONSIBILITY BY THE 'LOCAL ENTITY FOR ADDITIONAL QUANTITIES OF ITEMS SHOWN THAT MAY BE REQUIRED DURING THE CONSTRUCTION PHASE. SKYLAND MEADOWS DEVELOPMENTS, LTD. Permit -Seal WATER'S EDGE, P.U.D. N co 0 Project Number: 187010190 File Name: 10190c-14.1ec CV JAM JRG Dwn, Chkd. Dsan.- i'1' MM.DD Drawirig No. C-141 Revision Sheet 0 9 01 n 13 of 140 HYDROLOGY TABLE 1 /� w 4,4, w w w w \ w .r w w I ( ,-\�\\ P- gPERTYNBOOU \ \\ \ (\ STRUCTURE # STRUCTURE TYPE STIN A-1 (5) TYPE 13 COMBINATION INLET STIN A-2 10' CDOT TYPE 'R' INLET STIN A-3 CDOT TYPE 'C' INLET STIN A1-1 (10) TYPE 13 COMBINATION INLET STIN A1-2 CDOT TYPE 'C' INLET STIN A2-1 CDOT TYPE 'C' INLET STIN A2-1-1 CDOT TYPE 'C' INLET STIN A3-2-1 5' CDOT TYPE 'R' INLET STIN A3-1-1 5' CDOT TYPE 'R' INLET STIN A3-1-2 CDOT TYPE 'C' INLET STIN A3-1 20' CDOT TYPE 'R' INLET STIN A4-•1 (10) TYPE 13 COMBINATION INLET STIN A5-1 (6) TYPE 13 COMBINATION INLET STIN A6-1 5' CDOT TYPE 'R' INLET STIN A6-1-1 15' CDOT TYPE 'R' INLET STIN A7-1 5' CDOT TYPE 'R' INLET STIN B-1 20' CDOT TYPE 'R' INLET STIN B-2 30' CDOT TYPE 'R' INLET STIN D-1 10' CDOT TYPE 'R' INLET STIN D-2 15' CDOT TYPE 'R' INLET STIN E1-1 5' CDOT TYPE. 'R' INLET STIN E1-1-1 CDOT TYPE 'C' INLET STIN E-1 10' CDOT TYPE 'R' INLET STIN E-2 10' CDOT TYPE 'R' INLET STIN F-1 CDOT TYPE 'C' INLET STIN G-1 5' CDOT TYPE 'R' INLET STIN G-2 5' CDOT TYPE 'R' INLET STIN 0-1 CDOT TYPE 'C' INLET STIN N-1 5' CDOT TYPE 'R' INLET T( C 10 O@MDINATI011 OT1I1 P 1 (C) INLET T'ir 10 O01r9©IP1ATIOP4 OTI1I f C (1) C INLET STIN R-1 ' (7) TYPE 13 COMBINATION INLET STIN R-2 (7) TYPE 13 COMBINATION INLET STIN Q-1 (5) TYPE 13 COMBINATION INLET STIN Q-2 (5) TYPE 13 COMBINATION INLET / / DETENTION POND DEPTH GAUGE (00 !R` Mau 50e0.16 inviroinoi POND 101 EXISTING SWALE FROM RICHARD'S / LAKE PUD, FIUNG 1 \\X" BY LANDMARK ENGINTI G mOnte L)r PROPERTY BOUNDARY R IN STAR WAY 0 1:150 150' 225' 100 YR *REL. 0070.73 I >,'✓%//•NiifiLf POND 501 r14wi.w... .a• r.,4 wv.w - I it +�rrl.ui►:tw5 w�v��e1�orwi.��:czc�i Pr- KAVr!u t1, l i 1.'411 401W3t1gt: ter_ .f>!{u�'� t �,� .�T�r� INS 0.3ii _, as rra ' ' : `, �• i ll.r tici(`li�IWl{�h +1 !bsa�� 4� �'i■ .L., 'I� ■�� O f I .. `'Ii'1�� a L Ij� � 1� � �'I bg� ham all 1 •t180\ I►'` ± 1 l■ 11 Itil;, e'' l''4 �1rf fill i 'mijtI,u ��•� irMite,7,rwo-5a 14, '1 � lit r. .r,d ■ail i�1A rl Iif it 11 -i'/E/'�,� O.-L-ase---1,�11�� ' '. /�'%ai'=�-?/- �..:;�,: %, _ Q1 .- -: �►`� ''' ' is \ 11 II BRIGHTWATER DRI E' .,. I Pk/PERTYi BOUNIARY 1 I I I. I I 1 I I I 1 1 1 1 1 1 ilK ` /l\� �/ \�\\��_-._-\�' 1�---.-�- ..-� III I v -)T =1 1 I_ - I I Ili' Ill \t I I ///// �J/k _= Jfl i 1- I I 1 1 I I11 III v I I I 1/1 111 1I ' -, j - - - 1...... _ 1-- ... i.__ _ :-11I Iir..__ _l . a. __ _ -- ._ ',I-- _-' 1- - (i{ j(� ,' v�.� 1 1 Ill ll� \\ • /� ill ICI 11 A* :' \ / \ - /--I I / -,-� \ 1. ,' _1.. i - ��\ �� / \ / / --� .� CATAMARANI._- __ _- -; ,� . /� a, _ couRT)1C ._ _ ___ _ _ _ _�/i KEEL COVE ! 1 - / �� _ N NOTE: USE CLOSED MESH GRATE FOR ALL CDOT TYPE 'C' INLETS 1 NOTES 1) SEE SHEET C-606 FOR THE DETENTION POND DEPTH GAUGE DETAIL 1,1 till 1 • ff BEAMREACH Pi_AC>= • I/1 LEGEND • //// O r7 I! ill • 11!- Ili Ili IN MI MK o as EXISTING SWALE DRAINAGE BASIN BOUNDARY LINE BASIN ID ACRES DRAINAGE DESIGN POINT I ,e:.• oir� / � '/,//./ �. �%X/ ,:'� 100 YR WSEL• 5050.51".757/ 1/0 / D TENTION POND / //t / DEPTH GAUGE ///t� jt S POND 110 I. ��/ 16;�!!f� dii; I ��-��.r<�."G��r�..e�s,dra��l,;,1,:I r` v -_ cONCEPTuAL. - -�_ LEGEND EX. E • • flf �ffL_. SPILL AREA IF:L. __ POND OVERTOPS 1 TEMPORARY CONSTRUCTION EASEMENT cou j __- MAINSAIL DRIVE III 11 II II II II o• 1 / / / / / / 1 SLOPE E•SEMENT 1 /' 1% r' / ' 1 ,' • ij ; � r' , _1 15 10 7 m 6 40 PROPOSED INDEX .CONTOUR (DATUM ELEV 5000 FT) 39 PROPOSED INTERMEDIATE CONTOUR - 1 FT INTERVAL (DATAUM ELEV 5000 FT) (5040) EXISTING INDEX CONTOUR - 5 FT INTERVAL - --(.5039)- - - EXISTING INTERMEDIATE CONTOUR - 1 FT INTERVAL Basin Design Area Composite Q 2 Q too • • Point (acres) "C" (cfs) (cfs) 1 1 0.64 0.67 1.04 5.20 2 2 0.44 0.67 0.84 3.67 - 3 3 3.55 0.36 1,.95 8.99 4 4 3.60 0.45 2.61 11.99 5 5 2.00 0.63 2.73 12.94 6 6 0.94 0.61 1.53 7.10 7 • 7 0.98 0.66 .1.78 8.00 8 8 1.24 0.61 1.78 8.42 9 9 0.75 0.68 1.31 6.10 10 10 5.69 0.32 2.65 12.15 11 11 1.27 0.64 1.65 7.52 12 12 2.65 0.63 4.17 19.24 13 13 0.63 0.49 0.80 3.67 14 14 1.96 • 0.54 2.23 10.54 15 15 • 2.80 0.66 4,70 21.78 16 16 0.78 0.48 1.03 4.67 17 17 1.90 0.46 1.76 8.27 18 18 0.35 0.69 0.65 3.01 19 19 2.90 0.44 1.96 9.19 20 20 0.59 ' 0.54 0.76 3.56 21 21 2.01 • • 0.49 2.19 10.12 22 22 1.36 0.63 1.78 8.27 23 23 1.32 0.61 1.47 6.72 24 24 0.79 0.61 1.06 4.90 25 25 2.06 0.50 2.15 10.17 26 26 1.07 0.58 1.23 5.68. 27 27 0.99 0.66 1.33 6.19 • 28 28 2.31 0.52 2.38 11.19 29 29 ' 1.78 0.67 2.49 1.1.63 30 30 1.99 0.68 2.68 12.44 31 31 1.46 0.49 1.44 6.75 32 32 0.78 0.55 0.98 4.73 33 33 2.21 0.52 2.27 10.67 34 34 2.30 0.43 1.37 6.17 3 35 . 2.91 0.40 1.96 8.82 36 36 1.65 0.61 2.44 11.49 37 37 0.52 0.60 0.80 3.76 39 39 4.77 0.63 5.47 25.07 40 40 3.46 0.58 4.25 19.27 41 41 1.86 0.59 2.12 9.58 42 42 1.09 0.57 1.55 7.18 43 43 1.33 0.57 1.65 7.92 44 44 6.94 0.38 4.07 • 18.63 45 45 1.38. 0.64 2.00 9.35 46 46 1.14 0.60 1.42 7.09 47 47 1.16 0.67 1.92 9.24 48 • 48 3.10 0.63 5.00 23.44 49 49 1.99 0.60 2,92 13.59 50 50 2.65 0.50 2.81 13.22 51 51 2.69 0.48 2.34 11.01 52 52 2.61 ' 0.45 2.26 10.40 53 • 53 1.10 0.47 1.38 6.29 54 • 54 4.05 0.67 6.33 30.16 55 55 2.02 0.71 3.61 17.46 56 56 0.91 0.58 1.17 5.45 57 57 0.45 0.81 0.84 3.99 58 58 5.97 0.33 2.99 13.54 59 59 0.90 0.61 1.38 6.46 60 60 3.04 0.32 1.56 7.21 61 61 1.70 0.45 1.56 7.22 62 62 1.96 0.32 0.81 3.57 OS 1 OS 1 14.17 0.54 10.45 47.70 POND SUMMAR POND DESC 100 YR WSEL (FT) VOLUME PROVIDED (AC -FT) VOLUME REQUIRED (AC -FT) 110 DETENTION POND 5059.54 26:16 • 26.16 300 DETENTION POND 5085.45 1.86 1.86 101 DETENTION POND 5088.16 1.60 1.60 201 DETENTION POND 5075.56 1.30 1.30 301 DETENTION POND 5074.49 1.50 1.50 501 DETENTION POND 5070.73 0.50 0.50 CALL UTILITY NOTIFICATION CENTER OF COLORADO 1-800092201987 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. • City of Fort Collins, Colorado UTIPL:A.E'PROVAL. APPROVED. y Engine CHECKED BY: �•� Water &��Wastewgter Utility CHECKED BY:,,rtg�/A[sd CHECKED BY: CHECKED BY:. CHECKED BY: Stormwater Utility Parks & Recreation Traffic Engineer THESE PLANS HAVE BEEN REVIEWED BY THE LOCAL ENTITY FOR CONCEPT ONLY. THE REVIEW DOES NOT IMPLY RESPONSIBILITY BY THE REVIEWING DEPARTMENT, THE LOCAL ENTITY ENGINEER, OR THE LOCAL ENTITY FOR ACCURACY AND CORRECTNESS OF THE CALCULATIONS. FURTHERMORE, THE REVIEW DOES NOT IMPLY THAT QUANTITIES`tF ITEMS ON THE PLANS ARE THE FINAL QUANTITIES REQUIRED. THE REVIEW SHALL NOT BE CONSTRUED IN ANY REASON AS ACCEPTANCE OF FINANCIAL RESPONSIBILITY BY THE LOCAL ENTITY FOR ADDITIONAL QUANTITIES OF ITEMS SHOWN THAT MAY BE REQUIRED DURING THE CONSTRUCTION PHASE. SKYLAND MEADOWS DEVELOPMENTS, LTD. Permit -Seal WATER'S EDGE, P.D.D. 1- FS:'•••••....••••.C9\ _. ��S10NALEC``�� 0 z co 0 Z 0 'cn Project Number: 187010190 File Name: 10190c-155sd CV JAM JRG Own. • Chkd. Dsqn. YY.MM.OD . Drawing No. C-155 Revision • Sheet 0 14of140 P m 2 7 9 I