Loading...
HomeMy WebLinkAboutTIMBERVINE - FDP - FDP140017 - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORTFinal Drainage Report TIMBERVINE FORT COLLINS, COLORADO Prepared For: WW Development Landon Hoover 1218 West Ash Street, Suite A Windsor, Colorado 80550 Prepared By: Galloway 3760 E. 15th Street, Suite 202 Loveland, CO 80538 (970) 800-3300 Contact: James Prelog Project No. SPHLV0001.01 July, 2014 July 23, 2014 Mr. Glen Schlueter City of Fort Collins 281 North College Avenue P.O. Box 580 Fort Collins, CO 80522 Re: Timbervine Dear Glen: Galloway & Company is pleased to submit this Final Drainage Report for your review. This report accompanies the July 2014 Final Plan submittal for the proposed Timbervine development. Comments from the Preliminary Review Letter dated June 13, 2014 have been addressed. This report has been prepared in accordance to Fort Collins Stormwater Criteria Manual (FCSCM) and serves to document the Stormwater impacts as associated with the proposed Timbervine project. We understand that review by the City is to assure general compliance with standardized criteria contained in the FCSCM. Please review this Final Drainage Report at your earliest convenience. We look forward to your comments and ultimate approval of the Drainage Report for this project. Please contact us if you have any questions. Sincerely, Galloway James Prelog, PE Senior Civil Project Engineer JamesPrelog@gallowayUS.com CERTIFICATION OF ENGINEER I hereby certify that this report for the preliminary drainage design of Timbervine was prepared by me (or under my direct supervision) in accordance with the provisions of the City of Fort Collins Stormwater Criteria for the owners thereof. ____________________________________ James Prelog Registered Professional Engineer State of Colorado No. 39373 Timbervine, Final Drainage Report ii TABLE OF CONTENTS General Location and Description ...............................................................................................1 1.1 Location ........................................................................................................................1 1.2 Description of Property .................................................................................................1 Drainage Basins and Sub-Basins .................................................................................................2 2.1 Major Basin Description ...............................................................................................2 2.2 Sub-Basin Description ..................................................................................................2 Drainage Design Criteria .............................................................................................................3 3.1 Regulations ...................................................................................................................3 3.2 Hydrologic Criteria .......................................................................................................3 3.3 Hydraulic Criteria .........................................................................................................3 Drainage Facility Design .............................................................................................................4 4.1 General Concept ...........................................................................................................4 4.2 Specific Details .............................................................................................................4 Conclusions ................................................................................................................................6 5.1 Compliance with Criteria ..............................................................................................6 5.2 Drainage Concept..........................................................................................................6 References ..................................................................................................................................7 Appendix A Reference Materials Appendix B Hydrologic and Storm Sewer Calculations Appendix C Inlet Calculations Appendix D Water Quality and Detention Pond Calculations Appendix E Riprap Calculations Appendix F Drainage Maps Timbervine, Final Drainage Report Page 1 of 9 GeneralLocationandDescription 1.1 Location The proposed development of Timbervine is located in the northwest quarter of Section 8, Township 7 North, Range 68 West of the Sixth Principal Meridian in the City of Fort Collins, County of Larimer, State of Colorado. Timbervine (referred herein as “the site”) is bounded to the west by the Dry Creek subdivision, to the south by International Industrial Complex, to the east by Lake Canal and to the north by the Burlington Northern Railroad and East Vine Drive. See Appendix A for a Vicinity Map. 1.2 DescriptionofProperty The site consists of approximately 39.2 acres of mostly undeveloped land. There is an existing valley running north to south through the middle of the site with slopes typically at 0.5%. To the east of the site is the Lake Canal irrigation ditch, which flows from the northwest to the southeast. According to the Natural Resources Conservation Service (NRCS) soils map, the site consists of the following soil types, ranked from most prominent to least prominent: Map Unit Symbol Map Unit Name Hydrologic Rating Percentage of Area (%) 64 Loveland Clay Loam, 0 to 1 percent slopes C 49.1 33 Fluvaquents nearly level D 27.0 53 Kim Loam, 1 to 3 percent slopes B 17.7 7 MLRA 67B – Ascalon Sandy Loam, 0 to 3 percent slopes B 3.5 101 Stoneham Loam, 1 to 3 percent slopes B 1.6 54 Kim Loam, 3 to 5 percent slopes B 1.0 105 Table Mountain Loam, 0 to 1 percent slopes B 0.1 For more information on soil conditions, the Timbervine Soils Report will be provided for the Final Drainage Report. The project will consist mostly of single-family residential lots, and landscaped areas with associated roads, utilities, and stormwater detention facilities.  Timbervine, Final Drainage Report Page 2 of 9 DrainageBasinsandSub-Basins 2.1 MajorBasinDescription The site is located within the flood insurance rate maps (FIRMs), Community-Panel Numbers 08069C0983H, revised on May 2, 2012, and 08069C0981G, revised on June 17, 2008, located in Appendix A. The entire site is located in Zone X. According to the City of Fort Collins Stormwater Master Plan, the site is located within the Dry Creek Drainage Basin. The basin map is located in Appendix A. The Dry Creek Drainage Basin is tributary to the Poudre River. The upper and middle portions of the basin is composed of mostly rangeland and irrigated hay meadows and pastures. The lower basin is mostly developed land, including commercial, industrial, and residential uses. No irrigation ditches will be affected by the development of Timbervine. All runoff from Timbervine will be directed to the onsite detention/water quality ponds which will outfall to Dry Creek. There are no offsite flow patterns that will impact the site. 2.2 Sub-BasinDescription The site was divided into sub-basins for the purposes of designing the inlets and storm sewer. Runoff from the sub-basins will travel overland to the curb and gutter. The curb and gutter will convey runoff to local inlets and the storm sewer system or to swales along the east and west sides of the development where it will be conveyed to the water quality/detention ponds.  Timbervine, Final Drainage Report Page 3 of 9 DrainageDesignCriteria 3.1 Regulations The drainage design is in accordance with the City of Fort Collins Stormwater Criteria as well as the Urban Drainage and Flood Control District Criteria Manual. Wherever possible, the Directly Connected Impervious Area (DCIA) will be minimized by the use of a grass swale, a PLD swale, trickle channels, riprap, pervious pavement/pavers, and water quality ponds. The “Four Step Process”, recommended by UDFCD, will be implemented to maximize water quality. 3.2 HydrologicCriteria The one-hour rainfall Intensity-Duration-Frequency table (Tables RA-7 and RA-8) from the City of Fort Collins Stormwater Criteria was used to determine rainfall intensity and runoff flow for the minor and major storm events. The Rational Method, utilizing coefficients located in Tables RO-11 and RO-12 of the City of Fort Collins Stormwater criteria, was used to determine runoff flow rates for the design of the storm sewer and inlets. The detention discharge rate was set by the historical release rate of the Dry Creek Basin, provided by the City of Fort Collins as 0.2 cfs/acre. For the final report, the storage calculations were performed using the Rational Formula-based Federal Aviation Administration (FAA) procedure in conjunction with a twenty percent upward adjustment to account for the larger resulting storage volume that would be obtained from the SWMM modeling. One hundred percent of the water quality capture volume (WQCV) was added to the minor and major storm detention volumes of the 10- and 100-year events, respectively. Separate design storms have been analyzed for both the initial (2-year) and the major (100-year) events. 3.3 HydraulicCriteria Street and inlet capacities have been determined using UDFCD’s “UD-Inlet Version 3.14” program. Storm sewer capacities and hydraulic grade line calculations have been determined using “Hydraflow Storm Sewers Extension for AutoCAD Civil 3D” for this Drainage Report. Timbervine, Final Drainage Report Page 4 of 9 DrainageFacilityDesign 4.1 GeneralConcept In the developed condition, the site is divided into two major basins, Basins A and B. These basins are further sub-divided into 16 basins for sizing of the inlets, storm sewer and swales. The site will ultimately consist of ground covered by pavement, rooftops, and landscape. Runoff from the sub-basins will travel overland to the curb and gutter. The curb and gutter will convey runoff directly to the swales and local inlets, where it will enter the storm sewer system. Both the swales and the storm systems will convey the runoff to the water quality/detention ponds. Runoff from the exiting water quality/detention ponds will flow south through the storm sewer and into a drainage channel, which ultimately outfalls to Dry Creek. Basin A Basin A is generally located in the eastern portion of the site and has been sub-divided into ten basins. The basin consists of single-family residential lots. Runoff from the “A” Basin is conveyed south by storm sewer or bioswale to Water Quality/Detention Pond A. Basin B Basin B is generally located in the western side of the site and has been sub-divided into six basins. The basin consists of single-family residential lots. Runoff from Basin B is conveyed by curb and gutter and swales to water quality/detention Pond B. 4.2 SpecificDetails The most difficult issue for the drainage system for this site was the flatness and lack cover available for the storm sewer. To solve this issue, runoff is designed to flow overland where possible. When storm sewer is necessary, elliptical pipes are designed to convey flow to the water quality/detention ponds at a minimum slope while still conveying the necessary runoff. The water quality/detention ponds will be hydraulically connected. There is a 24-inch RCP connecting the two ponds with 2 inlets contributing flows. This pipe has a capacity of 13.76 cfs. The inlets plus the inlet 100 yr flows require 12.73 cfs of which only 8.7 cfs capacity is needed to allow the ponds to equalize. The ponds onsite have been analyzed for both detention and water quality. The proposed ponds have been designed to cumulatively provide the maximum storage volume capacity calculated for the site. The eastern pond (Pond A) will capture Major Basin A flows and discharge through the 24-inch RCP connecting Pond A to Pond B and into the western pond (Pond B). Pond B captures flows from Major Basin B and flows from Pond A. All flows will be released from the outlet structure in Pond B at the 2-year historical rate of 7.84 cfs (0.2 cfs/acre, provided by the City of Fort Collins). Detention pond calculations are located in Appendix D. Timbervine, Final Drainage Report Page 5 of 9 After the flows have been released from Pond B, an outfall pipe will carry the flow south into the existing City Canal. A drainage easement will be dedicated for the outfall pipe and a swale has been sized to appropriately carry the flow to the City Canal. Calculations for the offsite pipe and swale are located in Appendix B. In the event of the ponds reaching capacity, emergency spillways for both ponds are set at an elevation of 4932.95 feet. The overflow will release onto Mexico Way and south onto International Boulevard, which will release flows into the center detention islands and ultimately to the City Canal. To treat for water quality, 10 soft bottom pans will run along the bottom of both ponds A and B, as well as the water quality outlet structure located at the outfall of Pond B. Major Basin A will be treated by the 4’ PLD low gradient swale which directs most of the basin flows to Pond A. Major Basin B will be treated by an offline Porous Land Detention pond before being released or overflowing into Pond B. Maintenance access will be provided to the ponds in order to maintain water quality features and detention volumes. For both Pond A and Pond B, maintenance access will be provided along Mexico Way. The water ponding depths of the ponds are 4.20 feet and 4.83 feet for Pond A and Pond B, respectively. The ponds will be located within dedicated tracts surrounding both water quality/detention ponds, including all appurtenances necessary for the operation and maintenance. Timbervine, Final Drainage Report Page 6 of 9 Conclusions 5.1 CompliancewithCriteria The drainage design for the Timbervine Subdivision site is in general compliance with the City of Fort Collins Stormwater Criteria, the City of Fort Collins Master Drainage Plan, as well as the Urban Drainage and Flood Control District Criteria Manual. Modifications from said Criteria include: 5.2 DrainageConcept The proposed storm drainage improvements for the site should provide adequate protection to the site and improvements downstream. Also, the drainage design for the site should not negatively impact the existing downstream storm drainage system. Timbervine, Final Drainage Report Page 7 of 9 References 1. City of Fort Collins Stormwater Criteria, prepared by the City of Fort Collins, revised February, 2013. 2. Geologic and Preliminary Geotechnical Investigation, Timberline Subdivision, Fort Collins Colorado, Project No. FC06508 prepared by CTL Thompson, April 28, 2014. 3. Stormwater Master Plan for the City of Fort Collins, prepared by the City of Fort Collins, accessed April, 2014. 4. Urban Drainage and Flood Control District, Drainage Criteria Manual Volumes 1 and 2, prepared by Wright-McLaughlin Engineers, dated March 1969 (updated June 2001), and the Volume 3, prepared by Wright-McLaughlin Engineers, dated September 1992 and revised July 1999. 5. Web Soil Survey, Natural Resources Conservation Service, United States Department of Agriculture. Online at: http://websoilsurvey.nrcs.usda.gov/ Accessed: 04/07/2014 Appendix A (Reference Materials) Final Drainage Report TIMBERVINE FORT COLLINS, COLORADO Vicinity Map N.T.S Site Final Drainage Report TIMBERVINE Major Basin Map N.T.S SITE Hydrologic Soil Group—Larimer County Area, Colorado (Timbervine Web Soil Survey) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/24/2014 Page 1 of 4 4493320 4493400 4493480 4493560 4493640 4493720 4493800 4493320 4493400 4493480 4493560 4493640 4493720 4493800 496530 496610 496690 496770 496850 496930 497010 497090 497170 497250 496530 496610 496690 496770 496850 496930 497010 497090 497170 497250 40° 35' 42'' N 105° 2' 29'' W 40° 35' 42'' N 105° 1' 55'' W 40° 35' 25'' N 105° 2' 29'' W 40° 35' 25'' N 105° 1' 55'' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 150 300 600 900 Feet 0 50 100 200 300 Meters Map Scale: 1:3,680 if printed on A landscape (11" x 8.5") sheet. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Larimer County Area, Colorado Hydrologic Soil Group Hydrologic Soil Group— Summary by Map Unit — Larimer County Area, Colorado (CO644) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 7 MLRA 67B - Ascalon sandy loam, 0 to 3 percent slopes B 1.3 3.5% 33 Fluvaquents, nearly level D 10.0 27.0% 53 Kim loam, 1 to 3 percent slopes B 6.6 17.7% 54 Kim loam, 3 to 5 percent slopes B 0.4 1.0% 64 Loveland clay loam, 0 to 1 percent slopes C 18.2 49.1% 101 Stoneham loam, 1 to 3 percent slopes B 0.6 1.6% 105 Table Mountain loam, 0 to 1 percent slopes B 0.0 0.1% Totals for Area of Interest 37.0 100.0% Hydrologic Soil Group—Larimer County Area, Colorado Timbervine Web Soil Survey Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/24/2014 Page 3 of 4 Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—Larimer County Area, Colorado Timbervine Web Soil Survey Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/24/2014 Page 4 of 4 DRAINAGE CRITERIA MANUAL (V. 1) RUNOFF Figure RO-5—Watershed Imperviousness, Single-Family Residential Two-Story Houses Figure RO-6—Runoff Coefficient, C, vs. Watershed Percentage Imperviousness NRCS Hydrologic Soil Group A 2007-01 RO-17 Urban Drainage and Flood Control District Appendix B (Hydrologic and Storm Sewer Calculations) Galloway Job Name: Timbervine 3760 E. 15th Street, Suite 202 Job Number: SPHLV0001.01 Loveland, CO 80538 Date: 7/23/2014 Ph: (970) 800-3300 By: J. Prelog Timbervine Composite Runoff Coefficient Calculations Location: Fort Collins Municipality: Fort Collins Minor Design Storm: 2 Major Design Storm: 100 Soil Type: C/D Basin Design Data I (%) = 95% 95% 42% 42% 50% 25% 10% 20% I (%) Basin Name Design Point Apaved streets (sf) Adrives/c onc (sf) ASFHomes (sf) AAlley SFHomes (sf) Agravel (sf) Aart. turf (sf) Alscape (B soil) (sf) Alscape (C/D soil) (sf) ATotal (sf) ATotal (ac) Imp (%) KCD100 C2 C5 C10 C100 A1 1 41,552 11,090 174,577 0 1,614 0 0 25,495 254,329 5.84 50.8% 0.26 0.34 0.34 0.34 0.43 A2 2 14,662 4,091 66,782 0 562 0 0 6,935 93,032 2.14 51.1% 0.26 0.34 0.34 0.34 0.43 A3 3 0 0 11,700 0 6,362 0 0 55,692 73,754 1.69 26.1% 0.36 0.20 0.20 0.20 0.25 A4 4 36,405 12,986 64,103 17,421 3,858 0 0 35,813 170,586 3.92 52.9% 0.25 0.36 0.36 0.36 0.45 A5 5 0 0 27,494 0 4,336 0 0 60,763 92,593 2.13 27.9% 0.35 0.21 0.21 0.21 0.27 A6 6 0 0 0 4,928 1,382 0 0 23,281 29,591 0.68 25.1% 0.36 0.20 0.20 0.20 0.25 A7 7 0 5,868 0 24,880 1,459 0 0 15 32,223 0.74 52.0% 0.26 0.35 0.35 0.35 0.44 A8 8 15,508 11,708 0 46,755 0 0 0 29,601 103,572 2.38 49.6% 0.27 0.34 0.34 0.34 0.42 A9 9 0 5,741 0 15,088 2,429 0 0 6,674 29,932 0.69 47.9% 0.27 0.32 0.32 0.32 0.41 A10 10 0 9,237 0 34,493 14,273 0 0 139,443 197,446 4.53 29.5% 0.34 0.22 0.22 0.22 0.28 B1 11 51,700 11,867 94,444 46,646 5,357 0 0 34,849 244,863 5.62 52.8% 0.25 0.36 0.36 0.36 0.44 B2 12 27,295 7,101 66,973 0 460 0 0 9,424 111,252 2.55 56.6% 0.24 0.38 0.38 0.38 0.48 B3 13 2,458 675 46,751 0 6,598 0 0 33,777 90,259 2.07 36.2% 0.32 0.26 0.26 0.26 0.32 B4 14 4,895 1,182 0 0 0 0 0 3,064 9,141 0.21 69.9% 0.19 0.49 0.49 0.49 0.61 B5 15 9,556 1,938 22,718 0 0 0 0 6,105 40,318 0.93 53.8% 0.25 0.36 0.36 0.36 0.45 B6 16 0 0 18,170 0 4,451 0 0 111,834 134,456 3.09 24.0% 0.37 0.19 0.19 0.19 0.24 OS1 17 20,074 6,504 0 0 0 0 0 4,417 30,995 0.71 84.3% 0.13 0.65 0.65 0.65 0.81 OS2 18 20,133 6,527 0 0 0 0 0 4,483 31,143 0.71 84.2% 0.13 0.65 0.65 0.65 0.81 Galloway Job Name: Timbervine 3760 E. 15th Street, Suite 202 Job Number: SPHLV0001.01 Loveland, CO 80538 Date: 7/23/2014 Ph: (970) 800-3300 By: J. Prelog Timbervine Time of Concentration Calculations Location: Fort Collins Municipality: Fort Collins Minor Design Storm: 2 Major Design Storm: 100 Soil Type: C/D Sub-Basin Data tc Comp tc Final Basin Name Design Point ATotal (ac) C5 Upper most Length (ft) Slope (%) ti (min) Length (ft) Slope (%) Type of Land Surface Cv Velocity (fps) tt (min) Time of Conc ti + t t = tc Total Length (ft) tc=(L/180)+1 0 (min) Min tc A1 1 5.84 0.34 75 2.5% 8.9 637 0.6% Paved areas & shallow paved swales 20 1.5 6.9 15.7 712 14.0 14.0 A2 2 2.14 0.34 75 2.5% 8.8 707 0.6% Paved areas & shallow paved swales 20 1.5 7.6 16.4 782 14.3 14.3 A3 3 1.69 0.20 56 2.5% 9.1 405 0.8% Grassed waterway 15 1.3 5.0 14.1 461 12.6 12.6 A4 4 3.92 0.36 75 2.5% 8.7 762 0.6% Paved areas & shallow paved swales 20 1.5 8.2 16.9 837 14.7 14.7 A5 5 2.13 0.21 45 2.5% 8.0 614 0.3% Grassed waterway 15 0.8 12.5 20.5 659 13.7 13.7 A6 6 0.68 0.20 52 6.4% 6.4 201 0.3% Grassed waterway 15 0.8 4.1 10.5 253 11.4 10.5 A7 7 0.74 0.35 54 2.5% 7.4 163 1.3% Paved areas & shallow Galloway Job Name: Timbervine 3760 E. 15th Street, Suite 202 Job Number: SPHLV0001.01 Loveland, CO 80538 Date: 7/23/2014 Ph: (970) 800-3300 By: J. Prelog Timbervine Developed Storm Runoff Calculations Design Storm : 100 Year Point Hour Rainfall (P1 ) : 2.86 Basin Name Design Point Area (ac) Runoff Coeff tc (min) C*A (ac) I (in/hr) Q (cfs) Total tc (min) 6C*A (ac) I (in/hr) Q (cfs) Inlet Type Q intercepted Q carryover (Qco) Pipe Size (in) or equivalent Pipe Material Slope (%) Pipe Flow (cfs) Approx. Max Pipe Capacity (cfs) Length (ft) Velocity (fps) tt (min) Total Time (min) Notes A1 1 5.84 0.43 14.00 2.50 6.76 16.92 0 14.00 Route to DP3 A2 2 2.14 0.43 14.30 0.92 6.69 6.15 0 14.30 Route to DP3 A3 3 1.69 0.25 12.60 0.43 7.10 3.06 0 12.60 Route to DP3 3 Total Flow (A1-A3) 14.30 3.85 6.69 25.78 Culvert 30 in RCP 0.5% 25.8 31.1 614 0.8 12.79 27.09 Route to DP5 A4 4 3.92 0.45 14.70 1.75 6.59 11.51 0 14.70 Route to DP5 A5 5 2.13 0.27 13.70 0.57 6.83 3.88 0 13.70 Route to DP 5 A6 6 0.68 0.25 10.50 0.17 7.60 1.28 0 10.50 Route to DP 6 6 Total Flow (A4-A6) 14.70 2.48 6.59 16.36 Culvert 30 in RCP 0.5% 16.4 31.1 27 5.0 0.09 0.09 Route to DP10 6 Total Flow (A1-A6) 27.09 6.34 4.92 31.17 Culvert 30 in RCP 0.5% 31.2 31.1 0 27.09 Route to DP14 A7 7 0.74 0.44 8.70 0.32 8.30 2.69 Type C Inlet 18 in RCP 0.2% 2.7 5.0 27 5.0 0.09 8.79 Route to Inlet A4 A8 8 2.38 0.42 13.10 1.00 6.98 6.96 13.10 1.32 6.98 9.22 Type R Inlet 24 in RCP 0.2% 9.2 10.9 32 5.0 0.11 13.21 Route to Inlet A3 A9 9 0.69 0.41 10.50 0.28 7.60 2.12 13.21 1.60 6.95 11.12 Type R Inlet 24 in RCP 0.3% 11.1 13.3 0 10.50 Route to Pond A Total Flow (A7-A9) 13.21 1.60 6.95 11.12 Pond A 0 0.00 A10 10 4.53 0.28 13.90 1.26 6.78 8.54 0 13.90 10 Total Flow (A1-A10) to Pond A 27.09 9.19 4.92 45.23 Pond A Oulet 0 0.00 B1 11 5.62 0.44 15.30 2.50 6.48 16.20 Swale 0 15.30 Route to Pond B B2 12 2.55 0.48 17.60 1.22 6.17 7.52 Swale 0 17.60 Route to Pond B B3 13 2.07 0.32 16.60 0.67 6.31 4.21 Swale 0 16.60 Route to Pond B Total Flow (B1-B3) 16.20 4.39 6.36 27.90 0 0.00 To Pond B B4 14 0.21 0.61 5.00 0.13 9.95 1.28 0 5.00 B5 15 0.93 0.45 11.50 0.42 7.36 3.09 0 11.50 Total Flow (B4-B5) 11.50 0.55 7.36 4.03 0 0.00 To Pond B B6 16 3.09 0.24 14.00 0.74 6.76 5.01 0 14.00 16 Total Flow (B1-B6) to Pond B 16.60 5.68 6.31 35.79 Galloway Job Name: Timbervine 3760 E. 15th Street, Suite 202 Job Number: SPHLV0001.01 Loveland, CO 80538 Date: 7/23/2014 Ph: (970) 800-3300 By: J. Prelog Timbervine Developed Storm Runoff Calculations Design Storm : 10 Year Point Hour Rainfall (P1 ) : 1.40 Basin Name Design Point Area (ac) Runoff Coeff tc (min) C*A (ac) I (in/hr) Q (cfs) Total tc (min) 6C*A (ac) I (in/hr) Q (cfs) Inlet Type Q intercepted Q carryover (Qco) Pipe Size (in) or equivalent Pipe Material Slope (%) Pipe Flow (cfs) Approx. Max Pipe Capacity (cfs) Length (ft) Velocity (fps) tt (min) Total Time (min) Notes A1 1 5.84 0.34 14.00 2.00 3.31 6.62 0 14.00 Route to DP3 A2 2 2.14 0.34 14.30 0.74 3.27 2.41 0 14.30 Route to DP3 A3 3 1.69 0.20 12.60 0.34 3.47 1.20 0 12.60 Route to DP3 3 Total Flow (A1-A3) 14.30 3.08 3.27 10.09 Culvert 30 in RCP 0.5% 10.1 31.1 614 0.8 12.79 27.09 Route to DP5 A4 4 3.92 0.36 14.70 1.40 3.23 4.50 0 14.70 Route to DP5 A5 5 2.13 0.21 13.70 0.45 3.34 1.52 0 13.70 Route to DP 5 A6 6 0.68 0.20 10.50 0.13 3.72 0.50 0 10.50 Route to DP 6 6 Total Flow (A4-A6) 14.70 1.98 3.23 6.40 Culvert 30 in RCP 0.5% 6.4 31.1 27 5.0 0.09 0.09 Route to DP10 6 Total Flow (A1-A6) 27.09 5.07 2.41 12.19 Culvert 30 in RCP 0.5% 12.2 31.1 0 27.09 Route to DP14 A7 7 0.74 0.35 8.70 0.26 4.06 1.05 Type C Inlet 18 in RCP 0.2% 1.1 5.0 27 5.0 0.09 8.79 Route to Inlet A4 A8 8 2.38 0.34 13.10 0.80 3.41 2.72 13.10 1.06 3.41 3.61 Type R Inlet 24 in RCP 0.2% 3.6 10.9 32 5.0 0.11 13.21 Route to Inlet A3 A9 9 0.69 0.32 10.50 0.22 3.72 0.83 13.21 1.28 3.40 4.36 Type R Inlet 24 in RCP 0.3% 4.4 13.3 0 10.50 Route to Pond A Total Flow (A7-A9) 13.21 1.28 3.40 4.36 Pond A 0 0.00 A10 10 4.53 0.22 13.90 1.01 3.32 3.34 0 13.90 10 Total Flow (A1-A10) to Pond A 27.09 7.35 2.41 17.70 Pond A Oulet 0 0.00 B1 11 5.62 0.36 15.30 2.00 3.17 6.34 Swale 0 15.30 Route to Pond B B2 12 2.55 0.38 17.60 0.97 3.02 2.94 Swale 0 17.60 Route to Pond B B3 13 2.07 0.26 16.60 0.53 3.09 1.65 Swale 0 16.60 Route to Pond B Total Flow (B1-B3) 17.60 3.51 3.02 10.60 0 0.00 To Pond B B4 14 0.21 0.49 5.00 0.10 4.87 0.50 0 5.00 B5 15 0.93 0.36 11.50 0.34 3.60 1.21 0 11.50 Total Flow (B4-B5) 11.50 0.44 3.60 1.58 0 0.00 To Pond B B6 16 3.09 0.19 14.00 0.59 3.31 1.96 0 14.00 16 Total Flow (B1-B6) to Pond B 16.60 4.54 3.09 14.01 Galloway Job Name: Timbervine 3760 E. 15th Street, Suite 202 Job Number: SPHLV0001.01 Loveland, CO 80538 Date: 7/23/2014 Ph: (970) 800-3300 By: J. Prelog Timbervine Developed Storm Runoff Calculations Design Storm : 2 Year Point Hour Rainfall (P1 ) : 0.82 Basin Name Design Point Area (ac) Runoff Coeff tc (min) C*A (ac) I (in/hr) Q (cfs) Total tc (min) 6C*A (ac) I (in/hr) Q (cfs) Inlet Type Q intercepted Q carryover (Qco) Pipe Size (in) or equivalent Pipe Material Slope (%) Pipe Flow (cfs) Approx. Max Pipe Capacity (cfs) Length (ft) Velocity (fps) tt (min) Total Time (min) Notes A1 1 5.84 0.34 14.00 2.00 1.94 3.88 0 14.00 Route to DP3 A2 2 2.14 0.34 14.30 0.74 1.92 1.41 0 14.30 Route to DP3 A3 3 1.69 0.20 12.60 0.34 2.03 0.70 0 12.60 Route to DP3 3 Total Flow (A1-A3) 14.30 3.08 1.92 5.91 Culvert 30 in RCP 0.5% 5.9 31.1 614 0.8 12.79 27.09 Route to DP5 A4 4 3.92 0.36 14.70 1.40 1.89 2.64 0 14.70 Route to DP5 A5 5 2.13 0.21 13.70 0.45 1.96 0.89 0 13.70 Route to DP 5 A6 6 0.68 0.20 10.50 0.13 2.18 0.29 0 10.50 Route to DP 6 6 Total Flow (A4-A6) 14.70 1.98 1.89 3.75 Culvert 30 in RCP 0.5% 3.8 31.1 27 5.0 0.09 0.09 Route to DP10 6 Total Flow (A1-A6) 27.09 5.07 1.41 7.17 Culvert 30 in RCP 0.5% 7.2 31.1 0 27.09 Route to DP14 A7 7 0.74 0.35 8.70 0.26 2.38 0.62 Type C Inlet 18 in RCP 0.2% 0.6 5.0 27 5.0 0.09 8.79 Route to Inlet A4 A8 8 2.38 0.34 13.10 0.80 2.00 1.59 13.10 1.06 2.00 2.11 Type R Inlet 24 in RCP 0.2% 2.1 10.9 32 5.0 0.11 13.21 Route to Inlet A3 A9 9 0.69 0.32 10.50 0.22 2.18 0.49 13.21 1.28 1.99 2.55 Type R Inlet 24 in RCP 0.3% 2.6 13.3 0 10.50 Route to Pond A Total Flow (A7-A9) 13.21 1.28 1.99 2.55 Pond A 0 0.00 A10 10 4.53 0.22 13.90 1.01 1.94 1.96 0 13.90 10 Total Flow (A1-A10) to Pond A 27.09 7.35 1.41 10.40 Pond A Oulet 0 0.00 B1 11 5.62 0.36 15.30 2.00 1.86 3.72 Swale 0 15.30 Route to Pond B B2 12 2.55 0.38 17.60 0.97 1.77 1.73 Swale 0 17.60 Route to Pond B B3 13 2.07 0.26 16.60 0.53 1.81 0.97 Swale 0 16.60 Route to Pond B Total Flow (B1-B3) 17.60 3.51 1.77 6.22 0 0.00 To Pond B B4 14 0.21 0.49 5.00 0.10 2.85 0.29 0 5.00 B5 15 0.93 0.36 11.50 0.34 2.11 0.71 0 11.50 Total Flow (B4-B5) 11.50 0.44 2.11 0.92 0 0.00 To Pond B B6 16 3.09 0.19 14.00 0.59 1.94 1.15 0 14.00 16 Total Flow (B1-B6) to Pond B 16.60 4.54 1.81 8.21 Project Description Friction Method Manning Formula Solve For Full Flow Capacity Input Data Roughness Coefficient 0.013 Channel Slope 0.80000 % Normal Depth 1.00 ft Diameter 12.00 in Discharge 3.19 ft³/s Results Discharge 3.19 ft³/s Normal Depth 1.00 ft Flow Area 0.79 ft² Wetted Perimeter 3.14 ft Hydraulic Radius 0.25 ft Top Width 0.00 ft Critical Depth 0.76 ft Percent Full 100.0 % Critical Slope 0.00920 ft/ft Velocity 4.06 ft/s Velocity Head 0.26 ft Specific Energy 1.26 ft Froude Number 0.00 Maximum Discharge 3.43 ft³/s Discharge Full 3.19 ft³/s Slope Full 0.00800 ft/ft Flow Type SubCritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Design Point 3 Culvert 7/23/2014 4:49:33 PM Bentley Systems, Inc. Haestad Methods Solution BentleyCenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 GVF Output Data Normal Depth Over Rise 100.00 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 1.00 ft Critical Depth 0.76 ft Channel Slope 0.80000 % Critical Slope 0.00920 ft/ft Design Point 3 Culvert 7/23/2014 4:49:33 PM Bentley Systems, Inc. Haestad Methods Solution BentleyCenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.035 Channel Slope 0.50000 % Left Side Slope 4.00 ft/ft (H:V) Right Side Slope 4.00 ft/ft (H:V) Bottom Width 4.00 ft Discharge 3.06 ft³/s Results Normal Depth 0.40 ft Flow Area 2.24 ft² Wetted Perimeter 7.30 ft Hydraulic Radius 0.31 ft Top Width 7.20 ft Critical Depth 0.24 ft Critical Slope 0.03082 ft/ft Velocity 1.37 ft/s Velocity Head 0.03 ft Specific Energy 0.43 ft Froude Number 0.43 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.40 ft Critical Depth 0.24 ft Channel Slope 0.50000 % Design Point 3 Swale 7/23/2014 5:04:22 PM Bentley Systems, Inc. Haestad Methods Solution BentleyCenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Design Point 3 Swale GVF Output Data Critical Slope 0.03082 ft/ft 7/23/2014 5:04:22 PM Bentley Systems, Inc. Haestad Methods Solution BentleyCenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Project Description Friction Method Manning Formula Solve For Full Flow Capacity Input Data Roughness Coefficient 0.013 Channel Slope 0.50000 % Normal Depth 2.50 ft Diameter 30.00 in Discharge 29.00 ft³/s Results Discharge 29.00 ft³/s Normal Depth 2.50 ft Flow Area 4.91 ft² Wetted Perimeter 7.85 ft Hydraulic Radius 0.63 ft Top Width 0.00 ft Critical Depth 1.84 ft Percent Full 100.0 % Critical Slope 0.00632 ft/ft Velocity 5.91 ft/s Velocity Head 0.54 ft Specific Energy 3.04 ft Froude Number 0.00 Maximum Discharge 31.20 ft³/s Discharge Full 29.00 ft³/s Slope Full 0.00500 ft/ft Flow Type SubCritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Design Points 5 and 6 Culvert 7/23/2014 4:50:27 PM Bentley Systems, Inc. Haestad Methods Solution BentleyCenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 GVF Output Data Normal Depth Over Rise 100.00 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 2.50 ft Critical Depth 1.84 ft Channel Slope 0.50000 % Critical Slope 0.00632 ft/ft Design Points 5 and 6 Culvert 7/23/2014 4:50:27 PM Bentley Systems, Inc. Haestad Methods Solution BentleyCenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.035 Channel Slope 0.30000 % Left Side Slope 4.00 ft/ft (H:V) Right Side Slope 4.00 ft/ft (H:V) Bottom Width 4.00 ft Discharge 25.78 ft³/s Results Normal Depth 1.34 ft Flow Area 12.53 ft² Wetted Perimeter 15.04 ft Hydraulic Radius 0.83 ft Top Width 14.71 ft Critical Depth 0.83 ft Critical Slope 0.02210 ft/ft Velocity 2.06 ft/s Velocity Head 0.07 ft Specific Energy 1.40 ft Froude Number 0.39 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 1.34 ft Critical Depth 0.83 ft Channel Slope 0.30000 % Design Point 5 Swale 7/23/2014 5:02:45 PM Bentley Systems, Inc. Haestad Methods Solution BentleCyenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Design Point 5 Swale GVF Output Data Critical Slope 0.02210 ft/ft 7/23/2014 5:02:45 PM Bentley Systems, Inc. Haestad Methods Solution BentleCyenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.035 Channel Slope 0.30000 % Left Side Slope 4.00 ft/ft (H:V) Right Side Slope 4.00 ft/ft (H:V) Bottom Width 4.00 ft Discharge 31.17 ft³/s Results Normal Depth 1.46 ft Flow Area 14.41 ft² Wetted Perimeter 16.06 ft Hydraulic Radius 0.90 ft Top Width 15.70 ft Critical Depth 0.91 ft Critical Slope 0.02151 ft/ft Velocity 2.16 ft/s Velocity Head 0.07 ft Specific Energy 1.54 ft Froude Number 0.40 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 1.46 ft Critical Depth 0.91 ft Channel Slope 0.30000 % Design Point 6 Swale 7/23/2014 5:02:19 PM Bentley Systems, Inc. Haestad Methods Solution BentleyCenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Design Point 6 Swale GVF Output Data Critical Slope 0.02151 ft/ft 7/23/2014 5:02:19 PM Bentley Systems, Inc. Haestad Methods Solution BentleyCenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Project Description Friction Method Manning Formula Solve For Full Flow Capacity Input Data Roughness Coefficient 0.013 Channel Slope 0.50000 % Normal Depth 1.25 ft Diameter 15.00 in Discharge 4.57 ft³/s Results Discharge 4.57 ft³/s Normal Depth 1.25 ft Flow Area 1.23 ft² Wetted Perimeter 3.93 ft Hydraulic Radius 0.31 ft Top Width 0.00 ft Critical Depth 0.87 ft Percent Full 100.0 % Critical Slope 0.00732 ft/ft Velocity 3.72 ft/s Velocity Head 0.22 ft Specific Energy 1.47 ft Froude Number 0.00 Maximum Discharge 4.91 ft³/s Discharge Full 4.57 ft³/s Slope Full 0.00500 ft/ft Flow Type SubCritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Design Point 13 Culvert 7/23/2014 4:51:26 PM Bentley Systems, Inc. Haestad Methods Solution BentleyCenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 GVF Output Data Normal Depth Over Rise 100.00 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 1.25 ft Critical Depth 0.87 ft Channel Slope 0.50000 % Critical Slope 0.00732 ft/ft Design Point 13 Culvert 7/23/2014 4:51:26 PM Bentley Systems, Inc. Haestad Methods Solution BentleyCenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.035 Channel Slope 0.50000 % Left Side Slope 4.00 ft/ft (H:V) Right Side Slope 4.00 ft/ft (H:V) Discharge 4.21 ft³/s Results Normal Depth 0.81 ft Flow Area 2.62 ft² Wetted Perimeter 6.67 ft Hydraulic Radius 0.39 ft Top Width 6.47 ft Critical Depth 0.59 ft Critical Slope 0.02799 ft/ft Velocity 1.61 ft/s Velocity Head 0.04 ft Specific Energy 0.85 ft Froude Number 0.45 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.81 ft Critical Depth 0.59 ft Channel Slope 0.50000 % Critical Slope 0.02799 ft/ft Design Point 13 Swale 7/23/2014 5:01:26 PM Bentley Systems, Inc. Haestad Methods Solution BentleyCenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Project Description Friction Method Manning Formula Solve For Discharge Input Data Roughness Coefficient 0.013 Channel Slope 0.00500 ft/ft Normal Depth 2.35 ft Diameter 30.00 in Results Discharge 31.20 ft³/s Flow Area 4.79 ft² Wetted Perimeter 6.62 ft Hydraulic Radius 0.72 ft Top Width 1.19 ft Critical Depth 1.90 ft Percent Full 94.0 % Critical Slope 0.00672 ft/ft Velocity 6.51 ft/s Velocity Head 0.66 ft Specific Energy 3.01 ft Froude Number 0.57 Maximum Discharge 31.20 ft³/s Discharge Full 29.00 ft³/s Slope Full 0.00579 ft/ft Flow Type SubCritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 94.00 % Downstream Velocity Infinity ft/s International Blvd Outfall Pipe 4/22/2014 1:21:34 PM Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 GVF Output Data Upstream Velocity Infinity ft/s Normal Depth 2.35 ft Critical Depth 1.90 ft Channel Slope 0.00500 ft/ft Critical Slope 0.00672 ft/ft International Blvd Outfall Pipe 4/22/2014 1:21:34 PM Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Project Description Friction Method Manning Formula Solve For Discharge Input Data Roughness Coefficient 0.035 Channel Slope 0.00350 ft/ft Normal Depth 1.50 ft Left Side Slope 4.00 ft/ft (H:V) Right Side Slope 4.00 ft/ft (H:V) Bottom Width 6.00 ft Results Discharge 44.60 ft³/s Flow Area 18.00 ft² Wetted Perimeter 18.37 ft Hydraulic Radius 0.98 ft Top Width 18.00 ft Critical Depth 0.96 ft Critical Slope 0.02066 ft/ft Velocity 2.48 ft/s Velocity Head 0.10 ft Specific Energy 1.60 ft Froude Number 0.44 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 1.50 ft Critical Depth 0.96 ft Channel Slope 0.00350 ft/ft Drycreek Off-Site Swale 4/22/2014 1:22:15 PM Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Drycreek Off-Site Swale GVF Output Data Critical Slope 0.02066 ft/ft 4/22/2014 1:22:15 PM Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Appendix C (Inlet Calculations) Worksheet Protected Project: Inlet ID: Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm (local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 0.5 2.1 cfs * If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet. Geographic Information: (Enter data in the blue cells): Subcatchment Area = Acres Percent Imperviousness = % NRCS Soil Type = A, B, C, or D Slope (ft/ft) Length (ft) Overland Flow = Channel Flow = Rainfall Information: Intensity I (inch/hr) = C1 * P 1 / ( C2 + Tc ) ^ C 3 Minor Storm Major Storm Design Storm Return Period, Tr = years Return Period One-Hour Precipitation, P1 = inches 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 = 0.0 0.0 cfs Total Design Peak Flow, Q = 0.5 2.1 cfs <--- FILL IN THIS SECTION OR… FILL IN THE SECTIONS BELOW. <--- DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD Timbervine Inlet A2-1 Site is Urban Site is Non-Urban Show Details Site Type: Street Inlets Area Inlets in a Median Flows Developed For: UD-Inlet_v3.14 - A2-1.xlsm, Q-Peak 7/23/2014, 5:22 PM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 9.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.018 Height of Curb at Gutter Flow Line HCURB = 4.75 inches Distance from Curb Face to Street Crown TCROWN = 16.2 ft Gutter Width W = 6.00 ft Street Transverse Slope SX = 0.023 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.023 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 16.2 16.2 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 4.8 12.0 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (Eq. ST-2) y = 4.37 4.37 inches Vertical Depth between Gutter Lip and Gutter Flowline (usually 2") dC = 1.6 1.6 inches Gutter Depression (dC - (W * Sx * 12)) a = 0.00 0.00 inches Water Depth at Gutter Flowline d = 4.37 4.37 inches Allowable Spread for Discharge outside the Gutter Section W (T - W) TX = 10.2 10.2 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.710 0.710 Discharge outside the Gutter Section W, carried in Section TX QX = 0.0 0.0 cfs Discharge within the Gutter Section W (QT - QX) QW = 0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) QBACK = 0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT = SUMP SUMP cfs Flow Velocity within the Gutter Section V = 0.0 0.0 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d = 0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH = 17.6 44.4 ft Theoretical Spread for Discharge outside the Gutter Section W (T - W) TX TH = 11.6 38.4 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.671 0.321 Theoretical Discharge outside the Gutter Section W, carried in Section TX TH QX TH = 0.0 0.0 cfs Actual Discharge outside the Gutter Section W, (limited by distance TCROWN) QX = 0.0 0.0 cfs Discharge within the Gutter Section W (Qd - QX) QW = 0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) QBACK = 0.0 0.0 cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor) Q = 0.0 0.0 cfs Average Flow Velocity Within the Gutter Section V = 0.0 0.0 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d = 0.0 0.0 Slope-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm R = SUMP SUMP Max Flow Based on Allowable Depth (Safety Factor Applied) Qd = SUMP SUMP cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied) d = inches Resultant Flow Depth at Street Crown (Safety Factor Applied) dCROWN = inches MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) Timbervine Inlet A2-1 (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' UD-Inlet_v3.14 - A2-1.xlsm, Q-Allow 7/23/2014, 5:24 PM Project = Inlet ID = Design Information (Input) MINOR MAJOR Type of Inlet Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 0.00 0.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 4.8 6.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = 2.92 2.92 feet Width of a Unit Grate Wo = 2.92 2.92 feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = 0.70 0.70 Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = 0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = 2.41 2.41 Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = 0.67 0.67 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = N/A N/A feet Height of Vertical Curb Opening in Inches Hvert = N/A N/A inches Height of Curb Orifice Throat in Inches Hthroat = N/A N/A inches Angle of Throat (see USDCM Figure ST-5) Theta = N/A N/A degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = N/A N/A feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = N/A N/A Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = N/A N/A Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = N/A N/A Grate Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.00 1.00 Clogging Factor for Multiple Units Clog = 0.50 0.50 Grate Capacity as a Weir (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qwi = 2.90 5.36 cfs Interception with Clogging Qwa = 1.45 2.68 cfs Grate Capacity as a Orifice (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qoi = 19.33 21.93 cfs Interception with Clogging Qoa = 9.67 10.97 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = 7.27 10.51 cfs Interception with Clogging Qma = 3.63 5.26 cfs Resulting Grate Capacity (assumes clogged condition) QGrate = 1.45 2.68 cfs Curb Opening Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = N/A N/A Clogging Factor for Multiple Units Clog = N/A N/A Curb Opening as a Weir (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qwi = N/A N/A cfs Interception with Clogging Qwa = N/A N/A cfs Curb Opening as an Orifice (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qoi = N/A N/A cfs Interception with Clogging Qoa = N/A N/A cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = N/A N/A cfs Interception with Clogging Qma = N/A N/A cfs Resulting Curb Opening Capacity (assumes clogged condition) QCurb = N/A N/A cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L = 2.92 2.92 feet Resultant Street Flow Spread (based on sheet Q-Allow geometry) T = 17.6 22.2 ft.>T-Crown Resultant Flow Depth at Street Crown dCROWN = 0.4 1.6 inches MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 1.5 2.7 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 0.5 2.1 cfs INLET IN A SUMP OR SAG LOCATION Timbervine Inlet A2-1 Worksheet Protected Project: Inlet ID: Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm (local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 1.6 7.0 cfs * If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet. Geographic Information: (Enter data in the blue cells): Subcatchment Area = Acres Percent Imperviousness = % NRCS Soil Type = A, B, C, or D Slope (ft/ft) Length (ft) Overland Flow = Channel Flow = Rainfall Information: Intensity I (inch/hr) = C1 * P 1 / ( C2 + Tc ) ^ C 3 Minor Storm Major Storm Design Storm Return Period, Tr = years Return Period One-Hour Precipitation, P1 = inches 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 = 0.0 0.0 cfs Total Design Peak Flow, Q = 1.6 7.0 cfs <--- FILL IN THIS SECTION OR… FILL IN THE SECTIONS BELOW. <--- DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD Timbervine Inlet A4 Site is Urban Site is Non-Urban Show Details Site Type: Street Inlets Area Inlets in a Median Flows Developed For: UD-Inlet_v3.14 - A4.xlsm, Q-Peak 7/23/2014, 5:25 PM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 9.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.018 Height of Curb at Gutter Flow Line HCURB = 4.75 inches Distance from Curb Face to Street Crown TCROWN = 16.2 ft Gutter Width W = 1.17 ft Street Transverse Slope SX = 0.023 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.098 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 16.2 16.2 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 4.8 12.0 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (Eq. ST-2) y = 4.37 4.37 inches Vertical Depth between Gutter Lip and Gutter Flowline (usually 2") dC = 1.4 1.4 inches Gutter Depression (dC - (W * Sx * 12)) a = 1.06 1.06 inches Water Depth at Gutter Flowline d = 5.42 5.42 inches Allowable Spread for Discharge outside the Gutter Section W (T - W) TX = 15.0 15.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.213 0.213 Discharge outside the Gutter Section W, carried in Section TX QX = 0.0 0.0 cfs Discharge within the Gutter Section W (QT - QX) QW = 0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) QBACK = 0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT = SUMP SUMP cfs Flow Velocity within the Gutter Section V = 0.0 0.0 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d = 0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH = 13.7 40.5 ft Theoretical Spread for Discharge outside the Gutter Section W (T - W) TX TH = 12.5 39.4 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.254 0.081 Theoretical Discharge outside the Gutter Section W, carried in Section TX TH QX TH = 0.0 0.0 cfs Actual Discharge outside the Gutter Section W, (limited by distance TCROWN) QX = 0.0 0.0 cfs Discharge within the Gutter Section W (Qd - QX) QW = 0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) QBACK = 0.0 0.0 cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor) Q = 0.0 0.0 cfs Average Flow Velocity Within the Gutter Section V = 0.0 0.0 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d = 0.0 0.0 Slope-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm R = SUMP SUMP Max Flow Based on Allowable Depth (Safety Factor Applied) Qd = SUMP SUMP cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied) d = inches Resultant Flow Depth at Street Crown (Safety Factor Applied) dCROWN = inches MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) Timbervine Inlet A4 (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' UD-Inlet_v3.14 - A4.xlsm, Q-Allow 7/23/2014, 5:25 PM Project = Inlet ID = Design Information (Input) MINOR MAJOR Type of Inlet Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 4.25 4.25 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 4.8 6.9 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = N/A N/A feet Width of a Unit Grate Wo = N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat = 6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 1.17 1.17 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.67 0.67 Grate Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = N/A N/A Clogging Factor for Multiple Units Clog = N/A N/A Grate Capacity as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = N/A N/A cfs Interception with Clogging Qwa = N/A N/A cfs Grate Capacity as a Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = N/A N/A cfs Interception with Clogging Qoa = N/A N/A cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = N/A N/A cfs Interception with Clogging Qma = N/A N/A cfs Resulting Grate Capacity (assumes clogged condition) QGrate = N/A N/A cfs Curb Opening Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.00 1.00 Clogging Factor for Multiple Units Clog = 0.10 0.10 Curb Opening as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = 3.82 7.99 cfs Interception with Clogging Qwa = 3.44 7.19 cfs Curb Opening as an Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = 9.75 11.29 cfs Interception with Clogging Qoa = 8.78 10.16 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = 5.67 8.83 cfs Interception with Clogging Qma = 5.11 7.95 cfs Resulting Curb Opening Capacity (assumes clogged condition) QCurb = 3.44 7.19 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L = 5.00 5.00 feet Resultant Street Flow Spread (based on sheet Q-Allow geometry) T = 13.7 21.6 ft.>T-Crown Resultant Flow Depth at Street Crown dCROWN = 0.0 1.5 inches MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 3.4 7.2 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 1.6 7.0 cfs INLET IN A SUMP OR SAG LOCATION Timbervine Inlet A4 Worksheet Protected Project: Inlet ID: Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm (local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 0.6 2.7 cfs * If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet. Geographic Information: (Enter data in the blue cells): Subcatchment Area = Acres Percent Imperviousness = % NRCS Soil Type = A, B, C, or D Slope (ft/ft) Length (ft) Overland Flow = Channel Flow = Rainfall Information: Intensity I (inch/hr) = C1 * P 1 / ( C2 + Tc ) ^ C 3 Minor Storm Major Storm Design Storm Return Period, Tr = years Return Period One-Hour Precipitation, P1 = inches 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 = 0.0 0.0 cfs Total Design Peak Flow, Q = 0.6 2.7 cfs <--- FILL IN THIS SECTION OR… FILL IN THE SECTIONS BELOW. <--- DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD Timbervine Inlet A5 Site is Urban Site is Non-Urban Show Details Site Type: Street Inlets Area Inlets in a Median Flows Developed For: UD-Inlet_v3.14 - A5.xlsm, Q-Peak 7/23/2014, 5:27 PM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 9.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.018 Height of Curb at Gutter Flow Line HCURB = 4.75 inches Distance from Curb Face to Street Crown TCROWN = 16.2 ft Gutter Width W = 6.00 ft Street Transverse Slope SX = 0.023 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.023 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 16.2 16.2 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 4.8 12.0 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (Eq. ST-2) y = 4.37 4.37 inches Vertical Depth between Gutter Lip and Gutter Flowline (usually 2") dC = 1.6 1.6 inches Gutter Depression (dC - (W * Sx * 12)) a = 0.00 0.00 inches Water Depth at Gutter Flowline d = 4.37 4.37 inches Allowable Spread for Discharge outside the Gutter Section W (T - W) TX = 10.2 10.2 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.710 0.710 Discharge outside the Gutter Section W, carried in Section TX QX = 0.0 0.0 cfs Discharge within the Gutter Section W (QT - QX) QW = 0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) QBACK = 0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT = SUMP SUMP cfs Flow Velocity within the Gutter Section V = 0.0 0.0 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d = 0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH = 17.6 44.4 ft Theoretical Spread for Discharge outside the Gutter Section W (T - W) TX TH = 11.6 38.4 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.671 0.321 Theoretical Discharge outside the Gutter Section W, carried in Section TX TH QX TH = 0.0 0.0 cfs Actual Discharge outside the Gutter Section W, (limited by distance TCROWN) QX = 0.0 0.0 cfs Discharge within the Gutter Section W (Qd - QX) QW = 0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) QBACK = 0.0 0.0 cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor) Q = 0.0 0.0 cfs Average Flow Velocity Within the Gutter Section V = 0.0 0.0 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d = 0.0 0.0 Slope-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm R = SUMP SUMP Max Flow Based on Allowable Depth (Safety Factor Applied) Qd = SUMP SUMP cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied) d = 2.17 3.82 inches Resultant Flow Depth at Street Crown (Safety Factor Applied) dCROWN = 0.00 0.00 inches MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) Timbervine Inlet A5 (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' UD-Inlet_v3.14 - A5.xlsm, Q-Allow 7/23/2014, 5:27 PM Project = Inlet ID = Design Information (Input) MINOR MAJOR Type of Inlet Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 0.00 0.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 4.8 6.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = 2.92 2.92 feet Width of a Unit Grate Wo = 2.92 2.92 feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = 0.70 0.70 Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = 0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = 2.41 2.41 Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = 0.67 0.67 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = N/A N/A feet Height of Vertical Curb Opening in Inches Hvert = N/A N/A inches Height of Curb Orifice Throat in Inches Hthroat = N/A N/A inches Angle of Throat (see USDCM Figure ST-5) Theta = N/A N/A degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = N/A N/A feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = N/A N/A Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = N/A N/A Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = N/A N/A Grate Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.00 1.00 Clogging Factor for Multiple Units Clog = 0.50 0.50 Grate Capacity as a Weir (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qwi = 2.90 5.36 cfs Interception with Clogging Qwa = 1.45 2.68 cfs Grate Capacity as a Orifice (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qoi = 19.33 21.93 cfs Interception with Clogging Qoa = 9.67 10.97 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = 7.27 10.51 cfs Interception with Clogging Qma = 3.63 5.26 cfs Resulting Grate Capacity (assumes clogged condition) QGrate = 1.45 2.68 cfs Curb Opening Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = N/A N/A Clogging Factor for Multiple Units Clog = N/A N/A Curb Opening as a Weir (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qwi = N/A N/A cfs Interception with Clogging Qwa = N/A N/A cfs Curb Opening as an Orifice (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qoi = N/A N/A cfs Interception with Clogging Qoa = N/A N/A cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = N/A N/A cfs Interception with Clogging Qma = N/A N/A cfs Resulting Curb Opening Capacity (assumes clogged condition) QCurb = N/A N/A cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L = 2.92 2.92 feet Resultant Street Flow Spread (based on sheet Q-Allow geometry) T = 17.6 22.2 ft.>T-Crown Resultant Flow Depth at Street Crown dCROWN = 0.4 1.6 inches MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 1.5 2.7 cfs WARNING: Inlet Capacity less than Q Peak for MAJOR Storm Q PEAK REQUIRED = 0.6 2.7 cfs INLET IN A SUMP OR SAG LOCATION Timbervine Inlet A5 Worksheet Protected Project: Inlet ID: Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm (local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 0.7 3.1 cfs * If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet. Geographic Information: (Enter data in the blue cells): Subcatchment Area = Acres Percent Imperviousness = % NRCS Soil Type = A, B, C, or D Slope (ft/ft) Length (ft) Overland Flow = Channel Flow = Rainfall Information: Intensity I (inch/hr) = C1 * P 1 / ( C2 + Tc ) ^ C 3 Minor Storm Major Storm Design Storm Return Period, Tr = years Return Period One-Hour Precipitation, P1 = inches 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 = 0.0 0.0 cfs Total Design Peak Flow, Q = 0.7 3.1 cfs <--- FILL IN THIS SECTION OR… FILL IN THE SECTIONS BELOW. <--- DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD Timbervine Inlet B1 Site is Urban Site is Non-Urban Show Details Site Type: Street Inlets Area Inlets in a Median Flows Developed For: UD-Inlet_v3.14 - B1.xlsm, Q-Peak 7/23/2014, 5:30 PM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 11.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.018 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 25.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.023 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 25.0 25.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 12.0 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (Eq. ST-2) y = 6.75 6.75 inches Vertical Depth between Gutter Lip and Gutter Flowline (usually 2") dC = 2.0 2.0 inches Gutter Depression (dC - (W * Sx * 12)) a = 1.45 1.45 inches Water Depth at Gutter Flowline d = 8.20 8.20 inches Allowable Spread for Discharge outside the Gutter Section W (T - W) TX = 23.0 23.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.230 0.230 Discharge outside the Gutter Section W, carried in Section TX QX = 0.0 0.0 cfs Discharge within the Gutter Section W (QT - QX) QW = 0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) QBACK = 0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT = SUMP SUMP cfs Flow Velocity within the Gutter Section V = 0.0 0.0 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d = 0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH = 16.8 39.1 ft Theoretical Spread for Discharge outside the Gutter Section W (T - W) TX TH = 14.8 37.1 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.344 0.144 Theoretical Discharge outside the Gutter Section W, carried in Section TX TH QX TH = 0.0 0.0 cfs Actual Discharge outside the Gutter Section W, (limited by distance TCROWN) QX = 0.0 0.0 cfs Discharge within the Gutter Section W (Qd - QX) QW = 0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) QBACK = 0.0 0.0 cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor) Q = 0.0 0.0 cfs Average Flow Velocity Within the Gutter Section V = 0.0 0.0 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d = 0.0 0.0 Slope-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm R = SUMP SUMP Max Flow Based on Allowable Depth (Safety Factor Applied) Qd = SUMP SUMP cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied) d = inches Resultant Flow Depth at Street Crown (Safety Factor Applied) dCROWN = inches MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) Timbervine Inlet B1 (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' UD-Inlet_v3.14 - B1.xlsm, Q-Allow 7/23/2014, 5:30 PM Project = Inlet ID = Design Information (Input) MINOR MAJOR Type of Inlet Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 12.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = N/A N/A feet Width of a Unit Grate Wo = N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat = 6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.67 0.67 Grate Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = N/A N/A Clogging Factor for Multiple Units Clog = N/A N/A Grate Capacity as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = N/A N/A cfs Interception with Clogging Qwa = N/A N/A cfs Grate Capacity as a Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = N/A N/A cfs Interception with Clogging Qoa = N/A N/A cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = N/A N/A cfs Interception with Clogging Qma = N/A N/A cfs Resulting Grate Capacity (assumes clogged condition) QGrate = N/A N/A cfs Curb Opening Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.00 1.00 Clogging Factor for Multiple Units Clog = 0.10 0.10 Curb Opening as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = 5.98 23.58 cfs Interception with Clogging Qwa = 5.38 21.22 cfs Curb Opening as an Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = 9.75 13.62 cfs Interception with Clogging Qoa = 8.78 12.26 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = 7.10 16.67 cfs Interception with Clogging Qma = 6.39 15.00 cfs Resulting Curb Opening Capacity (assumes clogged condition) QCurb = 5.38 12.26 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L = 5.00 5.00 feet Resultant Street Flow Spread (based on sheet Q-Allow geometry) T = 16.8 39.1 ft.>T-Crown Resultant Flow Depth at Street Crown dCROWN = 0.0 3.8 inches MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 5.4 12.3 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 0.7 3.1 cfs INLET IN A SUMP OR SAG LOCATION Timbervine Inlet B1 Worksheet Protected Project: Inlet ID: Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm (local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 0.3 1.3 cfs * If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet. Geographic Information: (Enter data in the blue cells): Subcatchment Area = Acres Percent Imperviousness = % NRCS Soil Type = A, B, C, or D Slope (ft/ft) Length (ft) Overland Flow = Channel Flow = Rainfall Information: Intensity I (inch/hr) = C1 * P 1 / ( C2 + Tc ) ^ C 3 Minor Storm Major Storm Design Storm Return Period, Tr = years Return Period One-Hour Precipitation, P1 = inches 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 = 0.0 0.0 cfs Total Design Peak Flow, Q = 0.3 1.3 cfs <--- FILL IN THIS SECTION OR… FILL IN THE SECTIONS BELOW. <--- DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD Timbervine Inlet B2 Site is Urban Site is Non-Urban Show Details Site Type: Street Inlets Area Inlets in a Median Flows Developed For: UD-Inlet_v3.14 - B2.xlsm, Q-Peak 7/23/2014, 5:31 PM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 11.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.018 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 25.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.023 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 25.0 25.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 12.0 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (Eq. ST-2) y = 6.75 6.75 inches Vertical Depth between Gutter Lip and Gutter Flowline (usually 2") dC = 2.0 2.0 inches Gutter Depression (dC - (W * Sx * 12)) a = 1.45 1.45 inches Water Depth at Gutter Flowline d = 8.20 8.20 inches Allowable Spread for Discharge outside the Gutter Section W (T - W) TX = 23.0 23.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.230 0.230 Discharge outside the Gutter Section W, carried in Section TX QX = 0.0 0.0 cfs Discharge within the Gutter Section W (QT - QX) QW = 0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) QBACK = 0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT = SUMP SUMP cfs Flow Velocity within the Gutter Section V = 0.0 0.0 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d = 0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH = 16.8 39.1 ft Theoretical Spread for Discharge outside the Gutter Section W (T - W) TX TH = 14.8 37.1 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.344 0.144 Theoretical Discharge outside the Gutter Section W, carried in Section TX TH QX TH = 0.0 0.0 cfs Actual Discharge outside the Gutter Section W, (limited by distance TCROWN) QX = 0.0 0.0 cfs Discharge within the Gutter Section W (Qd - QX) QW = 0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) QBACK = 0.0 0.0 cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor) Q = 0.0 0.0 cfs Average Flow Velocity Within the Gutter Section V = 0.0 0.0 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d = 0.0 0.0 Slope-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm R = SUMP SUMP Max Flow Based on Allowable Depth (Safety Factor Applied) Qd = SUMP SUMP cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied) d = inches Resultant Flow Depth at Street Crown (Safety Factor Applied) dCROWN = inches MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) Timbervine Inlet B2 (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' UD-Inlet_v3.14 - B2.xlsm, Q-Allow 7/23/2014, 5:31 PM Project = Inlet ID = Design Information (Input) MINOR MAJOR Type of Inlet Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 12.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = N/A N/A feet Width of a Unit Grate Wo = N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat = 6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.67 0.67 Grate Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = N/A N/A Clogging Factor for Multiple Units Clog = N/A N/A Grate Capacity as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = N/A N/A cfs Interception with Clogging Qwa = N/A N/A cfs Grate Capacity as a Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = N/A N/A cfs Interception with Clogging Qoa = N/A N/A cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = N/A N/A cfs Interception with Clogging Qma = N/A N/A cfs Resulting Grate Capacity (assumes clogged condition) QGrate = N/A N/A cfs Curb Opening Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.00 1.00 Clogging Factor for Multiple Units Clog = 0.10 0.10 Curb Opening as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = 5.98 23.58 cfs Interception with Clogging Qwa = 5.38 21.22 cfs Curb Opening as an Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = 9.75 13.62 cfs Interception with Clogging Qoa = 8.78 12.26 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = 7.10 16.67 cfs Interception with Clogging Qma = 6.39 15.00 cfs Resulting Curb Opening Capacity (assumes clogged condition) QCurb = 5.38 12.26 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L = 5.00 5.00 feet Resultant Street Flow Spread (based on sheet Q-Allow geometry) T = 16.8 39.1 ft.>T-Crown Resultant Flow Depth at Street Crown dCROWN = 0.0 3.8 inches MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 5.4 12.3 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 0.3 1.3 cfs INLET IN A SUMP OR SAG LOCATION Timbervine Inlet B2 Worksheet Protected Project: Inlet ID: Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm (local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 1.0 4.3 cfs * If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet. Geographic Information: (Enter data in the blue cells): Subcatchment Area = Acres Percent Imperviousness = % NRCS Soil Type = A, B, C, or D Slope (ft/ft) Length (ft) Overland Flow = Channel Flow = Rainfall Information: Intensity I (inch/hr) = C1 * P 1 / ( C2 + Tc ) ^ C 3 Minor Storm Major Storm Design Storm Return Period, Tr = years Return Period One-Hour Precipitation, P1 = inches 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 = 0.0 0.0 cfs Total Design Peak Flow, Q = 1.0 4.3 cfs <--- FILL IN THIS SECTION OR… FILL IN THE SECTIONS BELOW. <--- DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD Timbervine Inlet SO3-1 Site is Urban Site is Non-Urban Show Details Site Type: Street Inlets Area Inlets in a Median Flows Developed For: UD-Inlet_v3.14 - SO3-1.xlsm, Q-Peak 7/23/2014, 5:33 PM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 11.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.018 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 25.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.023 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 25.0 25.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 12.0 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (Eq. ST-2) y = 6.75 6.75 inches Vertical Depth between Gutter Lip and Gutter Flowline (usually 2") dC = 2.0 2.0 inches Gutter Depression (dC - (W * Sx * 12)) a = 1.45 1.45 inches Water Depth at Gutter Flowline d = 8.20 8.20 inches Allowable Spread for Discharge outside the Gutter Section W (T - W) TX = 23.0 23.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.230 0.230 Discharge outside the Gutter Section W, carried in Section TX QX = 0.0 0.0 cfs Discharge within the Gutter Section W (QT - QX) QW = 0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) QBACK = 0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT = SUMP SUMP cfs Flow Velocity within the Gutter Section V = 0.0 0.0 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d = 0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH = 16.8 39.1 ft Theoretical Spread for Discharge outside the Gutter Section W (T - W) TX TH = 14.8 37.1 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.344 0.144 Theoretical Discharge outside the Gutter Section W, carried in Section TX TH QX TH = 0.0 0.0 cfs Actual Discharge outside the Gutter Section W, (limited by distance TCROWN) QX = 0.0 0.0 cfs Discharge within the Gutter Section W (Qd - QX) QW = 0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) QBACK = 0.0 0.0 cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor) Q = 0.0 0.0 cfs Average Flow Velocity Within the Gutter Section V = 0.0 0.0 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d = 0.0 0.0 Slope-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm R = SUMP SUMP Max Flow Based on Allowable Depth (Safety Factor Applied) Qd = SUMP SUMP cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied) d = inches Resultant Flow Depth at Street Crown (Safety Factor Applied) dCROWN = inches MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) Timbervine Inlet SO3-1 (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' UD-Inlet_v3.14 - SO3-1.xlsm, Q-Allow 7/23/2014, 5:33 PM Project = Inlet ID = Design Information (Input) MINOR MAJOR Type of Inlet Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 12.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = N/A N/A feet Width of a Unit Grate Wo = N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat = 6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.67 0.67 Grate Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = N/A N/A Clogging Factor for Multiple Units Clog = N/A N/A Grate Capacity as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = N/A N/A cfs Interception with Clogging Qwa = N/A N/A cfs Grate Capacity as a Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = N/A N/A cfs Interception with Clogging Qoa = N/A N/A cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = N/A N/A cfs Interception with Clogging Qma = N/A N/A cfs Resulting Grate Capacity (assumes clogged condition) QGrate = N/A N/A cfs Curb Opening Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.00 1.00 Clogging Factor for Multiple Units Clog = 0.10 0.10 Curb Opening as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = 5.98 23.58 cfs Interception with Clogging Qwa = 5.38 21.22 cfs Curb Opening as an Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = 9.75 13.62 cfs Interception with Clogging Qoa = 8.78 12.26 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = 7.10 16.67 cfs Interception with Clogging Qma = 6.39 15.00 cfs Resulting Curb Opening Capacity (assumes clogged condition) QCurb = 5.38 12.26 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L = 5.00 5.00 feet Resultant Street Flow Spread (based on sheet Q-Allow geometry) T = 16.8 39.1 ft.>T-Crown Resultant Flow Depth at Street Crown dCROWN = 0.0 3.8 inches MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 5.4 12.3 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 1.0 4.3 cfs INLET IN A SUMP OR SAG LOCATION Timbervine Inlet SO3-1 Worksheet Protected Project: Inlet ID: Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm (local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 1.0 4.3 cfs * If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet. Geographic Information: (Enter data in the blue cells): Subcatchment Area = Acres Percent Imperviousness = % NRCS Soil Type = A, B, C, or D Slope (ft/ft) Length (ft) Overland Flow = Channel Flow = Rainfall Information: Intensity I (inch/hr) = C1 * P 1 / ( C2 + Tc ) ^ C 3 Minor Storm Major Storm Design Storm Return Period, Tr = years Return Period One-Hour Precipitation, P1 = inches 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 = 0.0 0.0 cfs Total Design Peak Flow, Q = 1.0 4.3 cfs <--- FILL IN THIS SECTION OR… FILL IN THE SECTIONS BELOW. <--- DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD Timbervine Inlet SO3-2 Site is Urban Site is Non-Urban Show Details Site Type: Street Inlets Area Inlets in a Median Flows Developed For: UD-Inlet_v3.14 - SO3-2.xlsm, Q-Peak 7/23/2014, 5:33 PM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 11.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.018 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 25.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.023 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 25.0 25.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 12.0 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (Eq. ST-2) y = 6.75 6.75 inches Vertical Depth between Gutter Lip and Gutter Flowline (usually 2") dC = 2.0 2.0 inches Gutter Depression (dC - (W * Sx * 12)) a = 1.45 1.45 inches Water Depth at Gutter Flowline d = 8.20 8.20 inches Allowable Spread for Discharge outside the Gutter Section W (T - W) TX = 23.0 23.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.230 0.230 Discharge outside the Gutter Section W, carried in Section TX QX = 0.0 0.0 cfs Discharge within the Gutter Section W (QT - QX) QW = 0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) QBACK = 0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT = SUMP SUMP cfs Flow Velocity within the Gutter Section V = 0.0 0.0 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d = 0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH = 16.8 39.1 ft Theoretical Spread for Discharge outside the Gutter Section W (T - W) TX TH = 14.8 37.1 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.344 0.144 Theoretical Discharge outside the Gutter Section W, carried in Section TX TH QX TH = 0.0 0.0 cfs Actual Discharge outside the Gutter Section W, (limited by distance TCROWN) QX = 0.0 0.0 cfs Discharge within the Gutter Section W (Qd - QX) QW = 0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) QBACK = 0.0 0.0 cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor) Q = 0.0 0.0 cfs Average Flow Velocity Within the Gutter Section V = 0.0 0.0 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d = 0.0 0.0 Slope-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm R = SUMP SUMP Max Flow Based on Allowable Depth (Safety Factor Applied) Qd = SUMP SUMP cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied) d = inches Resultant Flow Depth at Street Crown (Safety Factor Applied) dCROWN = inches MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) Timbervine Inlet SO3-2 (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' UD-Inlet_v3.14 - SO3-2.xlsm, Q-Allow 7/23/2014, 5:33 PM Project = Inlet ID = Design Information (Input) MINOR MAJOR Type of Inlet Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 12.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = N/A N/A feet Width of a Unit Grate Wo = N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat = 6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.67 0.67 Grate Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = N/A N/A Clogging Factor for Multiple Units Clog = N/A N/A Grate Capacity as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = N/A N/A cfs Interception with Clogging Qwa = N/A N/A cfs Grate Capacity as a Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = N/A N/A cfs Interception with Clogging Qoa = N/A N/A cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = N/A N/A cfs Interception with Clogging Qma = N/A N/A cfs Resulting Grate Capacity (assumes clogged condition) QGrate = N/A N/A cfs Curb Opening Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.00 1.00 Clogging Factor for Multiple Units Clog = 0.10 0.10 Curb Opening as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = 5.98 23.58 cfs Interception with Clogging Qwa = 5.38 21.22 cfs Curb Opening as an Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = 9.75 13.62 cfs Interception with Clogging Qoa = 8.78 12.26 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = 7.10 16.67 cfs Interception with Clogging Qma = 6.39 15.00 cfs Resulting Curb Opening Capacity (assumes clogged condition) QCurb = 5.38 12.26 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L = 5.00 5.00 feet Resultant Street Flow Spread (based on sheet Q-Allow geometry) T = 16.8 39.1 ft.>T-Crown Resultant Flow Depth at Street Crown dCROWN = 0.0 3.8 inches MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 5.4 12.3 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 1.0 4.3 cfs INLET IN A SUMP OR SAG LOCATION Timbervine Inlet SO3-2 Appendix D (Water Quality and Detention Pond Calculations) Galloway Job Name: Timbervine 3760 E. 15th Street, Suite 202 Job Number: SPHLV0001.01 Loveland, CO 80538 Date: 7/23/2014 Ph: (970) 800-3300 By: J. Prelog 31,472 7,951 83 Permeable Pavement Calculations sq. ft. sq. ft. Total Alley Area Total Required Permeable Area Total Parking Area Pan (1500 ft(4ft) + additional flow areas) Total Permeable Area Provided Additional Area Provided sq. ft. 7,868 sq. ft. 898 7,052 sq. ft. sq. ft. Sheet 1 of 4 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia = 43.7 % B) Tributary Area's Imperviousness Ratio (i = Ia / 100 ) i = 0.437 C) Contributing Watershed Area Area = 39.195 ac D) For Watersheds Outside of the Denver Region, Depth of Average d6 = in Runoff Producing Storm E) Design Concept (Select EURV when also designing for flood control) F) Design Volume (1.2 WQCV) Based on 40-hour Drain Time V DESIGN= 0.743 ac-ft (VDESIGN = (1.0 * (0.91 * i 3 - 1.19 * i 2 + 0.78 * i) / 12 * Area * 1.2) G) For Watersheds Outside of the Denver Region, V DESIGN OTHER= ac-ft Water Quality Capture Volume (WQCV) Design Volume (VWQCV OTHER = (d 6*(VDESIGN /0.43)) H) User Input of Water Quality Capture Volume (WQCV) Design Volume V DESIGN USER= ac-ft (Only if a different WQCV Design Volume is desired) I) Predominant Watershed NRCS Soil Group J) Excess Urban Runoff Volume (EURV) Design Volume For HSG A: EURVA = (0.1878i - 0.0104)*Area EURV = ac-f t For HSG B: EURVB = (0.1178i - 0.0042)*Area For HSG C/D: EURVC/D = (0.1043i - 0.0031)*Area 2. Basin Shape: Length to Width Ratio L : W = 4.0 : 1 (A basin length to width ratio of at least 2:1 will improve TSS reduction.) 3. Basin Side Slopes A) Basin Maximum Side Slopes Z = 4.00 ft / ft (Horizontal distance per unit vertical, 4:1 or flatter preferred) 4. Inlet A) Describe means of providing energy dissipation at concentrated inflow locations: Design Procedure Form: Extended Detention Basin (EDB) Timbervine Galloway July 23, 2014 Fort Collins, CO J. Prelog Riprap will be placed at all concentrated inflow locations. Choose One Excess Urban Runoff Volume (EURV) Choose One A B C / D Water Quality Capture Volume (WQCV) UD-BMP_v3.03.xlsm, EDB 7/23/2014, 5:56 PM Sheet 2 of 4 Designer: Company: Date: Project: Location: 5. Forebay A) Minimum Forebay Volume V FMIN = 0.019 ac-ft (VFMIN = 3% of the WQCV) B) Actual Forebay Volume V F = ac-ft C) Forebay Depth D F = in (DF = 18 inch maximum) D) Forebay Discharge i) Undetained 100-year Peak Discharge Q 100 = cfs ii) Forebay Discharge Design Flow Q F = cfs (QF = 0.02 * Q 100) E) Forebay Discharge Design F) Discharge Pipe Size (minimum 8-inches) Calculated DP = in G) Rectangular Notch Width Calculated W N = in PROVIDE A CONSISTENT LONGITUDINAL 6. Trickle Channel SLOPE FROM FOREBAY TO MICROPOOL WITH NO MEANDERING. RIPRAP AND A) Type of Trickle Channel SOIL RIPRAP LINED CHANNELS ARE NOT RECOMMENDED. MINIMUM DEPTH OF 1.5 FEET F) Slope of Trickle Channel S = 0.0025 ft / ft 7. Micropool and Outlet Structure A) Depth of Micropool (2.5-feet minimum) D M = ft B) Surface Area of Micropool (10 ft 2 minimum) A M = sq ft C) Outlet Type D) Depth of Design Volume (EURV or 1.2 WQCV) Based on the Design H = 2.10 feet Concept Chosen Under 1.E. E) Volume to Drain Over Prescribed Time WQCV = 0.619 ac-ft F) Drain Time T D = 40 hours (Min TD for WQCV= 40 hours; Max T D for EURV= 72 hours) G) Recommended Maximum Outlet Area per Row, (Ao) A o = 1.79 square inches H) Orifice Dimensions: i) Circular Orifice Diameter or D orifice = 1 - 1 / 2 inches ii) Width of 2" High Rectangular Orifice W orifice = inches I) Number of Columns n c = 1 number J) Actual Design Outlet Area per Row (Ao) A o = 1.77 square inches K) Number of Rows (nr) n Sheet 3 of 4 Designer: Company: Date: Project: Location: 8. Initial Surcharge Volume A) Depth of Initial Surcharge Volume D IS = 4.0 in (Minimum recommended depth is 4 inches) B) Minimum Initial Surcharge Volume VIS = 80.9 cu ft (Minimum volume of 0.3% of the WQCV) C) Initial Surcharge Provided Above Micropool Vs= cu ft INCREASE INITIAL SURCHARGE DEPTH OR SURFACE AREA OF MICROPOOL 9. Trash Rack A) Type of Water Quality Orifice Used B) Water Quality Screen Open Area: At = Aot * 38.5*(e -0.095D ) A t = 372 square inches C) For 1-1/4"", or Smaller, Circular Opening (See Fact Sheet T-12): i) Width of Water Quality Screen and Concrete Opening (Wopening) W opening = inches ii) Height of Water Quality Screen (HTR) H TR = inches iii) Type of Screen, Describe if "Other" D) For Circular Opening (greater than 1-1/4" diameter) OR 2" High Rectangular Opening (See Fact Sheet T-12): i) Width of Water Quality Screen Opening (Wopening) W opening = ft ii) Height of Water Quality Screen (HTR) H TR = ft iii) Type of Screen, Describe if "Other" v) Cross-bar Spacing inches vi) Minimum Bearing Bar Size J. Prelog Design Procedure Form: Extended Detention Basin (EDB) July 23, 2014 Timbervine Fort Collins, CO Galloway Choose One Circular (up to 1-1/4" diameter) Circular (greater than 1-1/4" diameter) OR Rectangular (2" high) Choose One S.S. Well Screen with 60% Open Area* Other (Describe): Choose One Aluminum Amico-Klemp SR Series (or equal) Other (Describe): UD-BMP_v3.03.xlsm, EDB 7/23/2014, 5:56 PM Sheet 4 of 4 Designer: Company: Date: Project: Location: 10. Overflow Embankment A) Describe embankment protection for 100-year and greater overtopping: B) Slope of Overflow Embankment Z E = 4.00 ft / ft (Horizontal distance per unit vertical, 4:1 or flatter preferred) 11. Vegetation 12. Access A) Describe Sediment Removal Procedures Notes: Timbervine Fort Collins, CO Design Procedure Form: Extended Detention Basin (EDB) July 23, 2014 Galloway J. Prelog Choose One Irrigated Not Irrigated UD-BMP_v3.03.xlsm, EDB 7/23/2014, 5:56 PM Galloway Job Name: Timbervine 3760 E. 15th Street, Suite 202 Job Number: SPHLV0001.01 Loveland, CO 80538 Date: 7/23/2014 Ph: (970) 800-3300 By: J. Prelog Timbervine Detention Pond Volume Calculations: FAA Procedure Based on FAA Procedure, per Federal Aviation Agency "Airport Drainage" Manual Drainage Basin A Design Storm 10 year Composite "C" Factor 0.29 Basin Size 24.73 Release Rate Calculations Allowable Release Rate for Pond 8.70 cfs Rainfall Intensity Calculations Point Hour Rainfall (P1) : 1.40 Rainfall Intensity: FortCollinsIDF Volume Calculations Inflow Volume = C * I * A * time (sec) Outflow Volume = Alowable Release Rate * time (sec) Storage Volume = Invflow Volume - Outflow Volume Time t (min) Time t (sec) Intensity I (in/hr) Inflow Vin (ft3) Outflow Vout (ft3) Storage Vstor (ft3) 5.0 300 4.87 10,628 2,610 8,018 10.0 600 3.78 16,499 5,220 11,279 15.0 900 3.19 20,886 7,830 13,056 20.0 1,200 2.86 24,996 10,440 14,556 25.0 1,500 2.54 27,681 13,050 14,631 30.0 1,800 2.21 28,939 15,660 13,279 35.0 2,100 2.08 31,741 18,270 13,471 40.0 2,400 1.94 33,919 20,880 13,039 45.0 2,700 1.81 35,507 23,490 12,017 50.0 3,000 1.67 36,506 26,100 10,406 55.0 3,300 1.54 36,915 28,710 8,205 60.0 3,600 1.40 36,665 31,320 5,345 Maximum Volume (ft3) 14,631 Fort Collins Only (120%) 2,926 Required 10-yr Volume 17,557 ft3 Detention Storage Calculations 8214_Rational Calculations.xlsx FAA-10-yr (A) Page 1 of 10 Galloway Job Name: Timbervine 3760 E. 15th Street, Suite 202 Job Number: SPHLV0001.01 Loveland, CO 80538 Date: 7/23/2014 Ph: (970) 800-3300 By: J. Prelog Timbervine Detention Pond Volume Calculations: FAA Procedure Based on FAA Procedure, per Federal Aviation Agency "Airport Drainage" Manual Drainage Basin A Design Storm 100 year Composite "C" Factor 0.37 Basin Size 24.73 Release Rate Calculations Allowable Release Rate for Pond 8.70 cfs Rainfall Intensity Calculations Point Hour Rainfall (P1) : 2.86 Rainfall Intensity: FortCollinsIDF Volume Calculations Inflow Volume = C * I * A * time (sec) Outflow Volume = Alowable Release Rate * time (sec) Storage Volume = Invflow Volume - Outflow Volume Time t (min) Time t (sec) Intensity I (in/hr) Inflow Vin (ft3) Outflow Vout (ft3) Storage Vstor (ft3) 5.0 300 9.95 27,144 2,610 24,534 10.0 600 7.72 42,121 5,220 36,901 15.0 900 6.52 53,361 7,830 45,531 20.0 1,200 5.85 63,873 10,440 53,433 25.0 1,500 5.19 70,747 13,050 57,697 30.0 1,800 4.52 73,985 15,660 58,325 35.0 2,100 4.25 81,138 18,270 62,868 40.0 2,400 3.97 86,691 20,880 65,811 45.0 2,700 3.70 90,734 23,490 67,244 50.0 3,000 3.42 93,268 26,100 67,168 55.0 3,300 3.14 94,293 28,710 65,583 60.0 3,600 2.86 93,626 31,320 62,306 Maximum Volume (ft3) 67,244 Fort Collins Only (120%) 13,449 Required 100-yr Volume 80,693 ft3 Detention Storage Calculations 8214_Rational Calculations.xlsx FAA-100-yr (A) Page 2 of 10 Galloway Job Name: Timbervine 3760 E. 15th Street, Suite 202 Job Number: SPHLV0001.01 Loveland, CO 80538 Date: 7/23/2014 Ph: (970) 800-3300 By: J. Prelog POND VOLUME A CALCULATIONS - STAGE / STORAGE Pond Volume = Prismoidal Formula Volume Equation = (A1+A2+SQRT(A1*A2)*D/3 WEIGHTED INCREMENTAL CUMMULATIVE ELEVATION DEPTH (D) AREA (A1) AVG AREA (A2) VOLUME VOLUME ft ft ft2 ft2 ft3 ft3 4927.8 75 0 4928.0 0.2 2,443 1,259 196 196 4929.0 1.0 10,954 6,698 6,190 6,386 4930.0 1.0 29,977 20,465 19,684 26,070 4931.0 1.0 51,329 40,653 40,177 66,247 4932.0 1.0 64,936 58,132 57,999 124,246 4933.00 1.0 77,060 70,998 70,912 195,157 Top of Pond 4933.0 5.2 195,157 cf 4.480 ac-ft Required Volume (ft3) Required Volume (ac-ft) Water Surface Elevation Water Depth WQCV 0.000 ac-ft 4927.80 ft 0.00 ft V10 17,557 cf 0.403 ac-ft 4929.57 ft 1.77 ft V100 + 100% WQCV 80,693 cf 1.852 ac-ft 4931.25 ft 3.45 ft V10 0% WQCV V100 + 100% WQCV Vol Elev Vol Elev Vol Elev 0.00 4927.80 6386.07 4929.00 66246.52 4931.00 0.00 4927.80 17556.66 4929.57 80693.04 4931.25 196.39 4928.00 26069.62 4930.00 124245.68 4932.00 Stage / Storage Input Table TOTAL VOLUME Volume Summary Table Volume Interpolation Calculations WQCV 8214_Rational Calculations.xlsx Vol Pond A Page 3 of 10 Galloway Job Name: Timbervine 3760 E. 15th Street, Suite 202 Job Number: SPHLV0001.01 Loveland, CO 80538 Date: 7/23/2014 Ph: (970) 800-3300 By: J. Prelog Top of Pond 195,157 cf 4933.0 V10 0% WQCV 17,557 cf 4929.57 ft V100 + 100% WQCV 80,693 cf 4931.25 ft 4927.0 4928.0 4929.0 4930.0 4931.0 4932.0 4933.0 4934.0 0 50,000 100,000 150,000 200,000 250,000 WATER SURFACE ELEVATION (FEET ABOVE MSL) POND VOLUME (CF) STAGE VS. STORAGE Water Quality Detention Pond 8214_Rational Calculations.xlsx Vol Pond A Page 4 of 10 Galloway Job Name: Timbervine 3760 E. 15th Street, Suite 202 Job Number: SPHLV0001.01 Loveland, CO 80538 Date: 7/23/2014 Ph: (970) 800-3300 By: J. Prelog Timbervine Detention Pond Volume Calculations: FAA Procedure Based on FAA Procedure, per Federal Aviation Agency "Airport Drainage" Manual Drainage Basin B Design Storm 10 year Composite "C" Factor 0.31 Basin Size 14.47 Release Rate Calculations Allowable Release Rate for Pond 7.84 cfs Rainfall Intensity Calculations Point Hour Rainfall (P1) : 1.40 Rainfall Intensity: FortCollinsIDF Volume Calculations Inflow Volume = C * I * A * time (sec) Outflow Volume = Alowable Release Rate * time (sec) Storage Volume = Invflow Volume - Outflow Volume Time t (min) Time t (sec) Intensity I (in/hr) Inflow Vin (ft3) Outflow Vout (ft3) Storage Vstor (ft3) 5.0 300 4.87 6,527 2,352 4,175 10.0 600 3.78 10,133 4,704 5,429 15.0 900 3.19 12,826 7,056 5,770 20.0 1,200 2.86 15,351 9,408 5,943 25.0 1,500 2.54 16,999 11,760 5,239 30.0 1,800 2.21 17,772 14,112 3,660 35.0 2,100 2.08 19,493 16,464 3,029 40.0 2,400 1.94 20,830 18,816 2,014 45.0 2,700 1.81 21,805 21,168 637 50.0 3,000 1.67 22,419 23,520 -1,101 55.0 3,300 1.54 22,670 25,872 -3,202 60.0 3,600 1.40 22,517 28,224 -5,707 Maximum Volume (ft3) 5,943 Fort Collins Only (120%) 1,189 100% WQCV 32,347 ft3 Required 10-yr Volume + 100% WQCV 39,478 ft3 Detention Storage Calculations 8214_Rational Calculations.xlsx FAA-10-yr (B) Page 5 of 10 Galloway Job Name: Timbervine 3760 E. 15th Street, Suite 202 Job Number: SPHLV0001.01 Loveland, CO 80538 Date: 7/23/2014 Ph: (970) 800-3300 By: J. Prelog Timbervine Detention Pond Volume Calculations: FAA Procedure Based on FAA Procedure, per Federal Aviation Agency "Airport Drainage" Manual Drainage Basin B Design Storm 100 year Composite "C" Factor 0.39 Basin Size 14.47 Release Rate Calculations Allowable Release Rate for Pond 7.84 cfs Rainfall Intensity Calculations Point Hour Rainfall (P1) : 2.86 Rainfall Intensity: FortCollinsIDF Volume Calculations Inflow Volume = C * I * A * time (sec)+Vout (Pond A) Outflow Volume = Alowable Release Rate * time (sec) Storage Volume = Invflow Volume - Outflow Volume Time t (min) Time t (sec) Intensity I (in/hr) Inflow Vin (ft3) Outflow Vout (ft3) Storage Vstor (ft3) 5.0 300 9.95 19,280 2,352 16,928 10.0 600 7.72 31,087 4,704 26,383 15.0 900 6.52 40,600 7,056 33,544 20.0 1,200 5.85 49,666 9,408 40,258 25.0 1,500 5.19 56,497 11,760 44,737 30.0 1,800 4.52 61,095 14,112 46,983 35.0 2,100 4.25 68,098 16,464 51,634 40.0 2,400 3.97 74,119 18,816 55,303 45.0 2,700 3.70 79,212 21,168 58,044 50.0 3,000 3.42 83,378 23,520 59,858 55.0 3,300 3.14 86,617 25,872 60,745 60.0 3,600 2.86 88,818 28,224 60,594 Maximum Volume (ft3) 60,745 Fort Collins Only (120%) 12,149 100% WQCV 32,347 ft3 Required 100-yr Volume + 100% WQCV 105,241 ft3 Detention Storage Calculations 8214_Rational Calculations.xlsx FAA-100-yr (B) Page 6 of 10 Galloway Job Name: Timbervine 3760 E. 15th Street, Suite 202 Job Number: SPHLV0001.01 Loveland, CO 80538 Date: 7/23/2014 Ph: (970) 800-3300 By: J. Prelog POND VOLUME B CALCULATIONS - STAGE / STORAGE Pond Volume = Prismoidal Formula Volume Equation = (A1+A2+SQRT(A1*A2)*D/3 WEIGHTED INCREMENTAL CUMMULATIVE ELEVATION DEPTH (D) AREA (A1) AVG AREA (A2) VOLUME VOLUME ft ft ft2 ft2 ft3 ft3 4927.0 1,180 0 4928.0 1.0 17,363 9,272 7,690 7,690 4929.0 1.0 26,358 21,861 21,705 29,395 4930.0 1.0 33,304 29,831 29,764 59,158 4931.0 1.0 38,715 36,009 35,975 95,134 4932.0 1.0 44,055 41,385 41,356 136,490 4933.0 1.0 49,369 46,712 46,687 183,177 Top of Pond 4933.0 6.0 183,177 cf 4.205 ac-ft Required Volume (ft3) Required Volume (ac-ft) Water Surface Elevation Water Depth WQCV 32,347 cf 0.743 ac-ft 4929.10 ft 2.10 ft V10 + 100% WQCV 39,478 cf 0.906 ac-ft 4929.34 ft 2.34 ft V100 + 100% WQCV 105,241 cf 2.416 ac-ft 4931.24 ft 4.24 ft V10 + 100% WQCV V100 + 100% WQCV Vol Elev Vol Elev Vol Elev 29394.56 4929.00 29394.56 4929.00 95133.52 4931.00 32347.01 4929.10 39478.21 4929.34 105241.13 4931.24 59158.10 4930.00 59158.10 4930.00 136489.70 4932.00 Stage / Storage Input Table TOTAL VOLUME Volume Summary Table Volume Interpolation Calculations WQCV 8214_Rational Calculations.xlsx Vol Pond B Page 7 of 10 Galloway Job Name: Timbervine 3760 E. 15th Street, Suite 202 Job Number: SPHLV0001.01 Loveland, CO 80538 Date: 7/23/2014 Ph: (970) 800-3300 By: J. Prelog Top of Pond 183,177 cf 4933.0 WQCV 32,347 cf 4929.10 ft V10 + 100% WQCV 39,478 cf 4929.34 ft V100 + 100% WQCV 105,241 cf 4931.24 ft 4926.0 4927.0 4928.0 4929.0 4930.0 4931.0 4932.0 4933.0 4934.0 0 20,000 40,000 60,000 80,000 100,000 120,000 140,000 160,000 180,000 200,000 WATER SURFACE ELEVATION (FEET ABOVE MSL) POND VOLUME (CF) STAGE VS. STORAGE Water Quality Detention Pond 8214_Rational Calculations.xlsx Vol Pond B Page 8 of 10 Galloway Job Name: Timbervine 3760 E. 15th Street, Suite 202 Job Number: SPHLV0001.01 Loveland, CO 80538 Date: 7/23/2014 Ph: (970) 800-3300 By: Engineer ORIFICE CALCULATION WORKSHEET 10 Yr Orifice Plate using Headwater above opening and Q=cA(2gH)^.5 C= 0.65 QMINOR allowable release rate= 7.84 cfs WSE Minor Storm Select Orifice Type Rectangular Orifice Water Surface Elev (minor) 4929.34 feet WQCV Water Surface Elev 4929.10 feet Water depth to Orifice invert: 0.24 feet WQCV WSE Enter Opening Height 3.00 inches Multiple of Orifice Width 5 Circular orifice diameter: Circular orifice: diameter 3.00 inches diameter 0.25 feet Rectangular orifice: opening height 3.00 inches opening width 2.36 inches Q = cA(2gH)^.5 Q (calculated release rate) = 0.09 cfs c = 0.65 Area = 0.049 sf g(gravity) = 32.20 ft/s^2 H(head) = 0.11 ft Height 3.0 inches Width 11.8 inches Release Rate for orifice opening 0.43 cfs RESULT FOR A: Rectangular Orifice 8214_Rational Calculations.xlsx Minor Orifice Page 9 of 10 Galloway Job Name: Timbervine 3760 E. 15th Street, Suite 202 Job Number: SPHLV0001.01 Loveland, CO 80538 Date: 7/23/2014 Ph: (970) 800-3300 By: J. Prelog ORIFICE PLATE AT OUTLET PIPE WORKSHEET Orifice Plate using Headwater above opening and Q=cA(2gH)^.5 C= 0.65 QMAJOR allowable release rate: 7.84 cfs Summary of Available Pipe Releases 100-yr Water Surface Elev: 4931.24 ft Pipe Dia Area Head H Q Inv Elev at Outlet Struct: 4926.80 ft Outfall Pipe at centroid avail out Outlet Pipe at Structure: 24 in (in) (sf) (ft) (cfs) 12 0.79 3.94 8.13 15 1.23 3.82 12.50 18 1.77 3.69 17.71 24 3.14 3.44 30.40 30 4.91 3.19 45.74 36 7.07 2.94 63.24 Q=cA(2gH)^.5 C= 0.65 Iteration process Q 7.84 cfs c 0.65 Hhead 3.44 ft Needed Area 0.81 sf Using Area- determine Ao 0.81 sf Apipe 3.14 sf theta 3.9434 rad Ao-calced 0.81 sf m -0.39 ft distance above(+) or below(-) center H 0.61 ft Height above pipe invert » ¼ º « ¬ ª ¸ ¹ · ¨ © § ¸ ¹ · ¨ ©  § » ¼ º « ¬ ª ¸ ¹ · ¨ © §  Project Description Solve For Discharge Input Data Headwater Elevation 4933.50 ft Crest Elevation 4932.95 ft Tailwater Elevation 4932.95 ft Weir Coefficient 3.00 US Crest Length 40.00 ft Results Discharge 48.95 ft³/s Headwater Height Above Crest 0.55 ft Tailwater Height Above Crest 0.00 ft Equal Side Slopes 0.25 ft/ft (H:V) Flow Area 22.08 ft² Velocity 2.22 ft/s Wetted Perimeter 41.13 ft Top Width 40.28 ft Pond A Spillway 7/23/2014 5:16:18 PM Bentley Systems, Inc. Haestad Methods Solution BentleCyenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Project Description Solve For Discharge Input Data Headwater Elevation 4933.50 ft Crest Elevation 4932.95 ft Tailwater Elevation 4932.95 ft Weir Coefficient 3.00 US Crest Length 40.00 ft Results Discharge 48.95 ft³/s Headwater Height Above Crest 0.55 ft Tailwater Height Above Crest 0.00 ft Equal Side Slopes 0.25 ft/ft (H:V) Flow Area 22.08 ft² Velocity 2.22 ft/s Wetted Perimeter 41.13 ft Top Width 40.28 ft Pond B Spillway 7/23/2014 5:16:44 PM Bentley Systems, Inc. Haestad Methods Solution BentleCyenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Appendix E (Riprap Calculations) Project: Basin ID: Soil Type: Design Information (Input): Design Discharge Q = 3.06 cfs Circular Culvert: Barrel Diameter in Inches D = 12 inches Inlet Edge Type (Choose from pull-down list) Box Culvert: OR Barrel Height (Rise) in Feet Height (Rise) = ft. Barrel Width (Span) in Feet Width (Span) = ft. Inlet Edge Type (Choose from pull-down list) Number of Barrels No = 1 Inlet Elevation Elev IN = 4936.49 ft Outlet Elevation OR Slope Elev OUT = 4936.41 ft Culvert Length L = 20 ft Mannings number n = 0.012 Bend Loss Coefficient kb = 0 Exit Loss Coefficient kx = 1 Tailwater Surface Elevation Yt = ft. Required Protection (Output): Tailwater Surface Height Yt = 0.40 ft Max Allowable Channel Velocity V = 5.00 ft/s Flow Area at Max Channel Velocity At = 0.61 ft2 Culvert Cross Sectional Area Available A = 0.79 ft2 Entrance Loss Coefficient ke = 0.20 Friction Loss Coefficient kf = 0.53 Sum of All Losses Coefficients ks = 1.73 ft Culvert Normal Depth Yn = 0.65 ft Culvert Critical Depth Yc = 0.75 ft Tailwater Depth for Design d = 0.87 ft Adjusted Diameter OR Adjusted Rise Da = 0.83 ft Expansion Factor 1/(2*tan(Ĭ)) = 3.52 Flow/Diameter1.5 OR Flow/(Rise*Span)0.5 Q/D^1.5 = 3.06 ft1.5/s Tailwater/Diameter OR Tailwater/Rise Yt/D = 0.40 Inlet Control Headwater HWI = 1.29 ft Outlet Control Headwater HWO = 1.44 ft Design Headwater Elevation HW = 4,937.93 ft Headwater/Diameter OR Headwater/Rise Ratio HW/D = 1.44 Minimum Theoretical Riprap Size d50 = 3 in Nominal Riprap Size d50 = 6 in UDFCD Riprap Type Type = VL Length of Protection Lp = 3 ft Determination of Culvert Headwater and Outlet Protection Square End Projection Timbervine Basin 3 Upsteam Culvert Choose One: Sandy Non-Sandy Project: Basin ID: Soil Type: Design Information (Input): Design Discharge Q = 25.78 cfs Circular Culvert: Barrel Diameter in Inches D = 30 inches Inlet Edge Type (Choose from pull-down list) Box Culvert: OR Barrel Height (Rise) in Feet Height (Rise) = ft. Barrel Width (Span) in Feet Width (Span) = ft. Inlet Edge Type (Choose from pull-down list) Number of Barrels No = 1 Inlet Elevation Elev IN = 34.88 ft Outlet Elevation OR Slope Elev OUT = 34.78 ft Culvert Length L = 20 ft Mannings number n = 0.013 Bend Loss Coefficient kb = 0 Exit Loss Coefficient kx = 1 Tailwater Surface Elevation Yt = ft. Required Protection (Output): Tailwater Surface Height Yt = 1.00 ft Max Allowable Channel Velocity V = 5.00 ft/s Flow Area at Max Channel Velocity At = 5.16 ft2 Culvert Cross Sectional Area Available A = 4.91 ft2 Entrance Loss Coefficient ke = 0.20 Friction Loss Coefficient kf = 0.18 Sum of All Losses Coefficients ks = 1.38 ft Culvert Normal Depth Yn = 1.83 ft Culvert Critical Depth Yc = 1.73 ft Tailwater Depth for Design d = 2.12 ft Adjusted Diameter OR Adjusted Rise Da = 2.17 ft Expansion Factor 1/(2*tan(Ĭ)) = 6.70 Flow/Diameter1.5 OR Flow/(Rise*Span)0.5 Q/D^1.5 = 6.52 ft1.5/s Tailwater/Diameter OR Tailwater/Rise Yt/D = 0.40 Inlet Control Headwater HWI = 2.81 ft Outlet Control Headwater HWO = 3.04 ft Design Headwater Elevation HW = 37.92 ft Headwater/Diameter OR Headwater/Rise Ratio HW/D = 1.21 Minimum Theoretical Riprap Size d50 = 5 in Nominal Riprap Size d50 = 6 in UDFCD Riprap Type Type = VL Length of Protection Lp = 15 ft Determination of Culvert Headwater and Outlet Protection Square End Projection Timbervine Design Point 3 Choose One: Sandy Non-Sandy Project: Basin ID: Soil Type: Design Information (Input): Design Discharge Q = 31.17 cfs Circular Culvert: Barrel Diameter in Inches D = 30 inches Inlet Edge Type (Choose from pull-down list) Box Culvert: OR Barrel Height (Rise) in Feet Height (Rise) = ft. Barrel Width (Span) in Feet Width (Span) = ft. Inlet Edge Type (Choose from pull-down list) Number of Barrels No = 1 Inlet Elevation Elev IN = 32.78 ft Outlet Elevation OR Slope Elev OUT = 32.68 ft Culvert Length L = 20 ft Mannings number n = 0.012 Bend Loss Coefficient kb = 0 Exit Loss Coefficient kx = 1 Tailwater Surface Elevation Yt = ft. Required Protection (Output): Tailwater Surface Height Yt = 1.00 ft Max Allowable Channel Velocity V = 7.00 ft/s Flow Area at Max Channel Velocity At = 4.45 ft2 Culvert Cross Sectional Area Available A = 4.91 ft2 Entrance Loss Coefficient ke = 0.20 Friction Loss Coefficient kf = 0.16 Sum of All Losses Coefficients ks = 1.36 ft Culvert Normal Depth Yn = 2.03 ft Culvert Critical Depth Yc = 1.90 ft Tailwater Depth for Design d = 2.20 ft Adjusted Diameter OR Adjusted Rise Da = 2.26 ft Expansion Factor 1/(2*tan(Ĭ)) = 6.70 Flow/Diameter1.5 OR Flow/(Rise*Span)0.5 Q/D^1.5 = 7.89 ft1.5/s Tailwater/Diameter OR Tailwater/Rise Yt/D = 0.40 Inlet Control Headwater HWI = 3.32 ft Outlet Control Headwater HWO = 3.58 ft Design Headwater Elevation HW = 36.36 ft Headwater/Diameter OR Headwater/Rise Ratio HW/D = 1.43 Minimum Theoretical Riprap Size d50 = 7 in Nominal Riprap Size d50 = 9 in UDFCD Riprap Type Type = L Length of Protection Lp = 12 ft Determination of Culvert Headwater and Outlet Protection Square End Projection Timbervine Design Point 5 Choose One: Sandy Non-Sandy Project: Basin ID: Soil Type: Design Information (Input): Design Discharge Q = 11.12 cfs Circular Culvert: Barrel Diameter in Inches D = 24 inches Inlet Edge Type (Choose from pull-down list) Box Culvert: OR Barrel Height (Rise) in Feet Height (Rise) = ft. Barrel Width (Span) in Feet Width (Span) = ft. Inlet Edge Type (Choose from pull-down list) Number of Barrels No = 1 Inlet Elevation Elev IN = 4928.12 ft Outlet Elevation OR Slope So = 0.002 ft/ft Culvert Length L = 55.12 ft Mannings number n = 0.012 Bend Loss Coefficient kb = 0 Exit Loss Coefficient kx = 1 Tailwater Surface Elevation Yt = ft. Required Protection (Output): Tailwater Surface Height Yt = 0.80 ft Max Allowable Channel Velocity V = 5.00 ft/s Flow Area at Max Channel Velocity At = 2.22 ft2 Culvert Cross Sectional Area Available A = 3.14 ft2 Entrance Loss Coefficient ke = 0.20 Friction Loss Coefficient kf = 0.58 Sum of All Losses Coefficients ks = 1.78 ft Culvert Normal Depth Yn = 1.66 ft Culvert Critical Depth Yc = 1.20 ft Tailwater Depth for Design d = 1.60 ft Adjusted Diameter OR Adjusted Rise Da = 1.83 ft Expansion Factor 1/(2*tan(Ĭ)) = 3.52 Flow/Diameter1.5 OR Flow/(Rise*Span)0.5 Q/D^1.5 = 3.93 ft1.5/s Tailwater/Diameter OR Tailwater/Rise Yt/D = 0.40 Inlet Control Headwater HWI = 1.83 ft Outlet Control Headwater HWO = 2.03 ft Design Headwater Elevation HW = 4,930.15 ft Headwater/Diameter OR Headwater/Rise Ratio HW/D = 1.01 Minimum Theoretical Riprap Size d50 = 3 in Nominal Riprap Size d50 = 6 in UDFCD Riprap Type Type = VL Length of Protection Lp = 6 ft Determination of Culvert Headwater and Outlet Protection Square End Projection Timbervine Storm A Outlet Choose One: Sandy Non-Sandy Project: Basin ID: Soil Type: Design Information (Input): Design Discharge Q = 4.21 cfs Circular Culvert: Barrel Diameter in Inches D = 15 inches Inlet Edge Type (Choose from pull-down list) Box Culvert: OR Barrel Height (Rise) in Feet Height (Rise) = ft. Barrel Width (Span) in Feet Width (Span) = ft. Inlet Edge Type (Choose from pull-down list) Number of Barrels No = 1 Inlet Elevation Elev IN = 4932.71 ft Outlet Elevation OR Slope So = 0.005 ft/ft Culvert Length L = 155 ft Mannings number n = 0.012 Bend Loss Coefficient kb = 0 Exit Loss Coefficient kx = 1 Tailwater Surface Elevation Yt = ft. Required Protection (Output): Tailwater Surface Height Yt = 0.50 ft Max Allowable Channel Velocity V = 5.00 ft/s Flow Area at Max Channel Velocity At = 0.84 ft2 Culvert Cross Sectional Area Available A = 1.23 ft2 Entrance Loss Coefficient ke = 0.20 Friction Loss Coefficient kf = 3.05 Sum of All Losses Coefficients ks = 4.25 ft Culvert Normal Depth Yn = 0.88 ft Culvert Critical Depth Yc = 0.83 ft Tailwater Depth for Design d = 1.04 ft Adjusted Diameter OR Adjusted Rise Da = 1.07 ft Expansion Factor 1/(2*tan(Ĭ)) = 3.52 Flow/Diameter1.5 OR Flow/(Rise*Span)0.5 Q/D^1.5 = 3.01 ft1.5/s Tailwater/Diameter OR Tailwater/Rise Yt/D = 0.40 Inlet Control Headwater HWI = 1.32 ft Outlet Control Headwater HWO = 1.23 ft Design Headwater Elevation HW = 4,934.03 ft Headwater/Diameter OR Headwater/Rise Ratio HW/D = 1.06 Minimum Theoretical Riprap Size d50 = 2 in Nominal Riprap Size d50 = 6 in UDFCD Riprap Type Type = VL Length of Protection Lp = 4 ft Determination of Culvert Headwater and Outlet Protection Square End Projection Timbervine Design Point 13 Choose One: Sandy Non-Sandy Project: Basin ID: Soil Type: Design Information (Input): Design Discharge Q = 13 cfs Circular Culvert: Barrel Diameter in Inches D = 24 inches Inlet Edge Type (Choose from pull-down list) Box Culvert: OR Barrel Height (Rise) in Feet Height (Rise) = ft. Barrel Width (Span) in Feet Width (Span) = ft. Inlet Edge Type (Choose from pull-down list) Number of Barrels No = 1 Inlet Elevation Elev IN = 4927.64 ft Outlet Elevation OR Slope So = 0.0035 ft/ft Culvert Length L = 180 ft Mannings number n = 0.013 Bend Loss Coefficient kb = 0 Exit Loss Coefficient kx = 1 Tailwater Surface Elevation Yt = ft. Required Protection (Output): Tailwater Surface Height Yt = 0.80 ft Max Allowable Channel Velocity V = 5.00 ft/s Flow Area at Max Channel Velocity At = 2.60 ft2 Culvert Cross Sectional Area Available A = 3.14 ft2 Entrance Loss Coefficient ke = 0.20 Friction Loss Coefficient kf = 2.22 Sum of All Losses Coefficients ks = 3.42 ft Culvert Normal Depth Yn = 1.59 ft Culvert Critical Depth Yc = 1.30 ft Tailwater Depth for Design d = 1.65 ft Adjusted Diameter OR Adjusted Rise Da = 1.79 ft Expansion Factor 1/(2*tan(Ĭ)) = 2.39 Flow/Diameter1.5 OR Flow/(Rise*Span)0.5 Q/D^1.5 = 4.60 ft1.5/s Tailwater/Diameter OR Tailwater/Rise Yt/D = 0.40 Inlet Control Headwater HWI = 2.04 ft Outlet Control Headwater HWO = 2.19 ft Design Headwater Elevation HW = 4,929.84 ft Headwater/Diameter OR Headwater/Rise Ratio HW/D = 1.10 Minimum Theoretical Riprap Size d50 = 4 in Nominal Riprap Size d50 = 6 in UDFCD Riprap Type Type = VL Length of Protection Lp = 6 ft Determination of Culvert Headwater and Outlet Protection Square End Projection Timbervine Storm B Choose One: Sandy Non-Sandy Project: Basin ID: Soil Type: Design Information (Input): Design Discharge Q = 16.39 cfs Circular Culvert: Barrel Diameter in Inches D = 24 inches Inlet Edge Type (Choose from pull-down list) Box Culvert: OR Barrel Height (Rise) in Feet Height (Rise) = ft. Barrel Width (Span) in Feet Width (Span) = ft. Inlet Edge Type (Choose from pull-down list) Number of Barrels No = 1 Inlet Elevation Elev IN = 4924.91 ft Outlet Elevation OR Slope So = 0.005 ft/ft Culvert Length L = 120 ft Mannings number n = 0.012 Bend Loss Coefficient kb = 0 Exit Loss Coefficient kx = 1 Tailwater Surface Elevation Yt = ft. Required Protection (Output): Tailwater Surface Height Yt = 0.80 ft Max Allowable Channel Velocity V = 5.00 ft/s Flow Area at Max Channel Velocity At = 3.28 ft2 Culvert Cross Sectional Area Available A = 3.14 ft2 Entrance Loss Coefficient ke = 0.20 Friction Loss Coefficient kf = 1.26 Sum of All Losses Coefficients ks = 2.46 ft Culvert Normal Depth Yn = 1.55 ft Culvert Critical Depth Yc = 1.46 ft Tailwater Depth for Design d = 1.73 ft Adjusted Diameter OR Adjusted Rise Da = 1.77 ft Expansion Factor 1/(2*tan(Ĭ)) = 1.85 Flow/Diameter1.5 OR Flow/(Rise*Span)0.5 Q/D^1.5 = 5.79 ft1.5/s Tailwater/Diameter OR Tailwater/Rise Yt/D = 0.40 Inlet Control Headwater HWI = 2.46 ft Outlet Control Headwater HWO = 2.59 ft Design Headwater Elevation HW = 4,927.50 ft Headwater/Diameter OR Headwater/Rise Ratio HW/D = 1.30 Minimum Theoretical Riprap Size d50 = 5 in Nominal Riprap Size d50 = 6 in UDFCD Riprap Type Type = VL Length of Protection Lp = 6 ft Determination of Culvert Headwater and Outlet Protection Square End Projection Timbervine Outfall Choose One: Sandy Non-Sandy Appendix F (Basin Maps) 2 * cos 2 sin 2 2 T T S A o A pipe S T r r ¸ ¹ · ¨ © § 2 cos T m r H r  m 8214_Rational Calculations.xlsx Major Orifice Page 10 of 10 r = 6 number L) Total Outlet Area (Aot) A ot = 11.1 square inches M) Depth of WQCV (HWQCV) H WQCV = feet (Estimate using actual stage-area-volume relationship and VWQCV) N) Ensure Minimum 40 Hour Drain Time for WQCV T D WQCV = hours Timbervine July 23, 2014 Galloway Design Procedure Form: Extended Detention Basin (EDB) (flow too small for berm w/ pipe) Fort Collins, CO J. Prelog Choose One Wall with Rect. Notch Berm With Pipe Choose One Orifice Plate Other (Describe): Choose One Concrete Soft Bottom Wall with V-Notch Weir UD-BMP_v3.03.xlsm, EDB 7/23/2014, 5:56 PM CDOT Type R Curb Opening H-Vert H-Curb W Lo (C) Lo (G) Wo WP Override Depths UD-Inlet_v3.14 - SO3-2.xlsm, Inlet In Sump 7/23/2014, 5:33 PM CDOT Type R Curb Opening H-Vert H-Curb W Lo (C) Lo (G) Wo WP Override Depths UD-Inlet_v3.14 - SO3-1.xlsm, Inlet In Sump 7/23/2014, 5:33 PM CDOT Type R Curb Opening H-Vert H-Curb W Lo (C) Lo (G) Wo WP Override Depths UD-Inlet_v3.14 - B2.xlsm, Inlet In Sump 7/23/2014, 5:31 PM CDOT Type R Curb Opening H-Vert H-Curb W Lo (C) Lo (G) Wo WP Override Depths UD-Inlet_v3.14 - B1.xlsm, Inlet In Sump 7/23/2014, 5:30 PM CDOT Type C Grate H-Vert H-Curb W Lo (C) Lo (G) Wo WP Override Depths UD-Inlet_v3.14 - A5.xlsm, Inlet In Sump 7/23/2014, 5:27 PM CDOT Type R Curb Opening H-Vert H-Curb W Lo (C) Lo (G) Wo WP Override Depths UD-Inlet_v3.14 - A4.xlsm, Inlet In Sump 7/23/2014, 5:25 PM CDOT Type C Grate H-Vert H-Curb W Lo (C) Lo (G) Wo WP Override Depths UD-Inlet_v3.14 - A2-1.xlsm, Inlet In Sump 7/23/2014, 5:24 PM OS1 17 0.71 0.65 11.30 0.46 2.12 0.98 0 11.30 OS2 18 0.71 0.65 11.30 0.46 2.12 0.98 0 11.30 Direct Runoff Total Runoff Inlets Pipe Pipe/Swale Travel Time 8214_Rational Calculations.xlsx QMinor Page 1 of 1 OS1 17 0.71 0.65 11.30 0.46 3.63 1.67 0 11.30 OS2 18 0.71 0.65 11.30 0.46 3.63 1.68 0 11.30 Direct Runoff Total Runoff Inlets Pipe Pipe/Swale Travel Time 8214_Rational Calculations.xlsx Q10 Page 1 of 1 OS1 17 0.71 0.81 11.30 0.58 7.41 4.27 0 11.30 OS2 18 0.71 0.81 11.30 0.58 7.41 4.28 0 11.30 Direct Runoff Total Runoff Inlets Pipe Pipe/Swale Travel Time 8214_Rational Calculations.xlsx Q100 Page 1 of 1 paved swales 20 2.2 1.2 8.7 217 11.2 8.7 A8 8 2.38 0.34 75 2.5% 8.9 488 0.8% Paved areas & shallow paved swales 20 1.8 4.6 13.6 563 13.1 13.1 A9 9 0.69 0.32 60 2.5% 8.1 221 0.6% Paved areas & shallow paved swales 20 1.5 2.4 10.5 281 11.6 10.5 A10 10 4.53 0.22 60 2.5% 9.2 643 0.6% Grassed waterway 15 1.2 9.2 18.4 703 13.9 13.9 B1 11 5.62 0.36 75 2.5% 8.7 880 0.6% Paved areas & shallow paved swales 20 1.5 9.5 18.2 955 15.3 15.3 B2 12 2.55 0.38 75 2.5% 8.4 1294 0.6% Paved areas & shallow paved swales 20 1.5 13.9 22.3 1369 17.6 17.6 B3 13 2.07 0.26 45 2.5% 7.6 1150 0.3% Grassed waterway 15 0.8 23.3 31.0 1195 16.6 16.6 B4 14 0.21 0.49 15 2.0% 3.4 80 0.6% Paved areas & shallow paved swales 20 1.5 0.9 4.3 95 10.5 5.0 B5 15 0.93 0.36 60 2.5% 7.7 350 0.6% Paved areas & shallow paved swales 20 1.5 3.8 11.5 410 12.3 11.5 B6 16 3.09 0.19 60 2.5% 9.5 655 1.0% Grassed waterway 15 1.5 7.3 16.8 715 14.0 14.0 OS1 17 0.71 0.65 30 2.3% 3.5 730 0.6% Paved areas & shallow paved swales 20 1.5 7.9 11.3 760 14.2 11.3 OS2 18 0.71 0.65 30 2.3% 3.5 730 0.6% Paved areas & shallow paved swales 20 1.5 7.9 11.3 760 14.2 11.3 Initial Overland Time (ti) Travel Time (tt) tt=Length/(Velocity x 60) tc Urbanized Check ON 8214_Rational Calculations.xlsx Developed Tc Page 1 of 1 TOTAL SITE 204,031 83,485 593,711 190,211 53,142 0 0 582,766 1,707,346 39.20 43.7% 0.29 0.30 0.30 0.30 0.37 TRIB POND A AREA 108,127 60,721 344,655 143,565 36,276 0 0 383,713 1,077,057 24.73 42.7% 0.29 0.29 0.29 0.29 0.37 TRIB POND B AREA 95,904 22,764 249,056 46,646 16,867 0 0 199,053 630,288 14.47 45.2% 0.28 0.31 0.31 0.31 0.39 Runoff Coeff's 8214_Rational Calculations.xlsx Developed C Page 1 of 1 Survey Area Data: Version 8, Dec 23, 2013 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Apr 22, 2011—Nov 18, 2011 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Hydrologic Soil Group—Larimer County Area, Colorado (Timbervine Web Soil Survey) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/24/2014 Page 2 of 4