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Home My WebLink AboutDrainage Reports - 12/21/2010Final Drainage Study for McCLELLAND'S CREEK THIRD FILING ®Psli 01' Fort Collins, Colorado MRTy 15, 2010 City of Ft. Collin ppr ved Plans JulApproved By Date Prepared for: McCreek, LLC c/o Everitt Companies 3003 East Harmony Road, Suite 400 Fort Collins, Colorado 80528 Prepared by: NORTHERN ENGINEERING 200 South College Avenue, Suite 100 Fort Collins, Colorado 80524 Phone: 970.221.4158 Fax: 970,221.4159 w .northernengineering.com Project Number: 110-040 t 1 1 1 1 1 1 n� ( NORTHERN ENGINEERING July 15, 2010 City of Fort Collins Stormwater Utility 700 Wood Street Fort Collins, Colorado 80521 ADDRESS: PHONE:970.221.4158 TE: 200 S. College Ave. Suite 100 WEBSIWEBSIrthemengineering.com Fort Collins, CO 80524 FAX: 970.221.4159 RE: McClelland's Creek Third Filing Fort Collins, Colorado Dear Staff: Northern Engineering Services, Inc. is pleased to submit this Final Drainage Study for McClelland's Creek Third Filing for your review. This report was prepared in compliance with technical criteria contained in the City of Fort Collins Storm Drainage Design Criteria and Construction Standards Manual. If you should have any questions or comments as you review this report, please feel free to contact us at your convenience. Sincerely, NORTHERN ENGINEERING SERVICES, INC. N4 )/ Nicholas W. Haws, PE, LEE AP PROJECT I� LOCATION ILBY JI -- V Of a rpgon Estates � w 2 J W m Wetlands . . \ -Sewer CARPENTER RD I TY N.T.S. Im IN Fossil Ridge High School ROAD FOSSIL CREEK RESERVOIR State Land Board Sewer District Sludge Farm Mt. Range Shadows UM TABLE OF CONTENTS VICINITY MAP Page I. INTRODUCTION 1.1 Objective............................................................................................... 1 1.2 Mapping and Surveying........................................................................ 1 II. SITE LOCATION AND DESCRIPTION 2.1 Site Location......................................................................................... 1 2.2 Existing Site Description....................................................................... 1 2.3 McClelland's Creek Floodplain................................................................ 1 III. HISTORIC DRAINAGE 3.1 Major Drainage Basin............................................................................. 1 3.2 Historic Drainage Patterns..................................................................... 2 IV. CRITERIA AND DESIGN PARAMETERS 4.1 Criteria............................................................................................. 2 4.2 Hydrologic Parameters............................:............................................. 2 4.3 Hydraulic Parameters.............................................................................. 2 V. DEVELOPED DRAINAGE 5.1 Proposed Development............................................................................ 2 5.2 Developed Drainage Patterns................................................................. 3 5.3 Detention................................................................................................ 4 VI. MCCLELLANDS CREEK FLOODPLAIN ........................................... 5 VII. WATER QUALITY 7.1 Design Intent and Criteria...................................................................... 5 VIII. EROSION CONTROL 8.1 Erosion Control Plan and Criteria.......................................................... 5 IV. CONCLUSIONS 9.1 Compliance with Standards................................................................... 6 REFERENCES................................................................................................... 7 r APPENDICES ' Appendix A — Historic Drainage Exhibit and Calculations Appendix B — Developed Drainage Calculations Appendix C — Street Capacity Calculations Appendix D — Inlet Calculations ' Appendix E — Storm Line Calculations Appendix F — Swale Calculations Appendix G — SWMM Parameters, Model Output, Detention Pond Rating Curves ' Appendix H — Emergency Overflow Weir Calculations Appendix I — Water Quality Calculations Appendix J — Riprap Calculations ' Appendix K — Erosion Control Performance Calculations and Cost Estimate Appendix L — August 2007 Update to McClellands Creek Floodplain ' MAP POCKET Drainage Exhibit L ' Final Drainage Study McClellands Creek Third Filing d Final Drainage Study For McClelland's Creek Third Filing July 15, 2010 Northern Engineering Services, Inc. INTRODUCTION 1.1 Objective ' This report summarizes the results of final drainage analysis of both existing and developed conditions for McClelland's Creek Third Filing based on design criteria adopted by the City of Fort Collins. t1.2 Mapping and Surveying Northern Engineering conducted field survey of the property in 2006. Topography of the ' site with a contour interval of one -foot has been generated with this information, and is referenced to City of Fort Collins Benchmark Numbers 2-03, 8-01, and 9-01 (NGVD 1929). ' I1. SITE LOCATION AND DESCRIPTION 2.1 Site Location ' The project site is located in a part of the north half of the northeast quarter of Section 9, Township 6 North, Range 68 West of the 6th Principal Meridian in Larimer County, Colorado. More specifically, West of County Road 7, south of Larimer County Road 36 ' (Kechter Road), and east of McClellands Creek (see Vicinity Map). 2.2 Existing Site Description The portion of the property to be developed is roughly 40 acres in size, which is currently used for agricultural purposes. The McClelland's Creek drainageway runs along the west boundary of the site, and receives most of the drainage from the site. In general, the ' majority of the project site slopes southwest toward McClelland's Creek at roughly 0.5 to 3.0 percent. A portion of the site slopes southeast towards County Road 7. ' 2.3 McClelland's Creek Floodplain The McClelland's Creek drainageway is currently not a FEMA regulated floodplain; however, it is a City of Fort Collins floodplain. Modeling of flood discharges and ' channel hydraulics is provided in an update done in August 2007 to the "McClelland's Creek Master Drainage Plan Update", (Reference 4). Limits of the existing 100-year floodplain have been determined based on this update to the Master Plan and are shown on Final Drainage Plan. Minor construction will be done within floodplain limits as necessary for pedestrian trails and the outfalls of proposed detention ponds associated with this project. - 1 - Final Drainage Study McClellands Creek Third Filing I I 1 1 Northern Engineering Services, Inc. III. HISTORIC DRAINAGE 3.1 Major Drainage Basin The site predominantly lies within the McClelland's Creek Major Drainage Basin. Per recommendations found in the McClellands Creek Master Drainage Plan Update, the allowable release for the overall site is 0.5 cfs per acre in a 100-year event and 0.2 cfs per acre in a 10-year event. 3.2 Historic Drainage Patterns The site has been broken into 2 historic basin as shown on the Historic Drainage Exhibit. Basin H1 is 33.12 acres in size and drains southwest into McClelland's Creek; basin H2 is 10.27 acres in size and drains southeast to County Road 7, and then drains south in the roadside ditch of the County Road roughly 600 feet into the Fossil Creek Reservoir Inlet Ditch. There is a small off -site basin (0.56 acres) to the northwest of the site, comprised mostly of Kechter Road. Runoff from this basin enters the site at its northwest corner. There are no other off -site basins contributing runoff to the project site. Historic 2- and 100-year runoff calculations have been performed at design points H1, H2, and OS and are provided in Appendix A. IV. CRITERIA AND DESIGN PARAMETERS 4.1 Criteria Drainage criteria outlined in the City of Fort Collins Storm Drainage Design Criteria Manual (Reference 4) have been referenced in this study. 4.2 Hydrologic Parameters The Rational Method has been used to estimate peak stormwater runoff from drainage basins within the developed site for the 2-year and 100-year design storms. Flows determined using this methodology have been used to check capacities of streets, inlets, culverts, storm lines and swales. Rainfall intensity data for the Rational Method has been taken from current City of Fort Collins Rainfall Intensity -Duration -Frequency tables. The computer program UDSWMM has been used to determine required detention ' volumes. Rainfall data for UDSWMM has been taken from current City of Fort Collins Rainfall data. 4.3 Hydraulic Parameters Hydraulic analyses of street capacities, storm inlets, storm lines, and swales have been done according to County and City drainage criteria. The following computer programs ' and methods have been utilized: • The computer program "Hydraflow" by Intellisolve has been used to analyze storm ' sewer lines. • The computer program "F1owMaster" Version 7.0 by Haestad Methods has been used to analyze swales. 1 • The computer program "UDINLET" Version 1.06 by the Denver Urban Drainage and Flood Control District has been used analyze the curb inlets. • The computer program "UDSWMM" Version 1.4 by the Denver Urban Drainage and 1 2 ' Final Drainage Study Northern Engineering Services, Inc. McClellands Creek Third Filing ' Flood Control District has been used to determine detention pond volume requirements. ' V. DEVELOPED DRAINAGE 5.1 Proposed Development ' The proposed development will include single-family residential lots, open space, local streets, and respective utility improvements. Detention and water quality will be provided onsite to mitigate downstream effects of the proposed development. Overall detention release rates will conform to McClellands Creek master plan requirements of 0.20 cfs per acre in the 10-year storm event, and 0.50 cfs per acre in the 100-year storm ' event. In general, all developed runoff with the exception of developed drainage basin 7a, will be routed to one of the six onsite water quality/detention ponds (Ponds I through 6). Discharge from Ponds 1 and 2 (detaining flows from roughly 22.7 acres) will be directed by a storm line into the McClellands Creek Drainageway. Ponds 3 through 6 (detaining ' flows from roughl 14.9 acres) will discharge by a storm line into the Fossil Creek Reservoir Inlet Ditch. ' 5.2 Developed Drainage Patterns The project site has been broken into 19 sub -basins (see Final Drainage Exhibit). In general, drainage from the site will be routed predominantly via curb and gutter, and then ' into inlets and storm sewer into water quality/detention Ponds 1 through 6. As described below, some inlets have been designed to take the 2-year flow, allowing 100-year flows to overtop and be conveyed by an overflow swale. Ponds I and 2 will release into ' McClellands Creek. Ponds 3 through 6 will release into the Fossil Creek Reservoir Inlet Ditch. ' Specific routing of developed flows is described below: Basins ]a — le Runoff from basin la will be routed via overland flow directly into Pond 1. Runoff from basins I through le will be routed via street curb and gutter to sump inlets. Up to the 100-year flow will be captured by these inlets be and 1 routed via storm pipe to Pond 1. Basins 2a, 2b Runoff from basin 2a will be routed via overland flow directly into Pond 2. Basin 2b will be routed by street curb and gutter to sump inlets. Up to the 100-year flow will be captured by these inlets be and routed via storm pipe to Pond 2. Basins 3a, 3b Runoff from basin 3a will be routed via overland flow directly into Pond 3. Basin 3b will be routed via street curb and gutter to a sump inlet. Up to the 100-year flow will be captured by this inlet be and routed via storm pipe to Pond 3. 1 -3- I Final Drainage Study McClellands Creek Third Filing Northern Engineering Services, Inc. Basins 4a-4d Runoff from basin 4a will be routed by overland flow and swale to a storm sewer flared end section. Up to the 2-year storm flow will be captured by this storm sewer, and be conveyed via storm sewer into Pond 4. Runoff from basins 4b and 4d will be routed via street curb and gutter to sump inlets, designed to take up to the 2-year storm. Basins' 4a, 4b, and 4d flows which are in excess of the 2-year storm will combine, and be conveyed in an overflow Swale south into Pond 4. Runoff from basin 4c will be routed via overland flow directly into Pond 4. ' Basin 5a Runoff from basin 5a will be routed via overland flow directly into Pond 5. ' Basins 6a, 6b Runoff from basin 6a will be routed via street curb and gutter to a sump inlet. Up to the 100-year flow will be captured by this inlet be and routed via storm pipe to ' Pond 6. Runoff from basin 6b will be routed via overland flow directly into Pond 6. Basin 7a ' Runoff from basin 7a consists of backs of lots and a small portion of street. Runoff from the eastern half of this basin will be routed via swale 5 into McClellands Creek, runoff from the western half will be routed directly into McClellands Creek via overland flow. In a 100-year storm, historic runoff from the 2.76 acres that comprises basin 7a has been calculated at 4.6 cfs (see appendix ' A). Developed 100-year runoff from basin 7a is 6.4 cfs. This increase of 1.8 cfs from historic to developed conditions has been compensated for by reducing the overall release rate from the site as discussed in Section 5.3, below. Also, a ' variance has been requested for the undetained release in Section 8.1. Basins OSl ' Runoff from basin OS 1 enters the site at its northwest corner and will be routed by curb and gutter to sump inlets. Flows will be routed in storm sewer into Pond 1. These flows will bypass Pond 1 via the emergency spillway, and be directed by overland flow into McClellands Creek. 5.3 Detention ' Onsite detention will be provided in order to attenuate developed flows and release at McClellands Creek master plan requirements of 0.20 cfs per acre in the 10-year storm event, and 0.50 cfs per acre in the 100-year storm event. This translates to maximum ' allowable release rates for the overall site of 7.4 cfs in the 10-year event, and 18.5 cfs in the 100-year event. Table 1, below summarizes pond volumes, water surface elevations and release rates. The overall release rates from the site have been determined from SWMM nodes 901 (representing the combined outflow hydrographs from Ponds 1 and 2), and 902 1 -4- 7 1 1 Final Drainage Study McClellands Creek Third Filing Northern Engineering Services, Inc. (representing the combined outflow hydrographs from Ponds 3 through 6). Node 901 peak 10-, and 100-year flows are 4.0, and 10.0, respectively. Node 902 peak 10-, and 100-year flows are 2.0, and 7.0, respectively. The total release rate from the site, the summation of peak flows at nodes 901 and 902, is 1.4 cfs less than the allowable 10-year release rate, and 1.5 cfs less than the allowable 100-year rate. TABLE 1 Pond No. 10-Year Volume AC -FT) 10-Year Release (CFS) 100-Year Volume* (AC -FT) 100-Year Release (CFS) 100-Year WSEL* (FT 1 0.80 2.0 2.41 5.0 4880.80 2 0.60 2.0 1.77 5.0 4878.79 3 0.20 1.0 0.55 1.2 4882.71 4 0.50 1.0 1.63 4.0 4880.00 5 0.10 1 0.3 0.22 0.8 1 4879.32 6 0.10 1 0.3 0.21 0.8 4878.33 *100-Year Volume and WSEL includes Water Quality Volume ' Basin 7a, comprised of backs of lots and a small portion of street, will release undetained flows into the McClellands Creek Drainageway. Historic 100-year flow from Basin 7a increases by 1.8 cfs with the proposed development. A variance for the increase in flow ' from Basin 7a is requested, based on the fact that the overall release from the site is 1.5 cfs less than the allowable release rate. VI. MCCLELLANDS CREEK FLOODPLAIN A copy of the August 2007 update to the "McClelland's Creek Master Drainage Plan Update", (Reference 4) is provided in Appendix L. The 100-year floodplain shown on the Plan Set for this project is based on this update to the Master Plan. It is noted that the bike path proposed with this project was incorporated in the August 2007 update to the Master Plan. ' VII. WATER QUALITY 7.1 Design Intent and Criteria ' Extended (40-hour) detention will be provided in the lower stages of Ponds 1 through 6. Calculation of required water quality capture volume has been provided in Appendix I. The design of the water quality ponds has been done according to criteria found in the Urban Storm Drainage Criteria Manual, Volume 3 (Reference 3). ' VIII. EROSION CONTROL 8.1 Rainfall Erosion Control Plan Erosion control measures are shown on the Temporary Erosion Control Plan, provided in ' the back map pocket of this report. In general, the following erosion control measures have been implemented: • Silt fence will be placed at all locations where grades indicate sheet flows could ' travel offsite, as shown on the Temporary Erosion Control Plan. -5- Final Drainage Study McClellands Creek Third Filing Northern Engineering Services, Inc. ' • Gravel inlet filters will be placed at all points of discharge from streets. - • Straw bale dikes will be placed at a minimum interval of 200-feet in swales. • A Sediment trap will be placed at the outlet structure for each pond. • Vehicle tracking pads will be placed at all entrances to the site as noted on the ' Temporary Erosion Control Plan. All seeding requirements and other requirements outlined in the "Grading and Erosion ' Control Notes" provided on the final utility plans for this project are to be complied with. IV. CONCLUSIONS ' 9.1 Compliance with Standards All drainage analyses contained in this report have been done according to the City of Fort Collins Storm Drainage Design Criteria Manual. ' As described in Section 5.3, above, a variance is requested to allow Basin 7a to release undetained, based on compensation made in the overall detention release rate from the site. 1 r I I I I 1 -6- 1 r 1 1 1 1 Final Drainage Study McClellands Creek Third Filing REFERENCES Northern Engineering Services, Inc. 1) Storm Drainage Design Criteria and Construction Standards, City of Fort Collins, Colorado, Updated April 1999. 2) Drainage Criteria Manual, Volume 1-3, Urban Drainage and Flood Control District, June 2001. 3) McClelland's Creek Basin Master Drainage Plan Update, Icon Engineering, Inc., November 2000 (Revised March 2003). -7- I 1 1 APPENDIX A I i I I lli!•� "iaw ��. 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AMR, i'v-,tav 0 rim Val O CL CO) C6 Om O NOON Cj $04 51 V2 1% 04. 21 gg 12 C) D KIZER .VN0,4 gagill It go PIV 0 C) a C) Co 0 0 O O a 0 0 0 0 0 ID 0 C� C5 Cd (6 'i N ci 0 k 1 u c CL 0 00 LO to co Cm 0 M M � � ti m CO M N v v m w IR 13 D N't 4q Lq LO Ln Ln to to w to Lo w W) Lq rl CM P- CM cm . P. m cm vi r�: v C� c; N cl, C r. j vi co � � ti m CO M N v v m w IR 13 D N't 4q Lq LO Ln Ln to to w to Lo w W) Lq rl CM P- CM cm . P. m cm vi r�: v C� c; N cl, C r. j vi co Minor Storm (2-yr) Street Capacity Calculations Design Point # WA Q @ Design Point: (cfs) Street Slope: 0.50 (%) Equation: Q = 0.56 (Z / n)S11.2y1113 Q = Flow (cfs) Z = 1/cross slope (ft/ft) n= roughness coefficient (0.016) S = street longitudinal slope (ft/ft) Calculations: Curb & Gutter. Drive Over Q1 Calculations Q2 Calculations Q3 Calculations Q4 Calculations Z1 = 50.00 Z2 = 10.17 Z3 = .10.17 Z4 = 3.55 n1=0.016 n2=0.016 n3=0.016 n4=0.016 S1 = 0.0050 S2 = 0.0050 S3 = 0.0050 S4 = 0.0050 Y1 = 0.29 Y2 = 0.29 Y3 = 0.40 Y4 = 0.40 Q1= 4.56. Q2= 0.93 03= 2.19:. Q4= 0.76 . . Results: r1 QTOW = Q1 - Q2 + Q3 + Q4 = 6.58 Reduction Factor= 0.65 QRedUwd = 4.28 Q @ Design Point = 0.00 Capacity Status = Acceptable Drive Over -col -minor 10/11/2004 Minor Storm (2 yr) Street Capacity Calculations Design Point # NIA Q @ Design Point: (cfs) Street Slope: 0.75 (°/*) Curb & Gutter. Drive Over Equation: Q = 0.56.(Z / n)S'I'Y8 / 3 Q = Flow (cfs) Z = 1/cross slope (ft/ft) n= roughness coefficient (0.016) S = street longitudinal slope (ft/ft) Calculations- Q, Calculations 02 Calculations % Calculations Q4 Calculations Z, = 50.00 Z2 = 10.17 Z3 = 10.17 Z4 = 3.55 n,=0.016 n200.016 n3=0.016 n4=0.016 S, = 0.0075 S2 = 0.0075 83= 0.0075 S4= 0.0075 Y, = 0.29 Y2 = 0.29 Y3 = 0.40 Y4 = 0.40 Qi= 5.58 Q2= 1.14 '. 03= 2.68. Q4= 0.93. Results: QTOWI = Q1 - Q2 + Q3 + Q4 = 8.06 Reduction Factor = 0.80 QRedumd = 6.45 Q @ Design Point = 0.00 Capacity Status = . Acceptable Drive Over -col -minor 10/11/2004 Minor Storm (2 yr) Street Capacity Calculations Design Point # WA Q @ Design Point: (cfs) Street Slope: 1.00 (%) Equation: Q = 0.56 (Z / n)S112y813 Q = Flow (cfs) Z = 1 /cross slope (Nit) n= roughness coefficient (0.016) S = street longitudinal slope (Nfi) Calculations: Curb & Gutter: Drive Over 01 Calculations Q2 Calculations Q3 Calculations 04 Calculations Zi = 50.00 Z2 = 10.17 Z3 = 10.17 Z4 = 3.55 n,=0.016 n2=0.016 n3=0.016 n4=0.016 S1 = 0.0100 S2 = 0.0100 S3 = 0.0100 84 = 0.0100 Y, = 0.29 Y2 = 0.29 Y3 = 0.40 Y4 = 0.40 Q2= 137 Qs= 3.09 1 04= 1.08 Results: Qra21=01-Q2+Q3+Q4= 9.31 Reduction Factor = 0.80 QRed.d = 7.45 Q @ Design Point = 0.00 Capacity Status = Acceptable R Drive Over -col -minor 10/11/2004 Minor Storm (2 yr) Street Capacity Calculations Design Point # WA Q @ Design Point: (afs) Street Slope: 1.25 (%) Curb & Gutter. Drive Over Equation: Q = 0.56 (Z / n)S1/2 y8 / 3 Q = Flow (cfs) Z = 1/cross slope (ft/ft) n= roughness coefficient (0.016) S = street longitudinal slope (ft/ t) m-\ Calculations: 01 Calculations % Calculations % Calculations Q4 Calculations Z1 = 50.00 Z2 = 10.17 Z. = 10.17 Z4 = 3.55 n1=0.016 n2=0.016 n3=0.016 n4=0.016 81 = 0.0125 S2 = 0.0125 S3= 0.0125 S4= 0.0125 Y1 = 0.29 Y2 = 0.29 Y3 = 0.40 Y4 = 0.40 01= 7:21 Q2= 1.47 .. �= 3.46 -. . Q4=1.21 Results: QTOWI = Q1 - Q2 + Q3 + Q4 = 10.41 Reduction Factor = 0.80 QReduoW = 8.33 Q @ Design Point = 0.00 Capacity Status = Acceptable R Drive Over -col -minor 10/11/2004 Minor Storm (2 yr) Street Capacity Calculations Design Point # WA Q @ Design Point: (cfs) Street Slope: 1.50 (%) Curb & Gutter. Drive Over Equation: Q = 0.56.(Z / n)S1/2y813 Q = Flow (cfs) Z = 1/cross slope (ft/ft) n= roughness coefficient (0.016) S = street longitudinal slope (ft/ft) w Q2-\ Calculations: Q, Calculations Q2 Calculations Q3 Calculations Q4 Calculations Z, = 50.00 Z2 = 10.17 Z3 = 10.17 Z4 = 3.55 n,=0.016 n2=0.016 n3=0.016 n4=0.016 S, = 0.0150 S2 = 0.0150 S3 = 0.0150 S4 = 0.0150 Y, = 0.29 Y2 = 0.29 Y3 = 0.40 Y4 = 0.40 Qi= 7:90 Q2= :1:67 Q3= 8.79 Q4= 1.32 .. Results: QraW = Ql - % + % + Qq = 11.40 Reduction Factor = 0.80 QRedumd = 9.12 Q @ Design Point = 0.00 Capacity Status = Acceptable t Drive Over -col -minor 10/11/2004 Minor Storm (2-yr) Street Capacity Calculations Design Point # N/A Q @ Design Point: (cfs) Street Slope: 1.75 (°/6) Equation: Q = 0.56.(Z / n)S1/2y8 / 3 Q = Flow (cfs) Z = 1/cross slope (ft/ft) n= roughness coefficient (0.016) S = street longitudinal slope (ft/ft) Calculations: Curb & Gutter. Drive Over Q1 Calculations Q2 Calculations Q3 Calculations Q4 Calculations Z1 = 50.00 Z2 = 10.17 Z3 = 10.17 Z4 = 3.55 n1=0.016 n2=0.016 n3=0.016 n4=0.016 S1 = 0.0175 S2= 0.6175 S3= 0.0175 S4= 0.0175 Y1 = 0.29 Y2 = 0.29 Y3 = 0.40 Y4 = 0.40 Q1= 8.53 Oe 1.74 ..: Q3= 4.0.9.. Q4= 1:43 Results: QTCt3I=Q1-Q2+Q3+Q4= 12.31 Reduction Factor = 0.80 QRed,,md = 9.85 Q @ Design Point = 0.00 Capacity Status = Acceptable Drive Over -col -minor 10/11/2004 Minor Storm (2-yr) Street Capacity Calculations Design Point # NIA Q c@ Design Point: (CIS) Street Slope: 2.00 (0/6) ,Curb & Gutter: Drive Over Equation: Q = 0.56.(Z / n)S1/2Y8I 3 Q = Flow (cls) Z =1/cross slope (ft/ft) n= roughness coefficient (0.016) S = street longitudinal slope (ft/ft) a Calculations: 01 Calculations % Calculations % Calculations Q4 Calculations Z, = 50.00 Z2 = 10.17 Z3 = 10.17 Z4 = 3.55 n,=0.016 n2=0.016 n3=0.016 n4=0.016 S, = 0.0200 S2 = 0.0200 S3 = 0.0200 S4 = 0.0200 Y, = 0.29 Y2 = 0.29 Y3 = 0.40 Y4 = 0.40 QI= 9712 Q2= 1.85 Q3= 4.37 Q4= 1.53 Results: Qraai=Qi-Q2+Q3+Q4= 13.16 Reduction Factor = 0.80 QRedumd = 10.53 Q 0 Design Point = 0.00 Capacity Status = Acceptable Drive Over -col -minor 10/11/2004 Minor Storm (2 yr) Street Capacity Calculations Design Point # wa Q C Design Point: (cfs) Street Slope: 2.25 (%) Curb & Gutter. Drive Over Equation: Q = 0.56 (Z / n)S112Y8 / 3 Q = Flow (cfs) Z = 1/cross slope (ft/ft) n= roughness coefficient (0.016) S = street longitudinal slope (ft/ft) rn 02 Calculations: Q, Calculations Q2 Calculations % Calculations Q4 Calculations Z, = 50.00 Z2 = 10.17 Z3 = 10.17 Z4 = 3.55 n,=0.016 n2=0.016 n3=0.016 n4=0.016 Si= 0.0225 S2= 0.0225 S3 = 0.0225 S4= 0.0225 Y, = 0.29 Y2 = 0.29 Y3 = 0.40 Y4 = 0.40 Qj= 947 Q2= 1.97 Q3= 4.64' Q4= 1:62 Results: QrbW=Q1-Q2+Q3+Q4= 13.96 Reduction Factor = 0.78 QRetluced = 10.95 Q @ Design Point = 0.00 Capacity Status = Acceptable Drive Over -col -minor 10/11/2004 1 1 1 1 I 1 1 1 1 1 1 1 1 1 I Minor Storm (2 yr) Street Capacity Calculations Design Point # N/A Q @ Design Point: (cfs) Street Slope: 2.50 (%) Equation: Q = 0.56 (Z / n)S1/2y813 Q = Flow (cfs) Z = 1/cross slope (ft/ft) n= roughness coefficient (0.016) S = street longitudinal slope (ft/ft) m T\. T..._fMR --® Calculations: Curb & Gutter. Drive Over Q1 Calculations Q2 Calculations Q3 Calculations Q4 Calculations Z1 = 50.00 Z2 = 10.17 Z3 = 10.17 Z4 = 3.55 n1=0.016 n2=0.016 n3=0.016 n4=0.016 S1 = 0.0250 S2= 0.0250 S3= 0.0250 S4= 0.0250 Y1 = 0.29 Y2 = 0.29 Y3 = 0.40 Y4 = 0.40 Q1=10;20 Q2= 2.07. Q3= 4.89 Q4= 1:71 Results: QTotel = Q1 - Q2 + Q3 + Q4 = 14.72 Reduction Factor = 0.77 QRedumd = 11.27 8 C Design Point = 0.00 Capacity Status = Acceptable Drive Over -col -minor 10/11/2004 Minor Storm (2-yr) Street Capacity Calculations Design Point # WA Q @ Design Point: (cfs) Street Slope: 2.75 (%) Equation: Q = 0.56(Z/n)S1,2y8/3 Q = Flow (cfs) Z = 1/cross slope (ft/ft) n= roughness coefficient (0.016) S = street longitudinal slope (ft/ft) C,2_-\ Calculations: Curb & Gutter. Drive Over Q, Calculations 02 Calculations % Calculations Q4 Calculations Zi = 50.00 Z2 = 10.17 4 = 10.17 Z4 = 3.55 n,=0.016 n2=0.016 n3=0.016 n4=0.016 S, = 0.0275 S2 = 0.0275 S3 = 0.0275 S4 = 0.0275 Yi = 0.29 Y2 = 0.29 Y3 = 0.40 Y4 = 0.40 Qi= 10.69 Q2= 2.17 Q3= 5:13_I Q4= 1.79 Results: QTdal = 01 - Q2 + 03 + Q4 = 15.43 Reduction Factor = 0.74 Qpad„md= 11.47 Q C Design Point = 0.00 Capacity Status = Acceptable t Drive Over -col -minor 10/11/2004 ` Minor Storm (2-yr) Street Capacity Calculations Design Point # WA Q @ Design Point: (cfs) Street Slope: 3.00 (%) Equation: Q = 0.56.(Z / n)Sl/2y8 / 3 Q = Flow (cis) Z = 1/cross slope (fttft) n= roughness coefficient (0.016) S = street longitudinal slope (fttft) Calculations: Curb & Gutter. Drive Over Q1 Calculations Q2 Calculations Q3 Calculations Q4 Calculations Z1 = 50.00 Z2 = 10.17 4 = 10.17 4 = 3.55 n1=0.016 n2=0.016 n3=0.016 n4=0.016 81 = 0.0300 S2 = 0.0300 S3 = 0.0300 S4 = 0.0300 Y1 = 0.29 Y2 = 0.29 Y3 = 0.40 Y4 = 0.40 Q1= itl!7 Q2= 2.27 Q3= 5.36 Q4= tq7 . Results: QTOWI=Q1"Q2+Q3+Q4= 16.12 Reduction Factor = 0.72 QRedUwd = 11.57 Q Q Design Point = 0.00 Capacity Status = . Acceptable Drive Over -col -minor 10/11/2004 Minor Storm (2 yr) Street Capacity Calculations Design Point # WA Q @ Design Point: (Cfs) Street Slope: 3.26 (%) Equation: Q = 0.56.(Z / n)S1/2Yg 13 Q = Flow (cfs) Z = 1/cross slope (ft/ft) n= roughness coefficient (0.016) S = street longitudinal slope (ft/ft) m oz� Calculations: Curb & Gutter. Drive Over Q Calculations 02 Calculations Q3 Calculations Q4 Calculations Z, = 50.00 Z2 = 10.17 Z3 = 10.17 Z4 = 3.55 n,=0.016 n2=0.016 n3=0.016 n4=0.016 S, = 0.0325 S2 = 0.0325 S3 = 0.0325 S4 = 0.0325 Y, = 0.29 Y2 = 0.29 Y3 = 0.40 Y4 = 0.40 Q= 1.1.62 Q2= 27: fB `' : Q3= 5.57 Q4= 1.95 . Results: QT&41=Q-Q2+Q3+Q4= 16.78 Reduction Factor = 0.69 QRW„wd = 11.59 Q @ Design Point = 0.00 Capacity Status = Acceptable` R' Drive Over -col -minor 10/11/2004 Minor Storm (Z yr) Street Capacity Calculations Design Point # N/A Q @ Design Point: (cfs) Street Slope: 3.50 (%) Equation: Q = 0.56 (Z / n)S112Yg 13 Q = Flow (cfs) Z = 1/cross slope (tt/ft) n= roughness coefficient (0.016) S = street longitudinal slope (ft/ft) Calculations: Curb & Gutter: Drive Over Q1 Calculations Q2 Calculations Q3 Calculations Q4 Calculations Z1 = 50.00 Z2 = 10.17 Z3 = 10.17 Z4 = 3.55 n1=0.016 n2=0.016 n3=0.016 n4=0.016 S1= 0.0350 S2= 0.0350 S3= 0.0350 S4= 0.0350 Y1 = 0.29 Y2 = 0.29 Y3 = 0.40 Y4 = 0.40 Q1= 12A6 - Q2= 2.45 Q3= 5.76 Q4= 2:02 .:. Results: QTotW=Q1-Q2+Q3+Qa= 17.41 Reduction Factor = 0.66 QRed,,c,ed = 11.53 Q @ Design Point = 0.00 Capacity Status = :Acceptable Drive Over -col -minor 10/11/2004 LI Design Point # Q @ Design Point: Street Slope: Minor Storm (2-yr) Street Capacity Calculations NIA (cfs) 3.75 (%) Equation: Q = 0.56 (Z / n)S1/2Yg / 3 Q = Flow (cfs) Z = 1/cross slope (ftfft) n= roughness coefficient (0.016) S = street longitudinal slope (ftfft) m Q2-� �:LZdiAT/!1f POnR \\A Calculations: Curb & Gutter. Drive Over 01 Calculations Q2 Calculations Q3 Calculations Q4 Calculations Z, = 50.00 Z2 = 10.17 Z3 = 10.17 Z4 = 3.55 n,=0.016 n2=0.016 n3=0.016 n4=0.016 Si = 0.0375 S2 = 0.0375 S3 = 0.0375 S4 = 0.0375 Y, = 0.29 Y2 = 0.29 Y3 = 0.40 Y4 = 0.40 Qi= 12.49 02= 2.54 . ' Q3= `5994 Qq= 2.09 . Results: QTOW=Ql-Q2+Q3+Q4= 18.02 Reduction Factor = 0.63 Qftd„md = 11.41 Q C Design Point = 0.00 Capacity Status = Acceptable Drive Over -col -minor 10/11/2004 Minor Storm (2-yr) Street Capacity Calculations Design Point 1i: NIA Q @ Design Point: (cfs) Street Slope: 4.00 (%) Equation: Q = 0.56.(Z / n)S1/2y813 Q = Flow (cfs) Z = 1/cross slope (ft/ft) n= roughness coefficient (0.016) S = street longitudinal slope (ft/ft) Curb & Gutter: Drive Over R Calculations: Q, Calculations % Calculations 03 Calculations Q4 Calculations Z, = 50.00 Z2 = 10.17 Z3 = 10.17 Z4 = 3.55 n,=0.016 n2=0.016 n3=0.016 n4=0.016 S1 = 0.0400 S2 = 0.0400 S3 = 0.0400 S4 = 0.0400 Y, = 0.29 Y2 = 0.29 Y3 = 0.40 Y4 = 0.40 Qi= 12:90 Q2= 2 62 Q3= 6.18 oe 2.16 Results: QT081=Qi-Q2+Q3+Q4= 18.62 Reduction Factor = 0.60 QReduced = 11.23 Q @ Design Point = 0.00 Capacity Status = Acceptable Drive Over -col -minor 10/11/2004 I 1 ' APPENDIX D I I I I I I I I I I Fr-, I I n ;COMBINATIONINLET!IN A $WP WP L WP <--------K'_'_NF--� Curb t^ g Glttef,ar-� ph of a Unit Inlet d Depression, if any (not part of upstream Composite Gutter) Aber of Unit Inlets e Information h of a Unit Grate Opening Ratio for a Grate (typical values 0.60-0.90) ging Factor for a Single Grate (typical value 0.50) 3 Orifice Coefficient (typical value 0.67) 3 Weir Coefficient (typical value 3.00) r Opening Information ht of Curb Opening In Inches 3 of Throat (see USDCM Figure ST-5) Width for Depression Pan ging Factor for a Single Curb Opening (typical value 0.10) Opening Orifice Coefficient (typical value 0.67) Opening Weir Coefficient (typical value 2.30.3.00) Design Discharge on the Street (from Street Hy) Water Depth for Design Condition Total Length of Combination Inlet As a Welr Capacity as a Weir without Clogging Clogging Coefficient for Multiple Units Clogging Factor for Multiple Units Capacity as a Weir with Clogging an Orifice Capacity as an Orifice without Clogging Capacity as an Orifice with Clogging a Weir 3acityas a Weir without Clogging gging Coefficient for Multiple Units gging Factor for Multiple Units )acity as a Weir with Clogging an Orifice 3aclty as an Orifice without Clogging mcity, as an Orifice with Clogging Opening is ineffective while Grate is in weir flow.) Flow Direction L.= 2.83, ff abau >.;,,,.°.:'2.30Inches No ;1. Wo=�'`::�,: '-:: car.; 2:00,ff A Co(G)= '0.20 H =-. r8:00 inches Theta = 90.0 degrees Co (C) —-. U.20 Cd (C) C. (C) :. ' 3.00 Oo = 10.0, offs Yd = ' , 8.0. Inches L= 1.83ft aa=i....; 11.1 cis Coef = . ` 1.00 Clog = 0,..=' 10.1 cis Ga.18,11, cis O..a,.y=�` x:i10,1 efa O.d — _ ,. ;:; ;.d.19.1. cfs Coef Clog 0.20 0.m= ': 18.2 cis Oa 4.9 cis Qo. - 3.9 cis Qacoma�''_--e=:�Qa Cis C9a aA...: fi+..i0009`% Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture percentage of less than 100% in a sump may Indicate the need for additional Inlet units. 2' combo inletads, Combo-S 4/26/2006, 8:52 AM E WP L wP <--------K ---�[---� Cult V' H Ith of a Unit Inlet I Depression, If any (not part of upstream Composite Gutter) bar of Unit Inlets a Information h of a Unit Grate Opening Ratio for a Grate (typical values 0.60-0.90) ling Factor for a Single Grate (typical value 0.50) a Orifice Coefficient (typical value 0.67) r Weir Coefficient (typical value 3.00) i Opening Information it of Curb Opening In Inches of Throat (see USDCM Figure ST-5) Width for Depression Pan ling Factor for a Single Curb Opening (typical value 0.10) Opening Orifice Coefficient (typical value 0.67) Opening Weir Coefficient (typical value 2.303.00) Design Discharge on the Street (from Water Depth for Design Condition Total Length of Combination Inlet As a Weir Capacity as a Weir without Clogging Clogging Coefficient for Multiple Units Clogging Factor for Multiple Units ,Capacity as a Weir with Clogging As an Orifice Capacity as an Orifice without Clogging Capacity as an Orifice with Clogging a Weir oacity as a Weir without Clogging gging Coefficient for Multiple Units gging Factor for Multiple Units )adty as a Weir with Clogging an Orifice racity as an Orifice without Clogging racily as an Orifice with Clogging Opening is ineffective while Grate Is in weir flow.) Flow Dimctlon it abm= ?, ": 3.70Inches No= C. (G) =7 7 :'�.:: 0.20 H = ::..::..::..: r6.00 inches Theta = ...90.0. degrees W,= 5:00 it Do = .. ..:14.0 ofs Yd = 9.9 inches L = P-83 it 0, _ :-'..,,, 16.3 cis Coal = Clog = .; . "(. ....: 020 Lim = ...-:.. : 14.0 cis 0.1 = :18.0 cfs n Q. _ ..:. 14.4 cis rtrer.Ie p;� ° Y of Coal = : :. 1.00 Clog =. 020 25.3 cfs 0a=. .; _ . 5.8cfs Qa=.....' ` . `:,y4.8ofs cfe /DW. CCfs Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture percentage of less than 100% in a sump may indicate the need for additional inlet units. 11 combo inlet.xls, Combo-S 4126/2006, 8:53 AM I LE culb H Flow Direction Beanformation an�putj Length of a Unit Inlet :2.83 it Local Depression, If any (not part of upstream Composite Gutter) aiocw ;—A.00 inches Number of Unit Inlets No=,". Grate Information Width of a Unit Grate W. ;121009 it rea Opening Ratio for a Grate (typical values 0.60-0.90) 0:65 Clogging Factor for a Single Grate (typical value 0.50) Co (G) 0.20 Grate Orifice Coefficient (typical value 0.67) L;d (U) 0.07 rate Weir Coefficient (typical value 3.00) U. (U) 3,00 Curb Opening Information Height of Curb Opening in Inches H = 6.00 inches Angle of Throat (see USDCIVI Figure ST-5) Theta = 90.0 degrees Side Width for Depression Pan WP= 5.00 it Clogging Factor for a Single Curb Opening (typical value 0.10) Co (C) 020 Curb Opening Orifice Coefficient (typical value 0.67) Ca(C) 0.67 Curb Opening Weir Coefficient (typical value 2.303.00) L;. (L;) 3.00 Design Discharge on the Street (from Street Hy) Oa = .22.0 cis Water Depth for Design Condition Yd ='.. 13.0 Inches Total Length of Combination Inlet L=.. 283 it As a Weir Capacity as a Weir without Clogging Cla .,23.1 cis Clogging Coefficient for Multiple Units Coef 1.00 Clogging Factor for Multiple Units Clog ..0.20 Capacity as a Weir with Clogging :21.1 cis As an Orifice — Capacity as an Orifice without Clogging Qci = :20.6 cis Capacity as an Odfice with Clogging Q6.= .16.6 cis Grate CORICItV for Design with Clogging Q.Gft do Curb Onening Inlet Caloacity In a Sump As a Weir Capacity as a Weir without Clogging Ow 39.9 cis Clogging Coefficient for Multiple Units Coef 1.00 Clogging Factor for Muffiple Units Clog 0.201 Capacity as a Weir with Clogging Q. = 38.0 cis As an Orifice Capacity as an Orifice without Clogging C6 cis Capacity as an Orifice with Clogging Q. cis Curb Dooming Capacity for Design y4th Clogging .6.6 c ambination Inlet Capacity y4th Clogging Q8 y12-0 da cORturG PercOntaca for the Combination Inlet C% !77-,-;10,0b0; % Note: Unless additional ponding depth or spilling over the curb Is acceptable, a capture I percentage of less than 1 000/a In a sump may indicate the need for additional Inlet units. Icombo inlet.)ds, Combo-S 4/26/2006, 9:28 AM ;COMBINATION INLET`IN A SUMP WP L wP Curb H fir' Flow Direction Deal ormatlon flaRut Length of a Unit Inlet It Local Depression, If any (not part of upstream Composite Gutter) e,i =.: :',;+1QE0 inches Number of Unit Inlets Grate Information Width of a Unit Grate W _; o— I •,2.00ft rea Opening Ratio for a Grate (typical values 0.60-0.90) A = :.,: `'„?", 0.65 Clogging Factor for a Single Grate (typical value 0.50) Co (G) _-.0:20 Grate Orifice Coefficient (typical value 0.67) Cd (G) _�'9.g7 Grate Weir Coefficient (typical value 3.00) CW (G) 3.00 Curb Opening Information Height of Curb Opening in Inches H =:: 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta-. .90:0 degrees Side Width for Depression Pan Wp =-5.00 ft Clogging Factor for a Single Curb Opening (typical value 0.10) Co (C) =".,.. '.._%;0,20 Curb Opening Orifice Coefficient (typical value 0.67) Cd (C)=0.67 Curb Opening Weir Coefficient (typical value 2.30-3.00) C(C) _'.'3.00 Grate Inlet Ca ec in a Su Alculateen e Design Discharge on the Street (from Street Hy) 4 _ . 26.0 cfs star Depth for Design Condition Yd =. ' 17,Q inches Total Length of Combination Inlet L =-, __ ,.:. „7.93 ft As a Weir Capacity as a Weir without Clogging Q,a =;; .:37.0 cis Clogging Coefficient for Multiple Units �f= ,.�1 Clogging Factor for Multiple Units = Clog : 0.20 Capacity as a Weir with Clogging Ul., _ ;: 34.0 cis As an Orifice — Capacity as an Orifice without Clogging Qd = ":,24:1 cis Capacity as an Orifice with Clogging Q„ _' ; ,194 cis Grate Capacity for Design with Clogging _ O.orere=GP�`;cis Curb Cu Opening Inlet Cavaclty In a Sum a Weir Capacity as a Weir without Clogging Qw _ 041' cis Clogging Coefficient for Multiple Units Cost —.: .1.00 Clogging Factor for Multiple Units Clog =' 0.20 Capacity as a Weir with Clogging � _ ::.:' ?"81.1 cfs As an Orifice Capacity as an Orifice without Clogging Qy = •; , . :.:8A cis Capacity as an Critics with Clogging ; Qw _' 8.8 cfs Curb Opening Capacity I Clogging C Qeuro=i+LiR*sy BB cfs 11CombInstIon InletCapacity Cl gaing/�- 't.,�T"^` `Y= f:�iY'�'cfa Ca ure a rnfa a for Co bin lion I le C%= it 'Ya ,r,10000,''% Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture percentage of less than 100% in a sump may indicate the need for additional inlet units. combo inlet.xis, Combo S 4/26/2006, 9:01 AM I WP L WP Cut H Flaw Direction Qrti. -q -. G`4 Desl o o t Length of a Unit Inlet _ t'0' Local Depression, if any (not part of upstream Composite Gutter) 50 Inches Number of Unit Inlets Grate Information Width of a Unit Grate W,=;,;;;;.°�;?,;.�7.00, tt Area Opening Ratio for a Grate (typical values 0.60-0.90) A =::'O.Bfi Clogging Factor for a Single Grate (typical value 0.50) C. (G) 020 Grate Orifice Coefficient (typical value 0.67) Cd (G) F p;67 Grate Weir Coefficient (typical value 3.00) C. (G) Curb Opening Information Height of Curb Opening In Inches H = B:OQ Inches Angle of Throat (see USDCM Figure ST-5) Theta =.: 900. degrees Side Width for Depression Pan WP= ��._�,.-gr. it Clogging Factor for a Single Curb Opening (typical value 0.10) Curb Opening Orifice Coefficient (typical value 0.6n Cd (C) <0.67 Curb Opening Weir Coefficient (typical value 2.303.00) U. (C) :_- .3 00 Grate Intel alcul Design Discharge on the Street (from Street Hy) O. = ;26.0 cfs Water Depth for Design Condition Yd = .. 20.5 Inches Total Length of Combination Inlet L = . 2.83 it As a Weir Capacity as a Weir without Clogging Ow = 46.6 cis Clogging Coefficient for Multiple Units Coei=" .-.`'1.00 Clogging Factor for Multiple Units Clog = , .'. 0.20 Capacity as a Weir with Clogging Q. = ; 7 7,:;=a4f.9 cfs s an Orifice Capacity as an Orifice without Clogging Ga ... -26.6 cfs Capacity as an Orifice with Clogging Go. _.,:20.7: cis Grata Capacity for Design CI O=_1+!sv:4'4.acte Curb 06pning InIaLCapacity In a Sump As a Weir Capacity as a Weir without Clogging Ow 76.1; cis Clogging Coefficient for Multiple Units Coef 1:00 Clogging Factor for Multiple Units Clog 0.20 Capacity as a Weir with Clogging 0. _ " • 75.3 cis As an Orifice Capacity as an Orifice without Clogging Om 9.2 Ms Capacity as an Orifice with Clogging U. z.s cis Curb Openina Caimcity for wfth Cloaging O..cm Oil cfs Combination Inlet Caci in Os r j�r 8 ,icfa Capture Percentage for he Combination Inlet C%_,v„,!„1;;;10.00;% Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture percentage of less than 100% in a sump may indicate the need for additional inlet units. combo inlet.xls, Combo-S 4/26/2006, 9:51 AM Sump Inlet Capacity 5' Type R Inlet City of Fort Collins Reduction Factors Utilized Flow (CFS) Depth (inches) 2.0 3.7 4.0 4.5 6.0 6.5 8.0 9.3 10.0 13.1 12.0 17.7 14.0 23.1 � A F�,Sa��l L'.M1l h S � � nY ✓�"�y�'��++ i �i�� j,„,� £ y. EfM�,��•,R il��,,,�r�� l'.f .4\Ig'� i�� i�_?��'f� n J , �� yi>.�y.Y.i� Project = Inlet ID = WP Lu WP water Yd Flaw DirectionH .O� RM Gutter gn Information (input) th of a Unit Inlet *.00 ft I Depression, if any (not part of upstream Composite Gutter) 134ocai 0.00 inches ht of Curb Opening in Inches H inches Width for Depression Pan WP 1 -G-O -ft ' Sing Factor for a Single Unit (typical value 0.1) Co =7770 20 3 of Throat (see USDCM Figure ST-5) Theta = 63.4 degrees :e Coefficient (see USDCM Table ST-7) Cd = 0.0 Coefficient (see USDCM Table ST-7) C W = '14.06 Number of Units in the Curb Opening Inlet No = w' ., . ;J, a Weir sign Discharge on the Street (from street Hy) Q, = 2.0 ds der Depth for the Design Condition Yd = 3.69 inches al Length of Curb Opening Inlet L -'5.00 ft 3acity as a Weir without Clogging QW• 5-3 cis gging Coefficient for Multiple Units CGOf gging Factor for Multiple Units Clog= 0.'20 3acity as a Weir with Clogging Qwa '44. cis an Orifice )achy as an Orifice without Clogging C6 3.9 cis )acity as an Orifice with Clogging Qoa = -3.1- cis )acity for Design with Clogging 0, = cf 6 )tune Percentage for this Inlet = 08 t 0, = C', 177.1 Note: Unless additional ponding depth or spilling over the curb Is acceptable, a capture percentage of less than 100% in a sump may indicate the need for additional inlet units. 5'type R iniet.xis, Curb-S 4/26/2006, 3:35 PM W] I I I Project = Inlet ID = Wp Lu WP water idYd Flaw Direction Pan Gutter th of a Unit Inlet L. -.00 ft I Depression, if any (not part of upstream Composite Gutter) ai..i lb 00 inches it of Curb Opening in Inches H 6.60, inches Width for Depression Pan W P= 6 ft ling Factor for a Single Unit (typical value = 0.11) Co= of Throat (see USDCM Figure ST-5) Theta = 4 degrees e Coefficient (see USDCM Table ST-7) Cd = 0.67 Coefficient (see USDCM Table ST-7) C Number of Units in the Curb Opening Inlet No =7 a Weir sign Discharge on the Street (from Street Hy) 00 =; :4.0 cfs iter Depth for the Design Condition Yd = '�.4.011 inches at Length of Curb Opening Inlet 6.00 ft )acity as a Weir without Clogging Qw 1.2 cfs gging Coefficient for Multiple Units Coal -:11.00, gging Factor for Multiple Units Clog -t.*,:;, b.20 )acity as a Weir with Clogging Q a Ao cfs an Orifice )acity as an Orifice without Clogging Qoi 02 cis )acity as an Orifice with Clogging 00a '2 cfs )acity for Design with Clogging cfs iture Percentage for this Inlet = 0, 0, = C% % Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture percentage of less than 11009/6 in a sump may Indicate the need for additional inlet units. 5'type R inlet.x1s, Curb-S 4/26/2006,3:35 PM i I Project = Inlet ID = WP Lu WP 31. wale r V d H Flow Direction Fax Gutier ith of a Unit Inlet Lu=: I Depression, if any (not part of upstream Composite Gutter) aiwal -.11,40, inches ht of Curb Opening in Inches H=' ..','6.00 inches Width for Depression Pan WP=-' . . a 1APQ ft ging Factor for a Single Unit (typical value = 0.1) Co = �.'. 0,20 3 of Throat (see USDCM Figure ST-5) Theta = 63.4 degrees ;e Coefficient (see USDCM Table ST-7) Cd = . 0.'67 Coefficient (see USDCM Table ST-7) C, =3.00 Number of Units in the Curb Opening Inlet No =—.,,:','. a Weir sign Discharge on the Street (from Street Hy) A0 cls der Depth for the Design Condition Yd=- inches all Length of Curb Opening Inlet L it Dacity as a Weir without Clogging QVA .5;00 12.4 cis igging Coefficient for Multiple Units Coef = -1.00 gging Factor for Multiple Units Clog 0.20. )acity as a Weir with Clogging QM .".1-12 cis an Orifice 3acity as an Orifice without Clogging Q'i = 7.6 cis )acity as an Orifice with Clogging Q0a 6.0 cis )achy for Design with Cloggina 0a a cts )ture Percentage for this Inlet = Q8 t 0, = C% Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture percentage of less than 100% in a sump may indicate the need for additional inlet units. 5'type R inlet.xis, Curb-S 4/26/2006. 3:36 PM I I Project Inlet ID WP Lu WP t--- ----- YQ----->< --3' water Yd ]Flaw Direction H v Pan Gutter gn Information (Input) th of a Unit Inlet L =::.. ..a500 ft I Depression, if any (not part of upstream Composite Gutter) ayo� = 3.80 inches it of Curb Opening in Inches H = 6.00 inches Width for Depression Pan WP = 3.00 it ling Factor for a Single Unit (typical value = 0.1) Co = 00 a of Throat (see USDCM Figure ST-5) Theta =' f3.4 degrees e Coefficient (see USDCM Table ST-7) Cd = 0.67 Coefficient (see USDCM Table ST-7) C„, = ': 3.00 Number of Units in the Curb Opening Inlet No = 1 a Weir sign Discharge on the Street (from Street Hy) Qo = 8:0 cfs rter Depth for the Design Condition Yd = 6.94 inches Al Length of Curb Opening Inlet L = . 500 ft pacity as a Weir without Clogging Q,„ = 21.4 cis egging Coefficient for Multiple Units Coef = 1.00 egging Factor for Multiple Units Clog = . 0.20 pacity as a Weir with Clogging Q a = 18.4 cfs an Orifice oacity as an Orifice without Clogging 0.1 = 10.0 cis 3acity as an Orifice with Clogging Qoe = 8.0 cis 3acity for Design with Clogging O, _ r 8 0 cfa Aure Percentage for this Inlet = Qe / O, = C% = , " Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture percentage of less than 100% in a sump may indicate the need for additional inlet units. S type R inlet.xls, Curb-S 4126/2006, 3:36 PM CURWOPENINGINLET IN Project = . Inlet ID = Wp Lu WO E--------> <- ---3► r 1 Yd rPARi Gutter Design Information (input) Length of a Unit Inlet Local Depression, if any (not part of upstream Composite Gutter) Height of Curb Opening in Inches Side Width for Depression Pan Clogging Factor for a Single Unit (typical value = 0.1) Angle of Throat (see USDCM Figure ST-5) Orifice Coefficient (see USDCM Table ST-7) Weir Coefficient (see USDCM Table ST-7) Total Number of Units in the Curb Opening Inlet a Weir sign Discharge on the Street (from Street Hy) der Depth for the Design Condition :al Length of Curb Opening Inlet parity as a Weir without Clogging egging Coefficient for Multiple Units egging Factor for Multiple Units pacity as a Weir with Clogging an Orifice jacity as an Orifice without Clogging 3acity as an Orifice with Clogging Percentage for this Inlet = O, / Q, = water Flaw Direction aio�i = 720 inches H = 6:00. inches Theta = 634: degrees Cd Cw 3 00 No cfs 1'd =." ' ' 1312. inches L ,5.00 ft Q�„ 35Z cfs Coef = ,,: i ,; :1:00 Clog 0.20 QM _ ..';"' .:; 322. cfs Qa ;'.'12i5 cfs Qm = `1,0.0 cfs Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture percentage of less than 100% in a sump may indicate the need for additional inlet units, 5' type R iniet.xls, Curb-S 4/26/2006, 3:37 PM Ll CURB OPENINO- INLET.IN`WSUMR Project = Inlet ID = Wp Lu WP -------ram---a.+c----� water Yd Flow Diirection Gutter Pan Design Information (Input) Length of a Unit Inlet L, = 6 00 ft Local Depression, if any (not part of upstream Composite Gutter) ai,,,i =T11 40 inches Height of Curb Opening in Inches H = `,";`;`.,'.6A0. inches Side Width for Depression Pan Wp =3 ft Clogging Factor for a Single Unit (typical value = 0.1) C, 0 20, Angle of Throat (see USDCM Figure ST-5) Theta = . ;.';':.c �'63.4 degrees Orifice Coefficient (see USDCM Table ST--/) Cd 0 67 Weir Coefficient (see USDCM Table ST-7) CM, 3 OQ Total Number of Units in the Curb Opening Inlet No 1 T As a Weir Design Discharge on the Street (from Street Hy) Q, _ ., ., 12.6 eta Water Depth for the Design Condition ,- Yd = :: ,_ 1 .:8 inches Total Length of Curb Opening Inlet L = . 5.00. ft Capacity as a Weir without Clogging QW = 55:7 cis Clogging Coefficient for Multiple Units Coef = Clogging Factor for Multiple Units Clog = Capacity as a Weir with Clogging Q r, = ";.56.3 cis As an Orifice Capacity as an Orifice without Clogging Q,i = ,:.. 16.0 cts Capacity as an Orifice with Clogging Q,e = 12.0 cis Cai3acltv for Design with Clogging Q,i+„ , ,,12O.cfs Capture Percentage for this Inlet = Q, / 00 = C% % Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture percentage of less than 100% in a sump may indicate the need for additional inlet units. 5' type R iniet.xis, Curb-S 4/26/2006, 3:37 PM Project = Inlet ID = WP Lu WP C--- ----- ><3►�K---� Gutter H Yd I wl", Length of a Unit Inlet Local Depression, if any (not part of upstream Composite Gutter) Height of Curb Opening in Inches Side Width for Depression Pan Clogging Factor for a Single Unit (typical value = 0.1) ngle of Throat (see USDCM Figure ST-5) Orifice Coefficient (see USDCM Table ST-7) Weir Coefficient (see USDCM Table ST-7) Total Number of Units in the Curb Opening Inlet a Weir sign Discharge on the Street (from Street Hy) der Depth for the Design Condition al Length of Curb Opening Inlet )acity as a Weir without Clogging gging Coefficient for Multiple Units gging Factor for Multiple Units >acity as a Weir with Clogging an Orifice )acity as an Orifice without Clogging )acity as an Orifice with Clogging Percentage for this Inlet = Q. / Q° = water Flow Direction 5.60 It Aaa 16.60 inches H = 6.0 0 inches WP = $.Q6 it C° _ - 0.26 Theta = 63.4 degrees Cd Cw No = 1 Q. = 14.0 cfs Yd = 23.07 inches L= 500ft Qw = :' 133.2 cis Coef = 1.00 Clog = 0.20 Q . = " 75;2 cfs Qo, = 17.5. cfs Qua <;14.0 cis Qe cfs Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture percentage of less than 100% in a sump may indicate the need for additional inlet units. R I5' type R inlet.xls, Curb-S 4/26/2006, 3:38 PM I APPENDIX E d I I [J I I 11 I n I I I I I u �1 Al F� - n Sit '� — �► h it Ar— z \\ 2 �\ I I L-' <� !! i //--_ \ \ // � �/'� "��_- � fit+ �• LL I40 L-J I r-� -- --- 0v I I II 1 it I I I I I Ir-� I L_J L _ r 1I I_1 I--1_--1 LJ I L_J L-J N / 1 r - 1 1 - /N� /,1� Qr / �I I I _ _ -- 4 4J r_1 I 1 � �• ��-t ^� 11 I I 1 1 -1�1 I 11 I I 1 O ii I I L—J I I L—J I ��/ / I V /� C > _l C� \ \ ) i �`•/ // �� =� 1 1io 11 I I L_J L-J i C --J L=J J L_J L_J � e I w \ N �/ 1 4 .n i to U-1 SOP 0- ? Cf z 8 86' CAQ 22D62n AU 'WA n:a.:o arms/or/c'Rlun•�ufln onrLnrrllL�irARM�nnn_,,,,\�f�•.n•.. I 1 1 1 1 1 1 1 [1 1 1 1 1 [1 I 3 Storm Sewer Summary Report Page 1 I [l [1 [J 1 11 11 1 Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor HGL Dns No. rate size length EL Dn EL Up slope down up loss Junct line Mal (in) (ft) (ft) (ft) (0/0 (ft) (ft) (ft) (ft) No. 1 Pipe533 7.50 18 c 43.1 4876.86 4877.03 0.394 4877.91 4878,35 0.19 4878.53 End 2 Pipe532 7.50 18 c 153.8 4877.13 4877.76 0.403 4878.63' 4879.42' 0.28 4879.70 1 3 Pipe531 1.20 15 c 288.8 4877.85 4879.00 0.398 4879.96 4880.05 0.02 4880.07 2 4 Pipe537 6.30 18 c 104.1 4877.87 4878.39 0.500 4879.78' 4880.15' 0.06 4880.21 2 5 Pipe536 3.60 18 c 30.8 4878.59 4878.74 0.488 4880.35' 4880.38' 0.01 4880.39 4 6 Pipe535 1.80 15 c 111.2 4878.94 4879.50 0.504 4880.42 4880.50 0.05 4880.55 5 Project File: stmA-A1.stm Number of lines: 6 Run Date: 07-23-2009 NOTES: c = cir; e = ellip; b = box; Return period = 2 Yrs. ; `Surcharged (HGL above crown). le 9T @ I I I I I I [] I 0§ E / s_ 1 Q Q S 2 2 2 ¥ \ � \\\ \ \ \ \ \ \ \ \ u Cl)OD f ■®< R 2$ 2 2 G 2 ] § OD ■ / # § §�£ } \ \ OD Go 00 00 >k£ \ § § § § § § k § § § ) § § \ § 9 k rz { z 0 :E _ 2 E to )�E ƒ � ( k B ° k \ § 7C) \ ( ( \ \ \ \ E « } § cq to CO CD k \ \ M CD §co § co§)(§ � �10 .0 ) § \ § § Cl) >k * § { § § 2 § § k) C ) � § § — 0in C E E , r q k x�to \ \ ( § w co co / ) > i § ) 0 co co t o E / i { � § . 2 co = 3 = _ ) / § — m.n , to m ! ) k E rn g N J 1 1 1 0 N M— W N m O O N (h N n 0 co c J O Z 0 a 3 n M m N m m 8 y Storm Sewer Summary Report Page 1 I 1 1 1 1 Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor HGL Dns No. rate size length EL Dn EL Up slope down up loss Junct line (cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No. 1 Pipe543 5.60 18 c 158.0 4861.50 4863.16 1.051 4862.27 4864.06 0.16 4864.06 End 2 Pipe542 5.60 18 c 393.6 4866.48 4870.32 0.976 4867.27 4871.22 n/a 4871.22 j 1 3 Pipe541 4.80 18 c 40.4 4870.52 4870.94 1.040 4871.50 4871.78 0.33 4871.78 2 4 Pipe540 4.00 18 c 247.7 4871.14 4873.75 1.054 4872.05 4874.51 n/a 4874.51) 3 5 Pipe539 4.00 18 c 304.1 4873.95 4875.50 0.510 4874.74 4876.27 0.30 4876.57 4 6 Pipe382 0.80 15 c 341.9 4873.91 4875.62 0.500 4874.27 4875.98 n/a 4875.98 2 7 Pipe381 0.80 15 c 36.6 4875.82 4876.00 0.493 4876.18 4876.36 0.12 4876.48 6 8 Pipe545 0.80 15 c 15.0 4875.37 4875.50 0.866 4875.68 4875.86 0.12 4875.98 3 StmB,B2,B3 Number of lines: 8 Run Date: 07-23-2009 NOTES: c = cir; e = ellip; b = box; Return period = 2 Yrs. ; j - Line contains hyd. jump. F I I I I I I I I I 11 d) « \ § § § \ f « \ 2 \ / \ /�\ \ \ \ \ \ .� § 5 3 k ƒ k § a e cm § § ) , 7 2 2 ° = g 2 m wz£ k j § m § m @ 9 R § § « >4=100 E 2 / § / 4 % % . CD f — _ $ J 16 (D f w « m § k ° m r Co k�£ } \ \ \ \ § § LO CD c \ \co LO to LO £ « co co Cl) ■ 7 LU m ��— 0 B § § ) § § § § 3f£ ci & - al « • E 3 I \ § § / ƒ § § § \ CL E [ \ co I m tD to/ § § C\j to \ �!E /. _ § 0 7 k . §) $ CO) co 2 2== f e to k _ m m , e k � IJ -0 L I -0 Storm Sewer Summary Report Page 1 Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor HGL Dns No. rate size length EL Dn EL Up slope down up loss Junct line (cfs) (in) (ft) (ft) (ft) (e/a1 (ft) (ft) (ft) (ft) No. 1 Pipe448 5.00 18 c 388.0 4870.50 4873.00 0.644 4871.35 4873.85 n/a 4873.85 End 110-006_STRM-C-7-27-06 Number of lines: 1 Run Date: 07-27-2006 NOTES: c = cir; e = ellip; b = box; Return period = 100 Yrs. ; j - Line contains hyd. jump. HYdraibw Storm Sewers 2005 A CL . � f Eco & co �© CD 0 co /$ £ , 0 / co -on, a R k ) § E §0£ § Ik£ / E w 'LO ' £ z w «00 / �CD >E co £ § ■ F ) ! S£ § >�£ § > k § ■ ■ k / a g E E 2 � �D co ) § c 9.9 co k « f § ! to a # ( U - 0 / \ ! - z 2 k | 7 , G n 0 0 N m 3 �C G O rr M I how 43 0 11 11 Storm Sewer Summary Report Page 1 Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor HGL Dns No. rate size length EL Dn EL Up slope down up loss Junct line (S) (in) (ft) (ft) (ft) N (ft) (ft) (ft) (ft) No. 1 Pipe463 5.90 18 c 230.7 4875.50 4876.42 0.399 4876.43 4877.71 0.03 4877.74 End 2 Pipe462 3.80 15 c 30.3 4876.62 4876.74 0.396 4877.74 4877.83 0.18 4878.00 1 110-006_STRM-D-7-27-06 Number of lines: 2 Run Date: 07-27-2006 NOTES: c = cir; e = ellip; b = box; Return period = 2 Yrs. HVdMf10w Stm Swann 9MF °c (A r c co o 0 6 tr J w Y o v to o U o o >, o ,o o o 0 X cep W — " O N ci L U j•: coQys O °� a M 0 o O M n � (n a N M Ir O O J > N O O) O W d I-- � v a v _ N A 04 m N O O N E w H o 0 fD M co M CL 7 ` C c M O Q E L � Z v G N O J > M n ao Nr Q s' C C*4 IT V n c m — 000 m R R c N J M [7 CD N m H a D) O Cl)o M ci 0 0 rn W N CD r co IT —ym r G o E N co m to of n 0 c n co o o L d r CN rn O o o � CJ m mrl n ao v v r U m m u9 co C L ar0 ODD m A N Q 42 OOj cq M Ll In Mc co t yl 0 c J � N �- IL h RL Storm Sewer Summary Report Page 1 Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor HGL Dns No. rate size length EL Dn EL Up slope down up loss Junct line (cfs) (in) (ft) (ft) (ft) N (ft) (ft) (ft) (ft) No. 1 Pipe440 48.20 36 c 143.1 4877.00 4877.60 0.419 4879.21 4880.39 0.12 4880.51 End 2 Pipe439 37.70 30 c 30.3 4877.81 4877.93 0.396 4880.51 4880.76 0.14 4880.90 1 3 Pipe438 28.20 30 c 314.1 4878.13 4879.38 0.398 4881.30 4882.79 0.08 4882.87 2 4 Pipe437 13.40 30 c 30.3 4879.58 4879.70 0.396 4883.26 4883.30 0.12 4883.41 3 110-006_STRM-E-7-27-06 Number of lines: 4 Run Date: 07-27-2006 NOTES: c = cir; e = ellip; b = box; Return period = 100 Yrs. ;'Surcharged (HGL above crown). Hwlydlnw Cfnrm Ra-ue�e �nnc k £ &IT $ ECD co cm -1 ul § § ) / ) 0 J�§ m k } + o e 0cli ® k k \ 0 CC! uiw OODD \ k \ § ) \ ` - ■ I | _ \ d) f £ . X�£ \ \ ) CD Cl) ( ( ( £ 9 / ) m } / \ \ § co\ \ \ �2\ »2£ > m » 3 ' co 2 ■ $ k k & 2 ` § § § § ( } } k Cl) OD (� \ _ � ° 2 q k j § m Q + k ' ! CD � m « 2 No Text Storm Sewer Summary Report Page 1 Line Line ID Flow Line Line Invert InvertFilHGL HGL Minor HGL Dns No. rate size length EL Dn EL Up down up loss Junct line (cfs) (in) (ft) (ft) (ft) (ft) (ft) (ft) (ft) No. 1 Pipe350 5.00 15 c 241.3 4872.50 4874.91 0.999 4873.33 4875.81 0.44 4875.81 End 2 Pipe349 5.00 15 c 15.2 4875.11 4875.27 1.052 4876.01 4876.17 0.43 4876.60 1 110-006_STRM-F-7-27-06 Number of lines: 2 Run Date: 07-27-2006 NOTES: c = cir; e = ellip; b = box; Return period = 100 Yrs. Wwl fl. Cm. nn. Fj � Jf E e0 E CD § CD CD s 2k« « / 3 JU) a a R k / §>E k k \)E f / 00 | _ k f 2 ) k i « - ) 2 0 CD §�£ § ) �# E co co Nr £ \ co 00 m / _ § § 'a— § § k § § & ID k k § § o co cn @ / )!£ § ( ) �» § co Go cc § f / ) 2 k a m c§ — ® 2 0 n i co C! N rr N n O T y N C J O Z T o ti N A O Q-' to 0 0 0 Storm Sewer Summary Report Page 1 Line No. Line ID Flow rate (cfs) Line size (in) Line length (ft) Invert EL Dn (it) Invert EL Up (ft) Line slope N HGL down (ft) HGL up (it) Minor loss (ft) HGL Junct (ft) Dns line NO. 1 Pipe391 6.60 18 c 35.7 4880.00 4880.18 0.505 4880.98 4881.30 0.34 4881.64 End 110-006_STRM-G-7-27-06 Number of lines: 1 Run Date: 07-27-2006 NOTES: c = cir; e = ellip; b = box; Return period = 100 Yrs. &$ E LU- , CD Jm�a 4 LU 0 % \)E E I / 2 ] � _ § | E 2 « f E i 2 £ � §2£ § �p� CD C . > § £ § , § ) §2£ \ >k£ ƒ § to 0 \ k cm I E ) co /�® } .co o { \ co . � ea �a 3 0 Storm Sewer Summary Report Page 1 Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor HGL Dns No. rate size length EL Dn EL Up slope down up loss Junct line (cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No. 1 Pipe386 3.10 15 c 52.2 4876.00 4876.26 0.497 4876.71 4877.05 0.22 4877.27 End 110.008_STRM-H-7-27.06 Number of lines: 1 Run Date: 07-27-2006 NOTES: c = cir; e = ellip; b = box; Return period = 100 Yrs. &$ E . Ikk « / J,\ 04 a R ■ / / ) LU ( >� § E ; ¢ [ . C § | E f « F � G } F CS LO �>E § m#Go Co Cli \ £ § ��£ ( 22E § ■ k § . 2 k § to « )�£ § >aEcc —Nr _ 2 o { $ } € | ■ i O cq N N ri O N O C J O Z co 2 N uO v v U N U� 0 0 a Storm Sewer Summary Report Page 1 Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor HGL Dns No. rate size length EL Dn EL Up slope down up loss Junct line (cfs) (in) (ft) (ft) (ft) N (ft) (ft) (ft) (ft) No. 1 PIpe446 8.10 18 c 127.3 4875.00 4876.31 1.029 4875.98 4877.40 0.08 4877.40 End 2 Pipe445 4.00 15 c 30.4 4878.59 4878.90 1.021 4879.39 4879.70 n/a 4879.70 1 110-006_STRMJ 7-27-08 Number of lines: 2 Run Date: 07-27-2006 NOTES: c = cir; e = ellip; b = box; Return period = 100 Yrs. ; j - Line contains hyd. jump. Y.MwN.u.. C�...... C....-.. nnn� i in &f E ci c Jo CD U CD to �§E �__ , 0 3 e ° 3 � ( ( §0« ( \ >)£ 7 / ` - 04 | 2 g cqB tcc k / \ \ k E § § a - X0 § k �aOD 00 CDco £ § ) ( \ to �� E ( k . [ �0¥ 00 CD @ § k k f04 00 - 0 � / OD 0 co m �>£ § k d a#E \ Lo CD co Go cc « /M CD2 co Iti / k ) k \ p $ ) & ° ! c $ - 04 _ 0 } k k r ' APPENDIX F I I �I I �I I I F I I I I I I IJ Worksheet Worksheet for Triangular Channel Project Description Worksheet Swale 1 Flow Element Triangular Char Method Manning's Forrr Solve For Channel Depth Input Data Mannings Coeffic 0.035 Channel Slope 020000 ft/ft Left Side Slope 4.00 H : V Right Side Slope 4.00 H : V Discharge 8.00 cis Results Depth 0.79 ft Flow Area 2.5 ftz Wetted Perimt 6.54 ft Top Width 6.35 ft Critical Depth 0.76 ft Critical Slope 0.025729 ftfft Velocity 3.18 Ws Velocity Head 0.16 ft Specific Enerc 0.95 It Froude Numb, 0.89 Flow Type 3ubcritical Project Engineer: Northern Engineering dA... \110-006\drainage\swales\110-006_swales.fm2 Northern Engineering Services Inc FlowMaster v7.0 [7.0005] 04/26/06 04:39:55 PM O Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Worksheet Worksheet for Triangular Channel Project Description Worksheet Swale 1-freebo Flow Element Triangular Char Method Manning's Forrr Solve For Channel Depth Input Data Mannings Coeffic 0.035 Channel Slope 020000 ft/ft Left Side Slope 4.00 H : V Right Side Slope 4.00 H : V Discharge 10.60 cis Results Depth 0.88 ft Flow Area 3.1 ftz Wetted Perimi 7.27 it Top Width 7.05 ft Critical Depth 0.85 ft Critical Slope 0.024736 ft/ft Velocity 3.41 ft/s Velocity Head 0.18 ft Specific Enerc 1.06 ft Froude Numb. 0.90 Flow Type 3ubcritical Project Engineer: Northern Engineering d:\...\110-006\drainage\swales\110-006 swales.fm2 Northern Engineering Services Inc FlowMaster v7.0 [7.0005] 04/26/06 04:40:04 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Worksheet Worksheet for Triangular Channel Project Description Worksheet Swale 2 Flow Element Triangular Char Method Manning's Fom Solve For Channel Depth Input Data Mannings Coeffic 0.035 Channel Slope 020000 tt/ft Left Side Slope 4.00 H : V Right Side Slope 4.00 H : V Discharge 4.20 cfs Results Depth 0.62 ft Flow Area 1.6 ft2 Wetted Perimi 5.14 ft Top Width 4.98 ft Critical Depth 0.59 ft Critical Slope 0.028001 ft/ft Velocity 2.70 f /s Velocity Head 0.11 ft Specific Eneq 0.74 ft Froude Numb. 0.85 Flow Type 3ubcritical Project Engineer: Northern Engineering d:\...\110-006\drainage\swales\110-006_swales.fm2 Northern Engineering Services Inc FlowMaster v7.0 [7.0005] 04/26/06 04:40:13 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-756-1666 Page 1 of 1 Worksheet Worksheet for Triangular Channel i 1 1 1 1 1 Project Description Worksheet Swale 2-freebo: Flow Element Triangular Char Method Manning's Forrr Solve For Channel Depth Input Data Mannings Coeffic 0.035 Channel Slope 020000 ft/ft Left Side Slope 4.00 H : V Right Side Slope 4.00 H : V Discharge 5.60 cfs Results Depth 0.69 ft Flow Area 1.9 ft2 Wetted Perimi 5.72 ft Top Width 5.55 ft Critical Depth 0.66 ft Critical Slope 0.026968 ft/ft Velocity 2.91 ft/s Velocity Head 0.13 ft Specific Enerf 0.83 ft Froude Numb. 0.87 Flow Type 3ubcritical Project Engineer: Northern Engineering d:\...\110-006\drainage\swaies\110-006_swales.fm2 Northern Engineering Services Inc FlowMaster v7.0 [7.0005] 04/26/06 04:40:24 PM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 r Project Description Worksheet Swale 3 Flow Element Triangular Char Method Manning's Fom Solve For Channel Depth Input Data Mannings Coeffic 0.035 Channel Slope 020000 f /ft Left Side Slope 4.00 H : V Right Side Slope 4.00 H : V Discharge 5.70 cis Results i Depth 0.70 It Flow Area 2.0 fta Wetted Perim, 5.76 It Top Width 5.59 It Critical Depth 0.66 It Critical Slope 0.026911 ft/ft Velocity 2.92 ft/s Velocity Head 0.13 It Specific Enerc 0.83 It Froude Numb. 0.87 Flow Type Subcritical Worksheet Worksheet for Triangular Channel Project Engineer: Northern Engineering d:\...\710-006\drainage\swales\110-006_swales.fm2 Northern Engineering Services Inc FlowMaster v7.0 [7.0005] 04/26/06 04:40:34 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Worksheet Worksheet for Triangular Channel Project Description Worksheet Swale 3-freebo: Flow Element Triangular Char Method Manning's Forrr Solve For Channel Depth Input Data Mannings Coeffic 0.035 Channel Slope 020000 Wit Left Side Slope 4.00 H : V Right Side Slope 4.00 H : V Discharge 7.60 cis Results Depth 0.78 ft Flow Area 2.4 112 Wetted Perimi 6.42 it Top Width 6.23 it Critical Depth 0.74 ft Critical Slope 0.025842 fttft Velocity 3.14 ft/s Velocity Head 0.15 It Specific Enerf 0.93 it Froude Numb. 0.89 Flow Type 3ubcritical F Project Engineer: Northern Engineering d:\...\110-006\drainage\swales\110-006_swales.fm2 Northern Engineering Services Inc FlowMaster v7.0 [7.00051 04/26/06 04:40:43 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 1 1 1 Worksheet Worksheet for Triangular Channel Project Description Worksheet Swale 4 Flow Element Triangular Char Method Manning's Forn Solve For Channel Depth Input Data Mannings Coeffic 0.035 Channel Slope 020000 ft/ft Left Side Slope 4.00 H : V Right Side Slope 4.00 H : V Discharge 25.40 cis Results Depth 1.22 ft Flow Area 6.0 ftz Wetted Perimi 10.09 it Top Width 9.79 ft Critical Depth 1.20 ft Critical Slope 0.022028 fttft Velocity 4.24 Ws Velocity Head 0.28 ft Specific Enerc 1.50 It Froude Numb. 0.96 Flow Type 3ubcritical Project Engineer: Northern Engineering d:\...\110-006\drainage\swales\710-006_swales.fm2 Northern Engineering Services Inc FlowMaster v7.0 [7.00051 04/26/06 04:40:52 PM C Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 1 i 1 1 1 1 1 i 1 1 1 1 1 1 1 1 Worksheet Worksheet for Triangular Channel Project Description Worksheet Swale 4-freebo; Flow Element Triangular Char Method Manning's Fom Solve For Channel Depth Input Data Mannings Coeffic 0.035 Channel Slope 020000 ft/ft Left Side Slope 4.00 H : V Right Side Slope 4.00 H : V Discharge 33.80 cis Results Depth 1.36 It Flow Area 7.4 ft2 Wetted Perimi 11.23 ft Top Width 10.90 ft Critical Depth 1.35 ft Critical Slope 0.021209 ft/ft Velocity 4.55 Ws Velocity Head 0.32 ft Specific Enerc 1.68 ft Froude Numb. 0.97 Flow Type 3ubcritical a Project Engineer: Northern Engineering d:\... %110-006\drainage\swales\110-006_swales.fm2 Northem Engineering Services Inc FlowMaster v7.0 [7.0005j 04/26/06 04:41:02 PM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Worksheet Worksheet for Triangular Channel Project Description Worksheet Swale 5 Flow Element Triangular Char Method ManningsFom Solve For Channel Depth Input Date Mannings Coeft 0.035 Channel Slope 015000 tuft Left Side Slope 3.00 H : V Right Side Slope 3.00 H : V Discharge 3,20 de �— DF516gn1 FLOW 3Ass n, owl t7CA-,J1tj/M -j"o 54ArL - r$�,a �-a Results 0 67 ft SAS, �a I = to. � 4c:n5 - 3 Z Depth Flow Area 1.3 ' fl Wetted Perim, 4.21 ft Top Width 3.99 it Critical Depth 0.59 ft Critical Slope 0.02S789 ItM Velocity 2A1 We Velocity Head 0.09 ft Specific Eneq 0.76 It m Froude Nub, 0.74 Flow Type Subcritical oa Gf'z- --T W PhAm 4,ob Project Engineer. Northern Engineering d:1...1110-006kirainagelsweles1110-006 swales.fm2 Northam Engineering Services Inc FlowMaster v7.0 j7.00051 03/01/07 10:28:26 AM 0 Hassled Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-20.3.755-1 W6 Page 1 of 1 Worksheet Worksheet for Triangular Channel Project Description Worksheet Swale 5-freebor Flow Element Triangular Char Method Manning's Fom Solve For Channel Depth Input Data Mannirgs Coettic 0.035 Channel Slope 015000 ftAt Left Side Slope ' 3.00 H : V Right Side Slope 3.0D H : V Discharge 4.30 cis Results Depth 0.74 It Flow Area 1.7 tt' Wetted Perimr 4.70 It Top Width 4AS ft Critical Depth 0.66 ft Critical Slope 0.027676 Wit Velocity 2.60 We Velocity Head 0.10 It Specific EneK 0.85 it Froude Numb, 0.75 Flow Type Subcrfical Project Engineer. Northern Engineering d:%..\110-0081dreMagelawales%1I0-006 swales.hn2 Northern Frionsering Services Inc FlowMaeter v7.0 [7.0005] 03/01/07 10:29:10 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT06708 USA +1-203-7M1668 Page 1 of 1 I 1 i 1 APPENDIX G 1 1 1 i i 1 1 1 1 1 1 1 i i 1w iF W z Z O VF W b y`a p S lOY7 O fh O � O O O J N O� .Or W CD CAE �IXC o �W� � )z d N c Y W U 0 1 U U g J (nY NW LoW c o LL K FOy W K O QQQQ 0U _ (J 0� o O Op N CD 0� No Text 1 1 1 1 I Project: 110-006 Date: 6/1t2006 By: ATC Basin Overland .Flow Length (FT) Basin Width (FT) Area (AC) Percentage Imperviousness M) Basin Slope (FT/FT) 1 120 4476 12.33 37.09 0.020 2 120 3383 9.89 36.31 0.020 3 120 1100 2.92 37.43 0.020 4 120 3267 8.69 29.17 0.020 5 120 574 1.59 17.30 0.020 6 120 875 1.67 8.25 0.020 I NORTHERN ENGINEERING PROJECT: JOB #: CLIENT: CALCULATIONS FOR: SHEET OF: MADE BY: DATE: CHECKED BY: DATE: _-. 1 _i I4.1t. j. . .. , r L_7 _' 1 I. •_a 1' I 1 '7 1 _ 1 L !. ' I ..f� I.-.. i .f 1. 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ENTRY MADE TO RUNOFF MODEL «• 110-040 Developed Condition$ Model; 10-YR Northern Engineering, 7/1/09 ONUMBER OF TIME STEPS 144 OINTEGRATION TIME INTERVAL (MINUTES) 2.00 25.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH OFOR 24 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES OFOR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR .49 .56 .65 1.09 1.39 2.69 .60 .52 .39 .37 .35 .34 .28 .27 .26 .25 1 110-040 Developed Conditions Model, 10-YR Northern Engineering; 7/l/09 SUBAREA GUTTER WIDTH AREA PERCENT NUMBER OR MANHOLE (FT) (AC) IMPERV. 101 401 4476. 12.3 37.1 102 402 3383. 9.9 36.3 103 403 1100. 2.9 37.4 104 404 3267. 8.7 29.2 105 405 574. 1.6 17.3 106 406 875. 1.7 6.3 OTOTAL NUMBER OF SUBCATCHMENTS, 6 OTOTAL TRIBUTARY AREA (ACRES), 37.09 1 110-040 Developed Conditions Model; 10-YR Northern Engineering; 7/1/09 4.87 2.02 1.21 .71 .32 .31 .30 .29 SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) INFILTRATION RATE(IN/HR) GAGE (FT/FT) IMPERV. PERV. IMPERV. PERV. MAXIMUM MINIMUM DECAY RATE NO .0200 .016 .250 .100 .300 .51 .50 .00180 1 .0200 .016 .250 .100 .300 .51 .50 .00180 1 .0200 .016 .250 .100 .300 .51 .50 .00180 1 .0200 .016 .250 .100 .300 .51 .50 .00180 1 .0200 .016 .250 .100 .300 .51 .50 .00180 1 .0200 .016 .250 .100 .300 .51 .50 .00180 1 ' •" CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM386 MODEL ••• WATERSHED AREA (ACRES) 37.090 TOTAL RAINFALL (INCHES) 1.711 TOTAL INFILTRATION (INCHES) .551 TOTAL WATERSHED OUTFLOW (INCHES) .917 ' TOTAL SURFACE STORAGE AT END OF STORM (INCHES) .242 ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL .00E 1 110-040 Developed Conditions Model;.10-YR Northern Engineering; 7/1/09 WIDTH INVERT SIDE SLOPES OVERBANK/SURCHARGE ' GUTTER GUTTER NDP NP OR DIAM LENGTH SLOPE HORIZ TO VERT MANNING DEPTH JK NUMBER CONNECTION (FT) (FT) (FT/FT) L R N (FT) 201 901 0 1 CHANNEL 30.0 300. .0050 20.0 20.0 .035 4.00 0 302 901 0 2 PIPE 1.5 531. .0040 .0 .0 .013 1.50 0 302 303 0 2 PIPE 1.3 476. .0040 .0 .0 .013 1.25 0 ' 303 902 0 2 PIPE 1.5 1146. .0075 .0 .0 .013 1.50 0 401 201 8 2 PIPE .1 100. .0020 .0 .0 .013 2.00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 .0 .3 .0 .4 .7 .9 1.9 1.4 4.4 1.9 5.0 2.5 5.5 402 301 9 2 PIPE .1 100. .0010 .0 .0 .013 2.00 0 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .0 .2 .7 .2 1.2 .5 1.9 .9 2.5 1.4 5.0 2.9 5.5 2.5 5.9 403 302 7 2 PIPE .1 100. .0010 .0 .0 .013 2.00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .0 .1 .0 .2 .3 .4 1.1 .6 1.3 1.0 1.4 404 303 8 2 PIPE .1 100. .0010 .0 .0 .013 2.00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .0 .1 .0 .2 .5 .6 1.6 1.1 3.5 ' 1.7 3.9 2.3 4.3 405 304 7 2 PIPE .1 100. .0010 .0 .0 .013 2.00 0 Page I of RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .0 .0 .0 .3 .9 406 902 6 2 PIPE .1 100 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .1 ..1 .3 902 0 0 3 .0 0 902 0 0 3 .0 0 304 902 0 2 PIPE 1.3 378 OTOTAL NUM13M OF GUTTERS/PIPES, 13 1 120-040 Developed Conditions Model; SO-YR Northern Engineering; 7/1/09 ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES GUTTER TRIBUTARY GUTTER/PIPE 201 401 0 0 0 0 0 0 0 0 0 301 402 0 0 0 0 0 0 0 0 0 302 403 0 D 0 0 0 0 0 0 0 303 302 404 0 0 0 0 0 0 0 0 304 405 0 0 0 0 0 0 0 0 0 401 0 0 0 0 0 0 0 0 0 0 402 0 0 0 0 0 0 0 0 0 0 403 0 0 O 0 0 0 0 0 0 0 404 0 0 0 0 0 0 0 0 0 0 405 0 0 0 0 0 0 0 0 0 0 406 0 0 0 0 0 0 0 0 0 0 1 110-040 Developed Conditions Model; 10-YR Northern Engineering; 7/l/09 .1 .2 .1 .3 .2 .8 .0010 .0 .0 .013 2.00 0 .1 .4 .2 .8 .3 .9 .0010 .0 .0 .001 10.00 0 .0010 .0 .0 .001 10.00 0 1.4000 .0 .0 .013 1.25 0 TRIBUTARY SUBAREA D.A.(AC) 0 0 0 0 0 0 0 0 0 0 12.3 0 0 0 0 0 0 0 0 0 0 9.9 0 0 0 D 0 0 0 0 0 0 2.9 0 0 0 0 0 0 0 0 0 0 11.6 0 0 0 0 0 0 0 0 0 0 1.6 101 0 0 0 0 0 0 0 0 0 12.3 102 0 0 0 0 0 0 0 0 0 9.9 103 0 0 0 0 0 0 0 0 0 2.9 104 0 0 0 0 0 0 0 0 0 8.7 105 0 0 0 0 0 0 0 0 0 1.6 206 0 0 0 0 0 0 0 0 0 1.7 HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 2 CONVEYANCE ELEMENTS THE UPPER NUMBER IS DISCHARGE IN CPS THE LOWER NUMBER IS ONE OF THE FOLLOWING CASES: ( ) DENOTES DEPTH ABOVE INVERT IN FEET (S) DENOTES STORAGE IN AC -FT FOR DETENTION DAM. DISCHARGE INCLUDES SPILLWAY OUTFLOW. (I) DENOTES GUTTER INFLOW IN CPS FROM SPECIFIED INFLOW HYDROGRAPH (D) DENOTES DISCHARGE IN CPS DIVERTED FROM THIS GUTTER (0) DENOTES STORAGE IN AC -PT FOR SURCHARGED GOITER TIME(HR/MIN) 901 902 0 1. 0. 0. .04 ) .0( ) 0 2. 0. 0. .0( ) .0( 1 0 3. 0. 0. .0( I .0( ) 0 4. 0. 0. .0( ) .0( ) 0 5. 0. 0. .0( 1 .0( ) 0 6. 0. 0. .0( ) .0( ) 0 7. 0. 0. .0( ) .0( ) 0 S. 0. 0. .0( ) .0( 1 0 9. 0. 0. .0( ) 0( ) 0 10. 0. 0. .O( ) .0( 1 0 11. 0. 0. 1 1 1 i 1 i 1 i 1 1 1 1 1 1 1 Pagc 3 of 7 .0( ) .0( ) 0 12. 0. 0. .DO .0( ) 0 13. 0. 0. .0( ) .0( 1 0 14. 0. 0. .0( ) .0( ) D 15. 0. 0. .0( ) 0( ) 0 16. 0. 0. .0( ) .0( I 0 17. 0. 0. 0 18. 0. 0. .0( 1 .0( ) 0 19, 0. 0. .0( ) .0( ) 0 20. 0. 0. 0( ) .0( 1 0 21. 0. 0. .0( ) .0( ) 0 22. 0. 0. .0() .0( ) 0 23. 0. 0. .0( 1 .0( ) D 24. 0. 0. .0( ) .0( ) 0 25. 0. 0. .0( I .0( 1 0 26. U. 0. .0( ) .0( ) 0 27. 0. 0. .0( ) .0( 1 0 28. 0. 0. .0( ) 0( ) 0 29. 0. 0. .0( ) .0( ) 0 30. 0. 0. .0( ) .O( ) 0 32. 0. 0. .0( 1 .0( ) 0 32. 0. 0. .0( 1 .0( ) 0 33. 0. 0. .0( ) .01 ) 0 34. 1. 0. .0( ) .0( ) 0 35. 1. 0. .0( ) .0( ) 0 36. 1. 0. .0( 1 .0( ) 0 37. 1. 0. 0( ) 0( ) 0 36. 1. 0. .0( ) .0( ) 0 39. 1. 0. .0( ) .0( ) 0 40. 1. 0. .0( ) .0( ) 0 41. 2. 1. .0( ) .01 ) 0 42. 2. 1. .0( ) 0( ) Page 4 of 7 0 43. 2. 1. .0( 0 44. 2. 1. .0( ) .0( ) 0 45. 2. 1. .04 1 .0( ) 0 46. 2. 1. 0 47. 2. 1. .0( ) .0( ) 0 48. 3. 1. .04 1 .0( ) 0 49. 3. 1. .o( ) 01 I 0 50. 3. 1. .o( ) .0( ) 0 51. 3. 1. .0( ) .0( ) 0 52. 3. 1. .0( ) .0( I 0 53. 3. 2. .0( ) of ) 0 54. 3. 2. .0( ) .0( ) 0 55. 3. 2. .0( ) .0( ) 0 56. 3. 2. .0( ) .0( ) 0 57. 3. 2. .0( ) .0( ) 0 58. 3. 2. .0( ) .0( ) 0 59. 3. 2. .0( ) .0( I 1 0. 3. 2. .0( ) .0( ) 1 1. 3. 2. .o( 1 .0( 1 1 2. 3. 2. .0( 1 .0( ) 1 3. 3. 2. .0( I .0( ) 1 4. 3. 2. .0( ) O( ) 1 S. 3. 2. .0( 1 .0( ) 1 6. 3. 2. .0( ) .0( 1 1 7, 3. 2. .0( 1 .0( ) 1 S. 3. 2. .0( ) .0( 1 1 9. 4. 2. .0( ) .0( ) 1 10. 4. 2. .0( ) .0( ) 1 11. 4. 2. .0( ) .0( 1 1 12. 4. 2. .0( ) .0( ) 1 13. 4. 2. .0( ) .O( ) 1 14. 4. 2. .0( ) 0( 1 Page 5 of 7 1 15. 4. 2. .0( ) .0( ) 1 16. 4. 2. .0( ) .0( ) 1 17. 4. 2. .0( ) .0( 1 1 18. 4. 2. .0( ) .0( ) 1 19. 4. 2. .0( 1 .0( ) 1 20. 4. 2. .0( ) .0( ) 1 21. 4. 2. .0( ) .0( ) 1 22. 4. 2. .0( ) .0( > 1 23. 4. 2. .0( ) .0( 1 1 24. 4. 2. 0( ) .0( 1 1 25. 4. 2. .0( ) .0( 1 1 26. 4. 2. .0( ) .0( I 1 27. 4. 2. .0( ) 0( ) 1 28. 4. 2. .0( ) .0( ) 1 29. 4. 2. .0( 1 .0( ) 1 30. 4. 2. .0( 1 .0( ) 1 31. 4. 2. .0( ) .0( ) 1 32. 4. 2. .0( ) .0( ) 1 33. 4. 2. .0( ) .0( ) 1 34. 4. 2. .0( 1 .0( ) 1 35. 4. 2. .0( ) .0( ) 1 36. 4. 2. .0( ) .0( 1 1 37. 4. 2. .0( ) .0( ) 1 38. 4. 2. .0( ) .0( I 1 39. 4. 2. .0( 1 .0( ) 1 40. 4. 2. .0( ) .0( 1 1 41. 4. 2. .0( ) .0( ) 1 42. 4. 2. .0( ) .0( ) 1 43. 4. 2. .0( 1 .0( ) 1 44. 4. 2. .0( ) .0( 1 1 45. 4. 2. .0( ) .0( ) 1 46. 4. 2. Page 6 at 7 I .01 ) .0( ) 1 47. 4. 2. .0( ) .0( ) 1 48. 4. 2. .0( ) .0( ) 1 49. 4. 2. .0( I .0( ) 1 50. 4. 2. .0( ) .0( ) 1 51. 4. 2. .0( ) 0( ) 1 52. 4. 2. .0( ) .0( ) 1 53. 4. 2. .0( 1 .0( ) 1 54. 4. 2. .0( 1 .0( ) 1 55. 4. 2. .0( ) .0( 1 1 56. 4. 2. .0( ) .0( 1 1 57. 4. 2. .0( ) .0( ) 1 56. 4. 2. .0( ) .0( ) 1 59. 4. 2. .0( ) .0( ) 2 0. 4. 2. .0(') .0( ) 2 1. 4. 2. .0( ) .0( 1 2 2. 4. 2. .0( ) .0( 1 2 3. 4. 2. .0( 1 .0( ) 2 4. 4. 2. .0( 1' .0( ) 2 S. 4. 2. .0( ) .0( ) 2 6. 4. 2. .0( I .0( I 2 7. 4. 2. .0( 1 .0( 1 2 B. 4. 2. .0( 1 .0( 1 2 9. 4. 2. 0( ) .0( I 2 10. 4. 2. .0( I .0( ) 2 11. 4. 2. .0( ) .0( ) 2 12. 4. 2. .0( ) .0( I 2 13. 4. 2'. .0( ) .0( ) 2 14. 4. 2. .0( ) .0( ) 2 15. 4. 2. .0( ) .0( ) 2 16. 4. 2. .0( 1 .0( I 2 17. 4. 2. .0( 1 .0( ) Page 7 of 7 2 1E. 4. 2. .0( ) .0( ) 2 19. 4. 2. 2 20. 4. 2. .0( ) .0( 1 2 21. 4. 2. .0( 1 .0( 1 2 22. 4. 2. .0( 1 D( ) 2 23. 4. 2. .0( ) .O( I 2 24. 3. 2. .O( I .0( ) 1 110-040 Developed Conditions Model; 10-YR Northern Engineering; 7/1/09 ••• PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENTION DAMS CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (FT) (AC -FT) (HR/MIN) 403 0. .1 .2 1 39. 405 0. .1 .1 1 34. 404 1. .1 .5 1 37. 302 0. .3 1 42. 402 2. .1 .6 1 22. 402 2. .1 .S 1 49. 304 0. .0 1 34. 406 0. .1 .1 1 16. 303 2. .4 1 42. 301 2. .6 1 24. 201 2. .1 1 55. 902 2. (DIRECT FLOW) 1 36. 901 4. (DIRECT FLOW) 1 42. T Page 1 of 7 11 1 1 URBAN DRAINAGE STORM WATER MANAGEMENT MODEL - 32 BIT VERSION 1998 REVISED BY UNIVERSITY OF COLORADO AT DENVER •.• ENTRY MADE TO RUNOFF MODEL .++ 110-040 Developed Conditions Nodel; 100-YR Northern Engineering; 7/l/09 ONUMBER OF TIME STEPS 144 OINTEGRATION TIME INTERVAL (MINUTES) 2.00 25.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH OFOR 24 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES OFOR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR 2.00 1.14 1.33 2.23 2.84 5.49 1.22 1.06 1.00 .95 .91 .87 .73 .71 .69 .63 1 110-040 Developed Conditions Model; 100-YR Northern Engineering; 7/1/09 SUBAREA GUTTER WIDTH AREA PERCENT NUMBER OR MANHOLE (FT) (AC) IMPERV. 101 401 4476. 12.3 37.1 102 402 3383. 9.9 36.3 203 403 2100. 2.9 37.4 104 404 3267. 8.7 29.2 105 405 574. 1.6 17.3 106 406 875. 1.1 8.3 OTOTAL NUMBER OF SUBCATCHMENTS, 6 OTOTAL TRIBUTARY AREA (ACRES), 37.09 1 110-040 Developed Conditions Model; 100-YR Northern Engineering; 7/1/09 9.95 4.12 2.48 1.46 .84 .81 .78 .75 SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) INFILTRATION RATE(IN/HR) GAGE (FT/PT) IMPERV. PEEN. IMPERV. PERV. MAXIMUM MINIMUM DECAY RATE NO .0200 .016 .250 .100 .300 .51 .50 .00180 1 .0200 .016 .250 .100 .300 .51 .50 .00180 1 .0200 .016 .250 .100 .300 .51 .50 .00180 1 .0200 .016 .250 .100 .300 .51 .50 .00180 1 .0200 .016 .250 .100 .300 .51 .50 .00180 1 .0200 .016 .250 .100 .300 .51 .50 .00180 1 ' •** CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM386 MODEL «* WATERSHED AREA (ACRES) 37.090 TOTAL RAINFALL (INCHES) 3.669 TOTAL INFILTRATION (INCHES) .679 TOTAL WATERSHED OUTFLOW (INCHES) 2. 71D TOTAL SURFACE STORAGE AT END OF STORM (INCHES) .270 ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL .004 1 110-040 Developed Conditions Model; 100-YR Northern Engineering; 7/l/09 WIDTH INVERT GUTTER GUTTER HOP NP OR DIAM LENGTH SLOPE NUMBER CONNECTION (FT) (FT) (FT/PT) 201 901 0 1 CHANNEL 30.0 300. .0050 301 901 0 2 PIPE 302 303 0 2 PIPE 1.5 1.3 531. 476. .0040 .0040 ' 303 902 0 2 PIPE 1.5 1146. .0075 401 201 8 2 PIPE .1 100. .0010 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 .0 .3 .0 .4 1.9 5.0 2.5 5.5 402 301 9 2 PIPE .1 100. .0O30 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .0 .2 .7 .2 1.4 5.0 1.9 5.5 2.5 5.9 403 302 7 2 PIPE .1 100. .0010 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .0 .1 .0 .2 1.0 1.4 404 303 8 2 PIPE .1 100. .0010 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .0 .1 .0 .2 1.7 3.9 2.3 9.3 ' 405 304 7 2 pIpE .1 300. .0030 SIDE SLOPES OVERBANK/SURCHARGE HORIZ TO VERT MANNING DEPTH JK L R N (FIT) 20.0 20.0 .035 4.00 0 .0 .0 .013 1.50 0 .0 .0 .013 1.25 0 .0 .0 .013 1.50 0 .0 .0 .013 2.00 0 .7 .9 1.9 1.4 4.4 .0 .0 .013 2.00 0 1.1 .5 1.9 .9 2.5 .0 .0 .023 2.00 0 .3 .4 1.1 .6 1.3 .0 .0 .013 2.00 0 .5 .6 1.6 1.1 3.5 .0 .0 .013 2.00 0 1 Page 2 of 7 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .0 .0 .0 .3 .9 406 902 6 2 PIPE .1 100 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .1 .1 .3 901 0 0 3 .0 0 902 0 0 3 .0 0 304 902 0 2 PIPE 1.3 318 OTOTAL NUMBER OF GUTTERS/PIPES, 13 1 110-040 Developed Conditions Model; 100-YR Northern Engineering; 7/l/09 ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES CURTER TRIBUTARY GUTTER/PIPE 201 401 0 0 0 0 0 0 0 0 0 301 402 0 0 0 0 0 0 0 0 0 302 403 0 0 0 0 0 0 0 0 0 303 302 404 0 0 0 0 0 0 0 0 304 405 0 0 0 0 0 0 0 0 0 401 0 0 0 0 0 0 0 0 0 0 402 0 0 0 0 0 0 0 0 0 0 403 0 0 0 0 0 0 0 0 0 0 404 0 0 0 0 0 0 0 0 0 0 405 0 0 0 0 0 0 0 0 0 0 406 0 0 0 0 0 0 0 0 0 0 1 110-040 Developed Conditions Model; 100-YR Northern Engineering; 7/1/09 .1 .2 .1 .3 .2 .8 .0010 .0 .0 .013 2.00 0 .1 .4 .2 .8 .3 .9 .0010 .0 .0 .001 10.00 0 .0010 .0 .0 .001 10.00 0 1.4000 .0 .0 .013 1.25 0 TRIBUTARY SUBAREA D.A.(AC) 0 0 0 0 0 0 0 0 0 0 12.3 0 0 0 0 0 0 0 0 0 0 9.9 0 0 0 0 0 0 0 0 0 0 2.9 0 0 0 0 0 0 0 0 0 0 11.6 0 0 0 0 0 0 0 0 0 0 1.6 101 0 0 0 0 0 0 0 0 0 12.3 102 0 0 0 0 0 0 0 0 0 9.9 103 0 0 0 0 0 0 0 0 0 2.9 104 0 0 0 0 0 0 0 0 0 8.7 105 0 0 0 0 0 0 0 0 0 1.6 106 0 0 0 0 0 0 0 0 0 1.7 HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 2 CONVEYANCE ELEMENTS THE UPPER NUMBER IS DISCHARGE IN CPS THE LOWER NUMBER IS ONE OF THE FOLLOWING CASES: ( ) DENOTES DEPTH ABOVE INVERT IN FEET (S) DENOTES STORAGE IN AC -PT FOR DETENTION DAM. DISCHARGE INCLUDES SPILLWAY OUTFLOW. (I) DENOTES GUTTER INFLOW IN CPS FROM SPECIFIED INFLOW HYDROGRAPH (D) DENOTES DISCHARGE IN CPS DIVERTED FROM THIS GUTTER (0) DENOTES STORAGE IN AC -FT FOR SURCHARGED GUTTER TIME(HR/MIN) 901 902 0 1. 0. 0. .0( ) .0( I 0 2. 0. 0. .0( ) .0( ) 0 3. 0. 0. .0( ) .0( ) 0 4. 0. 0. .0( ) .0( ) 0 5. 0. 0. .0( ) .0( ) 0 6. 0. 0. .0( ) .0( ) 0 7. 0. 0. .O( ) .O( ) 0 8. 0. 0. .0( ) .O( ) 0 9. 0. 0. .0( ) .0( ) 0 20. 0. 0. .0( ) .0( ) 0 11. 0. U. 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Page 6 of 7 .0( ) .0( ) 1 47. 10. 7. .0( ) .0( ) 1 48. 10. 7. .0( 1 .0( ) 1 49. 10. 7. .0( ) .0( ) 1 50. 10. 7. .0( ) .0( 1 1 51. 10. 7. .0( ) .0( ) 1 52. 10. 7. .0( ) .0( ) 1 53. 10. 7. .0( ) .0( 1 1 54. 10. 7. .0( ) .0( ) 1 55. 10. 7. .O( ) .0( ) 1 56. 10. 7. .0( .0( 1 1 57. 10. 7. .0( ) .0( ) 1 58. 10. 7. .0( ) .0( ) 1 59. 10. 7. .0( ) .0( ) 2 0. 10. 7. .0( ) .0( ) 2 1. 10. 7. .0( ) .0( ) 2 2. 10. 7. 0( 1 .0( ) 2 3. 10. 7. .0( ) .0( ) 2 4. 10. 7. .0( ) .0( ) 2 S. 10. 7. .0( 1 .0( ) 2 6. 10. 7. .0( .0( 1 2 7. 10. 7. .0( .0( ) 2 a. 10. 7. 2 9. 10. 7. .0( 1 .0( ) 2 10. 10. 7. .0( ) .0( ) 2 11. 10. 7. .0( I .0( ) 2 12. 20. 7. .0( ) .0( ) 2 13. 10. 7. .0( 1 .0( ) 2 14. 10. 7. 0( I .0( 1 2 15. 10. 7. .0( ) .0( ) 2 16. 10. 7. .0( I .0( ) 2 17. 20. 7. .0( ) 0( ) Page 7 of 7 2 18. 10. 7. .0( 1 .0( ) 2 19. 10. 7. .O( ) .Ol 1 2 20. 10. 7. .O( ) .0( ) 2 21. 10. 7. .0( ) .0( ) 2 22. 10. 7. .0( ) .0( ) 2 23. 10. 7. .0( ) .0( ) 2 24. 10. 7. .0( ) .0( ) 1 110-040 Developed Conditions Model; 100-YR Northern Engineering; 7/1/09 •.. PEAR FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENTION DAMS -*- CONVEYANCE PEAR STAGE STORAGE TIME ELEMENT (CFS) (FT) (AC -FT) (HR/MIN) 403 1. .1 .5 1 59. 405 1. .1 .2 1 31. 404 4. .1 1.5 1 47. 302 1. .5 2 0. 402 S. .1 1.6 1 36. 401 5. .1 2.2 1 56. 309 1. .1 1 32. 406 1. .1 .2 1 25. 303 S. .8 1 53. 301 5. 1.0 1 38. 201 5. .2 2 0. 902 7. (DIRECT FLAW) 1 47. 901 10. (DIRECT FLAW) 1 48. i 1 1 1 1 1 i i 1 1 1 1 1 1 1 1 APPENDIX H 1 I I I I .1 [_1 1 7 1 _1 1 I Trapezoidal Weir Performance Curve: POND 1 Project: 110-006 Date: 7/27/06 By: ATC Governing Equation: The trapezoidal weir is a broad -crested weir govemed by the following equation: ' where O = discharge (c/s) • Q = Cw Cw 8 l b L + 0.8 H tan where = weir coefficient 211H ) J ' where L = crest length (ft) ' where H = head on weir (ft) 'where b=1.5 For 4:1 side slopes, 6 = 151.92760 so that tan (9/2) = 4 , L , / / ,-, Ix Input Parameters: Top of Weir Elevation (ft): 4881.00 Crest Elevation (ft): 4880.80 Length of Crest (ft): 200 Weir Coefficient: 2.60 Depth vs. Flow: Depth Above Crest (ft) Elevation (ft) Emergency Overflow Weir Discharge (cfs) 0.00 4880.80 0 0.10 4880.90 16 0.20 4881.00 47 DESIGN FLOW=46.1 1 i L I .1 Trapezoidal Weir Performance Curve: POND 2 Project: 110-006 Date: 7/27/06 By: ATC Governing Equation: The trapezoidal weir is a broad -crested weir governed by the following equation: ' where Q = discharge (cfs) ' Cw / B y Q = CW L + 0.8 H tan H where = weir coefficient ' where L = crest length (ft) ' where H = head on weir (R) *where b = 1.5 For 4:1 side slopes, 6 = 151.92760 so that tan (6/2) = 4 / // Input Parameters: Top of Weir Elevation (ft): 4882.00 Crest Elevation (ft): 4881.00 Length of Crest (ft): 28 Weir Coefficient: 2.60 Depth vs. Flow: Depth Above Crest (ft) Elevation (ft) Emergency Overflow Weir Discharge (cfs) 0.00 4881.00 0 0.20 4881.20 7 0.40 4881.40 19 0.60 4881.60 36 0.80 4881.80 57 1.00 4882.00 81 DESIGN FLOW=42.5 I I I I I H 1 1 Trapezoidal Weir Performance Curve: POND 3 Project: 110-006 Date: 7/27/06 By: ATC Governing Equation: The trapezoidal weir is a broad -crested weir governed by the following equation: • where Q= discharge (cis) • Q = c L + 0.8 H tan r B 1 6 H where C„ = weir coefficient w I\ J 2) • where L — crest length (ft) • where H = head on weir (ft) ' where b=1.5 For 4:1 side slopes, 9 = 151.9276° so that tan (612) = 4 , !i, / ,/ , H Input Parameters: Top of Weir Elevation (ft): 4885.00 Crest Elevation (ft): 4884.50 Length of Crest (ft): 30 Weir Coefficient: 2.60 Depth vs. Flow: Depth Above Crest (ft) Elevation (ft) Emergency Overflow Weir Discharge (cfs) 0.00 4884.50 0 0.20 4884.70 7 0.40 4884.90 21 0.50 4885.00 29 DESIGN FLOW=12.4 1 i .1 1 1 1 1 1 1 1 1 Trapezoidal Weir Performance Curve: POND 4 Project: 110-006 Date: 7/27/06 By: ATC Governing Equation: The trapezoidal weir is a broad -crested weir governed by the following equation: ' where Q = discharge (cfs) *where Q = CW L + 0.8 H tan 1 1 b H Cw = weir coefficient 2 ' where L — crest length (ft) \B ' where H = head on weir (ft) 'where b=1.5 For 4:1 side slopes, 6 = 151.92760 so that tan (6/2) = 4 , H i Input Parameters: Top of Weir Elevation (ft): 4882.00 Crest Elevation (ft): 4881.50 Length of Crest (ft): 50 Weir Coefficient: 2.60 Depth vs. Flow: Depth Above Crest (ft) Elevation (ft) Emergency Overflow Weir Discharge (cfs) 0.00 4881.50 0 0.20 4881.70 12 0.40 4881.90 34 0.50 4882.00 47 DESIGN FLOW=34.9 .1 I I I I I 1 .t .1 Trapezoidal Weir Performance Curve: POND 5 Project: 110-006 Date: 7/27/06 By: ATC Governing Equation: The trapezoidal weir is a broad -crested weir governed by the following equation: • where Q = discharge (cis) 8 • where C w= weir coefficient QCL+ O.SH tan 2 JJH' • where L = crest length (ft) ) • where H = head on weir (ft) • where b = 1.5 For 4:1 side slopes, 6 = 151.92760 so that tan (6/2) = 4 i / I� L --I //,i �i/� �!i !, /j i! /; , /7777, ; /1 ; Input Parameters: Top of Weir Elevation (ft): 4880.50 Crest Elevation (ft): 4880.00 Length of Crest (ft): 20 Weir Coefficient: 2.60 Depth vs. Flow: Depth Above Crest (ft) Elevation (ft) Emergency Overflow Weir Discharge (cfs) 0.00 4880.00 0 0.20 4880.20 5 0.40 4880.40 14 0.50 4880.50 20 DESIGN FLOW=5.7 .1 .1 1 1 1 .1 1 1 L 1 1 I dal Weir Performance Curve: FUND 6 Project: 110-006 Date: 7/27/06 By: ATC Governing Equation: The trapezoidal weir is a broad -crested weir governed by the following equation: where Q = discharge (cfs) (�# b where CW = weir coefficient Q = CWL + 0.8H tan ' where L = crest length (ft) where H = head on weir (ft) where b = 1.5 For 4:1 side slopes, 9 = 151.9276° so that tan (6/2) = 4 H v Ile Input Parameters: Top of Weir Elevation (ft): 4880.50 Crest Elevation (ft): 4880.00 Length of Crest (ft): 20 Weir Coefficient: 2.60 Depth vs. Flow: Above Crest (ft) Elevation (ft) 0.00 4880.06 0.20 4880.20 0.40 4880.40 0.50 4880.50 Overflow Weir 5 14 20 DESIGN FLOW=4.5 I i 1 1 APPENDIX I i 1 1 1] 1 1 1 1 1 1 1 1 i i 7 7 L 7 L ect: 110-006 ATC REQUIRED STORAGE & OUTLET. WORKS: BASIN AREA = 12.300 <-- INPUT from impervious calcs BASIN IMPERVIOUSNESS PERCENT = 37.10 <-- INPUT from impervious calcs BASIN IMPERVIOUSNESS RATIO = 0.3710 <-- CALCULATED WQCV (watershed inches) = 0.172 <-- CALCULATED from Figure EDB-2 WQCV (ac-ft) = 0.212 <-- CALCULATED from UDFCD DCM V.3 Section 6.5 WO Depth (ft) = 1.500 <-- INPUT from stage -storage table AREA REQUIRED PER ROW, a (in2) = 0.816 <-- CALCULATED from Figure EDB-3 CIRCULAR PERFORATION SIZING: dla (in) S, (in) o t (in) number of rows = round to lowest whole -number 1 <-- INPUT from Figure 5 4 <-- INPUT from Figure 5 1 <-- INPUT from Figure 5 1/4 <-- INPUT from Figure 5 4.5 <-- CALCULATED from WQ Depth and row spacing 4 <-- INPUT from above cell R Project: 11 By: ATC REQUIRED STORAGE & OUTLET WORKS: BASIN AREA = 9.900 <-- INPUT from impervious calcs BASIN IMPERVIOUSNESS PERCENT = 36.30 <-- INPUT from impervious calcs BASIN IMPERVIOUSNESS RATIO = 0.3630 <-- CALCULATED WQCV (watershed Inches) = 0.170 <-- CALCULATED from Figure EDB-2 WQCV (ac-ft) = 0.168 <-- CALCULATED from UDFCD DCM V.3 Section 6.5 WO Depth (ft) = 2.250 <-- INPUT from stage -storage table AREA REQUIRED PER ROW, a (inz) = 0.365 <-- CALCULATED from Figure EDB-3 CIRCULAR PERFORATION SIZING: dia (In) = 11/16 <-- INPUT from Figure 5 S, (In) = 4 <-- INPUT from Figure 5 n = 1 <-- INPUT from Figure 5 t (in) = 1/4 <-- INPUT from Figure 5 number of rows = 6.75001 <-- CALCULATED from WQ Depth and row spacing " round to lowest whole -number = 6 <-- INPUT from above cell 1 1 1 1 Project: 110-006 By: ATC Date: 4/1/06 REQUIRED STORAGE & OUTLET WORKS: BASIN AREA = 2.900 <--INPUT from Impervious calcs BASIN IMPERVIOUSNESS PERCENT = 37.40 <--INPUT from impervious caics BASIN IMPERVIOUSNESS RATIO = 0.3740 <--CALCULATED WQCV (watershed Inches) = 0.173 <-- CALCULATED from Figure EDB-2 WQCV (ac-ft) = 0.050 <-- CALCULATED from UDFCD DCM V.3 Section 6.5 WO Depth (ft) = 1.500 <-- INPUT from stage -storage table AREA REQUIRED PER ROW, a (in2) = 0.193 <-- CALCULATED from Figure EDB-3 CIRCULAR PERFORATION SIZING: dia (in) = 1/2 <— INPUT from Figure 5 Se (in) = 3 <--INPUT from Figure 5 n = 1 <-- INPUT from Figure 5 t (in) = 1/4 <-- INPUT from Figure 5 number of rows = 4.5 <-- CALCULATED from WO Depth and row spacing • round to lowest whole -number = 4 <-- INPUT from above cell By: ATC Date: 4/1/06 WIRED STORAGE & OUTLET WORKS: BASIN AREA = 8.700 <-- INPUT from impervious calcs BASIN IMPERVIOUSNESS PERCENT = 29.20 <-- INPUT from impervious calos BASIN IMPERVIOUSNESS RATIO = 0.2920 <-- CALCULATED WQCV (watershed Inches) = 0.149 <-- CALCULATED from Figure EDB-2 WQCV (ac-ft) = 0.130 <-- CALCULATED from UDFCD DCM V.3 Section 6.5 WO Depth (ft) = 1.750 <-- INPUT from stage -storage table AREA REQUIRED PER ROW, a (in2) = 0.399 <-- CALCULATED from Figure EDB-3 CIRCULAR PERFORATION SIZING: dia (In) = 3/4 <-- INPUT from Figure 5 S. (In) = 4 <-- INPUT from Figure 5 n = 1 <-- INPUT from Figure 5 t (in) = 1 /4 <-- INPUT from Figure 5 number of rows = 5.25001 <-- CALCULATED from WO Depth and row spacing ' round to lowest whole -number = 5 <-- INPUT from above cell Project: 110 By: ATC Date: 4/1/06 WIRED STORAGE & OUTLET WORKS: BASIN AREA = 1.600 <-- INPUT from impervious calcs BASIN IMPERVIOUSNESS PERCENT = 17.30 <-- INPUT from impervious calcs BASIN IMPERVIOUSNESS RATIO = 0.1730 <-- CALCULATED WQCV (watershed Inches) = 0.104 <-- CALCULATED from Figure EDB-2 WQCV (ac-ft) = 0.017 <-- CALCULATED from UDFCD DCM V.3 Section 6.5 WO Depth (ft) = 1.500 <-- INPUT from stage -storage table AREA REQUIRED PER ROW, a (in2) = 0.064 <-- CALCULATED from Figure EDB-3 CIRCULAR dia (in) = 1 /4 <-- INPUT from Figure 5 S, (in) = 4 <-- INPUT from Figure 5 n = 1 <-- INPUT from Figure 5 t (in) = 1 /4 <-- INPUT from Figure 5 number of rows = 4.5 <-- CALCULATED from WQ Depth and row spacing • round to lowest whole -number = 4 <-- INPUT from above cell 1 1 1 1 1 1 _1 Project: 11 By: ATC I REQUIRED STORAGE & OUTLET BASIN AREA = 1.700 <-- INPUT from impervious calcs BASIN IMPERVIOUSNESS PERCENT = 8.30 <-- INPUT from impervious calcs BASIN IMPERVIOUSNESS RATIO = 0.0830 <-- CALCULATED WQCV (watershed Inches) = 0.057 <-- CALCULATED from Figure EDB-2 WQCV (ac-ft) = 0.010 <-- CALCULATED from UDFCD DCM V.3 Section 6.5 WO Depth (ft) = 1.000 <-- INPUT from stage -storage table AREA REQUIRED PER ROW, a (in2) = 0.073 <-- CALCULATED from Figure EDB-3 CIRCULAR PERFORATION SIZING: dia (In) = 5/16 <-- INPUT from Figure 5 S. (In) = 4 <-- INPUT from Figure 5 n = 1 <-- INPUT from Figure 5 t (in) = 1/4 <-- INPUT from Figure 5 number of rows = 3 <-- CALCULATED from WO Depth and row spacing • round to lowest whole -number = 3 <-- INPUT from above cell I I ' APPENDIX J I 1 I I I I I r I I I 1 I I I I I I I I I I I I I I I .1 I I I 0 0 U) q IQ qjUjj�141 8888 -j -j -j -j -j 3 ate C14 0 0 Q tn V cm 8 co a aN C4 C4 0 C4 C4, eq r= &U. 0088 ul -: . I -W ui 0 tnv It 0 0 co .2t aaaaaaaaa M M CC44 mommono"V RD E& li ;i NS 0000,00 0 cm :13 I I I I 1 ! APPENDIX K I I r! I I 1 i I 1 I I I i I RAINFALL PERFORMANCE STANDARD EVALUATION Sreunean F PKA n PROJECT: 1 10-006 MAJOR BA51N: All Areas CALCULATED BY: ATC TOTAL BA51N AREA (A, : 36.100 acres DATE 712710E DEVELOPED. 5UB BASIN 'ERODIBlU Y ZONE ::; '_ (acres) . .:...'..., (ft) ; ,,,... {:.e x :L.n ,.::..e (`b), .,,.., . Ae x £C: .,. b,,,,, ..,.�... 1a MODERATE 2.92 770.0 2251.2 0.99 2.89 1b MODERATE 2.31 700.0 1617.3 1.03 2.36 1e MODERATE 1.45 115.0 166.8 6.9E 10.09 td MODERATE 2.75 730.0 2007.2 0.90 2.49 1e MODERATE 2.90 740.0 2144.5 0.81 2.35 2a MODERATE 2.85 205.0 584.3 1.61 4.59 2b MODERATE 124 500.0 620.0 1.24 1.54 2c MODERATE 2.07 445.0 921.1 1.82 3.77 2d MODERATE 3.73 440.0 1641.4 1.68 6.27 3a MODERATE 1.73 330.0 569.E 2.00 3.45 3b MODERATE 120 625.0 986.1 1.01 1.20 4a MODERATE 1.98 540.0 1057.E 2.04 3.99 4b MODERATE 220 690.0 1519.9 1.1E 2.55 4c MODERATE 229 490.0 1415.8 2.24 6.49 4d MODERATE 1.84 615.0 1007.E 1.19 1.94 58 MODERATE 1.59 310.0 492.8 1.74 2.77 ea MODERATE 1.18 385.0 452.9 1.64 1.93 6b MODERATE 0.49 65.0 31.6 12.31 6.03 7o MODERATE 2.76 105.0 289.6 8.57 23.6E ::TOTAL-: 39;849 -i79777.9 d'.90:37 . -:496: '. 2'27:;' 81:3. L Lb (Lab x Lab = From Table 5.1 Ab Length 51ope P5 400 2 50.3 496 2.27 61.2632 500 2.5 81.3 P5 (dung eon5truetion) = 81.3 (From Tawe 5.1) P5 (after construction) = 95.E (r5,, 10.8s) _ (S b x Lab Sb A b 2251.19 2.88565 1617.2E 2.37639 166.832 10.0919 2007.22 2.48595 2144.52 2.34973 564.25 4.5878 619.995 1.53759 921,145 3.7678E I G41.39 6.27392 569.583 3.45202 986. 136 1.2014 1057.E 3.98957 1519.88 2,55389 1415.65 6.486E 1007.65 1.94463 492.833 2.7693 452.932 1.92509 31,8449 6.02981 289.799 23.657 I I I EFFECTIVENE55 CALCULATION5 WrAAInAgn W^PKA G PROJECT: 110-006 MAJOR BASIN: All Areas CALCULATED BY: ATC TOTAL BASIN AREA (Ab) : 38. 100 acres DATE: 7/27/06 CONSTRUCTION PROCESS: Dunn ER0910N CONTROL'METMOD , •. C FACTOR VALUE ': P PAGTQR, VAWe COI4(MENT . Sediment Basin / Trap 1.00 0.50 all dram basins Bare Soil: Rou h Irregular Surface 0.90 1.00 all lots Straw Bale Barrier 1.00 0.80 upstream of culverts and downstream Curb Sock Inlet Filter 1.00 0.80 at all inlets Asphalt / Concrete Pavement 0.01 1.00 all roads, parkinq lots, walks, etc. Erosion Control Mats / Blankets 0.10 1.00 not applicable. Silt Fence Barrier 1.00 0.50 along property boundary Temporary Vegetation / Cover Crops 0.45 1.00 disturbed areas ' Sod Grass 0.01 1.00 landsca ed areas May or Straw Dry Mulch (From Table 5.2) 0.17 1.00 disturbed areas MAJOR BASIN PS %) : SUB -BASIN AREA (acres) , CALCULATIONS All Areas 81.3 38.100 PIAN INTENT: see Temporary Erosion Control Plan Impervious 13.250 Roads: Walks: all impervious areas have been grouped together Parkin : Pervious 24.850 Temp Veg all pervious areas have been grouped together Bare Soil Cr t = 0.35 P �t = 0.38 EFF = 86.7% ��• . ,� - v • w.v vm my .noel VG I-fl Ll Ml Dural are eR6GGIVe ' EQUATIONS: Cad = I(A, xC'� P,�r =P, x Pz XA... EFF=[1—(CxP)]x100 b I i I I I 1 I i 1 i 1 1 11 1 I i 1 1 1 1 i APPENDIX L i C� EIIGIEERING,IrIC. 8100 S. Akron Street, Suite 300, Centennial, CO 80112 - Phone (303) 221-080 1 Fax (303)-221-4019 August 1, 2007 Ms. Susan Hayes City of Fort Collins Utilities Department 700 Wood Street Fort Collins, CO 80522 RE: McClellands Creek Floodplain Evaluation ICON Project No. 07-026-MCA Dear Susan: ICON Engineering is pleased to submit our findings for the McClellands Creek floodplain evaluation from Kechter Road to County Road 7. As part of our evaluation, we incorporated several sources of information provided by the City of Fort Collins. This information includes: the effective floodplain model from the 2003 Master Plan for McClellands Creek; the floodplain model from the McClellands Creek Footbridge at Staley Park and Zach Elementary School study; the floodplain model from the F Gal Drainage Study for McClellands Creek PD & PLD Second Filing; and survey information collected by the City of Fort Collins reflecting the recently constructed McClellands Creek PD & PLD development adjacent to Fossil Creek. The following letter report presents a summary of our evaluation and documents the proposed changes to the McClellands Creek 100-year floodplain. Location The McClellands Creek study area is located within the McClellands Creek Drainage Basin, in the City of Fort Collins. More specifically, the study reach begins at the southeast comer of the intersection of Cambridge Avenue and Kechter Road and extends along the south sides of Zach Elementary School and the future site for the McClellands Creek PD & PLD Second Filing development, a distance of approximately 0.5 miles. The study area is shown in Figure 1. LI I 1 Figure 1. Project Location Map Previous Studies McClellands Creek has undergone various changes over the past four years. Construction of Zach Elementary School, the McClellands Creek PD & PLD development, and pedestrian trails and crossings have been the biggest influence in the project area. Previous studies and data collected reflecting existing and proposed changes along McClellands Creek are described in detail below. McClellands Creek Master Drainage Plan Update [March 20031 The McClellands Creek Master Drainage Plan Update was •Fgmpleted by ICON Engineering, Inc. in March 2003. The report originally identified discharges and 100=year floodplain limits for McClellands Creek in the vicinity of this project. The report also provided an effective HEC-RAS model that was used for this project, as well as the updates described below. McClellands Creek Footbridge at Staley Park and Zach Elementary School (April 20061 The McClellands Creek Footbridge at Staley Park and Zach Elementary School study was completed by Anderson Consulting Engineers in April 2006. New topography and channel cross-section surveying was completed as part of this study. The effective HEC- RAS hydraulic model, developed as part oft the Master Plan, was updated to reflect development of the Zach Elementary School site and construction of a pedestrian trail and footbridge along the south side of the school property. Cross Sections 2867, 3260, 3317, 3343, 3609, and 3847 were added to the effective hydraulic model. Results from this study show that construction of Zach Elementary School and the pedestrian trail and footbridge increased the 100- year water surface elevation by approximately 1.3-ft in the vicinity of the current project. Only minor floodplain changes resulted along McClellands Creek. Final Drainage Study for McClellands Creek PD & PLD [Mav 20071 The Final Drainage Study for McClellands Creek PD & PLD was completed by Northern Engineering in May 2007. Topographical surveying with 1-ft contour intervals was completed for the proposed 40-acre development site, located on the north side McClellands Creek, east of Zach Elementary School. The effective EEC-RAS hydraulic model, from the Master Plan, was updated to reflect existing conditions at the proposed development site as well as the proposed construction of the Spring Canyon Ditch diversion structure and adjacent pedestrian trail culvert crossing. Cross Sections 2395 and 2443 were added to the effective hydraulic model to show proposed construction of the diversion structure. Cross Sections 1700, 2000, and 2350 were revised to reflect updated topography. The effective model used for this study did not include updates completed for the McClellands Creek Footbridge at Staley Park and Zach Elementary School study previously discussed. Results from this study show that construction of the proposed diversion structure and pedestrian trail increases the 100-year water surface elevation approximately 1.1- ft in the vicinity of the current project. City of Fort Collins Field Survey The City of Fort Collins completed surveys for new cross -sections along McClellands Creek in April and May of 2007. The new survey provides information for updating Cross Sections 2350 and 2867 and adding Cross Sections 2530 and 2672 to the effective hydraulic model. The survey data reflects current conditions within the McClellands Creek channel and the Spring Canyon Ditch. In addition, the survey provides existing site conditions for the recently constructed McClellands Creek PD & PLD residential development located along the south side of McClellands Creek. The new residential development includes construction of an earthen berm between the channel and residential properties and a detention I pond facility. The intent of the earthen berm is to contain the McClellands Creek floodplain on the channel side of the berm and to provide protection for the adjacent structures. ` 2007 McClellands Creek Hydraulic Update In order to determine the proposed 100-year floodplain for McClellands Creek, ICON Engineering has combined the efforts of the sources described above into a single HEC-RAS hydraulic model. For the purposes of this evaluation, the existing conditions 100-year discharge was utilized through the project reach without modification from the Master Plan. The existing conditions 100-year discharge is 1489-cfs at Kechter Road and 1584-cfs at County Road 7. The final model developed as part of the McClellands Creek 'Footbridge at Staley Park and Zach Elementary School (Zack Elementary School) study, based on the as -constructed conditions, was used as the effective hydraulic model for this update. Information from the Final Drainage Study for McClellands Creek PD & PLD and recent City survey information was incorporated into the Zach Elementary School model to create an updated post project HEC-RAS model for McClellands Creek. The updated model reflects both the existing and proposed development along McClellands Creek. As part of the hydraulic model update, ICON added and modified several cross sections for the McClellands Creek study area. Cross -sections 2350 and 2867 were changed and cross -sections 2530-end 2672 were added to reflect the most recent City survey data and to show construction of the earthen berm adjacent to the McClellands Creek PD & PLD development. Cross -sections 2000 and 2395 were updated to reflect topography changes at the McClellands Creek PD & PLD residential development along the south side of the McClellands Creek channel. Cross-section 2443 was removed from the model and replaced with cross-section 2506 at the location of the proposed diversion structure and pedestrian trail crossing. Lastly, cross-section 2385 was added downstream of the future diversion structure and trail crossing project area. Summary and Results The results of the McClellands Creek hydraulic update are presented in Exhibit 1. It should be noted that topographic data was obtained from several sources and combined for this exhibit. In some locations, field survey elevations for channel cross sections do not match the topography shown. Floodplain delineation is based on recent survey data, instead of base mapping, where applicable. A summary of resulting water surface elevations, average channel velocities, and comparisons to the effective City of Fort Collins Master Plan, Zach Elementary School Study, and Drainage Study for the McClellands Creek PUD are presented in Table 1. Ll I I Table 1. McClellands Creek Hydraulic U date Results Cross Section w 1350 190,'VearWaters u ace leyatron;=_ 4ifferenge m SE( (ft} - 0 "'Average �lfa�riel' .:1161og'* 2.28 Master Plan "' 4873.11 McClelle 1tls CPegk PD, &:pLID 4 4873.11 'EH e0ye . Condition ..: 4873.11 Post Prbj�ct Lorldiggq, 4873.11 1700 4874.54 4875.02 4874.33 4875.02 0.49 7.71 2000 4876.06 4876.59 4876.07 4876.59 0.52 2.77 2350 4877.38 4878.59 4877.38 4878.30 0.92 8.14 2385 4877.63 4879.96 4878. 0 -4879.22 0.82 5.57 2395 4877.70 4880.35 4878.69 4880.27 1.58 6.69 2424 4878.00 4880.85 4879.31 4880.67 1.36 - 2443 4878.18 4881.17 4879.44 4880.93 1.49 - 2500 4878.70 4881.32 4879.83 4881.72 1.89 2506 4878. 77 8881.34 4879.88 1 4881.80 1.92 4.43 2530 4879.04 4881.40 4880.08 4881.97 1.89 6.34 2672 4880.63 4881.78 4881.26 4883.08 1.82 3.95 2750 4881.50 4881.99 4881.91 4883.41 1.5 2867 4882.09 4882.41 4882.72 4883.69 0.97 5.49 3260 4884.05 4883.81 4885.33 4885.09 -0.24 6.00 3317 4884,34 4884.02 4885.52 4885.36 -0.16 5.51 3343 4884.47 4884.71 4885.66 4885.54 -0.12 4.62 3450 4885.00 4684.49 4885.81 4885.72 -0.09 4.26 3609 4885.75 4885.55 4886.12 1 4886.07 -0.05 4.26 3768 4886.50 4886.61 4886.26 4886.22 -0.04 6.03 3788 4886.50 4886.63 4886.30 4886.26 -o.o4 6.50 3847 4886.73 4888.82 4886.77 4886.75 -0.02 5.04 4000 4887.31 4887.32.. 4887.01 4887.00 -0.01 6.10 �•+�•• a cyumatcnt tv uie rust-rruiect Condition as eescnoso by the McClellands Creek Footbridge at Staley Park and Zach Elementary School study completed by Anderson Consulting Engineers, Inc., April 2006. " Difference in WSEL = Post Project Condition WSEL - Effective Condition WSEL Average channel velocity reported for Post Project Conditions Note: Interpolated values are shown in blue italics As shown in Table 1, the Post Project Condition 100-year water surface elevations will increase and decrease compared to the Master Plan conditions, the elevations presented in the Zach Elementary School study (Effective Condition), and the elevations shown in the McClellands Creek PD & PLD study. The maximum increase and decrease compared to the effective conditions is 1.92-feet and 0.24-feet respectively. The revised 100-year floodplain has been delineated and is shown along with the Master Plan 100-year floodplain on Exhibit 1. Additionally, it should be noted that several residential properties in the McClellands Creek PD & PLD development are protected by the earthen berm constructed along the channel. Results from the hydraulic model update indicate that there is approximately 0.2-ft of freeboard at the earthen berm during the existing conditions 100-year storm event. Failure of this berm has the potential to result in flooding of structures at these properties. I We have enjoyed working with the City on this project. We have included a CD containing the post - project HEC-RAS model, pertinent AutoCAD files, and information used to develop the cross -sections for the various sources. Please let us know if you have any questions or concerns regarding the results of the analysis. Thank you very much. Sincerely, ICON Engineering, Inc. .A**IX,e-_ Aaron Bousselot, P.E. Project Engineer Craig D. Jacobson, P.E., CFM Project Manager i MAP POCKET i COPPER SPRING DRIVE FOSSIL LANE P.U.D. FIFTH FILING w o J Q IIBE z c.� COUNTY AGRICULTURE I T � r r_.6YBI�II�Ip _z L �1 ... �. .�........... ....... nx . r _ __ K6 ROAD " Je.• 3e 1 APPROX. WETLAND ! WIN♦ BOUNDARY ♦♦ %♦ EROSION .vim`---,1 ♦ BUFFER ��♦ WETLAND RoumDAl:v LINER DPAIN w LINE STORM DRAIN LINE B3 TEMPORARY CULVERTI ® NORTH PON 0 ISO 200 ]IXIfM ( IN FEET ) 1 FG - ISO it LEGEND: R PROPOSED WATER MN ------- EXISTING WATER MAINDID PRWOSm KKR MAIN • EXISTING SEVER MAN .. EXISTING STORM SEWER PROPOSED STORM SEVER PROPOSED SWAP .... .... �...� PROPERTY BOUNDARY PROPOSED CONTOUR EXISTING CONNOTE! ---AAH--- a PROPOSED TmDR GUTTER '1 �� NLET is PROPOSED COMBINATION INLET ■ a , MPRM DRAINAGE BASN LABEL MuM '' o a 1 ZU' R DEsw PONT Am Ui Z 2W ROW ARROW M1IN ` W BA" BOUNDARY Nmmmmmo Z !e SWALE f C) u; SHEET R RUNOFF SLA RpRYTABLE Of51GX POINT BARNB AREA (K) C1 CRIN RF Will OwF (I Is 1E 292 1 0.50 1 0B2 I 2Nd 1 I045 16 m GIL 1 0Xt I OBB 1 2.12 1 90 Ic le IAs 1 0.GO 1 9AO I 110 1 A ttl to 215 O60 0.16 268 I19 le Is '1.90 a% 0.TO 299 13 A2 2. 2e 285 041 051 252 1121 2E 20 124 0 13 0 91 178 8 06 BF 11) 0/1 OM' 10 649 b b 120 06! 0116 146 6" U NO 196 UR 053 116 4 ASA 016 266 118 A< Ac 89 033 O41 181 ALa6 a 764 06 0)0 112 N85 L59 OAB 120 567 6 1e b oIe 0 30 D BA9 03 041 2N Ga 12 216 Oda 222 N EVIL O OT 090 OLE 3H FOR DRAINAGE REVIEW ONLY NOT FOR CONSTRUCTION 2 ~ m J LL °� X Lu = w I— llt y Q W Z rAu1TR ENIeI OP � ULovnm :n Q OWNwe bol*w. J Calleea.B6uaq. ` N DIG w�E IMAI'T J MINING. UNDRAGRAD MIRROR jI.,In W J W U City of Fort Collins, Colorado UTILITY PLAN APPROVAL 0 APPROVED THE OR. CHECKED BY:—wavr—rTE__� 9 CHECKED BY: Sheet NECKED BY: ercree IMn— —➢� -NECKED BY:_ D R 1 NECKED BY: �— O( 6'I Sheets