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Home My WebLink AboutWPO201700070 Calculations 2020-01-21Ivy Road Sidewalk Improvements Project # 0250-002-R98 Hydraulic Design Report Albemarle County, Virginia October 11, 2019 Prepared by: Kimley-Horn & Associates, Inc. 1700 Willow Lawn Dr., Suite 200 Richmond, VA 23230 Owner: Albemarle County Michael R. Mitchell Lic. No. 058634 Michael R Mitchell 2020.01.21 18:45:18-05'00' Kimley-Horn and Associates, Inc. Richmond,VA Hydraulic Engineer Kimley>>> Horn This document, together with the concepts and designs presented herein, as an instrument of service, is intended only for the specific purpose and client for which it was prepared. Reuse of and improper reliance on this document without written authorization and adaptation by Kimley-Horn and Associates, Inc. shall be without liability to Kimley-Horn and Associates, Inc. TABLE OF CONTENTS DRAINAGE NARRATIVE APPENDIX A: SITE INFORMATION USDA Soil Survey Map & Data Recommended Maximum Water Velocities per AASHTO Soil Type APPENDIX B: DRAINAGE AREA MAPS Pre -Development Drainage Area Map Post -Development Drainage Area Map APPENDIX C: WATER QUALITY Water Quality Compliance Summary Water Quality Compliance Calculations APPENDIX D: WATER QUANTITY Water Quantity Compliance Summary Energy Balance Compliance Summary Applicable Storm Sewer and Hydraulic Grade Line Computations (See Appendix F for Additional Applicable Computations) APPENDIX E: DETENTION PIPE DESIGN Hydraflow Model - Hydrographs and Reports APPENDIX F: STORM DRAINAGE SYSTEM CALCULATIONS Storm Sewer and Hydraulic Grade Line Computations Curb Inlet Spread and Throat Length Calculations Grate Inlet Calculations ICY Y 31111161 Y [IJ1I Project Description Ivy Road is an existing three -lane undivided roadway with a mix of narrow shoulders, curb, and curb and gutter between Old Ivy Road (Route 601) and the Route 29/Route 250 Bypass interchange. Ivy Road generally runs east to west from the Charlottesville Business District to Crozet. Ivy Road is an important transportation corridor, serving as a connection between the Charlottesville Business District and the Route 29/Route 250 Bypass. Ivy Road (Business Route 250) is functionally classified as Urban Principal Arterial and is on the National Highway System (NHS). This project will provide bicycle lanes and concrete sidewalk along the south side of Ivy Road for approximately 1,800 linear feet from the intersection with Old Ivy Road to the intersection with Stillfried Lane. Project Area The applicable project site ("A -Site") is 1.47 acres. This area is likely to be disturbed during construction. See Appendix B for more information. ExistingDrainage Conditions In the existing condition, all stormwater runoff within the project limits is ultimately captured by curb inlets, grate inlets, or end sections and conveyed via storm sewer systems to outfalls located off -site. Two analysis points ("outfalls") have been identified at locations that collectively include all impacted drainage areas. One analysis point (Outfall A) is located within a storm sewer pipe, immediately upstream of its discharge point. The other analysis point (Outfall B) is located within an existing pipe network that is well upstream of the ultimate discharge point of the storm sewer system. Outfall A is located within the Moores Creek watershed. Outfall B is located within the Rivanna River — Meadow Creek watershed. • Outfall A o This outfall is an existing 10" iron pipe leaving existing structure #433. The pipe discharges into a roadside ditch on the northern side of Ivy Road. o In the existing condition, this outfall collects stormwater runoff from along Ivy Road, west of the high point near station 122+00. o Additional off -site runoff reaches this outfall from the developments to the south of Ivy Road. This runoff enters the existing grate inlet (#433) that leads to Outfall A. o There are anecdotal reports of ponding at existing grate inlet 4433, which leads to Outfall A. Analysis shows that the 10" iron pipe leaving existing structure 4433 is significantly over -capacity in the existing condition with an HGL that is above the ground elevation. See Appendix D for more information. • Outfall B o This outfall is an assumed existing 42" concrete pipe leaving an assumed junction between the existing 30" concrete pipe from existing structure #409 and the existing 42" concrete pipe from existing structure #440. The extension of the existing 42" concrete pipe and the junction were not verified via survey due to inaccessibility. However, the Charlottesville GIS website shows that these two branches of the existing storm sewer network combine and then continue east towards downtown. The assumed junction is noted as existing structure #000 on the plans. This condition is assumed across the existing and proposed analyses and does not influence the outcome of the proposed stormwater management improvements. The 10-year post -development Q is less than the 10-year pre - development Q at the analysis point. o In the existing condition, this outfall collects stormwater runoff from along Ivy Road, east of the high point near station 122+00. o Additional off -site runoff reaches this outfall from areas north of the Buckingham Branch Railroad tracks. This runoff either crosses the railroad tracks via culverts that discharge into an existing ditch along the north side of Ivy Road, or is captured in an existing storm sewer network that runs along Old Ivy Road and enters the survey limits at existing structure #440. The stormwater in the channel along the north side of Ivy Road flows east to the intersection between Ivy Road and Old Ivy Road. An existing culvert or pipe in this area, which would be an inlet for the accumulated ditch stormwater, could not be found. Therefore, it must be buried if it exists (In this case, the stormwater in the ditch would eventually overtop the channel bank along Old Ivy Road and enter the existing stone sewer network at existing structure #439). Anecdotal reports of the existing conditions in this area suggest that this occurs today. o Additional off -site runoff reaches this outfall from the developments to the south of Ivy Road, all the way up to the peak of Lewis Mountain. This runoff enters the existing stone sewer system along Ivy Road that leads to Outfall B. o Analysis shows that the existing stone sewer system that leads to Outfall B is over -capacity in some pipes along Ivy Road, with an HGL that is above the ground elevation. This outfall was only analyzed along the existing storm sewer trunk line on the southern side of Ivy Road that enters the outfall junction via the existing 30" concrete pipe. o Some assumptions were made in this analysis due to inaccessible inverts within some existing structures. o Analysis of the existing storm sewer trunk line along Old Ivy Road was not completed due to the insignificance of project improvements contributing to the drainage area reaching Outfall B from that branch (There is only 0.01 acres of new impervious area within a total drainage area of 39.07 acres). See Appendix D for more information. 111 17 `fix" Do 1319,1111PAIIu 111►`MI Overview In the post -development condition, all stormwater runoff will continue to be captured by either an existing or proposed inlet structure and then conveyed via existing or proposed storm sewer to one of two outfall points. The proposed drainage improvements are as follows: • Outfall A o Proposed curb inlets will be installed to capture runoff from the project site. Two of these inlets (structures 3-1 and 3-2) drop into a proposed 36" storm sewer detention pipe between the structures. This detention pipe controls the design storm outflow and then discharges into the remainder of the storm sewer network. o Structure 3-3 captures additional runoff that was entering the existing storm sewer system at existing structure 4433. This runoff bypasses the detention system and combines with the detained runoff within proposed structure 3-8, prior to discharging to Outfall A via the existing 10" iron pipe. o The existing 10" iron pipe leaving structure 3-8 remains over -capacity in the proposed condition. However, analysis shows that the HGL in the proposed condition of this system is improved compared to the existing condition. The calculated HGL using VDOT methodology reduces from 579.50 (16.2F above the rim elevation of the existing grate inlet) to 573.16 [at structure 3-8] (8.5 F above the rim elevation of the proposed manhole). Therefore, the proposed drainage changes at Outfall A will create a scenario where the roadway at the Ivy Road / Stillfried Road intersection is less likely to be inundated in significant storm events. o Due to the significantly over -capacity existing 10" iron pipe (697% capacity existing vs. 585% capacity proposed), the proposed detention system at Outfall A has been designed in a free -flow condition to simulate the effects of detention in storm events that do not create pressure flow in the 10" iron pipe and back up into the detention system. The detention system cannot be realistically modeled under a tailwater scenario. Overall, the proposed drainage design at Outfall A creates more underground detention space and inlet capacity to remove water from the roadway. This will improve drainage conditions at an existing inadequate outfall. • Outfall B o Proposed curb inlets will be installed to capture runoff from the project site. These inlets are routed via proposed and existing storm sewer to a detention pipe between structures 4-2 and 4-3, which controls the design storm outflow and then discharges into the remainder of the proposed storm sewer network. Shortly thereafter, it ties -in to the existing storm sewer network. o A proposed curb inlet top is to be installed at structure 5-1 to replace the existing grate inlet top at this location. This will allow the inlet to adequately capture runoff from the road based on the proposed design. A grate inlet and storm sewer connection underneath Old Ivy Road is proposed near station 134+25. This will give any stormwater that was ponding in this area in the existing condition an inlet into the storm sewer network it was likely intended to drain into. The proposed grate inlet does not fully mitigate the ponding issue in this area under the design criteria (10-year storm with 50% clogging). However, it improves the existing condition and gives stormwater runoff an inlet where there is none currently. Methodology The proposed drainage system is designed to collect, detain, and convey the stormwater runoff adequately and improve the existing drainage conditions when full improvements are not practical. Inlet and storm sewer capacities and hydraulic grade line calculations were performed using the Rational method. GEOPAK Drainage software was used to analyze curb inlet capacity under a design storm intensity of 4 inches/hour. Grate inlet capacity was calculated manually via a spreadsheet using the 10-year design storm and VDOT Drainage Manual practices. StormCAD software was used to analyze storm sewer capacity and the hydraulic grade line under a 10-year design storm. HGL calculations were also performed with VDOT methodology. However, the VDOT numbers were judged to be too extreme for modeling purposes based on the nature of the existing storm sewer inadequacies. The StormCAD HGL calculations were used for design purposes at Outfall B, because they more closely resemble observed conditions. Inlet and storm sewer calculations are presented in Appendix F. Times of concentration for overland flow were calculated using the Seelye method. Times of concentration for shallow concentrated flow were calculated using the TR-55 method. Times of concentration for channel flow were calculated using the Kirpich method. Times of concentration for off -site storm sewer were calculated manually, assuming an average velocity of 6 ft/s. Stormwater runoff calculations for the detention pipe at Outfall A were performed using the SCS Method. Stormwater runoff calculations for the detention pipe at Outfall B were performed using the Rational Method. Because the proposed detention pipe at Outfall B is in -line with the rest of the storm sewer network, Rational methodology was maintained to more accurately analyze the conditions at Outfall B. Detention pipes were designed to detain enough stormwater so that each existing storm sewer pipe downstream of the detention systems would convey a smaller post - development Q than pre -development Q up until, and including at, the analysis points. The detention pipe at Outfall B was also designed to contain the 100-year storm within the pipes and account for the HGL elevation of the downstream storm sewer as the tailwater condition. The design methodology for the detention pipe at Outfall A is described in the Proposed Drainage Improvements Overview section above. Both detention systems were analyzed using Hydraflow Hydrographs Extension software. The resulting models and calculations are presented in Appendix E. Both Outfall A and Outfall B have offsite areas that drain to the project site. Several of these offsite developments have detention systems to control the runoff from their sites. When available, the outflow from these systems was used in the analysis of the proposed storm system along Ivy Road. When computations for these detention systems was unavailable, the runoff from these sites was ignored in the quantity computations, as the peak runoff from these sites would occur much later than the peak runoff from on -site, and therefore have no measurable impact on the performance of the proposed systems. Design Parameters Design Storms: 2-Year; 10-Year; 100-Year Mannin,z's n-Values: Use n-Value Concrete Pipes 0.013 Pavement/Gutter Flow 0.015 CN Values: Land Cover A -Soils B-Soils C-Soils D-Soils Forest/Open Space 30 55 70 77 Managed Turf 39 61 74 80 Impervious 98 98 98 98 B, D, and E Factors: Return Period B D E 2-Year 49.020 10.500 0.820 10-Year 46.950 9.500 0.730 100-Year 31.090 5.000 0.550 Source: GEOPAK Drainage Library — Rainfall Data for Albemarle County Minimum Pipe Size: 15" Minimum Proposed Pipe Slope: 0.30% WATER QUANTITY COMPLIANCE This project must comply with part IIB of the VSMP regulations, which stipulates post - development stormwater runoff must meet Channel Protection criteria and Flood Control criteria. These criteria are addressed at each outfall as follows: Outfall A is a manmade existing iron pipe. At this outfall, the overall un-detained 10-year Q (SCS) in the post -development condition is 11.92 cfs, which is greater than the 11.84 cfs in the existing condition. The existing storm sewer system is inadequate at this outfall. Therefore, a detention pipe is proposed at Outfall A to meet Channel Protection (via Energy Balance) and Flood Protection. o The 1-year Q (SCS) contributed from the project site in the pre -development condition is 0.52 cfs and the allowable Q (SCS) to meet Energy Balance (given the pre- and post -development runoff volumes) with a 0.8 Improvement Factor is 0.36 cfs. Therefore, the overall 1-year Q (SCS) in the post -development condition must be decreased to 0.16 cfs below the overall 1-year Q (SCS) in the pre - development condition to meet Channel Protection criteria. After detention, this requirement is satisfied. The overall post -development 1-year Q (SCS) at Outfall A (combined storm sewer and bypass) is 4.96 cfs. This is 0.20 cfs less than the overall pre -development 1-year Q (SCS) of 5.16 cfs. After detention, the overall 10-year Q (SCS) reaching Outfall A (combined storm sewer and bypass) in the post -development condition is 11.73 cfs, which is less than the overall 10-year Q (SCS) in the pre -development condition of 11.84 cfs. Therefore, Flood Protection criteria is met. Outfall B is a manmade existing concrete storm sewer pipe. Therefore, this outfall meets Channel Protection criteria because concrete pipe is non -erosive. Outfall B utilizes a stormwater detention pipe to achieve Flood Protection compliance. The overall 10-year Q (Rational) in the post -development condition is 79.90 cfs, which is less than the 81.55 cfs in the existing condition. Summary water quantity tables and calculations are presented in Appendix D. WATER QUALITY COMPLIANCE This project meets water quality compliance entirely through the purchase of nutrient credits. No BMPs are proposed to be utilized for water quality compliance. The following table summarizes the pre -development and post -development site conditions and phosphorus loading conditions. Additional water quality calculations are included in Appendix C. "A -SITE" MANAGED FORESTED ADJUSTED IMPERVIOUS Total Load Reduction SCENARIO [AREA] TURF AREA AREA P LOAD 0.73 AREA (AC.) Required (lb/yr) (AC) (AC.) (AC.) (LB/YR) PRE- Total Load Reduction 1.47 0.67 0.67 0.14 1.72 0.00 DEVELOPMENT Provided by BMPs (lb/yr) POST- Remaining TP Credits to be DEVELOPMENT 1.47 0.85 0.62 0.00 2.13 Purchased (Ib/yr) 078 APPENDIX A 7 38° 3'12'N 38°2'WN 716500 716700 716900 717100 3 Map Scale: 1:8,060 Wpited m B IarNsmpe (17" z 11") sly. N 0 100 200 400 600 A 00 0 350 700 1400 2100 MapproJetllon:Npb Maoaror Ccr oo dnates:WG584 Edge tics: UTM Zone 17N WG584 USDA Natural Resources Conservation Service Hydrologic Soil Group —Albemarle County, Virginia, and Charlottesville City, Virginia 717300 717500 717700 717900 718100 718300 718500 718700 718900 719100 Web Soil Survey National Cooperative Soil Survey 9 a a 38° 2' la N 719330 3 iv 1211612015 Page 1 of 5 z O a N�N O LL z IL a a z w 0 w J IL a � O `l mc ` N N$ S N N W In 3 C N U pl N Y m m 9 Z O O W S Z r O ma NE w c0. ft N cmE am Lmo$mnEm �mZN$mE �Lm N t.Joo ucnaiwitma mco`m Z c�rnN c`a%i 'maaci`uv_i a= $�4mm dE$° 1rnoO �mn% i�amE Qm a�arUaw cc°y❑ 2vymoomaTa$tN 20 U E E d 0 N O NO CN C N a ❑ 30vc'm Ema °�w Eo E E�% o o cm $ m �do QLcmE an > N$ L Z, L 2¢$ N N ill Q U N N C L N O N O �•�'L w ma m m > TCm'twm �accm—ay moE wmm waamn0E `o E om m 0 co im2 �$ m y Pmd ma —amo a=6 7 mE—`NaE woN�U 2aZE2 « o wo YHmnoarnnmm �$E( a m N C a a d L 9 y m O O U U ❑ Z y L � 00■13+,S22 m� % a m a % m 6 � a s d Q d Orn ¢ a m m U 0 ❑ Z Ol Q a m m U e ❑ Z¢ a m m % ¢ w (O o O O Q N m m a� a Hydrologic Soil Group -Albemarle County, Virginia, and Charlottesville City, Virginia Hydrologic Soil Group Hydrologic Soil Group- Summary by Map Unit - Albemarle County, Virginia (VA003) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 2C Albemarle fine sandy C 7.8 1.5% loam, 7 to 15 percent slopes 2D Albemarle fine sandy C 20.5 3.9% loam, 15 to 25 percent slopes 3D Albemarle very stony fine C 1.7 0.3% sandy loam, 15 to 25 percent slopes 14C Chester loam, 7 to 15 B 7.4 1.4% percent slopes 14D Chester loam, 15 to 25 B 4.3 0.8% percent slopes 19B Cullen loam, 2 to 7 B 0.4 0.1 % percent slopes 19C Cullen loam, 7 to 15 B 7.2 1.3% percent slopes 21B Culpeper fine sandy B 44.6 8.4% loam, 2 to 7 percent slopes 21 C Culpeper fine sandy B 52.7 9.9% loam, 7 to 15 percent slopes 21D Culpeper fine sandy B 0.4 0.1% loam, 15 to 25 percent slopes 36B Hayesville loam, 2 to 7 B 5.8 1.1 % percent slopes 36C Hayesville loam, 7 to 15 B 13.9 2.6% percent slopes 36D Hayesville loam, 15 to 25 B 8.1 1.5% percent slopes 40D Hazel very stony loam, B 6.7 1.3% 15 to 25 percent slopes 40E Hazel very stony loam, B 25.7 4.8% 25 to 45 percent slopes 56B Meadowville loam, 2 to 7 A 4.0 0.7% percent slopes 66D Parker very stony loam, A 7.5 1.4% 15 to 25 percent slopes USDA Natural Resources Web Soil Survey 1211612015 011111111111 Conservation Service National Cooperative Soil Survey Page 3 of 5 Hydrologic Soil Group —Albemarle County, Virginia, and Charlottesville City, Virginia Hydrologic Soil Group —Summary by Map Unit —Albemarle County, Virginia (VA003) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 66E Parker very stony loam, 25 to 45 percent slopes A 10.4 2.0% 88 Udorthents, loamy 72.8 13.7% 91 Urban land 54.2 10.2% Subtotals for Soil Survey Area 366.2 67.0% Totals for Area of Interest 531.9 100.0% Hydrologic Soil Group— Summary by Map Unit — Charlottesville City, Virginia (VA540) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 88 Udorthents, loamy 30.6 5.8% 91 Urban land 51.8 9.7% 102C Albemarle - Urban land B 38.9 7.3% complex, 7 to 15 percent slopes 102D Albemarle - Urban land B 24.1 4.5% complex, 15 to 25 percent slopes 119C Cullen - Urban land C 12.9 2.4% complex, 7 to 15 percent slopes 121E Culpeper - Urban land C 6.1 1.2% complex, 2 to 7 percent slopes 121C Culpeper - Urban land C 11.2 2.1% complex, 7 to 15 percent slopes Subtotals for Soil Survey Area 175.7 33.0% Totals for Area of Interest 531.9 100.0% USDA Natural Resources Web Soil Survey 1211612015 011111111111 Conservation Service National Cooperative Soil Survey Page 4 of 5 Hydrologic Soil Group —Albemarle County, Virginia, and Charlottesville City, Virginia Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained orwell drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture orfine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual Gasses. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff. None Specified Tie -break Rule: Higher USDA Natural Resources Web Soil Survey 1211612015 011111111111 Conservation Service National Cooperative Soil Survey Page 5 of 5 Chapter 7— Ditches and Channels Appendix 7D-2 Recommended Maximum Water Velocities and Manning's n as a Function of Soil Type and Flow Depth Fortier and Maximum Manning's ASSHTO ASSHTO Scobey Soil Water n Classification Soil Description Description Velocity -Flow (ft/s) Depth 0.5-2.0 ft BROKEN ROCK and COBBLES Cobbles and 5.5 0.030 Shingles A-1-a Stone fragments or GRAVEL, with or Coarse without well -graded ' binder2 gravel, non- 4.5 0.025 colloidal same same Fine gravel 3.5 0.020 Graded loam A-1-b Coarse SAND, with or without well- to cobbles 4.0 0.030 graded' binderz when non- colloidal A-2 Mature of GRAVEL and SAND, with Graded silts (A-2-4. A-2-5. silty or clay fines3, or nonplastic silt to cobbles 4.5 0.030 A-2-6, A-2-7) fines when colloidal same same Sandy loam, 2.0 0.020 non -colloidal A-3 Fine SAND, without silty clay fines; e.g. Fine Sand, beach sand or stream -deposited fine non -colloidal 1.5 0.020 sand same same Silt loam, 2.3 0.020 non -colloidal Non- to moderately plastic SILT; Alluvial silts, A-4 mixtures of silt, sand, and/or gravel, non -colloidal 2.3 0.020 with a minimum silt content of 36% A-5 Moderately to highly plastic SILT. Soil; Ordinaryfirm mixtures of silt, sand, and/or gravel, loam 2.5 0.020 with a minimum fines3 content of 36% A-6 PlastiO CLAY soil; mixtures of day, Alluvial silts, sand, and/or gravel, with a minimum colloidal 3.5 0.025 fines3 content of 36% A-7 Moderately to highly plastic, CLAY; Stiff clay, mixtures of clay, sand, and/or gravel, very colloidal 4.0 0.025 with a minimum clay content of 36% 1) Well -graded -containing a broad range of particle sizes with no intermediate sizes missing. 1) Binder- soil particles consisting of fine sand, silt, and day. 2) Fines - particle sizes finer than 0.074 mm (e.g., silt and clay particles). 3) Plasticity -ability of a soil mass to deform at constant volume without cracking or crumbling. + Relationship between AASHTO classification and Fortier and Scobey description is loosely correlated. 1 of 2 VDOT Drainage Manual APPENDIX B DRAINAGE AREA MAI� PRE -DEVELOPMENT O u Pre -Development "A -Site" Land Cover OUIFALLMA OULB MG (ACRES) 0.22 126 PR DWJMV.WWRIBCRES) 0.12 054 ME-M.. CN 82 76 LEGEND PROJECT AREA ("A -SITE') OVERALL DRAINAGE AREA - PRE -DEVELOPMENT 'A-SITE"IMPERVIOUS LAND COVER D J c a o / / O Q / � Q / 0 I � 0 SCALE 0 200' 400' ME .m Post -Development "A -Site" Land Cover OLMALLA I OWALLB g U(KRES) 012 1.25 P0.5T-DEV. IMP. WVER(ACRES) 0.11 0.71 POST-DW. CN 85 82 DRAINAGE AREA MAP � POST -DEVELOPMENT I INLET AREA EAQ 31 Q83 3-2 Q40 3-3 113 3 30 Q31 41 Q88 42 QM 43 US K 0.43 S1 0.24 5-2 1].29 LEGEND PROJECT AREA ("A -SITE') — — — — — OVERALL DRAINAGE AREA INLET AREAS — POST -DEVELOPMENT "A -SITE -IMPERVIOUS LAND COVER 0 4-2-1 4-3 3-3 J 3f K J II I�•4-1 4-6-41 D J 9 V 0 SCALE 0 200' 400' APPENDIX C Vl,aa Runoff Reduction Method Wons wed DEq Virginia Runoff Reduction Method Re -Development Compliance Spreadsheet -Version 3.0 BMPDvslgn5pedficdbrdn LBf 2013 Draft Suds&Specs Site Summary- Linear Development Project*** Total Rainfall (in) 43 Total Disturbed Acreage: 1.4] Site Land Cover Summary Pre-ReDevelopment Land Cover (acres) Asolls BSalls 221s Dlolls Totals %of Total Forest/open(acres) 0.00 O.1C o.00 O.off 0.16 9 Managed Turf (acres) I am 0.67 o.o0 0.00 0.67 45 Impervious Cover lacteal 1 0.00 0.67 0.00 O.Oo 0.67 45 1.6] 100 Post-ReDevelopment Land Cover (acres) A its 1 Bsolls CSolls I DSollz Totals %of Total Foreat/open(acres) I 0.00 I 0.00 I o.00 I 0.00 0.00 0 Managed Turf(acres) I 0.00 1 0.62 1 o.o0 I 0.00 1 0.62 1 42 Impervious Cover(acres) 0.00 0.85 o.o0 0.00 1 0.85 I 58 .6] 1 100 Site Tv and Land Cover Nutrient Loads Final Post -Development Poor- Post- "Juste l Pre- (Porchodievelopment ReDPveloperem Development ReDevelopment &New Impervious) (Newlmpro lees) Site as 0.64 0.59 0.95 0.59 Treatment Volume(fts) 3,391 2,70.3 648 2,70.3 TP Load(lb/,) 2.13 1.72 0.41 1.72 Total TP Load Reduction Required lib/yr) 0.73 N/A"' N/A"' "'This Is a Ilnear development Project Final Post -Development Load (Post-ReDevelopment&New Impervious) pro- ReDevelognem TN Load (lb/,) 15.24 12.56 pre- Final Pozs-Development Post-ReDevelopment TP per ac Load perane [RPDevelopmentTPLoad Load per aria (lb/acre/yr)fe (lb/acre/yr) ID acre 1.34 1.45 1 1.34 ---------------------------------------------------------------------------------------------------------------------------------------------- Site Compliance Summary - ***Linear Development Project Total Runoff Volume Reduction (it') a Total TP Load ReducOon Achieved (lb/yr) 0.00 Total IN Load Reduction achieved(lb/yr) 0.00 Remaining Post Development TP Load 2.13 (lb/yr) Remaining TP Load Reduction (lb/yr) 0.73 Required Summary Pdm 4u1rM� Read sleevalRlm10/fi/M19 rove umaroevelopmentPmleax vas rtloawaw Site Information Port -Development Project (Treatment Volume and loads) Enter Total Dlaturted lanaeover levees Areafanes) i 1.47 !hack: BMFoeL ns e[I moon:. E013.. '® lineoInmje[rI Yes na:as eez lesion—ocammmmeemi, J � rommiauroeeareo enrerem NorFre-ReOewb rweryoce•iwre1+�1-vmuarsa. reroreeeera,e n l.ml-e mortroR,l=re:lmore 1. Pea -Development Lana ewer (acres) —rome• swa 1-1-..eat-I ..,roce..e,re o. reroreeee ra,e Ye ised repe..ortv.<Rl-red MU Unce RuI YFI San lmme.l a, Asels Real, CSNII, uenalmael I ramr/genspaa ca .N ITS(sae arge 0. M.wysTwre s=III tvcl N T.TIe penes 4 a.m.•ficar, Leassone'sisre, naccossersecareareareadesse reassorearessearearraver m.,a,..aevamr P..a.o..moP.a, Nn.e .a.eea Ponnmz..axA mpmvn Perarn..somr=a .a. aNerwrr�.Ne.r.rvmor� rore.wce. sceee�.e, 1=,==1 nu nm ro..,roP=.w=== b�l nm rrvsrmPmw>e wWel mo wegeeemporenl .emlmre.n •er.,ewrrv.a aro ssN are as ancreas uerr�a*.nmre, l=�1 a.arennra.., aawa�nor, ryrNawPVR acre—eftm weitlwervlwm aNrear.e.rrn zrerr..enre a rmce^��1=�1 nfi] nfi] r„a..Tae, I==reN mz he". L,an " R� ml�l ts Mrrapi Mm�PA.m�I ",ears'...,mer Naar—, EN T wm�l Pare.(=�I Treatment Volume and NUMeIII Load Treatment Volume and rry o ore na h.re INpar ae P r,vn I�as=r..r'I me ruwlnlm= IrWm' IN id Load o9Pu ra haarlmm erremvo ootos -P eass Tree, vmelaert N e.sl Posr Penn/vnn,T var.rr: scre'I a. om3o FirrRvu.aw�+n.aerar, e-�r••n la.+tl nova r..ku.aw.�.n,.mer, var.rr. �J y)95 y1.3 �err.m�mN t Iaexuvl� 3j9t y)p IrtAeR ;kwarmeneRlaaa l.)fi l.)E real pres, oewcareaeRlaaa need) E.13 LTE n.rn y�reanrarP.,.,,e OVWM iss s v •w�."Nak"..no IvmeMl uz warn mean OYaMI av In.a K'eN.Mdoll lwun=��a,.r�=a+e Nmnm�emv xrtimv+N�em�l v+�• n.53 "� I'^Y'in�we rrl � 'aq�n�mme[mvsv: wxdyr-cis se,se—fired ,»flw�wv'�efs'rew'�a�- .nnrmwme�emm.w,e!^m� wnu IaMee]uNm rer eevelepeearta peMl 0.3< Nm lleas rvwaamlle/M 0.33 Mr.wr.m.e.omn rrrrer..,yrre..rmr.a�lm,mo.rre. �rm,nmam�te¢�ry�l Port-Dernal0prident Requiraddent for TP Loatl Retlu[tion Repulrttl llb/yrl Linear PoicuTP Lad Rican- meild III Nitrogen Leads (Informational Purpoaea Site Area 0.6] r- Only) rrexu�yrr.remrmpyvl fua 1P®x P..a a New IN or oerM rs 3a APPENDIX D Stormwater Outfall Table Site Area (Acres) 1.47 Outfall A Outfall B Drainage Area From Site (Acres) 0.22 1.25 Overall Drainage Area (Acres) 1.85 70.81 Drainage Area to Existing Detention Systems (Acres) N/A 3.02 Runoff Reduction (cf) 0 0 Receiving Channel Type (Natural, Restored, or Manmade) Manmade Manmade Channel Protection Compliance Method Energy Balance Non -Erosive Flood Protection Compliance Method 10-yr QDeveloped < 10-yr QExisting 10-yr QDeveloped < 10-yr QExgting 1-year 10-year 2-year 10-year VExisting NO N/A N/A 14.49 N/A VDeveloped NO N/A N/A 14.49 N/A VAII..d NO N/A N/A N/A N/A QExisting (CFS) 5.16 11.84 N/A 81.55 QDeveloped (CFS) 4.96 11.73 N/A 79.90 `Vsllowed (CFS) 5.00 1 11.84 N/A 81.55 NOTE: Outfall A calculations are computed using the SCS Method. Outfall B calculations are computed using the Rational Method, since the proposed detention system for this outfall discharges into an existing manmade stormsewer system that requires additional calculations downstream of the detention point. Both outfall calculations account for the overall drainage area reaching each outfall. Drainage areas that are assumed to drain to existing detention systems are excluded from the water quantity calculations. NOTE: Proposed detention pipes are used to reduce the 10-yr Q (cfs) in the pipes downstream of the proposed storm sewer improvements. Energy Balance Calculations PRE -DEVELOPMENT Site Tc Runoff Volume Outfall Area CN 1-yr Q (cfs) (acres) (minutes) (cu ft) A 0.22 82 5 1056 0.52 POST -DEVELOPMENT Site 1-yr Q 1-yr Q Tc Runoff Volume Outfall Area CN Allowable Improvement (acres) (minutes) (cu ft) (cfs) Required (cfs) A 1 0.22 1 85 5 1214 0.36 1 0.16 Kimiey>Morn Storm Drain Design Calculations VDOT LD-229 Outfall A - Existing Project: Ivy Road Sidewalk Improvements Project#: 02513-002-R98 Date: 10/4/2019 Locality: Albemarle 10 -year storm Manning n = 0.013 �®r �� rr � r r � rr � r rr. �� r r• rr ®" Kimley>>Morn Hydraulic Grade Line Calculations MOT LD-347 Outfall A - Existing Project: Ivy Road Sidewalk Improvements Project 0250-002-R98 Dale: 10/412019 Locality: Albemarle 10 -year storm Angle 0 15 20 25 30 40 1 50 60 70 80 90 K 0 0.19 0.25 0.30 0.35 0.43 0.50 0.56 0.61 0.66 0.70 EM JUNMON LOSS 579.50 Kimley>>>Horn Storm Drain Design Calculations VDOT LD-229 Outfall B - Existing Project: Ivy Road Sidewalk Improvements Project#: 0250-002-R98 Date: 8/222017 Locality: Albemarle 10 -year storm Manning n = 0.013 FROM POINT TO POINT DRAINAGE AREA RUNOFF COEFFICIENT CA inlet acwm INLETTIME RAINFALL RUNOFF ELEVATIONS INVERT ELEV LENGTH LENGTH SLOPE SIZE CAPACITY FLOWTIME REMARKS upper end lower end incr accum aces [ min in/hr c6 It It k % in cis % fps min #431 #432 1.94 0.75 1.45S Lass 5.00 6.67 9.78 556.78 SS3.43 112 0.03 15 11.17 88% 10.26 0.18 5.00 #432 #432-A 0.34 0.85 0.289 1.7" 5.00 6.61 11.61 553.43 5S3.00 84 0.029 15 10.99 106% 10.12 0.14 5.18 SURCHARGED #432-A #438-A (N/A) (N/A) 0.000 1.7" 0.00 6.56 11.53 550.00 545.70 180 0.024 24 34.96 33% 9.98 0.30 5.32 #418 A #418 0.31 0.70 0.217 1.961 5.00 6.47 12.78 544.70 544.43 12 0.023 24 33.93 38% 10.04 0.02 5.62 #418 #415 0.38 0.75 0.28S 2.246 5.00 6.46 14.62 542.03 541.34 53 0.013 24 2S.81 57% 8.47 0.10 5.64 U15 #"0 0.38 0.75 0.28S 2.531 5.00 6.43 16.39 541.32 538.37 131 0.023 24 33.95 48% 10.71 0.20 5.75 #400 #"1 0.46 0.75 0.34S 2.876 1 5.00 6.36 18.45 1 538.30 536.77 1 61 0.025 1 24 1 3S.83 51% 5.87 0.17 5.95 Not U21-A 0.93 0.80 0.744 3.620 5.00 6.31 23.03 536.70 535.93 98 0.008 24 20.05 115% 7.33 0.22 6.12 SURCHARGED #421-A #40S (N/A) (N/A) 0.000 3.620 0.00 6.25 22.80 535.93 535.56 47 0.008 24 20.07 114% 7.26 0.11 6.35 SURCHARGED U05 #406 0.03 0.55 0.01] 3.636 5.00 6.22 22.79 535.52 535.33 24 0.008 24 20.13 113% 7.25 0.06 6.45 SURCHARGED "Its #409 23.17 0.60 13.902 17.538 15.13 4.S3 80.04 535.05 529.23 185 0.031 24 40.12 200% 25.48 0.12 15.13 SURCHARGED #409 #409(Out) 0.79 0.50 0.39S 17.934 5.00 4.S3 81.55 528.19 526.50 73 0.023 30 62.41 131% 16.61 0.07 15.25 SURCHARGED Kimley)»Horn Hydraulic Grade Line Calculations VDOT LD-347 Outfall B - Existing Project: Ivy Road Sidewalk Improvements Project 0250-002-R98 Date: 8/2212017 Locality: Albemarle 10 -year storm Angle 0 15 20 25 30 40 1 50 60 70 80 90 K 0 0.19 0.25 0.30 0.35 0.43 0.50 0.56 0.61 0.66 0.70 INLET 0.8D+ INV (OUT) ACTUAL OUTLET WSE DESIGN OUTLET WSE Da Qo La Sm Hr JUNCTION LOSS FINALH INLET WSE F/L ELEV V. (8) Ho (9) Qt (10) Vi (11) qV, (12) V H; Angle He Surface Runoff Facto? 1.3 Ht IS -I? 0.5 Ht 2g (I) (2) (3) (4) (5) (6) (7) (13) (14) (15) (16) (17) (18) (19) (20) (21) #409 528.50 529.00 529.00 30 81.55 73 0.0395 2.89 16.61 1.07 80.04 25.48 2039.42 10.08 3.53 40 4.33 8.93 NO 8.93 YES 4.47 7.35 534.80 #406 530.83 536.35 536.35 24 80.04 185 0.1252 23.17 25.48 2.52 22.79 7.25 165.23 0.82 0.29 90 0.57 3.38 YES 4.39 YES 2.20 25.36 538.07 #405 536.93 561.71 561.71 24 22.79 24 0.0102 0.24 7.25 0.20 22.80 7.26 165.53 0.82 0.29 90 0.57 1.06 NO 1.06 YES 0.53 0.78 538.36 #421-A 537.16 562.49 562.49 24 22.80 47 0.0102 0.48 7.26 0.20 23.03 7.33 168.81 0.83 0.29 0 0.00 0.50 NO 0.50 YES 0.25 0.73 542.23 #401 537.53 563.22 563.22 24 23.03 98 0.0104 1.02 7.33 0.21 18.45 5.87 108.30 0.54 0.19 15 0.10 0.50 YES 0.65 YES 0.32 1.34 541.39 #400 538.37 564.56 564.56 24 18.45 61 0.0067 0.41 5.87 0.13 16.39 10.71 175.54 1.78 0.62 0 0.00 0.76 YES 0.98 YES 0.49 0.90 543.33 #415 539.97 565.45 565.45 24 16.39 131 0.0053 0.69 10.71 0.45 14.62 8A7 123.83 1.11 0.39 0 0.00 0.84 YES 1.09 YES 0.54 1.24 547.38 #418 542.94 566.68 566.68 24 14.62 53 0.0042 0.22 8.47 0.28 12.78 10.04 128.31 1.57 0.55 0 0.00 0.83 YES 1.07 YES 0.54 0.76 548.56 #418-A 546.03 567.44 567.44 24 12.78 12 0.0032 0.04 1 10.041 0.39 11.53 9.98 115.07 1.55 0.54 0 0.00 0.93 YES 1.21 YES 0.61 0.64 r • 549.94 #432-A 547.30 568.09 568.09 24 11.53 180 0.0026 0.47 9.98 0.39 11.61 10.12 117.49 1.59 0.56 15 0.30 1.25 NO 1.25 YES 0.62 1.09 558.28 #432 552.00 569.18 569.18 15 11.61 84 0.0323 2.71 10.12 0.40 9.78 10.26 100.34 1.63 0.57 15 0.31 1.28 YES 1.66 YES 0.83 3.55 556.85 #431 554.43 572.72 572.72 15 9.78 112 0.0229 2.57 10.26 0.41 0.00 0.00 0.00 0.00 0.00 0 0.00 0.41 YES 0.53 YES 0.27 2.83 561.17 APPENDIX E Hydraflow Table of Contents Ivy - Outfall A Detention.gpw Hydraflow Hydrographs Extension for AutodeskO Civil 3DO 2019 by Autodesk, Inc. v2020 Sunday, 10/6/2019 Watershed Model Schematic...................................................................................... 1 Hydrograph Return Period Recap............................................................................. 2 1 -Year SummaryReport......................................................................................................................... 3 HydrographReports................................................................................................................... 4 Hydrograph No. 1, SCS Runoff, Outfall A - Overall - Pre ......................................................... 4 Hydrograph No. 2, SCS Runoff, Outfall A - Overall - Post ....................................................... 5 Hydrograph No. 3, SCS Runoff, Area to Outfall A Detention Pipe ........................................... 6 Hydrograph No. 4, SCS Runoff, Bypass to Outfall A............................................................... 7 Hydrograph No. 5, Reservoir, Detention System A................................................................. 8 Pond Report - Detention Pipe - Outfall A............................................................................ 9 Hydrograph No. 6, Combine, Outfall A.................................................................................. 11 Hydrograph No. 7, SCS Runoff, Outfall A - Site - Pre............................................................ 12 Hydrograph No. 8, SCS Runoff, Outfall A - Site - Post.......................................................... 13 10 - Year SummaryReport....................................................................................................................... 14 HydrographReports................................................................................................................. 15 Hydrograph No. 1, SCS Runoff, Outfall A - Overall - Pre ....................................................... 15 Hydrograph No. 2, SCS Runoff, Outfall A - Overall - Post ..................................................... 16 Hydrograph No. 3, SCS Runoff, Area to Outfall A Detention Pipe ......................................... 17 Hydrograph No. 4, SCS Runoff, Bypass to Outfall A............................................................. 18 Hydrograph No. 5, Reservoir, Detention System A............................................................... 19 Hydrograph No. 6, Combine, Outfall A.................................................................................. 20 Hydrograph No. 7, SCS Runoff, Outfall A - Site - Pre........................................................... 21 Hydrograph No. 8, SCS Runoff, Outfall A - Site - Post.......................................................... 22 100 - Year SummaryReport....................................................................................................................... 23 HydrographReports................................................................................................................. 24 Hydrograph No. 1, SCS Runoff, Outfall A - Overall - Pre ....................................................... 24 Hydrograph No. 2, SCS Runoff, Outfall A - Overall - Post ..................................................... 25 Hydrograph No. 3, SCS Runoff, Area to Outfall A Detention Pipe ......................................... 26 Hydrograph No. 4, SCS Runoff, Bypass to Outfall A............................................................. 27 Hydrograph No. 5, Reservoir, Detention System A............................................................... 28 Hydrograph No. 6, Combine, Outfall A.................................................................................. 29 Hydrograph No. 7, SCS Runoff, Outfall A - Site - Pre............................................................ 30 Hydrograph No. 8, SCS Runoff, Outfall A - Site - Post.......................................................... 31 IDFReport.................................................................................................................. 32 I Watershed Model Schematic Hydraflow Hydrographs Extension for Aulodesk®Civil 3D®2019 by Aulodesk. Inc_ v2020 CD ED ez 5) 7 ala 8 V6 Leaend Hyd. Origin Description 1 SCS Runoff Outfall A - Overall - Pre 2 SCS Runoff Outfall A - Overall - Post 3 SCS Runoff Area to Outfall A Detention Pipe 4 SCS Runoff Bypass to Outfall A 5 Reservoir Detention System A 6 Combine Outfall A 7 SCS Runoff Outfall A - Site - Pre 3 SCS Runoff Outfall A - Site - Post Project: Ivy - Outfall A Detention.gpw Sunday, 10 16 / 2019 `a Hydrograph Return Period Recarw Hydrographs Extension for Autodesk®Civil 3DO 2019 by Autodesk, Inc. v2020 Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph No. type hyd(s) Description (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 SCS Runoff 5.155 ----- ----- ----- 11.84 21.30 Outfall A - Overall - Pre 2 SCS Runoff 5.221 ----- ----- ----- 11.92 21.36 Outfall A - Overall - Post 3 SCS Runoff 1.624 ----- ----- ----- 4.169 7.917 Area to Outfall A Detention Pipe 4 SCS Runoff ---- 3.649 ----- ----- ----- 7.752 13.46 Bypass to Outfall A 5 Reservoir 3 1.464 ----- ------ ----- 4.151 -- 7.881 Detention System A 6 Combine 4,5 4.958 ----- ------ ----- 11.73 21.34 Outfall A 7 SCS Runoff ---- 0.524 ----- ------ ----- 1.303 2.433 Outfall A - Site - Pre 8 SCS Runoff ---- 0.600 ----- ------ ----- 1.394 2.519 Outfall A - Site - Post Proj. file: Ivy - Outfall A Detention.gpw Sunday, 10 / 6 12019 3 Hydrograph Summary Re po rtHydralow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2020 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to Peak (min) Hyd. volume (cult) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) Hydrograph Description 1 SCS Runoff 5.155 2 716 10,445 ---- ------ ----- Outfall A - Overall - Pre 2 SCS Runoff 5.221 2 716 10,587 ---- ------ ----- Outfall A - Overall - Post 3 SCS Runoff 1.624 2 718 3,259 ---- ------ ----- Area to Outfall A Detention Pipe 4 SCS Runoff 3.649 2 716 7,509 ---- ----- ----- Bypass to Outfall A 5 Reservoir 1.464 2 720 3,259 3 562.74 192 Detention System A 6 Combine 4.958 2 718 10,768 4,5 ------ ----- Outfall A 7 SCS Runoff 0.524 2 718 1,056 ------ ----- Outfall A - Site - Pre 8 SCS Runoff 0.600 2 716 1,214 ------ ----- Outfall A - Site - Post Ivy - Outfall A Detention.gpw Return Period: 1 Year Sunday, 10 / 6 12019 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2020 Sunday, 10 / 6 / 2019 Hyd. No. 1 Outfall A - Overall - Pre Hydrograph type = SCS Runoff Peak discharge = 5.155 cfs Storm frequency = 1 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 10,445 cult Drainage area = 1.850 ac Curve number = 85.5 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.04 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 6.00 5.00 4.00 3.00 r M 1.00 0.00 0 2 4 Hyd No. 1 6 8 Outfall A - Overall - Pre Hyd. No. 1 -- 1 Year Q (cfs) 6.00 5.00 4.00 3.00 2.00 1.00 0.00 10 12 14 16 18 20 22 24 Time (hrs) 5 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2020 Sunday, 10 / 6 / 2019 Hyd. No. 2 Outfall A - Overall - Post Hydrograph type = SCS Runoff Peak discharge = 5.221 cfs Storm frequency = 1 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 10,587 cult Drainage area = 1.850 ac Curve number = 85.8 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.04 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 6.00 5.00 4.00 3.00 r M 1.00 0.00 0 2 4 Hyd No. 2 6 8 Outfall A - Overall - Post Hyd. No. 2 -- 1 Year Q (cfs) 6.00 5.00 4.00 3.00 2.00 1.00 0.00 10 12 14 16 18 20 22 24 Time (hrs) I Hydrograph Report Hydra6ow Hydrographs Extension for Autodesk® Civil 31302019 by Autodesk, Inc. v2020 Sunday, 10 / 6 / 2019 Hyd. No. 3 Area to Outfall A Detention Pipe Hydrograph type = SCS Runoff Peak discharge = 1.624 cfs Storm frequency = 1 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 3,259 cuft Drainage area = 0.730 ac Curve number = 80.5 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.04 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 2.00 1.00 0.00 0 2 4 Hyd No. 3 Area to Outfall A Detention Pipe Hyd. No. 3 -- 1 Year 6 8 10 12 14 16 18 20 22 24 Q (cfs) 2.00 1.00 ---J- 0.00 26 Time (hrs) 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2020 Sunday, 10 / 6 / 2019 Hyd. No. 4 Bypass to Outfall A Hydrograph type = SCS Runoff Peak discharge = 3.649 cfs Storm frequency = 1 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 7,509 tuft Drainage area = 1.130 ac Curve number = 89.2 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.04 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 4.00 3.00 r M 1.00 0.00 0.0 2.0 4.0 Hyd No. 4 Bypass to Outfall A Hyd. No. 4 -- 1 Year 6.0 8.0 10.0 12.0 14.0 16.0 Q (cfs) 4.00 3.00 2.00 1.00 0.00 18.0 20.0 22.0 Time (hrs) Hydrograph Report I Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2020 Hyd. No. 5 Detention System A Hydrograph type = Reservoir Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Inflow hyd. No. = 3 - Area to Outfall A Detention Mime Elevation Reservoir name = Detention Pipe - Outfall A Max. Storage Storage Indication method used. Q (cfs) 2.00 1.00 0.00 0 2 4 Hyd No. 5 Detention System A Hyd. No. 5 -- 1 Year Sunday, 10/6/2019 = 1.464 cfs = 12.00 hrs = 3,259 cuft = 562.74 ft = 192 cuft 6 8 10 12 14 16 18 20 22 24 Hyd No. 3 ® Total storage used = 192 cuft Q (cfs) 2.00 1.00 ---J- 0.00 26 Time (hrs) Pond Report 9 Hydrailow Hydrographs Extension for Autodesk® Civil 308 2019 by Autodesk, Inc. v2020 Sunday, 10 / 6 / 2019 Pond No. 1 - Detention Pipe - Outfall A Pond Data UG Chambers -Invert elev. = 561.00 ft Rise x Span = 3.00 x 3.00 ft, Barrel Len = 50.00 ft, No. Barrels = 1, Slope - 0.30 % , Headers = No Stage I Storage Table Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cuft) 0.00 561.00 n/a 0 0 0.31 561.32 n/a 13 13 0.63 561.63 n/a 32 45 0.94 561.95 n/a 40 85 1.26 562.26 n/a 45 130 1.58 562.58 n/a 47 177 1.89 562.89 n/a 47 224 2.20 563.21 n/a 45 268 2.52 563.52 n/a 40 308 2.84 563.84 n/a 32 340 3.15 564.15 n/a 13 353 Culvert / Orifice Structures Weir Structures [A] [B] [C] [Pr1l [A] [B] [C] [D] Rise (in) = 15.00 7.00 6.00 0.00 Crest Len (ft) = 16.00 4.00 Inactive 0.00 Span (in) = 15.00 7.00 18.00 0.00 Crest El. (ft) = 567.13 563.40 0.00 0.00 No. Barrels = 1 1 1 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El. (ft) = 561.00 561.00 562.60 0.00 Weir Type = 1 Red Red -- Length (ft) = 52.00 0.00 0.00 0.00 Multistage = Yes Yes No No Slope I%) = 2.30 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfl.(in/hr) = 0.000 (by Contour) Multi -Stage = n/a Yes Yes No TW Ell (ft) = 0.00 Note: CuiveNOrfice out loos are ana" under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (a). Stage I Storage I Discharge Table Stage Storage Elevation ChrA ChrB CIvC Prl WrA WrB WrC WrD Exfil User Total ft cuff ft cfs cfs cfs cfs cfs cis cis cfs cfs cfs cis 0.00 0 561.00 0.00 0.00 0.00 -- 0.00 0.00 -- --- -- --- 0.000 0.03 1 561.03 0.00 is 0.00 is 0.00 --- 0.00 0.00 -- -- -- - 0.003 0.06 3 561.06 0.01 is 0.01 is 0.00 --- 0.00 0.00 -- -- -- -- 0.011 0.09 4 561.09 0.02 is 0.02 is 0.00 --- 0.00 0.00 -- -- -- --- 0.023 0.13 5 561.13 0.04 is 0.04 is 0.00 --- 0.00 0.00 -- --- --- --- 0.041 0.16 7 561.16 0.06 is 0.06 is 0.00 --- 0.00 0.00 -- --- --- -- 0.062 0.19 8 561.19 0.09 is 0.09 is 0.00 --- 0.00 0.00 -- -- -- - 0.089 0.22 9 561.22 0.12 is 0.12 is 0.00 --- 0.00 0.00 -- -- -- - 0.118 0.25 11 561.25 0.15 is 0.15 is 0.00 --- 0.00 0.00 -- -- -- - 0.150 0.28 12 561.28 0.19 is 0.19 is 0.00 --- 0.00 0.00 -- -- -- - 0.187 0.31 13 561.32 0.23 is 0.23 is 0.00 --- 0.00 0.00 -- -- -- -- 0.228 0.35 17 561.35 0.27 is 0.27 is 0.00 --- 0.00 0.00 -- -- -- -- 0.271 0.38 20 561.38 0.31 is 0.31 is 0.00 --- 0.00 0.00 -- -- -- -- 0.313 0.41 23 561.41 0.37 is 0.36 is 0.00 --- 0.00 0.00 -- -- -- -- 0.358 0.44 26 561.44 0.41 is 0.41 is 0.00 --- 0.00 0.00 -- -- -- -- 0.408 0.47 29 561.47 0.46 is 0.46 is 0.00 --- 0.00 0.00 -- -- -- -- 0.456 0.50 32 561.50 0.51 is 0.50 is 0.00 --- 0.00 0.00 -- -- -- -- 0.502 0.54 36 561.54 0.56 is 0.55 is 0.00 --- 0.00 0.00 -- -- -- -- 0.547 0.57 39 561.57 0.59 is 0.59 is 0.00 --- 0.00 0.00 -- -- -- -- 0.590 0.60 42 561.60 0.62 is 0.62 is 0.00 --- 0.00 0.00 -- -- -- -- 0.621 0.63 45 561.63 0.65 is 0.65 is 0.00 --- 0.00 0.00 -- -- -- - 0.650 0.66 49 561.66 0.68 is 0.68 is 0.00 --- 0.00 0.00 -- -- -- - 0.679 0.69 53 561.69 0.71 is 0.71 is 0.00 --- 0.00 0.00 -- -- -- - 0.708 0.72 57 561.72 0.74 is 0.74 is 0.00 --- 0.00 0.00 -- -- -- - 0.736 0.76 61 561.76 0.77 is 0.76 is 0.00 --- 0.00 0.00 -- -- -- - 0.763 0.79 65 561.79 0.80 is 0.79 is 0.00 --- 0.00 0.00 -- -- -- - 0.787 0.82 69 561.82 0.83 is 0.81 is 0.00 --- 0.00 0.00 -- -- -- - 0.810 0.85 73 561.85 0.84 is 0.84 is 0.00 --- 0.00 0.00 -- -- -- -- 0.837 0.88 77 561.88 0.87 is 0.86 is 0.00 --- 0.00 0.00 -- -- -- -- 0.863 0.91 81 561.91 0.90 is 0.88 is 0.00 --- 0.00 0.00 -- -- -- -- 0.884 0.94 85 561.95 0.91 is 0.91 is 0.00 --- 0.00 0.00 -- -- -- -- 0.908 0.98 90 561.98 0.94 is 0.93 is 0.00 --- 0.00 0.00 -- -- -- -- 0.933 Continues on next page... Detention Pipe - Outfall A Stage / Storage / Discharge Table Stage Storage Elevation CIvA Clv B Clv C PrfRsr WrA Wr B Wr C Wr D Exfil User Total ft cuft ft cis cfs cfs cfs cfs cfs cfs cis cfs cfs cfs 1.01 94 562.01 0.97 is 0.95 is 0.00 --- 0.00 0.00 --- -- -- --- 0.952 1.04 99 562.04 0.98 is 0.98 is 0.00 --- 0.00 0.00 -- -- -- -- 0.977 1.07 103 562.07 1.01 is 1.00 is 0.00 --- 0.00 0.00 --- -- -- -- 0.998 1.10 108 562.10 1.02 is 1.02 is 0.00 --- 0.00 0.00 --- -- -- -- 1.018 1.13 112 562.13 1.05 is 1.04 is 0.00 --- 0.00 0.00 --- --- --- -- 1.041 1.17 116 562.17 1.09 is 1.06 is 0.00 --- 0.00 0.00 --- --- --- -- 1.058 1.20 121 562.20 1.09 is 1.08 is 0.00 --- 0.00 0.00 -- - - -- 1.083 1.23 125 562.23 1.12 is 1.10 is 0.00 --- 0.00 0.00 -- - - -- 1.099 1.26 130 562.26 1.12 is 1.12 is 0.00 --- 0.00 0.00 -- - - -- 1.123 1.29 135 562.29 1.16 is 1.14 is 0.00 --- 0.00 0.00 -- - - -- 1.139 1.32 139 562.32 1.16 is 1.16 is 0.00 --- 0.00 0.00 -- - - -- 1.162 1.35 144 562.35 1.20 is 1.18 is 0.00 --- 0.00 0.00 -- - - -- 1.177 1.39 149 562.39 1.20 is 1.20 is 0.00 --- 0.00 0.00 -- - - -- 1.199 1.42 153 562.42 1.21 is 1.21 is 0.00 --- 0.00 0.00 -- - - -- 1.215 1.45 158 562.45 1.25 is 1.24 is 0.00 --- 0.00 0.00 -- - - -- 1.235 1.48 163 562.48 1.25 is 1.25 is 0.00 --- 0.00 0.00 -- - - -- 1.252 1.51 167 562.51 1.29 is 1.27 is 0.00 --- 0.00 0.00 -- - - -- 1.270 1.54 172 562.54 1.29 is 1.29 is 0.00 --- 0.00 0.00 -- - - -- 1.290 1.58 177 562.58 1.33 is 1.30 is 0.00 --- 0.00 0.00 -- - - -- 1.305 1.61 181 562.61 1.33 is 1.32 is 0.00 is --- 0.00 0.00 -- - - -- 1.327 1.64 186 562.64 1.37 is 1.34 is 0.04 is --- 0.00 0.00 -- - - -- 1.375 1.67 191 562.67 1.46 is 1.35 is 0.09 is --- 0.00 0.00 -- - - -- 1.439 1.70 196 562.70 1.55 is 1.35 is 0.16 is --- 0.00 0.00 -- - - -- 1.517 1.73 200 562.73 1.64 is 1.36 is 0.25 is --- 0.00 0.00 -- - - -- 1.606 1.76 205 562.76 1.73 is 1.37 is 0.34 is --- 0.00 0.00 -- - - -- 1.706 1.80 210 562.80 1.83 is 1.37 is 0.44 is --- 0.00 0.00 -- - - -- 1.816 1.83 214 562.83 1.93 is 1.38 is 0.55 is --- 0.00 0.00 -- - - -- 1.930 1.86 219 562.86 2.07 is 1.38 is 0.67 is --- 0.00 0.00 -- - - -- 2.054 1.89 224 562.89 2.21 is 1.38 is 0.80 is --- 0.00 0.00 -- - - -- 2.182 1.92 228 562.92 2.32 is 1.39 is 0.93 is --- 0.00 0.00 -- - - -- 2.319 1.95 233 562.95 2.46 is 1.39 is 1.07 is --- 0.00 0.00 -- - - -- 2.463 1.98 237 562.98 2.61 is 1.39 is 1.22 is --- 0.00 0.00 -- - - - 2.611 2.02 242 563.02 2.76 is 1.39 is 1.37 is --- 0.00 0.00 -- - - -- 2.764 2.05 246 563.05 2.95 is 1.39 is 1.53 is --- 0.00 0.00 -- - - -- 2.923 2.08 251 563.08 3.09 is 1.40 is 1.69 is --- 0.00 0.00 -- - - -- 3.089 2.11 255 563.11 3.24 is 1.40 is 1.84 is --- 0.00 0.00 -- - - -- 3.239 2.14 259 563.14 3.36 is 1.40 is 1.95 is --- 0.00 0.00 -- - - - 3.355 2.17 264 563.17 3.49 is 1.41 is 2.05 is --- 0.00 0.00 -- - - -- 3.462 2.20 268 563.21 3.57 is 1.42 is 2.15 is --- 0.00 0.00 -- - - -- 3.569 2.24 272 563.24 3.69 is 1.42 is 2.25 is --- 0.00 0.00 -- - - -- 3.667 2.27 276 563.27 3.77 is 1.43 is 2.33 is --- 0.00 0.00 -- - - -- 3.766 2.30 280 563.30 3.88 is 1.44 is 2.42 is --- 0.00 0.00 -- - - - 3.858 2.33 284 563.33 3.95 is 1.45 is 2.50 is --- 0.00 0.00 -- - - -- 3.950 2.36 288 563.36 4.04 is 1.45 is 2.59 is --- 0.00 0.00 -- - - -- 4.038 2.39 292 563.39 4.13 is 1.46 is 2.66 is --- 0.00 0.00 -- - - -- 4.123 2.43 296 563.43 4.27 is 1.46 is 2.74 is --- 0.00 0.05 -- - - -- 4.254 2.46 300 563.46 4.46 is 1.45 is 2.81 is --- 0.00 0.18 -- - - -- 4.447 2.49 304 563.49 4.67 is 1.43 is 2.89 is --- 0.00 0.35 -- - - -- 4.669 2.52 308 563.52 4.92 is 1.41 is 2.96 is --- 0.00 0.55 -- - - -- 4.920 2.55 312 563.55 5.19 is 1.38 is 3.02 is --- 0.00 0.79 -- - - -- 5.192 2.58 315 563.58 5.48 is 1.35 is 3.09 is --- 0.00 1.04 -- - - -- 5.482 2.61 318 563.61 5.79 is 1.31 is 3.16 is --- 0.00 1.32 -- - - - 5.787 2.65 321 563.65 6.10 is 1.26 is 3.22 is --- 0.00 1.62 -- - - - 6.103 2.68 324 563.68 6.43 is 1.20 is 3.29 is --- 0.00 1.95 -- - - - 6.430 2.71 327 563.71 6.68 is 1.15 is 3.24 is --- 0.00 2.29 -- - -- -- 6.682 2.74 331 563.74 6.90 is 1.12 is 3.13 is --- 0.00 2.65 -- - -- -- 6.896 2.77 334 563.77 7.11 is 1.07 is 3.02 is --- 0.00 3.02 -- - -- -- 7.112 2.80 337 563.80 7.33 is 1.03 is 2.89 is --- 0.00 3.41 -- - -- -- 7.329 2.84 340 563.84 7.55 is 0.98 is 2.75 is --- 0.00 3.82 -- - -- -- 7.546 2.87 341 563.87 7.76 is 0.92 is 2.59 is --- 0.00 4.24 -- - -- -- 7.761 2.90 343 563.90 7.96 is 0.87 is 2.45 is --- 0.00 4.64 s -- - -- -- 7.958 2.93 344 563.93 8.11 is 0.83 is 2.34 is --- 0.00 4.94 s -- - -- -- 8.111 2.96 345 563.96 8.25 is 0.80 is 2.25 is --- 0.00 5.20 s -- - -- -- 8.248 2.99 347 563.99 8.37 is 0.77 is 2.16 is --- 0.00 5.44 s -- - -- -- 8.374 3.02 348 564.02 8.49 is 0.74 is 2.08 is --- 0.00 5.66 s -- - -- -- 8.492 3.06 349 564.06 8.60 is 0.72 is 2.01 is --- 0.00 5.87 s -- - -- -- 8.601 3.09 351 564.09 8.71 is 0.69 is 1.94 is --- 0.00 6.07 s -- - -- -- 8.707 3.12 352 564.12 8.81 is 0.67 is 1.88 is --- 0.00 6.25 s -- - -- -- 8.806 3.15 353 564.15 8.90 is 0.65 is 1.82 is --- 0.00 6.43 s -- - -- -- 8.902 ...End Hydrograph Report 11 Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2020 Sunday, 10 / 6 / 2019 Hyd. No. 6 Outfall A Hydrograph type = Combine Peak discharge = 4.958 cfs Storm frequency = 1 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 10,768 cult Inflow hyds. = 4, 5 Contrib. drain. area = 1.130 ac Outfall A Q (cfs) Q (cfs) Hyd. No. 6 -- 1 Year 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 6 — Hyd No. 4 Time (hrs) — Hyd No. 5 12 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2020 Sunday, 10 / 6 / 2019 Hyd. No. 7 Outfall A - Site - Pre Hydrograph type = SCS Runoff Peak discharge = 0.524 cfs Storm frequency = 1 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 1,056 cult Drainage area = 0.220 ac Curve number = 82 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.04 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Outfall A - Site - Pre Hyd. No. 7 -- 1 Year Q (Cfs) 0 2 4 Hyd No. 7 13 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2020 Sunday, 10 / 6 / 2019 Hyd. No. 8 Outfall A - Site - Post Hydrograph type = SCS Runoff Peak discharge = 0.600 cfs Storm frequency = 1 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 1,214 cult Drainage area = 0.220 ac Curve number = 85 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.04 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Outfall A - Site - Post Hyd. No. 8 -- 1 Year 0 2 4 Hyd No. 8 Q (cfs) W Hydrograph Summary Re po rtHydralow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2020 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to Peak (min) Hyd. volume (cult) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) Hydrograph Description 1 SCS Runoff 11.84 2 716 24,810 ---- ------ ----- Outfall A - Overall - Pre 2 SCS Runoff 11.92 2 716 25,006 ---- ------ ----- Outfall A - Overall - Post 3 SCS Runoff 4.169 2 716 8,535 ---- ------ ----- Area to Outfall A Detention Pipe 4 SCS Runoff 7.752 2 716 16,657 ---- ----- ----- Bypass to Outfall A 5 Reservoir 4.151 2 718 8,535 3 563.43 293 Detention System A 6 Combine 11.73 2 716 25,192 4,5 ------ ----- Outfall A 7 SCS Runoff 1.303 2 716 2,684 ------ ----- Outfall A - Site - Pre 8 SCS Runoff 1.394 2 716 2,912 ------ ----- Outfall A - Site - Post Ivy - Outfall A Detention.gpw Return Period: 10 Year Sunday, 10 / 6 12019 15 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Sunday, 10 / 6 / 2019 Hyd. No. 1 Outfall A - Overall - Pre Hydrograph type = SCS Runoff Peak discharge = 11.84 cfs Storm frequency = 10 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 24,810 cuft Drainage area = 1.850 ac Curve number = 85.5 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.56 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 12.00 10.00 : 51 . M 4.00 2.00 0.00 ' ' 0.0 2.0 4.0 — Hyd No. 1 Outfall A - Overall - Pre Hyd. No. 1 -- 10 Year Q (cfs) 12.00 10.00 M 4.00 2.00 I I 1 0.00 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 Time (hrs) 16 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Sunday, 10 / 6 / 2019 Hyd. No. 2 Outfall A - Overall - Post Hydrograph type = SCS Runoff Peak discharge = 11.92 cfs Storm frequency = 10 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 25,006 cuft Drainage area = 1.850 ac Curve number = 85.8 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.56 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 12.00 10.00 . M 4.00 2.00 0.00 0.0 2.0 4.0 Hyd No. 2 Outfall A - Overall - Post Hyd. No. 2 -- 10 Year Q (cfs) 12.00 10.00 M 4.00 2.00 I I 1 0.00 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 Time (hrs) 17 Hydrograph Report Hydra6ow Hydrographs Extension for Autodesk® Civil 31302019 by Autodesk, Inc. v2020 Sunday, 10 / 6 / 2019 Hyd. No. 3 Area to Outfall A Detention Pipe Hydrograph type = SCS Runoff Peak discharge = 4.169 cfs Storm frequency = 10 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 8,535 cuft Drainage area = 0.730 ac Curve number = 80.5 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.56 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 5.00 4.00 OM r imp 1.00 0.00 0.0 2.0 4.0 Hyd No. 3 Area to Outfall A Detention Pipe Hyd. No. 3 -- 10 Year 6.0 8.0 10.0 12.0 14.0 16.0 Q (cfs) 5.00 4.00 3.00 2.00 1.00 0.00 18.0 20.0 22.0 Time (hrs) 18 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2020 Sunday, 10 / 6 / 2019 Hyd. No. 4 Bypass to Outfall A Hydrograph type = SCS Runoff Peak discharge = 7.752 cfs Storm frequency = 10 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 16,657 cult Drainage area = 1.130 ac Curve number = 89.2 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.56 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Bypass to Outfall A Q (cfs) Hyd. No. 4 -- 10 Year Q (Cfs) 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 Hyd No. 4 Time (hrs) Hydrograph Report 19 Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2020 Hyd. No. 5 Detention System A Hydrograph type = Reservoir Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Inflow hyd. No. = 3 - Area to Outfall A Detention Mime Elevation Reservoir name = Detention Pipe - Outfall A Max. Storage Storage Indication method used. Q (cfs) 5.00 4.00 Om r it 1.00 0.00 0.0 2.0 4.0 Hyd No. 5 Detention System A Hyd. No. 5 -- 10 Year 6.0 8.0 — Hyd No. 3 Sunday, 10/6/2019 = 4.151 cfs = 11.97 hrs = 8,535 cuft = 563.43 ft = 293 cuft Q (cfs) 5.00 4.00 3.00 2.00 1.00 0.00 10.0 12.0 14.0 16.0 18.0 20.0 22.0 ® Total storage used = 293 cult Time (hrs) Hydrograph Report 20 Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2020 Sunday, 10 / 6 / 2019 Hyd. No. 6 Outfall A Hydrograph type = Combine Peak discharge = 11.73 cfs Storm frequency = 10 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 25,192 cult Inflow hyds. = 4, 5 Contrib. drain. area = 1.130 ac Al mF1IIa1 Q (cfs) Hyd. No. 6 -- 10 Year Q (Cfs) 12.00 12.00 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 Hyd No. 6 — Hyd No. 4 — Hyd No. 5 Time (hrs) Hydrograph Report 21 Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2020 Hyd. No. 7 Outfall A - Site - Pre Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.220 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 5.56 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 2.00 1.00 Outfall A - Site - Pre Hyd. No. 7 -- 10 Year Sunday, 10/6/2019 = 1.303 cfs = 11.93 hrs = 2,684 cuft = 82 = Oft = 5.00 min = Type II = 484 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 Hyd No. 7 Q (cfs) 2.00 1.00 � 0.00 22.0 Time (hrs) Hydrograph Report `*a Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2020 Hyd. No. 8 Outfall A - Site - Post Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.220 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 5.56 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 2.00 1.00 Outfall A - Site - Post Hyd. No. 8 -- 10 Year Sunday, 10/6/2019 = 1.394 cfs = 11.93 hrs = 2,912 cuft = 85 = Oft = 5.00 min = Type II = 484 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 Hyd No. 8 Q (cfs) 2.00 1.00 � 0.00 22.0 Time (hrs) 23 Hydrograph Summary Re po rtHydralow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2020 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to Peak (min) Hyd. volume (cult) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) Hydrograph Description 1 SCS Runoff 21.30 2 716 46,333 ---- ------ ----- Outfall A - Overall - Pre 2 SCS Runoff 21.36 2 716 46,565 ---- ------ ----- Outfall A - Overall - Post 3 SCS Runoff 7.917 2 716 16,754 ---- ------ ----- Area to Outfall A Detention Pipe 4 SCS Runoff 13.46 2 716 30,043 ---- ----- ----- Bypass to Outfall A 5 Reservoir 7.881 2 716 16,753 3 563.94 342 Detention System A 6 Combine 21.34 2 716 46,796 4,5 ------ ----- Outfall A 7 SCS Runoff 2.433 2 716 5,188 ------ ----- Outfall A - Site - Pre 8 SCS Runoff 2.519 2 716 5,464 ------ ----- Outfall A - Site - Post Ivy - Outfall A Detention.gpw Return Period: 100 Year Sunday, 10 / 6 12019 24 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Sunday, 10 / 6 / 2019 Hyd. No. 1 Outfall A - Overall - Pre Hydrograph type = SCS Runoff Peak discharge = 21.30 cfs Storm frequency = 100 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 46,333 cuft Drainage area = 1.850 ac Curve number = 85.5 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 9.12 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Outfall A - Overall - Pre Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs) 24.00 24.00 20.00 20.00 16.00 16.00 12.00 12.00 8.00 8.00 4.00 4.00 0.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 Hyd No. 1 Time (hrs) 25 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Sunday, 10 / 6 / 2019 Hyd. No. 2 Outfall A - Overall - Post Hydrograph type = SCS Runoff Peak discharge = 21.36 cfs Storm frequency = 100 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 46,565 cuft Drainage area = 1.850 ac Curve number = 85.8 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 9.12 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Outfall A - Overall - Post Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs) 24.00 24.00 20.00 20.00 16.00 16.00 12.00 12.00 8.00 8.00 4.00 4.00 0.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 - Hyd No. 2 Time (hrs) 26 Hydrograph Report Hydra6ow Hydrographs Extension for Autodesk® Civil 31302019 by Autodesk, Inc. v2020 Sunday, 10 / 6 / 2019 Hyd. No. 3 Area to Outfall A Detention Pipe Hydrograph type = SCS Runoff Peak discharge = 7.917 cfs Storm frequency = 100 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 16,754 cuft Drainage area = 0.730 ac Curve number = 80.5 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 9.12 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Area to Outfall A Detention Pipe Q (cfs) Hyd. No. 3 -- 100 Year Q (cfs) 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 — Hyd No. 3 Time (hrs) 27 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Sunday, 10 / 6 / 2019 Hyd. No. 4 Bypass to Outfall A Hydrograph type = SCS Runoff Peak discharge = 13.46 cfs Storm frequency = 100 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 30,043 cuft Drainage area = 1.130 ac Curve number = 89.2 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 9.12 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Bypass to Outfall A Q (cfs) Hyd. No. 4 -- 100 Year Q (cfs) 14.00 14.00 12.00 12.00 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 - Hyd No. 4 Time (hrs) Hydrograph Report 28 Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2020 Sunday, 10 / 6 / 2019 Hyd. No. 5 Detention System A Hydrograph type = Reservoir Peak discharge = 7.881 cfs Storm frequency = 100 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 16,753 cuft Inflow hyd. No. = 3 - Area to Outfall A Detention Mime Elevation = 563.94 ft Reservoir name = Detention Pipe - Outfall A Max. Storage = 342 cuft Storage Indication method used Q (cfs) 8.00 . �� 4.00 Detention System A Hyd. No. 5 -- 100 Year 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 Hyd No. 5 — Hyd No. 3 ® Total storage used = 342 cuft Q (cfs) 8.00 4.00 2.00 � 0.00 20.0 Time (hrs) Hydrograph Report 29 Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2020 Sunday, 10 / 6 / 2019 Hyd. No. 6 Outfall A Hydrograph type = Combine Peak discharge = 21.34 cfs Storm frequency = 100 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 46,796 cult Inflow hyds. = 4, 5 Contrib. drain. area = 1.130 ac Al mF1IIa1 Q (cfs) Hyd. No. 6 -- 100 Year Q (Cfs) 24.00 24.00 20.00 20.00 16.00 16.00 12.00 12.00 8.00 8.00 4.00 4.00 0.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 Hyd No. 6 — Hyd No. 4 — Hyd No. 5 Time (hrs) 30 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Sunday, 10 / 6 / 2019 Hyd. No. 7 Outfall A - Site - Pre Hydrograph type = SCS Runoff Peak discharge = 2.433 cfs Storm frequency = 100 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 5,188 cuft Drainage area = 0.220 ac Curve number = 82 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 9.12 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 3.00 r imp 1.00 0.00 0.0 2.0 Hyd No. 7 Outfall A - Site - Pre Hyd. No. 7 -- 100 Year 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 Q (cfs) 3.00 2.00 1.00 � 0.00 20.0 Time (hrs) 31 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Sunday, 10 / 6 / 2019 Hyd. No. 8 Outfall A - Site - Post Hydrograph type = SCS Runoff Peak discharge = 2.519 cfs Storm frequency = 100 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 5,464 cuft Drainage area = 0.220 ac Curve number = 85 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 9.12 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 3.00 r imp 1.00 0.00 0.0 2.0 Hyd No. 8 Outfall A - Site - Post Hyd. No. 8 -- 100 Year 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 Q (cfs) 3.00 2.00 1.00 � 0.00 20.0 Time (hrs) Hydraflow Rainfall Report 32 Hydrafiow Hydrographs Extension for Autodesk® Civil 3130 2019 by Autodesk, Inc. v2020 Return Period Intensity -Duration -Frequency Equation Coefficients (FHA) (Yrs) B D E (NIA) 1 53.3336 12.2000 0.8734 --- 2 61.5475 12.3000 0.8630 ----- 3 0.0000 0.0000 0.0000 ------- 5 0.0000 0.0000 0.0000 ------- 10 64.8558 12.0000 0.7912 ------- 25 60.8573 11.1000 0.7422 ------- 50 0.0000 0.0000 0.0000 ------- 100 51.8259 9.3000 0.6585 ----- File name: 1-95 and Route 10.IDF Intensity = B I (Tc + D)AE Sunday, 10/6/2019 Return Period Intensity Values (inthr) (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 1 4.45 3.56 2.98 2.57 2.27 2.03 1.84 1.69 1.56 1.45 1.35 1.27 2 5.26 4.22 3.55 3.07 2.71 2.43 2.21 2.02 1.87 1.74 1.63 1.53 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10 6.89 5.62 4.78 4.18 3.73 3.37 3.08 2.85 2.65 2.48 2.33 2.20 25 7.74 6.33 5.41 4.75 425 3.86 3.54 3.28 3.06 2.88 2.71 2.57 50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 100 8.99 7.38 6.34 5.61 5.05 4.62 4.27 3.98 3.73 3.52 3.34 3.18 Tc = time in minutes. Values may exceed 60. Precip. file name: KARIC CIV%113038 - Albemarle Cty On-Ca11120 lvyRd%EngineerinqXComputationskHydraulicrXlvy.pc Storm Rainfall Precipitation Table (in) Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 3.04 3.68 0.00 0.00 5.56 6.83 7.92 9.12 SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff -1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Hydraflow Table of Contents Ivy Detention Pipes-Rational.gpw Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2020 Friday, 11 / 30 12018 Watershed Model Schematic...................................................................................... 1 Hydrograph Return Period Recap............................................................................. 2 2 - Year SummaryReport ......................................................................................................................... 3 HydrographReports................................................................................................................... 4 Hydrograph No. 1, Rational, Area to Outfall B Detention......................................................... 4 Hydrograph No. 2, Reservoir, Detention Pipe B....................................................................... 5 Pond Report - Outfall B Detention Pipe............................................................................... 6 10 - Year SummaryReport ......................................................................................................................... 8 HydrographReports................................................................................................................... 9 Hydrograph No. 1, Rational, Area to Outfall B Detention......................................................... 9 Hydrograph No. 2, Reservoir, Detention Pipe B..................................................................... 10 100 - Year SummaryReport ....................................................................................................................... 11 HydrographReports................................................................................................................. 12 Hydrograph No. 1, Rational, Area to Outfall B Detention....................................................... 12 Hydrograph No. 2, Reservoir, Detention Pipe B..................................................................... 13 OFReport.................................................................................................................. 14 Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk®Civil 3DO 2019 by Autodesk, Inc. v2020 Legend Hyd. Origin Description 1 Rational Area to Outfall B Detention 2 Reservoir Detention Pipe B Project: Ivy Detention Pipes-Rational.gpw Friday, 11 / 30 / 2018 `a Hydrograph Return Period ReHcdraflbw Hydrographs Extension for AutodeskO ChAl 31D@ 2019 by Autodesk, Inc. J2020 Hyd. No. Hydrograph type (origin) Inflow hyd(s) Peak Outflow Ids) Hydrograph Description 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 2 Rational Reservoir 1 9.937 6.045 12.79 7.265 ----- ----- 16.81 12.01 Area to Oulfall B Detention Detention Pipe B Proj. file: Ivy Detention Pipes-Rational.gpw Friday, 11 / 30 / 2018 �3 Hydrograph Summary Re p o rklydrallow Hydrographs Extension for Autodesk®Civil 31362019 by Autodesk, Inc. v2020 Hyd. No. Hydrograph type (origin) Peak flow (ots) Time interval (min) Time to Peak (min) Hyd. volume (cub) Inflow hyd(s) Maximum elevation (ft) Total strge used (tuft) Hydrograph Description 1 Rational 9.937 1 5 2,981 Area to Oulfall B Detention 2 Reservoir 6.045 1 7 2,737 1 546.99 1,192 Detention Pipe B Ivy Detention Pipes-Rational.gpw Return Period: 2 Year Friday, 11 / 30 / 2018 4 Hydrograph Report Hydraflow Hydrographs Extension for AutodeskO Civil 31D9 2019 by Autodesk, Inc. v2020 Friday, 11 / 30 12018 Hyd. No. 1 Area to Outfall B Detention Hydrograph type = Rational Peak discharge = 9.937 cfs Storm frequency = 2 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 2,981 cuft Drainage area = 2.558 ac Runoff coeff. = 0.75 Intensity = 5.180 in/hr Tc by User = 5.00 min OF Curve = Ivy.IDF Asc/Rec limb fact = 1/1 Q (Cfs) 10.00 . M 4.00 t, r r 0.00 if 0 1 2 Hyd No. 1 Area to Outfall B Detention Hyd. No. 1 -- 2 Year 3 4 5 6 7 8 Q (cfs) 10.00 IN 4.00 2.00 `N 0.00 9 10 Time (min) Hydrograph Report 5 Hydraflm Hydrographs Extension for Autodesk® Civil 3C0 2019 by Autodesk, Inc. v2020 Hyd. No. 2 Detention Pipe B Hydrograph type = Reservoir Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 1 min Hyd. volume Inflow hyd. No. = 1 - Area to Outfall B Detention Max. Elevation Reservoir name = Outfall B Detention Pipe Max. Storage Storage Indication method used Q (cfs) 10.00 r: r .jm 4.00 �1 0.00 0 1 2 Hyd No. 2 Detention Pipe B Hyd. No. 2 -- 2 Year Friday, 11 / 30 / 2018 = 6.045 cfs = 7 min = 2,737 cuft = 546.99 ft = 1,192 cuft 3 4 5 6 7 8 9 10 11 12 13 — Hyd No. 1 ® Total storage used = 1,192 cuft Q (cfs) 10.00 l l 4.00 2.00 0.00 14 Time (min) Pond Report Lj Hydraflow Hydrographs Extension for AutodeskO Civil 31302019 by Autodesk, Inc. v2020 Friday, 11 / 30 / 2018 Pond No. 2 - Outfall B Detention Pipe Pond Data UG Chambers -Invert elev. = 544.70 ft Rise x Span = 4.00 x 4.00 ft, Barrel Len = 191.30 ft, No. Barrels = 1, Slope = 0.31 %, Headers = No Stage / Storage Table Stage (ft) Elevation (ft) Contour area (scift) Incr. Storage (cult) Total storage (cuft) 0.00 544.70 n/a 0 0 0.46 545.16 n/a 48 48 0.92 545.62 n/a 196 244 1.38 546.08 n/a 284 528 1.84 546.54 n/a 327 856 2.30 547.00 n/a 347 1,202 2.76 547.46 n/a 347 1,550 3.22 547.92 n/a 327 1,877 3.67 548.37 n/a 284 2,161 4.13 548.83 n/a 196 2,357 4.59 549.29 n/a 48 2,404 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in) = 24.00 15.00 Inactive Inactive Crest Len (ft) = 20.00 6.17 Inactive Inactive Span (in) = 24.00 15.00 0.00 0.00 Crest El. (ft) = 549.29 547.60 0.00 0.00 No. Barrels = 1 1 1 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El. (ft) = 544.60 544.60 0.00 0.00 Weir Type = 1 Rect -- -- Length (ft) = 24.00 0.00 0.00 0.00 Multistage = Yes Yes No No Slope I%) = 1.27 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 EAL(inlhr) = 0.000 (by Contour) Multistage = n/a Yes No No TW Elev. (ft) = 545.62 Note: CulwrVOnfioe outflows are analyzed under inlet(ic) and outlet(oc) control. Weir risers checked for onfice conditions(ic) and submergence(a). Stage / Storage / Discharge Table Stage Storage Elevation CIvA CIvB CIvC PrfRsr WrA Wire WrC WrD Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 544.70 0.00 0.00 --- --- 0.00 0.00 --- --- 0.05 5 544.75 0.00 0.00 --- --- 0.00 0.00 -- -- 0.09 10 544.79 0.00 0.00 --- --- 0.00 0.00 -- -- 0.14 14 544.84 0.00 0.00 -- --- 0.00 0.00 -- -- 0.18 19 544.88 0.00 0.00 -- --- 0.00 0.00 -- -- 0.23 24 544.93 0.00 0.00 -- --- 0.00 0.00 -- -- 0.28 29 544.98 0.00 0.00 -- --- 0.00 0.00 -- -- 0.32 33 545.02 0.00 0.00 -- --- 0.00 0.00 -- -- 0.37 38 545.07 0.00 0.00 -- --- 0.00 0.00 -- -- 0.41 43 545.11 0.00 0.00 -- --- 0.00 0.00 -- -- 0.46 48 545.16 0.00 0.00 -- --- 0.00 0.00 -- -- 0.51 67 545.21 0.00 0.00 -- --- 0.00 0.00 -- -- 0.55 87 545.25 0.00 0.00 -- --- 0.00 0.00 -- -- 0.60 107 545.30 0.00 0.00 -- --- 0.00 0.00 -- -- 0.64 126 545.34 0.00 0.00 -- --- 0.00 0.00 -- -- 0.69 146 545.39 0.00 0.00 -- --- 0.00 0.00 -- -- 0.73 165 545.44 0.00 0.00 -- --- 0.00 0.00 -- -- 0.78 185 545.48 0.00 0.00 -- --- 0.00 0.00 -- -- 0.83 205 545.53 0.00 0.00 -- --- 0.00 0.00 -- -- 0.87 224 545.57 0.00 0.00 -- --- 0.00 0.00 -- -- 0.92 244 545.62 0.00 0.00 -- --- 0.00 0.00 -- -- 0.96 272 545.66 0.95 is 0.94 is --- --- 0.00 0.00 -- -- 1.01 301 545.71 1.38 is 1.38 is --- --- 0.00 0.00 -- -- 1.06 329 545.76 1.74 is 1.74 is --- --- 0.00 0.00 -- -- 1.10 358 545.80 2.06 is 2.05 is --- --- 0.00 0.00 -- -- 1.15 386 545.85 2.35 is 2.32 is --- --- 0.00 0.00 -- -- 1.19 414 545.89 2.55 is 2.55 is --- --- 0.00 0.00 -- -- 1.24 443 545.94 2.77 is 2.77 is --- --- 0.00 0.00 -- -- 1.29 471 545.99 2.98 is 2.98 is --- --- 0.00 0.00 -- -- 1.33 500 546.03 3.18 is 3.18 is --- --- 0.00 0.00 -- -- 1.38 528 546.08 3.40 is 3.35 is -- -- 0.00 0.00 -- -- 1.42 561 546.12 3.53 is 3.53 is - -- 0.00 0.00 -- -- --- --- 0.000 - - 0.000 - - 0.000 - - 0.000 - - 0.000 - - 0.000 - - 0.000 - - 0.000 - - 0.000 - - 0.000 - - 0.000 - - 0.000 - - 0.000 - - 0.000 - - 0.000 - - 0.000 - - 0.000 - - 0.000 - - 0.000 - - 0.000 - - 0.000 - - 0.941 - - 1.381 - - 1.739 - - 2.053 - - 2.321 - - 2.552 - - 2.773 - - 2.980 - - 3.178 - - 3.350 - - 3.530 Continues on next page ri Ouffall B Detention Pipe Stage / Storage / Discharge Table Stage Storage Elevation ClvA CIvB CIvC PrfRsr WrA WrB WrC WrD Exfil User Total ft cuff ft cfs cfs cfs cf$ cfs cfs cfs cfs cfs cfs cfs 1.47 594 546.17 3.71 is 3.70 is --- -- 0.00 0.00 --- -- --- --- 3.704 1.52 626 546.22 3.89 is 3.87 is --- --- 0.00 0.00 --- -- -- -- 3.867 1.56 659 546.26 4.02 is 4.02 is --- --- 0.00 0.00 --- -- -- -- 4.019 1.61 692 546.31 4.18 is 4.18 is --- --- 0.00 0.00 --- -- -- -- 4.178 1.65 725 546.35 4.36 is 4.32 is --- --- 0.00 0.00 --- -- -- -- 4.324 1.70 757 546.40 4.47 is 4.47 is --- --- 0.00 0.00 --- -- -- -- 4.466 1.75 790 546.45 4.61 is 4.61 is --- --- 0.00 0.00 -- -- -- -- 4.614 1.79 823 546.49 4.74 is 4.74 is --- --- 0.00 0.00 --- -- -- -- 4.740 1.84 856 546.54 4.88 is 4.88 is --- --- 0.00 0.00 --- -- -- -- 4.881 1.88 890 546.58 5.04 is 5.01 is --- --- 0.00 0.00 --- --- -- -- 5.011 1.93 925 546.63 5.14 is 5.14 is --- --- 0.00 0.00 --- --- -- -- 5.138 1.98 960 546.68 5.27 is 5.27 is --- --- 0.00 0.00 --- --- -- -- 5.271 2.02 994 546.72 5.38 is 5.38 is --- -- 0.00 0.00 --- -- -- -- 5.384 2.07 1,029 546.77 5.51 is 5.51 is --- --- 0.00 0.00 --- -- -- - 5.513 2.11 1,064 546.81 5.62 is 5.62 is --- --- 0.00 0.00 --- -- - - 5.622 2.16 1,098 546.86 5.75 is 5.75 is --- --- 0.00 0.00 --- -- - - 5.748 2.20 1,133 546.90 5.85 is 5.85 is --- --- 0.00 0.00 --- - - - 5.853 2.25 1,168 546.95 5.97 is 5.97 is --- --- 0.00 0.00 --- - - - 5.975 2.30 1,202 547.00 6.15 is 6.08 is --- --- 0.00 0.00 -- - - - 6.076 2.34 1,237 547.04 6.19 is 6.19 is --- --- 0.00 0.00 -- - - - 6.194 2.39 1,272 547.09 6.37 is 6.29 is --- --- 0.00 0.00 --- -- -- -- 6.294 2.43 1,307 547.13 6.41 is 6.41 is --- --- 0.00 0.00 --- -- -- -- 6.409 2.48 1,341 547.18 6.58 is 6.50 is --- --- 0.00 0.00 --- -- -- -- 6.505 2.53 1,376 547.23 6.62 is 6.62 is --- --- 0.00 0.00 -- -- -- -- 6.617 2.57 1,411 547.27 6.71 is 6.71 is --- --- 0.00 0.00 -- -- -- -- 6.711 2.62 1,446 547.32 6.82 is 6.82 is --- --- 0.00 0.00 --- -- -- -- 6.821 2.66 1,480 547.36 6.91 is 6.91 is --- --- 0.00 0.00 --- - - - 6.913 2.71 1,515 547.41 7.02 is 7.02 is --- --- 0.00 0.00 --- -- -- - 7.020 2.76 1,550 547.46 7.11 is 7.11 is --- --- 0.00 0.00 -- -- -- - 7.109 2.80 1,583 547.50 7.22 is 7.21 is - - 0.00 0.00 -- -- -- - 7.212 2.85 1,615 547.55 7.30 is 7.30 is - - 0.00 0.00 -- -- -- - 7.301 2.89 1,648 547.59 7.43 is 7.40 is - - 0.00 0.00 -- -- -- - 7.398 2.94 1,681 547.64 7.64 is 7.47 is --- --- 0.00 0.16 -- -- -- - 7.635 2.99 1,714 547.69 8.04 is 7.51 is --- --- 0.00 0.51 -- -- -- - 8.029 3.03 1,746 547.73 8.52 is 7.54 is --- --- 0.00 0.98 -- -- -- - 8.518 3.08 1,779 547.78 9.01 oc 7.48 is --- --- 0.00 1.54 -- -- -- - 9.015 3.12 1,812 547.82 9.52 oc 7.35 is --- --- 0.00 2.17 -- -- -- - 9.516 3.17 1,844 547.87 10.05 oc 7.16 is --- --- 0.00 2.87 - -- -- -- 10.04 3.22 1,877 547.92 10.41 oc 6.77 is --- --- 0.00 3.64 - -- -- -- 10.41 3.26 1,906 547.96 11.22 oc 6.76 is --- --- 0.00 4.46 - -- -- -- 11.22 3.31 1,934 548.01 12.07 oc 6.74 is --- --- 0.00 5.34 - -- -- -- 12.07 3.35 1,962 548.05 12.96 oc 6.69 is --- --- 0.00 6.27 - -- -- -- 12.96 3.40 1,991 548.10 13.87 oc 6.63 is --- --- 0.00 7.24 - -- -- -- 13.87 3.44 2,019 548.15 14.82 oc 6.55 is --- --- 0.00 8.27 - -- -- - 14.82 3.49 2,047 548.19 15.78 oc 6.45 is --- --- 0.00 9.33 - -- -- - 15.78 3.54 2,076 548.24 16.77 oc 6.33 is --- --- 0.00 10.44 -- -- -- - 16.77 3.58 2,104 548.28 17.78 oc 6.18 is --- --- 0.00 11.59 -- -- -- - 17.78 3.63 2,132 548.33 18.80 oc 6.01 is --- --- 0.00 12.78 -- -- -- - 18.80 3.67 2,161 548.37 19.82 oc 5.82 is --- --- 0.00 14.00 -- -- -- - 19.82 3.72 2,180 548.42 20.86 oc 5.59 is --- --- 0.00 15.27 -- -- -- - 20.86 3.77 2,200 548.47 21.67 is 5.26 is --- --- 0.00 16.41 s - -- -- - 21.67 3.81 2,220 548.51 22.27 is 5.03 is --- --- 0.00 17.24 s - -- -- - 22.27 3.86 2,239 548.56 22.79 is 4.83 is --- --- 0.00 17.96 s - -- -- - 22.79 3.90 2,259 548.60 23.27 is 4.64 is --- --- 0.00 18.62 s - -- -- - 23.26 3.95 2,278 548.65 23.70 is 4.48 is --- --- 0.00 19.22 s - -- -- - 23.70 4.00 2,298 548.70 24.11 is 4.32 is --- --- 0.00 19.79 s - -- -- - 24.11 4.04 2,318 548.74 24.49 is 4.18 is --- --- 0.00 20.31 s - -- -- - 24.49 4.09 2,337 548.79 24.85 is 4.04 is --- --- 0.00 20.81 s - -- -- - 24.85 4.13 2,357 548.83 25.19 is 3.92 is --- --- 0.00 21.28 s - -- -- - 25.19 4.18 2,362 548.88 25.52 is 3.79 is --- --- 0.00 21.73 s - -- -- - 25.52 4.23 2,366 548.93 25.83 is 3.68 is --- --- 0.00 22.15 s - -- -- - 25.83 4.27 2,371 548.97 26.13 is 3.57 is --- --- 0.00 22.56 s - -- -- - 26.13 4.32 2,376 549.02 26.42 is 3.47 is --- --- 0.00 22.95 s - -- -- - 26.42 4.36 2,381 549.06 26.70 is 3.38 is --- --- 0.00 23.32 s - -- -- - 26.70 4.41 2,385 549.11 26.97 is 3.28 is --- --- 0.00 23.69 s - -- -- - 26.97 4.46 2,390 549.16 27.23 is 3.20 is --- --- 0.00 24.04 s - -- -- - 27.23 4.50 2,395 549.20 27.49 is 3.12 is --- --- 0.00 24.37 s - -- -- - 27.49 4.55 2,400 549.25 27.74 is 3.04 is --- --- 0.00 24.70 s - -- -- - 27.73 4.59 2,404 549.29 27.98 is 2.96 is --- --- 0.01 25.00 s - -- -- - 27.98 ...End 8 Hydrograph Summary Re p o rklydrallow Hydrographs Extension for Autodesk®Civil 31362019 by Autodesk, Inc. v2020 Hyd. No. Hydrograph type (origin) Peak flow (Ofs) Time interval (min) Time to Peak (min) Hyd. volume (cub) Inflow hyd(s) Maximum elevation (ft) Total strge used (tuft) Hydrograph Description 1 Rational 12.79 1 5 3,836 Area to Oulfall B Detention 2 Reservoir 7.265 1 7 3,592 1 547.55 1,602 Detention Pipe B Ivy Detention Pipes-Rational.gpw Return Period: 10 Year Friday, 11 / 30 / 2018 9 Hydrograph Report Hydraflow Hydrographs Extension for AutodeskO Civil 31D9 2019 by Autodesk, Inc. v2020 Friday, 11 / 30 12018 Hyd. No. 1 Area to Outfall B Detention Hydrograph type = Rational Peak discharge = 12.79 cfs Storm frequency = 10 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 3,836 cuft Drainage area = 2.558 ac Runoff coeff. = 0.75 Intensity = 6.666 in/hr Tc by User = 5.00 min OF Curve = Ivy.IDF Asc/Rec limb fact = 1/1 Q (Cfs) 14.00 12.00 10.00 8.00 6.00 4.00 2.00 000 0 1 2 Hyd No. 1 Area to Outfall B Detention Hyd. No. 1 -- 10 Year Q (cfs) 14 .00 12.00 10.00 8.00 6.00 4.00 2.00 0.00 3 4 5 6 7 8 9 10 Time (min) Hydrograph Report 10 Hydraflm Hydrographs Extension for Autodesk® Civil 3C0 2019 by Autodesk, Inc. v2020 Hyd. No. 2 Detention Pipe B Hydrograph type = Reservoir Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 1 min Hyd. volume Inflow hyd. No. = 1 - Area to Outfall B Detention Max. Elevation Reservoir name = Outfall B Detention Pipe Max. Storage Storage Indication method used Q (cfs) 14.00 12.00 10.00 BI s0 4.00 r M Detention Pipe B Hyd. No. 2 -- 10 Year Friday, 11 / 30 / 2018 = 7.265 cfs = 7 min = 3,592 cuft = 547.55 ft = 1,602 cuft Q (cfs) 14.00 12.00 10.00 Ill l 4.00 2.00 0.00 W I I I I ' 0.00 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Time (min) — Hyd No. 2 —Hyd No. 1 ®Total storage used = 1,602 cult 11 Hydrograph Summary Re p o rklydrallow Hydrographs Extension for Autodesk®Civil 31362019 by Autodesk, Inc. v2020 Hyd. No. Hydrograph type (origin) Peak flow (ots) Time interval (min) Time to Peak (min) Hyd. volume (cub) Inflow hyd(s) Maximum elevation (ft) Total strge used (tuft) Hydrograph Description 1 Rational 16.81 1 5 5,043 Area to Oulfall B Detention 2 Reservoir 12.01 1 6 4,799 1 548.07 1,932 Detention Pipe B Ivy Detention Pipes-Rational.gpw Return Period: 100 Year Friday, 11 / 30 / 2018 12 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Friday, 11 / 30 / 2018 Hyd. No. 1 Area to Outfall B Detention Hydrograph type = Rational Peak discharge = 16.81 cfs Storm frequency = 100 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 5,043 cuft Drainage area = 2.558 ac Runoff coeff. = 0.75 Intensity = 8.762 in/hr Tc by User = 5.00 min OF Curve = Ivy.IDF Asc/Rec limb fact = 1/1 Q (cfs) 18.00 15.00 12.00 AM 0.00 x I ' 0 1 2 Hyd No. 1 Area to Outfall B Detention Hyd. No. 1 -- 100 Year 3 4 5 6 7 8 Q (cfs) 18.00 15.00 12.00 3.00 V 0.00 9 10 Time (min) Hydrograph Report 13 Hydraflm Hydrographs Extension for Autodesk® Civil 3C0 2019 by Autodesk, Inc. v2020 Hyd. No. 2 Detention Pipe B Hydrograph type = Reservoir Peak discharge Storm frequency = 100 yrs Time to peak Time interval = 1 min Hyd. volume Inflow hyd. No. = 1 - Area to Outfall B Detention Max. Elevation Reservoir name = Outfall B Detention Pipe Max. Storage Storage Indication method used Q (Cfs) 18.00 15.00 12.00 • 11 AM ITIT11111 0.00 r 0 2 Hyd No. 2 Detention Pipe B Hyd. No. 2 -- 100 Year 4 6 — Hyd No. 1 Friday, 11 / 30 / 2018 = 12.01 cfs = 6 min = 4,799 cuft = 548.07 ft = 1,932 cuft 8 10 12 14 Total storage used = 1,932 cuft Q (cfs) 18.00 15.00 12.00 • 11 . 11 3.00 nowl- 0.00 16 Time (min) Hydraflow Rainfall Report iC! Hydrailow Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Return Period Intensity -Duration -Frequency Equation Coefficients (FHA) (Yrs) B D E (N/A) 1 0.0000 0.0000 0.0000 --- 2 49.0200 10.5000 0.8200 ----- 3 0.0000 0.0000 0.0000 ----- 5 0.0000 0.0000 0.0000 ----- 10 46.9500 9.5000 0.7300 ----- 25 0.0000 0.0000 0.0000 ----- 50 0.0000 0.0000 0.0000 ----- 100 31.0900 5.0000 0.5500 ------ File name: Ivy. OF Intensity = B / (Tc + D)AE Friday, 11 / 30 / 2018 Return Period Intensity Values (in/hr) (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 5.18 4.12 3.44 2.97 2.63 2.36 2.14 1.97 1.82 1.70 1.59 1.50 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10 6.67 5.37 4.55 3.97 3.54 3.21 2.94 2.72 2.54 2.38 2.24 2.12 25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 100 8.76 7.01 5.98 5.29 4.79 4.40 4.09 3.83 3.62 3.43 3.27 3.13 Tc = time in minutes. Values may exceed 60. Precip. file name: K:\RIC CIV\113038-Albemarle Cty On-CaIh20 I Rd\En ineerin \Core utations\H draulics\I c Rainfall Precipitation Table (in) Storm Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 3.04 3.68 0.00 0.00 5.56 6.83 7.92 9.12 SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff -1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 APPENDIX F Kimiey>Morn Storm Drain Design Calculations VDOT LD-229 Project: Ivy Road Sidewalk Improvements Project#: 0253-002-R98 Date: 10/4/2019 Locality: Albemade 10 -year storm Manning It = 0.013 FROM POINT TO POINT DRAINAGE AREA RUNOFF COEFFICIENT CA INLET TIME RAINFALL RUNOFF INVERT ELEVATIONS -pp., LENGTH SLOPE SIZE PIPE C1IPACITY Q/Q, VELOCITY FLOW TIME REMARKS inlet accum u end lower end ina accum acres C min in/hr ds ft ft It % in ds % fps min 3-1 32 0.33 0.75 0.244 0.244 5.00 6.67 1.64 561.15 561.00 SO 0.003 36 36.53 4% 0.23 0.16 5.00 3-2 38 0.40 0.75 0.302 0.545 5.00 5.67 3.12 561.00 SS9.80 52 0.023 15 9.80 32% 2.54 0.11 8.60 3-3 38 1.13 0.85 0.959 0.959 5.00 6.67 6.44 560.00 SS9.80 8 0.026 15 10.42 62% 5.25 0.02 5.00 3-8 K433(OUT) (N/A) (N/A) 0.000 1.504 0.00 5.59 8.48 559.42 SS9.00 95 0.004 10 1.45 S85% 15.55 0.10 8.94 SURCHARGED Kimley>>Morn Hydraulic Grade Line Calculations MOT LD-347 Project: Ivy Road Sidewalk Improvements Project 0250-002-R98 Dale: 10/412019 Locality: Albemarle 10 -year stone Angle 0 15 20 25 30 40 1 50 60 70 80 90 K 0 0.19 0.25 0.30 0.35 0.43 0.50 0.56 0.61 0.66 0.70 INLET 0.8D+ INV (OUT( ACTUAL OUTLET WSE DESIGN OUTLET WSE Do Oo La Sr, Hr JUNCTION LOSS FINALH INLET WSE F/L ELEV V. (8) Ho (9) Q (10) Vi (11) qV, (12) V H; Angle He Hit Surface Runoff FactorT 1.3 Hr IS -I? 0.5 Hit Zg (I) (2) (3) (4) (5) (6) (7) (13) (14) (15) (I6) (17) (IS) (19) (20) (21) 3-8 559.67 557.49 557.49 10 8.48 95 0.1498 14.30 15.55 0.94 6.44 5.25 33.81 0.43 0.15 80 0.28 1.37 NO 1.37 NO 1.37 15.67 564.65 3-3 560.80 573.16 573.16 15 6.44 8 0.0099 0.08 5.25 0.11 0.00 0.00 0.00 0.00 0.00 0 0.00 0.11 YES 0.14 NO 0.14 0.22 563.90 3-2 560.80 573.16 573.16 15 3.12 52 0.0023 0.12 2.54 0.03 1.64 0.23 0.38 0.00 0.00 15 0.00 0.03 YES 0.03 NO 0.03 0.15 566.63 3-1 563.40 573.31 573.31 36 1.64 50 0.0000 0.00 0.23 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 YES 0.00 NO 0.00 0.00 568.17 Kimley>>>Horn Storm Drain Design Calculations VDOT LD-229 Outfall B - Upstream of Detention - Proposed Project: Ivy Road Sidewalk Improvements Project#: 0250-002-R98 Date: 8/222017 Locality: Albemarle 10 -year storm Manning n = 0.013 FROM POINT TO POINT DRAINAGE AREA RUNOFF COEFFICIENT CA INLETTIME RAINFALL RUNOFF INVERT ELEVATIONS LENGTH SLOPE SIZE PIPE CAPACITY Q/Qr VELOCITY FLOWTIME REMARKS inlet aowm u pper end lower end incr accum acres C min in/hr cis It ft ft % in cis % fps min 3-10 41 0.31 0.75 0.230 0.230 5.00 6.67 1.55 564.70 558.80 172 0.034 15 11.96 13% 6.72 0.43 5.00 4-1 42 0.88 0.80 0.702 1.475 5.00 6.53 9.70 554.90 5S0.00 174 0.028 18 17.63 55% 10.21 0.28 5.43 4-5 46 0.31 0.70 0.218 0.218 5.00 6.67 1.46 559.00 5S8.50 17 0.029 15 11.08 13% 6.26 0.05 5.00 4-6 41 0.43 0.75 0.326 0.543 5.00 6.65 3.64 558.40 5S8.00 13 0.031 15 11.33 32% 8.22 0.03 5.05 Project: Ivy Road Sidewalk Improvements Kimley>» Horn Project#: 0250-002-R98 Date: 8/22/2017 Hydraulic Grade Line Calculations Locality: Albemarle VDOT LD-347 Outfall B - Upstream of Detention - 10 -year storm INLET 0.8D ♦ INV (OUT) ACTUAL OUTLET VISE DESIGN OUTLET WSE Do Qo L. Sro Hr JUNCNON Loss FINALH INLET VISE F/L ELEV V, (8) H. (9) LL (10) Vi (11) (yVi (12) V Xi Arr81e H. Hr Surface Runoff Factor? 1.3 Hr IS -I? 0.5 Xr 2g (I) (2) (3) (4) (5) (6) (7) (13) (14) (15) (16) (17) (18) (19) (20) (21) 4-1 551.20 551.20 551.20 18 9.70 174 0.0085 1.48 10.21 0.40 3.64 8.22 29.92 1.05 0.37 90 0.73 1.51 YES 1.96 YES 0.98 2.46 553.66 562.32 3-10 559.80 553.66 559.80 15 1.55 172 0.0006 0.10 6.72 0.18 0.00 0.00 0.00 0.00 0.00 0 0.00 0.18 YES 0.23 YES 0.11 0.21 560.01 568.14 4-6 559.00 553.66 559.00 15 3.64 13 0.0032 0.04 8.22 0.26 1.46 6.26 9.14 0.61 0.21 50 0.30 0.78 YES 1.01 YES 0.51 0.55 559.55 561.50 4-5 559.50 559.55 559.55 15 1.46 17 0.0005 0.01 6.26 0.15 0.00 0.00 0.00 0.00 0.00 0 0.00 0.15 YES 0.20 YES 0.10 0.11 559.66 563.20 Outfall B - Upstream of Detention - Proposed StormCAD HGL Computations - Proposed - Wily - Upstream of Detention Pipe B Label Downstream Conduit Downstream Conduit Flow (Cf.) OaCond it m Conduit Velocity IRA) Downstream Conduit Velocity Head (k) Hydraulic Grade Line (Out) Energy Grade Line (Out) (ft) Contraction Loss (AASHTO) (AASHTO) Contraction Loss (AASHTO) (k) Bend Loss Controlling Pipe (AASHTO) Bend Loss Pipe Angle (AASHTO) (degrees) Bend Loss Conduit Flow (AASHTO) (cfs) Bend Loss Pipe Velocity (AASHTO) IR/s) Bend Loss Pipe Velocity Head (AASHTO) (R) Bend Loss Coefficient (AASHTO) Bend Loss (AASHTO) (ft) Expansion Loss Controlling Pipe (AASHTO) Expansion Loss Pipe Flow (AASHTO) Icfsl Expansion Lox Pipe Velodry (AASHTO) IWsI Expansion Loss Pipe Velocity Head (AASHTO) (R) Expansion Loss Coefficient (AASHTO) Expansion Loss (AASHTO) (k) Is Non -Piped Flow Significant? (AASHTO) Non -Piped Flaw Correction Factor (AASHTO) AASHTO Shaping Method Correction factor for shaping (AASHTO) Unadjusted Headloss (AASHTO) (k) Adjusted Headloss (AASHTO) (k) Hydraulic Grade Line (In) (k) Energy Grade Line (In) (k) 3-10 3-10to4-1 1.55 3.44 0.2 565.1928101 565.38 0.25 0.05 0 0 0 0 0 0 0 0 0 0 0 TRUE 1.3 Full 0.5 0.05 0.03 565.22 565.41 41 4-1W4-2 9.7 6.39 0.6 556.102417 556.14 0.25 0.16 46 to 4-1 92.57 3.64 2.97 0.14 0.71 0.1 46 to 4-1 3.64 2.97 0.14 0.35 0.05 TRUE 1.3 Full 0.5 0 0 556.1 556.86 46 4-6to41 3.64 4.58 0.3 559.1708984 559.5 0.25 0.08 4-504-6 50.26 1.46 1.89 0.06 0.502 0.03 4-504-6 1.46 1.89 0.06 0.35 0.02 TRUE 1.3 Full 0.5 0.13 0.08 559.25 559.31 45 4-5to4-6 1.46 3.38 0.2 559.4785156 559.66 0.25 1 0.04 1 0 0 0 1 0 0 1 0 0 1 0 0 0 0 TRUE 1 1.3 Full 0.5 0.04 0.03 559.51 559.69 Kimley>>>Horn Storm Drain Design Calculations VDOT LD-229 Outfall B - Downstream of Detention - Proposed Project: Ivy Road Sidevrdlk Improvements Project#: 0250-002-R98 Date: 8/222017 Locality: Albemarle 10 -year storm Manning n = 0.013 FROM POINT TO POINT DRAINAGE AREA RUNOFF COEFFICIENT CA INLETTIME RAINFALL RUNOFF INVERT ELEVATIONS LENGTH SLOPE SIZE PIPE CAPACITY FLOWTIME REMARKS inlet amrm upper end lower end incr accum aces [ min in/hr c6 It ft k % in cis % fps min 4-3 44 (N/A) (N/A) 0.000 0.000 0.00 6.67 7.27 544.60 544.30 24 0.013 24 25.29 29% 6.96 0.06 0.00 4-4 EX. 4-7 (N/A) (N/A) 0.000 0.000 0.00 6.67 7.27 543.20 543.00 11 0.018 24 30.50 24% 7.96 0.02 0.06 EX. 4-7 #415 0.38 0.75 0.285 0.285 5.00 6.67 9.18 542.03 541.34 53 0.013 24 25.81 36% 7.52 0.12 5.00 U15 #"0 0.38 0.75 0.285 0.570 5.00 6.63 11.08 541.32 538.37 131 0.023 24 33.95 33% 9.66 0.23 5.12 #400 #"1 0.46 0.75 0.345 0.915 5.00 6.55 13.31 538.30 536.77 61 0.025 24 35.83 37% 30.56 0.10 5.34 Not U21-A 0.93 0.80 0.744 1.659 5.00 6.52 18.18 536.70 535.93 98 0.008 24 20.05 91% 5.79 0.28 5.44 #421-A #405 I (N/A) (N/A) 0.000 1.659 0.00 1 6.43 18.03 1 535.93 535.56 47 1 0.008 1 24 20.07 1 90% 5.74 0.14 5.72 U05 #406 0.03 0.55 0.017 1.676 5.00 6.39 18.06 535.52 535.33 24 0.008 24 20.13 90% 5.75 0.07 5.86 "Its #409 23.17 0.60 13.902 15.578 15.13 4.53 78.36 535.05 529.23 185 0.031 24 40.12 195% 24.94 0.12 15.13 SURCHARGED #409 #409 (Out) 0.79 0.50 0.395 15.972 5.00 4.51 79.90 528.19 526.50 73 0.023 30 62.41 128% 16.28 0.08 15.25 SURCHARGED Project: Ivy Road Sidewalk Improvements Kimley>» Horn Project 0250-002-R98 Date: 8/22/2017 Hydraulic Grade Line Calculations Locality: Albemade VDOT LD-347 Outfall B - Downstream of Detention - 10 -year stone INLET O.SD ♦ INV (OUT) ACTUAL OUTLET WSE DESIGN OUTLET Do Oo Lo Sro Hr JUNCTION LOSS F/L V, (8) H, (9) d (10) Vi (11) qV, (12) V Hi Angle He Hr Surtace Runoff Factor? 1.3 Hr IS-17 0.5 HrELEV 2g(13) (1) (2) (3) (4) (5) (6) (7) (14) (15) (16) (17) (18) (21) #409 528.50 529.00 529.00 30 79.90 73 0.0380 2.77 16.28 1.03 78.36 24.94 1954.30 9.66 3.38 40 4.15 8.56 NO 8.56 yE5 4.28 534.80 J24.12 #406 530.83 536.05 536.05 24 78.36 185 0.1200 22.20 24.94 2.41 18.06 5.75 103.85 0.51 0.18 90 0.36 2.95 YES 3.84 yE5 1.92 537.57 #405 536.93 560.18 560.18 24 18.06 24 0.0064 0.15 5.75 0.13 18.03 5.74 103.49 0.51 0.18 90 0.36 0.67 NO 0.67 yE5 0.33 538.36 #421-A 537.16 560.66 560.66 24 18.03 47 0.0064 0.30 5.74 0.13 18.18 5.79 105.26 0.52 0.18 0 0.00 0.31 NO 0.31 yE5 0.16 542.23 #401 537.53 561.11 561.11 24 18.18 98 0.0065 0.63 5.79 0.13 13.31 10.56 140.55 1.73 0.61 15 0.33 1.07 YES 1.38 yE5 0.69 541.39 #400 538.37 562.44 562.44 24 13.31 61 0.0035 0.21 10.56 0.43 11.08 9.66 107.03 1.45 0.51 0 0.00 0.94 YES 1.22 yE5 0.61 0.82 MUM 543.33 #415 539.97 563.26 563.26 24 11.08 131 0.0024 0.31 9.66 0.36 9.18 7.52 69.03 0.88 0.31 0 0.00 0.67 YES 0.87 YES 0.44 0.75 r 547.38 EX. 4-7 542.94 564.01 564.01 24 9.18 53 0.0016 0.09 7.52 1 0.22 1 7.27 7.96 57.87 0.98 0.34 0 0.00 0.56 YES 0.73 YES 0.37 0.45 548.56 4-4 544.60 564.47 564.47 24 7.27 11 0.0010 0.01 7.96 0.25 7.27 6.96 50.60 0.75 0.26 30 0.26 0.77 NO 0.77 YES 0.39 0.40 550.63 4-3 545.90 564.86 564.86 24 7.27 24 0.0010 0.02 6.96 0.19 0.00 0.00 0.00 0.00 0.00 0 0.00 0.19 YES 0.24 YES 0.12 0.35 r 551.10 Outfall B - Downstream of Detention - Proposed StormCAD HGL Computations - Proposed-1Oyr-To Outfall B Bend Loss Expansion Expansion Bend Lass Bend Loss Expansion Expansion Downstream Contraction Contraction Bend Lox Pipe Lox Pipe Expansion Expansion Is Non -Piped Correction Unadjusted Adjusted Hydraulic gy Downstream Downstream Hydraulic Energy Bend Loss Conduit Pipe Bend Loss Bend Loss Expansion Lax Loss Pipe Loss Pipe Flow AASHTO Label Downstream Conduit Conduit Flow Conduit Conduit Grade Une Grade Line Loss Loss Controlling Pipe Pipe Angle Flow Velocity Velocity Coefficient (AASHTO) Controlling Pipe Flow Velocity Velocity Lau Loss Flow Correction Shaping factor for Headloss Headloss Grade e Velocity Head Coefficient (AASHTO) (AASHTO) Head Head Coefficient (AASHTO) Signifrant7 shaping (AA$HTD) (AA$HTD) Line (In) In) (cts) Velocity IBM (Out) low)(k) (AASHTO) (AASHTO) (AASHTO) (AASHTO) (k) (AASHTO) (AASHTO) (AASHTO) Factor Method (k) (AASHTO) (it) (degrees) (Cf.) INS) (AASHTO) (cts) (ft/s) (AASHTO) (AASHTO) (it) IAA$HTD) (Aa5Hro) (AASHTO) (ft) (k) (ft) 4-3 4-3 to 4-4 ].2] 4.89 0.4 545.5575562 545.93 0.25 0.09 0 0 0 0 0 0 0 0 0 0 0 TRUE 1.3 Full 0.5 OM 0.06 545.62 944 4-4 to EX. 4-] ].2] 4.89 0.4 544.15]531] 544.53 0.25 0.09 4-3 to 44 31.95 ].2] 10.68 IJ] 0.366 0.65 4-3 to 44 ].2] 10.68 IJ] 0.35 0.62 FALSE 1 Full 0.5 1.36 0.68 544.84 9EX.4-] JG EX.4-]to N415 9.18 5.29 0.4 543.31248]8 543.55 0.25 0.11 44 to EX. 4-0 0.16 ].2] 10.21 1.62 OA02 0 44 to EX. 4-] ].2] 10.21 1.62 0.35 0.5] TRUE 1.3 Full 0.5 0.68 0.44 543.55 22N415 N415 ro N400 11.08 5.66 0.5 542.5139]]I 543.01 0.25 0.12 EX.4-]to N415 3.1] 9.18 4.1] 0.2] 0.04 0.01 EX.4-]to N415 9.18 4.1] 0.2] 0.35 0.09 TRUE 1.3 Full 0.5 0.23 OAS 542.66 3N400 MO ro N401 13.31 6A9 0.6 539.6134033 540.19 0.25 0.14 N415toN400 1.]] LIM 4.65 0.34 0.022 0.01 N415toN400 11.08 4.65 0.34 0.35 0.12 TRUE 1.3 Full 0.5 0.2] 0.1] 539.)9 12N401N401ro N421A 18.18 5.]9 0.5 539.44]93] 539.9] 0.25 0.13 N400 roN401 8.28 13.31 4.24 0.28 0.105 0.03 N400 [o N401 13.31 4.24 0.28 0.35 0.1 TRUE 1.3 Full 0.5 0.260.1] 539.61 9N421-A N421-A to N405 18.03 SJ4 0.5 538.6585083 539.1] 0.25 0.13 N401 to N421-A 0.52 I8.38 SJ9 0.52 0.00] 0 N401 to N421-A 18.18 5.]9 0.52 0.35 0.18 FALSE 1 Full 0.5 0.31 0.16 538.82 34N405 N405 to M06 18.06 5.]5 0.5 538.2230225 538.74 0.25 0.13 N421-A to N405 8].85 18.03 5.74 0.51 0.691 0.35 N421-A to N405 18.03 5.74 0.51 0.35 0.18 FALSE 1 Full 0.5 0.66 0.33 538.55 ]WE N406 to N409 ]8.36 24.94 9.] 538.0MI013 541.]4 0.25 2.42 N405toN406 90.1] 18.06 5.]5 0.51 0.]01 0.36 N405roN406 18.06 5.]5 0.51 0.35 0.18 TRUE 1.3 Full 0.5 2.96 1.92 539.991N409 N409toN409(0ut) ]9.9 16.28 4.1 531.]]0324] 535.89 0.25 1.03 N406WN409 43.84 ]8.36 24.94 9.6] 0.461 4.45 N406WN409 ]8.36 24.94 9.6] 0.35 3.38 FALSE 1 Full 0.5 8.8] 4.43 536.2 ] 0.mL Iry Nnb: N.S Cmiunary % SM1 : M Pmlacli. OICOOD2Ji9S MCLIc I51I P.,. hF: JHO Dme: 1M 019 CMcm NY MRM D. 1O'12019 SWc1un VODT nmpe dnpm n m de mu tlutll Nrlbul Nler WnnIOYs cu omp d S—`V Po-`m u Y puf BTpmgb Nrt mm. ONaM 5luntleN Am 0.unoR LnMcknt Inbnelly WM1rI OYtAepe ch Inks BFpen e61 DlacM1upe ch Slap M1IM1I Slopuu IMI ma. WltlM p IN Slop IIIIXI Squtl 1 Sprutl 1 MnpIM1 It00X ER.) Sproetl DapOi Flom ch bNM InM ch 54utlun No. 32 120KO.03 2150 ObB ie NOGMI OIO Ol5 000 121 OW 121 0020 29290 00200 0015 819 B.W 1882 NIA 012 121 000 33 2D]MB.N -2010 DL35 i8 113 O05 OOL 38f OW 30C 002E 22300 2WW 00. 0015 845 10W id ]9 NIA 030 30C 000 31 1—Mw 2150 DM018 NO GNn 032 Ol5 000 OT OD] 092 0020 20M 1— 00203 0015 5]31 low INIA 011 09] 000 0.0aul HE vALyyabmmgNtion AM mrpNMm tlmeu MGM-0 Dmti e Road: Ivy Project#: 0250-002-R98 VDOT ROADWAY SPREAD ANALYSIS REPORT Units: U.S. Customary Metric (SI) Sheet: of Prepared by: MRM Date: 8/22/2017 Checked by: BAM Date: 8/22/2017 Structure VDOT Drainage Composite Rainfall Inlet Previous Total Cross LogNutlinal Gutter/Local Gutter Manning's Calculated Allowable ComputetlSlot Sumped Pontled Intercepted Bypass Flow Bypass to Station Offset Area Runoff Intensity Discharge Inlet Bypass Discharge Slope Slope Depress. Width Slope Spread Spread Length (100% Eff.) Spread Depth Flow to Next Inlet Structure No. Standard acres Coefficient Whr cfs cfa cfs fttft % ft ft/tt n ft ft it ft ft cis cfs No. 4-3 128+72.00 32.50 DI-4E 16 No Gutter 0.25 0.85 4.00 0.97 0.13 1.10 0.020 3.1648 1.0000 0.0200 0.015 5.62 8.00 15.06 N/A 0.11 1.10 0.00 42 126+77.00 21.50 DI-0EE 16 No Gutter 0.38 0.85 4.00 1.85 0.55 2.40 0.020 2.8069 1.0000 0.0200 0.015 7.32 8.00 20.68 N/A 0.15 2.27 0.13 4-3 4-1 125+00.00 21.50 DI-3B 16 No Gutter 1 0.88 1 0.80 1 4.00 1 2.81 1 0.00 1 2.81 1 0.020 1 3.3109 1 1.0000 1 0.0200 1 0.015 1 8.30 1 10.00 1 26.91 1 N/A 1 0.17 1 2.25 1 0.55 4-2 3-10 123+25.00 21.50 DI-3B 14 No Gutter 1 0.31 1 0.75 1 4.00 1 0.92 1 0.00 1 0.92 1 0.020 1 2.4730 1 1.0000 1 0.0200 1 0.015 1 5.77 1 8.00 1 13.83 1 N/A 1 0.12 1 0.92 1 0.00 4-1 Remarks: HEC-12 is used for spread and bypass Computations All other computations done using GEOPAK Drainage Project: Ivy Road Sidewalk Improvements Grate Inlet Calm 11/30/2018 Structure Type Area, A Perimeter, P Ponding Depth Allowable, d Weir Control Flow, Q„ Orifice Control Flow, Q. Design Capacity, Qa:: Actual Flow, Qap„ai QadQ,a,aai ft' ft ft cts ch c!s cis 4-6 Std. DI-7; Grate A Type 111 3.25 12.80 1.56 37.41 10.91 10.91 2.19 OKAY 5-2 Std. DI-7; Grate A Type 1 6.00 12.80 1.71 42.93 21.09 21.09 50.69 NO