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HomeMy WebLinkAboutWPO200600051 Calculations Stormwater Management Plan 2007-03-15 Erosion & Sediment Control and Stormwater Management Calculations • Wachovia Bank at Shops at Rio Road Albemarle County, Virginia June 26, 2006 Revised: September 14, 2006 Revised: February 02, 2007 Revised: March 15, 2007 Job 50,3 11 k/A15,7)' Ceizr Submitted By: HURT&PROFFITT INCORPORATED ENGINEERING•SURVEYING•ENVIRONMENTAL MATERIALS TESTING•GEOTECHNICAL•SITE PLANNING 2524 Langhome Road•Lynchburg,VA 24501 (434)847-7796•FAX(434)847-0047 Commission Number 20050260 TABLE OF CONTENTS Stormwater, Erosion and Sediment Control Narrative I Storm Water Management Calculations II Storm Water Sewer System Design III Adequate Receiving Channel Calculations IV Soil Survey Map V Water Quality Calculations VI Geotechnical Investigation VII Submitted By: HURT =.a.PROFFITT INCORPORATED ENGINEERING•SURVEYING•ENVIRONMENTAL MATERIALS TESTING•GEOTECHNICAL•SITE PLANNING 2524 Langhome Road•Lynchburg,VA 24501 (434)847-7796•FAX(434)847-0047 Commission Number 20050260 Hurt & Proffitt, Inc. Engineering•Surveying•Environmental cifir.) Materials Testing•Geotechnical Site Planning 2524 Langhorne Road•Lynchburg,VA 24501 (434)847-7796•FAX(434)847-0047 EROSION AND SEDIMENT CONTROL/STORM WATER MANAGEMENT NARRATIVE Wachovia Bank at the Shops at Rio Road Rio Road and Seminole Trail Charlottesville, Virginia HURT & PROFFITT COMM. No. 20050260 PROJECT DESCRIPTION: This project will consist of the construction of a 15,180 square foot retail and restaurant building, as well as parking improvements to the Wachovia building site. Currently on site, in addition to the Wachovia, there is an existing gas station, which will be removed. Construction is scheduled to take three phases: first, the addition of 20 parking spaces for Wachovia bank patrons, then the Wachovia parking lot, and finally the building of the new structure and associated site improvements. The Wachovia parking lot will receive an overlay of asphalt to match proposed pavement. Additional landscaping will be added to bring the existing site into compliance with the current landscape ordinance. A total of 2.11 acres will be disturbed during this project. No offsite areas are expected to be disturbed for this project with the exception of the entrance work onto adjoining roads. ADJACENT PROPERTY: The property to the east of the site is a parking lot, but is scheduled to become a Logan Roadhouse Restaurant. The property to the south of the site is a parking lot for the Seminole Trail Fashion Mall. The site is bound by Seminole Trail (Route 29) to the west and Rio Road (Route 631) to the north. The site is directly adjacent to the Rio Road and Seminole Trail intersection. OFFSITE AREAS: All grading operations will be onsite. No other offsite areas shall be disturbed as part of this project. CRITICAL AREA: The critical area is the existing trees which are to remain. Existing trees to remain shall receive tree protection prior to any demolition or excavation. All site work shall proceed with care in areas where proposed work is adjacent to existing trees to remain. Existing trees to remain shall not be disturbed throughout construction. SOILS Per the Soil Survey of Albemarle County, Virginia by the USDA in 1985, the subsurface generally consists of Elioak Loam Soil. This soil is deep, gently sloping, and well drained. Permeability and available water capacity are moderate. Surface runoff is medium. The subsoil has moderate shrink-swell potential. The soil is very strongly acid to medium acid throughout. See Appendix B for Geotechnical Investigation Report. WATER QUALITY Water quality for this site was determined based on the performance based approach — "Modified Simple Method". The performance based water quality criteria requires implementation of a BMP or a combination of BMP's which effectively remove the anticipated increase in pollutant load from a developed site. This approach requires the pollutant load to be calculated to remove, implement a BMP strategy and then calculate the performance of that strategy, based on the effectiveness or pollutant removal efficiency of the selected BMP. The attached "Short Version BMP Computations for worksheet 2-6" — see Appendix IV for calculations. This worksheet indicates the required removal efficiency is approximately 30%. The proposed BMP for this site is a Storm Gate and Filter inline after the underground storage. This device has been measured in the field and has been documented to have a removal efficiency of 50% total Phosphorous. STORMWATER MANAGEMENT The site currently has no existing storm water detention/retention or storm water quality management measures on-site that discharge to the existing 18" pipe system adjacent to Seminole Trail. The existing conditions were used to analyze the site. The site has two (2) distinct drainage areas that will be affected by the proposed site improvements. Drainage area (DA-1) is located in the northern portion of the site and discharges to the an existing 18" RCP closed storm sewer system adjacent to Seminole Trail (US RTE 29) and area (DA-2) is located in the southern portion of the proposed development and ultimately drain to the same conveyance system adjacent to Seminole Trail. A storm water detention measure is proposed as part of this project for drainage area (DA-2) as this area will have an increase in runoff. Drainage area (DA-1) has a reduction in runoff; refer to attached calculations, and therefore no storm water management measures are proposed for these areas as part of this project. Drainage Area (DA-11 The overall area for DA-1 will have a decrease in drainage area contributing to runoff and after analyzing this area it was found to have a decrease in impervious area and the amount of runoff between pre and post developed conditions. As a result, no storm water detention/retention measures are proposed as part of this project for drainage area. Pre-Developed Area DA-1: For pre developed conditions, 1.49 acres drain to the point of analysis. The weighted runoff coefficient was found to be 0.64 as shown in the attached calculations. The time of concentration was found to be 5.0 minutes. This yields the following pre developed flow rates: Q2 = 4.9 cfs Q10 = 6.4 cfs Post-Developed Area DA-1: For post developed conditions, 0.25 acres drain to the point of analysis. The weighted runoff coefficient was found to be 0.44 as shown in the attached calculations. The time of concentration was found to be 5.0 minutes. This yields the following post developed flow rates prior to detention: Q2 = 0.6 cfs Q10 = 0.7 cfs This yields an overall decrease in runoff from the pre-developed conditions of 4.3 cfs and 5.7 cfs, for the 2-year, and 10-year storms, respectively. Drainage Area (DA-2) The overall area for DA-2 will have an increase in drainage area contributing to runoff and after analyzing this area it was found to have an increase in impervious area and the amount of runoff between pre and post developed conditions. As a result, an underground storm water detention measure is proposed as part of this project for drainage area DA-2. Pre-Developed Area DA-2: For pre developed conditions, 1.10 acres drain to the point of analysis. The weighted runoff coefficient was found to be 0.71 as shown in the attached calculations. The time of concentration was found to be 5.0 minutes. This yields the following pre developed flow rates: Q2 = 4.1 cfs Q10 = 5.2 cfs Post-Developed Area DA-2: For post developed conditions, 2.34 acres drain to the point of analysis. The weighted runoff coefficient was found to be 0.81 as shown in the attached calculations. The time of concentration was found to be 5.0 minutes. This yields the following post developed flow rates: Q2 = 10.3 cfs Q10 = 13.3cfs After detention this yields the following post developed flow rates: Q2 = 3.8 cfs Q10 = 5.1 cfs This yields an overall decrease in runoff from the pre-developed conditions of 0.3 cfs and 0.31cfs, for the 2-year, and 10-year storms, respectively. ADEQUATE CHANNEL: The receiving channel for the entire site is the existing storm pipe to the west of the site. There will be an increase in impervious area with the new parking area for Wachovia bank, as well as additional parking for the proposed shopping center. To support this addition impervious area, existing storm lines will be removed and enlarged with new pipes, an additional pipe will serve the increase in parking for the shopping center. Storm water control structures have been added to control the flow. The 18" RCP was analyzed for adequacy and was found to have a capacity of 19.9 cfs. The proposed discharge to this point after detention was calculated to be 5.1 cfs at the peak discharge from the site which is approximately 25.6% of the pipes capacity, and is considered adequate. EROSION AND SEDIMENT CONTROL. Unless otherwise indicated, all vegetative and structural erosion and sediment control practices shall be constructed and maintained according to minimum standards and specification of the latest edition of the Virginia Erosion and Sediment Control Handbook. The minimum standards of the handbook shall be adhered to unless otherwise waived or approved by variance. Temporary Construction Entrance—3.02: One construction entrance is proposed as shown on the plans. The contractor may adjust the construction entrance location to ensure that the sediment is removed from the vehicles before they leave the site. This structure will be 70 ft long and 20 ft wide. This is to be installed prior to any work beginning onsite. 3.05 Silt Fence (SF)—A temporary sediment barrier constructed of posts, filter fabric with wire support fence, placed across or at the toe of a slope or in a minor drainage way to intercept and detain sediment and decrease flow velocities from drainage areas of limited size. Silt fence is to be installed along the downhill side of any disturbed area. 3.07 Inlet Protection (IP)- Storm drain inlet protection shall be placed at the inlet of all storm culverts and drop inlets to filter sediment-laden runoff. Culvert inlet protection shall be placed as shown on the plans and according to the detail included in the plans. 3.09 Diversion Dike (DD) —A diversion dike shall be constructed around the perimeter of the construction site of the proposed shopping center by the contractor to control sediment-laden runoff. 3.31 Temporary Seeding (TS) -The contractor is to implement temporary seeding if disturbed land is left exposed for over 30 days and construction is not complete in this area. 3.32 Permanent Seeding (PS) - Establishment of perennial vegetative cover by planting seed on rough-graded areas that will not be brought to final grade for a year or more or where permanent, long-lived vegetative cover is needed on fine-graded areas. 3.35 Mulching (MU) - Application of plant residues or other suitable materials to disturbed surfaces to prevent erosion and reduce overland flow velocities. Fosters plant growth by increasing available moisture and providing insulation against extreme heat or cold. Tree Protection —3.37: Protecting existing trees from mechanical and other injuries during land disturbing and construction activities to ensure the survival of desirable trees where they will be effective for erosion and sediment control and provide other environmental and aesthetic benefits. VEGETATIVE MEASURES: Temporary Seedinq/Permanent Stabilization Seeding measures shall be taken on disturbed soil at cut/fill slopes, sides of sediment basins, ditch lines, or areas outside of on-going construction practices within seven (7) days of completed grading. All areas disturbed by construction will be stabilized with permanent seeding immediately following final grading. Unless otherwise indicated, all erosion and sediment control practices shall be constructed and maintained according to minimum standards and specifications of the latest edition of the Virginia Erosion and Sediment Control Handbook. MANAGEMENT STRATEGIES: Erosion and sediment control should be discussed between the grading contractor and the owner prior to any excavation so that limits of construction and erosion control methods are clearly understood by both parties. Construction will be sequenced so that grading operations can begin and end as quickly as possible. There is to be no tracking of mud or dirt by construction equipment onto any paved drives or roads. Sediment trapping measures will be installed as a first step in grading and will be seeded and mulched immediately following installation. Seeding or other stabilization will follow immediately after grading. Areas, which are not to be disturbed, will be clearly marked by flags, signs, etc. After achieving adequate stabilization, the temporary E&S controls will be cleaned up and removed. PERMANENT STABILIZATION: All areas disturbed by construction shall be stabilized with permanent seeding immediately following finish grading. Mulch (straw or fiber) will be used on relatively flat areas. In all seeding operations, seed, fertilizer and lime will be applied prior to mulching. MAINTENANCE: The contractor is responsible for maintaining all erosion and sediment control measures. These shall be checked daily and after each significant rainfall; any deficiencies shall be repaired immediately in accordance with the latest edition of the VESCH or as deemed necessary by the local approving authority. Drainage Area Maps FOR Wachovia Bank at Shops at Rio Road Albemarle County, Virginia 20050260 09/14/06 Revised 02/02/07 Revised 03/15/07 Refer to calculation sheets CA 1.0 and CA 2.0 for drainage area maps and summary tables. Stormwater Management Calculations FOR Wachovia Bank at Shops at Rio Road Albemarle County, Virginia 20050260 09/14/06 The site currently has no existing storm water detention/retention or storm water quality management measures on-site that discharge to the existing 18"pipe system adjacent to Seminole Trail.The existing conditions were used to analyze the site. The site has two (2) distinct drainage areas that will be affected by the proposed site improvements. Drainage area (DA-1) is located in the northern portion of the site and discharges to the an existing 18" RCP closed storm sewer system adjacent to Seminole Trail (US RTE 29) and area (DA-2) is located in the southern portion of the proposed development and ultimately drain to the same conveyance system adjacent to Seminole Trail. A storm water detention/retention measure is proposed as part of this project for drainage area (DA-2) as this area will have an increase in runoff. Drainage area (DA-1) has a reduction in runoff; refer to attached calculations, and therefore no storm water management measures are proposed for these areas as part of this project. Pre-Developed Drainage Areas for Wachovia /The Shops at Rio Road Rational Formula Rational Equation Runoff Coefficients Q = CCf I A C = Runoff Coefficient Land Use "C"Value = Rainfall Intensity Impervious Areas(Paved & Roof Areas) 0.90 A= Area Steep Grass Slopes (2:1 or greater) * 0.70 Cf = Storm Frequency Return Gravel Parking Lots & Roads 0.60 Cultivated Areas 0.60 Time& Concentration Formulas Shoulders& Ditch Areas 0.50 Overland Flow Equation Mild Grass Slopes (3:1 to 5:1) 0.50 Tc= 225(L)42(S) .t9(C)-t.o Pastures 0.45 Shallow Flow Equation Forest, Undeveloped & Lawn Areas 0.30 Tc= .00948(H)-38(L)1.13 Cf Storm Return Frequency Tc = Overland/Shallow Flow Time, Minutes 1 10 yr. or less L = Length Of Strip, Feet 1.1 25 year H = Height, Feet 1.2 50 year S = Slope, Feet/Feet 1.25 100 year C = Rational "C"Value DA 1 (Pre-Developed Area #1) Q = Cw I A Cf Q2= in/hr 0.64 5.16 1.49 1 = 4.94 cfs Q,o= in/hr 0.64 6.65 1.49 1 = 6.36 cfs *Where Tc is<5 minutes,the maximum intensity shall be assumed. DA 1 Area Cw AREA 1.49 ACRES 0.85 0.9 Cw 0.64 0.00 0.7 Tc 5.0 MIN 0.64 0.3 Cw= 0.85 (.9) + 0.00 (.70) + 0.64 (0.30) / 1.49 = 0.64 Cw= 0.77 0.00 0.19 Tc= 5.0 MIN DA 2 (Pre-Developed Area #2) Q = CW I * A Cf Q2= in/hr 0.69 5.2 1.10 1 = 3.93 cfs Q,o= in/hr 0.69 6.69 1.10 1 = 5.06 cfs *Where Tc is<5 minutes,the maximum intensity shall be assumed. DA 2 Area Cw AREA 1.10 ACRES 0.71 0.9 Cw 0.69 0.00 0.7 Tc 5.0 MIN 0.39 0.3 Cw= 0.71 (.9) + 0.00 (.70) + 0.39 (0.3) / 1.10 = 0.69 Cw= 0.64 0.00 0.12 Tc= 5.0 MIN Post-Developed Drainage Areas for Wachovia /The Shops at Rio Road Rational Formula Rational Equation Runoff Coefficients Q = CCf I A C = Runoff Coefficient Land Use "C"Value I = Rainfall Intensity Impervious Areas(Paved & Roof Areas) 0.90 A= Area Steep Grass Slopes (2:1 or greater) 0.70 Cf = Storm Frequency Return Gravel Parking Lots & Roads 0.60 Cultivated Areas 0.60 Time & Concentration Formulas Shoulders & Ditch Areas 0.50 Overland Flow Equation Mild Grass Slopes (3:1 to 5:1) 0.50 Tc= ,225(L).42(S)-.19(C)-t.° Pastures 0.45 Shallow Flow Equation Forest, Undeveloped & Lawn Areas 0.30 Tc= .00948(H)-.38(L)1.13 Cf Storm Return Frequency Tc= Overland/Shallow Flow Time, Minutes 1 10 yr. or less L = Length Of Strip, Feet 1.1 25 year H = Height, Feet 1.2 50 year S = Slope, Feet/Feet 1.25 100 year C = Rational "C"Value DA 1 (Post-Developed Area #1) Q = C�, I A Cf Q2= in/hr 0.44 5.18 0.25 1 = 0.57 cfs Q10= in/hr 0.44 6.62 0.25 1 = 0.73 cfs Where Tc is<5 minutes,the maximum intensity shall be assumed. DA 1 Area Cw AREA 0.25 ACRES 0.06 0.9 Cw 0.44 0.00 0.7 Tc 5.0 MIN 0.19 0.3 Cw= 0.06 (.9) + 0.00 (.70) + 0.19 (0.3) / 0.25 = 0.44 Cw= 0.05 0.00 0.06 Tc= 5.0 MIN DA-2A (Post-Developed Area #2) Q = C, I* A Cf Q2= in/hr 0.81 5.18 2.34 1 = 9.82 cfs Q,o= in/hr 0.81 6.66 2.34 1 = 12.63 cfs Where Tc is<5 minutes,the maximum intensity shall be assumed. DA-2 Area Cw AREA 2.34 ACRES 1.99 0.9 Cw 0.81 0.00 0.7 Tc 5.0 MIN _ 0.35 0.3 Cw= 1.99 (.9) + 0.00 (.70) + 0.35 (0.3) / 2.34 = 0.81 Cw= 1.79 0.00 0.11 Tc= 5.0 MIN Table of Contents HYDRO-R1.gpw Hydraflow Hydrographs by Intelisolve Saturday,Jun 24 2006, 1:24 PM 2 - Year Hydrograph Reports 1 Hydrograph No. 1, Rational, PRE DA-1 1 Hydrograph No. 2, Rational, POST DA-1 2 Hydrograph No. 3, Rational, PRE DA-2 3 Hydrograph No. 4, Rational, POST DA-2 4 Hydrograph No. 5, Reservoir, DETENTION PIPE 5 Pond Report 6 10 - Year Hydrograph Reports 7 Hydrograph No. 1, Rational, PRE DA-1 7 Hydrograph No. 2, Rational, POST DA-1 8 Hydrograph No. 3, Rational, PRE DA-2 9 Hydrograph No. 4, Rational, POST DA-2 10 Hydrograph No. 5, Reservoir, DETENTION PIPE 11 Pond Report 12 Hydrograph Return Period Recap 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 Rational 4.94 6.36 ------ PRE DA-1 2 Rational 0.57 ------ 0.73 ---- POST DA-1 3 Rational 3.93 5.06 PRE DA-2 4 Rational 9.82 12.63 --- --- POST DA-2 5 Reservoir 4 -- 3.57 ------ 4.79 DETENTION PIPE Proj. file: HYDRO-R1.gpw Saturday, Jun 24 2006, 1:28 PM Hydraflow Hydrographs by Intelisolve Hydrograph Summary Report Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph No. type flow interval peak hyd(s) elevation storage description (origin) (cfs) (min) (min) (cult) (ft) (cuft) 1 Rational 4.94 1 5 1,482 ---- ---- PRE DA-1 2 Rational 0.57 1 5 171 ---- ---- --- POST DA-1 3 Rational 3.93 1 5 1,179 ---- ---- PRE DA-2 4 Rational 9.82 1 5 2,945 ---- ---- ----- POST DA-2 5 Reservoir 3 57 1 8 2,945 4 493.34 1,652 DETENTION PIPE HYDRO-R1.gpw Return Period: 2 Year Saturday, Jun 24 2006, 1:28 PM Hydraflow Hydrographs by Intelisolve 1 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Saturday,Jun 24 2006, 1:24 PM Hyd. No. 1 PRE DA-1 Hydrograph type = Rational Peak discharge = 4.94 cfs Storm frequency = 2 yrs Time interval = 1 min Drainage area = 1.490 ac Runoff coeff. = 0.64 Intensity = 5.180 in/hr Tc by User = 5.00 min IDF Curve = CHARLOTTESVILLE.IDF Asc/Rec limb fact = 1/1 Hydrograph Volume=1,482 cuft PRE DA-1 Q (cfs) Hyd. No. 1 --2 Yr Q (cfs) 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 5 10 Hyd No. 1 Time (min) Hydrograph Plot 2 Hydraflow Hydrographs by Intelisolve Saturday,Jun 24 2006, 1:24 PM Hyd. No. 2 POST DA-1 Hydrograph type = Rational Peak discharge = 0.57 cfs Storm frequency = 2 yrs Time interval = 1 min Drainage area = 0.250 ac Runoff coeff. = 0.44 Intensity = 5.180 in/hr Tc by User = 5.00 min IDF Curve = CHARLOTTESVILLE.IDF Asc/Rec limb fact = 1/1 Hydrograph Volume=171 cuft POST DA-1 o (cfs) Hyd. No. 2 -- 2 Yr Q (cfs) 1.00 1.00 0.90 • 0.90 0.80 0.80 0.70 0.70 0.60 0.60 0.50 • 0.50 0.40 0.40 0.30 0.30 0.20 0.20 0.10 _ _ - • 0.10 0.00 0.00 0 5 10 Hyd No. 2 Time (min) 3 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Saturday,Jun 24 2006, 1:24 PM Hyd. No. 3 PRE DA-2 Hydrograph type = Rational Peak discharge = 3.93 cfs Storm frequency = 2 yrs Time interval = 1 min Drainage area = 1.100 ac Runoff coeff. = 0.69 Intensity = 5.180 in/hr Tc by User = 5.00 min IDF Curve = CHARLOTTESVILLE.IDF Asc/Rec limb fact = 1/1 Hydrograph Volume= 1,179 cuft PRE DA-2 Q (cfs) Hyd. No. 3 --2 Yr Q (cfs) 4.00 - 4.00 -1 3.00 3.00 I _ I I 2.00 — 2.00 1.00 r- 1.00 0.00 0.00 0 5 10 Hyd No. 3 Time (min) 4 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Saturday,Jun 24 2006, 1:24 PM Hyd. No. 4 POST DA-2 Hydrograph type = Rational Peak discharge = 9.82 cfs Storm frequency = 2 yrs Time interval = 1 min Drainage area = 2.340 ac Runoff coeff. = 0.81 Intensity = 5.180 in/hr Tc by User = 5.00 min IDF Curve = CHARLOTTESVILLE.IDF Asc/Rec limb fact = 1/1 Hydrograph Volume=2,945 cuft POST DA-2 Q (cfs) Hyd. No. 4 --2 Yr Q (cfs) 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 5 10 Hyd No. 4 Time (min) Hydrograph Plot Hydraflow Hydrographs by Intelisolve Saturday,Jun 24 2006, 1:23 PM Hyd. No. 5 DETENTION PIPE Hydrograph type = Reservoir Peak discharge = 3.57 cfs Storm frequency = 2 yrs Time interval = 1 min Inflow hyd. No. = 4 Max. Elevation = 493.34 ft Reservoir name = 48in BELOW GRND DETENTION Max. Storage = 1,652 cuft Storage Indication method used. Hydrograph Volume=2,945 cuft DETENTION PIPE Q (cfs) Hyd. No. 5--2 Yr Q (cfs) 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 5 10 15 20 25 Time (min) Hyd No. 5 Hyd No. 4 1111111 Req. Stor= 1,652 cuft Pond Report 6 Hydraflow Hydrographs by Intelisolve Saturday,Jun 24 2006, 1 24 PM Pond No. 1 - 48in BELOW GRND DETENTION Pond Data Pipe dia. = 3.50 ft Pipe length = 150.0 ft No. Barrels = 2.0 Slope = 0.50 % Invert elev. = 491.02 ft Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft) 0.00 491.02 00 0 0 0.21 491.23 00 12 12 0.43 491.45 00 27 39 0.64 491.66 00 87 126 0.85 491.87 00 126 251 1.06 492.08 00 161 412 1.28 492.30 00 184 596 1.49 492.51 00 199 795 1.70 492.72 00 210 1,005 1.91 492.93 00 218 1,223 2.13 493.15 00 221 1,444 2.34 493.36 00 221 1,665 2.55 493.57 00 217 1,882 2.76 493.78 00 210 2,093 2.98 494.00 00 200 2,292 3.19 494.21 00 183 2,476 3.40 494.42 00 161 2,637 3 61 494.63 00 125 2,762 3.83 494.85 00 87 2,848 4.04 495.06 00 27 2,875 4.25 495.27 00 12 2,887 Culvert/ Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] [C] [D] Rise(in) = 10.00 12.00 0.00 0.00 Crest Len(ft) = 0 00 0.00 0.00 0.00 Span(in) = 10.00 12 00 0.00 0.00 Crest El.(ft) = 0.00 0.00 0.00 0.00 No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 0.00 0.00 0.00 Invert El.(ft) = 491.02 493.52 0.00 0.00 Weir Type = Length(ft) = 30.00 30.00 0.00 0.00 Multi-Stage = No No No No Slope(%) = 1.00 1.00 0.00 0.00 N-Value = .013 .013 .000 .000 Orif.Coeff. = 0.60 0.60 0 00 0.00 Multi-Stage = n/a No No No Exfiltration= 0.000 in/hr(Wet area) Tailwater Elev.= 0 00 ft Note Culvert/Onfice outflows have been analyzed under inlet and outlet control Weir riser checked for orifice conditions Stage(ft) Stage/ Discharge Stage(ft) 5.00 - - - 5.00 1 j 4.00 I � - -. L 4.00 _ 3 00 - 3.00 t 2 00 ' 2.00 . 1.00 . 1.00 _-- j T . , l I T - - 0.00 0.00 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7 00 8.00 9.00 10.00 Total Q Discharge(cfs) Hydrograph Summary Report Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph No. type flow interval peak hyd(s) elevation storage description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 Rational 6.36 1 5 1,907 ---- PRE DA-1 2 Rational 0 73 1 5 220 ---- ----- ----- POST DA-1 3 Rational 5 06 1 5 1,518 --- ----- PRE DA-2 4 Rational 12 63 1 5 3,790 ---- ---- POST DA-2 5 Reservoir 4.79 1 8 3,790 4 493.93 2,234 DETENTION PIPE HYDRO-R1.gpw Return Period: 10 Year Saturday, Jun 24 2006, 1:28 PM Hydraflow Hydrographs by Intelisolve 7 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Saturday,Jun 24 2006, 1:24 PM Hyd. No. 1 PRE DA-1 Hydrograph type = Rational Peak discharge = 6.36 cfs Storm frequency = 10 yrs Time interval = 1 min Drainage area = 1.490 ac Runoff coeff. = 0.64 Intensity = 6.666 in/hr Tc by User = 5.00 min IDF Curve = CHARLOTTESVILLE.IDF Asc/Rec limb fact = 1/1 Hydrograph Volume=1,907 cuff PRE DA-1 Q (cfs) Hyd. No. 1 -- 10 Yr Q (cfs) 7.00 7.00 6.00 l 6.00 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 I 1.00 0.00 - 0.00 0 5 10 Hyd No. 1 Time (min) 8 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Saturday,Jun 24 2006, 1:24 PM Hyd. No. 2 POST DA-1 Hydrograph type = Rational Peak discharge = 0.73 cfs Storm frequency = 10 yrs Time interval = 1 min Drainage area = 0.250 ac Runoff coeff. = 0.44 Intensity = 6.666 in/hr Tc by User = 5.00 min IDF Curve = CHARLOTTESVILLE.IDF Asc/Rec limb fact = 1/1 Hydrograph Volume=220 cuft POST DA-1 Q (cfs) Hyd. No. 2 -- 10 Yr Q (cfs) 1.00 1.00 0.90 0.90 0.80 0.80 0.70 0.70 0.60 0.60 0.50 0.50 0.40 -- - 0.40 0.30 0.30 0.20 0.20 0.10 - 0.10 0.00 0.00 0 5 10 Time (min) Hyd No. 2 Hydrograph Plot 9 Hydraflow Hydrographs by Intelisolve Saturday,Jun 24 2006, 1:24 PM Hyd. No. 3 PRE DA-2 Hydrograph type = Rational Peak discharge = 5.06 cfs Storm frequency = 10 yrs Time interval = 1 min Drainage area = 1.100 ac Runoff coeff. = 0.69 Intensity = 6.666 in/hr Tc by User = 5.00 min IDF Curve = CHARLOTTESVILLE.IDF Asc/Rec limb fact = 1/1 Hydrograph Volume= 1,518 cuft PRE DA-2 Q (cfs) Hyd. No. 3 -- 10 Yr Q (cfs) 6.00 6.00 5.00 5.00 4.00 _ 4.00 3.00 3.00 2.00 — I 2.00 - — I 1.00 -- 1.00 i 0.00 0.00 0 5 10 Hyd No. 3 Time (min) Hydrograph Plot 10 Hydraflow Hydrographs by Intelisolve Saturday,Jun 24 2006, 1:24 PM Hyd. No. 4 POST DA-2 Hydrograph type = Rational Peak discharge = 12.63 cfs Storm frequency = 10 yrs Time interval = 1 min Drainage area = 2.340 ac Runoff coeff. = 0.81 Intensity = 6.666 in/hr Tc by User = 5.00 min IDF Curve = CHARLOTTESVILLE.IDF Asc/Rec limb fact = 1/1 Hydrograph Volume=3,790 cuft POST DA-2 Q (cfs) Hyd. No. 4 -- 10 Yr 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 5 10 Hyd No. 4 Time (min) Hydrograph Plot Hydraflow Hydrographs by Intelisolve Saturday,Jun 24 2006, 1:23 PM Hyd. No. 5 DETENTION PIPE Hydrograph type = Reservoir Peak discharge = 4.79 cfs Storm frequency = 10 yrs Time interval = 1 min Inflow hyd. No. = 4 Max. Elevation = 493.93 ft Reservoir name = 48in BELOW GRND DETENTION Max. Storage = 2,234 cuft Storage Indication method used. Hydrograph Volume=3,790 cuft DETENTION PIPE 0 (cfs) Hyd. No. 5-- 10 Yr 0 (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 11 2.00 2.00 0.00 0.00 0 5 10 15 20 25 30 Time (min) Hyd No. 5 Hyd No. 4 1111111 Req. Stor= 2,234 cult Pond Report 12 Hydraflow Hydrographs by Intelisolve Saturday,Jun 24 2006, 1:24 PM Pond No. 1 - 48in BELOW GRND DETENTION Pond Data Pipe dia. = 3.50 ft Pipe length = 150.0 ft No. Barrels = 2.0 Slope = 0.50 % Invert elev. = 491.02 ft Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cult) Total storage(cult) 0.00 491.02 00 0 0 0.21 491 23 00 12 12 0.43 491.45 00 27 39 0.64 491.66 00 87 126 0 85 491.87 00 126 251 1.06 492.08 00 161 412 1.28 492 30 00 184 596 1.49 492.51 00 199 795 1.70 492.72 00 210 1,005 1.91 492.93 00 218 1,223 2.13 493.15 00 221 1,444 2.34 493.36 00 221 1,665 2.55 493 57 00 217 1,882 2.76 493.78 00 210 2,093 2.98 494.00 00 200 2,292 3.19 494.21 00 183 2,476 3.40 494.42 00 161 2,637 3.61 494.63 00 125 2,762 3.83 494.85 00 87 2,848 4.04 495.06 00 27 2,875 4.25 495 27 00 12 2,887 Culvert/Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] [C] [D] Rise(in) = 10 00 12 00 0 00 0 00 Crest Len(ft) = 0.00 0 00 0 00 0.00 Span(in) = 10.00 12.00 0.00 0 00 Crest El.(ft) = 0 00 0 00 0.00 0.00 No.Barrels = 1 1 0 0 Weir Coeff. = 3 33 0.00 0.00 0.00 Invert El.(ft) = 491 02 493.52 0.00 0.00 Weir Type = Length(ft) = 30 00 30.00 0.00 0 00 Multi-Stage = No No No No Slope(%) = 1.00 1 00 0 00 0.00 N-Value = .013 .013 .000 .000 Orif.Coeff. = 0.60 0.60 0.00 0.00 Multi-Stage = n/a No No No Exfiltration= 0.000 in/hr(Wet area) Tailwater Elev. = 0.00 ft Note Culvert/Onfice outflows have been analyzed under inlet and outlet control Weir riser checked for orifice conditions Stage(ft) Stage/ Discharge Stage(ft) 5.00 i - 5.00 4.00 4.00 --1 -I J 3.00 3.00 2.00 �- - j - 200 1 00 - - - 1.00 0.00 0.00 0.00 1.00 2.00 3 00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 Total Q Discharge(cfs) Stormwater Sewer System Calculations FOR Wachovia Bank at Shops at Rio Road Albemarle County, Virginia 20050260 09/14/06 Revised 02/02/07 The only stormwater system analyzed is the proposed storm lines as shown on the plans. The existing storm pipes onsite were not analyzed for adequacy as less area will drain to the same inlet on the east side of the bank. Inlet Areas for Wachovia/The Shops at Rio Road Rational Formula Rational Equation Runoff Coefficients Q = CCr I A C= Runoff Coefficient Land Use "C"Value I= Rainfall Intensity Impervious Areas(Paved&Roof Areas) 0.90 A= Area Steep Grass Slopes(2:1 or greater) 0.70 Cr= Storm Frequency Return Gravel Parking Lots&Roads 0.60 Cultivated Areas 0.60 Time&Concentration Formulas Shoulders&Ditch Areas 0.50 Overland Flow Equation Mild Grass Slopes(3:1 to 5:1) 0.50 Tc= .225(L)42(S).19(Cy1.0 Pastures 0.45 Shallow Flow Equation Forest,Undeveloped&Lawn Areas 0.30 Tc= .00948(H)38(L)1.13 Cr Storm Return Frequency Tc= Overland/Shallow Flow Time,Minutes 1 10 yr.or less L= Length Of Strip,Feet 1.1 25 year H= Height, Feet 1.2 50 year S= Slope, Feet/Feet 1.25 100 year C= Rational"C"Value Area DI-1 B Area Cw AREA 0.17 ACRES 0.16 0.9 Cw 0.85 0.00 0.7 0.02 0.3 Cw= 0.16 (.9) + 0.00 (.70) + 0.02 (0.3) / 0.17 = 0.85 Cw= 0.14 0.00 0.00 Area DI-1 D Area Cw AREA 0.23 ACRES 0.20 0.9 Cw 0.82 0.00 0.7 0.03 0.3 Cw= 0.20 (.9) + 0.00 (.70) + 0.03 (0.3) / 0.23 = 0.82 Cw= 0.18 0.00 0.01 Area DI-2A Area Cw AREA 0.04 ACRES 0.03 0.9 Cw 0.85 0.00 0.7 0.003 0.3 Cw= 0.03 (.9) + 0.00 (.70) + 0.00 (0.3) / 0.04 = 0.85 Cw= 0.03 0.00 0.00 Area DI-2B Area Cw AREA 0.24 ACRES 0.21 0.9 Cw 0.83 0.00 0.7 0.03 0.3 Cw= 0.21 (.9) + 0.00 (.70) + 0.03 (0.3) / 0.24 = 0.83 Cw= 0.19 0.00 0.01 Area DI-2C Area Cw AREA 0.15 ACRES 0.05 0.9 Cw 0.50 0.00 0.7 0.10 0.3 Cw= 0.05 (.9) + 0.00 (.70) + 0.10 (0.3) / 0.15 = 0.50 Cw= 0.05 0.00 0.03 Area DI-3A Area Cw AREA 0.19 ACRES 0.16 0.9 Cw 0.81 0.00 0.7 0.03 0.3 Cw= 0.16 (.9) + 0.00 (.70) + 0.03 (0.45) / 0.19 = 0.81 Cw= 0.14 0.00 0.01 Area DI-3B Area Cw AREA 0.14 ACRES 0.12 0.9 Cw 0.81 0.00 0.7 0.02 0.3 Cw= 0.12 (.9) + 0.00 (.70) + 0.02 (0.3) / 0.14 = 0.81 Cw= 0.11 0.00 0.01 Area DI-3C Area Cw AREA 0.24 ACRES 0.21 0.9 Cw 0.81 0.00 0.7 0.03 0.3 Cw= 0.21 (.9) + 0.00 (.70) + 0.03 (0.3) / 0.24 = 0.81 Cw= 0.18 0.00 0.01 , Area DI-3D Area Cw AREA 0.28 ACRES 0.25 0.9 Cw 0.83 0.00 0.7 0.03 0.3 Cw= 0.25 (.9) + 0.00 (.70) + 0.03 (0.3) / 0.28 = 0.83 Cw= 0.22 0.00 0.01 Area DI-4A Area Cw AREA 0.36 ACRES 0.27 0.9 Cw 0.75 0.00 0.7 0.09 0.3 Cw= 0.27 (.9) + 0.00 (.70) + 0.09 (0.3) / 0.36 = 0.75 Cw= 0.24 0.00 0.03 Area DI-4B Area _ Cw AREA 0.12 ACRES 0.04 0.9 Cw 0.50 0.00 0.7 0.08 0.3 Cw= 0.04 (.9) + 0.00 (.70) + 0.08 (0.3) / 0.12 = 0.50 Cw= 0.04 0.00 0.02 Area DI-4C Area Cw AREA 0.17 ACRES 0.17 0.9 Cw 0.90 0.00 0.7 0.00 0.3 Cw= 0.17 (.9) + 0.00 (.70) + 0.00 (0.3) / 0.17 = 0.90 Cw= 0.15 0.00 0.00 Hydraflow Plan View( /11 ).-&F) f ---- .:, , //' _ ` ', Alb- lr 'Weir: 4 i i;"' 4 A \'I/ / ' 4 .110\\ ,/2/ 114•14, iotority ., \ // dy' i.•,,,,4444,f1 / , ...,Arilt:mir z 44* %,-V. 4 4 9 o‘e. 4 ." ,v.tier. vr. r Ir. ' .e.: : , , .. .- j#0.4&:,,,tvNi. ;;;- ...eijr,-40r4,_I, al444 ifil/ t* qv, 4, ,r 0 ,r41,-*Akft,,.`slif(All..,,/ /4444kiii , ,,,,;:o-N,,,A / i 4* ik'° lf S _41,,V ki/ Outfal ► Av. 41 Mai •:,:s.,.•,, N 4k*//'''' 'r ,- At `"" 1• kat NS, .,-400p. 406/ t414 410C ♦ \' f. s STORM SEWER-R2 No. Lines: 15 02-02-2007 Hydraflow Storm Sewers 2005 Storm Sewer Inventory Report Page 1 Line Alignment Flow Data Physical Data Line ID No. Dnstr Line Defl Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-loss Inlet/ line length angle type Q area coeff time El Dn slope El Up size type value coeff Rim El No. (ft) (deg) (cfs) (ac) (C) (min) (ft) (%) (ft) (in) (n) (K) (ft) 1 End 23.8 36.2 MH 0.00 0.00 0.00 0.0 486.30 7.99 488.20 15 Cir 0.013 0.15 498.00 1 F-EX2 2 1 7.9 1.2 MH 0.00 0.00 0.00 0.0 490.76 1.01 490.84 15 Cir 0.010 0.15 500.50 1A-1 F 3 2 8.4 0.3 DrGrt 0.00 0.17 0.85 5.0 490.94 0.95 491.02 15 Cir 0.010 1.50 501.00 1B-1A 4 3 7.9 -3.1 MH 0.00 0.00 0.00 0.0 491.02 0.51 491.06 42 Cir 0.010 0.95 501.20 1C-1B 5 4 28.7 65.7 Curb 0.00 0.23 0.82 5.0 496.35 2.61 497.10 15 Cir 0.010 1.00 501.65 1D-1C 6 3 126.7 -97.1 Curb 0.00 0.04 0.85 5.0 491.02 0.51 491.66 42 Cir 0.010 0.50 499.90 2A-1B 7 6 34.0 1.9 Curb 0.00 0.24 0.83 5.0 491.66 0.50 491.83 42 Cir 0.010 0.50 500.15 2B-2A 8 7 38.0 -5.0 DrGrt 0.00 0.15 0.50 5.0 495.00 2.63 496.00 15 Cir 0.010 1.00 499.00 2C-2B 9 4 103.5 -70.5 DrGrt 0.00 0.19 0.81 5.0 491.07 0.50 491.59 42 Cir 0.010 0.66 502.00 3A-1C 10 9 27.7 22.6 DrGrt 0.00 0.14 0.81 5.0 491.59 0.51 491.73 42 Cir 0.010 0.50 501.00 3B-3A 11 10 61.0 -8.4 DrGrt 0.00 0.24 0.81 5.0 494.00 1.64 495.00 18 Cir 0.010 1.54 501.00 3C-38 12 11 66.6 62.9 Curb 0.00 0.28 0.83 5.0 495.90 6.16 500.00 15 Cir 0.010 1.00 505.70 3D-3C 13 11 93.6 -23.6 DrGrt 0.00 0.36 0.75 5.0 497.23 0.99 498.16 15 Cir 0.010 0.50 502.46 4C-3C 14 13 96.8 -11.7 Curb 0.00 0.36 0.75 5.0 498.26 1.00 499.23 15 Cir 0.010 1.35 503.90 4A-4C 15 14 67.0 -62.0 DrGrt 0.00 0.12 0.50 5.0 499.33 1.00 500.00 15 Cir 0.010 1.00 504.00 4B-4A STORM SEWER-R2 Number of lines: 15 Date: 02-02-2007 Hydraflow Storm Sewers 2005 Storm Sewer Summary Report Page 1 Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor HGL Dns No. rate size length EL Dn EL Up slope down up loss Junct line (cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No. 1 1 F-EX2 7.72 15 c 23.8 486.30 488.20 7.993 487.64 489.30 n/a 489.30 j End 2 1 A-1 F 7.72 15 c 7.9 490.76 490.84 1.012 491.70 492.09 0.09 492.18 1 3 1 B-1 A 7.72 15 c 8.4 490.94 491.02 0.948 492.18 492.24 0.93 493.18 2 4 1C-1 B 5.93 42 c 7.9 491.02 491.06 0.508 493.78 493.78 0.01 493.79 3 5 1 D-1 C 0.76 15 c 28.7 496.35 497.10 2.610 496.55 497.45 n/a 497.45 j 4 6 2A-1 B 1.23 42 c 126.7 491.02 491.66 0.505 493.79 493.79 0.00 493.79 3 7 2B-2A 1.10 42 c 34.0 491.66 491.83 0.500 493.79 493.79 0.00 493.79 6 8 2C-2B 0.30 15 c 38.0 495.00 496.00 2.632 495.13 496.22 n/a 496.22 j 7 9 3A-1C 5.18 42 c 103.5 491.07 491.59 0.502 493.79 493.79 0.01 493.80 4 10 3B-3A 4.56 42 c 27.7 491.59 491.73 0.505 493.80 493.80 0.00 493.80 9 11 3C-3B 4.11 18 c 61.0 494.00 495.00 1.639 494.50 495.81 0.42 496.24 10 12 3D-3C 0.93 15 c 66.6 495.90 500.00 6.156 496.50 500.39 n/a 500.39 j 11 13 4C-3C 2.40 15 c 93.6 497.23 498.16 0.994 497.69 498.78 n/a 498.78 j 11 14 4A-4C 1.32 15 c 96.8 498.26 499.23 1.002 499.00 499.69 n/a 499.69 j 13 15 4B-4A 0.24 15 c 67.0 499.33 500.00 1.000 499.85 500.20 n/a 500.20 j 14 STORM SEWER-R2 Number of lines: 15 Run Date:02-02-2007 NOTES: c=cir; e=ellip; b=box; Return period=10 Yrs. ;j-Line contains hyd.jump. Hydraflow Storm Sewers 2005 Inlet Report Page 1 Line Inlet ID Q= Q Q Q Junc Curb Inlet Grate Inlet Gutter Inlet Byp No CIA carry capt byp type - line Ht L area L W So W Sw Sx n Depth Spread Depth Spread Depr No (cfs) (cfs) (cfs) (cfs) (in) (ft) (sqft) (ft) (ft) (ft/ft) (ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (in) 1 1 F 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 Off 2 1A 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 Off 3 1 B 0.58 0.21 0.79 0.00 DrGrt 0.0 0.00 2.35 2.00 2.00 Sag 1.50 0.040 0.040 0.000 0.12 8.19 0.12 8.19 0.00 Off 4 1C 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 Off 5 1D 0.76 0.00 0.76 0.00 Curb 6.0 4.00 0.00 0.00 0.00 Sag 1.50 0.080 0.040 0.000 0.19 3.32 0.30 3.32 2.00 Off 6 2A 0.14 0.38 0.31 0.21 Curb 6.0 4.00 0.00 0.00 0.00 0.080 2.00 0.080 0.020 0.013 0.12 1.50 0.13 1.28 2.00 3 7 2B 0.80 0.00 0.42 0.38 Curb 6.0 4.00 0.00 0.00 0.00 0.080 2.00 0.080 0.020 0.013 0.14 1.75 0.16 1.50 2.00 6 8 2C 0.30 0.00 0.30 0.00 DrGrt 0.0 0.00 0.78 2.00 2.00 Sag 4.00 0.040 0.040 0.000 0.07 7.26 0.07 7.26 0.00 Off 9 3A 0.62 0.00 0.62 0.00 DrGrt 0.0 0.00 2.35 2.00 2.00 Sag 4.00 0.040 0.040 0.000 0.11 9.27 0.11 9.27 0.00 Off 10 3B 0.45 0.00 0.45 0.00 DrGrt 0.0 0.00 2.35 2.00 2.00 Sag 1.50 0.040 0.040 0.000 0.09 6.30 0.09 6.30 0.00 Off 11 3C 0.78 0.00 0.78 0.00 DrGrt 0.0 0.00 2.35 2.00 2.00 Sag 1.50 0.040 0.040 0.000 0.12 8.16 0.12 8.16 0.00 Off 12 3D 0.93 0.00 0.93 0.00 Curb 6.0 4.00 0.00 0.00 0.00 Sag 1.50 0.080 0.040 0.000 0.21 3.82 0.32 3.82 2.00 Off 13 4C 1.08 0.00 1.08 0.00 DrGrt 0.0 0.00 3.14 2.00 2.00 Sag 2.00 0.050 0.050 0.000 0.15 8.13 0.15 8.13 0.00 Off 14 4A 1.08 0.00 1.08 0.00 Curb 6.0 4.00 0.00 0.00 0.00 Sag 1.50 0.080 0.039 0.000 0.23 4.33 0.34 4.33 2.00 Off 15 4B 0.24 0.00 0.24 0.00 DrGrt 0.0 0.00 0.78 2.00 2.00 Sag 4.00 0.040 0.040 0.000 0.06 6.81 0.06 6.81 0.00 Off STORM SEWER-R2 Number of lines: 15 Run Date: 02-02-2007 NOTES: Inlet N-Values= 0.016;Intensity=4.05/(Inlet time+5.50)^0.00; Return period= 10 Yrs.; *Indicates Known Q added Hydraflow Storm Sewers 2005 Hydraflow Plan View (291' ) / .,' /Jr- 000-,,,,.4: , .,, hr , 40 115 `' h' f,. ir ` 4A t`t ;,?... i 4•40 A\ .,,, / * 4,17.1,41 lets rt/ ., r,.,,, '`,,...trkpe. -" !v. #- A#4,4 , .rlpiprl. al Fa" 7 err, k"I'' ' , ��;0: ,• 41,4i�. �►:IP; �►, ,/i*,7 ,,,,c4,7# it) /477' Outfel` �� ,i •' ireiy7 /*I/ ktik\\ , tritei STORM SEWER - R2 No. Lines: 15 02-02-2007 Hydratlow Storm Sewers 2005 Storm Sewer Inventory Report Page 1 Line Alignment Flow Data Physical Data Line ID No. Dnstr Line Defl Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-loss Inlet/ line length angle type Q area coeff time El Dn slope El Up size type value coeff Rim El No. (ft) (deg) (cfs) (ac) (C) (min) (ft) (%) (ft) (in) (n) (K) (ft) 1 End 23.8 36.2 MH 0.00 0.00 0.00 0.0 486.30 7.99 488.20 15 Cir 0.013 0.15 498.00 1 F-EX2 2 1 7.9 1.2 MH 0.00 0.00 0.00 0.0 490.76 1.01 490.84 15 Cir 0.010 0.15 500.50 1A-1F 3 2 8.4 0.3 DrGrt 0.00 0.17 0.85 5.0 490.94 0.95 491.02 15 Cir 0.010 1.50 501.00 1 B-1A 4 3 7.9 -3.1 MH 0.00 0.00 0.00 0.0 491.02 0.51 491.06 42 Cir 0.010 0.95 501.20 1C-1B 5 4 28.7 65.7 Curb 0.00 0.23 0.82 5.0 496.35 2.61 497.10 15 Cir 0.010 1.00 501.65 1 D-1C 6 3 126.7 -97.1 Curb 0.00 0.04 0.85 5.0 491.02 0.51 491.66 42 Cir 0.010 0.50 499.90 2A-1 B 7 6 34.0 1.9 Curb 0.00 0.24 0.83 5.0 491.66 0.50 491.83 42 Cir 0.010 0.50 500.15 2B-2A 8 7 38.0 -5.0 DrGrt 0.00 0.15 0.50 5.0 495.00 2.63 496.00 15 Cir 0.010 1.00 499.00 2C-2B 9 4 103.5 -70.5 DrGrt 0.00 0.19 0.81 5.0 491.07 0.50 491.59 42 Cir 0.010 0.66 502.00 3A-1C 10 9 27.7 22.6 DrGrt 0.00 0.14 0.81 5.0 491.59 0.51 491.73 42 Cir 0.010 0.50 501.00 3B-3A 11 10 61.0 -8.4 DrGrt 0.00 0.24 0.81 5.0 494.00 1.64 495.00 18 Cir 0.010 1.54 501.00 3C-3B 12 11 66.6 62.9 Curb 0.00 0.28 0.83 5.0 495.90 6.16 500.00 15 Cir 0.010 1.00 505.70 3D-3C 13 11 93.6 -23.6 DrGrt 0.00 0.36 0.75 5.0 497.23 0.99 498.16 15 Cir 0.010 0.50 502.46 4C-3C 14 13 96.8 -11.7 Curb 0.00 0.36 0.75 5.0 498.26 1.00 499.23 15 Cir 0.010 1.35 503.90 4A-4C 15 14 67.0 -62.0 DrGrt 0.00 0.12 0.50 5.0 499.33 1.00 500.00 15 Cir 0.010 1.00 504.00 4B-4A STORM SEWER-R2 Number of lines: 15 Date: 02-02-2007 Hydraflow Storm Sewers 2005 Storm Sewer Summary Report Page 1 Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor HGL Dns No. rate size length EL Dn EL Up slope down up loss Junct line (cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No. 1 1 F-EX2 5.21 15 c 23.8 486.30 488.20 7.993 487.64 489.11 n/a 489.11 j End 2 1 A-1 F 5.21 15 c 7.9 490.76 490.84 1.012 491.47 492.05 0.04 492.09 1 3 1 B-1A 5.22 15 c 8.4 490.94 491.02 0.948 492.10 492.09 0.51 492.60 2 4 1 C-1 B 5.08 42 c 7.9 491.02 491.06 0.508 492.91 492.91 0.01 492.93 3 5 1 D-1 C 0.98 15 c 28.7 496.35 497.10 2.610 496.58 497.50 n/a 497.63 j 4 6 2A-1B 1.23 42 c 126.7 491.02 491.66 0.505 492.93 492.93 0.00 492.93 3 7 2B-2A 1.29 42 c 34.0 491.66 491.83 0.500 492.93 492.93 0.00 492.93 6 8 2C-2B 0.39 15 c 38.0 495.00 496.00 2.632 495.15 496.25 n/a 496.25 j 7 9 3A-1C 4.86 42 c 103.5 491.07 491.59 0.502 492.93 492.92 0.02 492.94 4 10 3B-3A 4.42 42 c 27.7 491.59 491.73 0.505 492.94 492.94 0.02 492.96 9 11 3C-3B 4.03 18 c 61.0 494.00 495.00 1.639 494.49 495.77 n/a 496.24 j 10 12 3D-3C 1.20 15 c 66.6 495.90 500.00 6.156 496.52 500.44 n/a 500.44 j 11 13 4C-3C 2.41 15 c 93.6 497.23 498.16 0.994 497.69 498.78 n/a 498.78 j 11 14 4A-4C 1.39 15 c 96.8 498.26 499.23 1.002 499.01 499.70 n/a 499.70 j 13 15 4B-4A 0.31 15 c 67.0 499.33 500.00 1.000 499.87 500.22 n/a 500.22 j 14 STORM SEWER-R2 Number of lines: 15 Run Date:02-02-2007 NOTES: c=cir; e=ellip; b=box; Return period=2 Yrs. ;j-Line contains hyd.jump. Hydraflow Storm Sewers 2005 Hydraulic Grade Line Computations Page 1 Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft) 1 15 5.21 486.30 487.64 1.25 1.23 4.25 0.28 487.92 0.652 23.8 488.20 489.11 j 0.91** 0.96 5.42 0.46 489.57 0.833 0.742 n/a 0.15 0.07 2 15 5.21 490.76 491.47 0.71* 0.72 7.23 0.81 492.28 1.006 7.9 490.84 492.05 1.21 1.22 4.29 0.29 492.34 0.339 0.673 0.053 0.15 0.04 3 15 5.22 490.94 492.10 1.16 1.19 4.39 0.30 492.40 0.334 8.4 491.02 492.09 1.07 1.12 4.67 0.34 492.43 0.360 0.347 0.029 1.50 0.51 4 42 5.08 491.02 492.91 1.89 5.31 0.96 0.01 492.93 0.005 7.9 491.06 492.91 1.85 5.17 0.98 0.01 492.93 0.005 0.005 0.000 0.95 0.01 5 15 0.98 496.35 496.58 0.23* 0.15 6.33 0.62 497.20 2.516 28.7 497.10 497.50 j 0.40** 0.34 2.90 0.13 497.63 0.280 1.398 0.402 1.00 0.13 6 42 1.23 491.02 492.93 1.91 5.37 0.23 0.00 492.93 0.000 127 491.66 492.93 1.27 3.15 0.39 0.00 492.93 0.001 0.001 0.001 0.50 0.00 7 42 1.29 491.66 492.93 1.27 3.16 0.41 0.00 492.93 0.001 34.0 491.83 492.93 1.10 2.59 0.50 0.00 492.93 0.002 0.002 0.001 0.50 0.00 8 15 0.39 495.00 495.15 0.15* 0.08 4.80 0.36 495.50 2.495 38.0 496.00 496.25 j 0.25** 0.17 2.23 0.08 496.33 0.282 1.388 n/a 1.00 0.08 9 42 4.86 491.07 492.93 1.86 5.19 0.94 0.01 492.94 0.005 104 491.59 492.92 1.33 3.36 1.45 0.03 492.95 0.015 0.010 0.010 0.66 0.02 10 42 4.42 491.59 492.94 1.35 3.43 1.29 0.03 492.97 0.011 27.7 491.73 492.94 1.21 2.95 1.50 0.03 492.97 0.017 0.014 0.004 0.50 0.02 11 18 4.03 494.00 494.49 0.49* 0.50 7.98 0.99 495.48 1.610 61.0 495.00 495.77 j 0.77** 0.91 4.41 0.30 496.07 0.319 0.964 0.588 1.54 0.47 12 15 1.20 495.90 496.52 0.62 0.61 1.97 0.06 496.58 0.083 66.6 500.00 500.44 j 0.44** 0.38 3.13 0.15 500.59 0.293 0.188 n/a 1.00 n/a 13 15 2.41 497.23 497.69 0.46* 0.41 5.88 0.54 498.23 0.985 93.6 498.16 498.78 j 0.62** 0.61 3.96 0.24 499.03 0.337 0.661 n/a 0.50 0.12 14 15 1.39 498.26 499.01 0.75 0.76 1.82 0.05 499.06 0.062 96.8 499.23 499.70 j 0.47** 0.42 3.28 0.17 499.87 0.299 0.181 n/a 1.35 n/a 15 15 0.31 499.33 499.87 0.54 0.51 0.61 0.01 499.87 0.009 67.0 500.00 500.22 j 0.22** 0.15 2.09 0.07 500.29 0.284 0.147 n/a 1.00 0.07 STORM SEWER-R2 Number of lines: 15 Run Date: 02-02-2007 Notes:*Normal depth assumed.;**Critical depth.;j-Line contains hyd.jump. Hydratlow Storm Sewers 2005 Hydraflow Plan View ( f O y r) / , /l/r0 :1* \\' 15 �r, l z'. ; { 1 A \'\ 4. fee di 1 00k Alb- .ity ILW '!1-frt ,...1.-14 ci:Ap.:"1,'-kt 4,Apf , $7,6r.47, lipolvi ,74, 40, ,440,0y / /1" :1:41. . AlerA411„//... .///, .jPO4 70"1-097417- •0/, , Aft -,1.•.„ N. „jai,. ** Allir / '''S:', / / �!'.�►, 4 \\*\.‘ "" \ \\.. ** STORM SEWER-R2 No. Lines: 15 02-02-2007 Hydraflow Storm Sewers 2005 Storm Sewer Inventory Report Page 1 Line Alignment Flow Data Physical Data Line ID No. Dnstr Line Defl Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-loss Inlet/ line length angle type Q area coeff time El Dn slope El Up size type value coeff Rim El No. (ft) (deg) (cfs) (ac) (C) (min) (ft) (%) (ft) (in) (n) (K) (ft) 1 End 23.8 36.2 MH 0.00 0.00 0.00 0.0 486.30 7.99 488.20 15 Cir 0.013 0.15 498.00 1 F-EX2 2 1 7.9 1.2 MH 0.00 0.00 0.00 0.0 490.76 1.01 490.84 15 Cir 0.010 0.15 500.50 1A-1F 3 2 8.4 0.3 DrGrt 0.00 0.17 0.85 5.0 490.94 0.95 491.02 15 Cir 0.010 1.50 501.00 1B-1A 4 3 7.9 -3.1 MH 0.00 0.00 0.00 0.0 491.02 0.51 491.06 42 Cir 0.010 ' 0.95 501.20 1C-1B 5 4 28.7 65.7 Curb 0.00 0.23 0.82 5.0 496.35 2.61 497.10 15 Cir 0.010 1.00 501.65 1D-1C 6 3 126.7 -97.1 Curb 0.00 0.04 0.85 5.0 491.02 0.51 491.66 42 Cir 0.010 0.50 499.90 2A-1B 7 6 34.0 1.9 Curb 0.00 0.24 0.83 5.0 491.66 0.50 491.83 42 Cir 0.010 0.50 500.15 2B-2A 8 7 38.0 -5.0 DrGrt 0.00 0.15 0.50 5.0 495.00 2.63 496.00 15 Cir 0.010 1.00 499.00 2C-2B 9 4 103.5 -70.5 DrGrt 0.00 0.19 0.81 5.0 491.07 0.50 491.59 42 Cir 0.010 0.66 502.00 3A-1C 10 9 27.7 22.6 DrGrt 0.00 0.14 0.81 5.0 491.59 0.51 491.73 42 Cir 0.010 0.50 501.00 3B-3A 11 10 61.0 -8.4 DrGrt 0.00 0.24 0.81 5.0 494.00 1.64 495.00 18 Cir 0.010 1.54 501.00 3C-3B 12 11 66.6 62.9 Curb 0.00 0.28 0.83 5.0 495.90 6.16 500.00 15 Cir 0.010 1.00 505.70 3D-3C 13 11 93.6 -23.6 DrGrt 0.00 0.36 0.75 5.0 497.23 0.99 498.16 15 Cir 0.010 0.50 502.46 4C-3C 14 13 96.8 -11.7 Curb 0.00 0.36 0.75 5.0 498.26 1.00 499.23 15 Cir 0.010 1.35 503.90 4A-4C 15 14 67.0 -62.0 DrGrt 0.00 0.12 0.50 5.0 499.33 1.00 500.00 15 Cir 0.010 1.00 504.00 4B-4A STORM SEWER-R2 Number of lines: 15 Date: 02-02-2007 Hydratbw Storm Sewers 2005 Storm Sewer Summary Report Page 1 Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor HGL Dns No. rate size length EL Dn EL Up slope down up loss Junct line (cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No. 1 1 F-EX2 7.74 15 c 23.8 486.30 488.20 7.993 487.64 489.30 n/a 489.30 j End 2 1A-1 F 7.74 15 c 7.9 490.76 490.84 1.012 491.70 492.09 0.09 492.18 1 3 1 B-1A 7.75 15 c 8.4 490.94 491.02 0.948 492.18 492.24 0.94 493.18 2 4 1C-1 B 7.20 42 c 7.9 491.02 491.06 0.508 493.79 493.79 0.01 493.80 3 5 1 D-1 C 1.26 15 c 28.7 496.35 497.10 2.610 496.61 497.62 0.10 497.73 4 6 2A-1 B 1.68 42 c 126.7 491.02 491.66 0.505 493.80 493.80 0.00 493.80 3 7 2B-2A 1.70 42 c 34.0 491.66 491.83 0.500 493.80 493.80 0.00 493.80 6 8 2C-2B 0.50 15 c 38.0 495.00 496.00 2.632 495.17 496.28 n/a 496.28 j 7 9 3A-1C 6.76 42 c 103.5 491.07 491.59 0.502 493.80 493.80 0.01 493.82 4 10 3B-3A 6.09 42 c 27.7 491.59 491.73 0.505 493.82 493.81 0.01 493.82 9 11 3C-3B 5.55 18 c 61.0 494.00 495.00 1.639 494.58 496.08 0.40 496.48 10 12 3D-3C 1.55 15 c 66.6 495.90 500.00 6.156 496.71 500.50 n/a 500.50 j 11 13 4C-3C 3.30 15 c 93.6 497.23 498.16 0.994 497.78 498.89 n/a 498.89 j 11 14 4A-4C 1.88 15 c 96.8 498.26 499.23 1.002 499.16 499.78 n/a 499.78 j 13 15 4B-4A 0.40 15 c 67.0 499.33 500.00 1.000 499.98 500.25 n/a 500.25 j 14 STORM SEWER-R2 Number of lines: 15 Run Date:02-02-2007 NOTES: c=cir; e=ellip; b=box; Return period=10 Yrs. ;j-Line contains hyd.jump. Hydraflow Storm Sewers 2005 Hydraulic Grade Line Computations Page 1 Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft) 1 15 7.74 486.30 487.64 1.25 1.15 6.31 0.62 488.26 1.438 23.8 488.20 489.30 j 1.10** 1.15 6.75 0.71 490.01 1.288 1.363 n/a 0.15 0.11 2 15 7.74 490.76 491.70 0.94* 0.99 7.80 0.94 492.65 1.009 7.9 490.84 492.09 1.25 1.23 6.31 0.62 492.71 0.843 0.926 0.073 0.15 0.09 3 15 7.75 490.94 492.18 1.24 1.23 6.32 0.62 492.80 0.799 8.4 491.02 492.24 1.22 1.22 6.35 0.63 492.87 0.760 0.779 0.066 1.50 0.94 4 42 7.20 491.02 493.79 2.77 8.17 0.88 0.01 493.80 0.003 7.9 491.06 493.79 2.73 8.06 0.89 0.01 493.80 0.003 0.003 0.000 0.95 0.01 5 15 1.26 496.35 496.61 0.26* 0.18 6.84 0.73 497.34 2.539 28.7 497.10 497.62 0.52 0.49 2.59 0.10 497.73 0.169 1.354 0.389 1.00 0.10 6 42 1.68 491.02 493.80 2.78 8.20 0.21 0.00 493.80 0.000 127 491.66 493.80 2.14 6.17 0.27 0.00 493.80 0.000 0.000 0.000 0.50 0.00 7 42 1.70 491.66 493.80 2.14 6.18 0.27 0.00 493.80 0.000 34.0 491.83 493.80 1.97 5.59 0.30 0.00 493.80 0.000 0.000 0.000 0.50 0.00 8 15 0.50 495.00 495.17 0.17* 0.10 5.19 0.42 495.58 2.515 38.0 496.00 496.28 j 0.28** 0.21 2.40 0.09 496.37 0.281 1.398 n/a 1.00 n/a 9 42 6.76 491.07 493.80 2.73 8.06 0.84 0.01 493.81 0.003 104 491.59 493.80 2.21 6.42 1.05 0.02 493.82 0.005 0.004 0.004 0.66 0.01 10 42 6.09 491.59 493.82 2.23 6.45 0.94 0.01 493.83 0.004 27.7 491.73 493.81 2.08 5.97 1.02 0.02 493.83 0.005 0.004 0.001 0.50 0.01 11 18 5.55 494.00 494.58 0.58* 0.63 8.75 1.19 495.77 1.624 61.0 495.00 496.08 1.08 1.36 4.09 0.26 496.34 0.221 0.923 0.563 1.54 0.40 12 15 1.55 495.90 496.71 0.81 0.84 1.84 0.05 496.76 0.060 66.6 500.00 500.50 j 0.50** 0.46 3.40 0.18 500.68 0.304 0.182 n/a 1.00 n/a 13 15 3.30 497.23 497.78 0.55* 0.52 6.40 0.64 498.41 0.988 93.6 498.16 498.89 j 0.73** 0.74 4.46 0.31 499.20 0.377 0.683 n/a 0.50 0.15 14 15 1.88 498.26 499.16 0.90 0.95 1.99 0.06 499.22 0.067 96.8 499.23 499.78 j 0.55** 0.52 3.63 0.20 499.98 0.316 0.191 n/a 1.35 n/a 15 15 0.40 499.33 499.98 0.65 0.65 0.62 0.01 499.99 0.008 67.0 500.00 500.25 j 0.25** 0.18 2.25 0.08 500.33 0.282 0.145 n/a 1.00 0.08 STORM SEWER-R2 Number of lines: 15 Run Date: 02-02-2007 Notes:*Normal depth assumed.;**Critical depth.;j-Line contains hyd.jump. Hydraflow Storm Sewers 2005 Hydraflow Plan View ( 2-5-9 D / .,,\\ I1►z / '`• `f ..:I.; 7 ,,„� l � ,� / - it:Arr f':' ,ix. 4 4 ,s,,, .0.„,,,,AL 4 Wria,-.,i. c*, ,,Ir.\,WATAlftiZir/s Ill*'',7 $ #' 'N 4'114 "*"10/41,7 f 4, it ati. , ,..,- . 4. A-17 ,fr" ,/ #414.41"1104/74r4V>: A ( i0"*Ik N\4/14 outfel` ri•�41r4pr / ''s . • -/ .\\K.s ‘K‘,. i * ‘4pc *1 f STORM SEWER- R2 No. Lines: 15 02-02-2007 Hydraflow Storm Sewers 2005 i Storm Sewer Inventory Report Page 1 Line Alignment Flow Data Physical Data Line ID No. Dnstr Line Defl Juno Known Drng Runoff Inlet Invert Line Invert Line Line N J-loss Inlet/ line length angle type Q area coeff time El Dn slope El Up size type value coeff Rim El No. (ft) (deg) (cfs) (ac) (C) (min) (ft) (%a) (ft) (in) (n) (K) (ft) 1 End 23.8 36.2 MH 0.00 0.00 0.00 0.0 486.30 7.99 488.20 15 Cir 0.013 0.15 498.00 1 F-EX2 2 1 7.9 1.2 MH 0.00 0.00 0.00 0.0 490.76 1.01 490.84 15 Cir 0.010 0.15 500.50 1A-1 F 3 2 8.4 0.3 DrGrt 0.00 0.17 0.85 5.0 490.94 0.95 491.02 15 Cir 0.010 1.50 501.00 1B-1A 4 3 7.9 -3.1 MH 0.00 0.00 0.00 0.0 491.02 0.51 491.06 42 Cir 0.010 0.95 501.20 1C-1 B 5 4 28.7 65.7 Curb 0.00 0.23 0.82 5.0 496.35 2.61 497.10 15 Cir 0.010 1.00 501.65 1D-1C 6 3 126.7 -97.1 Curb 0.00 0.04 0.85 5.0 491.02 0.51 491.66 42 Cir 0.010 0.50 499.90 2A-1 B 7 6 34.0 1.9 Curb 0.00 0.24 0.83 5.0 491.66 0.50 491.83 42 Cir 0.010 0.50 500.15 2B-2A 8 7 38.0 -5.0 DrGrt 0.00 0.15 0.50 5.0 495.00 2.63 496.00 15 Cir 0.010 1.00 499.00 2C-2B 9 4 103.5 -70.5 DrGrt 0.00 0.19 0.81 5.0 491.07 0.50 491.59 42 Cir 0.010 0.66 502.00 3A-1C 10 9 27.7 22.6 DrGrt 0.00 0.14 0.81 5.0 491.59 0.51 491.73 42 Cir 0.010 0.50 501.00 3B-3A 11 10 61.0 -8.4 DrGrt 0.00 0.24 0.81 5.0 494.00 1.64 495.00 18 Cir 0.010 1.54 501.00 3C-3B 12 11 66.6 62.9 Curb 0.00 0.28 0.83 5.0 495.90 6.16 500.00 15 Cir 0.010 1.00 505.70 3D-3C 13 11 93.6 -23.6 DrGrt 0.00 0.36 0.75 5.0 497.23 0.99 498.16 15 Cir 0.010 0.50 502.46 4C-3C 14 13 96.8 -11.7 Curb 0.00 0.36 0.75 5.0 498.26 1.00 499.23 15 Cir 0.010 1.35 503.90 4A-4C 15 14 67.0 -62.0 DrGrt 0.00 0.12 0.50 5.0 499.33 1.00 500.00 15 Cir 0.010 1.00 504.00 4B-4A STORM SEWER-R2 Number of lines: 15 Date: 02-02-2007 Hydraflow Storm Sewers 2005 Storm Sewer Summary Report Page 1 Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor HGL Dns No. rate size length EL Dn EL Up slope down up loss Junct line (cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No. 1 IF-EX2 9.07 15 c 23.8 486.30 488.20 7.993 487.64 489.36 n/a 489.36 j End 2 1 A-1 F 9.08 15 c 7.9 490.76 490.84 1.012 491.92 492.00 0.14 492.14 1 3 1 B-1 A 9.08 15 c 8.4 490.94 491.02 0.948 492.19 492.27 1.28 493.55 2 4 1 C-1 B 8.30 42 c 7.9 491.02 491.06 0.508 494.38 494.38 0.01 494.39 3 5 1 D-1 C 1.41 15 c 28.7 496.35 497.10 2.610 496.62 497.69 0.10 497.78 4 6 2A-1 B 1.92 42 c 126.7 491.02 491.66 0.505 494.39 494.39 0.00 494.39 3 7 2B-2A 1.91 42 c 34.0 491.66 491.83 0.500 494.39 494.39 0.00 494.39 6 8 2C-2B 0.56 15 c 38.0 495.00 496.00 2.632 495.17 496.30 n/a 496.30 j 7 9 3A-1 C 7.74 42 c 103.5 491.07 491.59 0.502 494.39 494.39 0.01 494.40 4 10 3B-3A 6.96 42 c 27.7 491.59 491.73 0.505 494.40 494.40 0.01 494.41 9 11 3C-3B 6.33 18 c 61.0 494.00 495.00 1.639 494.63 496.19 0.42 496.61 10 12 3D-3C 1.74 15 c 66.6 495.90 500.00 6.156 496.86 500.53 n/a 500.53 j 11 13 4C-3C 3.76 15 c 93.6 497.23 498.16 0.994 497.82 498.94 n/a 498.94 j 11 14 4A-4C 2.14 15 c 96.8 498.26 499.23 1.002 499.23 499.82 n/a 499.82 j 13 15 4B-4A 0.45 15 c 67.0 499.33 500.00 1.000 500.04 500.27 n/a 500.27 j 14 STORM SEWER-R2 Number of lines: 15 Run Date:02-02-2007 NOTES: c=cir; e=ellip; b=box; Retum period=25 Yrs. ;j-Line contains hyd.jump. Hydraflow Storm Sewers 2005 Hydraulic Grade Line Computations Page 1 Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft) 1 15 9.07 486.30 487.64 1.25 1.19 7.40 0.85 488.49 1.975 23.8 488.20 489.36 j 1.16** 1.19 7.64 0.91 490.27 1.709 1.842 n/a 0.15 n/a 2 15 9.08 490.76 491.92 1.16* 1.19 7.65 0.91 492.83 1.012 7.9 490.84 492.00 1.16** 1.19 7.63 0.91 492.91 1.011 1.012 0.080 0.15 0.14 3 15 9.08 490.94 492.19 1.25 1.23 7.40 0.85 493.04 1.170 8.4 491.02 492.27 1.25 1.23 7.40 0.85 493.12 1.157 1.164 0.098 1.50 1.28 4 42 8.30 491.02 494.38 3.36 9.49 0.87 0.01 494.39 0.004 7.9 491.06 494.38 3.32 9.43 0.88 0.01 494.39 0.003 0.003 0.000 0.95 0.01 5 15 1.41 496.35 496.62 0.27* 0.20 7.07 0.78 497.40 2.532 28.7 497.10 497.69 0.59 0.57 2.48 0.10 497.78 0.138 1.335 0.384 1.00 0.10 6 42 1.92 491.02 494.39 3.37 9.51 0.20 0.00 494.39 0.000 127 491.66 494.39 2.73 8.06 0.24 0.00 494.39 0.000 0.000 0.000 0.50 0.00 7 42 1.91 491.66 494.39 2.73 8.06 0.24 0.00 494.39 0.000 34.0 491.83 494.39 2.56 7.53 0.25 0.00 494.39 0.000 0.000 0.000 0.50 0.00 8 15 0.56 495.00 495.17 0.17* 0.10 5.41 0.45 495.63 2.565 38.0 496.00 496.30 j 0.30** 0.23 2.48 0.10 496.40 0.281 1.423 n/a 1.00 n/a 9 42 7.74 491.07 494.39 3.32 9.43 0.82 0.01 494.40 0.003 104 491.59 494.39 2.80 8.26 0.94 0.01 494.41 0.004 0.003 0.003 0.66 0.01 10 42 6.96 491.59 494.40 2.81 8.29 0.84 0.01 494.41 0.003 27.7 491.73 494.40 2.67 7.89 0.88 0.01 494.42 0.003 0.003 0.001 0.50 0.01 11 18 6.33 494.00 494.63 0.63* 0.70 9.06 1.28 495.90 1.621 61.0 495.00 496.19 1.19 1.51 4.21 0.28 496.47 0.228 0.925 0.564 1.54 0.42 12 15 1.74 495.90 496.86 0.96 1.01 1.72 0.05 496.90 0.049 66.6 500.00 500.53 j 0.53** 0.49 3.53 0.19 500.72 0.311 0.180 n/a 1.00 n/a 13 15 3.76 497.23 497.82 0.59* 0.57 6.60 0.68 498.50 0.980 93.6 498.16 498.94 j 0.78** 0.80 4.70 0.34 499.28 0.401 0.690 n/a 0.50 0.17 14 15 2.14 498.26 499.23 0.97 1.02 2.09 0.07 499.30 0.072 96.8 499.23 499.82 j 0.59** 0.56 3.79 0.22 500.04 0.326 0.199 n/a 1.35 n/a 15 15 0.45 499.33 500.04 0.71 0.72 0.63 0.01 500.04 0.008 67.0 500.00 500.27 j 0.27** 0.19 2.32 0.08 500.35 0.281 0.144 n/a 1.00 0.08 STORM SEWER-R2 Number of lines: 15 Run Date: 02-02-2007 Notes:*Normal depth assumed.;**Critical depth.;j-Line contains hyd.jump. Hydraflow Storm Sewers 2005 Adequate Receiving Channel Calculations FOR Wachovia Bank at Shops at Rio Road Albemarle County, Virginia 20050260 06/26/06 The receiving channel for the entire site is the existing storm pipe to the west of the site. There will be an increase in impervious area with the new parking area for Wachovia bank, as well as additional parking for the proposed shopping center.To support this addition impervious area, existing storm lines will be removed and enlarged with new pipes, an additional pipe will serve the increase in parking for the shopping center. Storm water control structures have been added to control the flow. The 18" RCP was analyzed for adequacy and was found to have a capacity of 19.9 cfs. The proposed discharge to this point after detention was calculated to be 4.8 cfs at the peak discharge from the site which is approximately 33.4% of the pipes capacity,and is considered adequate. Hy %graph iuF curves IDF file: CHARLOTTESVILLE.IDF Int. (in/hr) 14.00 14.00 100-Yr 12.00 ------ I 12.00 25-Yr 10.00 - 10.00 10-Yr 8.00 — — — — — 8.00 2-Yr - L - - - -.. -- - 1 6.00 — — --- -- 6.00 - - `-``�-..�. I__ 4.00 -- — - ' ' - 4.00 1 5 2.00 ------------- _ 1 2.00 0.00 - - 4 - 0.00 0 5 10 15 20 25 30 35 40 45 50 55 60 Time (min) Hydraflow Hydrographs 2004 Adequate Channel Drainage Areas for Wachovia at the Shops at Rio Road Rational Formula Rational Equation Runoff Coefficients Q = CCf I A C= Runoff Coefficient Land Use "C"Value I = Rainfall Intensity Impervious Areas(Paved&Roof Areas) 0.90 A= Area Steep Grass Slopes(2.1 or greater) 0.70 Cr= Storm Frequency Return Gravel Parking Lots&Roads 0.60 Cultivated Areas 0.60 Time&Concentration Formulas Shoulders&Ditch Areas 0.50 Overland Flow Equation Mild Grass Slopes(3:1 to 5:1) 0.50 Tc= .225(L)42(S).19(C)_1° Pastures 0.45 Shallow Flow Equation Forest,Undeveloped&Lawn Areas 0.30 Tc= .00948(H)-.38(L)1 13 Cr Storm Return Frequency Tc= Overland/Shallow Flow Time,Minutes 1 10 yr. or less L= Length Of Strip, Feet 1.1 25 year H= Height, Feet 1.2 50 year S= Slope, Feet/Feet 1.25 100 year C= Rational"C"Value ACDA-1 Q = Cw I A Cf Q2= in/hr 0.74 5.18 0.71 1 = 2.72 cfs Q1°= in/hr 0.74 6.66 0.71 1 = 3.50 cfs ACDA-1 Area Cw AREA 0.71 ACRES 0.52 0.9 Cw 0.74 0.00 0.7 Tc 5.0 MIN 0.19 0.3 Cw= 0.52 (.9) + 0.00 (.70) + 0.19 (0.3) / 0.71 = 0.74 Cw= 0 47 0.00 0.06 Overland Run(LF) Rise(VF) Cw Tc= 50 3 0.90 2.21 MIN Shallow Run(LF) Rise(VF) (Impervious) Tc= 120 2 0.4 0.65 MIN Tc= 2.9 MIN ACDA-2 Q = Cs., I A Cf Q2= in/hr 0 81 1.9 2.34 1 = 3.60 cfs Q1°= in/hr 0.81 2.52 2.34 1 = 4.78 cfs ACDA-2 Area Cw AREA 2.34 ACRES 1.99 0.9 Cw 0.81 0.00 0.7 Tc 46.0 MIN 0.35 0.3 Cw= 1.99 (.9) + 0.00 (.70) + 0.35 (0.3) / 2.34 = 0.81 Cw= 1.79 0.00 0.11 Tc From Detention Pond Tc= 46.00 MIN (refer to attached Calculations) tmp#1.txt Adequate Channel Analysis POA #1 18" RCP from EX-2 to EX-3 Calculated Flow Analysis Given Input Data: Shape Circular Solving for Depth of Flow Diameter 1.5000 ft Flowrate 3.5000 cfs Slope 0.0392 ft/ft Manning's n 0.0130 Computed Results: Depth 0.4163 ft Area 1.7671 ft2 Wetted Area 0.4001 ft2 I Wetted Perimeter 1.6645 ft Perimeter 4.7124 ft Velocity 8.7487 fps Hydraulic Radius 0.2403 ft Percent Full 27.7531 % Full flow Flowrate 20.7975 cfs Full flow velocity 11.7690 fps Critical Information Critical depth 0.7138 ft Critical slope 0.0053 ft/ft Critical velocity 4.2202 fps Critical area 0.8294 ft2 Critical perimeter 2.2838 ft Critical hydraulic radius 0.3631 ft Critical top width 1.4983 ft Specific energy 1.6057 ft Minimum energy 1.0708 ft Froude number 2.8263 Flow condition Supercritical Page 1 tmp#1.txt Adequate Channel Analysis POA #2 18" RCP from EX-1 to EX-2 Calculated Flow Analysis Given Input Data: Shape Circular Solving for Depth of Flow Diameter 1.5000 ft Flowrate 4.7800 cfs Slope 0.0359 ft/ft Manning's n 0.0130 Computed Results: Depth 0.5005 ft Area 1.7671 ft2 Wetted Area 0.5163 ft2 Wetted Perimeter 1.8474 ft Perimeter 4.7124 ft Velocity 9.2580 fps Hydraulic Radius 0.2795 ft Percent Full 33.3651 % Full flow Flowrate 19.9029 cfs Full flow velocity 11.2627 fps Critical Information Critical depth 0.8418 ft Critical slope 0.0056 ft/ft Critical velocity 4.6804 fps Critical area 1.0213 ft2 Critical perimeter 2.5398 ft Critical hydraulic radius 0.4021 ft Critical top width 1.5000 ft Specific energy 1.8325 ft Minimum energy 1.2627 ft Froude number 2.7016 Flow condition Supercritical Page 1 Soils Survey Map FOR Wachovia Bank at Shops at Rio Road Albemarle County, Virginia 20050260 06/26/06 . 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A i1,, _ 2 3 2 This soil survey map was compiled by the U.S. Department of Agriculture, Soil Conservation Service,and cooperating agencies. Base maps are orthophotographs prepared by Water Quality Calculations FOR Wachovia Bank at Shops at Rio Road Albemarle County, Virginia 20050260 09/14/06 Revised: 02/02/07 Short Version BMP Computations For Worksheets 2 -6 Albemarle County Water Protection Ordinance: Modified Simple Method Plan: The Shops at Rio Road Water Resources Area: Development Area Preparer: Hurt&Proffitt, Inc. (RAR) Date: 22-Jan-07 Project Drainage Area Designation DA#1 &2 L storm pollutant export in pounds, L=[P(Pj)Rv/12][C(A)2.72] Rv mean runoff coefficient, Rv=0.05+0.009(I) Pj small storm correction factor,0.9 I percent imperviousness P annual precipitation,43"in Albemarle A project area in acres in subject drainage area, A= 1 4.57_._ C pollutant concentration,mg/I or ppm target phosphorus .__ __ f factor applied to RR ✓ required treatment volume in cy,0.5"over imperv.area= A(I)43560(0.5/12)/27 RR required removal, L(post)-f x L(pre) %RR removal efficiency, RR100/L(post) Impervious Cover Computation(values in feet&square feet) Item pre-development Area post-development !Area RoadsLength Width subtotal Length Width subtotal ; 01 0 0 0 _ 0 0 € 1 0; 0 0 o __ .. 0 i t 0 0 0 0i } Driveways Length Width no. subtotal Length Width no. subtotal j and walks 0 0 0 0 _.. _... _. 0� w01 0 0 i 0 0 0; 0 0. 0 0: 0 I t = j P. Oi ## Parking Lots Area 1 Area 2 Area 3 Area 4 'Area 1 Area 2 Area 3 Area 4 37026 30927.6 0 67953 6 2613.6T 86684.41 1 0 89298 Gravel areas Area 1 Area 2 subtotal Area 1 Area 2 !subtotal 0 0 0x0.70= 0 0 Or 0x0.70= 0 ;Structures Area no. subtotal 1 Area no. subtotal 0 0 0 0 _..__. 0 i 0 0? 0 0 0 0 1 0 01 0 0 0 0( ;Actively-grazed pasture& Area Area 1 [yards and cultivated turf 44866.8 x 0.08= 3589.344 23522.4Jx 0.08= 1881.792` ;Active crop land Area Area i Ox0.25= 0 Dix . 01 Other Impervious Areas Area 1 Area 2 Area 3 Area 1 Area 2 Area 3 _ i 0 0 ` 0 0 0E Impervious Cover 36%'i 46% l(pre) (post) 1 Rv(post). V 0.46 140.7 New Development(For Development Areas,existing impervious cover<=20%) 1 C 1 f = I(pre)* Rv(pre) 1 L(pre) ' L(post) ; RR 1- %RR Area Type 0.70 too00 ; 20%' 0.37 ; 10.48 ; 12.97 = 2.49 (' 19%Development Area t 0.35 1.00 0% 0.37 1 5.24 j 6.48 1.25ry 19% Drinking Water Watersheds 0 40 1„.00 1% 0.37 5.99 ( 7.41 * 1.42 19%Other Rural Land *min.values Redevelopment(For Development Areas,existing impervious cover>20%) C f I(pre)* ' Rv(pre) , L(pre) L(post) ' RR ' %RR Area Type 0.70 1 0.90 ; 20%; 0.37 1 10.48 12.97 3.54 27%1 Development Area 0.35 i 0.85 0% 0.37 ; 5.24 I 6.48 2.03 31% Drinking Water Watersheds 0.40 0.85 1% 0.37 1 5.99 7.41 2.32 31% Other Rural Land rev.30 May 2002 JMK -a air STORMWATER ,.�---� Sizing Summary --"SOLUTIONS. The Shops at Rio Road Stormwater Treatment System/Desiqn Summary Charlottesville, VA Information provided: • Total contributing area = 2.14 acres • Impervious Area = 2.14 acres • Presiding agency =VDCR, Albemarle County Assumptions: • Design storm = Modified Rational method • Rainfall intensity= 0.35in/hr(currently accepted by the VDCR) • Media =Zeolite/Perlite/GAC (50% TP removal credit) • Drop required from inlet to outlet= 2.3' minimum • Depth required from rim to outlet= 5.5' minimum Size estimates: The Stormwater Management StormFilter® is a passive, siphon-actuated, flow-through stormwater filtration system consisting of a structure that houses rechargeable, media-filled filter cartridges. The StormFilter works by passing stormwater through the media-filled cartridges, which trap particulates and adsorb pollutants such as dissolved metals, nutrients, and hydrocarbons. The StormFilter system is VDCR verified and as a result has received approval for 80%TSS and 50%TP removal. The StormFilter is a flow-based system, and therefore, is sized by calculating the peak water quality flow rate associated with the design storm. The water quality flow rate was calculated using the Modified Rational Method assuming a rainfall intensity of 0.35 inches per hour. Given the information above the treatment flow rate was determined to be: Qtreat = CiA =0.90 x 0.35 x 2.14=0.67cfs Qtreat x 449 '%fs — 0.67 x 449 Ncartridges = 15��artndge = 15 =20.05 use 21 cartridges To accommodate a treatment flow rate or 0.67cfs, CONTECH Stormwater Solutions recommends using an 8' x 16' precast StormFilter with 21 cartridges (see attached detail). The estimated cost of this system, complete and delivered to the job site, is available upon request. This estimate assumes that the vault is less than 6'feet deep. The final system cost will depend on the actual depth of the units and whether extras like doors rather than castings are specified. The contractor is responsible for setting the StormFilter vault and all external plumbing. The pre-cast StormFilter has an internal bypass capacity of 1.80 cfs. If the peak discharge off the site is expected to exceed that rate,we recommend placing a high-flow bypass upstream of the StormFilter system. CONTECH Stormwater Solutions could provide a high-flow bypass, the StormGate, which provides a combination weir-orifice control structure to limit the flow to the StormFilter. ©2006 CONTECH Stormwater Solutions 521 Progress Drive,Suite H,Linthicum,MD 21090 TS-B025 contechstormwater.com Toll-free:866.740.3318 Fax:866.376.8511 ArkfUliNTIMAILIIr STORMWATER Sizing Summary SOLUTIONS. Maintenance The StormFilter requires regular maintenance to operate effectively. The expected maintenance interval for systems in Maryland is 12-18 months, but may vary depending on weather and site conditions. CONTECH Stormwater Solutions Inc. offers full maintenance services to all of our clients, as well as a cartridge exchange program to facilitate owner provided maintenance. Please contact CONTECH Stormwater Solutions or navigate to contechstormwater.com for more information in this regard. Thank you for the opportunity to present this to you and your client. ©2006 CONTECH Stormwater Solutions 521 Progress Drive,Suite H,Linthicum,MD 21090 TS-B025 contechstormwater.com Toll-free:866.740.3318 Fax:866.376.8511 A���%vTCALI® '�1k''' ' `� Operation and Maintenance STORMWATER &UTIONS... The Stormwater requirements for treating runoff in compliance with the Clean Water Act. Management StormFilter® Through independent third party studies, it Vault, Cast-In-Place, and Linear Units has been demonstrated that the StormFilter is highly effective for treatment of first flush flows and for treatment of flow-paced flows Important: These guidelines should be used during the latter part of a storm. In general, as a part of your site stormwater the StormFilter's efficiency is highest when management plan. pollutant concentrations are highest. The primary non-point source pollutants targeted Description for removal by the StormFilter are: The Stormwater Management StormFilter® suspended solids (TSS), oil and grease, (StormFilter) is a passive, flow-through, soluble metals, nutrients, organics, and stormwater filtration system. The system is trash and debris. comprised of one or more vaults that house rechargeable, media-filled, filter cartridges. Sizing The StormFilter works by passing The StormFilter is sized to treat the peak stormwater through the media-filled flow of a water quality design storm. The cartridges, which trap particulates and peak flow is determined from calculations adsorb materials such as dissolved metals based on the contributing watershed and hydrocarbons. Once filtered through the hydrology and from a design storm media, the treated stormwater is directed to magnitude set by the local stormwater a collection pipe or discharged into an open management agency. The particular size of channel drainage way. a StormFilter unit is determined by the number of filter cartridges (see Figure 1) The StormFilter is offered in multiple required to treat this peak flow. configurations, including vault, linear, catch basin, manhole, and cast-in-place. The The flow rate through each filter cartridge is vault, linear, manhole, and catch basin adjustable, allowing control over the amount models utilize pre-manufactured units to of contact time between the influent and the ease the design and installation processes. filter media. The maximum flow rate The cast-in-place units are customized for through each cartridge can be adjusted to larger flows and may be either covered or between 5 and 15 gpm using a calibrated uncovered underground units. restrictor disc at the base of each filter cartridge. Adjustments to the cartridge flow Purpose rate will affect the number of cartridges The StormFilter is a passive, flow-through, required to treat the peak flow. stormwater filtration system designed to improve the quality of stormwater runoff from the urban environment before it enters receiving waterways. It is intended to function as a Best Management Practice (BMP) to meet federal, state, and local ©2006 CONTECH Stormwater Solutions Toll-free:800.548.4667 1 of 9 contechstormwater.com Vault,CIP and Linear StormFilter Operation and Maintenance Guidelines Basic Function the entire filter cartridge is used to filter The StormFilter is designed to siphon water throughout the duration of the storm, stormwater runoff through a filter cartridge regardless of the water surface elevation in containing media. A variety of filter media is the unit. This siphon continues until the available and can be customized for each water surface elevation drops to the site to target and remove the desired levels elevation of the hood's scrubbing of sediments, dissolved phosphorus, regulators. dissolved metals, organics, and oil and The cartridges are connected to the under- grease. In many cases, a combination of drain manifold with a plastic connector. media is recommended to maximize the Since some media used is potentially effectiveness of the stormwater pollutant buoyant, a threaded connector affixed to the removal. under-drain manifold (with glue or other - adhesive) is necessary to ensure that the cartridge isn't lifted out of place. For the ram,, heavier compost media, a slip connector is a t �' used. W , ti•'' 1g- ItFrh iwi. t If : l 'r. The StormFilter is also equipped with flow 1, �`t� �� � ' . spreaders that trap floating debris and t, iv, surface films, even during overflow tl a r- ' iit -,t conditions. Depending on individual site irfl m'r '_, characteristics, some systems are equipped `4., ; with high and/or base flow bypasses. High '....,,k )• '- 4, flow bypasses are installed when the calculated peak storm event generates a flow that overcomes the overflow capacity of Figure 1. The StormFilter Cartridge the system. This is especially important for precast systems. Base flow bypasses are sometimes installed to bypass continuous Priming System Function inflows caused by ground water seepage, When stormwater in the StormFilter unit which usually do not require treatment. All enters a StormFilter cartridge, it percolates StormFilter units are designed with an horizontally through the cartridge's filter overflow. The overflow operates when the media and collects in the center tube of the inflow rate is greater than the treatment cartridge, where the float in the cartridge is capacity of the filter cartridges. in a closed (downward) position. Water continues to pass through the filter media and into the cartridge's center tube. The air in the cartridge is displaced by the water and purged from beneath the filter hood through the one-way check valve located in the cap. Once the center tube is filled with water (approximately 18 inches deep), there is enough buoyant force on the float to open the float valve and allow the treated water in the center tube to flow into the under-drain manifold. This causes the check valve to close, initiating a siphon that draws polluted water throughout the full l surface area and volume of the filter. Thus, ©2006 CONTECH Stormwater Solutions Toll-free:800.548.4667 2 of 9 contechstomiwater.com Vault,CIP and Linear StormFilter Operation and Maintenance Guidelines Maintenance Guidelines Two scheduled inspections/maintenance activities should take place during the year. The primary purpose of the StormFilter is to First, an inspection/minor maintenance filter out and prevent pollutants from entering our waterways. Like any effective activity should be done. During the minor maintenance activity (routine inspection, filtration system, periodically these debris removal), the need for major pollutants must be removed to restore the maintenance should be determined and, if StormFilter to its full efficiency and disposal during major maintenance will be effectiveness. required, samples of the sediments and Maintenance requirements and frequency media should be obtained. are dependent on the pollutant load Second, if required, a major maintenance characteristics of each site. activity (replacement of the filter cartridges and associated sediment removal) should Maintenance activities may be required in be performed. the event of a chemical spill or due to excessive sediment loading from site In addition to these two scheduled activities, erosion or extreme storms. It is also good it is important to check the condition of the practice to inspect the system after severe StormFilter unit after major storms for storm events. damage caused by high flows and for high sediment accumulation that may be caused Types of Maintenance by localized erosion in the drainage area. It may be necessary to adjust the Presently, procedures have been developed maintenance activity schedule depending for two levels of maintenance: on the actual operating conditions • Inspection/minor maintenance encountered by the system. • Major maintenance. In general, minor maintenance activities will occur late in the rainy season, and major Inspection/minor maintenance activities are maintenance will occur in late summer to combined since minor maintenance does early fall when flows into the system are not not require special equipment and typically likely to be present. little or no materials are in need of disposal. Maintenance Activity Frequency Inspection/minor maintenance typically involves: The primary factor controlling timing of maintenance for the StormFilter is • Inspection of the vault itself sedimentation. • Removal of vegetation and trash and debris. Major maintenance typically includes: • Cartridge replacement • Sediment removal Important: Applicable safety (OSHA) and disposal regulations should be followed during all maintenance activities. Maintenance Activity Timing ©2006 CONTECH Stormwater Solutions Toll-free:800.548.4667 3 of 9 contechstonnwater.com Vault,CIP and Linear StormFilter Operation and Maintenance Guidelines A properly functioning system will remove The recommended initial frequency for solids from water by trapping particulates in inspection/minor maintenance is two times the porous structure of the filter media. The per year for precast units. StormFilter units flow through the system will naturally should be inspected after all major storms. decrease as more and more solids are Sediment removal and cartridge trapped. Eventually the flow through the replacement on an annual basis is system will be low enough to require recommended until further knowledge is replacement of the cartridges. It may be gained about a particular system. possible to extend the usable span of the cartridges by removing sediment from Once an understanding of site upstream trapping devices on an as-needed characteristics has been established, basis in order to prevent material from being maintenance may not be needed for one to re-suspended and discharged to the two years, but inspection is warranted. system. Maintenance Methods Site conditions greatly influence maintenance requirements. StormFilter Inspection/Minor Maintenance units located in areas with erosion or active construction should be inspected and The primary goal of a maintenance maintained more often than those in fully inspection is to assess the condition of the stabilized areas. cartridges relative to the level of sediment loading. It may be desirable to conduct this The maintenance frequency may be inspection during a storm to observe the adjusted as additional monitoring relative flow through the filter cartridges. If information becomes available during the the submerged cartridges are severely inspection program. Areas that develop plugged, large amounts of sediments will be known problems should be inspected more present and very little flow will be frequently than areas that demonstrate no discharged from the drainage pipes. If this problems, particularly after large storms. is the case, it is likely that the cartridges need to be replaced. Ultimately, inspection and maintenance activities should be scheduled based on the Warning: In the case of a spill, the worker historic records and characteristics of an should abort maintenance activities until the individual StormFilter system. It is proper guidance is obtained. Notify the recommended that the maintenance agency local hazard control agency and CONTECH develop a database to properly manage Stormwater Solutions immediately. StormFilter maintenance programs. Prior to the development of the To conduct an inspection and/or minor maintenance database, the following maintenance: maintenance frequencies should be followed: Important: Maintenance must be performed by a utility worker familiar with StormFilter Inspection/minor maintenance units. • One time per year • After Major Storms 1. If applicable, set up safety equipment to protect pedestrians from fall hazards Major maintenance due to open vault doors or when work is • One time per year being done near walkways or roadways. • In the event of a chemical spill 2. Visually inspect the external condition of the unit and take notes concerning Frequencies should be updated as required. defects/problems. ©2006 CONTECH Stormwater Solutions Toll-free:800.548.4667 4 of 9 contechstormwater.com Vault,CIP and Linear StonnFilter Operation and Maintenance Guidelines (- 3. Open the doors to the vault and allow Replacement cartridges will be delivered to the system to air out for 5-10 minutes. the site. Information concerning how to obtain the replacement cartridges is 4. Without entering the vault, inspect the available from CONTECH Stormwater inside of the unit, including components. Solutions. 5. Take notes about the external and Warning: In the case of a spill, the worker internal condition of the vault. should abort maintenance activities until the proper guidance is obtained. Notify the Be sure to record the level of sediment local hazard control agency and build-up on the floor of the vault, in the CONTECH Stormwater Solutions forebay, and on top of the cartridges. If immediately. flow is occurring, note the level of water and estimate the flow rate per drainage To conduct cartridge replacement and pipe. Record all observations. sediment removal maintenance: 6. Remove large loose debris and trash 1. If applicable, set up safety equipment to using a pole with a grapple or net on the protect pedestrians from fall hazards end. due to open vault doors or when work is being done near walkways or roadways. 7. Close and fasten the door. 2. Visually inspect the external condition of 8. Remove safety equipment. the unit and take notes concerning defects/problems. 9. Make notes about the local drainage area relative to ongoing construction, 3. Open the doors to the vault and allow erosion problems, or high loading of the system to air out for 5-10 minutes. other materials to the system. 4. Without entering the vault, give the 10. Finally, review the condition reports from inside of the unit, including components, the previous minor and major a general condition inspection. maintenance visits, and schedule cartridge replacement if needed. 5. Make notes about the external and internal condition of the vault. Major Maintenance Give particular attention to recording the Depending on the configuration of the level of sediment build-up on the floor of particular system, a worker may be required the vault, in the forebay, and on top of to enter the vault to perform some tasks. the internal components. Important: If vault entry is required, OSHA 6. Remove large loose debris and trash rules for confined space entry must be using a pole with a grapple or net on the followed. end. Filter cartridge replacement should occur 7. Using a boom, crane, or other device during dry weather. It may be necessary to (dolly and ramp), offload the plug the filter inlet pipe if base flows exist. replacement cartridges (up to 150 lbs. Standing water present in the vault should each) and set aside. be regarded as polluted and should be 8. Remove used cartridges from the vault contained during this operation by using one of the following methods: temporarily capping the manifold connectors. ©2006 CONTECH Stormwater Solutions Toll-free:800.548.4667 5 of 9 contechstormwater.com Vault,CIP and Linear StormFilter Operation and Maintenance Guidelines Important: This activity will require that a.Unscrew the cartridge cap. workers enter the vault to remove the cartridges from the drainage system. b.Remove the cartridge hood. Method 1: c.Tip the cartridge on its side. a.Using an appropriate sling, attach Important: Note that cartridges the cable from the boom, crane, or containing media other than the leaf tripod to the cartridge being media require unscrewing from their removed. Contact CONTECH threaded connectors. Take care not Stormwater Solutions for to damage the manifold connectors. specifications on appropriate This connector should remain attachment devices. installed in the manifold and capped if necessary. This activity will require that workers enter the vault to remove the d.Empty the cartridge onto the vault cartridges from the drainage system floor. and place them under the vault opening for lifting. e.Set the empty, used cartridge aside or load onto the hauling truck. Important: Note that cartridges containing media other than the leaf f. Continue steps a through e until media require unscrewing from their all cartridges have been removed. threaded connectors. Take care not to damage the manifold connectors. 9. Remove deposited sediment from the This connector should remain floor of the vault and, if large amounts installed in the manifold and capped are present, from the forebay. This can if necessary. usually be accomplished by shoveling the sediment into containers, which, b.Remove the used cartridges once full, are lifted mechanically from (250 lbs. each) from the vault. the vault and placed onto the hauling truck. If Method 2 in Step 8 is used to Important: Care must be used to empty the cartridges, or in cases of avoid damaging the cartridges extreme sediment loading, a vector during removal and installation. The truck may be required. cost of repairing components damaged during maintenance will be 10. Once the sediments are removed, the responsibility of the owner assess the condition of the vault and the unless CONTECH Stormwater condition of the manifold and Solutions performs the maintenance connectors. The connectors are short activities and damage is not related sections of 2-inch schedule 40 PVC, or to discharges to the system. threaded schedule 80 PVC that should protrude above the floor of the vault. c. Set the used cartridge aside or a. If required, apply a light coating of load onto the hauling truck. FDA approved silicon grease to the outside of the exposed portion of d.Continue steps a through c until the connectors. This ensures a all cartridges have been removed. watertight connection between the cartridge and the drainage pipe. Method 2: b. Replace any damaged connectors. 11. Using the boom, crane, or tripod, lower and install the new cartridges. Once ©2006 CONTECH Stormwater Solutions Toll-free:800.548.4667 6 of 9 contechstonnwater.com Vault,CIP and Linear StormFilter Operation and Maintenance Guidelines again, take care not to damage Material Disposal connections. The accumulated sediment found in 12. Close and fasten the door. stormwater treatment and conveyance systems must be handled and disposed of 13. Remove safety equipment. in a manner that will not allow the material to affect surface or ground water. It is 14. Make notes about the local drainage possible for sediments to contain area relative to ongoing construction, measurable concentrations of heavy metals erosion problems, or high loadings of and organic chemicals (such as pesticides other materials to the system. and petroleum products). Areas with the greatest potential for high pollutant loading 15. Finally, dispose of the residual materials include industrial areas and heavily traveled in accordance with applicable roads. regulations. Make arrangements to return the used cartridges to CONTECH Sediments and water must be disposed of Stormwater Solutions. in accordance with all applicable waste disposal regulations. It is not appropriate to Related Maintenance Activities discharge untreated materials back to the (Performed on an as-needed basis) stormwater drainage system. StormFilter units are often just one of many Part of arranging for maintenance to occur components in a more comprehensive should include coordination of disposal of stormwater drainage and treatment system. solids (landfill coordination) and liquids The entire system may include catch (municipal vacuum truck decant facility, basins, detention vaults, sedimentation local wastewater treatment plant, on-site vaults and manholes, detention/retention treatment and discharge). ponds, swales, artificial wetlands, and other miscellaneous components. Owners should contact the local public In order for maintenance of the StormFilter works department and inquire about how to be successful, it is imperative that all the department disposes of their street other components be properly maintained. waste residuals. CONTECH Stormwater The maintenance/repair of upstream Solutions will determine disposal methods facilities should be carried out prior to or reuse of the media contained in the StormFilter maintenance activities. cartridges. If the material has been In addition to considering upstream contaminated with any unusual substance, facilities, it is also important to correct any the cost of special handling and disposal problems identified in the drainage area. will be the responsibility of the owner. Drainage area concerns may include: erosion problems, heavy oil and grease loading, and discharges of inappropriate materials. ©2006 CONTECH Stormwater Solutions Toll-free:800.548.4667 7 of 9 contechstomiwater.com Vault,CIP and Linear StormFilter Operation and Maintenance Guidelines StormFilter Minor Maintenance and Ins s ection Data Sheet Date: Personnel: Location: System Size: System Type: Vault Cast-In-Place Linear System Observations Media Months in Service: • Oil and Grease in Forebay: Yes No Sediment Depth in Forebay: Sediment Depth on Vault Floor: Structural Damage: Estimated Flow from Drainage Pipes(if available): Cartridges Submerged: Yes No How Deep: StormFilter Minor Maintenance Activities (check off if done and give description) Trash and Debris Removal: Minor Structural Repairs: Drainage Area Report Excessive Oil and Grease Loading: Yes No Source: Sediment Accumulation on Pavement: Yes No Source: Erosion of Landscaped Areas: Yes No Source: Items Needing Further Work: Other Comments: Review the condition reports from the previous minor and major maintenance visits. ©2006 CONTECH Stormwater Solutions Toll-free:800.548.4667 8 of 9 contechstormwater.com Vault,CIP and Linear StormFilter Operation and Maintenance Guidelines StormFilter Major Maintenance/Cartridge Replacement Data Sheet Date: Personnel: Location: System Size: System Type: Vault Cast-In-Place Linear List Safety Procedures and Equipment Used: • System Observations Media Months in Service: Oil and Grease in Forebay: Yes No Sediment Depth in Forebay: Sediment Depth on Vault Floor: Structural Damage: Drainage Area Report Excessive Oil and Grease Loading: Yes No Source: Sediment Accumulation on Pavement: Yes No Source: Erosion of Landscaped Areas: Yes No Source: StormFilter Cartridge Replacement Maintenance Activities Remove Trash and Debris: Yes No Details: Replace Cartridges: Yes No Details: Sediment Removed: Yes No Details: Quantity of Sediment Removed (estimate?): Minor Structural Repairs: Yes No Details: Residuals (debris, sediment) Disposal Methods: Notes: ©2006 CONTECH Stormwater Solutions Toll-free:800.548.4667 9 of 9 contechstormwater.com Vault,CIP and Linear StormFilter Operation and Maintenance Guidelines i STORMINATERuy" SOLUTIONS.. StormGate® Technical Design Manual StormGate Contents Designing the StormGate 237 Determining the need fora high flow bypass 237 Determining system orientation and weir location 238 Reviewing Your Design 239 Constructing your StormGate 239 Operating and maintaining your StormGate 239 236 ©2006 CONTECH Stormwater Solutions Designing the StormGate The StormGate is a high flow bypass used to address high-energy flows, in excess of design flows, that may occur. High flows can reduce the effectiveness of water quality facilities by re-suspending sediments and flushing captured floatables, causing a concentrated pulse of pollutants to be sent to downstream waterways. To minimize the occurrence of pulsing,a high flow bypass can be installed upstream of water quality or pretreatment facilities to direct the high flow away from the treatment system. The StormGate uses a field-adjustable weir and an orifice in combination to direct polluted low flows to stormwater quality facilities,while allowing extreme flows to bypass the facilities. This use of a field-adjustable weir and orifice in combination allows the StormGate to offer tighter control over system hydraulics than other high flow bypass methods.The field-adjustable weir also allows for changes to be made to the weir elevation once actual field elevations are established or if future design flows change. Determining the need for a high flow bypass A high flow bypass is needed when the peak conveyance flow for your site exceeds the treatment capacity or inline bypass capacity of your stormwater quality facility. You may have already discovered a need for a high flow bypass during the design of your stormwater treatment system.However,if you aren't sure if a high flow bypass is required, contact the CONTECH Stormwater Solutions Engineering Department and they will help you to determine if a high flow bypass is needed for your system.The Engineering Department will need to know the peak conveyance flow and water quality flow for your site.You should have already calculated these flows when you sized your stormwater treatment facility. If you haven't determined the peak conveyance flow and water quality flow for your site: Calculate the water quality flow(Qtreat) and peak conveyance flow(QPeak) using the approved Imo hydrologic models established by your local agency. If your agency specifies a water quality volume =�47 rather than a peak flow, water quality volume requirements can be translated into a flow rate. If there are no agency guidelines,we recommend using the Santa Barbara Urban Hydrograph method. If you have or are installing a StormFilter system,the StormFilter may be used online if the peak conveyance flow does not exceed the internal bypass capability.A high flow bypass is recommended for use in conjunction with the StormFilter when: • The flow through a Precast StormFilter exceeds 1.8 cfs • The flow through a Linear StormFilter exceeds 1.0 cfs • The flow through a Manhole StormFilter exceeds 1.0 cfs • The StormFilter is a Precast Panel, Precast Box Culvert, or Cast-In-Place system Note: Since flow discharges directly to the Catch Basin Storm Filter,an upstream high flow bypass cannot be used. However, the CatchBasin StormFilter does have an internal bypass capacity of 1 cfs for standard units and 1.8 cfs for deep units. The use of a high flow bypass is also recommended when pretreatment is needed. Configurations The StormGate is provided as a complete manhole or vault unit and is used in conjunction with other stormwater quality facilities such as the StormFilter,StormScreen,swales,oil/water separators, ponds, and settling manholes. ©2006 CONTECH Stormwater Solutions 237 An additional advantage of using the StormGate high flow bypass in conjunction with these stormwater quality facilities is that the water quality device is offline,which allows for the bypassing of all flows in the event of facility maintenance or spill containment. Determining system orientation and weir location The CONTECH Stormwater Solutions Engineering Department offers technical assistance at no additional cost and can help you determine the required system orientation and weir location. To determine the orientation of the StormGate and the proper placement of the weir and inlet and outflow pipes: 1. Set the low flow pipe diameter and invert elevation so that the pipe flows full from the StormGate to the treatment system during the design storm. If the pipe is not set to flow full during the design storm, excessive flow could be directed to the treatment system during peak storm events.This will reduce the treatment system's effectiveness and negate the purpose of the StormGate. Rather than setting the pipe to flow full,an orifice plate may be used to restrict the flow to the treatment system; however,setting the pipe so that it flows full during the design storm simplifies the system and system installation. CONTECH Stormwater Solutions can assist you with determining the pipe diameter and invert elevation. Contact our Engineering Department for assistance. 2. Using the pipe diameter and invert elevation that you determined in Step 1, determine the hydraulic grade line in the StormGate when the design storm flow(Qtreat) is being directed to the treatment system. Note: You may need to consider backwater effects on the system. 3. Specify the location of the weir in the StormGate manhole so that the weir is at the same elevation as the hydraulic grade line at Qtreat- 4. Calculate the hydraulic grade line in the StormGate at the peak hydraulic flow. (For example,the flow resulting from the 10-year storm event.)Verify that the peak hydraulic grade line does not cause operational problems in the collection system upstream of the StormGate. 5. Determine the size of the manhole or vault required to accommodate all flow lines entering and exiting the structure. If the StormGate is used in a manhole rather than a vault, the StormGate weir should be placed in the center of the manhole for ease of construction. In certain cases, it is possible to offset the weir in the manhole. Please contact CONTECH Stormwater Solutions to determine the most practical and economical configuration for your StormGate. If you have any questions or if you need assistance with designing the StormGate, contact the CONTECH Stormwater Solutions Engineering Department(see Offices on page iii). 238 ©2006 CONTECH Stormwater Solutions Reviewing Your Design CONTECH Stormwater Solutions will review your design at no cost. We will respond with comments or notify you that the design is in accordance with our recommendations. To have us review your design,fax your site plan,with completed StormGate data block,to CONTECH Stormwater Solutions. Constructing your StormGate For information on bidding and constructing the StormGate, including installation instructions for the weir wall and instructions for adjusting the field-adjustable weir,contact the Engineering Department. Operating and maintaining your StormGate CONTECH Stormwater Solutions provides detailed operation and maintenance guidelines with each system and offers a complete range of maintenance services. Navigate to Resources- Maintenance on the CONTECH Stormwater Solutions web site to view the operation and maintenance guidelines for your CONTECH Stormwater Solutions system or for more CD information on operation and maintenance services. 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DA-2 Feature ID Drafnage area on the northern portion of the site. Drainage area on the northern portion of the site. Design Frequency Event 2 YR 10 YR 2 YR 10 YR Pre -Developed Rainfall Intensity 5.2 in/hr 6.7 ill 5.2 in/hr 6.7 in/hr Time of Concentration 5.0 min 5.0 min 5.0 min 5.0 min Composite Runoff Factor 0.64 0.64 0.71 0.71 Drainage Area 1.49 acre 1.49 acre 1.10 acre 1.10 acre Calculated Inflow 4.9 cfs 6.4 cfs 4.1 cfs 5.2 cfs *Existing Pond Pre-Dev. Outflow N/A N/A Post-DevloP ment Rainfall Intensity 5.2 in/hr 6.6 in/hr 5.2 iri/hr 6.7 in/hr Time of Concentration 5.0 min 5.0 min 5.0 min 5.0 min Composite Runoff Factor 0.44 0.44 0 79 ` 0.79 Drainage Area 0.25 acre 0.25 acre 2.5 acr e re 2.52 acre Calculated Inflow 0.6 cfs 0.7 cfs 10.3 cfs 13.3 cfs **Proposed Pro osed Detention Pipe Post-Dev. Outflow P to P.O.A." 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T , (VARIABLE MOTH R/W) PHASE 3'" r °\ GRAPHIC SCALE IN FEET k j6 � 11 1"' eft' TEMPORARY DIVERSIONS DRAINAGE AREAS . l Drainage Areas DD-1 DD-2 DD-J DD-4 DD-5 DD-6 DD-7 TEMP ORAR Y TEMP ORAR Y TEMPORARY TEMP ORAR Y TEMPORARY TEMPORARY TEMPORARY Feaa tore ID DI VERSION DI VERSION DI VERSION DIVERSION , DI VERSION DI VERSION DI VERSION DIKE DIKE DIKE DIKE DIKE DIKE I I DIKE Drainage Area 0.47 ACRES 0.28 A CRES 0.15 ACRES 0.25 A CRES 0.15 ACRES 0.32 A CRES 0.12 ACRES TEMPORARY INLET PROTECTION AREA PHASE 3 Drainage Areas IP-2C Feaa tore ID TEMP ORAR Y IP AREA Drainage Area 0.60 ACRES (7 Z_ Z sk Z IL 1 ^ 0 (9 Z Ilm W W E-• 0 Lt_I ^� Q ¢ � C2 O o U- ^ Ill --iZ_ Illw N J Q W O > \r) \\0clIll' N iLLI Z r n �/ l NO Z(D 0 Q CO NIll N *W C V � U N 00 00 Z N Z O i,-t -;;l- Lr) O m M I ow , r4 J 00 � � W - mad f€ii §�a�g .._ W I n =I Q , ]IIIIIIIIIIIIIII I IIIIIIIIIIIIIIIIIIIIIIII � C7 . IO oe .1 LL.: ; , ; I V) 11111� J in .� fnz �a .� CL�°� W ., UJLLJ �oQ I . : > = Ce 2 . I LL1 LLJ v) iIIIII. W ft Haaa aV1 i 0 a u I Ce . < 0 IIIIIIIIIIIIIIIIIIIII . il * X (A Wv! a : W ;. LLJaW =J mi IIIIIIIIIIIIIIII � Ix W X amQ� W ZIIIIIIIIIIIIIIIIIIII gIIIIIIIIIIIIIIIII o 1 o ix a x u PROJECT NO. 20050260 G.L. NO. 1 1- - 5 15 D4.7 FILE NO. DATE: UNE 26 2 1 , 006 DRAWN BY: RKW CHECKED BY. RAR ■ 1 11 s � , --, • • , FOR INFORMATION PURPOSES ONLY.I SHEET N0. 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'� 11 ,W Adequate Channel Drainage Area Calculations ID ACDA -1 ACDA -2 Feature ID 18" RCP (Existing Curb Inlet #2 to existing curb inlet #3) 18" RCP (Existing curb inlet #1 to existing curb inlet #2) Design Event Frequency 10 YR 10 YR Design Flow (Capacity of Pipe) 20.8 cfs 19.9 cfs Calculated Flow (Actual Flow to Pipe) 3.5 cfs 5.1 cfs Drainage Area 0..71 acres 2.52 acres Composite Runoff Factor 0.74 0.79 Rainfall Intensity 6.6 in/hr 2.52 in/hr Time of Concentration 5.0 min 5.0 min Bottom Width ; N/A N/A Pipe Diameter 1.5 ft 1.5 ft Side Slopes N/A 1 N/A ' , Pipe Slope 3.92% 3.59% Flow velocity (calculated) 8.7 fps 9.4 fps Lining aterial M Existin 18" RCP g � Existin 18" RCP g PROPOSED STORM SEI WER SYSTEM Lin eN o. Line ID Flo w Rate Vel ' A ve, Line Size Line Slope Line Length L in e Type Inlet ID Grn d/Rim E/e v Up Invert Up HGL Up Grn d Rim / Elev Dwn Invert Dn HGL D wn n - vol u e Pipe (cfs) (ft/s), (in) (Y) 00 O 00 (ft) 00 00 (ft) P-1 1F - EX2 7.74 6.53 15.00 7.99 23.77 Cir 1F 498a 00 488.20 489.30 492.52 486.30 487.64 0.01 P-2 1 A - 1 F 7.74 7.05 15.00 1.01 7.90 Cir 1 A 500.50 490.84 492.09 498.00 490.76 491.70 0.01 P 3 1 B - 1 A 7.75 6. 33 15.00 0.95 i 8.414 Cir 1 B 1 501.00 491.02 492.24 500.50 490.94 492,18 0.01 P-4 IC - 1 B 7.20 0.89 42.00 0.51 7.87 Cir 1 C 501.20 491.06 493.79 501.00 491.02 493.79 0. 01 P-5 ID - IC 1.26 4.72 15.00 2.61 28.74 Cir 1 D 501.65 497.10 497.62 501.20 496.35 496.61 0.01 P-6 2A - 1B 1.68 0.24 42.00 0.51 f 126.70 Cir 2A 499.90 491a 66 493.80 501.00 497.02 493.80 0.01 a f P-7 28 - 2A 1.70 0.29 42.00 0.50 34.00 Cir 2B 500.15 491.83 493.80 499.90 491.66 493.80 0.01 P-8 2C - 2B 0. 50 J. 79 15.00 2. 63 38. 00 Cir 2C 499.00 496. DO ' 496.28 500.15 495.00 495.17 0.01 ° P-9 3A - 1 C 6.76 0.95 42.00 0.50 103. 50 Cir 3A 502.00 491.59 493.80 507.20 497.07 493.80 0.01 P 10 38 - 3A 6.09 0.98 42.00 0.51 27.70 Cir 38 501.00 491.73 493.81 502.00 491.59 493.82 0.01 P-11 3C - 3B 5.55 6.42 18.00 1.64 67.0.0 Cir 3C 501.00 495.90 496.08 501.00 494.00 494.58 0.01 P-12 3D - 3C 1.55 2.62 15.00 6.16 66.60 Cir 3D 505.70 500.00 -- 500.50 50 1. 00 495.90 496.71 0.01 P 13 4C - 3C 3.30 5.43 15. DO+ 0.99 93.60 Cir 4C 502. 46 498.16 498.89 501. DO 497.23 497.78 0.01 P-14 4A - 4C 1.88 2.81 15 1.00 96.8 Cir 4A 503.90 a 499.23 499.78 502.46 498.26 499.16 0.01 P-15 4B - 4A 0.4 1.43 15 1.00 67.03 Cir 4B 504.00 500.00 500.25 503.90 499.33 499.98 0.01 0 Z Z a Z a Z ❑ W W W F"' a 0 U_ `n J Z N z ® O z M Lim a. n� * 0 U zU6_ 0 C\ � o Z ® z m N [� W U = N 00 00 dN U O '' �' . Z �, >_ O CY, m N J 00 -::t -4' r.• Q WM Z LLJ 3 Ix (D O Uj � � W J � ~ Q 0 LJ 0 W IMM m Uj z Q a Z a(4 za'a' � 2 � 2 VWV'f � Ix W LU W LU J a W Z IMM CY Imm LU 0 Ce Q J a PROJECT NO. 20050260 G.L. NO. 151-15-D4.7 FILE NO. DATE: J U N E 26, 2006 DRAWN BY: RKW CHECKED BY: RAR HURT PROFFITT STORM SEWER AND INLET DRAINAGE AREAS 0 40 20 0 40 80 GRAPHIC SCALE IN FEET FOR INFORMATION PURPOSES ONL F4 1011241071 PER COUNTY COMMENTS I r r r a - -- --r i SHEET N0. CA 2oO