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HomeMy WebLinkAboutDrainage Report Drainage Calculations IEC Building Addition 11805 N. Pennsylvania Street Carmel, Indiana Prepared for: Indiana Electric Cooperative Job #: IEC.001 Revised: 08/24/2023 Prepared by: Roger C. Ward, Jr. PE 6555 Carrollton Avenue Indianapolis, IN 46220 (317) 251-1738 (Fax) 251-1923 02/22/2023 Walker Professional Insurance PO BOX 55 Carmel IN 46082 Holly Gill-Gaither (317) 759-9321 Certificate@WalkerProfessional.com Roger Ward Engineering, Inc. 6555 Carrollton Ave. Indianapolis IN 46220 Berkley Insurance Company 32603 22-23 Master A Professional LIability Claims Made Form AEC-9062121-02 12/09/2022 12/09/2023 Per Claim Limit $2,000,000 Aggregate Limit $2,000,000 30 days notice of cancellation, except for non-payment, shall be provided to the certificate holder. Waiver of subrogation is provided on the Professional Liability policy in favor of the insured’s client only if required by written contract. SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. INSURER(S) AFFORDING COVERAGE INSURER F : INSURER E : INSURER D : INSURER C : INSURER B : INSURER A : NAIC # NAME:CONTACT (A/C, No):FAX E-MAILADDRESS: PRODUCER (A/C, No, Ext):PHONE INSURED REVISION NUMBER:CERTIFICATE NUMBER:COVERAGES IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must have ADDITIONAL INSURED provisions or be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. OTHER: (Per accident) (Ea accident) $ $ N / A SUBR WVD ADDL INSD THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. $ $ $ $PROPERTY DAMAGE BODILY INJURY (Per accident) BODILY INJURY (Per person) COMBINED SINGLE LIMIT AUTOS ONLY AUTOSAUTOS ONLY NON-OWNED SCHEDULEDOWNED ANY AUTO AUTOMOBILE LIABILITY Y / N WORKERS COMPENSATION AND EMPLOYERS' LIABILITY OFFICER/MEMBER EXCLUDED? (Mandatory in NH) DESCRIPTION OF OPERATIONS below If yes, describe under ANY PROPRIETOR/PARTNER/EXECUTIVE $ $ $ E.L. DISEASE - POLICY LIMIT E.L. DISEASE - EA EMPLOYEE E.L. EACH ACCIDENT EROTH-STATUTEPER LIMITS(MM/DD/YYYY)POLICY EXP(MM/DD/YYYY)POLICY EFFPOLICY NUMBERTYPE OF INSURANCELTRINSR DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES (ACORD 101, Additional Remarks Schedule, may be attached if more space is required) EXCESS LIAB UMBRELLA LIAB $EACH OCCURRENCE $AGGREGATE $ OCCUR CLAIMS-MADE DED RETENTION $ $PRODUCTS - COMP/OP AGG $GENERAL AGGREGATE $PERSONAL & ADV INJURY $MED EXP (Any one person) $EACH OCCURRENCE DAMAGE TO RENTED $PREMISES (Ea occurrence) COMMERCIAL GENERAL LIABILITY CLAIMS-MADE OCCUR GEN'L AGGREGATE LIMIT APPLIES PER: POLICY PRO-JECT LOC CERTIFICATE OF LIABILITY INSURANCE DATE (MM/DD/YYYY) CANCELLATION AUTHORIZED REPRESENTATIVE ACORD 25 (2016/03) © 1988-2015 ACORD CORPORATION. All rights reserved. CERTIFICATE HOLDER The ACORD name and logo are registered marks of ACORD HIRED AUTOS ONLY TABLE OF CONTENTS Section I: Report A. Project Title B. Project Description C. Design Method and Criteria D. References E. Existing Conditions F. Proposed Conditions G. Stormwater Quality and BMP Recommendations Section II: Appendix A. Site Information (maps, exhibits, etc.) B. Existing Conditions C. Proposed Conditions D. Stormwater Quality Data E. ICPR Model Input Data F. Drainage Technical Memo dated August 29, 2019 with reference to original drainage report dated July 7, 2003 – both prepared by Woolpert, Inc. SECTION I: REPORT A. Project Title Indiana Electric Cooperative – Building Addition PZ-2023-00116 B. Project Description This project is located at 11805 N. Pennsylvania Street in Carmel, Indiana. The proposed development will consist of a one-story addition to a commercial building. This building and the proposed building are located on a parcel that is owned by the Indiana Electric Cooperative. The subject site is approximately +/- 4.00 acres and approximately +/- 0.92 acres will be disturbed. The existing site is developed with a 21,452 SF office building and 101-space parking lot. Stormwater is collected with an on-site storm sewer system that drains into an on-site dry detention pond on the south part of the parcel. The proposed improvements will include a 5,225 SF addition and an outdoor patio. The dry detention pond will continue to discharge through a 12” outlet pipe and into a storm sewer just south of the property, which eventually drains to the WR Fertig legal drain. At the time of the original development, the dry detention pond was required to release stormwater at or below 0.24 cfs / acre for the 100-year storm event. The existing land uses adjacent to the site are as follows: North: Commercial Office West: Commercial Office South: Commercial Office East: Vacant commercial land C. Design Method and Criteria 1. Soil Type: Soil maps from the United States Department of Agriculture, Soil Conservation Service, identify Crosby soils (UcfA – 71% of site) and Brookston soils (UbaA – 29% of site). The Crosby series are classified as type “C” soils. The Brookston series are classified as type “B/D” soils. 2. Design Storm: The 10-year and 100-year storm events have been analyzed for the existing & proposed condition. The NRCS type-II 24-hour distribution was used in the calculations. 3. Overall Watershed: WR Fertig drain => Eagle Creek => White River. D. References 1. TR55 Stormwater Design Manual. 2. Hamilton County Soil Survey. 3. ICPR modelling software E. Existing Conditions The subject site is approximately +/- 4.00 acres and approximately +/- 0.92 acres will be disturbed. The existing site is developed with a 21,452 SF office building and 101-space parking lot. Stormwater is collected with an on-site storm sewer system that drains into an on-site dry detention pond on the south part of the parcel. At the time of the original development, the dry detention pond was required to release stormwater at or below 0.24 cfs / acre. There are also offsite drainage basins draining to the site and through the existing dry detention pond totaling approximately 1.5 acres. Upon review of the previous drainage model, it was noticed that for the 100-yr storm event it utilized the 1-Hour Huff Rainfall Distribution. Also, an outlet pipe measuring 4” diameter was modelled. However, recent survey data found the pond outlet measuring at 12” diameter. Carmel requires the 24-Hour NRCS type-II Rainfall Distribution to be used for the runoff calculations. Utilizing a recent as-built topographic & utility survey and the required rainfall distribution, a detailed hydraulic model was performed for the existing condition. The following are the computed 10-year and 100-year Existing discharge rates and corresponding pond elevation for the detention pond utilizing the NRCS type-II 24-hour storm event, as computed by ICPR. Detention Pond (Existing Conditions including offsite basins) Storm Discharge Pond Elevation 10-year 5.01 cfs 842.13 100-year 8.48 cfs 844.15 F. Proposed Conditions The proposed improvements will include a 5,225 SF addition and an outdoor patio. The dry detention pond will continue to discharge through a 12” outlet pipe and into a storm sewer just south of the property, which eventually drains to the WR Fertig legal drain. At the time of the original development, the dry detention pond was required to release stormwater at or below 0.24 cfs / acre for the 100-year storm event, which would equate to 0.96 cfs. There is approximately 1.5 acres of offsite drainage area coming to the site from the east and west. The hydraulic model includes results for both with the offsite coming through and without. The following are the computed 10-year and 100-year Proposed discharge rates and corresponding pond elevation for the detention pond utilizing the NRCS type-II 24-hour storm event, as computed by ICPR. Detention Pond (Proposed Conditions) Storm Discharge Pond Elev. Discharge Pond Elev. (w/out offsite) (w/ offsite) 10-year 0.60 cfs 844.36 0.65 cfs 845.09 100-year 0.90 cfs (<0.96) 846.47 3.83 cfs 846.72 *Notes: the discharges above include the direct discharge basins not being detained; the on-site only model utilizes a 3.5” orifice and a 4” orifice in the outfall structure to determine the 100-year elevation; the casting elevation of the outfall structure will be set at 846.50 feet; the model that includes the offsite basins utilizes the same 3.5” and 4” orifices and the casting elevation of 846.50 feet. G. Stormwater Quality and BMP Recommendations According to Chapter 7, section 701 of the City of Carmel Stormwater Management Ordinance, any project that disturbs ¼ acre or more of land is required to provide two (2) post-construction stormwater quality measures or Best Management Practices (BMP’s). The proposed development will disturb approximately +/- 0.92 acres. The one existing storm run that drains the area of proposed improvements will have an in-line storm drain insert added for the 1st BMP. It will be sized as if the entire 4.00-acre site was draining to it. The 2nd BMP will be achieved by adding native plantings along the banks of the re- constructed dry detention basin. 1. We are proposing one Aqua-Swirl XC-4 model (storm drain insert) to be located just northeast of the existing pond, labeled as BMP 102. 2. The existing dry detention pond will serve as the second in-line BMP after native plantings are added along the banks. SECTION II: APPENDIX A. SITE INFORMATION Soil Map—Hamilton County, Indiana (IEC Building Addition) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/4/2023 Page 1 of 344236204423640442366044236804423700442372044237404423760442378044238004423620442364044236604423680442370044237204423740442376044237804423800572150572170572190572210572230572250572270572290 572150 572170 572190 572210 572230 572250 572270 572290 39° 57' 40'' N 86° 9' 19'' W39° 57' 40'' N86° 9' 12'' W39° 57' 34'' N 86° 9' 19'' W39° 57' 34'' N 86° 9' 12'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 45 90 180 270 Feet 0 10 20 40 60 Meters Map Scale: 1:969 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:15,800. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Hamilton County, Indiana Survey Area Data: Version 23, Sep 3, 2022 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 15, 2022—Jun 21, 2022 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Soil Map—Hamilton County, Indiana (IEC Building Addition) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/4/2023 Page 2 of 3 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI UbaA Urban land-Brookston complex, 0 to 2 percent slopes 1.1 28.7% UcfA Urban land-Crosby silt loam complex, fine-loamy subsoil, 0 to 2 percent slopes 2.8 71.3% Totals for Area of Interest 4.0 100.0% Soil Map—Hamilton County, Indiana IEC Building Addition Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/4/2023 Page 3 of 3 National Flood Hazard Layer FIRMette 0 500 1,000 1,500 2,000250 Feet Ü SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOOD HAZARD AREAS Without Base Flood Elevation (BFE) Zone A, V, A99 With BFE or DepthZone AE, AO, AH, VE, AR Regulatory Floodway 0.2% Annual Chance Flood Hazard, Areas of 1% annual chance flood with average depth less than one foot or with drainage areas of less than one square mileZone X Future Conditions 1% Annual Chance Flood HazardZone X Area with Reduced Flood Risk due to Levee. See Notes.Zone X Area with Flood Risk due to LeveeZone D NO SCREEN Area of Minimal Flood Hazard Zone X Area of Undetermined Flood HazardZone D Channel, Culvert, or Storm Sewer Levee, Dike, or Floodwall Cross Sections with 1% Annual Chance 17.5 Water Surface Elevation Coastal Transect Coastal Transect Baseline Profile Baseline Hydrographic Feature Base Flood Elevation Line (BFE) Effective LOMRs Limit of Study Jurisdiction Boundary Digital Data Available No Digital Data Available Unmapped This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards The flood hazard information is derived directly from the authoritative NFHL web services provided by FEMA. This map was exported on 1/11/2023 at 5:07 PM and does not reflect changes or amendments subsequent to this date and time. The NFHL and effective information may change or become superseded by new data over time. This map image is void if the one or more of the following map elements do not appear: basemap imagery, flood zone labels, legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. Map images for unmapped and unmodernized areas cannot be used for regulatory purposes. Legend OTHER AREAS OF FLOOD HAZARD OTHER AREAS GENERAL STRUCTURES OTHER FEATURES MAP PANELS 8 B 20.2 The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative property location. 1:6,000 86°9'35"W 39°57'52"N 86°8'57"W 39°57'24"N Basemap: USGS National Map: Orthoimagery: Data refreshed October, 2020 B. EXISTING CONDITIONS Runoff Curve Coefficient Number Roof Area = 0.90 98 Impervious Area = 0.85 98 Greenspace = 0.30 80 *Open Space (Good Condition - PROPOSED) Greenspace = 0.20 74 **Open Space (Good Condition - EXISTING) Gravel/Stone = 0.85 85 UbaA Soil (Brookston) - Type B/D Soil - 29% Site UcfA Soil (Crosby) - Type C Soil = 71% Site *Type 'D' Soils - For Proposed Condition **Type 'C' Soils - For Existing Condition EX. BASIN (19) Roof Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2) (ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 3602 761 5763 0 10126 0.23 0.50 84 EX. BASIN (18) Roof Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2) (ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 0 1821 2570 0 4391 0.10 0.47 84 EX. BASIN (17) Roof Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2) (ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 2701 357 1333 0 4391 0.10 0.68 91 EX. BASIN (16) Roof Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2) (ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 751 1875 4535 0 7161 0.16 0.44 83 EX. BASIN (15) Roof Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2) (ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 0 374 23758 0 24132 0.55 0.21 74 EX. BASIN (14) Roof Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2) (ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 0 430 36272 0 36702 0.84 0.21 74 EX. BASIN (8) Roof Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2) (ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 0 6580 5783 0 12363 0.28 0.55 87 EX. BASIN (7) Roof Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2) (ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 2593 8619 6991 0 18203 0.42 0.61 89 EX. BASIN (6) Roof Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2) (ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 2967 9177 8240 0 20384 0.47 0.59 88 Runoff Curve Coefficient Number Roof Area = 0.90 98 Impervious Area = 0.85 98 Greenspace = 0.30 80 *Open Space (Good Condition - PROPOSED) Greenspace = 0.20 74 **Open Space (Good Condition - EXISTING) Gravel/Stone = 0.85 85 UbaA Soil (Brookston) - Type B/D Soil - 29% Site UcfA Soil (Crosby) - Type C Soil = 71% Site *Type 'D' Soils - For Proposed Condition **Type 'C' Soils - For Existing Condition EX. BASIN (21) Roof Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2) (ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 0 10033 3081 0 13114 0.30 0.70 92 EX. BASIN (20) Roof Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2) (ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 0 2951 730 0 3681 0.08 0.72 93 EX. BASIN (5) Roof Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2) (ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 4876 3499 1871 0 10246 0.24 0.76 94 EX. BASIN (4) Roof Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2) (ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 2506 7936 3493 0 13935 0.32 0.70 92 EX. BASIN (1) Roof Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2) (ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 0 7995 1483 0 9478 0.22 0.75 94 EX. BASIN (12) Roof Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2) (ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 0 374 7356 0 7730 0.18 0.23 75 EX. BASIN (11) Roof Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2) (ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 0 8727 2620 0 11347 0.26 0.70 92 EX. BASIN (10) Roof Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2) (ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 0 4651 853 0 5504 0.13 0.75 94 EX. BASIN (POND) Roof Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2) (ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 0 0 17188 0 17188 0.39 0.20 74 Time of Concentration WorksheetPROJECT: IEC BUILDING ADDITION Based on TR-55JOB #: IEC.001Typical values for Manning's nTypical values for Manning's nOverland Flow 2 year, 24 hour rainfall =2.64inches Channel Flow short grass 0.150 grass 0.030 dense grass 0.240 concrete 0.015 pavement 0.011 rip-rap 0.035 Overland flowseg. 1 Overland flowseg. 2 Shallow Concentrated Flow Channel FlowBasin Length S n T_t Length S n T_t Length SPaved/UnVel. T_t Length a Pw r S n Vel. T_tT_cname (ft) % (min) (ft) % (min) (ft) % (P or U) (ft/s) (min) (ft) (s.f.) (ft) (ft) % (ft/s) (min)(min)19 58 2.00 0.240101018 57 2.00 0.240101016 62 2.00 0.240111115 100 2.00 0.2401681 2.00 U2.28 11614 100 2.00 0.24016152 2.00 U2.28 1178 65 1.50 0.2401235 1.00 0.011185 1.00 P2.03 1147 26 1.50 0.240674 1.00 0.011182 1.00 P2.03 186 36 1.50 0.240864 1.00 0.011118 1.00 P2.03 0921 36 1.50 0.0111246 1.00 P2.03 2520 17 1.00 0.240543 1.00 0.011165 36 1.50 0.240864 1.00 0.01114 1.00 P2.03 094 29 1.50 0.240771 1.00 0.011111 1.00 P2.03 081 7 1.50 0.240228 1.00 0.0111182 1.00 P2.03 1512 100 1.50 0.24018134 1.50 U1.98 11911 43 1.50 0.240957 1.00 0.011193 1.00 P2.03 11110 30 1.50 0.240750 1.00 0.011170 1.00 P2.03 18POND24 2.00 0.240526 15.00 0.2402127 0.50 U1.14 29DIRECT127 2.00 0.24066DIRECT212 3.00 0.24025EX 19 66 2.00 0.2401111EX 18 84 2.00 0.2401414EX 17 68 2.00 0.2401212EX 16 100 2.00 0.2401616Page 1 EXISTING CONDITIONS FLOW RATES WITH OFFSITE INCLUDED Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft ft ft ft2 hrs cfs hrs cfs POND PROPOSED 100YR-24HR 12.10 844.15 846.00 -0.0050 4788 12.00 9.79 12.10 8.48 POND PROPOSED 10YR-24HR 12.02 842.13 846.00 0.0050 306 12.00 5.04 12.02 5.01 POND PROPOSED 2YR-24HR 12.01 841.93 846.00 -0.0050 174 12.01 2.95 12.03 4.55 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 INPUT DATA EXISTING CONDITIONS BASIN DIFFERENCES Name: 1 Node: 1 Status: Onsite Group: PROPOSED Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 5.00 Area(ac): 0.22 Time Shift(hrs): 0.00 Curve Number: 94.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 16 Node: 16 Status: Onsite Group: PROPOSED Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 10.00 Area(ac): 0.17 Time Shift(hrs): 0.00 Curve Number: 82.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 17 Node: 17 Status: Onsite Group: PROPOSED Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 10.00 Area(ac): 0.25 Time Shift(hrs): 0.00 Curve Number: 82.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 18 Node: 18 Status: Onsite Group: PROPOSED Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 10.00 Area(ac): 0.17 Time Shift(hrs): 0.00 Curve Number: 82.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 19 Node: 19 Status: Onsite Group: PROPOSED Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 10.00 Area(ac): 0.24 Time Shift(hrs): 0.00 Curve Number: 82.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 21 Node: 21 Status: Onsite Group: PROPOSED Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 5.00 Area(ac): 0.30 Time Shift(hrs): 0.00 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 2 INPUT DATA EXISTING POND DIFFERENCES Name: POND Base Flow(cfs): 0.00 Init Stage(ft): 840.94 Group: PROPOSED Warn Stage(ft): 846.00 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 840.94 0.0010 842.00 0.0020 843.00 0.0300 844.00 0.1000 845.00 0.1600 846.00 0.2200 847.00 0.2750 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 INPUT DATA EXISTING PIPE DIFFERENCES Name: 17-16 From Node: 17 Length(ft): 79.00 Group: PROPOSED To Node: 16 Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic Geometry: Circular Circular Flow: Both Span(in): 12.00 12.00 Entrance Loss Coef: 0.00 Rise(in): 12.00 12.00 Exit Loss Coef: 1.00 Invert(ft): 848.81 848.59 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.00 0.00 Inlet Ctrl Spec: Use dn Bot Clip(in): 0.00 0.00 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: 2-BDRY From Node: POND Length(ft): 24.00 Group: PROPOSED To Node: BDRY Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic Geometry: Circular Circular Flow: Both Span(in): 12.00 12.00 Entrance Loss Coef: 0.00 Rise(in): 12.00 12.00 Exit Loss Coef: 1.00 Invert(ft): 840.94 840.03 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.00 0.00 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.00 0.00 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 INPUT DATA EXISTING CONDITIONS BASIN DIFFERENCES Curve Number: 92.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 2 of 2 C. PROPOSED CONDITIONS C1. PROPOSED WITHOUT OFFSITE ROGER WARD ENGINEERING, INC.STORM DRAIN FLOW TABULATION FORM - RATIONAL METHODPROJECT NAMEIEC BUILDING ADDITIONPROJECT No. IEC.001COMPUTED BY:RCWSTORM FREQUENCY DESIGN YEAR10CHECKED BY:RCWC A L C U L A T E D D E S I G NLOCATION INLET ACRES COEF.SUM TIME CONC. (min) INT. "Q" = PIPE (full) n =0.013Pipe Pipe Max Q Max V MANHOLEfrom to AREA sub total "C" CA CA inlet drain total "I" CIA size slope vel. length slope full full INV out INV in190.42 0.640.271010 5.44 1.47T.C.=850.8919 180.42 0.27 10.16 0.42 10.58 5.44 1.47120.17 1.8859 0.271.85 2.36 848.92 848.76180.09 0.340.031010 5.47 0.16T.C.=850.9118 160.51 0.30 10.58 0.23 10.81 5.35 1.61120.20 2.0440 0.422.31 2.94 848.76 848.59160.15 0.580.091111 5.32 0.47T.C.=850.8716 150.66 0.39 10.81 0.13 10.94 5.30 2.06120.33 2.6253 2.155.22 6.65 848.59 847.45150.55 0.210.121616 4.36 0.51T.C.=848.9315 141.21 0.50 16.30 0.55 16.85 4.36 2.20120.38 2.80157 1.103.73 4.75 847.44 845.72140.84 0.210.171717 4.29 0.75T.C.=847.2114 132.05 0.68 16.85 0.41 17.26 4.29 2.91150.20 2.3866 0.263.29 2.68 845.60 845.4307/25/23Page 1 Runoff Curve Coefficient Number Roof Area = 0.90 98 Impervious Area = 0.85 98 Greenspace = 0.30 80 *Open Space (Good Condition - PROPOSED) Greenspace = 0.20 74 **Open Space (Good Condition - EXISTING) Gravel/Stone = 0.85 85 UbaA Soil (Brookston) - Type B/D Soil - 29% Site UcfA Soil (Crosby) - Type C Soil = 71% Site *Type 'D' Soils - For Proposed Condition **Type 'C' Soils - For Existing Condition BASIN (19) Roof Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2) (ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 8850 1807 7676 0 18333 0.42 0.64 90 BASIN (18) Roof Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2) (ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 0 278 3432 0 3710 0.09 0.34 81 BASIN (16) Roof Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2) (ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 2679 463 3486 0 6628 0.15 0.58 89 EX. BASIN (15) Roof Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2) (ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 0 374 23758 0 24132 0.55 0.21 74 EX. BASIN (14) Roof Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2) (ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 0 430 36272 0 36702 0.84 0.21 74 EX. BASIN (8) Roof Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2) (ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 0 6580 5783 0 12363 0.28 0.55 87 EX. BASIN (7) Roof Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2) (ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 2593 8619 6991 0 18203 0.42 0.61 89 EX. BASIN (6) Roof Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2) (ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 2967 9177 8240 0 20384 0.47 0.59 88 EX. BASIN (21) Roof Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2) (ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 0 10033 3081 0 13114 0.30 0.70 92 Runoff Curve Coefficient Number Roof Area = 0.90 98 Impervious Area = 0.85 98 Greenspace = 0.30 80 *Open Space (Good Condition - PROPOSED) Greenspace = 0.20 74 **Open Space (Good Condition - EXISTING) Gravel/Stone = 0.85 85 UbaA Soil (Brookston) - Type B/D Soil - 29% Site UcfA Soil (Crosby) - Type C Soil = 71% Site *Type 'D' Soils - For Proposed Condition **Type 'C' Soils - For Existing Condition EX. BASIN (20) Roof Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2) (ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 0 2951 730 0 3681 0.08 0.72 93 EX. BASIN (5) Roof Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2) (ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 4876 3499 1871 0 10246 0.24 0.76 94 EX. BASIN (4) Roof Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2) (ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 2506 7936 3493 0 13935 0.32 0.70 92 EX. BASIN (1) Roof Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2) (ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 0 7995 1483 0 9478 0.22 0.75 94 EX. BASIN (12) Roof Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2) (ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 0 374 7356 0 7730 0.18 0.23 75 EX. BASIN (11) Roof Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2) (ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 0 8727 2620 0 11347 0.26 0.70 92 EX. BASIN (10) Roof Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2) (ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 0 4651 853 0 5504 0.13 0.75 94 EX. BASIN (POND) Roof Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2) (ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 0 0 17188 0 17188 0.39 0.20 74 OVERALL BASIN GOING TO POND (INCLUDES OFFSITE) Roof Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2) (ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 24471 73894 134312 0 232677 5.34 0.48 84 Runoff Curve Coefficient Number Roof Area = 0.90 98 Impervious Area = 0.85 98 Greenspace = 0.30 80 *Open Space (Good Condition - PROPOSED) Greenspace = 0.20 74 **Open Space (Good Condition - EXISTING) Gravel/Stone = 0.85 85 UbaA Soil (Brookston) - Type B/D Soil - 29% Site UcfA Soil (Crosby) - Type C Soil = 71% Site *Type 'D' Soils - For Proposed Condition **Type 'C' Soils - For Existing Condition BASIN (DIRECT1) - UNCAPTURED ONSITE BASIN DRAINING NORTH Roof Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2) (ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 0 520 4902 0 5422 0.12 0.26 76 BASIN (DIRECT2) - UNCAPTURED ONSITE BASIN DRAINING SOUTH Roof Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2) (ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 0 0 1697 22 1719 0.04 0.21 74 Time of Concentration WorksheetPROJECT: IEC BUILDING ADDITION Based on TR-55JOB #: IEC.001Typical values for Manning's nTypical values for Manning's nOverland Flow 2 year, 24 hour rainfall =2.64inches Channel Flow short grass 0.150 grass 0.030 dense grass 0.240 concrete 0.015 pavement 0.011 rip-rap 0.035 Overland flowseg. 1 Overland flowseg. 2 Shallow Concentrated Flow Channel FlowBasin Length S n T_t Length S n T_t Length SPaved/UnVel. T_t Length a Pw r S n Vel. T_tT_cname (ft) % (min) (ft) % (min) (ft) % (P or U) (ft/s) (min) (ft) (s.f.) (ft) (ft) % (ft/s) (min)(min)19 58 2.00 0.240101018 57 2.00 0.240101016 62 2.00 0.240111115 100 2.00 0.2401681 2.00 U2.28 11614 100 2.00 0.24016152 2.00 U2.28 1178 65 1.50 0.2401235 1.00 0.011185 1.00 P2.03 1147 26 1.50 0.240674 1.00 0.011182 1.00 P2.03 186 36 1.50 0.240864 1.00 0.011118 1.00 P2.03 0921 36 1.50 0.0111246 1.00 P2.03 2520 17 1.00 0.240543 1.00 0.011165 36 1.50 0.240864 1.00 0.01114 1.00 P2.03 094 29 1.50 0.240771 1.00 0.011111 1.00 P2.03 081 7 1.50 0.240228 1.00 0.0111182 1.00 P2.03 1512 100 1.50 0.24018134 1.50 U1.98 11911 43 1.50 0.240957 1.00 0.011193 1.00 P2.03 11110 30 1.50 0.240750 1.00 0.011170 1.00 P2.03 18POND24 2.00 0.240526 15.00 0.2402127 0.50 U1.14 29DIRECT127 2.00 0.24066DIRECT212 3.00 0.24025EX 19 66 2.00 0.2401111EX 18 84 2.00 0.2401414EX 17 68 2.00 0.2401212EX 16 100 2.00 0.2401616Page 1 100 YR FLOW RATES WITHOUT OFFSITE (DIRECT DISCHARGE BASINS DIRECTED TO "BDRY" NODE) Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft ft ft ft2 hrs cfs hrs cfs 1 PROPOSED 100YR-24HR 14.64 846.48 849.16 0.0035 114 12.00 0.00 31.07 0.24 10 PROPOSED 100YR-24HR 14.64 846.48 848.00 0.0049 114 11.37 1.07 11.36 1.34 11 PROPOSED 100YR-24HR 14.64 846.48 848.09 -0.0048 114 12.00 0.98 11.37 0.79 12 PROPOSED 100YR-24HR 14.64 846.48 847.46 0.0047 114 14.53 0.26 13.53 0.43 14 PROPOSED 100YR-24HR 12.03 846.48 847.21 0.0017 225 12.00 1.91 12.03 1.90 15 PROPOSED 100YR-24HR 12.04 849.54 848.93 0.0045 3017 12.00 1.68 12.04 1.60 16 PROPOSED 100YR-24HR 12.01 849.67 850.87 0.0049 117 12.00 1.38 12.00 1.38 18 PROPOSED 100YR-24HR 12.00 849.73 850.91 -0.0049 131 12.00 1.07 12.00 1.06 19 PROPOSED 100YR-24HR 12.00 849.78 850.89 0.0050 131 12.00 0.90 12.00 0.90 20 PROPOSED 100YR-24HR 14.66 846.48 850.56 0.0044 119 11.71 2.73 11.70 2.63 21 PROPOSED 100YR-24HR 14.66 846.48 850.40 0.0041 114 12.00 0.02 27.36 0.78 4 PROPOSED 100YR-24HR 14.63 846.48 849.75 0.0050 122 11.69 3.88 11.69 3.91 5 PROPOSED 100YR-24HR 14.68 846.48 850.13 0.0041 123 11.70 3.16 11.69 3.19 6 PROPOSED 100YR-24HR 14.66 846.48 849.53 0.0046 139 11.96 2.50 11.96 2.45 7 PROPOSED 100YR-24HR 14.57 846.49 848.76 0.0047 199 12.00 1.47 11.53 1.52 8 PROPOSED 100YR-24HR 14.57 846.49 848.19 0.0024 142 12.00 0.58 11.97 0.57 BDRY PROPOSED 100YR-24HR 0.00 840.00 841.00 0.0000 0 12.00 0.90 0.00 0.00 POND PROPOSED 100YR-24HR 14.64 846.47 847.00 -0.0031 11315 11.70 6.95 14.64 0.72 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 10 YR FLOW RATES WITHOUT OFFSITE (DIRECT DISCHARGE BASINS DIRECTED TO "BDRY" NODE) Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft ft ft ft2 hrs cfs hrs cfs 1 PROPOSED 10YR-24HR 14.47 844.37 849.16 0.0018 114 12.00 0.00 22.46 0.07 10 PROPOSED 10YR-24HR 14.47 844.37 848.00 0.0050 114 11.92 0.63 11.92 1.18 11 PROPOSED 10YR-24HR 14.47 844.37 848.09 -0.0047 114 12.04 0.66 11.92 0.47 12 PROPOSED 10YR-24HR 14.47 844.37 847.46 0.0050 114 11.92 0.12 12.13 0.39 14 PROPOSED 10YR-24HR 12.04 846.18 847.21 0.0019 226 12.02 0.96 12.03 0.96 15 PROPOSED 10YR-24HR 12.03 849.28 848.93 0.0048 1792 12.00 0.87 12.03 0.83 16 PROPOSED 10YR-24HR 12.01 849.31 850.87 -0.0049 149 12.00 0.74 11.05 0.77 18 PROPOSED 10YR-24HR 12.01 849.34 850.91 0.0032 162 12.00 0.58 12.00 0.57 19 PROPOSED 10YR-24HR 12.00 849.38 850.89 0.0044 142 12.00 0.50 12.00 0.49 20 PROPOSED 10YR-24HR 12.01 844.57 850.56 0.0042 222 12.00 1.43 12.01 1.42 21 PROPOSED 10YR-24HR 12.01 844.57 850.40 -0.0005 127 12.00 0.01 12.08 0.03 4 PROPOSED 10YR-24HR 12.00 844.42 849.75 0.0047 255 12.00 2.11 12.00 2.11 5 PROPOSED 10YR-24HR 12.01 844.51 850.13 0.0041 280 12.00 1.73 12.01 1.72 6 PROPOSED 10YR-24HR 12.00 845.41 849.53 0.0049 281 12.00 1.65 12.00 1.32 7 PROPOSED 10YR-24HR 12.00 846.11 848.76 0.0042 238 12.00 0.79 12.00 1.12 8 PROPOSED 10YR-24HR 12.00 846.25 848.19 0.0024 140 12.00 0.30 12.00 0.30 BDRY PROPOSED 10YR-24HR 0.00 840.00 841.00 0.0000 0 12.00 0.60 0.00 0.00 POND PROPOSED 10YR-24HR 14.48 844.36 847.00 0.0030 8083 11.92 4.45 14.48 0.56 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 C2. PROPOSED WITH OFFSITE 100 YR FLOWRATES WITH OFFSITE Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft ft ft ft2 hrs cfs hrs cfs 1 PROPOSED 100YR-24HR 13.05 846.75 849.16 0.0042 114 12.00 0.49 13.05 0.47 10 PROPOSED 100YR-24HR 12.82 846.73 848.00 0.0049 114 11.25 1.44 11.20 1.62 11 PROPOSED 100YR-24HR 12.87 846.74 848.09 -0.0050 114 11.25 1.16 11.25 1.16 12 PROPOSED 100YR-24HR 12.82 846.75 847.46 0.0049 114 12.00 0.68 11.25 0.64 14 PROPOSED 100YR-24HR 12.01 846.93 847.21 -0.0036 193 12.00 3.39 12.01 3.38 15 PROPOSED 100YR-24HR 12.05 849.69 848.93 0.0031 3725 12.00 2.25 12.05 2.07 16 PROPOSED 100YR-24HR 12.01 849.82 850.87 0.0049 115 12.00 1.38 12.00 1.37 18 PROPOSED 100YR-24HR 12.01 849.88 850.91 -0.0048 115 12.00 1.07 12.00 1.06 19 PROPOSED 100YR-24HR 12.00 849.94 850.89 0.0040 114 12.00 0.90 12.00 0.90 20 PROPOSED 100YR-24HR 12.92 846.80 850.56 0.0050 119 11.53 3.16 11.52 3.18 21 PROPOSED 100YR-24HR 12.93 846.80 850.40 -0.0036 114 12.00 0.66 11.08 0.96 4 PROPOSED 100YR-24HR 12.88 846.73 849.75 0.0049 122 11.51 4.41 11.50 4.44 5 PROPOSED 100YR-24HR 12.91 846.77 850.13 0.0045 123 11.52 3.71 11.51 3.73 6 PROPOSED 100YR-24HR 12.94 846.83 849.53 0.0042 122 11.64 2.47 11.63 2.37 7 PROPOSED 100YR-24HR 12.05 847.01 848.76 0.0048 119 11.73 1.44 11.64 1.52 8 PROPOSED 100YR-24HR 12.05 847.03 848.19 0.0032 115 12.00 0.58 11.73 0.57 BDRY PROPOSED 100YR-24HR 0.00 840.00 841.00 0.0000 0 12.88 3.83 0.00 0.00 POND PROPOSED 100YR-24HR 12.87 846.72 847.00 0.0031 11710 12.00 9.08 12.87 3.73 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 10 YR FLOWRATES WITH OFFSITE Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft ft ft ft2 hrs cfs hrs cfs 1 PROPOSED 10YR-24HR 14.57 845.10 849.16 0.0045 114 12.00 0.28 12.05 0.40 10 PROPOSED 10YR-24HR 14.58 845.10 848.00 -0.0050 114 11.71 0.90 11.71 1.27 11 PROPOSED 10YR-24HR 14.58 845.10 848.09 0.0050 114 11.88 0.81 11.71 0.73 12 PROPOSED 10YR-24HR 14.57 845.10 847.46 0.0048 114 12.05 0.52 12.02 0.50 14 PROPOSED 10YR-24HR 12.02 846.38 847.21 0.0016 227 12.00 1.59 12.02 1.58 15 PROPOSED 10YR-24HR 12.04 849.36 848.93 0.0033 2141 12.00 1.10 12.04 1.03 16 PROPOSED 10YR-24HR 12.02 849.39 850.87 -0.0049 146 12.00 0.74 11.03 0.76 18 PROPOSED 10YR-24HR 12.01 849.40 850.91 -0.0027 160 12.00 0.57 12.00 0.57 19 PROPOSED 10YR-24HR 12.00 849.44 850.89 0.0030 142 12.00 0.50 12.00 0.49 20 PROPOSED 10YR-24HR 14.58 845.10 850.56 0.0041 154 11.99 1.79 12.01 1.78 21 PROPOSED 10YR-24HR 14.63 845.10 850.40 -0.0044 126 12.00 0.37 13.17 0.80 4 PROPOSED 10YR-24HR 14.60 845.10 849.75 0.0050 122 12.00 2.47 12.05 2.49 5 PROPOSED 10YR-24HR 14.63 845.10 850.13 0.0039 123 12.00 2.09 12.01 2.08 6 PROPOSED 10YR-24HR 11.99 845.41 849.53 0.0037 281 12.00 1.65 11.99 1.32 7 PROPOSED 10YR-24HR 12.00 846.11 848.76 0.0033 238 12.00 0.79 12.00 1.12 8 PROPOSED 10YR-24HR 12.00 846.25 848.19 0.0017 140 12.00 0.30 12.00 0.30 BDRY PROPOSED 10YR-24HR 0.00 840.00 841.00 0.0000 0 13.17 0.65 0.00 0.00 POND PROPOSED 10YR-24HR 14.59 845.09 847.00 -0.0031 9303 11.71 5.18 14.59 0.62 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 INPUT DATA OFFSITE BASIN DIFFERENCES Name: 1 Node: 1 Status: Onsite Group: PROPOSED Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 5.00 Area(ac): 0.22 Time Shift(hrs): 0.00 Curve Number: 94.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 14 Node: 14 Status: Onsite Group: PROPOSED Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 17.00 Area(ac): 0.84 Time Shift(hrs): 0.00 Curve Number: 74.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 15 Node: 15 Status: Onsite Group: PROPOSED Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 16.00 Area(ac): 0.55 Time Shift(hrs): 0.00 Curve Number: 74.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 21 Node: 21 Status: Onsite Group: PROPOSED Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 5.00 Area(ac): 0.30 Time Shift(hrs): 0.00 Curve Number: 92.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 D. STORMWATER QUALITY DATA City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 2 05/10/2022 Version 22 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) 3-ft 0.85 1.84 9 4-ft 1.5 3.24 9 5-ft 2.35 5.08 9 6-ft 3.38 7.30 9 7-ft 4.60 9.94 9 Hydro International First Defense High Capacity 8-ft 6.00 12.96 9 HS-3 0.50 1.00 6 HS-4 0.88 1.76 6 HS-5 1.37 2.74 6 HS-6 1.98 3.96 6 HS-7 2.69 5.38 6 HS-8 3.52 7.04 6 HS-9 4.45 8.9 6 HS-10 5.49 10.98 6 HS-11 6.65 13.3 6 HydroStorm by Hydroworks, LLC HS-12 7.91 15.82 6 XC-2 0.57 1.16 6 XC-3 1.13 2.30 6 XC-4 1.86 3.79 6 XC-5 2.78 5.66 6 XC-6 3.88 7.90 6 XC-7 5.17 10.52 6 XC-8 6.64 13.51 6 XC-9 8.29 16.87 6 XC-10 10.13 20.62 6 XC-11 12.15 24.73 6 XC-12 14.35 29.20 6 AquaShield Aqua-Swirl Xcelerator1 XC-13 15.53 31.60 6 CS-3 1.02 2.27 9 CS-4 1.80 4.03 9 CS-5 2.81 6.29 9 CS-6 4.05 9.07 9 CS-8 7.20 16.1 9 CS-10 11.3 25.3 9 Contech Cascade Separator CS-12 16.2 36.3 9 Water Quality Flow Rate Basin Name: WQU Group Name: WQU Simulation: WQU-24HR Node Name: WQU Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh484 Peaking Fator: 484.0 Spec Time Inc (min): 0.67 Comp Time Inc (min): 0.67 Rainfall File: NRCS-TYPE-II Rainfall Amount (in): 1.00 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 5.00 Time Shift (hrs): 0.00 Area (ac): 4.00 Vol of Unit Hyd (in): 1.00 Curve Number: 94.000 DCIA (%): 0.000 Time Max (hrs): 12.00 Flow Max (cfs): 0.96 Runoff Volume (in): 0.50 Runoff Volume (ft3): 7304.61 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 06/28/07 Exhibit 701-1: Curve Number Calculation for Water Quality Storm Event Water Quality Curve Number7072747678808284868890929496981000 102030405060708090100Percent ImperviousnessWater Quality Curve Number (CNwq) E. ICPR MODEL INPUT DATA PROPOSED INPUT DATA WITHOUT OFFSITE ========================================================================================== ==== Basins ============================================================================== ========================================================================================== Name: 1 Node: 1 Status: Onsite Group: PROPOSED Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 5.00 Area(ac): 0.00 Time Shift(hrs): 0.00 Curve Number: 94.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 10 Node: 10 Status: Onsite Group: PROPOSED Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 8.00 Area(ac): 0.13 Time Shift(hrs): 0.00 Curve Number: 94.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 11 Node: 11 Status: Onsite Group: PROPOSED Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 11.00 Area(ac): 0.26 Time Shift(hrs): 0.00 Curve Number: 92.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 12 Node: 12 Status: Onsite Group: PROPOSED Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 19.00 Area(ac): 0.18 Time Shift(hrs): 0.00 Curve Number: 74.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 14 Node: 14 Status: Onsite Group: PROPOSED Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 17.00 Area(ac): 0.20 Time Shift(hrs): 0.00 Curve Number: 74.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 15 Node: 15 Status: Onsite Group: PROPOSED Type: SCS Unit Hydrograph CN Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 16 PROPOSED INPUT DATA WITHOUT OFFSITE Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 16.00 Area(ac): 0.19 Time Shift(hrs): 0.00 Curve Number: 74.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 16 Node: 16 Status: Onsite Group: PROPOSED Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 11.00 Area(ac): 0.15 Time Shift(hrs): 0.00 Curve Number: 89.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 18 Node: 18 Status: Onsite Group: PROPOSED Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 10.00 Area(ac): 0.09 Time Shift(hrs): 0.00 Curve Number: 81.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 19 Node: 19 Status: Onsite Group: PROPOSED Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 10.00 Area(ac): 0.42 Time Shift(hrs): 0.00 Curve Number: 90.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 20 Node: 20 Status: Onsite Group: PROPOSED Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 6.00 Area(ac): 0.08 Time Shift(hrs): 0.00 Curve Number: 93.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 21 Node: 21 Status: Onsite Group: PROPOSED Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 5.00 Area(ac): 0.01 Time Shift(hrs): 0.00 Curve Number: 92.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 2 of 16 PROPOSED INPUT DATA WITHOUT OFFSITE ---------------------------------------------------------------------------------------------------- Name: 4 Node: 4 Status: Onsite Group: PROPOSED Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 8.00 Area(ac): 0.32 Time Shift(hrs): 0.00 Curve Number: 92.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 5 Node: 5 Status: Onsite Group: PROPOSED Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 9.00 Area(ac): 0.24 Time Shift(hrs): 0.00 Curve Number: 94.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 6 Node: 6 Status: Onsite Group: PROPOSED Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 9.00 Area(ac): 0.47 Time Shift(hrs): 0.00 Curve Number: 88.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 7 Node: 7 Status: Onsite Group: PROPOSED Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 8.00 Area(ac): 0.42 Time Shift(hrs): 0.00 Curve Number: 89.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 8 Node: 8 Status: Onsite Group: PROPOSED Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 14.00 Area(ac): 0.28 Time Shift(hrs): 0.00 Curve Number: 87.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: DIRECT1 Node: BDRY Status: Onsite Group: PROPOSED Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 6.00 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 3 of 16 PROPOSED INPUT DATA WITHOUT OFFSITE Area(ac): 0.12 Time Shift(hrs): 0.00 Curve Number: 76.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: DIRECT2 Node: BDRY Status: Onsite Group: PROPOSED Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 5.00 Area(ac): 0.04 Time Shift(hrs): 0.00 Curve Number: 74.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: POND Node: POND Status: Onsite Group: PROPOSED Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 9.00 Area(ac): 0.39 Time Shift(hrs): 0.00 Curve Number: 74.00 Max Allowable Q(cfs): 0.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: WQU Node: WQU Status: Onsite Group: WQU Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 5.00 Area(ac): 4.00 Time Shift(hrs): 0.00 Curve Number: 94.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ========================================================================================== ==== Nodes =============================================================================== ========================================================================================== Name: 1 Base Flow(cfs): 0.00 Init Stage(ft): 843.15 Group: PROPOSED Warn Stage(ft): 849.16 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 843.15 0.0001 849.16 0.0001 849.50 0.0300 ------------------------------------------------------------------------------------------ Name: 10 Base Flow(cfs): 0.00 Init Stage(ft): 842.80 Group: PROPOSED Warn Stage(ft): 848.00 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 842.80 0.0001 848.00 0.0001 848.30 0.0070 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 4 of 16 PROPOSED INPUT DATA WITHOUT OFFSITE ------------------------------------------------------------------------------------------ Name: 11 Base Flow(cfs): 0.00 Init Stage(ft): 842.49 Group: PROPOSED Warn Stage(ft): 848.09 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 842.49 0.0001 848.09 0.0001 848.30 0.0070 ------------------------------------------------------------------------------------------ Name: 12 Base Flow(cfs): 0.00 Init Stage(ft): 842.76 Group: PROPOSED Warn Stage(ft): 847.46 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 842.76 0.0003 847.46 0.0003 848.50 0.0100 ------------------------------------------------------------------------------------------ Name: 14 Base Flow(cfs): 0.00 Init Stage(ft): 845.60 Group: PROPOSED Warn Stage(ft): 847.21 Type: Stage/Area . Stage(ft) Area(ac) --------------- --------------- 845.60 0.0003 847.21 0.0003 848.00 0.0140 ------------------------------------------------------------------------------------------ Name: 15 Base Flow(cfs): 0.00 Init Stage(ft): 847.44 Group: PROPOSED Warn Stage(ft): 848.93 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 847.44 0.0003 848.93 0.0003 849.50 0.0630 ------------------------------------------------------------------------------------------ Name: 16 Base Flow(cfs): 0.00 Init Stage(ft): 848.59 Group: PROPOSED Warn Stage(ft): 850.87 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 848.59 0.0003 850.87 0.0003 851.30 0.0090 ------------------------------------------------------------------------------------------ Name: 18 Base Flow(cfs): 0.00 Init Stage(ft): 848.76 Group: PROPOSED Warn Stage(ft): 850.91 Type: Stage/Area Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 5 of 16 PROPOSED INPUT DATA WITHOUT OFFSITE Stage(ft) Area(ac) --------------- --------------- 848.76 0.0001 850.91 0.0001 851.40 0.0230 ------------------------------------------------------------------------------------------ Name: 19 Base Flow(cfs): 0.00 Init Stage(ft): 848.92 Group: PROPOSED Warn Stage(ft): 850.89 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 0.00 0.0000 848.92 0.0001 850.89 0.0001 851.40 0.0470 ------------------------------------------------------------------------------------------ Name: 20 Base Flow(cfs): 0.00 Init Stage(ft): 843.61 Group: PROPOSED Warn Stage(ft): 850.56 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 843.61 0.0003 850.56 0.0003 850.70 0.0040 ------------------------------------------------------------------------------------------ Name: 21 Base Flow(cfs): 0.00 Init Stage(ft): 844.42 Group: PROPOSED Warn Stage(ft): 850.40 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 844.42 0.0001 850.40 0.0001 850.70 0.0300 ------------------------------------------------------------------------------------------ Name: 4 Base Flow(cfs): 0.00 Init Stage(ft): 843.10 Group: PROPOSED Warn Stage(ft): 849.75 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 843.10 0.0003 849.75 0.0003 850.30 0.0300 ------------------------------------------------------------------------------------------ Name: 5 Base Flow(cfs): 0.00 Init Stage(ft): 843.45 Group: PROPOSED Warn Stage(ft): 850.13 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 843.45 0.0003 850.13 0.0003 850.50 0.0050 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 6 of 16 PROPOSED INPUT DATA WITHOUT OFFSITE ------------------------------------------------------------------------------------------ Name: 6 Base Flow(cfs): 0.00 Init Stage(ft): 844.78 Group: PROPOSED Warn Stage(ft): 849.53 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 844.78 0.0003 849.53 0.0003 850.40 0.0400 ------------------------------------------------------------------------------------------ Name: 7 Base Flow(cfs): 0.00 Init Stage(ft): 845.66 Group: PROPOSED Warn Stage(ft): 848.76 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 845.66 0.0003 848.76 0.0003 850.20 0.0100 ------------------------------------------------------------------------------------------ Name: 8 Base Flow(cfs): 0.00 Init Stage(ft): 845.95 Group: PROPOSED Warn Stage(ft): 848.19 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 845.95 0.0001 848.19 0.0001 850.20 0.0250 ------------------------------------------------------------------------------------------ Name: BDRY Base Flow(cfs): 0.00 Init Stage(ft): 840.00 Group: PROPOSED Warn Stage(ft): 841.00 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 840.00 24.00 840.00 ------------------------------------------------------------------------------------------ Name: POND Base Flow(cfs): 0.00 Init Stage(ft): 840.94 Group: PROPOSED Warn Stage(ft): 847.00 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 840.94 0.0010 842.00 0.0910 843.00 0.1400 844.00 0.1700 845.00 0.2100 846.00 0.2400 847.00 0.2800 ========================================================================================== ==== Cross Sections ====================================================================== ========================================================================================== Name: Group: BASE Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 7 of 16 PROPOSED INPUT DATA WITHOUT OFFSITE Encroachment: No Station(ft) Elevation(ft) Manning's N --------------- --------------- --------------- ========================================================================================== ==== Pipes =============================================================================== ========================================================================================== Name: 1-12 From Node: 1 Length(ft): 39.00 Group: PROPOSED To Node: 12 Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic Geometry: Circular Circular Flow: Both Span(in): 12.00 12.00 Entrance Loss Coef: 0.00 Rise(in): 12.00 12.00 Exit Loss Coef: 1.00 Invert(ft): 843.15 843.06 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.00 0.00 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.00 0.00 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: 10-9 From Node: 10 Length(ft): 18.00 Group: PROPOSED To Node: POND Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic Geometry: Circular Circular Flow: Both Span(in): 12.00 12.00 Entrance Loss Coef: 0.00 Rise(in): 12.00 12.00 Exit Loss Coef: 1.00 Invert(ft): 842.80 841.30 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.00 0.00 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.00 0.00 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: 11-10 From Node: 11 Length(ft): 28.00 Group: PROPOSED To Node: 10 Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic Geometry: Circular Circular Flow: Both Span(in): 12.00 12.00 Entrance Loss Coef: 0.00 Rise(in): 12.00 12.00 Exit Loss Coef: 1.00 Invert(ft): 842.49 842.90 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.00 0.00 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.00 0.00 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 8 of 16 PROPOSED INPUT DATA WITHOUT OFFSITE Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: 12-11 From Node: 12 Length(ft): 19.00 Group: PROPOSED To Node: 11 Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic Geometry: Circular Circular Flow: Both Span(in): 12.00 12.00 Entrance Loss Coef: 0.00 Rise(in): 12.00 12.00 Exit Loss Coef: 1.00 Invert(ft): 842.76 842.69 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.00 0.00 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.00 0.00 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: 14-13 From Node: 14 Length(ft): 66.00 Group: PROPOSED To Node: POND Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic Geometry: Circular Circular Flow: Both Span(in): 15.00 15.00 Entrance Loss Coef: 0.00 Rise(in): 15.00 15.00 Exit Loss Coef: 1.00 Invert(ft): 845.60 845.43 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.00 0.00 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.00 0.00 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: 15-14 From Node: 15 Length(ft): 157.00 Group: PROPOSED To Node: 14 Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic Geometry: Circular Circular Flow: Both Span(in): 12.00 12.00 Entrance Loss Coef: 0.00 Rise(in): 12.00 12.00 Exit Loss Coef: 1.00 Invert(ft): 848.76 845.72 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.00 0.00 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.00 0.00 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 9 of 16 PROPOSED INPUT DATA WITHOUT OFFSITE ---------------------------------------------------------------------------------------------------- Name: 16-15 From Node: 16 Length(ft): 53.00 Group: PROPOSED To Node: 15 Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic Geometry: Circular Circular Flow: Both Span(in): 12.00 12.00 Entrance Loss Coef: 0.00 Rise(in): 12.00 12.00 Exit Loss Coef: 1.00 Invert(ft): 848.59 847.45 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.00 0.00 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.00 0.00 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: 18-16 From Node: 18 Length(ft): 40.00 Group: PROPOSED To Node: 16 Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic Geometry: Circular Circular Flow: Both Span(in): 12.00 12.00 Entrance Loss Coef: 0.00 Rise(in): 12.00 12.00 Exit Loss Coef: 1.00 Invert(ft): 848.76 848.59 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.00 0.00 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.00 0.00 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: 19-18 From Node: 19 Length(ft): 59.00 Group: PROPOSED To Node: 18 Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic Geometry: Circular Circular Flow: Both Span(in): 12.00 12.00 Entrance Loss Coef: 0.00 Rise(in): 12.00 12.00 Exit Loss Coef: 1.00 Invert(ft): 848.92 848.76 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.00 0.00 Inlet Ctrl Spec: Use dn Bot Clip(in): 0.00 0.00 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: 2-BDRY From Node: POND Length(ft): 24.00 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 10 of 16 PROPOSED INPUT DATA WITHOUT OFFSITE Group: PROPOSED To Node: BDRY Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic Geometry: Circular Circular Flow: None Span(in): 12.00 12.00 Entrance Loss Coef: 0.00 Rise(in): 12.00 12.00 Exit Loss Coef: 1.00 Invert(ft): 840.94 840.03 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.00 0.00 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.00 0.00 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: 20-5 From Node: 20 Length(ft): 45.00 Group: PROPOSED To Node: 5 Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic Geometry: Circular Circular Flow: Both Span(in): 15.00 15.00 Entrance Loss Coef: 0.00 Rise(in): 15.00 15.00 Exit Loss Coef: 1.00 Invert(ft): 843.61 843.57 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.00 0.00 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.00 0.00 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: 21-20 From Node: 21 Length(ft): 37.00 Group: PROPOSED To Node: 20 Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic Geometry: Circular Circular Flow: Both Span(in): 12.00 12.00 Entrance Loss Coef: 0.00 Rise(in): 12.00 12.00 Exit Loss Coef: 1.00 Invert(ft): 844.42 843.96 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.00 0.00 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.00 0.00 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: 4-3 From Node: 4 Length(ft): 19.00 Group: PROPOSED To Node: POND Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic Geometry: Circular Circular Flow: Both Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 11 of 16 PROPOSED INPUT DATA WITHOUT OFFSITE Span(in): 18.00 18.00 Entrance Loss Coef: 0.00 Rise(in): 18.00 18.00 Exit Loss Coef: 1.00 Invert(ft): 843.10 843.48 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.00 0.00 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.00 0.00 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: 5-4 From Node: 5 Length(ft): 217.00 Group: PROPOSED To Node: 4 Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic Geometry: Circular Circular Flow: Both Span(in): 18.00 18.00 Entrance Loss Coef: 0.00 Rise(in): 18.00 18.00 Exit Loss Coef: 1.00 Invert(ft): 843.45 843.20 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.00 0.00 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.00 0.00 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: 6-20 From Node: 6 Length(ft): 115.00 Group: PROPOSED To Node: 20 Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic Geometry: Circular Circular Flow: Both Span(in): 15.00 15.00 Entrance Loss Coef: 0.00 Rise(in): 15.00 15.00 Exit Loss Coef: 1.00 Invert(ft): 844.78 843.89 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.00 0.00 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.00 0.00 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: 7-6 From Node: 7 Length(ft): 197.00 Group: PROPOSED To Node: 6 Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic Geometry: Circular Circular Flow: Both Span(in): 12.00 12.00 Entrance Loss Coef: 0.00 Rise(in): 12.00 12.00 Exit Loss Coef: 1.00 Invert(ft): 845.66 844.82 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 12 of 16 PROPOSED INPUT DATA WITHOUT OFFSITE Top Clip(in): 0.00 0.00 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.00 0.00 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: 8-7 From Node: 8 Length(ft): 60.00 Group: PROPOSED To Node: 7 Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic Geometry: Circular Circular Flow: Both Span(in): 12.00 12.00 Entrance Loss Coef: 0.00 Rise(in): 12.00 12.00 Exit Loss Coef: 1.00 Invert(ft): 845.95 845.80 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.00 0.00 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.00 0.00 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ========================================================================================== ==== Drop Structures ===================================================================== ========================================================================================== Name: POND OUTLET From Node: POND Length(ft): 24.00 Group: PROPOSED To Node: BDRY Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Average Conveyance Geometry: Circular Circular Solution Algorithm: Automatic Span(in): 12.00 12.00 Flow: Both Rise(in): 12.00 12.00 Entrance Loss Coef: 0.000 Invert(ft): 840.940 840.030 Exit Loss Coef: 1.000 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Solution Incs: 10 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall *** Weir 1 of 3 for Drop Structure POND OUTLET *** TABLE Count: 1 Bottom Clip(in): 0.000 Type: Vertical: Mavis Top Clip(in): 0.000 Flow: Both Weir Disc Coef: 3.200 Geometry: Circular Orifice Disc Coef: 0.600 Span(in): 3.50 Invert(ft): 841.000 Rise(in): 3.50 Control Elev(ft): 841.000 *** Weir 2 of 3 for Drop Structure POND OUTLET *** TABLE Count: 1 Bottom Clip(in): 0.000 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 13 of 16 PROPOSED INPUT DATA WITHOUT OFFSITE Type: Horizontal Top Clip(in): 0.000 Flow: Both Weir Disc Coef: 3.200 Geometry: Circular Orifice Disc Coef: 0.600 Span(in): 36.00 Invert(ft): 846.500 Rise(in): 36.00 Control Elev(ft): 846.500 *** Weir 3 of 3 for Drop Structure POND OUTLET *** TABLE Count: 1 Bottom Clip(in): 0.000 Type: Vertical: Mavis Top Clip(in): 0.000 Flow: None Weir Disc Coef: 3.200 Geometry: Circular Orifice Disc Coef: 0.600 Span(in): 4.00 Invert(ft): 842.000 Rise(in): 4.00 Control Elev(ft): 842.000 ========================================================================================== ==== Weirs =============================================================================== ========================================================================================== Name: From Node: Group: BASE To Node: Flow: Both Count: 1 Type: Horizontal Geometry: Circular Span(in): 0.00 Rise(in): 0.00 Invert(ft): 0.000 Control Elevation(ft): 0.000 TABLE Bottom Clip(in): 0.000 Top Clip(in): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ========================================================================================== ==== Percolation Links =================================================================== ========================================================================================== Name: From Node: Flow: Both Group: BASE To Node: Count: 1 Surface Area Option: Use 1st Point in Stage/Area Table Vertical Flow Termination: Horizontal Flow Algorithm Aquifer Base Elev(ft): 0.000 Perimeter 1(ft): 0.000 Water Table Elev(ft): 0.000 Perimeter 2(ft): 0.000 *****************************0.000 Perimeter 3(ft): 0.000 Horiz Conductivity(ft/day): 0.000 Distance 1 to 2(ft): 0.000 Vert Conductivity(ft/day): 0.000 Distance 2 to 3(ft): 0.000 Effective Porosity(dec): 0.000 Num Cells 1 to 2: 0 Suction Head(in): 0.000 Num Cells 2 to 3: 0 Layer Thickness(ft): 0.000 ========================================================================================== ==== Hydrology Simulations =============================================================== ========================================================================================== Name: 100YR-24HR Filename: S:\jobs\IEC\001\icpr\PR OUTPUT\100YR-24HR.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: NRCS-TYPE-II Rainfall Amount(in): 6.46 Time(hrs) Print Inc(min) Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 14 of 16 PROPOSED INPUT DATA WITHOUT OFFSITE --------------- --------------- 48.000 10.00 ---------------------------------------------------------------------------------------------------- Name: 10YR-24HR Filename: S:\jobs\IEC\001\icpr\PR OUTPUT\10YR-24HR.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: NRCS-TYPE-II Rainfall Amount(in): 3.83 Time(hrs) Print Inc(min) --------------- --------------- 48.000 10.00 ---------------------------------------------------------------------------------------------------- Name: 2YR-24HR Filename: S:\jobs\IEC\001\icpr\PR OUTPUT\2YR-24HR.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: NRCS-TYPE-II Rainfall Amount(in): 2.66 Time(hrs) Print Inc(min) --------------- --------------- 48.000 10.00 ---------------------------------------------------------------------------------------------------- Name: WQU-24HR Filename: S:\jobs\IEC\001\icpr\PR OUTPUT\WQU-24HR.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: NRCS-TYPE-II Rainfall Amount(in): 1.00 Time(hrs) Print Inc(min) --------------- --------------- 48.000 10.00 ========================================================================================== ==== Routing Simulations ================================================================= ========================================================================================== Name: 100YR-24HR Hydrology Sim: 100YR-24HR Filename: S:\jobs\IEC\001\icpr\PR OUTPUT\100YR-24HR.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.00 Start Time(hrs): 0.00 End Time(hrs): 48.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 48.000 10.000 Group Run --------------- ----- BASE Yes PROPOSED Yes ---------------------------------------------------------------------------------------------------- Name: 10YR-24HR Hydrology Sim: 10YR-24HR Filename: S:\jobs\IEC\001\icpr\PR OUTPUT\10YR-24HR.I32 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 15 of 16 PROPOSED INPUT DATA WITHOUT OFFSITE Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.00 Start Time(hrs): 0.00 End Time(hrs): 48.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 48.000 10.000 Group Run --------------- ----- BASE Yes PROPOSED Yes ---------------------------------------------------------------------------------------------------- Name: 2YR-24HR Hydrology Sim: 2YR-24HR Filename: S:\jobs\IEC\001\icpr\PR OUTPUT\2YR-24HR.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.00 Start Time(hrs): 0.00 End Time(hrs): 48.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 48.000 10.000 Group Run --------------- ----- BASE Yes PROPOSED Yes Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 16 of 16 F. PREVIOUS DRAINAGE REPORT Woolpert, Inc. 333 N. Alabama, Suite 200 Indianapolis, IN 46204 317.299.7500 Drainage Technical Memo To: City of Carmel Engineering Department From: Jon Sheidler, PE Date: August 29, 2019 Subject: Allegion Parking Expansion Allegion is proposing to expand portions of their parking lot located at the location of 11805 N Pennsylvania St. Carmel, IN. Please refer to the attached Aerial Location Map. The original site was previously developed in 2004 and master planned for future drainage conditions. The original drainage report and a master site plan accounted for additional future parking and building expansion with a design CN of 83. Attached are the narrative, CN calculation and Basin Map from the original drainage report in 2004 for reference. In 2017, Allegion expanded its parking areas consistent with the original master plan which resulted in a total CN of 80. Allegion is proposing to expand the parking lot further to gain additional spaces. The proposed improvements for the site calculate a total Curve Number (CN) of 81. Therefore, the site remains under the master planned allowable CN of 83 with the proposed parking addition, and has sufficient detention volume. Please see attached Curve Number calculations. As for the storm sewer system on site, a model was updated with the proposed areas of additional imperviousness to check for any issues during a 10-year storm. The model output is attached. The increase in impervious surface does not result in any issues within accordance to a 10-year design storm. Any clogged condition runoff assessment would result in the water finding its way to either the onsite pond or to the street right-of-way and not affect the existing building. Therefore, no adverse impacts are anticipated with the construction of the proposed parking spaces. The current property owner, its tenants, permitees, and successors in title to the real estate agree that any future land disturbance on the parcel, regardless of the size and limits of the disturbance, will require the entirety of the storm water management facility to be studied and re-modeled, and a new stormwater drainage technical report conforming to all current requirements of the City of Carmel STSM approved prior to issuing any subsequent permits. Thanks, Jon Sheidler, PE Woolpert, Inc. DRAINAGE SUMMARY July 7, 2003 AmeriCenters – Carmel, Indiana Woolpert, LLP The proposed AmeriCenters office building site is located at the southeast corner of Pennsylvania Street and College Drive. The site is 4.0 acres and is currently a grassy field. Runoff from the majority of the existing site flows by sheet flow to the south and east into an existing inlet located near the south property line. The site has been designed to limit runoff to 0.24 cfs per acre by the use of a dry detention area in the southern portion of the site. The peak runoff limitation was set by the Hamilton County Surveyor for the downstream Fertig Drain. Approximately 0.8 acres of offsite watershed will be passed through the detention area and another 0.26 acres of offsite watershed will drain by sheet flow to the north into the College Drive right-of-way. Onsite stormwater runoff will be collected by yard and curb inlets and discharged into the dry detention area. Two new curb inlets are proposed for Pennsylvania Street to replace existing curb “turnouts” due to the proposed asphalt path along Pennsylvania. The onsite stormwater system has been designed for a 10-year storm scenario using the Rational Method. The detention area was designed for a 100-year storm using the SCS unit hydrograph method. Project: AmeriCentersLocation: Pennsylvania St. and College Dr.Prepared by: SLPDate: 7/3/2003Area or %Soil TypeCNCN x AImpervious2.598 245Grass - CrA 1.23 C74 91.02Grass - Br 1.24 B61 75.6400Total: 4.97411.66Use CN: 83 7/7/03 - Input Report ========================================================================================== ==== Basins ============================================================================== ========================================================================================== Name: Americenters Node: Pond Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: UH484 Peaking Factor: 484.0 Rainfall File: Huff Storm Duration(hrs): 2.00 Rainfall Amount(in): 1.750 Time of Conc(min): 24.00 Area(ac): 4.970 Time Shift(hrs): 0.00 Curve Number: 83.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ========================================================================================== ==== Nodes =============================================================================== ========================================================================================== Name: Manhole Base Flow(cfs): 0.000 Init Stage(ft): 840.310 Group: BASE Warn Stage(ft): 845.760 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 840.310 30.00 840.310 ------------------------------------------------------------------------------------------ Name: Pond Base Flow(cfs): 0.000 Init Stage(ft): 842.000 Group: BASE Warn Stage(ft): 848.000 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 842.000 0.0000 843.000 0.0130 844.000 0.0460 845.000 0.1160 846.000 0.2170 847.000 0.2540 848.000 0.2920 ========================================================================================== ==== Pipes =============================================================================== ========================================================================================== Name: Outlet From Node: Pond Length(ft): 28.00 Group: BASE To Node: Manhole Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic Geometry: Circular Circular Flow: Both Span(in): 4.00 4.00 Entrance Loss Coef: 0.00 Rise(in): 4.00 4.00 Exit Loss Coef: 0.50 Invert(ft): 842.000 841.500 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dn Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular: Smooth tapered inlet throat Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ========================================================================================== ==== Channels ============================================================================ ========================================================================================== Name: From Node: Length(ft): 0.00 Group: BASE To Node: Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Average Conveyance Geometry: Trapezoidal Trapezoidal Solution Algorithm: Automatic Invert(ft): 0.000 0.000 Flow: Both TClpInitZ(ft): 9999.000 9999.000 Contraction Coef: 0.000 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 2 7/7/03 - Input Report Manning's N: 0.000000 0.000000 Expansion Coef: 0.000 Top Clip(ft): 0.000 0.000 Entrance Loss Coef: 0.000 Bot Clip(ft): 0.000 0.000 Exit Loss Coef: 0.000 Main XSec: Outlet Ctrl Spec: Use dc or tw AuxElev1(ft): Inlet Ctrl Spec: Use dn Aux XSec1: Stabilizer Option: None AuxElev2(ft): Aux XSec2: Top Width(ft): Depth(ft): Bot Width(ft): 0.000 0.000 LtSdSlp(h/v): 0.00 0.00 RtSdSlp(h/v): 0.00 0.00 ========================================================================================== ==== Hydrology Simulations =============================================================== ========================================================================================== Name: 100YR-1HR Filename: G:\DE\Clients\Allegion\077550 Parking Expansion\Cadd\Reference\61060\61060_2005-8-25\Engineering\Calculations\Det Override Defaults: Yes Storm Duration(hrs): 1.00 Rainfall File: Huff Rainfall Amount(in): 2.88 Time(hrs) Print Inc(min) --------------- --------------- 24.000 1.00 ========================================================================================== ==== Routing Simulations ================================================================= ========================================================================================== Name: 100YR-1HR Hydrology Sim: 100YR-1HR Filename: G:\DE\Clients\Allegion\077550 Parking Expansion\Cadd\Reference\61060\61060_2005-8-25\Engineering\Calculations\Det Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 6.00 Min Calc Time(sec): 0.2500 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 12.000 1.000 Group Run --------------- ----- BASE Yes Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 2 of 2 7/7/03 - Basin Summary Basin Name: Americenters Group Name: BASE Simulation: 100YR-1HR Node Name: Pond Basin Type: SCS Unit Hydrograph Unit Hydrograph: UH484 Peaking Fator: 484.0 Spec Time Inc (min): 3.20 Comp Time Inc (min): 3.20 Rainfall File: Huff Rainfall Amount (in): 2.880 Storm Duration (hrs): 1.00 Status: Onsite Time of Conc (min): 24.00 Time Shift (hrs): 0.00 Area (ac): 4.970 Vol of Unit Hyd (in): 1.001 Curve Number: 83.000 DCIA (%): 0.000 Time Max (hrs): 0.69 Flow Max (cfs): 9.498 Runoff Volume (in): 1.310 Runoff Volume (ft3): 23642.541 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 7/7/03 - Node Max Conditions Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft ft ft ft2 hrs cfs hrs cfs Manhole BASE 100YR-1HR 0.00 840.310 845.760 0.0000 0 1.48 0.762 0.00 0.000 Pond BASE 100YR-1HR 1.48 846.808 848.000 0.0050 10754 0.70 9.495 1.48 0.762Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 7/7/03 - Node Time Series Simulation Node Group Time Stage Warning Surface Total Total Total Total Stage Area Inflow Outflow Vol In Vol Out hrs ft ft ft2 cfs cfs af af 100YR-1HR Manhole BASE 0.00 840.310 845.760 0 0.000 0.000 0.0 0.0 100YR-1HR Manhole BASE 0.02 840.310 845.760 0 0.000 0.000 0.0 0.0 100YR-1HR Manhole BASE 0.03 840.310 845.760 0 0.000 0.000 0.0 0.0 100YR-1HR Manhole BASE 0.05 840.310 845.760 0 0.000 0.000 0.0 0.0 100YR-1HR Manhole BASE 0.07 840.310 845.760 0 0.000 0.000 0.0 0.0 100YR-1HR Manhole BASE 0.08 840.310 845.760 0 0.000 0.000 0.0 0.0 100YR-1HR Manhole BASE 0.10 840.310 845.760 0 0.000 0.000 0.0 0.0 100YR-1HR Manhole BASE 0.12 840.310 845.760 0 0.000 0.000 0.0 0.0 100YR-1HR Manhole BASE 0.13 840.310 845.760 0 0.000 0.000 0.0 0.0 100YR-1HR Manhole BASE 0.15 840.310 845.760 0 0.000 0.000 0.0 0.0 100YR-1HR Manhole BASE 0.18 840.310 845.760 0 0.000 0.000 0.0 0.0 100YR-1HR Manhole BASE 0.19 840.310 845.760 1 0.000 0.000 0.0 0.0 100YR-1HR Manhole BASE 0.21 840.310 845.760 2 0.000 0.000 0.0 0.0 100YR-1HR Manhole BASE 0.22 840.310 845.760 2 0.001 0.000 0.0 0.0 100YR-1HR Manhole BASE 0.23 840.310 845.760 3 0.004 0.000 0.0 0.0 100YR-1HR Manhole BASE 0.25 840.310 845.760 4 0.014 0.000 0.0 0.0 100YR-1HR Manhole BASE 0.27 840.310 845.760 4 0.033 0.000 0.0 0.0 100YR-1HR Manhole BASE 0.28 840.310 845.760 4 0.074 0.000 0.0 0.0 100YR-1HR Manhole BASE 0.30 840.310 845.760 3 0.246 0.000 0.0 0.0 100YR-1HR Manhole BASE 0.32 840.310 845.760 3 0.253 0.000 0.0 0.0 100YR-1HR Manhole BASE 0.33 840.310 845.760 2 0.277 0.000 0.0 0.0 100YR-1HR Manhole BASE 0.35 840.310 845.760 2 0.304 0.000 0.0 0.0 100YR-1HR Manhole BASE 0.37 840.310 845.760 2 0.332 0.000 0.0 0.0 100YR-1HR Manhole BASE 0.38 840.310 845.760 2 0.359 0.000 0.0 0.0 100YR-1HR Manhole BASE 0.40 840.310 845.760 1 0.386 0.000 0.0 0.0 100YR-1HR Manhole BASE 0.42 840.310 845.760 1 0.409 0.000 0.0 0.0 100YR-1HR Manhole BASE 0.43 840.310 845.760 1 0.430 0.000 0.0 0.0 100YR-1HR Manhole BASE 0.45 840.310 845.760 1 0.449 0.000 0.0 0.0 100YR-1HR Manhole BASE 0.47 840.310 845.760 1 0.468 0.000 0.0 0.0 100YR-1HR Manhole BASE 0.48 840.310 845.760 1 0.486 0.000 0.0 0.0 100YR-1HR Manhole BASE 0.50 840.310 845.760 1 0.503 0.000 0.0 0.0 100YR-1HR Manhole BASE 0.52 840.310 845.760 1 0.519 0.000 0.0 0.0 100YR-1HR Manhole BASE 0.53 840.310 845.760 1 0.534 0.000 0.0 0.0 100YR-1HR Manhole BASE 0.55 840.310 845.760 1 0.548 0.000 0.0 0.0 100YR-1HR Manhole BASE 0.57 840.310 845.760 1 0.560 0.000 0.0 0.0 100YR-1HR Manhole BASE 0.58 840.310 845.760 1 0.572 0.000 0.0 0.0 100YR-1HR Manhole BASE 0.60 840.310 845.760 1 0.583 0.000 0.0 0.0 100YR-1HR Manhole BASE 0.62 840.310 845.760 1 0.594 0.000 0.0 0.0 100YR-1HR Manhole BASE 0.63 840.310 845.760 1 0.604 0.000 0.0 0.0 100YR-1HR Manhole BASE 0.65 840.310 845.760 1 0.614 0.000 0.0 0.0 100YR-1HR Manhole BASE 0.67 840.310 845.760 1 0.622 0.000 0.0 0.0 100YR-1HR Manhole BASE 0.68 840.310 845.760 1 0.631 0.000 0.0 0.0 100YR-1HR Manhole BASE 0.70 840.310 845.760 1 0.639 0.000 0.0 0.0 100YR-1HR Manhole BASE 0.72 840.310 845.760 1 0.646 0.000 0.0 0.0 100YR-1HR Manhole BASE 0.73 840.310 845.760 1 0.653 0.000 0.0 0.0 100YR-1HR Manhole BASE 0.75 840.310 845.760 1 0.659 0.000 0.0 0.0 100YR-1HR Manhole BASE 0.77 840.310 845.760 1 0.665 0.000 0.0 0.0 100YR-1HR Manhole BASE 0.78 840.310 845.760 1 0.671 0.000 0.0 0.0 100YR-1HR Manhole BASE 0.80 840.310 845.760 1 0.676 0.000 0.0 0.0 100YR-1HR Manhole BASE 0.82 840.310 845.760 1 0.681 0.000 0.0 0.0 100YR-1HR Manhole BASE 0.83 840.310 845.760 1 0.686 0.000 0.0 0.0 100YR-1HR Manhole BASE 0.85 840.310 845.760 1 0.690 0.000 0.0 0.0 100YR-1HR Manhole BASE 0.87 840.310 845.760 1 0.695 0.000 0.0 0.0 100YR-1HR Manhole BASE 0.88 840.310 845.760 1 0.699 0.000 0.0 0.0 100YR-1HR Manhole BASE 0.90 840.310 845.760 1 0.703 0.000 0.0 0.0 100YR-1HR Manhole BASE 0.92 840.310 845.760 1 0.707 0.000 0.0 0.0 100YR-1HR Manhole BASE 0.93 840.310 845.760 1 0.711 0.000 0.0 0.0 100YR-1HR Manhole BASE 0.95 840.310 845.760 0 0.714 0.000 0.0 0.0 100YR-1HR Manhole BASE 0.97 840.310 845.760 0 0.718 0.000 0.0 0.0 100YR-1HR Manhole BASE 0.98 840.310 845.760 0 0.721 0.000 0.0 0.0 100YR-1HR Manhole BASE 1.00 840.310 845.760 0 0.725 0.000 0.0 0.0 100YR-1HR Manhole BASE 1.02 840.310 845.760 0 0.728 0.000 0.0 0.0 100YR-1HR Manhole BASE 1.03 840.310 845.760 0 0.731 0.000 0.0 0.0 100YR-1HR Manhole BASE 1.05 840.310 845.760 0 0.734 0.000 0.0 0.0 100YR-1HR Manhole BASE 1.07 840.310 845.760 0 0.737 0.000 0.0 0.0 100YR-1HR Manhole BASE 1.08 840.310 845.760 0 0.739 0.000 0.0 0.0 100YR-1HR Manhole BASE 1.10 840.310 845.760 0 0.741 0.000 0.0 0.0 100YR-1HR Manhole BASE 1.12 840.310 845.760 0 0.743 0.000 0.0 0.0 100YR-1HR Manhole BASE 1.13 840.310 845.760 0 0.746 0.000 0.0 0.0 100YR-1HR Manhole BASE 1.15 840.310 845.760 0 0.748 0.000 0.0 0.0 100YR-1HR Manhole BASE 1.17 840.310 845.760 0 0.750 0.000 0.0 0.0 100YR-1HR Manhole BASE 1.18 840.310 845.760 0 0.751 0.000 0.0 0.0 100YR-1HR Manhole BASE 1.20 840.310 845.760 0 0.753 0.000 0.0 0.0 100YR-1HR Manhole BASE 1.22 840.310 845.760 0 0.754 0.000 0.0 0.0 100YR-1HR Manhole BASE 1.23 840.310 845.760 0 0.755 0.000 0.0 0.0 100YR-1HR Manhole BASE 1.25 840.310 845.760 0 0.756 0.000 0.0 0.0 100YR-1HR Manhole BASE 1.27 840.310 845.760 0 0.757 0.000 0.0 0.0 100YR-1HR Manhole BASE 1.29 840.310 845.760 0 0.758 0.000 0.1 0.0 100YR-1HR Manhole BASE 1.30 840.310 845.760 0 0.759 0.000 0.1 0.0 100YR-1HR Manhole BASE 1.32 840.310 845.760 0 0.759 0.000 0.1 0.0 100YR-1HR Manhole BASE 1.33 840.310 845.760 0 0.760 0.000 0.1 0.0 100YR-1HR Manhole BASE 1.35 840.310 845.760 0 0.760 0.000 0.1 0.0 100YR-1HR Manhole BASE 1.37 840.310 845.760 0 0.761 0.000 0.1 0.0 100YR-1HR Manhole BASE 1.38 840.310 845.760 0 0.761 0.000 0.1 0.0 100YR-1HR Manhole BASE 1.40 840.310 845.760 0 0.761 0.000 0.1 0.0 100YR-1HR Manhole BASE 1.42 840.310 845.760 0 0.761 0.000 0.1 0.0 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 9 7/7/03 - Node Time Series Simulation Node Group Time Stage Warning Surface Total Total Total Total Stage Area Inflow Outflow Vol In Vol Out hrs ft ft ft2 cfs cfs af af 100YR-1HR Manhole BASE 1.44 840.310 845.760 0 0.762 0.000 0.1 0.0 100YR-1HR Manhole BASE 1.45 840.310 845.760 0 0.762 0.000 0.1 0.0 100YR-1HR Manhole BASE 1.47 840.310 845.760 0 0.762 0.000 0.1 0.0 100YR-1HR Manhole BASE 1.49 840.310 845.760 0 0.762 0.000 0.1 0.0 100YR-1HR Manhole BASE 1.50 840.310 845.760 0 0.762 0.000 0.1 0.0 100YR-1HR Manhole BASE 1.52 840.310 845.760 0 0.762 0.000 0.1 0.0 100YR-1HR Manhole BASE 1.54 840.310 845.760 0 0.762 0.000 0.1 0.0 100YR-1HR Manhole BASE 1.55 840.310 845.760 0 0.761 0.000 0.1 0.0 100YR-1HR Manhole BASE 1.57 840.310 845.760 0 0.761 0.000 0.1 0.0 100YR-1HR Manhole BASE 1.59 840.310 845.760 0 0.761 0.000 0.1 0.0 100YR-1HR Manhole BASE 1.60 840.310 845.760 0 0.761 0.000 0.1 0.0 100YR-1HR Manhole BASE 1.62 840.310 845.760 0 0.761 0.000 0.1 0.0 100YR-1HR Manhole BASE 1.63 840.310 845.760 0 0.761 0.000 0.1 0.0 100YR-1HR Manhole BASE 1.65 840.310 845.760 0 0.760 0.000 0.1 0.0 100YR-1HR Manhole BASE 1.68 840.310 845.760 0 0.760 0.000 0.1 0.0 100YR-1HR Manhole BASE 1.69 840.310 845.760 0 0.760 0.000 0.1 0.0 100YR-1HR Manhole BASE 1.71 840.310 845.760 0 0.759 0.000 0.1 0.0 100YR-1HR Manhole BASE 1.73 840.310 845.760 0 0.759 0.000 0.1 0.0 100YR-1HR Manhole BASE 1.74 840.310 845.760 0 0.759 0.000 0.1 0.0 100YR-1HR Manhole BASE 1.75 840.310 845.760 0 0.759 0.000 0.1 0.0 100YR-1HR Manhole BASE 1.78 840.310 845.760 0 0.758 0.000 0.1 0.0 100YR-1HR Manhole BASE 1.79 840.310 845.760 0 0.758 0.000 0.1 0.0 100YR-1HR Manhole BASE 1.80 840.310 845.760 0 0.758 0.000 0.1 0.0 100YR-1HR Manhole BASE 1.82 840.310 845.760 0 0.758 0.000 0.1 0.0 100YR-1HR Manhole BASE 1.84 840.310 845.760 0 0.757 0.000 0.1 0.0 100YR-1HR Manhole BASE 1.86 840.310 845.760 0 0.757 0.000 0.1 0.0 100YR-1HR Manhole BASE 1.87 840.310 845.760 0 0.757 0.000 0.1 0.0 100YR-1HR Manhole BASE 1.90 840.310 845.760 0 0.756 0.000 0.1 0.0 100YR-1HR Manhole BASE 1.91 840.310 845.760 0 0.756 0.000 0.1 0.0 100YR-1HR Manhole BASE 1.92 840.310 845.760 0 0.756 0.000 0.1 0.0 100YR-1HR Manhole BASE 1.93 840.310 845.760 0 0.756 0.000 0.1 0.0 100YR-1HR Manhole BASE 1.96 840.310 845.760 0 0.755 0.000 0.1 0.0 100YR-1HR Manhole BASE 1.97 840.310 845.760 0 0.755 0.000 0.1 0.0 100YR-1HR Manhole BASE 1.99 840.310 845.760 0 0.754 0.000 0.1 0.0 100YR-1HR Manhole BASE 2.00 840.310 845.760 0 0.754 0.000 0.1 0.0 100YR-1HR Manhole BASE 2.03 840.310 845.760 0 0.754 0.000 0.1 0.0 100YR-1HR Manhole BASE 2.04 840.310 845.760 0 0.753 0.000 0.1 0.0 100YR-1HR Manhole BASE 2.05 840.310 845.760 0 0.753 0.000 0.1 0.0 100YR-1HR Manhole BASE 2.08 840.310 845.760 0 0.753 0.000 0.1 0.0 100YR-1HR Manhole BASE 2.09 840.310 845.760 0 0.752 0.000 0.1 0.0 100YR-1HR Manhole BASE 2.10 840.310 845.760 0 0.752 0.000 0.1 0.0 100YR-1HR Manhole BASE 2.12 840.310 845.760 0 0.752 0.000 0.1 0.0 100YR-1HR Manhole BASE 2.14 840.310 845.760 0 0.751 0.000 0.1 0.0 100YR-1HR Manhole BASE 2.16 840.310 845.760 0 0.751 0.000 0.1 0.0 100YR-1HR Manhole BASE 2.17 840.310 845.760 0 0.751 0.000 0.1 0.0 100YR-1HR Manhole BASE 2.20 840.310 845.760 0 0.750 0.000 0.1 0.0 100YR-1HR Manhole BASE 2.21 840.310 845.760 0 0.750 0.000 0.1 0.0 100YR-1HR Manhole BASE 2.22 840.310 845.760 0 0.750 0.000 0.1 0.0 100YR-1HR Manhole BASE 2.24 840.310 845.760 0 0.750 0.000 0.1 0.0 100YR-1HR Manhole BASE 2.26 840.310 845.760 0 0.749 0.000 0.1 0.0 100YR-1HR Manhole BASE 2.27 840.310 845.760 0 0.749 0.000 0.1 0.0 100YR-1HR Manhole BASE 2.29 840.310 845.760 0 0.749 0.000 0.1 0.0 100YR-1HR Manhole BASE 2.30 840.310 845.760 0 0.748 0.000 0.1 0.0 100YR-1HR Manhole BASE 2.33 840.310 845.760 0 0.748 0.000 0.1 0.0 100YR-1HR Manhole BASE 2.34 840.310 845.760 0 0.747 0.000 0.1 0.0 100YR-1HR Manhole BASE 2.35 840.310 845.760 0 0.747 0.000 0.1 0.0 100YR-1HR Manhole BASE 2.38 840.310 845.760 0 0.747 0.000 0.1 0.0 100YR-1HR Manhole BASE 2.39 840.310 845.760 0 0.746 0.000 0.1 0.0 100YR-1HR Manhole BASE 2.41 840.310 845.760 0 0.746 0.000 0.1 0.0 100YR-1HR Manhole BASE 2.42 840.310 845.760 0 0.746 0.000 0.1 0.0 100YR-1HR Manhole BASE 2.44 840.310 845.760 0 0.745 0.000 0.1 0.0 100YR-1HR Manhole BASE 2.46 840.310 845.760 0 0.745 0.000 0.1 0.0 100YR-1HR Manhole BASE 2.47 840.310 845.760 0 0.745 0.000 0.1 0.0 100YR-1HR Manhole BASE 2.48 840.310 845.760 0 0.745 0.000 0.1 0.0 100YR-1HR Manhole BASE 2.51 840.310 845.760 0 0.744 0.000 0.1 0.0 100YR-1HR Manhole BASE 2.52 840.310 845.760 0 0.744 0.000 0.1 0.0 100YR-1HR Manhole BASE 2.54 840.310 845.760 0 0.744 0.000 0.1 0.0 100YR-1HR Manhole BASE 2.56 840.310 845.760 0 0.743 0.000 0.1 0.0 100YR-1HR Manhole BASE 2.58 840.310 845.760 0 0.743 0.000 0.1 0.0 100YR-1HR Manhole BASE 2.59 840.310 845.760 0 0.742 0.000 0.1 0.0 100YR-1HR Manhole BASE 2.60 840.310 845.760 0 0.742 0.000 0.1 0.0 100YR-1HR Manhole BASE 2.63 840.310 845.760 0 0.742 0.000 0.1 0.0 100YR-1HR Manhole BASE 2.64 840.310 845.760 0 0.741 0.000 0.1 0.0 100YR-1HR Manhole BASE 2.65 840.310 845.760 0 0.741 0.000 0.1 0.0 100YR-1HR Manhole BASE 2.67 840.310 845.760 0 0.741 0.000 0.1 0.0 100YR-1HR Manhole BASE 2.69 840.310 845.760 0 0.741 0.000 0.1 0.0 100YR-1HR Manhole BASE 2.71 840.310 845.760 0 0.740 0.000 0.1 0.0 100YR-1HR Manhole BASE 2.72 840.310 845.760 0 0.740 0.000 0.1 0.0 100YR-1HR Manhole BASE 2.75 840.310 845.760 0 0.740 0.000 0.1 0.0 100YR-1HR Manhole BASE 2.76 840.310 845.760 0 0.740 0.000 0.1 0.0 100YR-1HR Manhole BASE 2.77 840.310 845.760 0 0.739 0.000 0.1 0.0 100YR-1HR Manhole BASE 2.78 840.310 845.760 0 0.739 0.000 0.1 0.0 100YR-1HR Manhole BASE 2.81 840.310 845.760 0 0.739 0.000 0.1 0.0 100YR-1HR Manhole BASE 2.82 840.310 845.760 0 0.738 0.000 0.1 0.0 100YR-1HR Manhole BASE 2.84 840.310 845.760 0 0.738 0.000 0.1 0.0 100YR-1HR Manhole BASE 2.85 840.310 845.760 0 0.738 0.000 0.1 0.0 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 2 of 9 7/7/03 - Node Time Series Simulation Node Group Time Stage Warning Surface Total Total Total Total Stage Area Inflow Outflow Vol In Vol Out hrs ft ft ft2 cfs cfs af af 100YR-1HR Manhole BASE 2.88 840.310 845.760 0 0.737 0.000 0.1 0.0 100YR-1HR Manhole BASE 2.89 840.310 845.760 0 0.737 0.000 0.2 0.0 100YR-1HR Manhole BASE 2.90 840.310 845.760 0 0.737 0.000 0.2 0.0 100YR-1HR Manhole BASE 2.93 840.310 845.760 0 0.736 0.000 0.2 0.0 100YR-1HR Manhole BASE 2.94 840.310 845.760 0 0.736 0.000 0.2 0.0 100YR-1HR Manhole BASE 2.95 840.310 845.760 0 0.736 0.000 0.2 0.0 100YR-1HR Manhole BASE 2.97 840.310 845.760 0 0.735 0.000 0.2 0.0 100YR-1HR Manhole BASE 2.99 840.310 845.760 0 0.735 0.000 0.2 0.0 100YR-1HR Manhole BASE 3.01 840.310 845.760 0 0.735 0.000 0.2 0.0 100YR-1HR Manhole BASE 3.02 840.310 845.760 0 0.734 0.000 0.2 0.0 100YR-1HR Manhole BASE 3.05 840.310 845.760 0 0.734 0.000 0.2 0.0 100YR-1HR Manhole BASE 3.06 840.310 845.760 0 0.733 0.000 0.2 0.0 100YR-1HR Manhole BASE 3.07 840.310 845.760 0 0.733 0.000 0.2 0.0 100YR-1HR Manhole BASE 3.09 840.310 845.760 0 0.733 0.000 0.2 0.0 100YR-1HR Manhole BASE 3.11 840.310 845.760 0 0.732 0.000 0.2 0.0 100YR-1HR Manhole BASE 3.12 840.310 845.760 0 0.732 0.000 0.2 0.0 100YR-1HR Manhole BASE 3.14 840.310 845.760 0 0.732 0.000 0.2 0.0 100YR-1HR Manhole BASE 3.15 840.310 845.760 0 0.732 0.000 0.2 0.0 100YR-1HR Manhole BASE 3.18 840.310 845.760 0 0.731 0.000 0.2 0.0 100YR-1HR Manhole BASE 3.19 840.310 845.760 0 0.731 0.000 0.2 0.0 100YR-1HR Manhole BASE 3.20 840.310 845.760 0 0.730 0.000 0.2 0.0 100YR-1HR Manhole BASE 3.23 840.310 845.760 0 0.730 0.000 0.2 0.0 100YR-1HR Manhole BASE 3.24 840.310 845.760 0 0.730 0.000 0.2 0.0 100YR-1HR Manhole BASE 3.26 840.310 845.760 0 0.729 0.000 0.2 0.0 100YR-1HR Manhole BASE 3.27 840.310 845.760 0 0.729 0.000 0.2 0.0 100YR-1HR Manhole BASE 3.29 840.310 845.760 0 0.729 0.000 0.2 0.0 100YR-1HR Manhole BASE 3.31 840.310 845.760 0 0.728 0.000 0.2 0.0 100YR-1HR Manhole BASE 3.32 840.310 845.760 0 0.728 0.000 0.2 0.0 100YR-1HR Manhole BASE 3.33 840.310 845.760 0 0.728 0.000 0.2 0.0 100YR-1HR Manhole BASE 3.36 840.310 845.760 0 0.727 0.000 0.2 0.0 100YR-1HR Manhole BASE 3.37 840.310 845.760 0 0.727 0.000 0.2 0.0 100YR-1HR Manhole BASE 3.39 840.310 845.760 0 0.727 0.000 0.2 0.0 100YR-1HR Manhole BASE 3.41 840.310 845.760 0 0.726 0.000 0.2 0.0 100YR-1HR Manhole BASE 3.43 840.310 845.760 0 0.726 0.000 0.2 0.0 100YR-1HR Manhole BASE 3.44 840.310 845.760 0 0.726 0.000 0.2 0.0 100YR-1HR Manhole BASE 3.45 840.310 845.760 0 0.725 0.000 0.2 0.0 100YR-1HR Manhole BASE 3.48 840.310 845.760 0 0.725 0.000 0.2 0.0 100YR-1HR Manhole BASE 3.49 840.310 845.760 0 0.724 0.000 0.2 0.0 100YR-1HR Manhole BASE 3.50 840.310 845.760 0 0.724 0.000 0.2 0.0 100YR-1HR Manhole BASE 3.52 840.310 845.760 0 0.724 0.000 0.2 0.0 100YR-1HR Manhole BASE 3.54 840.310 845.760 0 0.723 0.000 0.2 0.0 100YR-1HR Manhole BASE 3.56 840.310 845.760 0 0.723 0.000 0.2 0.0 100YR-1HR Manhole BASE 3.57 840.310 845.760 0 0.723 0.000 0.2 0.0 100YR-1HR Manhole BASE 3.60 840.310 845.760 0 0.722 0.000 0.2 0.0 100YR-1HR Manhole BASE 3.61 840.310 845.760 0 0.722 0.000 0.2 0.0 100YR-1HR Manhole BASE 3.62 840.310 845.760 0 0.722 0.000 0.2 0.0 100YR-1HR Manhole BASE 3.63 840.310 845.760 0 0.721 0.000 0.2 0.0 100YR-1HR Manhole BASE 3.66 840.310 845.760 0 0.721 0.000 0.2 0.0 100YR-1HR Manhole BASE 3.67 840.310 845.760 0 0.721 0.000 0.2 0.0 100YR-1HR Manhole BASE 3.69 840.310 845.760 0 0.720 0.000 0.2 0.0 100YR-1HR Manhole BASE 3.71 840.310 845.760 0 0.720 0.000 0.2 0.0 100YR-1HR Manhole BASE 3.73 840.310 845.760 0 0.719 0.000 0.2 0.0 100YR-1HR Manhole BASE 3.74 840.310 845.760 0 0.719 0.000 0.2 0.0 100YR-1HR Manhole BASE 3.75 840.310 845.760 0 0.719 0.000 0.2 0.0 100YR-1HR Manhole BASE 3.78 840.310 845.760 0 0.718 0.000 0.2 0.0 100YR-1HR Manhole BASE 3.79 840.310 845.760 0 0.718 0.000 0.2 0.0 100YR-1HR Manhole BASE 3.80 840.310 845.760 0 0.718 0.000 0.2 0.0 100YR-1HR Manhole BASE 3.82 840.310 845.760 0 0.718 0.000 0.2 0.0 100YR-1HR Manhole BASE 3.84 840.310 845.760 0 0.717 0.000 0.2 0.0 100YR-1HR Manhole BASE 3.86 840.310 845.760 0 0.717 0.000 0.2 0.0 100YR-1HR Manhole BASE 3.87 840.310 845.760 0 0.716 0.000 0.2 0.0 100YR-1HR Manhole BASE 3.90 840.310 845.760 0 0.716 0.000 0.2 0.0 100YR-1HR Manhole BASE 3.91 840.310 845.760 0 0.716 0.000 0.2 0.0 100YR-1HR Manhole BASE 3.92 840.310 845.760 0 0.715 0.000 0.2 0.0 100YR-1HR Manhole BASE 3.94 840.310 845.760 0 0.715 0.000 0.2 0.0 100YR-1HR Manhole BASE 3.96 840.310 845.760 0 0.714 0.000 0.2 0.0 100YR-1HR Manhole BASE 3.97 840.310 845.760 0 0.714 0.000 0.2 0.0 100YR-1HR Manhole BASE 3.99 840.310 845.760 0 0.714 0.000 0.2 0.0 100YR-1HR Manhole BASE 4.00 840.310 845.760 0 0.714 0.000 0.2 0.0 100YR-1HR Manhole BASE 4.03 840.310 845.760 0 0.713 0.000 0.2 0.0 100YR-1HR Manhole BASE 4.04 840.310 845.760 0 0.713 0.000 0.2 0.0 100YR-1HR Manhole BASE 4.05 840.310 845.760 0 0.712 0.000 0.2 0.0 100YR-1HR Manhole BASE 4.08 840.310 845.760 0 0.712 0.000 0.2 0.0 100YR-1HR Manhole BASE 4.09 840.310 845.760 1 0.712 0.000 0.2 0.0 100YR-1HR Manhole BASE 4.11 840.310 845.760 1 0.712 0.000 0.2 0.0 100YR-1HR Manhole BASE 4.12 840.310 845.760 1 0.711 0.000 0.2 0.0 100YR-1HR Manhole BASE 4.14 840.310 845.760 1 0.711 0.000 0.2 0.0 100YR-1HR Manhole BASE 4.16 840.310 845.760 1 0.711 0.000 0.2 0.0 100YR-1HR Manhole BASE 4.17 840.310 845.760 1 0.711 0.000 0.2 0.0 100YR-1HR Manhole BASE 4.18 840.310 845.760 1 0.710 0.000 0.2 0.0 100YR-1HR Manhole BASE 4.21 840.310 845.760 1 0.710 0.000 0.2 0.0 100YR-1HR Manhole BASE 4.22 840.310 845.760 1 0.709 0.000 0.2 0.0 100YR-1HR Manhole BASE 4.24 840.310 845.760 1 0.709 0.000 0.2 0.0 100YR-1HR Manhole BASE 4.26 840.310 845.760 1 0.709 0.000 0.2 0.0 100YR-1HR Manhole BASE 4.28 840.310 845.760 1 0.708 0.000 0.2 0.0 100YR-1HR Manhole BASE 4.29 840.310 845.760 1 0.708 0.000 0.2 0.0 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 3 of 9 7/7/03 - Node Time Series Simulation Node Group Time Stage Warning Surface Total Total Total Total Stage Area Inflow Outflow Vol In Vol Out hrs ft ft ft2 cfs cfs af af 100YR-1HR Manhole BASE 4.30 840.310 845.760 1 0.708 0.000 0.2 0.0 100YR-1HR Manhole BASE 4.33 840.310 845.760 1 0.707 0.000 0.2 0.0 100YR-1HR Manhole BASE 4.34 840.310 845.760 1 0.707 0.000 0.2 0.0 100YR-1HR Manhole BASE 4.35 840.310 845.760 1 0.707 0.000 0.2 0.0 100YR-1HR Manhole BASE 4.37 840.310 845.760 1 0.706 0.000 0.2 0.0 100YR-1HR Manhole BASE 4.39 840.310 845.760 1 0.706 0.000 0.2 0.0 100YR-1HR Manhole BASE 4.41 840.310 845.760 1 0.705 0.000 0.2 0.0 100YR-1HR Manhole BASE 4.42 840.310 845.760 1 0.705 0.000 0.2 0.0 100YR-1HR Manhole BASE 4.45 840.310 845.760 1 0.705 0.000 0.2 0.0 100YR-1HR Manhole BASE 4.46 840.310 845.760 1 0.704 0.000 0.2 0.0 100YR-1HR Manhole BASE 4.47 840.310 845.760 1 0.704 0.000 0.2 0.0 100YR-1HR Manhole BASE 4.48 840.310 845.760 1 0.704 0.000 0.2 0.0 100YR-1HR Manhole BASE 4.51 840.310 845.760 1 0.703 0.000 0.2 0.0 100YR-1HR Manhole BASE 4.52 840.310 845.760 1 0.703 0.000 0.2 0.0 100YR-1HR Manhole BASE 4.54 840.310 845.760 1 0.703 0.000 0.2 0.0 100YR-1HR Manhole BASE 4.56 840.310 845.760 1 0.702 0.000 0.2 0.0 100YR-1HR Manhole BASE 4.58 840.310 845.760 1 0.702 0.000 0.3 0.0 100YR-1HR Manhole BASE 4.59 840.310 845.760 1 0.701 0.000 0.3 0.0 100YR-1HR Manhole BASE 4.60 840.310 845.760 1 0.701 0.000 0.3 0.0 100YR-1HR Manhole BASE 4.63 840.310 845.760 1 0.701 0.000 0.3 0.0 100YR-1HR Manhole BASE 4.64 840.310 845.760 1 0.700 0.000 0.3 0.0 100YR-1HR Manhole BASE 4.65 840.310 845.760 1 0.700 0.000 0.3 0.0 100YR-1HR Manhole BASE 4.67 840.310 845.760 1 0.700 0.000 0.3 0.0 100YR-1HR Manhole BASE 4.69 840.310 845.760 1 0.699 0.000 0.3 0.0 100YR-1HR Manhole BASE 4.71 840.310 845.760 1 0.699 0.000 0.3 0.0 100YR-1HR Manhole BASE 4.72 840.310 845.760 1 0.698 0.000 0.3 0.0 100YR-1HR Manhole BASE 4.75 840.310 845.760 1 0.698 0.000 0.3 0.0 100YR-1HR Manhole BASE 4.76 840.310 845.760 1 0.698 0.000 0.3 0.0 100YR-1HR Manhole BASE 4.77 840.310 845.760 1 0.697 0.000 0.3 0.0 100YR-1HR Manhole BASE 4.79 840.310 845.760 1 0.697 0.000 0.3 0.0 100YR-1HR Manhole BASE 4.81 840.310 845.760 1 0.696 0.000 0.3 0.0 100YR-1HR Manhole BASE 4.82 840.310 845.760 1 0.696 0.000 0.3 0.0 100YR-1HR Manhole BASE 4.84 840.310 845.760 1 0.696 0.000 0.3 0.0 100YR-1HR Manhole BASE 4.85 840.310 845.760 1 0.696 0.000 0.3 0.0 100YR-1HR Manhole BASE 4.88 840.310 845.760 1 0.695 0.000 0.3 0.0 100YR-1HR Manhole BASE 4.89 840.310 845.760 1 0.695 0.000 0.3 0.0 100YR-1HR Manhole BASE 4.90 840.310 845.760 1 0.694 0.000 0.3 0.0 100YR-1HR Manhole BASE 4.93 840.310 845.760 1 0.694 0.000 0.3 0.0 100YR-1HR Manhole BASE 4.94 840.310 845.760 1 0.693 0.000 0.3 0.0 100YR-1HR Manhole BASE 4.96 840.310 845.760 1 0.693 0.000 0.3 0.0 100YR-1HR Manhole BASE 4.97 840.310 845.760 1 0.693 0.000 0.3 0.0 100YR-1HR Manhole BASE 4.99 840.310 845.760 1 0.692 0.000 0.3 0.0 100YR-1HR Manhole BASE 5.01 840.310 845.760 1 0.692 0.000 0.3 0.0 100YR-1HR Manhole BASE 5.02 840.310 845.760 1 0.692 0.000 0.3 0.0 100YR-1HR Manhole BASE 5.03 840.310 845.760 1 0.691 0.000 0.3 0.0 100YR-1HR Manhole BASE 5.06 840.310 845.760 1 0.691 0.000 0.3 0.0 100YR-1HR Manhole BASE 5.07 840.310 845.760 1 0.690 0.000 0.3 0.0 100YR-1HR Manhole BASE 5.09 840.310 845.760 1 0.690 0.000 0.3 0.0 100YR-1HR Manhole BASE 5.11 840.310 845.760 1 0.690 0.000 0.3 0.0 100YR-1HR Manhole BASE 5.13 840.310 845.760 1 0.689 0.000 0.3 0.0 100YR-1HR Manhole BASE 5.14 840.310 845.760 1 0.689 0.000 0.3 0.0 100YR-1HR Manhole BASE 5.15 840.310 845.760 1 0.689 0.000 0.3 0.0 100YR-1HR Manhole BASE 5.18 840.310 845.760 1 0.688 0.000 0.3 0.0 100YR-1HR Manhole BASE 5.19 840.310 845.760 1 0.688 0.000 0.3 0.0 100YR-1HR Manhole BASE 5.20 840.310 845.760 1 0.687 0.000 0.3 0.0 100YR-1HR Manhole BASE 5.23 840.310 845.760 1 0.687 0.000 0.3 0.0 100YR-1HR Manhole BASE 5.24 840.310 845.760 1 0.686 0.000 0.3 0.0 100YR-1HR Manhole BASE 5.26 840.310 845.760 1 0.686 0.000 0.3 0.0 100YR-1HR Manhole BASE 5.27 840.310 845.760 1 0.686 0.000 0.3 0.0 100YR-1HR Manhole BASE 5.30 840.310 845.760 1 0.685 0.000 0.3 0.0 100YR-1HR Manhole BASE 5.31 840.310 845.760 1 0.685 0.000 0.3 0.0 100YR-1HR Manhole BASE 5.32 840.310 845.760 1 0.685 0.000 0.3 0.0 100YR-1HR Manhole BASE 5.33 840.310 845.760 1 0.685 0.000 0.3 0.0 100YR-1HR Manhole BASE 5.36 840.310 845.760 1 0.684 0.000 0.3 0.0 100YR-1HR Manhole BASE 5.37 840.310 845.760 1 0.684 0.000 0.3 0.0 100YR-1HR Manhole BASE 5.39 840.310 845.760 1 0.684 0.000 0.3 0.0 100YR-1HR Manhole BASE 5.41 840.310 845.760 1 0.683 0.000 0.3 0.0 100YR-1HR Manhole BASE 5.43 840.310 845.760 1 0.683 0.000 0.3 0.0 100YR-1HR Manhole BASE 5.44 840.310 845.760 1 0.682 0.000 0.3 0.0 100YR-1HR Manhole BASE 5.45 840.310 845.760 1 0.682 0.000 0.3 0.0 100YR-1HR Manhole BASE 5.48 840.310 845.760 1 0.681 0.000 0.3 0.0 100YR-1HR Manhole BASE 5.49 840.310 845.760 1 0.681 0.000 0.3 0.0 100YR-1HR Manhole BASE 5.50 840.310 845.760 1 0.681 0.000 0.3 0.0 100YR-1HR Manhole BASE 5.52 840.310 845.760 1 0.680 0.000 0.3 0.0 100YR-1HR Manhole BASE 5.54 840.310 845.760 1 0.680 0.000 0.3 0.0 100YR-1HR Manhole BASE 5.56 840.310 845.760 1 0.679 0.000 0.3 0.0 100YR-1HR Manhole BASE 5.57 840.310 845.760 1 0.679 0.000 0.3 0.0 100YR-1HR Manhole BASE 5.60 840.310 845.760 1 0.678 0.000 0.3 0.0 100YR-1HR Manhole BASE 5.61 840.310 845.760 1 0.678 0.000 0.3 0.0 100YR-1HR Manhole BASE 5.62 840.310 845.760 1 0.678 0.000 0.3 0.0 100YR-1HR Manhole BASE 5.64 840.310 845.760 1 0.677 0.000 0.3 0.0 100YR-1HR Manhole BASE 5.66 840.310 845.760 1 0.677 0.000 0.3 0.0 100YR-1HR Manhole BASE 5.67 840.310 845.760 1 0.676 0.000 0.3 0.0 100YR-1HR Manhole BASE 5.69 840.310 845.760 1 0.676 0.000 0.3 0.0 100YR-1HR Manhole BASE 5.70 840.310 845.760 1 0.676 0.000 0.3 0.0 100YR-1HR Manhole BASE 5.73 840.310 845.760 1 0.675 0.000 0.3 0.0 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 4 of 9 7/7/03 - Node Time Series Simulation Node Group Time Stage Warning Surface Total Total Total Total Stage Area Inflow Outflow Vol In Vol Out hrs ft ft ft2 cfs cfs af af 100YR-1HR Manhole BASE 5.74 840.310 845.760 1 0.675 0.000 0.3 0.0 100YR-1HR Manhole BASE 5.75 840.310 845.760 1 0.674 0.000 0.3 0.0 100YR-1HR Manhole BASE 5.78 840.310 845.760 1 0.674 0.000 0.3 0.0 100YR-1HR Manhole BASE 5.79 840.310 845.760 1 0.673 0.000 0.3 0.0 100YR-1HR Manhole BASE 5.80 840.310 845.760 1 0.673 0.000 0.3 0.0 100YR-1HR Manhole BASE 5.82 840.310 845.760 1 0.673 0.000 0.3 0.0 100YR-1HR Manhole BASE 5.84 840.310 845.760 1 0.672 0.000 0.3 0.0 100YR-1HR Manhole BASE 5.86 840.310 845.760 1 0.672 0.000 0.3 0.0 100YR-1HR Manhole BASE 5.87 840.310 845.760 1 0.671 0.000 0.3 0.0 100YR-1HR Manhole BASE 5.88 840.310 845.760 1 0.671 0.000 0.3 0.0 100YR-1HR Manhole BASE 5.91 840.310 845.760 1 0.670 0.000 0.3 0.0 100YR-1HR Manhole BASE 5.92 840.310 845.760 1 0.670 0.000 0.3 0.0 100YR-1HR Manhole BASE 5.94 840.310 845.760 1 0.670 0.000 0.3 0.0 100YR-1HR Manhole BASE 5.96 840.310 845.760 1 0.669 0.000 0.3 0.0 100YR-1HR Manhole BASE 5.97 840.310 845.760 1 0.669 0.000 0.3 0.0 100YR-1HR Manhole BASE 5.99 840.310 845.760 1 0.668 0.000 0.3 0.0 100YR-1HR Manhole BASE 6.00 840.310 845.760 1 0.668 0.000 0.3 0.0 100YR-1HR Manhole BASE 6.01 840.310 845.760 1 0.668 0.000 0.3 0.0 100YR-1HR Pond BASE 0.00 842.000 848.000 113 0.000 0.000 0.0 0.0 100YR-1HR Pond BASE 0.02 842.000 848.000 113 0.000 0.000 0.0 0.0 100YR-1HR Pond BASE 0.03 842.000 848.000 113 0.000 0.000 0.0 0.0 100YR-1HR Pond BASE 0.05 842.000 848.000 113 0.000 0.000 0.0 0.0 100YR-1HR Pond BASE 0.07 842.000 848.000 113 0.000 0.000 0.0 0.0 100YR-1HR Pond BASE 0.08 842.000 848.000 113 0.000 0.000 0.0 0.0 100YR-1HR Pond BASE 0.10 842.000 848.000 113 0.000 0.000 0.0 0.0 100YR-1HR Pond BASE 0.12 842.000 848.000 113 0.000 0.000 0.0 0.0 100YR-1HR Pond BASE 0.13 842.000 848.000 113 0.000 0.000 0.0 0.0 100YR-1HR Pond BASE 0.15 842.000 848.000 113 0.001 0.000 0.0 0.0 100YR-1HR Pond BASE 0.18 842.002 848.000 113 0.006 0.000 0.0 0.0 100YR-1HR Pond BASE 0.19 842.004 848.000 114 0.009 0.000 0.0 0.0 100YR-1HR Pond BASE 0.21 842.012 848.000 115 0.018 0.000 0.0 0.0 100YR-1HR Pond BASE 0.22 842.020 848.000 115 0.028 0.001 0.0 0.0 100YR-1HR Pond BASE 0.23 842.046 848.000 116 0.070 0.004 0.0 0.0 100YR-1HR Pond BASE 0.25 842.087 848.000 117 0.109 0.014 0.0 0.0 100YR-1HR Pond BASE 0.27 842.141 848.000 117 0.153 0.033 0.0 0.0 100YR-1HR Pond BASE 0.28 842.220 848.000 129 0.275 0.074 0.0 0.0 100YR-1HR Pond BASE 0.30 842.308 848.000 177 0.409 0.246 0.0 0.0 100YR-1HR Pond BASE 0.32 842.377 848.000 215 0.539 0.253 0.0 0.0 100YR-1HR Pond BASE 0.33 842.475 848.000 270 0.784 0.277 0.0 0.0 100YR-1HR Pond BASE 0.35 842.597 848.000 339 1.055 0.304 0.0 0.0 100YR-1HR Pond BASE 0.37 842.736 848.000 418 1.332 0.332 0.0 0.0 100YR-1HR Pond BASE 0.38 842.889 848.000 504 1.706 0.359 0.0 0.0 100YR-1HR Pond BASE 0.40 843.060 848.000 653 2.156 0.386 0.0 0.0 100YR-1HR Pond BASE 0.42 843.214 848.000 875 2.593 0.409 0.0 0.0 100YR-1HR Pond BASE 0.43 843.361 848.000 1086 3.076 0.430 0.0 0.0 100YR-1HR Pond BASE 0.45 843.507 848.000 1296 3.624 0.449 0.0 0.0 100YR-1HR Pond BASE 0.47 843.654 848.000 1506 4.172 0.468 0.0 0.0 100YR-1HR Pond BASE 0.48 843.805 848.000 1724 4.740 0.486 0.0 0.0 100YR-1HR Pond BASE 0.50 843.953 848.000 1936 5.308 0.503 0.0 0.0 100YR-1HR Pond BASE 0.52 844.097 848.000 2301 5.876 0.519 0.0 0.0 100YR-1HR Pond BASE 0.53 844.232 848.000 2710 6.444 0.534 0.1 0.0 100YR-1HR Pond BASE 0.55 844.361 848.000 3106 6.946 0.548 0.1 0.0 100YR-1HR Pond BASE 0.57 844.482 848.000 3473 7.436 0.560 0.1 0.0 100YR-1HR Pond BASE 0.58 844.598 848.000 3828 7.923 0.572 0.1 0.0 100YR-1HR Pond BASE 0.60 844.710 848.000 4170 8.280 0.583 0.1 0.0 100YR-1HR Pond BASE 0.62 844.821 848.000 4508 8.613 0.594 0.1 0.0 100YR-1HR Pond BASE 0.63 844.926 848.000 4827 8.935 0.604 0.1 0.0 100YR-1HR Pond BASE 0.65 845.027 848.000 5171 9.144 0.614 0.1 0.0 100YR-1HR Pond BASE 0.67 845.122 848.000 5590 9.280 0.622 0.1 0.0 100YR-1HR Pond BASE 0.68 845.214 848.000 5993 9.417 0.631 0.2 0.0 100YR-1HR Pond BASE 0.70 845.299 848.000 6370 9.495 0.639 0.2 0.0 100YR-1HR Pond BASE 0.72 845.381 848.000 6728 9.488 0.646 0.2 0.0 100YR-1HR Pond BASE 0.73 845.457 848.000 7066 9.481 0.653 0.2 0.0 100YR-1HR Pond BASE 0.75 845.531 848.000 7388 9.456 0.659 0.2 0.0 100YR-1HR Pond BASE 0.77 845.602 848.000 7700 9.368 0.665 0.2 0.0 100YR-1HR Pond BASE 0.78 845.667 848.000 7989 9.281 0.671 0.2 0.0 100YR-1HR Pond BASE 0.80 845.730 848.000 8265 9.194 0.676 0.3 0.0 100YR-1HR Pond BASE 0.82 845.790 848.000 8529 9.071 0.681 0.3 0.0 100YR-1HR Pond BASE 0.83 845.849 848.000 8789 8.944 0.686 0.3 0.0 100YR-1HR Pond BASE 0.85 845.903 848.000 9025 8.823 0.690 0.3 0.0 100YR-1HR Pond BASE 0.87 845.957 848.000 9263 8.691 0.695 0.3 0.0 100YR-1HR Pond BASE 0.88 846.006 848.000 9463 8.564 0.699 0.3 0.0 100YR-1HR Pond BASE 0.90 846.057 848.000 9544 8.430 0.703 0.3 0.0 100YR-1HR Pond BASE 0.92 846.103 848.000 9619 8.297 0.707 0.3 0.0 100YR-1HR Pond BASE 0.93 846.151 848.000 9696 8.154 0.711 0.3 0.0 100YR-1HR Pond BASE 0.95 846.196 848.000 9769 8.014 0.714 0.4 0.0 100YR-1HR Pond BASE 0.97 846.241 848.000 9841 7.858 0.718 0.4 0.0 100YR-1HR Pond BASE 0.98 846.284 848.000 9911 7.681 0.721 0.4 0.0 100YR-1HR Pond BASE 1.00 846.326 848.000 9979 7.503 0.725 0.4 0.0 100YR-1HR Pond BASE 1.02 846.367 848.000 10044 7.312 0.728 0.4 0.0 100YR-1HR Pond BASE 1.03 846.403 848.000 10102 7.095 0.731 0.4 0.0 100YR-1HR Pond BASE 1.05 846.440 848.000 10163 6.863 0.734 0.4 0.0 100YR-1HR Pond BASE 1.07 846.478 848.000 10223 6.613 0.737 0.4 0.0 100YR-1HR Pond BASE 1.08 846.509 848.000 10273 6.333 0.739 0.4 0.0 100YR-1HR Pond BASE 1.10 846.541 848.000 10325 6.028 0.741 0.4 0.0 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 5 of 9 7/7/03 - Node Time Series Simulation Node Group Time Stage Warning Surface Total Total Total Total Stage Area Inflow Outflow Vol In Vol Out hrs ft ft ft2 cfs cfs af af 100YR-1HR Pond BASE 1.12 846.571 848.000 10373 5.721 0.743 0.5 0.0 100YR-1HR Pond BASE 1.13 846.600 848.000 10421 5.368 0.746 0.5 0.0 100YR-1HR Pond BASE 1.15 846.625 848.000 10460 5.043 0.748 0.5 0.0 100YR-1HR Pond BASE 1.17 846.649 848.000 10500 4.683 0.750 0.5 0.0 100YR-1HR Pond BASE 1.18 846.669 848.000 10532 4.375 0.751 0.5 0.0 100YR-1HR Pond BASE 1.20 846.690 848.000 10565 4.028 0.753 0.5 0.0 100YR-1HR Pond BASE 1.22 846.709 848.000 10595 3.683 0.754 0.5 0.0 100YR-1HR Pond BASE 1.23 846.724 848.000 10619 3.386 0.755 0.5 0.0 100YR-1HR Pond BASE 1.25 846.737 848.000 10641 3.103 0.756 0.5 0.0 100YR-1HR Pond BASE 1.27 846.751 848.000 10663 2.798 0.757 0.5 0.0 100YR-1HR Pond BASE 1.29 846.762 848.000 10680 2.521 0.758 0.5 0.1 100YR-1HR Pond BASE 1.30 846.772 848.000 10696 2.272 0.759 0.5 0.1 100YR-1HR Pond BASE 1.32 846.778 848.000 10706 2.095 0.759 0.5 0.1 100YR-1HR Pond BASE 1.33 846.785 848.000 10718 1.860 0.760 0.5 0.1 100YR-1HR Pond BASE 1.35 846.791 848.000 10727 1.678 0.760 0.5 0.1 100YR-1HR Pond BASE 1.37 846.795 848.000 10735 1.518 0.761 0.5 0.1 100YR-1HR Pond BASE 1.38 846.799 848.000 10741 1.359 0.761 0.5 0.1 100YR-1HR Pond BASE 1.40 846.802 848.000 10745 1.237 0.761 0.5 0.1 100YR-1HR Pond BASE 1.42 846.804 848.000 10749 1.104 0.761 0.5 0.1 100YR-1HR Pond BASE 1.44 846.806 848.000 10752 0.969 0.762 0.5 0.1 100YR-1HR Pond BASE 1.45 846.807 848.000 10754 0.892 0.762 0.5 0.1 100YR-1HR Pond BASE 1.47 846.808 848.000 10754 0.788 0.762 0.5 0.1 100YR-1HR Pond BASE 1.49 846.808 848.000 10754 0.713 0.762 0.5 0.1 100YR-1HR Pond BASE 1.50 846.807 848.000 10754 0.640 0.762 0.5 0.1 100YR-1HR Pond BASE 1.52 846.806 848.000 10752 0.577 0.762 0.5 0.1 100YR-1HR Pond BASE 1.54 846.805 848.000 10750 0.514 0.762 0.5 0.1 100YR-1HR Pond BASE 1.55 846.803 848.000 10748 0.459 0.761 0.5 0.1 100YR-1HR Pond BASE 1.57 846.802 848.000 10745 0.414 0.761 0.5 0.1 100YR-1HR Pond BASE 1.59 846.799 848.000 10741 0.357 0.761 0.5 0.1 100YR-1HR Pond BASE 1.60 846.798 848.000 10738 0.331 0.761 0.5 0.1 100YR-1HR Pond BASE 1.62 846.794 848.000 10733 0.291 0.761 0.5 0.1 100YR-1HR Pond BASE 1.63 846.793 848.000 10730 0.271 0.761 0.5 0.1 100YR-1HR Pond BASE 1.65 846.789 848.000 10725 0.233 0.760 0.5 0.1 100YR-1HR Pond BASE 1.68 846.785 848.000 10719 0.203 0.760 0.5 0.1 100YR-1HR Pond BASE 1.69 846.783 848.000 10715 0.189 0.760 0.5 0.1 100YR-1HR Pond BASE 1.71 846.778 848.000 10707 0.156 0.759 0.5 0.1 100YR-1HR Pond BASE 1.73 846.775 848.000 10703 0.143 0.759 0.5 0.1 100YR-1HR Pond BASE 1.74 846.773 848.000 10698 0.131 0.759 0.5 0.1 100YR-1HR Pond BASE 1.75 846.770 848.000 10694 0.118 0.759 0.5 0.1 100YR-1HR Pond BASE 1.78 846.764 848.000 10685 0.098 0.758 0.5 0.1 100YR-1HR Pond BASE 1.79 846.761 848.000 10680 0.089 0.758 0.5 0.1 100YR-1HR Pond BASE 1.80 846.758 848.000 10675 0.080 0.758 0.5 0.1 100YR-1HR Pond BASE 1.82 846.755 848.000 10670 0.072 0.758 0.5 0.1 100YR-1HR Pond BASE 1.84 846.749 848.000 10660 0.059 0.757 0.5 0.1 100YR-1HR Pond BASE 1.86 846.746 848.000 10655 0.052 0.757 0.5 0.1 100YR-1HR Pond BASE 1.87 846.743 848.000 10650 0.046 0.757 0.5 0.1 100YR-1HR Pond BASE 1.90 846.737 848.000 10640 0.037 0.756 0.5 0.1 100YR-1HR Pond BASE 1.91 846.733 848.000 10635 0.032 0.756 0.5 0.1 100YR-1HR Pond BASE 1.92 846.730 848.000 10630 0.028 0.756 0.5 0.1 100YR-1HR Pond BASE 1.93 846.727 848.000 10625 0.024 0.756 0.5 0.1 100YR-1HR Pond BASE 1.96 846.720 848.000 10614 0.018 0.755 0.5 0.1 100YR-1HR Pond BASE 1.97 846.717 848.000 10609 0.015 0.755 0.5 0.1 100YR-1HR Pond BASE 1.99 846.714 848.000 10603 0.013 0.754 0.5 0.1 100YR-1HR Pond BASE 2.00 846.711 848.000 10598 0.011 0.754 0.5 0.1 100YR-1HR Pond BASE 2.03 846.704 848.000 10588 0.007 0.754 0.5 0.1 100YR-1HR Pond BASE 2.04 846.701 848.000 10582 0.005 0.753 0.5 0.1 100YR-1HR Pond BASE 2.05 846.697 848.000 10577 0.004 0.753 0.5 0.1 100YR-1HR Pond BASE 2.08 846.691 848.000 10566 0.002 0.753 0.5 0.1 100YR-1HR Pond BASE 2.09 846.687 848.000 10561 0.001 0.752 0.5 0.1 100YR-1HR Pond BASE 2.10 846.684 848.000 10555 0.001 0.752 0.5 0.1 100YR-1HR Pond BASE 2.12 846.681 848.000 10550 0.000 0.752 0.5 0.1 100YR-1HR Pond BASE 2.14 846.674 848.000 10539 0.000 0.751 0.5 0.1 100YR-1HR Pond BASE 2.16 846.671 848.000 10534 0.000 0.751 0.5 0.1 100YR-1HR Pond BASE 2.17 846.667 848.000 10528 0.000 0.751 0.5 0.1 100YR-1HR Pond BASE 2.20 846.660 848.000 10517 0.000 0.750 0.5 0.1 100YR-1HR Pond BASE 2.21 846.657 848.000 10512 0.000 0.750 0.5 0.1 100YR-1HR Pond BASE 2.22 846.654 848.000 10507 0.000 0.750 0.5 0.1 100YR-1HR Pond BASE 2.24 846.650 848.000 10501 0.000 0.750 0.5 0.1 100YR-1HR Pond BASE 2.26 846.644 848.000 10490 0.000 0.749 0.5 0.1 100YR-1HR Pond BASE 2.27 846.640 848.000 10485 0.000 0.749 0.5 0.1 100YR-1HR Pond BASE 2.29 846.637 848.000 10479 0.000 0.749 0.5 0.1 100YR-1HR Pond BASE 2.30 846.634 848.000 10474 0.000 0.748 0.5 0.1 100YR-1HR Pond BASE 2.33 846.627 848.000 10463 0.000 0.748 0.5 0.1 100YR-1HR Pond BASE 2.34 846.624 848.000 10458 0.000 0.747 0.5 0.1 100YR-1HR Pond BASE 2.35 846.620 848.000 10452 0.000 0.747 0.5 0.1 100YR-1HR Pond BASE 2.38 846.613 848.000 10442 0.000 0.747 0.5 0.1 100YR-1HR Pond BASE 2.39 846.610 848.000 10436 0.000 0.746 0.5 0.1 100YR-1HR Pond BASE 2.41 846.607 848.000 10431 0.000 0.746 0.5 0.1 100YR-1HR Pond BASE 2.42 846.603 848.000 10425 0.000 0.746 0.5 0.1 100YR-1HR Pond BASE 2.44 846.597 848.000 10414 0.000 0.745 0.5 0.1 100YR-1HR Pond BASE 2.46 846.593 848.000 10409 0.000 0.745 0.5 0.1 100YR-1HR Pond BASE 2.47 846.590 848.000 10404 0.000 0.745 0.5 0.1 100YR-1HR Pond BASE 2.48 846.586 848.000 10398 0.000 0.745 0.5 0.1 100YR-1HR Pond BASE 2.51 846.580 848.000 10387 0.000 0.744 0.5 0.1 100YR-1HR Pond BASE 2.52 846.576 848.000 10382 0.000 0.744 0.5 0.1 100YR-1HR Pond BASE 2.54 846.573 848.000 10376 0.000 0.744 0.5 0.1 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 6 of 9 7/7/03 - Node Time Series Simulation Node Group Time Stage Warning Surface Total Total Total Total Stage Area Inflow Outflow Vol In Vol Out hrs ft ft ft2 cfs cfs af af 100YR-1HR Pond BASE 2.56 846.566 848.000 10365 0.000 0.743 0.5 0.1 100YR-1HR Pond BASE 2.58 846.563 848.000 10360 0.000 0.743 0.5 0.1 100YR-1HR Pond BASE 2.59 846.560 848.000 10355 0.000 0.742 0.5 0.1 100YR-1HR Pond BASE 2.60 846.556 848.000 10349 0.000 0.742 0.5 0.1 100YR-1HR Pond BASE 2.63 846.549 848.000 10338 0.000 0.742 0.5 0.1 100YR-1HR Pond BASE 2.64 846.546 848.000 10333 0.000 0.741 0.5 0.1 100YR-1HR Pond BASE 2.65 846.543 848.000 10327 0.000 0.741 0.5 0.1 100YR-1HR Pond BASE 2.67 846.539 848.000 10322 0.000 0.741 0.5 0.1 100YR-1HR Pond BASE 2.69 846.532 848.000 10311 0.000 0.741 0.5 0.1 100YR-1HR Pond BASE 2.71 846.529 848.000 10306 0.000 0.740 0.5 0.1 100YR-1HR Pond BASE 2.72 846.526 848.000 10300 0.000 0.740 0.5 0.1 100YR-1HR Pond BASE 2.75 846.519 848.000 10289 0.000 0.740 0.5 0.1 100YR-1HR Pond BASE 2.76 846.516 848.000 10284 0.000 0.740 0.5 0.1 100YR-1HR Pond BASE 2.77 846.512 848.000 10278 0.000 0.739 0.5 0.1 100YR-1HR Pond BASE 2.78 846.509 848.000 10273 0.000 0.739 0.5 0.1 100YR-1HR Pond BASE 2.81 846.502 848.000 10262 0.000 0.739 0.5 0.1 100YR-1HR Pond BASE 2.82 846.499 848.000 10256 0.000 0.738 0.5 0.1 100YR-1HR Pond BASE 2.84 846.495 848.000 10251 0.000 0.738 0.5 0.1 100YR-1HR Pond BASE 2.85 846.492 848.000 10246 0.000 0.738 0.5 0.1 100YR-1HR Pond BASE 2.88 846.485 848.000 10235 0.000 0.737 0.5 0.1 100YR-1HR Pond BASE 2.89 846.482 848.000 10229 0.000 0.737 0.5 0.2 100YR-1HR Pond BASE 2.90 846.478 848.000 10224 0.000 0.737 0.5 0.2 100YR-1HR Pond BASE 2.93 846.472 848.000 10213 0.000 0.736 0.5 0.2 100YR-1HR Pond BASE 2.94 846.468 848.000 10207 0.000 0.736 0.5 0.2 100YR-1HR Pond BASE 2.95 846.465 848.000 10202 0.000 0.736 0.5 0.2 100YR-1HR Pond BASE 2.97 846.461 848.000 10196 0.000 0.735 0.5 0.2 100YR-1HR Pond BASE 2.99 846.455 848.000 10185 0.000 0.735 0.5 0.2 100YR-1HR Pond BASE 3.01 846.451 848.000 10180 0.000 0.735 0.5 0.2 100YR-1HR Pond BASE 3.02 846.448 848.000 10174 0.000 0.734 0.5 0.2 100YR-1HR Pond BASE 3.05 846.441 848.000 10164 0.000 0.734 0.5 0.2 100YR-1HR Pond BASE 3.06 846.438 848.000 10158 0.000 0.733 0.5 0.2 100YR-1HR Pond BASE 3.07 846.434 848.000 10153 0.000 0.733 0.5 0.2 100YR-1HR Pond BASE 3.09 846.431 848.000 10147 0.000 0.733 0.5 0.2 100YR-1HR Pond BASE 3.11 846.424 848.000 10136 0.000 0.732 0.5 0.2 100YR-1HR Pond BASE 3.12 846.421 848.000 10131 0.000 0.732 0.5 0.2 100YR-1HR Pond BASE 3.14 846.417 848.000 10125 0.000 0.732 0.5 0.2 100YR-1HR Pond BASE 3.15 846.414 848.000 10120 0.000 0.732 0.5 0.2 100YR-1HR Pond BASE 3.18 846.407 848.000 10109 0.000 0.731 0.5 0.2 100YR-1HR Pond BASE 3.19 846.404 848.000 10103 0.000 0.731 0.5 0.2 100YR-1HR Pond BASE 3.20 846.400 848.000 10098 0.000 0.730 0.5 0.2 100YR-1HR Pond BASE 3.23 846.393 848.000 10087 0.000 0.730 0.5 0.2 100YR-1HR Pond BASE 3.24 846.390 848.000 10081 0.000 0.730 0.5 0.2 100YR-1HR Pond BASE 3.26 846.387 848.000 10076 0.000 0.729 0.5 0.2 100YR-1HR Pond BASE 3.27 846.383 848.000 10070 0.000 0.729 0.5 0.2 100YR-1HR Pond BASE 3.29 846.376 848.000 10059 0.000 0.729 0.5 0.2 100YR-1HR Pond BASE 3.31 846.373 848.000 10054 0.000 0.728 0.5 0.2 100YR-1HR Pond BASE 3.32 846.369 848.000 10048 0.000 0.728 0.5 0.2 100YR-1HR Pond BASE 3.33 846.366 848.000 10043 0.000 0.728 0.5 0.2 100YR-1HR Pond BASE 3.36 846.359 848.000 10032 0.000 0.727 0.5 0.2 100YR-1HR Pond BASE 3.37 846.356 848.000 10026 0.000 0.727 0.5 0.2 100YR-1HR Pond BASE 3.39 846.352 848.000 10021 0.000 0.727 0.5 0.2 100YR-1HR Pond BASE 3.41 846.346 848.000 10010 0.000 0.726 0.5 0.2 100YR-1HR Pond BASE 3.43 846.342 848.000 10004 0.000 0.726 0.5 0.2 100YR-1HR Pond BASE 3.44 846.339 848.000 9999 0.000 0.726 0.5 0.2 100YR-1HR Pond BASE 3.45 846.335 848.000 9993 0.000 0.725 0.5 0.2 100YR-1HR Pond BASE 3.48 846.328 848.000 9982 0.000 0.725 0.5 0.2 100YR-1HR Pond BASE 3.49 846.325 848.000 9977 0.000 0.724 0.5 0.2 100YR-1HR Pond BASE 3.50 846.322 848.000 9971 0.000 0.724 0.5 0.2 100YR-1HR Pond BASE 3.52 846.318 848.000 9966 0.000 0.724 0.5 0.2 100YR-1HR Pond BASE 3.54 846.311 848.000 9955 0.000 0.723 0.5 0.2 100YR-1HR Pond BASE 3.56 846.308 848.000 9949 0.000 0.723 0.5 0.2 100YR-1HR Pond BASE 3.57 846.305 848.000 9944 0.000 0.723 0.5 0.2 100YR-1HR Pond BASE 3.60 846.298 848.000 9933 0.000 0.722 0.5 0.2 100YR-1HR Pond BASE 3.61 846.294 848.000 9927 0.000 0.722 0.5 0.2 100YR-1HR Pond BASE 3.62 846.291 848.000 9922 0.000 0.722 0.5 0.2 100YR-1HR Pond BASE 3.63 846.287 848.000 9916 0.000 0.721 0.5 0.2 100YR-1HR Pond BASE 3.66 846.281 848.000 9905 0.000 0.721 0.5 0.2 100YR-1HR Pond BASE 3.67 846.277 848.000 9900 0.000 0.721 0.5 0.2 100YR-1HR Pond BASE 3.69 846.274 848.000 9894 0.000 0.720 0.5 0.2 100YR-1HR Pond BASE 3.71 846.267 848.000 9883 0.000 0.720 0.5 0.2 100YR-1HR Pond BASE 3.73 846.263 848.000 9877 0.000 0.719 0.5 0.2 100YR-1HR Pond BASE 3.74 846.260 848.000 9872 0.000 0.719 0.5 0.2 100YR-1HR Pond BASE 3.75 846.257 848.000 9866 0.000 0.719 0.5 0.2 100YR-1HR Pond BASE 3.78 846.250 848.000 9855 0.000 0.718 0.5 0.2 100YR-1HR Pond BASE 3.79 846.246 848.000 9850 0.000 0.718 0.5 0.2 100YR-1HR Pond BASE 3.80 846.243 848.000 9844 0.000 0.718 0.5 0.2 100YR-1HR Pond BASE 3.82 846.239 848.000 9839 0.000 0.718 0.5 0.2 100YR-1HR Pond BASE 3.84 846.233 848.000 9828 0.000 0.717 0.5 0.2 100YR-1HR Pond BASE 3.86 846.229 848.000 9822 0.000 0.717 0.5 0.2 100YR-1HR Pond BASE 3.87 846.226 848.000 9817 0.000 0.716 0.5 0.2 100YR-1HR Pond BASE 3.90 846.219 848.000 9806 0.000 0.716 0.5 0.2 100YR-1HR Pond BASE 3.91 846.215 848.000 9800 0.000 0.716 0.5 0.2 100YR-1HR Pond BASE 3.92 846.212 848.000 9794 0.000 0.715 0.5 0.2 100YR-1HR Pond BASE 3.94 846.209 848.000 9789 0.000 0.715 0.5 0.2 100YR-1HR Pond BASE 3.96 846.202 848.000 9778 0.000 0.714 0.5 0.2 100YR-1HR Pond BASE 3.97 846.198 848.000 9772 0.000 0.714 0.5 0.2 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 7 of 9 7/7/03 - Node Time Series Simulation Node Group Time Stage Warning Surface Total Total Total Total Stage Area Inflow Outflow Vol In Vol Out hrs ft ft ft2 cfs cfs af af 100YR-1HR Pond BASE 3.99 846.195 848.000 9767 0.000 0.714 0.5 0.2 100YR-1HR Pond BASE 4.00 846.191 848.000 9761 0.000 0.714 0.5 0.2 100YR-1HR Pond BASE 4.03 846.184 848.000 9750 0.000 0.713 0.5 0.2 100YR-1HR Pond BASE 4.04 846.181 848.000 9745 0.000 0.713 0.5 0.2 100YR-1HR Pond BASE 4.05 846.178 848.000 9739 0.000 0.712 0.5 0.2 100YR-1HR Pond BASE 4.08 846.171 848.000 9728 0.000 0.712 0.5 0.2 100YR-1HR Pond BASE 4.09 846.167 848.000 9722 0.000 0.712 0.5 0.2 100YR-1HR Pond BASE 4.11 846.164 848.000 9717 0.000 0.712 0.5 0.2 100YR-1HR Pond BASE 4.12 846.160 848.000 9711 0.000 0.711 0.5 0.2 100YR-1HR Pond BASE 4.14 846.153 848.000 9700 0.000 0.711 0.5 0.2 100YR-1HR Pond BASE 4.16 846.150 848.000 9695 0.000 0.711 0.5 0.2 100YR-1HR Pond BASE 4.17 846.147 848.000 9689 0.000 0.711 0.5 0.2 100YR-1HR Pond BASE 4.18 846.143 848.000 9683 0.000 0.710 0.5 0.2 100YR-1HR Pond BASE 4.21 846.136 848.000 9672 0.000 0.710 0.5 0.2 100YR-1HR Pond BASE 4.22 846.133 848.000 9667 0.000 0.709 0.5 0.2 100YR-1HR Pond BASE 4.24 846.129 848.000 9661 0.000 0.709 0.5 0.2 100YR-1HR Pond BASE 4.26 846.122 848.000 9650 0.000 0.709 0.5 0.2 100YR-1HR Pond BASE 4.28 846.119 848.000 9644 0.000 0.708 0.5 0.2 100YR-1HR Pond BASE 4.29 846.115 848.000 9639 0.000 0.708 0.5 0.2 100YR-1HR Pond BASE 4.30 846.112 848.000 9633 0.000 0.708 0.5 0.2 100YR-1HR Pond BASE 4.33 846.105 848.000 9622 0.000 0.707 0.5 0.2 100YR-1HR Pond BASE 4.34 846.102 848.000 9617 0.000 0.707 0.5 0.2 100YR-1HR Pond BASE 4.35 846.098 848.000 9611 0.000 0.707 0.5 0.2 100YR-1HR Pond BASE 4.37 846.095 848.000 9605 0.000 0.706 0.5 0.2 100YR-1HR Pond BASE 4.39 846.088 848.000 9594 0.000 0.706 0.5 0.2 100YR-1HR Pond BASE 4.41 846.084 848.000 9589 0.000 0.705 0.5 0.2 100YR-1HR Pond BASE 4.42 846.081 848.000 9583 0.000 0.705 0.5 0.2 100YR-1HR Pond BASE 4.45 846.074 848.000 9572 0.000 0.705 0.5 0.2 100YR-1HR Pond BASE 4.46 846.070 848.000 9566 0.000 0.704 0.5 0.2 100YR-1HR Pond BASE 4.47 846.067 848.000 9561 0.000 0.704 0.5 0.2 100YR-1HR Pond BASE 4.48 846.064 848.000 9555 0.000 0.704 0.5 0.2 100YR-1HR Pond BASE 4.51 846.057 848.000 9544 0.000 0.703 0.5 0.2 100YR-1HR Pond BASE 4.52 846.053 848.000 9538 0.000 0.703 0.5 0.2 100YR-1HR Pond BASE 4.54 846.050 848.000 9533 0.000 0.703 0.5 0.2 100YR-1HR Pond BASE 4.56 846.043 848.000 9522 0.000 0.702 0.5 0.2 100YR-1HR Pond BASE 4.58 846.039 848.000 9516 0.000 0.702 0.5 0.3 100YR-1HR Pond BASE 4.59 846.036 848.000 9511 0.000 0.701 0.5 0.3 100YR-1HR Pond BASE 4.60 846.032 848.000 9505 0.000 0.701 0.5 0.3 100YR-1HR Pond BASE 4.63 846.025 848.000 9494 0.000 0.701 0.5 0.3 100YR-1HR Pond BASE 4.64 846.022 848.000 9488 0.000 0.700 0.5 0.3 100YR-1HR Pond BASE 4.65 846.018 848.000 9483 0.000 0.700 0.5 0.3 100YR-1HR Pond BASE 4.67 846.015 848.000 9477 0.000 0.700 0.5 0.3 100YR-1HR Pond BASE 4.69 846.008 848.000 9466 0.000 0.699 0.5 0.3 100YR-1HR Pond BASE 4.71 846.005 848.000 9460 0.000 0.699 0.5 0.3 100YR-1HR Pond BASE 4.72 846.001 848.000 9455 0.000 0.698 0.5 0.3 100YR-1HR Pond BASE 4.75 845.994 848.000 9427 0.000 0.698 0.5 0.3 100YR-1HR Pond BASE 4.76 845.991 848.000 9411 0.000 0.698 0.5 0.3 100YR-1HR Pond BASE 4.77 845.987 848.000 9396 0.000 0.697 0.5 0.3 100YR-1HR Pond BASE 4.79 845.984 848.000 9381 0.000 0.697 0.5 0.3 100YR-1HR Pond BASE 4.81 845.977 848.000 9350 0.000 0.696 0.5 0.3 100YR-1HR Pond BASE 4.82 845.973 848.000 9334 0.000 0.696 0.5 0.3 100YR-1HR Pond BASE 4.84 845.970 848.000 9319 0.000 0.696 0.5 0.3 100YR-1HR Pond BASE 4.85 845.966 848.000 9304 0.000 0.696 0.5 0.3 100YR-1HR Pond BASE 4.88 845.959 848.000 9273 0.000 0.695 0.5 0.3 100YR-1HR Pond BASE 4.89 845.955 848.000 9257 0.000 0.695 0.5 0.3 100YR-1HR Pond BASE 4.90 845.952 848.000 9241 0.000 0.694 0.5 0.3 100YR-1HR Pond BASE 4.93 845.945 848.000 9210 0.000 0.694 0.5 0.3 100YR-1HR Pond BASE 4.94 845.941 848.000 9195 0.000 0.693 0.5 0.3 100YR-1HR Pond BASE 4.96 845.938 848.000 9179 0.000 0.693 0.5 0.3 100YR-1HR Pond BASE 4.97 845.934 848.000 9163 0.000 0.693 0.5 0.3 100YR-1HR Pond BASE 4.99 845.927 848.000 9132 0.000 0.692 0.5 0.3 100YR-1HR Pond BASE 5.01 845.924 848.000 9116 0.000 0.692 0.5 0.3 100YR-1HR Pond BASE 5.02 845.920 848.000 9101 0.000 0.692 0.5 0.3 100YR-1HR Pond BASE 5.03 845.916 848.000 9085 0.000 0.691 0.5 0.3 100YR-1HR Pond BASE 5.06 845.909 848.000 9053 0.000 0.691 0.5 0.3 100YR-1HR Pond BASE 5.07 845.906 848.000 9038 0.000 0.690 0.5 0.3 100YR-1HR Pond BASE 5.09 845.902 848.000 9022 0.000 0.690 0.5 0.3 100YR-1HR Pond BASE 5.11 845.895 848.000 8990 0.000 0.690 0.5 0.3 100YR-1HR Pond BASE 5.13 845.891 848.000 8974 0.000 0.689 0.5 0.3 100YR-1HR Pond BASE 5.14 845.888 848.000 8958 0.000 0.689 0.5 0.3 100YR-1HR Pond BASE 5.15 845.884 848.000 8942 0.000 0.689 0.5 0.3 100YR-1HR Pond BASE 5.18 845.877 848.000 8910 0.000 0.688 0.5 0.3 100YR-1HR Pond BASE 5.19 845.873 848.000 8894 0.000 0.688 0.5 0.3 100YR-1HR Pond BASE 5.20 845.869 848.000 8878 0.000 0.687 0.5 0.3 100YR-1HR Pond BASE 5.23 845.862 848.000 8846 0.000 0.687 0.5 0.3 100YR-1HR Pond BASE 5.24 845.858 848.000 8830 0.000 0.686 0.5 0.3 100YR-1HR Pond BASE 5.26 845.855 848.000 8814 0.000 0.686 0.5 0.3 100YR-1HR Pond BASE 5.27 845.851 848.000 8798 0.000 0.686 0.5 0.3 100YR-1HR Pond BASE 5.30 845.844 848.000 8766 0.000 0.685 0.5 0.3 100YR-1HR Pond BASE 5.31 845.840 848.000 8749 0.000 0.685 0.5 0.3 100YR-1HR Pond BASE 5.32 845.836 848.000 8733 0.000 0.685 0.5 0.3 100YR-1HR Pond BASE 5.33 845.833 848.000 8717 0.000 0.685 0.5 0.3 100YR-1HR Pond BASE 5.36 845.825 848.000 8684 0.000 0.684 0.5 0.3 100YR-1HR Pond BASE 5.37 845.822 848.000 8668 0.000 0.684 0.5 0.3 100YR-1HR Pond BASE 5.39 845.818 848.000 8652 0.000 0.684 0.5 0.3 100YR-1HR Pond BASE 5.41 845.810 848.000 8619 0.000 0.683 0.5 0.3 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 8 of 9 7/7/03 - Node Time Series Simulation Node Group Time Stage Warning Surface Total Total Total Total Stage Area Inflow Outflow Vol In Vol Out hrs ft ft ft2 cfs cfs af af 100YR-1HR Pond BASE 5.43 845.807 848.000 8603 0.000 0.683 0.5 0.3 100YR-1HR Pond BASE 5.44 845.803 848.000 8586 0.000 0.682 0.5 0.3 100YR-1HR Pond BASE 5.45 845.799 848.000 8570 0.000 0.682 0.5 0.3 100YR-1HR Pond BASE 5.48 845.792 848.000 8537 0.000 0.681 0.5 0.3 100YR-1HR Pond BASE 5.49 845.788 848.000 8520 0.000 0.681 0.5 0.3 100YR-1HR Pond BASE 5.50 845.784 848.000 8504 0.000 0.681 0.5 0.3 100YR-1HR Pond BASE 5.52 845.780 848.000 8487 0.000 0.680 0.5 0.3 100YR-1HR Pond BASE 5.54 845.773 848.000 8454 0.000 0.680 0.5 0.3 100YR-1HR Pond BASE 5.56 845.769 848.000 8437 0.000 0.679 0.5 0.3 100YR-1HR Pond BASE 5.57 845.765 848.000 8420 0.000 0.679 0.5 0.3 100YR-1HR Pond BASE 5.60 845.758 848.000 8387 0.000 0.678 0.5 0.3 100YR-1HR Pond BASE 5.61 845.754 848.000 8370 0.000 0.678 0.5 0.3 100YR-1HR Pond BASE 5.62 845.750 848.000 8353 0.000 0.678 0.5 0.3 100YR-1HR Pond BASE 5.64 845.746 848.000 8337 0.000 0.677 0.5 0.3 100YR-1HR Pond BASE 5.66 845.739 848.000 8303 0.000 0.677 0.5 0.3 100YR-1HR Pond BASE 5.67 845.735 848.000 8286 0.000 0.676 0.5 0.3 100YR-1HR Pond BASE 5.69 845.731 848.000 8269 0.000 0.676 0.5 0.3 100YR-1HR Pond BASE 5.70 845.727 848.000 8252 0.000 0.676 0.5 0.3 100YR-1HR Pond BASE 5.73 845.719 848.000 8218 0.000 0.675 0.5 0.3 100YR-1HR Pond BASE 5.74 845.716 848.000 8201 0.000 0.675 0.5 0.3 100YR-1HR Pond BASE 5.75 845.712 848.000 8184 0.000 0.674 0.5 0.3 100YR-1HR Pond BASE 5.78 845.704 848.000 8150 0.000 0.674 0.5 0.3 100YR-1HR Pond BASE 5.79 845.700 848.000 8133 0.000 0.673 0.5 0.3 100YR-1HR Pond BASE 5.80 845.696 848.000 8116 0.000 0.673 0.5 0.3 100YR-1HR Pond BASE 5.82 845.692 848.000 8099 0.000 0.673 0.5 0.3 100YR-1HR Pond BASE 5.84 845.684 848.000 8064 0.000 0.672 0.5 0.3 100YR-1HR Pond BASE 5.86 845.680 848.000 8047 0.000 0.672 0.5 0.3 100YR-1HR Pond BASE 5.87 845.676 848.000 8030 0.000 0.671 0.5 0.3 100YR-1HR Pond BASE 5.88 845.673 848.000 8012 0.000 0.671 0.5 0.3 100YR-1HR Pond BASE 5.91 845.665 848.000 7978 0.000 0.670 0.5 0.3 100YR-1HR Pond BASE 5.92 845.661 848.000 7960 0.000 0.670 0.5 0.3 100YR-1HR Pond BASE 5.94 845.657 848.000 7943 0.000 0.670 0.5 0.3 100YR-1HR Pond BASE 5.96 845.649 848.000 7908 0.000 0.669 0.5 0.3 100YR-1HR Pond BASE 5.97 845.645 848.000 7890 0.000 0.669 0.5 0.3 100YR-1HR Pond BASE 5.99 845.641 848.000 7873 0.000 0.668 0.5 0.3 100YR-1HR Pond BASE 6.00 845.637 848.000 7855 0.000 0.668 0.5 0.3 100YR-1HR Pond BASE 6.01 845.637 848.000 7855 0.000 0.668 0.5 0.3 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 9 of 9 Project: Allegion Location: Pennsylvania St. and College Dr. Prepared by: JMC Date: 8/29/2019 Existing Conditions Area or %Soil Type CN CN x A Impervious 1.95 98 191.1 Grass - CrA 1.8 C 74 133.2 Grass - Br 1.23 B 61 75.03 0 0 Total: 4.98 399.33 Use CN: 80 Project: Allegion Location: Pennsylvania St. and College Dr. Prepared by: JMC Date: 8/20/2019 Proposed Conditions Area or %Soil Type CN CN x A Impervious 2.03 98 198.94 Grass - CrA 1.72 C 74 127.28 Grass - Br 1.23 B 61 75.03 0 0 Total: 4.98 401.25 Use CN: 81 Scenario: Base FlexTable: Catch Basin TableHydraulic Grade Line (In)(ft)Flow (Captured)(cfs)Capture Efficiency (Calculated)(%)Elevation (Invert)(ft)Elevation (Rim)(ft)Elevation (Ground)(ft)LabelID847.061.13100.0846.29848.55848.55879847.021.38100.0846.10849.35849.35780846.191.49100.0845.41850.15850.15682845.920.00100.0844.34851.25851.252084845.651.08100.0844.23850.75850.75586844.991.05100.0843.80850.30850.30488850.000.60100.0849.60851.60851.601792849.910.26100.0849.36851.60851.601693848.640.34100.0848.04849.80849.801595847.001.05100.0846.20847.70847.701497850.060.58100.0849.68851.60851.6019101849.970.26100.0849.49851.60851.6018102845.961.20100.0844.47850.79850.7921105843.430.10100.0843.16849.40849.401107843.430.26100.0843.01848.10848.1012108843.420.71100.0842.95848.60848.6011110843.380.50100.0842.84848.60848.6010112Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16666/19/2019Bentley StormCAD CONNECT Edition[10.01.00.70]Bentley Systems, Inc. Haestad Methods Solution CenterAllegion.stsw FlexTable: Catchment TableNotesFlow (Total Out)(cfs)Time of Concentration(hours)Runoff Coefficient (Rational)Area (User Defined)(acres)Outflow ElementLabelID0.600.1670.4600.25017171160.260.1670.2900.17016161170.340.1670.2500.26015151180.580.1670.4600.24019191190.260.1670.2900.17018181201.050.2500.2800.82014141211.050.1670.7100.280441221.080.1670.7600.270551231.200.1670.5700.40021211251.490.1670.7100.400661261.380.1670.7300.360771271.130.0830.7300.250881280.500.0830.6200.13010101290.710.0830.6800.17011111300.260.1670.2900.17012121310.100.0830.0850.19011132Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16666/19/2019Bentley StormCAD CONNECT Edition[10.01.00.70]Bentley Systems, Inc. Haestad Methods Solution CenterAllegion.stsw FlexTable: Conduit TableDepth (Normal) / Rise(%)Flow / Capacity (Design)(%)Capacity (Full Flow)(cfs)Depth (Out)(ft)Velocity(ft/s)Flow(cfs)Manning's nDiameter(in)Section TypeSlope (Calculated)(ft/ft)Length (Unified)(ft)Invert (Stop)(ft)Stop NodeInvert (Start)(ft)Start NodeLabelID53.856.51.990.922.611.130.01312.0Circle0.00360.8846.107846.298CO-1681(N/A)110.42.120.782.982.340.01312.0Circle0.004194.7845.416846.107CO-178355.759.96.231.585.303.730.01315.0Circle0.009115.1844.3420845.416CO-1885(N/A)155.63.111.423.954.850.01315.0Circle0.00247.3844.235844.3420CO-1987(N/A)123.94.731.193.315.850.01318.0Circle0.002212.4843.804844.235CO-2089(N/A)139.24.781.003.776.660.01318.0Circle0.00219.3843.763843.804CO-219138.030.81.970.552.200.600.01312.0Circle0.00378.8849.3616849.6017CO-229437.229.45.680.606.291.670.01312.0Circle0.02552.0848.0415849.3616CO-239651.051.73.870.804.972.000.01312.0Circle0.012156.1846.2014848.0415CO-249864.274.23.820.683.412.840.01315.0Circle0.00471.4845.9513846.2014CO-2510036.929.02.000.482.210.580.01312.0Circle0.00360.2849.4918849.6819CO-2610345.241.91.980.552.410.830.01312.0Circle0.00342.0849.3616849.4918CO-2710455.259.02.031.581.531.200.01312.0Circle0.00339.9844.3420844.4721CO-2810614.94.82.080.421.360.100.01312.0Circle0.00343.9843.0112843.161CO-2910926.615.52.220.472.050.340.01312.0Circle0.00415.4842.9511843.0112CO-3011144.540.82.330.542.810.950.01312.0Circle0.00425.7842.8410842.9511CO-3111354.357.42.380.493.131.370.01312.0Circle0.00426.9842.729842.8410CO-32115Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16666/19/2019Bentley StormCAD CONNECT Edition[10.01.00.70]Bentley Systems, Inc. Haestad Methods Solution CenterAllegion.stsw FlexTable: Outfall TableFlow (Total Out)(cfs)Hydraulic Grade(ft)Boundary Condition TypeElevation (Invert)(ft)Elevation (Ground)(ft)LabelID6.64844.76Free Outfall843.76843.763902.82846.63Free Outfall845.95845.9513991.36843.21Free Outfall842.72842.729114Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16666/19/2019Bentley StormCAD CONNECT Edition[10.01.00.70]Bentley Systems, Inc. Haestad Methods Solution CenterAllegion.stsw