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HomeMy WebLinkAboutDrainage Report Drainage Calculations Pennwood Office Park PICKLEBALL COURTS 11575 N. Pennsylvania Street Carmel, Indiana Prepared for: SC Bodner Company, Inc. Job #: SCB.004 Date: 03/15/23 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. Trammel Crow Drainage Report – 1987 F. ICPR Model (for pipe HGL and overflow routing) SECTION I: REPORT A. Project Title Pennwood Office Park – Pickleball Courts PZ-2023-00067 NOTE: This project is a continuation of the previous project Pennwood Professional Office Park PZ-2020-00210. At that time, there were three office buildings proposed. One building was constructed in 2021 with address of 11585 N. Pennsylvania Street. The two remaining buildings will be combined into one larger building for the indoor pickleball courts and will have an address of 11575 N. Pennsylvania Street. B. Project Description This project is located at 11575 N. Pennsylvania Street in Carmel, Indiana. The proposed development will consist of two (2) one-story commercial buildings and associated parking lots. The western building and its parking lot has already been constructed. This building and the proposed building are located on a parcel that is part of a master-planned office park first developed in the late 1980’s by Trammel-Crowe Company. The subject site is approximately +/- 3.77 acres and approximately +/- 2.93 acres will be disturbed. The site is located within an overall 13.55 acre drainage area that drains to an existing detention pond that was constructed as part of the above-mentioned, master-planned development. The detention pond discharges stormwater into an existing 12” concrete pipe outlet, which eventually drains to the WR Fertig legal drain. As such, the detention pond is required and was designed to release stormwater at or below 0.25 cfs / acre. The existing land uses adjacent to the site are as follows: North: Commercial Office West: Commercial Office South: Commercial Office East: Residential C. Design Method and Criteria 1. Soil Type: Soil maps from the United States Department of Agriculture, Soil Conservation Service, identify Miami soils (MmB2 – 1% of site), Crosby soils (Cr – 29% of site) and Brookston soils (Br – 70% of site.) The Miami series are classified as type “B” soils. The Crosby series are classified as type “C” soils. The Brookston series are classified as type “B/D” soils. 2. Design Storm: The 2-year, 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. HydroCAD Software 4. ICPR modelling software E. Existing Conditions The existing site is located at 11575 N. Pennsylvania Street in Carmel, Indiana and is the remaining, undeveloped portion of a parcel that is located within a master-planned office park first developed in the late 1980’s by Trammel-Crowe Company. The site is approximately +/- 3.77 acres and is located within an overall 13.55 acre drainage area that drains to an existing detention pond that was constructed as part of the above-mentioned, master-planned development. The detention pond discharges stormwater into an existing 12” concrete pipe outlet, which eventually drains to the WR Fertig legal drain. As such, the detention pond is required and was designed to release stormwater at or below 0.25 cfs / acre, which equates to 3.39 cfs. The following are the computed 2-year, 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 HydroCAD. Detention Pond (Existing Conditions) Storm Discharge Pond Elevation 2-year 0.75 cfs 842.07 10-year 1.60 cfs 842.94 100-year 3.02 cfs (<3.39) 845.10 F. Proposed Conditions The proposed development will consist of two (2) one-story commercial buildings and associated parking lots. It will be built on the remaining undeveloped parcel mentioned above. The site is approximately +/- 3.77 acres and approximately +/- 2.93 acres will be disturbed. The proposed site is located within the same overall 13.55 acre drainage area that drains to the existing detention pond that will not be altered within the top of bank. The detention pond will continue to release stormwater below the 0.25 cfs / acre threshold. One of the two commercial buildings was recently constructed in 2021. As part of this initial construction, a new 12” concrete pipe outfall was constructed for the existing pond. The previous outfall of the pond was going to be under the recently constructed building and; therefore, needed to be relocated to drain the pond directly to the west and connect into the existing storm sewer in Pennsylvania Street. Originally for this development, there were three commercial buildings proposed with addresses of 11565, 11575 and 11585 N. Pennsylvania Street. The western most building with an address of 11585 N. Pennsylvania Street was constructed and is currently the offices for the landowner SC Bodner Company, Inc. The remaining two building sites will be combined into one building with the address of 11575 N. Pennsylvania Street. This larger proposed building will serve as an indoor pickleball facility. The following are the computed 2-year, 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 HydroCAD. Detention Pond (Proposed Conditions) Storm Discharge Pond Elevation 2-year 1.03 cfs 842.40 10-year 2.01 cfs 843.31 100-year 3.30 cfs (<3.39) 845.50 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. The proposed development will disturb approximately +/- 2.93 acres. The proposed site is drained by two separate storm sewer runs to the existing detention pond. Therefore, we are proposing two (2) Storm Drain Inserts and utilizing one (1) Existing Detention Pond added native plantings along the bank. 1. We are proposing one Aqua-Swirl AS-3 BYP PCS model (storm drain insert) to be located just northwest of the existing pond, labeled as BMP 104. NOTE: This Aqua-Swirl BMP 104 was installed during the construction of the first building located at 11585 N. Pennsylvania Street. 2. We are proposing one Aqua-Swirl AS-4 BYP PCS model (storm drain insert) to be located just northeast of the existing pond, labeled ad BMP 114. 3. The existing detention pond will serve as the second in-line BMP for both storm runs after native plantings are added along the banks. SECTION II: APPENDIX A. SITE INFORMATION USGS The National Map: Orthoimagery. Data refreshed April, 2019. National Flood Hazard Layer FIRMette 0 500 1,000 1,500 2,000250 Feet Ü86°9'37.07"W 39°57'28.57"N 86°8'59.61"W 39°57'0.99"N SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOODHAZARD AREAS Without Base Flood Elevation (BFE)Zone A, V, A99With BFE or Depth Zone AE, AO, AH, VE, AR Regulatory Floodway 0.2% Annual Chance Flood Hazard, Areasof 1% annual chance flood with averagedepth less than one foot or with drainageareas of less than one square mile Zone X Future Conditions 1% AnnualChance Flood Hazard Zone XArea with Reduced Flood Risk due toLevee. See Notes.Zone X Area with Flood Risk due to Levee Zone D NO SCREEN Area of Minimal Flood Hazard Zone X Area of Undetermined Flood Hazard Zone D Channel, Culvert, or Storm SewerLevee, Dike, or Floodwall Cross Sections with 1% Annual Chance17.5 Water Surface ElevationCoastal Transect Coastal Transect BaselineProfile BaselineHydrographic Feature Base Flood Elevation Line (BFE) Effective LOMRs Limit of StudyJurisdiction 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 theauthoritative NFHL web services provided by FEMA. This mapwas exported on 9/17/2019 at 11:29:48 AM and does notreflect changes or amendments subsequent to this date andtime. The NFHL and effective information may change orbecome superseded by new data over time. This map image is void if the one or more of the following mapelements 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 forunmapped and unmodernized areas cannot be used forregulatory purposes. Legend OTHER AREAS OFFLOOD HAZARD OTHER AREAS GENERALSTRUCTURES OTHERFEATURES MAP PANELS 8 1:6,000 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. 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 65 **Open Space (Good Condition - EXISTING) Gravel/Stone = 0.85 85 MmB2 Soil - Type B Soil = 1% Site CrA Soil - Type C Soil = 29% Br Soil - Type B soil (existing) and Type D soil (proposed) = 70% Site *Type 'D' Soils - For Proposed Condition **Type 'B' & 'C' Soils - For Existing Condition **BASIN (111) - EXISTING OFFSITE Roof Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2)(ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 12839 34300 70453 0 117592 2.70 0.47 78 **BASIN (120) - EXISTING OFFSITE 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 34601 0 34601 0.79 0.20 65 *OVERALL (PR1) => NOTE: HIGHER CN VALUES APPLIED TO THIS PHASE OF DEVELOPMENT Roof Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2)(ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 117768 209354 263157 0 590279 13.55 0.54 82 **OVERALL (EX1) Roof Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2)(ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 93667 156337 340275 0 590279 13.55 0.48 79 OVERALL ON-SITE 27323 58491 8607 0 94421 2.17 0.81 96 % ROOF & IMP. = 91% Time of Concentration WorksheetPROJECT: PENNWOOD OFFICE PARK Based on TR-55JOB #: SCB.002Typical 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)118 25 2.00 0.240575 1.00 0.011110 1.00 P2.03 07117 40 2.00 0.240860 1.00 0.011110 1.00 P2.03 09116 10 2.00 0.240280 1.00 0.01115115 65 2.00 0.0111385 0.20 1.570.121.00 0.0131.33 56108 20 2.00 0.240480 1.00 0.01116106A 65 2.00 0.0111237 0.20 1.570.121.06 0.0131.37 35106 30 2.00 0.240660 1.00 0.01117105 20 2.00 0.240440 1.00 0.01115111 40 1.00 0.150720 1.00 0.0110800 1.77 4.710.380.33 0.0131.59 816120 100 1.00 0.15014680 0.50 U1.14 1024PR1 100 1.00 0.15014680 0.50 U1.14 1024EX1 100 1.00 0.15014680 0.50 U1.14 1024Page 1 EX1 Overall Existing Basin PR1 Overall Proposed Basin EP Existing Pond (Existing) PP Existing Pond (Proposed New Outlet) Routing Diagram for SCB002 HydroCAD Prepared by Microsoft, Printed 11/23/2020 HydroCAD® 10.00-19 s/n 08404 © 2016 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr 2yr-24hr Rainfall=2.66"SCB002 HydroCAD Printed 11/23/2020Prepared by Microsoft HydroCAD® 10.00-19 s/n 08404 © 2016 HydroCAD Software Solutions LLC Subcatchment EX1: Overall Existing Basin Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 2yr-24hr Rainfall=2.66" Runoff Area=13.550 ac Runoff Volume=1.069 af Runoff Depth=0.95" Tc=24.0 min CN=79 12.29 cfs Type II 24-hr 2yr-24hr Rainfall=2.66"SCB002 HydroCAD Printed 11/23/2020Prepared by Microsoft HydroCAD® 10.00-19 s/n 08404 © 2016 HydroCAD Software Solutions LLC Summary for Pond EP: Existing Pond (Existing) Inflow Area = 13.550 ac, 0.00% Impervious, Inflow Depth = 0.95" for 2yr-24hr event Inflow = 12.29 cfs @ 12.19 hrs, Volume= 1.069 af Outflow = 0.75 cfs @ 14.99 hrs, Volume= 0.784 af, Atten= 94%, Lag= 167.9 min Primary = 0.75 cfs @ 14.99 hrs, Volume= 0.784 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 842.07' @ 14.99 hrs Surf.Area= 28,271 sf Storage= 26,515 cf Plug-Flow detention time= 472.9 min calculated for 0.784 af (73% of inflow) Center-of-Mass det. time= 368.9 min ( 1,238.6 - 869.7 ) Volume Invert Avail.Storage Storage Description #1 841.10' 160,507 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 841.10 26,085 0 0 842.00 28,069 24,369 24,369 843.00 30,847 29,458 53,827 844.00 34,237 32,542 86,369 845.00 37,072 35,655 122,024 846.00 39,894 38,483 160,507 Device Routing Invert Outlet Devices #1 Primary 841.50'12.0" Round Culvert L= 368.0' Box, headwall w/3 square edges, Ke= 0.500 Inlet / Outlet Invert= 841.10' / 841.50' S= -0.0011 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf Primary OutFlow Max=0.75 cfs @ 14.99 hrs HW=842.07' (Free Discharge) 1=Culvert (Barrel Controls 0.75 cfs @ 1.22 fps) Type II 24-hr 2yr-24hr Rainfall=2.66"SCB002 HydroCAD Printed 11/23/2020Prepared by Microsoft HydroCAD® 10.00-19 s/n 08404 © 2016 HydroCAD Software Solutions LLC Pond EP: Existing Pond (Existing) Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=13.550 ac Peak Elev=842.07' Storage=26,515 cf 12.0" Round Culvert n=0.013 L=368.0' S=-0.0011 '/' 12.29 cfs 0.75 cfs Type II 24-hr 10yr-24hr Rainfall=3.83"SCB002 HydroCAD Printed 11/23/2020Prepared by Microsoft HydroCAD® 10.00-19 s/n 08404 © 2016 HydroCAD Software Solutions LLC Subcatchment EX1: Overall Existing Basin Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 10yr-24hr Rainfall=3.83" Runoff Area=13.550 ac Runoff Volume=2.062 af Runoff Depth=1.83" Tc=24.0 min CN=79 24.57 cfs Type II 24-hr 10yr-24hr Rainfall=3.83"SCB002 HydroCAD Printed 11/23/2020Prepared by Microsoft HydroCAD® 10.00-19 s/n 08404 © 2016 HydroCAD Software Solutions LLC Summary for Pond EP: Existing Pond (Existing) Inflow Area = 13.550 ac, 0.00% Impervious, Inflow Depth = 1.83" for 10yr-24hr event Inflow = 24.57 cfs @ 12.18 hrs, Volume= 2.062 af Outflow = 1.60 cfs @ 14.17 hrs, Volume= 1.769 af, Atten= 93%, Lag= 119.4 min Primary = 1.60 cfs @ 14.17 hrs, Volume= 1.769 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 842.94' @ 14.17 hrs Surf.Area= 30,676 sf Storage= 52,018 cf Plug-Flow detention time= 462.6 min calculated for 1.769 af (86% of inflow) Center-of-Mass det. time= 395.8 min ( 1,246.1 - 850.3 ) Volume Invert Avail.Storage Storage Description #1 841.10' 160,507 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 841.10 26,085 0 0 842.00 28,069 24,369 24,369 843.00 30,847 29,458 53,827 844.00 34,237 32,542 86,369 845.00 37,072 35,655 122,024 846.00 39,894 38,483 160,507 Device Routing Invert Outlet Devices #1 Primary 841.50'12.0" Round Culvert L= 368.0' Box, headwall w/3 square edges, Ke= 0.500 Inlet / Outlet Invert= 841.10' / 841.50' S= -0.0011 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf Primary OutFlow Max=1.60 cfs @ 14.17 hrs HW=842.94' (Free Discharge) 1=Culvert (Barrel Controls 1.60 cfs @ 2.03 fps) Type II 24-hr 10yr-24hr Rainfall=3.83"SCB002 HydroCAD Printed 11/23/2020Prepared by Microsoft HydroCAD® 10.00-19 s/n 08404 © 2016 HydroCAD Software Solutions LLC Pond EP: Existing Pond (Existing) Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=13.550 ac Peak Elev=842.94' Storage=52,018 cf 12.0" Round Culvert n=0.013 L=368.0' S=-0.0011 '/' 24.57 cfs 1.60 cfs Type II 24-hr 100yr-24hr Rainfall=6.46"SCB002 HydroCAD Printed 11/23/2020Prepared by Microsoft HydroCAD® 10.00-19 s/n 08404 © 2016 HydroCAD Software Solutions LLC Subcatchment EX1: Overall Existing Basin Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)60 55 50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 100yr-24hr Rainfall=6.46" Runoff Area=13.550 ac Runoff Volume=4.622 af Runoff Depth=4.09" Tc=24.0 min CN=79 55.25 cfs Type II 24-hr 100yr-24hr Rainfall=6.46"SCB002 HydroCAD Printed 11/23/2020Prepared by Microsoft HydroCAD® 10.00-19 s/n 08404 © 2016 HydroCAD Software Solutions LLC Summary for Pond EP: Existing Pond (Existing) Inflow Area = 13.550 ac, 0.00% Impervious, Inflow Depth = 4.09" for 100yr-24hr event Inflow = 55.25 cfs @ 12.17 hrs, Volume= 4.622 af Outflow = 3.02 cfs @ 14.27 hrs, Volume= 4.303 af, Atten= 95%, Lag= 126.1 min Primary = 3.02 cfs @ 14.27 hrs, Volume= 4.303 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 845.10' @ 14.27 hrs Surf.Area= 37,363 sf Storage= 125,989 cf Plug-Flow detention time= 549.7 min calculated for 4.302 af (93% of inflow) Center-of-Mass det. time= 512.1 min ( 1,339.4 - 827.3 ) Volume Invert Avail.Storage Storage Description #1 841.10' 160,507 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 841.10 26,085 0 0 842.00 28,069 24,369 24,369 843.00 30,847 29,458 53,827 844.00 34,237 32,542 86,369 845.00 37,072 35,655 122,024 846.00 39,894 38,483 160,507 Device Routing Invert Outlet Devices #1 Primary 841.50'12.0" Round Culvert L= 368.0' Box, headwall w/3 square edges, Ke= 0.500 Inlet / Outlet Invert= 841.10' / 841.50' S= -0.0011 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf Primary OutFlow Max=3.02 cfs @ 14.27 hrs HW=845.10' (Free Discharge) 1=Culvert (Barrel Controls 3.02 cfs @ 3.85 fps) Type II 24-hr 100yr-24hr Rainfall=6.46"SCB002 HydroCAD Printed 11/23/2020Prepared by Microsoft HydroCAD® 10.00-19 s/n 08404 © 2016 HydroCAD Software Solutions LLC Pond EP: Existing Pond (Existing) Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=13.550 ac Peak Elev=845.10' Storage=125,989 cf 12.0" Round Culvert n=0.013 L=368.0' S=-0.0011 '/' 55.25 cfs 3.02 cfs C. PROPOSED CONDITIONS ROGER WARD ENGINEERING, INC.STORM DRAIN FLOW TABULATION FORM - RATIONAL METHODPROJECT NAMEPENNWOOD PICKLEBALLPROJECT No. SCB.004 COMPUTED BY:RCWSTORM FREQUENCY DESIGN YEAR 10CHECKED BY:RCWC A L C U L A T E D D E S I G N HGLLOCATION INLET ACRES COEF. SUM TIME CONC. (min) INT. "Q" = PIPE (full) n =0.013Pipe Pipe Max Q Max V MANHOLEUS MH DEPTHLOCA TIONfrom to AREA sub total "C" CA CA inlet drain total "I" CIA size slope vel. length slope full full INV out INV inDSTC-INVFROM TO1180.30 0.790.2466 6.79 1.61T.C.=849.00844.431184.60118118 1170.30 0.24 5.51 0.65 6.16 6.79 1.61120.20 2.05100 0.322.01 2.57 844.40 844.08 844.25Cover = 3.60118 1171170.31 0.820.2555 6.98 1.75T.C.=848.50844.251174.52117117 1160.61 0.49 6.16 0.78 6.94 6.56 3.20150.25 2.61126 0.263.29 2.68 843.98 843.65 843.66Cover = 3.27117 1161160.20 0.800.1655 6.98 1.11T.C.=848.00843.661164.45116116 115A0.80 0.65 6.94 0.20 7.14 6.30 4.07150.40 3.3241 0.424.18 3.41 843.55 843.38 843.66Cover = 3.20116 115A115A0.07 0.800.0555 6.98 0.37T.C.=847.90843.66115A5.02115A115A 1150.87 0.70 7.14 0.29 7.43 6.24 4.36150.46 3.5663 0.484.47 3.65 843.28 842.98 843.66Cover = 3.77115A 1151150.50 0.900.4555 6.98 3.12T.C.=850.10843.661157.35115115 1140.87 0.70 7.14 0.10 7.24 6.24 4.36180.17 2.4716 0.204.70 2.66 842.88 842.85 843.66Cover = 3.52115 1141140.00 0.000.0055 6.98 0.00T.C.=849.40843.661146.65114114 1130.87 0.70 7.24 0.22 7.46 6.21 4.34180.17 2.4635 0.204.70 2.66 842.75 842.68 843.66Cover = 5.15114 1131112.70 0.471.261616 4.45 5.59T.C.=844.40843.661112.60111111 1132.70 1.26 15.70 0.33 16.03 4.45 5.59240.06 1.7865 0.2110.24 3.26 841.80 841.67 843.66Cover = 0.60111 1131130.00 0.000.0055 6.98 0.00T.C.=846.80843.661135.23113113 112A3.57 1.96 16.03 0.10 16.14 4.40 8.61270.08 2.1724 0.2515.48 3.89 841.57 841.51 843.66Cover = 2.98113 112A112A0.00 0.000.0055 6.98 0.00T.C.=846.70843.66112A5.29112A112A 1123.57 1.96 15.70 0.15 15.85 4.45 8.70270.08 2.1935 0.2515.48 3.89 841.41 841.32 843.65Cover = 3.04112A 1121200.79 0.200.162424 3.52 0.56T.C.=843.50843.651200.00120120 1190.79 0.16 24.17 0.05 24.22 3.52 0.56120.02 0.7124 3.006.17 7.85 843.50 842.78 843.65Cover = NA120 11903/22/23Page 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 65 **Open Space (Good Condition - EXISTING) Gravel/Stone = 0.85 85 MmB2 Soil - Type B Soil = 1% Site CrA Soil - Type C Soil = 29% Br Soil - Type B soil (existing) and Type D soil (proposed) = 70% Site *Type 'D' Soils - For Proposed Condition **Type 'B' & 'C' Soils - For Existing Condition BASIN (118) Roof Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2) (ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 0 11715 1317 0 13032 0.30 0.79 96 BASIN (117) Roof Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2) (ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 0 12549 788 0 13337 0.31 0.82 97 BASIN (116) Roof Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2) (ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 0 7864 704 0 8568 0.20 0.80 97 BASIN (115A) Roof Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2) (ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 0 2731 0 0 2902 0.07 0.80 92 BASIN (115) Roof Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2) (ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 21607 0 0 0 21607 0.50 0.90 98 BASIN (108) Roof Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2) (ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 0 7009 883 0 7892 0.18 0.79 96 BASIN (107) Roof Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2) (ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 9396 0 0 0 9396 0.22 0.90 98 BASIN (106) Roof Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2) (ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 0 4769 1112 0 5881 0.14 0.75 95 BASIN (105) Roof Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2) (ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 0 11536 1115 0 12651 0.29 0.80 96 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 65 **Open Space (Good Condition - EXISTING) Gravel/Stone = 0.85 85 MmB2 Soil - Type B Soil = 1% Site CrA Soil - Type C Soil = 29% Br Soil - Type B soil (existing) and Type D soil (proposed) = 70% Site *Type 'D' Soils - For Proposed Condition **Type 'B' & 'C' Soils - For Existing Condition **BASIN (111) - EXISTING OFFSITE Roof Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2)(ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 12839 34300 70453 0 117592 2.70 0.47 78 **BASIN (120) - EXISTING OFFSITE 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 34601 0 34601 0.79 0.20 65 *OVERALL (PR1) => NOTE: HIGHER CN VALUES APPLIED TO THIS PHASE OF DEVELOPMENT Roof Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2)(ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 117768 209354 263157 0 590279 13.55 0.54 82 **OVERALL (EX1) Roof Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2)(ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 93667 156337 340275 0 590279 13.55 0.48 79 OVERALL ON-SITE 27323 58491 8607 0 94421 2.17 0.81 96 % ROOF & IMP. = 91% Time of Concentration WorksheetPROJECT: PENNWOOD PICKLEBALL Based on TR-55JOB #: SCB.004Typical 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)118 20 2.00 0.240485 2.00 0.01116117 7 2.00 0.240295 2.00 0.01115116 7 2.00 0.240295 2.00 0.01115115A 7 2.00 0.240265 2.00 0.01115115 70 2.00 0.0111379 0.35 2.090.171.00 0.0131.62 45108 20 2.00 0.240480 1.00 0.01116107 65 2.00 0.0111237 0.20 1.570.121.06 0.0131.37 35106 30 2.00 0.240660 1.00 0.01117105 20 2.00 0.240440 1.00 0.01115111 40 1.00 0.150720 1.00 0.0110800 1.77 4.710.380.33 0.0131.59 816120 100 1.00 0.15014680 0.50 U1.14 1024PR1 100 1.00 0.15014680 0.50 U1.14 1024EX1 100 1.00 0.15014680 0.50 U1.14 1024Page 1 EX1 Overall Existing Basin PR1 Overall Proposed Basin EP Existing Pond (Existing) PP Existing Pond (Proposed New Outlet) Routing Diagram for SCB002 HydroCAD Prepared by Microsoft, Printed 11/23/2020 HydroCAD® 10.00-19 s/n 08404 © 2016 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr 2yr-24hr Rainfall=2.66"SCB002 HydroCAD Printed 11/24/2020Prepared by Microsoft HydroCAD® 10.00-19 s/n 08404 © 2016 HydroCAD Software Solutions LLC Subcatchment PR1: Overall Proposed Basin Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 2yr-24hr Rainfall=2.66" Runoff Area=13.550 ac Runoff Volume=1.261 af Runoff Depth=1.12" Tc=24.0 min CN=82 14.85 cfs Type II 24-hr 2yr-24hr Rainfall=2.66"SCB002 HydroCAD Printed 2/5/2021Prepared by Microsoft HydroCAD® 10.00-19 s/n 08404 © 2016 HydroCAD Software Solutions LLC Summary for Pond PP: Existing Pond (Proposed New Outlet) Inflow Area = 13.550 ac, 0.00% Impervious, Inflow Depth = 1.12" for 2yr-24hr event Inflow = 14.85 cfs @ 12.18 hrs, Volume= 1.261 af Outflow = 1.03 cfs @ 14.16 hrs, Volume= 1.097 af, Atten= 93%, Lag= 118.7 min Primary = 1.03 cfs @ 14.16 hrs, Volume= 1.097 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 842.40' @ 14.16 hrs Surf.Area= 29,171 sf Storage= 30,791 cf Plug-Flow detention time= 491.9 min calculated for 1.097 af (87% of inflow) Center-of-Mass det. time= 429.0 min ( 1,288.0 - 859.0 ) Volume Invert Avail.Storage Storage Description #1 841.30' 155,246 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 841.30 26,526 0 0 842.00 28,069 19,108 19,108 843.00 30,847 29,458 48,566 844.00 34,237 32,542 81,108 845.00 37,072 35,655 116,763 846.00 39,894 38,483 155,246 Device Routing Invert Outlet Devices #1 Primary 841.30'12.0" Round Culvert L= 267.0' Box, headwall w/3 square edges, Ke= 0.500 Inlet / Outlet Invert= 841.30' / 841.30' S= 0.0000 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 841.30'8.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=1.03 cfs @ 14.16 hrs HW=842.40' (Free Discharge) 1=Culvert (Barrel Controls 1.03 cfs @ 1.49 fps) 2=Orifice/Grate (Passes 1.03 cfs of 1.47 cfs potential flow) Type II 24-hr 2yr-24hr Rainfall=2.66"SCB002 HydroCAD Printed 2/5/2021Prepared by Microsoft HydroCAD® 10.00-19 s/n 08404 © 2016 HydroCAD Software Solutions LLC Pond PP: Existing Pond (Proposed New Outlet) Inflow Primary Hydrograph Time (hours) 4847464544434241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=13.550 ac Peak Elev=842.40' Storage=30,791 cf 14.85 cfs 1.03 cfs Type II 24-hr 10yr-24hr Rainfall=3.83"SCB002 HydroCAD Printed 11/24/2020Prepared by Microsoft HydroCAD® 10.00-19 s/n 08404 © 2016 HydroCAD Software Solutions LLC Subcatchment PR1: Overall Proposed Basin Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 10yr-24hr Rainfall=3.83" Runoff Area=13.550 ac Runoff Volume=2.324 af Runoff Depth=2.06" Tc=24.0 min CN=82 27.85 cfs Type II 24-hr 10yr-24hr Rainfall=3.83"SCB002 HydroCAD Printed 2/5/2021Prepared by Microsoft HydroCAD® 10.00-19 s/n 08404 © 2016 HydroCAD Software Solutions LLC Summary for Pond PP: Existing Pond (Proposed New Outlet) Inflow Area = 13.550 ac, 0.00% Impervious, Inflow Depth = 2.06" for 10yr-24hr event Inflow = 27.85 cfs @ 12.18 hrs, Volume= 2.324 af Outflow = 2.01 cfs @ 13.83 hrs, Volume= 2.142 af, Atten= 93%, Lag= 99.3 min Primary = 2.01 cfs @ 13.83 hrs, Volume= 2.142 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 843.31' @ 13.83 hrs Surf.Area= 31,882 sf Storage= 58,501 cf Plug-Flow detention time= 457.0 min calculated for 2.141 af (92% of inflow) Center-of-Mass det. time= 415.2 min ( 1,256.6 - 841.4 ) Volume Invert Avail.Storage Storage Description #1 841.30' 155,246 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 841.30 26,526 0 0 842.00 28,069 19,108 19,108 843.00 30,847 29,458 48,566 844.00 34,237 32,542 81,108 845.00 37,072 35,655 116,763 846.00 39,894 38,483 155,246 Device Routing Invert Outlet Devices #1 Primary 841.30'12.0" Round Culvert L= 267.0' Box, headwall w/3 square edges, Ke= 0.500 Inlet / Outlet Invert= 841.30' / 841.30' S= 0.0000 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 841.30'8.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=2.01 cfs @ 13.83 hrs HW=843.31' (Free Discharge) 1=Culvert (Barrel Controls 2.01 cfs @ 2.56 fps) 2=Orifice/Grate (Passes 2.01 cfs of 2.17 cfs potential flow) Type II 24-hr 10yr-24hr Rainfall=3.83"SCB002 HydroCAD Printed 2/5/2021Prepared by Microsoft HydroCAD® 10.00-19 s/n 08404 © 2016 HydroCAD Software Solutions LLC Pond PP: Existing Pond (Proposed New Outlet) Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=13.550 ac Peak Elev=843.31' Storage=58,501 cf 27.85 cfs 2.01 cfs Type II 24-hr 100yr-24hr Rainfall=6.46"SCB002 HydroCAD Printed 11/24/2020Prepared by Microsoft HydroCAD® 10.00-19 s/n 08404 © 2016 HydroCAD Software Solutions LLC Subcatchment PR1: Overall Proposed Basin Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)65 60 55 50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 100yr-24hr Rainfall=6.46" Runoff Area=13.550 ac Runoff Volume=4.982 af Runoff Depth=4.41" Tc=24.0 min CN=82 59.27 cfs Type II 24-hr 100yr-24hr Rainfall=6.46"SCB002 HydroCAD Printed 2/5/2021Prepared by Microsoft HydroCAD® 10.00-19 s/n 08404 © 2016 HydroCAD Software Solutions LLC Summary for Pond PP: Existing Pond (Proposed New Outlet) Inflow Area = 13.550 ac, 0.00% Impervious, Inflow Depth = 4.41" for 100yr-24hr event Inflow = 59.27 cfs @ 12.16 hrs, Volume= 4.982 af Outflow = 3.30 cfs @ 14.15 hrs, Volume= 4.748 af, Atten= 94%, Lag= 119.2 min Primary = 3.30 cfs @ 14.15 hrs, Volume= 4.748 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 845.50' @ 14.15 hrs Surf.Area= 38,482 sf Storage= 135,989 cf Plug-Flow detention time= 538.2 min calculated for 4.748 af (95% of inflow) Center-of-Mass det. time= 510.9 min ( 1,330.6 - 819.7 ) Volume Invert Avail.Storage Storage Description #1 841.30' 155,246 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 841.30 26,526 0 0 842.00 28,069 19,108 19,108 843.00 30,847 29,458 48,566 844.00 34,237 32,542 81,108 845.00 37,072 35,655 116,763 846.00 39,894 38,483 155,246 Device Routing Invert Outlet Devices #1 Primary 841.30'12.0" Round Culvert L= 267.0' Box, headwall w/3 square edges, Ke= 0.500 Inlet / Outlet Invert= 841.30' / 841.30' S= 0.0000 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 841.30'8.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=3.30 cfs @ 14.15 hrs HW=845.50' (Free Discharge) 1=Culvert (Passes 3.30 cfs of 3.59 cfs potential flow) 2=Orifice/Grate (Orifice Controls 3.30 cfs @ 9.47 fps) Type II 24-hr 100yr-24hr Rainfall=6.46"SCB002 HydroCAD Printed 2/5/2021Prepared by Microsoft HydroCAD® 10.00-19 s/n 08404 © 2016 HydroCAD Software Solutions LLC Pond PP: Existing Pond (Proposed New Outlet) Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=13.550 ac Peak Elev=845.50' Storage=135,989 cf 59.27 cfs 3.30 cfs D. STORMWATER QUALITY DATA E. TRAMMEL CROW REPORT - 1987 F. ICPR MODEL (for pipe HGL and pond overflow) 10 YR HGL 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 104 PROPOSED 10YR-24HR 12.00 844.01 847.78 0.0037 139 12.00 1.09 11.99 1.09 105 PROPOSED 10YR-24HR 12.00 845.31 847.75 0.0040 159 12.00 1.09 12.00 1.09 106 PROPOSED 10YR-24HR 12.00 845.72 849.20 0.0017 133 12.00 0.18 11.99 0.18 107 PROPOSED 10YR-24HR 12.00 845.68 851.04 0.0032 200 12.00 0.53 12.00 0.53 108 PROPOSED 10YR-24HR 12.00 846.02 849.30 0.0032 158 12.00 0.24 10.98 0.26 112A PROPOSED 10YR-24HR 14.74 843.66 846.70 0.0049 125 11.95 2.14 14.34 1.97 113 PROPOSED 10YR-24HR 14.74 843.65 846.80 0.0045 126 11.57 1.82 11.95 2.14 114 PROPOSED 10YR-24HR 14.74 843.66 849.40 0.0050 115 11.71 1.82 11.57 1.82 115 PROPOSED 10YR-24HR 14.74 843.66 850.10 0.0050 116 12.00 1.83 11.71 1.82 115A PROPOSED 10YR-24HR 14.74 843.66 847.90 0.0047 124 12.00 1.16 12.00 1.16 116 PROPOSED 10YR-24HR 14.74 843.66 848.00 0.0040 167 11.99 1.07 12.00 1.07 117 PROPOSED 10YR-24HR 11.99 844.25 848.50 0.0041 223 11.99 0.85 11.99 0.81 118 PROPOSED 10YR-24HR 11.57 844.43 849.00 0.0036 159 12.00 0.40 11.87 0.44 POND PROPOSED 10YR-24HR 14.74 843.65 846.00 0.0036 33068 12.00 13.11 14.74 1.45 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 POND OVERFLOW - 1.25x Q100 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-OVERFLOW BASE 100YR-24HR 14.58 846.67 846.70 0.0041 41784 12.00 31.49 14.58 4.37 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 INPUT DATA ========================================================================================== ==== Basins ============================================================================== ========================================================================================== Name: 105 Node: 105 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): 0.29 Time Shift(hrs): 0.00 Curve Number: 96.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 106 Node: 106 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): 7.00 Area(ac): 0.14 Time Shift(hrs): 0.00 Curve Number: 93.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 107 Node: 107 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: 98.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 108 Node: 108 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): 0.18 Time Shift(hrs): 0.00 Curve Number: 96.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 115 Node: 115 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): 0.50 Time Shift(hrs): 0.00 Curve Number: 98.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 115A Node: 115A Status: Onsite Group: PROPOSED Type: SCS Unit Hydrograph CN Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 13 INPUT DATA 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): 0.07 Time Shift(hrs): 0.00 Curve Number: 92.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 116 Node: 116 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): 0.20 Time Shift(hrs): 0.00 Curve Number: 97.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 117 Node: 117 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): 0.31 Time Shift(hrs): 0.00 Curve Number: 97.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 118 Node: 118 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): 0.30 Time Shift(hrs): 0.00 Curve Number: 96.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: PR1 Node: PR1 Status: Onsite Group: BASE 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): 24.00 Area(ac): 13.55 Time Shift(hrs): 0.00 Curve Number: 82.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: PR1 1.25x Node: POND-OVERFLOW Status: Onsite Group: BASE 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): 24.00 Area(ac): 16.94 Time Shift(hrs): 0.00 Curve Number: 82.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 2 of 13 INPUT DATA ---------------------------------------------------------------------------------------------------- Name: PR1 REMAINDER 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): 24.00 Area(ac): 11.38 Time Shift(hrs): 0.00 Curve Number: 82.00 Max Allowable Q(cfs): 0.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: WQU Node: WQU-SIZING 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): 3.77 Time Shift(hrs): 0.00 Curve Number: 97.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ========================================================================================== ==== Nodes =============================================================================== ========================================================================================== Name: 104 Base Flow(cfs): 0.00 Init Stage(ft): 843.42 Group: PROPOSED Warn Stage(ft): 847.78 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 843.42 0.0004 847.78 0.0004 ------------------------------------------------------------------------------------------ Name: 105 Base Flow(cfs): 0.00 Init Stage(ft): 844.71 Group: PROPOSED Warn Stage(ft): 847.75 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 844.71 0.0004 847.75 0.0004 848.55 0.0050 ------------------------------------------------------------------------------------------ Name: 106 Base Flow(cfs): 0.00 Init Stage(ft): 845.49 Group: PROPOSED Warn Stage(ft): 849.20 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 845.49 0.0001 849.20 0.0001 849.65 0.0050 ------------------------------------------------------------------------------------------ Name: 107 Base Flow(cfs): 0.00 Init Stage(ft): 845.28 Group: PROPOSED Warn Stage(ft): 851.04 Type: Stage/Area Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 3 of 13 INPUT DATA Stage(ft) Area(ac) --------------- --------------- 845.28 0.0003 851.04 0.0003 ------------------------------------------------------------------------------------------ Name: 108 Base Flow(cfs): 0.00 Init Stage(ft): 845.75 Group: PROPOSED Warn Stage(ft): 849.30 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 845.75 0.0001 849.30 0.0001 849.50 0.0050 ------------------------------------------------------------------------------------------ Name: 112A Base Flow(cfs): 0.00 Init Stage(ft): 841.41 Group: PROPOSED Warn Stage(ft): 846.70 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 841.41 0.0004 846.70 0.0004 ------------------------------------------------------------------------------------------ Name: 113 Base Flow(cfs): 0.00 Init Stage(ft): 841.57 Group: PROPOSED Warn Stage(ft): 846.80 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 841.57 0.0004 846.80 0.0004 ------------------------------------------------------------------------------------------ Name: 114 Base Flow(cfs): 0.00 Init Stage(ft): 842.75 Group: PROPOSED Warn Stage(ft): 849.40 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 842.75 0.0004 849.40 0.0004 ------------------------------------------------------------------------------------------ Name: 115 Base Flow(cfs): 0.00 Init Stage(ft): 842.88 Group: PROPOSED Warn Stage(ft): 850.10 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 842.88 0.0004 850.10 0.0004 ------------------------------------------------------------------------------------------ Name: 115A Base Flow(cfs): 0.00 Init Stage(ft): 843.28 Group: PROPOSED Warn Stage(ft): 847.90 Type: Stage/Area Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 4 of 13 INPUT DATA Stage(ft) Area(ac) --------------- --------------- 843.28 0.0003 847.90 0.0003 847.91 0.0010 ------------------------------------------------------------------------------------------ Name: 116 Base Flow(cfs): 0.00 Init Stage(ft): 843.55 Group: PROPOSED Warn Stage(ft): 848.00 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 843.55 0.0003 848.00 0.0003 848.15 0.0500 ------------------------------------------------------------------------------------------ Name: 117 Base Flow(cfs): 0.00 Init Stage(ft): 843.98 Group: PROPOSED Warn Stage(ft): 848.50 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 843.98 0.0001 848.50 0.0001 848.93 0.0900 ------------------------------------------------------------------------------------------ Name: 118 Base Flow(cfs): 0.00 Init Stage(ft): 844.40 Group: PROPOSED Warn Stage(ft): 849.00 Type: Stage/Area 5 Stage(ft) Area(ac) --------------- --------------- 844.40 0.0001 849.00 0.0001 849.77 0.0500 ------------------------------------------------------------------------------------------ Name: BDRY Base Flow(cfs): 0.00 Init Stage(ft): 841.27 Group: PROPOSED Warn Stage(ft): 850.00 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 841.27 24.00 841.27 ------------------------------------------------------------------------------------------ Name: BDRY-OVERFLOW Base Flow(cfs): 0.00 Init Stage(ft): 841.27 Group: BASE Warn Stage(ft): 850.00 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 841.27 24.00 841.27 ------------------------------------------------------------------------------------------ Name: POND Base Flow(cfs): 0.00 Init Stage(ft): 841.28 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 5 of 13 INPUT DATA Group: PROPOSED Warn Stage(ft): 846.00 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 841.28 0.6090 842.00 0.6440 843.00 0.7080 844.00 0.7860 845.00 0.8510 846.00 0.9160 ------------------------------------------------------------------------------------------ Name: POND-OVERFLOW Base Flow(cfs): 0.00 Init Stage(ft): 841.28 Group: BASE Warn Stage(ft): 846.70 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 841.28 0.6090 842.00 0.6440 843.00 0.7080 844.00 0.7860 845.00 0.8510 846.00 0.9160 ========================================================================================== ==== Pipes =============================================================================== ========================================================================================== Name: 104-POND From Node: 104 Length(ft): 32.00 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): 843.42 841.10 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: 105-104 From Node: 105 Length(ft): 24.00 Group: PROPOSED To Node: 104 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): 844.71 843.52 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 6 of 13 INPUT DATA Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: 106-105 From Node: 106 Length(ft): 50.00 Group: PROPOSED To Node: 105 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): 845.49 845.17 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: 107-105 From Node: 107 Length(ft): 108.00 Group: PROPOSED To Node: 105 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): 845.28 841.50 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: 108-107 From Node: 108 Length(ft): 99.00 Group: PROPOSED To Node: 107 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): 845.75 845.33 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 7 of 13 INPUT DATA ---------------------------------------------------------------------------------------------------- Name: 112A-POND From Node: 112A Length(ft): 35.00 Group: PROPOSED To Node: POND Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic Geometry: Circular Circular Flow: Both Span(in): 27.00 27.00 Entrance Loss Coef: 0.00 Rise(in): 27.00 27.00 Exit Loss Coef: 1.00 Invert(ft): 841.41 841.32 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: 113-112A From Node: 113 Length(ft): 24.00 Group: PROPOSED To Node: 112A Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic Geometry: Circular Circular Flow: Both Span(in): 27.00 27.00 Entrance Loss Coef: 0.00 Rise(in): 27.00 27.00 Exit Loss Coef: 1.00 Invert(ft): 841.57 841.51 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: 114-113 From Node: 114 Length(ft): 35.00 Group: PROPOSED To Node: 113 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): 842.75 842.68 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: 115-114 From Node: 115 Length(ft): 16.00 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 8 of 13 INPUT DATA Group: PROPOSED To Node: 114 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): 842.88 842.85 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: 115A-115 From Node: 115A Length(ft): 63.00 Group: PROPOSED To Node: 115 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): 843.28 842.98 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: 116-115A From Node: 116 Length(ft): 41.00 Group: PROPOSED To Node: 115A 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): 843.55 843.38 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: 117-116 From Node: 117 Length(ft): 126.00 Group: PROPOSED To Node: 116 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 9 of 13 INPUT DATA Span(in): 12.00 12.00 Entrance Loss Coef: 0.00 Rise(in): 12.00 12.00 Exit Loss Coef: 1.00 Invert(ft): 843.98 843.65 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: 118-117 From Node: 118 Length(ft): 100.00 Group: PROPOSED To Node: 117 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): 844.40 844.08 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 ========================================================================================== ==== Drop Structures ===================================================================== ========================================================================================== Name: OUTLET From Node: POND Length(ft): 267.00 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): 841.280 841.280 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 2 for Drop Structure 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): 8.00 Invert(ft): 841.280 Rise(in): 8.00 Control Elev(ft): 841.280 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 10 of 13 INPUT DATA *** Weir 2 of 2 for Drop Structure OUTLET *** TABLE Count: 1 Bottom Clip(in): 0.000 Type: Horizontal Top Clip(in): 0.000 Flow: Both Weir Disc Coef: 3.200 Geometry: Rectangular Orifice Disc Coef: 0.600 Span(in): 24.00 Invert(ft): 845.970 Rise(in): 24.00 Control Elev(ft): 845.970 ---------------------------------------------------------------------------------------------------- Name: OUTLET-OVERFLOW From Node: POND-OVERFLOW Length(ft): 267.00 Group: BASE To Node: BDRY-OVERFLOW 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): 841.280 841.280 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 2 for Drop Structure OUTLET-OVERFLOW *** 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): 8.00 Invert(ft): 841.280 Rise(in): 8.00 Control Elev(ft): 841.280 *** Weir 2 of 2 for Drop Structure OUTLET-OVERFLOW *** TABLE Count: 1 Bottom Clip(in): 0.000 Type: Horizontal Top Clip(in): 0.000 Flow: Both Weir Disc Coef: 3.200 Geometry: Rectangular Orifice Disc Coef: 0.600 Span(in): 24.00 Invert(ft): 845.970 Rise(in): 24.00 Control Elev(ft): 845.970 ========================================================================================== ==== 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 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 11 of 13 INPUT DATA ========================================================================================== ==== Hydrology Simulations =============================================================== ========================================================================================== Name: 100YR-24HR Filename: S:\jobs\SCB\004\icpr\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) --------------- --------------- 48.000 10.00 ---------------------------------------------------------------------------------------------------- Name: 10YR-24HR Filename: S:\jobs\SCB\004\icpr\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\SCB\004\icpr\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\SCB\004\icpr\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\SCB\004\icpr\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: Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 12 of 13 INPUT DATA 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\SCB\004\icpr\10YR-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: 2YR-24HR Hydrology Sim: 2YR-24HR Filename: S:\jobs\SCB\004\icpr\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 13 of 13