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STORMWATER REPORT - 01-06-2020 www.CivilSiteGroup.com 4931 West 35th Street • Suite 200 • St. Louis Park • Minnesota • 55416 (612) 615-0060 Storm Water Management Report Project: Moments of Chanhassen 1660 Arboretum Blvd Chanhassen, MN 55317 Developer: TMSC of Chanhassen LLC 16258 Kenyon Blvd Lakeville, MN 55004 All plans and supporting Documentation contained in this report have been reviewed and approved by the Registered Engineer listed below and it is hereby certified that the plans comply with the requirements of the ordinance. I hereby certify that this report was prepared by me or under my direct supervision and that I am a duly Registered Professional Engineer under the laws of the State of Minnesota. __ Matthew R. Pavek P.E. Registration Number: 44263 Date: 01/06/20 www.CivilSiteGroup.com 4931 West 35th Street • Suite 200 • St. Louis Park • Minnesota • 55416 (612) 615-0060 Table of Contents: Cover Sheet Summary Narrative Stormwater Calculations Drainage Area Maps Existing Drainage Area Map Proposed Drainage Area Map Proposed Storm Sewer Sizes HydroCAD Calculations Existing HydroCAD Calculations Proposed HydroCAD Calculations P8 Results Geotechnical Report www.CivilSiteGroup.com 4931 West 35th Street • Suite 200 • St. Louis Park • Minnesota • 55416 (612) 615-0060 Summary Narrative: This Storm Water Management Report accompanies the Civil Plans prepared for the Moments of Chanhassen project dated 01/06/2019 and attached to this report. Existing Site Conditions: The site for this project is currently vacant with 0.0 acres of impervious surface. Soils: Soil borings have been completed by Haugo Geotechnical Services, Inc. dated January 5, 2018. Soils on site typically consist of Sandy Lean Clay fill with trace organic materials, gravel and wood over Sandy Lean Clay (CL) glacial till. On-site soils have a Hydrologic Soil Group (HSG) Type D designation with an infiltration rate of 0.06 in/hr. Site soils are poor for stormwater infiltration. Type D soils are modeled for the pervious areas in the HydroCAD models with a CN of 80. See the full Geotechnical Report at the end of this stormwater report. Groundwater: Groundwater has been identified in the soil borings at elevations ranging from 946.00 to 950.00. Groundwater was identified in two of the four soil borings taken near the proposed stormwater filtration basin at elevations 946.00 and 947.60. The bottom of the proposed filtration basin will be at 950.60, three feet above the highest groundwater elevation. Proposed Site: This project consists of the construction of a 48-unit memory care residential facility with associated parking, grading, utilities, and landscaping improvements. A filtration basin at the east end of the site will provide water quality and rate control to meet the requirements of the City of Chanhassen and the Riley-Purgatory-Bluff Creek Watershed District (RPBCWD). A restricted site designation is being sought for the volume abstraction requirement due to the poorly infiltrating soils. Tc (Time of Concentration) for all areas is assumed to be the minimum of 6 minutes for all sub catchments in the HydroCAD models. Impervious surfaces in the HydroCAD models use the recommended curve number of 98. Wetland Impacts: One delineated wetland exists on site. The wetland is classified as a Circular 39 type 2/1 wetland of approximately 4,269 sf in the north-central part of the site. This wetland will not be impacted as part of the project. www.CivilSiteGroup.com 4931 West 35th Street • Suite 200 • St. Louis Park • Minnesota • 55416 (612) 615-0060 Requirements: Per Riley-Purgatory-Bluff Creek Watershed District (RPBCWD) and City of Chanhassen Rate Control: Runoff rate may not exceed existing conditions for the 2, 10 and 100-YR storm events and the 10-day snowmelt event. Atlas-14 rainfall data is used. Volume Abstraction: Stormwater runoff volume must be reduced by 1.1” over all new impervious surfaces (includes all newly constructed impervious surfaces, i.e. all impervious disturbed and reconstructed as well as new impervious). This project is seeking a restricted site designation from RPBCWD since the soils are poorly infiltrating. It is requested that the on- site BMP provide infiltration for the first 0.19” of new impervious surfaces. Water Quality: Stormwater BMPs shall remove 90% of total suspended solids (TSS) and 60% total phosphorus (TP). Proposed Storm Water Facilities: Pretreatment Pretreatment to the filtration basin is provided by a sumped catch basin/manhole with a 6’ wide x 6’ deep sump. A SAFL Baffle and Garbage Skunk will be installed in the manhole to dissipate energy and separate floatables and oils from the stormwater entering the filtration basin. This structure is labeled as CBMH 2 on the utility plan. The pretreatment device receives water from the primary roof drains on the building and two catch basins in the parking lot. The other pretreatment device is the Rain Guardian Turret at the northeastern end of the parking lot. This device receives runoff from the sloped drive aisle leading down to the garage door. According to a report from St. Anthony Falls Laboratory (SAFL), the Rain Guardian Turret TSS removal was as high as 88%. Rate Control practices proposed: Rate control for the project is provided by the proposed infiltration basin. The runoff rates for the 2-YR, 10-YR and 100-YR rainfall events, and the 10-day snowmelt event, will be less than the existing rates (utilizing Atlas-14). See the table below for the existing and proposed runoff rates for this project. www.CivilSiteGroup.com 4931 West 35th Street • Suite 200 • St. Louis Park • Minnesota • 55416 (612) 615-0060 Rate Control Summary Table: 2-YR [2.80"]10-YR [4.2"]100-YR [6.0"]10-DAY SNOWMELT EX1 (TO WETLAND/CREEK)5.61 11.20 18.83 2.71 EX2 (TO ADJ. PROPERTY)1.01 2.02 3.40 0.49 EX3 (TO 78TH ST/PUBLIC POND)0.70 1.40 2.36 0.34 TOTAL (DOWNSTREAM REACH)7.32 14.62 24.59 3.54 2-YR [2.80"]10-YR [4.2"]100-YR [6.0"]10-DAY SNOWMELT PR1 (TO WETLAND/CREEK)3.21 6.42 10.79 1.55 PR2 (TO ADJ. PROPERTY)0.34 0.69 1.16 0.17 PR3 (TO 78TH ST/PUBLIC POND)0.26 0.47 0.75 0.1 PR4 (TO 1P/2P)*1.27 6.12 8.52 1.71 TOTAL (DOWNSTREAM REACH)3.91 12.40 20.53 3.53 Overall Stormwater Rate Summary 2-Year Event 7.32 3.91 10-Year Event 14.62 12.40 100-Year Event 24.59 20.53 10-DAY Snowmelt 3.54 3.53 Drainage Area Existing Conditions Rate (cfs)Proposed Conditions Rate (cfs) Stormwater Rate Summary Drainage Area Existing Rate (cfs) Proposed Conditions Rate (cfs) *PR4 DRAINS TO THE FILTRATION BASIN (1P) AND INFILTRATION BASIN (2P). THE DISCHARGE RATE FROM IS EQUAL TO THE SECONDARY OUTLET (BROAD CRESTED WEIR & CULVERT) DISCHARGE FROM 1P. Volume/Water Quality practices proposed: As stated, this project is seeking a restricted site designation from RPBCWD since the soils on-site are poorly infiltrating. As designed, the abstraction of runoff on-site to the maximum extent practicable is 0.19” from the site’s regulated impervious area. This abstraction will be accomplished with 7.2” of planting medium beneath the underdrain of the filtration basin. The 7.2” deep space over the entire surface area of the pond, and a 40% void ratio, corresponds to 877 cubic feet of abstraction. Although the maximum ponding depth in type D soils is 2.88”, the corresponding depth in the planting medium is 7.2” due to the 40% void ratio. See the Volume/Water Quality Summary in the table below, as well as the P8 results at the end of this report which show the minimum 60% TP and 90% TSS removal rates for the site being met. www.CivilSiteGroup.com 4931 West 35th Street • Suite 200 • St. Louis Park • Minnesota • 55416 (612) 615-0060 Volume/Water Quality Summary: New Impv. Area (sf) Required Volume Abstraction (cf) = New Impv. Area * 1.1"/12 PR1 (TO WETLAND/CREEK)0 0 PR2 (TO ADJ. PROPERTY)0 0 PR3 (TO 78TH ST/PUBLIC POND)1253 115 PR4 (TO 1P)53142 4871 TOTAL 54395 4986 Infiltration Basin 1 (950.60- 951.20)**877 TOTAL 877 Proposed BMP Area Provided Abstraction Volume (cf) Required Infiltration Vol. SummaryDrainage Area **DUE TO CLAYEY SOILS, ABSTRACTION OF THE FULL REQUIRED 4,986 CF IS INFEASIBLE PER RULE J OF THE RPBCWD. ALTERNATIVELY, THIS PROJECT IS REQUESTING THAT THE FIRST 0.19" ON THE NEW IMPERVIOUS SURFACES BE ABSTRACTED THE INFILTRATION BASIN BELOW UNDERDRAIN OF THE FILTRATION BASIN, RATHER THAN THE FIRST 1.1" OR 0.55". Drawdown Calculations: Both the infiltration and filtration portions of the BMP drawdown within the required 48- hour drawdown window. BMP Storage Volume Below Outlet (cf)Inf. Area (sf)Assoc. Inf. Height (ft)Drawdown Rate (in/hr)Drawdown Time (h) Filtration Basin 1 (952.60-953.95)5818 3654 1.59 0.8 23.9 Infiltration Basin 1 (950.60-951.20)877 3654 0.24 0.06 48.0 Drawdown Time Calculations Conclusions: This project consists of a 48-unit memory care residential facility. A filtration/infiltration will fulfill the water quality requirements of the city and watershed district. However, due to clayey soils (poor infiltration rate), it is requested that the BMP provide volume abstraction to the maximum extent possible, which is 0.19” on the site’s regulated impervious area. Civil Site Group - Stormwater Calculations Area [SF] CN Value Area [SF] CN Value Area [SF] CN Value EX1 (TO WETLAND/CREEK) 0 98 118917 80 118917 80 EX2 (TO ADJ. PROPERTY) 0 98 21451 80 21451 80 EX3 (TO 78TH ST/PUBLIC POND) 0 98 14883 80 14883 80 Area [SF] CN Value Area [SF] CN Value Area [SF] CN Value PR1 (TO WETLAND/CREEK) 0 98 68166 80 68166 80 PR2 (TO ADJ. PROPERTY) 0 98 7308 80 7308 80 PR3 (TO 78TH ST/PUBLIC POND) 1253 98 3029 80 4282 85 PR4 (TO 1P) 53142 98 22353 61 75495 87 Impervious [SF] Impervious [AC] Pervious [SF] Pervious [AC] Total [SF] Total [AC] Existing Site 0 0.00 155251 3.56 155251 3.56 Proposed Site 54395 1.25 100856 2.32 155251 3.56 2-YR [2.80"] 10-YR [4.2"] 100-YR [6.0"] 10-DAY SNOWMELT EX1 (TO WETLAND/CREEK) 5.61 11.20 18.83 2.71 EX2 (TO ADJ. PROPERTY) 1.01 2.02 3.40 0.49 EX3 (TO 78TH ST/PUBLIC POND) 0.70 1.40 2.36 0.34 TOTAL (DOWNSTREAM REACH) 7.32 14.62 24.59 3.54 2-YR [2.80"] 10-YR [4.2"] 100-YR [6.0"] 10-DAY SNOWMELT PR1 (TO WETLAND/CREEK) 3.21 6.42 10.79 1.55 PR2 (TO ADJ. PROPERTY) 0.34 0.69 1.16 0.17 PR3 (TO 78TH ST/PUBLIC POND) 0.26 0.47 0.75 0.1 PR4 (TO 1P/2P)* 1.27 6.12 8.52 1.71 TOTAL (DOWNSTREAM REACH) 3.91 12.40 20.53 3.53 Overall Stormwater Rate Summary 2-Year Event 7.32 3.91 10-Year Event 14.62 12.40 100-Year Event 24.59 20.53 10-DAY Snowmelt 3.54 3.53 Stormwater Rate Summary To Creek/Wetland 2-Year Event 5.61 3.21 10-Year Event 11.20 6.42 100-Year Event 18.83 10.79 10-DAY Snowmelt 2.71 1.55 Stormwater Rate Summary To Filtration Basin 2-Year Event 0.00 1.27 10-Year Event 0.00 6.12 100-Year Event 0.00 8.52 10-DAY Snowmelt 0.00 1.71 Stormwater Rate Summary To Adjacent Property 2-Year Event 0.70 0.34 10-Year Event 1.40 0.69 100-Year Event 2.36 1.16 10-DAY Snowmelt 0.49 0.17 Stormwater Water Quality and Volume Summary New Impv. Area (sf) Required Volume Abstraction (cf) = New Impv. Area * 1.1"/12 PR1 (TO WETLAND/CREEK) 0 0 PR2 (TO ADJ. PROPERTY) 0 0 PR3 (TO 78TH ST/PUBLIC POND) 1253 115 PR4 (TO 1P) 53142 4871 TOTAL 54395 4986 Infiltration Basin 1 (950.60-951.20)** 877 TOTAL 877 BMP Storage Volume Below Outlet (cf) Inf. Area (sf) Assoc. Inf. Height (ft) Drawdown Rate (in/hr) Drawdown Time (h) Filtration Basin 1 (952.60-953.95) 5818 3654 1.59 0.8 23.9 Infiltration Basin 1 (950.60-951.20) 877 3654 0.24 0.06 48.0 **DUE TO CLAYEY SOILS, ABSTRACTION OF THE FULL REQUIRED 4,986 CF IS INFEASIBLE PER RULE J OF THE RPBCWD. ALTERNATIVELY, THIS PROJECT IS REQUESTING THAT THE FIRST 0.19" ON THE NEW IMPERVIOUS SURFACES BE ABSTRACTED THE INFILTRATION BASIN BELOW UNDERDRAIN OF THE FILTRATION BASIN, RATHER THAN THE FIRST 1.1" OR 0.55". Proposed Conditions Rate (cfs) Drainage Area Proposed BMP Area Provided Abstraction Volume (cf) Existing Conditions Rate (cfs) Proposed Conditions Rate (cfs) Existing Conditions Rate (cfs) Proposed Conditions Rate (cfs) Required Infiltration Vol. Summary Existing Conditions Rate (cfs) Proposed Conditions Rate (cfs) Stormwater Rate Summary Drainage Area Site Area Summary Moments of Chanhassen Pervious Area Total Area Existing Conditions Proposed Conditions Drainage Area Impervious Area Total AreaImpervious AreaDrainage Area Pervious Area Existing Rate (cfs) Proposed Conditions Rate (cfs) *PR4 DRAINS TO THE FILTRATION BASIN (1P) AND INFILTRATION BASIN (2P). THE DISCHARGE RATE FROM IS EQUAL TO THE SECONDARY OUTLET (BROAD CRESTED WEIR & CULVERT) DISCHARGE FROM 1P. Drainage Area Existing Conditions Rate (cfs) Drawdown Time Calculations S01°20'43"W 399.54 S01°20'39"W 200.00 N63°20'43"E 100.00N01°20'42"E 235.075.70S74°17'30"W326.13Δ=18°35'40"R=1004.93N87°06'49"W 228.90EX1 (TO WETLAND/CREEK)EX IMPV = 0 SFEX PERV = 118,917 SFTOTAL = 118,917 SFEX2 (TO ADJ. PROPERTY)EX IMPV = 0 SFEX PERV = 21,451 SFTOTAL = 21,451 SFEX3 (TO 78TH ST/PUBLIC POND)EX IMPV = 0 SFEX PERV = 14,883TOTAL = 14,883Project Number:Issue Date:Revision Number:Revision Date:4931 W. 35TH ST., #200ST. LOUIS PARK, MN 55416952.250.2003 / 763.213.394www.CivilSiteGroup.comMOMENTS OF CHANHASSENEXISTING DRAINAGE MAPDA11722701/06/19..01" = 50'-0"50'-0"25'-0"N S01°20'43"W 399.54 S01°20'39"W 200.00 N63°20'43"E 100.00N01°20'42"E 235.075.70S74°17'30"W326.13Δ=18°35'40"R=1004.93N87°06'49"W 228.902252 SFTRASH ROOM111 PRedundantRoomSHIFT CHANGE111 V9323 SFUTILITIES111 QRedundantRoomGARAGE111 RRedundantRoomSTORAGE111 T2061 SFDINING111 U193 SFLAUNDRY CHUTE111 S618 SFAUX KITCHEN111 WRedundantRoomMENS LOCKER111 YRedundantRoomWOMENSLOCKER111 X773 SFCOMMERCIALLAUNDRY111 Z997 SFOFFICES111 AA1255 SFCLASSROOM111 BB1382 SFBREAKROOM111CCRedundantRoomSTORAGE111DD406 SFSPA111 EERedundantRoomRESIDENTLAUNDRY111 FF66 SFROOM111GG236 SFMED STORAGE111HH8300 SFBASMENTCOMMON SPACE111 KK1968 SFBASMENTCIRCULATION111 LLDW DW 1194 SFMAIN DINING111 K875 SFKITCHEN111 L737 SFART111 II25' PKG. STBK. (MIN.)PROPERTY LINE PROPERTY LINENOPARKING PR1 (TO WETLAND/CREEK)PR IMPV = 0 SFPR PERV = 68,166 SFTOTAL = 68,166 SFPR3 (TO 78TH ST/PUBLIC POND)PR IMPV = 1,253 SFPR PERV = 3,029 SFTOTAL = 4,282 SFPR2 (TO ADJ. PROPERTY)PR IMPV = 0 SFPR PERV = 7,308 SFTOTAL = 7,308 SFPR4 (TO 1P)PR IMPV = 53,142 SFPR PERV = 22,353 SFTOTAL = 75,495 SFProject Number:Issue Date:Revision Number:Revision Date:4931 W. 35TH ST., #200ST. LOUIS PARK, MN 55416952.250.2003 / 763.213.394www.CivilSiteGroup.comMOMENTS OF CHANHASSENPROPOSED DRAINAGE MAPDA21722701/06/19..01" = 50'-0"50'-0"25'-0"N EX1 EX1 (TO WETLAND/CREEK) EX2 EX2 (TO ADJ. PROPERTY) EX3 EX3 (TO 78TH ST) 1R DOWNSTREAM REACH Routing Diagram for 17227 EXISTING Prepared by {enter your company name here}, Printed 1/3/2020 HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Subcat Reach Pond Link 17227 EXISTING Printed 1/3/2020Prepared by {enter your company name here} Page 2HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 3.564 80 >75% Grass cover, Good, HSG D (EX1, EX2, EX3) 3.564 80 TOTAL AREA 17227 EXISTING Printed 1/3/2020Prepared by {enter your company name here} Page 3HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 3.564 HSG D EX1, EX2, EX3 0.000 Other 3.564 TOTAL AREA 17227 EXISTING Printed 1/3/2020Prepared by {enter your company name here} Page 4HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 0.000 3.564 0.000 3.564 >75% Grass cover, Good EX1, EX2, EX3 0.000 0.000 0.000 3.564 0.000 3.564 TOTAL AREA MSE 24-hr 3 2-Year Rainfall=2.80"17227 EXISTING Printed 1/3/2020Prepared by {enter your company name here} Page 5HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.01 hrs, 24001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=118,917 sf 0.00% Impervious Runoff Depth=1.10"Subcatchment EX1: EX1 (TO Tc=6.0 min CN=80 Runoff=5.61 cfs 0.251 af Runoff Area=21,451 sf 0.00% Impervious Runoff Depth=1.10"Subcatchment EX2: EX2 (TO ADJ. Tc=6.0 min CN=80 Runoff=1.01 cfs 0.045 af Runoff Area=14,883 sf 0.00% Impervious Runoff Depth=1.10"Subcatchment EX3: EX3 (TO 78TH ST) Tc=6.0 min CN=80 Runoff=0.70 cfs 0.031 af Inflow=7.32 cfs 0.327 afReach 1R: DOWNSTREAM REACH Outflow=7.32 cfs 0.327 af Total Runoff Area = 3.564 ac Runoff Volume = 0.327 af Average Runoff Depth = 1.10" 100.00% Pervious = 3.564 ac 0.00% Impervious = 0.000 ac MSE 24-hr 3 2-Year Rainfall=2.80"17227 EXISTING Printed 1/3/2020Prepared by {enter your company name here} Page 6HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment EX1: EX1 (TO WETLAND/CREEK) Runoff = 5.61 cfs @ 12.14 hrs, Volume= 0.251 af, Depth= 1.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.80" Area (sf) CN Description 118,917 80 >75% Grass cover, Good, HSG D 118,917 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment EX1: EX1 (TO WETLAND/CREEK) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)6 5 4 3 2 1 0 MSE 24-hr 3 2-Year Rainfall=2.80" Runoff Area=118,917 sf Runoff Volume=0.251 af Runoff Depth=1.10" Tc=6.0 min CN=80 5.61 cfs MSE 24-hr 3 2-Year Rainfall=2.80"17227 EXISTING Printed 1/3/2020Prepared by {enter your company name here} Page 7HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment EX2: EX2 (TO ADJ. PROPERTY) Runoff = 1.01 cfs @ 12.14 hrs, Volume= 0.045 af, Depth= 1.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.80" Area (sf) CN Description 21,451 80 >75% Grass cover, Good, HSG D 21,451 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment EX2: EX2 (TO ADJ. PROPERTY) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 MSE 24-hr 3 2-Year Rainfall=2.80" Runoff Area=21,451 sf Runoff Volume=0.045 af Runoff Depth=1.10" Tc=6.0 min CN=80 1.01 cfs MSE 24-hr 3 2-Year Rainfall=2.80"17227 EXISTING Printed 1/3/2020Prepared by {enter your company name here} Page 8HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment EX3: EX3 (TO 78TH ST) Runoff = 0.70 cfs @ 12.14 hrs, Volume= 0.031 af, Depth= 1.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.80" Area (sf) CN Description 14,883 80 >75% Grass cover, Good, HSG D 14,883 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment EX3: EX3 (TO 78TH ST) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 MSE 24-hr 3 2-Year Rainfall=2.80" Runoff Area=14,883 sf Runoff Volume=0.031 af Runoff Depth=1.10" Tc=6.0 min CN=80 0.70 cfs MSE 24-hr 3 2-Year Rainfall=2.80"17227 EXISTING Printed 1/3/2020Prepared by {enter your company name here} Page 9HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Summary for Reach 1R: DOWNSTREAM REACH [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 3.564 ac, 0.00% Impervious, Inflow Depth = 1.10" for 2-Year event Inflow = 7.32 cfs @ 12.14 hrs, Volume= 0.327 af Outflow = 7.32 cfs @ 12.14 hrs, Volume= 0.327 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach 1R: DOWNSTREAM REACH Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)8 7 6 5 4 3 2 1 0 Inflow Area=3.564 ac 7.32 cfs 7.32 cfs MSE 24-hr 3 240.00 hrs 10-DAY SNOWMELT Rainfall=6.00", AMC=417227 EXISTING Printed 1/3/2020Prepared by {enter your company name here} Page 10HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.01 hrs, 24001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=118,917 sf 0.00% Impervious Runoff Depth>5.76"Subcatchment EX1: EX1 (TO Tc=6.0 min AMC Adjusted CN=98 Runoff=2.71 cfs 1.311 af Runoff Area=21,451 sf 0.00% Impervious Runoff Depth>5.76"Subcatchment EX2: EX2 (TO ADJ. Tc=6.0 min AMC Adjusted CN=98 Runoff=0.49 cfs 0.236 af Runoff Area=14,883 sf 0.00% Impervious Runoff Depth>5.76"Subcatchment EX3: EX3 (TO 78TH ST) Tc=6.0 min AMC Adjusted CN=98 Runoff=0.34 cfs 0.164 af Inflow=3.54 cfs 1.711 afReach 1R: DOWNSTREAM REACH Outflow=3.54 cfs 1.711 af Total Runoff Area = 3.564 ac Runoff Volume = 1.711 af Average Runoff Depth = 5.76" 100.00% Pervious = 3.564 ac 0.00% Impervious = 0.000 ac MSE 24-hr 3 240.00 hrs 10-DAY SNOWMELT Rainfall=6.00", AMC=417227 EXISTING Printed 1/3/2020Prepared by {enter your company name here} Page 11HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment EX1: EX1 (TO WETLAND/CREEK) Runoff = 2.71 cfs @ 120.98 hrs, Volume= 1.311 af, Depth> 5.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 240.00 hrs 10-DAY SNOWMELT Rainfall=6.00", AMC=4 Area (sf) CN Adj Description 118,917 80 >75% Grass cover, Good, HSG D 118,917 80 98 Weighted Average, AMC Adjusted 118,917 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment EX1: EX1 (TO WETLAND/CREEK) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)3 2 1 0 MSE 24-hr 3 240.00 hrs 10-DAY SNOWMELT Rainfall=6.00" AMC=4 Runoff Area=118,917 sf Runoff Volume=1.311 af Runoff Depth>5.76" Tc=6.0 min AMC Adjusted CN=98 2.71 cfs MSE 24-hr 3 240.00 hrs 10-DAY SNOWMELT Rainfall=6.00", AMC=417227 EXISTING Printed 1/3/2020Prepared by {enter your company name here} Page 12HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment EX2: EX2 (TO ADJ. PROPERTY) Runoff = 0.49 cfs @ 120.98 hrs, Volume= 0.236 af, Depth> 5.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 240.00 hrs 10-DAY SNOWMELT Rainfall=6.00", AMC=4 Area (sf) CN Adj Description 21,451 80 >75% Grass cover, Good, HSG D 21,451 80 98 Weighted Average, AMC Adjusted 21,451 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment EX2: EX2 (TO ADJ. PROPERTY) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 MSE 24-hr 3 240.00 hrs 10-DAY SNOWMELT Rainfall=6.00" AMC=4 Runoff Area=21,451 sf Runoff Volume=0.236 af Runoff Depth>5.76" Tc=6.0 min AMC Adjusted CN=98 0.49 cfs MSE 24-hr 3 240.00 hrs 10-DAY SNOWMELT Rainfall=6.00", AMC=417227 EXISTING Printed 1/3/2020Prepared by {enter your company name here} Page 13HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment EX3: EX3 (TO 78TH ST) Runoff = 0.34 cfs @ 120.98 hrs, Volume= 0.164 af, Depth> 5.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 240.00 hrs 10-DAY SNOWMELT Rainfall=6.00", AMC=4 Area (sf) CN Adj Description 14,883 80 >75% Grass cover, Good, HSG D 14,883 80 98 Weighted Average, AMC Adjusted 14,883 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment EX3: EX3 (TO 78TH ST) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 MSE 24-hr 3 240.00 hrs 10-DAY SNOWMELT Rainfall=6.00" AMC=4 Runoff Area=14,883 sf Runoff Volume=0.164 af Runoff Depth>5.76" Tc=6.0 min AMC Adjusted CN=98 0.34 cfs MSE 24-hr 3 240.00 hrs 10-DAY SNOWMELT Rainfall=6.00", AMC=417227 EXISTING Printed 1/3/2020Prepared by {enter your company name here} Page 14HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Summary for Reach 1R: DOWNSTREAM REACH [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 3.564 ac, 0.00% Impervious, Inflow Depth > 5.76" for 10-DAY SNOWMELT event Inflow = 3.54 cfs @ 120.98 hrs, Volume= 1.711 af Outflow = 3.54 cfs @ 120.98 hrs, Volume= 1.711 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach 1R: DOWNSTREAM REACH Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)3 2 1 0 Inflow Area=3.564 ac 3.54 cfs 3.54 cfs MSE 24-hr 3 10-Year Rainfall=4.20"17227 EXISTING Printed 1/3/2020Prepared by {enter your company name here} Page 15HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.01 hrs, 24001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=118,917 sf 0.00% Impervious Runoff Depth=2.21"Subcatchment EX1: EX1 (TO Tc=6.0 min CN=80 Runoff=11.20 cfs 0.502 af Runoff Area=21,451 sf 0.00% Impervious Runoff Depth=2.21"Subcatchment EX2: EX2 (TO ADJ. Tc=6.0 min CN=80 Runoff=2.02 cfs 0.091 af Runoff Area=14,883 sf 0.00% Impervious Runoff Depth=2.21"Subcatchment EX3: EX3 (TO 78TH ST) Tc=6.0 min CN=80 Runoff=1.40 cfs 0.063 af Inflow=14.62 cfs 0.656 afReach 1R: DOWNSTREAM REACH Outflow=14.62 cfs 0.656 af Total Runoff Area = 3.564 ac Runoff Volume = 0.656 af Average Runoff Depth = 2.21" 100.00% Pervious = 3.564 ac 0.00% Impervious = 0.000 ac MSE 24-hr 3 10-Year Rainfall=4.20"17227 EXISTING Printed 1/3/2020Prepared by {enter your company name here} Page 16HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment EX1: EX1 (TO WETLAND/CREEK) Runoff = 11.20 cfs @ 12.13 hrs, Volume= 0.502 af, Depth= 2.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (sf) CN Description 118,917 80 >75% Grass cover, Good, HSG D 118,917 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment EX1: EX1 (TO WETLAND/CREEK) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 10-Year Rainfall=4.20" Runoff Area=118,917 sf Runoff Volume=0.502 af Runoff Depth=2.21" Tc=6.0 min CN=80 11.20 cfs MSE 24-hr 3 10-Year Rainfall=4.20"17227 EXISTING Printed 1/3/2020Prepared by {enter your company name here} Page 17HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment EX2: EX2 (TO ADJ. PROPERTY) Runoff = 2.02 cfs @ 12.13 hrs, Volume= 0.091 af, Depth= 2.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (sf) CN Description 21,451 80 >75% Grass cover, Good, HSG D 21,451 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment EX2: EX2 (TO ADJ. PROPERTY) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 MSE 24-hr 3 10-Year Rainfall=4.20" Runoff Area=21,451 sf Runoff Volume=0.091 af Runoff Depth=2.21" Tc=6.0 min CN=80 2.02 cfs MSE 24-hr 3 10-Year Rainfall=4.20"17227 EXISTING Printed 1/3/2020Prepared by {enter your company name here} Page 18HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment EX3: EX3 (TO 78TH ST) Runoff = 1.40 cfs @ 12.13 hrs, Volume= 0.063 af, Depth= 2.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (sf) CN Description 14,883 80 >75% Grass cover, Good, HSG D 14,883 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment EX3: EX3 (TO 78TH ST) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 MSE 24-hr 3 10-Year Rainfall=4.20" Runoff Area=14,883 sf Runoff Volume=0.063 af Runoff Depth=2.21" Tc=6.0 min CN=80 1.40 cfs MSE 24-hr 3 10-Year Rainfall=4.20"17227 EXISTING Printed 1/3/2020Prepared by {enter your company name here} Page 19HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Summary for Reach 1R: DOWNSTREAM REACH [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 3.564 ac, 0.00% Impervious, Inflow Depth = 2.21" for 10-Year event Inflow = 14.62 cfs @ 12.13 hrs, Volume= 0.656 af Outflow = 14.62 cfs @ 12.13 hrs, Volume= 0.656 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach 1R: DOWNSTREAM REACH Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.564 ac 14.62 cfs 14.62 cfs MSE 24-hr 3 100-Year Rainfall=6.00"17227 EXISTING Printed 1/3/2020Prepared by {enter your company name here} Page 20HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.01 hrs, 24001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=118,917 sf 0.00% Impervious Runoff Depth=3.78"Subcatchment EX1: EX1 (TO Tc=6.0 min CN=80 Runoff=18.83 cfs 0.860 af Runoff Area=21,451 sf 0.00% Impervious Runoff Depth=3.78"Subcatchment EX2: EX2 (TO ADJ. Tc=6.0 min CN=80 Runoff=3.40 cfs 0.155 af Runoff Area=14,883 sf 0.00% Impervious Runoff Depth=3.78"Subcatchment EX3: EX3 (TO 78TH ST) Tc=6.0 min CN=80 Runoff=2.36 cfs 0.108 af Inflow=24.59 cfs 1.123 afReach 1R: DOWNSTREAM REACH Outflow=24.59 cfs 1.123 af Total Runoff Area = 3.564 ac Runoff Volume = 1.123 af Average Runoff Depth = 3.78" 100.00% Pervious = 3.564 ac 0.00% Impervious = 0.000 ac MSE 24-hr 3 100-Year Rainfall=6.00"17227 EXISTING Printed 1/3/2020Prepared by {enter your company name here} Page 21HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment EX1: EX1 (TO WETLAND/CREEK) Runoff = 18.83 cfs @ 12.13 hrs, Volume= 0.860 af, Depth= 3.78" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=6.00" Area (sf) CN Description 118,917 80 >75% Grass cover, Good, HSG D 118,917 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment EX1: EX1 (TO WETLAND/CREEK) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 100-Year Rainfall=6.00" Runoff Area=118,917 sf Runoff Volume=0.860 af Runoff Depth=3.78" Tc=6.0 min CN=80 18.83 cfs MSE 24-hr 3 100-Year Rainfall=6.00"17227 EXISTING Printed 1/3/2020Prepared by {enter your company name here} Page 22HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment EX2: EX2 (TO ADJ. PROPERTY) Runoff = 3.40 cfs @ 12.13 hrs, Volume= 0.155 af, Depth= 3.78" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=6.00" Area (sf) CN Description 21,451 80 >75% Grass cover, Good, HSG D 21,451 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment EX2: EX2 (TO ADJ. PROPERTY) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)3 2 1 0 MSE 24-hr 3 100-Year Rainfall=6.00" Runoff Area=21,451 sf Runoff Volume=0.155 af Runoff Depth=3.78" Tc=6.0 min CN=80 3.40 cfs MSE 24-hr 3 100-Year Rainfall=6.00"17227 EXISTING Printed 1/3/2020Prepared by {enter your company name here} Page 23HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment EX3: EX3 (TO 78TH ST) Runoff = 2.36 cfs @ 12.13 hrs, Volume= 0.108 af, Depth= 3.78" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=6.00" Area (sf) CN Description 14,883 80 >75% Grass cover, Good, HSG D 14,883 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment EX3: EX3 (TO 78TH ST) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 MSE 24-hr 3 100-Year Rainfall=6.00" Runoff Area=14,883 sf Runoff Volume=0.108 af Runoff Depth=3.78" Tc=6.0 min CN=80 2.36 cfs MSE 24-hr 3 100-Year Rainfall=6.00"17227 EXISTING Printed 1/3/2020Prepared by {enter your company name here} Page 24HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Summary for Reach 1R: DOWNSTREAM REACH [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 3.564 ac, 0.00% Impervious, Inflow Depth = 3.78" for 100-Year event Inflow = 24.59 cfs @ 12.13 hrs, Volume= 1.123 af Outflow = 24.59 cfs @ 12.13 hrs, Volume= 1.123 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach 1R: DOWNSTREAM REACH Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=3.564 ac 24.59 cfs 24.59 cfs PR1 PR1 (TO WETLAND/CREEK) PR2 PR2 (TO ADJ. PROPERTY) PR3 PR3 (TO 78TH ST/PUBLIC POND) PR4 PR4 (TO INFILTRATION BASIN 1P) 2R DOWNSTREAM REACH 1P FILTRATION BASIN 1 2P INFILTRATION BASIN 1 (BELOW UNDERDRAIN) Routing Diagram for 17227 PROPOSED Prepared by {enter your company name here}, Printed 1/3/2020 HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Subcat Reach Pond Link 17227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 2HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 2.315 80 >75% Grass cover, Good, HSG D (PR1, PR2, PR3, PR4) 1.249 98 Paved parking, HSG B (PR3, PR4) 3.564 86 TOTAL AREA 17227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 3HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 1.249 HSG B PR3, PR4 0.000 HSG C 2.315 HSG D PR1, PR2, PR3, PR4 0.000 Other 3.564 TOTAL AREA 17227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 4HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 0.000 2.315 0.000 2.315 >75% Grass cover, Good PR1, PR2, PR3, PR4 0.000 1.249 0.000 0.000 0.000 1.249 Paved parking PR3, PR4 0.000 1.249 0.000 2.315 0.000 3.564 TOTAL AREA 17227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 5HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Pipe Listing (all nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Diam/Width (inches) Height (inches) Inside-Fill (inches) 1 1P 951.20 949.14 68.0 0.0303 0.013 15.0 0.0 0.0 MSE 24-hr 3 2-Year Rainfall=2.80"17227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 6HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.01 hrs, 24001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=68,166 sf 0.00% Impervious Runoff Depth=1.10"Subcatchment PR1: PR1 (TO Tc=6.0 min CN=80 Runoff=3.21 cfs 0.144 af Runoff Area=7,308 sf 0.00% Impervious Runoff Depth=1.10"Subcatchment PR2: PR2 (TO ADJ. Tc=6.0 min CN=80 Runoff=0.34 cfs 0.015 af Runoff Area=4,282 sf 29.26% Impervious Runoff Depth=1.42"Subcatchment PR3: PR3 (TO 78TH Tc=6.0 min CN=85 Runoff=0.26 cfs 0.012 af Runoff Area=75,495 sf 70.39% Impervious Runoff Depth=2.06"Subcatchment PR4: PR4 (TO Tc=6.0 min CN=93 Runoff=6.32 cfs 0.298 af Inflow=3.91 cfs 0.454 afReach 2R: DOWNSTREAM REACH Outflow=3.91 cfs 0.454 af Peak Elev=954.13' Storage=6,727 cf Inflow=6.32 cfs 0.298 afPond 1P: FILTRATION BASIN 1 Primary=0.01 cfs 0.015 af Secondary=1.27 cfs 0.283 af Outflow=1.28 cfs 0.298 af Peak Elev=950.70' Storage=140 cf Inflow=0.01 cfs 0.015 afPond 2P: INFILTRATION BASIN 1 (BELOW Discarded=0.01 cfs 0.015 af Primary=0.00 cfs 0.000 af Outflow=0.01 cfs 0.015 af Total Runoff Area = 3.564 ac Runoff Volume = 0.469 af Average Runoff Depth = 1.58" 64.96% Pervious = 2.315 ac 35.04% Impervious = 1.249 ac MSE 24-hr 3 2-Year Rainfall=2.80"17227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 7HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment PR1: PR1 (TO WETLAND/CREEK) Runoff = 3.21 cfs @ 12.14 hrs, Volume= 0.144 af, Depth= 1.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.80" Area (sf) CN Description 68,166 80 >75% Grass cover, Good, HSG D 68,166 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR1: PR1 (TO WETLAND/CREEK) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)3 2 1 0 MSE 24-hr 3 2-Year Rainfall=2.80" Runoff Area=68,166 sf Runoff Volume=0.144 af Runoff Depth=1.10" Tc=6.0 min CN=80 3.21 cfs MSE 24-hr 3 2-Year Rainfall=2.80"17227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 8HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment PR2: PR2 (TO ADJ. PROPERTY) Runoff = 0.34 cfs @ 12.14 hrs, Volume= 0.015 af, Depth= 1.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.80" Area (sf) CN Description 7,308 80 >75% Grass cover, Good, HSG D 7,308 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR2: PR2 (TO ADJ. PROPERTY) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 MSE 24-hr 3 2-Year Rainfall=2.80" Runoff Area=7,308 sf Runoff Volume=0.015 af Runoff Depth=1.10" Tc=6.0 min CN=80 0.34 cfs MSE 24-hr 3 2-Year Rainfall=2.80"17227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 9HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment PR3: PR3 (TO 78TH ST/PUBLIC POND) Runoff = 0.26 cfs @ 12.13 hrs, Volume= 0.012 af, Depth= 1.42" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.80" Area (sf) CN Description 1,253 98 Paved parking, HSG B 3,029 80 >75% Grass cover, Good, HSG D 4,282 85 Weighted Average 3,029 70.74% Pervious Area 1,253 29.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR3: PR3 (TO 78TH ST/PUBLIC POND) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 MSE 24-hr 3 2-Year Rainfall=2.80" Runoff Area=4,282 sf Runoff Volume=0.012 af Runoff Depth=1.42" Tc=6.0 min CN=85 0.26 cfs MSE 24-hr 3 2-Year Rainfall=2.80"17227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 10HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment PR4: PR4 (TO INFILTRATION BASIN 1P) Runoff = 6.32 cfs @ 12.13 hrs, Volume= 0.298 af, Depth= 2.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.80" Area (sf) CN Description 53,142 98 Paved parking, HSG B 22,353 80 >75% Grass cover, Good, HSG D 75,495 93 Weighted Average 22,353 29.61% Pervious Area 53,142 70.39% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR4: PR4 (TO INFILTRATION BASIN 1P) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)7 6 5 4 3 2 1 0 MSE 24-hr 3 2-Year Rainfall=2.80" Runoff Area=75,495 sf Runoff Volume=0.298 af Runoff Depth=2.06" Tc=6.0 min CN=93 6.32 cfs MSE 24-hr 3 2-Year Rainfall=2.80"17227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 11HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Summary for Reach 2R: DOWNSTREAM REACH [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 3.564 ac, 35.04% Impervious, Inflow Depth = 1.53" for 2-Year event Inflow = 3.91 cfs @ 12.14 hrs, Volume= 0.454 af Outflow = 3.91 cfs @ 12.14 hrs, Volume= 0.454 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach 2R: DOWNSTREAM REACH Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)4 3 2 1 0 Inflow Area=3.564 ac 3.91 cfs 3.91 cfs MSE 24-hr 3 2-Year Rainfall=2.80"17227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 12HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Summary for Pond 1P: FILTRATION BASIN 1 Inflow Area = 1.733 ac, 70.39% Impervious, Inflow Depth = 2.06" for 2-Year event Inflow = 6.32 cfs @ 12.13 hrs, Volume= 0.298 af Outflow = 1.28 cfs @ 12.40 hrs, Volume= 0.298 af, Atten= 80%, Lag= 16.0 min Primary = 0.01 cfs @ 12.40 hrs, Volume= 0.015 af Secondary = 1.27 cfs @ 12.40 hrs, Volume= 0.283 af Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Peak Elev= 954.13' @ 12.40 hrs Surf.Area= 5,164 sf Storage= 6,727 cf Plug-Flow detention time= 459.8 min calculated for 0.298 af (100% of inflow) Center-of-Mass det. time= 459.8 min ( 1,242.1 - 782.3 ) Volume Invert Avail.Storage Storage Description #1 952.60' 22,768 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 952.60 3,654 0 0 953.60 4,621 4,138 4,138 954.60 5,647 5,134 9,272 955.60 6,733 6,190 15,462 956.60 7,879 7,306 22,768 Device Routing Invert Outlet Devices #1 Device 2 952.60'0.800 in/hr Exfiltration over Surface area #2 Device 4 951.20'6.0" Vert. Orifice/Grate C= 0.600 #3 Device 4 953.95'18.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Secondary 951.20'15.0" Round Culvert L= 68.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 951.20' / 949.14' S= 0.0303 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf #5 Secondary 956.20'10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 #6 Primary 952.60'0.060 in/hr Exfiltration over Surface area Primary OutFlow Max=0.01 cfs @ 12.40 hrs HW=954.13' (Free Discharge) 6=Exfiltration (Exfiltration Controls 0.01 cfs) Secondary OutFlow Max=1.26 cfs @ 12.40 hrs HW=954.13' (Free Discharge) 4=Culvert (Passes 1.26 cfs of 8.97 cfs potential flow) 2=Orifice/Grate (Passes 0.10 cfs of 1.55 cfs potential flow) 1=Exfiltration (Exfiltration Controls 0.10 cfs) 3=Orifice/Grate (Weir Controls 1.17 cfs @ 1.38 fps) 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) MSE 24-hr 3 2-Year Rainfall=2.80"17227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 13HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Pond 1P: FILTRATION BASIN 1 Inflow Outflow Primary Secondary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=1.733 ac Peak Elev=954.13' Storage=6,727 cf 6.32 cfs 1.28 cfs 0.01 cfs 1.27 cfs MSE 24-hr 3 2-Year Rainfall=2.80"17227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 14HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 1P: FILTRATION BASIN 1 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 952.60 3,654 0 952.65 3,702 184 952.70 3,751 370 952.75 3,799 559 952.80 3,847 750 952.85 3,896 944 952.90 3,944 1,140 952.95 3,992 1,338 953.00 4,041 1,539 953.05 4,089 1,742 953.10 4,138 1,948 953.15 4,186 2,156 953.20 4,234 2,366 953.25 4,283 2,579 953.30 4,331 2,795 953.35 4,379 3,012 953.40 4,428 3,233 953.45 4,476 3,455 953.50 4,524 3,680 953.55 4,573 3,908 953.60 4,621 4,138 953.65 4,672 4,370 953.70 4,724 4,605 953.75 4,775 4,842 953.80 4,826 5,082 953.85 4,878 5,325 953.90 4,929 5,570 953.95 4,980 5,818 954.00 5,031 6,068 954.05 5,083 6,321 954.10 5,134 6,576 954.15 5,185 6,834 954.20 5,237 7,095 954.25 5,288 7,358 954.30 5,339 7,624 954.35 5,391 7,892 954.40 5,442 8,163 954.45 5,493 8,436 954.50 5,544 8,712 954.55 5,596 8,990 954.60 5,647 9,272 954.65 5,701 9,555 954.70 5,756 9,842 954.75 5,810 10,131 954.80 5,864 10,423 954.85 5,919 10,717 954.90 5,973 11,014 954.95 6,027 11,314 955.00 6,081 11,617 955.05 6,136 11,923 955.10 6,190 12,231 955.15 6,244 12,542 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 955.20 6,299 12,855 955.25 6,353 13,171 955.30 6,407 13,490 955.35 6,462 13,812 955.40 6,516 14,137 955.45 6,570 14,464 955.50 6,624 14,794 955.55 6,679 15,126 955.60 6,733 15,462 955.65 6,790 15,800 955.70 6,848 16,141 955.75 6,905 16,484 955.80 6,962 16,831 955.85 7,020 17,181 955.90 7,077 17,533 955.95 7,134 17,888 956.00 7,191 18,246 956.05 7,249 18,607 956.10 7,306 18,971 956.15 7,363 19,338 956.20 7,421 19,708 956.25 7,478 20,080 956.30 7,535 20,455 956.35 7,593 20,834 956.40 7,650 21,215 956.45 7,707 21,599 956.50 7,764 21,985 956.55 7,822 22,375 956.60 7,879 22,768 MSE 24-hr 3 2-Year Rainfall=2.80"17227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 15HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Summary for Pond 2P: INFILTRATION BASIN 1 (BELOW UNDERDRAIN) Inflow Area = 1.733 ac, 70.39% Impervious, Inflow Depth = 0.10" for 2-Year event Inflow = 0.01 cfs @ 12.40 hrs, Volume= 0.015 af Outflow = 0.01 cfs @ 12.63 hrs, Volume= 0.015 af, Atten= 29%, Lag= 13.9 min Discarded = 0.01 cfs @ 12.63 hrs, Volume= 0.015 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Peak Elev= 950.70' @ 38.37 hrs Surf.Area= 3,654 sf Storage= 140 cf Plug-Flow detention time= 297.8 min calculated for 0.015 af (100% of inflow) Center-of-Mass det. time= 297.7 min ( 1,714.0 - 1,416.2 ) Volume Invert Avail.Storage Storage Description #1 950.60' 2,923 cf Custom Stage Data (Prismatic) Listed below (Recalc) 7,308 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 950.60 3,654 0 0 951.20 3,654 2,192 2,192 952.60 3,654 5,116 7,308 Device Routing Invert Outlet Devices #1 Discarded 950.60'0.060 in/hr Exfiltration over Surface area #2 Primary 951.60'6.0" Vert. Orifice/Grate C= 0.600 Discarded OutFlow Max=0.01 cfs @ 12.63 hrs HW=950.62' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=950.60' (Free Discharge) 2=Orifice/Grate ( Controls 0.00 cfs) MSE 24-hr 3 2-Year Rainfall=2.80"17227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 16HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Pond 2P: INFILTRATION BASIN 1 (BELOW UNDERDRAIN) Inflow Outflow Discarded Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.008 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Inflow Area=1.733 ac Peak Elev=950.70' Storage=140 cf 0.01 cfs 0.01 cfs 0.01 cfs 0.00 cfs MSE 24-hr 3 2-Year Rainfall=2.80"17227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 17HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 2P: INFILTRATION BASIN 1 (BELOW UNDERDRAIN) Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 950.60 3,654 0 950.62 3,654 29 950.64 3,654 58 950.66 3,654 88 950.68 3,654 117 950.70 3,654 146 950.72 3,654 175 950.74 3,654 205 950.76 3,654 234 950.78 3,654 263 950.80 3,654 292 950.82 3,654 322 950.84 3,654 351 950.86 3,654 380 950.88 3,654 409 950.90 3,654 438 950.92 3,654 468 950.94 3,654 497 950.96 3,654 526 950.98 3,654 555 951.00 3,654 585 951.02 3,654 614 951.04 3,654 643 951.06 3,654 672 951.08 3,654 702 951.10 3,654 731 951.12 3,654 760 951.14 3,654 789 951.16 3,654 818 951.18 3,654 848 951.20 3,654 877 951.22 3,654 906 951.24 3,654 935 951.26 3,654 965 951.28 3,654 994 951.30 3,654 1,023 951.32 3,654 1,052 951.34 3,654 1,082 951.36 3,654 1,111 951.38 3,654 1,140 951.40 3,654 1,169 951.42 3,654 1,199 951.44 3,654 1,228 951.46 3,654 1,257 951.48 3,654 1,286 951.50 3,654 1,315 951.52 3,654 1,345 951.54 3,654 1,374 951.56 3,654 1,403 951.58 3,654 1,432 951.60 3,654 1,462 951.62 3,654 1,491 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 951.64 3,654 1,520 951.66 3,654 1,549 951.68 3,654 1,579 951.70 3,654 1,608 951.72 3,654 1,637 951.74 3,654 1,666 951.76 3,654 1,695 951.78 3,654 1,725 951.80 3,654 1,754 951.82 3,654 1,783 951.84 3,654 1,812 951.86 3,654 1,842 951.88 3,654 1,871 951.90 3,654 1,900 951.92 3,654 1,929 951.94 3,654 1,959 951.96 3,654 1,988 951.98 3,654 2,017 952.00 3,654 2,046 952.02 3,654 2,075 952.04 3,654 2,105 952.06 3,654 2,134 952.08 3,654 2,163 952.10 3,654 2,192 952.12 3,654 2,222 952.14 3,654 2,251 952.16 3,654 2,280 952.18 3,654 2,309 952.20 3,654 2,339 952.22 3,654 2,368 952.24 3,654 2,397 952.26 3,654 2,426 952.28 3,654 2,455 952.30 3,654 2,485 952.32 3,654 2,514 952.34 3,654 2,543 952.36 3,654 2,572 952.38 3,654 2,602 952.40 3,654 2,631 952.42 3,654 2,660 952.44 3,654 2,689 952.46 3,654 2,719 952.48 3,654 2,748 952.50 3,654 2,777 952.52 3,654 2,806 952.54 3,654 2,836 952.56 3,654 2,865 952.58 3,654 2,894 952.60 3,654 2,923 MSE 24-hr 3 240.00 hrs 10-DAY SNOWMELT Rainfall=6.00", AMC=417227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 18HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.01 hrs, 24001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=68,166 sf 0.00% Impervious Runoff Depth>5.76"Subcatchment PR1: PR1 (TO Tc=6.0 min AMC Adjusted CN=98 Runoff=1.55 cfs 0.751 af Runoff Area=7,308 sf 0.00% Impervious Runoff Depth>5.76"Subcatchment PR2: PR2 (TO ADJ. Tc=6.0 min AMC Adjusted CN=98 Runoff=0.17 cfs 0.081 af Runoff Area=4,282 sf 29.26% Impervious Runoff Depth>5.76"Subcatchment PR3: PR3 (TO 78TH Tc=6.0 min AMC Adjusted CN=98 Runoff=0.10 cfs 0.047 af Runoff Area=75,495 sf 70.39% Impervious Runoff Depth>5.76"Subcatchment PR4: PR4 (TO Tc=6.0 min AMC Adjusted CN=98 Runoff=1.72 cfs 0.832 af Inflow=3.53 cfs 1.671 afReach 2R: DOWNSTREAM REACH Outflow=3.53 cfs 1.671 af Peak Elev=954.17' Storage=6,949 cf Inflow=1.72 cfs 0.832 afPond 1P: FILTRATION BASIN 1 Primary=0.01 cfs 0.041 af Secondary=1.71 cfs 0.791 af Outflow=1.72 cfs 0.832 af Peak Elev=950.76' Storage=238 cf Inflow=0.01 cfs 0.041 afPond 2P: INFILTRATION BASIN 1 (BELOW Discarded=0.01 cfs 0.041 af Primary=0.00 cfs 0.000 af Outflow=0.01 cfs 0.041 af Total Runoff Area = 3.564 ac Runoff Volume = 1.711 af Average Runoff Depth = 5.76" 64.96% Pervious = 2.315 ac 35.04% Impervious = 1.249 ac MSE 24-hr 3 240.00 hrs 10-DAY SNOWMELT Rainfall=6.00", AMC=417227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 19HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment PR1: PR1 (TO WETLAND/CREEK) Runoff = 1.55 cfs @ 120.98 hrs, Volume= 0.751 af, Depth> 5.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 240.00 hrs 10-DAY SNOWMELT Rainfall=6.00", AMC=4 Area (sf) CN Adj Description 68,166 80 >75% Grass cover, Good, HSG D 68,166 80 98 Weighted Average, AMC Adjusted 68,166 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR1: PR1 (TO WETLAND/CREEK) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 MSE 24-hr 3 240.00 hrs 10-DAY SNOWMELT Rainfall=6.00" AMC=4 Runoff Area=68,166 sf Runoff Volume=0.751 af Runoff Depth>5.76" Tc=6.0 min AMC Adjusted CN=98 1.55 cfs MSE 24-hr 3 240.00 hrs 10-DAY SNOWMELT Rainfall=6.00", AMC=417227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 20HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment PR2: PR2 (TO ADJ. PROPERTY) Runoff = 0.17 cfs @ 120.98 hrs, Volume= 0.081 af, Depth> 5.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 240.00 hrs 10-DAY SNOWMELT Rainfall=6.00", AMC=4 Area (sf) CN Adj Description 7,308 80 >75% Grass cover, Good, HSG D 7,308 80 98 Weighted Average, AMC Adjusted 7,308 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR2: PR2 (TO ADJ. PROPERTY) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 MSE 24-hr 3 240.00 hrs 10-DAY SNOWMELT Rainfall=6.00" AMC=4 Runoff Area=7,308 sf Runoff Volume=0.081 af Runoff Depth>5.76" Tc=6.0 min AMC Adjusted CN=98 0.17 cfs MSE 24-hr 3 240.00 hrs 10-DAY SNOWMELT Rainfall=6.00", AMC=417227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 21HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment PR3: PR3 (TO 78TH ST/PUBLIC POND) Runoff = 0.10 cfs @ 120.98 hrs, Volume= 0.047 af, Depth> 5.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 240.00 hrs 10-DAY SNOWMELT Rainfall=6.00", AMC=4 Area (sf) CN Adj Description 1,253 98 Paved parking, HSG B 3,029 80 >75% Grass cover, Good, HSG D 4,282 85 98 Weighted Average, AMC Adjusted 3,029 70.74% Pervious Area 1,253 29.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR3: PR3 (TO 78TH ST/PUBLIC POND) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 MSE 24-hr 3 240.00 hrs 10-DAY SNOWMELT Rainfall=6.00" AMC=4 Runoff Area=4,282 sf Runoff Volume=0.047 af Runoff Depth>5.76" Tc=6.0 min AMC Adjusted CN=98 0.10 cfs MSE 24-hr 3 240.00 hrs 10-DAY SNOWMELT Rainfall=6.00", AMC=417227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 22HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment PR4: PR4 (TO INFILTRATION BASIN 1P) Runoff = 1.72 cfs @ 120.98 hrs, Volume= 0.832 af, Depth> 5.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 240.00 hrs 10-DAY SNOWMELT Rainfall=6.00", AMC=4 Area (sf) CN Adj Description 53,142 98 Paved parking, HSG B 22,353 80 >75% Grass cover, Good, HSG D 75,495 93 98 Weighted Average, AMC Adjusted 22,353 29.61% Pervious Area 53,142 70.39% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR4: PR4 (TO INFILTRATION BASIN 1P) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 MSE 24-hr 3 240.00 hrs 10-DAY SNOWMELT Rainfall=6.00" AMC=4 Runoff Area=75,495 sf Runoff Volume=0.832 af Runoff Depth>5.76" Tc=6.0 min AMC Adjusted CN=98 1.72 cfs MSE 24-hr 3 240.00 hrs 10-DAY SNOWMELT Rainfall=6.00", AMC=417227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 23HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Summary for Reach 2R: DOWNSTREAM REACH [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 3.564 ac, 35.04% Impervious, Inflow Depth > 5.62" for 10-DAY SNOWMELT event Inflow = 3.53 cfs @ 120.98 hrs, Volume= 1.671 af Outflow = 3.53 cfs @ 120.98 hrs, Volume= 1.671 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach 2R: DOWNSTREAM REACH Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)3 2 1 0 Inflow Area=3.564 ac 3.53 cfs 3.53 cfs MSE 24-hr 3 240.00 hrs 10-DAY SNOWMELT Rainfall=6.00", AMC=417227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 24HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Summary for Pond 1P: FILTRATION BASIN 1 Inflow Area = 1.733 ac, 70.39% Impervious, Inflow Depth > 5.76" for 10-DAY SNOWMELT event Inflow = 1.72 cfs @ 120.98 hrs, Volume= 0.832 af Outflow = 1.72 cfs @ 121.01 hrs, Volume= 0.832 af, Atten= 0%, Lag= 1.7 min Primary = 0.01 cfs @ 121.01 hrs, Volume= 0.041 af Secondary = 1.71 cfs @ 121.01 hrs, Volume= 0.791 af Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Peak Elev= 954.17' @ 121.01 hrs Surf.Area= 5,208 sf Storage= 6,949 cf Plug-Flow detention time= 306.3 min calculated for 0.832 af (100% of inflow) Center-of-Mass det. time= 305.2 min ( 7,683.4 - 7,378.3 ) Volume Invert Avail.Storage Storage Description #1 952.60' 22,768 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 952.60 3,654 0 0 953.60 4,621 4,138 4,138 954.60 5,647 5,134 9,272 955.60 6,733 6,190 15,462 956.60 7,879 7,306 22,768 Device Routing Invert Outlet Devices #1 Device 2 952.60'0.800 in/hr Exfiltration over Surface area #2 Device 4 951.20'6.0" Vert. Orifice/Grate C= 0.600 #3 Device 4 953.95'18.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Secondary 951.20'15.0" Round Culvert L= 68.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 951.20' / 949.14' S= 0.0303 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf #5 Secondary 956.20'10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 #6 Primary 952.60'0.060 in/hr Exfiltration over Surface area Primary OutFlow Max=0.01 cfs @ 121.01 hrs HW=954.17' (Free Discharge) 6=Exfiltration (Exfiltration Controls 0.01 cfs) Secondary OutFlow Max=1.71 cfs @ 121.01 hrs HW=954.17' (Free Discharge) 4=Culvert (Passes 1.71 cfs of 9.05 cfs potential flow) 2=Orifice/Grate (Passes 0.10 cfs of 1.56 cfs potential flow) 1=Exfiltration (Exfiltration Controls 0.10 cfs) 3=Orifice/Grate (Weir Controls 1.61 cfs @ 1.54 fps) 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) MSE 24-hr 3 240.00 hrs 10-DAY SNOWMELT Rainfall=6.00", AMC=417227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 25HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Pond 1P: FILTRATION BASIN 1 Inflow Outflow Primary Secondary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 Inflow Area=1.733 ac Peak Elev=954.17' Storage=6,949 cf 1.72 cfs 1.72 cfs 0.01 cfs 1.71 cfs MSE 24-hr 3 240.00 hrs 10-DAY SNOWMELT Rainfall=6.00", AMC=417227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 26HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 1P: FILTRATION BASIN 1 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 952.60 3,654 0 952.65 3,702 184 952.70 3,751 370 952.75 3,799 559 952.80 3,847 750 952.85 3,896 944 952.90 3,944 1,140 952.95 3,992 1,338 953.00 4,041 1,539 953.05 4,089 1,742 953.10 4,138 1,948 953.15 4,186 2,156 953.20 4,234 2,366 953.25 4,283 2,579 953.30 4,331 2,795 953.35 4,379 3,012 953.40 4,428 3,233 953.45 4,476 3,455 953.50 4,524 3,680 953.55 4,573 3,908 953.60 4,621 4,138 953.65 4,672 4,370 953.70 4,724 4,605 953.75 4,775 4,842 953.80 4,826 5,082 953.85 4,878 5,325 953.90 4,929 5,570 953.95 4,980 5,818 954.00 5,031 6,068 954.05 5,083 6,321 954.10 5,134 6,576 954.15 5,185 6,834 954.20 5,237 7,095 954.25 5,288 7,358 954.30 5,339 7,624 954.35 5,391 7,892 954.40 5,442 8,163 954.45 5,493 8,436 954.50 5,544 8,712 954.55 5,596 8,990 954.60 5,647 9,272 954.65 5,701 9,555 954.70 5,756 9,842 954.75 5,810 10,131 954.80 5,864 10,423 954.85 5,919 10,717 954.90 5,973 11,014 954.95 6,027 11,314 955.00 6,081 11,617 955.05 6,136 11,923 955.10 6,190 12,231 955.15 6,244 12,542 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 955.20 6,299 12,855 955.25 6,353 13,171 955.30 6,407 13,490 955.35 6,462 13,812 955.40 6,516 14,137 955.45 6,570 14,464 955.50 6,624 14,794 955.55 6,679 15,126 955.60 6,733 15,462 955.65 6,790 15,800 955.70 6,848 16,141 955.75 6,905 16,484 955.80 6,962 16,831 955.85 7,020 17,181 955.90 7,077 17,533 955.95 7,134 17,888 956.00 7,191 18,246 956.05 7,249 18,607 956.10 7,306 18,971 956.15 7,363 19,338 956.20 7,421 19,708 956.25 7,478 20,080 956.30 7,535 20,455 956.35 7,593 20,834 956.40 7,650 21,215 956.45 7,707 21,599 956.50 7,764 21,985 956.55 7,822 22,375 956.60 7,879 22,768 MSE 24-hr 3 240.00 hrs 10-DAY SNOWMELT Rainfall=6.00", AMC=417227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 27HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Summary for Pond 2P: INFILTRATION BASIN 1 (BELOW UNDERDRAIN) Inflow Area = 1.733 ac, 70.39% Impervious, Inflow Depth > 0.28" for 10-DAY SNOWMELT event Inflow = 0.01 cfs @ 121.01 hrs, Volume= 0.041 af Outflow = 0.01 cfs @ 111.70 hrs, Volume= 0.041 af, Atten= 30%, Lag= 0.0 min Discarded = 0.01 cfs @ 111.70 hrs, Volume= 0.041 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Peak Elev= 950.76' @ 161.21 hrs Surf.Area= 3,654 sf Storage= 238 cf Plug-Flow detention time= 350.4 min calculated for 0.041 af (100% of inflow) Center-of-Mass det. time= 345.8 min ( 8,199.8 - 7,854.0 ) Volume Invert Avail.Storage Storage Description #1 950.60' 2,923 cf Custom Stage Data (Prismatic) Listed below (Recalc) 7,308 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 950.60 3,654 0 0 951.20 3,654 2,192 2,192 952.60 3,654 5,116 7,308 Device Routing Invert Outlet Devices #1 Discarded 950.60'0.060 in/hr Exfiltration over Surface area #2 Primary 951.60'6.0" Vert. Orifice/Grate C= 0.600 Discarded OutFlow Max=0.01 cfs @ 111.70 hrs HW=950.62' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=950.60' (Free Discharge) 2=Orifice/Grate ( Controls 0.00 cfs) MSE 24-hr 3 240.00 hrs 10-DAY SNOWMELT Rainfall=6.00", AMC=417227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 28HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Pond 2P: INFILTRATION BASIN 1 (BELOW UNDERDRAIN) Inflow Outflow Discarded Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.008 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Inflow Area=1.733 ac Peak Elev=950.76' Storage=238 cf 0.01 cfs 0.01 cfs 0.01 cfs 0.00 cfs MSE 24-hr 3 240.00 hrs 10-DAY SNOWMELT Rainfall=6.00", AMC=417227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 29HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 2P: INFILTRATION BASIN 1 (BELOW UNDERDRAIN) Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 950.60 3,654 0 950.62 3,654 29 950.64 3,654 58 950.66 3,654 88 950.68 3,654 117 950.70 3,654 146 950.72 3,654 175 950.74 3,654 205 950.76 3,654 234 950.78 3,654 263 950.80 3,654 292 950.82 3,654 322 950.84 3,654 351 950.86 3,654 380 950.88 3,654 409 950.90 3,654 438 950.92 3,654 468 950.94 3,654 497 950.96 3,654 526 950.98 3,654 555 951.00 3,654 585 951.02 3,654 614 951.04 3,654 643 951.06 3,654 672 951.08 3,654 702 951.10 3,654 731 951.12 3,654 760 951.14 3,654 789 951.16 3,654 818 951.18 3,654 848 951.20 3,654 877 951.22 3,654 906 951.24 3,654 935 951.26 3,654 965 951.28 3,654 994 951.30 3,654 1,023 951.32 3,654 1,052 951.34 3,654 1,082 951.36 3,654 1,111 951.38 3,654 1,140 951.40 3,654 1,169 951.42 3,654 1,199 951.44 3,654 1,228 951.46 3,654 1,257 951.48 3,654 1,286 951.50 3,654 1,315 951.52 3,654 1,345 951.54 3,654 1,374 951.56 3,654 1,403 951.58 3,654 1,432 951.60 3,654 1,462 951.62 3,654 1,491 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 951.64 3,654 1,520 951.66 3,654 1,549 951.68 3,654 1,579 951.70 3,654 1,608 951.72 3,654 1,637 951.74 3,654 1,666 951.76 3,654 1,695 951.78 3,654 1,725 951.80 3,654 1,754 951.82 3,654 1,783 951.84 3,654 1,812 951.86 3,654 1,842 951.88 3,654 1,871 951.90 3,654 1,900 951.92 3,654 1,929 951.94 3,654 1,959 951.96 3,654 1,988 951.98 3,654 2,017 952.00 3,654 2,046 952.02 3,654 2,075 952.04 3,654 2,105 952.06 3,654 2,134 952.08 3,654 2,163 952.10 3,654 2,192 952.12 3,654 2,222 952.14 3,654 2,251 952.16 3,654 2,280 952.18 3,654 2,309 952.20 3,654 2,339 952.22 3,654 2,368 952.24 3,654 2,397 952.26 3,654 2,426 952.28 3,654 2,455 952.30 3,654 2,485 952.32 3,654 2,514 952.34 3,654 2,543 952.36 3,654 2,572 952.38 3,654 2,602 952.40 3,654 2,631 952.42 3,654 2,660 952.44 3,654 2,689 952.46 3,654 2,719 952.48 3,654 2,748 952.50 3,654 2,777 952.52 3,654 2,806 952.54 3,654 2,836 952.56 3,654 2,865 952.58 3,654 2,894 952.60 3,654 2,923 MSE 24-hr 3 10-Year Rainfall=4.20"17227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 30HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.01 hrs, 24001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=68,166 sf 0.00% Impervious Runoff Depth=2.21"Subcatchment PR1: PR1 (TO Tc=6.0 min CN=80 Runoff=6.42 cfs 0.288 af Runoff Area=7,308 sf 0.00% Impervious Runoff Depth=2.21"Subcatchment PR2: PR2 (TO ADJ. Tc=6.0 min CN=80 Runoff=0.69 cfs 0.031 af Runoff Area=4,282 sf 29.26% Impervious Runoff Depth=2.64"Subcatchment PR3: PR3 (TO 78TH Tc=6.0 min CN=85 Runoff=0.47 cfs 0.022 af Runoff Area=75,495 sf 70.39% Impervious Runoff Depth=3.41"Subcatchment PR4: PR4 (TO Tc=6.0 min CN=93 Runoff=10.12 cfs 0.493 af Inflow=12.40 cfs 0.817 afReach 2R: DOWNSTREAM REACH Outflow=12.40 cfs 0.817 af Peak Elev=954.49' Storage=8,635 cf Inflow=10.12 cfs 0.493 afPond 1P: FILTRATION BASIN 1 Primary=0.01 cfs 0.017 af Secondary=6.12 cfs 0.476 af Outflow=6.13 cfs 0.493 af Peak Elev=950.71' Storage=158 cf Inflow=0.01 cfs 0.017 afPond 2P: INFILTRATION BASIN 1 (BELOW Discarded=0.01 cfs 0.017 af Primary=0.00 cfs 0.000 af Outflow=0.01 cfs 0.017 af Total Runoff Area = 3.564 ac Runoff Volume = 0.834 af Average Runoff Depth = 2.81" 64.96% Pervious = 2.315 ac 35.04% Impervious = 1.249 ac MSE 24-hr 3 10-Year Rainfall=4.20"17227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 31HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment PR1: PR1 (TO WETLAND/CREEK) Runoff = 6.42 cfs @ 12.13 hrs, Volume= 0.288 af, Depth= 2.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (sf) CN Description 68,166 80 >75% Grass cover, Good, HSG D 68,166 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR1: PR1 (TO WETLAND/CREEK) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)7 6 5 4 3 2 1 0 MSE 24-hr 3 10-Year Rainfall=4.20" Runoff Area=68,166 sf Runoff Volume=0.288 af Runoff Depth=2.21" Tc=6.0 min CN=80 6.42 cfs MSE 24-hr 3 10-Year Rainfall=4.20"17227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 32HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment PR2: PR2 (TO ADJ. PROPERTY) Runoff = 0.69 cfs @ 12.13 hrs, Volume= 0.031 af, Depth= 2.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (sf) CN Description 7,308 80 >75% Grass cover, Good, HSG D 7,308 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR2: PR2 (TO ADJ. PROPERTY) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 MSE 24-hr 3 10-Year Rainfall=4.20" Runoff Area=7,308 sf Runoff Volume=0.031 af Runoff Depth=2.21" Tc=6.0 min CN=80 0.69 cfs MSE 24-hr 3 10-Year Rainfall=4.20"17227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 33HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment PR3: PR3 (TO 78TH ST/PUBLIC POND) Runoff = 0.47 cfs @ 12.13 hrs, Volume= 0.022 af, Depth= 2.64" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (sf) CN Description 1,253 98 Paved parking, HSG B 3,029 80 >75% Grass cover, Good, HSG D 4,282 85 Weighted Average 3,029 70.74% Pervious Area 1,253 29.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR3: PR3 (TO 78TH ST/PUBLIC POND) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.52 0.5 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 MSE 24-hr 3 10-Year Rainfall=4.20" Runoff Area=4,282 sf Runoff Volume=0.022 af Runoff Depth=2.64" Tc=6.0 min CN=85 0.47 cfs MSE 24-hr 3 10-Year Rainfall=4.20"17227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 34HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment PR4: PR4 (TO INFILTRATION BASIN 1P) Runoff = 10.12 cfs @ 12.13 hrs, Volume= 0.493 af, Depth= 3.41" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (sf) CN Description 53,142 98 Paved parking, HSG B 22,353 80 >75% Grass cover, Good, HSG D 75,495 93 Weighted Average 22,353 29.61% Pervious Area 53,142 70.39% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR4: PR4 (TO INFILTRATION BASIN 1P) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 10-Year Rainfall=4.20" Runoff Area=75,495 sf Runoff Volume=0.493 af Runoff Depth=3.41" Tc=6.0 min CN=93 10.12 cfs MSE 24-hr 3 10-Year Rainfall=4.20"17227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 35HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Summary for Reach 2R: DOWNSTREAM REACH [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 3.564 ac, 35.04% Impervious, Inflow Depth = 2.75" for 10-Year event Inflow = 12.40 cfs @ 12.16 hrs, Volume= 0.817 af Outflow = 12.40 cfs @ 12.16 hrs, Volume= 0.817 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach 2R: DOWNSTREAM REACH Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.564 ac 12.40 cfs 12.40 cfs MSE 24-hr 3 10-Year Rainfall=4.20"17227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 36HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Summary for Pond 1P: FILTRATION BASIN 1 Inflow Area = 1.733 ac, 70.39% Impervious, Inflow Depth = 3.41" for 10-Year event Inflow = 10.12 cfs @ 12.13 hrs, Volume= 0.493 af Outflow = 6.13 cfs @ 12.20 hrs, Volume= 0.493 af, Atten= 39%, Lag= 4.1 min Primary = 0.01 cfs @ 12.20 hrs, Volume= 0.017 af Secondary = 6.12 cfs @ 12.20 hrs, Volume= 0.476 af Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Peak Elev= 954.49' @ 12.20 hrs Surf.Area= 5,530 sf Storage= 8,635 cf Plug-Flow detention time= 318.3 min calculated for 0.493 af (100% of inflow) Center-of-Mass det. time= 318.3 min ( 1,090.7 - 772.4 ) Volume Invert Avail.Storage Storage Description #1 952.60' 22,768 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 952.60 3,654 0 0 953.60 4,621 4,138 4,138 954.60 5,647 5,134 9,272 955.60 6,733 6,190 15,462 956.60 7,879 7,306 22,768 Device Routing Invert Outlet Devices #1 Device 2 952.60'0.800 in/hr Exfiltration over Surface area #2 Device 4 951.20'6.0" Vert. Orifice/Grate C= 0.600 #3 Device 4 953.95'18.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Secondary 951.20'15.0" Round Culvert L= 68.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 951.20' / 949.14' S= 0.0303 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf #5 Secondary 956.20'10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 #6 Primary 952.60'0.060 in/hr Exfiltration over Surface area Primary OutFlow Max=0.01 cfs @ 12.20 hrs HW=954.49' (Free Discharge) 6=Exfiltration (Exfiltration Controls 0.01 cfs) Secondary OutFlow Max=6.15 cfs @ 12.20 hrs HW=954.49' (Free Discharge) 4=Culvert (Passes 6.15 cfs of 9.64 cfs potential flow) 2=Orifice/Grate (Passes 0.10 cfs of 1.65 cfs potential flow) 1=Exfiltration (Exfiltration Controls 0.10 cfs) 3=Orifice/Grate (Weir Controls 6.05 cfs @ 2.39 fps) 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) MSE 24-hr 3 10-Year Rainfall=4.20"17227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 37HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Pond 1P: FILTRATION BASIN 1 Inflow Outflow Primary Secondary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.733 ac Peak Elev=954.49' Storage=8,635 cf 10.12 cfs 6.13 cfs 0.01 cfs 6.12 cfs MSE 24-hr 3 10-Year Rainfall=4.20"17227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 38HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 1P: FILTRATION BASIN 1 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 952.60 3,654 0 952.65 3,702 184 952.70 3,751 370 952.75 3,799 559 952.80 3,847 750 952.85 3,896 944 952.90 3,944 1,140 952.95 3,992 1,338 953.00 4,041 1,539 953.05 4,089 1,742 953.10 4,138 1,948 953.15 4,186 2,156 953.20 4,234 2,366 953.25 4,283 2,579 953.30 4,331 2,795 953.35 4,379 3,012 953.40 4,428 3,233 953.45 4,476 3,455 953.50 4,524 3,680 953.55 4,573 3,908 953.60 4,621 4,138 953.65 4,672 4,370 953.70 4,724 4,605 953.75 4,775 4,842 953.80 4,826 5,082 953.85 4,878 5,325 953.90 4,929 5,570 953.95 4,980 5,818 954.00 5,031 6,068 954.05 5,083 6,321 954.10 5,134 6,576 954.15 5,185 6,834 954.20 5,237 7,095 954.25 5,288 7,358 954.30 5,339 7,624 954.35 5,391 7,892 954.40 5,442 8,163 954.45 5,493 8,436 954.50 5,544 8,712 954.55 5,596 8,990 954.60 5,647 9,272 954.65 5,701 9,555 954.70 5,756 9,842 954.75 5,810 10,131 954.80 5,864 10,423 954.85 5,919 10,717 954.90 5,973 11,014 954.95 6,027 11,314 955.00 6,081 11,617 955.05 6,136 11,923 955.10 6,190 12,231 955.15 6,244 12,542 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 955.20 6,299 12,855 955.25 6,353 13,171 955.30 6,407 13,490 955.35 6,462 13,812 955.40 6,516 14,137 955.45 6,570 14,464 955.50 6,624 14,794 955.55 6,679 15,126 955.60 6,733 15,462 955.65 6,790 15,800 955.70 6,848 16,141 955.75 6,905 16,484 955.80 6,962 16,831 955.85 7,020 17,181 955.90 7,077 17,533 955.95 7,134 17,888 956.00 7,191 18,246 956.05 7,249 18,607 956.10 7,306 18,971 956.15 7,363 19,338 956.20 7,421 19,708 956.25 7,478 20,080 956.30 7,535 20,455 956.35 7,593 20,834 956.40 7,650 21,215 956.45 7,707 21,599 956.50 7,764 21,985 956.55 7,822 22,375 956.60 7,879 22,768 MSE 24-hr 3 10-Year Rainfall=4.20"17227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 39HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Summary for Pond 2P: INFILTRATION BASIN 1 (BELOW UNDERDRAIN) Inflow Area = 1.733 ac, 70.39% Impervious, Inflow Depth = 0.12" for 10-Year event Inflow = 0.01 cfs @ 12.20 hrs, Volume= 0.017 af Outflow = 0.01 cfs @ 12.03 hrs, Volume= 0.017 af, Atten= 34%, Lag= 0.0 min Discarded = 0.01 cfs @ 12.03 hrs, Volume= 0.017 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Peak Elev= 950.71' @ 40.12 hrs Surf.Area= 3,654 sf Storage= 158 cf Plug-Flow detention time= 326.5 min calculated for 0.017 af (100% of inflow) Center-of-Mass det. time= 326.5 min ( 1,752.4 - 1,425.9 ) Volume Invert Avail.Storage Storage Description #1 950.60' 2,923 cf Custom Stage Data (Prismatic) Listed below (Recalc) 7,308 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 950.60 3,654 0 0 951.20 3,654 2,192 2,192 952.60 3,654 5,116 7,308 Device Routing Invert Outlet Devices #1 Discarded 950.60'0.060 in/hr Exfiltration over Surface area #2 Primary 951.60'6.0" Vert. Orifice/Grate C= 0.600 Discarded OutFlow Max=0.01 cfs @ 12.03 hrs HW=950.62' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=950.60' (Free Discharge) 2=Orifice/Grate ( Controls 0.00 cfs) MSE 24-hr 3 10-Year Rainfall=4.20"17227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 40HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Pond 2P: INFILTRATION BASIN 1 (BELOW UNDERDRAIN) Inflow Outflow Discarded Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.009 0.008 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Inflow Area=1.733 ac Peak Elev=950.71' Storage=158 cf 0.01 cfs 0.01 cfs 0.01 cfs 0.00 cfs MSE 24-hr 3 10-Year Rainfall=4.20"17227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 41HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 2P: INFILTRATION BASIN 1 (BELOW UNDERDRAIN) Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 950.60 3,654 0 950.62 3,654 29 950.64 3,654 58 950.66 3,654 88 950.68 3,654 117 950.70 3,654 146 950.72 3,654 175 950.74 3,654 205 950.76 3,654 234 950.78 3,654 263 950.80 3,654 292 950.82 3,654 322 950.84 3,654 351 950.86 3,654 380 950.88 3,654 409 950.90 3,654 438 950.92 3,654 468 950.94 3,654 497 950.96 3,654 526 950.98 3,654 555 951.00 3,654 585 951.02 3,654 614 951.04 3,654 643 951.06 3,654 672 951.08 3,654 702 951.10 3,654 731 951.12 3,654 760 951.14 3,654 789 951.16 3,654 818 951.18 3,654 848 951.20 3,654 877 951.22 3,654 906 951.24 3,654 935 951.26 3,654 965 951.28 3,654 994 951.30 3,654 1,023 951.32 3,654 1,052 951.34 3,654 1,082 951.36 3,654 1,111 951.38 3,654 1,140 951.40 3,654 1,169 951.42 3,654 1,199 951.44 3,654 1,228 951.46 3,654 1,257 951.48 3,654 1,286 951.50 3,654 1,315 951.52 3,654 1,345 951.54 3,654 1,374 951.56 3,654 1,403 951.58 3,654 1,432 951.60 3,654 1,462 951.62 3,654 1,491 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 951.64 3,654 1,520 951.66 3,654 1,549 951.68 3,654 1,579 951.70 3,654 1,608 951.72 3,654 1,637 951.74 3,654 1,666 951.76 3,654 1,695 951.78 3,654 1,725 951.80 3,654 1,754 951.82 3,654 1,783 951.84 3,654 1,812 951.86 3,654 1,842 951.88 3,654 1,871 951.90 3,654 1,900 951.92 3,654 1,929 951.94 3,654 1,959 951.96 3,654 1,988 951.98 3,654 2,017 952.00 3,654 2,046 952.02 3,654 2,075 952.04 3,654 2,105 952.06 3,654 2,134 952.08 3,654 2,163 952.10 3,654 2,192 952.12 3,654 2,222 952.14 3,654 2,251 952.16 3,654 2,280 952.18 3,654 2,309 952.20 3,654 2,339 952.22 3,654 2,368 952.24 3,654 2,397 952.26 3,654 2,426 952.28 3,654 2,455 952.30 3,654 2,485 952.32 3,654 2,514 952.34 3,654 2,543 952.36 3,654 2,572 952.38 3,654 2,602 952.40 3,654 2,631 952.42 3,654 2,660 952.44 3,654 2,689 952.46 3,654 2,719 952.48 3,654 2,748 952.50 3,654 2,777 952.52 3,654 2,806 952.54 3,654 2,836 952.56 3,654 2,865 952.58 3,654 2,894 952.60 3,654 2,923 MSE 24-hr 3 100-Year Rainfall=6.00"17227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 42HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.01 hrs, 24001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=68,166 sf 0.00% Impervious Runoff Depth=3.78"Subcatchment PR1: PR1 (TO Tc=6.0 min CN=80 Runoff=10.79 cfs 0.493 af Runoff Area=7,308 sf 0.00% Impervious Runoff Depth=3.78"Subcatchment PR2: PR2 (TO ADJ. Tc=6.0 min CN=80 Runoff=1.16 cfs 0.053 af Runoff Area=4,282 sf 29.26% Impervious Runoff Depth=4.30"Subcatchment PR3: PR3 (TO 78TH Tc=6.0 min CN=85 Runoff=0.75 cfs 0.035 af Runoff Area=75,495 sf 70.39% Impervious Runoff Depth=5.18"Subcatchment PR4: PR4 (TO Tc=6.0 min CN=93 Runoff=14.95 cfs 0.749 af Inflow=20.53 cfs 1.311 afReach 2R: DOWNSTREAM REACH Outflow=20.53 cfs 1.311 af Peak Elev=954.93' Storage=11,174 cf Inflow=14.95 cfs 0.749 afPond 1P: FILTRATION BASIN 1 Primary=0.01 cfs 0.018 af Secondary=8.52 cfs 0.730 af Outflow=8.53 cfs 0.749 af Peak Elev=950.72' Storage=171 cf Inflow=0.01 cfs 0.018 afPond 2P: INFILTRATION BASIN 1 (BELOW Discarded=0.01 cfs 0.018 af Primary=0.00 cfs 0.000 af Outflow=0.01 cfs 0.018 af Total Runoff Area = 3.564 ac Runoff Volume = 1.330 af Average Runoff Depth = 4.48" 64.96% Pervious = 2.315 ac 35.04% Impervious = 1.249 ac MSE 24-hr 3 100-Year Rainfall=6.00"17227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 43HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment PR1: PR1 (TO WETLAND/CREEK) Runoff = 10.79 cfs @ 12.13 hrs, Volume= 0.493 af, Depth= 3.78" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=6.00" Area (sf) CN Description 68,166 80 >75% Grass cover, Good, HSG D 68,166 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR1: PR1 (TO WETLAND/CREEK) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 100-Year Rainfall=6.00" Runoff Area=68,166 sf Runoff Volume=0.493 af Runoff Depth=3.78" Tc=6.0 min CN=80 10.79 cfs MSE 24-hr 3 100-Year Rainfall=6.00"17227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 44HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment PR2: PR2 (TO ADJ. PROPERTY) Runoff = 1.16 cfs @ 12.13 hrs, Volume= 0.053 af, Depth= 3.78" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=6.00" Area (sf) CN Description 7,308 80 >75% Grass cover, Good, HSG D 7,308 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR2: PR2 (TO ADJ. PROPERTY) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 MSE 24-hr 3 100-Year Rainfall=6.00" Runoff Area=7,308 sf Runoff Volume=0.053 af Runoff Depth=3.78" Tc=6.0 min CN=80 1.16 cfs MSE 24-hr 3 100-Year Rainfall=6.00"17227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 45HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment PR3: PR3 (TO 78TH ST/PUBLIC POND) Runoff = 0.75 cfs @ 12.13 hrs, Volume= 0.035 af, Depth= 4.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=6.00" Area (sf) CN Description 1,253 98 Paved parking, HSG B 3,029 80 >75% Grass cover, Good, HSG D 4,282 85 Weighted Average 3,029 70.74% Pervious Area 1,253 29.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR3: PR3 (TO 78TH ST/PUBLIC POND) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 MSE 24-hr 3 100-Year Rainfall=6.00" Runoff Area=4,282 sf Runoff Volume=0.035 af Runoff Depth=4.30" Tc=6.0 min CN=85 0.75 cfs MSE 24-hr 3 100-Year Rainfall=6.00"17227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 46HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment PR4: PR4 (TO INFILTRATION BASIN 1P) Runoff = 14.95 cfs @ 12.13 hrs, Volume= 0.749 af, Depth= 5.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=6.00" Area (sf) CN Description 53,142 98 Paved parking, HSG B 22,353 80 >75% Grass cover, Good, HSG D 75,495 93 Weighted Average 22,353 29.61% Pervious Area 53,142 70.39% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR4: PR4 (TO INFILTRATION BASIN 1P) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 100-Year Rainfall=6.00" Runoff Area=75,495 sf Runoff Volume=0.749 af Runoff Depth=5.18" Tc=6.0 min CN=93 14.95 cfs MSE 24-hr 3 100-Year Rainfall=6.00"17227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 47HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Summary for Reach 2R: DOWNSTREAM REACH [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 3.564 ac, 35.04% Impervious, Inflow Depth = 4.42" for 100-Year event Inflow = 20.53 cfs @ 12.14 hrs, Volume= 1.311 af Outflow = 20.53 cfs @ 12.14 hrs, Volume= 1.311 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach 2R: DOWNSTREAM REACH Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.564 ac 20.53 cfs 20.53 cfs MSE 24-hr 3 100-Year Rainfall=6.00"17227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 48HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Summary for Pond 1P: FILTRATION BASIN 1 Inflow Area = 1.733 ac, 70.39% Impervious, Inflow Depth = 5.18" for 100-Year event Inflow = 14.95 cfs @ 12.13 hrs, Volume= 0.749 af Outflow = 8.53 cfs @ 12.20 hrs, Volume= 0.749 af, Atten= 43%, Lag= 4.4 min Primary = 0.01 cfs @ 12.20 hrs, Volume= 0.018 af Secondary = 8.52 cfs @ 12.20 hrs, Volume= 0.730 af Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Peak Elev= 954.93' @ 12.20 hrs Surf.Area= 6,002 sf Storage= 11,174 cf Plug-Flow detention time= 230.9 min calculated for 0.748 af (100% of inflow) Center-of-Mass det. time= 231.0 min ( 995.5 - 764.5 ) Volume Invert Avail.Storage Storage Description #1 952.60' 22,768 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 952.60 3,654 0 0 953.60 4,621 4,138 4,138 954.60 5,647 5,134 9,272 955.60 6,733 6,190 15,462 956.60 7,879 7,306 22,768 Device Routing Invert Outlet Devices #1 Device 2 952.60'0.800 in/hr Exfiltration over Surface area #2 Device 4 951.20'6.0" Vert. Orifice/Grate C= 0.600 #3 Device 4 953.95'18.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Secondary 951.20'15.0" Round Culvert L= 68.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 951.20' / 949.14' S= 0.0303 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf #5 Secondary 956.20'10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 #6 Primary 952.60'0.060 in/hr Exfiltration over Surface area Primary OutFlow Max=0.01 cfs @ 12.20 hrs HW=954.93' (Free Discharge) 6=Exfiltration (Exfiltration Controls 0.01 cfs) Secondary OutFlow Max=8.52 cfs @ 12.20 hrs HW=954.93' (Free Discharge) 4=Culvert (Passes 8.52 cfs of 10.41 cfs potential flow) 2=Orifice/Grate (Passes 0.11 cfs of 1.76 cfs potential flow) 1=Exfiltration (Exfiltration Controls 0.11 cfs) 3=Orifice/Grate (Orifice Controls 8.41 cfs @ 4.76 fps) 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) MSE 24-hr 3 100-Year Rainfall=6.00"17227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 49HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Pond 1P: FILTRATION BASIN 1 Inflow Outflow Primary Secondary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.733 ac Peak Elev=954.93' Storage=11,174 cf 14.95 cfs 8.53 cfs 0.01 cfs 8.52 cfs MSE 24-hr 3 100-Year Rainfall=6.00"17227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 50HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 1P: FILTRATION BASIN 1 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 952.60 3,654 0 952.65 3,702 184 952.70 3,751 370 952.75 3,799 559 952.80 3,847 750 952.85 3,896 944 952.90 3,944 1,140 952.95 3,992 1,338 953.00 4,041 1,539 953.05 4,089 1,742 953.10 4,138 1,948 953.15 4,186 2,156 953.20 4,234 2,366 953.25 4,283 2,579 953.30 4,331 2,795 953.35 4,379 3,012 953.40 4,428 3,233 953.45 4,476 3,455 953.50 4,524 3,680 953.55 4,573 3,908 953.60 4,621 4,138 953.65 4,672 4,370 953.70 4,724 4,605 953.75 4,775 4,842 953.80 4,826 5,082 953.85 4,878 5,325 953.90 4,929 5,570 953.95 4,980 5,818 954.00 5,031 6,068 954.05 5,083 6,321 954.10 5,134 6,576 954.15 5,185 6,834 954.20 5,237 7,095 954.25 5,288 7,358 954.30 5,339 7,624 954.35 5,391 7,892 954.40 5,442 8,163 954.45 5,493 8,436 954.50 5,544 8,712 954.55 5,596 8,990 954.60 5,647 9,272 954.65 5,701 9,555 954.70 5,756 9,842 954.75 5,810 10,131 954.80 5,864 10,423 954.85 5,919 10,717 954.90 5,973 11,014 954.95 6,027 11,314 955.00 6,081 11,617 955.05 6,136 11,923 955.10 6,190 12,231 955.15 6,244 12,542 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 955.20 6,299 12,855 955.25 6,353 13,171 955.30 6,407 13,490 955.35 6,462 13,812 955.40 6,516 14,137 955.45 6,570 14,464 955.50 6,624 14,794 955.55 6,679 15,126 955.60 6,733 15,462 955.65 6,790 15,800 955.70 6,848 16,141 955.75 6,905 16,484 955.80 6,962 16,831 955.85 7,020 17,181 955.90 7,077 17,533 955.95 7,134 17,888 956.00 7,191 18,246 956.05 7,249 18,607 956.10 7,306 18,971 956.15 7,363 19,338 956.20 7,421 19,708 956.25 7,478 20,080 956.30 7,535 20,455 956.35 7,593 20,834 956.40 7,650 21,215 956.45 7,707 21,599 956.50 7,764 21,985 956.55 7,822 22,375 956.60 7,879 22,768 MSE 24-hr 3 100-Year Rainfall=6.00"17227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 51HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Summary for Pond 2P: INFILTRATION BASIN 1 (BELOW UNDERDRAIN) Inflow Area = 1.733 ac, 70.39% Impervious, Inflow Depth = 0.13" for 100-Year event Inflow = 0.01 cfs @ 12.20 hrs, Volume= 0.018 af Outflow = 0.01 cfs @ 10.97 hrs, Volume= 0.018 af, Atten= 39%, Lag= 0.0 min Discarded = 0.01 cfs @ 10.97 hrs, Volume= 0.018 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Peak Elev= 950.72' @ 41.14 hrs Surf.Area= 3,654 sf Storage= 171 cf Plug-Flow detention time= 347.1 min calculated for 0.018 af (100% of inflow) Center-of-Mass det. time= 347.2 min ( 1,759.9 - 1,412.7 ) Volume Invert Avail.Storage Storage Description #1 950.60' 2,923 cf Custom Stage Data (Prismatic) Listed below (Recalc) 7,308 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 950.60 3,654 0 0 951.20 3,654 2,192 2,192 952.60 3,654 5,116 7,308 Device Routing Invert Outlet Devices #1 Discarded 950.60'0.060 in/hr Exfiltration over Surface area #2 Primary 951.60'6.0" Vert. Orifice/Grate C= 0.600 Discarded OutFlow Max=0.01 cfs @ 10.97 hrs HW=950.62' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=950.60' (Free Discharge) 2=Orifice/Grate ( Controls 0.00 cfs) MSE 24-hr 3 100-Year Rainfall=6.00"17227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 52HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Pond 2P: INFILTRATION BASIN 1 (BELOW UNDERDRAIN) Inflow Outflow Discarded Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.009 0.009 0.008 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Inflow Area=1.733 ac Peak Elev=950.72' Storage=171 cf 0.01 cfs 0.01 cfs 0.01 cfs 0.00 cfs MSE 24-hr 3 100-Year Rainfall=6.00"17227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 53HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 2P: INFILTRATION BASIN 1 (BELOW UNDERDRAIN) Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 950.60 3,654 0 950.62 3,654 29 950.64 3,654 58 950.66 3,654 88 950.68 3,654 117 950.70 3,654 146 950.72 3,654 175 950.74 3,654 205 950.76 3,654 234 950.78 3,654 263 950.80 3,654 292 950.82 3,654 322 950.84 3,654 351 950.86 3,654 380 950.88 3,654 409 950.90 3,654 438 950.92 3,654 468 950.94 3,654 497 950.96 3,654 526 950.98 3,654 555 951.00 3,654 585 951.02 3,654 614 951.04 3,654 643 951.06 3,654 672 951.08 3,654 702 951.10 3,654 731 951.12 3,654 760 951.14 3,654 789 951.16 3,654 818 951.18 3,654 848 951.20 3,654 877 951.22 3,654 906 951.24 3,654 935 951.26 3,654 965 951.28 3,654 994 951.30 3,654 1,023 951.32 3,654 1,052 951.34 3,654 1,082 951.36 3,654 1,111 951.38 3,654 1,140 951.40 3,654 1,169 951.42 3,654 1,199 951.44 3,654 1,228 951.46 3,654 1,257 951.48 3,654 1,286 951.50 3,654 1,315 951.52 3,654 1,345 951.54 3,654 1,374 951.56 3,654 1,403 951.58 3,654 1,432 951.60 3,654 1,462 951.62 3,654 1,491 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 951.64 3,654 1,520 951.66 3,654 1,549 951.68 3,654 1,579 951.70 3,654 1,608 951.72 3,654 1,637 951.74 3,654 1,666 951.76 3,654 1,695 951.78 3,654 1,725 951.80 3,654 1,754 951.82 3,654 1,783 951.84 3,654 1,812 951.86 3,654 1,842 951.88 3,654 1,871 951.90 3,654 1,900 951.92 3,654 1,929 951.94 3,654 1,959 951.96 3,654 1,988 951.98 3,654 2,017 952.00 3,654 2,046 952.02 3,654 2,075 952.04 3,654 2,105 952.06 3,654 2,134 952.08 3,654 2,163 952.10 3,654 2,192 952.12 3,654 2,222 952.14 3,654 2,251 952.16 3,654 2,280 952.18 3,654 2,309 952.20 3,654 2,339 952.22 3,654 2,368 952.24 3,654 2,397 952.26 3,654 2,426 952.28 3,654 2,455 952.30 3,654 2,485 952.32 3,654 2,514 952.34 3,654 2,543 952.36 3,654 2,572 952.38 3,654 2,602 952.40 3,654 2,631 952.42 3,654 2,660 952.44 3,654 2,689 952.46 3,654 2,719 952.48 3,654 2,748 952.50 3,654 2,777 952.52 3,654 2,806 952.54 3,654 2,836 952.56 3,654 2,865 952.58 3,654 2,894 952.60 3,654 2,923 MSE 24-hr 3 Custom Rainfall=10.00"17227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 54HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.01 hrs, 24001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=68,166 sf 0.00% Impervious Runoff Depth=7.52"Subcatchment PR1: PR1 (TO Tc=6.0 min CN=80 Runoff=20.68 cfs 0.981 af Runoff Area=7,308 sf 0.00% Impervious Runoff Depth=7.52"Subcatchment PR2: PR2 (TO ADJ. Tc=6.0 min CN=80 Runoff=2.22 cfs 0.105 af Runoff Area=4,282 sf 29.26% Impervious Runoff Depth=8.16"Subcatchment PR3: PR3 (TO 78TH Tc=6.0 min CN=85 Runoff=1.37 cfs 0.067 af Runoff Area=75,495 sf 70.39% Impervious Runoff Depth=9.15"Subcatchment PR4: PR4 (TO Tc=6.0 min CN=93 Runoff=25.53 cfs 1.322 af Inflow=34.80 cfs 2.454 afReach 2R: DOWNSTREAM REACH Outflow=34.80 cfs 2.454 af Peak Elev=955.81' Storage=16,931 cf Inflow=25.53 cfs 1.322 afPond 1P: FILTRATION BASIN 1 Primary=0.01 cfs 0.020 af Secondary=11.75 cfs 1.302 af Outflow=11.76 cfs 1.322 af Peak Elev=950.73' Storage=192 cf Inflow=0.01 cfs 0.020 afPond 2P: INFILTRATION BASIN 1 (BELOW Discarded=0.01 cfs 0.020 af Primary=0.00 cfs 0.000 af Outflow=0.01 cfs 0.020 af Total Runoff Area = 3.564 ac Runoff Volume = 2.474 af Average Runoff Depth = 8.33" 64.96% Pervious = 2.315 ac 35.04% Impervious = 1.249 ac MSE 24-hr 3 Custom Rainfall=10.00"17227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 55HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment PR1: PR1 (TO WETLAND/CREEK) Runoff = 20.68 cfs @ 12.13 hrs, Volume= 0.981 af, Depth= 7.52" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 Custom Rainfall=10.00" Area (sf) CN Description 68,166 80 >75% Grass cover, Good, HSG D 68,166 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR1: PR1 (TO WETLAND/CREEK) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 Custom Rainfall=10.00" Runoff Area=68,166 sf Runoff Volume=0.981 af Runoff Depth=7.52" Tc=6.0 min CN=80 20.68 cfs MSE 24-hr 3 Custom Rainfall=10.00"17227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 56HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment PR2: PR2 (TO ADJ. PROPERTY) Runoff = 2.22 cfs @ 12.13 hrs, Volume= 0.105 af, Depth= 7.52" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 Custom Rainfall=10.00" Area (sf) CN Description 7,308 80 >75% Grass cover, Good, HSG D 7,308 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR2: PR2 (TO ADJ. PROPERTY) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 MSE 24-hr 3 Custom Rainfall=10.00" Runoff Area=7,308 sf Runoff Volume=0.105 af Runoff Depth=7.52" Tc=6.0 min CN=80 2.22 cfs MSE 24-hr 3 Custom Rainfall=10.00"17227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 57HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment PR3: PR3 (TO 78TH ST/PUBLIC POND) Runoff = 1.37 cfs @ 12.13 hrs, Volume= 0.067 af, Depth= 8.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 Custom Rainfall=10.00" Area (sf) CN Description 1,253 98 Paved parking, HSG B 3,029 80 >75% Grass cover, Good, HSG D 4,282 85 Weighted Average 3,029 70.74% Pervious Area 1,253 29.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR3: PR3 (TO 78TH ST/PUBLIC POND) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 MSE 24-hr 3 Custom Rainfall=10.00" Runoff Area=4,282 sf Runoff Volume=0.067 af Runoff Depth=8.16" Tc=6.0 min CN=85 1.37 cfs MSE 24-hr 3 Custom Rainfall=10.00"17227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 58HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment PR4: PR4 (TO INFILTRATION BASIN 1P) Runoff = 25.53 cfs @ 12.13 hrs, Volume= 1.322 af, Depth= 9.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 Custom Rainfall=10.00" Area (sf) CN Description 53,142 98 Paved parking, HSG B 22,353 80 >75% Grass cover, Good, HSG D 75,495 93 Weighted Average 22,353 29.61% Pervious Area 53,142 70.39% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR4: PR4 (TO INFILTRATION BASIN 1P) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 MSE 24-hr 3 Custom Rainfall=10.00" Runoff Area=75,495 sf Runoff Volume=1.322 af Runoff Depth=9.15" Tc=6.0 min CN=93 25.53 cfs MSE 24-hr 3 Custom Rainfall=10.00"17227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 59HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Summary for Reach 2R: DOWNSTREAM REACH [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 3.564 ac, 35.04% Impervious, Inflow Depth = 8.26" for Custom event Inflow = 34.80 cfs @ 12.14 hrs, Volume= 2.454 af Outflow = 34.80 cfs @ 12.14 hrs, Volume= 2.454 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach 2R: DOWNSTREAM REACH Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=3.564 ac 34.80 cfs 34.80 cfs MSE 24-hr 3 Custom Rainfall=10.00"17227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 60HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Summary for Pond 1P: FILTRATION BASIN 1 Inflow Area = 1.733 ac, 70.39% Impervious, Inflow Depth = 9.15" for Custom event Inflow = 25.53 cfs @ 12.13 hrs, Volume= 1.322 af Outflow = 11.76 cfs @ 12.23 hrs, Volume= 1.322 af, Atten= 54%, Lag= 5.8 min Primary = 0.01 cfs @ 12.23 hrs, Volume= 0.020 af Secondary = 11.75 cfs @ 12.23 hrs, Volume= 1.302 af Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Peak Elev= 955.81' @ 12.23 hrs Surf.Area= 6,979 sf Storage= 16,931 cf Plug-Flow detention time= 151.1 min calculated for 1.321 af (100% of inflow) Center-of-Mass det. time= 151.2 min ( 905.8 - 754.7 ) Volume Invert Avail.Storage Storage Description #1 952.60' 22,768 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 952.60 3,654 0 0 953.60 4,621 4,138 4,138 954.60 5,647 5,134 9,272 955.60 6,733 6,190 15,462 956.60 7,879 7,306 22,768 Device Routing Invert Outlet Devices #1 Device 2 952.60'0.800 in/hr Exfiltration over Surface area #2 Device 4 951.20'6.0" Vert. Orifice/Grate C= 0.600 #3 Device 4 953.95'18.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Secondary 951.20'15.0" Round Culvert L= 68.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 951.20' / 949.14' S= 0.0303 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf #5 Secondary 956.20'10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 #6 Primary 952.60'0.060 in/hr Exfiltration over Surface area Primary OutFlow Max=0.01 cfs @ 12.23 hrs HW=955.81' (Free Discharge) 6=Exfiltration (Exfiltration Controls 0.01 cfs) Secondary OutFlow Max=11.75 cfs @ 12.23 hrs HW=955.81' (Free Discharge) 4=Culvert (Passes 11.75 cfs of 11.80 cfs potential flow) 2=Orifice/Grate (Passes 0.13 cfs of 1.97 cfs potential flow) 1=Exfiltration (Exfiltration Controls 0.13 cfs) 3=Orifice/Grate (Orifice Controls 11.62 cfs @ 6.57 fps) 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) MSE 24-hr 3 Custom Rainfall=10.00"17227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 61HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Pond 1P: FILTRATION BASIN 1 Inflow Outflow Primary Secondary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=1.733 ac Peak Elev=955.81' Storage=16,931 cf 25.53 cfs 11.76 cfs 0.01 cfs 11.75 cfs MSE 24-hr 3 Custom Rainfall=10.00"17227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 62HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 1P: FILTRATION BASIN 1 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 952.60 3,654 0 952.65 3,702 184 952.70 3,751 370 952.75 3,799 559 952.80 3,847 750 952.85 3,896 944 952.90 3,944 1,140 952.95 3,992 1,338 953.00 4,041 1,539 953.05 4,089 1,742 953.10 4,138 1,948 953.15 4,186 2,156 953.20 4,234 2,366 953.25 4,283 2,579 953.30 4,331 2,795 953.35 4,379 3,012 953.40 4,428 3,233 953.45 4,476 3,455 953.50 4,524 3,680 953.55 4,573 3,908 953.60 4,621 4,138 953.65 4,672 4,370 953.70 4,724 4,605 953.75 4,775 4,842 953.80 4,826 5,082 953.85 4,878 5,325 953.90 4,929 5,570 953.95 4,980 5,818 954.00 5,031 6,068 954.05 5,083 6,321 954.10 5,134 6,576 954.15 5,185 6,834 954.20 5,237 7,095 954.25 5,288 7,358 954.30 5,339 7,624 954.35 5,391 7,892 954.40 5,442 8,163 954.45 5,493 8,436 954.50 5,544 8,712 954.55 5,596 8,990 954.60 5,647 9,272 954.65 5,701 9,555 954.70 5,756 9,842 954.75 5,810 10,131 954.80 5,864 10,423 954.85 5,919 10,717 954.90 5,973 11,014 954.95 6,027 11,314 955.00 6,081 11,617 955.05 6,136 11,923 955.10 6,190 12,231 955.15 6,244 12,542 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 955.20 6,299 12,855 955.25 6,353 13,171 955.30 6,407 13,490 955.35 6,462 13,812 955.40 6,516 14,137 955.45 6,570 14,464 955.50 6,624 14,794 955.55 6,679 15,126 955.60 6,733 15,462 955.65 6,790 15,800 955.70 6,848 16,141 955.75 6,905 16,484 955.80 6,962 16,831 955.85 7,020 17,181 955.90 7,077 17,533 955.95 7,134 17,888 956.00 7,191 18,246 956.05 7,249 18,607 956.10 7,306 18,971 956.15 7,363 19,338 956.20 7,421 19,708 956.25 7,478 20,080 956.30 7,535 20,455 956.35 7,593 20,834 956.40 7,650 21,215 956.45 7,707 21,599 956.50 7,764 21,985 956.55 7,822 22,375 956.60 7,879 22,768 MSE 24-hr 3 Custom Rainfall=10.00"17227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 63HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Summary for Pond 2P: INFILTRATION BASIN 1 (BELOW UNDERDRAIN) Inflow Area = 1.733 ac, 70.39% Impervious, Inflow Depth = 0.14" for Custom event Inflow = 0.01 cfs @ 12.23 hrs, Volume= 0.020 af Outflow = 0.01 cfs @ 8.97 hrs, Volume= 0.020 af, Atten= 48%, Lag= 0.0 min Discarded = 0.01 cfs @ 8.97 hrs, Volume= 0.020 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Peak Elev= 950.73' @ 42.02 hrs Surf.Area= 3,654 sf Storage= 192 cf Plug-Flow detention time= 384.3 min calculated for 0.020 af (100% of inflow) Center-of-Mass det. time= 384.3 min ( 1,767.1 - 1,382.8 ) Volume Invert Avail.Storage Storage Description #1 950.60' 2,923 cf Custom Stage Data (Prismatic) Listed below (Recalc) 7,308 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 950.60 3,654 0 0 951.20 3,654 2,192 2,192 952.60 3,654 5,116 7,308 Device Routing Invert Outlet Devices #1 Discarded 950.60'0.060 in/hr Exfiltration over Surface area #2 Primary 951.60'6.0" Vert. Orifice/Grate C= 0.600 Discarded OutFlow Max=0.01 cfs @ 8.97 hrs HW=950.62' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=950.60' (Free Discharge) 2=Orifice/Grate ( Controls 0.00 cfs) MSE 24-hr 3 Custom Rainfall=10.00"17227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 64HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Pond 2P: INFILTRATION BASIN 1 (BELOW UNDERDRAIN) Inflow Outflow Discarded Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.011 0.01 0.009 0.009 0.008 0.008 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Inflow Area=1.733 ac Peak Elev=950.73' Storage=192 cf 0.01 cfs 0.01 cfs 0.01 cfs 0.00 cfs MSE 24-hr 3 Custom Rainfall=10.00"17227 PROPOSED Printed 1/3/2020Prepared by {enter your company name here} Page 65HydroCAD® 10.00-20 s/n 10641 © 2017 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 2P: INFILTRATION BASIN 1 (BELOW UNDERDRAIN) Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 950.60 3,654 0 950.62 3,654 29 950.64 3,654 58 950.66 3,654 88 950.68 3,654 117 950.70 3,654 146 950.72 3,654 175 950.74 3,654 205 950.76 3,654 234 950.78 3,654 263 950.80 3,654 292 950.82 3,654 322 950.84 3,654 351 950.86 3,654 380 950.88 3,654 409 950.90 3,654 438 950.92 3,654 468 950.94 3,654 497 950.96 3,654 526 950.98 3,654 555 951.00 3,654 585 951.02 3,654 614 951.04 3,654 643 951.06 3,654 672 951.08 3,654 702 951.10 3,654 731 951.12 3,654 760 951.14 3,654 789 951.16 3,654 818 951.18 3,654 848 951.20 3,654 877 951.22 3,654 906 951.24 3,654 935 951.26 3,654 965 951.28 3,654 994 951.30 3,654 1,023 951.32 3,654 1,052 951.34 3,654 1,082 951.36 3,654 1,111 951.38 3,654 1,140 951.40 3,654 1,169 951.42 3,654 1,199 951.44 3,654 1,228 951.46 3,654 1,257 951.48 3,654 1,286 951.50 3,654 1,315 951.52 3,654 1,345 951.54 3,654 1,374 951.56 3,654 1,403 951.58 3,654 1,432 951.60 3,654 1,462 951.62 3,654 1,491 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 951.64 3,654 1,520 951.66 3,654 1,549 951.68 3,654 1,579 951.70 3,654 1,608 951.72 3,654 1,637 951.74 3,654 1,666 951.76 3,654 1,695 951.78 3,654 1,725 951.80 3,654 1,754 951.82 3,654 1,783 951.84 3,654 1,812 951.86 3,654 1,842 951.88 3,654 1,871 951.90 3,654 1,900 951.92 3,654 1,929 951.94 3,654 1,959 951.96 3,654 1,988 951.98 3,654 2,017 952.00 3,654 2,046 952.02 3,654 2,075 952.04 3,654 2,105 952.06 3,654 2,134 952.08 3,654 2,163 952.10 3,654 2,192 952.12 3,654 2,222 952.14 3,654 2,251 952.16 3,654 2,280 952.18 3,654 2,309 952.20 3,654 2,339 952.22 3,654 2,368 952.24 3,654 2,397 952.26 3,654 2,426 952.28 3,654 2,455 952.30 3,654 2,485 952.32 3,654 2,514 952.34 3,654 2,543 952.36 3,654 2,572 952.38 3,654 2,602 952.40 3,654 2,631 952.42 3,654 2,660 952.44 3,654 2,689 952.46 3,654 2,719 952.48 3,654 2,748 952.50 3,654 2,777 952.52 3,654 2,806 952.54 3,654 2,836 952.56 3,654 2,865 952.58 3,654 2,894 952.60 3,654 2,923 CALCULATED BY: Robbie Latta, EITDATE:01/06/20 CLIENT: Moments of ChanhassenSTORM FREQ.: 10 YEARSHEET 1 OF 1TYPE OF PIPE: HDPE (n=0.010)TYPE OF PIPE: RCP (n=0.013)10 YEARLINE NO. STRUCTURE (A) [SF](A) [AC](CA)(CA) TIME OF FLOWINTEN'Y RUNOFFSLOPE SIZECAPACITYVELOCITY DEPTH RIMINV DROP INV DROP THRUSTRUCT PIPE DEPTH VELOCITY FROM TO LENGTH INCRE'T INCRE'TINCRE'TTOTALCOEFF T.O.C. T.O.F. T (I)Q=CIA (cfs)FT/FT IN.CFS FULL ACTUAL OF FLOWUPPER LOWERSTRUCT.DEPTH COVER RATIO RATIO1 CB3 CBMH2 142 43570.10 0.09 0.090.910.000.00 10.00 5.800.520.0200 60.794.02 4.31 0.30968.63964.412.84 961.570.004.22 3.66 0.60 1.07 5.80YES2 CBMH2 BASIN 241 442431.02 0.91 1.000.910.000.55 10.55 5.445.460.0300 126.137.81 8.78 0.73968.39961.577.23 954.340.006.82 5.70 0.73 1.12 5.44YES9 BLDG CBMH2 56 330600.76 0.68 0.680.910.000.00 10.00 5.803.960.0200 125.016.38 7.05 0.671143.021138.521.12 1137.400.004.50 3.38 0.67 1.11 5.80YESIS CAPACITY > RUNOFF P8 Model Results Moments of Chanhassen 01/06/19 Variable OVERALL FILTRATION BASIN INFILTRATION BASIN EOF SWALE OUTLET CULVERT P0% 88.2 84.8 35.5 0.1 P10% 95.6 95.6 0.6 P30% 97.4 97.3 3.6 P50% 98.5 98.3 10.5 P80% 99.8 99.6 43.3 TSS 98.2 98.1 7.2 TP 94.7 93.7 35.5 2.0 TKN 93.8 92.5 35.5 1.6 CU 95.6 94.6 35.5 3.4 PB 97.3 96.9 35.5 5.5 ZN 93.8 92.5 35.5 1.6 HC 97.3 96.9 35.5 5.5 January 5, 2018 Project Number: 17-1039 Mr. Patrick Sarver Civil Site Group, Inc. 4931 W 35th Street, Suite 200 St. Louis Park, MN 55416 RE: Geotechnical Exploration Report, Proposed Senior Living Facility, 1620 and 1660 Arboretum Boulevard, Chanhassen, Minnesota Dear Mr. Sarver, We have completed the geotechnical exploration report for the proposed senior living facility at 1620 and 1660 Arboretum Boulevard in Chanhassen, Minnesota. A brief summary of our results and recommendations is presented below. The soil borings completed with the building area encountered about 1 foot of vegetation and topsoil along with previously placed Fill that extended to depths ranging from about 12 to 29 feet below the ground surface. The Fill was composed of mostly clayey soils that contained organics, roots and fibers, and pieces of wood and concrete. Below the topsoil and Fill, the borings encountered native clayey soils that extended to the termination depths of the soil borings. The underlying native clays, in our opinion, are generally suitable for foundation support, but portions of the native clays had a soft consistency. The vegetation, topsoil, Fill and soft clay soils are not suitable for foundation support and will need to be removed from within the building and oversize areas and replaced with suitable compacted engineered fill. The deepest deposits of Fill and/or soft native soils (about 29 feet) was encountered on the western portion of the site near boring SB-1 with soil borings elsewhere generally encountering about 12 to 17 feet of Fill and/or soft native soil. Soil corrections extending to about 29 feet may not be cost effective and, if possible, moving the building to the east might result in reduced soil corrections and the associated costs. If the building will include a lower level, removal of a significant portion of the Fill soil would likely be incidental to construction. Specific details regarding our procedures, results and recommendations follow in the attached geotechnical exploration report. Thank you for the opportunity to assist you on this project. If you have any questions or need additional information please contact Paul Gionfriddo at 612-271-8185 or Brett Maki at 612-269-4027. HAUGO GEOTECHNICAL SERVICES, LLC Brett S. Maki, P.E. Paul Gionfriddo, P.E. Project Engineer Senior Engineer G EOTECHNICAL EXPLORAT ION REPORT PROJECT: Proposed Senior Living Facility NW Quadrant of Highway 5 and Audubon Road Chanhassen, Minnesota PREPARED FOR: Civil Site Group, Inc. 4931 W 35th Street, Suite 200 St. Louis Park, MN 55416 PREPARED BY: Haugo GeoTechnical Services LLC 2825 Cedar Avenue S Minneapolis, MN 55407 Haugo GeoTechnical Services Project: 17-1039 January 5, 2018 I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly Registered Professional Engineer under the laws of the State of Minnesota. Paul Gionfriddo, P.E. Senior Engineer License Number 23093 Expires June 2018 TABLE OF CONTENTS 1.0 INTRODUCTION 1 1.1 Project Description 1 1.2 Purpose 1 1.3 Site Description 1 1.4 Scope of Services 1 1.5 Documents Provided 2 1.6 Locations and Elevations 2 2.0 FIELD PROCEDURES 2 3.0 RESULTS 3 3.1 Soil Conditions 3 3.2 Groundwater 4 3.3 Laboratory Testing 5 3.4 OSHA Soil Classification 5 4.0 DISCUSSION AND RECOMMENDATIONS 5 4.1 Proposed Construction 5 4.2 Discussion 6 4.3 Foundation Preparation 7 4.4 Dewatering 8 4.5 Retaining Walls 8 4.6 Interior Slabs 9 4.7 Exterior Slabs 10 4.8 Site Grading and Drainage 10 4.9 Utilities 11 4.10 Bituminous Pavements 11 4.11 Materials and Compaction 12 5.0 CONSTRUCTION CONSIDERATIONS 12 5.1 Excavation 12 5.2 Observations 13 5.3 Backfill and Fills 13 5.4 Testing 13 5.5 Winter Construction 13 6.0 PROCEDURES 13 6.1 Soil Classification 13 6.2 Groundwater Observations 14 7.0 GENERAL 14 7.1 Subsurface Variations 14 7.2 Review of Design 14 7.3 Groundwater Fluctuations 14 7.4 Use of Report 15 7.5 Level of Care 15 APPENDIX 17 Boring Location Sketch GPS Boring Locations Soil Boring Logs, SB-1 thru SB-8 Descriptive Terminology 1 1.0 INTRODUCTION 1.1 Project Description Civil Site Group, Inc. is preparing design and construction documents for a proposed senior living facility on two parcels located at 1620 and 1660 Arboretum Boulevard in Chanhassen MN. The project will also include constructing the associated parking, drive lanes, and underground utilities. Civil Site Group requested a geotechnical exploration to evaluate the suitability of site soil conditions to support the proposed senior living center and provide recommendations for site development. 1.2 Purpose The purpose of this geotechnical exploration was to characterize subsurface soil and groundwater conditions and provide recommendations for foundation design, pavement design and construction of the proposed senior living center. 1.3 Site Description The project site consists of two parcels totaling 3.5 acres and is located at 1620 and 1660 Arboretum Boulevard in Chanhassen, MN. The lot was mostly open, and grass covered, with mature trees along the perimeter of the site. Riley Creek runs along the northern border of the site from nearby Lake Ann, which is about 1000 feet to the north of the site. The ground surface slopes to the north, with elevations at the soil boring locations ranging from about 958 ½ to 972 ½ feet mean sea level (MSL). 1.4 Scope of Services Our services were performed in accordance with the Haugo GeoTechnical Services LLC proposal dated October 31, 2017 and under the terms of our General Conditions. Our scope of services was generally limited to the following tasks: • Completing five (5) standard penetration test borings in the building area, extending to a nominal depth of 30 feet. • Completing three (3) standard penetration test borings in the pavement areas, extending to a nominal depth of 10 feet. One boring was extended to 15 feet due to the presence of existing Fill soils. • Obtaining GPS coordinates and elevations at the soil boring locations. • Visually/manually classifying soil samples recovered from the soil borings. • Performing laboratory tests on select soil samples. • Preparing soil boring logs describing the materials encountered and the results of groundwater level measurements. • Preparing an engineering report describing soil and groundwater conditions, and providing recommendations for foundation and pavement design. 2 1.5 Documents Provided We provided with a Surveyor’s Certificate of the property which was prepared by Sunde Land Surveying, LLC and dated December 5, 2005. The Surveyor’s Certificate showed the property boundaries, city street(s) and existing topography. We were also provided a copy of a geotechnical engineering report prepared by STS Consultants dated January 13, 2006. The report presented the results of 10 soil borings taken across the project site. Briefly, the borings generally encountered about 6 to 15 feet of Fill overlying native glacial till deposits. The Fill was reported to contain “mixed organic bands” and possibly pieces of concrete. The report was prepared for construction of a surface parking lot with the potential for a future parking ramp. The report indicated that the soil conditions were generally suitable for support of a surface parking lot but soil corrections or a deep foundation system would be required to support a parking structure. 1.6 Locations and Elevations The soil boring locations were selected by Haugo GeoTechnical Services (HGTS) based on the anticipated construction and site access. The ground surface elevations at the soil boring locations were obtained by HGTS using GPS measuring equipment. The GPS measurements were based on the MN County Coordinate System (Carver County) in US Survey Feet using the GEOID09 (Conus) model. The approximate locations of the soil borings are shown on Figure 1, “Soil Boring Location Sketch,” in the Appendix. The GPS boring locations are shown on Figure 2 in the Appendix. 2.0 FIELD PROCEDURES The standard penetration test borings were performed on December 18th, 19th and 20th, 2017 by HGTS with a rotary drilling rig, using continuous flight augers to advance the boreholes. Representative samples were obtained from the borings, using the split-barrel sampling procedures in general accordance with ASTM Specification D-1586. In the split-barrel sampling procedure, a 2-inch O.D. split-barrel spoon is driven into the ground with a 140- pound hammer falling 30 inches. The number of blows required to drive the sampling spoon the last 12 inches of an 18-inch penetration is recorded as the standard penetration resistance value, or "N" value. The results of the standard penetration tests are indicated on the boring log. The samples were sealed in containers and provided to HGTS for testing and soil classification. Soil samples recovered from the borings were classified in general accordance with ASTM 2488, “Description and Identification of Soils (Visual/Manual Procedures). A field log of each boring was prepared by the HGTS drill crew. The logs contain visual classifications of the soil materials encountered during drilling, as well as the driller's interpretation of the subsurface conditions between samples and water observation notes. The final boring logs included with this report represent an interpretation of the field logs and include modifications based on visual/manual method observation of the samples. 3 The soil boring logs, general terminology for soil description and identification, and classification of soils for engineering purposes are also included in the appendix. The soil boring logs identify and describe the materials encountered, the relative density or consistency based on the Standard Penetration resistance (N-value, “blows per foot”) and groundwater observations. The strata changes were inferred from the changes in the samples and auger cuttings. The depths shown as changes between strata are only approximate. The changes are likely transitions, variations can occur beyond the location of the boring. 3.0 RESULTS 3.1 Soil Conditions Building Borings Soil borings SB-1 through SB-5 were completed within the proposed building footprint. These soil borings encountered about 1 foot of topsoil at the surface that consisted predominantly of silty clay. The topsoil contained some roots and was black to dark brown in color. Below the topsoil the borings encountered Fill materials that extended to depths ranging from about 12 to 29 feet below the ground surface. The Fill consisted of a variety of soil types consisting primarily of sandy lean clay with lesser amounts of silty clay, silty sand and sandy clay. The Fill varied in color from brown to dark brown to grey to black, and contained traces of organics, fibers, roots, wood, gravel and concrete. Below the topsoil and Fill the soil borings generally encountered native alluvial soils and/or glacial till soils that extended to the termination depths of the soil borings. The alluvial soils consisted of lean clay that was grey to mottled brown and grey in color, and portions contained traces of gravel. The penetration resistance values (N-Values), shown as blows per foot (bpf) on the boring logs within the alluvial soils ranged from 2 to 9 bpf. These values indicate the alluvial soils had a soft to rather stiff consistency. The glacial till soils consisted of sandy lean clay that was grey in color and contained traces of gravel. N-Values within the glacial till soils ranged from 9 to 13 bpf. These values indicate the glacial till soils had a rather stiff to stiff consistency. Parking Lot Borings Soil borings SB-6 to SB-8 were completed within the proposed parking areas on the north and east sides of the building. These soil borings encountered about 1 foot of topsoil at the surface that consisted predominantly of silty clay. The topsoil was black to dark brown in color. Borings SB-6 and SB-7 encountered native glacial till soils below the topsoil that extended to the termination depths of the soil borings. The glacial till was composed of sandy lean clay that was brown in color and contained traces of gravel and rust staining. N-Values within the glacial till soils ranged from 6 to 17 bpf. These values indicate the glacial till soils h ad a medium to very stiff consistency. 4 Boring SB-8 encountered about 11 feet Fill below the topsoil. The Fill was composed of silty sand and sandy lean clay that was black in color and contained traces of organics, wood and gravel. The topsoil and Fill were underlain by native alluvial soils that extended to the termination depth of the boring. The alluvial soils consisted of lean clay that was mottled brown and grey in color and contained traces of rust staining and gravel. N-Values within the alluvial soils ranged from 6 to 12 bpf. These values indicate the glacial till soils had a medium to rather stiff consistency. 3.2 Groundwater Groundwater was encountered in soil borings SB-1 to SB-5 while drilling and sampling or after removing the augers from the boreholes at depths ranging from 17 to 25 feet below the ground surface, corresponding to an elevation range of 946 to 950 feet MSL. Water levels were measured on the dates as noted on the boring logs and the period of water level observations was relatively short. Given the cohesive nature the Fill, alluvial and glacial till soils encountered, it is likely that insufficient time was available for possible perched groundwater to seep into the bore hole and rise to its hydrostatic level. Groundwater monitoring wells or piezometers would be required to more accurately determine water levels. Seasonal and annual fluctuations in the groundwater levels should be expected. The water level of Riley Creek along the north border of the site ranges between about 946 to 950 feet MSL. Lake Ann is located about 1000 feet to the north of the site. The MN DNR reports the Ordinary High Water Level (OHW) of Lake Ann to be 955.5 feet MSL. 3.3 Laboratory Testing Laboratory moisture content tests and organic content tests were performed on selected samples recovered from the soil borings. Laboratory moisture contents ranged from about 14 to 26 percent. These values indicate that portions of the soils were likely well above their assumed optimum soil moisture contents. Organic contents ranged from about 3 ½ to 7 ½ percent indicating the soils were slightly organic to organic. Results of the laboratory moisture content tests are also shown on the boring logs adjacent to the sample tested. 5 Table 1. Summary of Laboratory Tests Boring Number Sample Number Depth (feet) Moisture Content (%)* Organic Content (%)* SB-1 S-25 5 14 3 ½ SB-1 S-26 7 ½ 19 ½ - SB-1 S-28 12 ½ 25 5 SB-1 S-31 20 26 4 ½ SB-2 S-16 7 ½ 18 ½ - SB-3 S-4 7 ½ 15 ½ - SB-4 S-49 5 15 - SB-4 S-50 7 ½ 24 ½ 7 SB-5 S-38 5 17 ½ - SB-6 S-65 5 19 ½ - SB-7 S-60 5 18 - SB-8 S-71 7 ½ 24 ½ 7 ½ *Moisture content and organic content tests were rounded to the nearest ½ percent 3.4 OSHA Soil Classification The soil encountered in the borings consisted predominantly of cohesive (clay) soils consisting of sandy lean clay and silty clay, meeting the ASTM Classifications CL and CL-ML. The site soils will generally be Type B soils under Department of Labor Occupational Safety and Health Administration (OSHA) guidelines. 4.0 DISCUSSION AND RECOMMENDATIONS 4.1 Proposed Construction Based on correspondence with Civil Site Group, we understand that specific plans for the senior living facility have not been finalized. Preliminary plans indicate that the building will likely be a single-story slab on-grade structure but could include a lower level. Specific structural drawings or design information was not available at the time of this report but based on the anticipated construction we assumed the building will include cast in-place concrete or masonry block foundation walls supported on concrete spread footings. Above grade construction is anticipated to include wood framing with a pitched roof and asphalt shingles. Based on these assumptions we anticipate perimeter footing loads on the order of 2 to 3 kips per lineal foot and interior column loads, if any, will be less than 100 kips. We anticipate the main floor will bear at or near existing site grades corresponding to about elevation 970. We further anticipate that soil bearing pressure(s) of 3,000 pounds per square foot (psf) will be required for foundation support. We have attempted to describe our understanding of the project. If the proposed loads exceed these values or if the design or location of the proposed building changes, we should be informed. Additional analyses and revised recommendations may be necessary. 6 4.2 Discussion The borings completed with the building area (SB-1 to SB-5) encountered about 1 foot of vegetation and topsoil along with previously placed Fill that extended to depths ranging from 12 to 29 feet below the ground surface. Underlying the topsoil and Fill, the borings encountered native alluvial clays and/or glacial till clay soils that extended to the termination depths of the soil borings. The soil conditions encountered in our soil borings were generally consistent with those identified and described in the STS Consultants geotechnical report. The vegetation and topsoil are compressible and not suitable for foundation support and will need to be removed and replaced with suitable compacted engineered fill to provide adequate foundation support. The Fill was composed of a variety of soil types, consisting of sandy lean clay, silty clay, silty sand and clayey sand and contained organics, fibers, wood and concrete. In addition, the Fill varied in color with much of it black in color. Laboratory test results indicated it was slightly organic to organic. Organic soils or soil containing organic materials are generally compressible and poor-quality soil for foundation support. In addition, portions of the alluvial clay soils had a soft to rather soft consistency. The soft clays are also generally compressible and likewise, are poor-quality soil for foundation support. For these reasons we do not recommend supporting the proposed senior living facility on the Fill or soft alluvial clays. The underlying stiffer native alluvial clays and glacial till clay soils, in our opinion, are generally suitable for foundation support. The deepest deposits of Fill and/or soft native soils (about 29 feet) was encountered in soil boring SB-1 with soil borings SB-2 thru SB-5 generally encountering about 12 to 17 feet of Fill and/or soft native soil. Soil corrections extending to about 29 feet may not be cost effective and if possible, moving the building to the east might result in reduced soil corrections and the associated costs. If the building will include a lower level, removal of a significant portion of the Fill and soft native soil would likely be incidental to construction. As noted above much of the Fill was “black” in color and slightly organic to organic and will likely not be suitable for re-use as structural fill. It may be possible to reuse these soil in “green areas” such as landscaping berms. Soil borings SB-6 and SB-7 were completed in the proposed parking areas on the east side of the building. The ground surface in the vicinity of these borings was near elevation 958 ½. We assume the parking lot(s) will match the approximate main floor elevations of the building which is anticipated to be near 971. Because of that we anticipate that about 12 to 13 feet of fill could be required to attain parking lot grades. Groundwater was encountered in the soil borings while drilling and after auger removal from the boreholes at depths ranging from 17 to 29 feet below the ground surface. We anticipate that groundwater will be encountered during deeper soil corrections and anticipate that dewatering will be required. The following sections provide recommendations for supporting the proposed senior living facility on typical frost depth footing following soil corrections. 7 4.3 Foundation Preparation Excavations We recommend that all vegetation, topsoil, existing Fill, soft alluvial clays or other unsuitable soils be removed from the proposed building and oversize areas. Table 2 below summarizes the anticipated excavation depths at the soil boring locations. Excavation depths may vary and could be deeper. Table 2. Anticipated Grading Excavation Depths Boring Number Measured Surface Elevation (feet) Anticipated Excavation Depth (feet)* Anticipated Excavation Elevation (feet)* Groundwater Elevation (feet)* SB-1 970.0 29 941 950 SB-2 969.8 13 957 949 ½ SB-3 972.7 17 955 ½ 947 ½ SB-4 964.6 17 947 ½ 947 ½ SB-5 971.0 17 954 946 SB-6 958.7 1 (Parking) 957 ½ NE SB-7 958.3 1 (Parking) 957 ½ NE SB-8 967.9 1 (Parking) 967 NE *Excavation depths and elevations were rounded to the nearest ½ foot. NE = Not Encountered Oversizing In areas where the excavations extend below the proposed footing elevations, the excavation requires oversizing. We recommend the perimeter of the excavation be extended a foot outside the proposed footprint for every foot below footing grade (1H:1V oversizing). The purpose of the oversizing is to provide lateral support of the foundation. Fill Material Additional fill required to attain site grades can consist of any non-organic mineral soil provided it is free of debris or other deleterious materials. As mentioned in the Discussion section, the existing Fill was mostly black in color and slightly organic to organic. The existing Fill will generally not be suitable for re-use as structural fill. It may be possible to reuse these soil in “green areas” such as landscaping berms. If construction is anticipated to occur during the winter months we recommend granular material meeting the ASTM Classification SP or SP-SM for ease in compaction. For backfill/fill within 3 feet of the groundwater table we recommend using granular soil with less than 5 percent passing the number 200 sieve and at least 50 percent retained on the number 40 sieve. Backfilling We recommend that engineered fill placed to establish foundation grades be compacted to a minimum of 98 percent of its standard Proctor density (ASTM D 698). We recommend that engineered fill placed to establish floor slab grades be compacted to a minimum of 95 percent of its standard Proctor density (ASTM D 698). Granular fill classified as SP or SP-SM should be placed within 65 percent to 105 percent of its optimum moisture content as determined by the standard Proctor. Other fill soils, if any, should be placed within 3 percentage points above and 1 percentage point below its optimum moisture content as determined by the standard Proctor. All fill should be placed in thin lifts 8 and be compacted with a large self-propelled vibratory compactor operating in vibratory mode. In areas where fill depths will exceed 10 feet we recommend that compaction levels be increased to minimum of 100 percent of the materials standard Proctor density. Even with the increased compaction levels a construction delay may be appropriate to allow for post construction settlement of the fill mass. Fill and backfill placed on slopes, if any, must be “benched” into the underlying suitable soil to reduce the potential for slip planes to develop between the fill and underlying soil. We recommend “benching” or excavating into the slope at 5 feet vertical intervals to key the fill into the slope. We recommend each bench be a minimum of 10 feet wide. Foundations We recommend the perimeter footings bear a minimum of 42 inches below the exterior grade for frost protection. The interior footings may be placed immediately below the floor slab provided construction does not occur during below freezing weather conditions. Footings in unheated should bear at least 5 feet below grade for frost protection. We anticipate the foundations and floor slabs will bear on compacted engineered fill over native clay soils. With the building pad prepared as recommended it is our opinion the footings can be designed for a net allowable bearing pressure up to 3,000 pounds per square foot (psf). We anticipate total and differential settlement of the foundations will be less than 1 inch and ½ inch, respectively across an approximate 30-foot span. 4.4 Dewatering Groundwater was encountered in the soil borings while drilling and after auger removal from the boreholes at depths ranging from 17 to 29 feet below the ground surface. We anticipate that groundwater will be encountered during deeper soil corrections anticipate that dewatering will be required. Where dewatering is required we recommend the groundwater level be temporarily lowered to a minimum of 2 feet below the lowest anticipated excavation elevation to allow for construction. We recommend that a dewatering contractor be consulted to review the soil boring logs, develop a dewatering plan and evaluate the impact of dewatering on adjacent structures. 4.5 Below Grade Walls We anticipate that the proposed building will be a slab on-grade structure with no below grade or basement levels. However, we understand that building design has not been finalized and the building could include a lower level. Foundation walls or below grade (basement) walls will have lateral loads from the surrounding soil transmitted to them. We recommend general waterproofing of the below grade walls even with the use of free-draining backfill because of the potential cost impacts 9 related to seepage after construction. Unless a drainage composite is placed against the backs of the exterior perimeter below-grade walls we recommend that backfill placed within 2 feet of those wall consist of sand having less than 50 percent of the particles by weight passing the #40 sieve and less than 5 percent of the particles by weight passing the #200 sieve. We recommend the balance of the backfill for the walls consist of sand however the sand may contain up to 20 percent of the particles by weight passing the #200 sieve. We recommend installing drain tile behind the below grade walls, adjacent to the wall footing and below the slab elevation. Preferably the drain tile should consist of perforated pipe embedded in gravel. A geotextile filter fabric should encase the pipe and gravel. The drain tile should be routed to a storm sewer, sump pump or other suitable disposal site. Active earth pressures can be used to design the below grade walls if the walls are allowed to rotate slightly. If wall rotation cannot be tolerated, then below grade wall design should be based on at-rest earth pressures. We recommend the following soil parameters be used for below grade/retaining wall design, shown in Table 3. These design parameters are based on the assumptions that the walls are drained, there are no surcharge loads within a horizontal distance equal to the height of the wall and the backfill is level. Table 3. Soil Parameters Soil Type Estimated Unit Weight (pcf) Estimated Friction Angle (degrees) At-Rest Pressure (pcf) Active Soil Pressure (pcf) Passive Soil Pressure (pcf) Sand (SP & SP-SM) 125 32 55 35 400 Clays (CL) 135 28 70 50 375 Resistance to lateral earth pressures will be provided by passive resistance against the wall footings and by sliding resistance along the bottom of the wall footings. We recommend a sliding coefficient of 0.35. This value does not include a factor of safety. 4.6 Interior Slabs We anticipate that the floor subgrade will consist of a “sand cushion” over compacted clay fill. For “clean” sand (SP or SP-SM) soils a subgrade modulus (k value) of 200 pounds per square inch of deflection may be used to design the floor. If floor coverings or coatings less permeable than the concrete slab will be used, we recommend that a vapor retarder or vapor barrier be placed immediately beneath the slab. Some contractors prefer to bury the vapor barrier or vapor retarder beneath a layer of sand to reduce curling and shrinkage, but this practice often traps water between the slab and vapor retarder or barrier. Regardless of where the vapor retarder or vapor barrier is placed, we recommend consulting the floor covering manufacturer regarding the appropriate type, use and installation of the vapor retarder or vapor barrier to preserve the warranty. 10 We recommend following all state and local building codes in regards to a radon mitigation plan beneath interior slabs. 4.7 Exterior Slabs Portions of the exterior slabs will likely be underlain by silty and clayey soils which are considered moderately frost susceptible. If the silty/clayey soils become saturated and freeze, significant heave may occur. This heave can be a nuisance in front of doors and at other critical grade areas. One way to help reduce the potential for heaving is to remove the frost - susceptible soils below the slabs down to bottom of footing grades, and replace them with non-frost-susceptible backfill consisting of sand having less than 5 percent of the particles by weight passing the number 200 sieve. Sand meeting this gradation is likely not available on - site. If this approach is used and the excavation bottoms terminate in non-free draining granular soil we recommend a drain tile be installed along the bottom outer edges of the excavation to collect and remove any water that may accumulate within the sand. The bottom of the excavation should be graded away from the building. If the banks of the excavations to remove the frost-susceptible soils are not sloped, abrupt transitions between the frost-susceptible and non-frost-susceptible backfill will exist along which unfavorable amounts of differential heaving may occur. Such transitions could exist between exterior slabs and sidewalks, between exterior slabs and pavements and along the slabs themselves if the excavations are confined to only the building entrances. To address this issue we recommend sloping the excavations to remove frost-susceptible soils at a minimum 3:1 (horizontal:vertical) gradient. An alternative method of reducing frost heave is to place a minimum of 2 inches of extruded polystyrene foam insulation beneath the slabs and extending it about 4 feet beyond the slabs. The insulation will reduce frost penetration into the underlying soil and reduce heave. Six to 12 inches of granular soil is typically placed over the insulation to protect it during construction. Another alternative for reducing frost heave is to support the slabs on frost depth footings. A void space of at least 4 inches should be provided between the slab and the underlying soil to allow the soil to heave without affecting the slabs. 4.8 Site Grading and Drainage We recommend the site be graded to provide positive run-off away from the proposed building. We recommend landscaped areas be sloped a minimum of 6 inches within 10 feet of the building and slabs be sloped a minimum of 2 inches. In addition , we recommend downspouts with long splash blocks or extensions. We recommend the lowest floor grades be constructed to maintain at least a 4-foot separation between the lowest floor slab and observed groundwater and at least a 2-foot separation between the lowest floor slab and 100 year flood levels of any adjacent surface water features such as wetlands, ponds or creeks. 11 4.9 Utilities We anticipate that the utilities will be supported on engineered fill placed following soil corrections or native alluvial and glacial till soils which in our opinion are suitable for pipe support. We recommend removing all topsoil, Fill, very loose/soft or other unsuitable soil, if encountered, beneath utilities prior to placement. We recommend bedding material be thoroughly compacted around the pipes. We recommend trench backfill above the pipes be compacted to a minimum of 95 percent beneath slabs and pavements, the exception being within 3 feet of the proposed pavement subgrade, where 100 percent of standard Proctor density is required. In landscaped areas we recommend a minimum compaction of 90 percent. Groundwater was encountered in the soil borings while drilling and after auger removal from the boreholes at depths ranging from 17 to 29 feet below the ground surface. We do not anticipate that groundwater will be encountered during utility construction and do not anticipate that dewatering will be required. 4.10 Bituminous Pavements We recommend that pavements be designed and constructed in accordance with City of Chanhassen standard plates. The following paragraphs provide general pavement recommendations in the absence of City of Chanhassen standard plates. We anticipate that the parking areas will be used predominantly by automobiles and light trucks with occasional use by heavier vehicles including but not limited to food service delivery trucks and garbage trucks. Based on the assumed traffic types we anticipate that both light duty and heavy duty pavements will be required. Based on the assumed traffic types we estimate the light duty pavements will be subjected to Equivalent Single Axel Loads (ESAL’s) up to 50,000 over a design life of 20 years and heavy duty pavements will be subjected to ESAL’s up to about 75,000 over a 20 year design life. We recommend removing all vegetation, topsoil or other unsuitable materials from beneath the pavement subgrade. We recommend the existing Fill soils be further evaluated during construction. Prior to placing the aggregate base we recommend compacting and proof- rolling the subgrade soil to provide a more uniform surface and to identify soft, weak, loose or unstable areas that may require additional subcuts. As mentioned in the Discussion section, soil borings SB-6 and SB-7 were completed in the proposed parking areas on the east side of the building. The ground surface in the vicinity of these borings was near elevation 958 ½. We assume the parking lot(s) will match the approximate main floor elevations of the building which is anticipated to be near 971. Because of that we anticipate that about 12 to 13 feet of fill will be required to attain parking lot grades. Backfill to attain pavement subgrade elevation can consist of any mineral soil provided it is free of organic material or other deleterious materials. Granular fill classified as SP or SP-SM, if used, should be placed within 65 percent to 105 percent of its optimum moisture content as 12 determined by the standard Proctor. Other fill soils should be placed with moisture contents within a range of 1 percentage point below and 3 percentage points above its optimum moisture content. The upper 3 feet of fill and backfill should be compacted to a minimum of 100 percent of its standard Proctor maximum dry density. R-Value testing was beyond the scope of this project. The soil borings generally encountered cohesive soils corresponding to the ASTM Classification of CL which typically have R-Values ranging from 6 to 18. It is our opinion that an R-Value of 12 can be used for pavement design. It should be noted that the pavement sections presented below are not absolutes. Depending on serviceability expectations, material availability, and cost, there will be circumstances under which alternative sections will be more practicable. The placement of a sand subbase to support the pavements could potentially reduce the required pavement sections. For light duty pavements subjected to a maximum of 50,000 ESAL’s and a subgrade R-Value of 12 we recommend a pavement section consisting of a minimum of 3 ½ inches of bituminous over a minimum of 9 inches of MN/DOT Class 5 aggregate base. For medium to heavy duty pavements subjected to a maximum of 75,000 ESAL’s and a subgrade R-Value of 12 we recommend a pavement section consisting of a minimum of 4 inches of bituminous over a minimum of 12 inches of MN/DOT Class 5 aggregate base. 4.11 Materials and Compaction We recommend specifying aggregate base meeting MN/DOT Class 5 aggregate base. We recommend the aggregate base be compacted to 100 percent of its maximum standard Proctor. We recommend that the bituminous pavements be compacted to at least 92 percent of the maximum theoretical density. We recommend specifying concrete that has a minimum 28 day compressive strength of 4,000 psi, and a modulus of rupture of at least 600 psi. We recommend Type I cement meeting the requirements of ASTM C150. We recommend specifying 5 to 7 percent entrained air for exposed concrete to provide resistance to freeze-thaw deterioration. We also recommend using a water/cement ratio of 0.45 or less for concrete exposed to deicers. 5.0 CONSTRUCTION CONSIDERATIONS 5.1 Excavation The soil encountered in the borings consisted predominantly of cohesive (clay) soils meeting the ASTM Classifications CL and CL-ML. The site soils will generally be Type B soils under Department of Labor Occupational Safety and Health Administration (OSHA) guidelines. Temporary excavations in Type C soils should be constructed at a minimum of 1 foot horizontal to every 1 foot vertical within excavations. Slopes constructed in this manner may 13 still exhibit surface sloughing. If site constraints do not allow the construction of slopes with these dimensions then temporary shoring may be required. 5.2 Observations A geotechnical engineer or qualified engineering technician should observe the excavation subgrade to evaluate if the subgrade soils are similar to those encountered in the borings and adequate to support the proposed construction. 5.3 Backfill and Fills Site soils that will be excavated and reused as backfill and fill appear to be above their assumed optimum moisture content. We anticipate it might be necessary to moisture condition (dry) these soils to achieve the recommended compaction. We recommend that fill and backfill be placed in lifts not exceeding 4 to 12 inches, depending on the size of the compactor and materials used. 5.4 Testing We recommend density tests of backfill and fills placed during construction of the facility. Samples of the proposed materials should be submitted to our laboratory prior to placement for evaluation of their suitability and to determine their optimum moisture content and maximum dry density (Standard Proctor). 5.5 Winter Construction If site grading and construction is anticipated to proceed during cold weather, all snow and ice should be removed from cut and fill areas prior to additional grading and placement of fill. No fill should be placed on frozen soil and no frozen soil should be used as fill or backfill. Concrete delivered to the site should meet the temperature requirements of ASTM and/or ACI. Concrete should not be placed on frozen soil. Concrete should be protected from freezing until the necessary strength is obtained. Frost should not be permitted to penetrate below the footings. 6.0 PROCEDURES 6.1 Soil Classification The drill crew chief visually and manually classified the soils encountered in the boring s in general accordance with ASTM D 2488, “Description and Identification of Soils (Visual- Manual Procedure)”. Soil terminology notes are included in the Appendix. The samples were returned to our laboratory for review of the field classification by a geotechnical engineer. Samples will be retained for a period of 30 days. 14 6.2 Groundwater Observations Immediately after taking the final samples in the bottom of the borings, the hole was checked for the presence of groundwater. Again, at the end of the drilling day, the borings were re- checked for the presence of groundwater with the levels and time delay being noted on the boring logs. 7.0 GENERAL 7.1 Subsurface Variations The analyses and recommendations presented in this report are based on data obtained from a limited number of soil borings. Variations can occur away from the borings, the nature of which may not become apparent until additional exploration work is completed or construction is conducted. A reevaluation of the recommendations in this report should be made after performing on-site observations during construction to note the characteristics of any variations. The variations may result in additional foundation costs and it is suggested that a contingency be provided for this purpose. It is recommended that we be retained to perform the observation and testing program during construction to evaluate whether the design is as expected, if any design changes have affected the validity of our recommendations, and if our recommendations have been correctly interpreted and implemented in the designs, specifications and construction methods. This will allow correlation of the soil conditions encountered during construction to the soil borings and will provide continuity of professional responsibility. 7.2 Review of Design This report is based on the design of the proposed structures as related to us for preparation of this report. It is recommended that we be retained to review the geotechnical aspects of the design and specifications. With the review we will evaluate whether any changes have affected the validity of the recommendations and whether our recommendations have been correctly interpreted and implemented in the design and specifications. 7.3 Groundwater Fluctuations We made water level measurements in the borings at the times and under the conditions stated on the boring logs. The data was interpreted in the text of this report. The period of observation was relatively short and fluctuations in the groundwater level may occur due to rainfall, flooding, irrigation, spring thaw, drainage, and other seasonal and annual factors not evident at the time the observations were made. Design drawings and specifications and construction planning should recognize the possibility of fluctuations. 15 7.4 Use of Report This report is for the exclusive use of Civil Site Group, Inc. and their design team to use to design the proposed structures and prepare construction documents. In the absence of our written approval, we make no representation and assume no responsibility to other parties regarding this report. The data, analysis and recommendations may not be appropriate for other structures or purposes. We recommend that parties contemplating other structures or purposes contact us. 7.5 Level of Care Haugo GeoTechnical Services, LLC has used the degree of skill and care ordinarily exercised under similar circumstance by members of the profession currently practicing in this locality. No warranty expressed or implied is made. APPENDIX SB-4 SB-5 Haugo GeoTechnical Services, LLC 2825 Cedar Avenue S. Minneapolis, MN 55407 Figure #: 1 Drawn By: AY Date: 12/16/17 Scale: None Project #: 17-1039 Soil Boring Location Sketch 1620 & 1660 Arboretum Boulevard Chanhassen, Minnesota Approximate Soil Boring Location SB-6 SB-1 SB-2 SB-3 SB-7 SB-8 Silty Clay, black, moist. (Topsoil) Sandy Lean Clay, trace Gravel, dark brown and black, moist. (FILL) Sandy Lean Clay, trace Gravel, trace Organics, trace Wood, grey and black, moist. (FILL) Sandy Lean Clay, trace Gravel, trace Organics, trace Wood, black, moist. (FILL) Sandy Lean Clay, trace Gravel, trace Organics, trace Wood, brown and black, moist. (FILL) Clayey Sand, trace Gravel, trace Organics, with Concrete at 22 1/2 feet, with Wood at 27 1/2 feet, black, wet. (FILL) (CL) Sandy Lean Clay, trace Gravel, grey, moist, rather stiff. (Glacial Till) Bottom of borehole at 31.0 feet. AU 23 SS 24 SS 25 SS 26 SS 27 SS 28 SS 29 SS 30 SS 31 SS 32 SS 33 SS 34 SS 35 8-3-4 (7) 4-6-7 (13) 4-3-5 (8) 3-3-5 (8) 3-2-8 (10) 4-4-12 (16) 2-2-4 (6) 1-1-1 (2) 2-3-18 (21) 2-1-2 (3) 4-3-3 (6) 4-4-5 (9) 14 19.5 25 26 NOTES GROUND ELEVATION 970 ft LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: CHECKED BY JC DATE STARTED 12/19/17 COMPLETED 12/19/17 AT TIME OF DRILLING 20.00 ft / Elev 950.00 ft AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0 5 10 15 20 25 30 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 MOISTURE CONT.(%)NOTESPAGE 1 OF 1 BORING NUMBER SB-1 CLIENT Civil Site Group PROJECT NUMBER 17-1039 PROJECT NAME Facility Senior Living PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 1/5/18 13:43 - C:\USERS\PUBLIC\DOCUMENTS\BENTLEY\GINT\PROJECTS\17-1039 13625 CREST AVENUE NE.GPJHaugo GeoTechnical Services 2825 Cedar Avenue Minneapolis, MN 55407 Telephone: 612-729-2959 Silty Clay, black, moist. (Topsoil) Sandy Lean Clay, trace Gravel, trace Roots, brown and dark brown, moist. (FILL) Silty Sand, fine to coarse grained, with Gravel, brown, moist. (FILL) Sandy Lean Clay, trace Gravel, brown and dark brown, moist. (FILL) Silty Clay, black, moist. (FILL) (CL) Sandy Lean Clay, trace Gravel, grey, moist, medium. (Alluvium) (CL) Sandy Lean Clay, trace Gravel, rust staining, mottled brown and grey, moist, medium. (Alluvium) (CL) Sandy Lean Clay, trace Gravel, grey, moist, rather stiff to stiff. (Glacial Till) Bottom of borehole at 31.0 feet. AU 13 SS 14 SS 15 SS 16 SS 17 SS 18 SS 19 SS 20 SS 21 SS 22 3-3-5 (8) 2-3-4 (7) 2-3-3 (6) 3-11-7 (18) 4-3-3 (6) 3-5-3 (8) 3-5-8 (13) 5-4-6 (10) 3-5-7 (12) 18.5 NOTES GROUND ELEVATION 969.8 ft LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: CHECKED BY JC DATE STARTED 12/18/17 COMPLETED 12/18/17 AT TIME OF DRILLING 20.00 ft / Elev 949.80 ft AT END OF DRILLING --- Not Encountered AFTER DRILLING 20.40 ft / Elev 949.40 ft with Cave-In Depth of 24 feet HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0 5 10 15 20 25 30 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 MOISTURE CONT.(%)NOTESPAGE 1 OF 1 BORING NUMBER SB-2 CLIENT Civil Site Group PROJECT NUMBER 17-1039 PROJECT NAME Facility Senior Living PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 1/5/18 13:43 - C:\USERS\PUBLIC\DOCUMENTS\BENTLEY\GINT\PROJECTS\17-1039 13625 CREST AVENUE NE.GPJHaugo GeoTechnical Services 2825 Cedar Avenue Minneapolis, MN 55407 Telephone: 612-729-2959 Silty Clay, black, moist. (Topsoil) Sandy Lean Clay, trace Gravel, trace Organics, brown and black, moist. (FILL) Sandy Lean Clay, trace Gravel, brown, moist. (FILL) Clayey Sand, fine to medium grained, with Gravel, trace Wood, dark brown, moist. (FILL) (CL) Lean Clay, trace Gravel, grey, moist to wet, rather soft to medium. (Alluvium) (CL) Lean Clay, trace Gravel, mottled brown and grey, moist to wet, mediuim. (Alluvium) (CL) Sandy Lean Clay, trace Gravel, brown, moist, rather stiff. (Glacial Till) (CL) Sandy Lean Clay, trace Gravel, grey, moist, stiff. (Glacial Till) Bottom of borehole at 31.0 feet. AU 1 SS 2 SS 3 SS 4 SS 5 SS 6 SS 7 SS 8 SS 9 SS 10 SS 11 SS 12 2-3-5 (8) 2-3-4 (7) 2-3-6 (9) 3-3-4 (7) 4-5-7 (12) 6-9-10 (19) 2-3-4 (7) 1-2-3 (5) 2-3-3 (6) 3-5-5 (10) 3-6-7 (13) 15.5 NOTES GROUND ELEVATION 972.7 ft LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: CHECKED BY JC DATE STARTED 12/19/17 COMPLETED 12/19/17 AT TIME OF DRILLING 25.00 ft / Elev 947.70 ft AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered with Cave-In Depth of 7 feet HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0 5 10 15 20 25 30 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 MOISTURE CONT.(%)NOTESPAGE 1 OF 1 BORING NUMBER SB-3 CLIENT Civil Site Group PROJECT NUMBER 17-1039 PROJECT NAME Facility Senior Living PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 1/5/18 13:43 - C:\USERS\PUBLIC\DOCUMENTS\BENTLEY\GINT\PROJECTS\17-1039 13625 CREST AVENUE NE.GPJHaugo GeoTechnical Services 2825 Cedar Avenue Minneapolis, MN 55407 Telephone: 612-729-2959 Silty Clay, dark brown, moist. (Topsoil) Sandy Lean Clay, trace Gravel, brown, moist. (FILL) Silty Clay, trace Gravel, black, moist. (FILL) Silty Clay, trace Organics, grey and black, moist. (FILL) (CL) Lean Clay, mottled brown and grey, wet, soft. (Alluvium) (CL) Sandy Lean Clay, trace Gravel, grey, moist, rather stiff to stiff. (Glacial Till) Bottom of borehole at 31.0 feet. AU 47 SS 48 SS 49 SS 50 SS 51 SS 52 SS 53 SS 54 SS 55 SS 56 SS 57 3-3-4 (7) 2-3-4 (7) 3-5-5 (10) 2-3-4 (7) 1-1-1 (2) 1-2-2 (4) 3-7-8 (15) 3-5-7 (12) 6-5-8 (13) 3-6-9 (15) 15 24.5 NOTES GROUND ELEVATION 964.6 ft LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: CHECKED BY JC DATE STARTED 12/20/17 COMPLETED 12/20/17 AT TIME OF DRILLING 17.00 ft / Elev 947.60 ft AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered with Cave-In Depth of 5 feet HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0 5 10 15 20 25 30 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 MOISTURE CONT.(%)NOTESPAGE 1 OF 1 BORING NUMBER SB-4 CLIENT Civil Site Group PROJECT NUMBER 17-1039 PROJECT NAME Facility Senior Living PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 1/5/18 13:43 - C:\USERS\PUBLIC\DOCUMENTS\BENTLEY\GINT\PROJECTS\17-1039 13625 CREST AVENUE NE.GPJHaugo GeoTechnical Services 2825 Cedar Avenue Minneapolis, MN 55407 Telephone: 612-729-2959 Silty Clay, black, moist. (Topsoil) Sandy Lean Clay, trace Gravel, trace Wood, trace Fibers, brown, moist to wet. (FILL) Sandy Lean Clay, trace Gravel, trace Fibers, brown and grey, wet. (FILL) Sandy Lean Clay, trace Gravel, trace Fibers, grey and black, wet. (FILL) Silty Sand, fine to coarse grained, with Gravel, black, wet. (FILL) (CL) Lean Clay, trace Gravel, mottled brown and grey, wet, rather soft to rather stiff. (Alluvium) (CL) Sandy Lean Clay, trace Gravel, grey, moist, rather stiff to stiff. (Glacial Till) Bottom of borehole at 31.0 feet. AU 36 SS 37 SS 38 SS 39 SS 40 SS 41 SS 42 SS 43 SS 44 SS 45 SS 46 3-3-5 (8) 3-3-4 (7) 2-2-3 (5) 1-1-2 (3) 2-2-2 (4) 4-6-7 (13) 2-3-2 (5) 2-5-4 (9) 3-6-7 (13) 3-5-7 (12) 17.5 NOTES GROUND ELEVATION 971 ft LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: CHECKED BY JC DATE STARTED 12/19/17 COMPLETED 12/19/17 AT TIME OF DRILLING 25.00 ft / Elev 946.00 ft AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered with Cave-In Depth of 10 feet HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0 5 10 15 20 25 30 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 MOISTURE CONT.(%)NOTESPAGE 1 OF 1 BORING NUMBER SB-5 CLIENT Civil Site Group PROJECT NUMBER 17-1039 PROJECT NAME Facility Senior Living PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 1/5/18 13:43 - C:\USERS\PUBLIC\DOCUMENTS\BENTLEY\GINT\PROJECTS\17-1039 13625 CREST AVENUE NE.GPJHaugo GeoTechnical Services 2825 Cedar Avenue Minneapolis, MN 55407 Telephone: 612-729-2959 Silty Clay, black, moist. (Topsoil) (CL) Sandy Lean Clay, trace Gravel, rust staining, brown, moist, medium to stiff. (Glacial Till) Bottom of borehole at 11.0 feet. AU 63 SS 64 SS 65 SS 66 SS 67 2-3-3 (6) 2-3-4 (7) 4-5-6 (11) 4-6-7 (13) 19.5 NOTES GROUND ELEVATION 958.7 ft LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: CHECKED BY JC DATE STARTED 12/20/17 COMPLETED 12/20/17 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0 5 10 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 MOISTURE CONT.(%)NOTESPAGE 1 OF 1 BORING NUMBER SB-6 CLIENT Civil Site Group PROJECT NUMBER 17-1039 PROJECT NAME Facility Senior Living PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 1/5/18 13:43 - C:\USERS\PUBLIC\DOCUMENTS\BENTLEY\GINT\PROJECTS\17-1039 13625 CREST AVENUE NE.GPJHaugo GeoTechnical Services 2825 Cedar Avenue Minneapolis, MN 55407 Telephone: 612-729-2959 Silty Clay, dark brown, moist. (Topsoil) (CL) Sandy Lean Clay, trace Gravel, rust staining, brown, moist, rather stiff to very stiff. (Glacial Till) Bottom of borehole at 11.0 feet. AU 58 SS 59 SS 60 SS 61 SS 62 3-4-6 (10) 2-5-6 (11) 5-8-9 (17) 3-5-5 (10) 18 NOTES GROUND ELEVATION 958.3 ft LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: CHECKED BY JC DATE STARTED 12/20/17 COMPLETED 12/20/17 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered with Cave-In Depth of 6 feet HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0 5 10 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 MOISTURE CONT.(%)NOTESPAGE 1 OF 1 BORING NUMBER SB-7 CLIENT Civil Site Group PROJECT NUMBER 17-1039 PROJECT NAME Facility Senior Living PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 1/5/18 13:43 - C:\USERS\PUBLIC\DOCUMENTS\BENTLEY\GINT\PROJECTS\17-1039 13625 CREST AVENUE NE.GPJHaugo GeoTechnical Services 2825 Cedar Avenue Minneapolis, MN 55407 Telephone: 612-729-2959 Silty Clay, black, moist. (Topsoil) Silty Sand, fine to medium grained, with Gravel, black, moist. (FILL) Silty Clay, trace Organics, trace Wood, black, moist. (FILL) (CL) Lean Clay, trace Gravel, rust staining, mottled brown and grey, medium to rather stiff. (Alluvium) Bottom of borehole at 16.0 feet. AU 68 SS 69 SS 70 SS 71 SS 72 SS 73 SS 74 3-6-7 (13) 1-1-2 (3) 2-3-4 (7) 3-2-3 (5) 2-2-4 (6) 3-5-7 (12) 24.5 NOTES GROUND ELEVATION 967.9 ft LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: CHECKED BY JC DATE STARTED 12/20/17 COMPLETED 12/20/17 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered with Cave-In Depth of 3 feet HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0 5 10 15 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 MOISTURE CONT.(%)NOTESPAGE 1 OF 1 BORING NUMBER SB-8 CLIENT Civil Site Group PROJECT NUMBER 17-1039 PROJECT NAME Facility Senior Living PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 1/5/18 13:43 - C:\USERS\PUBLIC\DOCUMENTS\BENTLEY\GINT\PROJECTS\17-1039 13625 CREST AVENUE NE.GPJHaugo GeoTechnical Services 2825 Cedar Avenue Minneapolis, MN 55407 Telephone: 612-729-2959