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Stormwater Report 11-07-18NELSON PROPERTY Chanhassen, Minnesota Storm Water Management Plan December 5, 2018 Property Owner: Lennar 16305 36th Ave North Suite 600 Plymouth, Minnesota 55446 Consultant to Project Owner: Pioneer Engineering, P.A. 2422 Enterprise Drive Mendota Heights Minnesota 55120 Nelson Property PE Project #: 118100 Page 1 Date: 12/5/18 Table of Contents I. Introduction ............................................................................................................................................... 2  II. Existing Site Conditions ........................................................................................................................... 2  A. Current Land Use ................................................................................................................................. 2  B. Topography - Existing Hydrology ....................................................................................................... 2  C. Special or Impaired Waters .................................................................................................................. 2  D. Soils ...................................................................................................................................................... 2  III. Proposed Site Conditions & Design Considerations ............................................................................... 5  A. Proposed Development ........................................................................................................................ 5  B. Proposed Topography .......................................................................................................................... 5  C. Design Requirements ........................................................................................................................... 5  1. Rate Control ...................................................................................................................................... 5  2. Water Quality .................................................................................................................................... 6  3. Volume Control ................................................................................................................................ 6  D. Proposed Hydrology ............................................................................................................................ 6  IV. Results .................................................................................................................................................... 7  1. Rate Control ...................................................................................................................................... 7  2. Water Quality .................................................................................................................................... 7  3. Volume Control ................................................................................................................................ 9  Appendix A: Hydrology Maps Appendix B: Hydrology Calculations Appendix C: NRCS Soils Report Appendix D: Geotechnical Exploration Report I hereby certify that this Specification, plan, 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 Cherne Minn. Reg. No. 19860 ___________ ________________ Date: ___12-5-18 _______ Nelson Property PE Project #: 118100 Page 2 Date: 12/5/18 I. Introduction The following is a hydrology summary for the construction of a 190 lot single family residential development. The site is located 0.5 miles north of Highway 5on the east side of Galpin Blvd. in Chanhassen, Minnesota. II. Existing Site Conditions A. Current Land Use The previous land use was two single family homes, which were demolished by the previous landowner. B. Topography ‐ Existing Hydrology The site is generally rolling terrain with over 60 feet of relief. There are several wetlands onsite. A large wetland in the center of the site receives all stormwater runoff from the upland areas. This large wetland is directly connected to Lake Ann and Lake Lucy. Stormwater runoff from offsite areas to the west and north drain onto the site at two locations. The Surface Waters & Wetland Areas that receive stormwater within one mile are shown in the Drainage Maps in APPENDIX A. C. Special or Impaired Waters A special and impaired waters search was completed using the MPCA search engine ( http://pca- gis02.pca.state.mn.us/CSW/index.html ) on March 23, 2016. The project does not have a discharge point within one mile of, and flows to, a special water listed in Appendix A, Part B of the NPDES Construction Site General Permit. The project does not have a discharge point within one mile of, and flows to, a water listed as impaired under Section 303(D) of the Federal Clean Water Act. Waterbody ID Name of Waterbody Type Special Water Impaired Water Pollutants Approved TMDL Site Discharges to D. Soils Braun Interec completed an exploration report in June 29, 2018 eight soil borings were completed for this project, each extending to a nominal depth up to 15 feet below the ground surface. The borings found topsoil, clayey fill and buried topsoil to depths of ½ foot to 9 feet of fill generally over native clay till soils. The existing fill soils and topsoil are judged to be potentially compressible and generally unsuitable for pavement support. The underlying alluvial and clay till soils appear generally suitable for pavement support. A review of the USDA Natural Resources Conservation Services Soils Survey Map (See Appendix H) indicated the following soils on site: Nelson Property PE Project #: 118100 Page 3 Date: 12/5/18 Soil Symbol and Soil Name % of Site Hydrologic Soil Group Kf T factor Representative value Erosion Potential % Sand % Silt % Clay Essexville EX—Essexville sandy loam 13 B/D .10 5 65.9 19.1 15.0 Slight Slight Hamel HM—Hamel loam, 0 to 2 percent slopes 3.7 C/D .24 5 40.0 37.0 23.0 Slight KB—Kilkenny-Lester loams, 2 to 6 percent slopes 15.2 Kilkenny 60 C/D .24 5 38.0 36.0 26.0 Slight Lester 40 B .24 5 39.2 37.3 23.5 Slight KB2—Lester-Kilkenny loams, 2 to 6 percent slopes, eroded 0.8 Lester, eroded 60 B .24 5 39.2 37.3 23.5 Slight Kilkenny, eroded 40 C/D .24 5 38.0 36.0 26.0 Slight KC—Lester-Kilkenny loams, 6 to 12 percent slopes 10.6 Lester 60 B .24 5 39.2 37.3 23.5 Slight Kilkenny 40 C .24 5 38.0 36.0 26.0 Slight KC2—Lester-Kilkenny complex, 6 to 10 percent slopes, moderately eroded 8.0 Lester, moderately eroded 50 C .32 5 39.0 37.0 24.0 Slight Kilkenny, moderately eroded 35 D .32 5 33.0 37.0 30.0 Slight KD—Lester-Kilkenny loams, 12 to 18 percent slopes 4.5 Lester 60 B .24 5 39.2 37.3 23.5 Slight Kilkenny 40 C .24 5 38.0 36.0 26.0 Slight KD2—Lester-Kilkenny complex, 10 to 16 percent slopes, moderately eroded 1.3 Lester, moderately eroded 50 C .32 5 39.0 37.0 24.0 Slight Kilkenny, moderately eroded 35 C .32 5 33.0 37.0 30.0 Slight KE2—Lester-Kilkenny complex, 9.4 Nelson Property PE Project #: 118100 Page 4 Date: 12/5/18 16 to 22 percent slopes Lester 50 C .24 5 39.0 37.0 24.0 Moderate Kilkenny 35 C .28 5 33.0 37.0 30.0 Moderate KF—Lester-Kilkenny complex, 22 to 40 percent slopes 4 Lester 60 C .24 5 39.0 37.0 24.0 Moderate Kilkenny 40 C .28 5 33.0 37.0 30.0 Moderate MK—Muskego and Houghton soils, 0 to 1 percent slopes 22.6 Slight Muskego, surface drained 45 C/D .49 1 10.0 75.0 15.0 Slight MP—Klossner and Muskego soils, ponded, 0 to 1 percent slopes 1.9 Slight Klossner, ponded 46 C/D .32 1 14.0 53.0 33.0 Slight Muskego, ponded 44 C/D .49 1 10.0 75.0 15.0 Slight PM—Klossner muck, 0 to 1 percent slopes Klossner, drained 90 C/D .32 1 14.0 53.0 33.0 Slight TB—Terril loam, 2 to 6 percent slopes 2.7 Slight Terril 80 B .28 5 46.0 33.0 21.0 Slight Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Nelson Property PE Project #: 118100 Page 5 Date: 12/5/18 Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. III. Proposed Site Conditions & Design Considerations A. Proposed Development The site will be developed into 191 single family lots. The site will be mass graded prior to construction of public improvements for urban development. A system of catch basins will collect stormwater runoff which will be conveyed by storm sewers to six stormwater basins. The table below provides information on the estimated acreage of land cover before and after project development. Cover Types Before Acres After Acres CN Value Types 1-8 wetlands 1.85 0.54 74 Wooded/forest 54.09 9.87 72 Cropland 0.0 0.0 - Brush/grassland 40.62 7.82 74 Lawn/landscaping 0 54.08 74 Impervious surfaces * 2.22 25.55 98 Pond 0.0 0.97 98 TOTAL ** 98.78 98.78 B. Proposed Topography The proposed drainage patterns will be reflective of the existing drainage patterns when possible. The drainage maps are shown in Appendix A. C. Design Requirements The Riley Purgatory Bluff Creek Watershed District requires all improvements to meet their Rule J – Stormwater Management requirements. They are listed as follows: 1. Rate Control Riley Purgatory Bluff Creek Watershed District Limit peak runoff flow rates to that from existing conditions, at all point leaving the site, for the: 2 year: 10 year: 100 year: Nelson Property PE Project #: 118100 Page 6 Date: 12/5/18 100 year: 10-day snowmelt: 2. Water Quality Riley Purgatory Bluff Creek Watershed District Provide for at least sixty percent (60 percent) annual removal efficiency for total phosphorous, and at least ninety percent (90 percent) annual removal efficiency for total suspended solids from site runoff. To meet the NPDES Construction Stormwater Permit the permanent sedimentation basins must:  The basin must have a permanent volume of 1800 cubic feet of storage below the outlet pipe for each acre that drains to the basin.  The basin must be designed to provide live storage for a water quality volume (calculated as an instantaneous volume) of one (1) inch of runoff from the new impervious surfaces created by the project.  Basin outlets shall be designed such that the water quality volume is discharged at no more than 5.66 cubic feet per second (cfs) per acre of surface area of the pond. The basin’s water quality volume is calculated as 1 inch of runoff from the new impervious surfaces created by the project. 3. Volume Control Riley Purgatory Bluff Creek Watershed District Provide for the abstraction onsite of 1.1 inches of runoff from impervious surface of the parcel; i. Where infiltration or filtration facilities, practices or systems are proposed, pretreatment of runoff must be provided. ii. The bottom of infiltration facilities must be at least three feet above seasonal high water table. If site cannot meet volume abstraction requirements of Rule J, Subsection 3.1.b. The site for the BMPs must be designated as a restricted site. If the site is considered restricted it must meet Rule J, Subsection 3.3.a, 3.3.b or 3.3c. Provide for abstraction for CR 117 0.55 inches ffrom the new and fully reconstructed impervious surface. To meet the NPDES Construction Stormwater Permit the infiltration systems must:  Be design so that the water quality volume of 1.1 inch of runoff from the new impervious surfaces created by the project is retained on site (i.e. infiltration or other volume reduction practices) and not discharged to a Surface Water.  Discharge the water quality volume routed to the system through the soil surface or filter media within 48 hours or less.  Verify soil type and to ensure a minimum of three (3) feet of separation from the seasonally saturated soils (or from bedrock) and the bottom of the proposed infiltration/filtration system. D. Proposed Hydrology Six infiltration/storm water basins are proposed to be constructed treat the runoff from the new impervious surface. Runoff from the proposed reconstructed CR 117 will be conveyed to pond 400 and Pond 200. The required infiltration treatment volume for CR 117 is 0.55 inches. Additional treatment volume of 0.55 inches of runoff from CR 117 will be treated in Pond 200. This is being done to compensate for impervious area of the site that cannot be conveyed to a stormwater basin. Nelson Property PE Project #: 118100 Page 7 Date: 12/5/18 Area Summary Table Basin/ subcatchment Model Name Impervious Area (ac) Existing Impervious Area Net Impervious Area 100 2.93 0.68 2.25 200 3.25 0.31 2.94 201(CR 117) 5.70 5.70 300 19.16 0.97 18.19 400(CR 117) 1.70 1.70 500 0.95 0.95 600 0.30 0.04 0.26 700 1.14 0.22 0.92 total 35.13 2.22 32.91 IV. Results 1. Rate Control The proposed flow rate from the proposed development shall not exceed the flow rate of the existing drainage areas for the two, ten and 100 year storm events & 10-Day 100-Year Snow Melt. The following table is a summary of the results of the flow rate derived by the HydroCAD models. Drainage Designation Drainage Description 2-Year Flow Rate (cfs) 10-Year Flow Rate (cfs) 100-Year Flow Rate (cfs) 10-Day 100-Year Snow (cfs) Ex. Pro. Ex. Pro. Ex. Pro. Ex. Pro. All Drainage to Wetland 46.9 23.7 127.6 87.4 349.8 260.3 44.4 44.4 2. Water Quality To meet the Riley Purgatory Bluff Creek Watershed District water quality requirements, a P8 model was created. The results of the P8 model are as follows: P8 Results Required Removal Proposed Treatment TSS 90% 99.3 TP 60% 94.6 Nelson Property PE Project #: 118100 Page 8 Date: 12/5/18 The basin must have a permanent volume of 1800 cubic feet of storage below the outlet pipe for each acre that drains to the basin. NPDES Basin Treatment Volume Basin Model Name (HydroCAD) Drainage Area (acre) Requirement (cf/acre) Treatment Volume Req. (cu*ft) Volume Proposed (ac*ft) 100 11.71 1800 21,078 44,073 200 21.43 1800 38,574 51,561 300 45.94 1800 82,692 87,898 400 2.20 1800 3,960 18,595 Basin outlets shall be designed such that the water quality volume is discharged at no more than 5.66 cubic feet per second (cfs) per acre of surface area of the pond. The basin’s water quality volume is calculated as 1 inch of runoff from the new impervious surfaces created by the project. NPDES Basin Water Quality Volume Discharge Requirement Basin Model Name (HydroCAD) Surface area (acre) WQ Discharge (cfs) Discharge per acre (cfs/acre) 100 0.75 0.10 0.13  200 1.08 0.28 0.26  300 1.83 0.58 0.32  400 0.30 0.46 1.53  The basin must be designed to provide live storage for a water quality volume (calculated as an instantaneous volume) of one (1) inch of runoff from the new impervious surfaces created by the project. Basin Live Storage Requirement Basin Model Name New Imp. Surface Area (acre) Live Storage Required (1.0") Bottom / Outlet Elev. Water Quality Volume Proposed (ac*ft) 100 2.25 0.1875 954.0/964.8 0.60 200 10.51 0.875 964.0/974.9 1.00 300 18.19 1.516 955.0/965.9 1.68 400 1.70 0.140 976.0/983. 0.21 Nelson Property PE Project #: 118100 Page 9 Date: 12/5/18 3. Volume Control The RPBCWD abstraction of 1.1 inches of runoff from impervious surfaces Rule J, Subsection 3.1.b, will be met by the use of infiltration areas in the stormwater basins. Infiltration Volume Summary Table Basin/ subcatchment Model Name Impervious Area (ac) Treatment Volume 1.1” x Impervious Area (cuft) Treatment Volume 0.55” x Impervious Area (cuft) Total Volume required Infiltration Surface area (sf) Infiltration Rate (in/hr) Maximum Volume Infiltrated in 48 hours (acft) 100 2.25 8,984 8,984 20,100 0.20 9,358 200 8.64 11,700 + 4,552+3,794 11,380 31,426 34,000 0.25 34,000 300 18.19 72,633 72,633 60,524 0.30 72,870 400 1.70 3,394 3,394 6,032 0.15 3,619 500 0.95 3,794* 600 0.26 1,198 1198 1,400 0.20 1,200 700 0.92 4,552* Total 33.25 102,861 14,774 117,635 121,047 *included in pond 200 volume Nelson Property PE Project #: 118100 Page 10 Date: 12/5/18 Appendix A: Hydrology Maps Wed Nov 7 2018 08:40:05 AM. 00-ENG-118100-HYDR-HYDROCAD-EX-AREAS 1EXISTING HYDROLOGY MAP I hereby certify that this plan was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer under the laws of the State of Minnesota c OFGALPIN SITE CHANHASSEN, MINNESOTA LENNAR 16305 36TH AVENUE NORTH 12-05-18 PJC/BNM BNM/NCR Name Reg. No.Date Revisions 1. 6-25-2018 City Comments Date Designed Drawn 2018 Pioneer Engineering, P.A. Mendota Heights, MN 55120 2422 Enterprise Drive (651) 681-1914 Fax: 681-9488www.pioneereng.com LANDSCAPE ARCHITECTSLAND SURVEYORSLAND PLANNERSCIVIL ENGINEERS 12-05-2018 Paul J. Cherne PLYMOUTH, MINNESOTA 5544619860 2 00-ENG-118100-HYDR-HYDROCAD-AREAS 2PROPOSED HYDROLOGY MAP I hereby certify that this plan was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer under the laws of the State of Minnesota c OFGALPIN SITE CHANHASSEN, MINNESOTA LENNAR 16305 36TH AVENUE NORTH 12-05-18 PJC/BNM BNM/NCR Name Reg. No.Date Revisions Date Designed Drawn 2018 Pioneer Engineering, P.A. Mendota Heights, MN 55120 2422 Enterprise Drive (651) 681-1914 Fax: 681-9488www.pioneereng.com LANDSCAPE ARCHITECTSLAND SURVEYORSLAND PLANNERSCIVIL ENGINEERS 12-05-2018 Paul J. Cherne PLYMOUTH, MINNESOTA 5544619860 2 Nelson Property PE Project #: 118100 Page 11 Date: 12/5/18 Appendix B: Hydrology Calculations AS To North Offsite BS Catchment B CS Catchment C DS Catchment D ES Catchment E FS Catchment F GS Catchment G HS Catchment H LU 2-10 LU 2-10 LU 2-11 LU 2-11 LU 2-12 LU 2-12 LU 2-13 LU 2-13 LU 2-14 LU 2-14 LU 2-15 LU 2-15 LU 2-16 LU 2-16 LU 2-18 LU 2-18 LU 2-2 LU 2-2 LU 2-4 LU 2-4 LU 2-7 LU 2-7 LU 2-9 LU 2-9 BP-WL Wetland B NW P-LU 2-1 P-LU 2-1 P-LU 2-10 P-LU 2-10 P-LU 2-11 P-LU 2-11 P-LU 2-12 P-LU 2-12 P-LU 2-13 P-LU 2-13 P-LU 2-2 P-LU 2-2 P-LU 2-4 P-LU 2-4 P-LU 2-6 P-LU 2-6 (P.E. Edit)P-LU 2-7 P-LU 2-7 P-LU 2-9 P-LU 2-9 WLD Wetland D WLE Wetland E WLG WETLAND G WLH Wetland H TO Total Offsite WL-edge (new Link) Routing Diagram for Galpin Existing 11-20-18 Prepared by {enter your company name here}, Printed 12/5/2018 HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Subcat Reach Pond Link 116037-Atlas 14-MN 24-hr S0 1-yr Rainfall=2.46"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 2HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment AS: To North Offsite Runoff = 0.33 cfs @ 12.07 hrs, Volume= 0.022 af, Depth= 0.51" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 1-yr Rainfall=2.46" Area (sf) CN Description 11,419 70 Woods, Good, HSG C 11,102 74 >75% Grass cover, Good, HSG C 22,521 Weighted Average 22,521 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 250 0.0480 0.69 Lag/CN Method, Summary for Subcatchment BS: Catchment B Runoff = 1.62 cfs @ 12.16 hrs, Volume= 0.138 af, Depth= 0.52" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 1-yr Rainfall=2.46" Area (sf) CN Description 1,656 98 Paved roads w/curbs & sewers, HSG C 117,081 70 Woods, Good, HSG C 2,861 74 >75% Grass cover, Good, HSG C * 7,851 74 Wetland * 3,864 98 County Road * 4,434 74 County Ditch 137,747 Weighted Average 132,227 95.99% Pervious Area 5,520 4.01% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.8 725 0.0690 1.02 Lag/CN Method, Summary for Subcatchment CS: Catchment C Runoff = 30.65 cfs @ 12.31 hrs, Volume= 3.202 af, Depth= 0.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 1-yr Rainfall=2.46" 116037-Atlas 14-MN 24-hr S0 1-yr Rainfall=2.46"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 3HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Area (sf) CN Description 29,634 98 Paved roads w/curbs & sewers, HSG C 1,556,056 70 Woods, Good, HSG C 1,274,663 74 >75% Grass cover, Good, HSG C * 178 74 Wetland * 21,996 98 County Road * 16,792 74 County Ditch * 34,063 98 Offsite Development Imp. * 80,200 74 Offsite Development Grass 3,013,582 Weighted Average 2,927,889 97.16% Pervious Area 85,693 2.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.3 1,300 0.0510 1.02 Lag/CN Method, Summary for Subcatchment DS: Catchment D Runoff = 5.42 cfs @ 12.11 hrs, Volume= 0.387 af, Depth= 0.69" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 1-yr Rainfall=2.46" Area (sf) CN Description 18,985 98 Paved roads w/curbs & sewers, HSG C 20,443 70 Woods, Good, HSG C 248,218 74 >75% Grass cover, Good, HSG C * 2,675 74 Wetland * 1,322 98 County Road * 1,600 74 County Ditch 293,243 Weighted Average 272,936 93.08% Pervious Area 20,307 6.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.5 515 0.0520 0.90 Lag/CN Method, Summary for Subcatchment ES: Catchment E Runoff = 1.43 cfs @ 12.07 hrs, Volume= 0.103 af, Depth= 0.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 1-yr Rainfall=2.46" 116037-Atlas 14-MN 24-hr S0 1-yr Rainfall=2.46"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 4HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Area (sf) CN Description 0 98 Paved roads w/curbs & sewers, HSG C 100,920 70 Woods, Good, HSG C 621 74 >75% Grass cover, Good, HSG C * 15,784 74 Wetland * 0 98 County Road * 0 74 County Ditch 117,325 Weighted Average 117,325 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.4 350 0.0770 0.91 Lag/CN Method, Summary for Subcatchment FS: Catchment F Runoff = 9.14 cfs @ 12.16 hrs, Volume= 0.746 af, Depth= 0.59" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 1-yr Rainfall=2.46" Area (sf) CN Description 14,319 98 Paved roads w/curbs & sewers, HSG C 297,124 70 Woods, Good, HSG C 203,417 74 >75% Grass cover, Good, HSG C * 121,394 74 Wetland * 13,392 98 County Road * 13,832 74 County Ditch 663,478 Weighted Average 635,767 95.82% Pervious Area 27,711 4.18% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.2 690 0.0570 0.95 Lag/CN Method, Summary for Subcatchment GS: Catchment G Runoff = 2.36 cfs @ 12.06 hrs, Volume= 0.158 af, Depth= 0.60" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 1-yr Rainfall=2.46" 116037-Atlas 14-MN 24-hr S0 1-yr Rainfall=2.46"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 5HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Area (sf) CN Description 0 98 Paved roads w/curbs & sewers, HSG C 92,314 70 Woods, Good, HSG C 0 74 >75% Grass cover, Good, HSG C * 26,148 74 Wetland * 9,411 98 County Road * 9,962 74 County Ditch 137,835 Weighted Average 128,424 93.17% Pervious Area 9,411 6.83% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.3 350 0.0710 0.92 Lag/CN Method, Summary for Subcatchment HS: Catchment H Runoff = 3.94 cfs @ 12.26 hrs, Volume= 0.386 af, Depth= 0.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 1-yr Rainfall=2.46" Area (sf) CN Description 0 98 Paved roads w/curbs & sewers, HSG C 160,902 70 Woods, Good, HSG C 28,547 74 >75% Grass cover, Good, HSG C * 10,860 74 Wetland * 0 98 County Road * 0 74 County Ditch * 20,502 98 Offsite Development Imp. * 107,332 74 Offsite Development Grass 328,143 Weighted Average 307,641 93.75% Pervious Area 20,502 6.25% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.1 675 0.0210 0.59 Lag/CN Method, Summary for Subcatchment LU 2-10: LU 2-10 Runoff = 7.04 cfs @ 12.06 hrs, Volume= 0.450 af, Depth= 0.55" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 1-yr Rainfall=2.46" Area (ac) CN Description * 9.880 73 9.880 100.00% Pervious Area 116037-Atlas 14-MN 24-hr S0 1-yr Rainfall=2.46"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 6HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment LU 2-11: LU 2-11 Runoff = 15.08 cfs @ 12.16 hrs, Volume= 1.149 af, Depth= 0.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 1-yr Rainfall=2.46" Area (ac) CN Description * 21.970 75 21.970 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Summary for Subcatchment LU 2-12: LU 2-12 Runoff = 6.22 cfs @ 12.07 hrs, Volume= 0.411 af, Depth= 0.51" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 1-yr Rainfall=2.46" Area (ac) CN Description * 9.720 72 9.720 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment LU 2-13: LU 2-13 Runoff = 9.09 cfs @ 12.09 hrs, Volume= 0.651 af, Depth= 0.51" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 1-yr Rainfall=2.46" Area (ac) CN Description * 15.390 72 15.390 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, 116037-Atlas 14-MN 24-hr S0 1-yr Rainfall=2.46"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 7HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment LU 2-14: LU 2-14 Runoff = 11.86 cfs @ 12.17 hrs, Volume= 1.018 af, Depth= 0.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 1-yr Rainfall=2.46" Area (ac) CN Description * 25.920 71 25.920 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Summary for Subcatchment LU 2-15: LU 2-15 Runoff = 2.88 cfs @ 12.04 hrs, Volume= 0.182 af, Depth= 0.51" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 1-yr Rainfall=2.46" Area (ac) CN Description * 4.310 72 4.310 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.0 Direct Entry, Summary for Subcatchment LU 2-16: LU 2-16 Runoff = 2.41 cfs @ 12.04 hrs, Volume= 0.144 af, Depth= 0.59" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 1-yr Rainfall=2.46" Area (ac) CN Description * 2.940 74 2.940 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.0 Direct Entry, 116037-Atlas 14-MN 24-hr S0 1-yr Rainfall=2.46"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 8HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment LU 2-18: LU 2-18 Runoff = 8.05 cfs @ 12.07 hrs, Volume= 0.488 af, Depth= 0.72" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 1-yr Rainfall=2.46" Area (ac) CN Description * 8.180 77 8.180 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment LU 2-2: LU 2-2 Runoff = 8.93 cfs @ 12.07 hrs, Volume= 0.581 af, Depth= 0.59" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 1-yr Rainfall=2.46" Area (ac) CN Description * 11.910 74 11.910 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment LU 2-4: LU 2-4 Runoff = 13.15 cfs @ 12.08 hrs, Volume= 0.823 af, Depth= 0.81" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 1-yr Rainfall=2.46" Area (ac) CN Description * 12.180 79 12.180 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, 116037-Atlas 14-MN 24-hr S0 1-yr Rainfall=2.46"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 9HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment LU 2-7: LU 2-7 Runoff = 9.43 cfs @ 12.07 hrs, Volume= 0.571 af, Depth= 0.72" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 1-yr Rainfall=2.46" Area (ac) CN Description * 9.580 77 9.580 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment LU 2-9: LU 2-9 Runoff = 5.91 cfs @ 12.09 hrs, Volume= 0.440 af, Depth= 0.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 1-yr Rainfall=2.46" Area (ac) CN Description * 11.210 71 11.210 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Pond BP-WL: Wetland B NW Inflow Area = 130.670 ac, 0.00% Impervious, Inflow Depth = 0.09" for 1-yr event Inflow = 8.05 cfs @ 12.07 hrs, Volume= 0.991 af Outflow = 2.32 cfs @ 13.30 hrs, Volume= 0.968 af, Atten= 71%, Lag= 73.6 min Primary = 2.32 cfs @ 13.30 hrs, Volume= 0.968 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Peak Elev= 970.68' @ 13.30 hrs Surf.Area= 0.548 ac Storage= 0.229 af Plug-Flow detention time= 96.8 min calculated for 0.968 af (98% of inflow) Center-of-Mass det. time= 79.5 min ( 1,000.2 - 920.7 ) Volume Invert Avail.Storage Storage Description #1 969.50' 24.173 af Custom Stage Data (Prismatic) Listed below (Recalc) 116037-Atlas 14-MN 24-hr S0 1-yr Rainfall=2.46"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 10HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 969.50 0.030 0.000 0.000 970.00 0.060 0.022 0.022 972.00 1.500 1.560 1.583 974.00 3.500 5.000 6.583 976.00 4.420 7.920 14.502 978.00 5.250 9.670 24.173 Device Routing Invert Outlet Devices #1 Primary 970.00'24.0" Round CMP_Round 24" L= 250.0' CMP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 970.00' / 964.93' S= 0.0203 '/' Cc= 0.900 n= 0.025 Corrugated metal, Flow Area= 3.14 sf #2 Secondary 979.30'30.0' long x 15.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=2.32 cfs @ 13.30 hrs HW=970.68' (Free Discharge) 1=CMP_Round 24" (Inlet Controls 2.32 cfs @ 2.47 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=969.50' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond P-LU 2-1: P-LU 2-1 Inflow Area = 130.670 ac, 0.00% Impervious, Inflow Depth = 0.09" for 1-yr event Inflow = 2.32 cfs @ 13.30 hrs, Volume= 0.968 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Starting Elev= 958.50' Surf.Area= 19.875 ac Storage= 11.625 af Peak Elev= 958.54' @ 123.30 hrs Surf.Area= 20.156 ac Storage= 12.593 af (0.968 af above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 958.00' 116.500 af Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 958.00 16.500 0.000 0.000 960.00 30.000 46.500 46.500 962.00 40.000 70.000 116.500 Device Routing Invert Outlet Devices #1 Primary 959.00'15.0' long Broad-Crested Rectangular Weir Head (feet) 0.50 1.00 1.50 Coef. (English) 3.00 3.00 3.00 116037-Atlas 14-MN 24-hr S0 1-yr Rainfall=2.46"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 11HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=958.50' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond P-LU 2-10: P-LU 2-10 Inflow Area = 9.880 ac, 0.00% Impervious, Inflow Depth = 0.55" for 1-yr event Inflow = 7.04 cfs @ 12.06 hrs, Volume= 0.450 af Outflow = 1.01 cfs @ 12.94 hrs, Volume= 0.284 af, Atten= 86%, Lag= 52.4 min Primary = 1.01 cfs @ 12.94 hrs, Volume= 0.284 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Peak Elev= 972.55' @ 12.94 hrs Surf.Area= 0.089 ac Storage= 0.201 af Plug-Flow detention time= 243.0 min calculated for 0.284 af (63% of inflow) Center-of-Mass det. time= 124.7 min ( 990.2 - 865.5 ) Volume Invert Avail.Storage Storage Description #1 968.00' 1.289 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 968.00 0.009 0.000 0.000 972.00 0.070 0.158 0.158 974.00 0.140 0.210 0.368 976.00 0.220 0.360 0.728 978.00 0.341 0.561 1.289 Device Routing Invert Outlet Devices #1 Primary 972.10'18.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=1.00 cfs @ 12.94 hrs HW=972.55' (Free Discharge) 1=Orifice/Grate (Orifice Controls 1.00 cfs @ 2.27 fps) Summary for Pond P-LU 2-11: P-LU 2-11 Inflow Area = 73.000 ac, 0.00% Impervious, Inflow Depth = 0.38" for 1-yr event Inflow = 26.89 cfs @ 12.16 hrs, Volume= 2.307 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Peak Elev= 970.64' @ 151.80 hrs Surf.Area= 1.960 ac Storage= 2.307 af Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 968.00' 93.400 af Custom Stage Data (Prismatic) Listed below (Recalc) 116037-Atlas 14-MN 24-hr S0 1-yr Rainfall=2.46"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 12HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 968.00 0.360 0.000 0.000 970.00 1.000 1.360 1.360 972.00 4.000 5.000 6.360 976.00 12.000 32.000 38.360 980.00 15.520 55.040 93.400 Device Routing Invert Outlet Devices #1 Primary 972.01'15.0" Round Culvert L= 114.0' Ke= 0.500 Inlet / Outlet Invert= 972.01' / 971.97' S= 0.0004 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 1.23 sf Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=968.00' (Free Discharge) 1=Culvert ( Controls 0.00 cfs) Summary for Pond P-LU 2-12: P-LU 2-12 Inflow Area = 9.720 ac, 0.00% Impervious, Inflow Depth = 0.51" for 1-yr event Inflow = 6.22 cfs @ 12.07 hrs, Volume= 0.411 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Peak Elev= 975.21' @ 24.40 hrs Surf.Area= 0.176 ac Storage= 0.411 af Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 972.00' 2.680 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 972.00 0.080 0.000 0.000 978.00 0.260 1.020 1.020 980.00 0.430 0.690 1.710 982.00 0.540 0.970 2.680 Device Routing Invert Outlet Devices #1 Primary 978.00'18.0" Vert. Orifice/Grate C= 0.600 #2 Secondary 980.00'100.0' long x 26.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=972.00' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=972.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 116037-Atlas 14-MN 24-hr S0 1-yr Rainfall=2.46"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 13HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Summary for Pond P-LU 2-13: P-LU 2-13 Inflow Area = 15.390 ac, 0.00% Impervious, Inflow Depth = 0.51" for 1-yr event Inflow = 9.09 cfs @ 12.09 hrs, Volume= 0.651 af Outflow = 0.21 cfs @ 21.17 hrs, Volume= 0.140 af, Atten= 98%, Lag= 545.0 min Primary = 0.21 cfs @ 21.17 hrs, Volume= 0.140 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Peak Elev= 989.78' @ 21.17 hrs Surf.Area= 0.242 ac Storage= 0.555 af Plug-Flow detention time= 664.8 min calculated for 0.140 af (22% of inflow) Center-of-Mass det. time= 518.9 min ( 1,389.4 - 870.5 ) Volume Invert Avail.Storage Storage Description #1 986.00' 2.750 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 986.00 0.054 0.000 0.000 989.60 0.230 0.511 0.511 993.00 0.450 1.156 1.667 994.00 0.540 0.495 2.162 995.00 0.635 0.587 2.750 Device Routing Invert Outlet Devices #1 Primary 989.60'24.0" Round Culvert L= 110.0' Ke= 0.500 Inlet / Outlet Invert= 989.60' / 983.00' S= 0.0600 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 3.14 sf Primary OutFlow Max=0.21 cfs @ 21.17 hrs HW=989.78' (Free Discharge) 1=Culvert (Inlet Controls 0.21 cfs @ 1.46 fps) Summary for Pond P-LU 2-2: P-LU 2-2 Inflow Area = 110.310 ac, 0.00% Impervious, Inflow Depth = 0.11" for 1-yr event Inflow = 11.67 cfs @ 12.07 hrs, Volume= 1.048 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Peak Elev= 969.10' @ 70.30 hrs Surf.Area= 1.758 ac Storage= 1.048 af Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 968.00' 19.910 af Custom Stage Data (Prismatic) Listed below (Recalc) 116037-Atlas 14-MN 24-hr S0 1-yr Rainfall=2.46"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 14HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 968.00 0.140 0.000 0.000 970.00 3.070 3.210 3.210 972.00 4.090 7.160 10.370 974.00 5.450 9.540 19.910 Device Routing Invert Outlet Devices #1 Primary 972.00'32.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=968.00' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond P-LU 2-4: P-LU 2-4 Inflow Area = 12.180 ac, 0.00% Impervious, Inflow Depth = 0.81" for 1-yr event Inflow = 13.15 cfs @ 12.08 hrs, Volume= 0.823 af Outflow = 1.85 cfs @ 12.84 hrs, Volume= 0.503 af, Atten= 86%, Lag= 45.6 min Primary = 1.85 cfs @ 12.84 hrs, Volume= 0.503 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Peak Elev= 974.59' @ 12.84 hrs Surf.Area= 0.158 ac Storage= 0.407 af Plug-Flow detention time= 250.7 min calculated for 0.503 af (61% of inflow) Center-of-Mass det. time= 141.3 min ( 987.4 - 846.1 ) Volume Invert Avail.Storage Storage Description #1 970.00' 1.120 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 970.00 0.020 0.000 0.000 974.00 0.140 0.320 0.320 978.00 0.260 0.800 1.120 Device Routing Invert Outlet Devices #1 Primary 974.00'21.0" Vert. Orifice/Grate C= 0.600 #2 Secondary 975.00'30.0' long x 15.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=1.84 cfs @ 12.84 hrs HW=974.59' (Free Discharge) 1=Orifice/Grate (Orifice Controls 1.84 cfs @ 2.61 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=970.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 116037-Atlas 14-MN 24-hr S0 1-yr Rainfall=2.46"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 15HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Summary for Pond P-LU 2-6: P-LU 2-6 (P.E. Edit) Inflow Area = 30.916 ac, 2.76% Impervious, Inflow Depth = 0.57" for 1-yr event Inflow = 11.26 cfs @ 12.16 hrs, Volume= 1.460 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Peak Elev= 979.19' @ 320.00 hrs Surf.Area= 1.389 ac Storage= 1.460 af Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 978.00' 38.770 af Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 978.00 0.380 0.000 0.000 980.00 2.080 2.460 2.460 982.00 3.680 5.760 8.220 984.00 4.750 8.430 16.650 986.00 5.530 10.280 26.930 988.00 6.310 11.840 38.770 Device Routing Invert Outlet Devices #1 Primary 984.50'30.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=978.00' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond P-LU 2-7: P-LU 2-7 Inflow Area = 9.580 ac, 0.00% Impervious, Inflow Depth = 0.72" for 1-yr event Inflow = 9.43 cfs @ 12.07 hrs, Volume= 0.571 af Outflow = 1.47 cfs @ 12.72 hrs, Volume= 0.571 af, Atten= 84%, Lag= 39.1 min Primary = 1.47 cfs @ 12.72 hrs, Volume= 0.571 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Starting Elev= 996.00' Surf.Area= 0.280 ac Storage= 0.750 af Peak Elev= 996.69' @ 12.72 hrs Surf.Area= 0.301 ac Storage= 0.984 af (0.234 af above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 253.4 min ( 1,105.3 - 851.8 ) Volume Invert Avail.Storage Storage Description #1 991.00' 3.050 af Custom Stage Data (Prismatic) Listed below 116037-Atlas 14-MN 24-hr S0 1-yr Rainfall=2.46"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 16HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 991.00 0.020 0.000 0.000 996.00 0.280 0.750 0.750 1,000.00 0.400 1.360 2.110 1,002.00 0.540 0.940 3.050 Device Routing Invert Outlet Devices #1 Primary 996.00'15.0" Round Culvert L= 50.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 996.00' / 995.75' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf Primary OutFlow Max=1.47 cfs @ 12.72 hrs HW=996.69' (Free Discharge) 1=Culvert (Barrel Controls 1.47 cfs @ 3.07 fps) Summary for Pond P-LU 2-9: P-LU 2-9 Inflow Area = 11.210 ac, 0.00% Impervious, Inflow Depth = 0.47" for 1-yr event Inflow = 5.91 cfs @ 12.09 hrs, Volume= 0.440 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Peak Elev= 975.49' @ 24.45 hrs Surf.Area= 0.557 ac Storage= 0.440 af Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 975.00' 3.430 af Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 975.00 0.230 0.000 0.000 977.00 1.560 1.790 1.790 978.00 1.720 1.640 3.430 Device Routing Invert Outlet Devices #1 Primary 977.00'8.0" Vert. Orifice/Grate C= 0.580 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=975.00' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond WLD: Wetland D Inflow Area = 6.732 ac, 6.92% Impervious, Inflow Depth = 0.69" for 1-yr event Inflow = 5.42 cfs @ 12.11 hrs, Volume= 0.387 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af 116037-Atlas 14-MN 24-hr S0 1-yr Rainfall=2.46"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 17HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Peak Elev= 1,001.37' @ 24.60 hrs Surf.Area= 0.506 ac Storage= 0.387 af Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 999.00' 1.778 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 999.00 0.007 0.000 0.000 1,000.00 0.070 0.038 0.038 1,001.00 0.320 0.195 0.233 1,002.00 0.820 0.570 0.803 1,003.00 1.130 0.975 1.778 Device Routing Invert Outlet Devices #1 Primary 1,001.50'50.0' long x 25.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=999.00' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond WLE: Wetland E Inflow Area = 2.693 ac, 0.00% Impervious, Inflow Depth = 0.46" for 1-yr event Inflow = 1.43 cfs @ 12.07 hrs, Volume= 0.103 af Outflow = 0.09 cfs @ 15.01 hrs, Volume= 0.037 af, Atten= 94%, Lag= 176.3 min Primary = 0.09 cfs @ 15.01 hrs, Volume= 0.037 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Peak Elev= 983.01' @ 15.01 hrs Surf.Area= 0.165 ac Storage= 0.068 af Plug-Flow detention time= 383.5 min calculated for 0.037 af (36% of inflow) Center-of-Mass det. time= 236.6 min ( 1,112.2 - 875.6 ) Volume Invert Avail.Storage Storage Description #1 982.50' 1.173 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 982.50 0.100 0.000 0.000 984.00 0.290 0.292 0.292 986.00 0.590 0.880 1.173 Device Routing Invert Outlet Devices #1 Primary 983.00'15.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 116037-Atlas 14-MN 24-hr S0 1-yr Rainfall=2.46"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 18HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Primary OutFlow Max=0.07 cfs @ 15.01 hrs HW=983.01' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 0.07 cfs @ 0.30 fps) Summary for Pond WLG: WETLAND G Inflow Area = 3.164 ac, 6.83% Impervious, Inflow Depth = 0.60" for 1-yr event Inflow = 2.36 cfs @ 12.06 hrs, Volume= 0.158 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Peak Elev= 992.94' @ 24.40 hrs Surf.Area= 0.297 ac Storage= 0.158 af Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 992.00' 2.290 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 992.00 0.040 0.000 0.000 994.00 0.590 0.630 0.630 996.00 1.070 1.660 2.290 Device Routing Invert Outlet Devices #1 Primary 994.50'35.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=992.00' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond WLH: Wetland H Inflow Area = 7.533 ac, 6.25% Impervious, Inflow Depth = 0.62" for 1-yr event Inflow = 3.94 cfs @ 12.26 hrs, Volume= 0.386 af Outflow = 1.58 cfs @ 12.70 hrs, Volume= 0.273 af, Atten= 60%, Lag= 26.5 min Primary = 1.58 cfs @ 12.70 hrs, Volume= 0.273 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Peak Elev= 986.66' @ 12.70 hrs Surf.Area= 0.238 ac Storage= 0.149 af Plug-Flow detention time= 192.9 min calculated for 0.273 af (71% of inflow) Center-of-Mass det. time= 87.2 min ( 943.7 - 856.4 ) Volume Invert Avail.Storage Storage Description #1 985.50' 0.657 af Custom Stage Data (Prismatic) Listed below (Recalc) 116037-Atlas 14-MN 24-hr S0 1-yr Rainfall=2.46"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 19HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 985.50 0.050 0.000 0.000 986.00 0.100 0.037 0.037 988.00 0.520 0.620 0.657 Device Routing Invert Outlet Devices #1 Primary 986.50'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=1.57 cfs @ 12.70 hrs HW=986.66' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 1.57 cfs @ 0.99 fps) Summary for Link TO: Total Offsite Inflow Area = 120.736 ac, 3.22% Impervious, Inflow Depth = 0.36" for 1-yr event Inflow = 31.97 cfs @ 12.30 hrs, Volume= 3.672 af Primary = 31.97 cfs @ 12.30 hrs, Volume= 3.672 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Summary for Link WL-edge: (new Link) Inflow Area = 120.219 ac, 3.23% Impervious, Inflow Depth = 0.36" for 1-yr event Inflow = 31.83 cfs @ 12.30 hrs, Volume= 3.650 af Primary = 31.83 cfs @ 12.30 hrs, Volume= 3.650 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 20HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment AS: To North Offsite Runoff = 0.50 cfs @ 12.06 hrs, Volume= 0.029 af, Depth= 0.68" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78" Area (sf) CN Description 11,419 70 Woods, Good, HSG C 11,102 74 >75% Grass cover, Good, HSG C 22,521 Weighted Average 22,521 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 250 0.0480 0.69 Lag/CN Method, Summary for Subcatchment BS: Catchment B Runoff = 2.41 cfs @ 12.16 hrs, Volume= 0.183 af, Depth= 0.69" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78" Area (sf) CN Description 1,656 98 Paved roads w/curbs & sewers, HSG C 117,081 70 Woods, Good, HSG C 2,861 74 >75% Grass cover, Good, HSG C * 7,851 74 Wetland * 3,864 98 County Road * 4,434 74 County Ditch 137,747 Weighted Average 132,227 95.99% Pervious Area 5,520 4.01% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.8 725 0.0690 1.02 Lag/CN Method, Summary for Subcatchment CS: Catchment C Runoff = 44.61 cfs @ 12.30 hrs, Volume= 4.216 af, Depth= 0.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78" 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 21HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Area (sf) CN Description 29,634 98 Paved roads w/curbs & sewers, HSG C 1,556,056 70 Woods, Good, HSG C 1,274,663 74 >75% Grass cover, Good, HSG C * 178 74 Wetland * 21,996 98 County Road * 16,792 74 County Ditch * 34,063 98 Offsite Development Imp. * 80,200 74 Offsite Development Grass 3,013,582 Weighted Average 2,927,889 97.16% Pervious Area 85,693 2.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.3 1,300 0.0510 1.02 Lag/CN Method, Summary for Subcatchment DS: Catchment D Runoff = 7.58 cfs @ 12.11 hrs, Volume= 0.495 af, Depth= 0.88" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78" Area (sf) CN Description 18,985 98 Paved roads w/curbs & sewers, HSG C 20,443 70 Woods, Good, HSG C 248,218 74 >75% Grass cover, Good, HSG C * 2,675 74 Wetland * 1,322 98 County Road * 1,600 74 County Ditch 293,243 Weighted Average 272,936 93.08% Pervious Area 20,307 6.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.5 515 0.0520 0.90 Lag/CN Method, Summary for Subcatchment ES: Catchment E Runoff = 2.25 cfs @ 12.07 hrs, Volume= 0.139 af, Depth= 0.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78" 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 22HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Area (sf) CN Description 0 98 Paved roads w/curbs & sewers, HSG C 100,920 70 Woods, Good, HSG C 621 74 >75% Grass cover, Good, HSG C * 15,784 74 Wetland * 0 98 County Road * 0 74 County Ditch 117,325 Weighted Average 117,325 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.4 350 0.0770 0.91 Lag/CN Method, Summary for Subcatchment FS: Catchment F Runoff = 13.18 cfs @ 12.16 hrs, Volume= 0.974 af, Depth= 0.77" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78" Area (sf) CN Description 14,319 98 Paved roads w/curbs & sewers, HSG C 297,124 70 Woods, Good, HSG C 203,417 74 >75% Grass cover, Good, HSG C * 121,394 74 Wetland * 13,392 98 County Road * 13,832 74 County Ditch 663,478 Weighted Average 635,767 95.82% Pervious Area 27,711 4.18% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.2 690 0.0570 0.95 Lag/CN Method, Summary for Subcatchment GS: Catchment G Runoff = 3.43 cfs @ 12.06 hrs, Volume= 0.204 af, Depth= 0.78" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78" 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 23HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Area (sf) CN Description 0 98 Paved roads w/curbs & sewers, HSG C 92,314 70 Woods, Good, HSG C 0 74 >75% Grass cover, Good, HSG C * 26,148 74 Wetland * 9,411 98 County Road * 9,962 74 County Ditch 137,835 Weighted Average 128,424 93.17% Pervious Area 9,411 6.83% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.3 350 0.0710 0.92 Lag/CN Method, Summary for Subcatchment HS: Catchment H Runoff = 5.60 cfs @ 12.26 hrs, Volume= 0.500 af, Depth= 0.80" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78" Area (sf) CN Description 0 98 Paved roads w/curbs & sewers, HSG C 160,902 70 Woods, Good, HSG C 28,547 74 >75% Grass cover, Good, HSG C * 10,860 74 Wetland * 0 98 County Road * 0 74 County Ditch * 20,502 98 Offsite Development Imp. * 107,332 74 Offsite Development Grass 328,143 Weighted Average 307,641 93.75% Pervious Area 20,502 6.25% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.1 675 0.0210 0.59 Lag/CN Method, Summary for Subcatchment LU 2-10: LU 2-10 Runoff = 10.50 cfs @ 12.06 hrs, Volume= 0.597 af, Depth= 0.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78" Area (ac) CN Description * 9.880 73 9.880 100.00% Pervious Area 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 24HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment LU 2-11: LU 2-11 Runoff = 21.48 cfs @ 12.15 hrs, Volume= 1.501 af, Depth= 0.82" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78" Area (ac) CN Description * 21.970 75 21.970 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Summary for Subcatchment LU 2-12: LU 2-12 Runoff = 9.46 cfs @ 12.06 hrs, Volume= 0.551 af, Depth= 0.68" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78" Area (ac) CN Description * 9.720 72 9.720 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment LU 2-13: LU 2-13 Runoff = 14.22 cfs @ 12.07 hrs, Volume= 0.873 af, Depth= 0.68" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78" Area (ac) CN Description * 15.390 72 15.390 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 25HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment LU 2-14: LU 2-14 Runoff = 18.13 cfs @ 12.16 hrs, Volume= 1.376 af, Depth= 0.64" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78" Area (ac) CN Description * 25.920 71 25.920 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Summary for Subcatchment LU 2-15: LU 2-15 Runoff = 4.36 cfs @ 12.03 hrs, Volume= 0.244 af, Depth= 0.68" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78" Area (ac) CN Description * 4.310 72 4.310 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.0 Direct Entry, Summary for Subcatchment LU 2-16: LU 2-16 Runoff = 3.52 cfs @ 12.03 hrs, Volume= 0.189 af, Depth= 0.77" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78" Area (ac) CN Description * 2.940 74 2.940 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.0 Direct Entry, 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 26HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment LU 2-18: LU 2-18 Runoff = 11.29 cfs @ 12.07 hrs, Volume= 0.628 af, Depth= 0.92" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78" Area (ac) CN Description * 8.180 77 8.180 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment LU 2-2: LU 2-2 Runoff = 13.08 cfs @ 12.07 hrs, Volume= 0.766 af, Depth= 0.77" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78" Area (ac) CN Description * 11.910 74 11.910 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment LU 2-4: LU 2-4 Runoff = 17.94 cfs @ 12.08 hrs, Volume= 1.046 af, Depth= 1.03" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78" Area (ac) CN Description * 12.180 79 12.180 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 27HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment LU 2-7: LU 2-7 Runoff = 13.22 cfs @ 12.07 hrs, Volume= 0.736 af, Depth= 0.92" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78" Area (ac) CN Description * 9.580 77 9.580 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment LU 2-9: LU 2-9 Runoff = 9.43 cfs @ 12.07 hrs, Volume= 0.595 af, Depth= 0.64" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78" Area (ac) CN Description * 11.210 71 11.210 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Pond BP-WL: Wetland B NW Inflow Area = 130.670 ac, 0.00% Impervious, Inflow Depth = 0.12" for 2-yr event Inflow = 11.29 cfs @ 12.07 hrs, Volume= 1.354 af Outflow = 3.93 cfs @ 13.03 hrs, Volume= 1.331 af, Atten= 65%, Lag= 57.7 min Primary = 3.93 cfs @ 13.03 hrs, Volume= 1.331 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Peak Elev= 970.90' @ 13.03 hrs Surf.Area= 0.710 ac Storage= 0.370 af Plug-Flow detention time= 87.8 min calculated for 1.331 af (98% of inflow) Center-of-Mass det. time= 74.3 min ( 958.8 - 884.6 ) Volume Invert Avail.Storage Storage Description #1 969.50' 24.173 af Custom Stage Data (Prismatic) Listed below (Recalc) 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 28HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 969.50 0.030 0.000 0.000 970.00 0.060 0.022 0.022 972.00 1.500 1.560 1.583 974.00 3.500 5.000 6.583 976.00 4.420 7.920 14.502 978.00 5.250 9.670 24.173 Device Routing Invert Outlet Devices #1 Primary 970.00'24.0" Round CMP_Round 24" L= 250.0' CMP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 970.00' / 964.93' S= 0.0203 '/' Cc= 0.900 n= 0.025 Corrugated metal, Flow Area= 3.14 sf #2 Secondary 979.30'30.0' long x 15.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=3.92 cfs @ 13.03 hrs HW=970.90' (Free Discharge) 1=CMP_Round 24" (Inlet Controls 3.92 cfs @ 2.85 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=969.50' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond P-LU 2-1: P-LU 2-1 Inflow Area = 130.670 ac, 0.00% Impervious, Inflow Depth = 0.12" for 2-yr event Inflow = 3.93 cfs @ 13.03 hrs, Volume= 1.331 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Starting Elev= 958.50' Surf.Area= 19.875 ac Storage= 11.625 af Peak Elev= 958.56' @ 112.30 hrs Surf.Area= 20.262 ac Storage= 12.956 af (1.331 af above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 958.00' 116.500 af Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 958.00 16.500 0.000 0.000 960.00 30.000 46.500 46.500 962.00 40.000 70.000 116.500 Device Routing Invert Outlet Devices #1 Primary 959.00'15.0' long Broad-Crested Rectangular Weir Head (feet) 0.50 1.00 1.50 Coef. (English) 3.00 3.00 3.00 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 29HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=958.50' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond P-LU 2-10: P-LU 2-10 Inflow Area = 9.880 ac, 0.00% Impervious, Inflow Depth = 0.73" for 2-yr event Inflow = 10.50 cfs @ 12.06 hrs, Volume= 0.597 af Outflow = 2.53 cfs @ 12.52 hrs, Volume= 0.432 af, Atten= 76%, Lag= 27.5 min Primary = 2.53 cfs @ 12.52 hrs, Volume= 0.432 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Peak Elev= 972.84' @ 12.52 hrs Surf.Area= 0.099 ac Storage= 0.229 af Plug-Flow detention time= 174.9 min calculated for 0.432 af (72% of inflow) Center-of-Mass det. time= 82.1 min ( 926.6 - 844.5 ) Volume Invert Avail.Storage Storage Description #1 968.00' 1.289 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 968.00 0.009 0.000 0.000 972.00 0.070 0.158 0.158 974.00 0.140 0.210 0.368 976.00 0.220 0.360 0.728 978.00 0.341 0.561 1.289 Device Routing Invert Outlet Devices #1 Primary 972.10'18.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=2.52 cfs @ 12.52 hrs HW=972.84' (Free Discharge) 1=Orifice/Grate (Orifice Controls 2.52 cfs @ 2.92 fps) Summary for Pond P-LU 2-11: P-LU 2-11 Inflow Area = 73.000 ac, 0.00% Impervious, Inflow Depth = 0.53" for 2-yr event Inflow = 39.57 cfs @ 12.16 hrs, Volume= 3.239 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Peak Elev= 971.05' @ 153.50 hrs Surf.Area= 2.575 ac Storage= 3.237 af Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 968.00' 93.400 af Custom Stage Data (Prismatic) Listed below (Recalc) 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 30HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 968.00 0.360 0.000 0.000 970.00 1.000 1.360 1.360 972.00 4.000 5.000 6.360 976.00 12.000 32.000 38.360 980.00 15.520 55.040 93.400 Device Routing Invert Outlet Devices #1 Primary 972.01'15.0" Round Culvert L= 114.0' Ke= 0.500 Inlet / Outlet Invert= 972.01' / 971.97' S= 0.0004 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 1.23 sf Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=968.00' (Free Discharge) 1=Culvert ( Controls 0.00 cfs) Summary for Pond P-LU 2-12: P-LU 2-12 Inflow Area = 9.720 ac, 0.00% Impervious, Inflow Depth = 0.68" for 2-yr event Inflow = 9.46 cfs @ 12.06 hrs, Volume= 0.551 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Peak Elev= 975.96' @ 24.40 hrs Surf.Area= 0.199 ac Storage= 0.551 af Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 972.00' 2.680 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 972.00 0.080 0.000 0.000 978.00 0.260 1.020 1.020 980.00 0.430 0.690 1.710 982.00 0.540 0.970 2.680 Device Routing Invert Outlet Devices #1 Primary 978.00'18.0" Vert. Orifice/Grate C= 0.600 #2 Secondary 980.00'100.0' long x 26.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=972.00' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=972.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 31HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Summary for Pond P-LU 2-13: P-LU 2-13 Inflow Area = 15.390 ac, 0.00% Impervious, Inflow Depth = 0.68" for 2-yr event Inflow = 14.22 cfs @ 12.07 hrs, Volume= 0.873 af Outflow = 0.67 cfs @ 14.93 hrs, Volume= 0.362 af, Atten= 95%, Lag= 171.6 min Primary = 0.67 cfs @ 14.93 hrs, Volume= 0.362 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Peak Elev= 989.93' @ 14.93 hrs Surf.Area= 0.251 ac Storage= 0.590 af Plug-Flow detention time= 404.1 min calculated for 0.362 af (41% of inflow) Center-of-Mass det. time= 283.2 min ( 1,131.8 - 848.6 ) Volume Invert Avail.Storage Storage Description #1 986.00' 2.750 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 986.00 0.054 0.000 0.000 989.60 0.230 0.511 0.511 993.00 0.450 1.156 1.667 994.00 0.540 0.495 2.162 995.00 0.635 0.587 2.750 Device Routing Invert Outlet Devices #1 Primary 989.60'24.0" Round Culvert L= 110.0' Ke= 0.500 Inlet / Outlet Invert= 989.60' / 983.00' S= 0.0600 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 3.14 sf Primary OutFlow Max=0.66 cfs @ 14.93 hrs HW=989.93' (Free Discharge) 1=Culvert (Inlet Controls 0.66 cfs @ 1.95 fps) Summary for Pond P-LU 2-2: P-LU 2-2 Inflow Area = 110.310 ac, 0.00% Impervious, Inflow Depth = 0.16" for 2-yr event Inflow = 17.19 cfs @ 12.06 hrs, Volume= 1.442 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Peak Elev= 969.31' @ 66.25 hrs Surf.Area= 2.060 ac Storage= 1.442 af Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 968.00' 19.910 af Custom Stage Data (Prismatic) Listed below (Recalc) 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 32HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 968.00 0.140 0.000 0.000 970.00 3.070 3.210 3.210 972.00 4.090 7.160 10.370 974.00 5.450 9.540 19.910 Device Routing Invert Outlet Devices #1 Primary 972.00'32.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=968.00' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond P-LU 2-4: P-LU 2-4 Inflow Area = 12.180 ac, 0.00% Impervious, Inflow Depth = 1.03" for 2-yr event Inflow = 17.94 cfs @ 12.08 hrs, Volume= 1.046 af Outflow = 4.21 cfs @ 12.53 hrs, Volume= 0.726 af, Atten= 77%, Lag= 27.3 min Primary = 4.21 cfs @ 12.53 hrs, Volume= 0.726 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Peak Elev= 974.92' @ 12.53 hrs Surf.Area= 0.168 ac Storage= 0.462 af Plug-Flow detention time= 189.2 min calculated for 0.726 af (69% of inflow) Center-of-Mass det. time= 99.4 min ( 928.5 - 829.2 ) Volume Invert Avail.Storage Storage Description #1 970.00' 1.120 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 970.00 0.020 0.000 0.000 974.00 0.140 0.320 0.320 978.00 0.260 0.800 1.120 Device Routing Invert Outlet Devices #1 Primary 974.00'21.0" Vert. Orifice/Grate C= 0.600 #2 Secondary 975.00'30.0' long x 15.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=4.20 cfs @ 12.53 hrs HW=974.92' (Free Discharge) 1=Orifice/Grate (Orifice Controls 4.20 cfs @ 3.27 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=970.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 33HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Summary for Pond P-LU 2-6: P-LU 2-6 (P.E. Edit) Inflow Area = 30.916 ac, 2.76% Impervious, Inflow Depth = 0.74" for 2-yr event Inflow = 16.44 cfs @ 12.15 hrs, Volume= 1.898 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Peak Elev= 979.54' @ 320.00 hrs Surf.Area= 1.692 ac Storage= 1.898 af Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 978.00' 38.770 af Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 978.00 0.380 0.000 0.000 980.00 2.080 2.460 2.460 982.00 3.680 5.760 8.220 984.00 4.750 8.430 16.650 986.00 5.530 10.280 26.930 988.00 6.310 11.840 38.770 Device Routing Invert Outlet Devices #1 Primary 984.50'30.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=978.00' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond P-LU 2-7: P-LU 2-7 Inflow Area = 9.580 ac, 0.00% Impervious, Inflow Depth = 0.92" for 2-yr event Inflow = 13.22 cfs @ 12.07 hrs, Volume= 0.736 af Outflow = 2.34 cfs @ 12.62 hrs, Volume= 0.736 af, Atten= 82%, Lag= 33.1 min Primary = 2.34 cfs @ 12.62 hrs, Volume= 0.736 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Starting Elev= 996.00' Surf.Area= 0.280 ac Storage= 0.750 af Peak Elev= 996.91' @ 12.62 hrs Surf.Area= 0.307 ac Storage= 1.058 af (0.308 af above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 214.3 min ( 1,048.0 - 833.7 ) Volume Invert Avail.Storage Storage Description #1 991.00' 3.050 af Custom Stage Data (Prismatic) Listed below 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 34HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 991.00 0.020 0.000 0.000 996.00 0.280 0.750 0.750 1,000.00 0.400 1.360 2.110 1,002.00 0.540 0.940 3.050 Device Routing Invert Outlet Devices #1 Primary 996.00'15.0" Round Culvert L= 50.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 996.00' / 995.75' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf Primary OutFlow Max=2.34 cfs @ 12.62 hrs HW=996.90' (Free Discharge) 1=Culvert (Barrel Controls 2.34 cfs @ 3.44 fps) Summary for Pond P-LU 2-9: P-LU 2-9 Inflow Area = 11.210 ac, 0.00% Impervious, Inflow Depth = 0.64" for 2-yr event Inflow = 9.43 cfs @ 12.07 hrs, Volume= 0.595 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Peak Elev= 975.67' @ 24.45 hrs Surf.Area= 0.672 ac Storage= 0.595 af Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 975.00' 3.430 af Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 975.00 0.230 0.000 0.000 977.00 1.560 1.790 1.790 978.00 1.720 1.640 3.430 Device Routing Invert Outlet Devices #1 Primary 977.00'8.0" Vert. Orifice/Grate C= 0.580 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=975.00' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond WLD: Wetland D Inflow Area = 6.732 ac, 6.92% Impervious, Inflow Depth = 0.88" for 2-yr event Inflow = 7.58 cfs @ 12.11 hrs, Volume= 0.495 af Outflow = 0.11 cfs @ 20.73 hrs, Volume= 0.039 af, Atten= 99%, Lag= 517.0 min Primary = 0.11 cfs @ 20.73 hrs, Volume= 0.039 af 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 35HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Peak Elev= 1,001.51' @ 20.73 hrs Surf.Area= 0.573 ac Storage= 0.459 af Plug-Flow detention time= 675.8 min calculated for 0.039 af (8% of inflow) Center-of-Mass det. time= 492.8 min ( 1,320.8 - 828.0 ) Volume Invert Avail.Storage Storage Description #1 999.00' 1.778 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 999.00 0.007 0.000 0.000 1,000.00 0.070 0.038 0.038 1,001.00 0.320 0.195 0.233 1,002.00 0.820 0.570 0.803 1,003.00 1.130 0.975 1.778 Device Routing Invert Outlet Devices #1 Primary 1,001.50'50.0' long x 25.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=0.06 cfs @ 20.73 hrs HW=1,001.51' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 0.06 cfs @ 0.20 fps) Summary for Pond WLE: Wetland E Inflow Area = 2.693 ac, 0.00% Impervious, Inflow Depth = 0.62" for 2-yr event Inflow = 2.25 cfs @ 12.07 hrs, Volume= 0.139 af Outflow = 0.28 cfs @ 13.09 hrs, Volume= 0.073 af, Atten= 88%, Lag= 61.2 min Primary = 0.28 cfs @ 13.09 hrs, Volume= 0.073 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Peak Elev= 983.04' @ 13.09 hrs Surf.Area= 0.168 ac Storage= 0.072 af Plug-Flow detention time= 243.9 min calculated for 0.073 af (53% of inflow) Center-of-Mass det. time= 127.1 min ( 979.6 - 852.4 ) Volume Invert Avail.Storage Storage Description #1 982.50' 1.173 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 982.50 0.100 0.000 0.000 984.00 0.290 0.292 0.292 986.00 0.590 0.880 1.173 Device Routing Invert Outlet Devices #1 Primary 983.00'15.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 36HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Primary OutFlow Max=0.26 cfs @ 13.09 hrs HW=983.04' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 0.26 cfs @ 0.48 fps) Summary for Pond WLG: WETLAND G Inflow Area = 3.164 ac, 6.83% Impervious, Inflow Depth = 0.78" for 2-yr event Inflow = 3.43 cfs @ 12.06 hrs, Volume= 0.204 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Peak Elev= 993.08' @ 24.40 hrs Surf.Area= 0.338 ac Storage= 0.204 af Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 992.00' 2.290 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 992.00 0.040 0.000 0.000 994.00 0.590 0.630 0.630 996.00 1.070 1.660 2.290 Device Routing Invert Outlet Devices #1 Primary 994.50'35.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=992.00' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond WLH: Wetland H Inflow Area = 7.533 ac, 6.25% Impervious, Inflow Depth = 0.80" for 2-yr event Inflow = 5.60 cfs @ 12.26 hrs, Volume= 0.500 af Outflow = 2.97 cfs @ 12.56 hrs, Volume= 0.386 af, Atten= 47%, Lag= 18.2 min Primary = 2.97 cfs @ 12.56 hrs, Volume= 0.386 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Peak Elev= 986.74' @ 12.56 hrs Surf.Area= 0.256 ac Storage= 0.169 af Plug-Flow detention time= 145.6 min calculated for 0.386 af (77% of inflow) Center-of-Mass det. time= 62.4 min ( 903.3 - 841.0 ) Volume Invert Avail.Storage Storage Description #1 985.50' 0.657 af Custom Stage Data (Prismatic) Listed below (Recalc) 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 37HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 985.50 0.050 0.000 0.000 986.00 0.100 0.037 0.037 988.00 0.520 0.620 0.657 Device Routing Invert Outlet Devices #1 Primary 986.50'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=2.96 cfs @ 12.56 hrs HW=986.74' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 2.96 cfs @ 1.23 fps) Summary for Link TO: Total Offsite Inflow Area = 120.736 ac, 3.22% Impervious, Inflow Depth = 0.49" for 2-yr event Inflow = 46.93 cfs @ 12.30 hrs, Volume= 4.927 af Primary = 46.93 cfs @ 12.30 hrs, Volume= 4.927 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Summary for Link WL-edge: (new Link) Inflow Area = 120.219 ac, 3.23% Impervious, Inflow Depth = 0.49" for 2-yr event Inflow = 46.73 cfs @ 12.30 hrs, Volume= 4.898 af Primary = 46.73 cfs @ 12.30 hrs, Volume= 4.898 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 38HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment AS: To North Offsite Runoff = 1.32 cfs @ 12.05 hrs, Volume= 0.067 af, Depth= 1.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14" Area (sf) CN Description 11,419 70 Woods, Good, HSG C 11,102 74 >75% Grass cover, Good, HSG C 22,521 Weighted Average 22,521 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 250 0.0480 0.69 Lag/CN Method, Summary for Subcatchment BS: Catchment B Runoff = 6.17 cfs @ 12.14 hrs, Volume= 0.409 af, Depth= 1.55" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14" Area (sf) CN Description 1,656 98 Paved roads w/curbs & sewers, HSG C 117,081 70 Woods, Good, HSG C 2,861 74 >75% Grass cover, Good, HSG C * 7,851 74 Wetland * 3,864 98 County Road * 4,434 74 County Ditch 137,747 Weighted Average 132,227 95.99% Pervious Area 5,520 4.01% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.8 725 0.0690 1.02 Lag/CN Method, Summary for Subcatchment CS: Catchment C Runoff = 111.03 cfs @ 12.27 hrs, Volume= 9.340 af, Depth= 1.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14" 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 39HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Area (sf) CN Description 29,634 98 Paved roads w/curbs & sewers, HSG C 1,556,056 70 Woods, Good, HSG C 1,274,663 74 >75% Grass cover, Good, HSG C * 178 74 Wetland * 21,996 98 County Road * 16,792 74 County Ditch * 34,063 98 Offsite Development Imp. * 80,200 74 Offsite Development Grass 3,013,582 Weighted Average 2,927,889 97.16% Pervious Area 85,693 2.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.3 1,300 0.0510 1.02 Lag/CN Method, Summary for Subcatchment DS: Catchment D Runoff = 17.24 cfs @ 12.10 hrs, Volume= 1.028 af, Depth= 1.83" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14" Area (sf) CN Description 18,985 98 Paved roads w/curbs & sewers, HSG C 20,443 70 Woods, Good, HSG C 248,218 74 >75% Grass cover, Good, HSG C * 2,675 74 Wetland * 1,322 98 County Road * 1,600 74 County Ditch 293,243 Weighted Average 272,936 93.08% Pervious Area 20,307 6.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.5 515 0.0520 0.90 Lag/CN Method, Summary for Subcatchment ES: Catchment E Runoff = 6.26 cfs @ 12.06 hrs, Volume= 0.328 af, Depth= 1.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14" 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 40HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Area (sf) CN Description 0 98 Paved roads w/curbs & sewers, HSG C 100,920 70 Woods, Good, HSG C 621 74 >75% Grass cover, Good, HSG C * 15,784 74 Wetland * 0 98 County Road * 0 74 County Ditch 117,325 Weighted Average 117,325 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.4 350 0.0770 0.91 Lag/CN Method, Summary for Subcatchment FS: Catchment F Runoff = 32.02 cfs @ 12.14 hrs, Volume= 2.118 af, Depth= 1.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14" Area (sf) CN Description 14,319 98 Paved roads w/curbs & sewers, HSG C 297,124 70 Woods, Good, HSG C 203,417 74 >75% Grass cover, Good, HSG C * 121,394 74 Wetland * 13,392 98 County Road * 13,832 74 County Ditch 663,478 Weighted Average 635,767 95.82% Pervious Area 27,711 4.18% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.2 690 0.0570 0.95 Lag/CN Method, Summary for Subcatchment GS: Catchment G Runoff = 8.37 cfs @ 12.05 hrs, Volume= 0.439 af, Depth= 1.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14" 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 41HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Area (sf) CN Description 0 98 Paved roads w/curbs & sewers, HSG C 92,314 70 Woods, Good, HSG C 0 74 >75% Grass cover, Good, HSG C * 26,148 74 Wetland * 9,411 98 County Road * 9,962 74 County Ditch 137,835 Weighted Average 128,424 93.17% Pervious Area 9,411 6.83% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.3 350 0.0710 0.92 Lag/CN Method, Summary for Subcatchment HS: Catchment H Runoff = 13.31 cfs @ 12.24 hrs, Volume= 1.069 af, Depth= 1.70" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14" Area (sf) CN Description 0 98 Paved roads w/curbs & sewers, HSG C 160,902 70 Woods, Good, HSG C 28,547 74 >75% Grass cover, Good, HSG C * 10,860 74 Wetland * 0 98 County Road * 0 74 County Ditch * 20,502 98 Offsite Development Imp. * 107,332 74 Offsite Development Grass 328,143 Weighted Average 307,641 93.75% Pervious Area 20,502 6.25% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.1 675 0.0210 0.59 Lag/CN Method, Summary for Subcatchment LU 2-10: LU 2-10 Runoff = 26.53 cfs @ 12.05 hrs, Volume= 1.341 af, Depth= 1.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14" Area (ac) CN Description * 9.880 73 9.880 100.00% Pervious Area 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 42HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment LU 2-11: LU 2-11 Runoff = 50.59 cfs @ 12.13 hrs, Volume= 3.245 af, Depth= 1.77" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14" Area (ac) CN Description * 21.970 75 21.970 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Summary for Subcatchment LU 2-12: LU 2-12 Runoff = 24.80 cfs @ 12.05 hrs, Volume= 1.263 af, Depth= 1.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14" Area (ac) CN Description * 9.720 72 9.720 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment LU 2-13: LU 2-13 Runoff = 37.58 cfs @ 12.06 hrs, Volume= 1.999 af, Depth= 1.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14" Area (ac) CN Description * 15.390 72 15.390 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 43HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment LU 2-14: LU 2-14 Runoff = 48.82 cfs @ 12.14 hrs, Volume= 3.220 af, Depth= 1.49" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14" Area (ac) CN Description * 25.920 71 25.920 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Summary for Subcatchment LU 2-15: LU 2-15 Runoff = 11.83 cfs @ 12.02 hrs, Volume= 0.560 af, Depth= 1.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14" Area (ac) CN Description * 4.310 72 4.310 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.0 Direct Entry, Summary for Subcatchment LU 2-16: LU 2-16 Runoff = 8.94 cfs @ 12.02 hrs, Volume= 0.416 af, Depth= 1.70" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14" Area (ac) CN Description * 2.940 74 2.940 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.0 Direct Entry, 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 44HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment LU 2-18: LU 2-18 Runoff = 25.41 cfs @ 12.06 hrs, Volume= 1.310 af, Depth= 1.92" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14" Area (ac) CN Description * 8.180 77 8.180 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment LU 2-2: LU 2-2 Runoff = 32.19 cfs @ 12.06 hrs, Volume= 1.687 af, Depth= 1.70" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14" Area (ac) CN Description * 11.910 74 11.910 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment LU 2-4: LU 2-4 Runoff = 39.33 cfs @ 12.07 hrs, Volume= 2.109 af, Depth= 2.08" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14" Area (ac) CN Description * 12.180 79 12.180 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 45HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment LU 2-7: LU 2-7 Runoff = 29.76 cfs @ 12.06 hrs, Volume= 1.534 af, Depth= 1.92" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14" Area (ac) CN Description * 9.580 77 9.580 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment LU 2-9: LU 2-9 Runoff = 25.95 cfs @ 12.06 hrs, Volume= 1.393 af, Depth= 1.49" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14" Area (ac) CN Description * 11.210 71 11.210 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Pond BP-WL: Wetland B NW Inflow Area = 130.670 ac, 0.00% Impervious, Inflow Depth = 0.28" for 10-yr event Inflow = 54.27 cfs @ 12.12 hrs, Volume= 3.099 af Outflow = 11.07 cfs @ 12.65 hrs, Volume= 3.077 af, Atten= 80%, Lag= 31.3 min Primary = 11.07 cfs @ 12.65 hrs, Volume= 3.077 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Peak Elev= 971.69' @ 12.65 hrs Surf.Area= 1.279 ac Storage= 1.155 af Plug-Flow detention time= 79.0 min calculated for 3.077 af (99% of inflow) Center-of-Mass det. time= 72.0 min ( 896.6 - 824.6 ) Volume Invert Avail.Storage Storage Description #1 969.50' 24.173 af Custom Stage Data (Prismatic) Listed below (Recalc) 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 46HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 969.50 0.030 0.000 0.000 970.00 0.060 0.022 0.022 972.00 1.500 1.560 1.583 974.00 3.500 5.000 6.583 976.00 4.420 7.920 14.502 978.00 5.250 9.670 24.173 Device Routing Invert Outlet Devices #1 Primary 970.00'24.0" Round CMP_Round 24" L= 250.0' CMP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 970.00' / 964.93' S= 0.0203 '/' Cc= 0.900 n= 0.025 Corrugated metal, Flow Area= 3.14 sf #2 Secondary 979.30'30.0' long x 15.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=11.08 cfs @ 12.65 hrs HW=971.69' (Free Discharge) 1=CMP_Round 24" (Inlet Controls 11.08 cfs @ 3.91 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=969.50' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond P-LU 2-1: P-LU 2-1 Inflow Area = 130.670 ac, 0.00% Impervious, Inflow Depth = 0.28" for 10-yr event Inflow = 11.07 cfs @ 12.65 hrs, Volume= 3.077 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Starting Elev= 958.50' Surf.Area= 19.875 ac Storage= 11.625 af Peak Elev= 958.63' @ 116.45 hrs Surf.Area= 20.768 ac Storage= 14.702 af (3.077 af above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 958.00' 116.500 af Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 958.00 16.500 0.000 0.000 960.00 30.000 46.500 46.500 962.00 40.000 70.000 116.500 Device Routing Invert Outlet Devices #1 Primary 959.00'15.0' long Broad-Crested Rectangular Weir Head (feet) 0.50 1.00 1.50 Coef. (English) 3.00 3.00 3.00 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 47HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=958.50' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond P-LU 2-10: P-LU 2-10 Inflow Area = 9.880 ac, 0.00% Impervious, Inflow Depth = 1.63" for 10-yr event Inflow = 26.53 cfs @ 12.05 hrs, Volume= 1.341 af Outflow = 10.39 cfs @ 12.27 hrs, Volume= 1.176 af, Atten= 61%, Lag= 13.0 min Primary = 10.39 cfs @ 12.27 hrs, Volume= 1.176 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Peak Elev= 974.34' @ 12.27 hrs Surf.Area= 0.154 ac Storage= 0.418 af Plug-Flow detention time= 83.6 min calculated for 1.176 af (88% of inflow) Center-of-Mass det. time= 36.8 min ( 843.5 - 806.7 ) Volume Invert Avail.Storage Storage Description #1 968.00' 1.289 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 968.00 0.009 0.000 0.000 972.00 0.070 0.158 0.158 974.00 0.140 0.210 0.368 976.00 0.220 0.360 0.728 978.00 0.341 0.561 1.289 Device Routing Invert Outlet Devices #1 Primary 972.10'18.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=10.36 cfs @ 12.27 hrs HW=974.33' (Free Discharge) 1=Orifice/Grate (Orifice Controls 10.36 cfs @ 5.86 fps) Summary for Pond P-LU 2-11: P-LU 2-11 Inflow Area = 73.000 ac, 0.00% Impervious, Inflow Depth = 1.35" for 10-yr event Inflow = 100.45 cfs @ 12.14 hrs, Volume= 8.196 af Outflow = 0.25 cfs @ 24.84 hrs, Volume= 1.456 af, Atten= 100%, Lag= 761.7 min Primary = 0.25 cfs @ 24.84 hrs, Volume= 1.456 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Peak Elev= 972.38' @ 24.84 hrs Surf.Area= 4.755 ac Storage= 8.013 af Plug-Flow detention time= 5,043.5 min calculated for 1.456 af (18% of inflow) Center-of-Mass det. time= 4,921.8 min ( 5,762.8 - 841.1 ) Volume Invert Avail.Storage Storage Description #1 968.00' 93.400 af Custom Stage Data (Prismatic) Listed below (Recalc) 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 48HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 968.00 0.360 0.000 0.000 970.00 1.000 1.360 1.360 972.00 4.000 5.000 6.360 976.00 12.000 32.000 38.360 980.00 15.520 55.040 93.400 Device Routing Invert Outlet Devices #1 Primary 972.01'15.0" Round Culvert L= 114.0' Ke= 0.500 Inlet / Outlet Invert= 972.01' / 971.97' S= 0.0004 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 1.23 sf Primary OutFlow Max=0.24 cfs @ 24.84 hrs HW=972.38' (Free Discharge) 1=Culvert (Barrel Controls 0.24 cfs @ 1.19 fps) Summary for Pond P-LU 2-12: P-LU 2-12 Inflow Area = 9.720 ac, 0.00% Impervious, Inflow Depth = 1.56" for 10-yr event Inflow = 24.80 cfs @ 12.05 hrs, Volume= 1.263 af Outflow = 0.41 cfs @ 17.51 hrs, Volume= 0.243 af, Atten= 98%, Lag= 327.6 min Primary = 0.41 cfs @ 17.51 hrs, Volume= 0.243 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Peak Elev= 978.28' @ 17.51 hrs Surf.Area= 0.283 ac Storage= 1.095 af Plug-Flow detention time= 533.9 min calculated for 0.243 af (19% of inflow) Center-of-Mass det. time= 440.4 min ( 1,248.9 - 808.6 ) Volume Invert Avail.Storage Storage Description #1 972.00' 2.680 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 972.00 0.080 0.000 0.000 978.00 0.260 1.020 1.020 980.00 0.430 0.690 1.710 982.00 0.540 0.970 2.680 Device Routing Invert Outlet Devices #1 Primary 978.00'18.0" Vert. Orifice/Grate C= 0.600 #2 Secondary 980.00'100.0' long x 26.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=0.40 cfs @ 17.51 hrs HW=978.28' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.40 cfs @ 1.79 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=972.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 49HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Summary for Pond P-LU 2-13: P-LU 2-13 Inflow Area = 15.390 ac, 0.00% Impervious, Inflow Depth = 1.56" for 10-yr event Inflow = 37.58 cfs @ 12.06 hrs, Volume= 1.999 af Outflow = 8.64 cfs @ 12.52 hrs, Volume= 1.488 af, Atten= 77%, Lag= 27.3 min Primary = 8.64 cfs @ 12.52 hrs, Volume= 1.488 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Peak Elev= 990.92' @ 12.52 hrs Surf.Area= 0.316 ac Storage= 0.872 af Plug-Flow detention time= 158.4 min calculated for 1.488 af (74% of inflow) Center-of-Mass det. time= 90.0 min ( 899.4 - 809.5 ) Volume Invert Avail.Storage Storage Description #1 986.00' 2.750 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 986.00 0.054 0.000 0.000 989.60 0.230 0.511 0.511 993.00 0.450 1.156 1.667 994.00 0.540 0.495 2.162 995.00 0.635 0.587 2.750 Device Routing Invert Outlet Devices #1 Primary 989.60'24.0" Round Culvert L= 110.0' Ke= 0.500 Inlet / Outlet Invert= 989.60' / 983.00' S= 0.0600 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 3.14 sf Primary OutFlow Max=8.62 cfs @ 12.52 hrs HW=990.92' (Free Discharge) 1=Culvert (Inlet Controls 8.62 cfs @ 3.91 fps) Summary for Pond P-LU 2-2: P-LU 2-2 Inflow Area = 110.310 ac, 0.00% Impervious, Inflow Depth > 0.53" for 10-yr event Inflow = 48.62 cfs @ 12.07 hrs, Volume= 4.879 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Peak Elev= 970.52' @ 320.00 hrs Surf.Area= 3.336 ac Storage= 4.879 af Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 968.00' 19.910 af Custom Stage Data (Prismatic) Listed below (Recalc) 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 50HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 968.00 0.140 0.000 0.000 970.00 3.070 3.210 3.210 972.00 4.090 7.160 10.370 974.00 5.450 9.540 19.910 Device Routing Invert Outlet Devices #1 Primary 972.00'32.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=968.00' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond P-LU 2-4: P-LU 2-4 Inflow Area = 12.180 ac, 0.00% Impervious, Inflow Depth = 2.08" for 10-yr event Inflow = 39.33 cfs @ 12.07 hrs, Volume= 2.109 af Outflow = 33.51 cfs @ 12.14 hrs, Volume= 1.789 af, Atten= 15%, Lag= 4.5 min Primary = 8.76 cfs @ 12.14 hrs, Volume= 1.289 af Secondary = 24.75 cfs @ 12.14 hrs, Volume= 0.499 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Peak Elev= 975.45' @ 12.14 hrs Surf.Area= 0.184 ac Storage= 0.555 af Plug-Flow detention time= 95.2 min calculated for 1.789 af (85% of inflow) Center-of-Mass det. time= 44.3 min ( 842.2 - 797.9 ) Volume Invert Avail.Storage Storage Description #1 970.00' 1.120 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 970.00 0.020 0.000 0.000 974.00 0.140 0.320 0.320 978.00 0.260 0.800 1.120 Device Routing Invert Outlet Devices #1 Primary 974.00'21.0" Vert. Orifice/Grate C= 0.600 #2 Secondary 975.00'30.0' long x 15.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=8.71 cfs @ 12.14 hrs HW=975.45' (Free Discharge) 1=Orifice/Grate (Orifice Controls 8.71 cfs @ 4.10 fps) Secondary OutFlow Max=24.26 cfs @ 12.14 hrs HW=975.45' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 24.26 cfs @ 1.81 fps) 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 51HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Summary for Pond P-LU 2-6: P-LU 2-6 (P.E. Edit) Inflow Area = 30.916 ac, 2.76% Impervious, Inflow Depth = 1.58" for 10-yr event Inflow = 41.39 cfs @ 12.14 hrs, Volume= 4.068 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Peak Elev= 980.56' @ 320.00 hrs Surf.Area= 2.527 ac Storage= 4.068 af Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 978.00' 38.770 af Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 978.00 0.380 0.000 0.000 980.00 2.080 2.460 2.460 982.00 3.680 5.760 8.220 984.00 4.750 8.430 16.650 986.00 5.530 10.280 26.930 988.00 6.310 11.840 38.770 Device Routing Invert Outlet Devices #1 Primary 984.50'30.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=978.00' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond P-LU 2-7: P-LU 2-7 Inflow Area = 9.580 ac, 0.00% Impervious, Inflow Depth = 1.92" for 10-yr event Inflow = 29.76 cfs @ 12.06 hrs, Volume= 1.534 af Outflow = 5.91 cfs @ 12.54 hrs, Volume= 1.534 af, Atten= 80%, Lag= 29.0 min Primary = 5.91 cfs @ 12.54 hrs, Volume= 1.534 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Starting Elev= 996.00' Surf.Area= 0.280 ac Storage= 0.750 af Peak Elev= 997.96' @ 12.54 hrs Surf.Area= 0.339 ac Storage= 1.417 af (0.667 af above start) Plug-Flow detention time= 382.4 min calculated for 0.784 af (51% of inflow) Center-of-Mass det. time= 141.9 min ( 942.4 - 800.5 ) Volume Invert Avail.Storage Storage Description #1 991.00' 3.050 af Custom Stage Data (Prismatic) Listed below 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 52HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 991.00 0.020 0.000 0.000 996.00 0.280 0.750 0.750 1,000.00 0.400 1.360 2.110 1,002.00 0.540 0.940 3.050 Device Routing Invert Outlet Devices #1 Primary 996.00'15.0" Round Culvert L= 50.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 996.00' / 995.75' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf Primary OutFlow Max=5.91 cfs @ 12.54 hrs HW=997.96' (Free Discharge) 1=Culvert (Barrel Controls 5.91 cfs @ 4.82 fps) Summary for Pond P-LU 2-9: P-LU 2-9 Inflow Area = 11.210 ac, 0.00% Impervious, Inflow Depth = 1.49" for 10-yr event Inflow = 25.95 cfs @ 12.06 hrs, Volume= 1.393 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Peak Elev= 976.56' @ 24.45 hrs Surf.Area= 1.265 ac Storage= 1.393 af Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 975.00' 3.430 af Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 975.00 0.230 0.000 0.000 977.00 1.560 1.790 1.790 978.00 1.720 1.640 3.430 Device Routing Invert Outlet Devices #1 Primary 977.00'8.0" Vert. Orifice/Grate C= 0.580 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=975.00' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond WLD: Wetland D Inflow Area = 6.732 ac, 6.92% Impervious, Inflow Depth = 1.83" for 10-yr event Inflow = 17.24 cfs @ 12.10 hrs, Volume= 1.028 af Outflow = 4.53 cfs @ 12.52 hrs, Volume= 0.572 af, Atten= 74%, Lag= 25.1 min Primary = 4.53 cfs @ 12.52 hrs, Volume= 0.572 af 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 53HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Peak Elev= 1,001.60' @ 12.52 hrs Surf.Area= 0.622 ac Storage= 0.518 af Plug-Flow detention time= 162.6 min calculated for 0.572 af (56% of inflow) Center-of-Mass det. time= 83.1 min ( 882.8 - 799.7 ) Volume Invert Avail.Storage Storage Description #1 999.00' 1.778 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 999.00 0.007 0.000 0.000 1,000.00 0.070 0.038 0.038 1,001.00 0.320 0.195 0.233 1,002.00 0.820 0.570 0.803 1,003.00 1.130 0.975 1.778 Device Routing Invert Outlet Devices #1 Primary 1,001.50'50.0' long x 25.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=4.48 cfs @ 12.52 hrs HW=1,001.60' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 4.48 cfs @ 0.86 fps) Summary for Pond WLE: Wetland E Inflow Area = 2.693 ac, 0.00% Impervious, Inflow Depth = 1.46" for 10-yr event Inflow = 6.26 cfs @ 12.06 hrs, Volume= 0.328 af Outflow = 3.12 cfs @ 12.23 hrs, Volume= 0.262 af, Atten= 50%, Lag= 10.5 min Primary = 3.12 cfs @ 12.23 hrs, Volume= 0.262 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Peak Elev= 983.19' @ 12.23 hrs Surf.Area= 0.188 ac Storage= 0.099 af Plug-Flow detention time= 98.4 min calculated for 0.262 af (80% of inflow) Center-of-Mass det. time= 36.7 min ( 848.2 - 811.5 ) Volume Invert Avail.Storage Storage Description #1 982.50' 1.173 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 982.50 0.100 0.000 0.000 984.00 0.290 0.292 0.292 986.00 0.590 0.880 1.173 Device Routing Invert Outlet Devices #1 Primary 983.00'15.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 54HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Primary OutFlow Max=3.08 cfs @ 12.23 hrs HW=983.19' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 3.08 cfs @ 1.08 fps) Summary for Pond WLG: WETLAND G Inflow Area = 3.164 ac, 6.83% Impervious, Inflow Depth = 1.67" for 10-yr event Inflow = 8.37 cfs @ 12.05 hrs, Volume= 0.439 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Peak Elev= 993.65' @ 24.40 hrs Surf.Area= 0.493 ac Storage= 0.439 af Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 992.00' 2.290 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 992.00 0.040 0.000 0.000 994.00 0.590 0.630 0.630 996.00 1.070 1.660 2.290 Device Routing Invert Outlet Devices #1 Primary 994.50'35.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=992.00' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond WLH: Wetland H Inflow Area = 7.533 ac, 6.25% Impervious, Inflow Depth = 1.70" for 10-yr event Inflow = 13.31 cfs @ 12.24 hrs, Volume= 1.069 af Outflow = 10.41 cfs @ 12.39 hrs, Volume= 0.955 af, Atten= 22%, Lag= 8.7 min Primary = 10.41 cfs @ 12.39 hrs, Volume= 0.955 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Peak Elev= 987.04' @ 12.39 hrs Surf.Area= 0.317 ac Storage= 0.254 af Plug-Flow detention time= 73.3 min calculated for 0.955 af (89% of inflow) Center-of-Mass det. time= 30.7 min ( 842.2 - 811.5 ) Volume Invert Avail.Storage Storage Description #1 985.50' 0.657 af Custom Stage Data (Prismatic) Listed below (Recalc) 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 55HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 985.50 0.050 0.000 0.000 986.00 0.100 0.037 0.037 988.00 0.520 0.620 0.657 Device Routing Invert Outlet Devices #1 Primary 986.50'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=10.36 cfs @ 12.39 hrs HW=987.03' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 10.36 cfs @ 1.94 fps) Summary for Link TO: Total Offsite Inflow Area = 120.736 ac, 3.22% Impervious, Inflow Depth = 1.15" for 10-yr event Inflow = 127.64 cfs @ 12.28 hrs, Volume= 11.606 af Primary = 127.64 cfs @ 12.28 hrs, Volume= 11.606 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Summary for Link WL-edge: (new Link) Inflow Area = 120.219 ac, 3.23% Impervious, Inflow Depth = 1.15" for 10-yr event Inflow = 127.16 cfs @ 12.29 hrs, Volume= 11.539 af Primary = 127.16 cfs @ 12.29 hrs, Volume= 11.539 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 56HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment AS: To North Offsite Runoff = 3.28 cfs @ 12.05 hrs, Volume= 0.180 af, Depth= 4.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41" Area (sf) CN Description 11,419 70 Woods, Good, HSG C 11,102 74 >75% Grass cover, Good, HSG C 22,521 Weighted Average 22,521 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 250 0.0480 0.69 Lag/CN Method, Summary for Subcatchment BS: Catchment B Runoff = 15.75 cfs @ 12.12 hrs, Volume= 1.091 af, Depth= 4.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41" Area (sf) CN Description 1,656 98 Paved roads w/curbs & sewers, HSG C 117,081 70 Woods, Good, HSG C 2,861 74 >75% Grass cover, Good, HSG C * 7,851 74 Wetland * 3,864 98 County Road * 4,434 74 County Ditch 137,747 Weighted Average 132,227 95.99% Pervious Area 5,520 4.01% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.8 725 0.0690 1.02 Lag/CN Method, Summary for Subcatchment CS: Catchment C Runoff = 275.31 cfs @ 12.26 hrs, Volume= 24.521 af, Depth= 4.25" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41" 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 57HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Area (sf) CN Description 29,634 98 Paved roads w/curbs & sewers, HSG C 1,556,056 70 Woods, Good, HSG C 1,274,663 74 >75% Grass cover, Good, HSG C * 178 74 Wetland * 21,996 98 County Road * 16,792 74 County Ditch * 34,063 98 Offsite Development Imp. * 80,200 74 Offsite Development Grass 3,013,582 Weighted Average 2,927,889 97.16% Pervious Area 85,693 2.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.3 1,300 0.0510 1.02 Lag/CN Method, Summary for Subcatchment DS: Catchment D Runoff = 39.62 cfs @ 12.09 hrs, Volume= 2.560 af, Depth= 4.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41" Area (sf) CN Description 18,985 98 Paved roads w/curbs & sewers, HSG C 20,443 70 Woods, Good, HSG C 248,218 74 >75% Grass cover, Good, HSG C * 2,675 74 Wetland * 1,322 98 County Road * 1,600 74 County Ditch 293,243 Weighted Average 272,936 93.08% Pervious Area 20,307 6.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.5 515 0.0520 0.90 Lag/CN Method, Summary for Subcatchment ES: Catchment E Runoff = 16.22 cfs @ 12.05 hrs, Volume= 0.903 af, Depth= 4.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41" 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 58HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Area (sf) CN Description 0 98 Paved roads w/curbs & sewers, HSG C 100,920 70 Woods, Good, HSG C 621 74 >75% Grass cover, Good, HSG C * 15,784 74 Wetland * 0 98 County Road * 0 74 County Ditch 117,325 Weighted Average 117,325 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.4 350 0.0770 0.91 Lag/CN Method, Summary for Subcatchment FS: Catchment F Runoff = 77.63 cfs @ 12.13 hrs, Volume= 5.484 af, Depth= 4.32" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41" Area (sf) CN Description 14,319 98 Paved roads w/curbs & sewers, HSG C 297,124 70 Woods, Good, HSG C 203,417 74 >75% Grass cover, Good, HSG C * 121,394 74 Wetland * 13,392 98 County Road * 13,832 74 County Ditch 663,478 Weighted Average 635,767 95.82% Pervious Area 27,711 4.18% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.2 690 0.0570 0.95 Lag/CN Method, Summary for Subcatchment GS: Catchment G Runoff = 20.18 cfs @ 12.05 hrs, Volume= 1.133 af, Depth= 4.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41" 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 59HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Area (sf) CN Description 0 98 Paved roads w/curbs & sewers, HSG C 92,314 70 Woods, Good, HSG C 0 74 >75% Grass cover, Good, HSG C * 26,148 74 Wetland * 9,411 98 County Road * 9,962 74 County Ditch 137,835 Weighted Average 128,424 93.17% Pervious Area 9,411 6.83% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.3 350 0.0710 0.92 Lag/CN Method, Summary for Subcatchment HS: Catchment H Runoff = 32.17 cfs @ 12.22 hrs, Volume= 2.736 af, Depth= 4.36" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41" Area (sf) CN Description 0 98 Paved roads w/curbs & sewers, HSG C 160,902 70 Woods, Good, HSG C 28,547 74 >75% Grass cover, Good, HSG C * 10,860 74 Wetland * 0 98 County Road * 0 74 County Ditch * 20,502 98 Offsite Development Imp. * 107,332 74 Offsite Development Grass 328,143 Weighted Average 307,641 93.75% Pervious Area 20,502 6.25% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.1 675 0.0210 0.59 Lag/CN Method, Summary for Subcatchment LU 2-10: LU 2-10 Runoff = 64.52 cfs @ 12.05 hrs, Volume= 3.533 af, Depth= 4.29" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41" Area (ac) CN Description * 9.880 73 9.880 100.00% Pervious Area 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 60HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment LU 2-11: LU 2-11 Runoff = 120.16 cfs @ 12.12 hrs, Volume= 8.262 af, Depth= 4.51" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41" Area (ac) CN Description * 21.970 75 21.970 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Summary for Subcatchment LU 2-12: LU 2-12 Runoff = 61.82 cfs @ 12.05 hrs, Volume= 3.386 af, Depth= 4.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41" Area (ac) CN Description * 9.720 72 9.720 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment LU 2-13: LU 2-13 Runoff = 94.38 cfs @ 12.06 hrs, Volume= 5.362 af, Depth= 4.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41" Area (ac) CN Description * 15.390 72 15.390 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 61HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment LU 2-14: LU 2-14 Runoff = 127.53 cfs @ 12.12 hrs, Volume= 8.793 af, Depth= 4.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41" Area (ac) CN Description * 25.920 71 25.920 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Summary for Subcatchment LU 2-15: LU 2-15 Runoff = 29.78 cfs @ 12.01 hrs, Volume= 1.502 af, Depth= 4.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41" Area (ac) CN Description * 4.310 72 4.310 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.0 Direct Entry, Summary for Subcatchment LU 2-16: LU 2-16 Runoff = 21.42 cfs @ 12.01 hrs, Volume= 1.078 af, Depth= 4.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41" Area (ac) CN Description * 2.940 74 2.940 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.0 Direct Entry, 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 62HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment LU 2-18: LU 2-18 Runoff = 56.82 cfs @ 12.06 hrs, Volume= 3.228 af, Depth= 4.74" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41" Area (ac) CN Description * 8.180 77 8.180 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment LU 2-2: LU 2-2 Runoff = 76.97 cfs @ 12.06 hrs, Volume= 4.369 af, Depth= 4.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41" Area (ac) CN Description * 11.910 74 11.910 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment LU 2-4: LU 2-4 Runoff = 84.71 cfs @ 12.07 hrs, Volume= 5.035 af, Depth= 4.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41" Area (ac) CN Description * 12.180 79 12.180 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 63HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment LU 2-7: LU 2-7 Runoff = 66.55 cfs @ 12.06 hrs, Volume= 3.781 af, Depth= 4.74" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41" Area (ac) CN Description * 9.580 77 9.580 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment LU 2-9: LU 2-9 Runoff = 66.87 cfs @ 12.06 hrs, Volume= 3.803 af, Depth= 4.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41" Area (ac) CN Description * 11.210 71 11.210 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Pond BP-WL: Wetland B NW Inflow Area = 130.670 ac, 0.00% Impervious, Inflow Depth > 2.38" for 100-yr event Inflow = 132.65 cfs @ 12.08 hrs, Volume= 25.968 af Outflow = 17.27 cfs @ 12.98 hrs, Volume= 25.938 af, Atten= 87%, Lag= 54.4 min Primary = 17.27 cfs @ 12.98 hrs, Volume= 25.938 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Peak Elev= 973.14' @ 12.98 hrs Surf.Area= 2.638 ac Storage= 3.937 af Plug-Flow detention time= 99.9 min calculated for 25.934 af (100% of inflow) Center-of-Mass det. time= 81.2 min ( 2,864.2 - 2,783.0 ) Volume Invert Avail.Storage Storage Description #1 969.50' 24.173 af Custom Stage Data (Prismatic) Listed below (Recalc) 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 64HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 969.50 0.030 0.000 0.000 970.00 0.060 0.022 0.022 972.00 1.500 1.560 1.583 974.00 3.500 5.000 6.583 976.00 4.420 7.920 14.502 978.00 5.250 9.670 24.173 Device Routing Invert Outlet Devices #1 Primary 970.00'24.0" Round CMP_Round 24" L= 250.0' CMP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 970.00' / 964.93' S= 0.0203 '/' Cc= 0.900 n= 0.025 Corrugated metal, Flow Area= 3.14 sf #2 Secondary 979.30'30.0' long x 15.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=17.27 cfs @ 12.98 hrs HW=973.14' (Free Discharge) 1=CMP_Round 24" (Barrel Controls 17.27 cfs @ 5.50 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=969.50' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond P-LU 2-1: P-LU 2-1 Inflow Area = 130.670 ac, 0.00% Impervious, Inflow Depth > 2.38" for 100-yr event Inflow = 17.27 cfs @ 12.98 hrs, Volume= 25.938 af Outflow = 2.80 cfs @ 52.13 hrs, Volume= 14.203 af, Atten= 84%, Lag= 2,348.9 min Primary = 2.80 cfs @ 52.13 hrs, Volume= 14.203 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Starting Elev= 958.50' Surf.Area= 19.875 ac Storage= 11.625 af Peak Elev= 959.16' @ 52.13 hrs Surf.Area= 24.308 ac Storage= 26.895 af (15.270 af above start) Plug-Flow detention time= 10,374.7 min calculated for 2.578 af (10% of inflow) Center-of-Mass det. time= 2,553.8 min ( 5,418.1 - 2,864.2 ) Volume Invert Avail.Storage Storage Description #1 958.00' 116.500 af Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 958.00 16.500 0.000 0.000 960.00 30.000 46.500 46.500 962.00 40.000 70.000 116.500 Device Routing Invert Outlet Devices #1 Primary 959.00'15.0' long Broad-Crested Rectangular Weir Head (feet) 0.50 1.00 1.50 Coef. (English) 3.00 3.00 3.00 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 65HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Primary OutFlow Max=2.79 cfs @ 52.13 hrs HW=959.16' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 2.79 cfs @ 1.19 fps) Summary for Pond P-LU 2-10: P-LU 2-10 Inflow Area = 9.880 ac, 0.00% Impervious, Inflow Depth = 4.29" for 100-yr event Inflow = 64.52 cfs @ 12.05 hrs, Volume= 3.533 af Outflow = 18.59 cfs @ 12.38 hrs, Volume= 3.368 af, Atten= 71%, Lag= 19.8 min Primary = 18.59 cfs @ 12.38 hrs, Volume= 3.368 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Peak Elev= 977.62' @ 12.38 hrs Surf.Area= 0.318 ac Storage= 1.165 af Plug-Flow detention time= 55.5 min calculated for 3.368 af (95% of inflow) Center-of-Mass det. time= 34.2 min ( 813.1 - 778.8 ) Volume Invert Avail.Storage Storage Description #1 968.00' 1.289 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 968.00 0.009 0.000 0.000 972.00 0.070 0.158 0.158 974.00 0.140 0.210 0.368 976.00 0.220 0.360 0.728 978.00 0.341 0.561 1.289 Device Routing Invert Outlet Devices #1 Primary 972.10'18.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=18.59 cfs @ 12.38 hrs HW=977.62' (Free Discharge) 1=Orifice/Grate (Orifice Controls 18.59 cfs @ 10.52 fps) Summary for Pond P-LU 2-11: P-LU 2-11 Inflow Area = 73.000 ac, 0.00% Impervious, Inflow Depth = 3.99" for 100-yr event Inflow = 272.44 cfs @ 12.13 hrs, Volume= 24.272 af Outflow = 5.54 cfs @ 16.77 hrs, Volume= 17.434 af, Atten= 98%, Lag= 278.3 min Primary = 5.54 cfs @ 16.77 hrs, Volume= 17.434 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Peak Elev= 974.30' @ 16.77 hrs Surf.Area= 8.599 ac Storage= 20.844 af Plug-Flow detention time= 2,097.2 min calculated for 17.431 af (72% of inflow) Center-of-Mass det. time= 2,039.9 min ( 2,843.1 - 803.3 ) Volume Invert Avail.Storage Storage Description #1 968.00' 93.400 af Custom Stage Data (Prismatic) Listed below (Recalc) 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 66HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 968.00 0.360 0.000 0.000 970.00 1.000 1.360 1.360 972.00 4.000 5.000 6.360 976.00 12.000 32.000 38.360 980.00 15.520 55.040 93.400 Device Routing Invert Outlet Devices #1 Primary 972.01'15.0" Round Culvert L= 114.0' Ke= 0.500 Inlet / Outlet Invert= 972.01' / 971.97' S= 0.0004 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 1.23 sf Primary OutFlow Max=5.55 cfs @ 16.77 hrs HW=974.30' (Free Discharge) 1=Culvert (Barrel Controls 5.55 cfs @ 4.52 fps) Summary for Pond P-LU 2-12: P-LU 2-12 Inflow Area = 9.720 ac, 0.00% Impervious, Inflow Depth = 4.18" for 100-yr event Inflow = 61.82 cfs @ 12.05 hrs, Volume= 3.386 af Outflow = 14.61 cfs @ 12.53 hrs, Volume= 2.366 af, Atten= 76%, Lag= 28.8 min Primary = 9.73 cfs @ 12.53 hrs, Volume= 2.285 af Secondary = 4.88 cfs @ 12.53 hrs, Volume= 0.081 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Peak Elev= 980.06' @ 12.53 hrs Surf.Area= 0.433 ac Storage= 1.735 af Plug-Flow detention time= 152.0 min calculated for 2.366 af (70% of inflow) Center-of-Mass det. time= 96.7 min ( 876.7 - 780.0 ) Volume Invert Avail.Storage Storage Description #1 972.00' 2.680 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 972.00 0.080 0.000 0.000 978.00 0.260 1.020 1.020 980.00 0.430 0.690 1.710 982.00 0.540 0.970 2.680 Device Routing Invert Outlet Devices #1 Primary 978.00'18.0" Vert. Orifice/Grate C= 0.600 #2 Secondary 980.00'100.0' long x 26.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=9.72 cfs @ 12.53 hrs HW=980.06' (Free Discharge) 1=Orifice/Grate (Orifice Controls 9.72 cfs @ 5.50 fps) Secondary OutFlow Max=3.56 cfs @ 12.53 hrs HW=980.06' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 3.56 cfs @ 0.63 fps) 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 67HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Summary for Pond P-LU 2-13: P-LU 2-13 Inflow Area = 15.390 ac, 0.00% Impervious, Inflow Depth = 4.18" for 100-yr event Inflow = 94.38 cfs @ 12.06 hrs, Volume= 5.362 af Outflow = 27.22 cfs @ 12.42 hrs, Volume= 4.851 af, Atten= 71%, Lag= 21.9 min Primary = 27.22 cfs @ 12.42 hrs, Volume= 4.851 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Peak Elev= 993.84' @ 12.42 hrs Surf.Area= 0.525 ac Storage= 2.076 af Plug-Flow detention time= 85.2 min calculated for 4.851 af (90% of inflow) Center-of-Mass det. time= 52.7 min ( 833.6 - 780.9 ) Volume Invert Avail.Storage Storage Description #1 986.00' 2.750 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 986.00 0.054 0.000 0.000 989.60 0.230 0.511 0.511 993.00 0.450 1.156 1.667 994.00 0.540 0.495 2.162 995.00 0.635 0.587 2.750 Device Routing Invert Outlet Devices #1 Primary 989.60'24.0" Round Culvert L= 110.0' Ke= 0.500 Inlet / Outlet Invert= 989.60' / 983.00' S= 0.0600 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 3.14 sf Primary OutFlow Max=27.21 cfs @ 12.42 hrs HW=993.84' (Free Discharge) 1=Culvert (Inlet Controls 27.21 cfs @ 8.66 fps) Summary for Pond P-LU 2-2: P-LU 2-2 Inflow Area = 110.310 ac, 0.00% Impervious, Inflow Depth > 3.12" for 100-yr event Inflow = 117.93 cfs @ 12.05 hrs, Volume= 28.659 af Outflow = 4.90 cfs @ 28.90 hrs, Volume= 18.024 af, Atten= 96%, Lag= 1,010.9 min Primary = 4.90 cfs @ 28.90 hrs, Volume= 18.024 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Peak Elev= 972.86' @ 28.90 hrs Surf.Area= 4.673 ac Storage= 14.129 af Plug-Flow detention time= 2,634.8 min calculated for 18.024 af (63% of inflow) Center-of-Mass det. time= 1,533.9 min ( 3,662.5 - 2,128.6 ) Volume Invert Avail.Storage Storage Description #1 968.00' 19.910 af Custom Stage Data (Prismatic) Listed below (Recalc) 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 68HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 968.00 0.140 0.000 0.000 970.00 3.070 3.210 3.210 972.00 4.090 7.160 10.370 974.00 5.450 9.540 19.910 Device Routing Invert Outlet Devices #1 Primary 972.00'32.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=4.89 cfs @ 28.90 hrs HW=972.86' (Free Discharge) 1=Orifice/Grate (Orifice Controls 4.89 cfs @ 3.15 fps) Summary for Pond P-LU 2-4: P-LU 2-4 Inflow Area = 12.180 ac, 0.00% Impervious, Inflow Depth = 4.96" for 100-yr event Inflow = 84.71 cfs @ 12.07 hrs, Volume= 5.035 af Outflow = 81.48 cfs @ 12.10 hrs, Volume= 4.715 af, Atten= 4%, Lag= 1.8 min Primary = 11.84 cfs @ 12.10 hrs, Volume= 2.264 af Secondary = 69.65 cfs @ 12.10 hrs, Volume= 2.451 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Peak Elev= 975.92' @ 12.10 hrs Surf.Area= 0.198 ac Storage= 0.644 af Plug-Flow detention time= 48.0 min calculated for 4.715 af (94% of inflow) Center-of-Mass det. time= 22.6 min ( 796.2 - 773.6 ) Volume Invert Avail.Storage Storage Description #1 970.00' 1.120 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 970.00 0.020 0.000 0.000 974.00 0.140 0.320 0.320 978.00 0.260 0.800 1.120 Device Routing Invert Outlet Devices #1 Primary 974.00'21.0" Vert. Orifice/Grate C= 0.600 #2 Secondary 975.00'30.0' long x 15.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=11.79 cfs @ 12.10 hrs HW=975.91' (Free Discharge) 1=Orifice/Grate (Orifice Controls 11.79 cfs @ 4.90 fps) Secondary OutFlow Max=68.81 cfs @ 12.10 hrs HW=975.91' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 68.81 cfs @ 2.52 fps) 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 69HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Summary for Pond P-LU 2-6: P-LU 2-6 (P.E. Edit) Inflow Area = 30.916 ac, 2.76% Impervious, Inflow Depth = 4.08" for 100-yr event Inflow = 99.25 cfs @ 12.12 hrs, Volume= 10.521 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Peak Elev= 982.55' @ 320.00 hrs Surf.Area= 3.972 ac Storage= 10.521 af Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 978.00' 38.770 af Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 978.00 0.380 0.000 0.000 980.00 2.080 2.460 2.460 982.00 3.680 5.760 8.220 984.00 4.750 8.430 16.650 986.00 5.530 10.280 26.930 988.00 6.310 11.840 38.770 Device Routing Invert Outlet Devices #1 Primary 984.50'30.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=978.00' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond P-LU 2-7: P-LU 2-7 Inflow Area = 9.580 ac, 0.00% Impervious, Inflow Depth = 4.74" for 100-yr event Inflow = 66.55 cfs @ 12.06 hrs, Volume= 3.781 af Outflow = 11.82 cfs @ 12.63 hrs, Volume= 3.781 af, Atten= 82%, Lag= 34.6 min Primary = 11.82 cfs @ 12.63 hrs, Volume= 3.781 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Starting Elev= 996.00' Surf.Area= 0.280 ac Storage= 0.750 af Peak Elev= 1,000.84' @ 12.63 hrs Surf.Area= 0.459 ac Storage= 2.504 af (1.754 af above start) Plug-Flow detention time= 198.3 min calculated for 3.030 af (80% of inflow) Center-of-Mass det. time= 115.8 min ( 890.8 - 775.1 ) Volume Invert Avail.Storage Storage Description #1 991.00' 3.050 af Custom Stage Data (Prismatic) Listed below 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 70HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 991.00 0.020 0.000 0.000 996.00 0.280 0.750 0.750 1,000.00 0.400 1.360 2.110 1,002.00 0.540 0.940 3.050 Device Routing Invert Outlet Devices #1 Primary 996.00'15.0" Round Culvert L= 50.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 996.00' / 995.75' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf Primary OutFlow Max=11.81 cfs @ 12.63 hrs HW=1,000.84' (Free Discharge) 1=Culvert (Barrel Controls 11.81 cfs @ 9.63 fps) Summary for Pond P-LU 2-9: P-LU 2-9 Inflow Area = 11.210 ac, 0.00% Impervious, Inflow Depth = 4.07" for 100-yr event Inflow = 66.87 cfs @ 12.06 hrs, Volume= 3.803 af Outflow = 1.21 cfs @ 15.19 hrs, Volume= 1.987 af, Atten= 98%, Lag= 188.1 min Primary = 1.21 cfs @ 15.19 hrs, Volume= 1.987 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Peak Elev= 977.89' @ 15.19 hrs Surf.Area= 1.702 ac Storage= 3.251 af Plug-Flow detention time= 1,356.5 min calculated for 1.987 af (52% of inflow) Center-of-Mass det. time= 1,295.2 min ( 2,077.3 - 782.1 ) Volume Invert Avail.Storage Storage Description #1 975.00' 3.430 af Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 975.00 0.230 0.000 0.000 977.00 1.560 1.790 1.790 978.00 1.720 1.640 3.430 Device Routing Invert Outlet Devices #1 Primary 977.00'8.0" Vert. Orifice/Grate C= 0.580 Primary OutFlow Max=1.21 cfs @ 15.19 hrs HW=977.89' (Free Discharge) 1=Orifice/Grate (Orifice Controls 1.21 cfs @ 3.47 fps) Summary for Pond WLD: Wetland D Inflow Area = 6.732 ac, 6.92% Impervious, Inflow Depth = 4.56" for 100-yr event Inflow = 39.62 cfs @ 12.09 hrs, Volume= 2.560 af Outflow = 32.19 cfs @ 12.17 hrs, Volume= 2.104 af, Atten= 19%, Lag= 4.8 min Primary = 32.19 cfs @ 12.17 hrs, Volume= 2.104 af 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 71HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Peak Elev= 1,001.88' @ 12.17 hrs Surf.Area= 0.762 ac Storage= 0.712 af Plug-Flow detention time= 72.5 min calculated for 2.104 af (82% of inflow) Center-of-Mass det. time= 29.7 min ( 806.4 - 776.8 ) Volume Invert Avail.Storage Storage Description #1 999.00' 1.778 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 999.00 0.007 0.000 0.000 1,000.00 0.070 0.038 0.038 1,001.00 0.320 0.195 0.233 1,002.00 0.820 0.570 0.803 1,003.00 1.130 0.975 1.778 Device Routing Invert Outlet Devices #1 Primary 1,001.50'50.0' long x 25.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=31.50 cfs @ 12.17 hrs HW=1,001.88' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 31.50 cfs @ 1.66 fps) Summary for Pond WLE: Wetland E Inflow Area = 2.693 ac, 0.00% Impervious, Inflow Depth = 4.02" for 100-yr event Inflow = 16.22 cfs @ 12.05 hrs, Volume= 0.903 af Outflow = 13.23 cfs @ 12.11 hrs, Volume= 0.837 af, Atten= 18%, Lag= 3.7 min Primary = 13.23 cfs @ 12.11 hrs, Volume= 0.837 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Peak Elev= 983.48' @ 12.11 hrs Surf.Area= 0.225 ac Storage= 0.160 af Plug-Flow detention time= 44.8 min calculated for 0.837 af (93% of inflow) Center-of-Mass det. time= 16.7 min ( 798.7 - 782.0 ) Volume Invert Avail.Storage Storage Description #1 982.50' 1.173 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 982.50 0.100 0.000 0.000 984.00 0.290 0.292 0.292 986.00 0.590 0.880 1.173 Device Routing Invert Outlet Devices #1 Primary 983.00'15.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 72HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Primary OutFlow Max=12.96 cfs @ 12.11 hrs HW=983.48' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 12.96 cfs @ 1.81 fps) Summary for Pond WLG: WETLAND G Inflow Area = 3.164 ac, 6.83% Impervious, Inflow Depth = 4.30" for 100-yr event Inflow = 20.18 cfs @ 12.05 hrs, Volume= 1.133 af Outflow = 0.77 cfs @ 14.98 hrs, Volume= 0.178 af, Atten= 96%, Lag= 175.6 min Primary = 0.77 cfs @ 14.98 hrs, Volume= 0.178 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Peak Elev= 994.54' @ 14.98 hrs Surf.Area= 0.720 ac Storage= 0.984 af Plug-Flow detention time= 354.5 min calculated for 0.178 af (16% of inflow) Center-of-Mass det. time= 256.2 min ( 1,032.4 - 776.2 ) Volume Invert Avail.Storage Storage Description #1 992.00' 2.290 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 992.00 0.040 0.000 0.000 994.00 0.590 0.630 0.630 996.00 1.070 1.660 2.290 Device Routing Invert Outlet Devices #1 Primary 994.50'35.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=0.70 cfs @ 14.98 hrs HW=994.54' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 0.70 cfs @ 0.50 fps) Summary for Pond WLH: Wetland H Inflow Area = 7.533 ac, 6.25% Impervious, Inflow Depth = 4.36" for 100-yr event Inflow = 32.17 cfs @ 12.22 hrs, Volume= 2.736 af Outflow = 27.31 cfs @ 12.34 hrs, Volume= 2.623 af, Atten= 15%, Lag= 6.8 min Primary = 27.31 cfs @ 12.34 hrs, Volume= 2.623 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Peak Elev= 987.51' @ 12.34 hrs Surf.Area= 0.418 ac Storage= 0.429 af Plug-Flow detention time= 37.9 min calculated for 2.623 af (96% of inflow) Center-of-Mass det. time= 18.3 min ( 806.0 - 787.7 ) Volume Invert Avail.Storage Storage Description #1 985.50' 0.657 af Custom Stage Data (Prismatic) Listed below (Recalc) 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41"Galpin Existing 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 73HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 985.50 0.050 0.000 0.000 986.00 0.100 0.037 0.037 988.00 0.520 0.620 0.657 Device Routing Invert Outlet Devices #1 Primary 986.50'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=27.20 cfs @ 12.34 hrs HW=987.51' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 27.20 cfs @ 2.69 fps) Summary for Link TO: Total Offsite Inflow Area = 120.736 ac, 3.22% Impervious, Inflow Depth = 3.12" for 100-yr event Inflow = 349.77 cfs @ 12.25 hrs, Volume= 31.355 af Primary = 349.77 cfs @ 12.25 hrs, Volume= 31.355 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Summary for Link WL-edge: (new Link) Inflow Area = 120.219 ac, 3.23% Impervious, Inflow Depth = 3.11" for 100-yr event Inflow = 348.46 cfs @ 12.25 hrs, Volume= 31.175 af Primary = 348.46 cfs @ 12.25 hrs, Volume= 31.175 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 100S ne area 200S nw area 201S cr 117 300S front and streets 301S (rear yards) 400S cr 117 500S rear yard 600S rear yards 700S rear yards and open space LU 2-16 LU 2-16 LU 2-7 LU 2-7 100P ne pond 200P nw pond 300P 400P County pond 500P wetland 600P rain garden P-LU 2-7 P-LU 2-7 401L wetland Routing Diagram for Galpin Proposed 11-20-18 Prepared by {enter your company name here}, Printed 12/5/2018 HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Subcat Reach Pond Link 116037-Atlas 14-MN 24-hr S0 1-yr Rainfall=2.46"Galpin Proposed 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 2HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment 100S: ne area Runoff = 11.85 cfs @ 12.18 hrs, Volume= 0.973 af, Depth= 1.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 1-yr Rainfall=2.46" Area (ac) CN Description 2.930 98 Paved parking, HSG D 8.780 74 >75% Grass cover, Good, HSG C 11.710 Weighted Average 8.780 74.98% Pervious Area 2.930 25.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Summary for Subcatchment 200S: nw area Runoff = 12.78 cfs @ 12.18 hrs, Volume= 1.048 af, Depth= 1.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 1-yr Rainfall=2.46" Area (ac) CN Description 3.250 98 Paved parking, HSG C 9.080 74 >75% Grass cover, Good, HSG C 12.330 Weighted Average 9.080 73.64% Pervious Area 3.250 26.36% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Summary for Subcatchment 201S: cr 117 Runoff = 15.48 cfs @ 12.16 hrs, Volume= 1.226 af, Depth= 1.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 1-yr Rainfall=2.46" Area (ac) CN Description 5.700 98 Paved parking, HSG C * 3.400 74 9.100 Weighted Average 3.400 37.36% Pervious Area 5.700 62.64% Impervious Area 116037-Atlas 14-MN 24-hr S0 1-yr Rainfall=2.46"Galpin Proposed 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 3HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Summary for Subcatchment 300S: front and streets Runoff = 44.35 cfs @ 12.30 hrs, Volume= 4.536 af, Depth= 1.34" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 1-yr Rainfall=2.46" Area (ac) CN Description 18.190 98 Paved parking, HSG D 22.000 74 >75% Grass cover, Good, HSG C 0.430 98 Water Surface, 0% imp, HSG C 40.620 Weighted Average 22.430 55.22% Pervious Area 18.190 44.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.0 Direct Entry, Summary for Subcatchment 301S: (rear yards) Runoff = 3.66 cfs @ 12.26 hrs, Volume= 0.347 af, Depth= 0.78" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 1-yr Rainfall=2.46" Area (ac) CN Adj Description 0.640 98 98 Unconnected roofs, HSG C 4.680 74 74 >75% Grass cover, Good, HSG C 5.320 Weighted Average 4.680 87.97% Pervious Area 0.640 12.03% Impervious Area 0.640 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment 400S: cr 117 Runoff = 3.78 cfs @ 12.23 hrs, Volume= 0.340 af, Depth= 1.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 1-yr Rainfall=2.46" 116037-Atlas 14-MN 24-hr S0 1-yr Rainfall=2.46"Galpin Proposed 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 4HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Area (ac) CN Description 1.700 98 Paved roads w/curbs & sewers, HSG C 0.500 74 >75% Grass cover, Good, HSG C 2.200 Weighted Average 0.500 22.73% Pervious Area 1.700 77.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment 500S: rear yard Runoff = 6.59 cfs @ 12.19 hrs, Volume= 0.550 af, Depth= 0.77" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 1-yr Rainfall=2.46" Area (ac) CN Adj Description 0.950 98 98 Unconnected roofs, HSG D 5.350 74 74 >75% Grass cover, Good, HSG C 2.300 74 74 >75% Grass cover, Good, HSG C 8.600 Weighted Average 7.650 88.95% Pervious Area 0.950 11.05% Impervious Area 0.950 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Summary for Subcatchment 600S: rear yards Runoff = 1.24 cfs @ 12.40 hrs, Volume= 0.145 af, Depth= 0.82" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 1-yr Rainfall=2.46" Area (ac) CN Adj Description 1.830 74 74 Pasture/grassland/range, Good, HSG C 0.300 98 98 Unconnected pavement, HSG C 2.130 Weighted Average 1.830 85.92% Pervious Area 0.300 14.08% Impervious Area 0.300 100.00% Unconnected 116037-Atlas 14-MN 24-hr S0 1-yr Rainfall=2.46"Galpin Proposed 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 5HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 30.0 Direct Entry, Summary for Subcatchment 700S: rear yards and open space Runoff = 11.15 cfs @ 12.28 hrs, Volume= 1.137 af, Depth= 0.58" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 1-yr Rainfall=2.46" Area (ac) CN Adj Description 1.140 98 98 Unconnected pavement, HSG C 7.710 74 74 >75% Grass cover, Good, HSG C 9.870 70 70 Woods, Good, HSG C 4.820 71 71 Meadow, non-grazed, HSG C 23.540 Weighted Average 22.400 95.16% Pervious Area 1.140 4.84% Impervious Area 1.140 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment LU 2-16: LU 2-16 Runoff = 2.41 cfs @ 12.04 hrs, Volume= 0.144 af, Depth= 0.59" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 1-yr Rainfall=2.46" Area (ac) CN Description * 2.940 74 2.940 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.0 Direct Entry, Summary for Subcatchment LU 2-7: LU 2-7 Runoff = 9.43 cfs @ 12.07 hrs, Volume= 0.571 af, Depth= 0.72" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 1-yr Rainfall=2.46" 116037-Atlas 14-MN 24-hr S0 1-yr Rainfall=2.46"Galpin Proposed 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 6HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Area (ac) CN Description * 9.580 77 9.580 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Pond 100P: ne pond Inflow Area = 11.710 ac, 25.02% Impervious, Inflow Depth = 1.00" for 1-yr event Inflow = 11.85 cfs @ 12.18 hrs, Volume= 0.973 af Outflow = 0.98 cfs @ 13.72 hrs, Volume= 0.753 af, Atten= 92%, Lag= 92.2 min Primary = 0.98 cfs @ 13.72 hrs, Volume= 0.753 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Starting Elev= 964.00' Surf.Area= 11,698 sf Storage= 44,073 cf Peak Elev= 964.82' @ 13.72 hrs Surf.Area= 33,980 sf Storage= 71,037 cf (26,964 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 780.3 min ( 1,593.2 - 812.9 ) Volume Invert Avail.Storage Storage Description #1 954.00' 235,847 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 954.00 758 0 0 956.00 1,826 2,584 2,584 958.00 3,191 5,017 7,601 960.00 4,815 8,006 15,607 962.00 6,704 11,519 27,126 963.00 7,746 7,225 34,351 964.00 11,698 9,722 44,073 964.01 31,851 218 44,291 969.00 44,925 191,556 235,847 Device Routing Invert Outlet Devices #1 Primary 964.30'18.0" Round Culvert L= 100.0' Ke= 0.500 Inlet / Outlet Invert= 964.30' / 964.00' S= 0.0030 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #2 Primary 964.80'4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 3.0' Crest Height Primary OutFlow Max=0.91 cfs @ 13.72 hrs HW=964.82' (Free Discharge) 1=Culvert (Barrel Controls 0.86 cfs @ 2.35 fps) 2=Sharp-Crested Rectangular Weir (Weir Controls 0.04 cfs @ 0.49 fps) 116037-Atlas 14-MN 24-hr S0 1-yr Rainfall=2.46"Galpin Proposed 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 7HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Summary for Pond 200P: nw pond Inflow Area = 21.430 ac, 41.76% Impervious, Inflow Depth = 1.27" for 1-yr event Inflow = 28.29 cfs @ 12.17 hrs, Volume= 2.273 af Outflow = 2.91 cfs @ 13.26 hrs, Volume= 1.171 af, Atten= 90%, Lag= 65.6 min Primary = 2.91 cfs @ 13.26 hrs, Volume= 1.171 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Starting Elev= 974.00' Surf.Area= 12,743 sf Storage= 51,561 cf Peak Elev= 975.32' @ 13.26 hrs Surf.Area= 50,461 sf Storage= 115,388 cf (63,827 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 227.9 min ( 1,023.2 - 795.3 ) Volume Invert Avail.Storage Storage Description #1 964.00' 290,136 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 964.00 1,381 0 0 966.00 2,480 3,861 3,861 968.00 3,877 6,357 10,218 970.00 5,572 9,449 19,667 972.00 7,547 13,119 32,786 973.00 8,630 8,089 40,875 974.00 12,743 10,687 51,561 974.01 46,835 298 51,859 978.50 59,302 238,278 290,136 Device Routing Invert Outlet Devices #1 Device 2 975.00'5.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 3.0' Crest Height #2 Primary 968.00'27.0" Round Culvert L= 400.0' Ke= 0.500 Inlet / Outlet Invert= 968.00' / 963.00' S= 0.0125 '/' Cc= 0.900 n= 0.013, Flow Area= 3.98 sf Primary OutFlow Max=2.90 cfs @ 13.26 hrs HW=975.32' (Free Discharge) 2=Culvert (Passes 2.90 cfs of 42.18 cfs potential flow) 1=Sharp-Crested Rectangular Weir (Weir Controls 2.90 cfs @ 1.86 fps) Summary for Pond 300P: Inflow Area = 45.940 ac, 40.99% Impervious, Inflow Depth = 1.28" for 1-yr event Inflow = 47.91 cfs @ 12.30 hrs, Volume= 4.883 af Outflow = 6.62 cfs @ 13.39 hrs, Volume= 2.617 af, Atten= 86%, Lag= 65.1 min Primary = 6.62 cfs @ 13.39 hrs, Volume= 2.617 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Starting Elev= 965.00' Surf.Area= 19,073 sf Storage= 87,968 cf Peak Elev= 966.63' @ 13.39 hrs Surf.Area= 87,635 sf Storage= 224,129 cf (136,161 cf above start) Plug-Flow detention time= 891.9 min calculated for 0.598 af (12% of inflow) 116037-Atlas 14-MN 24-hr S0 1-yr Rainfall=2.46"Galpin Proposed 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 8HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Center-of-Mass det. time= 232.6 min ( 1,036.7 - 804.1 ) Volume Invert Avail.Storage Storage Description #1 955.00' 547,329 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 955.00 3,117 0 0 956.00 4,176 3,647 3,647 958.00 6,047 10,223 13,870 960.00 8,254 14,301 28,171 962.00 10,781 19,035 47,206 964.00 13,630 24,411 71,617 965.00 19,073 16,352 87,968 965.01 79,597 493 88,461 970.00 104,318 458,868 547,329 Device Routing Invert Outlet Devices #1 Device 2 966.20'7.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 3.0' Crest Height #2 Primary 961.75'48.0" Round Culvert L= 300.0' Ke= 0.500 Inlet / Outlet Invert= 961.75' / 961.00' S= 0.0025 '/' Cc= 0.900 n= 0.013, Flow Area= 12.57 sf Primary OutFlow Max=6.54 cfs @ 13.39 hrs HW=966.63' (Free Discharge) 2=Culvert (Passes 6.54 cfs of 82.82 cfs potential flow) 1=Sharp-Crested Rectangular Weir (Weir Controls 6.54 cfs @ 2.19 fps) Summary for Pond 400P: County pond Inflow Area = 2.200 ac, 77.27% Impervious, Inflow Depth = 1.86" for 1-yr event Inflow = 3.78 cfs @ 12.23 hrs, Volume= 0.340 af Outflow = 0.58 cfs @ 13.00 hrs, Volume= 0.154 af, Atten= 85%, Lag= 46.1 min Primary = 0.58 cfs @ 13.00 hrs, Volume= 0.154 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Starting Elev= 985.00' Surf.Area= 7,004 sf Storage= 18,595 cf Peak Elev= 985.72' @ 13.00 hrs Surf.Area= 14,302 sf Storage= 28,385 cf (9,791 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 190.8 min ( 970.7 - 779.9 ) Volume Invert Avail.Storage Storage Description #1 976.00' 75,151 cf Custom Stage Data (Prismatic) Listed below (Recalc) 116037-Atlas 14-MN 24-hr S0 1-yr Rainfall=2.46"Galpin Proposed 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 9HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 976.00 53 0 0 978.00 583 636 636 980.00 1,413 1,996 2,632 982.00 2,544 3,957 6,589 984.00 3,973 6,517 13,106 985.00 7,004 5,489 18,595 985.01 13,036 100 18,695 988.00 18,375 46,959 65,654 988.50 19,613 9,497 75,151 Device Routing Invert Outlet Devices #1 Device 2 985.60'4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 3.0' Crest Height #2 Primary 983.10'12.0" Round Culvert L= 60.0' Ke= 0.500 Inlet / Outlet Invert= 983.10' / 983.00' S= 0.0017 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf Primary OutFlow Max=0.54 cfs @ 13.00 hrs HW=985.72' (Free Discharge) 2=Culvert (Passes 0.54 cfs of 4.49 cfs potential flow) 1=Sharp-Crested Rectangular Weir (Weir Controls 0.54 cfs @ 1.13 fps) Summary for Pond 500P: wetland Inflow Area = 23.320 ac, 11.36% Impervious, Inflow Depth = 0.73" for 1-yr event Inflow = 8.18 cfs @ 12.21 hrs, Volume= 1.419 af Outflow = 0.06 cfs @ 28.61 hrs, Volume= 0.374 af, Atten= 99%, Lag= 983.6 min Primary = 0.06 cfs @ 28.61 hrs, Volume= 0.374 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Peak Elev= 980.56' @ 28.61 hrs Surf.Area= 112,456 sf Storage= 58,807 cf Plug-Flow detention time= 5,167.8 min calculated for 0.374 af (26% of inflow) Center-of-Mass det. time= 4,939.4 min ( 5,889.7 - 950.3 ) Volume Invert Avail.Storage Storage Description #1 980.00' 576,000 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 980.00 98,400 0 0 982.00 148,800 247,200 247,200 984.00 180,000 328,800 576,000 Device Routing Invert Outlet Devices #1 Primary 980.40'12.0" Round Culvert L= 500.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 980.40' / 979.00' S= 0.0028 '/' Cc= 0.900 n= 0.013 Concrete sewer w/manholes & inlets, Flow Area= 0.79 sf 116037-Atlas 14-MN 24-hr S0 1-yr Rainfall=2.46"Galpin Proposed 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 10HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Primary OutFlow Max=0.06 cfs @ 28.61 hrs HW=980.56' (Free Discharge) 1=Culvert (Barrel Controls 0.06 cfs @ 1.07 fps) Summary for Pond 600P: rain garden Inflow Area = 2.130 ac, 14.08% Impervious, Inflow Depth = 0.82" for 1-yr event Inflow = 1.24 cfs @ 12.40 hrs, Volume= 0.145 af Outflow = 1.23 cfs @ 12.43 hrs, Volume= 0.145 af, Atten= 1%, Lag= 1.6 min Discarded = 0.00 cfs @ 12.43 hrs, Volume= 0.024 af Primary = 1.23 cfs @ 12.43 hrs, Volume= 0.121 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Peak Elev= 999.64' @ 12.43 hrs Surf.Area= 1,235 sf Storage= 1,023 cf Plug-Flow detention time= 452.3 min calculated for 0.145 af (100% of inflow) Center-of-Mass det. time= 453.1 min ( 1,297.8 - 844.7 ) Volume Invert Avail.Storage Storage Description #1 998.80' 1,470 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 998.80 1,200 0 0 1,000.00 1,250 1,470 1,470 Device Routing Invert Outlet Devices #1 Primary 999.50'10.0' long x 5.0' 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 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #2 Discarded 998.80'0.100 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 12.43 hrs HW=999.64' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=1.23 cfs @ 12.43 hrs HW=999.64' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 1.23 cfs @ 0.88 fps) Summary for Pond P-LU 2-7: P-LU 2-7 Inflow Area = 12.520 ac, 0.00% Impervious, Inflow Depth = 0.68" for 1-yr event Inflow = 11.71 cfs @ 12.06 hrs, Volume= 0.715 af Outflow = 2.47 cfs @ 12.58 hrs, Volume= 0.715 af, Atten= 79%, Lag= 30.9 min Primary = 2.47 cfs @ 12.58 hrs, Volume= 0.715 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Starting Elev= 996.00' Surf.Area= 0.280 ac Storage= 0.750 af Peak Elev= 996.76' @ 12.58 hrs Surf.Area= 0.303 ac Storage= 1.009 af (0.259 af above start) 116037-Atlas 14-MN 24-hr S0 1-yr Rainfall=2.46"Galpin Proposed 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 11HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 179.5 min ( 1,033.0 - 853.5 ) Volume Invert Avail.Storage Storage Description #1 991.00' 3.050 af Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 991.00 0.020 0.000 0.000 996.00 0.280 0.750 0.750 1,000.00 0.400 1.360 2.110 1,002.00 0.540 0.940 3.050 Device Routing Invert Outlet Devices #1 Primary 996.00'24.0" Round Culvert L= 50.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 996.00' / 995.75' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #2 Primary 1,000.00'50.0' long x 24.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=2.45 cfs @ 12.58 hrs HW=996.76' (Free Discharge) 1=Culvert (Barrel Controls 2.45 cfs @ 3.31 fps) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Link 401L: wetland Inflow Area = 128.070 ac, 27.17% Impervious, Inflow Depth > 0.58" for 1-yr event Inflow = 12.94 cfs @ 13.17 hrs, Volume= 6.172 af Primary = 12.94 cfs @ 13.17 hrs, Volume= 6.172 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78"Galpin Proposed 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 12HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment 100S: ne area Runoff = 15.40 cfs @ 12.18 hrs, Volume= 1.187 af, Depth= 1.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78" Area (ac) CN Description 2.930 98 Paved parking, HSG D 8.780 74 >75% Grass cover, Good, HSG C 11.710 Weighted Average 8.780 74.98% Pervious Area 2.930 25.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Summary for Subcatchment 200S: nw area Runoff = 16.63 cfs @ 12.17 hrs, Volume= 1.274 af, Depth= 1.24" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78" Area (ac) CN Description 3.250 98 Paved parking, HSG C 9.080 74 >75% Grass cover, Good, HSG C 12.330 Weighted Average 9.080 73.64% Pervious Area 3.250 26.36% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Summary for Subcatchment 201S: cr 117 Runoff = 18.90 cfs @ 12.16 hrs, Volume= 1.430 af, Depth= 1.89" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78" Area (ac) CN Description 5.700 98 Paved parking, HSG C * 3.400 74 9.100 Weighted Average 3.400 37.36% Pervious Area 5.700 62.64% Impervious Area 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78"Galpin Proposed 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 13HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Summary for Subcatchment 300S: front and streets Runoff = 55.17 cfs @ 12.30 hrs, Volume= 5.371 af, Depth= 1.59" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78" Area (ac) CN Description 18.190 98 Paved parking, HSG D 22.000 74 >75% Grass cover, Good, HSG C 0.430 98 Water Surface, 0% imp, HSG C 40.620 Weighted Average 22.430 55.22% Pervious Area 18.190 44.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.0 Direct Entry, Summary for Subcatchment 301S: (rear yards) Runoff = 4.96 cfs @ 12.26 hrs, Volume= 0.437 af, Depth= 0.99" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78" Area (ac) CN Adj Description 0.640 98 98 Unconnected roofs, HSG C 4.680 74 74 >75% Grass cover, Good, HSG C 5.320 Weighted Average 4.680 87.97% Pervious Area 0.640 12.03% Impervious Area 0.640 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment 400S: cr 117 Runoff = 4.55 cfs @ 12.23 hrs, Volume= 0.393 af, Depth= 2.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78" 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78"Galpin Proposed 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 14HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Area (ac) CN Description 1.700 98 Paved roads w/curbs & sewers, HSG C 0.500 74 >75% Grass cover, Good, HSG C 2.200 Weighted Average 0.500 22.73% Pervious Area 1.700 77.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment 500S: rear yard Runoff = 8.96 cfs @ 12.19 hrs, Volume= 0.694 af, Depth= 0.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78" Area (ac) CN Adj Description 0.950 98 98 Unconnected roofs, HSG D 5.350 74 74 >75% Grass cover, Good, HSG C 2.300 74 74 >75% Grass cover, Good, HSG C 8.600 Weighted Average 7.650 88.95% Pervious Area 0.950 11.05% Impervious Area 0.950 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Summary for Subcatchment 600S: rear yards Runoff = 1.67 cfs @ 12.40 hrs, Volume= 0.181 af, Depth= 1.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78" Area (ac) CN Adj Description 1.830 74 74 Pasture/grassland/range, Good, HSG C 0.300 98 98 Unconnected pavement, HSG C 2.130 Weighted Average 1.830 85.92% Pervious Area 0.300 14.08% Impervious Area 0.300 100.00% Unconnected 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78"Galpin Proposed 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 15HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 30.0 Direct Entry, Summary for Subcatchment 700S: rear yards and open space Runoff = 16.11 cfs @ 12.27 hrs, Volume= 1.484 af, Depth= 0.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78" Area (ac) CN Adj Description 1.140 98 98 Unconnected pavement, HSG C 7.710 74 74 >75% Grass cover, Good, HSG C 9.870 70 70 Woods, Good, HSG C 4.820 71 71 Meadow, non-grazed, HSG C 23.540 Weighted Average 22.400 95.16% Pervious Area 1.140 4.84% Impervious Area 1.140 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment LU 2-16: LU 2-16 Runoff = 3.52 cfs @ 12.03 hrs, Volume= 0.189 af, Depth= 0.77" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78" Area (ac) CN Description * 2.940 74 2.940 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.0 Direct Entry, Summary for Subcatchment LU 2-7: LU 2-7 Runoff = 13.22 cfs @ 12.07 hrs, Volume= 0.736 af, Depth= 0.92" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78" 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78"Galpin Proposed 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 16HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Area (ac) CN Description * 9.580 77 9.580 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Pond 100P: ne pond Inflow Area = 11.710 ac, 25.02% Impervious, Inflow Depth = 1.22" for 2-yr event Inflow = 15.40 cfs @ 12.18 hrs, Volume= 1.187 af Outflow = 1.95 cfs @ 13.13 hrs, Volume= 0.967 af, Atten= 87%, Lag= 57.2 min Primary = 1.95 cfs @ 13.13 hrs, Volume= 0.967 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Starting Elev= 964.00' Surf.Area= 11,698 sf Storage= 44,073 cf Peak Elev= 964.94' @ 13.13 hrs Surf.Area= 34,276 sf Storage= 74,897 cf (30,824 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 632.3 min ( 1,436.6 - 804.4 ) Volume Invert Avail.Storage Storage Description #1 954.00' 235,847 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 954.00 758 0 0 956.00 1,826 2,584 2,584 958.00 3,191 5,017 7,601 960.00 4,815 8,006 15,607 962.00 6,704 11,519 27,126 963.00 7,746 7,225 34,351 964.00 11,698 9,722 44,073 964.01 31,851 218 44,291 969.00 44,925 191,556 235,847 Device Routing Invert Outlet Devices #1 Primary 964.30'18.0" Round Culvert L= 100.0' Ke= 0.500 Inlet / Outlet Invert= 964.30' / 964.00' S= 0.0030 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #2 Primary 964.80'4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 3.0' Crest Height Primary OutFlow Max=1.91 cfs @ 13.13 hrs HW=964.94' (Free Discharge) 1=Culvert (Barrel Controls 1.26 cfs @ 2.61 fps) 2=Sharp-Crested Rectangular Weir (Weir Controls 0.65 cfs @ 1.21 fps) 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78"Galpin Proposed 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 17HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Summary for Pond 200P: nw pond Inflow Area = 21.430 ac, 41.76% Impervious, Inflow Depth = 1.51" for 2-yr event Inflow = 35.50 cfs @ 12.17 hrs, Volume= 2.704 af Outflow = 5.35 cfs @ 12.87 hrs, Volume= 1.602 af, Atten= 85%, Lag= 42.3 min Primary = 5.35 cfs @ 12.87 hrs, Volume= 1.602 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Starting Elev= 974.00' Surf.Area= 12,743 sf Storage= 51,561 cf Peak Elev= 975.47' @ 12.87 hrs Surf.Area= 50,899 sf Storage= 123,379 cf (71,818 cf above start) Plug-Flow detention time= 714.6 min calculated for 0.418 af (15% of inflow) Center-of-Mass det. time= 183.2 min ( 972.1 - 788.9 ) Volume Invert Avail.Storage Storage Description #1 964.00' 290,136 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 964.00 1,381 0 0 966.00 2,480 3,861 3,861 968.00 3,877 6,357 10,218 970.00 5,572 9,449 19,667 972.00 7,547 13,119 32,786 973.00 8,630 8,089 40,875 974.00 12,743 10,687 51,561 974.01 46,835 298 51,859 978.50 59,302 238,278 290,136 Device Routing Invert Outlet Devices #1 Device 2 975.00'5.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 3.0' Crest Height #2 Primary 968.00'27.0" Round Culvert L= 400.0' Ke= 0.500 Inlet / Outlet Invert= 968.00' / 963.00' S= 0.0125 '/' Cc= 0.900 n= 0.013, Flow Area= 3.98 sf Primary OutFlow Max=5.32 cfs @ 12.87 hrs HW=975.47' (Free Discharge) 2=Culvert (Passes 5.32 cfs of 42.51 cfs potential flow) 1=Sharp-Crested Rectangular Weir (Weir Controls 5.32 cfs @ 2.29 fps) Summary for Pond 300P: Inflow Area = 45.940 ac, 40.99% Impervious, Inflow Depth = 1.52" for 2-yr event Inflow = 59.97 cfs @ 12.30 hrs, Volume= 5.808 af Outflow = 11.57 cfs @ 13.09 hrs, Volume= 3.541 af, Atten= 81%, Lag= 47.5 min Primary = 11.57 cfs @ 13.09 hrs, Volume= 3.541 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Starting Elev= 965.00' Surf.Area= 19,073 sf Storage= 87,968 cf Peak Elev= 966.83' @ 13.09 hrs Surf.Area= 88,616 sf Storage= 241,581 cf (153,613 cf above start) Plug-Flow detention time= 545.8 min calculated for 1.522 af (26% of inflow) 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78"Galpin Proposed 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 18HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Center-of-Mass det. time= 189.1 min ( 986.8 - 797.7 ) Volume Invert Avail.Storage Storage Description #1 955.00' 547,329 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 955.00 3,117 0 0 956.00 4,176 3,647 3,647 958.00 6,047 10,223 13,870 960.00 8,254 14,301 28,171 962.00 10,781 19,035 47,206 964.00 13,630 24,411 71,617 965.00 19,073 16,352 87,968 965.01 79,597 493 88,461 970.00 104,318 458,868 547,329 Device Routing Invert Outlet Devices #1 Device 2 966.20'7.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 3.0' Crest Height #2 Primary 961.75'48.0" Round Culvert L= 300.0' Ke= 0.500 Inlet / Outlet Invert= 961.75' / 961.00' S= 0.0025 '/' Cc= 0.900 n= 0.013, Flow Area= 12.57 sf Primary OutFlow Max=11.54 cfs @ 13.09 hrs HW=966.83' (Free Discharge) 2=Culvert (Passes 11.54 cfs of 85.05 cfs potential flow) 1=Sharp-Crested Rectangular Weir (Weir Controls 11.54 cfs @ 2.66 fps) Summary for Pond 400P: County pond Inflow Area = 2.200 ac, 77.27% Impervious, Inflow Depth = 2.15" for 2-yr event Inflow = 4.55 cfs @ 12.23 hrs, Volume= 0.393 af Outflow = 1.05 cfs @ 12.78 hrs, Volume= 0.207 af, Atten= 77%, Lag= 33.4 min Primary = 1.05 cfs @ 12.78 hrs, Volume= 0.207 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Starting Elev= 985.00' Surf.Area= 7,004 sf Storage= 18,595 cf Peak Elev= 985.78' @ 12.78 hrs Surf.Area= 14,416 sf Storage= 29,303 cf (10,709 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 151.6 min ( 926.4 - 774.9 ) Volume Invert Avail.Storage Storage Description #1 976.00' 75,151 cf Custom Stage Data (Prismatic) Listed below (Recalc) 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78"Galpin Proposed 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 19HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 976.00 53 0 0 978.00 583 636 636 980.00 1,413 1,996 2,632 982.00 2,544 3,957 6,589 984.00 3,973 6,517 13,106 985.00 7,004 5,489 18,595 985.01 13,036 100 18,695 988.00 18,375 46,959 65,654 988.50 19,613 9,497 75,151 Device Routing Invert Outlet Devices #1 Device 2 985.60'4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 3.0' Crest Height #2 Primary 983.10'12.0" Round Culvert L= 60.0' Ke= 0.500 Inlet / Outlet Invert= 983.10' / 983.00' S= 0.0017 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf Primary OutFlow Max=1.02 cfs @ 12.78 hrs HW=985.78' (Free Discharge) 2=Culvert (Passes 1.02 cfs of 4.57 cfs potential flow) 1=Sharp-Crested Rectangular Weir (Weir Controls 1.02 cfs @ 1.41 fps) Summary for Pond 500P: wetland Inflow Area = 23.320 ac, 11.36% Impervious, Inflow Depth = 0.94" for 2-yr event Inflow = 11.91 cfs @ 12.21 hrs, Volume= 1.826 af Outflow = 0.18 cfs @ 24.75 hrs, Volume= 0.774 af, Atten= 99%, Lag= 752.1 min Primary = 0.18 cfs @ 24.75 hrs, Volume= 0.774 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Peak Elev= 980.68' @ 24.75 hrs Surf.Area= 115,428 sf Storage= 72,244 cf Plug-Flow detention time= 3,870.0 min calculated for 0.774 af (42% of inflow) Center-of-Mass det. time= 3,691.5 min ( 4,609.2 - 917.8 ) Volume Invert Avail.Storage Storage Description #1 980.00' 576,000 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 980.00 98,400 0 0 982.00 148,800 247,200 247,200 984.00 180,000 328,800 576,000 Device Routing Invert Outlet Devices #1 Primary 980.40'12.0" Round Culvert L= 500.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 980.40' / 979.00' S= 0.0028 '/' Cc= 0.900 n= 0.013 Concrete sewer w/manholes & inlets, Flow Area= 0.79 sf 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78"Galpin Proposed 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 20HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Primary OutFlow Max=0.18 cfs @ 24.75 hrs HW=980.68' (Free Discharge) 1=Culvert (Barrel Controls 0.18 cfs @ 1.51 fps) Summary for Pond 600P: rain garden Inflow Area = 2.130 ac, 14.08% Impervious, Inflow Depth = 1.02" for 2-yr event Inflow = 1.67 cfs @ 12.40 hrs, Volume= 0.181 af Outflow = 1.66 cfs @ 12.42 hrs, Volume= 0.181 af, Atten= 0%, Lag= 1.4 min Discarded = 0.00 cfs @ 12.42 hrs, Volume= 0.024 af Primary = 1.66 cfs @ 12.42 hrs, Volume= 0.157 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Peak Elev= 999.67' @ 12.42 hrs Surf.Area= 1,236 sf Storage= 1,061 cf Plug-Flow detention time= 363.7 min calculated for 0.181 af (100% of inflow) Center-of-Mass det. time= 363.6 min ( 1,196.8 - 833.2 ) Volume Invert Avail.Storage Storage Description #1 998.80' 1,470 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 998.80 1,200 0 0 1,000.00 1,250 1,470 1,470 Device Routing Invert Outlet Devices #1 Primary 999.50'10.0' long x 5.0' 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 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #2 Discarded 998.80'0.100 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 12.42 hrs HW=999.67' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=1.65 cfs @ 12.42 hrs HW=999.67' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 1.65 cfs @ 0.97 fps) Summary for Pond P-LU 2-7: P-LU 2-7 Inflow Area = 12.520 ac, 0.00% Impervious, Inflow Depth = 0.89" for 2-yr event Inflow = 16.51 cfs @ 12.06 hrs, Volume= 0.925 af Outflow = 3.98 cfs @ 12.49 hrs, Volume= 0.925 af, Atten= 76%, Lag= 25.5 min Primary = 3.98 cfs @ 12.49 hrs, Volume= 0.925 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Starting Elev= 996.00' Surf.Area= 0.280 ac Storage= 0.750 af Peak Elev= 997.00' @ 12.49 hrs Surf.Area= 0.310 ac Storage= 1.088 af (0.338 af above start) 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78"Galpin Proposed 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 21HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Plug-Flow detention time= 872.0 min calculated for 0.175 af (19% of inflow) Center-of-Mass det. time= 150.8 min ( 985.7 - 834.9 ) Volume Invert Avail.Storage Storage Description #1 991.00' 3.050 af Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 991.00 0.020 0.000 0.000 996.00 0.280 0.750 0.750 1,000.00 0.400 1.360 2.110 1,002.00 0.540 0.940 3.050 Device Routing Invert Outlet Devices #1 Primary 996.00'24.0" Round Culvert L= 50.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 996.00' / 995.75' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #2 Primary 1,000.00'50.0' long x 24.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=3.97 cfs @ 12.49 hrs HW=996.99' (Free Discharge) 1=Culvert (Barrel Controls 3.97 cfs @ 3.72 fps) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Link 401L: wetland Inflow Area = 128.070 ac, 27.17% Impervious, Inflow Depth > 0.80" for 2-yr event Inflow = 23.74 cfs @ 12.79 hrs, Volume= 8.524 af Primary = 23.74 cfs @ 12.79 hrs, Volume= 8.524 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Spillway 1-day 10-day 10 day Rainfall=7.20", AMC=4Galpin Proposed 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 22HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment 100S: ne area Runoff = 5.54 cfs @ 121.43 hrs, Volume= 6.793 af, Depth= 6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Spillway 1-day 10-day 10 day Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 2.930 98 98 Paved parking, HSG D 8.780 74 98 >75% Grass cover, Good, HSG C 11.710 Weighted Average 8.780 74.98% Pervious Area 2.930 25.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Summary for Subcatchment 200S: nw area Runoff = 5.83 cfs @ 121.43 hrs, Volume= 7.152 af, Depth= 6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Spillway 1-day 10-day 10 day Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 3.250 98 98 Paved parking, HSG C 9.080 74 98 >75% Grass cover, Good, HSG C 12.330 Weighted Average 9.080 73.64% Pervious Area 3.250 26.36% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Summary for Subcatchment 201S: cr 117 Runoff = 4.30 cfs @ 121.43 hrs, Volume= 5.279 af, Depth= 6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Spillway 1-day 10-day 10 day Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 5.700 98 98 Paved parking, HSG C * 3.400 74 98 9.100 Weighted Average 3.400 37.36% Pervious Area 5.700 62.64% Impervious Area Spillway 1-day 10-day 10 day Rainfall=7.20", AMC=4Galpin Proposed 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 23HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Summary for Subcatchment 300S: front and streets Runoff = 18.88 cfs @ 121.58 hrs, Volume= 23.562 af, Depth= 6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Spillway 1-day 10-day 10 day Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 18.190 98 98 Paved parking, HSG D 22.000 74 98 >75% Grass cover, Good, HSG C 0.430 98 98 Water Surface, 0% imp, HSG C 40.620 Weighted Average 22.430 55.22% Pervious Area 18.190 44.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.0 Direct Entry, Summary for Subcatchment 301S: (rear yards) Runoff = 2.49 cfs @ 121.51 hrs, Volume= 3.086 af, Depth= 6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Spillway 1-day 10-day 10 day Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 0.640 98 98 Unconnected roofs, HSG C 4.680 74 98 >75% Grass cover, Good, HSG C 5.320 Weighted Average 4.680 87.97% Pervious Area 0.640 12.03% Impervious Area 0.640 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment 400S: cr 117 Runoff = 1.03 cfs @ 121.51 hrs, Volume= 1.276 af, Depth= 6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Spillway 1-day 10-day 10 day Rainfall=7.20", AMC=4 Spillway 1-day 10-day 10 day Rainfall=7.20", AMC=4Galpin Proposed 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 24HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Area (ac) CN Adj Description 1.700 98 98 Paved roads w/curbs & sewers, HSG C 0.500 74 98 >75% Grass cover, Good, HSG C 2.200 Weighted Average 0.500 22.73% Pervious Area 1.700 77.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment 500S: rear yard Runoff = 4.07 cfs @ 121.43 hrs, Volume= 4.989 af, Depth= 6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Spillway 1-day 10-day 10 day Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 0.950 98 98 Unconnected roofs, HSG D 5.350 74 98 >75% Grass cover, Good, HSG C 2.300 74 98 >75% Grass cover, Good, HSG C 8.600 Weighted Average 7.650 88.95% Pervious Area 0.950 11.05% Impervious Area 0.950 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Summary for Subcatchment 600S: rear yards Runoff = 0.98 cfs @ 121.65 hrs, Volume= 1.236 af, Depth= 6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Spillway 1-day 10-day 10 day Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 1.830 74 98 Pasture/grassland/range, Good, HSG C 0.300 98 98 Unconnected pavement, HSG C 2.130 Weighted Average 1.830 85.92% Pervious Area 0.300 14.08% Impervious Area 0.300 100.00% Unconnected Spillway 1-day 10-day 10 day Rainfall=7.20", AMC=4Galpin Proposed 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 25HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 30.0 Direct Entry, Summary for Subcatchment 700S: rear yards and open space Runoff = 11.04 cfs @ 121.51 hrs, Volume= 13.655 af, Depth= 6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Spillway 1-day 10-day 10 day Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 1.140 98 98 Unconnected pavement, HSG C 7.710 74 98 >75% Grass cover, Good, HSG C 9.870 70 98 Woods, Good, HSG C 4.820 71 98 Meadow, non-grazed, HSG C 23.540 Weighted Average 22.400 95.16% Pervious Area 1.140 4.84% Impervious Area 1.140 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment LU 2-16: LU 2-16 Runoff = 1.41 cfs @ 121.27 hrs, Volume= 1.705 af, Depth= 6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Spillway 1-day 10-day 10 day Rainfall=7.20", AMC=4 Area (ac) CN Adj Description * 2.940 74 98 2.940 Weighted Average 2.940 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.0 Direct Entry, Summary for Subcatchment LU 2-7: LU 2-7 Runoff = 4.59 cfs @ 121.32 hrs, Volume= 5.557 af, Depth= 6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Spillway 1-day 10-day 10 day Rainfall=7.20", AMC=4 Spillway 1-day 10-day 10 day Rainfall=7.20", AMC=4Galpin Proposed 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 26HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Area (ac) CN Adj Description * 9.580 77 98 9.580 Weighted Average 9.580 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Pond 100P: ne pond Inflow Area = 11.710 ac, 25.02% Impervious, Inflow Depth = 6.96" for 10 day event Inflow = 5.54 cfs @ 121.43 hrs, Volume= 6.793 af Outflow = 4.87 cfs @ 121.95 hrs, Volume= 6.554 af, Atten= 12%, Lag= 31.3 min Primary = 4.87 cfs @ 121.95 hrs, Volume= 6.554 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Starting Elev= 964.00' Surf.Area= 11,698 sf Storage= 44,073 cf Peak Elev= 965.15' @ 121.95 hrs Surf.Area= 34,832 sf Storage= 82,221 cf (38,148 cf above start) Plug-Flow detention time= 2,219.6 min calculated for 5.541 af (82% of inflow) Center-of-Mass det. time= 626.4 min ( 8,044.7 - 7,418.3 ) Volume Invert Avail.Storage Storage Description #1 954.00' 235,847 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 954.00 758 0 0 956.00 1,826 2,584 2,584 958.00 3,191 5,017 7,601 960.00 4,815 8,006 15,607 962.00 6,704 11,519 27,126 963.00 7,746 7,225 34,351 964.00 11,698 9,722 44,073 964.01 31,851 218 44,291 969.00 44,925 191,556 235,847 Device Routing Invert Outlet Devices #1 Primary 964.30'18.0" Round Culvert L= 100.0' Ke= 0.500 Inlet / Outlet Invert= 964.30' / 964.00' S= 0.0030 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #2 Primary 964.80'4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 3.0' Crest Height Primary OutFlow Max=4.82 cfs @ 121.95 hrs HW=965.15' (Free Discharge) 1=Culvert (Barrel Controls 2.15 cfs @ 3.02 fps) 2=Sharp-Crested Rectangular Weir (Weir Controls 2.67 cfs @ 1.96 fps) Spillway 1-day 10-day 10 day Rainfall=7.20", AMC=4Galpin Proposed 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 27HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Summary for Pond 200P: nw pond Inflow Area = 21.430 ac, 41.76% Impervious, Inflow Depth = 6.96" for 10 day event Inflow = 10.13 cfs @ 121.43 hrs, Volume= 12.431 af Outflow = 8.68 cfs @ 122.03 hrs, Volume= 11.328 af, Atten= 14%, Lag= 36.1 min Primary = 8.68 cfs @ 122.03 hrs, Volume= 11.328 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Starting Elev= 974.00' Surf.Area= 12,743 sf Storage= 51,561 cf Peak Elev= 975.65' @ 122.03 hrs Surf.Area= 51,399 sf Storage= 132,591 cf (81,030 cf above start) Plug-Flow detention time= 1,952.4 min calculated for 10.143 af (82% of inflow) Center-of-Mass det. time= 623.4 min ( 8,041.7 - 7,418.3 ) Volume Invert Avail.Storage Storage Description #1 964.00' 290,136 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 964.00 1,381 0 0 966.00 2,480 3,861 3,861 968.00 3,877 6,357 10,218 970.00 5,572 9,449 19,667 972.00 7,547 13,119 32,786 973.00 8,630 8,089 40,875 974.00 12,743 10,687 51,561 974.01 46,835 298 51,859 978.50 59,302 238,278 290,136 Device Routing Invert Outlet Devices #1 Device 2 975.00'5.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 3.0' Crest Height #2 Primary 968.00'27.0" Round Culvert L= 400.0' Ke= 0.500 Inlet / Outlet Invert= 968.00' / 963.00' S= 0.0125 '/' Cc= 0.900 n= 0.013, Flow Area= 3.98 sf Primary OutFlow Max=8.64 cfs @ 122.03 hrs HW=975.65' (Free Discharge) 2=Culvert (Passes 8.64 cfs of 42.88 cfs potential flow) 1=Sharp-Crested Rectangular Weir (Weir Controls 8.64 cfs @ 2.71 fps) Summary for Pond 300P: Inflow Area = 45.940 ac, 40.99% Impervious, Inflow Depth = 6.96" for 10 day event Inflow = 21.36 cfs @ 121.57 hrs, Volume= 26.648 af Outflow = 18.26 cfs @ 122.23 hrs, Volume= 24.382 af, Atten= 15%, Lag= 39.6 min Primary = 18.26 cfs @ 122.23 hrs, Volume= 24.382 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Starting Elev= 965.00' Surf.Area= 19,073 sf Storage= 87,968 cf Peak Elev= 967.05' @ 122.23 hrs Surf.Area= 89,719 sf Storage= 261,437 cf (173,469 cf above start) Plug-Flow detention time= 1,792.1 min calculated for 22.359 af (84% of inflow) Spillway 1-day 10-day 10 day Rainfall=7.20", AMC=4Galpin Proposed 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 28HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Center-of-Mass det. time= 620.1 min ( 8,047.1 - 7,427.0 ) Volume Invert Avail.Storage Storage Description #1 955.00' 547,329 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 955.00 3,117 0 0 956.00 4,176 3,647 3,647 958.00 6,047 10,223 13,870 960.00 8,254 14,301 28,171 962.00 10,781 19,035 47,206 964.00 13,630 24,411 71,617 965.00 19,073 16,352 87,968 965.01 79,597 493 88,461 970.00 104,318 458,868 547,329 Device Routing Invert Outlet Devices #1 Device 2 966.20'7.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 3.0' Crest Height #2 Primary 961.75'48.0" Round Culvert L= 300.0' Ke= 0.500 Inlet / Outlet Invert= 961.75' / 961.00' S= 0.0025 '/' Cc= 0.900 n= 0.013, Flow Area= 12.57 sf Primary OutFlow Max=18.21 cfs @ 122.23 hrs HW=967.05' (Free Discharge) 2=Culvert (Passes 18.21 cfs of 85.38 cfs potential flow) 1=Sharp-Crested Rectangular Weir (Weir Controls 18.21 cfs @ 3.13 fps) Summary for Pond 400P: County pond Inflow Area = 2.200 ac, 77.27% Impervious, Inflow Depth = 6.96" for 10 day event Inflow = 1.03 cfs @ 121.51 hrs, Volume= 1.276 af Outflow = 0.94 cfs @ 121.95 hrs, Volume= 1.090 af, Atten= 9%, Lag= 26.4 min Primary = 0.94 cfs @ 121.95 hrs, Volume= 1.090 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Starting Elev= 985.00' Surf.Area= 7,004 sf Storage= 18,595 cf Peak Elev= 985.77' @ 121.95 hrs Surf.Area= 14,393 sf Storage= 29,118 cf (10,524 cf above start) Plug-Flow detention time= 3,698.7 min calculated for 0.663 af (52% of inflow) Center-of-Mass det. time= 839.0 min ( 8,261.9 - 7,422.9 ) Volume Invert Avail.Storage Storage Description #1 976.00' 75,151 cf Custom Stage Data (Prismatic) Listed below (Recalc) Spillway 1-day 10-day 10 day Rainfall=7.20", AMC=4Galpin Proposed 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 29HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 976.00 53 0 0 978.00 583 636 636 980.00 1,413 1,996 2,632 982.00 2,544 3,957 6,589 984.00 3,973 6,517 13,106 985.00 7,004 5,489 18,595 985.01 13,036 100 18,695 988.00 18,375 46,959 65,654 988.50 19,613 9,497 75,151 Device Routing Invert Outlet Devices #1 Device 2 985.60'4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 3.0' Crest Height #2 Primary 983.10'12.0" Round Culvert L= 60.0' Ke= 0.500 Inlet / Outlet Invert= 983.10' / 983.00' S= 0.0017 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf Primary OutFlow Max=0.92 cfs @ 121.95 hrs HW=985.77' (Free Discharge) 2=Culvert (Passes 0.92 cfs of 4.56 cfs potential flow) 1=Sharp-Crested Rectangular Weir (Weir Controls 0.92 cfs @ 1.36 fps) Summary for Pond 500P: wetland Inflow Area = 23.320 ac, 11.36% Impervious, Inflow Depth = 6.86" for 10 day event Inflow = 10.16 cfs @ 121.59 hrs, Volume= 13.341 af Outflow = 2.12 cfs @ 138.57 hrs, Volume= 12.093 af, Atten= 79%, Lag= 1,019.0 min Primary = 2.12 cfs @ 138.57 hrs, Volume= 12.093 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Peak Elev= 981.88' @ 127.27 hrs Surf.Area= 145,892 sf Storage= 230,199 cf Plug-Flow detention time= 2,320.7 min calculated for 12.093 af (91% of inflow) Center-of-Mass det. time= 1,772.1 min ( 9,348.1 - 7,576.1 ) Volume Invert Avail.Storage Storage Description #1 980.00' 576,000 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 980.00 98,400 0 0 982.00 148,800 247,200 247,200 984.00 180,000 328,800 576,000 Device Routing Invert Outlet Devices #1 Primary 980.40'12.0" Round Culvert L= 500.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 980.40' / 979.00' S= 0.0028 '/' Cc= 0.900 n= 0.013 Concrete sewer w/manholes & inlets, Flow Area= 0.79 sf Spillway 1-day 10-day 10 day Rainfall=7.20", AMC=4Galpin Proposed 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 30HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Primary OutFlow Max=2.12 cfs @ 138.57 hrs HW=981.68' (Free Discharge) 1=Culvert (Barrel Controls 2.12 cfs @ 2.74 fps) Summary for Pond 600P: rain garden Inflow Area = 2.130 ac, 14.08% Impervious, Inflow Depth = 6.96" for 10 day event Inflow = 0.98 cfs @ 121.65 hrs, Volume= 1.236 af Outflow = 0.98 cfs @ 121.68 hrs, Volume= 1.235 af, Atten= 0%, Lag= 1.7 min Discarded = 0.00 cfs @ 121.68 hrs, Volume= 0.074 af Primary = 0.98 cfs @ 121.68 hrs, Volume= 1.161 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Peak Elev= 999.62' @ 121.68 hrs Surf.Area= 1,234 sf Storage= 998 cf Plug-Flow detention time= 251.8 min calculated for 1.235 af (100% of inflow) Center-of-Mass det. time= 249.6 min ( 7,681.8 - 7,432.2 ) Volume Invert Avail.Storage Storage Description #1 998.80' 1,470 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 998.80 1,200 0 0 1,000.00 1,250 1,470 1,470 Device Routing Invert Outlet Devices #1 Primary 999.50'10.0' long x 5.0' 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 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #2 Discarded 998.80'0.100 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 121.68 hrs HW=999.62' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.98 cfs @ 121.68 hrs HW=999.62' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 0.98 cfs @ 0.81 fps) Summary for Pond P-LU 2-7: P-LU 2-7 Inflow Area = 12.520 ac, 0.00% Impervious, Inflow Depth = 6.96" for 10 day event Inflow = 6.00 cfs @ 121.31 hrs, Volume= 7.262 af Outflow = 5.34 cfs @ 121.74 hrs, Volume= 7.262 af, Atten= 11%, Lag= 26.1 min Primary = 5.34 cfs @ 121.74 hrs, Volume= 7.262 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Starting Elev= 996.00' Surf.Area= 0.280 ac Storage= 0.750 af Peak Elev= 997.18' @ 121.74 hrs Surf.Area= 0.315 ac Storage= 1.150 af (0.400 af above start) Spillway 1-day 10-day 10 day Rainfall=7.20", AMC=4Galpin Proposed 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 31HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Plug-Flow detention time= 1,328.0 min calculated for 6.511 af (90% of inflow) Center-of-Mass det. time= 171.3 min ( 7,581.5 - 7,410.2 ) Volume Invert Avail.Storage Storage Description #1 991.00' 3.050 af Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 991.00 0.020 0.000 0.000 996.00 0.280 0.750 0.750 1,000.00 0.400 1.360 2.110 1,002.00 0.540 0.940 3.050 Device Routing Invert Outlet Devices #1 Primary 996.00'24.0" Round Culvert L= 50.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 996.00' / 995.75' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #2 Primary 1,000.00'50.0' long x 24.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=5.33 cfs @ 121.74 hrs HW=997.18' (Free Discharge) 1=Culvert (Barrel Controls 5.33 cfs @ 3.99 fps) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Link 401L: wetland Inflow Area = 128.070 ac, 27.17% Impervious, Inflow Depth > 6.48" for 10 day event Inflow = 44.44 cfs @ 121.95 hrs, Volume= 69.173 af Primary = 44.44 cfs @ 121.95 hrs, Volume= 69.173 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14"Galpin Proposed 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 32HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment 100S: ne area Runoff = 30.41 cfs @ 12.17 hrs, Volume= 2.197 af, Depth= 2.25" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14" Area (ac) CN Description 2.930 98 Paved parking, HSG D 8.780 74 >75% Grass cover, Good, HSG C 11.710 Weighted Average 8.780 74.98% Pervious Area 2.930 25.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Summary for Subcatchment 200S: nw area Runoff = 32.40 cfs @ 12.17 hrs, Volume= 2.344 af, Depth= 2.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14" Area (ac) CN Description 3.250 98 Paved parking, HSG C 9.080 74 >75% Grass cover, Good, HSG C 12.330 Weighted Average 9.080 73.64% Pervious Area 3.250 26.36% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Summary for Subcatchment 201S: cr 117 Runoff = 31.54 cfs @ 12.16 hrs, Volume= 2.336 af, Depth= 3.08" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14" Area (ac) CN Description 5.700 98 Paved parking, HSG C * 3.400 74 9.100 Weighted Average 3.400 37.36% Pervious Area 5.700 62.64% Impervious Area 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14"Galpin Proposed 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 33HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Summary for Subcatchment 300S: front and streets Runoff = 97.81 cfs @ 12.30 hrs, Volume= 9.175 af, Depth= 2.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14" Area (ac) CN Description 18.190 98 Paved parking, HSG D 22.000 74 >75% Grass cover, Good, HSG C 0.430 98 Water Surface, 0% imp, HSG C 40.620 Weighted Average 22.430 55.22% Pervious Area 18.190 44.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.0 Direct Entry, Summary for Subcatchment 301S: (rear yards) Runoff = 10.67 cfs @ 12.25 hrs, Volume= 0.871 af, Depth= 1.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14" Area (ac) CN Adj Description 0.640 98 98 Unconnected roofs, HSG C 4.680 74 74 >75% Grass cover, Good, HSG C 5.320 Weighted Average 4.680 87.97% Pervious Area 0.640 12.03% Impervious Area 0.640 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment 400S: cr 117 Runoff = 7.32 cfs @ 12.22 hrs, Volume= 0.624 af, Depth= 3.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14" 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14"Galpin Proposed 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 34HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Area (ac) CN Description 1.700 98 Paved roads w/curbs & sewers, HSG C 0.500 74 >75% Grass cover, Good, HSG C 2.200 Weighted Average 0.500 22.73% Pervious Area 1.700 77.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment 500S: rear yard Runoff = 19.58 cfs @ 12.17 hrs, Volume= 1.393 af, Depth= 1.94" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14" Area (ac) CN Adj Description 0.950 98 98 Unconnected roofs, HSG D 5.350 74 74 >75% Grass cover, Good, HSG C 2.300 74 74 >75% Grass cover, Good, HSG C 8.600 Weighted Average 7.650 88.95% Pervious Area 0.950 11.05% Impervious Area 0.950 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Summary for Subcatchment 600S: rear yards Runoff = 3.54 cfs @ 12.38 hrs, Volume= 0.357 af, Depth= 2.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14" Area (ac) CN Adj Description 1.830 74 74 Pasture/grassland/range, Good, HSG C 0.300 98 98 Unconnected pavement, HSG C 2.130 Weighted Average 1.830 85.92% Pervious Area 0.300 14.08% Impervious Area 0.300 100.00% Unconnected 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14"Galpin Proposed 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 35HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 30.0 Direct Entry, Summary for Subcatchment 700S: rear yards and open space Runoff = 39.39 cfs @ 12.25 hrs, Volume= 3.233 af, Depth= 1.65" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14" Area (ac) CN Adj Description 1.140 98 98 Unconnected pavement, HSG C 7.710 74 74 >75% Grass cover, Good, HSG C 9.870 70 70 Woods, Good, HSG C 4.820 71 71 Meadow, non-grazed, HSG C 23.540 Weighted Average 22.400 95.16% Pervious Area 1.140 4.84% Impervious Area 1.140 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment LU 2-16: LU 2-16 Runoff = 8.94 cfs @ 12.02 hrs, Volume= 0.416 af, Depth= 1.70" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14" Area (ac) CN Description * 2.940 74 2.940 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.0 Direct Entry, Summary for Subcatchment LU 2-7: LU 2-7 Runoff = 29.76 cfs @ 12.06 hrs, Volume= 1.534 af, Depth= 1.92" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14" 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14"Galpin Proposed 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 36HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Area (ac) CN Description * 9.580 77 9.580 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Pond 100P: ne pond Inflow Area = 11.710 ac, 25.02% Impervious, Inflow Depth = 2.25" for 10-yr event Inflow = 30.41 cfs @ 12.17 hrs, Volume= 2.197 af Outflow = 9.43 cfs @ 12.59 hrs, Volume= 1.976 af, Atten= 69%, Lag= 25.2 min Primary = 9.43 cfs @ 12.59 hrs, Volume= 1.976 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Starting Elev= 964.00' Surf.Area= 11,698 sf Storage= 44,073 cf Peak Elev= 965.40' @ 12.59 hrs Surf.Area= 35,493 sf Storage= 91,099 cf (47,026 cf above start) Plug-Flow detention time= 802.4 min calculated for 0.965 af (44% of inflow) Center-of-Mass det. time= 345.7 min ( 1,132.9 - 787.2 ) Volume Invert Avail.Storage Storage Description #1 954.00' 235,847 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 954.00 758 0 0 956.00 1,826 2,584 2,584 958.00 3,191 5,017 7,601 960.00 4,815 8,006 15,607 962.00 6,704 11,519 27,126 963.00 7,746 7,225 34,351 964.00 11,698 9,722 44,073 964.01 31,851 218 44,291 969.00 44,925 191,556 235,847 Device Routing Invert Outlet Devices #1 Primary 964.30'18.0" Round Culvert L= 100.0' Ke= 0.500 Inlet / Outlet Invert= 964.30' / 964.00' S= 0.0030 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #2 Primary 964.80'4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 3.0' Crest Height Primary OutFlow Max=9.43 cfs @ 12.59 hrs HW=965.40' (Free Discharge) 1=Culvert (Barrel Controls 3.39 cfs @ 3.40 fps) 2=Sharp-Crested Rectangular Weir (Weir Controls 6.04 cfs @ 2.59 fps) 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14"Galpin Proposed 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 37HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Summary for Pond 200P: nw pond Inflow Area = 21.430 ac, 41.76% Impervious, Inflow Depth = 2.62" for 10-yr event Inflow = 63.91 cfs @ 12.17 hrs, Volume= 4.680 af Outflow = 19.66 cfs @ 12.57 hrs, Volume= 3.578 af, Atten= 69%, Lag= 24.3 min Primary = 19.66 cfs @ 12.57 hrs, Volume= 3.578 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Starting Elev= 974.00' Surf.Area= 12,743 sf Storage= 51,561 cf Peak Elev= 976.13' @ 12.57 hrs Surf.Area= 52,723 sf Storage= 157,417 cf (105,856 cf above start) Plug-Flow detention time= 260.4 min calculated for 2.394 af (51% of inflow) Center-of-Mass det. time= 113.7 min ( 889.5 - 775.9 ) Volume Invert Avail.Storage Storage Description #1 964.00' 290,136 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 964.00 1,381 0 0 966.00 2,480 3,861 3,861 968.00 3,877 6,357 10,218 970.00 5,572 9,449 19,667 972.00 7,547 13,119 32,786 973.00 8,630 8,089 40,875 974.00 12,743 10,687 51,561 974.01 46,835 298 51,859 978.50 59,302 238,278 290,136 Device Routing Invert Outlet Devices #1 Device 2 975.00'5.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 3.0' Crest Height #2 Primary 968.00'27.0" Round Culvert L= 400.0' Ke= 0.500 Inlet / Outlet Invert= 968.00' / 963.00' S= 0.0125 '/' Cc= 0.900 n= 0.013, Flow Area= 3.98 sf Primary OutFlow Max=19.60 cfs @ 12.57 hrs HW=976.13' (Free Discharge) 2=Culvert (Passes 19.60 cfs of 43.85 cfs potential flow) 1=Sharp-Crested Rectangular Weir (Weir Controls 19.60 cfs @ 3.64 fps) Summary for Pond 300P: Inflow Area = 45.940 ac, 40.99% Impervious, Inflow Depth = 2.62" for 10-yr event Inflow = 108.04 cfs @ 12.29 hrs, Volume= 10.046 af Outflow = 39.35 cfs @ 12.77 hrs, Volume= 7.780 af, Atten= 64%, Lag= 28.8 min Primary = 39.35 cfs @ 12.77 hrs, Volume= 7.780 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Starting Elev= 965.00' Surf.Area= 19,073 sf Storage= 87,968 cf Peak Elev= 967.62' @ 12.77 hrs Surf.Area= 92,529 sf Storage= 313,114 cf (225,146 cf above start) Plug-Flow detention time= 245.9 min calculated for 5.760 af (57% of inflow) 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14"Galpin Proposed 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 38HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Center-of-Mass det. time= 119.4 min ( 904.0 - 784.6 ) Volume Invert Avail.Storage Storage Description #1 955.00' 547,329 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 955.00 3,117 0 0 956.00 4,176 3,647 3,647 958.00 6,047 10,223 13,870 960.00 8,254 14,301 28,171 962.00 10,781 19,035 47,206 964.00 13,630 24,411 71,617 965.00 19,073 16,352 87,968 965.01 79,597 493 88,461 970.00 104,318 458,868 547,329 Device Routing Invert Outlet Devices #1 Device 2 966.20'7.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 3.0' Crest Height #2 Primary 961.75'48.0" Round Culvert L= 300.0' Ke= 0.500 Inlet / Outlet Invert= 961.75' / 961.00' S= 0.0025 '/' Cc= 0.900 n= 0.013, Flow Area= 12.57 sf Primary OutFlow Max=39.28 cfs @ 12.77 hrs HW=967.62' (Free Discharge) 2=Culvert (Passes 39.28 cfs of 94.48 cfs potential flow) 1=Sharp-Crested Rectangular Weir (Weir Controls 39.28 cfs @ 4.12 fps) Summary for Pond 400P: County pond Inflow Area = 2.200 ac, 77.27% Impervious, Inflow Depth = 3.40" for 10-yr event Inflow = 7.32 cfs @ 12.22 hrs, Volume= 0.624 af Outflow = 3.37 cfs @ 12.54 hrs, Volume= 0.438 af, Atten= 54%, Lag= 18.8 min Primary = 3.37 cfs @ 12.54 hrs, Volume= 0.438 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Starting Elev= 985.00' Surf.Area= 7,004 sf Storage= 18,595 cf Peak Elev= 986.01' @ 12.54 hrs Surf.Area= 14,814 sf Storage= 32,560 cf (13,965 cf above start) Plug-Flow detention time= 1,152.8 min calculated for 0.011 af (2% of inflow) Center-of-Mass det. time= 93.8 min ( 858.4 - 764.6 ) Volume Invert Avail.Storage Storage Description #1 976.00' 75,151 cf Custom Stage Data (Prismatic) Listed below (Recalc) 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14"Galpin Proposed 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 39HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 976.00 53 0 0 978.00 583 636 636 980.00 1,413 1,996 2,632 982.00 2,544 3,957 6,589 984.00 3,973 6,517 13,106 985.00 7,004 5,489 18,595 985.01 13,036 100 18,695 988.00 18,375 46,959 65,654 988.50 19,613 9,497 75,151 Device Routing Invert Outlet Devices #1 Device 2 985.60'4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 3.0' Crest Height #2 Primary 983.10'12.0" Round Culvert L= 60.0' Ke= 0.500 Inlet / Outlet Invert= 983.10' / 983.00' S= 0.0017 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf Primary OutFlow Max=3.36 cfs @ 12.54 hrs HW=986.01' (Free Discharge) 2=Culvert (Passes 3.36 cfs of 4.85 cfs potential flow) 1=Sharp-Crested Rectangular Weir (Weir Controls 3.36 cfs @ 2.12 fps) Summary for Pond 500P: wetland Inflow Area = 23.320 ac, 11.36% Impervious, Inflow Depth = 1.95" for 10-yr event Inflow = 31.85 cfs @ 12.21 hrs, Volume= 3.782 af Outflow = 1.16 cfs @ 18.09 hrs, Volume= 2.721 af, Atten= 96%, Lag= 352.6 min Primary = 1.16 cfs @ 18.09 hrs, Volume= 2.721 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Peak Elev= 981.15' @ 18.09 hrs Surf.Area= 127,429 sf Storage= 130,072 cf Plug-Flow detention time= 2,074.9 min calculated for 2.721 af (72% of inflow) Center-of-Mass det. time= 1,978.1 min ( 2,833.9 - 855.8 ) Volume Invert Avail.Storage Storage Description #1 980.00' 576,000 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 980.00 98,400 0 0 982.00 148,800 247,200 247,200 984.00 180,000 328,800 576,000 Device Routing Invert Outlet Devices #1 Primary 980.40'12.0" Round Culvert L= 500.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 980.40' / 979.00' S= 0.0028 '/' Cc= 0.900 n= 0.013 Concrete sewer w/manholes & inlets, Flow Area= 0.79 sf 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14"Galpin Proposed 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 40HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Primary OutFlow Max=1.16 cfs @ 18.09 hrs HW=981.15' (Free Discharge) 1=Culvert (Barrel Controls 1.16 cfs @ 2.55 fps) Summary for Pond 600P: rain garden Inflow Area = 2.130 ac, 14.08% Impervious, Inflow Depth = 2.01" for 10-yr event Inflow = 3.54 cfs @ 12.38 hrs, Volume= 0.357 af Outflow = 3.54 cfs @ 12.40 hrs, Volume= 0.357 af, Atten= 0%, Lag= 1.1 min Discarded = 0.00 cfs @ 12.40 hrs, Volume= 0.024 af Primary = 3.53 cfs @ 12.40 hrs, Volume= 0.333 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Peak Elev= 999.78' @ 12.40 hrs Surf.Area= 1,241 sf Storage= 1,194 cf Plug-Flow detention time= 187.1 min calculated for 0.357 af (100% of inflow) Center-of-Mass det. time= 187.8 min ( 998.5 - 810.7 ) Volume Invert Avail.Storage Storage Description #1 998.80' 1,470 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 998.80 1,200 0 0 1,000.00 1,250 1,470 1,470 Device Routing Invert Outlet Devices #1 Primary 999.50'10.0' long x 5.0' 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 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #2 Discarded 998.80'0.100 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 12.40 hrs HW=999.78' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=3.53 cfs @ 12.40 hrs HW=999.78' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 3.53 cfs @ 1.27 fps) Summary for Pond P-LU 2-7: P-LU 2-7 Inflow Area = 12.520 ac, 0.00% Impervious, Inflow Depth = 1.87" for 10-yr event Inflow = 37.63 cfs @ 12.05 hrs, Volume= 1.951 af Outflow = 12.67 cfs @ 12.31 hrs, Volume= 1.951 af, Atten= 66%, Lag= 15.6 min Primary = 12.67 cfs @ 12.31 hrs, Volume= 1.951 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Starting Elev= 996.00' Surf.Area= 0.280 ac Storage= 0.750 af Peak Elev= 998.02' @ 12.31 hrs Surf.Area= 0.341 ac Storage= 1.438 af (0.688 af above start) 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14"Galpin Proposed 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 41HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Plug-Flow detention time= 263.4 min calculated for 1.201 af (62% of inflow) Center-of-Mass det. time= 94.0 min ( 895.1 - 801.1 ) Volume Invert Avail.Storage Storage Description #1 991.00' 3.050 af Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 991.00 0.020 0.000 0.000 996.00 0.280 0.750 0.750 1,000.00 0.400 1.360 2.110 1,002.00 0.540 0.940 3.050 Device Routing Invert Outlet Devices #1 Primary 996.00'24.0" Round Culvert L= 50.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 996.00' / 995.75' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #2 Primary 1,000.00'50.0' long x 24.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=12.65 cfs @ 12.31 hrs HW=998.02' (Free Discharge) 1=Culvert (Barrel Controls 12.65 cfs @ 4.95 fps) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Link 401L: wetland Inflow Area = 128.070 ac, 27.17% Impervious, Inflow Depth = 1.84" for 10-yr event Inflow = 87.44 cfs @ 12.55 hrs, Volume= 19.621 af Primary = 87.44 cfs @ 12.55 hrs, Volume= 19.621 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41"Galpin Proposed 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 42HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment 100S: ne area Runoff = 63.46 cfs @ 12.16 hrs, Volume= 4.971 af, Depth= 5.09" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41" Area (ac) CN Description 2.930 98 Paved parking, HSG D 8.780 74 >75% Grass cover, Good, HSG C 11.710 Weighted Average 8.780 74.98% Pervious Area 2.930 25.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Summary for Subcatchment 200S: nw area Runoff = 67.18 cfs @ 12.16 hrs, Volume= 5.273 af, Depth= 5.13" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41" Area (ac) CN Description 3.250 98 Paved parking, HSG C 9.080 74 >75% Grass cover, Good, HSG C 12.330 Weighted Average 9.080 73.64% Pervious Area 3.250 26.36% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Summary for Subcatchment 201S: cr 117 Runoff = 56.73 cfs @ 12.16 hrs, Volume= 4.653 af, Depth= 6.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41" Area (ac) CN Description 5.700 98 Paved parking, HSG C * 3.400 74 9.100 Weighted Average 3.400 37.36% Pervious Area 5.700 62.64% Impervious Area 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41"Galpin Proposed 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 43HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Summary for Subcatchment 300S: front and streets Runoff = 188.63 cfs @ 12.29 hrs, Volume= 19.196 af, Depth= 5.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41" Area (ac) CN Description 18.190 98 Paved parking, HSG D 22.000 74 >75% Grass cover, Good, HSG C 0.430 98 Water Surface, 0% imp, HSG C 40.620 Weighted Average 22.430 55.22% Pervious Area 18.190 44.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.0 Direct Entry, Summary for Subcatchment 301S: (rear yards) Runoff = 23.93 cfs @ 12.23 hrs, Volume= 2.099 af, Depth= 4.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41" Area (ac) CN Adj Description 0.640 98 98 Unconnected roofs, HSG C 4.680 74 74 >75% Grass cover, Good, HSG C 5.320 Weighted Average 4.680 87.97% Pervious Area 0.640 12.03% Impervious Area 0.640 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment 400S: cr 117 Runoff = 12.67 cfs @ 12.22 hrs, Volume= 1.199 af, Depth= 6.54" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41" 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41"Galpin Proposed 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 44HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Area (ac) CN Description 1.700 98 Paved roads w/curbs & sewers, HSG C 0.500 74 >75% Grass cover, Good, HSG C 2.200 Weighted Average 0.500 22.73% Pervious Area 1.700 77.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment 500S: rear yard Runoff = 44.01 cfs @ 12.16 hrs, Volume= 3.374 af, Depth= 4.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41" Area (ac) CN Adj Description 0.950 98 98 Unconnected roofs, HSG D 5.350 74 74 >75% Grass cover, Good, HSG C 2.300 74 74 >75% Grass cover, Good, HSG C 8.600 Weighted Average 7.650 88.95% Pervious Area 0.950 11.05% Impervious Area 0.950 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Summary for Subcatchment 600S: rear yards Runoff = 7.96 cfs @ 12.37 hrs, Volume= 0.851 af, Depth= 4.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41" Area (ac) CN Adj Description 1.830 74 74 Pasture/grassland/range, Good, HSG C 0.300 98 98 Unconnected pavement, HSG C 2.130 Weighted Average 1.830 85.92% Pervious Area 0.300 14.08% Impervious Area 0.300 100.00% Unconnected 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41"Galpin Proposed 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 45HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 30.0 Direct Entry, Summary for Subcatchment 700S: rear yards and open space Runoff = 96.75 cfs @ 12.24 hrs, Volume= 8.403 af, Depth= 4.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41" Area (ac) CN Adj Description 1.140 98 98 Unconnected pavement, HSG C 7.710 74 74 >75% Grass cover, Good, HSG C 9.870 70 70 Woods, Good, HSG C 4.820 71 71 Meadow, non-grazed, HSG C 23.540 Weighted Average 22.400 95.16% Pervious Area 1.140 4.84% Impervious Area 1.140 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment LU 2-16: LU 2-16 Runoff = 21.42 cfs @ 12.01 hrs, Volume= 1.078 af, Depth= 4.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41" Area (ac) CN Description * 2.940 74 2.940 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.0 Direct Entry, Summary for Subcatchment LU 2-7: LU 2-7 Runoff = 66.55 cfs @ 12.06 hrs, Volume= 3.781 af, Depth= 4.74" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41" 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41"Galpin Proposed 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 46HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Area (ac) CN Description * 9.580 77 9.580 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Pond 100P: ne pond Inflow Area = 11.710 ac, 25.02% Impervious, Inflow Depth = 5.09" for 100-yr event Inflow = 63.46 cfs @ 12.16 hrs, Volume= 4.971 af Outflow = 31.86 cfs @ 12.43 hrs, Volume= 4.751 af, Atten= 50%, Lag= 15.8 min Primary = 31.86 cfs @ 12.43 hrs, Volume= 4.751 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Starting Elev= 964.00' Surf.Area= 11,698 sf Storage= 44,073 cf Peak Elev= 966.35' @ 12.43 hrs Surf.Area= 37,975 sf Storage= 125,893 cf (81,820 cf above start) Plug-Flow detention time= 274.8 min calculated for 3.738 af (75% of inflow) Center-of-Mass det. time= 171.7 min ( 943.4 - 771.7 ) Volume Invert Avail.Storage Storage Description #1 954.00' 235,847 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 954.00 758 0 0 956.00 1,826 2,584 2,584 958.00 3,191 5,017 7,601 960.00 4,815 8,006 15,607 962.00 6,704 11,519 27,126 963.00 7,746 7,225 34,351 964.00 11,698 9,722 44,073 964.01 31,851 218 44,291 969.00 44,925 191,556 235,847 Device Routing Invert Outlet Devices #1 Primary 964.30'18.0" Round Culvert L= 100.0' Ke= 0.500 Inlet / Outlet Invert= 964.30' / 964.00' S= 0.0030 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #2 Primary 964.80'4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 3.0' Crest Height Primary OutFlow Max=31.79 cfs @ 12.43 hrs HW=966.35' (Free Discharge) 1=Culvert (Barrel Controls 7.15 cfs @ 4.04 fps) 2=Sharp-Crested Rectangular Weir (Weir Controls 24.64 cfs @ 4.32 fps) 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41"Galpin Proposed 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 47HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Summary for Pond 200P: nw pond Inflow Area = 21.430 ac, 41.76% Impervious, Inflow Depth = 5.56" for 100-yr event Inflow = 123.90 cfs @ 12.16 hrs, Volume= 9.926 af Outflow = 46.68 cfs @ 12.54 hrs, Volume= 8.823 af, Atten= 62%, Lag= 22.8 min Primary = 46.68 cfs @ 12.54 hrs, Volume= 8.823 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Starting Elev= 974.00' Surf.Area= 12,743 sf Storage= 51,561 cf Peak Elev= 977.58' @ 12.54 hrs Surf.Area= 56,742 sf Storage= 236,638 cf (185,077 cf above start) Plug-Flow detention time= 141.6 min calculated for 7.638 af (77% of inflow) Center-of-Mass det. time= 77.0 min ( 841.0 - 764.1 ) Volume Invert Avail.Storage Storage Description #1 964.00' 290,136 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 964.00 1,381 0 0 966.00 2,480 3,861 3,861 968.00 3,877 6,357 10,218 970.00 5,572 9,449 19,667 972.00 7,547 13,119 32,786 973.00 8,630 8,089 40,875 974.00 12,743 10,687 51,561 974.01 46,835 298 51,859 978.50 59,302 238,278 290,136 Device Routing Invert Outlet Devices #1 Device 2 975.00'5.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 3.0' Crest Height #2 Primary 968.00'27.0" Round Culvert L= 400.0' Ke= 0.500 Inlet / Outlet Invert= 968.00' / 963.00' S= 0.0125 '/' Cc= 0.900 n= 0.013, Flow Area= 3.98 sf Primary OutFlow Max=46.67 cfs @ 12.54 hrs HW=977.58' (Free Discharge) 2=Culvert (Barrel Controls 46.67 cfs @ 11.74 fps) 1=Sharp-Crested Rectangular Weir (Passes 46.67 cfs of 67.04 cfs potential flow) Summary for Pond 300P: Inflow Area = 45.940 ac, 40.99% Impervious, Inflow Depth = 5.56" for 100-yr event Inflow = 211.42 cfs @ 12.29 hrs, Volume= 21.295 af Outflow = 116.71 cfs @ 12.63 hrs, Volume= 19.029 af, Atten= 45%, Lag= 20.6 min Primary = 116.71 cfs @ 12.63 hrs, Volume= 19.029 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Starting Elev= 965.00' Surf.Area= 19,073 sf Storage= 87,968 cf Peak Elev= 969.13' @ 12.63 hrs Surf.Area= 99,990 sf Storage= 458,087 cf (370,119 cf above start) Plug-Flow detention time= 137.1 min calculated for 17.009 af (80% of inflow) 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41"Galpin Proposed 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 48HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Center-of-Mass det. time= 78.0 min ( 850.8 - 772.8 ) Volume Invert Avail.Storage Storage Description #1 955.00' 547,329 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 955.00 3,117 0 0 956.00 4,176 3,647 3,647 958.00 6,047 10,223 13,870 960.00 8,254 14,301 28,171 962.00 10,781 19,035 47,206 964.00 13,630 24,411 71,617 965.00 19,073 16,352 87,968 965.01 79,597 493 88,461 970.00 104,318 458,868 547,329 Device Routing Invert Outlet Devices #1 Device 2 966.20'7.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 3.0' Crest Height #2 Primary 961.75'48.0" Round Culvert L= 300.0' Ke= 0.500 Inlet / Outlet Invert= 961.75' / 961.00' S= 0.0025 '/' Cc= 0.900 n= 0.013, Flow Area= 12.57 sf Primary OutFlow Max=117.40 cfs @ 12.63 hrs HW=969.12' (Free Discharge) 2=Culvert (Passes 117.40 cfs of 118.55 cfs potential flow) 1=Sharp-Crested Rectangular Weir (Weir Controls 117.40 cfs @ 6.26 fps) Summary for Pond 400P: County pond Inflow Area = 2.200 ac, 77.27% Impervious, Inflow Depth = 6.54" for 100-yr event Inflow = 12.67 cfs @ 12.22 hrs, Volume= 1.199 af Outflow = 5.46 cfs @ 12.61 hrs, Volume= 1.013 af, Atten= 57%, Lag= 23.3 min Primary = 5.46 cfs @ 12.61 hrs, Volume= 1.013 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Starting Elev= 985.00' Surf.Area= 7,004 sf Storage= 18,595 cf Peak Elev= 986.54' @ 12.61 hrs Surf.Area= 15,774 sf Storage= 40,778 cf (22,184 cf above start) Plug-Flow detention time= 199.7 min calculated for 0.586 af (49% of inflow) Center-of-Mass det. time= 68.6 min ( 824.8 - 756.1 ) Volume Invert Avail.Storage Storage Description #1 976.00' 75,151 cf Custom Stage Data (Prismatic) Listed below (Recalc) 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41"Galpin Proposed 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 49HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 976.00 53 0 0 978.00 583 636 636 980.00 1,413 1,996 2,632 982.00 2,544 3,957 6,589 984.00 3,973 6,517 13,106 985.00 7,004 5,489 18,595 985.01 13,036 100 18,695 988.00 18,375 46,959 65,654 988.50 19,613 9,497 75,151 Device Routing Invert Outlet Devices #1 Device 2 985.60'4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 3.0' Crest Height #2 Primary 983.10'12.0" Round Culvert L= 60.0' Ke= 0.500 Inlet / Outlet Invert= 983.10' / 983.00' S= 0.0017 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf Primary OutFlow Max=5.46 cfs @ 12.61 hrs HW=986.54' (Free Discharge) 2=Culvert (Barrel Controls 5.46 cfs @ 6.96 fps) 1=Sharp-Crested Rectangular Weir (Passes 5.46 cfs of 11.84 cfs potential flow) Summary for Pond 500P: wetland Inflow Area = 23.320 ac, 11.36% Impervious, Inflow Depth = 4.76" for 100-yr event Inflow = 91.84 cfs @ 12.19 hrs, Volume= 9.246 af Outflow = 2.44 cfs @ 16.47 hrs, Volume= 8.177 af, Atten= 97%, Lag= 256.8 min Primary = 2.44 cfs @ 16.47 hrs, Volume= 8.177 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Peak Elev= 982.57' @ 16.47 hrs Surf.Area= 157,758 sf Storage= 335,220 cf Plug-Flow detention time= 1,749.6 min calculated for 8.175 af (88% of inflow) Center-of-Mass det. time= 1,705.7 min ( 2,519.1 - 813.4 ) Volume Invert Avail.Storage Storage Description #1 980.00' 576,000 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 980.00 98,400 0 0 982.00 148,800 247,200 247,200 984.00 180,000 328,800 576,000 Device Routing Invert Outlet Devices #1 Primary 980.40'12.0" Round Culvert L= 500.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 980.40' / 979.00' S= 0.0028 '/' Cc= 0.900 n= 0.013 Concrete sewer w/manholes & inlets, Flow Area= 0.79 sf 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41"Galpin Proposed 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 50HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Primary OutFlow Max=2.44 cfs @ 16.47 hrs HW=982.57' (Free Discharge) 1=Culvert (Barrel Controls 2.44 cfs @ 3.10 fps) Summary for Pond 600P: rain garden Inflow Area = 2.130 ac, 14.08% Impervious, Inflow Depth = 4.79" for 100-yr event Inflow = 7.96 cfs @ 12.37 hrs, Volume= 0.851 af Outflow = 7.95 cfs @ 12.38 hrs, Volume= 0.851 af, Atten= 0%, Lag= 0.8 min Discarded = 0.00 cfs @ 12.38 hrs, Volume= 0.025 af Primary = 7.95 cfs @ 12.38 hrs, Volume= 0.826 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Peak Elev= 999.96' @ 12.38 hrs Surf.Area= 1,248 sf Storage= 1,418 cf Plug-Flow detention time= 80.2 min calculated for 0.850 af (100% of inflow) Center-of-Mass det. time= 81.0 min ( 872.3 - 791.3 ) Volume Invert Avail.Storage Storage Description #1 998.80' 1,470 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 998.80 1,200 0 0 1,000.00 1,250 1,470 1,470 Device Routing Invert Outlet Devices #1 Primary 999.50'10.0' long x 5.0' 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 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #2 Discarded 998.80'0.100 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 12.38 hrs HW=999.96' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=7.91 cfs @ 12.38 hrs HW=999.96' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 7.91 cfs @ 1.73 fps) Summary for Pond P-LU 2-7: P-LU 2-7 Inflow Area = 12.520 ac, 0.00% Impervious, Inflow Depth = 4.66" for 100-yr event Inflow = 84.99 cfs @ 12.05 hrs, Volume= 4.859 af Outflow = 44.30 cfs @ 12.21 hrs, Volume= 4.859 af, Atten= 48%, Lag= 9.6 min Primary = 44.30 cfs @ 12.21 hrs, Volume= 4.859 af Routing by Stor-Ind method, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Starting Elev= 996.00' Surf.Area= 0.280 ac Storage= 0.750 af Peak Elev= 1,000.25' @ 12.21 hrs Surf.Area= 0.418 ac Storage= 2.228 af (1.478 af above start) 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41"Galpin Proposed 11-20-18 Printed 12/5/2018Prepared by {enter your company name here} Page 51HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Plug-Flow detention time= 122.0 min calculated for 4.109 af (85% of inflow) Center-of-Mass det. time= 59.6 min ( 834.8 - 775.2 ) Volume Invert Avail.Storage Storage Description #1 991.00' 3.050 af Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 991.00 0.020 0.000 0.000 996.00 0.280 0.750 0.750 1,000.00 0.400 1.360 2.110 1,002.00 0.540 0.940 3.050 Device Routing Invert Outlet Devices #1 Primary 996.00'24.0" Round Culvert L= 50.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 996.00' / 995.75' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #2 Primary 1,000.00'50.0' long x 24.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=43.57 cfs @ 12.21 hrs HW=1,000.25' (Free Discharge) 1=Culvert (Inlet Controls 27.25 cfs @ 8.67 fps) 2=Broad-Crested Rectangular Weir (Weir Controls 16.32 cfs @ 1.33 fps) Summary for Link 401L: wetland Inflow Area = 128.070 ac, 27.17% Impervious, Inflow Depth = 4.69" for 100-yr event Inflow = 260.27 cfs @ 12.42 hrs, Volume= 50.008 af Primary = 260.27 cfs @ 12.42 hrs, Volume= 50.008 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-320.00 hrs, dt= 0.05 hrs Nelson Property PE Project #: 118100 Page 12 Date: 12/5/18 Appendix C: NRCS Soils Report 8QLWHG6WDWHV 'HSDUWPHQWRI $JULFXOWXUH $SURGXFWRIWKH1DWLRQDO &RRSHUDWLYH6RLO6XUYH\ DMRLQWHIIRUWRIWKH8QLWHG 6WDWHV'HSDUWPHQWRI $JULFXOWXUHDQGRWKHU )HGHUDODJHQFLHV6WDWH DJHQFLHVLQFOXGLQJWKH $JULFXOWXUDO([SHULPHQW 6WDWLRQVDQGORFDO SDUWLFLSDQWV &XVWRP6RLO5HVRXUFH 5HSRUWIRU &DUYHU&RXQW\ 0LQQHVRWD1DWXUDO 5HVRXUFHV &RQVHUYDWLRQ 6HUYLFH 1RYHPEHU 3UHIDFH 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(FRORJLFDOVLWH)RRWVORSH'UDLQDJHZD\3UDLULHV 5;<01 )RUDJHVXLWDELOLW\JURXS6ORSLQJ8SODQG1HXWUDO *;601 +\GULFVRLOUDWLQJ1R 0LQRU&RPSRQHQWV 'HOIW 3HUFHQWRIPDSXQLWSHUFHQW /DQGIRUP'UDLQDJHZD\V +\GULFVRLOUDWLQJ<HV :²:DWHU 0DS8QLW&RPSRVLWLRQ :DWHUSHUFHQW (VWLPDWHVDUHEDVHGRQREVHUYDWLRQVGHVFULSWLRQVDQGWUDQVHFWVRIWKHPDSXQLW &XVWRP6RLO5HVRXUFH5HSRUW  Nelson Property PE Project #: 118100 Page 13 Date: 12/5/18 Appendix D: Geotechnical Exploration Report Braun Intertec Corporation 11001 Hampshire Avenue S Minneapolis, MN 55438 Phone:952.995.2000 Fax: 952.995.2020 Web: braunintertec.com AA/EOE August 8, 2018 Project B1805858.00 Mr. Joe Jablonksi Lennar Corporation 16305 36th Avenue North, Suite 600 Plymouth, MN 55446 Re: Results of Double-Ring Infiltrometer Testing Nelson Property 7141 Galpin Boulevard Chanhassen, Minnesota Dear Mr. Jablonski: We are pleased to present the results of the requested double-ring infiltrometer (DRI) testing completed at the above referenced site in Chanhassen, Minnesota. We completed the requested 7 tests in general accordance with ASTM International (ASTM) D 3385;Standard Test Method for Infiltration Rate of Soils in Field Using a Double-Ring Infiltrometer. The DRI testing was performed in the field by Braun Intertec personnel on August 2 and 3, 2018 at the approximate locations identified on the attached sketch. Excavations to reach test elevations were performed by the Contractor provided by the owner. Upon completion of testing, the excavations were backfilled with excavated spoils and bucket compacted. The results of the DRI testing performed, including graphical representation, are attached to this report letter. Please note, soil infiltration rates will vary with soil moisture content, the introduction of fine- grained soils, topsoil, filter media, seasonal changes, compaction of the subgrade, or with changes in localized groundwater levels. This test does not constitute a review of site suitability for infiltration or evaluate the potential impacts, if any, from infiltration of large amounts of stormwater. We also note that topsoil, filter media or compaction of the subgrade can limit the effectiveness of soil infiltration. Test pits were also dug adjacent to the locations of the infiltrometer tests to a depth of about 5 feet deeper than the elevations of the infiltrometer tests. The soils encountered by these test pits are summarized in the Summary of Test Pit Observations, attached to this letter. In performing its services, Braun Intertec used that degree of care and skill ordinarily exercised under similar circumstances by reputable members of its profession currently practicing in the same locality. No warranty, express or implied, is made. Results of Double Ring Infiltrometer Testing (ASTM D 3385)- Mariotte Tube Method Test Number:DRI-1 Project Description: Nelson Properties Project Number:B1805858.00 Test Location: Date: August 3, 2018 Liquid used:Potable water Test Elevation:976 Inner Ring Area:113 square inches Ground Temperature Fo: 59 Outer Ring Area:452 square inches Water Temperature Fo:68 Water depth Inner Ring (cm): Test performed by:N. Link Water depth annular Ring (cm): Moisture Content of soil at test depth before test:17% Weather:Cloudy, 65 Degrees Percent Fines passing a 200 sieve on soil at test depth:54% Time Infiltration Rate (in/hr)Depth below bottom of test Soil Profile 30 2.5 60 2.0 90 2.0 120 2.0 150 1.7 180 1.7 210 1.6 240 1.7 Groundwater depth Not Encountered 1.9 1.7 DRI-1, See Sketch Average Infiltration Rate of Inner Ring Over Entire Test (in/hr) Steady State Infiltration Rate of Inner Ring Over Last 4 intervals (in/hr) CLS, Trace Gravel, Tan0-3 Feet 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 0 15 30 45 60 75 90 105 120 135 150 165 180 195 210 225 240 255Infiltration Rate (in/hr)Time (minutes) Inner Ring Infiltration Rate vs. Time Test performed by Braun Intertec personnel in general accordance with test method ASTM D 3385. Results of Double Ring Infiltrometer Testing (ASTM D 3385) - Gallon Meter Method Test Number:DRI-2 Project Description: Nelson Properties Project Number:B1805858.00 Test Location: Date: August 3, 2018 Liquid used:Potable water Test Elevation:964 Inner Ring Area:113 square inches Ground Temperature Fo: 62 Outer Ring Area:452 square inches Water Temperature Fo:71 Test performed by: N. Link Moisture Content of soil at test depth before test:23% Weather:Cloudy, 70 Degrees Percent Fines passing a 200 sieve on soil at test depth:58% Depth Soil Profile 15 2.1 30 2.3 45 2.2 60 2.2 75 2.2 90 2.1 105 2.1 120 2.0 Groundwater depth Not Encountered 2.2 2.1Steady State Infiltration Rate of Inner Ring Over Last 4 intervals (in/hr) Average Infiltration Rate of Inner Ring Over Entire Test (in/hr) DRI-2, See Sketch Time Infiltration Rate (in/hr) Subgrade Conditions Below Tested Depth CLS, Trace Organics, Black, Moist0- 1 1/2 Feet 1 1/2- 3 Feet CLS, Trace Gravel, Gray/Rust 0 1 2 3 4 5 6 7 8 9 10 0 15 30 45 60 75 90 105 120 135Infiltration Rate (in/hr)Time (minutes) Inner Ring Infiltration Rate vs. Time Test performed by Braun Intertec personnel in general accordance with test method ASTM D 3385. Results of Double Ring Infiltrometer Testing (ASTM D 3385)- Mariotte Tube Method Test Number:DRI-3 Project Description: Nelson Properties Project Number:B1805858.00 Test Location: Date: August 2, 2018 Liquid used:Potable water Test Elevation:996 Inner Ring Area:113 square inches Ground Temperature Fo: 59 Outer Ring Area:452 square inches Water Temperature Fo:68 Water depth Inner Ring (cm): Test performed by:N. Link Water depth annular Ring (cm): Moisture Content of soil at test depth before test:26% Weather:Cloudy, 70 Degrees Percent Fines passing a 200 sieve on soil at test depth:62% Time Infiltration Rate (in/hr)Depth below bottom of test Soil Profile 30 1.8 60 1.3 90 1.2 120 1.2 150 1.1 180 1.0 210 1.0 240 1.0 Groundwater depth 1 1/2 Feet 1.2 1.0 DRI-3, See Sketch Average Infiltration Rate of Inner Ring Over Entire Test (in/hr) Steady State Infiltration Rate of Inner Ring Over Last 4 intervals (in/hr) CLS, Trace Gravel, Tan/Gray, Moist0-1 1/2 Feet 1 1/2- 3 Feet CLS, Trace Gravel, Tan/Gray, Wet 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 0 15 30 45 60 75 90 105 120 135 150 165 180 195 210 225 240 255Infiltration Rate (in/hr)Time (minutes) Inner Ring Infiltration Rate vs. Time Test performed by Braun Intertec personnel in general accordance with test method ASTM D 3385. Results of Double Ring Infiltrometer Testing (ASTM D 3385)- Mariotte Tube Method Test Number:DRI-4 Project Description: Nelson Properties Project Number:B1805858.00 Test Location: Date: August 2, 2018 Liquid used:Potable water Test Elevation:985 Inner Ring Area:113 square inches Ground Temperature Fo: 58 Outer Ring Area:452 square inches Water Temperature Fo:67 Water depth Inner Ring (cm): Test performed by:N. Link Water depth annular Ring (cm): Moisture Content of soil at test depth before test:20% Weather:Cloudy, 70 Degrees Percent Fines passing a 200 sieve on soil at test depth:46% Time Infiltration Rate (in/hr)Depth below bottom of test Soil Profile 30 0.0 60 0.0 90 0.0 120 0.0 150 0.0 180 0.0 210 0.0 240 0.0 Groundwater depth 0 Feet 0.0 0.0Steady State Infiltration Rate of Inner Ring Over Last 4 intervals (in/hr) CLS, Trace Gravel, Tan/Gray, Wet0-3 Feet DRI-4, See Sketch Average Infiltration Rate of Inner Ring Over Entire Test (in/hr) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 0 15 30 45 60 75 90 105 120 135 150 165 180 195 210 225 240 255Infiltration Rate (in/hr)Time (minutes) Inner Ring Infiltration Rate vs. Time Test performed by Braun Intertec personnel in general accordance with test method ASTM D 3385. Results of Double Ring Infiltrometer Testing (ASTM D 3385)- Mariotte Tube Method Test Number:DRI-5 Project Description: Nelson Properties Project Number:B1805858.00 Test Location: Date: August 2, 2018 Liquid used:Potable water Test Elevation:985 Inner Ring Area:113 square inches Ground Temperature Fo: 57 Outer Ring Area:452 square inches Water Temperature Fo:70 Water depth Inner Ring (cm): Test performed by:N. Link Water depth annular Ring (cm): Moisture Content of soil at test depth before test:20% Weather:Cloudy, 70 Degrees Percent Fines passing a 200 sieve on soil at test depth:53% Time Infiltration Rate (in/hr)Depth below bottom of test Soil Profile 30 0.3 60 0.3 90 0.2 120 0.2 150 0.2 180 0.2 210 0.2 240 0.2 Groundwater depth Not Encountered 0.2 0.2Steady State Infiltration Rate of Inner Ring Over Last 4 intervals (in/hr) CLS, Trace Gravel, Tan/Gray, Moist0-3 Feet DRI-5, See Sketch Average Infiltration Rate of Inner Ring Over Entire Test (in/hr) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 0 15 30 45 60 75 90 105 120 135 150 165 180 195 210 225 240 255Infiltration Rate (in/hr)Time (minutes) Inner Ring Infiltration Rate vs. Time Test performed by Braun Intertec personnel in general accordance with test method ASTM D 3385. Results of Double Ring Infiltrometer Testing (ASTM D 3385) - Gallon Meter Method Test Number:DRI-6 Project Description: Nelson Properties Project Number:B1805858.00 Test Location: Date: August 3, 2018 Liquid used:Potable water Test Elevation:961 Inner Ring Area:113 square inches Ground Temperature Fo: 67 Outer Ring Area:452 square inches Water Temperature Fo:68 Test performed by: N. Link Moisture Content of soil at test depth before test:21% Weather:Cloudy, 60 Degrees Percent Fines passing a 200 sieve on soil at test depth:64% Depth Soil Profile 15 4.7 30 4.2 45 4.3 60 3.9 75 3.3 90 3.3 105 3.3 120 3.3 Groundwater depth Not Encountered 3.8 3.3 DRI-6, See Sketch Time Infiltration Rate (in/hr) Subgrade Conditions Below Tested Depth SM, With Organics, Black0- 1 Foot CLS, Trace Gravel, Gray/Rust1- 3 Feet Average Infiltration Rate of Inner Ring Over Entire Test (in/hr) Steady State Infiltration Rate of Inner Ring Over Last 4 intervals (in/hr) 0 1 2 3 4 5 6 7 8 9 10 0 15 30 45 60 75 90 105 120 135Infiltration Rate (in/hr)Time (minutes) Inner Ring Infiltration Rate vs. Time Test performed by Braun Intertec personnel in general accordance with test method ASTM D 3385. Results of Double Ring Infiltrometer Testing (ASTM D 3385) - Gallon Meter Method Test Number:DRI-7 Project Description: Nelson Properties Project Number:B1805858.00 Test Location: Date: August 3, 2018 Liquid used:Potable water Test Elevation:961 Inner Ring Area:113 square inches Ground Temperature Fo: 67 Outer Ring Area:452 square inches Water Temperature Fo:68 Test performed by: N. Link Moisture Content of soil at test depth before test:25% Weather:Cloudy, 60 Degrees Percent Fines passing a 200 sieve on soil at test depth:72% Depth Soil Profile 15 4.8 30 2.6 45 2.4 60 2.3 75 1.9 90 2.0 105 2.0 120 1.9 Groundwater depth Not Encountered 2.5 1.9 DRI-7, See Sketch Time Infiltration Rate (in/hr) Subgrade Conditions Below Tested Depth 0- 1 Foot SM, With Organics, Black 1- 3 Feet CLS, Trace Gravel, Gray/Rust Average Infiltration Rate of Inner Ring Over Entire Test (in/hr) Steady State Infiltration Rate of Inner Ring Over Last 4 intervals (in/hr) 0 1 2 3 4 5 6 7 8 9 10 0 15 30 45 60 75 90 105 120 135Infiltration Rate (in/hr)Time (minutes) Inner Ring Infiltration Rate vs. Time Test performed by Braun Intertec personnel in general accordance with test method ASTM D 3385. Summary of Test Pit Observations Nelson Properties Test Pit Logs B1805858.00 A test pit was excavated adjacent to each Double Ring Infiltration Test that was performed. Each test pit was excavated 5’ below the test elevation and the soils were visually classified. Test Pit #1 0-1’ SM, (Silty Sand), With Organics, Black 1’-7’ CLS, (Sandy Lean Clay), Trace Gravel, Tan/Gray, Moist End Test Pit #2 0-3’ CLS, (Sandy Lean Clay), With Organics, Black 3’-5’ CLS, (Sandy Lean Clay), Trace Gravel, Gray/Rust, Moist 5’-7.5’ CLS, (Sandy Lean Clay), Trace Gravel, Tan/Gray, Moist End- Groundwater Observed at 7’ Below Existing Grade Test Pit #3 0-2’ CLS, (Sandy Lean Clay), With Organics, Black 2’-4’ CLS, (Sandy Lean Clay), Trace Gravel, Gray/Rust 4’-9’ CLS, (Sandy Lean Clay), Brown/Tan/Gray, Moist End- Groundwater Observed at 8’ Below Existing Grade Test Pit #4 0-3’ SM, (Silty Sand), With Organics, Black 3’-5’ CLS, (Sandy Lean Clay), Trace Gravel, Gray/Rust 5’-12’ CLS, (Sandy Lean Clay), Tan/Gray, Trace Gravel, Moist End- Groundwater Observed at 10’ Below Existing Grade Test Pit #5 0-2’ SM, (Silty Sand), Trace Organics, Black 2’-14’ CLS, (Sandy Lean Clay), Trace Gravel, Tan/Gray End- Groundwater Observed at 12’ Below Existing Grade Test Pit #6 0-2’ SM, With Organics, Black 2’-6’ CLS, Trace Gravel, Gray/Rust, Moist End- Groundwater Observed at 5’ Below Existing Grade Table of Contents Description Page A. Introduction ...................................................................................................................................... 1 A.1. Project Description .............................................................................................................. 1 A.1.a. Structural Loads ...................................................................................................... 1 A.1.b. Pavement Traffic Loads .......................................................................................... 1 A.2. Site Conditions and History ................................................................................................. 1 A.3. Purpose ................................................................................................................................ 2 A.4. Background Information and Reference Documents .......................................................... 2 A.5. Scope of Services ................................................................................................................. 3 B. Results .............................................................................................................................................. 4 B.1. Geologic Overview .............................................................................................................. 4 B.2. Boring Results ...................................................................................................................... 4 B.3. Groundwater ....................................................................................................................... 5 B.4. Laboratory Test Results ....................................................................................................... 5 C. Recommendations ........................................................................................................................... 5 C.1. Design and Construction Discussion ................................................................................... 5 C.1.a. Building Subgrade Preparation .............................................................................. 5 C.1.b. Reuse of On-Site Soils ............................................................................................. 6 C.1.c. Disturbance of On-Site Soils ................................................................................... 6 C.1.d. Effects of Groundwater .......................................................................................... 6 C.2. Site Grading and Subgrade Preparation .............................................................................. 6 C.2.a. Building Subgrade Excavations ............................................................................... 6 C.2.b. Excavation Oversizing ............................................................................................. 7 C.2.c. Excavated Slopes .................................................................................................... 8 C.2.d. Filling on Slopes ...................................................................................................... 9 C.2.e. Excavation Dewatering ........................................................................................... 9 C.2.f. Selecting Excavation Backfill and Additional Required Fill ..................................... 9 C.2.g. Pavement and Exterior Slab Subgrade Preparation ............................................. 10 C.2.h. Pavement Subgrade Proofroll .............................................................................. 10 C.2.i. Engineered Fill Materials and Compaction Requirements ................................... 10 C.3. Spread Footings ................................................................................................................. 12 C.3.a. Embedment Depth ............................................................................................... 12 C.3.b. Subgrade Improvement ....................................................................................... 12 C.3.c. Net Allowable Bearing Pressure ........................................................................... 13 C.3.d. Settlement ............................................................................................................ 13 C.4. Below-Grade Walls ............................................................................................................ 13 C.4.a. Drainage Control .................................................................................................. 13 C.4.b. Selection, Placement and Compaction of Backfill ................................................ 15 C.4.c. Configuring and Resisting Lateral Loads............................................................... 16 C.5. Interior Slabs ..................................................................................................................... 17 C.5.a. Moisture Vapor Protection .................................................................................. 17 C.5.b. Radon ................................................................................................................... 17 C.6. Frost Protection ................................................................................................................. 17 C.6.a. General ................................................................................................................. 17 C.6.b. Frost Heave Mitigation ......................................................................................... 18 Table of Contents (continued) Description Page C.7. Pavements and Exterior Slabs ........................................................................................... 19 C.7.a. Design Sections .................................................................................................... 19 C.7.b. Bituminous Pavement Materials .......................................................................... 20 C.7.c. Subgrade Drainage ............................................................................................... 20 C.7.d. Performance and Maintenance ........................................................................... 20 C.8. Utilities .............................................................................................................................. 21 C.8.a. Subgrade Stabilization .......................................................................................... 21 C.8.b. Selection, Placement, and Compaction of Backfill ............................................... 21 C.8.c. Corrosion Potential .............................................................................................. 21 D. Procedures...................................................................................................................................... 21 D.1. Penetration Test Borings ................................................................................................... 21 D.2. Exploration Logs ................................................................................................................ 22 D.2.a. Log of Boring Sheets ............................................................................................. 22 D.2.b. Geologic Origins ................................................................................................... 22 D.3. Material Classification and Testing ................................................................................... 22 D.3.a. Visual and Manual Classification .......................................................................... 22 D.3.b. Laboratory Testing ............................................................................................... 22 D.4. Groundwater Measurements ............................................................................................ 23 E. Qualifications .................................................................................................................................. 23 E.1. Variations in Subsurface Conditions .................................................................................. 23 E.1.a. Material Strata ..................................................................................................... 23 E.1.b. Groundwater Levels ............................................................................................. 23 E.2. Continuity of Professional Responsibility .......................................................................... 24 E.2.a. Plan Review .......................................................................................................... 24 E.2.b. Construction Observations and Testing ............................................................... 24 E.3. Use of Report..................................................................................................................... 24 E.4. Standard of Care ................................................................................................................ 24 Appendix Soil Boring Location Sketch Log of Boring Sheets ST-1 through ST-8 Descriptive Terminology of Soil A. Introduction A.1. Project Description Lennar Corporation is planning to develop a single-family housing development on the Nelson Properties along the east side of Galpin Boulevard in Chanhassen, Minnesota. This site is comprised of 5 separate but adjoining parcels of land totaling about 188 acres. However, a substantial part of this site is considered to be wetlands. The proposed development will consist of approximately 200 single-family house sites. The development will also include the construction of the associated streets, underground utilities, and stormwater features/ponds. A.1.a. Structural Loads We understand the construction will consist of 1- to 2-story wood-framed houses with pitched roofs and full basements on poured concrete foundations. Based on the residential construction, we have based our analysis and recommendations on the assumption that footing pressures will not exceed 2,000 psf. Please contact us if this information is not correct. A.1.b. Pavement Traffic Loads We have assumed that bituminous pavements, typical of residential neighborhoods, will be subjected to normal traffic conditions over a design life of 20 years. A.2. Site Conditions and History The site is located on the east side of Galpin Boulevard and north of 30th Street NE. The ground surface consists of rolling terrain with current grades, based on the elevations at the soil borings, ranging from about elevation 960 feet to 1020 feet Mean Sea Level (MSL). There are several wetlands on this site, including some open water. There are also some wooded areas on this site. The following recent aerial photograph shows the current site conditions, as obtained through Google Earth. Lennar Corporation Project B1805858 June 29, 2018 Page 2 Photograph 1. Aerial Photograph of the Site Photograph provided by Google Earth® A.3. Purpose The purpose of our geotechnical evaluation will be to characterize subsurface geologic conditions at selected exploration locations and evaluate their impact on the design and construction of the residential development. A.4. Background Information and Reference Documents We reviewed the following information:  Available public aerial photographs showing the existing site conditions.  Undated Preliminary Site Concept plans prepared by Pioneer Engineering. Lennar Corporation Project B1805858 June 29, 2018 Page 3  Carver County property maps showing the different parcels of property and potential wetlands.  Geologic atlas showing the general soil types present in this area. We have described our understanding of the proposed construction and site to the extent others reported it to us. Depending on the extent of available information, we may have made assumptions based on our experience with similar projects. If we have not correctly recorded or interpreted the project details, the project team should notify us. New or changed information could require additional evaluation, analyses and/or recommendations. A.5. Scope of Services We completed our services based on the Proposal for Geotechnical Evaluation to Mr. Ben Bahr of Lennar Corporation. The following list describes the geotechnical tasks completed in accordance with our authorized scope of services.  Reviewing the background information and reference documents previously cited.  Coordinating the clearing of the exploration locations of public underground utilities. The boring locations were chosen and staked in the field by Pioneer Engineering. The existing ground surface elevations at the borings were also provided by Otto.  Performing 8 standard penetration test (SPT) borings, denoted as ST-1 to ST-8, to nominal depths of 14 1/2 feet below grade across the site.  Performing laboratory testing on select samples to aid in soil classification and engineering analysis.  Preparing this report containing a boring location sketch, logs of the soil borings, a summary of the soils encountered by the current borings, results of laboratory tests, and recommendations for structure and pavement subgrade preparation and the design of foundations, floor slabs, exterior slabs and utilities. When the borings were being completed, Boring ST-6 encountered some marginal soil at the planned termination depth of 14 1/2 feet. This boring was subsequently extended an additional 5 feet. Lennar Corporation Project B1805858 June 29, 2018 Page 4 Our scope of services did not include environmental services or testing, and we did not train the personnel performing this evaluation to provide environmental services or testing. We can provide these services or testing at your request. B. Results B.1. Geologic Overview We based the geologic origins used in this report on the soil types, in-situ and laboratory testing, and available common knowledge of the geological history of the site. Because of the complex depositional history, geologic origins can be difficult to ascertain. We did not perform a detailed investigation of the geologic history for the site. B.2. Boring Results Table 1 provides a summary of the current soil boring results in the general order we encountered the strata. Please refer to the Log of Boring sheets in the Appendix for additional details. The Descriptive Terminology sheet in the Appendix includes definitions of abbreviations used in Table 1. Table 1. Subsurface Profile Summary* Strata Soil Type - ASTM Classification Range of Penetration Resistances Commentary and Details Fill Soils OL, CL  Encountered by Borings ST-1, ST-3 and ST-6.  Mostly organic clay with some lean clay and sandy lean clay.  Ranged in thickness from about 2 to 9 feet.  Moisture condition generally moist. Topsoil OL  Consisted of black organic clay.  Thickness ranged from 1/2 to 2 1/2 feet.  Moisture condition generally moist. Glacial deposits CL, SC 2 to 17 BPF  Mostly sandy lean clay, lean clay or clayey sand.  Variable amounts of gravel and cobbles.  Moisture condition generally moist. *Abbreviations defined in the attached Descriptive Terminology sheet. Lennar Corporation Project B1805858 June 29, 2018 Page 5 B.3. Groundwater While drilling the borings, groundwater was only observed in Boring ST-6 at a depth of about 6 feet, or an elevation of about 885 MSL. However, based on the recovered soil samples, it is likely that the water observed was perched in lenses of silty sand. The attached Log of Boring sheets in the Appendix also include water level information and additional details. Seasonal and annual fluctuations of groundwater should be anticipated. B.4. Laboratory Test Results The boring logs show the results of the laboratory testing we performed, next to the tested sample depth. The laboratory tests were all completed in general conformance with the applicable ASTM standards. The Log of Boring sheets are in the Appendix of this report. The moisture content tests (ASTM D 2216) performed on selected soil samples showed moisture contents ranging from about 16 to 32 percent. The majority of the soils tested appeared to be near or slightly above the soils estimated optimum moisture content. Pocket penetrometer tests were completed on selected clayey soil samples to estimate the unconfined compressive strength of the soils. The results ranged from about 1/4 to 2 tons per square foot (tsf). C. Recommendations C.1. Design and Construction Discussion C.1.a. Building Subgrade Preparation Based on the results of our subsurface exploration and evaluation, spread footing foundations bearing on engineered fill and/or native soils can support the proposed houses after performing typical subgrade preparation. Typical subgrade preparation includes removing existing vegetation, topsoil or organic soils, swamp deposits, fill soils, and any existing structures, along with areas of soft clays. Lennar Corporation Project B1805858 June 29, 2018 Page 6 We estimate that cuts and fills could range from about 5 to 15 feet from existing grades. Any soil correction work to further remove unsuitably soft soils could add or subtract to these assumed cut and fill depths. C.1.b. Reuse of On-Site Soils The on-site fill soils, free of organic materials and debris, as well as most of the native soils appear suitable for reuse as engineered fill. Some of the soil samples appeared to be overly wet and will likely require drying to allow the recommended soil compaction levels to be achieved. We caution that some of the lean clays encountered on the site are very wet and will be extremely moisture sensitive and likely be difficult for reuse and compaction. Additional moisture conditioning will likely be required prior to reuse for structural fill. Any materials to be used as engineered fill should be tested and approved by the geotechnical engineer prior to placement. C.1.c. Disturbance of On-Site Soils We caution that the clayey nature of some of the site soils makes them susceptible to disturbance from construction. Care should be taken not to disturb these soils during construction, as once stable subgrades can be destabilized and require additional moisture conditioning and compacting. C.1.d. Effects of Groundwater Groundwater is anticipated to be below typical excavation depths at this site, although perched water could be present at higher elevations within layers of granular soils overlying lower permeability soils. The contractor should immediately remove any collected water within the excavations to facilitate construction and proper backfilling. C.2. Site Grading and Subgrade Preparation C.2.a. Building Subgrade Excavations We recommend removing unsuitable materials from beneath house pads and oversize areas. We define unsuitable materials as vegetation, topsoil, swamp deposits, fill, organic soils, existing structures, existing utilities, and soft/loose soil. Table 2 shows the anticipated excavation depths and bottom of soil correction excavation elevations at each of the current soil boring locations, assuming that structures, utilities or roads will be built at each location. Excavation depths could be reduced in areas that will not support future structures, utilities or roads. Lennar Corporation Project B1805858 June 29, 2018 Page 7 Table 2. Recommended Excavation Depths for Building Pads Location Approximate Surface Elevation (ft) Anticipated Excavation Depth (ft) Anticipated Bottom Elevation (ft) ST-1 980.8 5 975 1/2 ST-2 1002.9 1/2-5 1002 1/2-998* ST-3 970.1 4 966 ST-4 963.4 1-4* 962-959* ST-5 980.8 2 1/2 978 ST-6 991.4 9-18* 982-973* ST-7 1018.2 1 1017 ST-8 1001.3 1 1/2-9* 1000 1/2-992* *To be determined in the field during site grading activities. Due to variability in soil conditions and the presence of wetland areas, at some of the soil boring locations we have given a range of expected soil correction excavation depths. Excavation depths will vary between the borings. Portions of the excavations may also extend deeper than indicated by the borings. A geotechnical representative should observe the excavations to make the necessary field judgments regarding the suitability of the exposed soils. Any disturbed areas should be re-compacted. The contractor should use equipment and techniques to reduce soil disturbance. If soils become disturbed or are wet, we recommend excavation and replacement of the disturbed or unstable soils. Provided the existing soils do not become disturbed, surface compaction will not be necessary prior to construction of footings. C.2.b. Excavation Oversizing When removing unsuitable materials below structures or pavements, we recommend the excavation extend outward and downward at a slope of 1H:1V (horizontal:vertical) or flatter. See Figure 1 for an illustration of excavation oversizing. Lennar Corporation Project B1805858 June 29, 2018 Page 8 Figure 1. Generalized Illustration of Oversizing C.2.c. Excavated Slopes Based on the borings, we anticipate on-site soils in excavations will consist of mostly clayey soils with lesser amounts of sandy soils. The clay soils are typically considered Type B Soil under OSHA (Occupational Safety and Health Administration) guidelines. OSHA guidelines indicate unsupported excavations in Type B soils should have a gradient no steeper than 1:1V. The sand soils are typically Type C Soil under OSHA guidelines. OSHA guidelines indicate unsupported excavations in Type C soils should have a gradient no steeper than 1.5H:1V. Slopes constructed in this manner may still exhibit surface sloughing. OSHA requires an engineer to evaluate slopes or excavations over 20 feet in depth. An OSHA-approved qualified person should review the soil classification in the field. Excavations must comply with the requirements of OSHA 29 CFR, Part 1926, Subpart P, “Excavations and Trenches.” This document states excavation safety is the responsibility of the contractor. The project specifications should reference these OSHA requirements. 1. Engineered fill as defined in C.2.i 2. Excavation oversizing minimum of 1 to 1 (horizontal to vertical) slope or flatter 3. Engineered fill as required to meet pavement support or landscaping requirements as defined in C.2.i 4. Excavation back-slope to OSHA requirements Lennar Corporation Project B1805858 June 29, 2018 Page 9 C.2.d. Filling on Slopes Where existing or excavated grades are steeper than 4H:1V, we recommend placing fill from low to high elevations on horizontal benches cut into the native soils so that successive lifts are spread and compacted on level surfaces, and a potential failure surface is not created along the fill’s lower boundary. Depending on fill requirements, the contractor can construct benches by cutting into existing grades while placing fill (the composition of the exposed soils thus being in compliance with fill specifications), or by cutting the benches in advance of filling (to prevent mixing with soils not in compliance with fill specifications). The height of a given bench may vary but the width should consistently be great enough to accommodate large, self-propelled compaction equipment. C.2.e. Excavation Dewatering We recommend removing groundwater from the excavations. Project planning should include temporary sumps and pumps for excavations in low-permeability soils, such as clays. Dewatering of high- permeability soils (e.g., sands) from within the excavation with conventional pumps has the potential to loosen the soils, due to upward flow. A well contractor should develop a dewatering plan; the design team should review this plan. C.2.f. Selecting Excavation Backfill and Additional Required Fill On-site soils free of organic soil and debris can be considered for reuse as backfill and fill. However, the topsoil and the organic fill soils should not be re-used as engineered fill under house pads or below streets. Although clays can be used as fill if properly moisture conditioned and compacted, for ease of construction, if possible, the higher moisture content clay should not be used as engineered fill below house pads and streets. Unless a drainage composite is placed against the backs of the exterior perimeter basement walls, we recommend that backfill placed within 2 horizontal feet of those walls consist of sand having less than 50 percent of the particles, by weight, passing a #40 sieve and less than 5 percent of the particles, by weight, passing a #200 sieve. Sand meeting this gradation will need to imported to the site. We recommend that the balance of the backfill placed against exterior perimeter walls also consist of sand; although it is our opinion that the sand may contain up to 20 percent of the particles, by weight, passing a #200 sieve. Lennar Corporation Project B1805858 June 29, 2018 Page 10 C.2.g. Pavement and Exterior Slab Subgrade Preparation We recommend the following steps for pavement and exterior slab subgrade preparation. Note that project planning may need to require additional subcuts to limit frost heave. Silt soils, if within the frost zone, can lead to a very high risk of damaging frost heave. 1. Strip unsuitable soils consisting of topsoil, organic soils, vegetation, existing structures and pavements from the area, within 3 feet of the surface of the proposed pavement grade. 2. Have a geotechnical representative observe the excavated subgrade to evaluate if additional subgrade improvements are necessary. 3. Slope subgrade soils to areas of sand or drain tile to allow the removal of accumulating water. 4. Scarify, moisture condition and surface compact the subgrade with at least 3 passes by a large roller with a minimum drum diameter of 3 1/2 feet. 5. Place pavement fill to grade and compact in accordance with Section C.2.i to bottom of pavement and exterior slab section. 6. Proofroll the pavement or exterior slab subgrade as described in Section C.2.h. C.2.h. Pavement Subgrade Proofroll After preparing the subgrade as described above and prior to the placement of the aggregate base, we recommend proofrolling the subgrade soils with a fully loaded tandem-axle truck. We also recommend having a geotechnical representative observe the proofroll. Areas that fail the proofroll likely indicate soft or weak areas that will require additional soil correction work to support pavements or slabs. The contractor should correct areas that display excessive yielding or rutting during the proofroll, as determined by the geotechnical representative. Possible options for subgrade correction include moisture conditioning and re-compaction, subcutting and replacement with soil or crushed aggregate, chemical stabilization and/or geotextiles. We recommend performing a second proofroll after the aggregate base material is in place, and prior to placing bituminous or concrete pavement/slabs. C.2.i. Engineered Fill Materials and Compaction Requirements Table 3 below contains our recommendations for engineered fill materials. Lennar Corporation Project B1805858 June 29, 2018 Page 11 Table 3. Engineered Fill Materials Locations To Be Used Engineered Fill Classification Possible Soil Type Descriptions Gradation Additional Requirements  Below foundations  Below interior slabs Structural fill SP, SP-SM, SM, SC, CL 100% passing 2-inch sieve < 2% Organic Content (OC) Plasticity Index (PI) < 15%  Drainage layer  Non-frost- susceptible  Free-draining  Non-frost- susceptible fill GP, GW, SP, SW 100% passing 1-inch sieve < 50% passing #40 sieve < 5% passing #200 sieve < 2% OC Behind below-grade walls, beyond drainage layer Retained fill SP, SW, SP-SM, SW-SM, SM 100% passing 3-inch sieve < 20% passing #200 sieve < 2% OC PI< 4% Pavements Pavement fill SP, SP-SM, SM, SC, CL 100% passing 3-inch sieve < 2% OC PI < 15% Below landscaped surfaces, where subsidence is not a concern Non-structural fill 100% passing 6-inch sieve < 10% OC * More select soils comprised of coarse sands with < 5% passing #200 sieve may be needed to accommodate work occurring in periods of wet or freezing weather. Based on the rolling terrain and the need for some deeper soil correction work, it is likely that some of the house pads will require more than 10 feet of compacted fill. If only clay fill is used to fill those house pads where more than 10 feet of fill is needed, a construction delay ranging from 3 to 12 months may be needed, depending on the final depths of clay fill used. As an alternative, on lots where deep fills are needed, clean sand fill (less than 12 percent passing the number 200 sieve) could be used to initially fill the excavations below these house pads. The clean sand fill should be placed in thin compacted lifts up to an elevation of 10 feet of less from finished basement floor grades. On-site clay fill can then be used to complete construction of the building pads. If the alternative method of filling the house pads is used, a construction delay would not be needed. We recommend spreading fill in loose lifts of approximately 8 inches thick. We recommend compacting fill in accordance with the criteria presented below in Table 4. The project documents should specify relative compaction of fill, based on the structure located above the fill, and vertical proximity to that structure. Lennar Corporation Project B1805858 June 29, 2018 Page 12 Table 4. Compaction Recommendations Summary Reference Relative Compaction, percent (ASTM D698 – Standard Proctor) Moisture Content Variance from Optimum, percentage points Below foundations, less than 10 feet of fill 95 -1 to +3 for clay soils ±3 for sandy soils Below foundations, greater th an 10 feet of fill 98 -1 to +2 for clay soils ±3 for sandy soils Below slabs 95 -1 to +3 for clay soils ±3 for sandy soils Below pavements, within 3 feet of top of subgrade elevations 100 -2 to +1 for clay soils ±3 for sandy soils Below pavements, more than 3 feet below subgrade elevations 95 -1 to +3 for clay soils ±3 for sandy soils Below landscaped surfaces 90 -1 to +5 for clay soils ±6 for sandy soils The project documents should not allow the contractor to use frozen material as fill or to place fill on frozen material. Frost should not penetrate under foundations during construction. We recommend performing density tests in fill to evaluate if the contractors are effectively compacting the soil and meeting project requirements. Refer to Section C.3.d below for additional remarks for thicker layers of fill soils. C.3. Spread Footings C.3.a. Embedment Depth For frost protection, we recommend embedding perimeter footings of the proposed houses, including attached garages, a minimum of 42 inches below the lowest exterior grade. Interior footings may be placed directly below floor slabs unless they will be subjected to freezing. We recommend embedding building footings not heated during winter construction, and other unheated footings associated with decks, porches, stoops or sidewalks 60 inches below the lowest exterior grade. C.3.b. Subgrade Improvement If a small amount of groundwater is present within the footing excavation, or if the footing subgrade soils become disturbed prior to placing forms or reinforcement, we recommend subcutting any soft or wet soil and placing a 6- to 12-inch layer of clear rock. The clear rock will provide a stable working surface, and will allow for the flow of water to a drain tile or sump pump. Lennar Corporation Project B1805858 June 29, 2018 Page 13 C.3.c. Net Allowable Bearing Pressure We recommend sizing spread footings to exert a net allowable bearing pressure of up to 2,000 pounds per square foot (psf). This value includes a safety factor of at least 3.0 with regard to bearing capacity failure. C.3.d. Settlement We estimate that total and differential settlements among the footings will amount to less than 1 and 1/2 inch, respectively, under the assumed loads. If there are areas where more than 10 feet of fill is required, higher settlements could occur, unless the deeper fill areas are only filled with poorly graded sand (SP) or poorly graded sand with silt (SP-SM) fill. If deep fill areas are completed using clay soil, a construction delay may also be needed to allow the fill soils to consolidate under its own weight. Construction delays could range from 6 to 12 months, depending on the type of fill used, the compaction level obtained in the fill and the thickness of the fill. The construction delays should be evaluated after grading is completed by using settlement plates to monitor the consolidation of the fill. C.4. Below-Grade Walls The following sections address soil parameters for basement wall design. Although construction of retaining walls has not been specified for this project to date, the following recommendations can also be used for preliminary retaining wall design. We recommend that additional soil borings be completed for final retaining wall design. C.4.a. Drainage Control We recommend installing drain tile to remove water behind the below-grade walls at the location shown in Figure 2. The below-grade wall drainage system should also incorporate free-draining, engineered fill or a drainage board placed against the wall and connected to the drain tile. Even with the use of free-draining, engineered fill, we recommend general waterproofing of below-grade walls that surround occupied or potentially occupied areas because of the potential cost impacts related to seepage after construction is complete. Lennar Corporation Project B1805858 June 29, 2018 Page 14 Figure 2. Generalized Illustration of Wall Engineered Fill The materials listed in the sketch should meet the definitions in Section C.4.b. Low-permeability material is capable of directing water away from the wall, like clay, topsoil or pavement. The project documents should indicate if the contractor should brace the walls prior to filling, and the allowable unbalanced fill heights. As shown in Figure 2, we recommend Zone 2 consist of retained, engineered fill, and this material will control lateral pressures on the wall. However, we are also providing design parameters for using other engineered fill material. If final design uses non-sand material for engineered fill, project planning should account for the following items:  Other engineered fill material may result in higher lateral pressure on the wall.  Other engineered fill material may be more difficult to compact. 1. 2-foot wide area of Free- Draining Engineered Fill or Drainage Board 2. Retained Engineered Fill 3. 1 foot of Low-Permeability Soil or Pavement Lennar Corporation Project B1805858 June 29, 2018 Page 15  Post-construction consolidation of other engineered fill material may result in settlement- related damage to the structures or slabs supported on the engineered fill. Post-construction settlement of other engineered fill material may also cause drainage towards the structure. The magnitude of consolidation could be up to about 3 percent of the wall fill thickness. C.4.b. Selection, Placement and Compaction of Backfill Unless a drainage composite is placed against the backs of the exterior perimeter basement walls, we recommend that backfill placed within 2 horizontal feet of those walls consist of sand having less than 50 percent of the particles, by weight, passing a #40 sieve and less than 5 percent of the particles, by weight, passing a #200 sieve. Sand meeting this gradation will likely need to imported to the site. We recommend that the balance of the backfill placed against exterior perimeter walls also consist of sand, though it is our opinion that the sand may contain up to 20 percent of the particles, by weight, passing a #200 sieve. If clay must be considered for use to make up the balance of the below-grade wall backfill (assuming a drainage composite or sand is placed against the backs of the walls), post-compaction consolidation of the clay occurring under its own weight can be expected to continue beyond the end of construction. The magnitude of consolidation could amount to between 1 and 3 percent of the backfill thickness, or wall height, and if not accommodated, could cause slabs or pavements to settle unfavorably or be damaged. Should clay still be considered for use as backfill, however, we further recommend that:  The bottoms of the excavations required for basement wall construction are wide enough to accommodate compaction equipment.  Backfill is placed at moisture contents at least equal to, but not more than, 3 percentage points above its optimum moisture content.  Backfill is placed in loose lifts no thicker than 6 inches prior to compaction.  The relative compaction of the backfill is measured through density testing at intervals not exceeding 1 test per 50 horizontal feet for each 2 vertical feet of backfill placed. We recommend using a walk-behind compactor to compact the backfill placed within about 5 feet of the basement walls. Further away than that, a self-propelled compactor can be used. Compaction criteria for basement walls should be determined based on the compaction recommendations provided above in Section C.2. Lennar Corporation Project B1805858 June 29, 2018 Page 16 Exterior backfill not capped with slabs or pavement should be capped with a low-permeability soil to limit the infiltration of surface drainage into the backfill. The finished surface should also be sloped to divert water away from the walls. C.4.c. Configuring and Resisting Lateral Loads Below-grade wall design can use active earth pressure conditions, if the walls can rotate slightly. If the wall design cannot tolerate rotation, then design should use at-rest earth pressure conditions. Rotation up to 0.002 times the wall height is generally required for walls supporting sand. Rotation up to 0.02 times the wall height is required when wall supports clay. Table 5 presents our recommended lateral coefficients and equivalent fluid pressures for wall design of active, at-rest and passive earth pressure conditions. The table also provides recommended wet unit weights and internal friction angles. Designs should also consider the slope of any engineered fill and dead or live loads placed behind the walls within a horizontal distance that is equal to the height of the walls. Our recommended values assume the wall design provides drainage so water cannot accumulate behind the walls. The construction documents should clearly identify what soils the contractor should use for engineered fill of walls. Table 5. Recommended Below-Grade Wall Design Parameters – Drained Conditions Retained Soil Wet Unit Weight, pcf Friction Angle, (degrees Equivalent Active Fluid Pressure* (pcf) Equivalent At-Rest Fluid Pressure* (pcf) Equivalent Passive Fluid Pressure* (pcf) Sand (SP, SP-SM) 120 33 35 55 400 Silty Sand (SM) 125 30 42 62 360 Clay (CL) 120 26 47 70 300 * Based on Rankine model for soils in a region behind the wall extending at least 2 horizontal feet beyond the bottom outer edges of the wall footings and then rising up and away from the wall at an angle no steeper than 60 degrees from horizontal. Sliding resistance between the bottom of the footing and the soil can also resist lateral pressures. We recommend assuming a sliding coefficient equal to 0.30 between the concrete and clay soil. The values presented in this section are un-factored. Lennar Corporation Project B1805858 June 29, 2018 Page 17 C.5. Interior Slabs C.5.a. Moisture Vapor Protection Excess transmission of water vapor could cause floor dampness, certain types of floor bonding agents to separate, or mold to form under floor coverings. If project planning includes using floor coverings or coatings, we recommend placing a vapor retarder or vapor barrier immediately beneath the slab. We also recommend consulting with floor covering manufacturers regarding the appropriate type, use and installation of the vapor retarder or barrier to preserve warranty assurances. C.5.b. Radon In preparation for radon mitigation systems, we recommend that slabs on grade be constructed over a layer of gas permeable material consisting of a minimum of 4 inches of either clean aggregate material or coarse sand. The aggregate material should consist of rock no larger than 2 inches and no smaller than 1/4 inch. Sand should have less than 50 percent of the particles by weight passing a #40 sieve and less than 5 percent of the particles by weight passing a #200 sieve. Above the gas permeable aggregate or sand, a polyethylene sheeting (6-mil minimum) should be placed. The sheeting should be properly lapped and penetrations through the sheeting sealed. Penetrations through the slab and foundation walls should also be sealed. C.6. Frost Protection C.6.a. General A mixture of clay and silty sand soil will likely underlie all of the exterior slabs, as well as pavements. Most of these soils are considered to be moderately to highly frost susceptible. The fine-grained soils as well as some of the silty sand can retain moisture and heave upon freezing. In general, this characteristic is not an issue unless these soils become saturated, due to surface runoff or infiltration, or are excessively wet in situ. Once frozen, unfavorable amounts of general and isolated heaving of the soils and the surface structures supported on them could develop. This type of heaving could affect design drainage patterns and the performance of exterior slabs and pavements, as well as any isolated exterior footings and piers. Note that general runoff and infiltration from precipitation are not the only sources of water that can saturate subgrade soils and contribute to frost heave. Roof drainage and irrigation of landscaped areas in close proximity to exterior slabs, pavements, and isolated footings and piers, contribute as well. Lennar Corporation Project B1805858 June 29, 2018 Page 18 C.6.b. Frost Heave Mitigation To address most of the heave related issues, we recommend setting general site grades and grades for exterior surface features to direct surface drainage away from buildings, across large paved areas and away from walkways. Such grading will limit the potential for saturation of the subgrade and subsequent heaving. General grades should also have enough “slope” to tolerate potential larger areas of heave, which may not fully settle after thawing. Even small amounts of frost-related differential movement at walkway joints or cracks can create tripping hazards. Project planning can explore several subgrade improvement options to address this condition. One of the more conservative subgrade improvement options to mitigate potential heave is removing any frost-susceptible soils present below the exterior slab areas down to a minimum depth of 4 feet below subgrade elevations. We recommend filling the resulting excavation with non-frost-susceptible fill. We also recommend sloping the bottom of the excavation toward one or more collection points to remove any water entering the engineered fill. This approach will not be effective in controlling frost heave without removing the water. An important geometric aspect of the excavation and replacement approach described above is sloping the banks of the excavations to create a more gradual transition between the unexcavated soils considered frost susceptible and the engineered fill in the excavated area, which is not frost susceptible. The slope allows attenuation of differential movement that may occur along the excavation boundary. We recommend slopes that are 3H:1V, or flatter, along transitions between frost-susceptible and non- frost-susceptible soils. Lennar Corporation Project B1805858 June 29, 2018 Page 19 Figure 3 that follows shows an illustration summarizing some of the recommendations. Figure 3. Frost Protection Geometry Illustration Another option is to limit frost heave in critical areas, such as doorways and entrances, via frost-depth footings or localized excavations with sloped transitions between frost-susceptible and non-frost- susceptible soils, as described above. Over the life of slabs and pavements, cracks will develop and joints will open up, which will expose the subgrade and allow water to enter from the surface and either saturate or perch atop the subgrade soils. This water intrusion increases the potential for frost heave or moisture-related distress near the crack or joint. Therefore, we recommend implementing a detailed maintenance program to seal and/or fill any cracks and joints. The maintenance program should give special attention to areas where dissimilar materials abut one another, where construction joints occur and where shrinkage cracks develop. C.7. Pavements and Exterior Slabs C.7.a. Design Sections Our scope of services for this project did not include laboratory tests on subgrade soils to determine an R-value for pavement design. Since most of the soils on this site consist of clay, we recommend that the pavements be designed for an assume R-value of 10. Note the contractor may need to perform limited removal of unsuitable or less suitable soils to achieve this value. Lennar Corporation Project B1805858 June 29, 2018 Page 20 We assumed that pavements for the residential development will be subject to a maximum of 50,000 ESALs over a 20-year design life. Based upon the aforementioned traffic loads and an R-value of 10, we recommend a bituminous pavement section for the local residential streets that includes a minimum of 3 1/2 inches of bituminous pavement, (a 1 1/2-inch surface course over a 2-inch base course), over 8 inches of aggregate base material, and 12 inches of select granular fill. The City of Chanhassen may have a standard pavement section that is different. C.7.b. Bituminous Pavement Materials Appropriate mix designs are critical to the performance of flexible pavements. We can provide recommendations for pavement material selection during final pavement design. C.7.c. Subgrade Drainage We recommend installing perforated drainpipes throughout pavement areas at low points, around catch basins, and behind curb in landscaped areas. We also recommend installing drainpipes along pavement and exterior slab edges where exterior grades promote drainage toward those edge areas. The contractor should place drainpipes in small trenches, extended at least 8 inches below the granular subbase layer, or below the aggregate base material where no subbase is present. C.7.d. Performance and Maintenance We based the above pavement designs on a 20-year performance life for bituminous. This is the amount of time before we anticipate the pavement will require reconstruction. This performance life assumes routine maintenance, such as seal coating and crack sealing. The actual pavement life will vary depending on variations in weather, traffic conditions and maintenance. It is common to place the non-wear course of bituminous and then delay placement of the wear course. For this situation, we recommend evaluating if the reduced pavement section will have sufficient structure to support construction traffic. Many conditions affect the overall performance of the exterior slabs and pavements. Some of these conditions include the environment, loading conditions and the level of ongoing maintenance. With regard to bituminous pavements in particular, it is common to have thermal cracking develop within the first few years of placement, and continue throughout the life of the pavement. We recommend developing a regular maintenance plan for filling cracks in exterior slabs and pavements to lessen the Lennar Corporation Project B1805858 June 29, 2018 Page 21 potential impacts for cold weather distress due to frost heave or warm weather distress due to wetting and softening of the subgrade. C.8. Utilities C.8.a. Subgrade Stabilization Earthwork activities associated with utility installations located inside building pad areas should adhere to the recommendations in Section C.2. For exterior utilities, we anticipate the soils at typical invert elevations will be suitable for utility support. However, if construction encounters unfavorable conditions such as soft clay, organic soils or perched water at invert grades, the unsuitable soils may require some additional subcutting and replacement with sand or crushed rock to prepare a proper subgrade for pipe support. Project design and construction should not place utilities within the 1H:1V oversizing of foundations. C.8.b. Selection, Placement, and Compaction of Backfill We recommend selecting, placing, and compacting utility backfill in accordance with the recommendations provided above in Section C.2.i. C.8.c. Corrosion Potential Based on our experience, some of the clay soils encountered by the borings are moderately corrosive to metallic conduits. However, the sand soils are generally not corrosive to metallic conduits. If the pipe may be embedded in clay soils, we recommend specifying non-corrosive materials or providing corrosion protection, unless project planning chooses to perform additional tests to demonstrate the soils are not corrosive. D. Procedures D.1. Penetration Test Borings We drilled the penetration test borings on June 21, 2018, with an off-road-mounted core and auger drill equipped with hollow-stem auger. We performed the borings in general accordance with ASTM D6151 taking penetration test samples at 2 1/2- or 5-foot intervals in general accordance to ASTM D1586. The boring logs show the actual sample intervals and corresponding depths. Lennar Corporation Project B1805858 June 29, 2018 Page 22 D.2. Exploration Logs D.2.a. Log of Boring Sheets The Appendix includes Log of Boring sheets for our penetration test borings. The logs identify and describe the penetrated geologic materials, and present the results of penetration resistance and other in-situ tests performed. The logs also present the results of laboratory tests performed on penetration test samples, and groundwater measurements. We inferred strata boundaries from changes in the penetration test samples and the auger cuttings. Because we did not perform continuous sampling, the strata boundary depths are only approximate. The boundary depths likely vary away from the boring locations, and the boundaries themselves may occur as gradual rather than abrupt transitions. D.2.b. Geologic Origins We assigned geologic origins to the materials shown on the logs and referenced within this report, based on: (1) a review of the background information and reference documents cited above, (2) visual classification of the various geologic material samples retrieved during the course of our subsurface exploration, (3) penetration resistance and other in-situ testing performed for the project, (4) laboratory test results, and (5) available common knowledge of the geologic processes and environments that have impacted the site and surrounding area in the past. D.3. Material Classification and Testing D.3.a. Visual and Manual Classification We visually and manually classified the geologic materials encountered based on ASTM D2488. When we performed laboratory classification tests, we used the results to classify the geologic materials in accordance with ASTM D2487. The Appendix includes a chart explaining the classification system we used. D.3.b. Laboratory Testing The exploration logs in the Appendix note the results of the laboratory tests performed on geologic material samples. We performed the tests in general accordance with ASTM procedures. Lennar Corporation Project B1805858 June 29, 2018 Page 23 D.4. Groundwater Measurements The drillers checked for groundwater while advancing the penetration test borings, and again after auger withdrawal. We then immediately filled the boreholes. E. Qualifications E.1. Variations in Subsurface Conditions E.1.a. Material Strata We developed our evaluation, analyses and recommendations from a limited amount of site and subsurface information. It is not standard engineering practice to retrieve material samples from exploration locations continuously with depth. Therefore, we must infer strata boundaries and thicknesses to some extent. Strata boundaries may also be gradual transitions, and project planning should expect the strata to vary in depth, elevation and thickness, away from the exploration locations. Variations in subsurface conditions present between exploration locations may not be revealed until performing additional exploration work, or starting construction. If future activity for this project reveals any such variations, you should notify us so that we may reevaluate our recommendations. Such variations could increase construction costs, and we recommend including a contingency to accommodate them. E.1.b. Groundwater Levels We made groundwater measurements under the conditions reported herein and shown on the exploration logs, and interpreted in the text of this report. Note that the observation periods were relatively short, and project planning can expect groundwater levels to fluctuate in response to rainfall, flooding, irrigation, seasonal freezing and thawing, surface drainage modifications and other seasonal and annual factors. Lennar Corporation Project B1805858 June 29, 2018 Page 24 E.2. Continuity of Professional Responsibility E.2.a. Plan Review We based this report on a limited amount of information, and we made a number of assumptions to help us develop our recommendations. Braun Intertec should be retained to review the geotechnical aspects of the designs and specifications. This review will allow us to evaluate whether we anticipated the design correctly, if any design changes affect the validity of our recommendations, and if the design and specifications correctly interpret and implement our recommendations. Braun Intertec should also be retained to complete the soil observations and testing as the site is being graded. E.2.b. Construction Observations and Testing We recommend retaining us to perform the required observations and testing during construction as part of the ongoing geotechnical evaluation. This will allow us to correlate the subsurface conditions exposed during construction with those encountered by the borings and provide professional continuity from the design phase to the construction phase. If we do not perform observations and testing during construction, it becomes the responsibility of others to validate the assumption made during the preparation of this report and to accept the construction-related geotechnical engineer-of-record responsibilities. E.3. Use of Report This report is for the exclusive use of the addressed parties. Without written approval, we assume no responsibility to other parties regarding this report. Our evaluation, analyses and recommendations may not be appropriate for other parties or projects. E.4. Standard of Care In performing its services, Braun Intertec used that degree of care and skill ordinarily exercised under similar circumstances by reputable members of its profession currently practicing in the same locality. No warranty, express or implied, is made. Appendix 4 5 7 8 6 8 1 1/2 Benchmark: Soil boring elevations provided by Pioneer Engineering.28 25 FILL FILL CL CL FILL: Organic Clay, black, moist. FILL: Sandy Lean Clay, trace Gravel, light and dark brown, moist. SANDY LEAN CLAY, trace Gravel, brown, moist, medium. (Glacial Till) SANDY LEAN CLAY, trace Gravel, gray, moist, medium. (Glacial Till) END OF BORING. Water not observed while drilling. Boring immediately backfilled. 978.3 976.8 973.8 966.3 2.5 4.0 7.0 14.5 6/21/18 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL ST-1 page 1 of 1 3 1/4" HSA, AutohammerM. Takada L O G O F B O R I N G (See Descriptive Terminology sheet for explanation of abbreviations)LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-1 METHOD: BORING: BPF Braun Intertec CorporationB1805858LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2018\05858.GPJ BRAUN_V8_CURRENT.GDT 6/29/18 09:21Braun Project B1805858 GEOTECHNICAL EVALUATION Nelson Properties 7141 Galpin Boulevard Chanhassen, Minnesota qp tsf MC %Symbol Elev. feet 980.8 Depth feet 0.0 4 12 11 12 13 13 3/432 30 OL CL CL ORGANIC CLAY, dark brown, moist. (Topsoil) LEAN CLAY with SAND, trace Gravel, brown, moist, soft to stiff. (Glacial Till) SANDY LEAN CLAY, trace Gravel, brown, moist, stiff. (Glacial Till) With seams of Silty Sand from 10 to 14 feet. END OF BORING. Water not observed while drilling. Boring immediately backfilled. 1002.4 993.9 988.4 0.5 9.0 14.5 6/21/18 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL ST-2 page 1 of 1 3 1/4" HSA, AutohammerM. Takada L O G O F B O R I N G (See Descriptive Terminology sheet for explanation of abbreviations)LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-2 METHOD: BORING: BPF Braun Intertec CorporationB1805858LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2018\05858.GPJ BRAUN_V8_CURRENT.GDT 6/29/18 09:21Braun Project B1805858 GEOTECHNICAL EVALUATION Nelson Properties 7141 Galpin Boulevard Chanhassen, Minnesota qp tsf MC %Symbol Elev. feet 1002.9 Depth feet 0.0 5 13 6 12 10 10 1 1/4 16 19 FILL OL SC CL CL FILL: Lean Clay, trace organics, brown and black, moist. ORGANIC CLAY, black, moist. (Topsoil) CLAYEY SAND, trace Gravel, brown, moist, stiff. (Glacial Till) SANDY LEAN CLAY, seams of Silty Sand, trace Gravel, light grayish brown, moist, medium. (Glacial Till) SANDY LEAN CLAY, trace Gravel, brown, moist, stiff. (Glacial Till) END OF BORING. Water not observed while drilling. Boring immediately backfilled. 968.3 966.1 963.1 960.1 955.6 1.8 4.0 7.0 10.0 14.5 6/21/18 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL ST-3 page 1 of 1 3 1/4" HSA, AutohammerM. Takada L O G O F B O R I N G (See Descriptive Terminology sheet for explanation of abbreviations)LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-3 METHOD: BORING: BPF Braun Intertec CorporationB1805858LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2018\05858.GPJ BRAUN_V8_CURRENT.GDT 6/29/18 09:21Braun Project B1805858 GEOTECHNICAL EVALUATION Nelson Properties 7141 Galpin Boulevard Chanhassen, Minnesota qp tsf MC %Symbol Elev. feet 970.1 Depth feet 0.0 5 8 7 12 11 11 3/4 2 20 19 OL CL CL CL ORGANIC CLAY, black, moist. (Topsoil) SANDY LEAN CLAY, trace Gravel, seams of Silty Sand, grayish brown, moist, medium. (Glacial Till) SANDY LEAN CLAY, trace Gravel, brown, moist, medium. (Glacial Till) SANDY LEAN CLAY, trace Gravel, gray, moist, stiff. (Glacial Till) END OF BORING. Water not observed while drilling. Boring immediately backfilled. 962.4 959.4 954.4 948.9 1.0 4.0 9.0 14.5 6/21/18 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL ST-4 page 1 of 1 3 1/4" HSA, AutohammerM. Takada L O G O F B O R I N G (See Descriptive Terminology sheet for explanation of abbreviations)LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-4 METHOD: BORING: BPF Braun Intertec CorporationB1805858LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2018\05858.GPJ BRAUN_V8_CURRENT.GDT 6/29/18 09:21Braun Project B1805858 GEOTECHNICAL EVALUATION Nelson Properties 7141 Galpin Boulevard Chanhassen, Minnesota qp tsf MC %Symbol Elev. feet 963.4 Depth feet 0.0 6 10 10 16 13 12 1 1/228 19 OL CL CL CL ORGANIC CLAY, black, moist. (Topsoil) LEAN CLAY, grayish brown, moist, medium. (Glacial Till) SANDY LEAN CLAY, trace Gravel, brown, moist, stiff to very stiff. (Glacial Till) With seams of Silty Sand at 10 feet. SANDY LEAN CLAY, trace Gravel, gray, moist, stiff. (Glacial Till) END OF BORING. Water not observed while drilling. Boring immediately backfilled. 978.3 976.8 968.8 966.3 2.5 4.0 12.0 14.5 6/21/18 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL ST-5 page 1 of 1 3 1/4" HSA, AutohammerM. Takada L O G O F B O R I N G (See Descriptive Terminology sheet for explanation of abbreviations)LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-5 METHOD: BORING: BPF Braun Intertec CorporationB1805858LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2018\05858.GPJ BRAUN_V8_CURRENT.GDT 6/29/18 09:21Braun Project B1805858 GEOTECHNICAL EVALUATION Nelson Properties 7141 Galpin Boulevard Chanhassen, Minnesota qp tsf MC %Symbol Elev. feet 980.8 Depth feet 0.0 2 3 3 5 2 5 6 1/4 1/4 1/2 1 1/2 An open triangle in the water level (WL) column indicates the depth at which groundwater was observed while drilling. Groundwater levels fluctuate.24 25 FILL CL ORGANIC CLAY, black, moist. (Topsoil or Topsoil Fill) SANDY LEAN CLAY, trace Gravel, seams of Silty Sand, gray, moist to wet. (Glacial Till) With seams of Poorly Graded Sand at 19 feet. END OF BORING. Water observed at 14 feet while drilling. Water observed at 6 feet with 19 1/2 feet of hollow-stem auger in the ground. Boring immediately backfilled with bentonite grout. 982.4 970.4 9.0 21.0 6/21/18 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL ST-6 page 1 of 1 3 1/4" HSA, AutohammerM. Takada L O G O F B O R I N G (See Descriptive Terminology sheet for explanation of abbreviations)LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-6 METHOD: BORING: BPF Braun Intertec CorporationB1805858LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2018\05858.GPJ BRAUN_V8_CURRENT.GDT 6/29/18 09:21Braun Project B1805858 GEOTECHNICAL EVALUATION Nelson Properties 7141 Galpin Boulevard Chanhassen, Minnesota qp tsf MC %Symbol Elev. feet 991.4 Depth feet 0.0 6 12 13 15 17 17 1 1/219 18 OL CL ORGANIC CLAY, with roots, black, moist. (Topsoil) SANDY LEAN CLAY, trace Gravel, with seams of Silty Sand, brown, moist, medium to very stiff. (Glacial Till) END OF BORING. Water not observed while drilling. Boring immediately backfilled. 1017.2 1003.7 1.0 14.5 6/21/18 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL ST-7 page 1 of 1 3 1/4" HSA, AutohammerM. Takada L O G O F B O R I N G (See Descriptive Terminology sheet for explanation of abbreviations)LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-7 METHOD: BORING: BPF Braun Intertec CorporationB1805858LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2018\05858.GPJ BRAUN_V8_CURRENT.GDT 6/29/18 09:21Braun Project B1805858 GEOTECHNICAL EVALUATION Nelson Properties 7141 Galpin Boulevard Chanhassen, Minnesota qp tsf MC %Symbol Elev. feet 1018.2 Depth feet 0.0 6 4 3 7 7 7 1 1/4 1/4 1/4 22 28 26 OL CL CL CL CL ORGANIC CLAY, black, moist. (Topsoil) LEAN CLAY with SAND, trace Gravel, grayish brown, moist, medium. (Glacial Till) LEAN CLAY, grayish brown, moist, soft. (Glacial Till) SANDY LEAN CLAY, trace Gravel, grayish brown, moist, soft to medium. (Glacial Till) SANDY LEAN CLAY, trace Gravel, gray, moist, medium. (Glacial Till) END OF BORING. Water not observed while drilling. Boring immediately backfilled. 1000.1 997.3 994.3 990.3 986.8 1.2 4.0 7.0 11.0 14.5 6/21/18 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL ST-8 page 1 of 1 3 1/4" HSA, AutohammerM. Takada L O G O F B O R I N G (See Descriptive Terminology sheet for explanation of abbreviations)LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-8 METHOD: BORING: BPF Braun Intertec CorporationB1805858LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2018\05858.GPJ BRAUN_V8_CURRENT.GDT 6/29/18 09:21Braun Project B1805858 GEOTECHNICAL EVALUATION Nelson Properties 7141 Galpin Boulevard Chanhassen, Minnesota qp tsf MC %Symbol Elev. feet 1001.3 Depth feet 0.0 Descriptive Terminology of Soil Based on Standards ASTM D 2487-11/2488-09a (Unified Soil Classification System) Group Symbol Group NameB Cu ≥ 4 and 1 ≤ Cc ≤ 3D GW Well-graded gravelE Cu < 4 and/or (Cc < 1 or Cc > 3)D GP Poorly graded gravelE Fines classify as ML or MH GM Silty gravelE F G Fines Classify as CL or CH GC Clayey gravelE F G Cu ≥ 6 and 1 ≤ Cc ≤ 3D SW Well-graded sandI Cu < 6 and/or (Cc < 1 or Cc > 3)D SP Poorly graded sandI Fines classify as ML or MH SM Silty sandF G I Fines classify as CL or CH SC Clayey sandF G I CL Lean clayK L M PI < 4 or plots below "A" lineJ ML SiltK L M Organic OL CH Fat clayK L M MH Elastic siltK L M Organic OH PT Peat Criteria for Assigning Group Symbols and Group Names Using Laboratory TestsA Soil Classification Coarse-grained Soils (more than 50% retained on No. 200 sieve)Fine-grained Soils (50% or more passes the No. 200 sieve) Sands (50% or more coarse fraction passes No. 4 sieve) Clean Gravels (Less than 5% finesC) Gravels with Fines (More than 12% finesC) Clean Sands (Less than 5% finesH) Sands with Fines (More than 12% finesH) Gravels (More than 50% of coarse fraction retained on No. 4 sieve) Highly Organic Soils Silts and Clays (Liquid limit less than 50) Silts and Clays (Liquid limit 50 or more) Primarily organic matter, dark in color, and organic odor Inorganic Inorganic PI > 7 and plots on or above "A" lineJ PI plots on or above "A" line PI plots below "A" line Liquid Limit −oven dried Liquid Limit −not dried <0.75 Organic clay K L M N Organic silt K L M O Liquid Limit −oven dried Liquid Limit −not dried <0.75 Organic clay K L M P Organic silt K L M Q Particle Size Identification Boulders.............. over 12" Cobbles................ 3" to 12" Gravel Coarse............. 3/4" to 3" (19.00 mm to 75.00 mm) Fine................. No. 4 to 3/4" (4.75 mm to 19.00 mm) Sand Coarse.............. No. 10 to No. 4 (2.00 mm to 4.75 mm) Medium........... No. 40 to No. 10 (0.425 mm to 2.00 mm) Fine.................. No. 200 to No. 40 (0.075 mm to 0.425 mm) Silt........................ No. 200 (0.075 mm) to .005 mm Clay...................... < .005 mm Relative ProportionsL, M trace............................. 0 to 5% little.............................. 6 to 14% with.............................. ≥ 15% Inclusion Thicknesses lens............................... 0 to 1/8" seam............................. 1/8" to 1" layer.............................. over 1" Apparent Relative Density of Cohesionless Soils Very loose ..................... 0 to 4 BPF Loose ............................ 5 to 10 BPF Medium dense.............. 11 to 30 BPF Dense............................ 31 to 50 BPF Very dense.................... over 50 BPF A.Based on the material passing the 3-inch (75-mm) sieve. B.If field sample contained cobbles or boulders, or both, add "with cobbles or boulders, or both" to group name. C. Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded gravel with silt GW-GC well-graded gravel with clay GP-GM poorly graded gravel with silt GP-GC poorly graded gravel with clay D.Cu = D60 / D10 Cc = 𝐷30 2 / (𝐷10 𝑥𝐷60) E.If soil contains ≥ 15% sand, add "with sand" to group name. F.If fines classify as CL-ML, use dual symbol GC-GM or SC-SM. G. If fines are organic, add "with organic fines" to group name. H. Sands with 5 to 12%fines require dual symbols: SW-SM well-graded sand with silt SW-SC well-graded sand with clay SP-SM poorly graded sand with silt SP-SC poorly graded sand with clay I.If soil contains ≥ 15% gravel, add "with gravel" to group name. J. If Atterberg limits plot in hatched area, soil is CL-ML, silty clay. K.If soil contains 15 to < 30% plus No. 200, add "with sand" or "with gravel", whichever is predominant. L. If soil contains ≥ 30% plus No. 200, predominantly sand, add “sandy” to group name. M. If soil contains ≥ 30% plus No. 200 predominantly gravel, add “gravelly” to group name. N. PI ≥ 4 and plots on or above “A” line. O. PI < 4 or plots below “A” line. P. PI plots on or above “A” line. Q.PI plots below “A” line Laboratory Tests DD Dry Density,pcf OC Organic content, %PL Plastic limit, % WD Wet Density, pcf qp Pocket penetrometer strength LL Liquid limit, % P200 % Passing #200 sieve MC Moisture conent, %PI Plasticity Index, % Consistency of Blows Approximate Unconfined Cohesive Soils Per Foot Compressive Strength Very soft................... 0 to 1 BPF................... < 1/4 tsf Soft........................... 2 to 4 BPF................... 1/4 to 1/2 tsf Medium.................... 5 to 8 BPF .................. 1/2 to 1 tsf Stiff........................... 9 to 15 BPF................. 1 to 2 tsf Very Stiff................... 16 to 30 BPF............... 2 to 4 tsf Hard.......................... over 30 BPF................ > 4 tsf Drilling Notes: BPF: Numbers indicate blows per foot recorded in standard penetration test, also known as “N” value. The sampler was set 6 inches into undisturbed soil below the hollow-stem auger. Driving resistances were then counted for second and third 6-inch increments, and added to get BPF. Partial Penetration:If the sampler cannot be driven the full 12 inches beyond the initial 6-inch set, the number of blows for that partial penetration is shown as "No./X" (i.e., 50/2"). If the sampler cannot be advanced beyond the initial 6-inch set, the depth of penetration will be recorded in the Notes column as "No. to set X" (i.e., 50 to set 4"). WH: WH indicates the sampler penetrated soil under weight of hammer and rods alone; driving not required. WR: WR indicates the sampler penetrated soil under weight of rods alone; hammer weight and driving not required. WL: WL indicates the water level measured by the drillers either while drilling or following drilling. Moisture Content: Dry:Absence of moisture, dusty, dry to the touch. Moist: Damp but no visible water. Wet: Visible free water, usually soil is below water table. 5/2017