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5_Stormwater Report_Holasek Business Park_2018-10-18 STORMWATER MANAGEMENT PLAN FOR HOLASEK BUSINESS PARK CHANHASSEN, MN PREPARED BY: PETE MOREAU 10/18/2018 Holasek Business 10/18/2018 Stormwater Management Plan PROJECT INTRODUCTION EXISTING CONDITIONS EXISTING SOILS Holasek Business Park /2018 Stormwater Management Plan NTRODUCTION The project site is in Chanhassen, MN south of development consists of three office/warehouse buildings and related parking lots, truck docks, stormwater management ponds, and utilities. The total total tributary area a The project has been designed to meet the requirements of the City of Watershed Management Organization (CCWMO) development 100-year storm events precipitation depths) phosphorus conditions. T exceeds the City requirements. from all new physically limiting site conditions ( inch of volume control on ONDITIONS The existing project site is mostly pervious aggregate drives receives no volume control, rate control, or water quality treatment from stormwater best management practices (BMPs) southwest to the existing wetland area (3.7 acres of the 42.3 acre report conducted by Pinnacle Engineering date Wetland Alteration Permit submittal provided to the City of Chanhassen technical evaluation panel (TEP) meeting with Pinnacle Engineering and LGU) on Monday OILS A geotechnical report supplemental and swamp deposits swam deposits, conducted recently by American Engineering Testing, I understand the completed and Stormwater Management Plan The project site is in Chanhassen, MN south of development consists of three office/warehouse buildings and related parking lots, truck docks, stormwater management ponds, and utilities. The total total tributary area analyzed within the project limits is approximately roject has been designed to meet the requirements of the City of Watershed Management Organization (CCWMO) development controls the rate of runoff storm events (24- precipitation depths) and a 10 (TP) and 90% removal The City requires 60% TP removal and 90% TSS removal, s the City requirements. from all new and reconstructed impervious surfaces on site. physically limiting site conditions ( of volume control on-site through volume reduction methods. The existing project site is mostly pervious aggregate drives, wooded areas, and wetlands receives no volume control, rate control, or water quality treatment from stormwater best management practices (BMPs). The majority of rainfall collects in southwest to the existing wetland (3.7 acres of the 42.3 acre report conducted by Pinnacle Engineering date Wetland Alteration Permit submittal provided to the City of Chanhassen technical evaluation panel (TEP) meeting with Pinnacle Engineering and on Monday 10/22/18 hnical report was prepared supplemental report following deposits at depths ranging from 5 ½ to at least 18 feet deep below grade. Underlying the fill and swam deposits, the soils primarily recently by American Engineering Testing, I understand the extent of the fill and swamp deposits and the updated report The project site is in Chanhassen, MN south of development consists of three office/warehouse buildings and related parking lots, truck docks, stormwater management ponds, and utilities. The total yzed within the project limits is approximately roject has been designed to meet the requirements of the City of Watershed Management Organization (CCWMO) controls the rate of runoff to not exceed -hour duration) using Atlas 14 precipitation and a 10-day snowmelt event removal of total suspended solids ( City requires 60% TP removal and 90% TSS removal, s the City requirements. Both agencies also require volume control reconstructed impervious surfaces on site. physically limiting site conditions (includes site through volume reduction methods. The existing project site is mostly pervious areas, and wetlands receives no volume control, rate control, or water quality treatment from stormwater best management majority of rainfall collects in southwest to the existing wetland on site, (3.7 acres of the 42.3 acres analyzed) drains northwest report conducted by Pinnacle Engineering date Wetland Alteration Permit submittal provided to the City of Chanhassen technical evaluation panel (TEP) meeting with Pinnacle Engineering and to reach a conclusion of wetland was prepared by Braun Intertec report following on 4/14/15 (project #B1501103) at depths ranging from 5 ½ to at least 18 feet deep below grade. Underlying the fill and primarily consisted of brown sandy lean clay recently by American Engineering Testing, I extent of the fill and swamp deposits ated report will be provided The project site is in Chanhassen, MN south of the intersection of Galpin Blvd. and Lyman Blvd. Proposed development consists of three office/warehouse buildings and related parking lots, truck docks, stormwater management ponds, and utilities. The total proposed parcel yzed within the project limits is approximately roject has been designed to meet the requirements of the City of Watershed Management Organization (CCWMO). Collectively, the to not exceed the using Atlas 14 precipitation day snowmelt event. For water quality, CCWMO requires total suspended solids ( City requires 60% TP removal and 90% TSS removal, s Both agencies also require volume control reconstructed impervious surfaces on site. includes infiltration restricted subsoils) site through volume reduction methods. The existing project site is mostly pervious, consisting of agricultural fields, former building pads areas, and wetlands. At present, stormwater originating receives no volume control, rate control, or water quality treatment from stormwater best management majority of rainfall collects in minor , which ultimately s analyzed) drains northwest report conducted by Pinnacle Engineering dated 8/25/17 (project #EM20170022) Wetland Alteration Permit submittal provided to the City of Chanhassen technical evaluation panel (TEP) meeting with Pinnacle Engineering and onclusion of wetland by Braun Intertec Corp. 4/14/15 (project #B1501103) at depths ranging from 5 ½ to at least 18 feet deep below grade. Underlying the fill and consisted of brown sandy lean clay recently by American Engineering Testing, Inc. (AET) extent of the fill and swamp deposits. Further g be provided once obtained. the intersection of Galpin Blvd. and Lyman Blvd. Proposed development consists of three office/warehouse buildings and related parking lots, truck docks, stormwater parcel area is 49.1 acres yzed within the project limits is approximately 43.0 roject has been designed to meet the requirements of the City of Chanhassen Collectively, the two agencies the respective existing condition using Atlas 14 precipitation (exceeds City For water quality, CCWMO requires total suspended solids (TSS) generated by the site under developed City requires 60% TP removal and 90% TSS removal, so achieving Both agencies also require volume control reconstructed impervious surfaces on site. Sites eligible for Alternative Compliance due nfiltration restricted subsoils) site through volume reduction methods. , consisting of agricultural fields, former building pads nt, stormwater originating receives no volume control, rate control, or water quality treatment from stormwater best management minor depressions areas within the site ultimately drains to Hazeltine Lake. s analyzed) drains northwest to a small offsite wetland. d 8/25/17 (project #EM20170022) Wetland Alteration Permit submittal provided to the City of Chanhassen. Sambatek, Inc. technical evaluation panel (TEP) meeting with Pinnacle Engineering and onclusion of wetland determinations. Corp. on 11/30/05 (project #BL 4/14/15 (project #B1501103). Their findings revealed relatively at depths ranging from 5 ½ to at least 18 feet deep below grade. Underlying the fill and consisted of brown sandy lean clay (CL . (AET) on 7/2/18 Further geotechnical exploration by AET is being once obtained. Current reports located in Appendix A. the intersection of Galpin Blvd. and Lyman Blvd. Proposed development consists of three office/warehouse buildings and related parking lots, truck docks, stormwater 49.1 acres (Lots 1-3 and Outlot A). The 43.0 acres. Chanhassen and Carver County two agencies require that the proposed existing conditions (exceeds City development standard For water quality, CCWMO requires generated by the site under developed achieving CCWMO Both agencies also require volume control equivalent to Sites eligible for Alternative Compliance due nfiltration restricted subsoils), are only required to provide agricultural fields, former building pads nt, stormwater originating within the project limits receives no volume control, rate control, or water quality treatment from stormwater best management depressions areas within the site Hazeltine Lake. A minor to a small offsite wetland. A wetland delineation d 8/25/17 (project #EM20170022) is included with the . Sambatek, Inc. technical evaluation panel (TEP) meeting with Pinnacle Engineering and the City of Chanhassen (wetland determinations. on 11/30/05 (project #BL-05 Their findings revealed relatively at depths ranging from 5 ½ to at least 18 feet deep below grade. Underlying the fill and CL, HSG D). A preliminary 7/2/18 (project # 01- eotechnical exploration by AET is being Current reports located in Appendix A. Page the intersection of Galpin Blvd. and Lyman Blvd. Proposed development consists of three office/warehouse buildings and related parking lots, truck docks, stormwater 3 and Outlot A). The and Carver County that the proposed s for the 2, 10, and development standard For water quality, CCWMO requires 90% removal of total generated by the site under developed CCWMO’s requirements equivalent to 1.0 inches of rainfall Sites eligible for Alternative Compliance due are only required to provide agricultural fields, former building pads and within the project limits receives no volume control, rate control, or water quality treatment from stormwater best management depressions areas within the site which all drain minor subwatershed A wetland delineation is included with the . Sambatek, Inc. will be attending a the City of Chanhassen (wetland 05-05688A) with Their findings revealed relatively deep fill at depths ranging from 5 ½ to at least 18 feet deep below grade. Underlying the fill and preliminary report was -20113) to better eotechnical exploration by AET is being Current reports located in Appendix A. Page 2 the intersection of Galpin Blvd. and Lyman Blvd. Proposed development consists of three office/warehouse buildings and related parking lots, truck docks, stormwater 3 and Outlot A). The that the proposed 10, and development standard 90% removal of total generated by the site under developed s requirements f rainfall Sites eligible for Alternative Compliance due to are only required to provide 0.5 within the project limits receives no volume control, rate control, or water quality treatment from stormwater best management which all drain watershed A wetland delineation will be attending a the City of Chanhassen (wetland with a deep fill at depths ranging from 5 ½ to at least 18 feet deep below grade. Underlying the fill and report was to better eotechnical exploration by AET is being Current reports located in Appendix A. Holasek Business Park 10/18/2018 Stormwater Management Plan Page 3 PROPOSED CONDITIONS Since the soil borings concluded the existing subsoils are HSG D clay subsoils that will restrict infiltration, the proposed BMP approach is seeking Alternative Compliance Option #1, to provide 0.5 inch of volume control on-site through volume reduction methods. Two NURP retention ponds with filtration benches (per CCWMO’s Standard Detail #8) will be installed for meeting water quality treatment requirements. The proposed volume control method is a stormwater reuse system to draw from the NURP ponds and irrigate the site. The available area for irrigation limits the credit that can be achieved for volume control. Therefore, a supplemental bioretention trench (per CCWMO Standard Detail #1) is proposed to achieve the site total volume control requirement and total water quality treatment levels. The proposed combination/chain of BMPs will exceed CCWMO’s requirements for both volume control and water quality. Calculations were completed using the CCWMO Calculator and the related results are documented in Appendix D of this report. Pre and post development drainage maps are located in Appendix B, runoff calculations from HydroCAD in Appendix C, and storm pipe conveyance sizing in Appendix F. The tributary area analyzed for the project is approximately 43.0 acres and consists of 27.5 acres of impervious surfaces. Of the tributary impervious area, the development proposes 25.1 acres of new impervious surfaces. All roof, sidewalk, and parking lot runoff will be routed to the on-site BMPs. Curb inlets in the parking areas and trench drains in the loading dock areas will collect pavement runoff and outlet east to the NURP ponds. Roof runoff will be piped and connected to the storm sewer main lines that discharge to the ponds. The south drive lane will drain to the bioretention trench through curb cuts. Both the ponds and bio-trench will discharge to the existing swale along the south end of the property, similar to existing conditions, at reduced discharge rates and improved quality relative to pre-development conditions. No impervious area will drain off-site to the northwest and the tributary post-development area will be 3.6 acres less than existing conditions (0.1 instead of 3.7 acres) so a net decrease in runoff will be provided to that receiving area. Area Summary (acres) Total Property Area 49.1 Total Disturbed Area 42.2 Total Drainage Area Analyzed 43.0 Area Tributary to BMPs 36.0 Drainage Area (acres) Total 43.0 Impervious 27.5 Pervious 15.5 Holasek Business 10/18/2018 Stormwater Management Plan RATE CONTROL PRE-TREATMENT VOLUME CONTROL Holasek Business Park /2018 Stormwater Management Plan ONTROL The City of Chanhassen not exceed the using Atlas 14 precipitation Atlas 14, 24- below and additional details may be found in REATMENT Pre-treatment dev curb cuts prior to the bio devices at their respective outlets longevity of the proposed permanent ONTROL Since the soil borings concluded the existing subsoils are the proposed Compliance Option #1 the CCWMO Calculator data Stormwater Management Plan Chanhassen and the respective existing condition using Atlas 14 precipitation -hour rainfall events. The results of the runoff rate comparison are summarized in the table below and additional details may be found in Storm Event 10-day snowmelt nt devices include: sumps rior to the bio-retention trench devices at their respective outlets longevity of the proposed permanent Since the soil borings concluded the existing subsoils are proposed volume reduction target is 0.5 inch from all new Compliance Option #1 of CCWMO. the CCWMO Calculator data New/Reconstructed Constrained Required Total Volume Control and CCWMO require existing condition using Atlas 14 precipitation and a 10-day snowmelt event hour rainfall events. The results of the runoff rate comparison are summarized in the table below and additional details may be found in Maximum Rate of Runoff (cfs) Storm Event Total 2-year 10-year 100-year day snowmelt ices include: sumps and snouts retention trench. devices at their respective outlets will remove initial larger sediments. longevity of the proposed permanent treatment BMPs Since the soil borings concluded the existing subsoils are duction target is 0.5 inch from all new of CCWMO. Please find the the CCWMO Calculator data. Volume Reconstructed Impervious Surface Constrained (Infiltration Required Volume to be Retained Stormwater Reuse Bioretention Trench Total Volume Control require that the proposed existing conditions for the 2, 10, and 100 day snowmelt event hour rainfall events. The results of the runoff rate comparison are summarized in the table below and additional details may be found in Appendix C. Maximum Rate of Runoff (cfs) Total Existing 15.77 39.05 103.52 31.73 and snouts at inlet structures . The inlets upstream of the remove initial larger sediments. treatment BMPs. Since the soil borings concluded the existing subsoils are duction target is 0.5 inch from all new find the volume control Volume Control Summary Impervious Surface Restricted) Area to be Retained Stormwater Reuse Bioretention Trench Total Volume Control Provided that the proposed development 10, and 100-year day snowmelt event. HydroCAD calculations were p hour rainfall events. The results of the runoff rate comparison are summarized in the table . Maximum Rate of Runoff (cfs) Total Proposed 15.43 31.41 70.79 26.81 inlet structures prior to the ponds The inlets upstream of the ponds equipped remove initial larger sediments. These BMPs will improve the HSG D clay subsoils duction target is 0.5 inch from all new impervious volume control summary below and see Summary Impervious Surface Area development controls the rate of runoff year storm events (24 HydroCAD calculations were p hour rainfall events. The results of the runoff rate comparison are summarized in the table Proposed prior to the ponds and rain guardians at ponds equipped with sumps and These BMPs will improve the HSG D clay subsoils that will restrict infiltrat impervious surfaces per Alternative summary below and see 27.5 ac. 27.5 Ac. 49,967 CF 48,055 CF 4,520 CF 52,575 CF Page controls the rate of runoff (24-hour duration) HydroCAD calculations were performed using the hour rainfall events. The results of the runoff rate comparison are summarized in the table and rain guardians at with sumps and These BMPs will improve the restrict infiltration, per Alternative summary below and see Appendix D c. c. F F F F Page 4 controls the rate of runoff to hour duration) erformed using the hour rainfall events. The results of the runoff rate comparison are summarized in the table and rain guardians at with sumps and snout ion, for Holasek Business Park 10/18/2018 Stormwater Management Plan Page 5 WATER QUALITY TREATMENT CCWMO requires 90% removal of total phosphorus (TP) and 90% removal of total suspended solids (TSS) generated by the site under developed conditions. Please find the water quality summary below and see Appendix D for the CCWMO Calculator data. Water Quality Summary BMP TSS Removal (%) TP Removal (%) Proposed Site Provided 92.3% 90.0% Proposed Site Required 90.0% 90.0% EMERGENCY OVERFLOW The City of Chanhassen requires the emergency overflow spillway elevation be a minimum of 1.5 feet below the low floor elevation of the lowest building on site. They also require the lowest floor elevation be a minimum of 3.0 feet above the 100-year high water level (HWL) of proposed stormwater ponds (CCWMO requires a minimum of 1 foot, so the City’s requirement governs). The lowest low floor elevation of all three proposed buildings is Building C at an elevation of 940.50 feet. The stormwater basins are connected with an equalizer pipe so they act as one water body with a 100-year HWL of 933.24 feet. The proposed emergency overflow spillway is located at the east corner of the south pond at an elevation of 933.50 feet. Therefore, the respective minimum separation distances will be achieved (7.00 feet > 1.50 feet, and 7.26 feet > 3.00 feet). Overflow runoff will be conveyed to the existing ditch to the south, similar to existing conditions, should any catch basins or pipes become plugged, or if a rainfall event occurs that exceeds the design capacity of the storm sewer system. STORMWATER SYSTEM OPERATIONS & MAINTENANCE An operations and maintenance plan for all proposed BMPs will be prepared for the project and it is understood that the owner will execute a Stormwater Facility Maintenance Agreement for both City of Chanhassen and CCWMO as required. EROSION & SEDIMENT CONTROL A comprehensive Stormwater Pollution Prevention Plan (SWPPP) meeting the requirements of the 2018 MPCA NPDES permit will be developed as a part of the proposed plans. Holasek Business Park 10/18/2018 Stormwater Management Plan Page 6 SUMMARY The proposed Holasek Business Park development will meet the requirements of the City of Chanhassen and CCWMO through construction of NURP ponds with filtration benches, a stormwater reuse irrigation system, and bioretention trenches. These BMPs will provide the required rate control, volume control, and water quality improvements prior to discharging stormwater runoff from the site to downstream receiving waters. If you have any questions, comments, or additional information regarding this report, please contact pmoreau@sambatek.com or call 763-476-6010. Holasek Business Park 10/18/2018 Stormwater Management Plan APPENDIX A – GEOTECHNICAL EVALUATION REPORT DRAFT 7 5 4 6 7 9 22 24 Benchmark: A solid triangle indicates the groundwater level in the boring on the date indicated. An open triangle in the water level (WL) column indicates the depth at which groundwater was observed while drilling. Groundwater levels fluctuate. 1/4 1/2 SC CL SC SC SM CLAYEY SAND, dark brown, moist. (Topsoil) SANDY LEAN CLAY, black to dark brown, moist. (Topsoil) CLAYEY SAND, with a trace of Gravel, dark brown, wet, rather soft. (Possible Fill / Glacial Till) CLAYEY SAND, with a trace of Gravel, gray with rust staining, wet, rather soft to medium. (Glacial Till) SILTY SAND, fine- to medium-grained, dark brown with rust staining, waterbearing, loose. (Glacial Till) END OF BORING. Water observed at 11 feet with 15 feet of hollow-stem auger in the ground. Water observed at 4 feet 5 minutes after withdrawal of auger. Boring immediately backfilled. 926.3 923.3 920.3 915.3 911.3 0.5 3.5 6.5 11.5 15.5 11/23/05 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL Braun Intertec Corporation, Bloomington MN 55438 ST-1 page 1 of 1 3 1/4" HSA AutohammerDave Lovassen 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 B1501103LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2015\01103.GPJ BRAUN_V8_CURRENT.GDT 3/6/15 13:46Braun Project B1501103 PRELIMINARY GEOTECHNICAL EVALUATION Holasek Farms Property 8610 Galpin Boulevard Chaska, Minnesota OC % MC %Symbol Elev. feet 926.8 Depth feet 0.0 DRAFTDRAFT 7 4 5 7 8 7 30 20 1/4 1 1 1 OL CL CL ORGANIC CLAY, black, moist. (Topsoil) SANDY LEAN CLAY, with a trace of Gravel, brownish-gray with rust staining, wet, rather soft to medium. (Glacial Till) SANDY LEAN CLAY, with a trace of Gravel, gray, wet, medium. (Glacial Till) END OF BORING. No water observed with 15 feet of hollow-stem auger in the ground. Water not observed to cave-in depth of 7 1/2 feet immediately after withdrawing the auger. Boring immediately backfilled. 936.3 926.3 921.8 1.0 11.0 15.5 11/22/05 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL Braun Intertec Corporation, Bloomington MN 55438 ST-2 page 1 of 1 3 1/4" HSA AutohammerDave Lovassen 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 B1501103LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2015\01103.GPJ BRAUN_V8_CURRENT.GDT 3/6/15 13:47Braun Project B1501103 PRELIMINARY GEOTECHNICAL EVALUATION Holasek Farms Property 8610 Galpin Boulevard Chaska, Minnesota OC % MC %Symbol Elev. feet 937.3 Depth feet 0.0 DRAFTDRAFT 7 7 10 8 7 8 221 1 1/2 1 1/2 SC CL CL SM CL CLAYEY SAND, with a trace of Gravel, dark brown, moist. (Topsoil) LEAN CLAY, black and dark brown. (Topsoil) LEAN CLAY, with a trace of Gravel, with a little Sand, brown, wet, medium. (Glacial Till) SILTY SAND, fine- to coarse-grained, with a trace of Gravel, dark brown, waterbearing, loose. (Glacial Till) SANDY LEAN CLAY, with a trace of Gravel, gray, wet, medium. (Glacial Till) END OF BORING. Water not observed with 15 feet of hollow-stem auger in the ground. Water observed at 5 feet 10 minutes after withdrawal of auger. Boring immediately backfilled. 935.4 933.9 931.9 924.4 920.4 0.5 2.0 4.0 11.5 15.5 11/23/05 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL Braun Intertec Corporation, Bloomington MN 55438 ST-3 page 1 of 1 3 1/4" HSA AutohammerDave Lovassen 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 B1501103LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2015\01103.GPJ BRAUN_V8_CURRENT.GDT 3/6/15 13:47Braun Project B1501103 PRELIMINARY GEOTECHNICAL EVALUATION Holasek Farms Property 8610 Galpin Boulevard Chaska, Minnesota OC % MC %Symbol Elev. feet 935.9 Depth feet 0.0 DRAFTDRAFT 7 5 15 10 6 7 24 26 0 0 PT CL CL CL PEAT, semi-decomposed, black, wet. (Swamp Deposit) SANDY LEAN CLAY, with a trace of Gravel, gray with rust staining, wet, rather soft to medium. (Glacial Till) SANDY LEAN CLAY, with a trace of Gravel, brownish-gray, wet, rather stiff to stiff. (Glacial Till) SANDY LEAN CLAY, with a trace of Gravel, gray, wet, medium. (Glacial Till) END OF BORING. Water observed at 13 feet with 15 feet of hollow-stem auger in the ground. Water not observed to cave-in depth of 2 feet immediately after withdrawing the auger. Boring immediately backfilled. 931.2 926.7 921.7 917.7 2.0 6.5 11.5 15.5 11/22/05 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL Braun Intertec Corporation, Bloomington MN 55438 ST-4 page 1 of 1 3 1/4" HSA AutohammerDave Lovassen 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 B1501103LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2015\01103.GPJ BRAUN_V8_CURRENT.GDT 3/6/15 13:47Braun Project B1501103 PRELIMINARY GEOTECHNICAL EVALUATION Holasek Farms Property 8610 Galpin Boulevard Chaska, Minnesota OC % MC %Symbol Elev. feet 933.2 Depth feet 0.0 DRAFTDRAFT 8 8 7 11 10 9 19 1 1/4 SC CL SC SM CLAYEY SAND, dark brown, moist. (Topsoil) SANDY LEAN CLAY, with a trace of Gravel, with seams of Silty Sand, brown with rust staining, moist, medium. (Glacial Till) CLAYEY SAND, with a trace of Gravel, with seams of Silty Sand, brown, wet, rather stiff. (Glacial Till) SILTY SAND, fine- to medium-grained, with a trace of Gravel, with layers of Clayey Sand, brown, waterbearing, loose. (Glacial Till) END OF BORING. Water not observed with 15 feet of hollow-stem auger in the ground. Water not observed to cave-in depth of 9 feet immediately after withdrawing the auger. Boring immediately backfilled. 941.6 933.4 928.4 926.9 0.8 9.0 14.0 15.5 11/23/05 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL Braun Intertec Corporation, Bloomington MN 55438 ST-5 page 1 of 1 3 1/4" HSA AutohammerDave Lovassen 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 B1501103LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2015\01103.GPJ BRAUN_V8_CURRENT.GDT 3/6/15 13:47Braun Project B1501103 PRELIMINARY GEOTECHNICAL EVALUATION Holasek Farms Property 8610 Galpin Boulevard Chaska, Minnesota OC % MC %Symbol Elev. feet 942.4 Depth feet 0.0 DRAFTDRAFT 4 WH* WH WH WH WH WH 1 6 Weight of Hammer *Water not observed with 30 feet of hollow-stem auger in the ground. Water not observed to cave-in at surface immediately after withdrawing the auger. Boring immediately backfilled.1/2 OL PT CL CL ORGANIC CLAY, with Sand, with a trace of Gravel, black, wet. (Topsoil) PEAT, well-decomposed to semi-decomposed, with a trace of shells, black, wet. (Swamp Deposit) LEAN CLAY, with a trace of shells and wood, dark gray, wet, very soft. (Glacial Lacustrine) SANDY LEAN CLAY, with a trace of Gravel, gray, wet, very soft to medium. (Glacial Till) END OF BORING.* 931.4 914.4 909.4 902.9 2.0 19.0 24.0 30.5 11/22/05 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL Braun Intertec Corporation, Bloomington MN 55438 ST-6 page 1 of 1 3 1/4" HSA AutohammerDave Lovassen 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 B1501103LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2015\01103.GPJ BRAUN_V8_CURRENT.GDT 3/6/15 13:47Braun Project B1501103 PRELIMINARY GEOTECHNICAL EVALUATION Holasek Farms Property 8610 Galpin Boulevard Chaska, Minnesota MC %Symbol Elev. feet 933.4 Depth feet 0.0 DRAFTDRAFT 4 3 2 6 7 8 28 21 18 1 1 1 CL CL CL LEAN CLAY, black, moist. (Topsoil) LEAN CLAY, with lenses of Silty Sand and Silt, brownish-gray, wet, soft to rather soft. (Glacial Lacustrine) SANDY LEAN CLAY, with a trace of Gravel, gray, moist to wet, soft to medium. (Glacial Till) END OF BORING. Water not observed with 15 feet of hollow-stem auger in the ground. Water not observed to cave-in depth of 3 feet immediately after withdrawing the auger. Boring immediately backfilled. 931.1 926.6 917.6 2.0 6.5 15.5 11/23/05 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL Braun Intertec Corporation, Bloomington MN 55438 ST-7 page 1 of 1 3 1/4" HSA AutohammerDave Lovassen 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 B1501103LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2015\01103.GPJ BRAUN_V8_CURRENT.GDT 3/6/15 13:47Braun Project B1501103 PRELIMINARY GEOTECHNICAL EVALUATION Holasek Farms Property 8610 Galpin Boulevard Chaska, Minnesota OC % MC %Symbol Elev. feet 933.1 Depth feet 0.0 DRAFTDRAFT 5 5 8 10 6 9 25 1/2 1 1 1/2 1 1/2 1/2 CL CL CL SP- SM LEAN CLAY, with a little Sand, black, moist. (Topsoil) SANDY LEAN CLAY, with a trace of Gravel, dark brown to brown with rust staining, wet, rather soft. (Glacial Till) SANDY LEAN CLAY, with a trace of Gravel, dark brown and gray with rust staining to gray, moist, medium to rather stiff. (Glacial Till) POORLY GRADED SAND with SILT, fine- to coarse-grained, with a trace of Gravel, gray, waterbearing, loose. (Glacial Outwash) END OF BORING. Water observed at 14 feet with 15 feet of hollow-stem auger in the ground. Water not observed to cave-in depth of 7 feet immediately after withdrawing the auger. Boring immediately backfilled. 934.4 929.0 922.0 920.0 1.1 6.5 13.5 15.5 11/22/05 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL Braun Intertec Corporation, Bloomington MN 55438 ST-8 page 1 of 1 3 1/4" HSA AutohammerDave Lovassen 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 B1501103LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2015\01103.GPJ BRAUN_V8_CURRENT.GDT 3/6/15 13:48Braun Project B1501103 PRELIMINARY GEOTECHNICAL EVALUATION Holasek Farms Property 8610 Galpin Boulevard Chaska, Minnesota OC % MC %Symbol Elev. feet 935.5 Depth feet 0.0 DRAFTDRAFT 7 7 10 8 8 7 17 1 1 3/4 1 1/2 1 1/4 CL CL CL LEAN CLAY, with a trace of Roots, black, moist. (Topsoil) SANDY LEAN CLAY, with a trace of Gravel, brownish-gray with rust staining, moist, medium to rather stiff. (Glacial Till) SANDY LEAN CLAY, with a trace of Gravel, gray, moist to wet, medium. (Glacial Till) END OF BORING. Water not observed with 15 feet of hollow-stem auger in the ground. Water not observed to cave-in depth of 8 feet immediately after withdrawing the auger. Boring immediately backfilled. 934.7 927.0 920.0 0.8 8.5 15.5 11/23/05 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL Braun Intertec Corporation, Bloomington MN 55438 ST-9 page 1 of 1 3 1/4" HSA AutohammerDave Lovassen 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-9 METHOD: BORING: BPF B1501103LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2015\01103.GPJ BRAUN_V8_CURRENT.GDT 3/6/15 13:48Braun Project B1501103 PRELIMINARY GEOTECHNICAL EVALUATION Holasek Farms Property 8610 Galpin Boulevard Chaska, Minnesota OC % MC %Symbol Elev. feet 935.5 Depth feet 0.0 DRAFTDRAFT WH WH WH 1 3 4 9 9 36 233/4 1 PT CL CL PEAT, well-decomposed, with layers of Marl, with a trace of shells, black, wet. (Swamp Deposit) LEAN CLAY, with layers of Silt, gray, wet, soft to rather soft. (Glacial Lacustrine) SANDY LEAN CLAY, with a trace of Gravel, gray with rust staining, wet, rather stiff. (Glacial Till) END OF BORING. Water observed at 21 feet with 25 feet of hollow-stem auger in the ground. Water observed at 2 feet 15 minutes after withdrawal of auger. Boring immediately backfilled. 922.1 914.6 908.1 11.5 19.0 25.5 11/22/05 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL Braun Intertec Corporation, Bloomington MN 55438 ST-10 page 1 of 1 3 1/4" HSA AutohammerDave Lovassen 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-10 METHOD: BORING: BPF B1501103LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2015\01103.GPJ BRAUN_V8_CURRENT.GDT 3/6/15 13:46Braun Project B1501103 PRELIMINARY GEOTECHNICAL EVALUATION Holasek Farms Property 8610 Galpin Boulevard Chaska, Minnesota OC % MC %Symbol Elev. feet 933.6 Depth feet 0.0 DRAFTDRAFT WH WH WH WH WH WH 1 8 26 211/2 PT CL PEAT, well-decomposed, black, wet. (Swamp Deposit) SANDY LEAN CLAY, with a trace of Gravel, gray, wet, very soft to medium. (Glacial Till) END OF BORING. Water observed at 15 feet with 25 feet of hollow-stem auger in the ground. Water observed at 2 feet immediately after withdrawing the auger. Boring immediately backfilled. 914.2 907.7 19.0 25.5 11/22/05 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL Braun Intertec Corporation, Bloomington MN 55438 ST-11 page 1 of 1 3 1/4" HSA AutohammerDave Lovassen 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-11 METHOD: BORING: BPF B1501103LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2015\01103.GPJ BRAUN_V8_CURRENT.GDT 3/6/15 13:46Braun Project B1501103 PRELIMINARY GEOTECHNICAL EVALUATION Holasek Farms Property 8610 Galpin Boulevard Chaska, Minnesota OC % MC %Symbol Elev. feet 933.2 Depth feet 0.0 DRAFTDRAFT WH WH WH WH WH WH WH 17 PT SM PEAT, fibrous, black, wet. (Swamp Deposit) SILTY SAND, fine- to coarse-grained, with Gravel, gray, waterbearing, medium dense. (Glacial Till) END OF BORING. Water observed at 7 feet with 25 feet of hollow-stem auger in the ground. Water not observed to cave-in depth of 5 feet immediately after withdrawing the auger. Boring immediately backfilled. 907.8 906.3 24.0 25.5 11/23/05 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL Braun Intertec Corporation, Bloomington MN 55438 ST-12 page 1 of 1 3 1/4" HSA AutohammerDave Lovassen 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-12 METHOD: BORING: BPF B1501103LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2015\01103.GPJ BRAUN_V8_CURRENT.GDT 3/6/15 13:47Braun Project B1501103 PRELIMINARY GEOTECHNICAL EVALUATION Holasek Farms Property 8610 Galpin Boulevard Chaska, Minnesota Symbol Elev. feet 931.8 Depth feet 0.0 DRAFTDRAFT 3 3 5 9 7 8 26 19 1/2 1 1/2 1 1 1/2 CL CL CL CL LEAN CLAY, black, moist. (Topsoil) SANDY LEAN CLAY, with a trace of Gravel, brownish-gray with rust staining, wet, soft. (Glacial Till) SANDY LEAN CLAY, with a trace of Gravel, dark brown with rust staining, wet, rather soft. (Glacial Till) SANDY LEAN CLAY, with a trace of Gravel, gray, moist to wet, medium to rather stiff. (Glacial Till) END OF BORING. Water not observed with 15 feet of hollow-stem auger in the ground. Water not observed to cave-in depth of 3 feet immediately after withdrawing the auger. Boring immediately backfilled. 937.0 931.4 928.9 922.4 0.9 6.5 9.0 15.5 11/23/05 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL Braun Intertec Corporation, Bloomington MN 55438 ST-13 page 1 of 1 3 1/4" HSA AutohammerDave Lovassen 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-13 METHOD: BORING: BPF B1501103LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2015\01103.GPJ BRAUN_V8_CURRENT.GDT 3/6/15 13:47Braun Project B1501103 PRELIMINARY GEOTECHNICAL EVALUATION Holasek Farms Property 8610 Galpin Boulevard Chaska, Minnesota OC % MC %Symbol Elev. feet 937.9 Depth feet 0.0 DRAFTDRAFT WH WH 4 6 9 9 24 20 1 1/2 2 PT CL CL CL PEAT, fibrous, black, wet. (Swamp Deposit) SANDY LEAN CLAY, with a trace of Gravel, brownish-gray, wet, very soft. (Glacial Till) SANDY LEAN CLAY, with a trace of Gravel, gray to brown, wet, rather soft to medium. (Glacial Till) SANDY LEAN CLAY, with a trace of Gravel, gray, wet, rather stiff. (Glacial Till) END OF BORING. Water not observed with 15 feet of hollow-stem auger in the ground. Water not observed to cave-in depth of 4 1/2 feet immediately after withdrawing the auger. Boring immediately backfilled. 928.6 926.1 921.6 917.6 4.5 7.0 11.5 15.5 11/23/05 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL Braun Intertec Corporation, Bloomington MN 55438 ST-14 page 1 of 1 3 1/4" HSA AutohammerDave Lovassen 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-14 METHOD: BORING: BPF B1501103LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2015\01103.GPJ BRAUN_V8_CURRENT.GDT 3/6/15 13:47Braun Project B1501103 PRELIMINARY GEOTECHNICAL EVALUATION Holasek Farms Property 8610 Galpin Boulevard Chaska, Minnesota OC % MC %Symbol Elev. feet 933.1 Depth feet 0.0 DRAFTDRAFT 9 6 11 4 2 1 3 7 --- --- --- FILL PT OL PT CL FILL: Sandy Lean Clay, dark brown, frozen to 3 feet then wet. PEAT, well decomposed, black, wet. (Swamp Deposit) ORGANIC CLAY, trace shells, black, wet. (Swamp Deposit) PEAT, slightly decomposed, black, waterbearing. (Swamp Deposit) SANDY LEAN CLAY, trace Gravel, gray, wet, soft to medium. (Glacial Till) END OF BORING. Water not observed with 24 1/2 feet of hollow-stem auger in the ground. Water not observed to cave-in depth of 9 feet immediately after withdrawal of auger. Boring then backfilled. 937.2 934.7 929.7 924.7 917.7 6.5 9.0 14.0 19.0 26.0 2/25/15 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL Braun Intertec Corporation, Bloomington MN 55438 ST-101 page 1 of 1 3 1/4" HSA, AutohammerK. Keck 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-101 METHOD: BORING: BPF B1501103LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2015\01103.GPJ BRAUN_V8_CURRENT.GDT 3/6/15 13:46Braun Project B1501103 PRELIMINARY GEOTECHNICAL EVALUATION Holasek Farms Property 8610 Galpin Boulevard Chaska, Minnesota OC % MC %Symbol Elev. feet 943.7 Depth feet 0.0 DRAFTDRAFT 7 7 9 12 25 18 13 --- --- FILL CL FILL: Lean Clay, trace roots, black to dark gray, frozen. SANDY LEAN CLAY, trace Gravel, gray and brown, wet, medium to very stiff. (Glacial Till) END OF BORING. Water not observed with 19 1/2 feet of hollow-stem auger in the ground. Water not observed to cave-in depth of 17 feet immediately after withdrawal of auger. Boring then backfilled. 942.9 925.9 4.0 21.0 2/25/15 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL Braun Intertec Corporation, Bloomington MN 55438 ST-102 page 1 of 1 3 1/4" HSA, AutohammerK. Keck 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-102 METHOD: BORING: BPF B1501103LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2015\01103.GPJ BRAUN_V8_CURRENT.GDT 3/6/15 13:46Braun Project B1501103 PRELIMINARY GEOTECHNICAL EVALUATION Holasek Farms Property 8610 Galpin Boulevard Chaska, Minnesota MC %Symbol Elev. feet 946.9 Depth feet 0.0 DRAFTDRAFT 50/4" 6 11 9 13 11 16 --- AGG FILL CL CRUSHED AGGREGATE, gray, frozen. FILL: Sandy Lean Clay, trace Gravel, dark brown to brown, frozen to 4 feet then wet. SANDY LEAN CLAY, trace Gravel, with Sand seams, grayish brown, wet, rather stiff to stiff. (Glacial Till) END OF BORING. Water not observed with 19 1/2 feet of hollow-stem auger in the ground. Water not observed to cave-in depth of 17 feet immediately after withdrawal of auger. Boring then backfilled. 949.3 946.3 931.3 3.0 6.0 21.0 2/24/15 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL Braun Intertec Corporation, Bloomington MN 55438 ST-103 page 1 of 1 3 1/4" HSA, AutohammerK. Keck 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-103 METHOD: BORING: BPF B1501103LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2015\01103.GPJ BRAUN_V8_CURRENT.GDT 3/6/15 13:46Braun Project B1501103 PRELIMINARY GEOTECHNICAL EVALUATION Holasek Farms Property 8610 Galpin Boulevard Chaska, Minnesota MC %Symbol Elev. feet 952.3 Depth feet 0.0 DRAFTDRAFT 7 11 13 13 14 17 10 --- --- FILL FILL CL FILL: Clayey Sand, with Gravel, dark brown, frozen. (Topsoil Fill) Lean Clay, with Gravel, brown, frozen. SANDY LEAN CLAY, trace Gravel, with rust staining, grayish brown, wet, medium to very stiff. (Glacial Till) END OF BORING. Water not observed with 19 1/2 feet of hollow-stem auger in the ground. Water not observed to cave-in depth of 16 1/2 feet immediately after withdrawal of auger. Boring then backfilled. 947.9 944.6 927.6 0.8 4.0 21.0 2/25/15 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL Braun Intertec Corporation, Bloomington MN 55438 ST-104 page 1 of 1 3 1/4" HSA, AutohammerK. Keck 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-104 METHOD: BORING: BPF B1501103LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2015\01103.GPJ BRAUN_V8_CURRENT.GDT 3/6/15 13:46Braun Project B1501103 PRELIMINARY GEOTECHNICAL EVALUATION Holasek Farms Property 8610 Galpin Boulevard Chaska, Minnesota MC %Symbol Elev. feet 948.6 Depth feet 0.0 DRAFTDRAFT 9 9 10 9 11 14 16 --- --- FILL FILL FILL CL FILL: Sandy Silt, slightly prganic, black, frozen. FILL: Lean Clay, with Sand and seams of Silty Sand, brown, wet. FILL: Silty Sand, fine- to medium-grained, with Clay seams, brown, moist. SANDY LEAN CLAY, trace Gravel, grayish brown, wet, rather stiff to stiff. (Glacial Till) END OF BORING. Water not observed with 19 1/2 feet of hollow-stem auger in the ground. Water not observed to cave-in depth of 17 1/2 feet immediately after withdrawal of auger. Boring then backfilled. 956.8 951.8 948.8 939.8 4.0 9.0 12.0 21.0 2/25/15 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL Braun Intertec Corporation, Bloomington MN 55438 ST-105 page 1 of 1 3 1/4" HSA, AutohammerK. Keck 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-105 METHOD: BORING: BPF B1501103LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2015\01103.GPJ BRAUN_V8_CURRENT.GDT 3/6/15 13:46Braun Project B1501103 PRELIMINARY GEOTECHNICAL EVALUATION Holasek Farms Property 8610 Galpin Boulevard Chaska, Minnesota MC %Symbol Elev. feet 960.8 Depth feet 0.0 DRAFTDRAFT 20 7 4 3 10 3 16 --- --- --- FILL FILL FILL OL CL FILL: Clayey Sand, slightly organic, dark brown, frozen. (Topsoil Fill) FILL: Clayey Sand, trace Gravel, brown, frozen. SANDY LEAN CLAY: trace Gravel, gray and brown, wet. ORGANIC CLAY, trace Shells and Sand Seams, black and gray, wet. (Swamp Deposit) SANDY LEAN CLAY, trace Gravel, gray, wet, stiff. (Glacial Till) END OF BORING. Water not observed with 19 1/2 feet of hollow-stem auger in the ground. Water not observed to cave-in depth of 17 feet immediately after withdrawal of auger. Boring then backfilled. 948.5 945.0 937.0 931.0 928.0 0.5 4.0 12.0 18.0 21.0 2/24/15 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL Braun Intertec Corporation, Bloomington MN 55438 ST-106 page 1 of 1 3 1/4" HSA, AutohammerK. Keck 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-106 METHOD: BORING: BPF B1501103LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2015\01103.GPJ BRAUN_V8_CURRENT.GDT 3/6/15 13:46Braun Project B1501103 PRELIMINARY GEOTECHNICAL EVALUATION Holasek Farms Property 8610 Galpin Boulevard Chaska, Minnesota OC % MC %Symbol Elev. feet 949.0 Depth feet 0.0 DRAFTDRAFT 11 8 9 7 13 15 12 An open triangle in the water level (WL) column indicates the depth at which groundwater was observed while drilling. Groundwater levels fluctuate. --- --- FILL FILL OL CL CL FILL: Lean Clay, trace organic, black. (Topsoil Fill) FILL: Lean Clay, with Sand, dark gray and gray, frozen to 4 feet then wet. ORGANIC CLAY, trace Gravel, wet. (Swamp Deposit) LEAN CLAY, with Sand, gray, wet, medium. (Glacial Till) SANDY LEAN CLAY, trace Gravel, brown, wet, rather stiff to stiff. (Glacial Till) END OF BORING. Water observed at 15 feet with 20 feet of hollow-stem auger in the ground. Water not observed to cave-in depth of 17 1/2 feet immediately after withdrawal of auger. Boring then backfilled. 944.2 938.2 936.2 933.2 924.2 1.0 7.0 9.0 12.0 21.0 2/24/15 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL Braun Intertec Corporation, Bloomington MN 55438 ST-107 page 1 of 1 3 1/4" HSA, AutohammerK. Keck 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-107 METHOD: BORING: BPF B1501103LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2015\01103.GPJ BRAUN_V8_CURRENT.GDT 3/6/15 13:46Braun Project B1501103 PRELIMINARY GEOTECHNICAL EVALUATION Holasek Farms Property 8610 Galpin Boulevard Chaska, Minnesota MC %Symbol Elev. feet 945.2 Depth feet 0.0 DRAFTDRAFT 5 7 6 6 3 3 3 5 FILL FILL OL PT CL FILL: Lean Clay, slightly organic, black, frozen. (Topsoil Fill) FILL: Sandy Lean Clay, trace Gravel, black and gray to dark brown, frozen to 4 feet then wet. ORGANIC CLAY: with sand and clayeye sand seams, black and gray, wet. (Swamp Deposit) PEAT, partially decomposed, black, wet. (Swamp Deposit) LEAN CLAY, with Sand, trace Gravel, gray, wet, rather soft. (Glacial Till) END OF BORING. Water observed at 12 feet with 12 1/2 feet of hollow-stem auger in the ground. Water observed at a depth of 14 feet immediately after withdrawal of auger. Boring then backfilled. 943.2 932.2 925.2 921.2 918.2 1.0 12.0 19.0 23.0 26.0 2/24/15 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL Braun Intertec Corporation, Bloomington MN 55438 ST-108 page 1 of 1 3 1/4" HSA, AutohammerK. Keck 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-108 METHOD: BORING: BPF B1501103LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2015\01103.GPJ BRAUN_V8_CURRENT.GDT 3/6/15 13:46Braun Project B1501103 PRELIMINARY GEOTECHNICAL EVALUATION Holasek Farms Property 8610 Galpin Boulevard Chaska, Minnesota Symbol Elev. feet 944.2 Depth feet 0.0 DRAFTDRAFT 26 8 19 18 22 10 13 P200= %--- --- FILL FILL FILL SC CL FILL: Clayey Sand, with Gravel, brown, frozen. (Topsoil Fill) FILL: Sandy Silt, slightly organic, dark brown, frozen. FILL: Sandy Lean Clay, brown, wet. CLAYEY SAND, trace Gravel, brown, wet, very stiff to rather stiff. (Glacial Till) SANDY LEAN CLAY, trace Gravel, gray, wet, stiff. (Glacial Till) END OF BORING. Water observed at 12 1/2 feet with 12 1/2 feet of hollow-stem auger in the ground. Water not observed to cave-in depth of 17 feet immediately after withdrawal of auger. Boring then backfilled. 945.4 942.8 938.8 927.8 924.8 0.4 3.0 7.0 18.0 21.0 2/24/15 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL Braun Intertec Corporation, Bloomington MN 55438 ST-109 page 1 of 1 3 1/4" HSA, AutohammerK. Keck 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-109 METHOD: BORING: BPF B1501103LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2015\01103.GPJ BRAUN_V8_CURRENT.GDT 3/6/15 13:46Braun Project B1501103 PRELIMINARY GEOTECHNICAL EVALUATION Holasek Farms Property 8610 Galpin Boulevard Chaska, Minnesota MC %Symbol Elev. feet 945.8 Depth feet 0.0 DRAFTDRAFT 41 7 5 7 8 8 9 FILL FILL CL FILL: Clayey Sand, slightly organic, dark brown, frozen. (Topsoil Fill) FILL: Sandy Lean Clay, trace Gravel, brown, frozen to 4 feet then wet. SANDY LEAN CLAY, trace Gravel, brown and gray, wet, rather soft to medium. (Glacial Till) END OF BORING. Water not observed with 19 1/2 feet of hollow-stem auger in the ground. Water not observed to cave-in depth of 17 feet immediately after withdrawal of auger. Boring then backfilled. 939.3 933.3 919.3 1.0 7.0 21.0 2/24/15 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL Braun Intertec Corporation, Bloomington MN 55438 ST-110 page 1 of 1 3 1/4" HSA, AutohammerK. Keck 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-110 METHOD: BORING: BPF B1501103LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2015\01103.GPJ BRAUN_V8_CURRENT.GDT 3/6/15 13:47Braun Project B1501103 PRELIMINARY GEOTECHNICAL EVALUATION Holasek Farms Property 8610 Galpin Boulevard Chaska, Minnesota Symbol Elev. feet 940.3 Depth feet 0.0 DRAFTDRAFT 5 3 7 5 7 7 --- --- PT ML PEAT, partially decomposed, black, frozen. (Swamp Deposit) SANDY SILT, gray, wet, very loose to loose. (Alluvium) END OF BORING. Water not observed with 19 1/2 feet of hollow-stem auger in the ground. Water not observed to cave-in depth of 17 1/2 feet immediately after withdrawal of auger. Boring then backfilled. 929.5 912.5 4.0 21.0 2/25/15 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL Braun Intertec Corporation, Bloomington MN 55438 ST-111 page 1 of 1 3 1/4" HSA, AutohammerK. Keck 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-111 METHOD: BORING: BPF B1501103LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2015\01103.GPJ BRAUN_V8_CURRENT.GDT 3/6/15 13:47Braun Project B1501103 PRELIMINARY GEOTECHNICAL EVALUATION Holasek Farms Property 8610 Galpin Boulevard Chaska, Minnesota MC %Symbol Elev. feet 933.5 Depth feet 0.0 DRAFTDRAFT Table of Contents Description Page A. Introduction ...................................................................................................................................... 1 A.1. Project Information ............................................................................................................. 1 A.1.a. Site Description ...................................................................................................... 1 A.1.b. Project Description ................................................................................................. 1 A.1.c. Conceptual Nature of Project ................................................................................. 1 A.1.d. Background Information ........................................................................................ 2 A.2. Purpose ................................................................................................................................ 2 A.3. Scope of Services ................................................................................................................. 2 B. Results .............................................................................................................................................. 3 B.1. Field Exploration .................................................................................................................. 3 B.2. Boring Logs .......................................................................................................................... 4 B.2.a. General ................................................................................................................... 4 B.2.b. Geologic Origins ..................................................................................................... 4 B.2.c. Previous Soil Borings .............................................................................................. 4 B.3. Geologic Profile ................................................................................................................... 5 B.3.a. Surface .................................................................................................................... 5 B.3.b. Existing Fill .............................................................................................................. 5 B.3.c. Swamp Deposits ..................................................................................................... 5 B.3.d. Alluvial Deposits ..................................................................................................... 5 B.3.e. Glacial Deposits ...................................................................................................... 6 B.4. Groundwater Observations ................................................................................................. 6 B.5. Lab Testing........................................................................................................................... 6 C. Basis for Evaluation .......................................................................................................................... 6 C.1. Conceptual Design Information .......................................................................................... 6 C.1.a. Commercial/Industrial Buildings ............................................................................ 6 C.1.b. Site Grades ............................................................................................................. 7 C.1.c. Pavements .............................................................................................................. 7 C.1.d. Utilities ................................................................................................................... 7 C.1.e. Railroad Spur .......................................................................................................... 7 C.1.f. Stormwater Basins ................................................................................................. 7 C.1.g. Precautions Regarding Changed Information ........................................................ 8 C.2. Additional Geotechnical Evaluation .................................................................................... 8 C.3. Preliminary Design and Construction Considerations ......................................................... 8 C.3.a. Variable Subgrade Conditions ................................................................................ 8 C.3.b. Spread Foundation Support ................................................................................... 8 C.3.c. Deep Foundations .................................................................................................. 9 C.3.d. Alternative Building Support Methods................................................................... 9 C.3.e. Floor Slab Support .................................................................................................. 9 C.3.f. Pavement Support ................................................................................................ 10 C.3.g. Utility Support ...................................................................................................... 10 C.3.h. Railroad Spur Support .......................................................................................... 10 C.3.i. Reuse of Onsite Soils ............................................................................................ 10 D. Preliminary Recommendations ...................................................................................................... 11 D.1. Building Pad Preparation ................................................................................................... 11 D.1.a. Subgrade Preparation .......................................................................................... 11 D.1.b. Excavation Support............................................................................................... 11 D.1.c. Dewatering ........................................................................................................... 12 D.1.d. Selection, Placement and Compaction of Fill and Backfill ................................... 12 Table of Contents (continued) Description Page D.2. Spread Footings ................................................................................................................. 13 D.2.a. Embedment Depth ............................................................................................... 13 D.2.b. Allowable Bearing Pressure .................................................................................. 13 D.3. Deep Foundations ............................................................................................................. 14 D.4. Interior Slabs ..................................................................................................................... 14 D.4.a. Subgrade Modulus ............................................................................................... 14 D.4.b. Moisture Vapor Protection .................................................................................. 14 D.5. Pavements ......................................................................................................................... 14 D.5.a. Subgrade............................................................................................................... 15 D.5.b. Proofrolls .............................................................................................................. 15 D.5.c. Clay Subgrade Option ........................................................................................... 15 D.5.d. Sand Sub-base Option .......................................................................................... 16 D.5.e. Design Sections .................................................................................................... 16 D.5.f. Subgrade Drainage ............................................................................................... 17 D.6. Frost Protection ................................................................................................................. 17 D.6.a. General ................................................................................................................. 17 D.6.b. Exterior Slabs ........................................................................................................ 17 D.6.c. Isolated Footing and Piers .................................................................................... 18 D.6.d. Bituminous Pavements......................................................................................... 19 D.7. Utilities .............................................................................................................................. 19 D.7.a. Subgrade Support ................................................................................................. 19 D.7.b. Deep Foundations ................................................................................................ 19 D.7.c. Footing Influence .................................................................................................. 19 D.7.d. Groundwater ........................................................................................................ 19 D.7.e. Corrosion .............................................................................................................. 20 E. Procedures...................................................................................................................................... 20 E.1. Penetration Test Borings ................................................................................................... 20 E.2. Material Classification and Testing ................................................................................... 20 E.2.a. Visual and Manual Classification .......................................................................... 20 E.2.b. Laboratory Testing ............................................................................................... 20 E.3. Groundwater Measurements ............................................................................................ 20 F. Qualifications .................................................................................................................................. 21 F.1. Variations in Subsurface Conditions .................................................................................. 21 F.1.a. Material Strata ..................................................................................................... 21 F.1.b. Groundwater Levels ............................................................................................. 21 F.2. Continuity of Professional Responsibility .......................................................................... 21 F.2.a. Plan Review .......................................................................................................... 21 F.2.b. Construction Observations and Testing ............................................................... 21 F.3. Use of Report..................................................................................................................... 22 F.4. Standard of Care ................................................................................................................ 22 Appendix Soil Boring Location Sketch Log of Boring Sheets  ST-101 through ST-111 (11 pages) Log of Boring Sheets from Previous Exploration (Braun Intertec 2005)  ST-1 through ST-14 (14 pages) Descriptive Terminology of Soil A. Introduction A.1. Project Information A.1.a. Site Description The project site is located at 8610 Galpin Boulevard in Chanhassen, Minnesota. The site is bordered to the north and east by Lyman Boulevard, to the south by railroad tracks, and to the west by commercial developments. The general site topography consists of gently rolling hills with some low-lying areas in the central and southern portions. The property is the former home of Holasek Greenhouses and occupies an area of about 50-acres. Several existing structures are present on the northwestern portion of the property while the southern portion has historically been used for agricultural purposes. Demolition of the existing greenhouse structures was underway at the time of this report. It appears site grades have been altered in areas during construction of the existing structures; thus, existing fill is anticipated to be present in areas of the site. An existing stormwater detention pond is present on the southeast corner of the property. We also note an existing underground natural gas utility line crosses the central portion of the site in a west-east direction. A.1.b. Project Description Based on conceptual information provided, the proposed development could include the construction of commercial/industrial use buildings. It is anticipated the planned buildings would be single-story steel framed structures with ground supported concrete slabs. The development would also include the construction of heavy-duty bituminous and concrete paved loading areas, parking lots, and drive lanes along with stormwater detention ponds and new underground utilities. Construction of a railroad spur entering from the south side of the property is also being considered as part of this project. A.1.c. Conceptual Nature of Project This project is still in conceptual stages and a working site development plan is not available at this time. Thus, the intended site use and type of construction will be altered prior to final design. Once final design has been established, additional geotechnical evaluation and borings will be warranted to supplement the information provided in this preliminary report to provide a better understanding of subsurface conditions and design parameters for use in final design. Holasek Farms LP Project B1501103 April 14, 2015 Page 2 A.1.d. Background Information We have previously performed a series of soil borings along the undeveloped southern portions of the property. The results of those borings along with the following information were provided for our use in preparation of this preliminary report.  A Geotechnical Evaluation Report prepared by Braun Intertec dated November 30, 2005.  Historic aerial photographs of the property provided by CBRE. The previous soil borings were used to develop this preliminary geotechnical evaluation; however, the information from that previous report is not discussed herein as the previous report was prepared for another purpose. We provide the previous boring logs in the Appendix for review and show their approximate locations on our Soil Boring Location Sketch. We have also had discussions with members of the development team (CBRE and Chadwick Group) regarding potential site use and development of this property. A.2. Purpose The purpose of this preliminary geotechnical evaluation was to generally characterize subsurface geologic conditions at select exploration locations and provide preliminary recommendations for use in conceptual design and preliminary construction planning of the proposed commercial development. A.3. Scope of Services Our scope of services for this project was outlined in our Proposal for Preliminary Geotechnical Evaluation dated February 9, 2015. The tasks were completed in general accordance with the terms of our General Conditions (9/1/2013) and are described below:  Performing a site reconnaissance to observe existing site conditions and evaluate access for our drilling equipment.  Locating the borings in the field and obtaining GPS coordinates and ground surface elevations.  Coordinating the location of underground public utilities near the boring locations. Holasek Farms LP Project B1501103 April 14, 2015 Page 3  Drilling 11 standard penetration tests (SPT) borings across the north and northwest areas of the site to nominal depths of 20 to 25 feet.  Classifying the samples obtained and preparing boring logs.  Performing laboratory testing on select soil samples obtained.  Analyzing the results of the boring and laboratory tests.  Providing discussions of conditions that could affect structure and pavement design and performance and presenting alternatives for mitigating their impact.  Providing discussions regarding the general reuse of onsite materials during construction and the impacts of groundwater.  Providing preliminary geotechnical recommendations for foundation and floor slab support of the anticipated commercial/industrial structures.  Providing preliminary recommendations for pavement sections based on anticipated R-values.  Submitting this Preliminary Geotechnical Evaluation Report containing logs of the borings, our analysis of the field and laboratory tests, and our preliminary considerations for use in conceptual design and construction planning of the proposed development. B. Results B.1. Field Exploration We evaluated subsurface conditions with 11 soil borings generally spaced across the northern and northwestern portion of the property to supplement the information obtained from the 14 previous soils. These new borings are denoted as ST-101 through ST-111 and their approximate locations are shown on the Soil Boring Location Sketch in the Appendix. The previous borings are denoted as ST-1 through ST-14 and their approximate locations are also depicted in the site sketch in the Appendix. Holasek Farms LP Project B1501103 April 14, 2015 Page 4 The boring locations and existing ground surface elevations were determined using Global Positioning System (GPS) technology and utilizing the Minnesota Department of Transportation's (MnDOT’s) permanent GPS Virtual Reference Network (VRN). B.2. Boring Logs B.2.a. General Log of Boring Sheets for each of our borings are included in the Appendix. The logs identify and describe the geologic materials penetrated, results of SPT and laboratory tests performed on select samples, and our groundwater observations at the time of drilling. Strata boundaries were inferred from changes in penetration test samples and drill auger cuttings. Because sampling was not performed continuously, the strata boundary depths are only approximate. The boundary depths likely vary away from the boring locations, and the boundaries themselves may also occur as gradual rather than abrupt transitions. B.2.b. Geologic Origins Geologic origins assigned to the materials referenced within this report were based on: (1) a review of available historic information and aerial photographs, (2) visual classification of materials during excavation, (3) available common knowledge of the geologic processes and environments that have impacted the site and surrounding area in the past, and (4) our experience at this and nearby sites in the area. Because of the complex glacial and post-glacial depositional environments, geologic origins can be difficult to ascertain. A detailed investigation of the geologic history of the site was not performed. B.2.c. Previous Soil Borings We used information obtained from previous soil borings performed at this site by Braun Intertec in 2005 in our analysis and to formulate our recommendations. The previous borings were drilled with the same general techniques as the current borings. The following summary of soils only pertains to our current soil borings; however, the subsurface conditions encountered during the previous borings are generally consistent with that of the current borings. We also note site features may have been altered in areas since the previous exploration was performed. This is especially true in the southeastern portion of the property near Boring ST-14 where it appears a stormwater detention pond has been constructed since the boring was drilled. Holasek Farms LP Project B1501103 April 14, 2015 Page 5 B.3. Geologic Profile The following sections provide a summary of geologic conditions encountered in the borings and is generally presented in the order in which materials were encountered (i.e., from the ground surface down). For more details of descriptions please reference the individual boring logs provided in the Appendix. B.3.a. Surface A surficial layer of topsoil (or topsoil fill) about 1/3 to 1 foot in thickness was encountered at Borings ST-104 and ST-106 through ST-110 at the time of this exploration. The topsoil encountered generally consisted of clayey soils with varying organic content. A surficial layer of crushed aggregate about 3 feet in thickness was encountered at Boring ST-103 at the time of drilling. This boring was drilled within the unpaved driveway accessing the property from Lyman Boulevard. B.3.b. Existing Fill From the ground surface or beneath surficial layers in each of the borings (with the exception of ST-111), existing fill materials were encountered to depths of about 4 to 12 feet below grade. The existing fill encountered was generally composed of clays with zones of sand and silt and contained varying quantities of gravel and organic matter. The penetration resistance values recorded in the existing fill ranged from 3 to 41 blows per foot (BPF); however, we note some of the higher values were encountered in the upper zones where soils were frozen at the time of drilling. B.3.c. Swamp Deposits Beneath existing fill in Borings ST-101, ST-106, ST-107 and ST-108 and from the ground surface in ST-111, swamp deposits were encountered to depths of about 4 to 23 feet below grade. The swamp deposits encountered were generally organic in nature, composed of peat (PT) and organic clay (OL). The penetration resistance values recorded in the swamp deposits ranged from 0 (designated as weight-of- hammer, WH) to 4 BPF. B.3.d. Alluvial Deposits Beneath the swamp deposits in Boring ST-111, alluvial deposits were encountered to the planned termination depth of about 20 feet below grade. The alluvium encountered was generally composed of sandy silt (ML) with clay seams. The penetration resistances recorded in the alluvium ranged from 3 to 7 BPF, indicating a very loose to loose condition. Holasek Farms LP Project B1501103 April 14, 2015 Page 6 B.3.e. Glacial Deposits Beneath the existing fill and/or swamp deposits in the remaining borings, glacially-deposited till soils were encountered to the boring termination depths of about 20 to 25 feet below existing grade. The glacial till encountered generally consisted of lean clay (CL) and sandy lean clay (CL) with zones of clayey sand (SC). The glacial till contained varying quantities of gravel throughout the sample depths and till soils commonly contain cobbles and boulders, though none were encountered in these borings. The penetration resistances recorded in the glacial till ranged from 3 to 25 BPF, indicating a soft to very stiff condition. B.4. Groundwater Observations Groundwater was encountered in Borings ST-107 through ST-109 in the central portion of the site at depths ranging from about 12 to 15 feet below existing grades which corresponds to elevations of about 930 to 933 feet mean sea level (MSL). We note the groundwater levels in the previous borings ranged from about elevation 920 to 931 feet MSL at the time the previous borings were performed in 2005. Water levels in clayey soils could take several hours to stabilize in cohesive soils and our borings were immediately backfilled upon completion. Subgrade conditions at this site are also conducive to creating perched groundwater conditions within sandy or organic soils overlying clays. Annual and seasonal fluctuations in groundwater at this site should also be anticipated. B.5. Lab Testing Select soil samples obtained during drilling were subjected to laboratory testing to further classify the materials and determine their engineering properties. Lab testing of select samples included; moisture content, organic content and percent of particles passing the size No. 200 sieve. The results of the laboratory tests are discussed in the following sections of this report and are shown on the boring logs in the Appendix adjacent to the samples tested. C. Basis for Evaluation C.1. Conceptual Design Information C.1.a. Commercial/Industrial Buildings Development of this site could include several commercial/industrial use buildings and the buildings would likely be single-story, steel-framed structures with concrete slabs-on-grade. No below grade levels are anticipated at this time. However, this project is in conceptual stages and no structural details or site Holasek Farms LP Project B1501103 April 14, 2015 Page 7 plans have been developed at this time. Based on our experience with similar projects, we anticipate the buildings would have individual (column) loads of about 150 to 250 kips and continuous (wall) footing loads of about 4 to 12 kips per lineal foot. Industrial use structures such as these can also experience heavy floor slab loads from storage racking, overhead cranes, fork-lifts, or other items. Floor slab loading would need to be further considered during conceptual design. C.1.b. Site Grades Conceptual site grading information is not available at this time. Based on existing site topography, earthwork cuts and fills in excess of 10 feet could be necessary in areas to reach finished grades. This does not include the depth of any soil correction excavations which may be performed in areas as part of this project. C.1.c. Pavements This development would include the construction of surficial bituminous and concrete pavement surfaces for light-duty and heavy-duty usage throughout the site. Information regarding the location of paved surfaces and anticipated traffic intensities was not available at the time of this report; however, traffic loads of 500,000 equivalent single axle loads (ESALs), or greater, can be experienced at similar developments. C.1.d. Utilities We anticipate a new commercial/industrial development of this nature would include the installation of multiple underground utility services including; water, sanitary sewer, storm sewer, and natural gas service among others. Typical underground utility construction of this nature would extend to depths of about 5 to 15 feet below grade and traverse much of the project site. However, depending on the location of adjacent utilities and finished site grades, deeper excavations may be necessary for utility installation at this site. C.1.e. Railroad Spur We understand a rail spur from the existing railroad line bounding the property to the south is being considered as part of this project. Plans or potential alignments for the rail spur are not available at this time. C.1.f. Stormwater Basins The location and depth of potential stormwater basins at this site have not been determined at this time. We anticipate stormwater basins at this site would be designed to retain and hold water and not to infiltrate water into the subgrade strata. Holasek Farms LP Project B1501103 April 14, 2015 Page 8 C.1.g. Precautions Regarding Changed Information We have attempted to describe our understanding of the proposed construction based on available conceptual information provided by others. Depending on the extent of available information, several assumptions have been made based on our experience with similar projects. If we have not correctly recorded or interpreted the available project information, we should be notified. New or changed information could require additional evaluation, analyses, and/or recommendations. C.2. Additional Geotechnical Evaluation Final design of the proposed commercial development has not been established at this time. The considerations and recommendations provided in the following sections of this report are preliminary in nature for use in conceptual design and preliminary planning for this project. A more detailed geotechnical evaluation will be necessary once final design has been completed to provide final geotechnical recommendations for use in design and construction of this project. C.3. Preliminary Design and Construction Considerations C.3.a. Variable Subgrade Conditions The soil borings encountered a variety of subgrade materials including; existing fill, peat, organic clay, alluvial silt, and glacial till. The existing fill was generally present in the area of the existing buildings and roadways on the north side of the property and was likely placed during previous construction activities. The swamp deposits were present beneath the existing fill at several soil boring locations. This indicates soil corrections to remove the unsuitable organics were not performed prior to construction. Swamp deposits were also encountered in low-lying portions of the site currently used for agricultural purposes. Glacial till was present across much of the site beneath surficial topsoil, existing fill or swamp deposits and contained some zones of soft clay when underlying organics. The variability of subsurface conditions at this site will create different types of challenges during construction which should be considered when developing conceptual site development plans for this property. C.3.b. Spread Foundation Support Depending on actual structural loads and site layout, it may be possible to support buildings on conventional spread foundations where native glacial till is present at finished grades. However, the presence of existing fill, soft clays and swamp deposits in many areas of the site will create some challenges for spread footings. If existing fill and/or swamp deposits are present within building footprints and oversize areas; consideration would need to be given to performing soil corrections prior Holasek Farms LP Project B1501103 April 14, 2015 Page 9 to foundation construction as these materials are compressible and could lead to detrimental settlement. Based on the results of the borings, excavations in excess of 25 feet would be necessary to perform soil corrections in areas of the site to remove the unsuitable, compressible soils. We anticipate soil corrections would be necessary across much of the site to remove zones of existing fill, soft clay and/or swamp deposits prior to construction to provide adequate support for spread footings. C.3.c. Deep Foundations In areas requiring deeper soil corrections, an alternative to supporting structures upon conventional spread footings would be to use deep foundation systems. Deep foundation systems in this area are typically composed of steel pile elements driven to depths capable of achieving design capacity requirements. The use of a deep foundation system would allow materials unsuitable for direct foundation support to remain in place and avoid deep soil corrections. Additional consideration for the use of structurally supported floor slabs would also need to be made when using a deep foundation system. To further evaluate deep foundations for this site, deeper soil borings (100 feet or greater) would be necessary prior to final design to properly evaluate pile types and capacities based on the subsurface strata present. C.3.d. Alternative Building Support Methods In addition to soil corrections and deep foundations (piling), there are other methods of site preparation or building support that can be considered. At this time, without more complete plans and building locations/elevations the applicability of other alternatives would be difficult to assess. Please contact us as plans progress to discuss alternatives as needed. C.3.e. Floor Slab Support Ground supported floor slabs for industrial developments, such as this, can be subjected to heavy loading conditions which can lead to detrimental settlement if subgrades are not adequately prepared. The glacial till at this site would likely be suitable for the support of floor slabs; however, where unsuitable soils are present within building footprints consideration should be given to removing the unsuitable soils during soil corrections from floor slab areas to reduce the potential for detrimental settlement to occur. Depending on anticipated site usage and floor loads, careful consideration for slab support should be evaluated. Holasek Farms LP Project B1501103 April 14, 2015 Page 10 C.3.f. Pavement Support Pavements at this site can generally be supported upon the existing fill, new engineered fill and/or glacial till. However, where present beneath paved surfaces, organic soils would need to be carefully evaluated as they will impact pavement performance. Consideration can be given to leaving all, or some, of the organic soils in place beneath paved surfaces and allowing settlement to occur. The application of a preload or surcharge load to paved areas prior to construction would allow some settlement to occur prior to pavement construction and should be considered prior to final design based on actual roadway alignments and usage. The size and duration of preloading would need to be further evaluated prior to final design. If organics are left in place below pavements, the owner must understand they are assuming the risks of future pavement settlement and distress. C.3.g. Utility Support This development will include the installation of several new underground utilities during construction. New utility alignments should avoid known zones of organic soils, where possible, as they can lead to detrimental settlement and damage to underground utilities. Where deep organics cannot be avoided along new utility alignments, subcutting the organics and replacing with crushed aggregate or supporting utilities upon deep founded piling, should be considered during final design. C.3.h. Railroad Spur Support Subgrade preparation for support of a railroad spur line would likely be similar to that of a roadway where the embankment would be supported upon glacial till; however, additional considerations would apply if organics of other unsuitable soils are present along the rail alignment. If planned as part of the development, careful consideration will need to be given by the design team as to the alignment of a rail spur at this site. C.3.i. Reuse of Onsite Soils Based on the subgrade profile encountered in the borings, it appears much of the existing fill or native glacial till may be suitable for reuse as engineered fill. However, organic deposits or silts are not considered suitable for reuse as engineered fill for structural support. If on site glacial till soils are considered for reuse as engineered fill, moisture conditioning along with removal of any organics or debris should be anticipated. It is likely imported fill materials would need to be obtained from a borrow source to balance this site if soil corrections are performed. Any materials to be used as engineered fill or backfill should be tested and approved by the geotechnical engineer prior to placement. Holasek Farms LP Project B1501103 April 14, 2015 Page 11 D. Preliminary Recommendations The following recommendations are preliminary in nature for use in conceptual design and preliminary development planning of this project. These recommendations should be refined once this project is closer to final design and additional borings and a more detailed geotechnical evaluation have been performed for this project. D.1. Building Pad Preparation The following sections provide preliminary recommendations for use in general site grading and preparation of building pads. D.1.a. Subgrade Preparation We recommend any vegetation, topsoil, existing fill, soft clays, and/or organic soils be removed from within building footprints and oversize areas prior to construction. Based on the results of our borings and the previous agricultural usage of this property, deep topsoil zones will likely be encountered in areas of the site. In addition, the sub cut and removal of some soft native clays beneath topsoil or swamp deposits should be anticipated prior to fill or concrete placement depending on where final grades are established. We recommend excavation bottoms be observed by a geotechnical engineer, or their qualified representative, to judge if excavation bottom soils are similar to those encountered in the borings and are suitable for support of fill and/or structural loads. The actual depth of excavations will vary and needs to be determined in the field at the time of construction by a geotechnical engineer, or their representative, prior to new fill placement or foundation construction. An experienced engineering technician should work closely with the contractor during excavations to make the necessary field judgments regarding the suitability of the exposed soils and to determine the extent of unsuitable soils. Excavations of 25 feet, or greater, are anticipated in areas of the site. To provide lateral support of structural loads they will support, we recommend over sizing (widening) the excavations 1 foot horizontally beyond the footings for each foot the excavation extends below bottom- of-footing elevations. D.1.b. Excavation Support An Occupational Safety & Health Administration (OSHA) approved competent person should review soil classification in the field. Excavations must comply with the requirements of OSHA 29 CFR, Part 2926, Subpart P; Excavations and Trenches. This document states that excavation safety is the responsibility of the contractor. Reference to these OSHA requirements should be included in the project specifications. Holasek Farms LP Project B1501103 April 14, 2015 Page 12 Due to the general clayey nature of the soils encountered, soils at this site could generally be considered as Type B material under OSHA guidelines. Unsupported excavations in Type B soils should be maintained at gradients no steeper than 1H: 1V. However, the organic soils at this site would have to be maintained at much flatter gradients, 3H: 1V or flatter, to maintain stability. Slopes constructed in this manner may still exhibit surface sloughing. If site constraints do not allow the construction of temporary slopes with these dimensions, temporary shoring may be required, and we should be consulted for additional recommendations. D.1.c. Dewatering Groundwater will likely be encountered within deeper excavations at this site. The quantity of groundwater that could enter excavations is not known at this time. Due to the clayey nature of site soils, well points would not be an effective alternative to removing groundwater at this site. The contractor should develop a dewatering plan to be reviewed by the design team prior to construction. D.1.d. Selection, Placement and Compaction of Fill and Backfill We recommend fill and backfill materials be composed of non-organic, mineral soils containing no debris and having a PI (Plastic Index) of less than 20. Any materials to be used as structural fill or backfill should be tested and approved by the geotechnical engineer prior to placement. We recommend fill and backfill be placed in loose lifts no thicker than 12 inches. Smaller compaction equipment may require thinner lifts to meet specified density. The following table provides our minimum soil compaction recommendations for use at this site based on standard Proctor methods (ASTM D698): Table 1. Soil Compaction Recommendations Reference Area Relative Compaction (ASTM D698) Moisture Content (Variance from Optimum) Below Foundations 98% -1% to +3% Below Floor Slabs 95% -1% to +3% Below Pavements (upper 3 feet) 100% -1% to +3% Holasek Farms LP Project B1501103 April 14, 2015 Page 13 Final grading information is not available at this time. However, based on present topography, areas of this site could receive 10+ feet of fill to reach finished grades. Due to consolidation of deep fill under its own weight along with pressures from structural loads, we recommend any fill placement in excess of 10 feet in thickness below bottom of footings consist of granular soil (sand containing less than 10 percent, by weight, of particles passing a size No. 200 sieve) to minimize risk of detrimental settlement. Otherwise, a construction delay may be necessary to accommodate for this settlement. Further evaluation of deep fills, especially in deep soil correction areas, needs to be performed prior to final design and construction. D.2. Spread Footings The following sections provide preliminary recommendations for use in conceptual design of spread foundations for the anticipated commercial/industrial use buildings. D.2.a. Embedment Depth We recommend footings in heated structures be embedded at least 42 inches below the lowest finished exterior grade. We recommend embedding building footings not heated during winter construction, and other unheated footings associated with canopies, stoops or sidewalks a minimum depth of 60 inches below the lowest exterior grade. Frost can also be driven deeper under high traffic in paved areas, thus, loading dock footings should also bear at least 60 inches below the lowest finished exterior grade to protect against frost heave. Interior footings can be placed immediately below floor slabs provided subgrades are prepared as recommended prior to construction. D.2.b. Allowable Bearing Pressure We anticipate spread foundations for the proposed buildings will bear upon new engineered fill and/or native glacial till following soil corrections in areas. For preliminary design purposes, foundations bearing upon these materials could be designed to exert allowable soil bearing pressures of 2,000 to 4,000 pounds per square foot (PSF). Each individual building area will need to be further evaluated for bearing capacity based on subgrade conditions, actual structural loads and settlement tolerances. We recommend strip footings be a minimum of 2 feet wide and column footings be a minimum 3 feet square to help prevent punching shear failure. Holasek Farms LP Project B1501103 April 14, 2015 Page 14 D.3. Deep Foundations An alternative to spread foundations would be to support buildings at this site on deep foundation systems. However, borings deep enough to evaluate deep foundation systems have not been performed at this time and would need to be performed during final design to provide deep foundation recommendations. D.4. Interior Slabs We provide the following preliminary recommendations for use in conceptual design of interior floor slabs. D.4.a. Subgrade Modulus We recommend using a modulus of subgrade reaction (k) of 100 pounds per square inch per inch of deflection for design of floor slabs assuming a subgrade composed of clayey soils. This value can be increased by 50 pounds per cubic inch per inch of deflection if a minimum of 6 inches of crushed aggregate base course is placed below the floor slab. This layer of aggregate would also help provide a more stable working surface during construction. D.4.b. Moisture Vapor Protection If floor coverings or coatings less permeable than the concrete slab will be used, we recommend a vapor barrier be placed immediately beneath the slab. Some contractors prefer to bury the vapor barrier beneath a layer of sand to reduce curling and shrinkage, but this practice risks trapping water between the slab and vapor barrier. Regardless of where the vapor barrier is placed, we recommend consulting with floor covering manufacturers regarding the appropriate type, use and installation of the vapor barrier to preserve warranty assurances. D.5. Pavements The following sections provide preliminary recommendations for use in conceptual design of paved areas. Holasek Farms LP Project B1501103 April 14, 2015 Page 15 D.5.a. Subgrade We recommend any vegetation and/or topsoil be removed from beneath paved areas at this site. We note some of the borings encountered organic soils to a depths of up to 25 feet below grade. Paved roadway surfaces crossing deep organic zones will experience excessive settlement. Additional consideration may need to be given to floating the new roadway embankments with a preload or surcharge load to avoid the difficult effort associated with extensive excavations to remove deep organics at this site. These additional considerations will need to be further discussed prior to final design. D.5.b. Proofrolls Prior to placement of aggregate base course, we recommend subgrade soils be proofrolled with a fully- loaded, tandem-axle truck and observed by a geotechnical engineer, or their qualified representative. This will assist in identifying any soft or weak areas requiring soil correction. Typically areas that ‘pump’ or rut more than 1 inch due to wheel traffic should be corrected. Corrective measures should be determined in the field at the time of construction based on actual conditions. D.5.c. Clay Subgrade Option Pavements supported directly on the existing clay subgrade soils are generally less expensive initially, but would require slightly more maintenance since they are highly susceptible to volume changes upon freezing and thawing and possible settlement. With this approach, the pavement section (aggregate base and bituminous or concrete pavement) would be placed directly on top of the clay subgrade. Once grade is established, we recommend proofrolling the subgrade. If unstable areas are detected, we would recommend the proposed paved areas be moisture conditioned (disked and dried) in the upper 2 feet. The moisture conditioned soils should then be re-compacted to 100 percent of soil’s maximum dry density (standard Proctor method) and the moisture content be no more than 1 percent over its’ optimum moisture content. A proofroll should then be performed on the subgrade prior to placement of the aggregate base. If there are still unstable areas, a section of at least 6 to 8 inches of 2- to 4-inch crushed rock could be placed below the pavement section in order to aid in bridging the unstable soils. In order to maintain the integrity and stability of the aggregate base, we recommend placing a geo- textile fabric on top of the clay subgrade. Drain tile should be placed in low areas and as finger drains around catch basins. Holasek Farms LP Project B1501103 April 14, 2015 Page 16 D.5.d. Sand Sub-base Option A sand sub-base incorporated into the pavement section is one option to reduce maintenance and provide slightly longer pavement life. A sand sub-base will improve subgrade strength and reduce frost heave potential. The sands drain more freely than the clayey soils on which they lie, and because the sand could act as a reservoir for surface drainage and groundwater, we recommend that drain tile be installed in areas where a sand cushion is placed over frost susceptible soils. Drain tile should be placed in low areas and as finger drains around catch basins in urban section areas. With this approach, the subgrade soils would be subcut to allow for placement of a section of sand approximately 12 to 24 inches in thickness. The sand sub-base should meet the requirements of MnDOT Specification 3149.2B2 for Select Granular Borrow (containing less than 12 percent, by weight, of particles passing a size No. 200 sieve). The bottom of the excavation should then be disked, dried and re- compacted in order to provide a “crust” on which to place the sand sub-base. In order to maintain the integrity and stability of the sand sub-base, a geo-textile fabric could be placed on top of the re- compacted clay subgrade prior to placement of the sand sub-base. We recommend tapering the sand subgrade at a slope of 20H:1V in areas where the sand sub-base transitions to areas without a sand sub-base. This will provide a gradual area over which differential frost heave may occur between the 2 different pavement sections. D.5.e. Design Sections Laboratory tests to determine the Hveem Stabilometer R-value for pavement design were not included in our scope of services of this project. Based on our experience with similar projects in the area, however, it is our opinion that an R-value of 10 can be assumed for preliminary design purposes based on the clayey nature of site soils. Based upon the aforementioned traffic loads (500,000 ESALs) and the assumed R-value, we recommend the following preliminary pavement sections in Table 2 below for use in conceptual site development and planning. Table 2. Preliminary Pavement Thickness Sections Component Light-Duty Areas Heavy-Duty Areas Option Option Clay Subgrade Sand Sub-base Clay Subgrade Sand Sub-base Bituminous Pavement 3 inches 3 inches 6 inches 5 inches Aggregate Base Course 9 inches 5 inches 12 inches 6 inches Sand Sub-base N/A 12 inches N/A 24 inches Holasek Farms LP Project B1501103 April 14, 2015 Page 17 The above pavement designs are based upon a 20-year performance life. This is the amount of time before major reconstruction is anticipated. This performance life assumes maintenance, such as seal coating and crack sealing, is routinely performed. The actual pavement life will vary depending on variations in weather, traffic conditions and maintenance. D.5.f. Subgrade Drainage We recommend installing perforated drain tile throughout pavement areas at low points and about catch basins to help collect and remove water from pavement sections. The drain tile should be placed at the base of the aggregate base course. D.6. Frost Protection D.6.a. General All or some of the exterior slabs could be underlain by a variety of soil types, some of which are considered to be moderately- to highly-frost susceptible (CL/SC/ML). Soils of the type can retain moisture and heave upon freeing. In general, this characteristic is not an issue unless these soils become saturated due to surface runoff or infiltration or are excessively wet is-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 impact design drainage patterns and the performance of exterior slabs, isolated footings and piers, and pavements. To address most of the heave related issues, we recommend the general site grades and grades for surface features be set to direct surface drainage away from buildings, across large paved areas and away from walkways to limit the potential for saturation of the subgrade and any subsequent heaving. General grades should also have enough “slope” shown to tolerate potential larger areas of heave which may not fully settle when thawed. D.6.b. Exterior Slabs Even small amounts of frost-related differential movement at walkway joints or cracks can create tripping hazards. Several subgrade improvement options can be explored to address this condition. The most conservative and potentially most costly subgrade improvement option to help limit the potential for heaving, but not eliminate it, would be to remove any frost-susceptible soils present below the exterior slabs’ “footprint” down to the bottom-of-footing grades or to a maximum depth of 5 feet below subgrade elevations, whichever is less. We recommend the resulting excavation then be refilled with sand or sandy gravel having less than 50 percent of the particles by weight passing a No. 40 sieve and less than 5 percent of the particles by weight passing a No. 200 sieve. Holasek Farms LP Project B1501103 April 14, 2015 Page 18 Another subgrade improvement option would be to build in a transition zone between those soils considered to be frost-susceptible and those that are not to somewhat control where any differential movement may occur. Such transitions could exist between exterior slabs and pavements, between entry way slabs and sidewalks, and along the sidewalks themselves. For this option, the frost-susceptible soils in critical areas would be removed to a depth of at least 4 feet below grade as discussed above. The excavation below the footprint of the sidewalks or other slabs would then be sloped upward at a gradient no steeper than 3H:1V toward the less critical areas. The bottom of the excavation should then be sloped toward the center so that any water entering the excavation could be quickly drained to the deepest area for removal. In the deepest areas of the excavation, a series of perforated drainpipes will need to be installed to collect and dispose of surface water infiltration and/or groundwater that could accumulate within the backfill. The piping would need to be connected to a storm sewer or a sump to remove any accumulated water. If the water is not removed, it is our opinion this option will not be effective in controlling heave. Regardless of what is done to the walkway or pavement area subgrade, it will be critical the end-user develop a detailed maintenance program to seal and/or fill any cracks and joints that may develop during the useful life of the various surface features. Concrete and bituminous will experience episodes of normal thermo-expansion and thermo-contraction during its useful life. During this time, cracks may develop and joints may open up, which will expose the subgrade and allow any water flowing overland to enter the subgrade and either saturate the subgrade soils or to become perched atop it. This occurrence increases the potential for heave due to freezing conditions in the general vicinity of the crack or joint. This type of heave has the potential to become excessive if not addressed as part of a maintenance program. Special attention should be paid to areas where dissimilar materials abut one another, where construction joints occur and where shrinkage cracks develop. D.6.c. Isolated Footing and Piers Soils classified as being “clayey” or “silty” have the potential for adhering to poured concrete or masonry block features built through the normal frost zone. In freezing conditions, this soil adhesion could result in the concrete or masonry construction being lifted out of the ground. This lifting action is also known as heave due to adfreezing. The potential for experiencing the impacts of adfreezing increases with poor surface drainage in the area of below grade elements, in areas of poorly compacted clayey or silty soils and in areas of saturated soils. To limit the impacts of adfreeze, we recommend placing a low friction separation barrier, such as high density insulation board, between the backfill and the element. Extending isolated piers deeper into the frost-free zone, enlarging the bottom of the piers and then providing tension reinforcement can also be considered. Recommendations for specific foundation conditions can be provided as needed. Holasek Farms LP Project B1501103 April 14, 2015 Page 19 D.6.d. Bituminous Pavements The ongoing performance of bituminous pavements is impacted by conditions under which the pavement is asked to perform in. These conditions include the environmental conditions, the actual use conditions and the level of ongoing maintenance performed. Because of normal thermo expansion and contraction, it is not unusual to have cracking develop within the first few years of placement and for the cracking to continue throughout the life of the pavement. A regular maintenance plan should be developed for filling cracks to lessen the potential impacts for cold weather distress due to frost heave or warm weather distress due to wetting and softening of the subgrade. It is also not unusual for the pavement to require a seal coat within the first 5 to 10 years to increase the long-term performance of the bituminous pavement. D.7. Utilities We provide the following preliminary recommendations for use in the conceptual design of new underground utilities at this site. D.7.a. Subgrade Support Based on the results of the borings, we anticipate the glacial till or clays encountered at this site are generally suitable for utility support. However, if unfavorable conditions such as soft clays or organics are encountered at invert grades, the unstable soils may require additional subcutting and replacement with sand or crushed rock to prepare a proper subgrade for pipe support. D.7.b. Deep Foundations Deep organics were encountered in areas of this site, utilities crossing zones of deep organic soils may require deep foundations for support to prevent detrimental settlement. Where possible during design, new utilities should be routed away from zones of known organic deposits. D.7.c. Footing Influence If it is necessary to place utilities within the over sizing of any footings, we should review the documents prior to construction as it may be necessary to backfill with lean concrete or lower the footing elevations near the utility trenches. D.7.d. Groundwater Based on the soil borings, we do not expect groundwater will be encountered at typical utility invert elevations. However, if encountered within deeper excavations any groundwater should be removed from excavations prior to utility installation. Holasek Farms LP Project B1501103 April 14, 2015 Page 20 D.7.e. Corrosion The majority of the borings indicate the site is underlain by clayey soils and some organics. These soils are considered moderately- to highly-corrosive to metallic conduits. We recommend utilities be bedded in non-corrosive materials such as sand or gravel. E. Procedures E.1. Penetration Test Borings The penetration test borings were performed in general accordance with ASTM D1586. Penetration test samples were taken at 2 1/2- or 5-foot intervals. Actual sample intervals and corresponding depths are shown on the boring logs. E.2. Material Classification and Testing E.2.a. Visual and Manual Classification The geologic materials encountered were visually and manually classified in accordance with ASTM Test Method D2488. A chart explaining the classification system is attached. Samples were sealed in jars and returned to our facility for review and storage. E.2.b. Laboratory Testing The results of the laboratory tests performed on geologic material samples are noted on or follow the appropriate attached exploration logs. The tests were performed in accordance with ASTM procedures. E.3. Groundwater Measurements The drillers checked for groundwater as the penetration test borings were advanced. Given the nature of the soils encountered onsite, it is likely insufficient time was available for groundwater to seep into the borings and rise to its hydrostatic level. Thus, variations in groundwater levels should be anticipated. Holasek Farms LP Project B1501103 April 14, 2015 Page 21 F. Qualifications F.1. Variations in Subsurface Conditions F.1.a. Material Strata Our evaluation, analyses, and recommendations were developed 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, and therefore strata boundaries and thicknesses must be inferred to some extent. Strata boundaries may also be gradual transitions, and can be expected to vary in depth, elevation, and thickness away from the boring locations. Variations in subsurface conditions present between boring locations may not be revealed until additional exploration work is completed, or construction commences. If any such variations are revealed, our recommendations should be re-evaluated. Such variations could increase construction costs, and a contingency should be provided to accommodate them. F.1.b. Groundwater Levels Groundwater measurements were made under the conditions reported herein and shown on the exploration logs, and interpreted in the text of this report. It should be noted that the observation period was relatively short, and groundwater can be expected to fluctuate in response to rainfall, flooding, irrigation, seasonal freezing and thawing, surface drainage modifications and other seasonal and annual factors. F.2. Continuity of Professional Responsibility F.2.a. Plan Review This report is based on a limited amount of information, and a number of assumptions were made to help us develop our recommendations. It is recommended that our firm review the geotechnical aspects of the designs and specifications once site development plans and structure design has been established. Additional geotechnical borings and evaluation will also be necessary. F.2.b. Construction Observations and Testing It is recommended that we be retained to perform observations and tests during construction. This will allow correlation of the subsurface conditions encountered during construction with those encountered by the borings, and provide continuity of professional responsibility. Holasek Farms LP Project B1501103 April 14, 2015 Page 22 F.3. Use of Report This report is for the exclusive use of the parties to which it has been addressed. 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. F.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 9 6 11 4 2 1 3 7 71 Benchmark: Elevations were obtained using GPS and the State of Minnesota's permanent base station network. 29 73 428 FILL PT OL PT CL FILL: Sandy Lean Clay, dark brown, frozen to 3 feet then wet. PEAT, well decomposed, black, wet. (Swamp Deposit) ORGANIC CLAY, trace shells, black, wet. (Swamp Deposit) PEAT, slightly decomposed, black, waterbearing. (Swamp Deposit) SANDY LEAN CLAY, trace Gravel, gray, wet, soft to medium. (Glacial Till) END OF BORING. Water not observed with 24 1/2 feet of hollow-stem auger in the ground. Water not observed to cave-in depth of 9 feet immediately after withdrawal of auger. Boring then backfilled. 937.7 934.7 929.7 924.7 917.7 6.0 9.0 14.0 19.0 26.0 Braun Intertec Corporation, Bloomington MN 55438 ST-101 page 1 of 1 3 1/4" HSA, AutohammerK. Keck 2/25/15 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL 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-101 METHOD: BORING: BPF B1501103LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2015\01103.GPJ BRAUN_V8_CURRENT.GDT 4/14/15 13:38Braun Project B1501103 PRELIMINARY GEOTECHNICAL EVALUATION Holasek Farms Property 8610 Galpin Boulevard Chaska, Minnesota OC % MC %Symbol Elev. feet 943.7 Depth feet 0.0 7 7 9 12 25 18 13 20 24 FILL CL FILL: Lean Clay, trace roots, black to dark gray, frozen. SANDY LEAN CLAY, trace Gravel, gray and brown, wet, medium to very stiff. (Glacial Till) END OF BORING. Water not observed with 19 1/2 feet of hollow-stem auger in the ground. Water not observed to cave-in depth of 17 feet immediately after withdrawal of auger. Boring then backfilled. 942.9 925.9 4.0 21.0 Braun Intertec Corporation, Bloomington MN 55438 ST-102 page 1 of 1 3 1/4" HSA, AutohammerK. Keck 2/25/15 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL 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-102 METHOD: BORING: BPF B1501103LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2015\01103.GPJ BRAUN_V8_CURRENT.GDT 4/14/15 13:38Braun Project B1501103 PRELIMINARY GEOTECHNICAL EVALUATION Holasek Farms Property 8610 Galpin Boulevard Chaska, Minnesota MC %Symbol Elev. feet 946.9 Depth feet 0.0 50/4" 6 11 9 13 11 16 25 AGG FILL CL CRUSHED AGGREGATE, gray, frozen. FILL: Sandy Lean Clay, trace Gravel, dark brown to brown, frozen to 4 feet then wet. SANDY LEAN CLAY, trace Gravel, with Sand seams, grayish brown, wet, rather stiff to stiff. (Glacial Till) END OF BORING. Water not observed with 19 1/2 feet of hollow-stem auger in the ground. Water not observed to cave-in depth of 17 feet immediately after withdrawal of auger. Boring then backfilled. 949.3 946.3 931.3 3.0 6.0 21.0 Braun Intertec Corporation, Bloomington MN 55438 ST-103 page 1 of 1 3 1/4" HSA, AutohammerK. Keck 2/24/15 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL 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-103 METHOD: BORING: BPF B1501103LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2015\01103.GPJ BRAUN_V8_CURRENT.GDT 4/14/15 13:38Braun Project B1501103 PRELIMINARY GEOTECHNICAL EVALUATION Holasek Farms Property 8610 Galpin Boulevard Chaska, Minnesota MC %Symbol Elev. feet 952.3 Depth feet 0.0 7 11 13 13 14 17 10 23 18 FILL FILL CL FILL: Clayey Sand, with Gravel, dark brown, frozen. (Topsoil Fill) FILL: Lean Clay, with Gravel, brown, frozen. SANDY LEAN CLAY, trace Gravel, with rust staining, grayish brown, moist to wet, medium to very stiff. (Glacial Till) END OF BORING. Water not observed with 19 1/2 feet of hollow-stem auger in the ground. Water not observed to cave-in depth of 16 1/2 feet immediately after withdrawal of auger. Boring then backfilled. 947.9 944.6 927.6 0.8 4.0 21.0 Braun Intertec Corporation, Bloomington MN 55438 ST-104 page 1 of 1 3 1/4" HSA, AutohammerK. Keck 2/25/15 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL 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-104 METHOD: BORING: BPF B1501103LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2015\01103.GPJ BRAUN_V8_CURRENT.GDT 4/14/15 13:38Braun Project B1501103 PRELIMINARY GEOTECHNICAL EVALUATION Holasek Farms Property 8610 Galpin Boulevard Chaska, Minnesota MC %Symbol Elev. feet 948.6 Depth feet 0.0 9 9 10 9 11 14 16 32 14 FILL FILL FILL CL FILL: Sandy Silt, slightly organic, black, frozen. FILL: Lean Clay, with Sand and seams of Silty Sand, brown, wet. FILL: Silty Sand, fine- to medium-grained, with Clay seams, brown, wet. SANDY LEAN CLAY, trace Gravel, grayish brown, wet, rather stiff to stiff. (Glacial Till) END OF BORING. Water not observed with 19 1/2 feet of hollow-stem auger in the ground. Water not observed to cave-in depth of 17 1/2 feet immediately after withdrawal of auger. Boring then backfilled. 956.8 951.8 948.8 939.8 4.0 9.0 12.0 21.0 Braun Intertec Corporation, Bloomington MN 55438 ST-105 page 1 of 1 3 1/4" HSA, AutohammerK. Keck 2/25/15 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL 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-105 METHOD: BORING: BPF B1501103LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2015\01103.GPJ BRAUN_V8_CURRENT.GDT 4/14/15 13:38Braun Project B1501103 PRELIMINARY GEOTECHNICAL EVALUATION Holasek Farms Property 8610 Galpin Boulevard Chaska, Minnesota MC %Symbol Elev. feet 960.8 Depth feet 0.0 20 7 4 3 10 3 16 6 16 21 26 FILL FILL FILL OL CL FILL: Clayey Sand, slightly organic, dark brown, frozen. (Topsoil Fill) FILL: Clayey Sand, trace Gravel, brown, frozen. SANDY LEAN CLAY: trace Gravel, gray and brown, wet. ORGANIC CLAY, trace Shells and Sand Seams, black and gray, wet. (Swamp Deposit) SANDY LEAN CLAY, trace Gravel, gray, wet, stiff. (Glacial Till) END OF BORING. Water not observed with 19 1/2 feet of hollow-stem auger in the ground. Water not observed to cave-in depth of 17 feet immediately after withdrawal of auger. Boring then backfilled. 948.5 945.0 937.0 931.0 928.0 0.5 4.0 12.0 18.0 21.0 Braun Intertec Corporation, Bloomington MN 55438 ST-106 page 1 of 1 3 1/4" HSA, AutohammerK. Keck 2/24/15 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL 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-106 METHOD: BORING: BPF B1501103LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2015\01103.GPJ BRAUN_V8_CURRENT.GDT 4/14/15 13:38Braun Project B1501103 PRELIMINARY GEOTECHNICAL EVALUATION Holasek Farms Property 8610 Galpin Boulevard Chaska, Minnesota OC % MC %Symbol Elev. feet 949.0 Depth feet 0.0 11 8 9 7 13 15 12 An open triangle in the water level (WL) column indicates the depth at which groundwater was observed while drilling. Groundwater levels fluctuate. 21 20 FILL FILL OL CL CL FILL: Lean Clay, trace organic, black. (Topsoil Fill) FILL: Lean Clay, with Sand, dark gray and gray, frozen to 4 feet then wet. ORGANIC CLAY, trace Gravel, wet. (Swamp Deposit) LEAN CLAY, with Sand, gray, wet, medium. (Glacial Till) SANDY LEAN CLAY, trace Gravel, brown, wet, rather stiff to stiff. (Glacial Till) END OF BORING. Water observed at 15 feet with 20 feet of hollow-stem auger in the ground. Water not observed to cave-in depth of 17 1/2 feet immediately after withdrawal of auger. Boring then backfilled. 944.2 938.2 936.2 933.2 924.2 1.0 7.0 9.0 12.0 21.0 Braun Intertec Corporation, Bloomington MN 55438 ST-107 page 1 of 1 3 1/4" HSA, AutohammerK. Keck 2/24/15 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL 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-107 METHOD: BORING: BPF B1501103LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2015\01103.GPJ BRAUN_V8_CURRENT.GDT 4/14/15 13:38Braun Project B1501103 PRELIMINARY GEOTECHNICAL EVALUATION Holasek Farms Property 8610 Galpin Boulevard Chaska, Minnesota MC %Symbol Elev. feet 945.2 Depth feet 0.0 5 7 6 6 3 3 3 5 FILL FILL OL PT CL FILL: Lean Clay, slightly organic, black, frozen. (Topsoil Fill) FILL: Sandy Lean Clay, trace Gravel, black and gray to dark brown, frozen to 4 feet then wet. ORGANIC CLAY: with sand and clayeye sand seams, black and gray, wet. (Swamp Deposit) PEAT, partially decomposed, black, wet. (Swamp Deposit) LEAN CLAY, with Sand, trace Gravel, gray, wet, rather soft. (Glacial Till) END OF BORING. Water observed at 12 feet with 12 1/2 feet of hollow-stem auger in the ground. Water observed at a depth of 14 feet immediately after withdrawal of auger. Boring then backfilled. 943.2 932.2 925.2 921.2 918.2 1.0 12.0 19.0 23.0 26.0 Braun Intertec Corporation, Bloomington MN 55438 ST-108 page 1 of 1 3 1/4" HSA, AutohammerK. Keck 2/24/15 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL 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-108 METHOD: BORING: BPF B1501103LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2015\01103.GPJ BRAUN_V8_CURRENT.GDT 4/14/15 13:38Braun Project B1501103 PRELIMINARY GEOTECHNICAL EVALUATION Holasek Farms Property 8610 Galpin Boulevard Chaska, Minnesota Symbol Elev. feet 944.2 Depth feet 0.0 26 8 19 18 22 10 13 P200=59%21 17 FILL FILL FILL SC CL FILL: Clayey Sand, with Gravel, brown, frozen. (Topsoil Fill) FILL: Sandy Silt, slightly organic, dark brown, frozen. FILL: Sandy Lean Clay, brown, wet. CLAYEY SAND, trace Gravel, brown, moist to wet, very stiff to rather stiff. (Glacial Till) SANDY LEAN CLAY, trace Gravel, gray, wet, stiff. (Glacial Till) END OF BORING. Water observed at 12 1/2 feet with 12 1/2 feet of hollow-stem auger in the ground. Water not observed to cave-in depth of 17 feet immediately after withdrawal of auger. Boring then backfilled. 945.4 942.8 938.8 927.8 924.8 0.4 3.0 7.0 18.0 21.0 Braun Intertec Corporation, Bloomington MN 55438 ST-109 page 1 of 1 3 1/4" HSA, AutohammerK. Keck 2/24/15 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL 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-109 METHOD: BORING: BPF B1501103LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2015\01103.GPJ BRAUN_V8_CURRENT.GDT 4/14/15 13:38Braun Project B1501103 PRELIMINARY GEOTECHNICAL EVALUATION Holasek Farms Property 8610 Galpin Boulevard Chaska, Minnesota MC %Symbol Elev. feet 945.8 Depth feet 0.0 41 7 5 7 8 8 9 FILL FILL CL FILL: Clayey Sand, slightly organic, dark brown, frozen. (Topsoil Fill) FILL: Sandy Lean Clay, trace Gravel, brown, frozen to 4 feet then wet. SANDY LEAN CLAY, trace Gravel, brown and gray, wet, rather soft to medium. (Glacial Till) END OF BORING. Water not observed with 19 1/2 feet of hollow-stem auger in the ground. Water not observed to cave-in depth of 17 feet immediately after withdrawal of auger. Boring then backfilled. 939.3 933.3 919.3 1.0 7.0 21.0 Braun Intertec Corporation, Bloomington MN 55438 ST-110 page 1 of 1 3 1/4" HSA, AutohammerK. Keck 2/24/15 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL 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-110 METHOD: BORING: BPF B1501103LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2015\01103.GPJ BRAUN_V8_CURRENT.GDT 4/14/15 13:38Braun Project B1501103 PRELIMINARY GEOTECHNICAL EVALUATION Holasek Farms Property 8610 Galpin Boulevard Chaska, Minnesota Symbol Elev. feet 940.3 Depth feet 0.0 5 3 7 5 7 7 25 26 PT ML PEAT, partially decomposed, black, frozen. (Swamp Deposit) SANDY SILT, with Clay seams, gray, wet, very loose to loose. (Alluvium) END OF BORING. Water not observed with 19 1/2 feet of hollow-stem auger in the ground. Water not observed to cave-in depth of 17 1/2 feet immediately after withdrawal of auger. Boring then backfilled. 929.5 912.5 4.0 21.0 Braun Intertec Corporation, Bloomington MN 55438 ST-111 page 1 of 1 3 1/4" HSA, AutohammerK. Keck 2/25/15 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL 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-111 METHOD: BORING: BPF B1501103LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2015\01103.GPJ BRAUN_V8_CURRENT.GDT 4/14/15 13:38Braun Project B1501103 PRELIMINARY GEOTECHNICAL EVALUATION Holasek Farms Property 8610 Galpin Boulevard Chaska, Minnesota MC %Symbol Elev. feet 933.5 Depth feet 0.0 7 5 4 6 7 9 22 24 Benchmark: A solid triangle indicates the groundwater level in the boring on the date indicated. An open triangle in the water level (WL) column indicates the depth at which groundwater was observed while drilling. Groundwater levels fluctuate. 1/4 1/2 SC CL SC SC SM CLAYEY SAND, dark brown, moist. (Topsoil) SANDY LEAN CLAY, black to dark brown, moist. (Topsoil) CLAYEY SAND, with a trace of Gravel, dark brown, wet, rather soft. (Possible Fill / Glacial Till) CLAYEY SAND, with a trace of Gravel, gray with rust staining, wet, rather soft to medium. (Glacial Till) SILTY SAND, fine- to medium-grained, dark brown with rust staining, waterbearing, loose. (Glacial Till) END OF BORING. Water observed at 11 feet with 15 feet of hollow-stem auger in the ground. Water observed at 4 feet 5 minutes after withdrawal of auger. Boring immediately backfilled. 926.3 923.3 920.3 915.3 911.3 0.5 3.5 6.5 11.5 15.5 Braun Intertec Corporation, Bloomington MN 55438 ST-1 page 1 of 1 3 1/4" HSA AutohammerDave Lovassen 11/23/05 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL 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 B1501103LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2015\01103.GPJ BRAUN_V8_CURRENT.GDT 4/14/15 13:38Braun Project B1501103 PRELIMINARY GEOTECHNICAL EVALUATION Holasek Farms Property 8610 Galpin Boulevard Chaska, Minnesota OC % MC %Symbol Elev. feet 926.8 Depth feet 0.0 7 4 5 7 8 7 30 20 1/4 1 1 1 OL CL CL ORGANIC CLAY, black, moist. (Topsoil) SANDY LEAN CLAY, with a trace of Gravel, brownish-gray with rust staining, wet, rather soft to medium. (Glacial Till) SANDY LEAN CLAY, with a trace of Gravel, gray, wet, medium. (Glacial Till) END OF BORING. No water observed with 15 feet of hollow-stem auger in the ground. Water not observed to cave-in depth of 7 1/2 feet immediately after withdrawing the auger. Boring immediately backfilled. 936.3 926.3 921.8 1.0 11.0 15.5 Braun Intertec Corporation, Bloomington MN 55438 ST-2 page 1 of 1 3 1/4" HSA AutohammerDave Lovassen 11/22/05 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL 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 B1501103LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2015\01103.GPJ BRAUN_V8_CURRENT.GDT 4/14/15 13:38Braun Project B1501103 PRELIMINARY GEOTECHNICAL EVALUATION Holasek Farms Property 8610 Galpin Boulevard Chaska, Minnesota OC % MC %Symbol Elev. feet 937.3 Depth feet 0.0 7 7 10 8 7 8 221 1 1/2 1 1/2 SC CL CL SM CL CLAYEY SAND, with a trace of Gravel, dark brown, moist. (Topsoil) LEAN CLAY, black and dark brown. (Topsoil) LEAN CLAY, with a trace of Gravel, with a little Sand, brown, wet, medium. (Glacial Till) SILTY SAND, fine- to coarse-grained, with a trace of Gravel, dark brown, waterbearing, loose. (Glacial Till) SANDY LEAN CLAY, with a trace of Gravel, gray, wet, medium. (Glacial Till) END OF BORING. Water not observed with 15 feet of hollow-stem auger in the ground. Water observed at 5 feet 10 minutes after withdrawal of auger. Boring immediately backfilled. 935.4 933.9 931.9 924.4 920.4 0.5 2.0 4.0 11.5 15.5 Braun Intertec Corporation, Bloomington MN 55438 ST-3 page 1 of 1 3 1/4" HSA AutohammerDave Lovassen 11/23/05 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL 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 B1501103LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2015\01103.GPJ BRAUN_V8_CURRENT.GDT 4/14/15 13:38Braun Project B1501103 PRELIMINARY GEOTECHNICAL EVALUATION Holasek Farms Property 8610 Galpin Boulevard Chaska, Minnesota OC % MC %Symbol Elev. feet 935.9 Depth feet 0.0 7 5 15 10 6 7 24 26 0 0 PT CL CL CL PEAT, semi-decomposed, black, wet. (Swamp Deposit) SANDY LEAN CLAY, with a trace of Gravel, gray with rust staining, wet, rather soft to medium. (Glacial Till) SANDY LEAN CLAY, with a trace of Gravel, brownish-gray, wet, rather stiff to stiff. (Glacial Till) SANDY LEAN CLAY, with a trace of Gravel, gray, wet, medium. (Glacial Till) END OF BORING. Water observed at 13 feet with 15 feet of hollow-stem auger in the ground. Water not observed to cave-in depth of 2 feet immediately after withdrawing the auger. Boring immediately backfilled. 931.2 926.7 921.7 917.7 2.0 6.5 11.5 15.5 Braun Intertec Corporation, Bloomington MN 55438 ST-4 page 1 of 1 3 1/4" HSA AutohammerDave Lovassen 11/22/05 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL 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 B1501103LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2015\01103.GPJ BRAUN_V8_CURRENT.GDT 4/14/15 13:38Braun Project B1501103 PRELIMINARY GEOTECHNICAL EVALUATION Holasek Farms Property 8610 Galpin Boulevard Chaska, Minnesota OC % MC %Symbol Elev. feet 933.2 Depth feet 0.0 8 8 7 11 10 9 19 1 1/4 SC CL SC SM CLAYEY SAND, dark brown, moist. (Topsoil) SANDY LEAN CLAY, with a trace of Gravel, with seams of Silty Sand, brown with rust staining, moist, medium. (Glacial Till) CLAYEY SAND, with a trace of Gravel, with seams of Silty Sand, brown, wet, rather stiff. (Glacial Till) SILTY SAND, fine- to medium-grained, with a trace of Gravel, with layers of Clayey Sand, brown, waterbearing, loose. (Glacial Till) END OF BORING. Water not observed with 15 feet of hollow-stem auger in the ground. Water not observed to cave-in depth of 9 feet immediately after withdrawing the auger. Boring immediately backfilled. 941.6 933.4 928.4 926.9 0.8 9.0 14.0 15.5 Braun Intertec Corporation, Bloomington MN 55438 ST-5 page 1 of 1 3 1/4" HSA AutohammerDave Lovassen 11/23/05 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL 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 B1501103LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2015\01103.GPJ BRAUN_V8_CURRENT.GDT 4/14/15 13:38Braun Project B1501103 PRELIMINARY GEOTECHNICAL EVALUATION Holasek Farms Property 8610 Galpin Boulevard Chaska, Minnesota OC % MC %Symbol Elev. feet 942.4 Depth feet 0.0 4 WH* WH WH WH WH WH 1 6 Weight of Hammer *Water not observed with 30 feet of hollow-stem auger in the ground. Water not observed to cave-in at surface immediately after withdrawing the auger. Boring immediately backfilled.1/2 OL PT CL CL ORGANIC CLAY, with Sand, with a trace of Gravel, black, wet. (Topsoil) PEAT, well-decomposed to semi-decomposed, with a trace of shells, black, wet. (Swamp Deposit) LEAN CLAY, with a trace of shells and wood, dark gray, wet, very soft. (Glacial Lacustrine) SANDY LEAN CLAY, with a trace of Gravel, gray, wet, very soft to medium. (Glacial Till) END OF BORING.* 931.4 914.4 909.4 902.9 2.0 19.0 24.0 30.5 Braun Intertec Corporation, Bloomington MN 55438 ST-6 page 1 of 1 3 1/4" HSA AutohammerDave Lovassen 11/22/05 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL 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 B1501103LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2015\01103.GPJ BRAUN_V8_CURRENT.GDT 4/14/15 13:38Braun Project B1501103 PRELIMINARY GEOTECHNICAL EVALUATION Holasek Farms Property 8610 Galpin Boulevard Chaska, Minnesota MC %Symbol Elev. feet 933.4 Depth feet 0.0 4 3 2 6 7 8 28 21 18 1 1 1 CL CL CL LEAN CLAY, black, moist. (Topsoil) LEAN CLAY, with lenses of Silty Sand and Silt, brownish-gray, wet, soft to rather soft. (Glacial Lacustrine) SANDY LEAN CLAY, with a trace of Gravel, gray, moist to wet, soft to medium. (Glacial Till) END OF BORING. Water not observed with 15 feet of hollow-stem auger in the ground. Water not observed to cave-in depth of 3 feet immediately after withdrawing the auger. Boring immediately backfilled. 931.1 926.6 917.6 2.0 6.5 15.5 Braun Intertec Corporation, Bloomington MN 55438 ST-7 page 1 of 1 3 1/4" HSA AutohammerDave Lovassen 11/23/05 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL 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 B1501103LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2015\01103.GPJ BRAUN_V8_CURRENT.GDT 4/14/15 13:38Braun Project B1501103 PRELIMINARY GEOTECHNICAL EVALUATION Holasek Farms Property 8610 Galpin Boulevard Chaska, Minnesota OC % MC %Symbol Elev. feet 933.1 Depth feet 0.0 5 5 8 10 6 9 25 1/2 1 1 1/2 1 1/2 1/2 CL CL CL SP- SM LEAN CLAY, with a little Sand, black, moist. (Topsoil) SANDY LEAN CLAY, with a trace of Gravel, dark brown to brown with rust staining, wet, rather soft. (Glacial Till) SANDY LEAN CLAY, with a trace of Gravel, dark brown and gray with rust staining to gray, moist, medium to rather stiff. (Glacial Till) POORLY GRADED SAND with SILT, fine- to coarse-grained, with a trace of Gravel, gray, waterbearing, loose. (Glacial Outwash) END OF BORING. Water observed at 14 feet with 15 feet of hollow-stem auger in the ground. Water not observed to cave-in depth of 7 feet immediately after withdrawing the auger. Boring immediately backfilled. 934.4 929.0 922.0 920.0 1.1 6.5 13.5 15.5 Braun Intertec Corporation, Bloomington MN 55438 ST-8 page 1 of 1 3 1/4" HSA AutohammerDave Lovassen 11/22/05 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL 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 B1501103LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2015\01103.GPJ BRAUN_V8_CURRENT.GDT 4/14/15 13:38Braun Project B1501103 PRELIMINARY GEOTECHNICAL EVALUATION Holasek Farms Property 8610 Galpin Boulevard Chaska, Minnesota OC % MC %Symbol Elev. feet 935.5 Depth feet 0.0 7 7 10 8 8 7 17 1 1 3/4 1 1/2 1 1/4 CL CL CL LEAN CLAY, with a trace of Roots, black, moist. (Topsoil) SANDY LEAN CLAY, with a trace of Gravel, brownish-gray with rust staining, moist, medium to rather stiff. (Glacial Till) SANDY LEAN CLAY, with a trace of Gravel, gray, moist to wet, medium. (Glacial Till) END OF BORING. Water not observed with 15 feet of hollow-stem auger in the ground. Water not observed to cave-in depth of 8 feet immediately after withdrawing the auger. Boring immediately backfilled. 934.7 927.0 920.0 0.8 8.5 15.5 Braun Intertec Corporation, Bloomington MN 55438 ST-9 page 1 of 1 3 1/4" HSA AutohammerDave Lovassen 11/23/05 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL 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-9 METHOD: BORING: BPF B1501103LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2015\01103.GPJ BRAUN_V8_CURRENT.GDT 4/14/15 13:38Braun Project B1501103 PRELIMINARY GEOTECHNICAL EVALUATION Holasek Farms Property 8610 Galpin Boulevard Chaska, Minnesota OC % MC %Symbol Elev. feet 935.5 Depth feet 0.0 WH WH WH 1 3 4 9 9 36 233/4 1 PT CL CL PEAT, well-decomposed, with layers of Marl, with a trace of shells, black, wet. (Swamp Deposit) LEAN CLAY, with layers of Silt, gray, wet, soft to rather soft. (Glacial Lacustrine) SANDY LEAN CLAY, with a trace of Gravel, gray with rust staining, wet, rather stiff. (Glacial Till) END OF BORING. Water observed at 21 feet with 25 feet of hollow-stem auger in the ground. Water observed at 2 feet 15 minutes after withdrawal of auger. Boring immediately backfilled. 922.1 914.6 908.1 11.5 19.0 25.5 Braun Intertec Corporation, Bloomington MN 55438 ST-10 page 1 of 1 3 1/4" HSA AutohammerDave Lovassen 11/22/05 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL 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-10 METHOD: BORING: BPF B1501103LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2015\01103.GPJ BRAUN_V8_CURRENT.GDT 4/14/15 13:38Braun Project B1501103 PRELIMINARY GEOTECHNICAL EVALUATION Holasek Farms Property 8610 Galpin Boulevard Chaska, Minnesota OC % MC %Symbol Elev. feet 933.6 Depth feet 0.0 WH WH WH WH WH WH 1 8 26 211/2 PT CL PEAT, well-decomposed, black, wet. (Swamp Deposit) SANDY LEAN CLAY, with a trace of Gravel, gray, wet, very soft to medium. (Glacial Till) END OF BORING. Water observed at 15 feet with 25 feet of hollow-stem auger in the ground. Water observed at 2 feet immediately after withdrawing the auger. Boring immediately backfilled. 914.2 907.7 19.0 25.5 Braun Intertec Corporation, Bloomington MN 55438 ST-11 page 1 of 1 3 1/4" HSA AutohammerDave Lovassen 11/22/05 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL 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-11 METHOD: BORING: BPF B1501103LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2015\01103.GPJ BRAUN_V8_CURRENT.GDT 4/14/15 13:38Braun Project B1501103 PRELIMINARY GEOTECHNICAL EVALUATION Holasek Farms Property 8610 Galpin Boulevard Chaska, Minnesota OC % MC %Symbol Elev. feet 933.2 Depth feet 0.0 WH WH WH WH WH WH WH 17 PT SM PEAT, fibrous, black, wet. (Swamp Deposit) SILTY SAND, fine- to coarse-grained, with Gravel, gray, waterbearing, medium dense. (Glacial Till) END OF BORING. Water observed at 7 feet with 25 feet of hollow-stem auger in the ground. Water not observed to cave-in depth of 5 feet immediately after withdrawing the auger. Boring immediately backfilled. 907.8 906.3 24.0 25.5 Braun Intertec Corporation, Bloomington MN 55438 ST-12 page 1 of 1 3 1/4" HSA AutohammerDave Lovassen 11/23/05 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL 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-12 METHOD: BORING: BPF B1501103LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2015\01103.GPJ BRAUN_V8_CURRENT.GDT 4/14/15 13:38Braun Project B1501103 PRELIMINARY GEOTECHNICAL EVALUATION Holasek Farms Property 8610 Galpin Boulevard Chaska, Minnesota Symbol Elev. feet 931.8 Depth feet 0.0 3 3 5 9 7 8 26 19 1/2 1 1/2 1 1 1/2 CL CL CL CL LEAN CLAY, black, moist. (Topsoil) SANDY LEAN CLAY, with a trace of Gravel, brownish-gray with rust staining, wet, soft. (Glacial Till) SANDY LEAN CLAY, with a trace of Gravel, dark brown with rust staining, wet, rather soft. (Glacial Till) SANDY LEAN CLAY, with a trace of Gravel, gray, moist to wet, medium to rather stiff. (Glacial Till) END OF BORING. Water not observed with 15 feet of hollow-stem auger in the ground. Water not observed to cave-in depth of 3 feet immediately after withdrawing the auger. Boring immediately backfilled. 937.0 931.4 928.9 922.4 0.9 6.5 9.0 15.5 Braun Intertec Corporation, Bloomington MN 55438 ST-13 page 1 of 1 3 1/4" HSA AutohammerDave Lovassen 11/23/05 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL 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-13 METHOD: BORING: BPF B1501103LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2015\01103.GPJ BRAUN_V8_CURRENT.GDT 4/14/15 13:38Braun Project B1501103 PRELIMINARY GEOTECHNICAL EVALUATION Holasek Farms Property 8610 Galpin Boulevard Chaska, Minnesota OC % MC %Symbol Elev. feet 937.9 Depth feet 0.0 WH WH 4 6 9 9 24 20 1 1/2 2 PT CL CL CL PEAT, fibrous, black, wet. (Swamp Deposit) SANDY LEAN CLAY, with a trace of Gravel, brownish-gray, wet, very soft. (Glacial Till) SANDY LEAN CLAY, with a trace of Gravel, gray to brown, wet, rather soft to medium. (Glacial Till) SANDY LEAN CLAY, with a trace of Gravel, gray, wet, rather stiff. (Glacial Till) END OF BORING. Water not observed with 15 feet of hollow-stem auger in the ground. Water not observed to cave-in depth of 4 1/2 feet immediately after withdrawing the auger. Boring immediately backfilled. 928.6 926.1 921.6 917.6 4.5 7.0 11.5 15.5 Braun Intertec Corporation, Bloomington MN 55438 ST-14 page 1 of 1 3 1/4" HSA AutohammerDave Lovassen 11/23/05 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL 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-14 METHOD: BORING: BPF B1501103LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2015\01103.GPJ BRAUN_V8_CURRENT.GDT 4/14/15 13:38Braun Project B1501103 PRELIMINARY GEOTECHNICAL EVALUATION Holasek Farms Property 8610 Galpin Boulevard Chaska, Minnesota OC % MC %Symbol Elev. feet 933.1 Depth feet 0.0 Descriptive Terminology of Soil Standard D 2487 - 00 Classification of Soils for Engineering Purposes (Unified Soil Classification System) Rev. 7/07 DD Dry density, pcf WD Wet density, pcf MC Natural moisture content, % LL Liqiuid limit, % PL Plastic limit, % PI Plasticity index, % P200 % passing 200 sieve OC Organic content, % S Percent of saturation, % SG Specific gravity C Cohesion, psf Angle of internal friction qu Unconfined compressive strength, psf qp Pocket penetrometer strength, tsf Liquid Limit (LL) Laboratory TestsPlasticity Index (PI)Drilling Notes Standard penetration test borings were advanced by 3 1/4” or 6 1/4” ID hollow-stem augers unless noted otherwise, Jetting water was used to clean out auger prior to sampling only where indicated on logs. Standard penetration test borings are designated by the prefix “ST” (Split Tube). All samples were taken with the standard 2” OD split-tube sampler, except where noted. Power auger borings were advanced by 4” or 6” diameter continuous- flight, solid-stem augers. Soil classifications and strata depths were in- ferred from disturbed samples augered to the surface and are, therefore, somewhat approximate. Power auger borings are designated by the prefix “B.” Hand auger borings were advanced manually with a 1 1/2” or 3 1/4” diameter auger and were limited to the depth from which the auger could be manually withdrawn. Hand auger borings are indicated by the prefix “H.” BPF: Numbers indicate blows per foot recorded in standard penetration test, also known as “N” value. The sampler was set 6” into undisturbed soil below the hollow-stem auger. Driving resistances were then counted for second and third 6” increments and added to get BPF. Where they differed significantly, they are reported in the following form: 2/12 for the second and third 6” increments, respectively. 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. TW indicates thin-walled (undisturbed) tube sample. Note: All tests were run in general accordance with applicable ASTM standards. Particle Size Identification Boulders ............................... over 12” Cobbles ............................... 3” to 12” Gravel Coarse ............................ 3/4” to 3” Fine ................................. No. 4 to 3/4” Sand Coarse ............................ No. 4 to No. 10 Medium ........................... No. 10 to No. 40 Fine ................................. No. 40 to No. 200 Silt ....................................... No. 200, PI 4 or below “A” line Clay ..................................... No. 200, PI 4 and on or above “A” line 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 Consistency of Cohesive Soils Very soft ................................... 0 to 1 BPF Soft ....................................... 2 to 3 BPF Rather soft ............................... 4 to 5 BPF Medium .................................... 6 to 8 BPF Rather stiff ............................... 9 to 12 BPF Stiff ....................................... 13 to 16 BPF Very stiff ................................... 17 to 30 BPF Hard ....................................... over 30 BPF a. Based on the material passing the 3-in (75mm) sieve. b. If field sample contained cobbles or boulders, or both, add “with cobbles or boulders or both” to group name. c. Cu = D60 / D10 Cc = (D30)2 D10 x D60 d. If soil contains 15% sand, add “with sand” to group name. e. 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 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. If soil contains 15% gravel, add “with gravel” to group name. i. 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 j. If Atterberg limits plot in hatched area, soil is a CL-ML, silty clay. k. If soil contains 10 to 29% 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. Poorly graded sand h Peat Well-graded gravel d PI plots on or above “A” line PI 7 and plots on or above “A” line j PI 4 or plots below “A” line j Fine-grained Soils50% or more passed theNo. 200 sieveCoarse-grained Soilsmore than 50% retained onNo. 200 sieveSoils Classification Gravels More than 50% of coarse fraction retained on No. 4 sieve Sands 50% or more of coarse fraction passes No. 4 sieve Silts and Clays Liquid limit less than 50 Highly Organic Soils Silts and clays Liquid limit 50 or more Primarily organic matter, dark in color and organic odor Group Symbol Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests a Group Name b GW GP GM GC SW SP SM CL ML OL OL SC Poorly graded gravel d Silty gravel d f g Clean Gravels 5% or less fines e Gravels with Fines More than 12% fines e Clean Sands 5% or less fines i Sands with Fines More than 12% i Fines classify as ML or MH Fines classify as CL or CH Clayey gravel d f g Well-graded sand h Fines classify as CL or CH Fines classify as ML or MH Silty sand f g h Clayey sand f g h Inorganic Organic Liquid limit - oven dried Liquid limit - not dried 0.75 Inorganic Organic PI plots below “A” line Lean clay k l m Liquid limit - oven dried Liquid limit - not dried 0.75 CH MH OH OH Fat clay k l m Elastic silt k l m Organic clay k l m n Organic silt k l m o Organic clay k l m p Organic silt k l m q Cu 6 and 1 Cc 3 C PT Cu 4 and 1 Cc 3 C Cu 4 and/or 1 Cc 3 C Cu 6 and/or 1 CC 3 C 0 10 16 20 30 40 50 60 70 80 90 100 110 7 “U” Line“A” Line 10 20 30 40 50 60 4 0 ML or OL MH or OHCL or OL CH or O H CL - ML Silt k l m 550 Cleveland Avenue North | Saint Paul, MN 55114 Phone (651) 659-9001 | (800) 972-6364 | Fax (651) 659-1379 | www.amengtest.com | AA/EEO This document shall not be reproduced, except in full, without written approval from American Engineering Testing, Inc. July 12, 2018 Eden Trace Corporation 8156 Mallory Court Chanhassen, MN 55317 Attn: Mr. Mark Undestad RE: Preliminary Geotechnical Exploration and Review Holasek Farms Project Chanhassen, Minnesota Report No. 01-20113 Dear Mr. Undestad: American Engineering Testing, Inc. (AET) is pleased to present the results of our preliminary subsurface exploration program and geotechnical review for the redevelopment of the Holasek Farms site in Chanhassen, Minnesota; in accordance with our June 28, 2018, proposal. Project Information We understand that you are considering building four office/warehouse buildings on the site. The buildings would range in size from about 118,000 to 180,500 square feet. Braun Intertec Corporation previously drilled 25 borings on the property and prepared a preliminary geotechnical report dated April 14, 2015 (Braun Project B1501103). Some of those borings found relatively deep fill and swamp deposits. To better assess the extent of the fill/swamp deposits and the quality of the existing fill suitable for reuse, 42 test pits were excavated on July 2, 2018. Field Exploration We observed the excavation of the 42 test pits on July 2, 2018, by Minger Construction. Their excavator had a maximum excavation depth capability of about 18 feet. Portions of the planned Buildings B and C were not accessible due to either being wooded or planted with crops. The area of Building D was also not accessible. Figure 1 shows the approximate test pit locations. Except for Test Pit 30A, the test pit locations and elevations were located using GPS. The location and elevation of Test Pit 30A was estimated visually. The surface elevations at our recent borings ranged from 873.4 to 906.2. The logs of the Holasek Farms Project; Chanhassen, Minnesota AET Project No. 01-20113 July 12, 2018 Page 2 of 6 test pits are attached. The test pits were dug near vertically, and the deeper test pits were not safe for entry. Therefore, the layer depths on the logs are often estimates made only visually. Subsurface Soils and Groundwater Test Pit 25 was located on a stockpile, and fill extended to at least 15 feet at this location. At the remaining test pits, we observed fill to depths ranging from about ½ to 11 feet below grade. Swamp deposits were present at about 16 test pits and extended to depths ranging from about 5½ feet to at least 18 feet deep (the maximum excavator reach). Braun’s borings found a maximum depth of swamp deposits of about 23 feet at boring ST-108. Underlying the fill and swamp deposits, we found mostly till soils consisting of brown sandy lean clay with a little gravel. Boulders were encountered within the till in a couple test pits. At some test pits (especially where deep swamp deposits were present) we observed soft/wet clays below the fill or swamp deposits. The test pits were not left open long enough for groundwater levels to stabilize. Groundwater was observed at many test pits seeping into the excavations. As discussed in Braun’s report, groundwater will be encountered in excavations and dewatering will be required to perform soil corrections. Discussion and Recommendation As discussed at our June 13, 2018, meeting, your timeframe would probably allow a waiting period of about a year between grading and the construction of the buildings, roads, and utilities. A waiting period allows for more flexibility in whether soft soils can be left in place at depth and what types of fill can be used. The following table presents our estimated depths of subcutting to prepare the building pads and roads at our test pit locations. If a waiting period is not available, some of the excavation depths would be deeper to remove soft/wet non-organic clays below the swamp deposits. Holasek Farms Project; Chanhassen, Minnesota AET Project No. 01-20113 July 12, 2018 Page 3 of 6 Estimated Excavation Depths Test Pit # Surface Elevation (ft) Estimated Minimum Excavation Depth/Elevation (ft) TP1 944.7 10(934½) TP2 944.7 8.5(936) TP3 944.6 5.5(939) TP4 956.4 0.5(956) TP5 961.5 2.5(959) TP6 956.4 6(950½) TP7 958.9 6(953) TP8 955.2 5(950) TP9 937.6 6(931½) TP10 948.0 11(937) TP11 961.5 0.5(961) TP12 957.1 0.5(956½) TP13 948.4 1(947½) TP14 944.5 0.5(944) TP15 944.7 0.5(944) TP16 944.9 0.5(944½) TP17 945.0 0.5(944½) TP18 963.4 2.5(961) TP19 949.0 9(940) TP22 931.2 ≥18(≤913) TP23 954.2 1(953) TP24 952.7 5(947½) TP25* 957.0 ˃15(˂942) TP26 945.0 0.5(944½) TP27 944.2 11(933) TP28 944.0 12(932) TP29 943.7 10(933½) TP30 943.6 15(928½) TP30A 945±** 10(935) TP31 954.0 1.5(952½) TP32 930.1 8(922) Holasek Farms Project; Chanhassen, Minnesota AET Project No. 01-20113 July 12, 2018 Page 4 of 6 Test Pit # Surface Elevation (ft) Estimated Minimum Excavation Depth/Elevation (ft) TP33 943.3 8.5(934½) TP34 937.9 6.5(931½) TP35 944.1 11(933) TP36 943.1 14(929) TP37 943.3 10.5(933) TP38 943.8 2.5(941½) TP39 938.3 7(931½) TP40 939.5 ˃18(˂921½) TP41 938.2 16(922) TP42 938.2 12(926) TP47 945.2 6.5(938½) * TP25 located in a stockpile. ** TP30A elevation estimated. The recommended excavation depths are based primarily on the fill and/or swamp deposit depths found at the test pits. At Test Pit 40 (and possibly at 22), the excavation did not appear to penetrate the swamp deposits, and the excavation depths are not known. Most of the soils excavated for the soil correction will not be suitable for reuse as new fill under buildings or roads (including a 1:1 oversize area). The swamp deposits shown on the test pit logs should be considered unusable for support of buildings or roads. The fill soils consist of mostly clay soils. A significant portion of the fill either contains organics, or the non-organic clays are interlayered or mixed with organic soils and segregation of these soils will be time consuming. Also, a significant portion of the existing fill soils will require moisture conditioning (drying) to be reused as backfill. Based on the test pits (not considering Test Pit 25 located in the stockpile), we estimate that approximately 40% of the fill could be reused for roads. This assumes that soils containing some organics (in the range of up to about 5% to 10%) could be used in road embankments. Significantly less than 40% of the fill would be suitable for reuse in building pads. Test Pit 25 was excavated in a stockpile that appears to be about 10 to 12 feet above surrounding grade. The fill to about 10 feet consisted of mostly silty sands and clayey sands along with some plastic. Based on this one test pit, it appears that the stockpile would be reusable for reuse in building pads or roads. Holasek Farms Project; Chanhassen, Minnesota AET Project No. 01-20113 July 12, 2018 Page 5 of 6 Based on current grading plans, a significant amount of till soils will be excavated from the central and north-central portion of the site (the higher area of the site). These soils appear suitable for reuse as new fill for the building pads or roadways. Further geotechnical exploration including additional soil borings should be performed prior to finalizing building plans. Additional exploration should be done especially in the areas around Test Pits 22, 30, and 40. Additionally, the areas where Buildings C and D are planned have only sparse boring information. As plans are developed, please contact us for further review and recommendations. Closure Within the limitations of scope, budget, and schedule, we have endeavored to provide our services according to generally accepted geotechnical engineering practices at this time and location. Other than this, no warranty, either expressed or implied, is intended. If you have any questions regarding the work reported herein, or if we can be of further service to you, please do not hesitate to contact me at 651-789-4645. Report Prepared by: American Engineering Testing Authored by: Reviewed by: Jay P. Brekke, PE Loren W. Braun, PE Senior Engineer Principal Engineer I hereby certify that this report was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer under Minnesota Statute Section 326.02 to 326.15 Name: Jay P. Brekke Date: July 12, 2018 License #: 25631 Holasek Farms Project; Chanhassen, Minnesota AET Project No. 01-20113 July 12, 2018 Page 6 of 6 Attachments: Figure 1 – Approximate Test Pit Locations Test Pit Logs Unified Soil Classification System AET Project No. 01-20113 Date: July 2, 2018 Holasek Farms Logged By: Jay Brekke, P.E. Chanhassen, Minnesota Page 1 of 8 Log of Test Pits TP-1 (Elevation 944.7) 0-1 feet Fill – organic topsoil. 1-6 feet Fill – mostly brown and dark brown clay. 6-10 feet Swamp Deposits – Peat and organic clay. 10-12 feet Brown soft/wet clay. Water entering at about 10 feet. End of Test Pit at 12 feet. TP-2 (Elevation 944.7) 0-½ feet Fill – organic topsoil. ½-5 feet Fill – mostly brown and dark brown clay. 5-8½ feet Swamp Deposits – peat and organic clay. 8½-10 feet Brown and gray clay. No water observed. End of Test Pit at 10 feet. TP-3 (Elevation 944.6) 0-½ feet Fill – organic topsoil. ½-2½ feet Fill – mostly brown clay and fine sand. 2½-5½ feet Swamp Deposits – peat and organic clay. 5½-8 feet Brown sandy lean clay till. No water observed. End of Test Pit at 8 feet. TP-4 (Elevation 956.4) 0-½ feet Fill – organic topsoil. ½-5 feet Brown sandy lean clay till. No water observed. End of Test Pit at 5 feet. TP-5 (Elevation 961.5) 0-2½ feet Fill – mostly brown and dark brown clay and silty sand. 2½-4 feet Brown sandy lean clay till. No water observed. End of Test Pit at 4 feet. AET Project No. 01-20113 Date: July 2, 2018 Holasek Farms Logged By: Jay Brekke, P.E. Chanhassen, Minnesota Page 2 of 8 TP-6 (Elevation 956.4) 0-6 feet Fill – mostly black organic clay. 6-7 feet Brown sandy lean clay till. No water observed in excavation. End of Test Pit at 7 feet. TP-7 (Elevation 958.9) 0-½ feet Fill – organic topsoil. ½-6 feet Fill – mixed brown clay and black organic clay and peat. 6-7½ feet Brown sandy lean clay till. Water observed seeping in at about 4 feet. End of Test Pit at 7½ feet. TP-8 (Elevation 955.2) 0-3 feet Fill – brown clay. 3-5 feet Fill – mixed brown clay and black organic clay with pieces of concrete. 5-6 feet Brown sandy lean clay till. No water observed in excavation. End of Test Pit at 6 feet. TP-9 (Elevation 937.6) 0-6 feet Swamp Deposits - mostly black peat and organic clay. 6-7 feet Brown sandy lean clay till. Water observed seeping in at about 6 feet. End of Test Pit at 7 feet. TP-10 (Elevation 948.0) 0-11 feet Fill - mostly black slightly organic to organic clay. 11-12 feet Brown sandy lean clay till. Water observed seeping in at several depths. End of Test Pit at 12 feet. TP-11 (Elevation 961.5) 0-½ feet Fill – gravel and clay. ½-3 feet Brown sandy lean clay till. Encountered 1-foot diameter concrete pier or post. No water observed. End of Test Pit at 3 feet. TP-12 (Elevation 957.1) 0-½ feet Fill – organic topsoil. ½-3 feet Brown sandy lean clay till. No water observed. End of Test Pit at 3 feet. AET Project No. 01-20113 Date: July 2, 2018 Holasek Farms Logged By: Jay Brekke, P.E. Chanhassen, Minnesota Page 3 of 8 TP-13 (Elevation 948.4) 0-1 feet Fill – organic topsoil. 1-2½ feet Brown sandy lean clay till. No water observed. End of Test Pit at 2½ feet. TP-14 (Elevation 944.5) 0-½ feet Fill – organic topsoil and gravel. ½-2½ feet Brown sandy lean clay till with a 1-foot diameter boulder. No water observed. End of Test Pit at 2½ feet. TP-15 (Elevation 944.7) 0-½ feet Fill – organic topsoil. ½-2½ feet Brown sandy lean clay till. No water observed. End of Test Pit at 2½ feet. TP-16 (Elevation 944.9) 0-½ feet Fill – organic topsoil, with concrete debris at surface. ½-2½ feet Brown sandy lean clay till. No water observed. End of Test Pit at 2½ feet. TP-17 (Elevation 945.0) 0-½ feet Fill – organic topsoil and gravel. ½-2 feet Brown sandy lean clay till. No water observed. End of Test Pit at 2 feet. TP-18 (Elevation 963.4) 0-2½ feet Fill – mixture of sand, clay and bricks, pieces of metal and wood. 2½-5 feet Brown sandy lean clay till. No Water observed in excavation. End of Test Pit at 5 feet. TP-19 (Elevation 949.0) 0-½ feet Fill - organic topsoil. ½-7 feet Fill – mostly brown and dark brown clay, a little black, pvc pipe at 1½ feet. 7-9 feet Swamp Deposits – black and gray organic clay. 9-10 feet Brown sandy lean clay till. No water observed in excavation. End of Test Pit at 10 feet. AET Project No. 01-20113 Date: July 2, 2018 Holasek Farms Logged By: Jay Brekke, P.E. Chanhassen, Minnesota Page 4 of 8 TP-20 - Deleted (in roadway). TP-21 - Deleted (too close to roadway). TP-22 (Elevation 931.2) 0-18 feet Swamp Deposits – black and brown peat and organic clay. Appeared to be transitioning to non-organic clay at bottom of excavation. Water observed seeping into excavation at several depths. End of Test Pit at 18 feet (at excavator’s limit). TP-23 (Elevation 954.2) 0-1 feet Fill – topsoil. 0-3 feet Brown sandy lean clay till. No water observed in excavation. End of Test Pit at 3 feet. TP-24 (Elevation 952.7) 0-2 feet Fill – topsoil. Drain pipe at 1½ feet. 2-5 feet Fill – mostly brown and dark brown clay, with some black. 5-7 feet Brown sandy lean clay till. 1½ foot diameter boulder in till. No water observed in excavation. End of Test Pit at 7 feet. TP-25 (Elevation 957.0) – Test Pit In Stockpile 0-15 feet Fill – mostly brown silty sand and clayey sand, pieces of plastic in the fill. Some dark brown/black soils, roots, and a small stump below about 10 feet. No water observed in excavation. End of Test Pit at 15 feet. TP-26 (Elevation 945.0) 0-½ feet Fill – topsoil. ½-2 feet Brown sandy lean clay till. No water observed in excavation. End of Test Pit at 2 feet. TP-27 (Elevation 944.2) 0-11 feet Fill - mostly black slightly organic to organic clay. 11-12 feet Brown sandy lean clay till. Water observed seeping in at several depths. End of Test Pit at 12 feet. AET Project No. 01-20113 Date: July 2, 2018 Holasek Farms Logged By: Jay Brekke, P.E. Chanhassen, Minnesota Page 5 of 8 TP-28 (Elevation 944.0) 0-½ feet Fill – topsoil. ½-4 feet Fill – brown, dark brown, and black clay. 4-6 feet Blue/gray clay. 6-12 feet Swamp Deposits – black peat and organic clay. 12-14 feet Brown and blue gray soft/wet clay. Excavation caving at 14 feet. Water seeping into excavation at about 14 feet. End of Test Pit at 14 feet. TP-29 (Elevation 943.7) 0-8 feet Fill – mixture of brown, gray, dark brown and black clay. Some of the clay is organic. 8-10 feet Swamp Deposits – brown, dark brown, and black clay. 10-11½feet Brown clay till. Water seeping into excavation at about 8 feet. End of Test Pit at 11½ feet. TP-30 (Elevation 943.6) 0-11 feet Fill – mixture of brown, dark brown and black clay. A significant portion of the clay is organic. 11-15 feet Swamp Deposits – black peat and organic clay. 15-17 feet Gray soft/wet clay. Water seeping into excavation at several depths. End of Test Pit at 17 feet. TP-30A (Elevation 945±) 0-2 feet Fill – mostly brown clayey sand. 2-10 feet Fill – mixture of brown, gray, dark brown and black clay. Pieces of plastic. A significant portion of the clay is organic. 10-12 feet Brown and blue/gray soft/wet clay. Water entering excavation at 8 and 10 feet. End of Test Pit at 12 feet. TP-31 (Elevation 954.0) 0-1½ feet Fill – topsoil. 1½-4½ feet Brown sandy lean clay till. No water observed in excavation. End of Test Pit at 4½ feet. AET Project No. 01-20113 Date: July 2, 2018 Holasek Farms Logged By: Jay Brekke, P.E. Chanhassen, Minnesota Page 6 of 8 TP-32 (Elevation 930.1) 0-8 feet Swamp Deposits – black and dark gray peat and organic clay. 8-10 feet Gray soft/wet to firm clay. Water observed entering excavation at 8 feet. End of Test Pit at 10 feet. TP-33 (Elevation 943.3) 0-6 feet Fill – mostly brown sandy lean clay, piece of steel culvert. 6-8½ feet Swamp Deposits – black organic clay. 8½-10 feet Gray soft clay and then brown sandy lean clay at about 9 feet. Water entering excavation at 8 feet. End of Test Pit at 10 feet. TP-34 (Elevation 937.9) 0-4 feet Fill – mostly brown and dark brown soft/wet clay. 4-6½ feet Swamp Deposits – black peat and organic clay. 6½-8 feet Gray soft/wet clay. 8-8½ feet Brown sandy lean clay till. Test pit was next to swampy area with standing water. Water entering excavation at surface. Excavation caving. End of Test Pit at 8½ feet. TP-35 (Elevation 944.1) 0-11 feet Fill – mostly black organic clay. Some wood chips. 11-16 feet Gray soft/wet clay. Water seeping into excavation at several depths. End of Test Pit at 16 feet. TP-36 (Elevation 943.1) 0-1½ feet Fill – organic topsoil. 1½-9 feet Fill – mostly brown, gray, and dark brown soft/wet clay. 9-14 feet Swamp Deposits – black peat and organic clay. 14-16 feet Light gray clay. Possible cobbles or boulder at bottom of excavation. May be till. Water seeping into excavation at several depths. End of Test Pit at 16 feet. AET Project No. 01-20113 Date: July 2, 2018 Holasek Farms Logged By: Jay Brekke, P.E. Chanhassen, Minnesota Page 7 of 8 TP-37 (Elevation 943.3) 0-1½ feet Fill – organic topsoil. 1½-4 feet Fill – mostly brown clayey sand. 4-7 feet Fill – brown, gray, and dark brown clay. 7-10½ feet Swamp Deposits – black peat and organic clay. 10½-11½feet Brown sandy lean clay till. Water seeping into excavation at several depths. End of Test Pit at 11½ feet. TP-38 (Elevation 943.8) 0-½ feet Fill – organic topsoil. ½-2 feet Fill – brown clayey sand and sandy lean clay. 2-2½ feet Fill – dark brown/black clay. Possible buried topsoil. 2½-5 feet Brown sandy lean clay till. No water observed in excavation. End of Test Pit at 5 feet. TP-39 (Elevation 938.3) 0-5 feet Fill – brown clayey sand and sandy lean clay. 5-7 feet Fill – black organic clay. Possible buried topsoil. 7-10 feet Gray soft/wet clay. 10-10½feet Brown sandy lean clay till. No water observed in excavation. End of Test Pit at 10½ feet. TP-40 (Elevation 939.5) 0-3 feet Fill – dark brown peat and organic clay, pieces of plastic. 3-18 feet Swamp Deposits – black peat and organic clay. Water entering excavation at 8 feet. End of Test Pit at 18 feet (at excavator’s limit). TP-41 (Elevation 938.2) 0-5 feet Fill – black and dark brown peat and organic clay. Pieces of plastic and concrete. 5-16 feet Swamp Deposits – black peat and organic clay. 16-18 feet Dark gray soft/wet clay. Water seeping into excavation at couple different depths. End of Test Pit at 18 feet (at excavator’s limit). AET Project No. 01-20113 Date: July 2, 2018 Holasek Farms Logged By: Jay Brekke, P.E. Chanhassen, Minnesota Page 8 of 8 TP-42 (Elevation 938.2) 0-3 feet Fill – mostly brown clay. Pieces of plastic and some organics. 3-8 feet Swamp Deposits – black peat and organic clay. 8-12 feet Light gray soft/very wet silt, clay and sand mix. Caving in at 8 feet. Water observed at about 8 feet. Excavation caving in at 8 feet. End of Test Pit at 12 feet. TP-43 to 46 - Deleted (in farm fields or not accessible). TP-47 (Elevation 945.2) 0-½ feet Fill – organic topsoil. ½-6 feet Fill – brown clayey sand and sandy lean clay. 6-6½ feet Fill – dark brown/black clay. Possible buried topsoil. 6½-8 feet Brown sandy lean clay till. No water observed in excavation. End of Test Pit at 8 feet. Test Pit Notes: • Test pits were dug vertically, and if over a few feet deep were not safe for entry. Depths are approximate. • Test pits excavated by Minger Construction. • Except for Test Pit 30A, the test pit locations and ground surface elevations were determined using GPS. The Test Pit 30A location and elevation were estimated visually and based on the topographic survey. 01CLS021 (07/08) AMERICAN ENGINEERING TESTING, INC. UNIFIED SOIL CLASSIFICATION SYSTEM ASTM Designations: D 2487, D2488 AMERICAN ENGINEERING TESTING, INC. Criteria for Assigning Group Symbols and Group Names Using Laboratory TestsA Soil Classification Notes ABased on the material passing the 3-in (75-mm) sieve. BIf field sample contained cobbles or boulders, or both, add “with cobbles or boulders, or both” to group name. CGravels 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 DSands 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 (D30)2 ECu = D60 /D10, Cc = D10 x D60 FIf soil contains >15% sand, add “with sand” to group name. GIf fines classify as CL-ML, use dual symbol GC-GM, or SC-SM. HIf fines are organic, add “with organic fines” to group name. IIf soil contains >15% gravel, add “with gravel” to group name. JIf Atterberg limits plot is hatched area, soil is a CL-ML silty clay. KIf soil contains 15 to 29% plus No. 200 add “with sand” or “with gravel”, whichever is predominant. LIf soil contains >30% plus No. 200, predominantly sand, add “sandy” to group name. MIf soil contains >30% plus No. 200, predominantly gravel, add “gravelly” to group name. NPl>4 and plots on or above “A” line. OPl<4 or plots below “A” line. PPl plots on or above “A” line. QPl plots below “A” line. RFiber Content description shown below. Group Symbol Group NameB Coarse-Grained Soils More than 50% retained on No. 200 sieve Gravels More than 50% coarse fraction retained on No. 4 sieve Clean Gravels Less than 5% finesC Cu>4 and 1<Cc<3E GW Well graded gravelF Cu<4 and/or 1>Cc>3E GP Poorly graded gravelF Gravels with Fines more than 12% fines C Fines classify as ML or MH GM Silty gravelF.G.H Fines classify as CL or CH GC Clayey gravelF.G.H Sands 50% or more of coarse fraction passes No. 4 sieve Clean Sands Less than 5% finesD Cu>6 and 1<Cc<3E SW Well-graded sandI Cu<6 and/or 1>Cc>3E SP Poorly-graded sandI Sands with Fines more than 12% fines D Fines classify as ML or MH SM Silty sandG.H.I Fines classify as CL or CH SC Clayey sandG.H.I Fine-Grained Soils 50% or more passes the No. 200 sieve (see Plasticity Chart below) Silts and Clays Liquid limit less than 50 inorganic PI>7 and plots on or above “A” lineJ CL Lean clayK.L.M PI<4 or plots below “A” lineJ ML SiltK.L.M organic Liquid limit–oven dried <0.75 Liquid limit – not dried OL Organic clayK.L.M.N Organic siltK.L.M.O Silts and Clays Liquid limit 50 or more inorganic PI plots on or above “A” line CH Fat clayK.L.M PI plots below “A” line MH Elastic siltK.L.M organic Liquid limit–oven dried <0.75 Liquid limit – not dried OH Organic clayK.L.M.P Organic siltK.L.M.Q Highly organic soil Primarily organic matter, dark in color, and organic in odor PT PeatR 3 2 ½1 ¾4 10 20 40 60 140 200100 80 60 40 20 0 0 20 40 60 80 100 81 Sieve NumberScreen Opening (in.) 50 10 5 1.0 0.10.5 PARTICLE SIZE IN MILLIMETERS SIEVE ANALYSIS PERCENT PASSINGPERCENT RETAINEDD60 = 15mm D30 = 2.5mm D10 = 0.075mm Cu = = = 200D60 D10 15 0.075 Cc = = = 5.6(D30) D10 x D60 2.5 0.075 x 15 2 2 CL-ML For classification of fine-grained soils and fine-grained fraction of coarse-grained soils. Equation of "A"-lineHorizontal at PI = 4 to LL = 25.5. then PI = 0.73 (LL-20) Equation of "U"-lineVertical at LL = 16 to PI = 7. then PI = 0.9 (LL-8)"A" LINE"U" LINECL OR OLCH OR OH10 20 30 40 50 60 70 80 90 100 110 0 0 10 20 30 40 50 60 16 7 4PLASTICITY INDEX (PI)LIQUID LIMIT (LL) Plasticity Chart ADDITIONAL TERMINOLOGY NOTES USED BY AET FOR SOIL IDENTIFICATION AND DESCRIPTION Grain Size Term Particle Size Boulders Over 12" Cobbles 3" to 12" Gravel #4 sieve to 3" Sand #200 to #4 sieve Fines (silt & clay) Pass #200 sieve Gravel Percentages Term Percent A Little Gravel 3% - 14% With Gravel 15% - 29% Gravelly 30% - 50% Consistency of Plastic Soils Term N-Value, BPF Very Soft less than 2 Soft 2 - 4 Firm 5 - 8 Stiff 9 - 15 Very Stiff 16 - 30 Hard Greater than 30 Relative Density of Non-Plastic Soils Term N-Value, BPF Very Loose 0 - 4 Loose 5 - 10 Medium Dense 11 - 30 Dense 31 - 50 Very Dense Greater than 50 Moisture/Frost Condition (MC Column) D (Dry): Absence of moisture, dusty, dry to touch. M (Moist): Damp, although free water not visible. Soil may still have a high water content (over “optimum”). W (Wet/ Free water visible, intended to Waterbearing): describe non-plastic soils. Waterbearing usually relates to sands and sand with silt. F (Frozen): Soil frozen Layering Notes Laminations: Layers less than ½" thick of differing material or color. Lenses: Pockets or layers greater than ½" thick of differing material or color. Peat Description Fiber Content Term (Visual Estimate) Fibric Peat: Greater than 67% Hemic Peat: 33 – 67% Sapric Peat: Less than 33% Organic Description (if no lab tests) Soils are described as organic, if soil is not peat and is judged to have sufficient organic fines content to influence the Liquid Limit properties. Slightly organic used for borderline cases. Root Inclusions With roots: Judged to have sufficient quantity of roots to influence the soil properties. Trace roots: Small roots present, but not judged to be in sufficient quantity to significantly affect soil properties. ML OR OL MH OR OH APPENDIX B – DRAINAGE DIAGRAMS LYMAN BLVD. (C. S. A. H. NO. 18) L Y M A N B L V D . TWIN C I T I E S & W E S T E R N R R C O . ( F O R M E R L Y C . , M . , S T . P . , & P . R R C O . ) (C . S . A . H . NO . 1 8 ) TWIN C I T I E S & W E S T E R N R R C O . ( F O R M E R L Y C . , M . , S T . P . , & P . R R C O . ) TWIN C I T I E S & W E S T E R N R R C O . (FOR M E R L Y C . , M . , S T . P . , & P . R R C O . )GALPIN BLVD.(C. S. A. H. NO. 117)BM #1 BM #2 BM #3 BM #4 EX1 EX3 EX2 EX4 Project Location Approved:Drawn: Date Submittal / Rev.No. Certification Sheet Title Summary Revision History Sheet No.Revision Project No. By Client EDEN TRACE CORPORATION HOLASEK BUSINESS PARK CHANHASSEN, MN AAA AAA 21274 NORTH SCALE IN FEET 0 200 Oct 19, 2018 - 8:14am - User:jbalzer \\mfra.com\FS1Share\Projects\PROJECTS\21274\CAD\Civil\Exhibit\21274-DRNBASE_2018-10-19.dwg 1/2 EXISTING DRAINAGE MAP XX XX XX XX LINK POND REACH SUB-CATCHMENT LEGEND LYMAN BLVD. (C. S. A. H. NO. 18) L Y M A N B L V D . TWIN C I T I E S & W E S T E R N R R C O . ( F O R M E R L Y C . , M . , S T . P . , & P . R R C O . ) (C . S . A . H . NO . 1 8 ) TWIN C I T I E S & W E S T E R N R R C O . ( F O R M E R L Y C . , M . , S T . P . , & P . R R C O . ) TWIN C I T I E S & W E S T E R N R R C O . (FOR M E R L Y C . , M . , S T . P . , & P . R R C O . )GALPIN BLVD.(C. S. A. H. NO. 117)BM #1 BM #2 BM #3 BM #4 100.0'100.0'PROPOSED BUILDING A 161,500S.F. FFE=945.0 PROPOSED BUILDING B 109,250 S.F. FFE=941.5 PROPOSED BUILDING C 178,600 S.F. FFE=940.5 937 937 940 939 940940941 940 940 938 938 939 939 941 941 941 940940955 942943944945944944944944941942943944940 943944942943 940 938939 941 941 942943944 940 9409 4 0 94 1 93 8938943942 9289 5 5 95 7 9 4 5 942950955961960945946945944 940935930925923955 950 945940 925923928929 939937 937 936 937 936939939 939939939 939 935933933934936937938939939 935936937938 923925928929941 944 9 4 3 9 4 2 936 950951 965964966 965964 952953 945944 9 4 0 9 4 1 955956944947948936935 934 PR6 PR5 PR3PR2 PR1 PR7 PR4 WET POND A NWL = 929.00 HWL=933.24 WET POND B NWL = 929 HWL = 932.28 Project Location Approved:Drawn: Date Submittal / Rev.No. Certification Sheet Title Summary Revision History Sheet No.Revision Project No. By Client EDEN TRACE CORPORATION HOLASEK BUSINESS PARK CHANHASSEN, MN GA CD 21274 NORTH SCALE IN FEET 0 200 Oct 19, 2018 - 8:26am - User:jbalzer \\mfra.com\FS1Share\Projects\PROJECTS\21274\CAD\Civil\Exhibit\21274-DRNBASE_2018-10-19.dwg 2/2 PROPOSED DRAINAGE MAP XX XX XX XX LINK POND REACH SUB-CATCHMENT LEGEND Holasek Business Park 10/18/2018 Stormwater Management Plan APPENDIX C – HYDROCAD CALCULATIONS Existing EX1 Northwest EX2 Southeast EX3 South Central EX4 South 3L TOTAL EX Routing Diagram for Holasek Farm_10-18-2018 Prepared by Sambatek, Inc., Printed 10/19/2018 HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Subcat Reach Pond Link Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 2HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 25.610 65 Brush, Good, HSG C (EX1, EX2, EX4) 17.391 77 Row crops, C&T + CR, Good, HSG C (EX3) 43.000 70 TOTAL AREA Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 3HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Soil Listing (selected nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 43.000 HSG C EX1, EX2, EX3, EX4 0.000 HSG D 0.000 Other 43.000 TOTAL AREA MSE 24-hr 3 2-Year Rainfall=2.84"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 4HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Time span=0.00-300.00 hrs, dt=0.03 hrs, 10001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Sim-Route method - Pond routing by Sim-Route method Runoff Area=159,793 sf 0.00% Impervious Runoff Depth=0.43"Subcatchment EX1: Northwest Tc=20.0 min CN=65 Runoff=1.32 cfs 0.133 af Runoff Area=620,913 sf 0.00% Impervious Runoff Depth=0.43"Subcatchment EX2: Southeast Tc=50.0 min CN=65 Runoff=3.04 cfs 0.517 af Runoff Area=757,544 sf 0.00% Impervious Runoff Depth=0.96"Subcatchment EX3: South Central Tc=50.0 min CN=77 Runoff=10.42 cfs 1.394 af Runoff Area=7.687 ac 0.00% Impervious Runoff Depth=0.43"Subcatchment EX4: South Tc=30.0 min CN=65 Runoff=2.23 cfs 0.279 af Inflow=15.77 cfs 2.322 afLink 3L: TOTAL EX Primary=15.77 cfs 2.322 af Total Runoff Area = 43.000 ac Runoff Volume = 2.322 af Average Runoff Depth = 0.65" 100.00% Pervious = 43.000 ac 0.00% Impervious = 0.000 ac MSE 24-hr 3 2-Year Rainfall=2.84"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 5HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment EX1: Northwest Runoff = 1.32 cfs @ 12.36 hrs, Volume= 0.133 af, Depth= 0.43" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (sf) CN Description 159,793 65 Brush, Good, HSG C 159,793 65 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Subcatchment EX1: Northwest Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)1 0 MSE 24-hr 3 2-Year Rainfall=2.84" Runoff Area=159,793 sf Runoff Volume=0.133 af Runoff Depth=0.43" Tc=20.0 min CN=65 1.32 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 6HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment EX2: Southeast Runoff = 3.04 cfs @ 12.84 hrs, Volume= 0.517 af, Depth= 0.43" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (sf) CN Description 620,913 65 Brush, Good, HSG C 620,913 65 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 50.0 Direct Entry, Subcatchment EX2: Southeast Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)3 2 1 0 MSE 24-hr 3 2-Year Rainfall=2.84" Runoff Area=620,913 sf Runoff Volume=0.517 af Runoff Depth=0.43" Tc=50.0 min CN=65 3.04 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 7HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment EX3: South Central Runoff = 10.42 cfs @ 12.73 hrs, Volume= 1.394 af, Depth= 0.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (sf) CN Description 757,544 77 Row crops, C&T + CR, Good, HSG C 757,544 77 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 50.0 Direct Entry, Subcatchment EX3: South Central Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 2-Year Rainfall=2.84" Runoff Area=757,544 sf Runoff Volume=1.394 af Runoff Depth=0.96" Tc=50.0 min CN=77 10.42 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 8HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment EX4: South Runoff = 2.23 cfs @ 12.52 hrs, Volume= 0.279 af, Depth= 0.43" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (ac) CN Description 7.687 65 Brush, Good, HSG C 7.687 65 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 30.0 Direct Entry, Subcatchment EX4: South Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)2 1 0 MSE 24-hr 3 2-Year Rainfall=2.84" Runoff Area=7.687 ac Runoff Volume=0.279 af Runoff Depth=0.43" Tc=30.0 min CN=65 2.23 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 9HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Link 3L: TOTAL EX Inflow Area = 43.000 ac, 0.00% Impervious, Inflow Depth = 0.65" for 2-Year event Inflow = 15.77 cfs @ 12.71 hrs, Volume= 2.322 af Primary = 15.77 cfs @ 12.74 hrs, Volume= 2.322 af, Atten= 0%, Lag= 1.8 min Primary outflow = Inflow, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs Link 3L: TOTAL EX Inflow Primary Hydrograph Time (hours) 300250200150100500Flow (cfs)16 14 12 10 8 6 4 2 0 Inflow Area=43.000 ac 15.77 cfs15.77 cfs MSE 24-hr 3 240.00 hrs 10 Day Snowmelt Rainfall=7.20"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 10HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Time span=0.00-300.00 hrs, dt=0.03 hrs, 10001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Sim-Route method - Pond routing by Sim-Route method Runoff Area=159,793 sf 0.00% Impervious Runoff Depth=3.26"Subcatchment EX1: Northwest Tc=20.0 min CN=65 Runoff=2.62 cfs 0.996 af Runoff Area=620,913 sf 0.00% Impervious Runoff Depth=3.26"Subcatchment EX2: Southeast Tc=50.0 min CN=65 Runoff=9.14 cfs 3.870 af Runoff Area=757,544 sf 0.00% Impervious Runoff Depth=4.55"Subcatchment EX3: South Central Tc=50.0 min CN=77 Runoff=15.10 cfs 6.588 af Runoff Area=7.687 ac 0.00% Impervious Runoff Depth=3.26"Subcatchment EX4: South Tc=30.0 min CN=65 Runoff=5.35 cfs 2.087 af Inflow=31.73 cfs 13.541 afLink 3L: TOTAL EX Primary=31.73 cfs 13.541 af Total Runoff Area = 43.000 ac Runoff Volume = 13.541 af Average Runoff Depth = 3.78" 100.00% Pervious = 43.000 ac 0.00% Impervious = 0.000 ac MSE 24-hr 3 240.00 hrs 10 Day Snowmelt Rainfall=7.20"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 11HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment EX1: Northwest Runoff = 2.62 cfs @ 121.05 hrs, Volume= 0.996 af, Depth= 3.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 240.00 hrs 10 Day Snowmelt Rainfall=7.20" Area (sf) CN Description 159,793 65 Brush, Good, HSG C 159,793 65 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Subcatchment EX1: Northwest Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)2 1 0 MSE 24-hr 3 240.00 hrs 10 Day Snowmelt Rainfall=7.20" Runoff Area=159,793 sf Runoff Volume=0.996 af Runoff Depth=3.26" Tc=20.0 min CN=65 2.62 cfs MSE 24-hr 3 240.00 hrs 10 Day Snowmelt Rainfall=7.20"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 12HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment EX2: Southeast Runoff = 9.14 cfs @ 121.27 hrs, Volume= 3.870 af, Depth= 3.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 240.00 hrs 10 Day Snowmelt Rainfall=7.20" Area (sf) CN Description 620,913 65 Brush, Good, HSG C 620,913 65 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 50.0 Direct Entry, Subcatchment EX2: Southeast Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 240.00 hrs 10 Day Snowmelt Rainfall=7.20" Runoff Area=620,913 sf Runoff Volume=3.870 af Runoff Depth=3.26" Tc=50.0 min CN=65 9.14 cfs MSE 24-hr 3 240.00 hrs 10 Day Snowmelt Rainfall=7.20"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 13HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment EX3: South Central Runoff = 15.10 cfs @ 121.25 hrs, Volume= 6.588 af, Depth= 4.55" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 240.00 hrs 10 Day Snowmelt Rainfall=7.20" Area (sf) CN Description 757,544 77 Row crops, C&T + CR, Good, HSG C 757,544 77 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 50.0 Direct Entry, Subcatchment EX3: South Central Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)16 14 12 10 8 6 4 2 0 MSE 24-hr 3 240.00 hrs 10 Day Snowmelt Rainfall=7.20" Runoff Area=757,544 sf Runoff Volume=6.588 af Runoff Depth=4.55" Tc=50.0 min CN=77 15.10 cfs MSE 24-hr 3 240.00 hrs 10 Day Snowmelt Rainfall=7.20"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 14HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment EX4: South Runoff = 5.35 cfs @ 121.11 hrs, Volume= 2.087 af, Depth= 3.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 240.00 hrs 10 Day Snowmelt Rainfall=7.20" Area (ac) CN Description 7.687 65 Brush, Good, HSG C 7.687 65 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 30.0 Direct Entry, Subcatchment EX4: South Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)5 4 3 2 1 0 MSE 24-hr 3 240.00 hrs 10 Day Snowmelt Rainfall=7.20" Runoff Area=7.687 ac Runoff Volume=2.087 af Runoff Depth=3.26" Tc=30.0 min CN=65 5.35 cfs MSE 24-hr 3 240.00 hrs 10 Day Snowmelt Rainfall=7.20"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 15HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Link 3L: TOTAL EX Inflow Area = 43.000 ac, 0.00% Impervious, Inflow Depth = 3.78" for 10 Day Snowmelt event Inflow = 31.73 cfs @ 121.16 hrs, Volume= 13.541 af Primary = 31.73 cfs @ 121.19 hrs, Volume= 13.541 af, Atten= 0%, Lag= 1.8 min Primary outflow = Inflow, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs Link 3L: TOTAL EX Inflow Primary Hydrograph Time (hours) 300250200150100500Flow (cfs)35 30 25 20 15 10 5 0 Inflow Area=43.000 ac 31.73 cfs31.73 cfs MSE 24-hr 3 10-Year Rainfall=4.20"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 16HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Time span=0.00-300.00 hrs, dt=0.03 hrs, 10001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Sim-Route method - Pond routing by Sim-Route method Runoff Area=159,793 sf 0.00% Impervious Runoff Depth=1.15"Subcatchment EX1: Northwest Tc=20.0 min CN=65 Runoff=4.33 cfs 0.350 af Runoff Area=620,913 sf 0.00% Impervious Runoff Depth=1.15"Subcatchment EX2: Southeast Tc=50.0 min CN=65 Runoff=9.69 cfs 1.362 af Runoff Area=757,544 sf 0.00% Impervious Runoff Depth=1.97"Subcatchment EX3: South Central Tc=50.0 min CN=77 Runoff=22.30 cfs 2.854 af Runoff Area=7.687 ac 0.00% Impervious Runoff Depth=1.15"Subcatchment EX4: South Tc=30.0 min CN=65 Runoff=7.21 cfs 0.734 af Inflow=39.05 cfs 5.301 afLink 3L: TOTAL EX Primary=39.05 cfs 5.301 af Total Runoff Area = 43.000 ac Runoff Volume = 5.301 af Average Runoff Depth = 1.48" 100.00% Pervious = 43.000 ac 0.00% Impervious = 0.000 ac MSE 24-hr 3 10-Year Rainfall=4.20"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 17HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment EX1: Northwest Runoff = 4.33 cfs @ 12.32 hrs, Volume= 0.350 af, Depth= 1.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (sf) CN Description 159,793 65 Brush, Good, HSG C 159,793 65 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Subcatchment EX1: Northwest Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)4 3 2 1 0 MSE 24-hr 3 10-Year Rainfall=4.20" Runoff Area=159,793 sf Runoff Volume=0.350 af Runoff Depth=1.15" Tc=20.0 min CN=65 4.33 cfs MSE 24-hr 3 10-Year Rainfall=4.20"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 18HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment EX2: Southeast Runoff = 9.69 cfs @ 12.74 hrs, Volume= 1.362 af, Depth= 1.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (sf) CN Description 620,913 65 Brush, Good, HSG C 620,913 65 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 50.0 Direct Entry, Subcatchment EX2: Southeast Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 10-Year Rainfall=4.20" Runoff Area=620,913 sf Runoff Volume=1.362 af Runoff Depth=1.15" Tc=50.0 min CN=65 9.69 cfs MSE 24-hr 3 10-Year Rainfall=4.20"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 19HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment EX3: South Central Runoff = 22.30 cfs @ 12.71 hrs, Volume= 2.854 af, Depth= 1.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (sf) CN Description 757,544 77 Row crops, C&T + CR, Good, HSG C 757,544 77 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 50.0 Direct Entry, Subcatchment EX3: South Central Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)24 22 20 18 16 14 12 10 8 6 4 2 0 MSE 24-hr 3 10-Year Rainfall=4.20" Runoff Area=757,544 sf Runoff Volume=2.854 af Runoff Depth=1.97" Tc=50.0 min CN=77 22.30 cfs MSE 24-hr 3 10-Year Rainfall=4.20"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 20HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment EX4: South Runoff = 7.21 cfs @ 12.47 hrs, Volume= 0.734 af, Depth= 1.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (ac) CN Description 7.687 65 Brush, Good, HSG C 7.687 65 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 30.0 Direct Entry, Subcatchment EX4: South Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)8 7 6 5 4 3 2 1 0 MSE 24-hr 3 10-Year Rainfall=4.20" Runoff Area=7.687 ac Runoff Volume=0.734 af Runoff Depth=1.15" Tc=30.0 min CN=65 7.21 cfs MSE 24-hr 3 10-Year Rainfall=4.20"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 21HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Link 3L: TOTAL EX Inflow Area = 43.000 ac, 0.00% Impervious, Inflow Depth = 1.48" for 10-Year event Inflow = 39.05 cfs @ 12.65 hrs, Volume= 5.301 af Primary = 39.05 cfs @ 12.68 hrs, Volume= 5.301 af, Atten= 0%, Lag= 1.8 min Primary outflow = Inflow, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs Link 3L: TOTAL EX Inflow Primary Hydrograph Time (hours) 300250200150100500Flow (cfs)40 35 30 25 20 15 10 5 0 Inflow Area=43.000 ac 39.05 cfs39.05 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 22HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Time span=0.00-300.00 hrs, dt=0.03 hrs, 10001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Sim-Route method - Pond routing by Sim-Route method Runoff Area=159,793 sf 0.00% Impervious Runoff Depth=3.24"Subcatchment EX1: Northwest Tc=20.0 min CN=65 Runoff=13.23 cfs 0.991 af Runoff Area=620,913 sf 0.00% Impervious Runoff Depth=3.24"Subcatchment EX2: Southeast Tc=50.0 min CN=65 Runoff=29.99 cfs 3.851 af Runoff Area=757,544 sf 0.00% Impervious Runoff Depth=4.53"Subcatchment EX3: South Central Tc=50.0 min CN=77 Runoff=51.63 cfs 6.562 af Runoff Area=7.687 ac 0.00% Impervious Runoff Depth=3.24"Subcatchment EX4: South Tc=30.0 min CN=65 Runoff=22.13 cfs 2.077 af Inflow=103.52 cfs 13.482 afLink 3L: TOTAL EX Primary=103.52 cfs 13.482 af Total Runoff Area = 43.000 ac Runoff Volume = 13.482 af Average Runoff Depth = 3.76" 100.00% Pervious = 43.000 ac 0.00% Impervious = 0.000 ac MSE 24-hr 3 100-Year Rainfall=7.18"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 23HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment EX1: Northwest Runoff = 13.23 cfs @ 12.30 hrs, Volume= 0.991 af, Depth= 3.24" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (sf) CN Description 159,793 65 Brush, Good, HSG C 159,793 65 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Subcatchment EX1: Northwest Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)14 12 10 8 6 4 2 0 MSE 24-hr 3 100-Year Rainfall=7.18" Runoff Area=159,793 sf Runoff Volume=0.991 af Runoff Depth=3.24" Tc=20.0 min CN=65 13.23 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 24HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment EX2: Southeast Runoff = 29.99 cfs @ 12.71 hrs, Volume= 3.851 af, Depth= 3.24" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (sf) CN Description 620,913 65 Brush, Good, HSG C 620,913 65 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 50.0 Direct Entry, Subcatchment EX2: Southeast Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)30 25 20 15 10 5 0 MSE 24-hr 3 100-Year Rainfall=7.18" Runoff Area=620,913 sf Runoff Volume=3.851 af Runoff Depth=3.24" Tc=50.0 min CN=65 29.99 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 25HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment EX3: South Central Runoff = 51.63 cfs @ 12.68 hrs, Volume= 6.562 af, Depth= 4.53" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (sf) CN Description 757,544 77 Row crops, C&T + CR, Good, HSG C 757,544 77 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 50.0 Direct Entry, Subcatchment EX3: South Central Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)55 50 45 40 35 30 25 20 15 10 5 0 MSE 24-hr 3 100-Year Rainfall=7.18" Runoff Area=757,544 sf Runoff Volume=6.562 af Runoff Depth=4.53" Tc=50.0 min CN=77 51.63 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 26HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment EX4: South Runoff = 22.13 cfs @ 12.44 hrs, Volume= 2.077 af, Depth= 3.24" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description 7.687 65 Brush, Good, HSG C 7.687 65 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 30.0 Direct Entry, Subcatchment EX4: South Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)24 22 20 18 16 14 12 10 8 6 4 2 0 MSE 24-hr 3 100-Year Rainfall=7.18" Runoff Area=7.687 ac Runoff Volume=2.077 af Runoff Depth=3.24" Tc=30.0 min CN=65 22.13 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 27HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Link 3L: TOTAL EX Inflow Area = 43.000 ac, 0.00% Impervious, Inflow Depth = 3.76" for 100-Year event Inflow = 103.52 cfs @ 12.60 hrs, Volume= 13.482 af Primary = 103.52 cfs @ 12.63 hrs, Volume= 13.482 af, Atten= 0%, Lag= 1.8 min Primary outflow = Inflow, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs Link 3L: TOTAL EX Inflow Primary Hydrograph Time (hours) 300250200150100500Flow (cfs)110 100 90 80 70 60 50 40 30 20 10 0 Inflow Area=43.000 ac 103.52 cfs103.52 cfs MSE 24-hr 3 NURP Rainfall=2.50"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 28HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Time span=0.00-300.00 hrs, dt=0.03 hrs, 10001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Sim-Route method - Pond routing by Sim-Route method Runoff Area=159,793 sf 0.00% Impervious Runoff Depth=0.30"Subcatchment EX1: Northwest Tc=20.0 min CN=65 Runoff=0.78 cfs 0.091 af Runoff Area=620,913 sf 0.00% Impervious Runoff Depth=0.30"Subcatchment EX2: Southeast Tc=50.0 min CN=65 Runoff=1.86 cfs 0.353 af Runoff Area=757,544 sf 0.00% Impervious Runoff Depth=0.74"Subcatchment EX3: South Central Tc=50.0 min CN=77 Runoff=7.80 cfs 1.073 af Runoff Area=7.687 ac 0.00% Impervious Runoff Depth=0.30"Subcatchment EX4: South Tc=30.0 min CN=65 Runoff=1.34 cfs 0.191 af Inflow=11.11 cfs 1.708 afLink 3L: TOTAL EX Primary=11.11 cfs 1.708 af Total Runoff Area = 43.000 ac Runoff Volume = 1.708 af Average Runoff Depth = 0.48" 100.00% Pervious = 43.000 ac 0.00% Impervious = 0.000 ac MSE 24-hr 3 NURP Rainfall=2.50"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 29HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment EX1: Northwest Runoff = 0.78 cfs @ 12.39 hrs, Volume= 0.091 af, Depth= 0.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 NURP Rainfall=2.50" Area (sf) CN Description 159,793 65 Brush, Good, HSG C 159,793 65 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Subcatchment EX1: Northwest Runoff Hydrograph Time (hours) 300250200150100500Flow (cfs)0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 MSE 24-hr 3 NURP Rainfall=2.50" Runoff Area=159,793 sf Runoff Volume=0.091 af Runoff Depth=0.30" Tc=20.0 min CN=65 0.78 cfs MSE 24-hr 3 NURP Rainfall=2.50"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 30HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment EX2: Southeast Runoff = 1.86 cfs @ 12.87 hrs, Volume= 0.353 af, Depth= 0.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 NURP Rainfall=2.50" Area (sf) CN Description 620,913 65 Brush, Good, HSG C 620,913 65 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 50.0 Direct Entry, Subcatchment EX2: Southeast Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)2 1 0 MSE 24-hr 3 NURP Rainfall=2.50" Runoff Area=620,913 sf Runoff Volume=0.353 af Runoff Depth=0.30" Tc=50.0 min CN=65 1.86 cfs MSE 24-hr 3 NURP Rainfall=2.50"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 31HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment EX3: South Central Runoff = 7.80 cfs @ 12.73 hrs, Volume= 1.073 af, Depth= 0.74" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 NURP Rainfall=2.50" Area (sf) CN Description 757,544 77 Row crops, C&T + CR, Good, HSG C 757,544 77 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 50.0 Direct Entry, Subcatchment EX3: South Central Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)8 7 6 5 4 3 2 1 0 MSE 24-hr 3 NURP Rainfall=2.50" Runoff Area=757,544 sf Runoff Volume=1.073 af Runoff Depth=0.74" Tc=50.0 min CN=77 7.80 cfs MSE 24-hr 3 NURP Rainfall=2.50"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 32HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment EX4: South Runoff = 1.34 cfs @ 12.56 hrs, Volume= 0.191 af, Depth= 0.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 NURP Rainfall=2.50" Area (ac) CN Description 7.687 65 Brush, Good, HSG C 7.687 65 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 30.0 Direct Entry, Subcatchment EX4: South Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)1 0 MSE 24-hr 3 NURP Rainfall=2.50" Runoff Area=7.687 ac Runoff Volume=0.191 af Runoff Depth=0.30" Tc=30.0 min CN=65 1.34 cfs MSE 24-hr 3 NURP Rainfall=2.50"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 33HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Link 3L: TOTAL EX Inflow Area = 43.000 ac, 0.00% Impervious, Inflow Depth = 0.48" for NURP event Inflow = 11.11 cfs @ 12.73 hrs, Volume= 1.708 af Primary = 11.11 cfs @ 12.76 hrs, Volume= 1.708 af, Atten= 0%, Lag= 1.8 min Primary outflow = Inflow, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs Link 3L: TOTAL EX Inflow Primary Hydrograph Time (hours) 300250200150100500Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=43.000 ac 11.11 cfs11.11 cfs Proposed 10S Building A 12S Building B 14S Building C PR1 NW UC PR2 Lots 1 & 2 PR3 Direct to North Pond PR4 East UC PR5 Direct to South Pond PR6 Lot 3 PR7 SW UC 1R j 16R reach 5P North Pond 7P South Pond 11P Roof A 13P Roof B 15P Roof C 11L Total to South Routing Diagram for Holasek Farm_10-18-2018 Prepared by Sambatek, Inc., Printed 10/19/2018 HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Subcat Reach Pond Link Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 2HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 14.310 80 >75% Grass cover, Good, HSG D (PR1, PR2, PR3, PR5, PR6, PR7) 1.162 82 Farmsteads, HSG C (PR4) 15.027 98 Paved parking, HSG D (PR2, PR6) 10.316 98 Roofs, HSG D (10S, 12S, 14S) 2.186 98 Water Surface, HSG D (PR3, PR5) 43.000 92 TOTAL AREA Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 3HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Soil Listing (selected nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 1.162 HSG C PR4 41.838 HSG D 10S, 12S, 14S, PR1, PR2, PR3, PR5, PR6, PR7 0.000 Other 43.000 TOTAL AREA MSE 24-hr 3 2-Year Rainfall=2.84"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 4HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Time span=0.00-300.00 hrs, dt=0.03 hrs, 10001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Sim-Route method - Pond routing by Sim-Route method Runoff Area=161,500 sf 100.00% Impervious Runoff Depth=2.61"Subcatchment 10S: Building A Tc=0.0 min CN=98 Runoff=17.48 cfs 0.806 af Runoff Area=109,250 sf 100.00% Impervious Runoff Depth=2.61"Subcatchment 12S: Building B Tc=0.0 min CN=98 Runoff=11.83 cfs 0.545 af Runoff Area=178,600 sf 100.00% Impervious Runoff Depth=2.61"Subcatchment 14S: Building C Tc=0.0 min CN=98 Runoff=19.33 cfs 0.891 af Runoff Area=0.108 ac 0.00% Impervious Runoff Depth=1.13"Subcatchment PR1: NW UC Tc=0.0 min CN=80 Runoff=0.26 cfs 0.010 af Runoff Area=397,710 sf 79.94% Impervious Runoff Depth=2.20"Subcatchment PR2: Lots 1 & 2 Tc=20.0 min CN=94 Runoff=21.69 cfs 1.671 af Runoff Area=162,660 sf 35.95% Impervious Runoff Depth=1.53"Subcatchment PR3: Direct to North Pond Tc=10.0 min CN=86 Runoff=8.83 cfs 0.475 af Runoff Area=50,615 sf 0.00% Impervious Runoff Depth=1.25"Subcatchment PR4: East UC Tc=7.0 min CN=82 Runoff=2.58 cfs 0.121 af Runoff Area=82,763 sf 44.43% Impervious Runoff Depth=1.68"Subcatchment PR5: Direct to South Pond Tc=7.0 min CN=88 Runoff=5.57 cfs 0.265 af Runoff Area=476,680 sf 70.62% Impervious Runoff Depth=2.10"Subcatchment PR6: Lot 3 Tc=30.0 min CN=93 Runoff=20.23 cfs 1.916 af Runoff Area=248,617 sf 0.00% Impervious Runoff Depth=1.13"Subcatchment PR7: SW UC Tc=10.0 min CN=80 Runoff=9.94 cfs 0.538 af Inflow=16.10 cfs 1.351 afReach 1R: j Outflow=16.10 cfs 1.351 af Inflow=10.71 cfs 0.891 afReach 16R: reach Outflow=10.71 cfs 0.891 af Peak Elev=930.71' Storage=415,335 cf Inflow=42.37 cfs 3.563 afPond 5P: North Pond 36.0" Round Culvert n=0.012 L=210.0' S=0.0000 '/' Outflow=5.42 cfs 3.483 af Peak Elev=930.61' Storage=227,331 cf Inflow=30.02 cfs 6.556 afPond 7P: South Pond Primary=12.20 cfs 6.468 af Secondary=1.77 cfs 0.066 af Tertiary=0.00 cfs 0.000 af Outflow=12.58 cfs 6.535 af Peak Elev=0.13' Storage=10,182 cf Inflow=17.48 cfs 0.806 afPond 11P: Roof A Outflow=9.56 cfs 0.806 af Peak Elev=0.13' Storage=6,847 cf Inflow=11.83 cfs 0.545 afPond 13P: Roof B Outflow=6.55 cfs 0.545 af MSE 24-hr 3 2-Year Rainfall=2.84"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 5HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Peak Elev=0.13' Storage=11,189 cf Inflow=19.33 cfs 0.891 afPond 15P: Roof C Outflow=10.71 cfs 0.891 af Inflow=15.43 cfs 7.138 afLink 11L: Total to South Primary=15.43 cfs 7.138 af Total Runoff Area = 43.000 ac Runoff Volume = 7.240 af Average Runoff Depth = 2.02" 35.98% Pervious = 15.472 ac 64.02% Impervious = 27.529 ac MSE 24-hr 3 2-Year Rainfall=2.84"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 6HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 10S: Building A Runoff = 17.48 cfs @ 12.05 hrs, Volume= 0.806 af, Depth= 2.61" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (sf) CN Description 161,500 98 Roofs, HSG D 161,500 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.0 Direct Entry, Subcatchment 10S: Building A Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)18 16 14 12 10 8 6 4 2 0 MSE 24-hr 3 2-Year Rainfall=2.84" Runoff Area=161,500 sf Runoff Volume=0.806 af Runoff Depth=2.61" Tc=0.0 min CN=98 17.48 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 7HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 12S: Building B Runoff = 11.83 cfs @ 12.05 hrs, Volume= 0.545 af, Depth= 2.61" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (sf) CN Description 109,250 98 Roofs, HSG D 109,250 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.0 Direct Entry, Subcatchment 12S: Building B Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 2-Year Rainfall=2.84" Runoff Area=109,250 sf Runoff Volume=0.545 af Runoff Depth=2.61" Tc=0.0 min CN=98 11.83 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 8HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 14S: Building C Runoff = 19.33 cfs @ 12.05 hrs, Volume= 0.891 af, Depth= 2.61" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (sf) CN Description 178,600 98 Roofs, HSG D 178,600 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.0 Direct Entry, Subcatchment 14S: Building C Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)20 18 16 14 12 10 8 6 4 2 0 MSE 24-hr 3 2-Year Rainfall=2.84" Runoff Area=178,600 sf Runoff Volume=0.891 af Runoff Depth=2.61" Tc=0.0 min CN=98 19.33 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 9HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment PR1: NW UC Runoff = 0.26 cfs @ 12.06 hrs, Volume= 0.010 af, Depth= 1.13" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (ac) CN Description 0.108 80 >75% Grass cover, Good, HSG D 0.108 80 100.00% Pervious Area Subcatchment PR1: NW UC Runoff Hydrograph Time (hours) 300250200150100500Flow (cfs)0.25 0.2 0.15 0.1 0.05 0 MSE 24-hr 3 2-Year Rainfall=2.84" Runoff Area=0.108 ac Runoff Volume=0.010 af Runoff Depth=1.13" Tc=0.0 min CN=80 0.26 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 10HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment PR2: Lots 1 & 2 Runoff = 21.69 cfs @ 12.29 hrs, Volume= 1.671 af, Depth= 2.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (sf) CN Description 317,947 98 Paved parking, HSG D 79,763 80 >75% Grass cover, Good, HSG D 397,710 94 Weighted Average 79,763 80 20.06% Pervious Area 317,947 98 79.94% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Subcatchment PR2: Lots 1 & 2 Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)24 22 20 18 16 14 12 10 8 6 4 2 0 MSE 24-hr 3 2-Year Rainfall=2.84" Runoff Area=397,710 sf Runoff Volume=1.671 af Runoff Depth=2.20" Tc=20.0 min CN=94 21.69 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 11HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment PR3: Direct to North Pond Runoff = 8.83 cfs @ 12.18 hrs, Volume= 0.475 af, Depth= 1.53" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (sf) CN Description 104,190 80 >75% Grass cover, Good, HSG D 58,470 98 Water Surface, HSG D 162,660 86 Weighted Average 104,190 80 64.05% Pervious Area 58,470 98 35.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment PR3: Direct to North Pond Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 2-Year Rainfall=2.84" Runoff Area=162,660 sf Runoff Volume=0.475 af Runoff Depth=1.53" Tc=10.0 min CN=86 8.83 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 12HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment PR4: East UC Runoff = 2.58 cfs @ 12.15 hrs, Volume= 0.121 af, Depth= 1.25" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (sf) CN Description 50,615 82 Farmsteads, HSG C 50,615 82 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment PR4: East UC Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)2 1 0 MSE 24-hr 3 2-Year Rainfall=2.84" Runoff Area=50,615 sf Runoff Volume=0.121 af Runoff Depth=1.25" Tc=7.0 min CN=82 2.58 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 13HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment PR5: Direct to South Pond Runoff = 5.57 cfs @ 12.14 hrs, Volume= 0.265 af, Depth= 1.68" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (sf) CN Description 45,990 80 >75% Grass cover, Good, HSG D 36,773 98 Water Surface, HSG D 82,763 88 Weighted Average 45,990 80 55.57% Pervious Area 36,773 98 44.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc = 7.0 min Subcatchment PR5: Direct to South Pond Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)6 5 4 3 2 1 0 MSE 24-hr 3 2-Year Rainfall=2.84" Runoff Area=82,763 sf Runoff Volume=0.265 af Runoff Depth=1.68" Tc=7.0 min CN=88 5.57 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 14HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment PR6: Lot 3 Runoff = 20.23 cfs @ 12.42 hrs, Volume= 1.916 af, Depth= 2.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (sf) CN Description 336,609 98 Paved parking, HSG D 58,174 80 >75% Grass cover, Good, HSG D 81,897 80 >75% Grass cover, Good, HSG D 476,680 93 Weighted Average 140,071 80 29.38% Pervious Area 336,609 98 70.62% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 30.0 Direct Entry, Subcatchment PR6: Lot 3 Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)22 20 18 16 14 12 10 8 6 4 2 0 MSE 24-hr 3 2-Year Rainfall=2.84" Runoff Area=476,680 sf Runoff Volume=1.916 af Runoff Depth=2.10" Tc=30.0 min CN=93 20.23 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 15HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment PR7: SW UC Runoff = 9.94 cfs @ 12.18 hrs, Volume= 0.538 af, Depth= 1.13" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (sf) CN Description 207,895 80 >75% Grass cover, Good, HSG D 40,722 80 >75% Grass cover, Good, HSG D 248,617 80 Weighted Average 248,617 80 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment PR7: SW UC Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 2-Year Rainfall=2.84" Runoff Area=248,617 sf Runoff Volume=0.538 af Runoff Depth=1.13" Tc=10.0 min CN=80 9.94 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 16HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Reach 1R: j Inflow Area = 6.216 ac,100.00% Impervious, Inflow Depth = 2.61" for 2-Year event Inflow = 16.10 cfs @ 12.12 hrs, Volume= 1.351 af Outflow = 16.10 cfs @ 12.15 hrs, Volume= 1.351 af, Atten= 0%, Lag= 1.8 min Routing by Sim-Route method, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs Reach 1R: j Inflow Outflow Hydrograph Time (hours) 300250200150100500Flow (cfs)18 16 14 12 10 8 6 4 2 0 Inflow Area=6.216 ac 16.10 cfs16.10 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 17HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Reach 16R: reach Inflow Area = 4.100 ac,100.00% Impervious, Inflow Depth = 2.61" for 2-Year event Inflow = 10.71 cfs @ 12.12 hrs, Volume= 0.891 af Outflow = 10.71 cfs @ 12.15 hrs, Volume= 0.891 af, Atten= 0%, Lag= 1.8 min Routing by Sim-Route method, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs Reach 16R: reach Inflow Outflow Hydrograph Time (hours) 300250200150100500Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=4.100 ac 10.71 cfs10.71 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 18HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Pond 5P: North Pond Inflow = 42.37 cfs @ 12.22 hrs, Volume= 3.563 af Outflow = 5.42 cfs @ 13.82 hrs, Volume= 3.483 af, Atten= 87%, Lag= 96.2 min Secondary = 5.42 cfs @ 13.82 hrs, Volume= 3.483 af Routing by Sim-Route method, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs Starting Elev= 929.00' Surf.Area= 58,470 sf Storage= 309,610 cf Peak Elev= 930.71' @ 13.35 hrs Surf.Area= 65,080 sf Storage= 415,335 cf (105,725 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 746.0 min ( 1,536.9 - 791.0 ) Volume Invert Avail.Storage Storage Description #1 922.00' 1,105,343 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 922.00 35,482 0 0 928.00 49,694 255,528 255,528 929.00 58,470 54,082 309,610 933.50 75,850 302,220 611,830 940.00 76,000 493,513 1,105,343 Device Routing Invert Outlet Devices #1 Secondary 929.00'36.0" Round Culvert L= 210.0' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 929.00' / 929.00' S= 0.0000 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 7.07 sf Secondary OutFlow Max=5.51 cfs @ 13.82 hrs HW=930.67' TW=930.48' (Dynamic Tailwater) 1=Culvert (Outlet Controls 5.51 cfs @ 1.96 fps) MSE 24-hr 3 2-Year Rainfall=2.84"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 19HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Pond 5P: North Pond Inflow Secondary Hydrograph Time (hours) 300250200150100500Flow (cfs)45 40 35 30 25 20 15 10 5 0 Peak Elev=930.71' Storage=415,335 cf 36.0" Round Culvert n=0.012 L=210.0' S=0.0000 '/' 42.37 cfs 5.42 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 20HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Pond 7P: South Pond Inflow = 30.02 cfs @ 12.37 hrs, Volume= 6.556 af Outflow = 12.58 cfs @ 12.65 hrs, Volume= 6.535 af, Atten= 58%, Lag= 16.6 min Primary = 12.20 cfs @ 12.95 hrs, Volume= 6.468 af Secondary = 1.77 cfs @ 12.57 hrs, Volume= 0.066 af Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Sim-Route method, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs Starting Elev= 929.00' Surf.Area= 36,773 sf Storage= 163,452 cf Peak Elev= 930.61' @ 12.95 hrs Surf.Area= 42,761 sf Storage= 227,331 cf (63,879 cf above start) Plug-Flow detention time= 1,340.9 min calculated for 2.782 af (42% of inflow) Center-of-Mass det. time= 192.2 min ( 1,383.2 - 1,191.0 ) Volume Invert Avail.Storage Storage Description #1 922.00' 719,455 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 922.00 15,300 0 0 928.00 28,333 130,899 130,899 929.00 36,773 32,553 163,452 933.50 53,548 203,222 366,674 940.00 55,000 352,781 719,455 Device Routing Invert Outlet Devices #1 Secondary 929.00'36.0" Round Culvert L= 210.0' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 929.00' / 929.00' S= 0.0000 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 7.07 sf #2 Primary 929.00'36.0" Round Culvert L= 58.0' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 929.00' / 928.70' S= 0.0052 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 7.07 sf #3 Tertiary 933.00'20.0' long x 20.0' 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=12.20 cfs @ 12.95 hrs HW=930.61' TW=0.00' (Dynamic Tailwater) 2=Culvert (Barrel Controls 12.20 cfs @ 4.60 fps) Secondary OutFlow Max=0.00 cfs @ 12.57 hrs HW=930.46' TW=930.46' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=929.00' TW=0.00' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) MSE 24-hr 3 2-Year Rainfall=2.84"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 21HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Pond 7P: South Pond Inflow Outflow Primary Secondary Tertiary Hydrograph Time (hours) 300250200150100500Flow (cfs)30 25 20 15 10 5 0 Peak Elev=930.61' Storage=227,331 cf 30.02 cfs 12.58 cfs12.20 cfs 1.77 cfs 0.00 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 22HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Pond 11P: Roof A Inflow Area = 3.708 ac,100.00% Impervious, Inflow Depth = 2.61" for 2-Year event Inflow = 17.48 cfs @ 12.05 hrs, Volume= 0.806 af Outflow = 9.56 cfs @ 12.12 hrs, Volume= 0.806 af, Atten= 45%, Lag= 4.7 min Primary = 9.56 cfs @ 12.12 hrs, Volume= 0.806 af Routing by Sim-Route method, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs Peak Elev= 0.13' @ 12.12 hrs Surf.Area= 80,750 sf Storage= 10,182 cf Plug-Flow detention time= 38.6 min calculated for 0.806 af (100% of inflow) Center-of-Mass det. time= 38.0 min ( 786.3 - 748.3 ) Volume Invert Avail.Storage Storage Description #1 0.00' 40,375 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 0.00 80,750 0 0 0.50 80,750 40,375 40,375 Device Routing Invert Outlet Devices #1 Primary 0.00'4.0" Horiz. Orifice/Grate X 64.00 C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=9.52 cfs @ 12.12 hrs HW=0.13' TW=0.00' (Dynamic Tailwater) 1=Orifice/Grate (Orifice Controls 9.52 cfs @ 1.70 fps) MSE 24-hr 3 2-Year Rainfall=2.84"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 23HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Pond 11P: Roof A Inflow Primary Hydrograph Time (hours) 300250200150100500Flow (cfs)18 16 14 12 10 8 6 4 2 0 Inflow Area=3.708 ac Peak Elev=0.13' Storage=10,182 cf 17.48 cfs 9.56 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 24HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Pond 13P: Roof B Inflow Area = 2.508 ac,100.00% Impervious, Inflow Depth = 2.61" for 2-Year event Inflow = 11.83 cfs @ 12.05 hrs, Volume= 0.545 af Outflow = 6.55 cfs @ 12.12 hrs, Volume= 0.545 af, Atten= 45%, Lag= 4.6 min Primary = 6.55 cfs @ 12.12 hrs, Volume= 0.545 af Routing by Sim-Route method, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs Peak Elev= 0.13' @ 12.12 hrs Surf.Area= 54,625 sf Storage= 6,847 cf Plug-Flow detention time= 38.2 min calculated for 0.545 af (100% of inflow) Center-of-Mass det. time= 37.6 min ( 785.9 - 748.3 ) Volume Invert Avail.Storage Storage Description #1 0.00' 27,313 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 0.00 54,625 0 0 0.50 54,625 27,313 27,313 Device Routing Invert Outlet Devices #1 Primary 0.00'4.0" Horiz. Orifice/Grate X 44.00 C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=6.53 cfs @ 12.12 hrs HW=0.12' TW=0.00' (Dynamic Tailwater) 1=Orifice/Grate (Orifice Controls 6.53 cfs @ 1.70 fps) MSE 24-hr 3 2-Year Rainfall=2.84"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 25HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Pond 13P: Roof B Inflow Primary Hydrograph Time (hours) 300250200150100500Flow (cfs)12 10 8 6 4 2 0 Inflow Area=2.508 ac Peak Elev=0.13' Storage=6,847 cf 11.83 cfs 6.55 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 26HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Pond 15P: Roof C Inflow Area = 4.100 ac,100.00% Impervious, Inflow Depth = 2.61" for 2-Year event Inflow = 19.33 cfs @ 12.05 hrs, Volume= 0.891 af Outflow = 10.71 cfs @ 12.12 hrs, Volume= 0.891 af, Atten= 45%, Lag= 4.6 min Primary = 10.71 cfs @ 12.12 hrs, Volume= 0.891 af Routing by Sim-Route method, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs Peak Elev= 0.13' @ 12.12 hrs Surf.Area= 89,300 sf Storage= 11,189 cf Plug-Flow detention time= 38.1 min calculated for 0.891 af (100% of inflow) Center-of-Mass det. time= 37.5 min ( 785.8 - 748.3 ) Volume Invert Avail.Storage Storage Description #1 0.00' 44,650 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 0.00 89,300 0 0 0.50 89,300 44,650 44,650 Device Routing Invert Outlet Devices #1 Primary 0.00'4.0" Horiz. Orifice/Grate X 72.00 C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=10.68 cfs @ 12.12 hrs HW=0.12' TW=0.00' (Dynamic Tailwater) 1=Orifice/Grate (Orifice Controls 10.68 cfs @ 1.70 fps) MSE 24-hr 3 2-Year Rainfall=2.84"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 27HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Pond 15P: Roof C Inflow Primary Hydrograph Time (hours) 300250200150100500Flow (cfs)20 18 16 14 12 10 8 6 4 2 0 Inflow Area=4.100 ac Peak Elev=0.13' Storage=11,189 cf 19.33 cfs 10.71 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 28HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Link 11L: Total to South Inflow = 15.43 cfs @ 12.18 hrs, Volume= 7.138 af Primary = 15.43 cfs @ 12.21 hrs, Volume= 7.138 af, Atten= 0%, Lag= 1.8 min Primary outflow = Inflow, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs Link 11L: Total to South Inflow Primary Hydrograph Time (hours) 300250200150100500Flow (cfs)16 14 12 10 8 6 4 2 0 15.43 cfs15.43 cfs MSE 24-hr 3 240.00 hrs 10 Day Snowmelt Rainfall=7.20"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 29HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Time span=0.00-300.00 hrs, dt=0.03 hrs, 10001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Sim-Route method - Pond routing by Sim-Route method Runoff Area=161,500 sf 100.00% Impervious Runoff Depth=6.96"Subcatchment 10S: Building A Tc=0.0 min CN=98 Runoff=4.42 cfs 2.151 af Runoff Area=109,250 sf 100.00% Impervious Runoff Depth=6.96"Subcatchment 12S: Building B Tc=0.0 min CN=98 Runoff=2.99 cfs 1.455 af Runoff Area=178,600 sf 100.00% Impervious Runoff Depth=6.96"Subcatchment 14S: Building C Tc=0.0 min CN=98 Runoff=4.89 cfs 2.378 af Runoff Area=0.108 ac 0.00% Impervious Runoff Depth=4.88"Subcatchment PR1: NW UC Tc=0.0 min CN=80 Runoff=0.11 cfs 0.044 af Runoff Area=397,710 sf 79.94% Impervious Runoff Depth=6.49"Subcatchment PR2: Lots 1 & 2 Tc=20.0 min CN=94 Runoff=10.70 cfs 4.936 af Runoff Area=162,660 sf 35.95% Impervious Runoff Depth=5.56"Subcatchment PR3: Direct to North Pond Tc=10.0 min CN=86 Runoff=4.09 cfs 1.730 af Runoff Area=50,615 sf 0.00% Impervious Runoff Depth=5.10"Subcatchment PR4: East UC Tc=7.0 min CN=82 Runoff=1.21 cfs 0.494 af Runoff Area=82,763 sf 44.43% Impervious Runoff Depth=5.79"Subcatchment PR5: Direct to South Pond Tc=7.0 min CN=88 Runoff=2.13 cfs 0.916 af Runoff Area=476,680 sf 70.62% Impervious Runoff Depth=6.37"Subcatchment PR6: Lot 3 Tc=30.0 min CN=93 Runoff=12.61 cfs 5.808 af Runoff Area=248,617 sf 0.00% Impervious Runoff Depth=4.88"Subcatchment PR7: SW UC Tc=10.0 min CN=80 Runoff=5.76 cfs 2.321 af Inflow=7.35 cfs 3.605 afReach 1R: j Outflow=7.35 cfs 3.605 af Inflow=4.85 cfs 2.378 afReach 16R: reach Outflow=4.85 cfs 2.378 af Peak Elev=931.44' Storage=463,835 cf Inflow=22.14 cfs 10.271 afPond 5P: North Pond 36.0" Round Culvert n=0.012 L=210.0' S=0.0000 '/' Outflow=10.27 cfs 10.108 af Peak Elev=931.26' Storage=256,140 cf Inflow=28.03 cfs 19.211 afPond 7P: South Pond Primary=21.61 cfs 19.159 af Secondary=0.00 cfs 0.000 af Tertiary=0.00 cfs 0.000 af Outflow=21.61 cfs 19.159 af Peak Elev=0.07' Storage=5,950 cf Inflow=4.42 cfs 2.151 afPond 11P: Roof A Outflow=4.38 cfs 2.151 af Peak Elev=0.07' Storage=3,983 cf Inflow=2.99 cfs 1.455 afPond 13P: Roof B Outflow=2.97 cfs 1.455 af MSE 24-hr 3 240.00 hrs 10 Day Snowmelt Rainfall=7.20"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 30HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Peak Elev=0.07' Storage=6,507 cf Inflow=4.89 cfs 2.378 afPond 15P: Roof C Outflow=4.85 cfs 2.378 af Inflow=26.81 cfs 22.017 afLink 11L: Total to South Primary=26.81 cfs 22.017 af Total Runoff Area = 43.000 ac Runoff Volume = 22.233 af Average Runoff Depth = 6.20" 35.98% Pervious = 15.472 ac 64.02% Impervious = 27.529 ac MSE 24-hr 3 240.00 hrs 10 Day Snowmelt Rainfall=7.20"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 31HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 10S: Building A Runoff = 4.42 cfs @ 120.96 hrs, Volume= 2.151 af, Depth= 6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 240.00 hrs 10 Day Snowmelt Rainfall=7.20" Area (sf) CN Description 161,500 98 Roofs, HSG D 161,500 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.0 Direct Entry, Subcatchment 10S: Building A Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)4 3 2 1 0 MSE 24-hr 3 240.00 hrs 10 Day Snowmelt Rainfall=7.20" Runoff Area=161,500 sf Runoff Volume=2.151 af Runoff Depth=6.96" Tc=0.0 min CN=98 4.42 cfs MSE 24-hr 3 240.00 hrs 10 Day Snowmelt Rainfall=7.20"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 32HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 12S: Building B Runoff = 2.99 cfs @ 120.96 hrs, Volume= 1.455 af, Depth= 6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 240.00 hrs 10 Day Snowmelt Rainfall=7.20" Area (sf) CN Description 109,250 98 Roofs, HSG D 109,250 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.0 Direct Entry, Subcatchment 12S: Building B Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)3 2 1 0 MSE 24-hr 3 240.00 hrs 10 Day Snowmelt Rainfall=7.20" Runoff Area=109,250 sf Runoff Volume=1.455 af Runoff Depth=6.96" Tc=0.0 min CN=98 2.99 cfs MSE 24-hr 3 240.00 hrs 10 Day Snowmelt Rainfall=7.20"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 33HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 14S: Building C Runoff = 4.89 cfs @ 120.96 hrs, Volume= 2.378 af, Depth= 6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 240.00 hrs 10 Day Snowmelt Rainfall=7.20" Area (sf) CN Description 178,600 98 Roofs, HSG D 178,600 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.0 Direct Entry, Subcatchment 14S: Building C Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)5 4 3 2 1 0 MSE 24-hr 3 240.00 hrs 10 Day Snowmelt Rainfall=7.20" Runoff Area=178,600 sf Runoff Volume=2.378 af Runoff Depth=6.96" Tc=0.0 min CN=98 4.89 cfs MSE 24-hr 3 240.00 hrs 10 Day Snowmelt Rainfall=7.20"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 34HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment PR1: NW UC Runoff = 0.11 cfs @ 120.96 hrs, Volume= 0.044 af, Depth= 4.88" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 240.00 hrs 10 Day Snowmelt Rainfall=7.20" Area (ac) CN Description 0.108 80 >75% Grass cover, Good, HSG D 0.108 80 100.00% Pervious Area Subcatchment PR1: NW UC Runoff Hydrograph Time (hours) 300250200150100500Flow (cfs)0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 MSE 24-hr 3 240.00 hrs 10 Day Snowmelt Rainfall=7.20" Runoff Area=0.108 ac Runoff Volume=0.044 af Runoff Depth=4.88" Tc=0.0 min CN=80 0.11 cfs MSE 24-hr 3 240.00 hrs 10 Day Snowmelt Rainfall=7.20"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 35HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment PR2: Lots 1 & 2 Runoff = 10.70 cfs @ 121.01 hrs, Volume= 4.936 af, Depth= 6.49" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 240.00 hrs 10 Day Snowmelt Rainfall=7.20" Area (sf) CN Description 317,947 98 Paved parking, HSG D 79,763 80 >75% Grass cover, Good, HSG D 397,710 94 Weighted Average 79,763 80 20.06% Pervious Area 317,947 98 79.94% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Subcatchment PR2: Lots 1 & 2 Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 240.00 hrs 10 Day Snowmelt Rainfall=7.20" Runoff Area=397,710 sf Runoff Volume=4.936 af Runoff Depth=6.49" Tc=20.0 min CN=94 10.70 cfs MSE 24-hr 3 240.00 hrs 10 Day Snowmelt Rainfall=7.20"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 36HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment PR3: Direct to North Pond Runoff = 4.09 cfs @ 121.02 hrs, Volume= 1.730 af, Depth= 5.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 240.00 hrs 10 Day Snowmelt Rainfall=7.20" Area (sf) CN Description 104,190 80 >75% Grass cover, Good, HSG D 58,470 98 Water Surface, HSG D 162,660 86 Weighted Average 104,190 80 64.05% Pervious Area 58,470 98 35.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment PR3: Direct to North Pond Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)4 3 2 1 0 MSE 24-hr 3 240.00 hrs 10 Day Snowmelt Rainfall=7.20" Runoff Area=162,660 sf Runoff Volume=1.730 af Runoff Depth=5.56" Tc=10.0 min CN=86 4.09 cfs MSE 24-hr 3 240.00 hrs 10 Day Snowmelt Rainfall=7.20"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 37HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment PR4: East UC Runoff = 1.21 cfs @ 120.98 hrs, Volume= 0.494 af, Depth= 5.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 240.00 hrs 10 Day Snowmelt Rainfall=7.20" Area (sf) CN Description 50,615 82 Farmsteads, HSG C 50,615 82 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment PR4: East UC Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)1 0 MSE 24-hr 3 240.00 hrs 10 Day Snowmelt Rainfall=7.20" Runoff Area=50,615 sf Runoff Volume=0.494 af Runoff Depth=5.10" Tc=7.0 min CN=82 1.21 cfs MSE 24-hr 3 240.00 hrs 10 Day Snowmelt Rainfall=7.20"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 38HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment PR5: Direct to South Pond Runoff = 2.13 cfs @ 120.99 hrs, Volume= 0.916 af, Depth= 5.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 240.00 hrs 10 Day Snowmelt Rainfall=7.20" Area (sf) CN Description 45,990 80 >75% Grass cover, Good, HSG D 36,773 98 Water Surface, HSG D 82,763 88 Weighted Average 45,990 80 55.57% Pervious Area 36,773 98 44.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc = 7.0 min Subcatchment PR5: Direct to South Pond Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)2 1 0 MSE 24-hr 3 240.00 hrs 10 Day Snowmelt Rainfall=7.20" Runoff Area=82,763 sf Runoff Volume=0.916 af Runoff Depth=5.79" Tc=7.0 min CN=88 2.13 cfs MSE 24-hr 3 240.00 hrs 10 Day Snowmelt Rainfall=7.20"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 39HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment PR6: Lot 3 Runoff = 12.61 cfs @ 121.07 hrs, Volume= 5.808 af, Depth= 6.37" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 240.00 hrs 10 Day Snowmelt Rainfall=7.20" Area (sf) CN Description 336,609 98 Paved parking, HSG D 58,174 80 >75% Grass cover, Good, HSG D 81,897 80 >75% Grass cover, Good, HSG D 476,680 93 Weighted Average 140,071 80 29.38% Pervious Area 336,609 98 70.62% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 30.0 Direct Entry, Subcatchment PR6: Lot 3 Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)14 12 10 8 6 4 2 0 MSE 24-hr 3 240.00 hrs 10 Day Snowmelt Rainfall=7.20" Runoff Area=476,680 sf Runoff Volume=5.808 af Runoff Depth=6.37" Tc=30.0 min CN=93 12.61 cfs MSE 24-hr 3 240.00 hrs 10 Day Snowmelt Rainfall=7.20"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 40HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment PR7: SW UC Runoff = 5.76 cfs @ 121.02 hrs, Volume= 2.321 af, Depth= 4.88" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 240.00 hrs 10 Day Snowmelt Rainfall=7.20" Area (sf) CN Description 207,895 80 >75% Grass cover, Good, HSG D 40,722 80 >75% Grass cover, Good, HSG D 248,617 80 Weighted Average 248,617 80 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment PR7: SW UC Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)6 5 4 3 2 1 0 MSE 24-hr 3 240.00 hrs 10 Day Snowmelt Rainfall=7.20" Runoff Area=248,617 sf Runoff Volume=2.321 af Runoff Depth=4.88" Tc=10.0 min CN=80 5.76 cfs MSE 24-hr 3 240.00 hrs 10 Day Snowmelt Rainfall=7.20"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 41HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Reach 1R: j Inflow Area = 6.216 ac,100.00% Impervious, Inflow Depth = 6.96" for 10 Day Snowmelt event Inflow = 7.35 cfs @ 120.99 hrs, Volume= 3.605 af Outflow = 7.35 cfs @ 121.02 hrs, Volume= 3.605 af, Atten= 0%, Lag= 1.8 min Routing by Sim-Route method, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs Reach 1R: j Inflow Outflow Hydrograph Time (hours) 300250200150100500Flow (cfs)8 7 6 5 4 3 2 1 0 Inflow Area=6.216 ac 7.35 cfs7.35 cfs MSE 24-hr 3 240.00 hrs 10 Day Snowmelt Rainfall=7.20"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 42HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Reach 16R: reach Inflow Area = 4.100 ac,100.00% Impervious, Inflow Depth = 6.96" for 10 Day Snowmelt event Inflow = 4.85 cfs @ 120.99 hrs, Volume= 2.378 af Outflow = 4.85 cfs @ 121.02 hrs, Volume= 2.378 af, Atten= 0%, Lag= 1.8 min Routing by Sim-Route method, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs Reach 16R: reach Inflow Outflow Hydrograph Time (hours) 300250200150100500Flow (cfs)5 4 3 2 1 0 Inflow Area=4.100 ac 4.85 cfs4.85 cfs MSE 24-hr 3 240.00 hrs 10 Day Snowmelt Rainfall=7.20"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 43HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Pond 5P: North Pond Inflow = 22.14 cfs @ 121.02 hrs, Volume= 10.271 af Outflow = 10.27 cfs @ 122.04 hrs, Volume= 10.108 af, Atten= 54%, Lag= 61.4 min Secondary = 10.27 cfs @ 122.04 hrs, Volume= 10.108 af Routing by Sim-Route method, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs Starting Elev= 929.00' Surf.Area= 58,470 sf Storage= 309,610 cf Peak Elev= 931.44' @ 121.44 hrs Surf.Area= 67,897 sf Storage= 463,835 cf (154,225 cf above start) Plug-Flow detention time= 3,921.1 min calculated for 3.000 af (29% of inflow) Center-of-Mass det. time= 601.8 min ( 8,128.8 - 7,527.0 ) Volume Invert Avail.Storage Storage Description #1 922.00' 1,105,343 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 922.00 35,482 0 0 928.00 49,694 255,528 255,528 929.00 58,470 54,082 309,610 933.50 75,850 302,220 611,830 940.00 76,000 493,513 1,105,343 Device Routing Invert Outlet Devices #1 Secondary 929.00'36.0" Round Culvert L= 210.0' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 929.00' / 929.00' S= 0.0000 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 7.07 sf Secondary OutFlow Max=10.42 cfs @ 122.04 hrs HW=931.36' TW=931.11' (Dynamic Tailwater) 1=Culvert (Outlet Controls 10.42 cfs @ 2.40 fps) MSE 24-hr 3 240.00 hrs 10 Day Snowmelt Rainfall=7.20"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 44HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Pond 5P: North Pond Inflow Secondary Hydrograph Time (hours) 300250200150100500Flow (cfs)24 22 20 18 16 14 12 10 8 6 4 2 0 Peak Elev=931.44' Storage=463,835 cf 36.0" Round Culvert n=0.012 L=210.0' S=0.0000 '/' 22.14 cfs 10.27 cfs MSE 24-hr 3 240.00 hrs 10 Day Snowmelt Rainfall=7.20"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 45HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Pond 7P: South Pond Inflow = 28.03 cfs @ 121.03 hrs, Volume= 19.211 af Outflow = 21.61 cfs @ 121.38 hrs, Volume= 19.159 af, Atten= 23%, Lag= 20.9 min Primary = 21.61 cfs @ 121.38 hrs, Volume= 19.159 af Secondary = 0.00 cfs @ 33.84 hrs, Volume= 0.000 af Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Sim-Route method, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs Starting Elev= 929.00' Surf.Area= 36,773 sf Storage= 163,452 cf Peak Elev= 931.26' @ 121.38 hrs Surf.Area= 45,203 sf Storage= 256,140 cf (92,688 cf above start) Plug-Flow detention time= 1,207.1 min calculated for 15.406 af (80% of inflow) Center-of-Mass det. time= 171.3 min ( 8,024.4 - 7,853.0 ) Volume Invert Avail.Storage Storage Description #1 922.00' 719,455 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 922.00 15,300 0 0 928.00 28,333 130,899 130,899 929.00 36,773 32,553 163,452 933.50 53,548 203,222 366,674 940.00 55,000 352,781 719,455 Device Routing Invert Outlet Devices #1 Secondary 929.00'36.0" Round Culvert L= 210.0' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 929.00' / 929.00' S= 0.0000 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 7.07 sf #2 Primary 929.00'36.0" Round Culvert L= 58.0' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 929.00' / 928.70' S= 0.0052 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 7.07 sf #3 Tertiary 933.00'20.0' long x 20.0' 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=21.61 cfs @ 121.38 hrs HW=931.26' TW=0.00' (Dynamic Tailwater) 2=Culvert (Barrel Controls 21.61 cfs @ 5.25 fps) Secondary OutFlow Max=0.00 cfs @ 33.84 hrs HW=929.01' TW=929.01' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.00 cfs) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=929.00' TW=0.00' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) MSE 24-hr 3 240.00 hrs 10 Day Snowmelt Rainfall=7.20"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 46HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Pond 7P: South Pond Inflow Outflow Primary Secondary Tertiary Hydrograph Time (hours) 300250200150100500Flow (cfs)30 25 20 15 10 5 0 Peak Elev=931.26' Storage=256,140 cf 28.03 cfs 21.61 cfs21.61 cfs 0.00 cfs0.00 cfs MSE 24-hr 3 240.00 hrs 10 Day Snowmelt Rainfall=7.20"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 47HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Pond 11P: Roof A Inflow Area = 3.708 ac,100.00% Impervious, Inflow Depth = 6.96" for 10 Day Snowmelt event Inflow = 4.42 cfs @ 120.96 hrs, Volume= 2.151 af Outflow = 4.38 cfs @ 120.99 hrs, Volume= 2.151 af, Atten= 1%, Lag= 1.8 min Primary = 4.38 cfs @ 120.99 hrs, Volume= 2.151 af Routing by Sim-Route method, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs Peak Elev= 0.07' @ 120.99 hrs Surf.Area= 80,750 sf Storage= 5,950 cf Plug-Flow detention time= 57.8 min calculated for 2.150 af (100% of inflow) Center-of-Mass det. time= 57.9 min ( 7,409.6 - 7,351.7 ) Volume Invert Avail.Storage Storage Description #1 0.00' 40,375 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 0.00 80,750 0 0 0.50 80,750 40,375 40,375 Device Routing Invert Outlet Devices #1 Primary 0.00'4.0" Horiz. Orifice/Grate X 64.00 C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=4.38 cfs @ 120.99 hrs HW=0.07' TW=0.00' (Dynamic Tailwater) 1=Orifice/Grate (Weir Controls 4.38 cfs @ 0.89 fps) MSE 24-hr 3 240.00 hrs 10 Day Snowmelt Rainfall=7.20"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 48HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Pond 11P: Roof A Inflow Primary Hydrograph Time (hours) 300250200150100500Flow (cfs)4 3 2 1 0 Inflow Area=3.708 ac Peak Elev=0.07' Storage=5,950 cf 4.42 cfs4.38 cfs MSE 24-hr 3 240.00 hrs 10 Day Snowmelt Rainfall=7.20"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 49HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Pond 13P: Roof B Inflow Area = 2.508 ac,100.00% Impervious, Inflow Depth = 6.96" for 10 Day Snowmelt event Inflow = 2.99 cfs @ 120.96 hrs, Volume= 1.455 af Outflow = 2.97 cfs @ 120.99 hrs, Volume= 1.455 af, Atten= 1%, Lag= 1.8 min Primary = 2.97 cfs @ 120.99 hrs, Volume= 1.455 af Routing by Sim-Route method, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs Peak Elev= 0.07' @ 120.99 hrs Surf.Area= 54,625 sf Storage= 3,983 cf Plug-Flow detention time= 57.4 min calculated for 1.455 af (100% of inflow) Center-of-Mass det. time= 57.2 min ( 7,409.0 - 7,351.7 ) Volume Invert Avail.Storage Storage Description #1 0.00' 27,313 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 0.00 54,625 0 0 0.50 54,625 27,313 27,313 Device Routing Invert Outlet Devices #1 Primary 0.00'4.0" Horiz. Orifice/Grate X 44.00 C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=2.97 cfs @ 120.99 hrs HW=0.07' TW=0.00' (Dynamic Tailwater) 1=Orifice/Grate (Weir Controls 2.97 cfs @ 0.88 fps) MSE 24-hr 3 240.00 hrs 10 Day Snowmelt Rainfall=7.20"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 50HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Pond 13P: Roof B Inflow Primary Hydrograph Time (hours) 300250200150100500Flow (cfs)3 2 1 0 Inflow Area=2.508 ac Peak Elev=0.07' Storage=3,983 cf 2.99 cfs2.97 cfs MSE 24-hr 3 240.00 hrs 10 Day Snowmelt Rainfall=7.20"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 51HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Pond 15P: Roof C Inflow Area = 4.100 ac,100.00% Impervious, Inflow Depth = 6.96" for 10 Day Snowmelt event Inflow = 4.89 cfs @ 120.96 hrs, Volume= 2.378 af Outflow = 4.85 cfs @ 120.99 hrs, Volume= 2.378 af, Atten= 1%, Lag= 1.8 min Primary = 4.85 cfs @ 120.99 hrs, Volume= 2.378 af Routing by Sim-Route method, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs Peak Elev= 0.07' @ 120.99 hrs Surf.Area= 89,300 sf Storage= 6,507 cf Plug-Flow detention time= 57.3 min calculated for 2.378 af (100% of inflow) Center-of-Mass det. time= 57.2 min ( 7,409.0 - 7,351.7 ) Volume Invert Avail.Storage Storage Description #1 0.00' 44,650 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 0.00 89,300 0 0 0.50 89,300 44,650 44,650 Device Routing Invert Outlet Devices #1 Primary 0.00'4.0" Horiz. Orifice/Grate X 72.00 C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=4.85 cfs @ 120.99 hrs HW=0.07' TW=0.00' (Dynamic Tailwater) 1=Orifice/Grate (Weir Controls 4.85 cfs @ 0.88 fps) MSE 24-hr 3 240.00 hrs 10 Day Snowmelt Rainfall=7.20"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 52HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Pond 15P: Roof C Inflow Primary Hydrograph Time (hours) 300250200150100500Flow (cfs)5 4 3 2 1 0 Inflow Area=4.100 ac Peak Elev=0.07' Storage=6,507 cf 4.89 cfs4.85 cfs MSE 24-hr 3 240.00 hrs 10 Day Snowmelt Rainfall=7.20"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 53HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Link 11L: Total to South Inflow = 26.81 cfs @ 121.05 hrs, Volume= 22.017 af Primary = 26.81 cfs @ 121.08 hrs, Volume= 22.017 af, Atten= 0%, Lag= 1.8 min Primary outflow = Inflow, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs Link 11L: Total to South Inflow Primary Hydrograph Time (hours) 300250200150100500Flow (cfs)30 25 20 15 10 5 0 26.81 cfs26.81 cfs MSE 24-hr 3 10-Year Rainfall=4.20"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 54HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Time span=0.00-300.00 hrs, dt=0.03 hrs, 10001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Sim-Route method - Pond routing by Sim-Route method Runoff Area=161,500 sf 100.00% Impervious Runoff Depth=3.96"Subcatchment 10S: Building A Tc=0.0 min CN=98 Runoff=26.05 cfs 1.225 af Runoff Area=109,250 sf 100.00% Impervious Runoff Depth=3.96"Subcatchment 12S: Building B Tc=0.0 min CN=98 Runoff=17.62 cfs 0.829 af Runoff Area=178,600 sf 100.00% Impervious Runoff Depth=3.96"Subcatchment 14S: Building C Tc=0.0 min CN=98 Runoff=28.81 cfs 1.355 af Runoff Area=0.108 ac 0.00% Impervious Runoff Depth=2.21"Subcatchment PR1: NW UC Tc=0.0 min CN=80 Runoff=0.51 cfs 0.020 af Runoff Area=397,710 sf 79.94% Impervious Runoff Depth=3.52"Subcatchment PR2: Lots 1 & 2 Tc=20.0 min CN=94 Runoff=33.94 cfs 2.679 af Runoff Area=162,660 sf 35.95% Impervious Runoff Depth=2.73"Subcatchment PR3: Direct to North Pond Tc=10.0 min CN=86 Runoff=15.55 cfs 0.849 af Runoff Area=50,615 sf 0.00% Impervious Runoff Depth=2.37"Subcatchment PR4: East UC Tc=7.0 min CN=82 Runoff=4.85 cfs 0.230 af Runoff Area=82,763 sf 44.43% Impervious Runoff Depth=2.92"Subcatchment PR5: Direct to South Pond Tc=7.0 min CN=88 Runoff=9.46 cfs 0.462 af Runoff Area=476,680 sf 70.62% Impervious Runoff Depth=3.41"Subcatchment PR6: Lot 3 Tc=30.0 min CN=93 Runoff=32.18 cfs 3.114 af Runoff Area=248,617 sf 0.00% Impervious Runoff Depth=2.21"Subcatchment PR7: SW UC Tc=10.0 min CN=80 Runoff=19.54 cfs 1.050 af Inflow=19.37 cfs 2.054 afReach 1R: j Outflow=19.37 cfs 2.054 af Inflow=12.88 cfs 1.355 afReach 16R: reach Outflow=12.88 cfs 1.355 af Peak Elev=931.54' Storage=470,371 cf Inflow=64.68 cfs 5.660 afPond 5P: North Pond 36.0" Round Culvert n=0.012 L=210.0' S=0.0000 '/' Outflow=10.80 cfs 5.579 af Peak Elev=931.41' Storage=262,751 cf Inflow=51.54 cfs 10.509 afPond 7P: South Pond Primary=23.87 cfs 10.409 af Secondary=2.60 cfs 0.078 af Tertiary=0.00 cfs 0.000 af Outflow=23.87 cfs 10.488 af Peak Elev=0.18' Storage=14,754 cf Inflow=26.05 cfs 1.225 afPond 11P: Roof A Outflow=11.50 cfs 1.225 af Peak Elev=0.18' Storage=9,908 cf Inflow=17.62 cfs 0.829 afPond 13P: Roof B Outflow=7.87 cfs 0.829 af MSE 24-hr 3 10-Year Rainfall=4.20"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 55HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Peak Elev=0.18' Storage=16,190 cf Inflow=28.81 cfs 1.355 afPond 15P: Roof C Outflow=12.88 cfs 1.355 af Inflow=31.41 cfs 11.709 afLink 11L: Total to South Primary=31.41 cfs 11.709 af Total Runoff Area = 43.000 ac Runoff Volume = 11.811 af Average Runoff Depth = 3.30" 35.98% Pervious = 15.472 ac 64.02% Impervious = 27.529 ac MSE 24-hr 3 10-Year Rainfall=4.20"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 56HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 10S: Building A Runoff = 26.05 cfs @ 12.05 hrs, Volume= 1.225 af, Depth= 3.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (sf) CN Description 161,500 98 Roofs, HSG D 161,500 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.0 Direct Entry, Subcatchment 10S: Building A Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)25 20 15 10 5 0 MSE 24-hr 3 10-Year Rainfall=4.20" Runoff Area=161,500 sf Runoff Volume=1.225 af Runoff Depth=3.96" Tc=0.0 min CN=98 26.05 cfs MSE 24-hr 3 10-Year Rainfall=4.20"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 57HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 12S: Building B Runoff = 17.62 cfs @ 12.05 hrs, Volume= 0.829 af, Depth= 3.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (sf) CN Description 109,250 98 Roofs, HSG D 109,250 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.0 Direct Entry, Subcatchment 12S: Building B Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)18 16 14 12 10 8 6 4 2 0 MSE 24-hr 3 10-Year Rainfall=4.20" Runoff Area=109,250 sf Runoff Volume=0.829 af Runoff Depth=3.96" Tc=0.0 min CN=98 17.62 cfs MSE 24-hr 3 10-Year Rainfall=4.20"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 58HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 14S: Building C Runoff = 28.81 cfs @ 12.05 hrs, Volume= 1.355 af, Depth= 3.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (sf) CN Description 178,600 98 Roofs, HSG D 178,600 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.0 Direct Entry, Subcatchment 14S: Building C Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)30 25 20 15 10 5 0 MSE 24-hr 3 10-Year Rainfall=4.20" Runoff Area=178,600 sf Runoff Volume=1.355 af Runoff Depth=3.96" Tc=0.0 min CN=98 28.81 cfs MSE 24-hr 3 10-Year Rainfall=4.20"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 59HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment PR1: NW UC Runoff = 0.51 cfs @ 12.06 hrs, Volume= 0.020 af, Depth= 2.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (ac) CN Description 0.108 80 >75% Grass cover, Good, HSG D 0.108 80 100.00% Pervious Area Subcatchment PR1: NW UC Runoff Hydrograph Time (hours) 300250200150100500Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 MSE 24-hr 3 10-Year Rainfall=4.20" Runoff Area=0.108 ac Runoff Volume=0.020 af Runoff Depth=2.21" Tc=0.0 min CN=80 0.51 cfs MSE 24-hr 3 10-Year Rainfall=4.20"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 60HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment PR2: Lots 1 & 2 Runoff = 33.94 cfs @ 12.29 hrs, Volume= 2.679 af, Depth= 3.52" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (sf) CN Description 317,947 98 Paved parking, HSG D 79,763 80 >75% Grass cover, Good, HSG D 397,710 94 Weighted Average 79,763 80 20.06% Pervious Area 317,947 98 79.94% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Subcatchment PR2: Lots 1 & 2 Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)35 30 25 20 15 10 5 0 MSE 24-hr 3 10-Year Rainfall=4.20" Runoff Area=397,710 sf Runoff Volume=2.679 af Runoff Depth=3.52" Tc=20.0 min CN=94 33.94 cfs MSE 24-hr 3 10-Year Rainfall=4.20"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 61HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment PR3: Direct to North Pond Runoff = 15.55 cfs @ 12.18 hrs, Volume= 0.849 af, Depth= 2.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (sf) CN Description 104,190 80 >75% Grass cover, Good, HSG D 58,470 98 Water Surface, HSG D 162,660 86 Weighted Average 104,190 80 64.05% Pervious Area 58,470 98 35.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment PR3: Direct to North Pond Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)16 14 12 10 8 6 4 2 0 MSE 24-hr 3 10-Year Rainfall=4.20" Runoff Area=162,660 sf Runoff Volume=0.849 af Runoff Depth=2.73" Tc=10.0 min CN=86 15.55 cfs MSE 24-hr 3 10-Year Rainfall=4.20"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 62HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment PR4: East UC Runoff = 4.85 cfs @ 12.14 hrs, Volume= 0.230 af, Depth= 2.37" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (sf) CN Description 50,615 82 Farmsteads, HSG C 50,615 82 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment PR4: East UC Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)5 4 3 2 1 0 MSE 24-hr 3 10-Year Rainfall=4.20" Runoff Area=50,615 sf Runoff Volume=0.230 af Runoff Depth=2.37" Tc=7.0 min CN=82 4.85 cfs MSE 24-hr 3 10-Year Rainfall=4.20"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 63HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment PR5: Direct to South Pond Runoff = 9.46 cfs @ 12.14 hrs, Volume= 0.462 af, Depth= 2.92" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (sf) CN Description 45,990 80 >75% Grass cover, Good, HSG D 36,773 98 Water Surface, HSG D 82,763 88 Weighted Average 45,990 80 55.57% Pervious Area 36,773 98 44.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc = 7.0 min Subcatchment PR5: Direct to South Pond Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 10-Year Rainfall=4.20" Runoff Area=82,763 sf Runoff Volume=0.462 af Runoff Depth=2.92" Tc=7.0 min CN=88 9.46 cfs MSE 24-hr 3 10-Year Rainfall=4.20"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 64HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment PR6: Lot 3 Runoff = 32.18 cfs @ 12.41 hrs, Volume= 3.114 af, Depth= 3.41" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (sf) CN Description 336,609 98 Paved parking, HSG D 58,174 80 >75% Grass cover, Good, HSG D 81,897 80 >75% Grass cover, Good, HSG D 476,680 93 Weighted Average 140,071 80 29.38% Pervious Area 336,609 98 70.62% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 30.0 Direct Entry, Subcatchment PR6: Lot 3 Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)35 30 25 20 15 10 5 0 MSE 24-hr 3 10-Year Rainfall=4.20" Runoff Area=476,680 sf Runoff Volume=3.114 af Runoff Depth=3.41" Tc=30.0 min CN=93 32.18 cfs MSE 24-hr 3 10-Year Rainfall=4.20"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 65HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment PR7: SW UC Runoff = 19.54 cfs @ 12.18 hrs, Volume= 1.050 af, Depth= 2.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (sf) CN Description 207,895 80 >75% Grass cover, Good, HSG D 40,722 80 >75% Grass cover, Good, HSG D 248,617 80 Weighted Average 248,617 80 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment PR7: SW UC Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)20 18 16 14 12 10 8 6 4 2 0 MSE 24-hr 3 10-Year Rainfall=4.20" Runoff Area=248,617 sf Runoff Volume=1.050 af Runoff Depth=2.21" Tc=10.0 min CN=80 19.54 cfs MSE 24-hr 3 10-Year Rainfall=4.20"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 66HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Reach 1R: j Inflow Area = 6.216 ac,100.00% Impervious, Inflow Depth = 3.96" for 10-Year event Inflow = 19.37 cfs @ 12.13 hrs, Volume= 2.054 af Outflow = 19.37 cfs @ 12.16 hrs, Volume= 2.054 af, Atten= 0%, Lag= 1.8 min Routing by Sim-Route method, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs Reach 1R: j Inflow Outflow Hydrograph Time (hours) 300250200150100500Flow (cfs)20 18 16 14 12 10 8 6 4 2 0 Inflow Area=6.216 ac 19.37 cfs19.37 cfs MSE 24-hr 3 10-Year Rainfall=4.20"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 67HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Reach 16R: reach Inflow Area = 4.100 ac,100.00% Impervious, Inflow Depth = 3.96" for 10-Year event Inflow = 12.88 cfs @ 12.13 hrs, Volume= 1.355 af Outflow = 12.88 cfs @ 12.16 hrs, Volume= 1.355 af, Atten= 0%, Lag= 1.8 min Routing by Sim-Route method, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs Reach 16R: reach Inflow Outflow Hydrograph Time (hours) 300250200150100500Flow (cfs)14 12 10 8 6 4 2 0 Inflow Area=4.100 ac 12.88 cfs12.88 cfs MSE 24-hr 3 10-Year Rainfall=4.20"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 68HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Pond 5P: North Pond Inflow = 64.68 cfs @ 12.22 hrs, Volume= 5.660 af Outflow = 10.80 cfs @ 13.58 hrs, Volume= 5.579 af, Atten= 83%, Lag= 81.5 min Secondary = 10.80 cfs @ 13.58 hrs, Volume= 5.579 af Routing by Sim-Route method, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs Starting Elev= 929.00' Surf.Area= 58,470 sf Storage= 309,610 cf Peak Elev= 931.54' @ 13.11 hrs Surf.Area= 68,268 sf Storage= 470,371 cf (160,761 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 553.9 min ( 1,335.5 - 781.6 ) Volume Invert Avail.Storage Storage Description #1 922.00' 1,105,343 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 922.00 35,482 0 0 928.00 49,694 255,528 255,528 929.00 58,470 54,082 309,610 933.50 75,850 302,220 611,830 940.00 76,000 493,513 1,105,343 Device Routing Invert Outlet Devices #1 Secondary 929.00'36.0" Round Culvert L= 210.0' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 929.00' / 929.00' S= 0.0000 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 7.07 sf Secondary OutFlow Max=11.02 cfs @ 13.58 hrs HW=931.46' TW=931.21' (Dynamic Tailwater) 1=Culvert (Outlet Controls 11.02 cfs @ 2.41 fps) MSE 24-hr 3 10-Year Rainfall=4.20"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 69HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Pond 5P: North Pond Inflow Secondary Hydrograph Time (hours) 300250200150100500Flow (cfs)70 60 50 40 30 20 10 0 Peak Elev=931.54' Storage=470,371 cf 36.0" Round Culvert n=0.012 L=210.0' S=0.0000 '/' 64.68 cfs 10.80 cfs MSE 24-hr 3 10-Year Rainfall=4.20"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 70HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Pond 7P: South Pond Inflow = 51.54 cfs @ 12.38 hrs, Volume= 10.509 af Outflow = 23.87 cfs @ 12.85 hrs, Volume= 10.488 af, Atten= 54%, Lag= 28.3 min Primary = 23.87 cfs @ 12.85 hrs, Volume= 10.409 af Secondary = 2.60 cfs @ 12.52 hrs, Volume= 0.078 af Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Sim-Route method, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs Starting Elev= 929.00' Surf.Area= 36,773 sf Storage= 163,452 cf Peak Elev= 931.41' @ 12.85 hrs Surf.Area= 45,745 sf Storage= 262,751 cf (99,299 cf above start) Plug-Flow detention time= 696.9 min calculated for 6.735 af (64% of inflow) Center-of-Mass det. time= 147.1 min ( 1,226.3 - 1,079.3 ) Volume Invert Avail.Storage Storage Description #1 922.00' 719,455 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 922.00 15,300 0 0 928.00 28,333 130,899 130,899 929.00 36,773 32,553 163,452 933.50 53,548 203,222 366,674 940.00 55,000 352,781 719,455 Device Routing Invert Outlet Devices #1 Secondary 929.00'36.0" Round Culvert L= 210.0' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 929.00' / 929.00' S= 0.0000 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 7.07 sf #2 Primary 929.00'36.0" Round Culvert L= 58.0' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 929.00' / 928.70' S= 0.0052 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 7.07 sf #3 Tertiary 933.00'20.0' long x 20.0' 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=23.87 cfs @ 12.85 hrs HW=931.41' TW=0.00' (Dynamic Tailwater) 2=Culvert (Barrel Controls 23.87 cfs @ 5.37 fps) Secondary OutFlow Max=0.00 cfs @ 12.52 hrs HW=931.16' TW=931.20' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=929.00' TW=0.00' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) MSE 24-hr 3 10-Year Rainfall=4.20"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 71HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Pond 7P: South Pond Inflow Outflow Primary Secondary Tertiary Hydrograph Time (hours) 300250200150100500Flow (cfs)50 40 30 20 10 0 Peak Elev=931.41' Storage=262,751 cf 51.54 cfs 23.87 cfs23.87 cfs 2.60 cfs 0.00 cfs MSE 24-hr 3 10-Year Rainfall=4.20"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 72HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Pond 11P: Roof A Inflow Area = 3.708 ac,100.00% Impervious, Inflow Depth = 3.96" for 10-Year event Inflow = 26.05 cfs @ 12.05 hrs, Volume= 1.225 af Outflow = 11.50 cfs @ 12.13 hrs, Volume= 1.225 af, Atten= 56%, Lag= 4.9 min Primary = 11.50 cfs @ 12.13 hrs, Volume= 1.225 af Routing by Sim-Route method, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs Peak Elev= 0.18' @ 12.13 hrs Surf.Area= 80,750 sf Storage= 14,754 cf Plug-Flow detention time= 34.7 min calculated for 1.225 af (100% of inflow) Center-of-Mass det. time= 34.1 min ( 776.1 - 742.1 ) Volume Invert Avail.Storage Storage Description #1 0.00' 40,375 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 0.00 80,750 0 0 0.50 80,750 40,375 40,375 Device Routing Invert Outlet Devices #1 Primary 0.00'4.0" Horiz. Orifice/Grate X 64.00 C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=11.43 cfs @ 12.13 hrs HW=0.18' TW=0.00' (Dynamic Tailwater) 1=Orifice/Grate (Orifice Controls 11.43 cfs @ 2.05 fps) MSE 24-hr 3 10-Year Rainfall=4.20"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 73HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Pond 11P: Roof A Inflow Primary Hydrograph Time (hours) 300250200150100500Flow (cfs)25 20 15 10 5 0 Inflow Area=3.708 ac Peak Elev=0.18' Storage=14,754 cf 26.05 cfs 11.50 cfs MSE 24-hr 3 10-Year Rainfall=4.20"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 74HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Pond 13P: Roof B Inflow Area = 2.508 ac,100.00% Impervious, Inflow Depth = 3.96" for 10-Year event Inflow = 17.62 cfs @ 12.05 hrs, Volume= 0.829 af Outflow = 7.87 cfs @ 12.13 hrs, Volume= 0.829 af, Atten= 55%, Lag= 4.9 min Primary = 7.87 cfs @ 12.13 hrs, Volume= 0.829 af Routing by Sim-Route method, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs Peak Elev= 0.18' @ 12.13 hrs Surf.Area= 54,625 sf Storage= 9,908 cf Plug-Flow detention time= 34.3 min calculated for 0.829 af (100% of inflow) Center-of-Mass det. time= 33.6 min ( 775.7 - 742.1 ) Volume Invert Avail.Storage Storage Description #1 0.00' 27,313 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 0.00 54,625 0 0 0.50 54,625 27,313 27,313 Device Routing Invert Outlet Devices #1 Primary 0.00'4.0" Horiz. Orifice/Grate X 44.00 C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=7.83 cfs @ 12.13 hrs HW=0.18' TW=0.00' (Dynamic Tailwater) 1=Orifice/Grate (Orifice Controls 7.83 cfs @ 2.04 fps) MSE 24-hr 3 10-Year Rainfall=4.20"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 75HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Pond 13P: Roof B Inflow Primary Hydrograph Time (hours) 300250200150100500Flow (cfs)18 16 14 12 10 8 6 4 2 0 Inflow Area=2.508 ac Peak Elev=0.18' Storage=9,908 cf 17.62 cfs 7.87 cfs MSE 24-hr 3 10-Year Rainfall=4.20"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 76HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Pond 15P: Roof C Inflow Area = 4.100 ac,100.00% Impervious, Inflow Depth = 3.96" for 10-Year event Inflow = 28.81 cfs @ 12.05 hrs, Volume= 1.355 af Outflow = 12.88 cfs @ 12.13 hrs, Volume= 1.355 af, Atten= 55%, Lag= 4.9 min Primary = 12.88 cfs @ 12.13 hrs, Volume= 1.355 af Routing by Sim-Route method, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs Peak Elev= 0.18' @ 12.13 hrs Surf.Area= 89,300 sf Storage= 16,190 cf Plug-Flow detention time= 34.3 min calculated for 1.355 af (100% of inflow) Center-of-Mass det. time= 33.6 min ( 775.7 - 742.1 ) Volume Invert Avail.Storage Storage Description #1 0.00' 44,650 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 0.00 89,300 0 0 0.50 89,300 44,650 44,650 Device Routing Invert Outlet Devices #1 Primary 0.00'4.0" Horiz. Orifice/Grate X 72.00 C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=12.81 cfs @ 12.13 hrs HW=0.18' TW=0.00' (Dynamic Tailwater) 1=Orifice/Grate (Orifice Controls 12.81 cfs @ 2.04 fps) MSE 24-hr 3 10-Year Rainfall=4.20"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 77HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Pond 15P: Roof C Inflow Primary Hydrograph Time (hours) 300250200150100500Flow (cfs)30 25 20 15 10 5 0 Inflow Area=4.100 ac Peak Elev=0.18' Storage=16,190 cf 28.81 cfs 12.88 cfs MSE 24-hr 3 10-Year Rainfall=4.20"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 78HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Link 11L: Total to South Inflow = 31.41 cfs @ 12.18 hrs, Volume= 11.709 af Primary = 31.41 cfs @ 12.21 hrs, Volume= 11.709 af, Atten= 0%, Lag= 1.8 min Primary outflow = Inflow, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs Link 11L: Total to South Inflow Primary Hydrograph Time (hours) 300250200150100500Flow (cfs)35 30 25 20 15 10 5 0 31.41 cfs31.41 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 79HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Time span=0.00-300.00 hrs, dt=0.03 hrs, 10001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Sim-Route method - Pond routing by Sim-Route method Runoff Area=161,500 sf 100.00% Impervious Runoff Depth=6.94"Subcatchment 10S: Building A Tc=0.0 min CN=98 Runoff=44.73 cfs 2.144 af Runoff Area=109,250 sf 100.00% Impervious Runoff Depth=6.94"Subcatchment 12S: Building B Tc=0.0 min CN=98 Runoff=30.26 cfs 1.451 af Runoff Area=178,600 sf 100.00% Impervious Runoff Depth=6.94"Subcatchment 14S: Building C Tc=0.0 min CN=98 Runoff=49.47 cfs 2.371 af Runoff Area=0.108 ac 0.00% Impervious Runoff Depth=4.86"Subcatchment PR1: NW UC Tc=0.0 min CN=80 Runoff=1.07 cfs 0.044 af Runoff Area=397,710 sf 79.94% Impervious Runoff Depth=6.47"Subcatchment PR2: Lots 1 & 2 Tc=20.0 min CN=94 Runoff=60.38 cfs 4.920 af Runoff Area=162,660 sf 35.95% Impervious Runoff Depth=5.54"Subcatchment PR3: Direct to North Pond Tc=10.0 min CN=86 Runoff=30.50 cfs 1.724 af Runoff Area=50,615 sf 0.00% Impervious Runoff Depth=5.09"Subcatchment PR4: East UC Tc=7.0 min CN=82 Runoff=10.05 cfs 0.492 af Runoff Area=82,763 sf 44.43% Impervious Runoff Depth=5.77"Subcatchment PR5: Direct to South Pond Tc=7.0 min CN=88 Runoff=17.97 cfs 0.913 af Runoff Area=476,680 sf 70.62% Impervious Runoff Depth=6.35"Subcatchment PR6: Lot 3 Tc=30.0 min CN=93 Runoff=57.97 cfs 5.790 af Runoff Area=248,617 sf 0.00% Impervious Runoff Depth=4.86"Subcatchment PR7: SW UC Tc=10.0 min CN=80 Runoff=42.09 cfs 2.312 af Inflow=25.73 cfs 3.595 afReach 1R: j Outflow=25.73 cfs 3.595 af Inflow=17.12 cfs 2.371 afReach 16R: reach Outflow=17.12 cfs 2.371 af Peak Elev=933.24' Storage=592,428 cf Inflow=107.24 cfs 10.302 afPond 5P: North Pond 36.0" Round Culvert n=0.012 L=210.0' S=0.0000 '/' Outflow=21.84 cfs 10.222 af Peak Elev=932.98' Storage=339,408 cf Inflow=93.55 cfs 19.297 afPond 7P: South Pond Primary=45.20 cfs 19.212 af Secondary=4.07 cfs 0.063 af Tertiary=0.00 cfs 0.000 af Outflow=45.50 cfs 19.275 af Peak Elev=0.32' Storage=26,031 cf Inflow=44.73 cfs 2.144 afPond 11P: Roof A Outflow=15.27 cfs 2.144 af Peak Elev=0.32' Storage=17,487 cf Inflow=30.26 cfs 1.451 afPond 13P: Roof B Outflow=10.46 cfs 1.451 af MSE 24-hr 3 100-Year Rainfall=7.18"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 80HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Peak Elev=0.32' Storage=28,575 cf Inflow=49.47 cfs 2.371 afPond 15P: Roof C Outflow=17.12 cfs 2.371 af Inflow=70.79 cfs 22.060 afLink 11L: Total to South Primary=70.79 cfs 22.060 af Total Runoff Area = 43.000 ac Runoff Volume = 22.162 af Average Runoff Depth = 6.18" 35.98% Pervious = 15.472 ac 64.02% Impervious = 27.529 ac MSE 24-hr 3 100-Year Rainfall=7.18"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 81HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 10S: Building A Runoff = 44.73 cfs @ 12.05 hrs, Volume= 2.144 af, Depth= 6.94" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (sf) CN Description 161,500 98 Roofs, HSG D 161,500 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.0 Direct Entry, Subcatchment 10S: Building A Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)50 45 40 35 30 25 20 15 10 5 0 MSE 24-hr 3 100-Year Rainfall=7.18" Runoff Area=161,500 sf Runoff Volume=2.144 af Runoff Depth=6.94" Tc=0.0 min CN=98 44.73 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 82HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 12S: Building B Runoff = 30.26 cfs @ 12.05 hrs, Volume= 1.451 af, Depth= 6.94" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (sf) CN Description 109,250 98 Roofs, HSG D 109,250 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.0 Direct Entry, Subcatchment 12S: Building B Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)30 25 20 15 10 5 0 MSE 24-hr 3 100-Year Rainfall=7.18" Runoff Area=109,250 sf Runoff Volume=1.451 af Runoff Depth=6.94" Tc=0.0 min CN=98 30.26 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 83HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 14S: Building C Runoff = 49.47 cfs @ 12.05 hrs, Volume= 2.371 af, Depth= 6.94" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (sf) CN Description 178,600 98 Roofs, HSG D 178,600 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.0 Direct Entry, Subcatchment 14S: Building C Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)55 50 45 40 35 30 25 20 15 10 5 0 MSE 24-hr 3 100-Year Rainfall=7.18" Runoff Area=178,600 sf Runoff Volume=2.371 af Runoff Depth=6.94" Tc=0.0 min CN=98 49.47 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 84HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment PR1: NW UC Runoff = 1.07 cfs @ 12.05 hrs, Volume= 0.044 af, Depth= 4.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description 0.108 80 >75% Grass cover, Good, HSG D 0.108 80 100.00% Pervious Area Subcatchment PR1: NW UC Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)1 0 MSE 24-hr 3 100-Year Rainfall=7.18" Runoff Area=0.108 ac Runoff Volume=0.044 af Runoff Depth=4.86" Tc=0.0 min CN=80 1.07 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 85HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment PR2: Lots 1 & 2 Runoff = 60.38 cfs @ 12.28 hrs, Volume= 4.920 af, Depth= 6.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (sf) CN Description 317,947 98 Paved parking, HSG D 79,763 80 >75% Grass cover, Good, HSG D 397,710 94 Weighted Average 79,763 80 20.06% Pervious Area 317,947 98 79.94% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Subcatchment PR2: Lots 1 & 2 Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)60 50 40 30 20 10 0 MSE 24-hr 3 100-Year Rainfall=7.18" Runoff Area=397,710 sf Runoff Volume=4.920 af Runoff Depth=6.47" Tc=20.0 min CN=94 60.38 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 86HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment PR3: Direct to North Pond Runoff = 30.50 cfs @ 12.17 hrs, Volume= 1.724 af, Depth= 5.54" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (sf) CN Description 104,190 80 >75% Grass cover, Good, HSG D 58,470 98 Water Surface, HSG D 162,660 86 Weighted Average 104,190 80 64.05% Pervious Area 58,470 98 35.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment PR3: Direct to North Pond Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)30 25 20 15 10 5 0 MSE 24-hr 3 100-Year Rainfall=7.18" Runoff Area=162,660 sf Runoff Volume=1.724 af Runoff Depth=5.54" Tc=10.0 min CN=86 30.50 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 87HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment PR4: East UC Runoff = 10.05 cfs @ 12.14 hrs, Volume= 0.492 af, Depth= 5.09" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (sf) CN Description 50,615 82 Farmsteads, HSG C 50,615 82 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment PR4: East UC Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 100-Year Rainfall=7.18" Runoff Area=50,615 sf Runoff Volume=0.492 af Runoff Depth=5.09" Tc=7.0 min CN=82 10.05 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 88HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment PR5: Direct to South Pond Runoff = 17.97 cfs @ 12.14 hrs, Volume= 0.913 af, Depth= 5.77" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (sf) CN Description 45,990 80 >75% Grass cover, Good, HSG D 36,773 98 Water Surface, HSG D 82,763 88 Weighted Average 45,990 80 55.57% Pervious Area 36,773 98 44.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc = 7.0 min Subcatchment PR5: Direct to South Pond Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)20 18 16 14 12 10 8 6 4 2 0 MSE 24-hr 3 100-Year Rainfall=7.18" Runoff Area=82,763 sf Runoff Volume=0.913 af Runoff Depth=5.77" Tc=7.0 min CN=88 17.97 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 89HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment PR6: Lot 3 Runoff = 57.97 cfs @ 12.41 hrs, Volume= 5.790 af, Depth= 6.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (sf) CN Description 336,609 98 Paved parking, HSG D 58,174 80 >75% Grass cover, Good, HSG D 81,897 80 >75% Grass cover, Good, HSG D 476,680 93 Weighted Average 140,071 80 29.38% Pervious Area 336,609 98 70.62% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 30.0 Direct Entry, Subcatchment PR6: Lot 3 Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)60 55 50 45 40 35 30 25 20 15 10 5 0 MSE 24-hr 3 100-Year Rainfall=7.18" Runoff Area=476,680 sf Runoff Volume=5.790 af Runoff Depth=6.35" Tc=30.0 min CN=93 57.97 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 90HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment PR7: SW UC Runoff = 42.09 cfs @ 12.17 hrs, Volume= 2.312 af, Depth= 4.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (sf) CN Description 207,895 80 >75% Grass cover, Good, HSG D 40,722 80 >75% Grass cover, Good, HSG D 248,617 80 Weighted Average 248,617 80 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment PR7: SW UC Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)45 40 35 30 25 20 15 10 5 0 MSE 24-hr 3 100-Year Rainfall=7.18" Runoff Area=248,617 sf Runoff Volume=2.312 af Runoff Depth=4.86" Tc=10.0 min CN=80 42.09 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 91HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Reach 1R: j Inflow Area = 6.216 ac,100.00% Impervious, Inflow Depth = 6.94" for 100-Year event Inflow = 25.73 cfs @ 12.13 hrs, Volume= 3.595 af Outflow = 25.73 cfs @ 12.16 hrs, Volume= 3.595 af, Atten= 0%, Lag= 1.8 min Routing by Sim-Route method, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs Reach 1R: j Inflow Outflow Hydrograph Time (hours) 300250200150100500Flow (cfs)25 20 15 10 5 0 Inflow Area=6.216 ac 25.73 cfs25.73 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 92HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Reach 16R: reach Inflow Area = 4.100 ac,100.00% Impervious, Inflow Depth = 6.94" for 100-Year event Inflow = 17.12 cfs @ 12.13 hrs, Volume= 2.371 af Outflow = 17.12 cfs @ 12.16 hrs, Volume= 2.371 af, Atten= 0%, Lag= 1.8 min Routing by Sim-Route method, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs Reach 16R: reach Inflow Outflow Hydrograph Time (hours) 300250200150100500Flow (cfs)18 16 14 12 10 8 6 4 2 0 Inflow Area=4.100 ac 17.12 cfs17.12 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 93HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Pond 5P: North Pond Inflow = 107.24 cfs @ 12.23 hrs, Volume= 10.302 af Outflow = 21.84 cfs @ 13.83 hrs, Volume= 10.222 af, Atten= 80%, Lag= 95.9 min Secondary = 21.84 cfs @ 13.83 hrs, Volume= 10.222 af Routing by Sim-Route method, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs Starting Elev= 929.00' Surf.Area= 58,470 sf Storage= 309,610 cf Peak Elev= 933.24' @ 13.11 hrs Surf.Area= 74,856 sf Storage= 592,428 cf (282,818 cf above start) Plug-Flow detention time= 1,203.7 min calculated for 3.114 af (30% of inflow) Center-of-Mass det. time= 398.7 min ( 1,170.1 - 771.4 ) Volume Invert Avail.Storage Storage Description #1 922.00' 1,105,343 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 922.00 35,482 0 0 928.00 49,694 255,528 255,528 929.00 58,470 54,082 309,610 933.50 75,850 302,220 611,830 940.00 76,000 493,513 1,105,343 Device Routing Invert Outlet Devices #1 Secondary 929.00'36.0" Round Culvert L= 210.0' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 929.00' / 929.00' S= 0.0000 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 7.07 sf Secondary OutFlow Max=22.29 cfs @ 13.83 hrs HW=932.93' TW=932.38' (Dynamic Tailwater) 1=Culvert (Inlet Controls 22.29 cfs @ 3.15 fps) MSE 24-hr 3 100-Year Rainfall=7.18"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 94HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Pond 5P: North Pond Inflow Secondary Hydrograph Time (hours) 300250200150100500Flow (cfs)120 110 100 90 80 70 60 50 40 30 20 10 0 Peak Elev=933.24' Storage=592,428 cf 36.0" Round Culvert n=0.012 L=210.0' S=0.0000 '/' 107.24 cfs 21.84 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 95HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Pond 7P: South Pond Inflow = 93.55 cfs @ 12.38 hrs, Volume= 19.297 af Outflow = 45.50 cfs @ 12.54 hrs, Volume= 19.275 af, Atten= 51%, Lag= 9.5 min Primary = 45.20 cfs @ 12.87 hrs, Volume= 19.212 af Secondary = 4.07 cfs @ 12.50 hrs, Volume= 0.063 af Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Sim-Route method, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs Starting Elev= 929.00' Surf.Area= 36,773 sf Storage= 163,452 cf Peak Elev= 932.98' @ 12.87 hrs Surf.Area= 51,615 sf Storage= 339,408 cf (175,956 cf above start) Plug-Flow detention time= 380.5 min calculated for 15.523 af (80% of inflow) Center-of-Mass det. time= 109.8 min ( 1,095.7 - 985.9 ) Volume Invert Avail.Storage Storage Description #1 922.00' 719,455 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 922.00 15,300 0 0 928.00 28,333 130,899 130,899 929.00 36,773 32,553 163,452 933.50 53,548 203,222 366,674 940.00 55,000 352,781 719,455 Device Routing Invert Outlet Devices #1 Secondary 929.00'36.0" Round Culvert L= 210.0' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 929.00' / 929.00' S= 0.0000 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 7.07 sf #2 Primary 929.00'36.0" Round Culvert L= 58.0' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 929.00' / 928.70' S= 0.0052 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 7.07 sf #3 Tertiary 933.00'20.0' long x 20.0' 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=45.20 cfs @ 12.87 hrs HW=932.98' TW=0.00' (Dynamic Tailwater) 2=Culvert (Barrel Controls 45.20 cfs @ 6.40 fps) Secondary OutFlow Max=0.00 cfs @ 12.50 hrs HW=932.52' TW=932.59' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=929.00' TW=0.00' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) MSE 24-hr 3 100-Year Rainfall=7.18"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 96HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Pond 7P: South Pond Inflow Outflow Primary Secondary Tertiary Hydrograph Time (hours) 300250200150100500Flow (cfs)100 90 80 70 60 50 40 30 20 10 0 Peak Elev=932.98' Storage=339,408 cf 93.55 cfs 45.50 cfs45.20 cfs 4.07 cfs 0.00 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 97HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Pond 11P: Roof A Inflow Area = 3.708 ac,100.00% Impervious, Inflow Depth = 6.94" for 100-Year event Inflow = 44.73 cfs @ 12.05 hrs, Volume= 2.144 af Outflow = 15.27 cfs @ 12.13 hrs, Volume= 2.144 af, Atten= 66%, Lag= 5.2 min Primary = 15.27 cfs @ 12.13 hrs, Volume= 2.144 af Routing by Sim-Route method, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs Peak Elev= 0.32' @ 12.13 hrs Surf.Area= 80,750 sf Storage= 26,031 cf Plug-Flow detention time= 32.2 min calculated for 2.144 af (100% of inflow) Center-of-Mass det. time= 31.6 min ( 766.8 - 735.2 ) Volume Invert Avail.Storage Storage Description #1 0.00' 40,375 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 0.00 80,750 0 0 0.50 80,750 40,375 40,375 Device Routing Invert Outlet Devices #1 Primary 0.00'4.0" Horiz. Orifice/Grate X 64.00 C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=15.16 cfs @ 12.13 hrs HW=0.32' TW=0.00' (Dynamic Tailwater) 1=Orifice/Grate (Orifice Controls 15.16 cfs @ 2.72 fps) MSE 24-hr 3 100-Year Rainfall=7.18"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 98HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Pond 11P: Roof A Inflow Primary Hydrograph Time (hours) 300250200150100500Flow (cfs)50 45 40 35 30 25 20 15 10 5 0 Inflow Area=3.708 ac Peak Elev=0.32' Storage=26,031 cf 44.73 cfs 15.27 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 99HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Pond 13P: Roof B Inflow Area = 2.508 ac,100.00% Impervious, Inflow Depth = 6.94" for 100-Year event Inflow = 30.26 cfs @ 12.05 hrs, Volume= 1.451 af Outflow = 10.46 cfs @ 12.13 hrs, Volume= 1.451 af, Atten= 65%, Lag= 5.2 min Primary = 10.46 cfs @ 12.13 hrs, Volume= 1.451 af Routing by Sim-Route method, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs Peak Elev= 0.32' @ 12.13 hrs Surf.Area= 54,625 sf Storage= 17,487 cf Plug-Flow detention time= 31.8 min calculated for 1.451 af (100% of inflow) Center-of-Mass det. time= 31.1 min ( 766.3 - 735.2 ) Volume Invert Avail.Storage Storage Description #1 0.00' 27,313 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 0.00 54,625 0 0 0.50 54,625 27,313 27,313 Device Routing Invert Outlet Devices #1 Primary 0.00'4.0" Horiz. Orifice/Grate X 44.00 C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=10.39 cfs @ 12.13 hrs HW=0.32' TW=0.00' (Dynamic Tailwater) 1=Orifice/Grate (Orifice Controls 10.39 cfs @ 2.71 fps) MSE 24-hr 3 100-Year Rainfall=7.18"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 100HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Pond 13P: Roof B Inflow Primary Hydrograph Time (hours) 300250200150100500Flow (cfs)30 25 20 15 10 5 0 Inflow Area=2.508 ac Peak Elev=0.32' Storage=17,487 cf 30.26 cfs 10.46 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 101HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Pond 15P: Roof C Inflow Area = 4.100 ac,100.00% Impervious, Inflow Depth = 6.94" for 100-Year event Inflow = 49.47 cfs @ 12.05 hrs, Volume= 2.371 af Outflow = 17.12 cfs @ 12.13 hrs, Volume= 2.371 af, Atten= 65%, Lag= 5.2 min Primary = 17.12 cfs @ 12.13 hrs, Volume= 2.371 af Routing by Sim-Route method, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs Peak Elev= 0.32' @ 12.13 hrs Surf.Area= 89,300 sf Storage= 28,575 cf Plug-Flow detention time= 30.9 min calculated for 2.371 af (100% of inflow) Center-of-Mass det. time= 31.1 min ( 766.3 - 735.2 ) Volume Invert Avail.Storage Storage Description #1 0.00' 44,650 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 0.00 89,300 0 0 0.50 89,300 44,650 44,650 Device Routing Invert Outlet Devices #1 Primary 0.00'4.0" Horiz. Orifice/Grate X 72.00 C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=17.00 cfs @ 12.13 hrs HW=0.32' TW=0.00' (Dynamic Tailwater) 1=Orifice/Grate (Orifice Controls 17.00 cfs @ 2.71 fps) MSE 24-hr 3 100-Year Rainfall=7.18"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 102HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Pond 15P: Roof C Inflow Primary Hydrograph Time (hours) 300250200150100500Flow (cfs)55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=4.100 ac Peak Elev=0.32' Storage=28,575 cf 49.47 cfs 17.12 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 103HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Link 11L: Total to South Inflow = 70.79 cfs @ 12.18 hrs, Volume= 22.060 af Primary = 70.79 cfs @ 12.21 hrs, Volume= 22.060 af, Atten= 0%, Lag= 1.8 min Primary outflow = Inflow, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs Link 11L: Total to South Inflow Primary Hydrograph Time (hours) 300250200150100500Flow (cfs)70 60 50 40 30 20 10 0 70.79 cfs70.79 cfs MSE 24-hr 3 NURP Rainfall=2.50"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 104HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Time span=0.00-300.00 hrs, dt=0.03 hrs, 10001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Sim-Route method - Pond routing by Sim-Route method Runoff Area=161,500 sf 100.00% Impervious Runoff Depth=2.27"Subcatchment 10S: Building A Tc=0.0 min CN=98 Runoff=15.33 cfs 0.702 af Runoff Area=109,250 sf 100.00% Impervious Runoff Depth=2.27"Subcatchment 12S: Building B Tc=0.0 min CN=98 Runoff=10.37 cfs 0.475 af Runoff Area=178,600 sf 100.00% Impervious Runoff Depth=2.27"Subcatchment 14S: Building C Tc=0.0 min CN=98 Runoff=16.95 cfs 0.776 af Runoff Area=0.108 ac 0.00% Impervious Runoff Depth=0.89"Subcatchment PR1: NW UC Tc=0.0 min CN=80 Runoff=0.21 cfs 0.008 af Runoff Area=397,710 sf 79.94% Impervious Runoff Depth=1.87"Subcatchment PR2: Lots 1 & 2 Tc=20.0 min CN=94 Runoff=18.61 cfs 1.422 af Runoff Area=162,660 sf 35.95% Impervious Runoff Depth=1.24"Subcatchment PR3: Direct to North Pond Tc=10.0 min CN=86 Runoff=7.20 cfs 0.387 af Runoff Area=50,615 sf 0.00% Impervious Runoff Depth=1.00"Subcatchment PR4: East UC Tc=7.0 min CN=82 Runoff=2.05 cfs 0.097 af Runoff Area=82,763 sf 44.43% Impervious Runoff Depth=1.38"Subcatchment PR5: Direct to South Pond Tc=7.0 min CN=88 Runoff=4.62 cfs 0.219 af Runoff Area=476,680 sf 70.62% Impervious Runoff Depth=1.78"Subcatchment PR6: Lot 3 Tc=30.0 min CN=93 Runoff=17.23 cfs 1.623 af Runoff Area=248,617 sf 0.00% Impervious Runoff Depth=0.89"Subcatchment PR7: SW UC Tc=10.0 min CN=80 Runoff=7.73 cfs 0.423 af Inflow=14.01 cfs 1.176 afReach 1R: j Outflow=14.01 cfs 1.176 af Inflow=9.29 cfs 0.776 afReach 16R: reach Outflow=9.29 cfs 0.776 af Peak Elev=930.50' Storage=401,406 cf Inflow=35.91 cfs 3.045 afPond 5P: North Pond 36.0" Round Culvert n=0.012 L=210.0' S=0.0000 '/' Outflow=4.22 cfs 2.965 af Peak Elev=930.40' Storage=218,414 cf Inflow=25.22 cfs 5.582 afPond 7P: South Pond Primary=9.56 cfs 5.501 af Secondary=1.56 cfs 0.060 af Tertiary=0.00 cfs 0.000 af Outflow=10.01 cfs 5.561 af Peak Elev=0.11' Storage=9,131 cf Inflow=15.33 cfs 0.702 afPond 11P: Roof A Outflow=8.33 cfs 0.702 af Peak Elev=0.11' Storage=6,141 cf Inflow=10.37 cfs 0.475 afPond 13P: Roof B Outflow=5.68 cfs 0.475 af MSE 24-hr 3 NURP Rainfall=2.50"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 105HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Peak Elev=0.11' Storage=10,036 cf Inflow=16.95 cfs 0.776 afPond 15P: Roof C Outflow=9.29 cfs 0.776 af Inflow=11.86 cfs 6.029 afLink 11L: Total to South Primary=11.86 cfs 6.029 af Total Runoff Area = 43.000 ac Runoff Volume = 6.130 af Average Runoff Depth = 1.71" 35.98% Pervious = 15.472 ac 64.02% Impervious = 27.529 ac MSE 24-hr 3 NURP Rainfall=2.50"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 106HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 10S: Building A Runoff = 15.33 cfs @ 12.05 hrs, Volume= 0.702 af, Depth= 2.27" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 NURP Rainfall=2.50" Area (sf) CN Description 161,500 98 Roofs, HSG D 161,500 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.0 Direct Entry, Subcatchment 10S: Building A Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)16 14 12 10 8 6 4 2 0 MSE 24-hr 3 NURP Rainfall=2.50" Runoff Area=161,500 sf Runoff Volume=0.702 af Runoff Depth=2.27" Tc=0.0 min CN=98 15.33 cfs MSE 24-hr 3 NURP Rainfall=2.50"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 107HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 12S: Building B Runoff = 10.37 cfs @ 12.05 hrs, Volume= 0.475 af, Depth= 2.27" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 NURP Rainfall=2.50" Area (sf) CN Description 109,250 98 Roofs, HSG D 109,250 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.0 Direct Entry, Subcatchment 12S: Building B Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 NURP Rainfall=2.50" Runoff Area=109,250 sf Runoff Volume=0.475 af Runoff Depth=2.27" Tc=0.0 min CN=98 10.37 cfs MSE 24-hr 3 NURP Rainfall=2.50"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 108HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 14S: Building C Runoff = 16.95 cfs @ 12.05 hrs, Volume= 0.776 af, Depth= 2.27" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 NURP Rainfall=2.50" Area (sf) CN Description 178,600 98 Roofs, HSG D 178,600 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.0 Direct Entry, Subcatchment 14S: Building C Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)18 16 14 12 10 8 6 4 2 0 MSE 24-hr 3 NURP Rainfall=2.50" Runoff Area=178,600 sf Runoff Volume=0.776 af Runoff Depth=2.27" Tc=0.0 min CN=98 16.95 cfs MSE 24-hr 3 NURP Rainfall=2.50"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 109HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment PR1: NW UC Runoff = 0.21 cfs @ 12.06 hrs, Volume= 0.008 af, Depth= 0.89" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 NURP Rainfall=2.50" Area (ac) CN Description 0.108 80 >75% Grass cover, Good, HSG D 0.108 80 100.00% Pervious Area Subcatchment PR1: NW UC Runoff Hydrograph Time (hours) 300250200150100500Flow (cfs)0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 MSE 24-hr 3 NURP Rainfall=2.50" Runoff Area=0.108 ac Runoff Volume=0.008 af Runoff Depth=0.89" Tc=0.0 min CN=80 0.21 cfs MSE 24-hr 3 NURP Rainfall=2.50"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 110HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment PR2: Lots 1 & 2 Runoff = 18.61 cfs @ 12.29 hrs, Volume= 1.422 af, Depth= 1.87" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 NURP Rainfall=2.50" Area (sf) CN Description 317,947 98 Paved parking, HSG D 79,763 80 >75% Grass cover, Good, HSG D 397,710 94 Weighted Average 79,763 80 20.06% Pervious Area 317,947 98 79.94% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Subcatchment PR2: Lots 1 & 2 Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)20 18 16 14 12 10 8 6 4 2 0 MSE 24-hr 3 NURP Rainfall=2.50" Runoff Area=397,710 sf Runoff Volume=1.422 af Runoff Depth=1.87" Tc=20.0 min CN=94 18.61 cfs MSE 24-hr 3 NURP Rainfall=2.50"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 111HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment PR3: Direct to North Pond Runoff = 7.20 cfs @ 12.18 hrs, Volume= 0.387 af, Depth= 1.24" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 NURP Rainfall=2.50" Area (sf) CN Description 104,190 80 >75% Grass cover, Good, HSG D 58,470 98 Water Surface, HSG D 162,660 86 Weighted Average 104,190 80 64.05% Pervious Area 58,470 98 35.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment PR3: Direct to North Pond Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)8 7 6 5 4 3 2 1 0 MSE 24-hr 3 NURP Rainfall=2.50" Runoff Area=162,660 sf Runoff Volume=0.387 af Runoff Depth=1.24" Tc=10.0 min CN=86 7.20 cfs MSE 24-hr 3 NURP Rainfall=2.50"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 112HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment PR4: East UC Runoff = 2.05 cfs @ 12.15 hrs, Volume= 0.097 af, Depth= 1.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 NURP Rainfall=2.50" Area (sf) CN Description 50,615 82 Farmsteads, HSG C 50,615 82 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment PR4: East UC Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)2 1 0 MSE 24-hr 3 NURP Rainfall=2.50" Runoff Area=50,615 sf Runoff Volume=0.097 af Runoff Depth=1.00" Tc=7.0 min CN=82 2.05 cfs MSE 24-hr 3 NURP Rainfall=2.50"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 113HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment PR5: Direct to South Pond Runoff = 4.62 cfs @ 12.14 hrs, Volume= 0.219 af, Depth= 1.38" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 NURP Rainfall=2.50" Area (sf) CN Description 45,990 80 >75% Grass cover, Good, HSG D 36,773 98 Water Surface, HSG D 82,763 88 Weighted Average 45,990 80 55.57% Pervious Area 36,773 98 44.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc = 7.0 min Subcatchment PR5: Direct to South Pond Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)5 4 3 2 1 0 MSE 24-hr 3 NURP Rainfall=2.50" Runoff Area=82,763 sf Runoff Volume=0.219 af Runoff Depth=1.38" Tc=7.0 min CN=88 4.62 cfs MSE 24-hr 3 NURP Rainfall=2.50"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 114HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment PR6: Lot 3 Runoff = 17.23 cfs @ 12.42 hrs, Volume= 1.623 af, Depth= 1.78" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 NURP Rainfall=2.50" Area (sf) CN Description 336,609 98 Paved parking, HSG D 58,174 80 >75% Grass cover, Good, HSG D 81,897 80 >75% Grass cover, Good, HSG D 476,680 93 Weighted Average 140,071 80 29.38% Pervious Area 336,609 98 70.62% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 30.0 Direct Entry, Subcatchment PR6: Lot 3 Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)18 16 14 12 10 8 6 4 2 0 MSE 24-hr 3 NURP Rainfall=2.50" Runoff Area=476,680 sf Runoff Volume=1.623 af Runoff Depth=1.78" Tc=30.0 min CN=93 17.23 cfs MSE 24-hr 3 NURP Rainfall=2.50"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 115HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment PR7: SW UC Runoff = 7.73 cfs @ 12.18 hrs, Volume= 0.423 af, Depth= 0.89" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs MSE 24-hr 3 NURP Rainfall=2.50" Area (sf) CN Description 207,895 80 >75% Grass cover, Good, HSG D 40,722 80 >75% Grass cover, Good, HSG D 248,617 80 Weighted Average 248,617 80 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment PR7: SW UC Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)8 7 6 5 4 3 2 1 0 MSE 24-hr 3 NURP Rainfall=2.50" Runoff Area=248,617 sf Runoff Volume=0.423 af Runoff Depth=0.89" Tc=10.0 min CN=80 7.73 cfs MSE 24-hr 3 NURP Rainfall=2.50"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 116HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Reach 1R: j Inflow Area = 6.216 ac,100.00% Impervious, Inflow Depth = 2.27" for NURP event Inflow = 14.01 cfs @ 12.12 hrs, Volume= 1.176 af Outflow = 14.01 cfs @ 12.15 hrs, Volume= 1.176 af, Atten= 0%, Lag= 1.8 min Routing by Sim-Route method, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs Reach 1R: j Inflow Outflow Hydrograph Time (hours) 300250200150100500Flow (cfs)14 12 10 8 6 4 2 0 Inflow Area=6.216 ac 14.01 cfs14.01 cfs MSE 24-hr 3 NURP Rainfall=2.50"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 117HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Reach 16R: reach Inflow Area = 4.100 ac,100.00% Impervious, Inflow Depth = 2.27" for NURP event Inflow = 9.29 cfs @ 12.12 hrs, Volume= 0.776 af Outflow = 9.29 cfs @ 12.15 hrs, Volume= 0.776 af, Atten= 0%, Lag= 1.8 min Routing by Sim-Route method, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs Reach 16R: reach Inflow Outflow Hydrograph Time (hours) 300250200150100500Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Inflow Area=4.100 ac 9.29 cfs9.29 cfs MSE 24-hr 3 NURP Rainfall=2.50"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 118HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Pond 5P: North Pond Inflow = 35.91 cfs @ 12.22 hrs, Volume= 3.045 af Outflow = 4.22 cfs @ 13.99 hrs, Volume= 2.965 af, Atten= 88%, Lag= 106.3 min Secondary = 4.22 cfs @ 13.99 hrs, Volume= 2.965 af Routing by Sim-Route method, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs Starting Elev= 929.00' Surf.Area= 58,470 sf Storage= 309,610 cf Peak Elev= 930.50' @ 13.46 hrs Surf.Area= 64,248 sf Storage= 401,406 cf (91,796 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 829.2 min ( 1,623.6 - 794.4 ) Volume Invert Avail.Storage Storage Description #1 922.00' 1,105,343 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 922.00 35,482 0 0 928.00 49,694 255,528 255,528 929.00 58,470 54,082 309,610 933.50 75,850 302,220 611,830 940.00 76,000 493,513 1,105,343 Device Routing Invert Outlet Devices #1 Secondary 929.00'36.0" Round Culvert L= 210.0' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 929.00' / 929.00' S= 0.0000 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 7.07 sf Secondary OutFlow Max=4.28 cfs @ 13.99 hrs HW=930.46' TW=930.28' (Dynamic Tailwater) 1=Culvert (Outlet Controls 4.28 cfs @ 1.84 fps) MSE 24-hr 3 NURP Rainfall=2.50"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 119HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Pond 5P: North Pond Inflow Secondary Hydrograph Time (hours) 300250200150100500Flow (cfs)40 35 30 25 20 15 10 5 0 Peak Elev=930.50' Storage=401,406 cf 36.0" Round Culvert n=0.012 L=210.0' S=0.0000 '/' 35.91 cfs 4.22 cfs MSE 24-hr 3 NURP Rainfall=2.50"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 120HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Pond 7P: South Pond Inflow = 25.22 cfs @ 12.37 hrs, Volume= 5.582 af Outflow = 10.01 cfs @ 12.67 hrs, Volume= 5.561 af, Atten= 60%, Lag= 18.1 min Primary = 9.56 cfs @ 13.00 hrs, Volume= 5.501 af Secondary = 1.56 cfs @ 12.59 hrs, Volume= 0.060 af Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Sim-Route method, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs Starting Elev= 929.00' Surf.Area= 36,773 sf Storage= 163,452 cf Peak Elev= 930.40' @ 13.00 hrs Surf.Area= 41,976 sf Storage= 218,414 cf (54,962 cf above start) Plug-Flow detention time= 1,823.9 min calculated for 1.809 af (32% of inflow) Center-of-Mass det. time= 211.5 min ( 1,450.1 - 1,238.6 ) Volume Invert Avail.Storage Storage Description #1 922.00' 719,455 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 922.00 15,300 0 0 928.00 28,333 130,899 130,899 929.00 36,773 32,553 163,452 933.50 53,548 203,222 366,674 940.00 55,000 352,781 719,455 Device Routing Invert Outlet Devices #1 Secondary 929.00'36.0" Round Culvert L= 210.0' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 929.00' / 929.00' S= 0.0000 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 7.07 sf #2 Primary 929.00'36.0" Round Culvert L= 58.0' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 929.00' / 928.70' S= 0.0052 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 7.07 sf #3 Tertiary 933.00'20.0' long x 20.0' 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=9.56 cfs @ 13.00 hrs HW=930.40' TW=0.00' (Dynamic Tailwater) 2=Culvert (Barrel Controls 9.56 cfs @ 4.35 fps) Secondary OutFlow Max=0.79 cfs @ 12.59 hrs HW=930.27' TW=930.26' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.79 cfs @ 0.41 fps) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=929.00' TW=0.00' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) MSE 24-hr 3 NURP Rainfall=2.50"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 121HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Pond 7P: South Pond Inflow Outflow Primary Secondary Tertiary Hydrograph Time (hours) 300250200150100500Flow (cfs)25 20 15 10 5 0 Peak Elev=930.40' Storage=218,414 cf 25.22 cfs 10.01 cfs9.56 cfs 1.56 cfs 0.00 cfs MSE 24-hr 3 NURP Rainfall=2.50"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 122HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Pond 11P: Roof A Inflow Area = 3.708 ac,100.00% Impervious, Inflow Depth = 2.27" for NURP event Inflow = 15.33 cfs @ 12.05 hrs, Volume= 0.702 af Outflow = 8.33 cfs @ 12.12 hrs, Volume= 0.702 af, Atten= 46%, Lag= 4.6 min Primary = 8.33 cfs @ 12.12 hrs, Volume= 0.702 af Routing by Sim-Route method, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs Peak Elev= 0.11' @ 12.12 hrs Surf.Area= 80,750 sf Storage= 9,131 cf Plug-Flow detention time= 39.4 min calculated for 0.701 af (100% of inflow) Center-of-Mass det. time= 39.7 min ( 790.3 - 750.6 ) Volume Invert Avail.Storage Storage Description #1 0.00' 40,375 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 0.00 80,750 0 0 0.50 80,750 40,375 40,375 Device Routing Invert Outlet Devices #1 Primary 0.00'4.0" Horiz. Orifice/Grate X 64.00 C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=8.27 cfs @ 12.12 hrs HW=0.11' TW=0.00' (Dynamic Tailwater) 1=Orifice/Grate (Weir Controls 8.27 cfs @ 1.10 fps) MSE 24-hr 3 NURP Rainfall=2.50"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 123HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Pond 11P: Roof A Inflow Primary Hydrograph Time (hours) 300250200150100500Flow (cfs)16 14 12 10 8 6 4 2 0 Inflow Area=3.708 ac Peak Elev=0.11' Storage=9,131 cf 15.33 cfs 8.33 cfs MSE 24-hr 3 NURP Rainfall=2.50"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 124HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Pond 13P: Roof B Inflow Area = 2.508 ac,100.00% Impervious, Inflow Depth = 2.27" for NURP event Inflow = 10.37 cfs @ 12.05 hrs, Volume= 0.475 af Outflow = 5.68 cfs @ 12.12 hrs, Volume= 0.475 af, Atten= 45%, Lag= 4.6 min Primary = 5.68 cfs @ 12.12 hrs, Volume= 0.475 af Routing by Sim-Route method, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs Peak Elev= 0.11' @ 12.12 hrs Surf.Area= 54,625 sf Storage= 6,141 cf Plug-Flow detention time= 39.9 min calculated for 0.475 af (100% of inflow) Center-of-Mass det. time= 39.3 min ( 789.8 - 750.6 ) Volume Invert Avail.Storage Storage Description #1 0.00' 27,313 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 0.00 54,625 0 0 0.50 54,625 27,313 27,313 Device Routing Invert Outlet Devices #1 Primary 0.00'4.0" Horiz. Orifice/Grate X 44.00 C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=5.64 cfs @ 12.12 hrs HW=0.11' TW=0.00' (Dynamic Tailwater) 1=Orifice/Grate (Weir Controls 5.64 cfs @ 1.09 fps) MSE 24-hr 3 NURP Rainfall=2.50"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 125HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Pond 13P: Roof B Inflow Primary Hydrograph Time (hours) 300250200150100500Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.508 ac Peak Elev=0.11' Storage=6,141 cf 10.37 cfs 5.68 cfs MSE 24-hr 3 NURP Rainfall=2.50"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 126HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Pond 15P: Roof C Inflow Area = 4.100 ac,100.00% Impervious, Inflow Depth = 2.27" for NURP event Inflow = 16.95 cfs @ 12.05 hrs, Volume= 0.776 af Outflow = 9.29 cfs @ 12.12 hrs, Volume= 0.776 af, Atten= 45%, Lag= 4.6 min Primary = 9.29 cfs @ 12.12 hrs, Volume= 0.776 af Routing by Sim-Route method, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs Peak Elev= 0.11' @ 12.12 hrs Surf.Area= 89,300 sf Storage= 10,036 cf Plug-Flow detention time= 39.8 min calculated for 0.776 af (100% of inflow) Center-of-Mass det. time= 39.2 min ( 789.8 - 750.6 ) Volume Invert Avail.Storage Storage Description #1 0.00' 44,650 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 0.00 89,300 0 0 0.50 89,300 44,650 44,650 Device Routing Invert Outlet Devices #1 Primary 0.00'4.0" Horiz. Orifice/Grate X 72.00 C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=9.22 cfs @ 12.12 hrs HW=0.11' TW=0.00' (Dynamic Tailwater) 1=Orifice/Grate (Weir Controls 9.22 cfs @ 1.09 fps) MSE 24-hr 3 NURP Rainfall=2.50"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 127HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Pond 15P: Roof C Inflow Primary Hydrograph Time (hours) 300250200150100500Flow (cfs)18 16 14 12 10 8 6 4 2 0 Inflow Area=4.100 ac Peak Elev=0.11' Storage=10,036 cf 16.95 cfs 9.29 cfs MSE 24-hr 3 NURP Rainfall=2.50"Holasek Farm_10-18-2018 Printed 10/19/2018Prepared by Sambatek, Inc. Page 128HydroCAD® 10.00-20 s/n 01876 © 2017 HydroCAD Software Solutions LLC Summary for Link 11L: Total to South Inflow = 11.86 cfs @ 12.18 hrs, Volume= 6.029 af Primary = 11.86 cfs @ 12.21 hrs, Volume= 6.029 af, Atten= 0%, Lag= 1.8 min Primary outflow = Inflow, Time Span= 0.00-300.00 hrs, dt= 0.03 hrs Link 11L: Total to South Inflow Primary Hydrograph Time (hours) 300250200150100500Flow (cfs)12 10 8 6 4 2 0 11.86 cfs11.86 cfs Holasek Business Park 10/18/2018 Stormwater Management Plan APPENDIX D – CCWMO CALCULATOR RESULTS Holasek Business ParkCCWMO Calculator ResultsVolume Control10-18-2018Sambatek, Inc.Total Impervious Area (Acre)27.53Impervious Area (SQ FT)1,199,207Total Area (Acre)49.12Constrained Area (Acre)49.12Constrained SiteYesVolume to be Retained49,967BMP ID# Select BMP (Drop down) BMP Details (Volume, Area) UnitsVolumeReduction5P & 7P Pond NURP with Filtration (Cubic Feet) 43,734Cubic Feet01" Stormwater Reuse (Square Feet) 288,327Square Feet24,027plus 1" Stormwater Reuse (Square Feet) 288,327Square Feet24,027Swale for VC Bioretention Swale (Cubic Feet) 3,800Cubic Feet1,520Swale for WQ Bioretention Swale (Cubic Feet) 7,500Cubic Feet3,000Select BMP (Enter BMP Details Here)UnitSelect BMP (Enter BMP Details Here)UnitSelect BMP (Enter BMP Details Here)UnitSelect BMP (Enter BMP Details Here)UnitSelect BMP (Enter BMP Details Here)UnitTotal Volume Treated52,575Percent of Requirement>100%Do BMPS have enough Capacity?YES Holasek Business ParkCCWMO Calculator ResultsReuse10-18-2018Sambatek, Inc.Project Name Holasek Business CenterImpervious Area (Acre)27.53Impervious Area (SQ FT)1,199,207Irrigation Area (Sq Ft)288,327Irrigation Rate (1-2 inches/week)2.00Pond Storage (cf)196,850Tank Storage (cf)Final Credit48,055BMP ID# Limiting CriteriaVolumeReduction (cf)Area Required (SQ FT)Minimum Pond Irrigation Storage (cf)Minimum Tank Irrigation Storage (cf)Irrigation Area48,055 288,327 192,218 48,055YesNASq Ft Volume credit295,275 49,2130 0Meeting Minimum Pond StorageMeeting Minimum Tank StorageMaximum Irrigation Area based upon Pond SizeMaximum Irrigation Area based upon Tank Size Holasek Business ParkCCWMO Calculator ResultsSubwatershed - Water Quality10-18-2018Sambatek, Inc.Subwatershed Model LabelNorth & South Pond WQImpervious Area (Acre)27.53Impervious Area (SQ FT)1,199,207Water Quality Volume49,967BMP ID# Select BMP (Drop down) BMP Details (Volume, Area) Units TP Treatment TP Quality Treatment Volume TSS TreatmentTSS Quality Treatment Volume5P & 7P Pond NURP with Filtration (Cubic Feet) 43,734Cubic Feet90% 39,361 90% 39,361Bioretention Swale (Cubic Feet) 7,500Cubic Feet75% 5,625 90% 6,750Select BMP (Enter BMP Details Here)UnitTP Credit TSS CreditSelect BMP (Enter BMP Details Here)UnitTP Credit TSS CreditSelect BMP (Enter BMP Details Here)UnitTP Credit TSS CreditSelect BMP (Enter BMP Details Here)UnitTP Credit TSS CreditSelect BMP (Enter BMP Details Here)UnitTP Credit TSS CreditSelect BMP (Enter BMP Details Here)UnitTP Credit TSS CreditSelect BMP (Enter BMP Details Here)UnitTP Credit TSS CreditSelect BMP (Enter BMP Details Here)UnitTP Credit TSS CreditTotal Volume Treated44,98646,111Percent of Requirement>100%>100%Do BMPS have enough Capacity?YESYES Holasek Business Park 10/18/2018 Stormwater Management Plan APPENDIX E – CCWMO BMP DETAILS MIN 2'-0" 9" 3" 1'-0" 6" TO 18" PONDED VOLUME 1"-1 1 2" WASHED ROCK (MNDOT) MIN 3'-0" MINIMUM 3" OF 1 4" (TYP.) "BUCKSHOT" WASHED ROCK 6" HDPE CORRUGATED PERFORATED DRAINTILE WITHOUT SOCK @ 0.5% GRADE 6" 12" MIN 3'-0" 12" STORMWATER POND 6" CORRUGATED PERFORATED DRAINTILE WITHOUT SOCK @ 0.5% OUTLET CONTROL STRUCTURE (SEE DETAIL 5) FILTRATION TREATMENT VOLUME Holasek Business Park 10/18/2018 Stormwater Management Plan APPENDIX F – STORM SEWER PIPE SIZING CALCULATIONS projectNotesclient> User inputs are in colored cellsmfra#> Spreadsheet will automatically combine areas and flows based on structure namedate> User will have to manually update the Tc value at junctions (greater of the tributaries)engineer> When inserting additional rows, copy THE ENTIRE row (click on the row nubmer on the far left)rainfall10 year> Rows beginning with a green cell indicate the first structure in a run, yellow cells indicate a downstream structurefrom tofull actualCB-210 CBMH-209 18596.3 73%0.43 0.80 0.341 7.00 0.00 7.00 6.442.20162 12 0.50%2.503.2 3.6 0.7 942.29 939.29 0.81 938.48 0.00 3.00 2.00CBMH-209 CBMH-208 13909 66%0.32 0.77 0.586 7.00 0.75 7.75 6.443.77147 15 0.50%4.543.7 4.1 0.9 942.96 938.48 0.74 937.75 4.48 3.23CBMH-208 CBMH-207 18908 42%0.43 0.63 0.860 7.75 0.59 8.35 6.235.36218 18 0.50%7.384.2 4.6 1.0 942.96 937.75 1.09 936.66 5.22 3.72CBMH-207 CBMH-206 20972 60%0.48 0.73 1.211 8.35 0.80 9.15 6.097.37290 18 0.50%7.384.2 4.8 1.2 942.96 936.66 1.45 935.21 6.31 4.81CBMH-206 CBMH-205 20980 60%0.48 0.73 1.563 9.15 1.01 10.16 5.909.23309 21 0.50%11.144.6 5.2 1.2 942.98 935.21 1.55 933.66 7.78 6.03CBMH-205 CBMH-204 21222.3 64%0.49 0.75 1.929 10.16 1.00 11.16 5.6910.9846 21 0.50%11.144.6 5.3 1.4 942.90 933.66 0.23 933.43 9.24 7.49CBMH-204 CBMH-203 7361.4 77%0.17 0.82 2.068 11.16 0.15 11.31 5.5011.38197 24 0.50%15.905.1 5.5 1.3 943.05 933.43 0.99 932.45 9.62 7.62CBMH-203 CBMH-202 13966 75%0.32 0.81 2.329 11.31 0.60 11.90 5.4812.7611 24 0.50%15.905.1 5.6 1.4 941.35 932.45 0.06 932.39 8.91 6.91CBMH-202 STMH-201 23888 69%0.55 0.78 2.755 11.90 0.03 11.93 5.3714.8178 24 0.50%15.905.1 5.7 1.5 942.77 932.39 0.39 932.00 10.38 8.38STMH-201 FES-200 0 100%- 0.95 13.483 11.93 0.23 12.16 5.3772.39157 36 1.50%81.2011.5 12.9 2.2 942.39 932.00 2.36 929.00 10.39 7.39BH-201-A STMH-201 18081.6 10%0.42 0.46 0.189 12.16 0.20 12.36 5.331.0170 12 0.50%2.503.2 3.0 0.4 939.41 936.41 0.35 936.06 3.00 2.00CB-303-B STMH-303 10477 70%0.24 0.79 0.189 15.00 0.00 15.00 4.910.9332 12 1.00%3.544.5 3.8 0.4 940.92 937.92 0.32 937.20 3.00 2.00CB-303-A STMH-303 21388.9 41%0.49 0.63 0.307 15.00 0.14 15.14 4.911.5198 12 0.40%2.242.9 3.1 0.6 939.40 936.40 0.39 935.42 3.00 2.00TD-303-C STMH-303 7872 100%0.18 0.95 0.172 15.14 0.53 15.67 4.890.8478 12 1.00%3.544.5 3.7 0.3 940.50 935.90 0.78 935.15 4.60 3.60TD-303-D STMH-303 11051 100%0.25 0.95 0.241 15.67 0.35 16.03 4.821.1695 12 0.50%2.503.2 3.1 0.5 937.00 934.00 0.48 933.60 3.00 2.00STMH-303 STMH-302 0 100%- 0.95 0.909 16.03 0.51 16.53 4.784.34218 18 0.30%5.723.2 3.6 1.0 941.93 933.96 0.65 932.15 7.97 6.47TD-302-A* STMH-302 8699 100%0.20 0.95 0.190 16.53 1.02 17.55 4.720.8990 18 0.50%7.384.2 2.8 0.4 940.50 935.90 0.45 935.53 4.60 3.10TD-302-B STMH-302 8800 100%0.20 0.95 0.192 17.55 0.53 18.08 4.600.8895 12 1.00%3.544.5 3.7 0.3 940.50 935.90 0.95 935.42 4.60 3.60TD-302-C* STMH-302 13778 100%0.32 0.95 0.300 18.08 1.02 19.10 4.541.3678 18 0.50%7.384.2 3.2 0.4 940.50 935.90 0.39 935.42 4.60 3.10TD-302-D STMH-302 11472 100%0.26 0.95 0.250 19.10 0.41 19.51 4.431.1175 12 0.50%2.503.2 3.1 0.5 937.00 934.00 0.38 933.60 3.00 2.00TD-302-E STMH-302 12119 100%0.28 0.95 0.264 19.51 0.41 19.92 4.381.1675 12 0.50%2.503.2 3.1 0.5 937.00 934.00 0.38 933.60 3.00 2.00TD-302-F STMH-302 17659 100%0.41 0.95 0.385 19.92 0.40 20.32 4.341.6775 12 0.50%2.503.2 3.4 0.6 937.00 934.00 0.38 933.60 3.00 2.00RD A-1 STMH-302 54000 100%1.24 0.95 1.178 20.32 0.36 20.68 4.305.0775 18 0.50%7.384.2 4.5 0.9 937.00 935.90 0.38 932.15 1.10 -0.40RD B-1 STMH-302 36400 100%0.84 0.95 0.794 20.68 0.28 20.96 4.273.3975 18 0.50%7.384.2 4.1 0.7 937.00 936.00 0.38 935.53 1.00 -0.50STMH-302 STMH-301 0 100%- 0.95 4.462 20.96 0.31 21.26 4.2418.92323.7 36 0.30%36.325.1 5.2 1.5 940.97 932.50 0.97 932.02 8.47 5.47TD-301-A STMH-301 13676 100%0.31 0.95 0.298 21.26 1.04 22.30 4.211.2690 18 0.50%7.384.2 3.1 0.4 940.50 935.90 0.45 935.42 4.60 3.10TD-301-B STMH-301 8739 100%0.20 0.95 0.191 22.30 0.48 22.78 4.110.7895 12 1.00%3.544.5 3.6 0.3 940.50 935.90 0.95 935.42 4.60 3.60TD-301-C STMH-301 17259 100%0.40 0.95 0.376 22.78 1.04 23.82 4.071.5375 12 0.50%2.503.2 3.4 0.6 937.00 934.00 0.38 933.60 3.00 2.00TD-301-D STMH-301 11829 100%0.27 0.95 0.258 23.82 0.37 24.19 3.981.0375 12 0.50%2.503.2 3.0 0.4 937.00 934.00 0.38 933.60 3.00 2.00RD A-2 STMH-301 54000 100%1.24 0.95 1.178 24.19 0.41 24.60 3.954.6575 18 0.50%7.384.2 4.4 0.9 937.00 936.00 0.38 935.53 1.00 -0.50RD B-2 STMH-301 36400 100%0.84 0.95 0.794 24.60 0.28 24.88 3.923.1175 18 0.50%7.384.2 4.0 0.7 937.00 932.50 0.38 932.03 4.50 3.00STMH-301 STMH-300 0 100%- 0.95 7.557 24.88 0.31 25.20 3.9029.43323.5 36 0.30%36.325.1 5.7 2.0 940.66 931.16 0.97 930.19 9.50 6.50TD-300-A* STMH-300 8675 100%0.20 0.95 0.189 25.20 0.95 26.14 3.870.7375 15 0.50%4.543.7 2.7 0.3 940.50 935.90 0.38 935.42 4.60 3.35TD-300-B STMH-300 7190 100%0.17 0.95 0.157 26.14 0.46 26.60 3.800.6075 12 1.00%3.544.5 3.4 0.3 940.50 935.90 0.75 935.42 4.60 3.60TD-300-C* STMH-300 11917 100%0.27 0.95 0.260 26.60 0.37 26.97 3.760.9875 15 0.50%4.543.7 2.9 0.4 937.00 934.00 0.38 933.60 3.00 1.75TD-300-D STMH-300 18576 100%0.43 0.95 0.405 26.97 0.42 27.40 3.731.5175 12 1.00%3.544.5 4.3 0.5 937.00 934.00 0.75 933.60 3.00 2.00RD A-3 STMH-300 54000 100%1.24 0.95 1.178 27.40 0.29 27.69 3.704.3690 15 0.50%4.543.7 4.2 1.0 937.00 930.66 0.45 930.21 6.34 5.09RD B-3 STMH-300 36400 100%0.84 0.95 0.794 27.69 0.36 28.04 3.682.9295 15 0.50%4.543.7 3.9 0.7 937.00 930.69 0.48 930.21 6.31 5.06STMH-300 STMH-201 0 100%- 0.95 10.539 28.04 0.29 28.33 3.6638.52235 42 0.30%54.785.7 6.2 2.2 940.66 930.21 0.71 929.50 10.45 6.95CBMH-510 CBMH-509 18115.5 82%0.42 0.85 0.354 7.00 0.00 7.00 6.442.28126 12 0.50%2.503.2 3.6 0.7 938.07 935.07 0.63 934.44 3.00 2.00CBMH-509 CBMH-508 28628.7 81%0.66 0.84 0.908 7.00 0.58 7.58 6.445.85182 18 0.50%7.384.2 4.6 1.0 937.73 934.44 0.91 933.53 3.29 1.79CBMH-508 CBMH-507 19434.3 81%0.45 0.84 1.284 7.58 0.66 8.24 6.288.06145 24 0.50%15.905.1 5.1 1.0 938.43 933.53 0.73 932.81 4.90 2.90CBMH-507 CBMH-506 23943 81%0.55 0.85 1.749 8.24 0.47 8.72 6.1110.69159 24 0.50%15.905.1 5.4 1.2 938.20 932.81 0.80 932.01 5.39 3.39CBMH-506 CBMH-505 23616 81%0.54 0.85 2.207 8.72 0.49 9.20 6.0013.24160 24 0.50%15.905.1 5.6 1.4 938.20 932.01 0.80 931.21 6.19 4.19CBMH-505 CBMH-504 23600 81%0.54 0.85 2.665 9.20 0.47 9.68 5.8915.70164 24 0.50%15.905.1 5.8 1.6 938.20 931.21 0.82 930.39 6.99 4.99CBMH-504 CBMH-503 17760 67%0.41 0.77 2.979 9.68 0.47 10.15 5.7917.25133 36 0.30%36.325.1 5.1 1.4 938.14 930.39 0.40 929.99 7.75 4.75CBMH-503 CBMH-502 6970 72%0.16 0.79 3.106 10.15 0.44 10.59 5.6917.6921 36 0.30%36.325.1 5.1 1.5 938.04 929.99 0.06 929.93 8.05 5.05CBMH-502 STMH-501 19542.2 95%0.45 0.92 3.520 10.59 0.07 10.65 5.6119.7430 36 0.50%46.886.6 6.3 1.3 937.47 929.93 0.15 929.78 7.54 4.54STMH-501 FES-500 13515 100%0.31 0.95 12.764 10.65 0.08 10.73 5.6071.4455 48 0.30%78.216.2 7.0 3.0 937.47 929.17 0.17 929.00 8.30 4.30CB-607-B STMH-607 24822 59%0.57 0.72 0.412 15.00 0.00 15.00 4.912.02190 12 0.50%2.503.2 3.5 0.7 937.94 934.94 0.95 933.99 3.00 2.00TD-607-A STMH-607 8090 100%0.19 0.95 0.176 15.00 0.90 15.90 4.910.8760 12 1.00%3.544.5 3.7 0.3 937.70 933.20 0.60 932.60 4.50 3.50STMH-607 STMH-606 0 100%- 0.95 0.588 15.90 0.27 16.16 4.792.82201 15 0.30%3.522.9 3.2 0.8 937.44 933.10 0.60 932.50 4.34 3.09RD C-1 STMH-606 59540 100%1.37 0.95 1.299 16.16 1.06 17.22 4.766.1882 18 0.50%7.384.2 4.7 1.0 937.00 932.90 0.41 932.50 4.10 2.60TD-606-A* STMH-606 9060 100%0.21 0.95 0.198 17.22 1.06 18.28 4.630.9260.8 18 0.50%7.384.2 2.9 0.4 936.20 931.93 0.30 931.63 4.27 2.77STMH-606 STMH-605 0 100%- 0.95 2.084 18.28 0.35 18.63 4.519.41107.5 24 0.30%12.323.9 4.3 1.3 936.92 932.50 0.32 932.18 4.42 2.42TD-605-A STMH-605 8789 100%0.20 0.95 0.192 18.63 0.42 19.05 4.480.8660.8 12 1.00%3.544.5 3.7 0.3 936.20 933.20 0.61 932.50 3.00 2.00TD-605-B STMH-605 13245 42%0.30 0.63 0.191 19.05 0.27 19.32 4.430.8558.2 12 1.00%3.544.5 3.7 0.3 936.20 933.20 0.58 932.50 3.00 2.00CBMH-605-C STMH-605 75603.8 100%1.74 0.95 1.649 19.32 0.26 19.58 4.407.2660.8 18 0.50%7.384.2 4.8 1.2 934.99 931.99 0.30 931.69 3.00 1.50STMH-605 STMH-604 0 100%- 0.95 4.116 19.58 0.21 19.79 4.3818.01216.3 30 0.30%22.334.5 5.0 1.7 936.82 931.69 0.65 931.05 5.13 2.63TD-604-ASTMH-60412940100%0.30 0.95 0.282 19.790.7120.514.351.2360.8120.50%2.503.23.20.5936.20933.200.30932.603.002.00pipe run 3HOLASEK BUSINESS PARKEDEN TRACE CORP.2127410-18-2018pipe cover at mh (ft)drop thru pipepipe run 1pipe run 2(Enter "10 year" or "5 year")stormwater design worksheetCONNER DEURstructure depthstructure velocity (fps)depth of flow tributary area (sf) impervious (%) length (lf) trib area (ac) runoff coeff. (C) Tc (min)intensity (in/hr)time of flow (min)T (min) sum CA (ac) runoff (cfs) slope (%) pipe diameter (in)pipe run 4pipe capacity (cfs)drop thru structurelower invertupper invertrimPage 1 of 2Printed 10/19/2018 from tofull actualpipe cover at mh (ft)drop thru pipepipe run 1structure depthstructure velocity (fps)depth of flow tributary area (sf) impervious (%) length (lf) trib area (ac) runoff coeff. (C) Tc (min)intensity (in/hr)time of flow (min)T (min) sum CA (ac) runoff (cfs) slope (%) pipe diameter (in)pipe capacity (cfs)drop thru structurelower invertupper invertrimRD C-2 STMH-604 59540 100%0.30 0.95 0.282 20.51 0.32 20.83 4.281.2182 18 0.50%7.384.2 3.1 0.4 937.00 932.90 0.41 932.50 4.10 2.60STMH-604 STMH-603 0 100% - 0.95 4.68 20.83 0.44 21.27 4.2519.90216.2 36 0.30%36.325.1 5.3 1.6 937.05 931.05 0.65 930.40 6.00 3.00TD-603-A STMH-603 8410 100% 0.19 0.95 0.18 21.27 0.68 21.95 4.210.7760.8 12 1.00%3.544.5 3.6 0.3 936.20 933.20 0.61 932.60 3.00 2.00CBMH-603-B STMH-603 113874 58% 2.61 0.72 1.88 21.95 0.28 22.23 4.157.7958.6 15 1.50%7.866.4 7.3 1.0 934.94 931.94 0.88 931.06 3.00 1.75STMH-603 STMH-602 0 100% - 0.95 6.74 22.23 0.13 22.37 4.1227.79108.3 36 0.20%29.654.2 4.7 2.3 936.81 930.40 0.22 930.18 6.41 3.41TD-602-A* STMH-602 8300 100% 0.19 0.95 0.18 22.37 0.38 22.75 4.110.7455.8 12 1.00%3.544.5 3.6 0.3 936.20 933.20 0.56 932.50 3.00 2.00TD-602-B STMH-602 7745 100% 0.18 0.95 0.17 22.75 0.26 23.01 4.080.6960.8 12 1.00%3.544.5 3.5 0.3 936.20 933.20 0.61 932.50 3.00 2.00RD C-3 STMH-602 59540 100% 1.37 0.95 1.30 23.01 0.29 23.30 4.055.2682 18 0.50%7.384.2 4.5 0.9 937.00 932.90 0.41 932.50 4.10 2.60STMH-602 CBMH-601 0 58% - 0.72 8.39 23.30 0.30 23.60 4.0333.79250 42 0.20%44.734.6 5.1 2.3 936.92 930.18 0.50 929.69 6.74 3.24CBMH-601 CBMH-600 20827 100% 0.48 0.95 8.85 23.60 0.82 24.41 4.0035.4030 42 0.20%44.734.6 5.1 2.3 935.93 929.69 0.06 929.63 6.24 2.74CBMH-600 STMH-501 4770 100% 0.11 0.95 8.95 24.41 0.10 24.51 3.9335.20170 42 0.27%51.975.4 5.8 2.1 935.93 929.63 0.46 929.17 6.30 2.80* INDICATES A TRENCH DRAIN THAT CONNECTS WITH THE ROOF DRAINPage 2 of 2Printed 10/19/2018 Holasek Business 10/18/2018 Stormwater Management Plan Holasek Business Park /2018 Stormwater Management PlanStormwater Management Plan APPENDIX PPENDIX G – IRRIGATION RRIGATION A AREA EXHIBITXHIBIT