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HomeMy WebLinkAbout2022-07-29 Kimley-Horm Stormwater Management Plan Stormwater Management Plan Oak Park Heights Multi-Family Housing Oak Park Heights, MN City of Oak Park Heights Browns Creek Watershed District Prepared for: Senior Housing Partners 2823 Hamline Avenue N. Roseville, MN 55113 Prepared by: Kimley-Horn 767 Eustis Street, Suite 100 St. Paul, MN 55114 Contact: Daniel Elenbaas, P.E. Prepared on: July 29th, 2022 Oak Park Heights Multifamily Housing Stormwater Report – Oak Park Heights, MN Page 2 Table of Contents 1.0. Introduction ........................................................................................... 3 2.0. Pre-development Conditions ................................................................... 3 3.0. Post-development Conditions ................................................................. 3 4.0. Rate Attenuation Summary - City of Saint Paul ........................................ 4 Exhibits ........................................................................................................... 5 Exhibit 1. Pre-Development Drainage Exhibit ................................................................................... 6 Exhibit 2. Post-Development Drainage Exhibit ................................................................................. 7 Appendices ..................................................................................................... 8 Appendix 1. HydroCAD Model Analysis ............................................................................................ 9 Appendix 2. Geotechnical Report ................................................................................................... 10 Oak Park Heights Multifamily Housing Stormwater Report – Oak Park Heights, MN Page 3 1.0. Introduction Senior Housing Partners is proposing to construct a new Residential building between Norell Ave N and Nova Scotia Ave along 58th St N. The Site is located within the Browns Creek Watershed District (BCWD) and the City of Oak Park Heights (CoOPH). The Site is subject to the requirements of the CoOPH and BCWD storm water rate control. The proposed site is approximately 12.3 acres, with 6.9 acres of pervious surfaces and 5.5 acres of impervious surfaces. This report is designed to provide information on the pre-development drainage conditions, the post-development drainage conditions, and the stormwater management system designed to meet the CoOPH and BCWD stormwater requirements for the proposed development. Kimley-Horn has analyzed the drainage conditions of the Site and provides computations for applicable CoOPH and BCWD stormwater requirements in this report. The analysis of the pre- and post- development drainage conditions was completed using HydroCAD, Version 10.10, a computer-aided design system for modeling the hydrology and hydraulics of stormwater runoff. These calculations are largely based on the hydrology techniques developed by the Soil Conservation Service (SCS/NRCS), combined with other hydrology and hydraulics calculations. All calculations, hydrographs, and drainage area maps are provided in the appendix of this report. 2.0. Pre-development Conditions The Site is comprised of the area east of Norell Ave, west of Nova Scotia Ave and north of 58th St. The site currently contains of a parking lot, a wetland feature (per National Wetland Inventory Data), utilities, signage, trees and groundcover vegetation. The existing impervious Site area is 1.25 acres. The site drains in three main areas. Drainage area 1 roughly consisting of the SW corner to the NE corner of the lot drains west through the parking lot. There is a vegetated swale that contains rip rap which ultimately discharges to the wetland found on the west side of the site . This basin appears to act as an infiltration basin but does have an outlet control structure that discharges to the ponds found south of 58th as well as having an overflow weir to discharge to the roadway. The southern drainage area 2 discharges offsite into 58th where it is picked up by the public stormwater. Drainage area 3 is very similar to 2 and is found on the west side of the si te. This area discharges to Nova Scotia Ave, where public storm sewer captures the runoff. The Exhibit 1 depicts the pre-development conditions. A composite time of concentration was used, where the first 200 feet was considered sheet flow and from there the remaining was assumed to be shallow concentrated flow. Both calculations used an assumption the surface was grass and slope calculations were determined from the ALTA survey. 3.0. Post-development Conditions The proposed improvements will consist of removal of the existing parking lot in portions needed to meet the design. Sidewalk is to be removed and replaced along the north-south public walkway as well as the needed tree removal, and clear and grubbing. The development will also include new storm sewer routing, pavement, sidewalk, and green space surrounding portions of the proposed buildings as well as two biofiltration ponds. The proposed site conditions will result in 6.9 acres of impervious surfaces and 5.4 acres of pervious area The proposed site will include two detention stormwater management BMPs to meet the applicable CoOPH and BCWD requirements. The systems will be located at the west side of site, respecting a 15’ Oak Park Heights Multifamily Housing Stormwater Report – Oak Park Heights, MN Page 4 buffer to the wetland. Drainage within the site will be routed to these systems using a combination of roof drain connections and curb inlets with sump manholes along the system. The systems will utilize outlet control structures before combining into one structure that discharges into the existing wetland. The smaller northern biofiltration basin has been designed to handle the proposed work in phase 1 of development and is meant to be constructed at that time. The shared outlet with basin 2 will be installed in this phase with minimal wetland disturbance. Biofiltration basin 2 has been designed to handle the proposed work in phase 2 and 3 of the development and will be installed in phase 2 with no disturbance to the wetland as the combined structure is to be installed outside of the wetland buffer in the previous phase. Within phase two there will be an additional catch basin added that will be directed to BMP 1 in order to meet the existing rates to the wetland. Similarly, the previous connection from the existing lot will be directed to BMP 2 before discharging into the wetland. The proposed biofiltration BMPs, are shown on C500 of the planset. Exhibit 2 depicts the post-development conditions and drainage areas. 4.0. Rate Attenuation Summary - City of Oak Park Heights Onsite drainage areas consist of subcatchments DA-1 for phase 1 and DA-2, 3 and 4 for phase 2/3 in the HydroCAD model. The increased rate will need to be controlled through standard rate control practices and utilizing the subsequent BMPs found on-site. The proposed and existing HydroCAD model analysis information is supplied within Appendix 2. The discharge rate for both biofiltration systems are controlled by separate outlet control structures. Both systems have a 6” perforated PVC pipe underdrain that will provide drawdown in under 48 hours. The CoOPH rate attenuation design requirement is met for the onsite, offsite, and wetland drainage areas, shown in Table 1. Table 1: Discharge Rate Summary (cfs) Reach 2-Year 10-Year 100-Year Allowable Proposed Allowable Proposed Allowable Proposed Site Outfall 5.88 5.60 19.91 11.11 61.39 44.69 Offsite 1.29 0.98 5.54 2.60 18.67 7.02 Wetland 4.69 4.63 14.64 8.51 43.39 40.11 Oak Park Heights Multifamily Housing Stormwater Report – Oak Park Heights, MN Page 5 Exhibits Oak Park Heights Multifamily Housing Stormwater Report – Oak Park Heights, MN Page 6 Exhibit 1. Pre-Development Drainage Exhibit DA-3 2.9 AC DA-1 8.5 AC DA-2 0.90 AC This document, together with the concepts and designs presented herein, as an instrument of service, is intended only for the specific purpose and client for which it was prepared. Reuse of and improper reliance on this document without written authorization and adaptation by Kimley-Horn and Associates, Inc. shall be without liability to Kimley-Horn and Associates, Inc. 2022 KIMLEY-HORN AND ASSOCIATES, INC. 767 EUSTIS STREET, SUITE 100, ST. PAUL, MN 55114 PHONE: 651-645-4197 WWW.KIMLEY-HORN.COM K:\TWC_LDEV\bkv group\oak park heights housing - presb. homes\3 Design\Drainage\EXISTING DRAINAGE.dwg July 28, 2022 - 11:43amArchitecture Interior Design Landscape Architecture Engineering 222 North Second Street Long & Kees Bldg Suite 101 Minneapolis, MN 55401 612.339.3752 www.bkvgroup.com © 2022 BKV Group SHEET NUMBER SHEET TITLE DRAWN BY CHECKED BY COMMISSION NUMBER PROJECT TITLE CONSULTANTS NOT F O R CON S T R U C TI O N CERTIFICATION ISSUE #DATE DESCRIPTION NORTH XXX XXX EXISTING DRAINAGE EX-1 PROPERTY SUMMARY OAK PARK HEIGHTS HOUSING DRAINAGE SUMMARY DRAINAGE ZONE DRAINAGE AREA [AC]IMPERVIOUS AREA [AC]PERVIOUS AREA [AC] TOTAL 12.3 1.24 11.06 DA-1 8.5 1.20 7.30 DA-2 0.9 0.04 0.86 DA-3 2.9 0 2.9 LEGEND PROPERTY LINE DRAINAGE AREA BOUNDARY PERVIOUS AREA Oak Park Heights Multifamily Housing Stormwater Report – Oak Park Heights, MN Page 7 Exhibit 2. Post-Development Drainage Exhibit 5 8 T H S T R E E T N O R T H N O R W I C HA V E N U EN O R T HN O V A S C O T I A A V E N U E N O R T H5 8 T H S T R E E T N O R T H N O R W I C HA V E N U EN O R T HN O V A S C O T I A A V E N U E N O R T HPROPOSED BUILDING ±17,500 S.F. FFE=951.00 PROPOSED BUILDING 19,500 S.F. FFE=951.50 PROPOSED BUILDING 3 ±52,500 S.F. FFE=959.00 6.89% 3.07%3.17%2.6 6 % 2.93%3.58%7.73%7.92%9.48% 10.00%8.94%14.73%26.00%12.19%6.27%14.4 0 %6.43%6.94%5.50%1.87%4.24%18.61%11 . 1 4 %3.45%16.58%DA-1 2.50 AC DA-7 0.92 AC DA-6 1.20 AC DA-8 1.55 ACDA-5 1.13 AC DA-2 0.55 AC DA-4 0.45 AC DA-9 0.47 AC DA-3 3.53 AC This document, together with the concepts and designs presented herein, as an instrument of service, is intended only for the specific purpose and client for which it was prepared. Reuse of and improper reliance on this document without written authorization and adaptation by Kimley-Horn and Associates, Inc. shall be without liability to Kimley-Horn and Associates, Inc. 2022 KIMLEY-HORN AND ASSOCIATES, INC. 767 EUSTIS STREET, SUITE 100, ST. PAUL, MN 55114 PHONE: 651-645-4197 WWW.KIMLEY-HORN.COM K:\TWC_LDEV\bkv group\oak park heights housing - presb. homes\3 Design\Drainage\PROPOSED DRAINAGE.dwg July 28, 2022 - 11:43am© Architecture Interior Design Landscape Architecture Engineering 222 North Second Street Long & Kees Bldg Suite 101 Minneapolis, MN 55401 612.339.3752 www.bkvgroup.com © 2022 BKV Group SHEET NUMBER SHEET TITLE DRAWN BY CHECKED BY COMMISSION NUMBER PROJECT TITLE CONSULTANTS NOT F O R CON S T R U C TI O N CERTIFICATION ISSUE #DATE DESCRIPTION LEGEND PROPOSED CURB AND GUTTER PROPERTY LINE PROPOSED FENCE SETBACK LINE RETAINING WALL PROPOSED STANDARD DUTY ASPHALT PROPOSED CONCRETE PAVEMENT PROPOSED STORMWATER MANAGEMENT AREA PROPOSED CONCRETE SIDEWALK PROPOSED HEAVY DUTY ASPHALT NORTH ESB XXX PROPOSED DRAINAGE EX-2 PROPERTY SUMMARY OAK PARK HEIGHTS HOUSING DRAINAGE SUMMARY DRAINAGE ZONE DRAINAGE AREA [AC]IMPERVIOUS AREA [AC]PERVIOUS AREA [AC] TOTAL 12.300 6.887 5.243 DA-1 2.504 1.413 1.091 DA-2 0.553 0.021 0.531 DA-3 3.532 1.458 2.074 DA-4 0.4450 0.445 0.000 DA-5 1.128 0.232 0.896 DA-6 1.207 1.207 0.000 DA-7 0.921 0.921 0.000 DA-8 1.555 1.170 0.385 DA-9 0.286 0.020 0.266 LEGEND PROPERTY LINE DRAINAGE AREA BOUNDARY PERVIOUS AREA Oak Park Heights Multifamily Housing Stormwater Report – Oak Park Heights, MN Page 8 Appendices Oak Park Heights Multifamily Housing Stormwater Report – Oak Park Heights, MN Page 9 Appendix 1. HydroCAD Model Analysis 1 DA-1 2 DA-2 3 DA-3 2R EXISTING POND 4R OFFSITE WEST 5R OFFSITE SOUTH 6R TOTAL OUTFALL 7R TOTAL OFFSITE Routing Diagram for EXISTING Prepared by Kimley-Horn & Associates, Printed 7/28/2022 HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Subcat Reach Pond Link EXISTING Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 2HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 2-yr Type II 24-hr Default 24.00 1 2.80 2 2 10-YR Type II 24-hr Default 24.00 1 4.17 2 3 100-YR Type II 24-hr Default 24.00 1 7.21 2 EXISTING Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 3HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 11.060 61 >75% Grass cover, Good, HSG B (1, 2, 3) 1.240 98 Paved roads w/curbs & sewers, HSG D (1, 2) 12.300 65 TOTAL AREA EXISTING Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 4HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 11.060 HSG B 1, 2, 3 0.000 HSG C 1.240 HSG D 1, 2 0.000 Other 12.300 TOTAL AREA EXISTING Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 5HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 11.060 0.000 0.000 0.000 11.060 >75% Grass cover, Good 1, 2, 3 0.000 0.000 0.000 1.240 0.000 1.240 Paved roads w/curbs & sewers 1, 2 0.000 11.060 0.000 1.240 0.000 12.300 TOTAL AREA Type II 24-hr 2-yr Rainfall=2.80"EXISTING Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 6HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 1: DA-1 Runoff =4.69 cfs @ 12.04 hrs, Volume=0.321 af, Depth= 0.45" Routed to Reach 2R : EXISTING POND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.80" Area (ac) CN Description 1.200 98 Paved roads w/curbs & sewers, HSG D 7.300 61 >75% Grass cover, Good, HSG B 8.500 66 Weighted Average 7.300 85.88% Pervious Area 1.200 14.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 10.0 Direct Entry, Subcatchment 1: DA-1 Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)5 4 3 2 1 0 Type II 24-hr 2-yr Rainfall=2.80" Runoff Area=8.500 ac Runoff Volume=0.321 af Runoff Depth=0.45" Tc=10.0 min CN=66 4.69 cfs Type II 24-hr 2-yr Rainfall=2.80"EXISTING Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 7HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 2: DA-2 Runoff =0.39 cfs @ 12.01 hrs, Volume=0.026 af, Depth= 0.35" Routed to Reach 5R : OFFSITE SOUTH Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.80" Area (ac) CN Description 0.040 98 Paved roads w/curbs & sewers, HSG D 0.860 61 >75% Grass cover, Good, HSG B 0.900 63 Weighted Average 0.860 95.56% Pervious Area 0.040 4.44% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment 2: DA-2 Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr 2-yr Rainfall=2.80" Runoff Area=0.900 ac Runoff Volume=0.026 af Runoff Depth=0.35" Tc=7.0 min CN=63 0.39 cfs Type II 24-hr 2-yr Rainfall=2.80"EXISTING Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 8HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 3: DA-3 Runoff =0.90 cfs @ 12.02 hrs, Volume=0.071 af, Depth= 0.29" Routed to Reach 4R : OFFSITE WEST Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.80" Area (ac) CN Description 0.000 98 Paved roads w/curbs & sewers, HSG D 2.900 61 >75% Grass cover, Good, HSG B 2.900 61 Weighted Average 2.900 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment 3: DA-3 Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)1 0 Type II 24-hr 2-yr Rainfall=2.80" Runoff Area=2.900 ac Runoff Volume=0.071 af Runoff Depth=0.29" Tc=7.0 min CN=61 0.90 cfs Type II 24-hr 2-yr Rainfall=2.80"EXISTING Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 9HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Reach 2R: EXISTING POND Inflow Area =8.500 ac, 14.12% Impervious, Inflow Depth = 0.45" for 2-yr event Inflow =4.69 cfs @ 12.04 hrs, Volume=0.321 af Outflow =4.69 cfs @ 12.04 hrs, Volume=0.321 af, Atten= 0%, Lag= 0.0 min Routed to Reach 6R : TOTAL OUTFALL Routing by Stor-Ind+Trans method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Reach 2R: EXISTING POND Inflow Outflow Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)5 4 3 2 1 0 Inflow Area=8.500 ac 4.69 cfs 4.69 cfs Type II 24-hr 2-yr Rainfall=2.80"EXISTING Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 10HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Reach 4R: OFFSITE WEST Inflow Area =2.900 ac, 0.00% Impervious, Inflow Depth = 0.29" for 2-yr event Inflow =0.90 cfs @ 12.02 hrs, Volume=0.071 af Outflow =0.90 cfs @ 12.02 hrs, Volume=0.071 af, Atten= 0%, Lag= 0.0 min Routed to Reach 7R : TOTAL OFFSITE Routing by Stor-Ind+Trans method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Reach 4R: OFFSITE WEST Inflow Outflow Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)1 0 Inflow Area=2.900 ac 0.90 cfs 0.90 cfs Type II 24-hr 2-yr Rainfall=2.80"EXISTING Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 11HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Reach 5R: OFFSITE SOUTH Inflow Area =0.900 ac, 4.44% Impervious, Inflow Depth = 0.35" for 2-yr event Inflow =0.39 cfs @ 12.01 hrs, Volume=0.026 af Outflow =0.39 cfs @ 12.01 hrs, Volume=0.026 af, Atten= 0%, Lag= 0.0 min Routed to Reach 7R : TOTAL OFFSITE Routing by Stor-Ind+Trans method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Reach 5R: OFFSITE SOUTH Inflow Outflow Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.900 ac 0.39 cfs 0.39 cfs Type II 24-hr 2-yr Rainfall=2.80"EXISTING Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 12HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Reach 6R: TOTAL OUTFALL Inflow Area =12.300 ac, 10.08% Impervious, Inflow Depth = 0.41" for 2-yr event Inflow =5.88 cfs @ 12.04 hrs, Volume=0.418 af Outflow =5.88 cfs @ 12.04 hrs, Volume=0.418 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Reach 6R: TOTAL OUTFALL Inflow Outflow Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)6 5 4 3 2 1 0 Inflow Area=12.300 ac 5.88 cfs 5.88 cfs Type II 24-hr 2-yr Rainfall=2.80"EXISTING Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 13HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Reach 7R: TOTAL OFFSITE Inflow Area =3.800 ac, 1.05% Impervious, Inflow Depth = 0.31" for 2-yr event Inflow =1.29 cfs @ 12.02 hrs, Volume=0.097 af Outflow =1.29 cfs @ 12.02 hrs, Volume=0.097 af, Atten= 0%, Lag= 0.0 min Routed to Reach 6R : TOTAL OUTFALL Routing by Stor-Ind+Trans method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Reach 7R: TOTAL OFFSITE Inflow Outflow Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)1 0 Inflow Area=3.800 ac 1.29 cfs 1.29 cfs Type II 24-hr 10-YR Rainfall=4.17"EXISTING Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 14HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 1: DA-1 Runoff =14.64 cfs @ 12.03 hrs, Volume=0.842 af, Depth= 1.19" Routed to Reach 2R : EXISTING POND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=4.17" Area (ac) CN Description 1.200 98 Paved roads w/curbs & sewers, HSG D 7.300 61 >75% Grass cover, Good, HSG B 8.500 66 Weighted Average 7.300 85.88% Pervious Area 1.200 14.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 10.0 Direct Entry, Subcatchment 1: DA-1 Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 10-YR Rainfall=4.17" Runoff Area=8.500 ac Runoff Volume=0.842 af Runoff Depth=1.19" Tc=10.0 min CN=66 14.64 cfs Type II 24-hr 10-YR Rainfall=4.17"EXISTING Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 15HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 2: DA-2 Runoff =1.46 cfs @ 12.00 hrs, Volume=0.076 af, Depth= 1.01" Routed to Reach 5R : OFFSITE SOUTH Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=4.17" Area (ac) CN Description 0.040 98 Paved roads w/curbs & sewers, HSG D 0.860 61 >75% Grass cover, Good, HSG B 0.900 63 Weighted Average 0.860 95.56% Pervious Area 0.040 4.44% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment 2: DA-2 Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)1 0 Type II 24-hr 10-YR Rainfall=4.17" Runoff Area=0.900 ac Runoff Volume=0.076 af Runoff Depth=1.01" Tc=7.0 min CN=63 1.46 cfs Type II 24-hr 10-YR Rainfall=4.17"EXISTING Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 16HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 3: DA-3 Runoff =4.08 cfs @ 12.00 hrs, Volume=0.218 af, Depth= 0.90" Routed to Reach 4R : OFFSITE WEST Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=4.17" Area (ac) CN Description 0.000 98 Paved roads w/curbs & sewers, HSG D 2.900 61 >75% Grass cover, Good, HSG B 2.900 61 Weighted Average 2.900 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment 3: DA-3 Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)4 3 2 1 0 Type II 24-hr 10-YR Rainfall=4.17" Runoff Area=2.900 ac Runoff Volume=0.218 af Runoff Depth=0.90" Tc=7.0 min CN=61 4.08 cfs Type II 24-hr 10-YR Rainfall=4.17"EXISTING Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 17HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Reach 2R: EXISTING POND Inflow Area =8.500 ac, 14.12% Impervious, Inflow Depth = 1.19" for 10-YR event Inflow =14.64 cfs @ 12.03 hrs, Volume=0.842 af Outflow =14.64 cfs @ 12.03 hrs, Volume=0.842 af, Atten= 0%, Lag= 0.0 min Routed to Reach 6R : TOTAL OUTFALL Routing by Stor-Ind+Trans method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Reach 2R: EXISTING POND Inflow Outflow Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=8.500 ac 14.64 cfs 14.64 cfs Type II 24-hr 10-YR Rainfall=4.17"EXISTING Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 18HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Reach 4R: OFFSITE WEST Inflow Area =2.900 ac, 0.00% Impervious, Inflow Depth = 0.90" for 10-YR event Inflow =4.08 cfs @ 12.00 hrs, Volume=0.218 af Outflow =4.08 cfs @ 12.00 hrs, Volume=0.218 af, Atten= 0%, Lag= 0.0 min Routed to Reach 7R : TOTAL OFFSITE Routing by Stor-Ind+Trans method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Reach 4R: OFFSITE WEST Inflow Outflow Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)4 3 2 1 0 Inflow Area=2.900 ac 4.08 cfs 4.08 cfs Type II 24-hr 10-YR Rainfall=4.17"EXISTING Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 19HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Reach 5R: OFFSITE SOUTH Inflow Area =0.900 ac, 4.44% Impervious, Inflow Depth = 1.01" for 10-YR event Inflow =1.46 cfs @ 12.00 hrs, Volume=0.076 af Outflow =1.46 cfs @ 12.00 hrs, Volume=0.076 af, Atten= 0%, Lag= 0.0 min Routed to Reach 7R : TOTAL OFFSITE Routing by Stor-Ind+Trans method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Reach 5R: OFFSITE SOUTH Inflow Outflow Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)1 0 Inflow Area=0.900 ac 1.46 cfs 1.46 cfs Type II 24-hr 10-YR Rainfall=4.17"EXISTING Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 20HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Reach 6R: TOTAL OUTFALL Inflow Area =12.300 ac, 10.08% Impervious, Inflow Depth = 1.11" for 10-YR event Inflow =19.91 cfs @ 12.02 hrs, Volume=1.136 af Outflow =19.91 cfs @ 12.02 hrs, Volume=1.136 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Reach 6R: TOTAL OUTFALL Inflow Outflow Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=12.300 ac 19.91 cfs 19.91 cfs Type II 24-hr 10-YR Rainfall=4.17"EXISTING Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 21HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Reach 7R: TOTAL OFFSITE Inflow Area =3.800 ac, 1.05% Impervious, Inflow Depth = 0.93" for 10-YR event Inflow =5.54 cfs @ 12.00 hrs, Volume=0.293 af Outflow =5.54 cfs @ 12.00 hrs, Volume=0.293 af, Atten= 0%, Lag= 0.0 min Routed to Reach 6R : TOTAL OUTFALL Routing by Stor-Ind+Trans method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Reach 7R: TOTAL OFFSITE Inflow Outflow Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)6 5 4 3 2 1 0 Inflow Area=3.800 ac 5.54 cfs 5.54 cfs Type II 24-hr 100-YR Rainfall=7.21"EXISTING Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 22HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 1: DA-1 Runoff =43.39 cfs @ 12.02 hrs, Volume=2.387 af, Depth= 3.37" Routed to Reach 2R : EXISTING POND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YR Rainfall=7.21" Area (ac) CN Description 1.200 98 Paved roads w/curbs & sewers, HSG D 7.300 61 >75% Grass cover, Good, HSG B 8.500 66 Weighted Average 7.300 85.88% Pervious Area 1.200 14.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 10.0 Direct Entry, Subcatchment 1: DA-1 Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 100-YR Rainfall=7.21" Runoff Area=8.500 ac Runoff Volume=2.387 af Runoff Depth=3.37" Tc=10.0 min CN=66 43.39 cfs Type II 24-hr 100-YR Rainfall=7.21"EXISTING Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 23HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 2: DA-2 Runoff =4.67 cfs @ 11.99 hrs, Volume=0.229 af, Depth= 3.06" Routed to Reach 5R : OFFSITE SOUTH Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YR Rainfall=7.21" Area (ac) CN Description 0.040 98 Paved roads w/curbs & sewers, HSG D 0.860 61 >75% Grass cover, Good, HSG B 0.900 63 Weighted Average 0.860 95.56% Pervious Area 0.040 4.44% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment 2: DA-2 Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)5 4 3 2 1 0 Type II 24-hr 100-YR Rainfall=7.21" Runoff Area=0.900 ac Runoff Volume=0.229 af Runoff Depth=3.06" Tc=7.0 min CN=63 4.67 cfs Type II 24-hr 100-YR Rainfall=7.21"EXISTING Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 24HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 3: DA-3 Runoff =14.01 cfs @ 11.99 hrs, Volume=0.690 af, Depth= 2.85" Routed to Reach 4R : OFFSITE WEST Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YR Rainfall=7.21" Area (ac) CN Description 0.000 98 Paved roads w/curbs & sewers, HSG D 2.900 61 >75% Grass cover, Good, HSG B 2.900 61 Weighted Average 2.900 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment 3: DA-3 Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100-YR Rainfall=7.21" Runoff Area=2.900 ac Runoff Volume=0.690 af Runoff Depth=2.85" Tc=7.0 min CN=61 14.01 cfs Type II 24-hr 100-YR Rainfall=7.21"EXISTING Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 25HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Reach 2R: EXISTING POND Inflow Area =8.500 ac, 14.12% Impervious, Inflow Depth = 3.37" for 100-YR event Inflow =43.39 cfs @ 12.02 hrs, Volume=2.387 af Outflow =43.39 cfs @ 12.02 hrs, Volume=2.387 af, Atten= 0%, Lag= 0.0 min Routed to Reach 6R : TOTAL OUTFALL Routing by Stor-Ind+Trans method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Reach 2R: EXISTING POND Inflow Outflow Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)45 40 35 30 25 20 15 10 5 0 Inflow Area=8.500 ac 43.39 cfs 43.39 cfs Type II 24-hr 100-YR Rainfall=7.21"EXISTING Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 26HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Reach 4R: OFFSITE WEST Inflow Area =2.900 ac, 0.00% Impervious, Inflow Depth = 2.85" for 100-YR event Inflow =14.01 cfs @ 11.99 hrs, Volume=0.690 af Outflow =14.01 cfs @ 11.99 hrs, Volume=0.690 af, Atten= 0%, Lag= 0.0 min Routed to Reach 7R : TOTAL OFFSITE Routing by Stor-Ind+Trans method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Reach 4R: OFFSITE WEST Inflow Outflow Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.900 ac 14.01 cfs 14.01 cfs Type II 24-hr 100-YR Rainfall=7.21"EXISTING Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 27HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Reach 5R: OFFSITE SOUTH Inflow Area =0.900 ac, 4.44% Impervious, Inflow Depth = 3.06" for 100-YR event Inflow =4.67 cfs @ 11.99 hrs, Volume=0.229 af Outflow =4.67 cfs @ 11.99 hrs, Volume=0.229 af, Atten= 0%, Lag= 0.0 min Routed to Reach 7R : TOTAL OFFSITE Routing by Stor-Ind+Trans method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Reach 5R: OFFSITE SOUTH Inflow Outflow Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)5 4 3 2 1 0 Inflow Area=0.900 ac 4.67 cfs 4.67 cfs Type II 24-hr 100-YR Rainfall=7.21"EXISTING Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 28HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Reach 6R: TOTAL OUTFALL Inflow Area =12.300 ac, 10.08% Impervious, Inflow Depth = 3.23" for 100-YR event Inflow =61.36 cfs @ 12.01 hrs, Volume=3.306 af Outflow =61.36 cfs @ 12.01 hrs, Volume=3.306 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Reach 6R: TOTAL OUTFALL Inflow Outflow Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=12.300 ac 61.36 cfs 61.36 cfs Type II 24-hr 100-YR Rainfall=7.21"EXISTING Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 29HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Reach 7R: TOTAL OFFSITE Inflow Area =3.800 ac, 1.05% Impervious, Inflow Depth = 2.90" for 100-YR event Inflow =18.67 cfs @ 11.99 hrs, Volume=0.919 af Outflow =18.67 cfs @ 11.99 hrs, Volume=0.919 af, Atten= 0%, Lag= 0.0 min Routed to Reach 6R : TOTAL OUTFALL Routing by Stor-Ind+Trans method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Reach 7R: TOTAL OFFSITE Inflow Outflow Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.800 ac 18.67 cfs 18.67 cfs Table of ContentsEXISTING Printed 7/28/2022Prepared by Kimley-Horn & Associates HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC TABLE OF CONTENTS Project Reports 1 Routing Diagram 2 Rainfall Events Listing 3 Area Listing (all nodes) 4 Soil Listing (all nodes) 5 Ground Covers (all nodes) 2-yr Event 6 Subcat 1: DA-1 7 Subcat 2: DA-2 8 Subcat 3: DA-3 9 Reach 2R: EXISTING POND 10 Reach 4R: OFFSITE WEST 11 Reach 5R: OFFSITE SOUTH 12 Reach 6R: TOTAL OUTFALL 13 Reach 7R: TOTAL OFFSITE 10-YR Event 14 Subcat 1: DA-1 15 Subcat 2: DA-2 16 Subcat 3: DA-3 17 Reach 2R: EXISTING POND 18 Reach 4R: OFFSITE WEST 19 Reach 5R: OFFSITE SOUTH 20 Reach 6R: TOTAL OUTFALL 21 Reach 7R: TOTAL OFFSITE 100-YR Event 22 Subcat 1: DA-1 23 Subcat 2: DA-2 24 Subcat 3: DA-3 25 Reach 2R: EXISTING POND 26 Reach 4R: OFFSITE WEST 27 Reach 5R: OFFSITE SOUTH 28 Reach 6R: TOTAL OUTFALL 29 Reach 7R: TOTAL OFFSITE 1 DA-1 2 DA-2 3 DA-3 ALL PERVIOUS 3A DA-3 HALF PAVEMENT 3B DA-3 HALF PAVEMENT 4 DA-4 5 DA-5 6 DA-6 7 DA-7 8 DA-8 9 DA-9 2R TOTAL OUTFALL 5R SOUTH OFFSITE 6R EXISTING POND 8R TOTAL OFFSITE 1P BMP 1 2P BMP 2 Routing Diagram for PROPOSED Prepared by Kimley-Horn & Associates, Printed 7/28/2022 HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Subcat Reach Pond Link PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 2HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 2-yr Type II 24-hr Default 24.00 1 2.80 2 2 10-YR Type II 24-hr Default 24.00 1 4.17 2 3 100-YR Type II 24-hr Default 24.00 1 7.21 2 PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 3HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 2.903 61 >75% Grass cover, Good, HSG B (1, 2, 5, 8) 3.260 80 >75% Grass cover, Good, HSG D (3, 3A, 3B, 7, 9) 3.282 98 Paved parking, HSG D (1, 2, 4, 5, 8) 1.478 98 Paved roads w/curbs & sewers, HSG A (3, 3A, 3B, 9) 1.207 98 Unconnected roofs, HSG A (6) 12.130 84 TOTAL AREA PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 4HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 2.685 HSG A 3, 3A, 3B, 6, 9 2.903 HSG B 1, 2, 5, 8 0.000 HSG C 6.543 HSG D 1, 2, 3, 3A, 3B, 4, 5, 7, 8, 9 0.000 Other 12.130 TOTAL AREA PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 5HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 2.903 0.000 3.260 0.000 6.163 >75% Grass cover, Good 1, 2, 3, 3A, 3B, 5, 7, 8, 9 0.000 0.000 0.000 3.282 0.000 3.282 Paved parking 1, 2, 4, 5, 8 1.478 0.000 0.000 0.000 0.000 1.478 Paved roads w/curbs & sewers 3, 3A, 3B, 9 1.207 0.000 0.000 0.000 0.000 1.207 Unconnected roofs 6 2.685 2.903 0.000 6.543 0.000 12.130 TOTAL AREA PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 6HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Pipe Listing (all nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Width (inches) Diam/Height (inches) Inside-Fill (inches) 1 1P 939.50 0.00 100.0 9.3950 0.012 0.0 12.0 0.0 2 2P 939.50 0.00 100.0 9.3950 0.012 0.0 16.0 0.0 Type II 24-hr 2-yr Rainfall=2.80"PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 7HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 1: DA-1 Runoff =5.19 cfs @ 11.99 hrs, Volume=0.255 af, Depth= 1.22" Routed to Pond 1P : BMP 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.80" Area (ac) CN Description 1.413 98 Paved parking, HSG D 1.091 61 >75% Grass cover, Good, HSG B 2.504 82 Weighted Average 1.091 43.57% Pervious Area 1.413 56.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment 1: DA-1 Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)5 4 3 2 1 0 Type II 24-hr 2-yr Rainfall=2.80" Runoff Area=2.504 ac Runoff Volume=0.255 af Runoff Depth=1.22" Tc=7.0 min CN=82 5.19 cfs Type II 24-hr 2-yr Rainfall=2.80"PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 8HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 2: DA-2 Runoff =0.21 cfs @ 12.02 hrs, Volume=0.015 af, Depth= 0.32" Routed to Pond 1P : BMP 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.80" Area (ac) CN Description 0.022 98 Paved parking, HSG D 0.531 61 >75% Grass cover, Good, HSG B 0.553 62 Weighted Average 0.531 96.02% Pervious Area 0.022 3.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment 2: DA-2 Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type II 24-hr 2-yr Rainfall=2.80" Runoff Area=0.553 ac Runoff Volume=0.015 af Runoff Depth=0.32" Tc=7.0 min CN=62 0.21 cfs Type II 24-hr 2-yr Rainfall=2.80"PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 9HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 3: DA-3 ALL PERVIOUS Runoff =3.87 cfs @ 11.99 hrs, Volume=0.190 af, Depth= 1.10" Routed to Reach 6R : EXISTING POND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.80" Area (sf) CN Description 1 98 Paved roads w/curbs & sewers, HSG A 90,323 80 >75% Grass cover, Good, HSG D 90,324 80 Weighted Average 90,323 100.00% Pervious Area 1 0.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment 3: DA-3 ALL PERVIOUS Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)4 3 2 1 0 Type II 24-hr 2-yr Rainfall=2.80" Runoff Area=90,324 sf Runoff Volume=0.190 af Runoff Depth=1.10" Tc=7.0 min CN=80 3.87 cfs Type II 24-hr 2-yr Rainfall=2.80"PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 10HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 3A: DA-3 HALF PAVEMENT Runoff =2.74 cfs @ 11.98 hrs, Volume=0.156 af, Depth= 2.57" Routed to Pond 1P : BMP 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.80" Area (sf) CN Description 31,763 98 Paved roads w/curbs & sewers, HSG A 1 80 >75% Grass cover, Good, HSG D 31,764 98 Weighted Average 1 0.00% Pervious Area 31,763 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment 3A: DA-3 HALF PAVEMENT Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)3 2 1 0 Type II 24-hr 2-yr Rainfall=2.80" Runoff Area=31,764 sf Runoff Volume=0.156 af Runoff Depth=2.57" Tc=7.0 min CN=98 2.74 cfs Type II 24-hr 2-yr Rainfall=2.80"PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 11HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 3B: DA-3 HALF PAVEMENT Runoff =2.74 cfs @ 11.98 hrs, Volume=0.156 af, Depth= 2.57" Routed to Pond 2P : BMP 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.80" Area (sf) CN Description 31,763 98 Paved roads w/curbs & sewers, HSG A 1 80 >75% Grass cover, Good, HSG D 31,764 98 Weighted Average 1 0.00% Pervious Area 31,763 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment 3B: DA-3 HALF PAVEMENT Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)3 2 1 0 Type II 24-hr 2-yr Rainfall=2.80" Runoff Area=31,764 sf Runoff Volume=0.156 af Runoff Depth=2.57" Tc=7.0 min CN=98 2.74 cfs Type II 24-hr 2-yr Rainfall=2.80"PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 12HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 4: DA-4 Runoff =1.67 cfs @ 11.98 hrs, Volume=0.095 af, Depth= 2.57" Routed to Pond 2P : BMP 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.80" Area (ac) CN Description 0.445 98 Paved parking, HSG D 0.000 61 >75% Grass cover, Good, HSG B 0.445 98 Weighted Average 0.445 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment 4: DA-4 Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)1 0 Type II 24-hr 2-yr Rainfall=2.80" Runoff Area=0.445 ac Runoff Volume=0.095 af Runoff Depth=2.57" Tc=7.0 min CN=98 1.67 cfs Type II 24-hr 2-yr Rainfall=2.80"PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 13HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 5: DA-5 Runoff =0.98 cfs @ 12.00 hrs, Volume=0.053 af, Depth= 0.57" Routed to Reach 5R : SOUTH OFFSITE Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.80" Area (sf) CN Description 10,121 98 Paved parking, HSG D 39,009 61 >75% Grass cover, Good, HSG B 49,130 69 Weighted Average 39,009 79.40% Pervious Area 10,121 20.60% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment 5: DA-5 Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)1 0 Type II 24-hr 2-yr Rainfall=2.80" Runoff Area=49,130 sf Runoff Volume=0.053 af Runoff Depth=0.57" Tc=7.0 min CN=69 0.98 cfs Type II 24-hr 2-yr Rainfall=2.80"PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 14HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 6: DA-6 Runoff =4.53 cfs @ 11.98 hrs, Volume=0.258 af, Depth= 2.57" Routed to Pond 2P : BMP 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.80" Area (sf) CN Description 52,564 98 Unconnected roofs, HSG A 52,564 100.00% Impervious Area 52,564 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment 6: DA-6 Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)5 4 3 2 1 0 Type II 24-hr 2-yr Rainfall=2.80" Runoff Area=52,564 sf Runoff Volume=0.258 af Runoff Depth=2.57" Tc=7.0 min CN=98 4.53 cfs Type II 24-hr 2-yr Rainfall=2.80"PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 15HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 7: DA-7 Runoff =1.72 cfs @ 11.99 hrs, Volume=0.085 af, Depth= 1.10" Routed to Pond 2P : BMP 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.80" Area (sf) CN Description 40,104 80 >75% Grass cover, Good, HSG D 40,104 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment 7: DA-7 Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)1 0 Type II 24-hr 2-yr Rainfall=2.80" Runoff Area=40,104 sf Runoff Volume=0.085 af Runoff Depth=1.10" Tc=7.0 min CN=80 1.72 cfs Type II 24-hr 2-yr Rainfall=2.80"PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 16HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 8: DA-8 Runoff =4.45 cfs @ 11.98 hrs, Volume=0.223 af, Depth= 1.72" Routed to Pond 2P : BMP 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.80" Area (ac) CN Description 1.170 98 Paved parking, HSG D 0.385 61 >75% Grass cover, Good, HSG B 1.555 89 Weighted Average 0.385 24.76% Pervious Area 1.170 75.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment 8: DA-8 Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)4 3 2 1 0 Type II 24-hr 2-yr Rainfall=2.80" Runoff Area=1.555 ac Runoff Volume=0.223 af Runoff Depth=1.72" Tc=7.0 min CN=89 4.45 cfs Type II 24-hr 2-yr Rainfall=2.80"PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 17HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 9: DA-9 Runoff =0.56 cfs @ 11.99 hrs, Volume=0.028 af, Depth= 1.16" Routed to Pond 2P : BMP 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.80" Area (ac) CN Description 0.020 98 Paved roads w/curbs & sewers, HSG A 0.266 80 >75% Grass cover, Good, HSG D 0.286 81 Weighted Average 0.266 93.01% Pervious Area 0.020 6.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment 9: DA-9 Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 2-yr Rainfall=2.80" Runoff Area=0.286 ac Runoff Volume=0.028 af Runoff Depth=1.16" Tc=7.0 min CN=81 0.56 cfs Type II 24-hr 2-yr Rainfall=2.80"PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 18HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Reach 2R: TOTAL OUTFALL Inflow Area =12.130 ac, 49.19% Impervious, Inflow Depth = 1.50" for 2-yr event Inflow =5.60 cfs @ 11.99 hrs, Volume=1.515 af Outflow =5.60 cfs @ 11.99 hrs, Volume=1.515 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Reach 2R: TOTAL OUTFALL Inflow Outflow Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)6 5 4 3 2 1 0 Inflow Area=12.130 ac 5.60 cfs 5.60 cfs Type II 24-hr 2-yr Rainfall=2.80"PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 19HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Reach 5R: SOUTH OFFSITE Inflow Area =1.128 ac, 20.60% Impervious, Inflow Depth = 0.57" for 2-yr event Inflow =0.98 cfs @ 12.00 hrs, Volume=0.053 af Outflow =0.98 cfs @ 12.00 hrs, Volume=0.053 af, Atten= 0%, Lag= 0.0 min Routed to Reach 8R : TOTAL OFFSITE Routing by Stor-Ind+Trans method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Reach 5R: SOUTH OFFSITE Inflow Outflow Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)1 0 Inflow Area=1.128 ac 0.98 cfs 0.98 cfs Type II 24-hr 2-yr Rainfall=2.80"PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 20HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Reach 6R: EXISTING POND Inflow Area =11.002 ac, 52.13% Impervious, Inflow Depth = 1.59" for 2-yr event Inflow =4.63 cfs @ 11.99 hrs, Volume=1.462 af Outflow =4.63 cfs @ 11.99 hrs, Volume=1.462 af, Atten= 0%, Lag= 0.0 min Routed to Reach 2R : TOTAL OUTFALL Routing by Stor-Ind+Trans method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Reach 6R: EXISTING POND Inflow Outflow Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)5 4 3 2 1 0 Inflow Area=11.002 ac 4.63 cfs 4.63 cfs Type II 24-hr 2-yr Rainfall=2.80"PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 21HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Reach 8R: TOTAL OFFSITE Inflow Area =1.128 ac, 20.60% Impervious, Inflow Depth = 0.57" for 2-yr event Inflow =0.98 cfs @ 12.00 hrs, Volume=0.053 af Outflow =0.98 cfs @ 12.00 hrs, Volume=0.053 af, Atten= 0%, Lag= 0.0 min Routed to Reach 2R : TOTAL OUTFALL Routing by Stor-Ind+Trans method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Reach 8R: TOTAL OFFSITE Inflow Outflow Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)1 0 Inflow Area=1.128 ac 0.98 cfs 0.98 cfs Type II 24-hr 2-yr Rainfall=2.80"PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 22HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Pond 1P: BMP 1 Inflow Area =3.786 ac, 57.16% Impervious, Inflow Depth = 1.35" for 2-yr event Inflow =8.10 cfs @ 11.99 hrs, Volume=0.426 af Outflow =0.28 cfs @ 14.10 hrs, Volume=0.426 af, Atten= 97%, Lag= 126.7 min Primary =0.28 cfs @ 14.10 hrs, Volume=0.426 af Routed to Reach 6R : EXISTING POND Routing by Stor-Ind method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Peak Elev= 943.27' @ 14.10 hrs Surf.Area= 7,554 sf Storage= 10,033 cf Plug-Flow detention time= 408.1 min calculated for 0.426 af (100% of inflow) Center-of-Mass det. time= 407.8 min ( 1,220.6 - 812.8 ) Volume Invert Avail.Storage Storage Description #1 941.00'31,336 cf Custom Stage Data (Prismatic) Listed below (Recalc) #2 939.50'1,442 cf Custom Stage Data (Prismatic) Listed below (Recalc) 3,606 cf Overall x 40.0% Voids 32,778 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 941.00 2,404 0 0 946.00 8,442 27,115 27,115 946.50 8,442 4,221 31,336 Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 939.50 2,404 0 0 941.00 2,404 3,606 3,606 Device Routing Invert Outlet Devices #1 Primary 939.50'12.0" Round Culvert L= 100.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 939.50' / 0.00' S= 9.3950 '/' Cc= 0.850 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf #2 Device 1 944.00'48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 939.50'6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 3 939.50'1.600 in/hr Exfiltration over Surface area Primary OutFlow Max=0.28 cfs @ 14.10 hrs HW=943.27' (Free Discharge) 1=Culvert (Passes 0.28 cfs of 6.46 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Orifice/Grate (Passes 0.28 cfs of 1.77 cfs potential flow) 4=Exfiltration (Exfiltration Controls 0.28 cfs) Type II 24-hr 2-yr Rainfall=2.80"PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 23HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Pond 1P: BMP 1 Inflow Primary Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)9 8 7 6 5 4 3 2 1 0 Inflow Area=3.786 ac Peak Elev=943.27' Storage=10,033 cf 8.10 cfs 0.28 cfs Pond 1P: BMP 1 Surface Storage Stage-Area-Storage Storage (cubic-feet) 30,00025,00020,00015,00010,0005,0000 Surface/Horizontal/Wetted Area (sq-ft) 10,0009,0008,0007,0006,0005,0004,0003,0002,0001,0000 Elevation(feet)946 945 944 943 942 941 940 Custom Stage Data Custom Stage Data Type II 24-hr 2-yr Rainfall=2.80"PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 24HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 1P: BMP 1 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 939.50 2,404 0 939.60 2,404 96 939.70 2,404 192 939.80 2,404 288 939.90 2,404 385 940.00 2,404 481 940.10 2,404 577 940.20 2,404 673 940.30 2,404 769 940.40 2,404 865 940.50 2,404 962 940.60 2,404 1,058 940.70 2,404 1,154 940.80 2,404 1,250 940.90 2,404 1,346 941.00 4,808 1,442 941.10 4,929 1,689 941.20 5,050 1,947 941.30 5,170 2,218 941.40 5,291 2,501 941.50 5,412 2,795 941.60 5,533 3,102 941.70 5,653 3,421 941.80 5,774 3,752 941.90 5,895 4,095 942.00 6,016 4,450 942.10 6,136 4,817 942.20 6,257 5,197 942.30 6,378 5,588 942.40 6,499 5,991 942.50 6,619 6,407 942.60 6,740 6,835 942.70 6,861 7,274 942.80 6,982 7,726 942.90 7,102 8,190 943.00 7,223 8,666 943.10 7,344 9,154 943.20 7,465 9,654 943.30 7,585 10,166 943.40 7,706 10,690 943.50 7,827 11,226 943.60 7,948 11,774 943.70 8,069 12,335 943.80 8,189 12,907 943.90 8,310 13,492 944.00 8,431 14,089 944.10 8,552 14,697 944.20 8,672 15,318 944.30 8,793 15,951 944.40 8,914 16,596 944.50 9,035 17,253 944.60 9,155 17,922 944.70 9,276 18,603 944.80 9,397 19,296 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 944.90 9,518 20,002 945.00 9,638 20,719 945.10 9,759 21,449 945.20 9,880 22,190 945.30 10,001 22,944 945.40 10,121 23,710 945.50 10,242 24,487 945.60 10,363 25,277 945.70 10,484 26,079 945.80 10,604 26,893 945.90 10,725 27,719 946.00 10,846 28,557 946.10 10,846 29,402 946.20 10,846 30,246 946.30 10,846 31,090 946.40 10,846 31,934 946.50 10,846 32,778 Type II 24-hr 2-yr Rainfall=2.80"PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 25HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Pond 2P: BMP 2 Inflow Area =5.143 ac, 69.44% Impervious, Inflow Depth = 1.97" for 2-yr event Inflow =15.64 cfs @ 11.98 hrs, Volume=0.845 af Outflow =0.58 cfs @ 13.68 hrs, Volume=0.845 af, Atten= 96%, Lag= 102.3 min Primary =0.58 cfs @ 13.68 hrs, Volume=0.845 af Routed to Reach 6R : EXISTING POND Routing by Stor-Ind method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Peak Elev= 943.10' @ 13.68 hrs Surf.Area= 15,567 sf Storage= 20,079 cf Plug-Flow detention time= 367.6 min calculated for 0.845 af (100% of inflow) Center-of-Mass det. time= 367.4 min ( 1,151.1 - 783.7 ) Volume Invert Avail.Storage Storage Description #1 941.00'56,278 cf Custom Stage Data (Prismatic) Listed below (Recalc) #2 939.50'3,752 cf Custom Stage Data (Prismatic) Listed below (Recalc) 9,381 cf Overall x 40.0% Voids 60,030 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 941.00 6,245 0 0 946.00 13,555 49,500 49,500 946.50 13,555 6,778 56,278 Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 939.50 6,254 0 0 941.00 6,254 9,381 9,381 Device Routing Invert Outlet Devices #1 Primary 939.50'16.0" Round Culvert L= 100.0' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 939.50' / 0.00' S= 9.3950 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.40 sf #2 Device 1 945.40'48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 939.50'6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 3 939.50'1.600 in/hr Exfiltration over Surface area Primary OutFlow Max=0.58 cfs @ 13.68 hrs HW=943.10' (Free Discharge) 1=Culvert (Passes 0.58 cfs of 15.70 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Orifice/Grate (Passes 0.58 cfs of 1.73 cfs potential flow) 4=Exfiltration (Exfiltration Controls 0.58 cfs) Type II 24-hr 2-yr Rainfall=2.80"PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 26HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Pond 2P: BMP 2 Inflow Primary Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=5.143 ac Peak Elev=943.10' Storage=20,079 cf 15.64 cfs 0.58 cfs Pond 2P: BMP 2 Surface Storage Stage-Area-Storage Storage (cubic-feet) 60,00055,00050,00045,00040,00035,00030,00025,00020,00015,00010,0005,0000 Surface/Horizontal/Wetted Area (sq-ft) 18,00016,00014,00012,00010,0008,0006,0004,0002,0000 Elevation(feet)946 945 944 943 942 941 940 Custom Stage Data Custom Stage Data Type II 24-hr 2-yr Rainfall=2.80"PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 27HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 2P: BMP 2 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 939.50 6,254 0 939.60 6,254 250 939.70 6,254 500 939.80 6,254 750 939.90 6,254 1,001 940.00 6,254 1,251 940.10 6,254 1,501 940.20 6,254 1,751 940.30 6,254 2,001 940.40 6,254 2,251 940.50 6,254 2,502 940.60 6,254 2,752 940.70 6,254 3,002 940.80 6,254 3,252 940.90 6,254 3,502 941.00 12,499 3,752 941.10 12,645 4,384 941.20 12,791 5,031 941.30 12,938 5,692 941.40 13,084 6,367 941.50 13,230 7,058 941.60 13,376 7,763 941.70 13,522 8,482 941.80 13,669 9,216 941.90 13,815 9,965 942.00 13,961 10,728 942.10 14,107 11,506 942.20 14,253 12,299 942.30 14,400 13,106 942.40 14,546 13,928 942.50 14,692 14,765 942.60 14,838 15,616 942.70 14,984 16,481 942.80 15,131 17,362 942.90 15,277 18,257 943.00 15,423 19,166 943.10 15,569 20,091 943.20 15,715 21,029 943.30 15,862 21,983 943.40 16,008 22,951 943.50 16,154 23,934 943.60 16,300 24,931 943.70 16,446 25,943 943.80 16,593 26,969 943.90 16,739 28,011 944.00 16,885 29,066 944.10 17,031 30,137 944.20 17,177 31,222 944.30 17,324 32,321 944.40 17,470 33,436 944.50 17,616 34,565 944.60 17,762 35,708 944.70 17,908 36,866 944.80 18,055 38,039 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 944.90 18,201 39,226 945.00 18,347 40,428 945.10 18,493 41,645 945.20 18,639 42,876 945.30 18,786 44,122 945.40 18,932 45,383 945.50 19,078 46,658 945.60 19,224 47,947 945.70 19,370 49,252 945.80 19,517 50,571 945.90 19,663 51,904 946.00 19,809 53,252 946.10 19,809 54,608 946.20 19,809 55,963 946.30 19,809 57,319 946.40 19,809 58,674 946.50 19,809 60,030 Type II 24-hr 10-YR Rainfall=4.17"PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 28HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 1: DA-1 Runoff =9.87 cfs @ 11.98 hrs, Volume=0.490 af, Depth= 2.35" Routed to Pond 1P : BMP 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=4.17" Area (ac) CN Description 1.413 98 Paved parking, HSG D 1.091 61 >75% Grass cover, Good, HSG B 2.504 82 Weighted Average 1.091 43.57% Pervious Area 1.413 56.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment 1: DA-1 Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 10-YR Rainfall=4.17" Runoff Area=2.504 ac Runoff Volume=0.490 af Runoff Depth=2.35" Tc=7.0 min CN=82 9.87 cfs Type II 24-hr 10-YR Rainfall=4.17"PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 29HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 2: DA-2 Runoff =0.84 cfs @ 12.00 hrs, Volume=0.044 af, Depth= 0.96" Routed to Pond 1P : BMP 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=4.17" Area (ac) CN Description 0.022 98 Paved parking, HSG D 0.531 61 >75% Grass cover, Good, HSG B 0.553 62 Weighted Average 0.531 96.02% Pervious Area 0.022 3.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment 2: DA-2 Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 10-YR Rainfall=4.17" Runoff Area=0.553 ac Runoff Volume=0.044 af Runoff Depth=0.96" Tc=7.0 min CN=62 0.84 cfs Type II 24-hr 10-YR Rainfall=4.17"PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 30HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 3: DA-3 ALL PERVIOUS Runoff =7.63 cfs @ 11.98 hrs, Volume=0.377 af, Depth= 2.18" Routed to Reach 6R : EXISTING POND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=4.17" Area (sf) CN Description 1 98 Paved roads w/curbs & sewers, HSG A 90,323 80 >75% Grass cover, Good, HSG D 90,324 80 Weighted Average 90,323 100.00% Pervious Area 1 0.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment 3: DA-3 ALL PERVIOUS Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)8 7 6 5 4 3 2 1 0 Type II 24-hr 10-YR Rainfall=4.17" Runoff Area=90,324 sf Runoff Volume=0.377 af Runoff Depth=2.18" Tc=7.0 min CN=80 7.63 cfs Type II 24-hr 10-YR Rainfall=4.17"PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 31HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 3A: DA-3 HALF PAVEMENT Runoff =4.11 cfs @ 11.98 hrs, Volume=0.239 af, Depth= 3.93" Routed to Pond 1P : BMP 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=4.17" Area (sf) CN Description 31,763 98 Paved roads w/curbs & sewers, HSG A 1 80 >75% Grass cover, Good, HSG D 31,764 98 Weighted Average 1 0.00% Pervious Area 31,763 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment 3A: DA-3 HALF PAVEMENT Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)4 3 2 1 0 Type II 24-hr 10-YR Rainfall=4.17" Runoff Area=31,764 sf Runoff Volume=0.239 af Runoff Depth=3.93" Tc=7.0 min CN=98 4.11 cfs Type II 24-hr 10-YR Rainfall=4.17"PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 32HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 3B: DA-3 HALF PAVEMENT Runoff =4.11 cfs @ 11.98 hrs, Volume=0.239 af, Depth= 3.93" Routed to Pond 2P : BMP 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=4.17" Area (sf) CN Description 31,763 98 Paved roads w/curbs & sewers, HSG A 1 80 >75% Grass cover, Good, HSG D 31,764 98 Weighted Average 1 0.00% Pervious Area 31,763 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment 3B: DA-3 HALF PAVEMENT Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)4 3 2 1 0 Type II 24-hr 10-YR Rainfall=4.17" Runoff Area=31,764 sf Runoff Volume=0.239 af Runoff Depth=3.93" Tc=7.0 min CN=98 4.11 cfs Type II 24-hr 10-YR Rainfall=4.17"PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 33HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 4: DA-4 Runoff =2.51 cfs @ 11.98 hrs, Volume=0.146 af, Depth= 3.93" Routed to Pond 2P : BMP 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=4.17" Area (ac) CN Description 0.445 98 Paved parking, HSG D 0.000 61 >75% Grass cover, Good, HSG B 0.445 98 Weighted Average 0.445 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment 4: DA-4 Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)2 1 0 Type II 24-hr 10-YR Rainfall=4.17" Runoff Area=0.445 ac Runoff Volume=0.146 af Runoff Depth=3.93" Tc=7.0 min CN=98 2.51 cfs Type II 24-hr 10-YR Rainfall=4.17"PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 34HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 5: DA-5 Runoff =2.60 cfs @ 11.99 hrs, Volume=0.130 af, Depth= 1.38" Routed to Reach 5R : SOUTH OFFSITE Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=4.17" Area (sf) CN Description 10,121 98 Paved parking, HSG D 39,009 61 >75% Grass cover, Good, HSG B 49,130 69 Weighted Average 39,009 79.40% Pervious Area 10,121 20.60% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment 5: DA-5 Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)2 1 0 Type II 24-hr 10-YR Rainfall=4.17" Runoff Area=49,130 sf Runoff Volume=0.130 af Runoff Depth=1.38" Tc=7.0 min CN=69 2.60 cfs Type II 24-hr 10-YR Rainfall=4.17"PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 35HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 6: DA-6 Runoff =6.80 cfs @ 11.98 hrs, Volume=0.396 af, Depth= 3.93" Routed to Pond 2P : BMP 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=4.17" Area (sf) CN Description 52,564 98 Unconnected roofs, HSG A 52,564 100.00% Impervious Area 52,564 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment 6: DA-6 Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)7 6 5 4 3 2 1 0 Type II 24-hr 10-YR Rainfall=4.17" Runoff Area=52,564 sf Runoff Volume=0.396 af Runoff Depth=3.93" Tc=7.0 min CN=98 6.80 cfs Type II 24-hr 10-YR Rainfall=4.17"PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 36HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 7: DA-7 Runoff =3.39 cfs @ 11.98 hrs, Volume=0.167 af, Depth= 2.18" Routed to Pond 2P : BMP 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=4.17" Area (sf) CN Description 40,104 80 >75% Grass cover, Good, HSG D 40,104 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment 7: DA-7 Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)3 2 1 0 Type II 24-hr 10-YR Rainfall=4.17" Runoff Area=40,104 sf Runoff Volume=0.167 af Runoff Depth=2.18" Tc=7.0 min CN=80 3.39 cfs Type II 24-hr 10-YR Rainfall=4.17"PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 37HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 8: DA-8 Runoff =7.50 cfs @ 11.98 hrs, Volume=0.387 af, Depth= 2.98" Routed to Pond 2P : BMP 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=4.17" Area (ac) CN Description 1.170 98 Paved parking, HSG D 0.385 61 >75% Grass cover, Good, HSG B 1.555 89 Weighted Average 0.385 24.76% Pervious Area 1.170 75.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment 8: DA-8 Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)8 7 6 5 4 3 2 1 0 Type II 24-hr 10-YR Rainfall=4.17" Runoff Area=1.555 ac Runoff Volume=0.387 af Runoff Depth=2.98" Tc=7.0 min CN=89 7.50 cfs Type II 24-hr 10-YR Rainfall=4.17"PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 38HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 9: DA-9 Runoff =1.09 cfs @ 11.98 hrs, Volume=0.054 af, Depth= 2.27" Routed to Pond 2P : BMP 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=4.17" Area (ac) CN Description 0.020 98 Paved roads w/curbs & sewers, HSG A 0.266 80 >75% Grass cover, Good, HSG D 0.286 81 Weighted Average 0.266 93.01% Pervious Area 0.020 6.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment 9: DA-9 Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)1 0 Type II 24-hr 10-YR Rainfall=4.17" Runoff Area=0.286 ac Runoff Volume=0.054 af Runoff Depth=2.27" Tc=7.0 min CN=81 1.09 cfs Type II 24-hr 10-YR Rainfall=4.17"PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 39HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Reach 2R: TOTAL OUTFALL Inflow Area =12.130 ac, 49.19% Impervious, Inflow Depth > 2.64" for 10-YR event Inflow =11.10 cfs @ 11.99 hrs, Volume=2.668 af Outflow =11.10 cfs @ 11.99 hrs, Volume=2.668 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Reach 2R: TOTAL OUTFALL Inflow Outflow Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=12.130 ac 11.10 cfs 11.10 cfs Type II 24-hr 10-YR Rainfall=4.17"PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 40HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Reach 5R: SOUTH OFFSITE Inflow Area =1.128 ac, 20.60% Impervious, Inflow Depth = 1.38" for 10-YR event Inflow =2.60 cfs @ 11.99 hrs, Volume=0.130 af Outflow =2.60 cfs @ 11.99 hrs, Volume=0.130 af, Atten= 0%, Lag= 0.0 min Routed to Reach 8R : TOTAL OFFSITE Routing by Stor-Ind+Trans method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Reach 5R: SOUTH OFFSITE Inflow Outflow Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)2 1 0 Inflow Area=1.128 ac 2.60 cfs 2.60 cfs Type II 24-hr 10-YR Rainfall=4.17"PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 41HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Reach 6R: EXISTING POND Inflow Area =11.002 ac, 52.13% Impervious, Inflow Depth > 2.77" for 10-YR event Inflow =8.50 cfs @ 11.99 hrs, Volume=2.539 af Outflow =8.50 cfs @ 11.99 hrs, Volume=2.539 af, Atten= 0%, Lag= 0.0 min Routed to Reach 2R : TOTAL OUTFALL Routing by Stor-Ind+Trans method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Reach 6R: EXISTING POND Inflow Outflow Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)9 8 7 6 5 4 3 2 1 0 Inflow Area=11.002 ac 8.50 cfs 8.50 cfs Type II 24-hr 10-YR Rainfall=4.17"PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 42HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Reach 8R: TOTAL OFFSITE Inflow Area =1.128 ac, 20.60% Impervious, Inflow Depth = 1.38" for 10-YR event Inflow =2.60 cfs @ 11.99 hrs, Volume=0.130 af Outflow =2.60 cfs @ 11.99 hrs, Volume=0.130 af, Atten= 0%, Lag= 0.0 min Routed to Reach 2R : TOTAL OUTFALL Routing by Stor-Ind+Trans method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Reach 8R: TOTAL OFFSITE Inflow Outflow Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)2 1 0 Inflow Area=1.128 ac 2.60 cfs 2.60 cfs Type II 24-hr 10-YR Rainfall=4.17"PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 43HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Pond 1P: BMP 1 Inflow Area =3.786 ac, 57.16% Impervious, Inflow Depth = 2.45" for 10-YR event Inflow =14.79 cfs @ 11.98 hrs, Volume=0.773 af Outflow =3.63 cfs @ 12.17 hrs, Volume=0.773 af, Atten= 75%, Lag= 11.0 min Primary =3.63 cfs @ 12.17 hrs, Volume=0.773 af Routed to Reach 6R : EXISTING POND Routing by Stor-Ind method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Peak Elev= 944.19' @ 12.17 hrs Surf.Area= 8,656 sf Storage= 15,232 cf Plug-Flow detention time= 421.9 min calculated for 0.773 af (100% of inflow) Center-of-Mass det. time= 421.7 min ( 1,224.1 - 802.4 ) Volume Invert Avail.Storage Storage Description #1 941.00'31,336 cf Custom Stage Data (Prismatic) Listed below (Recalc) #2 939.50'1,442 cf Custom Stage Data (Prismatic) Listed below (Recalc) 3,606 cf Overall x 40.0% Voids 32,778 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 941.00 2,404 0 0 946.00 8,442 27,115 27,115 946.50 8,442 4,221 31,336 Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 939.50 2,404 0 0 941.00 2,404 3,606 3,606 Device Routing Invert Outlet Devices #1 Primary 939.50'12.0" Round Culvert L= 100.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 939.50' / 0.00' S= 9.3950 '/' Cc= 0.850 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf #2 Device 1 944.00'48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 939.50'6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 3 939.50'1.600 in/hr Exfiltration over Surface area Primary OutFlow Max=3.45 cfs @ 12.17 hrs HW=944.18' (Free Discharge) 1=Culvert (Passes 3.45 cfs of 7.30 cfs potential flow) 2=Orifice/Grate (Weir Controls 3.13 cfs @ 1.39 fps) 3=Orifice/Grate (Passes 0.32 cfs of 1.99 cfs potential flow) 4=Exfiltration (Exfiltration Controls 0.32 cfs) Type II 24-hr 10-YR Rainfall=4.17"PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 44HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Pond 1P: BMP 1 Inflow Primary Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.786 ac Peak Elev=944.19' Storage=15,232 cf 14.79 cfs 3.63 cfs Pond 1P: BMP 1 Surface Storage Stage-Area-Storage Storage (cubic-feet) 30,00025,00020,00015,00010,0005,0000 Surface/Horizontal/Wetted Area (sq-ft) 10,0009,0008,0007,0006,0005,0004,0003,0002,0001,0000 Elevation(feet)946 945 944 943 942 941 940 Custom Stage Data Custom Stage Data Type II 24-hr 10-YR Rainfall=4.17"PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 45HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 1P: BMP 1 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 939.50 2,404 0 939.60 2,404 96 939.70 2,404 192 939.80 2,404 288 939.90 2,404 385 940.00 2,404 481 940.10 2,404 577 940.20 2,404 673 940.30 2,404 769 940.40 2,404 865 940.50 2,404 962 940.60 2,404 1,058 940.70 2,404 1,154 940.80 2,404 1,250 940.90 2,404 1,346 941.00 4,808 1,442 941.10 4,929 1,689 941.20 5,050 1,947 941.30 5,170 2,218 941.40 5,291 2,501 941.50 5,412 2,795 941.60 5,533 3,102 941.70 5,653 3,421 941.80 5,774 3,752 941.90 5,895 4,095 942.00 6,016 4,450 942.10 6,136 4,817 942.20 6,257 5,197 942.30 6,378 5,588 942.40 6,499 5,991 942.50 6,619 6,407 942.60 6,740 6,835 942.70 6,861 7,274 942.80 6,982 7,726 942.90 7,102 8,190 943.00 7,223 8,666 943.10 7,344 9,154 943.20 7,465 9,654 943.30 7,585 10,166 943.40 7,706 10,690 943.50 7,827 11,226 943.60 7,948 11,774 943.70 8,069 12,335 943.80 8,189 12,907 943.90 8,310 13,492 944.00 8,431 14,089 944.10 8,552 14,697 944.20 8,672 15,318 944.30 8,793 15,951 944.40 8,914 16,596 944.50 9,035 17,253 944.60 9,155 17,922 944.70 9,276 18,603 944.80 9,397 19,296 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 944.90 9,518 20,002 945.00 9,638 20,719 945.10 9,759 21,449 945.20 9,880 22,190 945.30 10,001 22,944 945.40 10,121 23,710 945.50 10,242 24,487 945.60 10,363 25,277 945.70 10,484 26,079 945.80 10,604 26,893 945.90 10,725 27,719 946.00 10,846 28,557 946.10 10,846 29,402 946.20 10,846 30,246 946.30 10,846 31,090 946.40 10,846 31,934 946.50 10,846 32,778 Type II 24-hr 10-YR Rainfall=4.17"PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 46HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Pond 2P: BMP 2 Inflow Area =5.143 ac, 69.44% Impervious, Inflow Depth = 3.24" for 10-YR event Inflow =25.38 cfs @ 11.98 hrs, Volume=1.389 af Outflow =0.66 cfs @ 14.69 hrs, Volume=1.388 af, Atten= 97%, Lag= 163.0 min Primary =0.66 cfs @ 14.69 hrs, Volume=1.388 af Routed to Reach 6R : EXISTING POND Routing by Stor-Ind method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Peak Elev= 944.64' @ 14.69 hrs Surf.Area= 17,825 sf Storage= 36,205 cf Plug-Flow detention time= 579.5 min calculated for 1.387 af (100% of inflow) Center-of-Mass det. time= 580.1 min ( 1,354.9 - 774.8 ) Volume Invert Avail.Storage Storage Description #1 941.00'56,278 cf Custom Stage Data (Prismatic) Listed below (Recalc) #2 939.50'3,752 cf Custom Stage Data (Prismatic) Listed below (Recalc) 9,381 cf Overall x 40.0% Voids 60,030 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 941.00 6,245 0 0 946.00 13,555 49,500 49,500 946.50 13,555 6,778 56,278 Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 939.50 6,254 0 0 941.00 6,254 9,381 9,381 Device Routing Invert Outlet Devices #1 Primary 939.50'16.0" Round Culvert L= 100.0' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 939.50' / 0.00' S= 9.3950 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.40 sf #2 Device 1 945.40'48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 939.50'6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 3 939.50'1.600 in/hr Exfiltration over Surface area Primary OutFlow Max=0.66 cfs @ 14.69 hrs HW=944.64' (Free Discharge) 1=Culvert (Passes 0.66 cfs of 19.40 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Orifice/Grate (Passes 0.66 cfs of 2.09 cfs potential flow) 4=Exfiltration (Exfiltration Controls 0.66 cfs) Type II 24-hr 10-YR Rainfall=4.17"PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 47HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Pond 2P: BMP 2 Inflow Primary Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=5.143 ac Peak Elev=944.64' Storage=36,205 cf 25.38 cfs 0.66 cfs Pond 2P: BMP 2 Surface Storage Stage-Area-Storage Storage (cubic-feet) 60,00055,00050,00045,00040,00035,00030,00025,00020,00015,00010,0005,0000 Surface/Horizontal/Wetted Area (sq-ft) 18,00016,00014,00012,00010,0008,0006,0004,0002,0000 Elevation(feet)946 945 944 943 942 941 940 Custom Stage Data Custom Stage Data Type II 24-hr 10-YR Rainfall=4.17"PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 48HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 2P: BMP 2 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 939.50 6,254 0 939.60 6,254 250 939.70 6,254 500 939.80 6,254 750 939.90 6,254 1,001 940.00 6,254 1,251 940.10 6,254 1,501 940.20 6,254 1,751 940.30 6,254 2,001 940.40 6,254 2,251 940.50 6,254 2,502 940.60 6,254 2,752 940.70 6,254 3,002 940.80 6,254 3,252 940.90 6,254 3,502 941.00 12,499 3,752 941.10 12,645 4,384 941.20 12,791 5,031 941.30 12,938 5,692 941.40 13,084 6,367 941.50 13,230 7,058 941.60 13,376 7,763 941.70 13,522 8,482 941.80 13,669 9,216 941.90 13,815 9,965 942.00 13,961 10,728 942.10 14,107 11,506 942.20 14,253 12,299 942.30 14,400 13,106 942.40 14,546 13,928 942.50 14,692 14,765 942.60 14,838 15,616 942.70 14,984 16,481 942.80 15,131 17,362 942.90 15,277 18,257 943.00 15,423 19,166 943.10 15,569 20,091 943.20 15,715 21,029 943.30 15,862 21,983 943.40 16,008 22,951 943.50 16,154 23,934 943.60 16,300 24,931 943.70 16,446 25,943 943.80 16,593 26,969 943.90 16,739 28,011 944.00 16,885 29,066 944.10 17,031 30,137 944.20 17,177 31,222 944.30 17,324 32,321 944.40 17,470 33,436 944.50 17,616 34,565 944.60 17,762 35,708 944.70 17,908 36,866 944.80 18,055 38,039 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 944.90 18,201 39,226 945.00 18,347 40,428 945.10 18,493 41,645 945.20 18,639 42,876 945.30 18,786 44,122 945.40 18,932 45,383 945.50 19,078 46,658 945.60 19,224 47,947 945.70 19,370 49,252 945.80 19,517 50,571 945.90 19,663 51,904 946.00 19,809 53,252 946.10 19,809 54,608 946.20 19,809 55,963 946.30 19,809 57,319 946.40 19,809 58,674 946.50 19,809 60,030 Type II 24-hr 100-YR Rainfall=7.21"PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 49HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 1: DA-1 Runoff =20.74 cfs @ 11.98 hrs, Volume=1.067 af, Depth= 5.11" Routed to Pond 1P : BMP 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YR Rainfall=7.21" Area (ac) CN Description 1.413 98 Paved parking, HSG D 1.091 61 >75% Grass cover, Good, HSG B 2.504 82 Weighted Average 1.091 43.57% Pervious Area 1.413 56.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment 1: DA-1 Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100-YR Rainfall=7.21" Runoff Area=2.504 ac Runoff Volume=1.067 af Runoff Depth=5.11" Tc=7.0 min CN=82 20.74 cfs Type II 24-hr 100-YR Rainfall=7.21"PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 50HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 2: DA-2 Runoff =2.77 cfs @ 11.99 hrs, Volume=0.136 af, Depth= 2.96" Routed to Pond 1P : BMP 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YR Rainfall=7.21" Area (ac) CN Description 0.022 98 Paved parking, HSG D 0.531 61 >75% Grass cover, Good, HSG B 0.553 62 Weighted Average 0.531 96.02% Pervious Area 0.022 3.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment 2: DA-2 Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)3 2 1 0 Type II 24-hr 100-YR Rainfall=7.21" Runoff Area=0.553 ac Runoff Volume=0.136 af Runoff Depth=2.96" Tc=7.0 min CN=62 2.77 cfs Type II 24-hr 100-YR Rainfall=7.21"PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 51HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 3: DA-3 ALL PERVIOUS Runoff =16.58 cfs @ 11.98 hrs, Volume=0.845 af, Depth= 4.89" Routed to Reach 6R : EXISTING POND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YR Rainfall=7.21" Area (sf) CN Description 1 98 Paved roads w/curbs & sewers, HSG A 90,323 80 >75% Grass cover, Good, HSG D 90,324 80 Weighted Average 90,323 100.00% Pervious Area 1 0.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment 3: DA-3 ALL PERVIOUS Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100-YR Rainfall=7.21" Runoff Area=90,324 sf Runoff Volume=0.845 af Runoff Depth=4.89" Tc=7.0 min CN=80 16.58 cfs Type II 24-hr 100-YR Rainfall=7.21"PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 52HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 3A: DA-3 HALF PAVEMENT Runoff =7.14 cfs @ 11.98 hrs, Volume=0.424 af, Depth= 6.97" Routed to Pond 1P : BMP 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YR Rainfall=7.21" Area (sf) CN Description 31,763 98 Paved roads w/curbs & sewers, HSG A 1 80 >75% Grass cover, Good, HSG D 31,764 98 Weighted Average 1 0.00% Pervious Area 31,763 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment 3A: DA-3 HALF PAVEMENT Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)7 6 5 4 3 2 1 0 Type II 24-hr 100-YR Rainfall=7.21" Runoff Area=31,764 sf Runoff Volume=0.424 af Runoff Depth=6.97" Tc=7.0 min CN=98 7.14 cfs Type II 24-hr 100-YR Rainfall=7.21"PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 53HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 3B: DA-3 HALF PAVEMENT Runoff =7.14 cfs @ 11.98 hrs, Volume=0.424 af, Depth= 6.97" Routed to Pond 2P : BMP 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YR Rainfall=7.21" Area (sf) CN Description 31,763 98 Paved roads w/curbs & sewers, HSG A 1 80 >75% Grass cover, Good, HSG D 31,764 98 Weighted Average 1 0.00% Pervious Area 31,763 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment 3B: DA-3 HALF PAVEMENT Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)7 6 5 4 3 2 1 0 Type II 24-hr 100-YR Rainfall=7.21" Runoff Area=31,764 sf Runoff Volume=0.424 af Runoff Depth=6.97" Tc=7.0 min CN=98 7.14 cfs Type II 24-hr 100-YR Rainfall=7.21"PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 54HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 4: DA-4 Runoff =4.36 cfs @ 11.98 hrs, Volume=0.258 af, Depth= 6.97" Routed to Pond 2P : BMP 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YR Rainfall=7.21" Area (ac) CN Description 0.445 98 Paved parking, HSG D 0.000 61 >75% Grass cover, Good, HSG B 0.445 98 Weighted Average 0.445 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment 4: DA-4 Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)4 3 2 1 0 Type II 24-hr 100-YR Rainfall=7.21" Runoff Area=0.445 ac Runoff Volume=0.258 af Runoff Depth=6.97" Tc=7.0 min CN=98 4.36 cfs Type II 24-hr 100-YR Rainfall=7.21"PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 55HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 5: DA-5 Runoff =7.02 cfs @ 11.98 hrs, Volume=0.347 af, Depth= 3.69" Routed to Reach 5R : SOUTH OFFSITE Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YR Rainfall=7.21" Area (sf) CN Description 10,121 98 Paved parking, HSG D 39,009 61 >75% Grass cover, Good, HSG B 49,130 69 Weighted Average 39,009 79.40% Pervious Area 10,121 20.60% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment 5: DA-5 Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)7 6 5 4 3 2 1 0 Type II 24-hr 100-YR Rainfall=7.21" Runoff Area=49,130 sf Runoff Volume=0.347 af Runoff Depth=3.69" Tc=7.0 min CN=69 7.02 cfs Type II 24-hr 100-YR Rainfall=7.21"PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 56HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 6: DA-6 Runoff =11.81 cfs @ 11.98 hrs, Volume=0.701 af, Depth= 6.97" Routed to Pond 2P : BMP 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YR Rainfall=7.21" Area (sf) CN Description 52,564 98 Unconnected roofs, HSG A 52,564 100.00% Impervious Area 52,564 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment 6: DA-6 Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100-YR Rainfall=7.21" Runoff Area=52,564 sf Runoff Volume=0.701 af Runoff Depth=6.97" Tc=7.0 min CN=98 11.81 cfs Type II 24-hr 100-YR Rainfall=7.21"PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 57HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 7: DA-7 Runoff =7.36 cfs @ 11.98 hrs, Volume=0.375 af, Depth= 4.89" Routed to Pond 2P : BMP 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YR Rainfall=7.21" Area (sf) CN Description 40,104 80 >75% Grass cover, Good, HSG D 40,104 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment 7: DA-7 Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)8 7 6 5 4 3 2 1 0 Type II 24-hr 100-YR Rainfall=7.21" Runoff Area=40,104 sf Runoff Volume=0.375 af Runoff Depth=4.89" Tc=7.0 min CN=80 7.36 cfs Type II 24-hr 100-YR Rainfall=7.21"PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 58HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 8: DA-8 Runoff =14.24 cfs @ 11.98 hrs, Volume=0.766 af, Depth= 5.91" Routed to Pond 2P : BMP 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YR Rainfall=7.21" Area (ac) CN Description 1.170 98 Paved parking, HSG D 0.385 61 >75% Grass cover, Good, HSG B 1.555 89 Weighted Average 0.385 24.76% Pervious Area 1.170 75.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment 8: DA-8 Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100-YR Rainfall=7.21" Runoff Area=1.555 ac Runoff Volume=0.766 af Runoff Depth=5.91" Tc=7.0 min CN=89 14.24 cfs Type II 24-hr 100-YR Rainfall=7.21"PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 59HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 9: DA-9 Runoff =2.33 cfs @ 11.98 hrs, Volume=0.119 af, Depth= 5.00" Routed to Pond 2P : BMP 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YR Rainfall=7.21" Area (ac) CN Description 0.020 98 Paved roads w/curbs & sewers, HSG A 0.266 80 >75% Grass cover, Good, HSG D 0.286 81 Weighted Average 0.266 93.01% Pervious Area 0.020 6.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment 9: DA-9 Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)2 1 0 Type II 24-hr 100-YR Rainfall=7.21" Runoff Area=0.286 ac Runoff Volume=0.119 af Runoff Depth=5.00" Tc=7.0 min CN=81 2.33 cfs Type II 24-hr 100-YR Rainfall=7.21"PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 60HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Reach 2R: TOTAL OUTFALL Inflow Area =12.130 ac, 49.19% Impervious, Inflow Depth > 5.40" for 100-YR event Inflow =41.57 cfs @ 12.06 hrs, Volume=5.459 af Outflow =41.57 cfs @ 12.06 hrs, Volume=5.459 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Reach 2R: TOTAL OUTFALL Inflow Outflow Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=12.130 ac 41.57 cfs 41.57 cfs Type II 24-hr 100-YR Rainfall=7.21"PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 61HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Reach 5R: SOUTH OFFSITE Inflow Area =1.128 ac, 20.60% Impervious, Inflow Depth = 3.69" for 100-YR event Inflow =7.02 cfs @ 11.98 hrs, Volume=0.347 af Outflow =7.02 cfs @ 11.98 hrs, Volume=0.347 af, Atten= 0%, Lag= 0.0 min Routed to Reach 8R : TOTAL OFFSITE Routing by Stor-Ind+Trans method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Reach 5R: SOUTH OFFSITE Inflow Outflow Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)7 6 5 4 3 2 1 0 Inflow Area=1.128 ac 7.02 cfs 7.02 cfs Type II 24-hr 100-YR Rainfall=7.21"PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 62HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Reach 6R: EXISTING POND Inflow Area =11.002 ac, 52.13% Impervious, Inflow Depth > 5.58" for 100-YR event Inflow =37.20 cfs @ 12.07 hrs, Volume=5.113 af Outflow =37.20 cfs @ 12.07 hrs, Volume=5.113 af, Atten= 0%, Lag= 0.0 min Routed to Reach 2R : TOTAL OUTFALL Routing by Stor-Ind+Trans method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Reach 6R: EXISTING POND Inflow Outflow Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=11.002 ac 37.20 cfs 37.20 cfs Type II 24-hr 100-YR Rainfall=7.21"PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 63HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Reach 8R: TOTAL OFFSITE Inflow Area =1.128 ac, 20.60% Impervious, Inflow Depth = 3.69" for 100-YR event Inflow =7.02 cfs @ 11.98 hrs, Volume=0.347 af Outflow =7.02 cfs @ 11.98 hrs, Volume=0.347 af, Atten= 0%, Lag= 0.0 min Routed to Reach 2R : TOTAL OUTFALL Routing by Stor-Ind+Trans method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Reach 8R: TOTAL OFFSITE Inflow Outflow Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)7 6 5 4 3 2 1 0 Inflow Area=1.128 ac 7.02 cfs 7.02 cfs Type II 24-hr 100-YR Rainfall=7.21"PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 64HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Pond 1P: BMP 1 Inflow Area =3.786 ac, 57.16% Impervious, Inflow Depth = 5.16" for 100-YR event Inflow =30.63 cfs @ 11.98 hrs, Volume=1.627 af Outflow =8.77 cfs @ 12.13 hrs, Volume=1.627 af, Atten= 71%, Lag= 9.3 min Primary =8.77 cfs @ 12.13 hrs, Volume=1.627 af Routed to Reach 6R : EXISTING POND Routing by Stor-Ind method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Peak Elev= 946.02' @ 12.13 hrs Surf.Area= 10,846 sf Storage= 28,755 cf Plug-Flow detention time= 254.0 min calculated for 1.627 af (100% of inflow) Center-of-Mass det. time= 253.9 min ( 1,041.7 - 787.8 ) Volume Invert Avail.Storage Storage Description #1 941.00'31,336 cf Custom Stage Data (Prismatic) Listed below (Recalc) #2 939.50'1,442 cf Custom Stage Data (Prismatic) Listed below (Recalc) 3,606 cf Overall x 40.0% Voids 32,778 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 941.00 2,404 0 0 946.00 8,442 27,115 27,115 946.50 8,442 4,221 31,336 Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 939.50 2,404 0 0 941.00 2,404 3,606 3,606 Device Routing Invert Outlet Devices #1 Primary 939.50'12.0" Round Culvert L= 100.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 939.50' / 0.00' S= 9.3950 '/' Cc= 0.850 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf #2 Device 1 944.00'48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 939.50'6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 3 939.50'1.600 in/hr Exfiltration over Surface area Primary OutFlow Max=8.76 cfs @ 12.13 hrs HW=946.02' (Free Discharge) 1=Culvert (Inlet Controls 8.76 cfs @ 11.15 fps) 2=Orifice/Grate (Passes < 85.91 cfs potential flow) 3=Orifice/Grate (Passes < 2.37 cfs potential flow) 4=Exfiltration (Passes < 0.40 cfs potential flow) Type II 24-hr 100-YR Rainfall=7.21"PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 65HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Pond 1P: BMP 1 Inflow Primary Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=3.786 ac Peak Elev=946.02' Storage=28,755 cf 30.63 cfs 8.77 cfs Pond 1P: BMP 1 Surface Storage Stage-Area-Storage Storage (cubic-feet) 30,00025,00020,00015,00010,0005,0000 Surface/Horizontal/Wetted Area (sq-ft) 10,0009,0008,0007,0006,0005,0004,0003,0002,0001,0000 Elevation(feet)946 945 944 943 942 941 940 Custom Stage Data Custom Stage Data Type II 24-hr 100-YR Rainfall=7.21"PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 66HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 1P: BMP 1 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 939.50 2,404 0 939.60 2,404 96 939.70 2,404 192 939.80 2,404 288 939.90 2,404 385 940.00 2,404 481 940.10 2,404 577 940.20 2,404 673 940.30 2,404 769 940.40 2,404 865 940.50 2,404 962 940.60 2,404 1,058 940.70 2,404 1,154 940.80 2,404 1,250 940.90 2,404 1,346 941.00 4,808 1,442 941.10 4,929 1,689 941.20 5,050 1,947 941.30 5,170 2,218 941.40 5,291 2,501 941.50 5,412 2,795 941.60 5,533 3,102 941.70 5,653 3,421 941.80 5,774 3,752 941.90 5,895 4,095 942.00 6,016 4,450 942.10 6,136 4,817 942.20 6,257 5,197 942.30 6,378 5,588 942.40 6,499 5,991 942.50 6,619 6,407 942.60 6,740 6,835 942.70 6,861 7,274 942.80 6,982 7,726 942.90 7,102 8,190 943.00 7,223 8,666 943.10 7,344 9,154 943.20 7,465 9,654 943.30 7,585 10,166 943.40 7,706 10,690 943.50 7,827 11,226 943.60 7,948 11,774 943.70 8,069 12,335 943.80 8,189 12,907 943.90 8,310 13,492 944.00 8,431 14,089 944.10 8,552 14,697 944.20 8,672 15,318 944.30 8,793 15,951 944.40 8,914 16,596 944.50 9,035 17,253 944.60 9,155 17,922 944.70 9,276 18,603 944.80 9,397 19,296 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 944.90 9,518 20,002 945.00 9,638 20,719 945.10 9,759 21,449 945.20 9,880 22,190 945.30 10,001 22,944 945.40 10,121 23,710 945.50 10,242 24,487 945.60 10,363 25,277 945.70 10,484 26,079 945.80 10,604 26,893 945.90 10,725 27,719 946.00 10,846 28,557 946.10 10,846 29,402 946.20 10,846 30,246 946.30 10,846 31,090 946.40 10,846 31,934 946.50 10,846 32,778 Type II 24-hr 100-YR Rainfall=7.21"PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 67HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Summary for Pond 2P: BMP 2 Inflow Area =5.143 ac, 69.44% Impervious, Inflow Depth = 6.17" for 100-YR event Inflow =47.22 cfs @ 11.98 hrs, Volume=2.644 af Outflow =20.33 cfs @ 12.10 hrs, Volume=2.641 af, Atten= 57%, Lag= 7.6 min Primary =20.33 cfs @ 12.10 hrs, Volume=2.641 af Routed to Reach 6R : EXISTING POND Routing by Stor-Ind method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Peak Elev= 946.01' @ 12.10 hrs Surf.Area= 19,809 sf Storage= 53,393 cf Plug-Flow detention time= 503.7 min calculated for 2.641 af (100% of inflow) Center-of-Mass det. time= 503.1 min ( 1,266.3 - 763.1 ) Volume Invert Avail.Storage Storage Description #1 941.00'56,278 cf Custom Stage Data (Prismatic) Listed below (Recalc) #2 939.50'3,752 cf Custom Stage Data (Prismatic) Listed below (Recalc) 9,381 cf Overall x 40.0% Voids 60,030 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 941.00 6,245 0 0 946.00 13,555 49,500 49,500 946.50 13,555 6,778 56,278 Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 939.50 6,254 0 0 941.00 6,254 9,381 9,381 Device Routing Invert Outlet Devices #1 Primary 939.50'16.0" Round Culvert L= 100.0' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 939.50' / 0.00' S= 9.3950 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.40 sf #2 Device 1 945.40'48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 939.50'6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 3 939.50'1.600 in/hr Exfiltration over Surface area Primary OutFlow Max=20.02 cfs @ 12.10 hrs HW=946.00' (Free Discharge) 1=Culvert (Passes 20.02 cfs of 22.15 cfs potential flow) 2=Orifice/Grate (Weir Controls 19.28 cfs @ 2.54 fps) 3=Orifice/Grate (Passes 0.73 cfs of 2.36 cfs potential flow) 4=Exfiltration (Exfiltration Controls 0.73 cfs) Type II 24-hr 100-YR Rainfall=7.21"PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 68HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Pond 2P: BMP 2 Inflow Primary Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow(cfs)50 45 40 35 30 25 20 15 10 5 0 Inflow Area=5.143 ac Peak Elev=946.01' Storage=53,393 cf 47.22 cfs 20.33 cfs Pond 2P: BMP 2 Surface Storage Stage-Area-Storage Storage (cubic-feet) 60,00055,00050,00045,00040,00035,00030,00025,00020,00015,00010,0005,0000 Surface/Horizontal/Wetted Area (sq-ft) 18,00016,00014,00012,00010,0008,0006,0004,0002,0000 Elevation(feet)946 945 944 943 942 941 940 Custom Stage Data Custom Stage Data Type II 24-hr 100-YR Rainfall=7.21"PROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates Page 69HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 2P: BMP 2 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 939.50 6,254 0 939.60 6,254 250 939.70 6,254 500 939.80 6,254 750 939.90 6,254 1,001 940.00 6,254 1,251 940.10 6,254 1,501 940.20 6,254 1,751 940.30 6,254 2,001 940.40 6,254 2,251 940.50 6,254 2,502 940.60 6,254 2,752 940.70 6,254 3,002 940.80 6,254 3,252 940.90 6,254 3,502 941.00 12,499 3,752 941.10 12,645 4,384 941.20 12,791 5,031 941.30 12,938 5,692 941.40 13,084 6,367 941.50 13,230 7,058 941.60 13,376 7,763 941.70 13,522 8,482 941.80 13,669 9,216 941.90 13,815 9,965 942.00 13,961 10,728 942.10 14,107 11,506 942.20 14,253 12,299 942.30 14,400 13,106 942.40 14,546 13,928 942.50 14,692 14,765 942.60 14,838 15,616 942.70 14,984 16,481 942.80 15,131 17,362 942.90 15,277 18,257 943.00 15,423 19,166 943.10 15,569 20,091 943.20 15,715 21,029 943.30 15,862 21,983 943.40 16,008 22,951 943.50 16,154 23,934 943.60 16,300 24,931 943.70 16,446 25,943 943.80 16,593 26,969 943.90 16,739 28,011 944.00 16,885 29,066 944.10 17,031 30,137 944.20 17,177 31,222 944.30 17,324 32,321 944.40 17,470 33,436 944.50 17,616 34,565 944.60 17,762 35,708 944.70 17,908 36,866 944.80 18,055 38,039 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 944.90 18,201 39,226 945.00 18,347 40,428 945.10 18,493 41,645 945.20 18,639 42,876 945.30 18,786 44,122 945.40 18,932 45,383 945.50 19,078 46,658 945.60 19,224 47,947 945.70 19,370 49,252 945.80 19,517 50,571 945.90 19,663 51,904 946.00 19,809 53,252 946.10 19,809 54,608 946.20 19,809 55,963 946.30 19,809 57,319 946.40 19,809 58,674 946.50 19,809 60,030 Table of ContentsPROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC TABLE OF CONTENTS Project Reports 1 Routing Diagram 2 Rainfall Events Listing 3 Area Listing (all nodes) 4 Soil Listing (all nodes) 5 Ground Covers (all nodes) 6 Pipe Listing (all nodes) 2-yr Event 7 Subcat 1: DA-1 8 Subcat 2: DA-2 9 Subcat 3: DA-3 ALL PERVIOUS 10 Subcat 3A: DA-3 HALF PAVEMENT 11 Subcat 3B: DA-3 HALF PAVEMENT 12 Subcat 4: DA-4 13 Subcat 5: DA-5 14 Subcat 6: DA-6 15 Subcat 7: DA-7 16 Subcat 8: DA-8 17 Subcat 9: DA-9 18 Reach 2R: TOTAL OUTFALL 19 Reach 5R: SOUTH OFFSITE 20 Reach 6R: EXISTING POND 21 Reach 8R: TOTAL OFFSITE 22 Pond 1P: BMP 1 25 Pond 2P: BMP 2 10-YR Event 28 Subcat 1: DA-1 29 Subcat 2: DA-2 30 Subcat 3: DA-3 ALL PERVIOUS 31 Subcat 3A: DA-3 HALF PAVEMENT 32 Subcat 3B: DA-3 HALF PAVEMENT 33 Subcat 4: DA-4 34 Subcat 5: DA-5 35 Subcat 6: DA-6 36 Subcat 7: DA-7 37 Subcat 8: DA-8 38 Subcat 9: DA-9 39 Reach 2R: TOTAL OUTFALL 40 Reach 5R: SOUTH OFFSITE 41 Reach 6R: EXISTING POND 42 Reach 8R: TOTAL OFFSITE 43 Pond 1P: BMP 1 46 Pond 2P: BMP 2 Table of ContentsPROPOSED Printed 7/28/2022Prepared by Kimley-Horn & Associates HydroCAD® 10.20-2b s/n 02344 © 2021 HydroCAD Software Solutions LLC 100-YR Event 49 Subcat 1: DA-1 50 Subcat 2: DA-2 51 Subcat 3: DA-3 ALL PERVIOUS 52 Subcat 3A: DA-3 HALF PAVEMENT 53 Subcat 3B: DA-3 HALF PAVEMENT 54 Subcat 4: DA-4 55 Subcat 5: DA-5 56 Subcat 6: DA-6 57 Subcat 7: DA-7 58 Subcat 8: DA-8 59 Subcat 9: DA-9 60 Reach 2R: TOTAL OUTFALL 61 Reach 5R: SOUTH OFFSITE 62 Reach 6R: EXISTING POND 63 Reach 8R: TOTAL OFFSITE 64 Pond 1P: BMP 1 67 Pond 2P: BMP 2 Oak Park Heights Multifamily Housing Stormwater Report – Oak Park Heights, MN Page 10 Appendix 2. Geotechnical Report Geotechnical Evaluation Report Oak Park Heights Site Parcel 05.029.02.13.0010 Oak Park Heights, Minnesota Prepared for Senior Housing Partners, LLC Professional Certification: I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly licensed Professional Engineer under the laws of the State of Minnesota. Nathan L. McKinney, PE Vice President, Principal Engineer License Number: 45791 July 25, 2022 Project B2203733 Braun Intertec Corporation AA/EOE Braun Intertec Corporation 11001 Hampshire Avenue S Minneapolis, MN 55438 Phone: 952.995.2000 Fax: 952.995.2020 Web: braunintertec.com July 25, 2022 Project B2203733 Mr. Kevin Lohry Senior Housing Partners, LLC 2845 Hamline Ave N Suite 100 Roseville, MN 55113 Re: Geotechnical Evaluation Oak Park Heights Site Parcel 05.029.20.13.0010 Oak Park Heights, Minnesota Dear Mr. Lohry: We are pleased to present this Geotechnical Evaluation Report for the proposed senior living development in Oak Park Heights, Minnesota. Thank you for making Braun Intertec your geotechnical consultant for this project. If you have questions about this report, or if there are other services that we can provide in support of our work to date, please contact Kat Hetico at 952.995.2271 (khetico@braunintertec.com) or Nate McKinney at 952.995.2228 (nmckinney@braunintertec.com). Sincerely, BRAUN INTERTEC CORPORATION Katrina G. Hetico, EIT Staff Engineer Nathan L. McKinney, PE Vice President, Principal Engineer c: Mr. Sam Jagodzinski, Senior Housing Partners, LLC Table of Contents Description Page A. Introduction ...................................................................................................................................... 1 A.1. Project Description .............................................................................................................. 1 A.2. Site Conditions and History ................................................................................................. 2 A.3. Purpose ................................................................................................................................ 4 A.4. Background Information and Reference Documents .......................................................... 4 A.5. Scope of Services ................................................................................................................. 5 B. Results .............................................................................................................................................. 6 B.1. Geologic Overview .............................................................................................................. 6 B.2. Boring Results ...................................................................................................................... 6 B.3. Groundwater ....................................................................................................................... 7 B.4. Laboratory Test Results ....................................................................................................... 7 C. Recommendations ........................................................................................................................... 8 C.1. Design and Construction Discussion ................................................................................... 8 C.1.a. Building Subgrade Preparation .............................................................................. 8 C.1.b. Reuse of On-Site Soils ............................................................................................. 8 C.1.c. Construction Disturbance....................................................................................... 9 C.2. Site Grading and Subgrade Preparation .............................................................................. 9 C.2.a. Building Subgrade Excavations ............................................................................... 9 C.2.b. Excavation Oversizing ........................................................................................... 10 C.2.c. Excavated Slopes .................................................................................................. 11 C.2.d. Excavation Dewatering ......................................................................................... 11 C.2.e. Pavement and Exterior Slab Subgrade Preparation ............................................. 11 C.2.f. Pavement Subgrade Proofroll .............................................................................. 12 C.2.g. Engineered Fill Materials and Compaction .......................................................... 12 C.2.h. Special Inspections of Soils ................................................................................... 13 C.3. Spread Footings ................................................................................................................. 14 C.4. Interior Slabs ..................................................................................................................... 14 C.4.a. Subgrade Modulus ............................................................................................... 14 C.4.b. Moisture Vapor Protection .................................................................................. 15 C.5. Frost Protection ................................................................................................................. 15 C.5.a. General ................................................................................................................. 15 C.5.b. Frost Heave Mitigation ......................................................................................... 15 C.6. Pavements and Exterior Slabs ........................................................................................... 17 C.6.a. Design Sections .................................................................................................... 17 C.6.b. Concrete Pavements ............................................................................................ 18 C.6.c. Bituminous Pavement Materials .......................................................................... 18 C.6.d. Subgrade Drainage ............................................................................................... 18 C.6.e. Performance and Maintenance ........................................................................... 18 C.7. Utilities .............................................................................................................................. 19 C.7.a. Subgrade Stabilization .......................................................................................... 19 C.7.b. Corrosion Potential .............................................................................................. 19 C.8. Stormwater........................................................................................................................ 19 C.9. Equipment Support ........................................................................................................... 20 D. Procedures...................................................................................................................................... 20 Table of Contents Description Page D.1. Penetration Test Borings ................................................................................................... 20 D.2. Exploration Logs ................................................................................................................ 21 D.2.a. Log of Boring Sheets ............................................................................................. 21 D.2.b. Geologic Origins ................................................................................................... 21 D.3. Material Classification and Testing ................................................................................... 21 D.3.a. Visual and Manual Classification .......................................................................... 21 D.3.b. Laboratory Testing ............................................................................................... 21 D.4. Groundwater Measurements ............................................................................................ 22 E. Qualifications .................................................................................................................................. 22 E.1. Variations in Subsurface Conditions .................................................................................. 22 E.1.a. Material Strata ..................................................................................................... 22 E.1.b. Groundwater Levels ............................................................................................. 22 E.2. Continuity of Professional Responsibility .......................................................................... 23 E.2.a. Plan Review .......................................................................................................... 23 E.2.b. Construction Observations and Testing ............................................................... 23 E.3. Use of Report..................................................................................................................... 23 E.4. Standard of Care ................................................................................................................ 23 Appendix Soil Boring Location Sketch Fence Diagrams Log of Boring Sheets ST-1 through ST-21 Descriptive Terminology of Soil A. Introduction A.1. Project Description This Geotechnical Evaluation Report addresses the design and construction of the proposed Presbyterian Homes Senior Living Development, located at the Oak Park Heights site in Oak Park Heights, Minnesota. The project will include the construction of up to three senior housing buildings with four levels above grade. At this stage, only the northernmost building is advancing with design. The northernmost building is anticipated to have a footprint of approximately 17,000 square feet. In addition to the buildings, associated sitework includes an expansion of the existing parking lot to the east as well as future parking lots and drive lanes, underground utilities, and stormwater ponds on the west and north sides of the property. Table 1 provides project details. Table 1. Building Description Aspect Description Below grade levels 0 (Provided) Above grade levels 4 (Provided) Lowest level floor elevation (northern building) 951.75 (Provided) Column loads (kips) 400 (Assumed) Wall loads (kips) 6-8 (Assumed) Nature of construction Cast-in-place concrete footings and wood framing (Assumed) Cuts and fills for northern building Cuts up to 1 foot Fills up to 2 feet Tolerable building settlement Less than 1 inch (Assumed) Assumed pavement loads Light-Duty: 50,000 ESALs* Medium-Duty: 100,000 ESALs* *Equivalent 18,000-lb single axle loads based on 20-year design. Senior Housing Partners, LLC Project B2203733 July 25, 2022 Page 2 The figure below shows an illustration of the proposed development site layout. Figure 1. Proposed Development Site Layout Figure provided by BKV Group dated March 31, 2022. We have described our understanding of the proposed construction and site to the extent others reported it to us. Depending on the extent of available information, we may have made assumptions based on our experience with similar projects. If we have not correctly recorded or interpreted the project details, the project team should notify us. New or changed information could require additional evaluation, analyses and/or recommendations. A.2. Site Conditions and History The project site is the parcel bounded by 58th Street North on the west and south, Nova Scotia Avenue on the east, and existing Walmart and Lowe’s buildings to the north. Currently the site is developed with a parking lot in the center of the parcel with various sidewalks and the remaining land is undeveloped with a heavily wooded area on the east end of the site. Photograph 1 shows the current state of the site with the parcel outlined in red. Senior Housing Partners, LLC Project B2203733 July 25, 2022 Page 3 Photograph 1. Aerial Photograph of the Site in 2022 Photograph provided by Google Earth dated July, 2022. Current grades range from 949 to 958. Generally, the site is the highest on the east and slopes to the west. Elevations are largely flat in the central to western portion of the site. Historically, farmland impacted the site based on historic aerial images. Construction for the current Walmart building appears to have began in 1992 with the building being completed by at least 1997. As shown in Photograph 2 below, you will note 58th Street North was installed along the west and south borders of the site while the actual parcel remained undeveloped. Senior Housing Partners, LLC Project B2203733 July 25, 2022 Page 4 Photograph 2. Aerial Photograph of the Site in 2000 Photograph provided by HIG. A.3. Purpose The purpose of our geotechnical evaluation will be to characterize subsurface geologic conditions at selected exploration locations, evaluate their impact on the project, and provide geotechnical recommendations for the design and construction of structures, utilities, stormwater features, and pavements. A.4. Background Information and Reference Documents We reviewed the following information: ▪ Historical aerial photographs from the site from HIG. ▪ Preliminary Site Exterior Concept Plans prepared by BKV Group, dated May 31, 2022. Senior Housing Partners, LLC Project B2203733 July 25, 2022 Page 5 ▪ Geologic atlas showing the general soil types present in the areas. Specifically, we reviewed the Minnesota Geological Survey, County Atlas Survey, Atlas C-5, Plate 3, Surficial Geology. A.5. Scope of Services We performed our scope of services for the project in accordance with our Proposal for Geotechnical Evaluation to Senior Housing Partners, LLC., dated April 14, 2022, and authorized on April 29, 2022. The following list describes the geotechnical tasks completed in accordance with our authorized scope of services. ▪ Reviewing the background information and reference documents previously cited. ▪ Staking and clearing the exploration location of underground utilities. We selected and staked the new exploration locations. We acquired the surface elevations and locations with GPS technology using the State of Minnesota’s permanent GPS base station network. The Soil Boring Location Sketch included in the Appendix shows the approximate locations of the borings. ▪ Performing 21 standard penetration test (SPT) borings, denoted as ST-1 to ST-21, to nominal depths of 5 to 20 feet below grade across the site. ▪ Performing laboratory testing on select samples to aid in soil classification and engineering analysis. ▪ Preparing this report containing a boring location sketch, logs of soil borings, a summary of the soils encountered, results of laboratory tests, and recommendations for structure and pavement subgrade preparation and the design of foundations, floor slabs, exterior slabs, utilities, stormwater improvements and pavements. We performed this geotechnical evaluation concurrently with a Phase I Environmental Assessment (ESA) which we will submit separately. The project team should review the Phase I ESA report in conjunction with this geotechnical evaluation report to understand both the geotechnical and environmental aspects of the site and how they may impact one another. Senior Housing Partners, LLC Project B2203733 July 25, 2022 Page 6 B. Results B.1. Geologic Overview We based the geologic origins used in this report on the soil types, in-situ and laboratory testing, and available common knowledge of the geological history of the site. Because of the complex depositional history, geologic origins can be difficult to ascertain. We did not perform a detailed investigation of the geologic history for the site. B.2. Boring Results Table 2 provides a summary of the soil boring results, in the general order we encountered the strata. Please refer to the Log of Boring sheets in the Appendix for additional details. The Descriptive Terminology sheet in the Appendix includes definitions of abbreviations used in Table 2. Table 2. Subsurface Profile Summary* Strata Soil Type - ASTM Classification Range of Penetration Resistances Commentary and Details Pavement section --- --- ▪ Only Borings ST-17 and ST-18 were performed over pavement. ▪ Pavement section: 4 to 5 inches of bituminous over fill. Topsoil/ Topsoil fill SP-SM, SM, CL --- ▪ Topsoil was generally silty sand (SM). ▪ Dark brown to black. ▪ Thicknesses at boring locations was typically 1/2 foot or less but occasionally up to 4 feet. ▪ Moisture condition generally moist. Fill SP-SM, SM, SC, CL 8 to 23 BPF ▪ Moisture condition generally moist. ▪ Encountered in Borings ST-5, ST-6, ST-13, ST-16, ST-17, and ST-18. ▪ Depth of fill was about 4 feet when encountered with ST-5 and ST-6 extending to 7 feet indicating potential deepest fills in the footprint of the proposed south building. ▪ Existing fill contained variable amounts of gravel and some brick debris. SP, SP-SM, SM 7 to 44 BPF ▪ Intermixed layers of glacial outwash and till. Senior Housing Partners, LLC Project B2203733 July 25, 2022 Page 7 Strata Soil Type - ASTM Classification Range of Penetration Resistances Commentary and Details Glacial deposits SC, CL, ML, CL- ML 4 to 21 BPF ▪ Frequent silty sand and silt seams in the poorly graded sand. ▪ Frequent silty lenses in the lean clay. ▪ Brown and reddish brown in color. ▪ Variable amounts of gravel; may contain cobbles and boulders. ▪ Moisture condition generally moist. *Abbreviations defined in the attached Descriptive Terminology sheet. For simplicity in this report, we define existing fill to mean existing, uncontrolled or undocumented fill. B.3. Groundwater We did not observe groundwater while advancing our borings. Therefore, it appears that groundwater is below the depths explored. Project planning should anticipate seasonal and annual fluctuations of groundwater. B.4. Laboratory Test Results The boring logs show the results of laboratory testing we performed, next to the tested sample depth. The Appendix contains the results of these tests. The moisture content of the native sands varied from approximately 4 to 16 percent, indicating that the material was at or below its probable optimum moisture content. Moisture content typically increased with depth. Soils expected to be removed and reused as fill are likely below optimum moisture and will likely require moisture conditioning. The moisture content of the native clays and silts varied from approximately 11 to 23 percent, indicating that the materials were below or near their estimated optimum moisture contents and will likely require moisture conditioning. Our mechanical analyses indicated that the native sands contained 5 to 24 percent silt and clay by weight indicating the sands ranged from poorly graded sand to silty sands. Senior Housing Partners, LLC Project B2203733 July 25, 2022 Page 8 Our mechanical analyses indicated that the sandy silt contained 62 to 76 percent silt and clay by weight. Liquid limits determined for the glacial clay soils ranged from 22 to 24; plastic limits were 17. These results indicate that the soil is a silty clay. C. Recommendations C.1. Design and Construction Discussion C.1.a. Building Subgrade Preparation The near surface soils on this site are highly silty in nature. In places, they may currently be stable enough to support the proposed construction, but soils of this type are highly sensitive to disturbance from construction traffic, which decreases their load carrying capacity. This typically requires a shallow over excavation (1 to 2 feet) and replacement to protect the condition of the soils during construction. In addition, a few of the borings encountered a layer of fill, and soft or loose glacial soils at anticipated footing elevations. These soils are not considered suitable for foundation support and should be removed and replaced. In addition, any demolished structures and/or abandoned utility lines and associated trenches will need to have soil conditions assessed and improved as needed for support of future structures. Once the site has been prepared as recommended, we anticipate the proposed new structures may be supported using conventional spread footing foundations and ground supported slabs. C.1.b. Reuse of On-Site Soils As these will be slab-on-grade buildings, the majority of the soils to be reused as fill on site may come from the stormwater pond excavations. The on-site granular soils free of organic material may be considered for reuse as engineered fill, provided they can be compacted. The on-site clay soils will be difficult to compact. While they can be reused in places, their applications for reuse are limited and reuse will be difficult as the need for moisture conditioning is likely. We do not recommend reusing the sandy silt (ML) as engineered fill due to the moisture sensitivity and stability issues. Moisture conditioning of on-site soils should be anticipated. Senior Housing Partners, LLC Project B2203733 July 25, 2022 Page 9 C.1.c. Construction Disturbance As native clays and silts will be present at the base of excavations, these exposed soils are very sensitive to disturbance, especially when wet. Contractors should select equipment and construction techniques that minimize soil disturbance. Soils that become disturbed and cannot be compacted should be replaced with clean sand or crushed rock without fines. It may be necessary to place a working surface of rock in excavations to reduce soils’ disturbance from construction traffic. Some contingencies should be provided in project budgeting for using these imported materials in the excavation process. C.2. Site Grading and Subgrade Preparation C.2.a. Building Subgrade Excavations We recommend removing unsuitable materials from within the building pad and oversize zones. We define unsuitable materials as existing fill, frozen materials, organic soils, existing structures, existing utilities, vegetation, and soft/loose soils. Table 3 shows the anticipated excavation depths and bottom elevations for each of the soil borings. Table 3. Building Excavation Depths Location Approximate Surface Elevation (ft) Anticipated Excavation Depth (ft) Anticipated Bottom Elevation (ft) Anticipated Depth Below Floor (951.75) (ft) ST-1 949.6 1/2* 949 3 ST-2 950.2 4 946 6 ST-3 952.2 4 948 4 ST-4 951.3 4 947 5 ST-5 950.8 7 943 1/2 Unknown ST-6 952.5 7 945 1/2 Unknown ST-7 958.2 7 951 Unknown ST-8 954.2 1/2 954 Unknown ST-9 955.5 4 951 1/2 Unknown ST-10 957.4 1/2 957 Unknown *The soils at footing and slab grade in this boring are currently competent for building support but are easily disturbed and weakened. We recommend budgeting for 1 to 2 feet of over excavation and replacement with imported sand. Senior Housing Partners, LLC Project B2203733 July 25, 2022 Page 10 Excavation depths will vary between the borings. Portions of the excavations may also extend deeper than indicated by the borings. A geotechnical representative should observe the excavations to make the necessary field judgments regarding the suitability of the exposed soils. C.2.b. Excavation Oversizing When removing unsuitable materials below structures or pavements, we recommend the excavation extend outward and downward at a slope of 1H:1V (horizontal:vertical) or flatter. See Figure 2 for an illustration of excavation oversizing. Figure 2. Generalized Illustration of Oversizing 1. Engineered fill as defined in C.2.g 2. Excavation oversizing minimum of 1 to 1 (horizontal to vertical) slope or flatter 3. Engineered fill as required to meet pavement support or landscaping requirements as defined in C.2.g 4. Backslope to OSHA requirements Senior Housing Partners, LLC Project B2203733 July 25, 2022 Page 11 C.2.c. Excavated Slopes Based on the borings, we anticipate on-site soils in excavations will consist largely of granular or silty soils. These soils are typically considered Type C Soil under OSHA (Occupational Safety and Health Administration) guidelines. OSHA guidelines indicate unsupported excavations in Type C soils should have a gradient no steeper than 1 1/2H:1V. Slopes constructed in this manner may still exhibit surface sloughing. OSHA requires an engineer to evaluate slopes or excavations over 20 feet in depth. An OSHA-approved qualified person should review the soil classification in the field. Excavations must comply with the requirements of OSHA 29 CFR, Part 1926, Subpart P, “Excavations and Trenches.” This document states excavation safety is the responsibility of the contractor. The project specifications should reference these OSHA requirements. C.2.d. Excavation Dewatering While the building excavations are not anticipated to encounter regional groundwater, perched water, rainfall, or surface runoff may collect in the open excavations. We recommend removing groundwater from the excavations. Project planning should include temporary sumps and pumps for to remove water within the excavation if exposed to rainfall or surface runoff. C.2.e. Pavement and Exterior Slab Subgrade Preparation We recommend the following steps for pavement and exterior slab subgrade preparation. Note that project planning may need to require additional subcuts to limit frost heave. 1. Strip unsuitable soils consisting of topsoil, organic soils, peat, vegetation, existing structures and pavements from the area, within 3 feet of the surface of the proposed pavement grade. 2. Have a geotechnical representative observe the excavated subgrade to evaluate if additional subgrade improvements are necessary. 3. Slope subgrade soils to areas of sand or drain tile to allow the removal of accumulating water. 4. Surface compact to at least 95 percent of standard Proctor density at depth deeper than 3 feet and to at least 100 percent of standard Proctor density within the upper 3 feet of the pavement section. Senior Housing Partners, LLC Project B2203733 July 25, 2022 Page 12 5. Place pavement engineered fill to grade and compact in accordance with Section C.2 to bottom of pavement and exterior slab section. See Section C.5 for additional considerations related to frost heave. 6. Proofroll the pavement or exterior slab subgrade as described in Section C.2.f. C.2.f. Pavement Subgrade Proofroll After preparing the subgrade as described above and prior to the placement of the aggregate base, we recommend proofrolling the subgrade soils with a fully loaded tandem-axle truck. We also recommend having a geotechnical representative observe the proofroll. Areas that fail the proofroll likely indicate soft or weak areas that will require additional soil correction work to support pavements. The contractor should correct areas that display excessive yielding or rutting during the proofroll, as determined by the geotechnical representative. Possible options for subgrade correction include moisture conditioning and recompaction, subcutting and replacement with soil or crushed aggregate, chemical stabilization and/or geotextiles. We recommend performing a second proofroll after the aggregate base material is in place, and prior to placing bituminous or concrete pavement. C.2.g. Engineered Fill Materials and Compaction Table 4 below contains our recommendations for engineered fill materials. Table 4. Engineered Fill Materials* Locations To Be Used Engineered Fill Classification Possible Soil Type Descriptions Gradation Additional Requirements ▪ Below foundations ▪ Below interior slabs Structural fill SP, SP-SM, SM 100% passing 2-inch sieve < 30% passing #200 sieve < 2% Organic Content (OC) ▪ Drainage layer ▪ Non-frost- susceptible ▪ Free-draining ▪ Non-frost- susceptible fill GP, GW, SP, SW 100% passing 1-inch sieve < 50% passing #40 sieve < 5% passing #200 sieve < 2% OC Pavements Pavement fill SP, SP-SM, SM, SC, CL 100% passing 3-inch sieve < 2% OC Plasticity Index < 15% Below landscaped surfaces, where subsidence is not a concern Non-structural fill --- 100% passing 6-inch sieve < 10% OC *More select soils comprised of coarse sands with < 5% passing #200 sieve may be needed to accommodate work occurring in periods of wet or freezing weather. Senior Housing Partners, LLC Project B2203733 July 25, 2022 Page 13 We recommend spreading engineered fill in loose lifts of approximately 12 inches thick. We recommend compacting engineered fill in accordance with the criteria presented below in Table 5. The project documents should specify relative compaction of engineered fill, based on the structure located above the engineered fill, and vertical proximity to that structure. Table 5. Compaction Recommendations Summary Reference Relative Compaction, percent (ASTM D698 – Standard Proctor) Moisture Content Variance from Optimum, percentage points < 12% Passing #200 Sieve (typically SP, SP-SM) > 12% Passing #200 Sieve (typically CL, SC, ML, SM) Below foundations and oversizing zones 98 ±3 -1 to +3 Below interior slabs 98 ±3 -1 to +3 Within 3 feet of pavement subgrade 100 ±3 -2 to +1 More than 3 feet below pavement subgrade 95 ±3 -1 to +3 Below landscaped surfaces 90 ±5 ±4 *Increase compaction requirement to meet compaction required for structure supported by this engineered fill. The project documents should not allow the contractor to use frozen material as engineered fill or to place engineered fill on frozen material. Frost should not penetrate under foundations during construction. We recommend performing density tests in engineered fill to evaluate if the contractors are effectively compacting the soil and meeting project requirements. C.2.h. Special Inspections of Soils We recommend including the site grading and placement of engineered fill within the building pad under the requirements of Special Inspections, as provided in Chapter 17 of the International Building Code, which is part of the Minnesota State Building Code. Special Inspection requires observation of soil conditions below engineered fill or footings, evaluations to determine if excavations extend to the anticipated soils, and if engineered fill materials meet requirements for type of engineered fill and compaction condition of engineered fill. A licensed geotechnical engineer should direct the Special Senior Housing Partners, LLC Project B2203733 July 25, 2022 Page 14 Inspections of site grading and engineered fill placement. The purpose of these Special Inspections is to evaluate whether the work is in accordance with the approved Geotechnical Report for the project. Special Inspections should include evaluation of the subgrade, observing preparation of the subgrade (surface compaction or dewatering, excavation oversizing, placement procedures and materials used for engineered fill, etc.) and compaction testing of the engineered fill. C.3. Spread Footings Table 6 below contains our recommended parameters for foundation design of the northern building. We should be consulted for foundation design of the remaining buildings once the design has progressed and slab elevations and building loads are better understood. Table 6. Recommended Spread Footing Design Parameters Item Description Maximum net allowable bearing pressure (psf) 4,000 Minimum factor of safety for bearing capacity failure 3.0 Minimum width 3 feet – Interior Column Pads 2 feet – Perimeter Wall Footings Minimum embedment below final exterior grade for heated structures (inches) 42 Minimum embedment below final exterior grade for unheated structures or for footings not protected from freezing temperatures during construction (inches) 60 Total estimated settlement (inches) Less than 1 inch Differential settlement Typically about 2/3 of total settlement* *Actual differential settlement amounts will depend on final loads and foundation layout. We can evaluate differential settlement based on final foundation plans and loadings. C.4. Interior Slabs C.4.a. Subgrade Modulus The anticipated floor subgrade is anticipated to be highly variable. For the north building, on-site stiff clays and silts will be covered with engineered sand to grade to support the slab. We recommend using a modulus of subgrade reaction, k, of 150 pounds per square inch per inch of deflection (pci) to design the Senior Housing Partners, LLC Project B2203733 July 25, 2022 Page 15 slab. If the slab design requires placing 6 inches of compacted crushed aggregate base immediately below the slab, the slab design may increase the k-value by 50 pci. We recommend that the aggregate base materials be free of bituminous. In addition to improving the modulus of subgrade reaction, an aggregate base facilitates construction activities and is less weather sensitive. C.4.b. Moisture Vapor Protection Excess transmission of water vapor could cause floor dampness, certain types of floor bonding agents to separate, or mold to form under floor coverings. If project planning includes using floor coverings or coatings, we recommend placing a vapor retarder or vapor barrier immediately beneath the slab. We also recommend consulting with floor covering manufacturers regarding the appropriate type, use and installation of the vapor retarder or barrier to preserve warranty assurances. C.5. Frost Protection C.5.a. General We anticipate a highly variable subgrade will underlie exterior slabs, as well as pavements. Therefore, we expect a combination of both granular soils (SP, SP-SM, SM) and clayey/silty soils (SC, CL, ML) will underline exterior slabs and pavements. We consider the silty sands, and clayey and silty soils to be moderately to highly frost susceptible. Soils of this type can retain moisture and heave upon freezing. In general, this characteristic is not an issue unless these soils become saturated, due to surface runoff or infiltration, or are excessively wet in situ. Once frozen, unfavorable amounts of general and isolated heaving of the soils and the surface structures supported on them could develop. This type of heaving could affect design drainage patterns and the performance of exterior slabs and pavements, as well as any isolated exterior footings and piers. Note that general runoff and infiltration from precipitation are not the only sources of water that can saturate subgrade soils and contribute to frost heave. Roof drainage and irrigation of landscaped areas in close proximity to exterior slabs, pavements, and isolated footings and piers, contribute as well. C.5.b. Frost Heave Mitigation To address most of the heave related issues, we recommend setting general site grades and grades for exterior surface features to direct surface drainage away from buildings, across large paved areas and away from walkways. Such grading will limit the potential for saturation of the subgrade and subsequent heaving. General grades should also have enough “slope” to tolerate potential larger areas of heave, which may not fully settle after thawing. Senior Housing Partners, LLC Project B2203733 July 25, 2022 Page 16 Even small amounts of frost-related differential movement at walkway joints or cracks can create tripping hazards. Project planning can explore several subgrade improvement options to address this condition. One of the more conservative subgrade improvement options to mitigate potential heave is removing any frost-susceptible soils present below the exterior slab areas down to a minimum depth of 5 feet below subgrade elevations. We recommend filling the resulting excavation with non-frost-susceptible fill. We also recommend sloping the bottom of the excavation toward one or more collection points to remove any water entering the engineered fill. This approach will not be effective in controlling frost heave without removing the water. An important geometric aspect of the excavation and replacement approach described above is sloping the banks of the excavations to create a more gradual transition between the unexcavated soils considered frost susceptible and the engineered fill in the excavated area, which is not frost susceptible. The slope allows attenuation of differential movement that may occur along the excavation boundary. We recommend slopes that are 3H:1V, or flatter, along transitions between frost-susceptible and non- frost-susceptible soils. Figure 3 shows an illustration summarizing some of the recommendations. Figure 3. Frost Protection Geometry Illustration Senior Housing Partners, LLC Project B2203733 July 25, 2022 Page 17 Another option is to limit frost heave in critical areas, such as doorways and entrances, via frost-depth footings or localized excavations with sloped transitions between frost-susceptible and non-frost- susceptible soils, as described above. Over the life of slabs and pavements, cracks will develop and joints will open up, which will expose the subgrade and allow water to enter from the surface and either saturate or perch atop the subgrade soils. This water intrusion increases the potential for frost heave or moisture-related distress near the crack or joint. Therefore, we recommend implementing a detailed maintenance program to seal and/or fill any cracks and joints. The maintenance program should give special attention to areas where dissimilar materials abut one another, where construction joints occur and where shrinkage cracks develop. C.6. Pavements and Exterior Slabs C.6.a. Design Sections Our scope of services for this project did not include laboratory tests on subgrade soils to determine an R-value for pavement design. Based on our experience with similar variable soils (native clays, silts, and engineered sand) anticipated at the pavement subgrade elevation, we recommend pavement design assume an R-value of 12. Note the contractor may need to perform limited removal of unsuitable or less suitable soils to achieve this value. Table 7 provides recommended pavement sections, based on the soils support and traffic loads. We based the concrete pavement designs on a modulus of subgrade reaction (k) of 200 pci. Table 7. Recommended Bituminous Pavement Sections Use Light Duty Medium Duty Concrete Pavement Minimum asphalt thickness (inches) 4 4 1/2 --- Minimum concrete thickness (inches) --- --- 6 Minimum aggregate base thickness (inches) 8 9 6 Senior Housing Partners, LLC Project B2203733 July 25, 2022 Page 18 C.6.b. Concrete Pavements We assumed the concrete pavement sections in Table 7 will have edge support. We recommend placing an aggregate base below the pavement to provide a suitable subgrade for concrete placement, reduce faulting and help dissipate loads. Appropriate mix designs, panel sizing, jointing, doweling and edge reinforcement are critical to performance of rigid pavements. We recommend you contact your civil engineer to determine the final design or consult with us for guidance on these items. C.6.c. Bituminous Pavement Materials Appropriate mix designs are critical to the performance of flexible pavements. We can provide recommendations for pavement material selection during final pavement design if desired. C.6.d. Subgrade Drainage We recommend installing perforated drainpipes throughout pavement areas at low points, around catch basins, and behind curb in landscaped areas. We also recommend installing drainpipes along pavement and exterior slab edges where exterior grades promote drainage toward those edge areas. The contractor should place drainpipes in small trenches, extended at least 8 inches below the granular subbase layer, or below the aggregate base material where no subbase is present. C.6.e. Performance and Maintenance We based the above pavement designs on a 20-year performance life for bituminous and a 35-year life for concrete. This is the amount of time before we anticipate the pavement will require reconstruction. This performance life assumes routine maintenance, such as seal coating and crack sealing. The actual pavement life will vary depending on variations in weather, traffic conditions and maintenance. It is common to place the non-wear course of bituminous and then delay placement of wear course. For this situation, we recommend evaluating if the reduced pavement section will have sufficient structure to support construction traffic. Many conditions affect the overall performance of the exterior slabs and pavements. Some of these conditions include the environment, loading conditions and the level of ongoing maintenance. With regard to bituminous pavements in particular, it is common to have thermal cracking develop within the first few years of placement, and continue throughout the life of the pavement. We recommend developing a regular maintenance plan for filling cracks in exterior slabs and pavements to lessen the potential impacts for cold weather distress due to frost heave or warm weather distress due to wetting and softening of the subgrade. Senior Housing Partners, LLC Project B2203733 July 25, 2022 Page 19 C.7. Utilities C.7.a. Subgrade Stabilization Earthwork activities associated with utility installations located inside the building area should adhere to the recommendations in Section C.2. For exterior utilities, we anticipate the soils at typical invert elevations will be suitable for utility support. However, if construction encounters unfavorable conditions such as soft clay, organic soils or perched water at invert grades, the unsuitable soils may require some additional subcutting and replacement with sand or crushed rock to prepare a proper subgrade for pipe support. Project design and construction should not place utilities within the 1H:1V oversizing of foundations. C.7.b. Corrosion Potential Based on our experience, the soils encountered by the borings are moderately corrosive to metallic conduits, but only marginally corrosive to concrete. We recommend specifying non-corrosive materials or providing corrosion protection, unless project planning chooses to perform additional tests to demonstrate the soils are not corrosive. C.8. Stormwater We estimated infiltration rates for some of the soils we encountered in our soil borings intended for pond areas, as listed in Table 8. These infiltration rates represent the long-term infiltration capacity of a practice and not the capacity of the soils in their natural state. Field testing, such as with a double-ring infiltrometer (ASTM D3385), may justify the use of higher infiltration rates. However, we recommend adjusting field test rates by the appropriate correction factor, as provided for in the Minnesota Stormwater Manual or as allowed by the local watershed. We recommend consulting the Minnesota Stormwater Manual for stormwater design. Table 8. Estimated Design Infiltration Rates Based on Soil Classification Soil Type Infiltration Rate * (inches/hour) Silty sands 0.45 Silts, very fine sands, silty or clayey fine sands 0.2 Clayey sands and clays 0.06 *From Minnesota Stormwater Manual. Rates may differ at individual sites. Senior Housing Partners, LLC Project B2203733 July 25, 2022 Page 20 Fine-grained soils (silts and clays), topsoil or organic matter that mixes into or washes onto the soil will lower the permeability. The contractor should maintain and protect infiltration areas during construction. Furthermore, organic matter and silt washed into the system after construction can fill the soil pores and reduce permeability over time. Proper maintenance is important for long-term performance of infiltration systems. This geotechnical evaluation does not constitute a review of site suitability for stormwater infiltration or evaluate the potential impacts, if any, from infiltration of large amounts of stormwater. C.9. Equipment Support The recommendations included in the report may not be applicable to equipment used for the construction and maintenance of this project. We recommend evaluating subgrade conditions in areas of shoring, scaffolding, cranes, pumps, lifts and other construction equipment prior to mobilization to determine if the exposed materials are suitable for equipment support, or require some form of subgrade improvement. We also recommend project planning consider the effect that loads applied by such equipment may have on structures they bear on or surcharge – including pavements, buried utilities, below-grade walls, etc. We can assist you in this evaluation. D. Procedures D.1. Penetration Test Borings We drilled the penetration test borings with a truck-mounted core and auger drill equipped with hollow- stem auger. We performed the borings in general accordance with ASTM D6151 taking penetration test samples at 2 1/2- or 5-foot intervals in general accordance to ASTM D1586. The boring logs show the actual sample intervals and corresponding depths. We also collected bulk samples of auger cuttings at selected locations for laboratory testing. We sealed penetration test boreholes meeting the Minnesota Department of Health (MDH) Environmental Borehole criteria with an MDH-approved grout. We will forward a sealing record for those boreholes to the Minnesota Department of Health Well Management Section. Senior Housing Partners, LLC Project B2203733 July 25, 2022 Page 21 D.2. Exploration Logs D.2.a. Log of Boring Sheets The Appendix includes Log of Boring sheets for our penetration test borings. The logs identify and describe the penetrated geologic materials, and present the results of penetration resistance and other in-situ tests performed. The logs also present the results of laboratory tests performed on penetration test samples, and groundwater measurements. The Appendix also includes Fence Diagrams intended to provide summarized cross-sectional views of the soil profile across the site. We inferred strata boundaries from changes in the penetration test samples and the auger cuttings. Because we did not perform continuous sampling, the strata boundary depths are only approximate. The boundary depths likely vary away from the boring locations, and the boundaries themselves may occur as gradual rather than abrupt transitions. D.2.b. Geologic Origins We assigned geologic origins to the materials shown on the logs and referenced within this report, based on: (1) a review of the background information and reference documents cited above, (2) visual classification of the various geologic material samples retrieved during the course of our subsurface exploration, (3) penetration resistance testing performed for the project, (4) laboratory test results, and (5) available common knowledge of the geologic processes and environments that have impacted the site and surrounding area in the past. D.3. Material Classification and Testing D.3.a. Visual and Manual Classification We visually and manually classified the geologic materials encountered based on ASTM D2488. When we performed laboratory classification tests, we used the results to classify the geologic materials in accordance with ASTM D2487. The Appendix includes a chart explaining the classification system we used. D.3.b. Laboratory Testing The exploration logs in the Appendix note the results of the laboratory tests performed on geologic material samples. We performed the tests in general accordance with ASTM procedures. Senior Housing Partners, LLC Project B2203733 July 25, 2022 Page 22 D.4. Groundwater Measurements The drillers checked for groundwater while advancing the penetration test borings, and again after auger withdrawal. We then filled the boreholes or allowed them to remain open for an extended period of observation, as noted on the boring logs. E. Qualifications E.1. Variations in Subsurface Conditions E.1.a. Material Strata We developed our evaluation, analyses and recommendations from a limited amount of site and subsurface information. It is not standard engineering practice to retrieve material samples from exploration locations continuously with depth. Therefore, we must infer strata boundaries and thicknesses to some extent. Strata boundaries may also be gradual transitions, and project planning should expect the strata to vary in depth, elevation and thickness, away from the exploration locations. Variations in subsurface conditions present between exploration locations may not be revealed until performing additional exploration work, or starting construction. If future activity for this project reveals any such variations, you should notify us so that we may reevaluate our recommendations. Such variations could increase construction costs, and we recommend including a contingency to accommodate them. E.1.b. Groundwater Levels We made groundwater measurements under the conditions reported herein and shown on the exploration logs, and interpreted in the text of this report. Note that the observation periods were relatively short, and project planning can expect groundwater levels to fluctuate in response to rainfall, flooding, irrigation, seasonal freezing and thawing, surface drainage modifications and other seasonal and annual factors. Senior Housing Partners, LLC Project B2203733 July 25, 2022 Page 23 E.2. Continuity of Professional Responsibility E.2.a. Plan Review We based this report on a limited amount of information, and we made a number of assumptions to help us develop our recommendations. We should be retained to review the geotechnical aspects of the designs and specifications. This review will allow us to evaluate whether we anticipated the design correctly, if any design changes affect the validity of our recommendations, and if the design and specifications correctly interpret and implement our recommendations. E.2.b. Construction Observations and Testing We recommend retaining us to perform the required observations and testing during construction as part of the ongoing geotechnical evaluation. This will allow us to correlate the subsurface conditions exposed during construction with those encountered by the borings and provide professional continuity from the design phase to the construction phase. If we do not perform observations and testing during construction, it becomes the responsibility of others to validate the assumption made during the preparation of this report and to accept the construction-related geotechnical engineer-of-record responsibilities. E.3. Use of Report This report is for the exclusive use of the addressed parties. Without written approval, we assume no responsibility to other parties regarding this report. Our evaluation, analyses and recommendations may not be appropriate for other parties or projects. E.4. Standard of Care In performing its services, Braun Intertec used that degree of care and skill ordinarily exercised under similar circumstances by reputable members of its profession currently practicing in the same locality. No warranty, express or implied, is made. Appendix 945 940 945 940 950 950 950 950 945945 950 95 0 94 5940945945940940 940 945 940945940 945 9409459 4 0 9 4 5 945950950950 95095 0 950 950950 9 4 5 950 950 95095 5 955955 955 95 5 955 955 955 955 955955955955 955955 955 955 955955949 94 9 9 4 8 9 4 7 946 947 946 944943942 941 939 938 937 946 944 943 942 941 939 938 937946 946 947 947 9 4 8 948948947 948 949 951 952 949 951 952 951 951 952 953 9 5 3 952951952953949 953 952951 951 949 948 947 946 944944 946 946 947948 949 9 4 994894 7 946 94 4 94 3 94 2 9 4 1 9 3 9 9 3 8 9 3 794494 3 9 4 2 9 4 1939938937 937 937938939941942 943 946 947 948 949 937 93 7 937 947 947947 948 948948 949 949948 951951 951 951 951 953952 951 952 95194994 8 949 948 94 7 9 4 8 9 4 6 947 9 4 7 949 951 9539 4 9 948 947 954 953 952 952 952 952 956957958 959958957956 954 956 957 959 958 956 95 4 954 954 956 957 95 8 954 957956956954953 954 957 954952953 952 952951 956 957 958 959958 956 952 953 10 FOOT WIDE DRAINAGE AND UTILITY EASEMENT PER DOCUMENT NO. 3104763 ITEM 9 & 1010 10O U T L O T C O A K P A R K C O M M O N S O U T L O T B O U T L O T C O A K P A R K SNOW PILE C C S STST H ACAC H H H DELINEATED WETLAND LOCATION PROVIDED BY KIMLEY-HORN & ASSOCIATES DELINEATED WETLAND CHANNEL LOCATION PROVIDED BY KIMLEY-HORN & ASSOCIATES P O N D WATER ELEVATION = 936.3 AS LOCATED ON MARCH 24, 2022 1 2 " D I P W A T E R M A I N 12" DIP WATERMAIN 12" D I P W A T E R M A I N 8" DIP STUB 12" DIP WATERMAIN 8" DIP WATERMAIN8" DIP STUBSITE BENCHMARK TOP NUT HYDRANT ELEVATION = 954.73 (NAVD88)12" DIP WATERMAIN10" WATERMAIN R.E.=948.0 I.E.=(DEBRIS FILLED) SS-4 R.E.=948.0 I.E.=942.28* SS-3 R.E.=946.3 I.E.=941.99*(NE) I.E.=940.00*(SE) I.E.=939.56*(NW) SS-3A R.E.=946.3 I.E.=942.85 SS-2 R.E.=944.6 I.E.=937.66 SS-1 R.E.=943.2 I.E.=936.0 SS-1A R.E.=943.1 I.E.=837.3(SE) I.E.=837.3(NE) I.E.=836.9(SW) SS-1B R.E.=943.1 I.E.=937.8 R.E.=944.6 I.E.=938.0 18" F.E.S. I.E.=941.4 R.E.=947.5 I.E.=945.0 (W) I.E.=944.6 (S) R.E.=947.6 I.E.=945.1 30" F.E.S. I.E.=934.17 18" R C P 18" R C P 30" R C P SS-6 R.E.=944.4 I.E.=940.4* 12 " R C P 2 4 " RCP 24 " R C P 21" R C P15" RCP15" RCP1 2 " RCP 12" RCP R.E.=945.4 I.E.=N/A R.E.=946.0 I.E.=N/A R.E.=945.7 I.E.=N/A R.E.=947.5 I.E.=N/A R.E.=947.4 I.E.=943.6 R.E.=946.6 I.E.=942.4(SW) I.E.=942.2(SE) R.E.=945.7 I.E.=941.6(NE) I.E.=941.56*(S) 15" R C P 15" R C P R.E.=952.2 I.E.=N/A R.E.=953.5 I.E.=N/A 8" PVC STUB8" PVC SANITARY SEWERR.E.=951.7 I.E.=932.6 O A K P A R K C O M M O N S (N89°44'15"E) (S89°59'10"E)(S01°52'08"E)(S89°42'13"W)(N01°51'57"W)(S89°36'19"E) W A L - M A R T 2 N D A D D I T I O N R L S N O 1 2 5 B O U T W E L L S L A N D I N G (N00°00'50"E)SIGN BASE 80 FOOT WIDE PUBLIC RIGHT OF WAY N O R W I C H A V E N U EN O R T H805 8 T H S T R E E T N O R TH 80 FOOT WIDE PUBLIC RIGHT OF WAY 5 8 T H S T R E E T N O R T H80 FOOT WIDE PUBLIC RIGHT OF WAY N O V A S C O T I A A V E N U E N O RT H100 FOOT WIDE PUBLIC RIGHT OF WAY100 FOOT WIDE PUBLIC RIGHT OF WAY4 24 24 6 10 6 29 SITE BENCHMARK TOP NUT HYDRANT ELEVATION = 954.73 (NAVD88)53.12R=246.00Δ=12°22'19"127.48R=326.00Δ=22°24'19"S0°50'06"W 171.04N89°26'29"W 1129.00 444 . 3 3 R= 4 7 0 . 0 0 Δ= 5 4 ° 0 9 ' 5 9 " 2 1 3 . 3 5 R = 5 5 0 . 0 0 Δ = 2 2 ° 1 3 ' 3 1 " S88°47'03"E 677.46 N1°02'41"W99.23S89°28'31"E 340.41 S89°09'54"E 688.71S1°02'52"E81.90P A R C E L 2 22.7 22.722.722.7 BUILDING HEIGHT = 23.3 FEET BUILDING FOOTPRINT AREA = 516 SQUARE FEET ONE STORY BUILDING ENTRANCE TO UNDERGROUND TUNNEL APPROXIMATE TUNNEL LOCATIONFINISH FLOOR ELEVATION = 950.54 OWNER: WAL-MART REAL ESTATE BUSINESS TRUST 5815 NORELL AVENUE NORTH, CITY OF OAK PARK HEIGHTS TAX PIN 05.029.20.12.0048 OWNER: LOAN HOME CENTERS INC 5888 NOVA SCOTIA AVENUE NORTH, CITY OF OAK PARK HEIGHTS TAX PIN 05.029.20.11.0054 ACCESS SET ST-11 ST-12 ST-13 ST-14 ST-17 ST-5 ST-6 ST-19 ST-18 ST-2 ST-3 ST-1 ST-4 ST-15 ST-16 ST-10 ST-7 ST-8 ST-21 ST-20 ST-9 F:\2022\B2203733\CAD\B2203733.dwg,Geotech,6/20/2022 9:37:19 AMbraunintertec.com 952.995.2000 Minneapolis, MN 55438 11001 Hampshire Avenue S Project No: B2203733 Drawn By: Date Drawn: Checked By: Last Modified:6/20/22 Drawing No: Project Information Drawing Information B2203733 JAG 5/23/22 MPW Oak Park Heights Site Parcel 05.029.20.13.0010 Oak Park Heights, Minnesota Soil Boring Location SketchN DENOTES APPROXIMATE LOCATION OF STANDARD PENETRATION TEST BORING 0 SCALE:1"= 120' 120'60' 953 953 952 952 951 951 950 950 949 949 948 948 947 947 946 946 945 945 944 944 943 943 942 942 941 941 940 940 939 939 938 938 937 937 936 936 935 935 934 934 933 933 932 932 931 931 930 930 929 929928.00 Legend Key Topsoil SC CL ML SP-SM SP SECTION LINE 1 Project ID: Vert. Scale: Hor. Scale: Date: Fence Diagram B2203733 Geotechnical EvaluaƟon 1"=NTS Oak Park Heights Site NTS Parcel 05.029.20.13.0010 06/28/2022 Oak Park Heights, Minnesota WL 0.3 7.0 12.0 21.0 ST-1N 10 14 17 14 14 10 11 WL 0.4 7.0 9.0 12.0 21.0 ST-2N 4 14 12 13 7 8 9 WL 0.3 7.0 9.0 21.0 ST-3N 4 13 17 20 13 11 10 WL 0.5 4.0 21.0 ST-4N 5 17 22 12 12 13 10 959 959 958 958 957 957 956 956 955 955 954 954 953 953 952 952 951 951 950 950 949 949 948 948 947 947 946 946 945 945 944 944 943 943 942 942 941 941 940 940 939 939 938 938 937 937 936 936 935 935 934 934 933 933 932 932 931 931 930 930929.00 Legend Key Topsoil CL SC Fill SM ML SP-SM SP CL-ML SECTION LINE 2 Project ID: Vert. Scale: Hor. Scale: Date: Fence Diagram B2203733 Geotechnical EvaluaƟon 1"=NTS Oak Park Heights Site NTS Parcel 05.029.20.13.0010 06/28/2022 Oak Park Heights, Minnesota WL 0.5 4.0 7.0 21.0 ST-5N 11 15 38 18 15 12 15 WL 2.0 4.0 7.0 21.0 ST-6N 9 8 11 12 12 11 16 WL 4.0 7.0 12.0 21.0 ST-7N 13 4 24 25 8 10 9 WL 0.5 4.0 9.0 12.0 14.5 ST-15N 7 11 15 8 19 WL 0.3 4.0 7.0 9.0 14.5 ST-16N 8 8 13 8 18 WL 0.3 9.0 14.0 21.0 ST-8N 10 9 9 8 8 12 28 WL 4.0 7.0 11.0 21.0 ST-9N 7 14 7 12 9 11 15 WL 0.3 4.0 9.0 14.0 21.0 ST-10N 12 21 18 7 11 44 38 Elev./ Depth ft 949.3 0.3 942.6 7.0 937.6 12.0 928.6 21.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SILTY SAND (SM), fine-grained, brown, moist (TOPSOIL) SANDY SILT (ML), fine-grained, trace Gravel, silty sand layers, brown, moist, loose to medium dense (GLACIAL TILL) POORLY GRADED SAND with SILT (SP-SM), fine to medium-grained, contains lenses of Silt, brown, moist, medium dense (GLACIAL OUTWASH) POORLY GRADED SAND (SP), fine to medium-grained, contains lenses of Silt, reddish brown, moist, loose to medium dense (GLACIAL OUTWASH) END OF BORING Boring then grouted 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 2-3-7 (10) 10" 5-6-8 (14) 12" 6-8-9 (17) 14" 4-6-8 (14) 14" 5-6-8 (14) 16" 4-4-6 (10) 12" 4-5-6 (11) 10" qₚ tsf MC % 13 14 Tests or Remarks P200=10% Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2203733 Geotechnical Evaluation Oak Park Heights Site Parcel 05.029.20.13.0010 Oak Park Heights, Minnesota BORING:ST-1 LOCATION: See attached sketch NORTHING:204430 EASTING:500786 DRILLER:M. Hoppe LOGGED BY:K. Hetico START DATE:06/10/22 END DATE:06/10/22 SURFACE ELEVATION:949.6 ft RIG:7504 METHOD:3 1/4" HSA SURFACING:WEATHER:Clear B2203733 Braun Intertec Corporation Print Date:07/25/2022 ST-1 page 1 of 1 Elev./ Depth ft 949.8 0.4 943.2 7.0 941.2 9.0 938.2 12.0 929.2 21.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SILTY SAND (SM), fine-grained, brown, moist (TOPSOIL) SANDY LEAN CLAY (CL), trace Gravel, brown to tan, moist, soft to stiff (GLACIAL TILL) SANDY SILT (ML), brown, moist, medium dense (GLACIAL TILL) POORLY GRADED SAND with SILT (SP-SM), fine to medium-grained, contains lenses of Silt, brown, moist, medium dense (GLACIAL OUTWASH) POORLY GRADED SAND (SP), fine-grained, tan, moist, loose (GLACIAL OUTWASH) END OF BORING Boring then grouted 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 2-2-2 (4) 10" 5-6-8 (14) 10" 4-5-7 (12) 12" 4-6-7 (13) 12" 2-3-4 (7) 10" 4-4-4 (8) 12" 4-4-5 (9) 14" qₚ tsf MC % 14 Tests or Remarks Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2203733 Geotechnical Evaluation Oak Park Heights Site Parcel 05.029.20.13.0010 Oak Park Heights, Minnesota BORING:ST-2 LOCATION: See attached sketch NORTHING:204362 EASTING:500832 DRILLER:M. Hoppe LOGGED BY:K. Hetico START DATE:06/10/22 END DATE:06/10/22 SURFACE ELEVATION:950.2 ft RIG:7504 METHOD:3 1/4" HSA SURFACING:WEATHER:Clear B2203733 Braun Intertec Corporation Print Date:07/25/2022 ST-2 page 1 of 1 Elev./ Depth ft 951.9 0.3 945.2 7.0 943.2 9.0 931.2 21.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SILTY SAND (SM), fine-grained, brown, moist (TOPSOIL) CLAYEY SAND (SC), trace Gravel, reddish brown, moist, soft to stiff (GLACIAL TILL) SANDY SILT (ML), reddish brown, moist, medium dense (GLACIAL TILL) POORLY GRADED SAND with SILT (SP-SM), fine to medium-grained, contains lenses of Silt, brown, moist, loose to medium dense (GLACIAL OUTWASH) END OF BORING Boring then grouted 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 2-2-2 (4) 14" 4-6-7 (13) 8" 4-8-9 (17) 16" 5-9-11 (20) 18" 4-6-7 (13) 16" 4-5-6 (11) 16" 4-5-5 (10) 12" qₚ tsf MC % 13 7 Tests or Remarks P200=8% Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2203733 Geotechnical Evaluation Oak Park Heights Site Parcel 05.029.20.13.0010 Oak Park Heights, Minnesota BORING:ST-3 LOCATION: See attached sketch NORTHING:204360 EASTING:500966 DRILLER:M. Hoppe LOGGED BY:K. Hetico START DATE:06/10/22 END DATE:06/10/22 SURFACE ELEVATION:952.2 ft RIG:7504 METHOD:3 1/4" HSA SURFACING:WEATHER:Clear B2203733 Braun Intertec Corporation Print Date:07/25/2022 ST-3 page 1 of 1 Elev./ Depth ft 950.8 0.5 947.3 4.0 930.3 21.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SILTY SAND (SM), fine-grained, brown, moist (TOPSOIL) LEAN CLAY (CL), brown, moist, medium (GLACIAL TILL) POORLY GRADED SAND with SILT (SP-SM), fine to medium-grained, trace Gravel, reddish brown, moist, loose to medium dense (GLACIAL OUTWASH) Silt seams at 15 feet END OF BORING Boring then grouted 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 2-2-3 (5) 12" 4-8-9 (17) 12" 5-10-12 (22) 14" 5-6-6 (12) 12" 5-6-6 (12) 14" 5-6-7 (13) 10" 4-5-5 (10) 10" qₚ tsf MC % 4 Tests or Remarks Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2203733 Geotechnical Evaluation Oak Park Heights Site Parcel 05.029.20.13.0010 Oak Park Heights, Minnesota BORING:ST-4 LOCATION: See attached sketch NORTHING:204427 EASTING:500995 DRILLER:M. Hoppe LOGGED BY:K. Hetico START DATE:06/10/22 END DATE:06/10/22 SURFACE ELEVATION:951.3 ft RIG:7504 METHOD:3 1/4" HSA SURFACING:WEATHER:Clear B2203733 Braun Intertec Corporation Print Date:07/25/2022 ST-4 page 1 of 1 Elev./ Depth ft 950.3 0.5 946.8 4.0 943.8 7.0 929.8 21.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) POORLY GRADED SAND with SILT (SP-SM), fine to medium-grained, trace roots, brown, moist (TOPSOIL FILL) FILL: SILTY SAND (SM), fine to medium- grained, dark brown, moist FILL: CLAYEY SAND (SC), with Gravel, brown, moist POORLY GRADED SAND (SP), fine to medium-grained, trace Gravel, contains seams of Silty Sand, brown, moist, medium dense to dense (GLACIAL OUTWASH) END OF BORING Boring then grouted 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 3-5-6 (11) 12" 3-7-8 (15) 10" 6-18-20 (38) 14" 4-8-10 (18) 12" 4-7-8 (15) 12" 3-6-6 (12) 14" 4-6-9 (15) 12" qₚ tsf MC % 11 Tests or Remarks Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2203733 Geotechnical Evaluation Oak Park Heights Site Parcel 05.029.20.13.0010 Oak Park Heights, Minnesota BORING:ST-5 LOCATION: See attached sketch NORTHING:204135 EASTING:500668 DRILLER:M. Hoppe LOGGED BY:K. Hetico START DATE:06/13/22 END DATE:06/13/22 SURFACE ELEVATION:950.8 ft RIG:7504 METHOD:3 1/4" HSA SURFACING:WEATHER:Clear B2203733 Braun Intertec Corporation Print Date:07/25/2022 ST-5 page 1 of 1 Elev./ Depth ft 950.5 2.0 948.5 4.0 945.5 7.0 931.5 21.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) POORLY GRADED SAND with SILT (SP-SM), fine to medium-grained, trace roots, brown (TOPSOIL FILL) FILL: SILTY SAND (SM), trace Gravel, brown, moist FILL: SILTY SAND (SM), fine to medium- grained, dark brown, moist POORLY GRADED SAND (SP), fine to medium-grained, contains seams of Silty Sand, brown, moist, medium dense (GLACIAL OUTWASH) END OF BORING Boring then grouted 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 3-4-5 (9) 10" 3-3-5 (8) 12" 3-5-6 (11) 12" 3-6-6 (12) 14" 5-6-6 (12) 10" 4-5-6 (11) 14" 5-7-9 (16) 10" qₚ tsf MC % 12 Tests or Remarks Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2203733 Geotechnical Evaluation Oak Park Heights Site Parcel 05.029.20.13.0010 Oak Park Heights, Minnesota BORING:ST-6 LOCATION: See attached sketch NORTHING:204132 EASTING:500906 DRILLER:M. Hoppe LOGGED BY:K. Hetico START DATE:06/13/22 END DATE:06/13/22 SURFACE ELEVATION:952.5 ft RIG:7504 METHOD:3 1/4" HSA SURFACING:WEATHER:Clear B2203733 Braun Intertec Corporation Print Date:07/25/2022 ST-6 page 1 of 1 Elev./ Depth ft 954.2 4.0 951.2 7.0 946.2 12.0 937.2 21.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SANDY SILT (SM), fine to medium-grained, trace Gravel, brown, moist (TOPSOIL) CLAYEY SAND (SC), trace Gravel, brown, moist, soft (GLACIAL TILL) SILTY SAND (SM), fine to coarse-grained, with Gravel, and Cobbles, brown, moist, medium dense (GLACIAL OUTWASH) SILT (ML), brown, moist, medium to stiff (GLACIAL TILL) END OF BORING Boring then grouted 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 3-6-7 (13) 10" 2-2-2 (4) 12" 7-10-14 (24) 14" 7-10-15 (25) 6" 6-4-4 (8) 10" 4-5-5 (10) 14" 3-4-5 (9) 14" qₚ tsf MC % 16 Tests or Remarks Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2203733 Geotechnical Evaluation Oak Park Heights Site Parcel 05.029.20.13.0010 Oak Park Heights, Minnesota BORING:ST-7 LOCATION: See attached sketch NORTHING:204260 EASTING:501154 DRILLER:M. Hoppe LOGGED BY:K. Hetico START DATE:06/13/22 END DATE:06/13/22 SURFACE ELEVATION:958.2 ft RIG:7504 METHOD:3 1/4" HSA SURFACING:WEATHER:Clear B2203733 Braun Intertec Corporation Print Date:07/25/2022 ST-7 page 1 of 1 Elev./ Depth ft 953.9 0.3 945.2 9.0 940.2 14.0 933.2 21.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SILTY SAND (SM), fine to medium-grained, brown, moist (TOPSOIL) SILTY SAND (SM), fine to medium-grained, with SILT layer, reddish brown, moist, loose (GLACIAL OUTWASH) LEAN CLAY (CL), contains lenses of Silt, brown, moist, medium (GLACIAL TILL) SILTY SAND (SM), fine to medium-grained, trace Gravel, reddish brown, moist, medium dense (GLACIAL OUTWASH) END OF BORING Boring then grouted 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 3-4-6 (10) 12" 3-4-5 (9) 10" 3-4-5 (9) 14" 2-3-5 (8) 10" 2-4-4 (8) 14" 3-5-7 (12) 18" 8-12-16 (28) 12" qₚ tsf MC % 13 Tests or Remarks Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2203733 Geotechnical Evaluation Oak Park Heights Site Parcel 05.029.20.13.0010 Oak Park Heights, Minnesota BORING:ST-8 LOCATION: See attached sketch NORTHING:204271 EASTING:501374 DRILLER:M. Hoppe LOGGED BY:K. Hetico START DATE:06/13/22 END DATE:06/13/22 SURFACE ELEVATION:954.2 ft RIG:7504 METHOD:3 1/4" HSA SURFACING:WEATHER:Clear B2203733 Braun Intertec Corporation Print Date:07/25/2022 ST-8 page 1 of 1 Elev./ Depth ft 951.5 4.0 948.5 7.0 944.5 11.0 934.5 21.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SANDY LEAN CLAY (CL), trace roots, brown to black, moist (TOPSOIL) SILTY SAND (SM), fine to medium-grained, trace Gravel, contains seams of Silt, brown, moist, medium dense (GLACIAL OUTWASH) POORLY GRADED SAND with SILT (SP-SM), fine to medium-grained, reddish brown, moist, loose to medium dense (GLACIAL OUTWASH) SILTY CLAY (CL-ML), reddish brown, moist, stiff (GLACIAL TILL) END OF BORING Boring then grouted 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 3-3-4 (7) 8" 5-6-8 (14) 10" 4-4-3 (7) 8" 4-5-7 (12) 10" 4-4-5 (9) 14" 4-5-6 (11) 14" 3-7-8 (15) 14" qₚ tsf MC % 23 Tests or Remarks LL=22, PL=17, PI=5 Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2203733 Geotechnical Evaluation Oak Park Heights Site Parcel 05.029.20.13.0010 Oak Park Heights, Minnesota BORING:ST-9 LOCATION: See attached sketch NORTHING:204240 EASTING:501488 DRILLER:M. Hoppe LOGGED BY:K. Hetico START DATE:06/13/22 END DATE:06/13/22 SURFACE ELEVATION:955.5 ft RIG:7504 METHOD:3 1/4" HSA SURFACING:WEATHER:Clear B2203733 Braun Intertec Corporation Print Date:07/25/2022 ST-9 page 1 of 1 Elev./ Depth ft 957.1 0.3 953.4 4.0 948.4 9.0 943.4 14.0 936.4 21.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) LEAN CLAY (CL), dark brown, moist (TOPSOIL) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, stiff (GLACIAL TILL) SANDY SILT (ML), brown, moist, medium dense (GLACIAL OUTWASH) LEAN CLAY (CL), contains lenses of Silt, brown, moist, medium to stiff (GLACIAL TILL) SILTY SAND (SM), fine to medium-grained, trace Gravel, brown, moist, dense (GLACIAL TILL) END OF BORING Boring then grouted 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 4-5-7 (12) 10" 4-7-14 (21) 12" 4-8-10 (18) 14" 5-4-3 (7) 18" 4-5-6 (11) 16" 8-20-24 (44) 12" 10-20-18 (38) 16" qₚ tsf MC % 17 23 Tests or Remarks Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2203733 Geotechnical Evaluation Oak Park Heights Site Parcel 05.029.20.13.0010 Oak Park Heights, Minnesota BORING:ST-10 LOCATION: See attached sketch NORTHING:204396 EASTING:501657 DRILLER:M. Hoppe LOGGED BY:K. Hetico START DATE:06/13/22 END DATE:06/13/22 SURFACE ELEVATION:957.4 ft RIG:7504 METHOD:3 1/4" HSA SURFACING:WEATHER:Clear B2203733 Braun Intertec Corporation Print Date:07/25/2022 ST-10 page 1 of 1 Elev./ Depth ft 949.2 0.2 945.4 4.0 942.4 7.0 934.9 14.5 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SILTY SAND (SM), fine-grained, brown, moist (TOPSOIL) CLAYEY SAND (SC), trace Gravel, brown, moist, very stiff (GLACIAL TILL) POORLY GRADED SAND with SILT (SP-SM), fine to coarse-grained, brown, moist, medium dense (GLACIAL OUTWASH) SANDY SILT (ML), brown, moist, loose (GLACIAL TILL) END OF BORING Boring then backfilled with auger cuttings 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 3-6-10 (16) 12" 6-10-10 (20) 10" 5-5-5 (10) 14" 4-5-5 (10) 12" 3-4-5 (9) 10" qₚ tsf MC % 16 8 Tests or Remarks P200=62% Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2203733 Geotechnical Evaluation Oak Park Heights Site Parcel 05.029.20.13.0010 Oak Park Heights, Minnesota BORING:ST-11 LOCATION: See attached sketch NORTHING:204147 EASTING:500368 DRILLER:M. Hoppe LOGGED BY:K. Hetico START DATE:06/09/22 END DATE:06/09/22 SURFACE ELEVATION:949.4 ft RIG:7504 METHOD:3 1/4" HSA SURFACING:WEATHER:Clear B2203733 Braun Intertec Corporation Print Date:07/25/2022 ST-11 page 1 of 1 Elev./ Depth ft 947.6 0.2 943.7 4.0 938.7 9.0 933.2 14.5 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SILTY SAND (SM), fine-grained, brown, moist (TOPSOIL) SILTY SAND (SM), fine to coarse-grained, trace Gravel, brown, moist, loose (GLACIAL OUTWASH) SILT (ML), contains lenses of Poorly Graded Sand with Silt, brown, moist, loose (GLACIAL TILL) SILT (ML), brown, moist, medium (GLACIAL TILL) END OF BORING Boring then backfilled with auger cuttings 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 3-4-5 (9) 10" 3-4-4 (8) 14" 4-4-4 (8) 12" 3-4-4 (8) 14" 3-4-4 (8) 16" qₚ tsf MC % 11 Tests or Remarks Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2203733 Geotechnical Evaluation Oak Park Heights Site Parcel 05.029.20.13.0010 Oak Park Heights, Minnesota BORING:ST-12 LOCATION: See attached sketch NORTHING:204267 EASTING:500496 DRILLER:M. Hoppe LOGGED BY:K. Hetico START DATE:06/09/22 END DATE:06/09/22 SURFACE ELEVATION:947.7 ft RIG:7504 METHOD:3 1/4" HSA SURFACING:WEATHER:Clear B2203733 Braun Intertec Corporation Print Date:07/25/2022 ST-12 page 1 of 1 Elev./ Depth ft 946.0 0.5 942.5 4.0 939.5 7.0 932.0 14.5 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SILTY SAND (SM), fine-grained, brown, moist (TOPSOIL FILL) FILL: SILTY SAND (SM), fine to medium- grained, trace roots, and Gravel, brown to dark brown, moist SILTY SAND (SM), fine to medium-grained, brown, moist, very loose (GLACIAL OUTWASH) SANDY SILT (ML), contains lenses of Lean Clay, and Poorly Graded Sand, brown, moist, loose (GLACIAL TILL) END OF BORING Boring then backfilled with auger cuttings 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 3-4-5 (9) 14" 3-2-1 (3) 12" 5-4-4 (8) 14" 2-3-3 (6) 14" 3-4-4 (8) 12" qₚ tsf MC % 11 23 Tests or Remarks P200=76% Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2203733 Geotechnical Evaluation Oak Park Heights Site Parcel 05.029.20.13.0010 Oak Park Heights, Minnesota BORING:ST-13 LOCATION: See attached sketch NORTHING:204368 EASTING:500532 DRILLER:M. Hoppe LOGGED BY:K. Hetico START DATE:06/09/22 END DATE:06/09/22 SURFACE ELEVATION:946.5 ft RIG:7504 METHOD:3 1/4" HSA SURFACING:WEATHER:Clear B2203733 Braun Intertec Corporation Print Date:07/25/2022 ST-13 page 1 of 1 Elev./ Depth ft 947.0 0.5 938.5 9.0 933.0 14.5 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) TOPSOIL, SILTY SAND (SM), fine-grained, brown, moist POORLY GRADED SAND with SILT (SP-SM), fine to coarse-grained, trace Gravel, brown, moist, loose to medium dense (GLACIAL OUTWASH) POORLY GRADED SAND (SP), fine-grained, brown, moist, medium dense (GLACIAL OUTWASH) END OF BORING Boring then backfilled with auger cuttings 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 4-4-4 (8) 10" 4-5-6 (11) 14" 4-5-5 (10) 12" 4-6-7 (13) 16" 6-7-7 (14) 14" qₚ tsf MC % 6 Tests or Remarks Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2203733 Geotechnical Evaluation Oak Park Heights Site Parcel 05.029.20.13.0010 Oak Park Heights, Minnesota BORING:ST-14 LOCATION: See attached sketch NORTHING:204369 EASTING:500696 DRILLER:M. Hoppe LOGGED BY:K. Hetico START DATE:06/09/22 END DATE:06/09/22 SURFACE ELEVATION:947.5 ft RIG:7504 METHOD:3 1/4" HSA SURFACING:WEATHER:Clear B2203733 Braun Intertec Corporation Print Date:07/25/2022 ST-14 page 1 of 1 Elev./ Depth ft 953.3 0.5 949.8 4.0 944.8 9.0 941.8 12.0 939.3 14.5 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SILTY SAND (SM), fine to medium-grained, dark brown, moist (TOPSOIL) LEAN CLAY (CL), brown, moist, medium (GLACIAL TILL) SILTY SAND (SM), fine to medium-grained, trace Gravel, brown, moist, medium dense (GLACIAL TILL) SILTY CLAY (CL-ML), contains lenses of Silt, reddish brown, moist, medium (GLACIAL TILL) SILTY SAND (SM), fine to medium-grained, trace Gravel, reddish brown, moist, medium dense (GLACIAL TILL) END OF BORING Boring then backfilled with auger cuttings 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 2-3-4 (7) 12" 4-5-6 (11) 10" 6-7-8 (15) 12" 4-4-4 (8) 16" 5-9-10 (19) 14" qₚ tsf MC % 13 27 Tests or Remarks LL=24, PL=17, PI=7 Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2203733 Geotechnical Evaluation Oak Park Heights Site Parcel 05.029.20.13.0010 Oak Park Heights, Minnesota BORING:ST-15 LOCATION: See attached sketch NORTHING:204394 EASTING:501192 DRILLER:M. Hoppe LOGGED BY:K. Hetico START DATE:06/10/22 END DATE:06/10/22 SURFACE ELEVATION:953.8 ft RIG:7504 METHOD:3 1/4" HSA SURFACING:WEATHER:Clear B2203733 Braun Intertec Corporation Print Date:07/25/2022 ST-15 page 1 of 1 Elev./ Depth ft 953.7 0.3 950.1 4.0 947.1 7.0 945.1 9.0 939.6 14.5 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SILTY SAND (SM), fine-grained, brown, moist (TOPSOIL FILL) FILL: LEAN CLAY (CL), brown, moist SILTY SAND (SM), fine to medium-grained, brown, moist, loose (GLACIAL TILL) SANDY SILT (ML), reddish brown, moist, medium dense (GLACIAL TILL) LEAN CLAY (CL), contains lenses of Silt, reddish brown, moist, medium to very stiff (GLACIAL TILL) END OF BORING Boring then backfilled with auger cuttings 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 3-4-4 (8) 10" 3-4-4 (8) 10" 4-6-7 (13) 14" 3-4-4 (8) 12" 7-4-14 (18) 12" qₚ tsf MC % 12 Tests or Remarks Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2203733 Geotechnical Evaluation Oak Park Heights Site Parcel 05.029.20.13.0010 Oak Park Heights, Minnesota BORING:ST-16 LOCATION: See attached sketch NORTHING:204388 EASTING:501361 DRILLER:M. Hoppe LOGGED BY:K. Hetico START DATE:06/10/22 END DATE:06/10/22 SURFACE ELEVATION:954.1 ft RIG:7504 METHOD:3 1/4" HSA SURFACING:WEATHER:Clear B2203733 Braun Intertec Corporation Print Date:07/25/2022 ST-16 page 1 of 1 Elev./ Depth ft 947.4 0.3 943.6 4.0 941.6 6.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) PAVEMENT, 4 inches FILL: POORLY GRADED SAND with SILT (SP- SM), fine to coarse-grained, trace Gravel, and brick debris, brown, moist SILTY SAND (SM), fine to coarse-grained, trace Gravel, brown, moist, medium dense (GLACIAL OUTWASH) END OF BORING Boring then backfilled with auger cuttings 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 8-11-12 (23) 12" 5-7-10 (17) 14" qₚ tsf MC % 8 Tests or Remarks Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2203733 Geotechnical Evaluation Oak Park Heights Site Parcel 05.029.20.13.0010 Oak Park Heights, Minnesota BORING:ST-17 LOCATION: See attached sketch NORTHING:204272 EASTING:500582 DRILLER:M. Hoppe LOGGED BY:K. Hetico START DATE:06/13/22 END DATE:06/13/22 SURFACE ELEVATION:947.6 ft RIG:7504 METHOD:3 1/4" HSA SURFACING:WEATHER:Clear B2203733 Braun Intertec Corporation Print Date:07/25/2022 ST-17 page 1 of 1 Elev./ Depth ft 948.9 0.4 945.3 4.0 943.3 6.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) PAVEMENT, 5 inches FILL: SANDY LEAN CLAY (CL), trace Gravel, brown SILTY SAND (SM), fine to medium-grained, trace Gravel, brown, moist, loose (GLACIAL OUTWASH) END OF BORING Boring then backfilled with auger cuttings 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 2-3-5 (8) 16" 3-4-4 (8) 16" qₚ tsf MC % 12 Tests or Remarks P200=24% Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2203733 Geotechnical Evaluation Oak Park Heights Site Parcel 05.029.20.13.0010 Oak Park Heights, Minnesota BORING:ST-18 LOCATION: See attached sketch NORTHING:204270 EASTING:500778 DRILLER:M. Hoppe LOGGED BY:K. Hetico START DATE:06/13/22 END DATE:06/13/22 SURFACE ELEVATION:949.3 ft RIG:7504 METHOD:3 1/4" HSA SURFACING:WEATHER:Clear B2203733 Braun Intertec Corporation Print Date:07/25/2022 ST-18 page 1 of 1 Elev./ Depth ft 952.8 0.4 949.2 4.0 942.2 11.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) POORLY GRADED SAND with SILT (SP-SM), fine-grained, trace roots, brown, moist (TOPSOIL) SANDY LEAN CLAY (CL), brown, moist, medium (GLACIAL TILL) POORLY GRADED SAND (SP), fine to medium-grained, trace Gravel, contains seams of Silty Sand, brown to reddish brown, moist, medium dense (GLACIAL OUTWASH) END OF BORING Boring then backfilled with auger cuttings 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 2-2-3 (5) 12" 4-5-7 (12) 12" 5-7-8 (15) 14" 5-6-6 (12) 10" qₚ tsf MC % 19 4 Tests or Remarks P200=5% Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2203733 Geotechnical Evaluation Oak Park Heights Site Parcel 05.029.20.13.0010 Oak Park Heights, Minnesota BORING:ST-19 LOCATION: See attached sketch NORTHING:204267 EASTING:500956 DRILLER:M. Hoppe LOGGED BY:K. Hetico START DATE:06/13/22 END DATE:06/13/22 SURFACE ELEVATION:953.2 ft RIG:7504 METHOD:3 1/4" HSA SURFACING:WEATHER:Clear B2203733 Braun Intertec Corporation Print Date:07/25/2022 ST-19 page 1 of 1 Elev./ Depth ft 951.5 4.0 948.5 7.0 944.5 11.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SILTY SAND (SM), fine to medium-grained, trace Gravel, and roots, dark brown, moist (TOPSOIL) SANDY LEAN CLAY (CL), trace roots, brown, moist, stiff (GLACIAL TILL) SILT (ML), brown, moist, stiff (GLACIAL TILL) END OF BORING Boring then backfilled with auger cuttings 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 3-5-6 (11) 12" 4-5-8 (13) 10" 3-4-5 (9) 14" 3-4-5 (9) 18" qₚ tsf MC % 20 Tests or Remarks Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2203733 Geotechnical Evaluation Oak Park Heights Site Parcel 05.029.20.13.0010 Oak Park Heights, Minnesota BORING:ST-20 LOCATION: See attached sketch NORTHING:204112 EASTING:501218 DRILLER:M. Hoppe LOGGED BY:K. Hetico START DATE:06/13/22 END DATE:06/13/22 SURFACE ELEVATION:955.5 ft RIG:7504 METHOD:3 1/4" HSA SURFACING:WEATHER:Clear B2203733 Braun Intertec Corporation Print Date:07/25/2022 ST-20 page 1 of 1 Elev./ Depth ft 954.1 1.0 951.1 4.0 949.1 6.0 945.1 10.0 944.1 11.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SILTY SAND (SM), fine to medium-grained, dark brown, moist (TOPSOIL) SANDY LEAN CLAY (CL), trace roots, brown, moist, medium (GLACIAL TILL) POORLY GRADED SAND (SP), fine to coarse- grained, contains seams of Silty Sand, brown, moist, medium dense (GLACIAL OUTWASH) SILT (ML), brown, moist, very stiff (GLACIAL TILL) POORLY GRADED SAND (SP), fine to coarse- grained, brown, moist, loose (GLACIAL OUTWASH) END OF BORING Boring then backfilled with auger cuttings 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 2-3-4 (7) 10" 4-6-10 (16) 8" 6-8-10 (18) 12" 6-3-4 (7) 14" qₚ tsf MC % 19 Tests or Remarks Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2203733 Geotechnical Evaluation Oak Park Heights Site Parcel 05.029.20.13.0010 Oak Park Heights, Minnesota BORING:ST-21 LOCATION: See attached sketch NORTHING:204142 EASTING:501395 DRILLER:M. Hoppe LOGGED BY:K. Hetico START DATE:06/13/22 END DATE:06/13/22 SURFACE ELEVATION:955.1 ft RIG:7504 METHOD:3 1/4" HSA SURFACING:WEATHER:Clear B2203733 Braun Intertec Corporation Print Date:07/25/2022 ST-21 page 1 of 1 Descriptive Terminology of Soil Based on Standards ASTM D2487/2488 (Unified Soil Classification System) Group  Symbol Group NameB  Cu ≥ 4 and 1 ≤ Cc ≤ 3D GW  Well‐graded gravelE  Cu < 4 and/or (Cc < 1 or Cc > 3)D GP  Poorly graded gravelE  Fines classify as ML or MH GM  Silty gravelE F G  Fines Classify as CL or CH GC  Clayey gravelE F G  Cu ≥ 6 and 1 ≤ Cc ≤ 3D SW  Well‐graded sandI  Cu < 6 and/or (Cc < 1 or Cc > 3)D SP  Poorly graded sandI  Fines classify as ML or MH SM  Silty sandF G I  Fines classify as CL or CH SC  Clayey sandF G I CL  Lean clayK L M  PI < 4 or plots below "A" lineJ ML  SiltK L M Organic OL CH  Fat clayK L M MH  Elastic siltK L M Organic OH PT  Peat Highly Organic Soils Silts and Clays  (Liquid limit less than  50) Silts and Clays  (Liquid limit 50 or  more) Primarily organic matter, dark in color, and organic odor Inorganic Inorganic  PI > 7 and plots on or above "A" lineJ  PI plots on or above "A" line  PI plots below "A" line Criteria for Assigning Group Symbols and  Group Names Using Laboratory TestsA Soil Classification Coarse‐grained Soils (more than 50% retained on      No. 200 sieve)Fine‐grained Soils (50% or more passes the         No. 200 sieve) Sands  (50% or more coarse  fraction passes No. 4  sieve) Clean Gravels (Less than 5% finesC) Gravels with Fines  (More than 12% finesC)  Clean Sands  (Less than 5% finesH) Sands with Fines  (More than 12% finesH) Gravels  (More than 50% of  coarse fraction  retained on No. 4  sieve) Liquid Limit − oven dried Liquid Limit − not dried    <0.75 Organic clay K L M N Organic silt K L M O    Liquid Limit − oven dried Liquid Limit − not dried    <0.75 Organic clay K L M P Organic silt K L M Q    ParticleSize Identification Boulders.............. over 12"   Cobbles................ 3" to 12" Gravel Coarse............. 3/4" to 3" (19.00 mm to 75.00 mm) Fine................. No. 4 to 3/4" (4.75 mm to 19.00 mm) Sand Coarse.............. No. 10 to No. 4 (2.00 mm to 4.75 mm) Medium........... No. 40 to No. 10 (0.425 mm to 2.00 mm)  Fine.................. No. 200 to No. 40 (0.075 mm to 0.425 mm) Silt........................ No. 200 (0.075 mm) to .005 mm Clay...................... < .005 mm Relative ProportionsL, M trace............................. 0 to 5% little.............................. 6 to 14% with.............................. ≥ 15% Inclusion Thicknesses lens............................... 0 to 1/8" seam............................. 1/8" to 1" layer.............................. over 1"   Apparent Relative Density of Cohesionless Soils Very loose ..................... 0 to 4 BPF Loose ............................ 5 to 10 BPF Medium dense.............. 11 to 30 BPF Dense............................ 31 to 50 BPF Very dense.................... over 50 BPF A. Based on the material passing the 3‐inch (75‐mm) sieve.  B. If field sample contained cobbles or boulders, or both, add "with cobbles or boulders,   or both" to group name. C. Gravels with 5 to 12% fines require dual symbols: GW‐GM well‐graded gravel with silt GW‐GC  well‐graded gravel with clay GP‐GM poorly graded gravel with silt GP‐GC poorly graded gravel with clay  D. Cu = D60 / D10 Cc =  𝐷30 2 /  ሺ𝐷10 𝑥 𝐷60)  E. If soil contains ≥ 15% sand, add "with sand" to group name.   F. If fines classify as CL‐ML, use dual symbol GC‐GM or SC‐SM. G. If fines are organic, add "with organic fines" to group name.  H. Sands with 5 to 12% fines require dual symbols: SW‐SM well‐graded sand with silt SW‐SC well‐graded sand with clay SP‐SM poorly graded sand with silt  SP‐SC poorly graded sand with clay I. If soil contains ≥ 15% gravel, add "with gravel" to group name.  J. If Atterberg limits plot in hatched area, soil is CL‐ML, silty clay.  K. If soil contains 15 to < 30% plus No. 200, add "with sand" or "with gravel", whichever is  predominant.  L. If soil contains ≥ 30% plus No. 200, predominantly sand, add “sandy” to group name. M. If soil contains ≥ 30% plus No. 200 predominantly gravel, add “gravelly” to group name. N. PI ≥ 4 and plots on or above “A” line. O. PI < 4 or plots below “A” line. P. PI plots on or above “A” line. Q. PI plots below “A” line. Laboratory Tests DD Dry density,pcf qp Pocket penetrometer strength, tsf WD Wet density, pcf qU Unconfined compression test, tsf P200 % Passing #200 sieve LL Liquid limit MC Moisture content, %PL Plastic limit  OC Organic content, %PI Plasticity index  Consistency of Blows             Approximate Unconfined  Cohesive Soils             Per Foot            Compressive Strength Very soft................... 0 to 1 BPF................... < 0.25 tsf Soft........................... 2 to 4 BPF................... 0.25 to 0.5 tsf Medium.................... 5to 8 BPF .................. 0.5 to 1 tsf Stiff........................... 9 to 15 BPF................. 1 to 2 tsf Very Stiff................... 16 to 30 BPF............... 2 to 4 tsf Hard.......................... over 30 BPF................ > 4 tsf Drilling Notes: Blows/N‐value:  Blows indicatethe driving resistance recorded  for each 6‐inch interval. The reported N‐value is the blows per  foot recorded by summing the second and third interval in  accordance with the Standard Penetration Test, ASTM D1586. PartialPenetration:If the sampler could not be driven  through a full 6‐inch interval, the number of blows for that  partial penetration is shown as #/x" (i.e. 50/2"). The N‐value is  reported as "REF" indicating refusal. Recovery:  Indicates the inches of sample recovered from the  sampled interval. For a standard penetration test, full recovery  is 18", and is 24" for a thinwall/shelby tube sample. WOH:  Indicates the sampler penetrated soil under weight of  hammer and rods alone; driving not required.   WOR: Indicates the sampler penetrated soil under weight of  rods alone; hammer weight and driving not required.  Water Level: Indicates the water level measured by the  drillers either while drilling (       ), at the end of drilling (       ),  or at some time after drilling (        ).   Moisture Content: Dry:Absence of moisture, dusty, dry to the touch. Moist:  Damp but no visible water. Wet:  Visible free water, usually soil is below water table.  5/2021