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2024-0119 Chanhassen Apartments - Stormwater ReportStormwater Management Plan CHANHASSEN APARTMENTS CHANHASSEN, MN Prepared for: Roers Companies Prepared by: Kimley-Horn 767 Eustis Street, Suite 100 St. Paul, MN 55114 Contact: Michael C. Brandt Prepared On: 01/19/2024 Chanhassen Apartments - Stormwater Report Page 2 CHANHASSEN, MN Stormwater Management Report for Chanhassen Apartments Prepared for: Roers Companies 01/19/2024 Prepared By: Kimley-Horn and Associates, Inc. 767 Eustis Street, Suite 100 St. Paul, MN 55114 . Chanhassen Apartments - Stormwater Report Page 3 CHANHASSEN, MN Table of Contents Introduction .................................................................................................... 4 1.0 Pre-development Conditions ................................................................... 4 2.0 Post-development Conditions ................................................................. 5 3.0 Rate Attenuation Summary ..................................................................... 7 4.0 Volume Control Summary ....................................................................... 8 5.0 Water Quality Summary ......................................................................... 9 Exhibits ......................................................................................................... 10 Exhibit 1.Existing Drainage Exhibit ............................................................................................. 11 Exhibit 2.Proposed Drainage Exhibit .......................................................................................... 12 Appendices ................................................................................................... 13 Appendix 1. Pre-Development HydroCAD Model Analysis .............................................................. 14 Appendix 2. Post-Development HydroCAD Model Analysis ............................................................. 15 Appendix 3. Geotechnical Report ................................................................................................... 16 Appendix 4. Grading and Drainage Plan and Drainage Details......................................................... 17 Appendix 5. Existing Minimal Impact Design Standards (MIDS) Model…………………………………………..18 Appendix 6. Proposed Minimal Impact Design Standards (MIDS) Model……………………………………….19 Appendix 7. Phase II Environmental Site Assesment…………………………………………………………………………20 Chanhassen Apartments - Stormwater Report Page 4 CHANHASSEN, MN 1.0 Introduction Roers Companies is proposing to redevelop the property located at 591 W 78 th St, Chanhassen, Carver County MN. The total property area is 4.09 acres. The proposed redevelopment consists of two multi- family buildings. The western building is a mixed-use building containing a retail and restaurant area. While the eastern building will also a be a multi-use building, containing both retail and multi-family. Both buildings will have structured parking below the building, and the east building will have some surface parking on the north and east sides. The project proposes associated utility relocations, re- installation of pavement for parking areas, as well as two underground storm systems. 2.0 Pre-development Conditions Currently, the site has eleven drainage areas. All of the areas drain to City storm sewer systems in the adjacent streets through overland flow and a series of catch basins and storm sewer piping. The soils on the site consist of clayey material, and a majority of the site is covered with pavement or buildings. See Exhibit 1 for Existing Drainage Map. A summary of the pervious and impervious coverage for existing conditions is included below: ·Total project area = 4.694 acres o Existing Pervious Area = 1.01 acres o Existing Impervious Area = 3.64 acres ·Drainage Area V-DA-1 (OFFSITE NORTH) Area=0.039 acres o Existing Pervious Area=0.004 acres o Existing Impervious Area=0.035 acres o Weighted Curve Number (CN) = 96 ·Drainage Area V-DA-2 (OFFSITE NORTH EAST) =0.050 acres o Existing Pervious Area = 0.00 acres o Existing Impervious Area = 0.050 acres o Weighted Curve Number (CN) = 98 ·Drainage Area V-DA-3 (WEST STORM SEWER OFFSITE) = 0.123 acres o Existing Pervious Area = 0.084 acres o Existing Impervious Area = 0.039 acres o Weighted Curve Number = 86 ·Drainage Area V-DA-4 (WEST STORM SEWER) = 0.640 acres o Existing Pervious Area = 0.144 acres o Existing Impervious Area = 0.496 acres o Weighted Curve Number = 94 ·Drainage Area V-DA-5 (WEST STORM SEWER) = 1.672 o Existing Pervious Area = 0.145 acres o Existing Impervious Area = 1.527 acres o Weighted Curve Number = 96 ·Drainage Area V-DA-6 (EAST CATCH BASIN) = 0.274 acres o Existing Pervious Area = 0.017 acres Chanhassen Apartments - Stormwater Report Page 5 CHANHASSEN, MN o Existing Impervious Area = 0.257 acres o Weighted Curve Number = 97 ·Drainage Area V-DA-8 (OFFSITE SOUTH PARKING LOT) = 0.306 acres o Existing Pervious Area = 0.037 acres o Existing Impervious Area = 0.268 acres o Weighted Curve Number = 92 ·Drainage Area V-DA-9 (WEST STORM SEWER) = 0.257 acres o Existing Pervious Area = 0.041 acres o Existing Impervious Area = 0.216 acres o Weighted Curve Number = 97 ·Drainage Area V-DA-10 (EAST STORM SEWER) = 0.939 acres o Existing Pervious Area = 0.044 acres o Existing Impervious Area = 0.895 acres o Weighted Curve Number = 97 ·Drainage Area V-DA-11 (OFFSITE SOUTH) = 0.394 acres o Existing Pervious Area = 0.095 acres o Existing Impervious Area = 0.299 acres o Weighted Curve Number = 93 3.0 Post-development Conditions The proposed development utilizes five BMP’s – two underground systems, two tree trenches and one ADS Bay Filter Vault. BMP #1 is in Laredo Drive and captures C-DA-3 and has a storage capacity of 20,616 cubic feet. The City of Chanhassen has requested that the drainage from this street be captured to its own system to align with future city planning needs. BMP #1 discharges into the BMP#2, to the east. BMP #2, an underground system captures drainage from C-DA-5, C-DA-6, and C-DA-7, which includes the roof drainage from the two proposed buildings. BMP #1 also utilizes a lift station, which discharges to the existing storm structure, noted as ST-100 on Sheet C501 of the Civil Plans. BMP #2 has a storage capacity of 201,564 cubic feet. Tree Trench BMP #3 captures drainage from C-DA-8. Tree Trench BMP #4 captures drainage from C-DA-10. Both tree trench systems discharge off-site. The modular wetland, BMP #5, captures runoff from the southeast parking area and discharges into the existing storm system on the eastern side of the project. See Exhibit 2 for Proposed Drainage map. A summary of the pervious and impervious coverage for proposed conditions is included below. ·Total project area = 4.694 acres o Proposed Pervious Area = 0.639 o Proposed Impervious Area = 4.010 (86.26%) ·Drainage Area C-DA-A-1 (OFFSITE) = 0.038 acres o Proposed Pervious Area = 0.011 acres o Proposed Impervious Area = 0.027 acres o Weighted Curve Number = 93 acres ·Drainage Area C-DA-2 (BMP #2) = 0.120 acres o Proposed Pervious Area = 0.055 acres Chanhassen Apartments - Stormwater Report Page 6 CHANHASSEN, MN o Proposed Impervious Area = 0.065 o Weighted Curve Number = 90 ·Drainage Area C-DA-3 (BMP #1) = 0.426 acres o Proposed Pervious Area = 0.068 acres o Proposed Impervious Area = 0.358 acres o Weighted Curve Number = 95 ·Drainage Area C-DA-4 = 0.036 acres o Proposed Pervious Area = 0.00 acres o Proposed Impervious Area = 0.036 acres o Weighted Curve Number = 98 ·Drainage Area C-DA-5 (BMP #2) = 0.503 acres o Proposed Pervious Area = 0.075 acres o Proposed Impervious Area = 0.428 acres o Weighted Curve Number = 95 ·Drainage Area C-DA-6 (BMP #2) = 1.530 acres o Proposed Pervious Area = 0.00 acres o Proposed Impervious Area = 1.530 acres o Weighted Curve Number = 98 ·Drainage Area C-DA-7 (BMP #2) = 0.871 acres o Proposed Pervious Area = 0.00 acres o Proposed Impervious area = 0.871 acres o Weighted Curve Number = 98 ·Drainage Area C-DA-8 (BMP #3) = 0.013 acres o Proposed Pervious Area = 0.013 acres o Proposed Impervious Area = 0.00 acres o Weighted Curve Number = 80 ·Drainage Area C-DA-9 (SOUTHWEST OFFSITE) = 0.085 o Proposed Pervious Area = 0.042 acres o Proposed Impervious Area = 0.043 acres o Weighted Curve Number = 89 ·Drainage Area C-DA-10 (BMP #4) = 0.024 o Proposed Pervious Area = 0.016 acres o Proposed Impervious Area = 0.008 acres o Weighted Curve Number = 86 ·Drainage Area C-DA-11 (OFFSITE SOUTH) = 0.255 acres o Proposed Pervious Area = 0.137 acres o Proposed Impervious Area = 0.118 acres o Weighted Curve Number = 88 ·Drainage Area C-DA-12 (EXISTING CATCH BASIN) = 0.095 acres o Proposed Pervious Area = 0.010 acres o Proposed Impervious Area = 0.085 acres o Weighted Curve Number = 96 Chanhassen Apartments - Stormwater Report Page 7 CHANHASSEN, MN 4.0 Rate Control According to RPBCWD Rule J 3.a.i, the proposed peak runoff rates may not exceed the existing condition runoff rates for the 2-year, 10-year, and 100-year 24-hour rainfall events. According to RPBCWD Rule J 3.1a.ii, the proposed peak runoff rates may not exceed the existing condition runoff rates in the 10-day snowmelt event using Atlas 14 precipitation depths and storm distributions. The City of Chanhassen Rule 19-144 (a)(1)(d) aligns with the RPBCWD Rule. In addition, the City of Chanhassen Rule also requires that the peak runoff rates may not exceed the existing condition runoff in the 1-year rainfall event. The proposed development achieves this requirement as outlined in the tables below: Table 1: North West Offsite Rate Attenuation Summary Table 2: North East Offsite Rate Attenuation Summary Table 3: South West Storm Sewer Offsite Rate Attenuation Summary Table 4: West Storm System Rate Attenuation Summary 1 Year (2.47 in.)2 Year (2.84 in.) 10 Year (4.20 in.) 100 Year (7.18 in.) 10-Day Snowmelt (7.20) Pre-Development Rate (CFS)0.13 0.15 0.22 0.39 0.0 Post-Development Rate (CFS)0.11 0.14 0.21 0.38 0.0 1 Year (2.47 in.) 2 Year (2.84 in.) 10 Year (4.20 in.) 100 Year (7.18 in.) 10-Day Snowmelt (7.20) Pre-Development Rate (CFS)0.17 0.20 0.29 0.50 0.0 Post-Development Rate (CFS)0.13 0.15 0.22 0.37 0.0 1 Year (2.47 in.) 2 Year (2.84 in.) 10 Year (4.20 in.) 100 Year (7.18 in.) 10-Day Snowmelt (7.20) Pre-Development Rate (CFS)0.26 0.33 0.57 1.12 0.01 Post-Development Rate (CFS)0.21 0.26 0.44 0.82 0.0 1 Year (2.47 in.) 2 Year (2.84 in.) 10 Year (4.20 in.) 100 Year (7.18 in.) 10-Day Snowmelt (7.20) Pre-Development Rate (CFS)8.24 9.63 14.69 25.64 0.05 Post-Development Rate (CFS)0.00 0.00 0.00 0.00 0.0 Chanhassen Apartments - Stormwater Report Page 8 CHANHASSEN, MN Table 5: Existing Catch Basin Rate Attenuation Summary Table 6: South (Offsite) Rate Attenuation Summary Table 7 : East Storm Sewer Rate Attenuation Summary 5.0 Volume Control Summary According to RPBCWD Rule J 3.1b, 1.1 abstraction must be provided for 1.1 inch from regulated impervious surfaces. According to Rule 3.3, a site is considered restricted if abstraction cannot be practicably met due to soil conditions, or if infiltration would exacerbate migration of underground contaminants. Per Appendix 7, the Phase II ESA, the soil recovered from the site boring SB-1 exhibited elevated PIDF results, staining, petroleum-like odors. In addition to contaminated soils, the existing condition of this site is comprised of Class D soils. See Appendix 3 for full geotechnical report. For the reasons stated above, the project is considered a restricted site. The project is abstracting onsite runoff from the regulated impervious surfaces to the maximum extent practicable, aligning with Rule 3.3b via re-using stormwater for irrigation, installing two tree trenches, and a green roof. The project plans on re-using stormwater for on-site irrigation. The calculation below demonstrates the total volume per week to be used on irrigation: 18,730 SF * 1” of irrigation per week / 12 = 1,560.9 CF of storage 1 Year (2.47 in.) 2 Year (2.84 in.) 10 Year (4.20 in.) 100 Year (7.18 in.) 10-Day Snowmelt (7.20) Pre-Development Rate (CFS)0.91 1.06 1.59 2.75 0.0 Post-Development Rate (CFS)0.91 0.97 1.59 2.17 0.0 1 Year (2.47 in.) 2 Year (2.84 in.) 10 Year (4.20 in.) 100 Year (7.18 in.) 10-Day Snowmelt (7.20) Pre-Development Rate (CFS)2.01 2.40 3.81 6.84 0.01 Post-Development Rate (CFS)0.77 0.94 1.56 2.91 0.01 1 Year (2.47 in.) 2 Year (2.84 in.) 10 Year (4.20 in.) 100 Year (7.18 in.) 10-Day Snowmelt (7.20) Pre-Development Rate (CFS)4.05 4.70 7.06 12.19 0.02 Post-Development Rate (CFS)1.74 2.33 3.12 5.58 0.00 Chanhassen Apartments - Stormwater Report Page 9 CHANHASSEN, MN 6.0 Water Quality Summary Per Rule 3.1.c, pretreatment of runoff must be provided in accordance with the guidance in the Minnesota Stormwater Manual. Rule 3.1.c also states that the project must meet at least 60% annual removal efficiency for total phosphorus (TP) from site runoff and must meet at least 90% annual removal efficiency for total suspended solids (TSS) from site runoff. Per Rule 3.1.c, no net increase may occur in TSS or TP loading from the site compared to existing conditions. Table 9, shown below, demonstrates the existing and proposed TSS and TP loading for the site. In the existing condition, the TSS and TP loading is higher than the proposed condition. Table 10, shown below, contains the required and Table 9: Water Quality Pre-Development and Post-Development Summary Existing Condition Proposed Condition Total Suspended Solids (TSS)1291.8 lbs 217.8 lbs Total Phosphorus (TP)7.111 lbs 3.281 lbs Table 10: Water Quality Removal Rates Required Removal Rate Proposed Removal Rate Total Suspended Solids (TSS)90%84% Total Phosphorus (TP)60%56% Chanhassen Apartments - Stormwater Report Page 10 CHANHASSEN, MN Exhibits Chanhassen Apartments - Stormwater Report Page 11 CHANHASSEN, MN Exhibit 1.Existing Drainage Exhibit 591 78TH STREET WEST 575 78TH STREET WEST 570 MARKET STREET 7 8 T H S T R E E T W E S T M A R K E T B O U L E V A R D7 8 T H S T R E E T W E S T B O U L E V A R DM A R K E TT W I N C I T I E S W E S T E R N R A I L R O A D ITEM 11 &2MMITME1T 12 751 ITEM 7 &2MMITME1T 12 7573 ITEM 7 &2MMITME1T 12 7573ITEM 7 &2MMITME1T 12 7573ITEM 19 &2MMITME1T 12 7573 ITEM 18 &2MMITME1T 12 7573 ITEM 17 &2MMITME1T 12 7573 ITEM 14 &2MMITME1T 12 751 ITEM 13 &2MMITME1T 12 751ITEM 13 &2MMITME1T 12 751ITEM 15 &2MMITME1T 12 7573 9 6 5 970 97 5 962 96 39649 6 6 967 968 969 971 972 973 974 9 7 6 976 9 7 7 977 9 7 5 974 974 974 97 6 977 960 965 961 962 963 9642.09%2.86%3.60%3.34%3.30 %2.34%1.86%3. 0 5%3.44%1.62%2. 3 1 %1.14%5.95%2.55%3.39%1.17%2.75%8.19% 2.81 %3.62%4.63 %3.71%21.31%7.06 % 10.86%18.30%1 . 8 7%1.87%9.72%11.47%2.38%3.95% 2 1 . 1 5% 3. 2 4 % 1 . 8 7%13.18% 16.43%3.41%3.03%2.38%0.83%5.92%2.17%2.96%1.37 %3.15%4.88 % 4.76 %3.62%4.80 %3.36%4.76 %3.78%5.06%3.09%6.53%5.16%V-DA-1 (OFFSITE NORTH) TOTAL AREA: 0.039 AC IMPERVIOUS AREA: 0.035 AC PERVIOUS AREA: 0.004 AC V-DA-2 (OFFSITE NORTH EAST) TOTAL AREA: 0.050 AC IMPERVIOUS AREA: 0.050 AC PERVIOUS AREA: 0.000 AC V-DA-6 (EAST CATCH BASIN) TOTAL AREA: 0.274 AC IMPERVIOUS AREA: 0.254 AC PERVIOUS AREA: 0.017 AC ROCK MULCH AREA: 0.003 AC V-DA-5 (WEST STORM SEWER) TOTAL AREA: 1.672 AC IMPERVIOUS AREA: 0.800 AC ROOF AREA: 0.682 PERVIOUS AREA: 0.145 AC ROCK MULCH AREA: 0.045 AC V-DA-4 (WEST STORM SEWER) TOTAL AREA: 0.640 AC IMPERVIOUS AREA: 0.432 AC ROOF AREA: 0.055 AC PERVIOUS AREA: 0.144 AC ROCK MULCH AREA: 0.009 AC V-DA-3 (WEST STORM SEWER OFFSITE) TOTAL AREA: 0.123 AC IMPERVIOUS AREA: 0.039 AC PERVIOUS AREA: 0.084 AC V-DA-9 (WEST STORM SEWER) TOTAL AREA: 0.257 AC IMPERVIOUS AREA: 0.054 AC ROOF AREA: 0.162 AC PERVIOUS AREA: 0.000 AC ROCK MULCH AREA: 0.041 AC V-DA-11 (OFFSITE SOUTH) TOTAL AREA: 0.394 AC IMPERVIOUS AREA: 0.279 AC PERVIOUS AREA: 0.095 AC ROCK MULCH AREA: 0.020 AC V-DA-10 (EAST STORM SEWER) TOTAL AREA: 0.939 AC IMPERVIOUS AREA: 0.483 AC ROOF AREA: 0.400 AC PERVIOUS AREA: 0.044 AC ROCK MULCH AREA: 0.012 AC V-DA-8 (OFFSITE SOUTH PARKING LOT) TOTAL AREA: 0.306 AC IMPERVIOUS AREA: 0.020 AC ROOF AREA: 0.130 AC PERVIOUS AREA: 0.037 AC ROCK MULCH AREA: 0.119 AC PRELIMINARY - NOT FOR CONSTRUCTIONMICHAEL C. BRANDT, P.E. 01/19/2024 462661DATE: 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. MN LIC. NO. NOT FOR CONSTRUCTION LAND USE APPLICATION 1/19/2024 ORIGINAL ISSUE: REVISIONS: No.Description Date MARKET BLVD & W 78TH ST NOT FORCONSTRUCTION 2024 KIMLEY-HORN AND ASSOCIATES, INC. 767 EUSTIS STREET, SUITE 100, ST. PAUL, MN 55114 PHONE: 651-645-4197 WWW.KIMLEY-HORN.COM © MARKET BLVD & W 78TH ST GRADING PLAN NOTES 1.PERFORM GRADING WORK IN ACCORDANCE WITH APPLICABLE CITY SPECIFICATIONS AND BUILDING PERMIT REQUIREMENTS. 2.CONTACT STATE 811 CALL-BEFORE-YOU-DIG LOCATING SERVICE AT LEAST TWO WORKING DAYS PRIOR TO EXCAVATION FOR UNDERGROUND UTILITY LOCATIONS. 3.CONTRACTOR SHALL BE RESPONSIBLE FOR ALL HORIZONTAL AND VERTICAL CONTROL. 4.FIELD VERIFY THE LOCATIONS AND ELEVATIONS OF EXISTING UTILITIES AND TOPOGRAPHIC FEATURES PRIOR TO THE START OF LAND DISTURBING ACTIVITIES. NOTIFY THE PROJECT ENGINEER OF ANY DISCREPANCIES OR VARIATIONS IMPACTING THE PROPOSED DESIGN OF THE PROJECT. 5.IN PAVED AREAS, ROUGH GRADE TO SUBGRADE ELEVATION AND LEAVE THE SITE READY FOR SUB-BASE. 6.SUBGRADE EXCAVATION SHALL BE BACKFILLED IMMEDIATELY AFTER EXCAVATION TO HELP OFFSET ANY STABILITY PROBLEMS DUE TO WATER SEEPAGE OR STEEP SLOPES. WHEN PLACING NEW SURFACE MATERIAL ADJACENT TO EXISTING PAVEMENT, THE EXCAVATION SHALL BE BACKFILLED PROMPTLY TO AVOID UNDERMINING OF EXISTING PAVEMENT. 7.ELEVATIONS SHOWN REPRESENT FINISHED SURFACE GRADES. SPOT ELEVATIONS ALONG CURB & GUTTER REPRESENT THE FLOW LINE UNLESS OTHERWISE NOTED 8.EXCESS MATERIAL, BITUMINOUS SURFACING, CONCRETE ITEMS, ABANDONED UTILITY ITEMS, AND OTHER UNSTABLE MATERIALS SHALL BECOME THE PROPERTY OF THE CONTRACTOR AND SHALL BE DISPOSED OF OFF THE CONSTRUCTION SITE. 9.CONTRACTOR IS RESPONSIBLE FOR CONSTRUCTION OF PAVEMENTS AND CURB AND GUTTER WITH SMOOTH UNIFORM SLOPES THAT PROVIDE POSITIVE DRAINAGE TO COLLECTION POINTS. MAINTAIN A MINIMUM SLOPE OF 1.25% IN ASPHALT PAVEMENT AREAS AND A MINIMUM SLOPE OF 0.50% IN CONCRETE PAVEMENT AREAS. 10.MAINTAIN A MINIMUM SLOPE OF 0.50% ALONG CURB & GUTTER. REVIEW PAVEMENT GRADIENT AND CONSTRUCT "INFALL" CURB WHERE PAVEMENT DRAINS TOWARD THE GUTTER, AND "OUTFALL" CURB WHERE PAVEMENT DRAINS AWAY FROM THE GUTTER. 11.INSTALL A MINIMUM OF 4-INCHES OF AGGREGATE BASE MATERIAL UNDER PROPOSED CONCRETE CURB & GUTTER, SIDEWALKS, AND TRAILS UNLESS OTHERWISE DETAILED. 12.GRADING FOR SIDEWALKS AND ACCESSIBLE ROUTES, INCLUDING CROSSING DRIVEWAYS, SHALL CONFORM TO CURRENT STATE & NATIONAL ADA STANDARDS: ACCESSIBLE RAMP SLOPES SHALL NOT EXCEED 8.3% (1:12). SIDEWALK CROSS-SLOPES SHALL NOT EXCEED 2.0%. LONGITUDINAL SIDEWALK SLOPES SHALL NOT EXCEED 5.0%. ACCESSIBLE PARKING STALLS AND ACCESS AISLES SHALL NOT EXCEED 2.0% IN ANY DIRECTION. A MAXIMUM SLOPE OF 1.50% IS PREFERRED. SIDEWALK ACCESS TO EXTERNAL BUILDING DOORS AND GATES SHALL BE ADA COMPLIANT. NOTIFY ENGINEER IMMEDIATELY IF ADA CRITERIA CANNOT BE MET IN ANY LOCATION PRIOR TO PAVEMENT INSTALLATION. CHANGE ORDERS WILL NOT BE ACCEPTED FOR ADA COMPLIANCE ISSUES. 13.UPON COMPLETION OF LAND DISTURBING ACTIVITIES, RESTORE ADJACENT OFFSITE AREAS DISTURBED BY CONSTRUCTION TO MATCH OR EXCEED THE ORIGINAL CONDITION. LANDSCAPE AREAS SHALL BE RE-VEGETATED WITH A MINIMUM OF 4-INCHES OF TOPSOIL. 14.EXCAVATE DRAINAGE TRENCHES TO FOLLOW PROPOSED STORM SEWER ALIGNMENTS. REFER TO THE UTILITY PLANS FOR LAYOUT AND ELEVATIONS FOR PROPOSED SANITARY SEWER, WATER MAIN, AND OTHER BUILDING UTILITY SERVICE CONNECTIONS. PROPOSED STORM SEWER PROPERTY LINE EXISTING CONTOUR PROPOSED CONTOUR925 PROPOSED SPOT ELEVATION100.00 LEGEND PROPOSED HIGH POINT ELEVATION HP:0.0 PROPOSED LOW POINT ELEVATION PROPOSED GUTTER ELEVATION PROPOSED TOP OF CURB ELEVATION PROPOSED FLUSH PAVEMENT ELEVATION LP:0.0 G:0.00 T:0.00 PROPOSED EMERGENCY OVERFLOW ELEVATION T/G:0.0 EOF:0.0 0.0%PROPOSED DRAINAGE DIRECTION ME:0.0 MATCH EXISTING ELEVATION PROPOSED STORM MANHOLE (SOLID CASTING) PROPOSED STORM MANHOLE (ROUND INLET CASTING) PROPOSED STORM MANHOLE/ CATCH BASIN (CURB INLET CASTING) PROPOSED STORM SEWER CLENOUT PROPOSED RIPRAP PROPOSED FLARED END SECTION CO D PROPOSED RIDGE LINE PROPOSED SWALE PROPOSED TOP/BOTTOM OF WALL ELEVATION TW:0.0 BW:0.0 RETAINING WALL NOTES 1.RETAINING WALLS SHALL BE DESIGNED BY OTHERS. 2.PLANS SHOW THE HORIZONTAL LOCATION OF THE TOP OF THE WALL AND PROVIDES FINISHED SURFACE ELEVATIONS AT THE TOP AND BOTTOM FACE OF THE WALL ONLY. 3.RETAINING WALL DESIGN PLANS SHALL BE CERTIFIED BY A LICENSED PROFESSIONAL ENGINEER AND SUBMITTED TO THE REVIEWING AUTHORITY AND KIMLEY-HORN ENGINEER OF RECORD FOR APPROVAL. 4.RETAINING WALL DESIGNER MUST ACCOUNT FOR DRAINAGE AROUND THE WALL AS SHOWN ON THE GRADING PLAN. SURFACE RUNOFF SHALL NOT BE ALLOWED TO DRAIN OVER THE TOP OF THE WALL. 5.RETAINING WALL MATERIAL AND COLOR SHALL BE SELECTED BY THE OWNER. 6.RETAINING WALL DESIGNER IS RESPONSIBLE FOR OBTAINING GEOTECHNICAL INFORMATION AS NEEDED FOR DESIGN OF THE PROPOSED WALL. NORTH C510 EXISTING DRAINAGE MAP Chanhassen Apartments - Stormwater Report Page 12 CHANHASSEN, MN Exhibit 2.Proposed Drainage Exhibit NO PARKING78TH STREET MARKET BOULEVARDLAREDODRIVENO PARKING7 8 T H S T R E E T W E S T M A R K E T B O U L E V A R D7 8 T H S T R E E T W E S T B O U L E V A R DM A R K E TT W I N C I T I E S W E S T E R N R A I L R O A D 970 97 5 969 971 972 973 97 4 9 7 6 9 7 7 975 974976 976 976 977 9 7 0 966 967 96 8 9 6 9 97 1 97 2 973 3. 3 8 %3.19%2 . 6 0% 2. 7 8% 3 . 0 3%3.66%4.93%5.21% 5.79% 2.34%8.56%3. 8 1 %7.54%3.11%5.12%3.22%2.08%2.91%0.76%1.50%1.50%1.73%1 . 8 6%2.62% 2 . 7 0%3.56%2.29% 1.00% 450.00% 0.00%28.42%0.00%3.47%2.80%3.50%3.51%4.19%4.09%10.26%4.74%13.19 %5.77%COD D COCO BMP#3 BMP#4 BMP#1 BMP#2 C-DA-6 (BMP#2) TOTAL AREA: 1.530 AC IMPERVIOUS AREA: 1.530 AC PERVIOUS AREA: 0.00 AC C-DA-1 (OFFSITE) TOTAL AREA: 0.038 AC IMPERVIOUS AREA: 0.027 AC PERVIOUS AREA: 0.011 AC C-DA-2 (BMP#2) TOTAL AREA: 0.120 AC IMPERVIOUS AREA: 0.065 AC PERVIOUS AREA: 0.055 AC C-DA-9 (OFFSITE WEST STORM SEWER) TOTAL AREA: 0.085 AC IMPERVIOUS AREA: 0.043 AC PERVIOUS AREA: 0.042 AC C-DA-3 (BMP#1) TOTAL AREA: 0.426 IMPERVIOUS AREA: 0.358 PERVIOUS AREA: 0.068 C-DA-5 (BMP#2) TOTAL AREA: 0.504 AC IMPERVIOUS AREA: 0.428 AC PERVIOUS AREA: 0.075 AC C-DA-7 (BMP#2) TOTAL AREA: 0.871 AC IMPERVIOUS AREA: 0.871 AC PERVIOUS AREA: 0.00 AC C-DA-14 (TO BMP#6) TOTAL AREA: 0.318 AC IMPERVIOUS AREA: 0.229 AC PERVIOUS AREA: 0.089 AC C-DA-4 (OFFSITE) TOTAL AREA: 0.036 IMPERVIOUS AREA: 0.036 PERVIOUS AREA: 0.00 C-DA-12 (EAST STORM SEWER) TOTAL AREA: 0.095 AC IMPERVIOUS AREA: 0.085 AC PERVIOUS AREA: 0.010 AC D C-DA-13 (TO BMP#5) TOTAL AREA: 0.333 AC IMPERVIOUS AREA: 0.298 AC PERVIOUS AREA: 0.035 AC C-DA-8 (BMP#3) TOTAL AREA: 0.013 AC IMPERVIOUS AREA: 0.000 AC PERVIOUS AREA: 0.013 AC C-DA-10 (BMP#4) TOTAL AREA: 0.024 AC IMPERVIOUS AREA: 0.008 AC PERVIOUS AREA: 0.016 AC C-DA-11 (OFFSITE SOUTH PARKING LOT) TOTAL AREA: 0.255 AC IMPERVIOUS AREA: 0.118 AC PERVIOUS AREA: 0.137 AC C-DA-15 (OFFSITE SOUTH PARKING LOT)) TOTAL AREA: 0.047 AC IMPERVIOUS AREA: 0.041 AC PERVIOUS AREA: 0.006 AC PRELIMINARY - NOT FOR CONSTRUCTIONMICHAEL C. BRANDT, P.E. 01/19/2024 462661DATE: 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. MN LIC. NO. PRELIMINARY NOT FOR CONSTRUCTION LAND USE APPLICATION 1/19/2024 ORIGINAL ISSUE: REVISIONS: No.Description Date MARKET BLVD & W 78TH ST NOT FORCONSTRUCTION 2024 KIMLEY-HORN AND ASSOCIATES, INC. 767 EUSTIS STREET, SUITE 100, ST. PAUL, MN 55114 PHONE: 651-645-4197 WWW.KIMLEY-HORN.COM © MARKET BLVD & W 78TH ST GRADING PLAN NOTES 1.PERFORM GRADING WORK IN ACCORDANCE WITH APPLICABLE CITY SPECIFICATIONS AND BUILDING PERMIT REQUIREMENTS. 2.CONTACT STATE 811 CALL-BEFORE-YOU-DIG LOCATING SERVICE AT LEAST TWO WORKING DAYS PRIOR TO EXCAVATION FOR UNDERGROUND UTILITY LOCATIONS. 3.CONTRACTOR SHALL BE RESPONSIBLE FOR ALL HORIZONTAL AND VERTICAL CONTROL. 4.FIELD VERIFY THE LOCATIONS AND ELEVATIONS OF EXISTING UTILITIES AND TOPOGRAPHIC FEATURES PRIOR TO THE START OF LAND DISTURBING ACTIVITIES. NOTIFY THE PROJECT ENGINEER OF ANY DISCREPANCIES OR VARIATIONS IMPACTING THE PROPOSED DESIGN OF THE PROJECT. 5.IN PAVED AREAS, ROUGH GRADE TO SUBGRADE ELEVATION AND LEAVE THE SITE READY FOR SUB-BASE. 6.SUBGRADE EXCAVATION SHALL BE BACKFILLED IMMEDIATELY AFTER EXCAVATION TO HELP OFFSET ANY STABILITY PROBLEMS DUE TO WATER SEEPAGE OR STEEP SLOPES. WHEN PLACING NEW SURFACE MATERIAL ADJACENT TO EXISTING PAVEMENT, THE EXCAVATION SHALL BE BACKFILLED PROMPTLY TO AVOID UNDERMINING OF EXISTING PAVEMENT. 7.ELEVATIONS SHOWN REPRESENT FINISHED SURFACE GRADES. SPOT ELEVATIONS ALONG CURB & GUTTER REPRESENT THE FLOW LINE UNLESS OTHERWISE NOTED 8.EXCESS MATERIAL, BITUMINOUS SURFACING, CONCRETE ITEMS, ABANDONED UTILITY ITEMS, AND OTHER UNSTABLE MATERIALS SHALL BECOME THE PROPERTY OF THE CONTRACTOR AND SHALL BE DISPOSED OF OFF THE CONSTRUCTION SITE. 9.CONTRACTOR IS RESPONSIBLE FOR CONSTRUCTION OF PAVEMENTS AND CURB AND GUTTER WITH SMOOTH UNIFORM SLOPES THAT PROVIDE POSITIVE DRAINAGE TO COLLECTION POINTS. MAINTAIN A MINIMUM SLOPE OF 1.25% IN ASPHALT PAVEMENT AREAS AND A MINIMUM SLOPE OF 0.50% IN CONCRETE PAVEMENT AREAS. 10.MAINTAIN A MINIMUM SLOPE OF 0.50% ALONG CURB & GUTTER. REVIEW PAVEMENT GRADIENT AND CONSTRUCT "INFALL" CURB WHERE PAVEMENT DRAINS TOWARD THE GUTTER, AND "OUTFALL" CURB WHERE PAVEMENT DRAINS AWAY FROM THE GUTTER. 11.INSTALL A MINIMUM OF 4-INCHES OF AGGREGATE BASE MATERIAL UNDER PROPOSED CONCRETE CURB & GUTTER, SIDEWALKS, AND TRAILS UNLESS OTHERWISE DETAILED. 12.GRADING FOR SIDEWALKS AND ACCESSIBLE ROUTES, INCLUDING CROSSING DRIVEWAYS, SHALL CONFORM TO CURRENT STATE & NATIONAL ADA STANDARDS: ACCESSIBLE RAMP SLOPES SHALL NOT EXCEED 8.3% (1:12). SIDEWALK CROSS-SLOPES SHALL NOT EXCEED 2.0%. LONGITUDINAL SIDEWALK SLOPES SHALL NOT EXCEED 5.0%. ACCESSIBLE PARKING STALLS AND ACCESS AISLES SHALL NOT EXCEED 2.0% IN ANY DIRECTION. A MAXIMUM SLOPE OF 1.50% IS PREFERRED. SIDEWALK ACCESS TO EXTERNAL BUILDING DOORS AND GATES SHALL BE ADA COMPLIANT. NOTIFY ENGINEER IMMEDIATELY IF ADA CRITERIA CANNOT BE MET IN ANY LOCATION PRIOR TO PAVEMENT INSTALLATION. CHANGE ORDERS WILL NOT BE ACCEPTED FOR ADA COMPLIANCE ISSUES. 13.UPON COMPLETION OF LAND DISTURBING ACTIVITIES, RESTORE ADJACENT OFFSITE AREAS DISTURBED BY CONSTRUCTION TO MATCH OR EXCEED THE ORIGINAL CONDITION. LANDSCAPE AREAS SHALL BE RE-VEGETATED WITH A MINIMUM OF 4-INCHES OF TOPSOIL. 14.EXCAVATE DRAINAGE TRENCHES TO FOLLOW PROPOSED STORM SEWER ALIGNMENTS. REFER TO THE UTILITY PLANS FOR LAYOUT AND ELEVATIONS FOR PROPOSED SANITARY SEWER, WATER MAIN, AND OTHER BUILDING UTILITY SERVICE CONNECTIONS. PROPOSED STORM SEWER PROPERTY LINE EXISTING CONTOUR PROPOSED CONTOUR925 PROPOSED SPOT ELEVATION100.00 LEGEND PROPOSED HIGH POINT ELEVATION HP:0.0 PROPOSED LOW POINT ELEVATION PROPOSED GUTTER ELEVATION PROPOSED TOP OF CURB ELEVATION PROPOSED FLUSH PAVEMENT ELEVATION LP:0.0 G:0.00 T:0.00 PROPOSED EMERGENCY OVERFLOW ELEVATION T/G:0.0 EOF:0.0 0.0%PROPOSED DRAINAGE DIRECTION ME:0.0 MATCH EXISTING ELEVATION PROPOSED STORM MANHOLE (SOLID CASTING) PROPOSED STORM MANHOLE (ROUND INLET CASTING) PROPOSED STORM MANHOLE/ CATCH BASIN (CURB INLET CASTING) PROPOSED STORM SEWER CLENOUT PROPOSED RIPRAP PROPOSED FLARED END SECTION CO D PROPOSED RIDGE LINE PROPOSED SWALE PROPOSED TOP/BOTTOM OF WALL ELEVATION TW:0.0 BW:0.0 RETAINING WALL NOTES 1.RETAINING WALLS SHALL BE DESIGNED BY OTHERS. 2.PLANS SHOW THE HORIZONTAL LOCATION OF THE TOP OF THE WALL AND PROVIDES FINISHED SURFACE ELEVATIONS AT THE TOP AND BOTTOM FACE OF THE WALL ONLY. 3.RETAINING WALL DESIGN PLANS SHALL BE CERTIFIED BY A LICENSED PROFESSIONAL ENGINEER AND SUBMITTED TO THE REVIEWING AUTHORITY AND KIMLEY-HORN ENGINEER OF RECORD FOR APPROVAL. 4.RETAINING WALL DESIGNER MUST ACCOUNT FOR DRAINAGE AROUND THE WALL AS SHOWN ON THE GRADING PLAN. SURFACE RUNOFF SHALL NOT BE ALLOWED TO DRAIN OVER THE TOP OF THE WALL. 5.RETAINING WALL MATERIAL AND COLOR SHALL BE SELECTED BY THE OWNER. 6.RETAINING WALL DESIGNER IS RESPONSIBLE FOR OBTAINING GEOTECHNICAL INFORMATION AS NEEDED FOR DESIGN OF THE PROPOSED WALL. NORTH C511 PROPOSED DRAINAGE MAP Chanhassen Apartments - Stormwater Report Page 13 CHANHASSEN, MN Appendices Chanhassen Apartments - Stormwater Report Page 14 CHANHASSEN, MN Appendix 1.Pre-Development HydroCAD Model Analysis Existing V-DA-1 V-DA-10 V-DA-11 V-DA-2 V-DA-3 V-DA-4 V-DA-5 V-DA-6 V-DA-8 V-DA-9 2R NORTH EAST (OFFSITE) 3R WEST STORM SYSTEM 4R EXISTING EAST CATCH BASIN 5R EAST STORM SEWER 6R SOUTH WEST STORM SEWER (OFFSITE)7R SOUTH PARKING LOT (OFFSITE) 8R SOUTH (OFFSITE) 11R NORTH (OFFSITE) 8L SITE TOTAL Routing Diagram for Existing Prepared by Kimley-Horn & Associates, Printed 1/19/2024 HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 2HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 Snow Spillway 1-day 10-day Default 240.00 1 7.20 4 Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 3HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.570 80 >75% Grass cover, Good, HSG D (V-DA-1, V-DA-10, V-DA-11, V-DA-3, V-DA-4, V-DA-5, V-DA-6, V-DA-8) 0.249 89 Rock - Landscaping Area (V-DA-10, V-DA-11, V-DA-4, V-DA-5, V-DA-6, V-DA-8, V-DA-9) 1.429 98 Roofs, HSG D (V-DA-10, V-DA-4, V-DA-5, V-DA-8, V-DA-9) 2.446 98 Streets, Sitewalks, Trash Enclosures, ect... (V-DA-1, V-DA-10, V-DA-11, V-DA-2, V-DA-3, V-DA-4, V-DA-5, V-DA-6, V-DA-8, V-DA-9) 4.694 95 TOTAL AREA Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 4HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment V-DA-1: Runoff =0.00 cfs @ 72.00 hrs, Volume=0.003 af, Depth> 0.87" Routed to Reach 11R : NORTH (OFFSITE) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4 Area (ac) CN Adj Description *0.035 98 Streets, Sitewalks, Trash Enclosures, ect... 0.004 80 >75% Grass cover, Good, HSG D 0.039 96 98 Weighted Average, AMC Adjusted 0.004 10.26% Pervious Area 0.035 89.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment V-DA-1: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 Spillway 1-day 10-day Snow Rainfall=7.20" AMC=4 Runoff Area=0.039 ac Runoff Volume=0.003 af Runoff Depth>0.87" Tc=7.0 min AMC Adjusted CN=98 0.00 cfs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 5HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment V-DA-10: Runoff =0.02 cfs @ 72.00 hrs, Volume=0.068 af, Depth> 0.87" Routed to Reach 5R : EAST STORM SEWER Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4 Area (ac) CN Adj Description *0.483 98 Streets, Sitewalks, Trash Enclosures, ect... 0.044 80 >75% Grass cover, Good, HSG D *0.012 89 Rock - Landscaping Area 0.400 98 Roofs, HSG D 0.939 97 98 Weighted Average, AMC Adjusted 0.056 5.96% Pervious Area 0.883 94.04% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment V-DA-10: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.021 0.02 0.019 0.018 0.017 0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Spillway 1-day 10-day Snow Rainfall=7.20" AMC=4 Runoff Area=0.939 ac Runoff Volume=0.068 af Runoff Depth>0.87" Tc=7.0 min AMC Adjusted CN=98 0.02 cfs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 6HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment V-DA-11: Runoff =0.01 cfs @ 72.00 hrs, Volume=0.029 af, Depth> 0.87" Routed to Reach 8R : SOUTH (OFFSITE) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4 Area (ac) CN Adj Description *0.279 98 Streets, Sitewalks, Trash Enclosures, ect... 0.095 80 >75% Grass cover, Good, HSG D *0.020 89 Rock - Landscaping Area 0.394 93 98 Weighted Average, AMC Adjusted 0.115 29.19% Pervious Area 0.279 70.81% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment V-DA-11: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.009 0.008 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Spillway 1-day 10-day Snow Rainfall=7.20" AMC=4 Runoff Area=0.394 ac Runoff Volume=0.029 af Runoff Depth>0.87" Tc=7.0 min AMC Adjusted CN=98 0.01 cfs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 7HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment V-DA-2: Runoff =0.00 cfs @ 72.00 hrs, Volume=0.004 af, Depth> 0.87" Routed to Reach 2R : NORTH EAST (OFFSITE) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4 Area (ac) CN Description *0.050 98 Streets, Sitewalks, Trash Enclosures, ect... 0.050 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment V-DA-2: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 Spillway 1-day 10-day Snow Rainfall=7.20" AMC=4 Runoff Area=0.050 ac Runoff Volume=0.004 af Runoff Depth>0.87" Tc=7.0 min CN=98 0.00 cfs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 8HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment V-DA-3: Runoff =0.00 cfs @ 72.00 hrs, Volume=0.009 af, Depth> 0.87" Routed to Reach 6R : SOUTH WEST STORM SEWER (OFFSITE) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4 Area (ac) CN Adj Description *0.039 98 Streets, Sitewalks, Trash Enclosures, ect... 0.084 80 >75% Grass cover, Good, HSG D 0.123 86 98 Weighted Average, AMC Adjusted 0.084 68.29% Pervious Area 0.039 31.71% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment V-DA-3: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.003 0.002 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0 Spillway 1-day 10-day Snow Rainfall=7.20" AMC=4 Runoff Area=0.123 ac Runoff Volume=0.009 af Runoff Depth>0.87" Tc=7.0 min AMC Adjusted CN=98 0.00 cfs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 9HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment V-DA-4: Runoff =0.01 cfs @ 72.00 hrs, Volume=0.046 af, Depth> 0.87" Routed to Reach 3R : WEST STORM SYSTEM Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4 Area (ac) CN Adj Description *0.432 98 Streets, Sitewalks, Trash Enclosures, ect... 0.144 80 >75% Grass cover, Good, HSG D *0.009 89 Rock - Landscaping Area 0.055 98 Roofs, HSG D 0.640 94 98 Weighted Average, AMC Adjusted 0.153 23.91% Pervious Area 0.487 76.09% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment V-DA-4: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Spillway 1-day 10-day Snow Rainfall=7.20" AMC=4 Runoff Area=0.640 ac Runoff Volume=0.046 af Runoff Depth>0.87" Tc=7.0 min AMC Adjusted CN=98 0.01 cfs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 10HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment V-DA-5: Runoff =0.03 cfs @ 72.00 hrs, Volume=0.121 af, Depth> 0.87" Routed to Reach 3R : WEST STORM SYSTEM Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4 Area (ac) CN Adj Description *0.800 98 Streets, Sitewalks, Trash Enclosures, ect... 0.145 80 >75% Grass cover, Good, HSG D *0.045 89 Rock - Landscaping Area 0.682 98 Roofs, HSG D 1.672 96 98 Weighted Average, AMC Adjusted 0.190 11.36% Pervious Area 1.482 88.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment V-DA-5: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Spillway 1-day 10-day Snow Rainfall=7.20" AMC=4 Runoff Area=1.672 ac Runoff Volume=0.121 af Runoff Depth>0.87" Tc=7.0 min AMC Adjusted CN=98 0.03 cfs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 11HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment V-DA-6: Runoff =0.01 cfs @ 72.00 hrs, Volume=0.020 af, Depth> 0.87" Routed to Reach 4R : EXISTING EAST CATCH BASIN Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4 Area (ac) CN Adj Description *0.254 98 Streets, Sitewalks, Trash Enclosures, ect... 0.017 80 >75% Grass cover, Good, HSG D *0.003 89 Rock - Landscaping Area 0.274 97 98 Weighted Average, AMC Adjusted 0.020 7.30% Pervious Area 0.254 92.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment V-DA-6: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Spillway 1-day 10-day Snow Rainfall=7.20" AMC=4 Runoff Area=0.274 ac Runoff Volume=0.020 af Runoff Depth>0.87" Tc=7.0 min AMC Adjusted CN=98 0.01 cfs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 12HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment V-DA-8: Runoff =0.01 cfs @ 72.00 hrs, Volume=0.022 af, Depth> 0.87" Routed to Reach 7R : SOUTH PARKING LOT (OFFSITE) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4 Area (ac) CN Adj Description *0.020 98 Streets, Sitewalks, Trash Enclosures, ect... 0.037 80 >75% Grass cover, Good, HSG D *0.119 89 Rock - Landscaping Area 0.130 98 Roofs, HSG D 0.306 92 98 Weighted Average, AMC Adjusted 0.156 50.98% Pervious Area 0.150 49.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment V-DA-8: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.007 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Spillway 1-day 10-day Snow Rainfall=7.20" AMC=4 Runoff Area=0.306 ac Runoff Volume=0.022 af Runoff Depth>0.87" Tc=7.0 min AMC Adjusted CN=98 0.01 cfs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 13HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment V-DA-9: Runoff =0.01 cfs @ 72.00 hrs, Volume=0.019 af, Depth> 0.87" Routed to Reach 3R : WEST STORM SYSTEM Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4 Area (ac) CN Adj Description *0.054 98 Streets, Sitewalks, Trash Enclosures, ect... *0.041 89 Rock - Landscaping Area 0.162 98 Roofs, HSG D 0.257 97 98 Weighted Average, AMC Adjusted 0.041 15.95% Pervious Area 0.216 84.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment V-DA-9: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Spillway 1-day 10-day Snow Rainfall=7.20" AMC=4 Runoff Area=0.257 ac Runoff Volume=0.019 af Runoff Depth>0.87" Tc=7.0 min AMC Adjusted CN=98 0.01 cfs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 14HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 2R: NORTH EAST (OFFSITE) Inflow Area =0.050 ac,100.00% Impervious, Inflow Depth > 0.87" for Snow event Inflow =0.00 cfs @ 72.00 hrs, Volume=0.004 af Outflow =0.00 cfs @ 72.00 hrs, Volume=0.004 af, Atten= 0%, Lag= 0.0 min Routed to Link 8L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Reach 2R: NORTH EAST (OFFSITE) Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 Inflow Area=0.050 ac 0.00 cfs 0.00 cfs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 15HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 3R: WEST STORM SYSTEM Inflow Area =2.569 ac, 85.05% Impervious, Inflow Depth > 0.87" for Snow event Inflow =0.05 cfs @ 72.00 hrs, Volume=0.186 af Outflow =0.05 cfs @ 72.00 hrs, Volume=0.186 af, Atten= 0%, Lag= 0.0 min Routed to Link 8L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Reach 3R: WEST STORM SYSTEM Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=2.569 ac 0.05 cfs 0.05 cfs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 16HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 4R: EXISTING EAST CATCH BASIN Inflow Area =0.274 ac, 92.70% Impervious, Inflow Depth > 0.87" for Snow event Inflow =0.01 cfs @ 72.00 hrs, Volume=0.020 af Outflow =0.01 cfs @ 72.00 hrs, Volume=0.020 af, Atten= 0%, Lag= 0.0 min Routed to Reach 5R : EAST STORM SEWER Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Reach 4R: EXISTING EAST CATCH BASIN Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Inflow Area=0.274 ac 0.01 cfs 0.01 cfs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 17HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 5R: EAST STORM SEWER Inflow Area =1.213 ac, 93.73% Impervious, Inflow Depth > 0.87" for Snow event Inflow =0.02 cfs @ 72.00 hrs, Volume=0.088 af Outflow =0.02 cfs @ 72.00 hrs, Volume=0.088 af, Atten= 0%, Lag= 0.0 min Routed to Link 8L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Reach 5R: EAST STORM SEWER Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Inflow Area=1.213 ac 0.02 cfs 0.02 cfs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 18HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 6R: SOUTH WEST STORM SEWER (OFFSITE) Inflow Area =0.123 ac, 31.71% Impervious, Inflow Depth > 0.87" for Snow event Inflow =0.00 cfs @ 72.00 hrs, Volume=0.009 af Outflow =0.00 cfs @ 72.00 hrs, Volume=0.009 af, Atten= 0%, Lag= 0.0 min Routed to Link 8L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Reach 6R: SOUTH WEST STORM SEWER (OFFSITE) Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.003 0.002 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0 Inflow Area=0.123 ac 0.00 cfs 0.00 cfs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 19HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 7R: SOUTH PARKING LOT (OFFSITE) Inflow Area =0.306 ac, 49.02% Impervious, Inflow Depth > 0.87" for Snow event Inflow =0.01 cfs @ 72.00 hrs, Volume=0.022 af Outflow =0.01 cfs @ 72.00 hrs, Volume=0.022 af, Atten= 0%, Lag= 0.0 min Routed to Link 8L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Reach 7R: SOUTH PARKING LOT (OFFSITE) Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.007 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Inflow Area=0.306 ac 0.01 cfs 0.01 cfs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 20HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 8R: SOUTH (OFFSITE) Inflow Area =0.394 ac, 70.81% Impervious, Inflow Depth > 0.87" for Snow event Inflow =0.01 cfs @ 72.00 hrs, Volume=0.029 af Outflow =0.01 cfs @ 72.00 hrs, Volume=0.029 af, Atten= 0%, Lag= 0.0 min Routed to Link 8L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Reach 8R: SOUTH (OFFSITE) Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.009 0.008 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Inflow Area=0.394 ac 0.01 cfs 0.01 cfs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 21HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 11R: NORTH (OFFSITE) Inflow Area =0.039 ac, 89.74% Impervious, Inflow Depth > 0.87" for Snow event Inflow =0.00 cfs @ 72.00 hrs, Volume=0.003 af Outflow =0.00 cfs @ 72.00 hrs, Volume=0.003 af, Atten= 0%, Lag= 0.0 min Routed to Link 8L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Reach 11R: NORTH (OFFSITE) Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 Inflow Area=0.039 ac 0.00 cfs 0.00 cfs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 22HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Link 8L: SITE TOTAL Inflow Area =4.694 ac, 82.55% Impervious, Inflow Depth > 0.87" for Snow event Inflow =0.09 cfs @ 72.00 hrs, Volume=0.340 af Primary =0.09 cfs @ 72.00 hrs, Volume=0.340 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Link 8L: SITE TOTAL Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=4.694 ac 0.09 cfs 0.09 cfs Existing V-DA-1 V-DA-10 V-DA-11 V-DA-2 V-DA-3 V-DA-4 V-DA-5 V-DA-6 V-DA-8 V-DA-9 2R NORTH EAST (OFFSITE) 3R WEST STORM SYSTEM 4R EXISTING EAST CATCH BASIN 5R EAST STORM SEWER 6R SOUTH WEST STORM SEWER (OFFSITE)7R SOUTH PARKING LOT (OFFSITE) 8R SOUTH (OFFSITE) 11R NORTH (OFFSITE) 8L SITE TOTAL Routing Diagram for Existing Prepared by Kimley-Horn & Associates, Printed 1/19/2024 HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 2HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 1-Year MSE 24-hr 3 Default 24.00 1 2.47 2 2 2-Year MSE 24-hr 3 Default 24.00 1 2.84 2 3 100-Year MSE 24-hr 3 Default 24.00 1 7.18 2 Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 3HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.570 80 >75% Grass cover, Good, HSG D (V-DA-1, V-DA-10, V-DA-11, V-DA-3, V-DA-4, V-DA-5, V-DA-6, V-DA-8) 0.249 89 Rock - Landscaping Area (V-DA-10, V-DA-11, V-DA-4, V-DA-5, V-DA-6, V-DA-8, V-DA-9) 1.429 98 Roofs, HSG D (V-DA-10, V-DA-4, V-DA-5, V-DA-8, V-DA-9) 2.446 98 Streets, Sitewalks, Trash Enclosures, ect... (V-DA-1, V-DA-10, V-DA-11, V-DA-2, V-DA-3, V-DA-4, V-DA-5, V-DA-6, V-DA-8, V-DA-9) 4.694 95 TOTAL AREA Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 4HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 1.999 HSG D V-DA-1, V-DA-10, V-DA-11, V-DA-3, V-DA-4, V-DA-5, V-DA-6, V-DA-8, V-DA-9 2.695 Other V-DA-1, V-DA-10, V-DA-11, V-DA-2, V-DA-3, V-DA-4, V-DA-5, V-DA-6, V-DA-8, V-DA-9 4.694 TOTAL AREA Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 5HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 0.000 0.570 0.000 0.570 >75% Grass cover, Good 0.000 0.000 0.000 0.000 0.249 0.249 Rock - Landscaping Area 0.000 0.000 0.000 1.429 0.000 1.429 Roofs 0.000 0.000 0.000 0.000 2.446 2.446 Streets, Sitewalks, Trash Enclosures, ect... 0.000 0.000 0.000 1.999 2.695 4.694 TOTAL AREA MSE 24-hr 3 1-Year Rainfall=2.47"Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 6HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment V-DA-1: Runoff =0.13 cfs @ 12.14 hrs, Volume=0.007 af, Depth= 2.03" Routed to Reach 11R : NORTH (OFFSITE) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (ac) CN Description *0.035 98 Streets, Sitewalks, Trash Enclosures, ect... 0.004 80 >75% Grass cover, Good, HSG D 0.039 96 Weighted Average 0.004 10.26% Pervious Area 0.035 89.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment V-DA-1: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 MSE 24-hr 3 1-Year Rainfall=2.47" Runoff Area=0.039 ac Runoff Volume=0.007 af Runoff Depth=2.03" Tc=7.0 min CN=96 0.13 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 7HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment V-DA-10: Runoff =3.13 cfs @ 12.14 hrs, Volume=0.167 af, Depth= 2.13" Routed to Reach 5R : EAST STORM SEWER Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (ac) CN Description *0.483 98 Streets, Sitewalks, Trash Enclosures, ect... 0.044 80 >75% Grass cover, Good, HSG D *0.012 89 Rock - Landscaping Area 0.400 98 Roofs, HSG D 0.939 97 Weighted Average 0.056 5.96% Pervious Area 0.883 94.04% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment V-DA-10: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)3 2 1 0 MSE 24-hr 3 1-Year Rainfall=2.47" Runoff Area=0.939 ac Runoff Volume=0.167 af Runoff Depth=2.13" Tc=7.0 min CN=97 3.13 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 8HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment V-DA-11: Runoff =1.15 cfs @ 12.14 hrs, Volume=0.057 af, Depth= 1.75" Routed to Reach 8R : SOUTH (OFFSITE) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (ac) CN Description *0.279 98 Streets, Sitewalks, Trash Enclosures, ect... 0.095 80 >75% Grass cover, Good, HSG D *0.020 89 Rock - Landscaping Area 0.394 93 Weighted Average 0.115 29.19% Pervious Area 0.279 70.81% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment V-DA-11: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)1 0 MSE 24-hr 3 1-Year Rainfall=2.47" Runoff Area=0.394 ac Runoff Volume=0.057 af Runoff Depth=1.75" Tc=7.0 min CN=93 1.15 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 9HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment V-DA-2: Runoff =0.17 cfs @ 12.14 hrs, Volume=0.009 af, Depth= 2.24" Routed to Reach 2R : NORTH EAST (OFFSITE) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (ac) CN Description *0.050 98 Streets, Sitewalks, Trash Enclosures, ect... 0.050 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment V-DA-2: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)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 MSE 24-hr 3 1-Year Rainfall=2.47" Runoff Area=0.050 ac Runoff Volume=0.009 af Runoff Depth=2.24" Tc=7.0 min CN=98 0.17 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 10HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment V-DA-3: Runoff =0.26 cfs @ 12.15 hrs, Volume=0.012 af, Depth= 1.22" Routed to Reach 6R : SOUTH WEST STORM SEWER (OFFSITE) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (ac) CN Description *0.039 98 Streets, Sitewalks, Trash Enclosures, ect... 0.084 80 >75% Grass cover, Good, HSG D 0.123 86 Weighted Average 0.084 68.29% Pervious Area 0.039 31.71% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment V-DA-3: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 MSE 24-hr 3 1-Year Rainfall=2.47" Runoff Area=0.123 ac Runoff Volume=0.012 af Runoff Depth=1.22" Tc=7.0 min CN=86 0.26 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 11HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment V-DA-4: Runoff =1.95 cfs @ 12.14 hrs, Volume=0.098 af, Depth= 1.84" Routed to Reach 3R : WEST STORM SYSTEM Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (ac) CN Description *0.432 98 Streets, Sitewalks, Trash Enclosures, ect... 0.144 80 >75% Grass cover, Good, HSG D *0.009 89 Rock - Landscaping Area 0.055 98 Roofs, HSG D 0.640 94 Weighted Average 0.153 23.91% Pervious Area 0.487 76.09% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment V-DA-4: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)2 1 0 MSE 24-hr 3 1-Year Rainfall=2.47" Runoff Area=0.640 ac Runoff Volume=0.098 af Runoff Depth=1.84" Tc=7.0 min CN=94 1.95 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 12HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment V-DA-5: Runoff =5.43 cfs @ 12.14 hrs, Volume=0.283 af, Depth= 2.03" Routed to Reach 3R : WEST STORM SYSTEM Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (ac) CN Description *0.800 98 Streets, Sitewalks, Trash Enclosures, ect... 0.145 80 >75% Grass cover, Good, HSG D *0.045 89 Rock - Landscaping Area 0.682 98 Roofs, HSG D 1.672 96 Weighted Average 0.190 11.36% Pervious Area 1.482 88.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment V-DA-5: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)6 5 4 3 2 1 0 MSE 24-hr 3 1-Year Rainfall=2.47" Runoff Area=1.672 ac Runoff Volume=0.283 af Runoff Depth=2.03" Tc=7.0 min CN=96 5.43 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 13HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment V-DA-6: Runoff =0.91 cfs @ 12.14 hrs, Volume=0.049 af, Depth= 2.13" Routed to Reach 4R : EXISTING EAST CATCH BASIN Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (ac) CN Description *0.254 98 Streets, Sitewalks, Trash Enclosures, ect... 0.017 80 >75% Grass cover, Good, HSG D *0.003 89 Rock - Landscaping Area 0.274 97 Weighted Average 0.020 7.30% Pervious Area 0.254 92.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment V-DA-6: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)1 0 MSE 24-hr 3 1-Year Rainfall=2.47" Runoff Area=0.274 ac Runoff Volume=0.049 af Runoff Depth=2.13" Tc=7.0 min CN=97 0.91 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 14HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment V-DA-8: Runoff =0.86 cfs @ 12.14 hrs, Volume=0.042 af, Depth= 1.67" Routed to Reach 7R : SOUTH PARKING LOT (OFFSITE) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (ac) CN Description *0.020 98 Streets, Sitewalks, Trash Enclosures, ect... 0.037 80 >75% Grass cover, Good, HSG D *0.119 89 Rock - Landscaping Area 0.130 98 Roofs, HSG D 0.306 92 Weighted Average 0.156 50.98% Pervious Area 0.150 49.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment V-DA-8: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.95 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 MSE 24-hr 3 1-Year Rainfall=2.47" Runoff Area=0.306 ac Runoff Volume=0.042 af Runoff Depth=1.67" Tc=7.0 min CN=92 0.86 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 15HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment V-DA-9: Runoff =0.86 cfs @ 12.14 hrs, Volume=0.046 af, Depth= 2.13" Routed to Reach 3R : WEST STORM SYSTEM Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (ac) CN Description *0.054 98 Streets, Sitewalks, Trash Enclosures, ect... *0.041 89 Rock - Landscaping Area 0.162 98 Roofs, HSG D 0.257 97 Weighted Average 0.041 15.95% Pervious Area 0.216 84.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment V-DA-9: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.95 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 MSE 24-hr 3 1-Year Rainfall=2.47" Runoff Area=0.257 ac Runoff Volume=0.046 af Runoff Depth=2.13" Tc=7.0 min CN=97 0.86 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 16HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 2R: NORTH EAST (OFFSITE) Inflow Area =0.050 ac,100.00% Impervious, Inflow Depth = 2.24" for 1-Year event Inflow =0.17 cfs @ 12.14 hrs, Volume=0.009 af Outflow =0.17 cfs @ 12.14 hrs, Volume=0.009 af, Atten= 0%, Lag= 0.0 min Routed to Link 8L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Reach 2R: NORTH EAST (OFFSITE) Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)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 Inflow Area=0.050 ac 0.17 cfs 0.17 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 17HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 3R: WEST STORM SYSTEM Inflow Area =2.569 ac, 85.05% Impervious, Inflow Depth = 1.99" for 1-Year event Inflow =8.24 cfs @ 12.14 hrs, Volume=0.427 af Outflow =8.24 cfs @ 12.14 hrs, Volume=0.427 af, Atten= 0%, Lag= 0.0 min Routed to Link 8L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Reach 3R: WEST STORM SYSTEM Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)9 8 7 6 5 4 3 2 1 0 Inflow Area=2.569 ac 8.24 cfs 8.24 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 18HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 4R: EXISTING EAST CATCH BASIN Inflow Area =0.274 ac, 92.70% Impervious, Inflow Depth = 2.13" for 1-Year event Inflow =0.91 cfs @ 12.14 hrs, Volume=0.049 af Outflow =0.91 cfs @ 12.14 hrs, Volume=0.049 af, Atten= 0%, Lag= 0.0 min Routed to Reach 5R : EAST STORM SEWER Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Reach 4R: EXISTING EAST CATCH BASIN Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)1 0 Inflow Area=0.274 ac 0.91 cfs 0.91 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 19HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 5R: EAST STORM SEWER Inflow Area =1.213 ac, 93.73% Impervious, Inflow Depth = 2.13" for 1-Year event Inflow =4.05 cfs @ 12.14 hrs, Volume=0.216 af Outflow =4.05 cfs @ 12.14 hrs, Volume=0.216 af, Atten= 0%, Lag= 0.0 min Routed to Link 8L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Reach 5R: EAST STORM SEWER Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)4 3 2 1 0 Inflow Area=1.213 ac 4.05 cfs 4.05 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 20HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 6R: SOUTH WEST STORM SEWER (OFFSITE) Inflow Area =0.123 ac, 31.71% Impervious, Inflow Depth = 1.22" for 1-Year event Inflow =0.26 cfs @ 12.15 hrs, Volume=0.012 af Outflow =0.26 cfs @ 12.15 hrs, Volume=0.012 af, Atten= 0%, Lag= 0.0 min Routed to Link 8L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Reach 6R: SOUTH WEST STORM SEWER (OFFSITE) Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.123 ac 0.26 cfs 0.26 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 21HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 7R: SOUTH PARKING LOT (OFFSITE) Inflow Area =0.306 ac, 49.02% Impervious, Inflow Depth = 1.67" for 1-Year event Inflow =0.86 cfs @ 12.14 hrs, Volume=0.042 af Outflow =0.86 cfs @ 12.14 hrs, Volume=0.042 af, Atten= 0%, Lag= 0.0 min Routed to Link 8L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Reach 7R: SOUTH PARKING LOT (OFFSITE) Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.95 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 Inflow Area=0.306 ac 0.86 cfs 0.86 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 22HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 8R: SOUTH (OFFSITE) Inflow Area =0.394 ac, 70.81% Impervious, Inflow Depth = 1.75" for 1-Year event Inflow =1.15 cfs @ 12.14 hrs, Volume=0.057 af Outflow =1.15 cfs @ 12.14 hrs, Volume=0.057 af, Atten= 0%, Lag= 0.0 min Routed to Link 8L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Reach 8R: SOUTH (OFFSITE) Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)1 0 Inflow Area=0.394 ac 1.15 cfs 1.15 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 23HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 11R: NORTH (OFFSITE) Inflow Area =0.039 ac, 89.74% Impervious, Inflow Depth = 2.03" for 1-Year event Inflow =0.13 cfs @ 12.14 hrs, Volume=0.007 af Outflow =0.13 cfs @ 12.14 hrs, Volume=0.007 af, Atten= 0%, Lag= 0.0 min Routed to Link 8L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Reach 11R: NORTH (OFFSITE) Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)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 Inflow Area=0.039 ac 0.13 cfs 0.13 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 24HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Link 8L: SITE TOTAL Inflow Area =4.694 ac, 82.55% Impervious, Inflow Depth = 1.97" for 1-Year event Inflow =14.86 cfs @ 12.14 hrs, Volume=0.771 af Primary =14.86 cfs @ 12.14 hrs, Volume=0.771 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Link 8L: SITE TOTAL Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=4.694 ac 14.86 cfs 14.86 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 25HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment V-DA-1: Runoff =0.15 cfs @ 12.14 hrs, Volume=0.008 af, Depth= 2.39" Routed to Reach 11R : NORTH (OFFSITE) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (ac) CN Description *0.035 98 Streets, Sitewalks, Trash Enclosures, ect... 0.004 80 >75% Grass cover, Good, HSG D 0.039 96 Weighted Average 0.004 10.26% Pervious Area 0.035 89.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment V-DA-1: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 MSE 24-hr 3 2-Year Rainfall=2.84" Runoff Area=0.039 ac Runoff Volume=0.008 af Runoff Depth=2.39" Tc=7.0 min CN=96 0.15 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 26HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment V-DA-10: Runoff =3.64 cfs @ 12.14 hrs, Volume=0.196 af, Depth= 2.50" Routed to Reach 5R : EAST STORM SEWER Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (ac) CN Description *0.483 98 Streets, Sitewalks, Trash Enclosures, ect... 0.044 80 >75% Grass cover, Good, HSG D *0.012 89 Rock - Landscaping Area 0.400 98 Roofs, HSG D 0.939 97 Weighted Average 0.056 5.96% Pervious Area 0.883 94.04% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment V-DA-10: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)4 3 2 1 0 MSE 24-hr 3 2-Year Rainfall=2.84" Runoff Area=0.939 ac Runoff Volume=0.196 af Runoff Depth=2.50" Tc=7.0 min CN=97 3.64 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 27HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment V-DA-11: Runoff =1.37 cfs @ 12.14 hrs, Volume=0.069 af, Depth= 2.10" Routed to Reach 8R : SOUTH (OFFSITE) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (ac) CN Description *0.279 98 Streets, Sitewalks, Trash Enclosures, ect... 0.095 80 >75% Grass cover, Good, HSG D *0.020 89 Rock - Landscaping Area 0.394 93 Weighted Average 0.115 29.19% Pervious Area 0.279 70.81% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment V-DA-11: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)1 0 MSE 24-hr 3 2-Year Rainfall=2.84" Runoff Area=0.394 ac Runoff Volume=0.069 af Runoff Depth=2.10" Tc=7.0 min CN=93 1.37 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 28HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment V-DA-2: Runoff =0.20 cfs @ 12.14 hrs, Volume=0.011 af, Depth= 2.61" Routed to Reach 2R : NORTH EAST (OFFSITE) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (ac) CN Description *0.050 98 Streets, Sitewalks, Trash Enclosures, ect... 0.050 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment V-DA-2: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)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 MSE 24-hr 3 2-Year Rainfall=2.84" Runoff Area=0.050 ac Runoff Volume=0.011 af Runoff Depth=2.61" Tc=7.0 min CN=98 0.20 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 29HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment V-DA-3: Runoff =0.33 cfs @ 12.14 hrs, Volume=0.016 af, Depth= 1.53" Routed to Reach 6R : SOUTH WEST STORM SEWER (OFFSITE) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (ac) CN Description *0.039 98 Streets, Sitewalks, Trash Enclosures, ect... 0.084 80 >75% Grass cover, Good, HSG D 0.123 86 Weighted Average 0.084 68.29% Pervious Area 0.039 31.71% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment V-DA-3: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 MSE 24-hr 3 2-Year Rainfall=2.84" Runoff Area=0.123 ac Runoff Volume=0.016 af Runoff Depth=1.53" Tc=7.0 min CN=86 0.33 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 30HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment V-DA-4: Runoff =2.30 cfs @ 12.14 hrs, Volume=0.117 af, Depth= 2.20" Routed to Reach 3R : WEST STORM SYSTEM Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (ac) CN Description *0.432 98 Streets, Sitewalks, Trash Enclosures, ect... 0.144 80 >75% Grass cover, Good, HSG D *0.009 89 Rock - Landscaping Area 0.055 98 Roofs, HSG D 0.640 94 Weighted Average 0.153 23.91% Pervious Area 0.487 76.09% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment V-DA-4: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)2 1 0 MSE 24-hr 3 2-Year Rainfall=2.84" Runoff Area=0.640 ac Runoff Volume=0.117 af Runoff Depth=2.20" Tc=7.0 min CN=94 2.30 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 31HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment V-DA-5: Runoff =6.34 cfs @ 12.14 hrs, Volume=0.334 af, Depth= 2.39" Routed to Reach 3R : WEST STORM SYSTEM Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (ac) CN Description *0.800 98 Streets, Sitewalks, Trash Enclosures, ect... 0.145 80 >75% Grass cover, Good, HSG D *0.045 89 Rock - Landscaping Area 0.682 98 Roofs, HSG D 1.672 96 Weighted Average 0.190 11.36% Pervious Area 1.482 88.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment V-DA-5: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)7 6 5 4 3 2 1 0 MSE 24-hr 3 2-Year Rainfall=2.84" Runoff Area=1.672 ac Runoff Volume=0.334 af Runoff Depth=2.39" Tc=7.0 min CN=96 6.34 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 32HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment V-DA-6: Runoff =1.06 cfs @ 12.14 hrs, Volume=0.057 af, Depth= 2.50" Routed to Reach 4R : EXISTING EAST CATCH BASIN Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (ac) CN Description *0.254 98 Streets, Sitewalks, Trash Enclosures, ect... 0.017 80 >75% Grass cover, Good, HSG D *0.003 89 Rock - Landscaping Area 0.274 97 Weighted Average 0.020 7.30% Pervious Area 0.254 92.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment V-DA-6: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)1 0 MSE 24-hr 3 2-Year Rainfall=2.84" Runoff Area=0.274 ac Runoff Volume=0.057 af Runoff Depth=2.50" Tc=7.0 min CN=97 1.06 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 33HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment V-DA-8: Runoff =1.03 cfs @ 12.14 hrs, Volume=0.051 af, Depth= 2.01" Routed to Reach 7R : SOUTH PARKING LOT (OFFSITE) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (ac) CN Description *0.020 98 Streets, Sitewalks, Trash Enclosures, ect... 0.037 80 >75% Grass cover, Good, HSG D *0.119 89 Rock - Landscaping Area 0.130 98 Roofs, HSG D 0.306 92 Weighted Average 0.156 50.98% Pervious Area 0.150 49.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment V-DA-8: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)1 0 MSE 24-hr 3 2-Year Rainfall=2.84" Runoff Area=0.306 ac Runoff Volume=0.051 af Runoff Depth=2.01" Tc=7.0 min CN=92 1.03 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 34HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment V-DA-9: Runoff =1.00 cfs @ 12.14 hrs, Volume=0.054 af, Depth= 2.50" Routed to Reach 3R : WEST STORM SYSTEM Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (ac) CN Description *0.054 98 Streets, Sitewalks, Trash Enclosures, ect... *0.041 89 Rock - Landscaping Area 0.162 98 Roofs, HSG D 0.257 97 Weighted Average 0.041 15.95% Pervious Area 0.216 84.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment V-DA-9: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)1 0 MSE 24-hr 3 2-Year Rainfall=2.84" Runoff Area=0.257 ac Runoff Volume=0.054 af Runoff Depth=2.50" Tc=7.0 min CN=97 1.00 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 35HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 2R: NORTH EAST (OFFSITE) Inflow Area =0.050 ac,100.00% Impervious, Inflow Depth = 2.61" for 2-Year event Inflow =0.20 cfs @ 12.14 hrs, Volume=0.011 af Outflow =0.20 cfs @ 12.14 hrs, Volume=0.011 af, Atten= 0%, Lag= 0.0 min Routed to Link 8L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Reach 2R: NORTH EAST (OFFSITE) Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)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 Inflow Area=0.050 ac 0.20 cfs 0.20 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 36HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 3R: WEST STORM SYSTEM Inflow Area =2.569 ac, 85.05% Impervious, Inflow Depth = 2.36" for 2-Year event Inflow =9.63 cfs @ 12.14 hrs, Volume=0.504 af Outflow =9.63 cfs @ 12.14 hrs, Volume=0.504 af, Atten= 0%, Lag= 0.0 min Routed to Link 8L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Reach 3R: WEST STORM SYSTEM Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.569 ac 9.63 cfs 9.63 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 37HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 4R: EXISTING EAST CATCH BASIN Inflow Area =0.274 ac, 92.70% Impervious, Inflow Depth = 2.50" for 2-Year event Inflow =1.06 cfs @ 12.14 hrs, Volume=0.057 af Outflow =1.06 cfs @ 12.14 hrs, Volume=0.057 af, Atten= 0%, Lag= 0.0 min Routed to Reach 5R : EAST STORM SEWER Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Reach 4R: EXISTING EAST CATCH BASIN Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)1 0 Inflow Area=0.274 ac 1.06 cfs 1.06 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 38HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 5R: EAST STORM SEWER Inflow Area =1.213 ac, 93.73% Impervious, Inflow Depth = 2.50" for 2-Year event Inflow =4.70 cfs @ 12.14 hrs, Volume=0.253 af Outflow =4.70 cfs @ 12.14 hrs, Volume=0.253 af, Atten= 0%, Lag= 0.0 min Routed to Link 8L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Reach 5R: EAST STORM SEWER Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)5 4 3 2 1 0 Inflow Area=1.213 ac 4.70 cfs 4.70 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 39HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 6R: SOUTH WEST STORM SEWER (OFFSITE) Inflow Area =0.123 ac, 31.71% Impervious, Inflow Depth = 1.53" for 2-Year event Inflow =0.33 cfs @ 12.14 hrs, Volume=0.016 af Outflow =0.33 cfs @ 12.14 hrs, Volume=0.016 af, Atten= 0%, Lag= 0.0 min Routed to Link 8L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Reach 6R: SOUTH WEST STORM SEWER (OFFSITE) Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)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=0.123 ac 0.33 cfs 0.33 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 40HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 7R: SOUTH PARKING LOT (OFFSITE) Inflow Area =0.306 ac, 49.02% Impervious, Inflow Depth = 2.01" for 2-Year event Inflow =1.03 cfs @ 12.14 hrs, Volume=0.051 af Outflow =1.03 cfs @ 12.14 hrs, Volume=0.051 af, Atten= 0%, Lag= 0.0 min Routed to Link 8L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Reach 7R: SOUTH PARKING LOT (OFFSITE) Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)1 0 Inflow Area=0.306 ac 1.03 cfs 1.03 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 41HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 8R: SOUTH (OFFSITE) Inflow Area =0.394 ac, 70.81% Impervious, Inflow Depth = 2.10" for 2-Year event Inflow =1.37 cfs @ 12.14 hrs, Volume=0.069 af Outflow =1.37 cfs @ 12.14 hrs, Volume=0.069 af, Atten= 0%, Lag= 0.0 min Routed to Link 8L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Reach 8R: SOUTH (OFFSITE) Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)1 0 Inflow Area=0.394 ac 1.37 cfs 1.37 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 42HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 11R: NORTH (OFFSITE) Inflow Area =0.039 ac, 89.74% Impervious, Inflow Depth = 2.39" for 2-Year event Inflow =0.15 cfs @ 12.14 hrs, Volume=0.008 af Outflow =0.15 cfs @ 12.14 hrs, Volume=0.008 af, Atten= 0%, Lag= 0.0 min Routed to Link 8L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Reach 11R: NORTH (OFFSITE) Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)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 Inflow Area=0.039 ac 0.15 cfs 0.15 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 43HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Link 8L: SITE TOTAL Inflow Area =4.694 ac, 82.55% Impervious, Inflow Depth = 2.33" for 2-Year event Inflow =17.40 cfs @ 12.14 hrs, Volume=0.912 af Primary =17.40 cfs @ 12.14 hrs, Volume=0.912 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Link 8L: SITE TOTAL Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=4.694 ac 17.40 cfs 17.40 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 44HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment V-DA-1: Runoff =0.39 cfs @ 12.14 hrs, Volume=0.022 af, Depth= 6.70" Routed to Reach 11R : NORTH (OFFSITE) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description *0.035 98 Streets, Sitewalks, Trash Enclosures, ect... 0.004 80 >75% Grass cover, Good, HSG D 0.039 96 Weighted Average 0.004 10.26% Pervious Area 0.035 89.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment V-DA-1: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(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 MSE 24-hr 3 100-Year Rainfall=7.18" Runoff Area=0.039 ac Runoff Volume=0.022 af Runoff Depth=6.70" Tc=7.0 min CN=96 0.39 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 45HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment V-DA-10: Runoff =9.44 cfs @ 12.14 hrs, Volume=0.534 af, Depth= 6.82" Routed to Reach 5R : EAST STORM SEWER Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description *0.483 98 Streets, Sitewalks, Trash Enclosures, ect... 0.044 80 >75% Grass cover, Good, HSG D *0.012 89 Rock - Landscaping Area 0.400 98 Roofs, HSG D 0.939 97 Weighted Average 0.056 5.96% Pervious Area 0.883 94.04% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment V-DA-10: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 100-Year Rainfall=7.18" Runoff Area=0.939 ac Runoff Volume=0.534 af Runoff Depth=6.82" Tc=7.0 min CN=97 9.44 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 46HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment V-DA-11: Runoff =3.86 cfs @ 12.14 hrs, Volume=0.208 af, Depth= 6.35" Routed to Reach 8R : SOUTH (OFFSITE) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description *0.279 98 Streets, Sitewalks, Trash Enclosures, ect... 0.095 80 >75% Grass cover, Good, HSG D *0.020 89 Rock - Landscaping Area 0.394 93 Weighted Average 0.115 29.19% Pervious Area 0.279 70.81% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment V-DA-11: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)4 3 2 1 0 MSE 24-hr 3 100-Year Rainfall=7.18" Runoff Area=0.394 ac Runoff Volume=0.208 af Runoff Depth=6.35" Tc=7.0 min CN=93 3.86 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 47HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment V-DA-2: Runoff =0.50 cfs @ 12.14 hrs, Volume=0.029 af, Depth= 6.94" Routed to Reach 2R : NORTH EAST (OFFSITE) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description *0.050 98 Streets, Sitewalks, Trash Enclosures, ect... 0.050 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment V-DA-2: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 MSE 24-hr 3 100-Year Rainfall=7.18" Runoff Area=0.050 ac Runoff Volume=0.029 af Runoff Depth=6.94" Tc=7.0 min CN=98 0.50 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 48HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment V-DA-3: Runoff =1.12 cfs @ 12.14 hrs, Volume=0.057 af, Depth= 5.54" Routed to Reach 6R : SOUTH WEST STORM SEWER (OFFSITE) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description *0.039 98 Streets, Sitewalks, Trash Enclosures, ect... 0.084 80 >75% Grass cover, Good, HSG D 0.123 86 Weighted Average 0.084 68.29% Pervious Area 0.039 31.71% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment V-DA-3: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)1 0 MSE 24-hr 3 100-Year Rainfall=7.18" Runoff Area=0.123 ac Runoff Volume=0.057 af Runoff Depth=5.54" Tc=7.0 min CN=86 1.12 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 49HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment V-DA-4: Runoff =6.33 cfs @ 12.14 hrs, Volume=0.345 af, Depth= 6.47" Routed to Reach 3R : WEST STORM SYSTEM Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description *0.432 98 Streets, Sitewalks, Trash Enclosures, ect... 0.144 80 >75% Grass cover, Good, HSG D *0.009 89 Rock - Landscaping Area 0.055 98 Roofs, HSG D 0.640 94 Weighted Average 0.153 23.91% Pervious Area 0.487 76.09% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment V-DA-4: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)7 6 5 4 3 2 1 0 MSE 24-hr 3 100-Year Rainfall=7.18" Runoff Area=0.640 ac Runoff Volume=0.345 af Runoff Depth=6.47" Tc=7.0 min CN=94 6.33 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 50HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment V-DA-5: Runoff =16.73 cfs @ 12.14 hrs, Volume=0.934 af, Depth= 6.70" Routed to Reach 3R : WEST STORM SYSTEM Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description *0.800 98 Streets, Sitewalks, Trash Enclosures, ect... 0.145 80 >75% Grass cover, Good, HSG D *0.045 89 Rock - Landscaping Area 0.682 98 Roofs, HSG D 1.672 96 Weighted Average 0.190 11.36% Pervious Area 1.482 88.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment V-DA-5: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 100-Year Rainfall=7.18" Runoff Area=1.672 ac Runoff Volume=0.934 af Runoff Depth=6.70" Tc=7.0 min CN=96 16.73 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 51HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment V-DA-6: Runoff =2.75 cfs @ 12.14 hrs, Volume=0.156 af, Depth= 6.82" Routed to Reach 4R : EXISTING EAST CATCH BASIN Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description *0.254 98 Streets, Sitewalks, Trash Enclosures, ect... 0.017 80 >75% Grass cover, Good, HSG D *0.003 89 Rock - Landscaping Area 0.274 97 Weighted Average 0.020 7.30% Pervious Area 0.254 92.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment V-DA-6: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)3 2 1 0 MSE 24-hr 3 100-Year Rainfall=7.18" Runoff Area=0.274 ac Runoff Volume=0.156 af Runoff Depth=6.82" Tc=7.0 min CN=97 2.75 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 52HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment V-DA-8: Runoff =2.98 cfs @ 12.14 hrs, Volume=0.159 af, Depth= 6.23" Routed to Reach 7R : SOUTH PARKING LOT (OFFSITE) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description *0.020 98 Streets, Sitewalks, Trash Enclosures, ect... 0.037 80 >75% Grass cover, Good, HSG D *0.119 89 Rock - Landscaping Area 0.130 98 Roofs, HSG D 0.306 92 Weighted Average 0.156 50.98% Pervious Area 0.150 49.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment V-DA-8: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)3 2 1 0 MSE 24-hr 3 100-Year Rainfall=7.18" Runoff Area=0.306 ac Runoff Volume=0.159 af Runoff Depth=6.23" Tc=7.0 min CN=92 2.98 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 53HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment V-DA-9: Runoff =2.58 cfs @ 12.14 hrs, Volume=0.146 af, Depth= 6.82" Routed to Reach 3R : WEST STORM SYSTEM Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description *0.054 98 Streets, Sitewalks, Trash Enclosures, ect... *0.041 89 Rock - Landscaping Area 0.162 98 Roofs, HSG D 0.257 97 Weighted Average 0.041 15.95% Pervious Area 0.216 84.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment V-DA-9: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)2 1 0 MSE 24-hr 3 100-Year Rainfall=7.18" Runoff Area=0.257 ac Runoff Volume=0.146 af Runoff Depth=6.82" Tc=7.0 min CN=97 2.58 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 54HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 2R: NORTH EAST (OFFSITE) Inflow Area =0.050 ac,100.00% Impervious, Inflow Depth = 6.94" for 100-Year event Inflow =0.50 cfs @ 12.14 hrs, Volume=0.029 af Outflow =0.50 cfs @ 12.14 hrs, Volume=0.029 af, Atten= 0%, Lag= 0.0 min Routed to Link 8L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Reach 2R: NORTH EAST (OFFSITE) Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.050 ac 0.50 cfs 0.50 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 55HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 3R: WEST STORM SYSTEM Inflow Area =2.569 ac, 85.05% Impervious, Inflow Depth = 6.66" for 100-Year event Inflow =25.64 cfs @ 12.14 hrs, Volume=1.425 af Outflow =25.64 cfs @ 12.14 hrs, Volume=1.425 af, Atten= 0%, Lag= 0.0 min Routed to Link 8L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Reach 3R: WEST STORM SYSTEM Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=2.569 ac 25.64 cfs 25.64 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 56HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 4R: EXISTING EAST CATCH BASIN Inflow Area =0.274 ac, 92.70% Impervious, Inflow Depth = 6.82" for 100-Year event Inflow =2.75 cfs @ 12.14 hrs, Volume=0.156 af Outflow =2.75 cfs @ 12.14 hrs, Volume=0.156 af, Atten= 0%, Lag= 0.0 min Routed to Reach 5R : EAST STORM SEWER Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Reach 4R: EXISTING EAST CATCH BASIN Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)3 2 1 0 Inflow Area=0.274 ac 2.75 cfs 2.75 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 57HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 5R: EAST STORM SEWER Inflow Area =1.213 ac, 93.73% Impervious, Inflow Depth = 6.82" for 100-Year event Inflow =12.19 cfs @ 12.14 hrs, Volume=0.690 af Outflow =12.19 cfs @ 12.14 hrs, Volume=0.690 af, Atten= 0%, Lag= 0.0 min Routed to Link 8L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Reach 5R: EAST STORM SEWER Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.213 ac 12.19 cfs 12.19 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 58HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 6R: SOUTH WEST STORM SEWER (OFFSITE) Inflow Area =0.123 ac, 31.71% Impervious, Inflow Depth = 5.54" for 100-Year event Inflow =1.12 cfs @ 12.14 hrs, Volume=0.057 af Outflow =1.12 cfs @ 12.14 hrs, Volume=0.057 af, Atten= 0%, Lag= 0.0 min Routed to Link 8L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Reach 6R: SOUTH WEST STORM SEWER (OFFSITE) Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)1 0 Inflow Area=0.123 ac 1.12 cfs 1.12 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 59HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 7R: SOUTH PARKING LOT (OFFSITE) Inflow Area =0.306 ac, 49.02% Impervious, Inflow Depth = 6.23" for 100-Year event Inflow =2.98 cfs @ 12.14 hrs, Volume=0.159 af Outflow =2.98 cfs @ 12.14 hrs, Volume=0.159 af, Atten= 0%, Lag= 0.0 min Routed to Link 8L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Reach 7R: SOUTH PARKING LOT (OFFSITE) Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)3 2 1 0 Inflow Area=0.306 ac 2.98 cfs 2.98 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 60HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 8R: SOUTH (OFFSITE) Inflow Area =0.394 ac, 70.81% Impervious, Inflow Depth = 6.35" for 100-Year event Inflow =3.86 cfs @ 12.14 hrs, Volume=0.208 af Outflow =3.86 cfs @ 12.14 hrs, Volume=0.208 af, Atten= 0%, Lag= 0.0 min Routed to Link 8L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Reach 8R: SOUTH (OFFSITE) Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)4 3 2 1 0 Inflow Area=0.394 ac 3.86 cfs 3.86 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 61HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 11R: NORTH (OFFSITE) Inflow Area =0.039 ac, 89.74% Impervious, Inflow Depth = 6.70" for 100-Year event Inflow =0.39 cfs @ 12.14 hrs, Volume=0.022 af Outflow =0.39 cfs @ 12.14 hrs, Volume=0.022 af, Atten= 0%, Lag= 0.0 min Routed to Link 8L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Reach 11R: NORTH (OFFSITE) Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(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=0.039 ac 0.39 cfs 0.39 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Existing Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 62HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Link 8L: SITE TOTAL Inflow Area =4.694 ac, 82.55% Impervious, Inflow Depth = 6.62" for 100-Year event Inflow =46.69 cfs @ 12.14 hrs, Volume=2.589 af Primary =46.69 cfs @ 12.14 hrs, Volume=2.589 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Link 8L: SITE TOTAL Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)50 45 40 35 30 25 20 15 10 5 0 Inflow Area=4.694 ac 46.69 cfs 46.69 cfs Chanhassen Apartments - Stormwater Report Page 15 CHANHASSEN, MN Appendix 2.Post-Development HydroCAD Model Analysis Proposed C-DA-1 C-DA-10 C-DA-11 C-DA-12 C-DA-13 C-DA-14 C-DA-15 C-DA-2C-DA-3C-DA-4 C-DA-5 C-DA-6 C-DA-7 C-DA-8 C-DA-9 1R NORTH EAST (OFFSITE) 2R SOUTH WEST (OFFSITE) 3R SOUTH (OFFSITE) 4R EAST STORM SEWER 5R BMP#5 10R BMP#5 11R NORTH WEST (OFFSITE) 12R Existing Catchbasin 1P BMP#3 (TREE TRENCH) 3P BMP#4 (TREE TRENCH) 11P BMP#2 (UNDERGROUND DETENTION) 12P BMP#1 (UNDERGROUND DETENTION) 1L SITE TOTAL Routing Diagram for Proposed Prepared by Kimley-Horn & Associates, Printed 1/19/2024 HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 2HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 Snow Spillway 1-day 10-day Default 240.00 1 7.20 4 Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 3HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.557 80 >75% Grass cover, Good, HSG D (C-DA-1, C-DA-10, C-DA-11, C-DA-12, C-DA-13, C-DA-14, C-DA-15, C-DA-2, C-DA-3, C-DA-5, C-DA-8, C-DA-9) 1.736 98 Paved parking, HSG D (C-DA-1, C-DA-10, C-DA-11, C-DA-12, C-DA-13, C-DA-14, C-DA-15, C-DA-2, C-DA-3, C-DA-4, C-DA-5, C-DA-9) 2.401 98 Roofs, HSG D (C-DA-6, C-DA-7) 4.694 96 TOTAL AREA Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 4HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-1: Runoff =0.00 cfs @ 72.00 hrs, Volume=0.003 af, Depth> 0.87" Routed to Reach 11R : NORTH WEST (OFFSITE) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 0.027 98 Paved parking, HSG D 0.011 80 >75% Grass cover, Good, HSG D 0.038 93 98 Weighted Average, AMC Adjusted 0.011 28.95% Pervious Area 0.027 71.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-1: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 Spillway 1-day 10-day Snow Rainfall=7.20" AMC=4 Runoff Area=0.038 ac Runoff Volume=0.003 af Runoff Depth>0.87" Tc=7.0 min AMC Adjusted CN=98 0.00 cfs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 5HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-10: Runoff =0.00 cfs @ 72.00 hrs, Volume=0.002 af, Depth> 0.87" Routed to Pond 3P : BMP#4 (TREE TRENCH) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 0.016 80 >75% Grass cover, Good, HSG D 0.008 98 Paved parking, HSG D 0.024 86 98 Weighted Average, AMC Adjusted 0.016 66.67% Pervious Area 0.008 33.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-10: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 Spillway 1-day 10-day Snow Rainfall=7.20" AMC=4 Runoff Area=0.024 ac Runoff Volume=0.002 af Runoff Depth>0.87" Tc=7.0 min AMC Adjusted CN=98 0.00 cfs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 6HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-11: Runoff =0.01 cfs @ 72.00 hrs, Volume=0.018 af, Depth> 0.87" Routed to Reach 3R : SOUTH (OFFSITE) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 0.118 98 Paved parking, HSG D 0.137 80 >75% Grass cover, Good, HSG D 0.255 88 98 Weighted Average, AMC Adjusted 0.137 53.73% Pervious Area 0.118 46.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-11: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Spillway 1-day 10-day Snow Rainfall=7.20" AMC=4 Runoff Area=0.255 ac Runoff Volume=0.018 af Runoff Depth>0.87" Tc=7.0 min AMC Adjusted CN=98 0.01 cfs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 7HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-12: Runoff =0.00 cfs @ 72.00 hrs, Volume=0.007 af, Depth> 0.87" Routed to Reach 12R : Existing Catchbasin Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 0.085 98 Paved parking, HSG D 0.010 80 >75% Grass cover, Good, HSG D 0.095 96 98 Weighted Average, AMC Adjusted 0.010 10.53% Pervious Area 0.085 89.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-12: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0 0 Spillway 1-day 10-day Snow Rainfall=7.20" AMC=4 Runoff Area=0.095 ac Runoff Volume=0.007 af Runoff Depth>0.87" Tc=7.0 min AMC Adjusted CN=98 0.00 cfs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 8HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-13: Runoff =0.01 cfs @ 72.00 hrs, Volume=0.024 af, Depth> 0.87" Routed to Reach 10R : BMP#5 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 0.298 98 Paved parking, HSG D 0.035 80 >75% Grass cover, Good, HSG D 0.333 96 98 Weighted Average, AMC Adjusted 0.035 10.51% Pervious Area 0.298 89.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-13: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.007 0.007 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Spillway 1-day 10-day Snow Rainfall=7.20" AMC=4 Runoff Area=0.333 ac Runoff Volume=0.024 af Runoff Depth>0.87" Tc=7.0 min AMC Adjusted CN=98 0.01 cfs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 9HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-14: Runoff =0.01 cfs @ 72.00 hrs, Volume=0.023 af, Depth> 0.87" Routed to Reach 5R : BMP#5 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 0.229 98 Paved parking, HSG D 0.089 80 >75% Grass cover, Good, HSG D 0.318 93 98 Weighted Average, AMC Adjusted 0.089 27.99% Pervious Area 0.229 72.01% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-14: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.007 0.007 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Spillway 1-day 10-day Snow Rainfall=7.20" AMC=4 Runoff Area=0.318 ac Runoff Volume=0.023 af Runoff Depth>0.87" Tc=7.0 min AMC Adjusted CN=98 0.01 cfs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 10HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-15: Runoff =0.00 cfs @ 72.00 hrs, Volume=0.003 af, Depth> 0.87" Routed to Reach 3R : SOUTH (OFFSITE) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 0.041 98 Paved parking, HSG D 0.006 80 >75% Grass cover, Good, HSG D 0.047 96 98 Weighted Average, AMC Adjusted 0.006 12.77% Pervious Area 0.041 87.23% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-15: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 Spillway 1-day 10-day Snow Rainfall=7.20" AMC=4 Runoff Area=0.047 ac Runoff Volume=0.003 af Runoff Depth>0.87" Tc=7.0 min AMC Adjusted CN=98 0.00 cfs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 11HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-2: Runoff =0.00 cfs @ 72.00 hrs, Volume=0.009 af, Depth> 0.87" Routed to Pond 11P : BMP#2 (UNDERGROUND DETENTION) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 0.065 98 Paved parking, HSG D 0.055 80 >75% Grass cover, Good, HSG D 0.120 90 98 Weighted Average, AMC Adjusted 0.055 45.83% Pervious Area 0.065 54.17% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-2: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.003 0.002 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0 Spillway 1-day 10-day Snow Rainfall=7.20" AMC=4 Runoff Area=0.120 ac Runoff Volume=0.009 af Runoff Depth>0.87" Tc=7.0 min AMC Adjusted CN=98 0.00 cfs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 12HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-3: Runoff =0.01 cfs @ 72.00 hrs, Volume=0.031 af, Depth> 0.87" Routed to Pond 12P : BMP#1 (UNDERGROUND DETENTION) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 0.358 98 Paved parking, HSG D 0.068 80 >75% Grass cover, Good, HSG D 0.426 95 98 Weighted Average, AMC Adjusted 0.068 15.96% Pervious Area 0.358 84.04% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-3: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.009 0.009 0.008 0.008 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Spillway 1-day 10-day Snow Rainfall=7.20" AMC=4 Runoff Area=0.426 ac Runoff Volume=0.031 af Runoff Depth>0.87" Tc=7.0 min AMC Adjusted CN=98 0.01 cfs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 13HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-4: Runoff =0.00 cfs @ 72.00 hrs, Volume=0.003 af, Depth> 0.87" Routed to Reach 1R : NORTH EAST (OFFSITE) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4 Area (ac) CN Description 0.036 98 Paved parking, HSG D 0.036 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-4: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.001 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 Spillway 1-day 10-day Snow Rainfall=7.20" AMC=4 Runoff Area=0.036 ac Runoff Volume=0.003 af Runoff Depth>0.87" Tc=7.0 min CN=98 0.00 cfs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 14HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-5: Runoff =0.01 cfs @ 72.00 hrs, Volume=0.036 af, Depth> 0.87" Routed to Pond 11P : BMP#2 (UNDERGROUND DETENTION) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 0.428 98 Paved parking, HSG D 0.075 80 >75% Grass cover, Good, HSG D 0.503 95 98 Weighted Average, AMC Adjusted 0.075 14.91% Pervious Area 0.428 85.09% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-5: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.011 0.01 0.01 0.009 0.009 0.008 0.008 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Spillway 1-day 10-day Snow Rainfall=7.20" AMC=4 Runoff Area=0.503 ac Runoff Volume=0.036 af Runoff Depth>0.87" Tc=7.0 min AMC Adjusted CN=98 0.01 cfs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 15HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-6: Runoff =0.03 cfs @ 72.00 hrs, Volume=0.111 af, Depth> 0.87" Routed to Pond 11P : BMP#2 (UNDERGROUND DETENTION) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4 Area (ac) CN Description 1.530 98 Roofs, HSG D 1.530 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-6: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Spillway 1-day 10-day Snow Rainfall=7.20" AMC=4 Runoff Area=1.530 ac Runoff Volume=0.111 af Runoff Depth>0.87" Tc=7.0 min CN=98 0.03 cfs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 16HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-7: Runoff =0.02 cfs @ 72.00 hrs, Volume=0.063 af, Depth> 0.87" Routed to Pond 11P : BMP#2 (UNDERGROUND DETENTION) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4 Area (ac) CN Description 0.871 98 Roofs, HSG D 0.871 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-7: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.019 0.018 0.017 0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Spillway 1-day 10-day Snow Rainfall=7.20" AMC=4 Runoff Area=0.871 ac Runoff Volume=0.063 af Runoff Depth>0.87" Tc=7.0 min CN=98 0.02 cfs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 17HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-8: Runoff =0.00 cfs @ 72.00 hrs, Volume=0.001 af, Depth> 0.87" Routed to Pond 1P : BMP#3 (TREE TRENCH) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 0.013 80 >75% Grass cover, Good, HSG D 0.013 80 98 Weighted Average, AMC Adjusted 0.013 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-8: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 0 0 Spillway 1-day 10-day Snow Rainfall=7.20" AMC=4 Runoff Area=0.013 ac Runoff Volume=0.001 af Runoff Depth>0.87" Tc=7.0 min AMC Adjusted CN=98 0.00 cfs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 18HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-9: Runoff =0.00 cfs @ 72.00 hrs, Volume=0.006 af, Depth> 0.87" Routed to Reach 2R : SOUTH WEST (OFFSITE) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 0.043 98 Paved parking, HSG D 0.042 80 >75% Grass cover, Good, HSG D 0.085 89 98 Weighted Average, AMC Adjusted 0.042 49.41% Pervious Area 0.043 50.59% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-9: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0 0 Spillway 1-day 10-day Snow Rainfall=7.20" AMC=4 Runoff Area=0.085 ac Runoff Volume=0.006 af Runoff Depth>0.87" Tc=7.0 min AMC Adjusted CN=98 0.00 cfs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 19HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 1R: NORTH EAST (OFFSITE) Inflow Area =0.036 ac,100.00% Impervious, Inflow Depth > 0.87" for Snow event Inflow =0.00 cfs @ 72.00 hrs, Volume=0.003 af Outflow =0.00 cfs @ 72.00 hrs, Volume=0.003 af, Atten= 0%, Lag= 0.0 min Routed to Link 1L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 1R: NORTH EAST (OFFSITE) Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.001 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 Inflow Area=0.036 ac 0.00 cfs 0.00 cfs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 20HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 2R: SOUTH WEST (OFFSITE) Inflow Area =0.085 ac, 50.59% Impervious, Inflow Depth > 0.87" for Snow event Inflow =0.00 cfs @ 72.00 hrs, Volume=0.006 af Outflow =0.00 cfs @ 72.00 hrs, Volume=0.006 af, Atten= 0%, Lag= 0.0 min Routed to Link 1L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 2R: SOUTH WEST (OFFSITE) Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0 0 Inflow Area=0.085 ac 0.00 cfs 0.00 cfs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 21HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 3R: SOUTH (OFFSITE) Inflow Area =0.302 ac, 52.65% Impervious, Inflow Depth > 0.87" for Snow event Inflow =0.01 cfs @ 72.00 hrs, Volume=0.022 af Outflow =0.01 cfs @ 72.00 hrs, Volume=0.022 af, Atten= 0%, Lag= 0.0 min Routed to Link 1L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 3R: SOUTH (OFFSITE) Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.007 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Inflow Area=0.302 ac 0.01 cfs 0.01 cfs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 22HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 4R: EAST STORM SEWER Inflow Area =3.878 ac, 93.73% Impervious, Inflow Depth > 0.10" for Snow event Inflow =0.01 cfs @ 72.00 hrs, Volume=0.031 af Outflow =0.01 cfs @ 72.00 hrs, Volume=0.031 af, Atten= 0%, Lag= 0.0 min Routed to Link 1L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 4R: EAST STORM SEWER Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.009 0.009 0.008 0.008 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Inflow Area=3.878 ac 0.01 cfs 0.01 cfs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 23HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 5R: BMP#5 Inflow Area =0.318 ac, 72.01% Impervious, Inflow Depth > 0.87" for Snow event Inflow =0.01 cfs @ 72.00 hrs, Volume=0.023 af Outflow =0.01 cfs @ 72.00 hrs, Volume=0.023 af, Atten= 0%, Lag= 0.0 min Routed to Link 1L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 5R: BMP#5 Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.007 0.007 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Inflow Area=0.318 ac 0.01 cfs 0.01 cfs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 24HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 10R: BMP#5 Inflow Area =0.333 ac, 89.49% Impervious, Inflow Depth > 0.87" for Snow event Inflow =0.01 cfs @ 72.00 hrs, Volume=0.024 af Outflow =0.01 cfs @ 72.00 hrs, Volume=0.024 af, Atten= 0%, Lag= 0.0 min Routed to Reach 4R : EAST STORM SEWER Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 10R: BMP#5 Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.007 0.007 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Inflow Area=0.333 ac 0.01 cfs 0.01 cfs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 25HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 11R: NORTH WEST (OFFSITE) Inflow Area =0.038 ac, 71.05% Impervious, Inflow Depth > 0.87" for Snow event Inflow =0.00 cfs @ 72.00 hrs, Volume=0.003 af Outflow =0.00 cfs @ 72.00 hrs, Volume=0.003 af, Atten= 0%, Lag= 0.0 min Routed to Link 1L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 11R: NORTH WEST (OFFSITE) Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 Inflow Area=0.038 ac 0.00 cfs 0.00 cfs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 26HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 12R: Existing Catchbasin Inflow Area =3.545 ac, 94.13% Impervious, Inflow Depth > 0.02" for Snow event Inflow =0.00 cfs @ 72.00 hrs, Volume=0.007 af Outflow =0.00 cfs @ 72.00 hrs, Volume=0.007 af, Atten= 0%, Lag= 0.0 min Routed to Reach 4R : EAST STORM SEWER Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 12R: Existing Catchbasin Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0 0 Inflow Area=3.545 ac 0.00 cfs 0.00 cfs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 27HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Pond 1P: BMP#3 (TREE TRENCH) Inflow Area =0.013 ac, 0.00% Impervious, Inflow Depth > 0.87" for Snow event Inflow =0.00 cfs @ 72.00 hrs, Volume=0.001 af Outflow =0.00 cfs @ 72.00 hrs, Volume=0.001 af, Atten= 0%, Lag= 0.0 min Primary =0.00 cfs @ 72.00 hrs, Volume=0.001 af Routed to Link 1L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 965.00' @ 0.00 hrs Surf.Area= 289 sf Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 2,695.7 - 2,695.7 ) Volume Invert Avail.Storage Storage Description #1 965.00'462 cf Custom Stage Data (Prismatic) Listed below (Recalc) 1,156 cf Overall x 40.0% Voids #2 969.00'6 cf Custom Stage Data (Prismatic) Listed below (Recalc) 469 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 965.00 289 0 0 969.00 289 1,156 1,156 Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 969.00 5 0 0 969.20 57 6 6 Device Routing Invert Outlet Devices #1 Primary 961.00'12.0" Round Culvert L= 140.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 961.00' / 958.80' S= 0.0157 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 961.00'6.0" Vert. Orifice/Grate X 2.00 C= 0.600 Limited to weir flow at low heads #3 Device 2 965.00'1.670 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 950.00' #4 Device 1 969.10'27.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.00 cfs @ 72.00 hrs HW=965.00' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.00 cfs of 5.92 cfs potential flow) 2=Orifice/Grate (Passes 0.00 cfs of 3.66 cfs potential flow) 3=Exfiltration (Passes 0.00 cfs of 0.01 cfs potential flow) 4=Orifice/Grate ( Controls 0.00 cfs) Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 28HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Pond 1P: BMP#3 (TREE TRENCH) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 0 0 Inflow Area=0.013 ac Peak Elev=965.00' Storage=0 cf 0.00 cfs 0.00 cfs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 29HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3P: BMP#4 (TREE TRENCH) Inflow Area =0.024 ac, 33.33% Impervious, Inflow Depth > 0.87" for Snow event Inflow =0.00 cfs @ 72.00 hrs, Volume=0.002 af Outflow =0.00 cfs @ 72.00 hrs, Volume=0.002 af, Atten= 1%, Lag= 0.0 min Primary =0.00 cfs @ 72.00 hrs, Volume=0.002 af Routed to Link 1L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 961.01' @ 72.00 hrs Surf.Area= 626 sf Storage= 3 cf Plug-Flow detention time= 107.1 min calculated for 0.002 af (97% of inflow) Center-of-Mass det. time= 51.5 min ( 2,747.1 - 2,695.7 ) Volume Invert Avail.Storage Storage Description #1 961.00'1,002 cf Custom Stage Data (Prismatic) Listed below (Recalc) 2,504 cf Overall x 40.0% Voids #2 965.00'65 cf Custom Stage Data (Prismatic) Listed below (Recalc) 1,066 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 961.00 626 0 0 965.00 626 2,504 2,504 Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 965.00 7 0 0 965.40 316 65 65 Device Routing Invert Outlet Devices #1 Primary 961.00'12.0" Round Culvert L= 54.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 961.00' / 958.80' S= 0.0407 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 961.00'6.0" Vert. Orifice/Grate X 2.00 C= 0.600 Limited to weir flow at low heads #3 Device 2 961.00'1.670 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 950.00' #4 Device 1 965.20'27.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.00 cfs @ 72.00 hrs HW=961.01' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.00 cfs @ 0.35 fps) 2=Orifice/Grate (Passes 0.00 cfs of 0.00 cfs potential flow) 3=Exfiltration (Passes 0.00 cfs of 0.02 cfs potential flow) 4=Orifice/Grate ( Controls 0.00 cfs) Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 30HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Pond 3P: BMP#4 (TREE TRENCH) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 Inflow Area=0.024 ac Peak Elev=961.01' Storage=3 cf 0.00 cfs 0.00 cfs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 31HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Pond 11P: BMP#2 (UNDERGROUND DETENTION) Inflow Area =3.450 ac, 94.26% Impervious, Inflow Depth > 0.86" for Snow event Inflow =0.07 cfs @ 72.00 hrs, Volume=0.248 af Outflow =0.00 cfs @ 0.00 hrs, Volume=0.000 af, Atten= 100%, Lag= 0.0 min Primary =0.00 cfs @ 0.00 hrs, Volume=0.000 af Routed to Reach 12R : Existing Catchbasin Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Starting Elev= 961.00' Storage= 53,750 cf Peak Elev= 961.80' @ 72.00 hrs Storage= 64,551 cf (10,801 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 957.00'201,564 cf Custom Stage Data Listed below Elevation Cum.Store (feet)(cubic-feet) 957.00 0 972.00 201,564 Device Routing Invert Outlet Devices #1 Primary 962.00'0.600 cfs Constant Flow/Skimmer #2 Primary 962.95'0.600 cfs Constant Flow/Skimmer Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=961.00' TW=0.00' (Dynamic Tailwater) 1=Constant Flow/Skimmer (Constant Controls 0.00 cfs) 2=Constant Flow/Skimmer (Constant Controls 0.00 cfs) Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 32HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Pond 11P: BMP#2 (UNDERGROUND DETENTION) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=3.450 ac Peak Elev=961.80' Storage=64,551 cf 0.07 cfs 0.00 cfs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 33HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Pond 12P: BMP#1 (UNDERGROUND DETENTION) Inflow Area =0.426 ac, 84.04% Impervious, Inflow Depth > 0.87" for Snow event Inflow =0.01 cfs @ 72.00 hrs, Volume=0.031 af Outflow =0.01 cfs @ 72.00 hrs, Volume=0.029 af, Atten= 2%, Lag= 0.0 min Primary =0.01 cfs @ 72.00 hrs, Volume=0.029 af Routed to Pond 11P : BMP#2 (UNDERGROUND DETENTION) Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Starting Elev= 963.00' Storage= 8,246 cf Peak Elev= 963.04' @ 72.00 hrs Storage= 8,322 cf (75 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 83.4 min ( 2,779.1 - 2,695.7 ) Volume Invert Avail.Storage Storage Description #1 959.00'20,616 cf Custom Stage Data Listed below Elevation Cum.Store (feet)(cubic-feet) 959.00 0 969.00 20,616 Device Routing Invert Outlet Devices #1 Primary 963.00'15.0" Round Culvert L= 40.0' RCP, groove end w/headwall, Ke= 0.200 Inlet / Outlet Invert= 963.00' / 961.00' S= 0.0500 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 1.23 sf Primary OutFlow Max=0.01 cfs @ 72.00 hrs HW=963.04' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.01 cfs @ 0.81 fps) Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 34HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Pond 12P: BMP#1 (UNDERGROUND DETENTION) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.009 0.009 0.008 0.008 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Inflow Area=0.426 ac Peak Elev=963.04' Storage=8,322 cf 15.0" Round Culvert n=0.011 L=40.0' S=0.0500 '/' 0.01 cfs 0.01 cfs Spillway 1-day 10-day Snow Rainfall=7.20", AMC=4Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 35HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Link 1L: SITE TOTAL Inflow Area =4.694 ac, 88.13% Impervious, Inflow Depth > 0.23" for Snow event Inflow =0.02 cfs @ 72.00 hrs, Volume=0.090 af Primary =0.02 cfs @ 72.00 hrs, Volume=0.090 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link 1L: SITE TOTAL Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Inflow Area=4.694 ac 0.02 cfs 0.02 cfs Proposed C-DA-1 C-DA-10 C-DA-11 C-DA-12 C-DA-13 C-DA-14 C-DA-15 C-DA-2C-DA-3C-DA-4 C-DA-5 C-DA-6 C-DA-7 C-DA-8 C-DA-9 1R NORTH EAST (OFFSITE) 2R SOUTH WEST (OFFSITE) 3R SOUTH (OFFSITE) 4R EAST STORM SEWER 5R BMP#5 10R BMP#5 11R NORTH WEST (OFFSITE) 12R Existing Catchbasin 1P BMP#3 (TREE TRENCH) 3P BMP#4 (TREE TRENCH) 11P BMP#2 (UNDERGROUND DETENTION) 12P BMP#1 (UNDERGROUND DETENTION) 1L SITE TOTAL Routing Diagram for Proposed Prepared by Kimley-Horn & Associates, Printed 1/19/2024 HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 2HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 1-Year MSE 24-hr 3 Default 24.00 1 2.47 2 2 2-Year MSE 24-hr 3 Default 24.00 1 2.84 2 3 10-Year MSE 24-hr 3 Default 24.00 1 4.20 2 4 100-Year MSE 24-hr 3 Default 24.00 1 7.18 2 5 Custom MSE 24-hr 3 Default 24.00 1 2.50 2 Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 3HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.557 80 >75% Grass cover, Good, HSG D (C-DA-1, C-DA-10, C-DA-11, C-DA-12, C-DA-13, C-DA-14, C-DA-15, C-DA-2, C-DA-3, C-DA-5, C-DA-8, C-DA-9) 1.736 98 Paved parking, HSG D (C-DA-1, C-DA-10, C-DA-11, C-DA-12, C-DA-13, C-DA-14, C-DA-15, C-DA-2, C-DA-3, C-DA-4, C-DA-5, C-DA-9) 2.401 98 Roofs, HSG D (C-DA-6, C-DA-7) 4.694 96 TOTAL AREA Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 4HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 4.694 HSG D C-DA-1, C-DA-10, C-DA-11, C-DA-12, C-DA-13, C-DA-14, C-DA-15, C-DA-2, C-DA-3, C-DA-4, C-DA-5, C-DA-6, C-DA-7, C-DA-8, C-DA-9 0.000 Other 4.694 TOTAL AREA Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 5HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 0.000 0.557 0.000 0.557 >75% Grass cover, Good C-DA-1, C-DA-10, C-DA-11, C-DA-12, C-DA-13, C-DA-14, C-DA-15, C-DA-2, C-DA-3, C-DA-5, C-DA-8, C-DA-9 0.000 0.000 0.000 1.736 0.000 1.736 Paved parking C-DA-1, C-DA-10, C-DA-11, C-DA-12, C-DA-13, C-DA-14, C-DA-15, C-DA-2, C-DA-3, C-DA-4, C-DA-5, C-DA-9 0.000 0.000 0.000 2.401 0.000 2.401 Roofs C-DA-6, C-DA-7 0.000 0.000 0.000 4.694 0.000 4.694 TOTAL AREA MSE 24-hr 3 1-Year Rainfall=2.47"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 6HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-1: Runoff =0.11 cfs @ 12.14 hrs, Volume=0.006 af, Depth= 1.75" Routed to Reach 11R : NORTH WEST (OFFSITE) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (ac) CN Description 0.027 98 Paved parking, HSG D 0.011 80 >75% Grass cover, Good, HSG D 0.038 93 Weighted Average 0.011 28.95% Pervious Area 0.027 71.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-1: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 MSE 24-hr 3 1-Year Rainfall=2.47" Runoff Area=0.038 ac Runoff Volume=0.006 af Runoff Depth=1.75" Tc=7.0 min CN=93 0.11 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 7HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-10: Runoff =0.05 cfs @ 12.14 hrs, Volume=0.002 af, Depth= 1.22" Routed to Pond 3P : BMP#4 (TREE TRENCH) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (ac) CN Description 0.016 80 >75% Grass cover, Good, HSG D 0.008 98 Paved parking, HSG D 0.024 86 Weighted Average 0.016 66.67% Pervious Area 0.008 33.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-10: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 MSE 24-hr 3 1-Year Rainfall=2.47" Runoff Area=0.024 ac Runoff Volume=0.002 af Runoff Depth=1.22" Tc=7.0 min CN=86 0.05 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 8HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-11: Runoff =0.61 cfs @ 12.14 hrs, Volume=0.029 af, Depth= 1.36" Routed to Reach 3R : SOUTH (OFFSITE) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (ac) CN Description 0.118 98 Paved parking, HSG D 0.137 80 >75% Grass cover, Good, HSG D 0.255 88 Weighted Average 0.137 53.73% Pervious Area 0.118 46.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-11: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 MSE 24-hr 3 1-Year Rainfall=2.47" Runoff Area=0.255 ac Runoff Volume=0.029 af Runoff Depth=1.36" Tc=7.0 min CN=88 0.61 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 9HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-12: Runoff =0.32 cfs @ 12.14 hrs, Volume=0.016 af, Depth= 2.03" Routed to Reach 12R : Existing Catchbasin Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (ac) CN Description 0.085 98 Paved parking, HSG D 0.010 80 >75% Grass cover, Good, HSG D 0.095 96 Weighted Average 0.010 10.53% Pervious Area 0.085 89.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-12: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 MSE 24-hr 3 1-Year Rainfall=2.47" Runoff Area=0.095 ac Runoff Volume=0.016 af Runoff Depth=2.03" Tc=7.0 min CN=96 0.32 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 10HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-13: Runoff =1.11 cfs @ 12.14 hrs, Volume=0.056 af, Depth= 2.03" Routed to Reach 10R : BMP#5 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (ac) CN Description 0.298 98 Paved parking, HSG D 0.035 80 >75% Grass cover, Good, HSG D 0.333 96 Weighted Average 0.035 10.51% Pervious Area 0.298 89.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-13: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)1 0 MSE 24-hr 3 1-Year Rainfall=2.47" Runoff Area=0.333 ac Runoff Volume=0.056 af Runoff Depth=2.03" Tc=7.0 min CN=96 1.11 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 11HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-14: Runoff =0.95 cfs @ 12.14 hrs, Volume=0.046 af, Depth= 1.75" Routed to Reach 5R : BMP#5 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (ac) CN Description 0.229 98 Paved parking, HSG D 0.089 80 >75% Grass cover, Good, HSG D 0.318 93 Weighted Average 0.089 27.99% Pervious Area 0.229 72.01% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-14: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)1 0 MSE 24-hr 3 1-Year Rainfall=2.47" Runoff Area=0.318 ac Runoff Volume=0.046 af Runoff Depth=1.75" Tc=7.0 min CN=93 0.95 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 12HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-15: Runoff =0.16 cfs @ 12.14 hrs, Volume=0.008 af, Depth= 2.03" Routed to Reach 3R : SOUTH (OFFSITE) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (ac) CN Description 0.041 98 Paved parking, HSG D 0.006 80 >75% Grass cover, Good, HSG D 0.047 96 Weighted Average 0.006 12.77% Pervious Area 0.041 87.23% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-15: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 MSE 24-hr 3 1-Year Rainfall=2.47" Runoff Area=0.047 ac Runoff Volume=0.008 af Runoff Depth=2.03" Tc=7.0 min CN=96 0.16 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 13HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-2: Runoff =0.32 cfs @ 12.14 hrs, Volume=0.015 af, Depth= 1.50" Routed to Pond 11P : BMP#2 (UNDERGROUND DETENTION) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (ac) CN Description 0.065 98 Paved parking, HSG D 0.055 80 >75% Grass cover, Good, HSG D 0.120 90 Weighted Average 0.055 45.83% Pervious Area 0.065 54.17% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-2: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 MSE 24-hr 3 1-Year Rainfall=2.47" Runoff Area=0.120 ac Runoff Volume=0.015 af Runoff Depth=1.50" Tc=7.0 min CN=90 0.32 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 14HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-3: Runoff =1.37 cfs @ 12.14 hrs, Volume=0.069 af, Depth= 1.93" Routed to Pond 12P : BMP#1 (UNDERGROUND DETENTION) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (ac) CN Description 0.358 98 Paved parking, HSG D 0.068 80 >75% Grass cover, Good, HSG D 0.426 95 Weighted Average 0.068 15.96% Pervious Area 0.358 84.04% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-3: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)1 0 MSE 24-hr 3 1-Year Rainfall=2.47" Runoff Area=0.426 ac Runoff Volume=0.069 af Runoff Depth=1.93" Tc=7.0 min CN=95 1.37 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 15HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-4: Runoff =0.13 cfs @ 12.14 hrs, Volume=0.007 af, Depth= 2.24" Routed to Reach 1R : NORTH EAST (OFFSITE) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (ac) CN Description 0.036 98 Paved parking, HSG D 0.036 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-4: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 MSE 24-hr 3 1-Year Rainfall=2.47" Runoff Area=0.036 ac Runoff Volume=0.007 af Runoff Depth=2.24" Tc=7.0 min CN=98 0.13 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 16HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-5: Runoff =1.62 cfs @ 12.14 hrs, Volume=0.081 af, Depth= 1.93" Routed to Pond 11P : BMP#2 (UNDERGROUND DETENTION) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (ac) CN Description 0.428 98 Paved parking, HSG D 0.075 80 >75% Grass cover, Good, HSG D 0.503 95 Weighted Average 0.075 14.91% Pervious Area 0.428 85.09% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-5: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)1 0 MSE 24-hr 3 1-Year Rainfall=2.47" Runoff Area=0.503 ac Runoff Volume=0.081 af Runoff Depth=1.93" Tc=7.0 min CN=95 1.62 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 17HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-6: Runoff =5.34 cfs @ 12.14 hrs, Volume=0.286 af, Depth= 2.24" Routed to Pond 11P : BMP#2 (UNDERGROUND DETENTION) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (ac) CN Description 1.530 98 Roofs, HSG D 1.530 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-6: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)5 4 3 2 1 0 MSE 24-hr 3 1-Year Rainfall=2.47" Runoff Area=1.530 ac Runoff Volume=0.286 af Runoff Depth=2.24" Tc=7.0 min CN=98 5.34 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 18HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-7: Runoff =3.04 cfs @ 12.14 hrs, Volume=0.163 af, Depth= 2.24" Routed to Pond 11P : BMP#2 (UNDERGROUND DETENTION) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (ac) CN Description 0.871 98 Roofs, HSG D 0.871 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-7: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)3 2 1 0 MSE 24-hr 3 1-Year Rainfall=2.47" Runoff Area=0.871 ac Runoff Volume=0.163 af Runoff Depth=2.24" Tc=7.0 min CN=98 3.04 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 19HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-8: Runoff =0.02 cfs @ 12.15 hrs, Volume=0.001 af, Depth= 0.87" Routed to Pond 1P : BMP#3 (TREE TRENCH) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (ac) CN Description 0.013 80 >75% Grass cover, Good, HSG D 0.013 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-8: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.022 0.021 0.02 0.019 0.018 0.017 0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 MSE 24-hr 3 1-Year Rainfall=2.47" Runoff Area=0.013 ac Runoff Volume=0.001 af Runoff Depth=0.87" Tc=7.0 min CN=80 0.02 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 20HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-9: Runoff =0.21 cfs @ 12.14 hrs, Volume=0.010 af, Depth= 1.43" Routed to Reach 2R : SOUTH WEST (OFFSITE) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (ac) CN Description 0.043 98 Paved parking, HSG D 0.042 80 >75% Grass cover, Good, HSG D 0.085 89 Weighted Average 0.042 49.41% Pervious Area 0.043 50.59% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-9: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.24 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 MSE 24-hr 3 1-Year Rainfall=2.47" Runoff Area=0.085 ac Runoff Volume=0.010 af Runoff Depth=1.43" Tc=7.0 min CN=89 0.21 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 21HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 1R: NORTH EAST (OFFSITE) Inflow Area =0.036 ac,100.00% Impervious, Inflow Depth = 2.24" for 1-Year event Inflow =0.13 cfs @ 12.14 hrs, Volume=0.007 af Outflow =0.13 cfs @ 12.14 hrs, Volume=0.007 af, Atten= 0%, Lag= 0.0 min Routed to Link 1L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 1R: NORTH EAST (OFFSITE) Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)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 Inflow Area=0.036 ac 0.13 cfs 0.13 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 22HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 2R: SOUTH WEST (OFFSITE) Inflow Area =0.085 ac, 50.59% Impervious, Inflow Depth = 1.43" for 1-Year event Inflow =0.21 cfs @ 12.14 hrs, Volume=0.010 af Outflow =0.21 cfs @ 12.14 hrs, Volume=0.010 af, Atten= 0%, Lag= 0.0 min Routed to Link 1L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 2R: SOUTH WEST (OFFSITE) Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)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=0.085 ac 0.21 cfs 0.21 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 23HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 3R: SOUTH (OFFSITE) Inflow Area =0.302 ac, 52.65% Impervious, Inflow Depth = 1.46" for 1-Year event Inflow =0.77 cfs @ 12.14 hrs, Volume=0.037 af Outflow =0.77 cfs @ 12.14 hrs, Volume=0.037 af, Atten= 0%, Lag= 0.0 min Routed to Link 1L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 3R: SOUTH (OFFSITE) Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)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 Inflow Area=0.302 ac 0.77 cfs 0.77 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 24HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 4R: EAST STORM SEWER Inflow Area =3.878 ac, 93.73% Impervious, Inflow Depth = 1.17" for 1-Year event Inflow =1.74 cfs @ 12.19 hrs, Volume=0.377 af Outflow =1.74 cfs @ 12.19 hrs, Volume=0.377 af, Atten= 0%, Lag= 0.0 min Routed to Link 1L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 4R: EAST STORM SEWER Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)1 0 Inflow Area=3.878 ac 1.74 cfs 1.74 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 25HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 5R: BMP#5 Inflow Area =0.318 ac, 72.01% Impervious, Inflow Depth = 1.75" for 1-Year event Inflow =0.95 cfs @ 12.14 hrs, Volume=0.046 af Outflow =0.95 cfs @ 12.14 hrs, Volume=0.046 af, Atten= 0%, Lag= 0.0 min Routed to Link 1L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 5R: BMP#5 Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)1 0 Inflow Area=0.318 ac 0.95 cfs 0.95 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 26HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 10R: BMP#5 Inflow Area =0.333 ac, 89.49% Impervious, Inflow Depth = 2.03" for 1-Year event Inflow =1.11 cfs @ 12.14 hrs, Volume=0.056 af Outflow =1.11 cfs @ 12.14 hrs, Volume=0.056 af, Atten= 0%, Lag= 0.0 min Routed to Reach 4R : EAST STORM SEWER Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 10R: BMP#5 Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)1 0 Inflow Area=0.333 ac 1.11 cfs 1.11 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 27HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 11R: NORTH WEST (OFFSITE) Inflow Area =0.038 ac, 71.05% Impervious, Inflow Depth = 1.75" for 1-Year event Inflow =0.11 cfs @ 12.14 hrs, Volume=0.006 af Outflow =0.11 cfs @ 12.14 hrs, Volume=0.006 af, Atten= 0%, Lag= 0.0 min Routed to Link 1L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 11R: NORTH WEST (OFFSITE) Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.038 ac 0.11 cfs 0.11 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 28HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 12R: Existing Catchbasin Inflow Area =3.545 ac, 94.13% Impervious, Inflow Depth = 1.09" for 1-Year event Inflow =0.91 cfs @ 12.19 hrs, Volume=0.321 af Outflow =0.91 cfs @ 12.19 hrs, Volume=0.321 af, Atten= 0%, Lag= 0.0 min Routed to Reach 4R : EAST STORM SEWER Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 12R: Existing Catchbasin Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)1 0 Inflow Area=3.545 ac 0.91 cfs 0.91 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 29HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Pond 1P: BMP#3 (TREE TRENCH) Inflow Area =0.013 ac, 0.00% Impervious, Inflow Depth = 0.87" for 1-Year event Inflow =0.02 cfs @ 12.15 hrs, Volume=0.001 af Outflow =0.01 cfs @ 12.24 hrs, Volume=0.001 af, Atten= 44%, Lag= 5.5 min Primary =0.01 cfs @ 12.24 hrs, Volume=0.001 af Routed to Link 1L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 965.03' @ 12.24 hrs Surf.Area= 289 sf Storage= 3 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 1.1 min ( 826.7 - 825.6 ) Volume Invert Avail.Storage Storage Description #1 965.00'462 cf Custom Stage Data (Prismatic) Listed below (Recalc) 1,156 cf Overall x 40.0% Voids #2 969.00'6 cf Custom Stage Data (Prismatic) Listed below (Recalc) 469 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 965.00 289 0 0 969.00 289 1,156 1,156 Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 969.00 5 0 0 969.20 57 6 6 Device Routing Invert Outlet Devices #1 Primary 961.00'12.0" Round Culvert L= 140.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 961.00' / 958.80' S= 0.0157 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 961.00'6.0" Vert. Orifice/Grate X 2.00 C= 0.600 Limited to weir flow at low heads #3 Device 2 965.00'1.670 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 950.00' #4 Device 1 969.10'27.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.01 cfs @ 12.24 hrs HW=965.03' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.01 cfs of 5.93 cfs potential flow) 2=Orifice/Grate (Passes 0.01 cfs of 3.67 cfs potential flow) 3=Exfiltration ( Controls 0.01 cfs) 4=Orifice/Grate ( Controls 0.00 cfs) MSE 24-hr 3 1-Year Rainfall=2.47"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 30HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Pond 1P: BMP#3 (TREE TRENCH) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.022 0.021 0.02 0.019 0.018 0.017 0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Inflow Area=0.013 ac Peak Elev=965.03' Storage=3 cf 0.02 cfs 0.01 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 31HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3P: BMP#4 (TREE TRENCH) Inflow Area =0.024 ac, 33.33% Impervious, Inflow Depth = 1.22" for 1-Year event Inflow =0.05 cfs @ 12.14 hrs, Volume=0.002 af Outflow =0.02 cfs @ 12.26 hrs, Volume=0.002 af, Atten= 53%, Lag= 6.9 min Primary =0.02 cfs @ 12.26 hrs, Volume=0.002 af Routed to Link 1L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 961.10' @ 12.26 hrs Surf.Area= 626 sf Storage= 26 cf Plug-Flow detention time= 38.0 min calculated for 0.002 af (100% of inflow) Center-of-Mass det. time= 37.4 min ( 846.7 - 809.2 ) Volume Invert Avail.Storage Storage Description #1 961.00'1,002 cf Custom Stage Data (Prismatic) Listed below (Recalc) 2,504 cf Overall x 40.0% Voids #2 965.00'65 cf Custom Stage Data (Prismatic) Listed below (Recalc) 1,066 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 961.00 626 0 0 965.00 626 2,504 2,504 Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 965.00 7 0 0 965.40 316 65 65 Device Routing Invert Outlet Devices #1 Primary 961.00'12.0" Round Culvert L= 54.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 961.00' / 958.80' S= 0.0407 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 961.00'6.0" Vert. Orifice/Grate X 2.00 C= 0.600 Limited to weir flow at low heads #3 Device 2 961.00'1.670 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 950.00' #4 Device 1 965.20'27.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.02 cfs @ 12.26 hrs HW=961.10' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.02 cfs of 0.05 cfs potential flow) 2=Orifice/Grate (Passes 0.02 cfs of 0.07 cfs potential flow) 3=Exfiltration ( Controls 0.02 cfs) 4=Orifice/Grate ( Controls 0.00 cfs) MSE 24-hr 3 1-Year Rainfall=2.47"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 32HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Pond 3P: BMP#4 (TREE TRENCH) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=0.024 ac Peak Elev=961.10' Storage=26 cf 0.05 cfs 0.02 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 33HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Pond 11P: BMP#2 (UNDERGROUND DETENTION) Inflow Area =3.450 ac, 94.26% Impervious, Inflow Depth = 2.13" for 1-Year event Inflow =11.00 cfs @ 12.14 hrs, Volume=0.613 af Outflow =0.60 cfs @ 12.25 hrs, Volume=0.305 af, Atten= 95%, Lag= 6.5 min Primary =0.60 cfs @ 12.25 hrs, Volume=0.305 af Routed to Reach 12R : Existing Catchbasin Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Starting Elev= 961.00' Storage= 53,750 cf Peak Elev= 962.39' @ 13.43 hrs Storage= 72,430 cf (18,679 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 167.9 min ( 936.9 - 769.0 ) Volume Invert Avail.Storage Storage Description #1 957.00'201,564 cf Custom Stage Data Listed below Elevation Cum.Store (feet)(cubic-feet) 957.00 0 972.00 201,564 Device Routing Invert Outlet Devices #1 Primary 962.00'0.600 cfs Constant Flow/Skimmer #2 Primary 962.95'0.600 cfs Constant Flow/Skimmer Primary OutFlow Max=0.60 cfs @ 12.25 hrs HW=962.11' TW=0.00' (Dynamic Tailwater) 1=Constant Flow/Skimmer (Constant Controls 0.60 cfs) 2=Constant Flow/Skimmer (Constant Controls 0.00 cfs) MSE 24-hr 3 1-Year Rainfall=2.47"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 34HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Pond 11P: BMP#2 (UNDERGROUND DETENTION) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.450 ac Peak Elev=962.39' Storage=72,430 cf 11.00 cfs 0.60 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 35HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Pond 12P: BMP#1 (UNDERGROUND DETENTION) Inflow Area =0.426 ac, 84.04% Impervious, Inflow Depth = 1.93" for 1-Year event Inflow =1.37 cfs @ 12.14 hrs, Volume=0.069 af Outflow =0.87 cfs @ 12.21 hrs, Volume=0.069 af, Atten= 37%, Lag= 4.4 min Primary =0.87 cfs @ 12.21 hrs, Volume=0.069 af Routed to Pond 11P : BMP#2 (UNDERGROUND DETENTION) Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Starting Elev= 963.00' Storage= 8,246 cf Peak Elev= 963.39' @ 12.21 hrs Storage= 9,049 cf (803 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 52.2 min ( 829.7 - 777.4 ) Volume Invert Avail.Storage Storage Description #1 959.00'20,616 cf Custom Stage Data Listed below Elevation Cum.Store (feet)(cubic-feet) 959.00 0 969.00 20,616 Device Routing Invert Outlet Devices #1 Primary 963.00'15.0" Round Culvert L= 40.0' RCP, groove end w/headwall, Ke= 0.200 Inlet / Outlet Invert= 963.00' / 961.00' S= 0.0500 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 1.23 sf Primary OutFlow Max=0.87 cfs @ 12.21 hrs HW=963.39' TW=962.05' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.87 cfs @ 2.65 fps) MSE 24-hr 3 1-Year Rainfall=2.47"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 36HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Pond 12P: BMP#1 (UNDERGROUND DETENTION) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)1 0 Inflow Area=0.426 ac Peak Elev=963.39' Storage=9,049 cf 15.0" Round Culvert n=0.011 L=40.0' S=0.0500 '/' 1.37 cfs 0.87 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 37HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Link 1L: SITE TOTAL Inflow Area =4.694 ac, 88.13% Impervious, Inflow Depth = 1.24" for 1-Year event Inflow =3.64 cfs @ 12.14 hrs, Volume=0.486 af Primary =3.64 cfs @ 12.14 hrs, Volume=0.486 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link 1L: SITE TOTAL Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)4 3 2 1 0 Inflow Area=4.694 ac 3.64 cfs 3.64 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 38HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-1: Runoff =0.14 cfs @ 12.14 hrs, Volume=0.007 af, Depth= 2.10" Routed to Reach 11R : NORTH WEST (OFFSITE) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (ac) CN Description 0.027 98 Paved parking, HSG D 0.011 80 >75% Grass cover, Good, HSG D 0.038 93 Weighted Average 0.011 28.95% Pervious Area 0.027 71.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-1: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 MSE 24-hr 3 2-Year Rainfall=2.84" Runoff Area=0.038 ac Runoff Volume=0.007 af Runoff Depth=2.10" Tc=7.0 min CN=93 0.14 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 39HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-10: Runoff =0.07 cfs @ 12.14 hrs, Volume=0.003 af, Depth= 1.53" Routed to Pond 3P : BMP#4 (TREE TRENCH) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (ac) CN Description 0.016 80 >75% Grass cover, Good, HSG D 0.008 98 Paved parking, HSG D 0.024 86 Weighted Average 0.016 66.67% Pervious Area 0.008 33.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-10: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 MSE 24-hr 3 2-Year Rainfall=2.84" Runoff Area=0.024 ac Runoff Volume=0.003 af Runoff Depth=1.53" Tc=7.0 min CN=86 0.07 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 40HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-11: Runoff =0.75 cfs @ 12.14 hrs, Volume=0.036 af, Depth= 1.68" Routed to Reach 3R : SOUTH (OFFSITE) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (ac) CN Description 0.118 98 Paved parking, HSG D 0.137 80 >75% Grass cover, Good, HSG D 0.255 88 Weighted Average 0.137 53.73% Pervious Area 0.118 46.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-11: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 MSE 24-hr 3 2-Year Rainfall=2.84" Runoff Area=0.255 ac Runoff Volume=0.036 af Runoff Depth=1.68" Tc=7.0 min CN=88 0.75 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 41HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-12: Runoff =0.37 cfs @ 12.14 hrs, Volume=0.019 af, Depth= 2.39" Routed to Reach 12R : Existing Catchbasin Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (ac) CN Description 0.085 98 Paved parking, HSG D 0.010 80 >75% Grass cover, Good, HSG D 0.095 96 Weighted Average 0.010 10.53% Pervious Area 0.085 89.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-12: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 MSE 24-hr 3 2-Year Rainfall=2.84" Runoff Area=0.095 ac Runoff Volume=0.019 af Runoff Depth=2.39" Tc=7.0 min CN=96 0.37 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 42HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-13: Runoff =1.29 cfs @ 12.14 hrs, Volume=0.066 af, Depth= 2.39" Routed to Reach 10R : BMP#5 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (ac) CN Description 0.298 98 Paved parking, HSG D 0.035 80 >75% Grass cover, Good, HSG D 0.333 96 Weighted Average 0.035 10.51% Pervious Area 0.298 89.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-13: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)1 0 MSE 24-hr 3 2-Year Rainfall=2.84" Runoff Area=0.333 ac Runoff Volume=0.066 af Runoff Depth=2.39" Tc=7.0 min CN=96 1.29 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 43HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-14: Runoff =1.13 cfs @ 12.14 hrs, Volume=0.056 af, Depth= 2.10" Routed to Reach 5R : BMP#5 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (ac) CN Description 0.229 98 Paved parking, HSG D 0.089 80 >75% Grass cover, Good, HSG D 0.318 93 Weighted Average 0.089 27.99% Pervious Area 0.229 72.01% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-14: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)1 0 MSE 24-hr 3 2-Year Rainfall=2.84" Runoff Area=0.318 ac Runoff Volume=0.056 af Runoff Depth=2.10" Tc=7.0 min CN=93 1.13 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 44HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-15: Runoff =0.18 cfs @ 12.14 hrs, Volume=0.009 af, Depth= 2.39" Routed to Reach 3R : SOUTH (OFFSITE) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (ac) CN Description 0.041 98 Paved parking, HSG D 0.006 80 >75% Grass cover, Good, HSG D 0.047 96 Weighted Average 0.006 12.77% Pervious Area 0.041 87.23% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-15: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)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 MSE 24-hr 3 2-Year Rainfall=2.84" Runoff Area=0.047 ac Runoff Volume=0.009 af Runoff Depth=2.39" Tc=7.0 min CN=96 0.18 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 45HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-2: Runoff =0.38 cfs @ 12.14 hrs, Volume=0.018 af, Depth= 1.84" Routed to Pond 11P : BMP#2 (UNDERGROUND DETENTION) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (ac) CN Description 0.065 98 Paved parking, HSG D 0.055 80 >75% Grass cover, Good, HSG D 0.120 90 Weighted Average 0.055 45.83% Pervious Area 0.065 54.17% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-2: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(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 MSE 24-hr 3 2-Year Rainfall=2.84" Runoff Area=0.120 ac Runoff Volume=0.018 af Runoff Depth=1.84" Tc=7.0 min CN=90 0.38 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 46HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-3: Runoff =1.61 cfs @ 12.14 hrs, Volume=0.081 af, Depth= 2.29" Routed to Pond 12P : BMP#1 (UNDERGROUND DETENTION) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (ac) CN Description 0.358 98 Paved parking, HSG D 0.068 80 >75% Grass cover, Good, HSG D 0.426 95 Weighted Average 0.068 15.96% Pervious Area 0.358 84.04% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-3: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)1 0 MSE 24-hr 3 2-Year Rainfall=2.84" Runoff Area=0.426 ac Runoff Volume=0.081 af Runoff Depth=2.29" Tc=7.0 min CN=95 1.61 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 47HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-4: Runoff =0.15 cfs @ 12.14 hrs, Volume=0.008 af, Depth= 2.61" Routed to Reach 1R : NORTH EAST (OFFSITE) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (ac) CN Description 0.036 98 Paved parking, HSG D 0.036 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-4: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 MSE 24-hr 3 2-Year Rainfall=2.84" Runoff Area=0.036 ac Runoff Volume=0.008 af Runoff Depth=2.61" Tc=7.0 min CN=98 0.15 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 48HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-5: Runoff =1.90 cfs @ 12.14 hrs, Volume=0.096 af, Depth= 2.29" Routed to Pond 11P : BMP#2 (UNDERGROUND DETENTION) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (ac) CN Description 0.428 98 Paved parking, HSG D 0.075 80 >75% Grass cover, Good, HSG D 0.503 95 Weighted Average 0.075 14.91% Pervious Area 0.428 85.09% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-5: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)2 1 0 MSE 24-hr 3 2-Year Rainfall=2.84" Runoff Area=0.503 ac Runoff Volume=0.096 af Runoff Depth=2.29" Tc=7.0 min CN=95 1.90 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 49HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-6: Runoff =6.17 cfs @ 12.14 hrs, Volume=0.333 af, Depth= 2.61" Routed to Pond 11P : BMP#2 (UNDERGROUND DETENTION) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (ac) CN Description 1.530 98 Roofs, HSG D 1.530 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-6: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)6 5 4 3 2 1 0 MSE 24-hr 3 2-Year Rainfall=2.84" Runoff Area=1.530 ac Runoff Volume=0.333 af Runoff Depth=2.61" Tc=7.0 min CN=98 6.17 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 50HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-7: Runoff =3.51 cfs @ 12.14 hrs, Volume=0.189 af, Depth= 2.61" Routed to Pond 11P : BMP#2 (UNDERGROUND DETENTION) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (ac) CN Description 0.871 98 Roofs, HSG D 0.871 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-7: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)3 2 1 0 MSE 24-hr 3 2-Year Rainfall=2.84" Runoff Area=0.871 ac Runoff Volume=0.189 af Runoff Depth=2.61" Tc=7.0 min CN=98 3.51 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 51HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-8: Runoff =0.03 cfs @ 12.15 hrs, Volume=0.001 af, Depth= 1.13" Routed to Pond 1P : BMP#3 (TREE TRENCH) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (ac) CN Description 0.013 80 >75% Grass cover, Good, HSG D 0.013 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-8: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 MSE 24-hr 3 2-Year Rainfall=2.84" Runoff Area=0.013 ac Runoff Volume=0.001 af Runoff Depth=1.13" Tc=7.0 min CN=80 0.03 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 52HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-9: Runoff =0.26 cfs @ 12.14 hrs, Volume=0.012 af, Depth= 1.76" Routed to Reach 2R : SOUTH WEST (OFFSITE) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (ac) CN Description 0.043 98 Paved parking, HSG D 0.042 80 >75% Grass cover, Good, HSG D 0.085 89 Weighted Average 0.042 49.41% Pervious Area 0.043 50.59% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-9: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 MSE 24-hr 3 2-Year Rainfall=2.84" Runoff Area=0.085 ac Runoff Volume=0.012 af Runoff Depth=1.76" Tc=7.0 min CN=89 0.26 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 53HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 1R: NORTH EAST (OFFSITE) Inflow Area =0.036 ac,100.00% Impervious, Inflow Depth = 2.61" for 2-Year event Inflow =0.15 cfs @ 12.14 hrs, Volume=0.008 af Outflow =0.15 cfs @ 12.14 hrs, Volume=0.008 af, Atten= 0%, Lag= 0.0 min Routed to Link 1L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 1R: NORTH EAST (OFFSITE) Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)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 Inflow Area=0.036 ac 0.15 cfs 0.15 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 54HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 2R: SOUTH WEST (OFFSITE) Inflow Area =0.085 ac, 50.59% Impervious, Inflow Depth = 1.76" for 2-Year event Inflow =0.26 cfs @ 12.14 hrs, Volume=0.012 af Outflow =0.26 cfs @ 12.14 hrs, Volume=0.012 af, Atten= 0%, Lag= 0.0 min Routed to Link 1L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 2R: SOUTH WEST (OFFSITE) Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.085 ac 0.26 cfs 0.26 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 55HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 3R: SOUTH (OFFSITE) Inflow Area =0.302 ac, 52.65% Impervious, Inflow Depth = 1.79" for 2-Year event Inflow =0.94 cfs @ 12.14 hrs, Volume=0.045 af Outflow =0.94 cfs @ 12.14 hrs, Volume=0.045 af, Atten= 0%, Lag= 0.0 min Routed to Link 1L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 3R: SOUTH (OFFSITE) Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)1 0 Inflow Area=0.302 ac 0.94 cfs 0.94 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 56HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 4R: EAST STORM SEWER Inflow Area =3.878 ac, 93.73% Impervious, Inflow Depth = 1.53" for 2-Year event Inflow =2.33 cfs @ 12.14 hrs, Volume=0.495 af Outflow =2.33 cfs @ 12.14 hrs, Volume=0.495 af, Atten= 0%, Lag= 0.0 min Routed to Link 1L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 4R: EAST STORM SEWER Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)2 1 0 Inflow Area=3.878 ac 2.33 cfs 2.33 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 57HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 5R: BMP#5 Inflow Area =0.318 ac, 72.01% Impervious, Inflow Depth = 2.10" for 2-Year event Inflow =1.13 cfs @ 12.14 hrs, Volume=0.056 af Outflow =1.13 cfs @ 12.14 hrs, Volume=0.056 af, Atten= 0%, Lag= 0.0 min Routed to Link 1L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 5R: BMP#5 Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)1 0 Inflow Area=0.318 ac 1.13 cfs 1.13 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 58HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 10R: BMP#5 Inflow Area =0.333 ac, 89.49% Impervious, Inflow Depth = 2.39" for 2-Year event Inflow =1.29 cfs @ 12.14 hrs, Volume=0.066 af Outflow =1.29 cfs @ 12.14 hrs, Volume=0.066 af, Atten= 0%, Lag= 0.0 min Routed to Reach 4R : EAST STORM SEWER Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 10R: BMP#5 Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)1 0 Inflow Area=0.333 ac 1.29 cfs 1.29 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 59HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 11R: NORTH WEST (OFFSITE) Inflow Area =0.038 ac, 71.05% Impervious, Inflow Depth = 2.10" for 2-Year event Inflow =0.14 cfs @ 12.14 hrs, Volume=0.007 af Outflow =0.14 cfs @ 12.14 hrs, Volume=0.007 af, Atten= 0%, Lag= 0.0 min Routed to Link 1L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 11R: NORTH WEST (OFFSITE) Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)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 Inflow Area=0.038 ac 0.14 cfs 0.14 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 60HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 12R: Existing Catchbasin Inflow Area =3.545 ac, 94.13% Impervious, Inflow Depth = 1.45" for 2-Year event Inflow =0.97 cfs @ 12.14 hrs, Volume=0.428 af Outflow =0.97 cfs @ 12.14 hrs, Volume=0.428 af, Atten= 0%, Lag= 0.0 min Routed to Reach 4R : EAST STORM SEWER Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 12R: Existing Catchbasin Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)1 0 Inflow Area=3.545 ac 0.97 cfs 0.97 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 61HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Pond 1P: BMP#3 (TREE TRENCH) Inflow Area =0.013 ac, 0.00% Impervious, Inflow Depth = 1.13" for 2-Year event Inflow =0.03 cfs @ 12.15 hrs, Volume=0.001 af Outflow =0.01 cfs @ 12.28 hrs, Volume=0.001 af, Atten= 57%, Lag= 8.0 min Primary =0.01 cfs @ 12.28 hrs, Volume=0.001 af Routed to Link 1L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 965.06' @ 12.28 hrs Surf.Area= 289 sf Storage= 7 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 2.8 min ( 822.5 - 819.8 ) Volume Invert Avail.Storage Storage Description #1 965.00'462 cf Custom Stage Data (Prismatic) Listed below (Recalc) 1,156 cf Overall x 40.0% Voids #2 969.00'6 cf Custom Stage Data (Prismatic) Listed below (Recalc) 469 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 965.00 289 0 0 969.00 289 1,156 1,156 Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 969.00 5 0 0 969.20 57 6 6 Device Routing Invert Outlet Devices #1 Primary 961.00'12.0" Round Culvert L= 140.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 961.00' / 958.80' S= 0.0157 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 961.00'6.0" Vert. Orifice/Grate X 2.00 C= 0.600 Limited to weir flow at low heads #3 Device 2 965.00'1.670 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 950.00' #4 Device 1 969.10'27.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.01 cfs @ 12.28 hrs HW=965.06' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.01 cfs of 5.95 cfs potential flow) 2=Orifice/Grate (Passes 0.01 cfs of 3.69 cfs potential flow) 3=Exfiltration ( Controls 0.01 cfs) 4=Orifice/Grate ( Controls 0.00 cfs) MSE 24-hr 3 2-Year Rainfall=2.84"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 62HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Pond 1P: BMP#3 (TREE TRENCH) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Inflow Area=0.013 ac Peak Elev=965.06' Storage=7 cf 0.03 cfs 0.01 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 63HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3P: BMP#4 (TREE TRENCH) Inflow Area =0.024 ac, 33.33% Impervious, Inflow Depth = 1.53" for 2-Year event Inflow =0.07 cfs @ 12.14 hrs, Volume=0.003 af Outflow =0.02 cfs @ 12.29 hrs, Volume=0.003 af, Atten= 62%, Lag= 9.0 min Primary =0.02 cfs @ 12.29 hrs, Volume=0.003 af Routed to Link 1L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 961.14' @ 12.29 hrs Surf.Area= 626 sf Storage= 35 cf Plug-Flow detention time= 35.5 min calculated for 0.003 af (100% of inflow) Center-of-Mass det. time= 35.5 min ( 840.1 - 804.7 ) Volume Invert Avail.Storage Storage Description #1 961.00'1,002 cf Custom Stage Data (Prismatic) Listed below (Recalc) 2,504 cf Overall x 40.0% Voids #2 965.00'65 cf Custom Stage Data (Prismatic) Listed below (Recalc) 1,066 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 961.00 626 0 0 965.00 626 2,504 2,504 Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 965.00 7 0 0 965.40 316 65 65 Device Routing Invert Outlet Devices #1 Primary 961.00'12.0" Round Culvert L= 54.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 961.00' / 958.80' S= 0.0407 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 961.00'6.0" Vert. Orifice/Grate X 2.00 C= 0.600 Limited to weir flow at low heads #3 Device 2 961.00'1.670 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 950.00' #4 Device 1 965.20'27.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.02 cfs @ 12.29 hrs HW=961.14' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.02 cfs of 0.09 cfs potential flow) 2=Orifice/Grate (Passes 0.02 cfs of 0.12 cfs potential flow) 3=Exfiltration ( Controls 0.02 cfs) 4=Orifice/Grate ( Controls 0.00 cfs) MSE 24-hr 3 2-Year Rainfall=2.84"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 64HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Pond 3P: BMP#4 (TREE TRENCH) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=0.024 ac Peak Elev=961.14' Storage=35 cf 0.07 cfs 0.02 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 65HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Pond 11P: BMP#2 (UNDERGROUND DETENTION) Inflow Area =3.450 ac, 94.26% Impervious, Inflow Depth = 2.50" for 2-Year event Inflow =12.82 cfs @ 12.14 hrs, Volume=0.718 af Outflow =0.60 cfs @ 12.17 hrs, Volume=0.409 af, Atten= 95%, Lag= 1.7 min Primary =0.60 cfs @ 12.17 hrs, Volume=0.409 af Routed to Reach 12R : Existing Catchbasin Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Starting Elev= 961.00' Storage= 53,750 cf Peak Elev= 962.66' @ 13.54 hrs Storage= 76,093 cf (22,343 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 216.7 min ( 982.8 - 766.1 ) Volume Invert Avail.Storage Storage Description #1 957.00'201,564 cf Custom Stage Data Listed below Elevation Cum.Store (feet)(cubic-feet) 957.00 0 972.00 201,564 Device Routing Invert Outlet Devices #1 Primary 962.00'0.600 cfs Constant Flow/Skimmer #2 Primary 962.95'0.600 cfs Constant Flow/Skimmer Primary OutFlow Max=0.60 cfs @ 12.17 hrs HW=962.13' TW=0.00' (Dynamic Tailwater) 1=Constant Flow/Skimmer (Constant Controls 0.60 cfs) 2=Constant Flow/Skimmer (Constant Controls 0.00 cfs) MSE 24-hr 3 2-Year Rainfall=2.84"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 66HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Pond 11P: BMP#2 (UNDERGROUND DETENTION) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.450 ac Peak Elev=962.66' Storage=76,093 cf 12.82 cfs 0.60 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 67HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Pond 12P: BMP#1 (UNDERGROUND DETENTION) Inflow Area =0.426 ac, 84.04% Impervious, Inflow Depth = 2.29" for 2-Year event Inflow =1.61 cfs @ 12.14 hrs, Volume=0.081 af Outflow =1.06 cfs @ 12.21 hrs, Volume=0.081 af, Atten= 34%, Lag= 4.1 min Primary =1.06 cfs @ 12.21 hrs, Volume=0.081 af Routed to Pond 11P : BMP#2 (UNDERGROUND DETENTION) Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Starting Elev= 963.00' Storage= 8,246 cf Peak Elev= 963.43' @ 12.21 hrs Storage= 9,140 cf (894 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 48.8 min ( 823.0 - 774.1 ) Volume Invert Avail.Storage Storage Description #1 959.00'20,616 cf Custom Stage Data Listed below Elevation Cum.Store (feet)(cubic-feet) 959.00 0 969.00 20,616 Device Routing Invert Outlet Devices #1 Primary 963.00'15.0" Round Culvert L= 40.0' RCP, groove end w/headwall, Ke= 0.200 Inlet / Outlet Invert= 963.00' / 961.00' S= 0.0500 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 1.23 sf Primary OutFlow Max=1.06 cfs @ 12.21 hrs HW=963.43' TW=962.23' (Dynamic Tailwater) 1=Culvert (Inlet Controls 1.06 cfs @ 2.80 fps) MSE 24-hr 3 2-Year Rainfall=2.84"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 68HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Pond 12P: BMP#1 (UNDERGROUND DETENTION) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)1 0 Inflow Area=0.426 ac Peak Elev=963.43' Storage=9,140 cf 15.0" Round Culvert n=0.011 L=40.0' S=0.0500 '/' 1.61 cfs 1.06 cfs MSE 24-hr 3 2-Year Rainfall=2.84"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 69HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Link 1L: SITE TOTAL Inflow Area =4.694 ac, 88.13% Impervious, Inflow Depth = 1.60" for 2-Year event Inflow =4.98 cfs @ 12.14 hrs, Volume=0.627 af Primary =4.98 cfs @ 12.14 hrs, Volume=0.627 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link 1L: SITE TOTAL Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)5 4 3 2 1 0 Inflow Area=4.694 ac 4.98 cfs 4.98 cfs MSE 24-hr 3 10-Year Rainfall=4.20"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 70HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-1: Runoff =0.21 cfs @ 12.14 hrs, Volume=0.011 af, Depth= 3.41" Routed to Reach 11R : NORTH WEST (OFFSITE) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (ac) CN Description 0.027 98 Paved parking, HSG D 0.011 80 >75% Grass cover, Good, HSG D 0.038 93 Weighted Average 0.011 28.95% Pervious Area 0.027 71.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-1: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(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 MSE 24-hr 3 10-Year Rainfall=4.20" Runoff Area=0.038 ac Runoff Volume=0.011 af Runoff Depth=3.41" Tc=7.0 min CN=93 0.21 cfs MSE 24-hr 3 10-Year Rainfall=4.20"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 71HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-10: Runoff =0.11 cfs @ 12.14 hrs, Volume=0.005 af, Depth= 2.73" Routed to Pond 3P : BMP#4 (TREE TRENCH) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (ac) CN Description 0.016 80 >75% Grass cover, Good, HSG D 0.008 98 Paved parking, HSG D 0.024 86 Weighted Average 0.016 66.67% Pervious Area 0.008 33.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-10: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 MSE 24-hr 3 10-Year Rainfall=4.20" Runoff Area=0.024 ac Runoff Volume=0.005 af Runoff Depth=2.73" Tc=7.0 min CN=86 0.11 cfs MSE 24-hr 3 10-Year Rainfall=4.20"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 72HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-11: Runoff =1.28 cfs @ 12.14 hrs, Volume=0.062 af, Depth= 2.92" Routed to Reach 3R : SOUTH (OFFSITE) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (ac) CN Description 0.118 98 Paved parking, HSG D 0.137 80 >75% Grass cover, Good, HSG D 0.255 88 Weighted Average 0.137 53.73% Pervious Area 0.118 46.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-11: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)1 0 MSE 24-hr 3 10-Year Rainfall=4.20" Runoff Area=0.255 ac Runoff Volume=0.062 af Runoff Depth=2.92" Tc=7.0 min CN=88 1.28 cfs MSE 24-hr 3 10-Year Rainfall=4.20"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 73HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-12: Runoff =0.56 cfs @ 12.14 hrs, Volume=0.030 af, Depth= 3.74" Routed to Reach 12R : Existing Catchbasin Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (ac) CN Description 0.085 98 Paved parking, HSG D 0.010 80 >75% Grass cover, Good, HSG D 0.095 96 Weighted Average 0.010 10.53% Pervious Area 0.085 89.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-12: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(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 MSE 24-hr 3 10-Year Rainfall=4.20" Runoff Area=0.095 ac Runoff Volume=0.030 af Runoff Depth=3.74" Tc=7.0 min CN=96 0.56 cfs MSE 24-hr 3 10-Year Rainfall=4.20"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 74HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-13: Runoff =1.96 cfs @ 12.14 hrs, Volume=0.104 af, Depth= 3.74" Routed to Reach 10R : BMP#5 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (ac) CN Description 0.298 98 Paved parking, HSG D 0.035 80 >75% Grass cover, Good, HSG D 0.333 96 Weighted Average 0.035 10.51% Pervious Area 0.298 89.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-13: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)2 1 0 MSE 24-hr 3 10-Year Rainfall=4.20" Runoff Area=0.333 ac Runoff Volume=0.104 af Runoff Depth=3.74" Tc=7.0 min CN=96 1.96 cfs MSE 24-hr 3 10-Year Rainfall=4.20"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 75HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-14: Runoff =1.79 cfs @ 12.14 hrs, Volume=0.090 af, Depth= 3.41" Routed to Reach 5R : BMP#5 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (ac) CN Description 0.229 98 Paved parking, HSG D 0.089 80 >75% Grass cover, Good, HSG D 0.318 93 Weighted Average 0.089 27.99% Pervious Area 0.229 72.01% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-14: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)2 1 0 MSE 24-hr 3 10-Year Rainfall=4.20" Runoff Area=0.318 ac Runoff Volume=0.090 af Runoff Depth=3.41" Tc=7.0 min CN=93 1.79 cfs MSE 24-hr 3 10-Year Rainfall=4.20"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 76HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-15: Runoff =0.28 cfs @ 12.14 hrs, Volume=0.015 af, Depth= 3.74" Routed to Reach 3R : SOUTH (OFFSITE) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (ac) CN Description 0.041 98 Paved parking, HSG D 0.006 80 >75% Grass cover, Good, HSG D 0.047 96 Weighted Average 0.006 12.77% Pervious Area 0.041 87.23% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-15: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 MSE 24-hr 3 10-Year Rainfall=4.20" Runoff Area=0.047 ac Runoff Volume=0.015 af Runoff Depth=3.74" Tc=7.0 min CN=96 0.28 cfs MSE 24-hr 3 10-Year Rainfall=4.20"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 77HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-2: Runoff =0.63 cfs @ 12.14 hrs, Volume=0.031 af, Depth= 3.11" Routed to Pond 11P : BMP#2 (UNDERGROUND DETENTION) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (ac) CN Description 0.065 98 Paved parking, HSG D 0.055 80 >75% Grass cover, Good, HSG D 0.120 90 Weighted Average 0.055 45.83% Pervious Area 0.065 54.17% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-2: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 MSE 24-hr 3 10-Year Rainfall=4.20" Runoff Area=0.120 ac Runoff Volume=0.031 af Runoff Depth=3.11" Tc=7.0 min CN=90 0.63 cfs MSE 24-hr 3 10-Year Rainfall=4.20"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 78HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-3: Runoff =2.47 cfs @ 12.14 hrs, Volume=0.129 af, Depth= 3.63" Routed to Pond 12P : BMP#1 (UNDERGROUND DETENTION) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (ac) CN Description 0.358 98 Paved parking, HSG D 0.068 80 >75% Grass cover, Good, HSG D 0.426 95 Weighted Average 0.068 15.96% Pervious Area 0.358 84.04% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-3: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)2 1 0 MSE 24-hr 3 10-Year Rainfall=4.20" Runoff Area=0.426 ac Runoff Volume=0.129 af Runoff Depth=3.63" Tc=7.0 min CN=95 2.47 cfs MSE 24-hr 3 10-Year Rainfall=4.20"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 79HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-4: Runoff =0.22 cfs @ 12.14 hrs, Volume=0.012 af, Depth= 3.96" Routed to Reach 1R : NORTH EAST (OFFSITE) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (ac) CN Description 0.036 98 Paved parking, HSG D 0.036 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-4: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.24 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 MSE 24-hr 3 10-Year Rainfall=4.20" Runoff Area=0.036 ac Runoff Volume=0.012 af Runoff Depth=3.96" Tc=7.0 min CN=98 0.22 cfs MSE 24-hr 3 10-Year Rainfall=4.20"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 80HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-5: Runoff =2.92 cfs @ 12.14 hrs, Volume=0.152 af, Depth= 3.63" Routed to Pond 11P : BMP#2 (UNDERGROUND DETENTION) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (ac) CN Description 0.428 98 Paved parking, HSG D 0.075 80 >75% Grass cover, Good, HSG D 0.503 95 Weighted Average 0.075 14.91% Pervious Area 0.428 85.09% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-5: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)3 2 1 0 MSE 24-hr 3 10-Year Rainfall=4.20" Runoff Area=0.503 ac Runoff Volume=0.152 af Runoff Depth=3.63" Tc=7.0 min CN=95 2.92 cfs MSE 24-hr 3 10-Year Rainfall=4.20"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 81HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-6: Runoff =9.19 cfs @ 12.14 hrs, Volume=0.505 af, Depth= 3.96" Routed to Pond 11P : BMP#2 (UNDERGROUND DETENTION) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (ac) CN Description 1.530 98 Roofs, HSG D 1.530 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-6: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 10-Year Rainfall=4.20" Runoff Area=1.530 ac Runoff Volume=0.505 af Runoff Depth=3.96" Tc=7.0 min CN=98 9.19 cfs MSE 24-hr 3 10-Year Rainfall=4.20"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 82HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-7: Runoff =5.23 cfs @ 12.14 hrs, Volume=0.288 af, Depth= 3.96" Routed to Pond 11P : BMP#2 (UNDERGROUND DETENTION) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (ac) CN Description 0.871 98 Roofs, HSG D 0.871 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-7: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)5 4 3 2 1 0 MSE 24-hr 3 10-Year Rainfall=4.20" Runoff Area=0.871 ac Runoff Volume=0.288 af Runoff Depth=3.96" Tc=7.0 min CN=98 5.23 cfs MSE 24-hr 3 10-Year Rainfall=4.20"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 83HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-8: Runoff =0.05 cfs @ 12.14 hrs, Volume=0.002 af, Depth= 2.21" Routed to Pond 1P : BMP#3 (TREE TRENCH) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (ac) CN Description 0.013 80 >75% Grass cover, Good, HSG D 0.013 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-8: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 MSE 24-hr 3 10-Year Rainfall=4.20" Runoff Area=0.013 ac Runoff Volume=0.002 af Runoff Depth=2.21" Tc=7.0 min CN=80 0.05 cfs MSE 24-hr 3 10-Year Rainfall=4.20"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 84HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-9: Runoff =0.44 cfs @ 12.14 hrs, Volume=0.021 af, Depth= 3.01" Routed to Reach 2R : SOUTH WEST (OFFSITE) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (ac) CN Description 0.043 98 Paved parking, HSG D 0.042 80 >75% Grass cover, Good, HSG D 0.085 89 Weighted Average 0.042 49.41% Pervious Area 0.043 50.59% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-9: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 MSE 24-hr 3 10-Year Rainfall=4.20" Runoff Area=0.085 ac Runoff Volume=0.021 af Runoff Depth=3.01" Tc=7.0 min CN=89 0.44 cfs MSE 24-hr 3 10-Year Rainfall=4.20"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 85HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 1R: NORTH EAST (OFFSITE) Inflow Area =0.036 ac,100.00% Impervious, Inflow Depth = 3.96" for 10-Year event Inflow =0.22 cfs @ 12.14 hrs, Volume=0.012 af Outflow =0.22 cfs @ 12.14 hrs, Volume=0.012 af, Atten= 0%, Lag= 0.0 min Routed to Link 1L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 1R: NORTH EAST (OFFSITE) Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)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=0.036 ac 0.22 cfs 0.22 cfs MSE 24-hr 3 10-Year Rainfall=4.20"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 86HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 2R: SOUTH WEST (OFFSITE) Inflow Area =0.085 ac, 50.59% Impervious, Inflow Depth = 3.01" for 10-Year event Inflow =0.44 cfs @ 12.14 hrs, Volume=0.021 af Outflow =0.44 cfs @ 12.14 hrs, Volume=0.021 af, Atten= 0%, Lag= 0.0 min Routed to Link 1L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 2R: SOUTH WEST (OFFSITE) Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.085 ac 0.44 cfs 0.44 cfs MSE 24-hr 3 10-Year Rainfall=4.20"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 87HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 3R: SOUTH (OFFSITE) Inflow Area =0.302 ac, 52.65% Impervious, Inflow Depth = 3.04" for 10-Year event Inflow =1.56 cfs @ 12.14 hrs, Volume=0.077 af Outflow =1.56 cfs @ 12.14 hrs, Volume=0.077 af, Atten= 0%, Lag= 0.0 min Routed to Link 1L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 3R: SOUTH (OFFSITE) Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)1 0 Inflow Area=0.302 ac 1.56 cfs 1.56 cfs MSE 24-hr 3 10-Year Rainfall=4.20"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 88HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 4R: EAST STORM SEWER Inflow Area =3.878 ac, 93.73% Impervious, Inflow Depth = 2.88" for 10-Year event Inflow =3.12 cfs @ 12.14 hrs, Volume=0.930 af Outflow =3.12 cfs @ 12.14 hrs, Volume=0.930 af, Atten= 0%, Lag= 0.0 min Routed to Link 1L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 4R: EAST STORM SEWER Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)3 2 1 0 Inflow Area=3.878 ac 3.12 cfs 3.12 cfs MSE 24-hr 3 10-Year Rainfall=4.20"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 89HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 5R: BMP#5 Inflow Area =0.318 ac, 72.01% Impervious, Inflow Depth = 3.41" for 10-Year event Inflow =1.79 cfs @ 12.14 hrs, Volume=0.090 af Outflow =1.79 cfs @ 12.14 hrs, Volume=0.090 af, Atten= 0%, Lag= 0.0 min Routed to Link 1L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 5R: BMP#5 Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)2 1 0 Inflow Area=0.318 ac 1.79 cfs 1.79 cfs MSE 24-hr 3 10-Year Rainfall=4.20"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 90HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 10R: BMP#5 Inflow Area =0.333 ac, 89.49% Impervious, Inflow Depth = 3.74" for 10-Year event Inflow =1.96 cfs @ 12.14 hrs, Volume=0.104 af Outflow =1.96 cfs @ 12.14 hrs, Volume=0.104 af, Atten= 0%, Lag= 0.0 min Routed to Reach 4R : EAST STORM SEWER Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 10R: BMP#5 Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)2 1 0 Inflow Area=0.333 ac 1.96 cfs 1.96 cfs MSE 24-hr 3 10-Year Rainfall=4.20"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 91HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 11R: NORTH WEST (OFFSITE) Inflow Area =0.038 ac, 71.05% Impervious, Inflow Depth = 3.41" for 10-Year event Inflow =0.21 cfs @ 12.14 hrs, Volume=0.011 af Outflow =0.21 cfs @ 12.14 hrs, Volume=0.011 af, Atten= 0%, Lag= 0.0 min Routed to Link 1L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 11R: NORTH WEST (OFFSITE) Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)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=0.038 ac 0.21 cfs 0.21 cfs MSE 24-hr 3 10-Year Rainfall=4.20"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 92HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 12R: Existing Catchbasin Inflow Area =3.545 ac, 94.13% Impervious, Inflow Depth = 2.80" for 10-Year event Inflow =1.59 cfs @ 12.22 hrs, Volume=0.826 af Outflow =1.59 cfs @ 12.22 hrs, Volume=0.826 af, Atten= 0%, Lag= 0.0 min Routed to Reach 4R : EAST STORM SEWER Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 12R: Existing Catchbasin Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)1 0 Inflow Area=3.545 ac 1.59 cfs 1.59 cfs MSE 24-hr 3 10-Year Rainfall=4.20"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 93HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Pond 1P: BMP#3 (TREE TRENCH) Inflow Area =0.013 ac, 0.00% Impervious, Inflow Depth = 2.21" for 10-Year event Inflow =0.05 cfs @ 12.14 hrs, Volume=0.002 af Outflow =0.01 cfs @ 12.43 hrs, Volume=0.002 af, Atten= 78%, Lag= 17.1 min Primary =0.01 cfs @ 12.43 hrs, Volume=0.002 af Routed to Link 1L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 965.23' @ 12.43 hrs Surf.Area= 289 sf Storage= 27 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 14.7 min ( 820.6 - 805.9 ) Volume Invert Avail.Storage Storage Description #1 965.00'462 cf Custom Stage Data (Prismatic) Listed below (Recalc) 1,156 cf Overall x 40.0% Voids #2 969.00'6 cf Custom Stage Data (Prismatic) Listed below (Recalc) 469 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 965.00 289 0 0 969.00 289 1,156 1,156 Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 969.00 5 0 0 969.20 57 6 6 Device Routing Invert Outlet Devices #1 Primary 961.00'12.0" Round Culvert L= 140.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 961.00' / 958.80' S= 0.0157 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 961.00'6.0" Vert. Orifice/Grate X 2.00 C= 0.600 Limited to weir flow at low heads #3 Device 2 965.00'1.670 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 950.00' #4 Device 1 969.10'27.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.01 cfs @ 12.43 hrs HW=965.23' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.01 cfs of 6.05 cfs potential flow) 2=Orifice/Grate (Passes 0.01 cfs of 3.77 cfs potential flow) 3=Exfiltration ( Controls 0.01 cfs) 4=Orifice/Grate ( Controls 0.00 cfs) MSE 24-hr 3 10-Year Rainfall=4.20"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 94HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Pond 1P: BMP#3 (TREE TRENCH) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=0.013 ac Peak Elev=965.23' Storage=27 cf 0.05 cfs 0.01 cfs MSE 24-hr 3 10-Year Rainfall=4.20"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 95HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3P: BMP#4 (TREE TRENCH) Inflow Area =0.024 ac, 33.33% Impervious, Inflow Depth = 2.73" for 10-Year event Inflow =0.11 cfs @ 12.14 hrs, Volume=0.005 af Outflow =0.02 cfs @ 12.42 hrs, Volume=0.005 af, Atten= 78%, Lag= 16.5 min Primary =0.02 cfs @ 12.42 hrs, Volume=0.005 af Routed to Link 1L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 961.31' @ 12.42 hrs Surf.Area= 626 sf Storage= 79 cf Plug-Flow detention time= 39.5 min calculated for 0.005 af (100% of inflow) Center-of-Mass det. time= 39.2 min ( 832.3 - 793.0 ) Volume Invert Avail.Storage Storage Description #1 961.00'1,002 cf Custom Stage Data (Prismatic) Listed below (Recalc) 2,504 cf Overall x 40.0% Voids #2 965.00'65 cf Custom Stage Data (Prismatic) Listed below (Recalc) 1,066 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 961.00 626 0 0 965.00 626 2,504 2,504 Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 965.00 7 0 0 965.40 316 65 65 Device Routing Invert Outlet Devices #1 Primary 961.00'12.0" Round Culvert L= 54.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 961.00' / 958.80' S= 0.0407 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 961.00'6.0" Vert. Orifice/Grate X 2.00 C= 0.600 Limited to weir flow at low heads #3 Device 2 961.00'1.670 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 950.00' #4 Device 1 965.20'27.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.02 cfs @ 12.42 hrs HW=961.31' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.02 cfs of 0.40 cfs potential flow) 2=Orifice/Grate (Passes 0.02 cfs of 0.50 cfs potential flow) 3=Exfiltration ( Controls 0.02 cfs) 4=Orifice/Grate ( Controls 0.00 cfs) MSE 24-hr 3 10-Year Rainfall=4.20"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 96HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Pond 3P: BMP#4 (TREE TRENCH) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.024 ac Peak Elev=961.31' Storage=79 cf 0.11 cfs 0.02 cfs MSE 24-hr 3 10-Year Rainfall=4.20"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 97HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Pond 11P: BMP#2 (UNDERGROUND DETENTION) Inflow Area =3.450 ac, 94.26% Impervious, Inflow Depth = 3.84" for 10-Year event Inflow =19.48 cfs @ 12.14 hrs, Volume=1.105 af Outflow =1.20 cfs @ 12.24 hrs, Volume=0.797 af, Atten= 94%, Lag= 5.9 min Primary =1.20 cfs @ 12.24 hrs, Volume=0.797 af Routed to Reach 12R : Existing Catchbasin Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Starting Elev= 961.00' Storage= 53,750 cf Peak Elev= 963.44' @ 13.22 hrs Storage= 86,473 cf (32,723 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 266.7 min ( 1,027.1 - 760.4 ) Volume Invert Avail.Storage Storage Description #1 957.00'201,564 cf Custom Stage Data Listed below Elevation Cum.Store (feet)(cubic-feet) 957.00 0 972.00 201,564 Device Routing Invert Outlet Devices #1 Primary 962.00'0.600 cfs Constant Flow/Skimmer #2 Primary 962.95'0.600 cfs Constant Flow/Skimmer Primary OutFlow Max=1.20 cfs @ 12.24 hrs HW=963.02' TW=0.00' (Dynamic Tailwater) 1=Constant Flow/Skimmer (Constant Controls 0.60 cfs) 2=Constant Flow/Skimmer (Constant Controls 0.60 cfs) MSE 24-hr 3 10-Year Rainfall=4.20"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 98HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Pond 11P: BMP#2 (UNDERGROUND DETENTION) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.450 ac Peak Elev=963.44' Storage=86,473 cf 19.48 cfs 1.20 cfs MSE 24-hr 3 10-Year Rainfall=4.20"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 99HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Pond 12P: BMP#1 (UNDERGROUND DETENTION) Inflow Area =0.426 ac, 84.04% Impervious, Inflow Depth = 3.63" for 10-Year event Inflow =2.47 cfs @ 12.14 hrs, Volume=0.129 af Outflow =1.78 cfs @ 12.19 hrs, Volume=0.129 af, Atten= 28%, Lag= 3.0 min Primary =1.78 cfs @ 12.19 hrs, Volume=0.129 af Routed to Pond 11P : BMP#2 (UNDERGROUND DETENTION) Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Starting Elev= 963.00' Storage= 8,246 cf Peak Elev= 963.58' @ 12.20 hrs Storage= 9,435 cf (1,188 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 56.6 min ( 822.0 - 765.4 ) Volume Invert Avail.Storage Storage Description #1 959.00'20,616 cf Custom Stage Data Listed below Elevation Cum.Store (feet)(cubic-feet) 959.00 0 969.00 20,616 Device Routing Invert Outlet Devices #1 Primary 963.00'15.0" Round Culvert L= 40.0' RCP, groove end w/headwall, Ke= 0.200 Inlet / Outlet Invert= 963.00' / 961.00' S= 0.0500 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 1.23 sf Primary OutFlow Max=1.74 cfs @ 12.19 hrs HW=963.57' TW=962.85' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.74 cfs @ 4.64 fps) MSE 24-hr 3 10-Year Rainfall=4.20"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 100HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Pond 12P: BMP#1 (UNDERGROUND DETENTION) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)2 1 0 Inflow Area=0.426 ac Peak Elev=963.58' Storage=9,435 cf 15.0" Round Culvert n=0.011 L=40.0' S=0.0500 '/' 2.47 cfs 1.78 cfs MSE 24-hr 3 10-Year Rainfall=4.20"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 101HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Link 1L: SITE TOTAL Inflow Area =4.694 ac, 88.13% Impervious, Inflow Depth = 2.94" for 10-Year event Inflow =7.37 cfs @ 12.14 hrs, Volume=1.149 af Primary =7.37 cfs @ 12.14 hrs, Volume=1.149 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link 1L: SITE TOTAL Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)8 7 6 5 4 3 2 1 0 Inflow Area=4.694 ac 7.37 cfs 7.37 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 102HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-1: Runoff =0.38 cfs @ 12.14 hrs, Volume=0.020 af, Depth= 6.35" Routed to Reach 11R : NORTH WEST (OFFSITE) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description 0.027 98 Paved parking, HSG D 0.011 80 >75% Grass cover, Good, HSG D 0.038 93 Weighted Average 0.011 28.95% Pervious Area 0.027 71.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-1: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(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 MSE 24-hr 3 100-Year Rainfall=7.18" Runoff Area=0.038 ac Runoff Volume=0.020 af Runoff Depth=6.35" Tc=7.0 min CN=93 0.38 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 103HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-10: Runoff =0.22 cfs @ 12.14 hrs, Volume=0.011 af, Depth= 5.54" Routed to Pond 3P : BMP#4 (TREE TRENCH) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description 0.016 80 >75% Grass cover, Good, HSG D 0.008 98 Paved parking, HSG D 0.024 86 Weighted Average 0.016 66.67% Pervious Area 0.008 33.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-10: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 MSE 24-hr 3 100-Year Rainfall=7.18" Runoff Area=0.024 ac Runoff Volume=0.011 af Runoff Depth=5.54" Tc=7.0 min CN=86 0.22 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 104HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-11: Runoff =2.43 cfs @ 12.14 hrs, Volume=0.123 af, Depth= 5.77" Routed to Reach 3R : SOUTH (OFFSITE) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description 0.118 98 Paved parking, HSG D 0.137 80 >75% Grass cover, Good, HSG D 0.255 88 Weighted Average 0.137 53.73% Pervious Area 0.118 46.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-11: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)2 1 0 MSE 24-hr 3 100-Year Rainfall=7.18" Runoff Area=0.255 ac Runoff Volume=0.123 af Runoff Depth=5.77" Tc=7.0 min CN=88 2.43 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 105HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-12: Runoff =0.97 cfs @ 12.14 hrs, Volume=0.053 af, Depth= 6.70" Routed to Reach 12R : Existing Catchbasin Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description 0.085 98 Paved parking, HSG D 0.010 80 >75% Grass cover, Good, HSG D 0.095 96 Weighted Average 0.010 10.53% Pervious Area 0.085 89.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-12: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)1 0 MSE 24-hr 3 100-Year Rainfall=7.18" Runoff Area=0.095 ac Runoff Volume=0.053 af Runoff Depth=6.70" Tc=7.0 min CN=96 0.97 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 106HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-13: Runoff =3.41 cfs @ 12.14 hrs, Volume=0.186 af, Depth= 6.70" Routed to Reach 10R : BMP#5 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description 0.298 98 Paved parking, HSG D 0.035 80 >75% Grass cover, Good, HSG D 0.333 96 Weighted Average 0.035 10.51% Pervious Area 0.298 89.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-13: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)3 2 1 0 MSE 24-hr 3 100-Year Rainfall=7.18" Runoff Area=0.333 ac Runoff Volume=0.186 af Runoff Depth=6.70" Tc=7.0 min CN=96 3.41 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 107HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-14: Runoff =3.19 cfs @ 12.14 hrs, Volume=0.168 af, Depth= 6.35" Routed to Reach 5R : BMP#5 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description 0.229 98 Paved parking, HSG D 0.089 80 >75% Grass cover, Good, HSG D 0.318 93 Weighted Average 0.089 27.99% Pervious Area 0.229 72.01% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-14: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)3 2 1 0 MSE 24-hr 3 100-Year Rainfall=7.18" Runoff Area=0.318 ac Runoff Volume=0.168 af Runoff Depth=6.35" Tc=7.0 min CN=93 3.19 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 108HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-15: Runoff =0.48 cfs @ 12.14 hrs, Volume=0.026 af, Depth= 6.70" Routed to Reach 3R : SOUTH (OFFSITE) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description 0.041 98 Paved parking, HSG D 0.006 80 >75% Grass cover, Good, HSG D 0.047 96 Weighted Average 0.006 12.77% Pervious Area 0.041 87.23% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-15: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 MSE 24-hr 3 100-Year Rainfall=7.18" Runoff Area=0.047 ac Runoff Volume=0.026 af Runoff Depth=6.70" Tc=7.0 min CN=96 0.48 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 109HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-2: Runoff =1.17 cfs @ 12.14 hrs, Volume=0.060 af, Depth= 6.00" Routed to Pond 11P : BMP#2 (UNDERGROUND DETENTION) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description 0.065 98 Paved parking, HSG D 0.055 80 >75% Grass cover, Good, HSG D 0.120 90 Weighted Average 0.055 45.83% Pervious Area 0.065 54.17% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-2: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)1 0 MSE 24-hr 3 100-Year Rainfall=7.18" Runoff Area=0.120 ac Runoff Volume=0.060 af Runoff Depth=6.00" Tc=7.0 min CN=90 1.17 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 110HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-3: Runoff =4.34 cfs @ 12.14 hrs, Volume=0.234 af, Depth= 6.58" Routed to Pond 12P : BMP#1 (UNDERGROUND DETENTION) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description 0.358 98 Paved parking, HSG D 0.068 80 >75% Grass cover, Good, HSG D 0.426 95 Weighted Average 0.068 15.96% Pervious Area 0.358 84.04% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-3: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)4 3 2 1 0 MSE 24-hr 3 100-Year Rainfall=7.18" Runoff Area=0.426 ac Runoff Volume=0.234 af Runoff Depth=6.58" Tc=7.0 min CN=95 4.34 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 111HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-4: Runoff =0.37 cfs @ 12.14 hrs, Volume=0.021 af, Depth= 6.94" Routed to Reach 1R : NORTH EAST (OFFSITE) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description 0.036 98 Paved parking, HSG D 0.036 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-4: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 MSE 24-hr 3 100-Year Rainfall=7.18" Runoff Area=0.036 ac Runoff Volume=0.021 af Runoff Depth=6.94" Tc=7.0 min CN=98 0.37 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 112HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-5: Runoff =5.12 cfs @ 12.14 hrs, Volume=0.276 af, Depth= 6.58" Routed to Pond 11P : BMP#2 (UNDERGROUND DETENTION) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description 0.428 98 Paved parking, HSG D 0.075 80 >75% Grass cover, Good, HSG D 0.503 95 Weighted Average 0.075 14.91% Pervious Area 0.428 85.09% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-5: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)5 4 3 2 1 0 MSE 24-hr 3 100-Year Rainfall=7.18" Runoff Area=0.503 ac Runoff Volume=0.276 af Runoff Depth=6.58" Tc=7.0 min CN=95 5.12 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 113HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-6: Runoff =15.79 cfs @ 12.14 hrs, Volume=0.885 af, Depth= 6.94" Routed to Pond 11P : BMP#2 (UNDERGROUND DETENTION) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description 1.530 98 Roofs, HSG D 1.530 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-6: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 100-Year Rainfall=7.18" Runoff Area=1.530 ac Runoff Volume=0.885 af Runoff Depth=6.94" Tc=7.0 min CN=98 15.79 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 114HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-7: Runoff =8.99 cfs @ 12.14 hrs, Volume=0.504 af, Depth= 6.94" Routed to Pond 11P : BMP#2 (UNDERGROUND DETENTION) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description 0.871 98 Roofs, HSG D 0.871 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-7: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 100-Year Rainfall=7.18" Runoff Area=0.871 ac Runoff Volume=0.504 af Runoff Depth=6.94" Tc=7.0 min CN=98 8.99 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 115HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-8: Runoff =0.11 cfs @ 12.14 hrs, Volume=0.005 af, Depth= 4.86" Routed to Pond 1P : BMP#3 (TREE TRENCH) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description 0.013 80 >75% Grass cover, Good, HSG D 0.013 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-8: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.12 0.115 0.11 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 MSE 24-hr 3 100-Year Rainfall=7.18" Runoff Area=0.013 ac Runoff Volume=0.005 af Runoff Depth=4.86" Tc=7.0 min CN=80 0.11 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 116HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-9: Runoff =0.82 cfs @ 12.14 hrs, Volume=0.042 af, Depth= 5.88" Routed to Reach 2R : SOUTH WEST (OFFSITE) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description 0.043 98 Paved parking, HSG D 0.042 80 >75% Grass cover, Good, HSG D 0.085 89 Weighted Average 0.042 49.41% Pervious Area 0.043 50.59% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-9: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(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 MSE 24-hr 3 100-Year Rainfall=7.18" Runoff Area=0.085 ac Runoff Volume=0.042 af Runoff Depth=5.88" Tc=7.0 min CN=89 0.82 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 117HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 1R: NORTH EAST (OFFSITE) Inflow Area =0.036 ac,100.00% Impervious, Inflow Depth = 6.94" for 100-Year event Inflow =0.37 cfs @ 12.14 hrs, Volume=0.021 af Outflow =0.37 cfs @ 12.14 hrs, Volume=0.021 af, Atten= 0%, Lag= 0.0 min Routed to Link 1L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 1R: NORTH EAST (OFFSITE) Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)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=0.036 ac 0.37 cfs 0.37 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 118HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 2R: SOUTH WEST (OFFSITE) Inflow Area =0.085 ac, 50.59% Impervious, Inflow Depth = 5.88" for 100-Year event Inflow =0.82 cfs @ 12.14 hrs, Volume=0.042 af Outflow =0.82 cfs @ 12.14 hrs, Volume=0.042 af, Atten= 0%, Lag= 0.0 min Routed to Link 1L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 2R: SOUTH WEST (OFFSITE) Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(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 Inflow Area=0.085 ac 0.82 cfs 0.82 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 119HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 3R: SOUTH (OFFSITE) Inflow Area =0.302 ac, 52.65% Impervious, Inflow Depth = 5.91" for 100-Year event Inflow =2.91 cfs @ 12.14 hrs, Volume=0.149 af Outflow =2.91 cfs @ 12.14 hrs, Volume=0.149 af, Atten= 0%, Lag= 0.0 min Routed to Link 1L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 3R: SOUTH (OFFSITE) Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)3 2 1 0 Inflow Area=0.302 ac 2.91 cfs 2.91 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 120HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 4R: EAST STORM SEWER Inflow Area =3.878 ac, 93.73% Impervious, Inflow Depth = 5.85" for 100-Year event Inflow =5.58 cfs @ 12.14 hrs, Volume=1.889 af Outflow =5.58 cfs @ 12.14 hrs, Volume=1.889 af, Atten= 0%, Lag= 0.0 min Routed to Link 1L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 4R: EAST STORM SEWER Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)6 5 4 3 2 1 0 Inflow Area=3.878 ac 5.58 cfs 5.58 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 121HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 5R: BMP#5 Inflow Area =0.318 ac, 72.01% Impervious, Inflow Depth = 6.35" for 100-Year event Inflow =3.19 cfs @ 12.14 hrs, Volume=0.168 af Outflow =3.19 cfs @ 12.14 hrs, Volume=0.168 af, Atten= 0%, Lag= 0.0 min Routed to Link 1L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 5R: BMP#5 Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)3 2 1 0 Inflow Area=0.318 ac 3.19 cfs 3.19 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 122HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 10R: BMP#5 Inflow Area =0.333 ac, 89.49% Impervious, Inflow Depth = 6.70" for 100-Year event Inflow =3.41 cfs @ 12.14 hrs, Volume=0.186 af Outflow =3.41 cfs @ 12.14 hrs, Volume=0.186 af, Atten= 0%, Lag= 0.0 min Routed to Reach 4R : EAST STORM SEWER Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 10R: BMP#5 Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)3 2 1 0 Inflow Area=0.333 ac 3.41 cfs 3.41 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 123HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 11R: NORTH WEST (OFFSITE) Inflow Area =0.038 ac, 71.05% Impervious, Inflow Depth = 6.35" for 100-Year event Inflow =0.38 cfs @ 12.14 hrs, Volume=0.020 af Outflow =0.38 cfs @ 12.14 hrs, Volume=0.020 af, Atten= 0%, Lag= 0.0 min Routed to Link 1L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 11R: NORTH WEST (OFFSITE) Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(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=0.038 ac 0.38 cfs 0.38 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 124HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 12R: Existing Catchbasin Inflow Area =3.545 ac, 94.13% Impervious, Inflow Depth = 5.76" for 100-Year event Inflow =2.17 cfs @ 12.14 hrs, Volume=1.703 af Outflow =2.17 cfs @ 12.14 hrs, Volume=1.703 af, Atten= 0%, Lag= 0.0 min Routed to Reach 4R : EAST STORM SEWER Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 12R: Existing Catchbasin Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)2 1 0 Inflow Area=3.545 ac 2.17 cfs 2.17 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 125HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Pond 1P: BMP#3 (TREE TRENCH) Inflow Area =0.013 ac, 0.00% Impervious, Inflow Depth = 4.86" for 100-Year event Inflow =0.11 cfs @ 12.14 hrs, Volume=0.005 af Outflow =0.01 cfs @ 12.64 hrs, Volume=0.005 af, Atten= 89%, Lag= 29.6 min Primary =0.01 cfs @ 12.64 hrs, Volume=0.005 af Routed to Link 1L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 965.79' @ 12.64 hrs Surf.Area= 289 sf Storage= 91 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 58.7 min ( 848.8 - 790.1 ) Volume Invert Avail.Storage Storage Description #1 965.00'462 cf Custom Stage Data (Prismatic) Listed below (Recalc) 1,156 cf Overall x 40.0% Voids #2 969.00'6 cf Custom Stage Data (Prismatic) Listed below (Recalc) 469 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 965.00 289 0 0 969.00 289 1,156 1,156 Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 969.00 5 0 0 969.20 57 6 6 Device Routing Invert Outlet Devices #1 Primary 961.00'12.0" Round Culvert L= 140.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 961.00' / 958.80' S= 0.0157 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 961.00'6.0" Vert. Orifice/Grate X 2.00 C= 0.600 Limited to weir flow at low heads #3 Device 2 965.00'1.670 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 950.00' #4 Device 1 969.10'27.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.01 cfs @ 12.64 hrs HW=965.79' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.01 cfs of 6.35 cfs potential flow) 2=Orifice/Grate (Passes 0.01 cfs of 4.03 cfs potential flow) 3=Exfiltration ( Controls 0.01 cfs) 4=Orifice/Grate ( Controls 0.00 cfs) MSE 24-hr 3 100-Year Rainfall=7.18"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 126HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Pond 1P: BMP#3 (TREE TRENCH) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.013 ac Peak Elev=965.79' Storage=91 cf 0.11 cfs 0.01 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 127HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3P: BMP#4 (TREE TRENCH) Inflow Area =0.024 ac, 33.33% Impervious, Inflow Depth = 5.54" for 100-Year event Inflow =0.22 cfs @ 12.14 hrs, Volume=0.011 af Outflow =0.03 cfs @ 12.60 hrs, Volume=0.011 af, Atten= 88%, Lag= 27.5 min Primary =0.03 cfs @ 12.60 hrs, Volume=0.011 af Routed to Link 1L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 961.80' @ 12.60 hrs Surf.Area= 626 sf Storage= 201 cf Plug-Flow detention time= 69.2 min calculated for 0.011 af (100% of inflow) Center-of-Mass det. time= 69.0 min ( 848.0 - 779.0 ) Volume Invert Avail.Storage Storage Description #1 961.00'1,002 cf Custom Stage Data (Prismatic) Listed below (Recalc) 2,504 cf Overall x 40.0% Voids #2 965.00'65 cf Custom Stage Data (Prismatic) Listed below (Recalc) 1,066 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 961.00 626 0 0 965.00 626 2,504 2,504 Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 965.00 7 0 0 965.40 316 65 65 Device Routing Invert Outlet Devices #1 Primary 961.00'12.0" Round Culvert L= 54.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 961.00' / 958.80' S= 0.0407 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 961.00'6.0" Vert. Orifice/Grate X 2.00 C= 0.600 Limited to weir flow at low heads #3 Device 2 961.00'1.670 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 950.00' #4 Device 1 965.20'27.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.03 cfs @ 12.60 hrs HW=961.80' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.03 cfs of 2.06 cfs potential flow) 2=Orifice/Grate (Passes 0.03 cfs of 1.40 cfs potential flow) 3=Exfiltration ( Controls 0.03 cfs) 4=Orifice/Grate ( Controls 0.00 cfs) MSE 24-hr 3 100-Year Rainfall=7.18"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 128HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Pond 3P: BMP#4 (TREE TRENCH) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)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=0.024 ac Peak Elev=961.80' Storage=201 cf 0.22 cfs 0.03 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 129HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Pond 11P: BMP#2 (UNDERGROUND DETENTION) Inflow Area =3.450 ac, 94.26% Impervious, Inflow Depth = 6.81" for 100-Year event Inflow =32.63 cfs @ 12.14 hrs, Volume=1.958 af Outflow =1.20 cfs @ 12.01 hrs, Volume=1.650 af, Atten= 96%, Lag= 0.0 min Primary =1.20 cfs @ 12.01 hrs, Volume=1.650 af Routed to Reach 12R : Existing Catchbasin Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Starting Elev= 961.00' Storage= 53,750 cf Peak Elev= 965.30' @ 13.60 hrs Storage= 111,479 cf (57,729 cf above start) Plug-Flow detention time= 1,064.9 min calculated for 0.416 af (21% of inflow) Center-of-Mass det. time= 435.2 min ( 1,209.7 - 774.4 ) Volume Invert Avail.Storage Storage Description #1 957.00'201,564 cf Custom Stage Data Listed below Elevation Cum.Store (feet)(cubic-feet) 957.00 0 972.00 201,564 Device Routing Invert Outlet Devices #1 Primary 962.00'0.600 cfs Constant Flow/Skimmer #2 Primary 962.95'0.600 cfs Constant Flow/Skimmer Primary OutFlow Max=1.20 cfs @ 12.01 hrs HW=963.02' TW=0.00' (Dynamic Tailwater) 1=Constant Flow/Skimmer (Constant Controls 0.60 cfs) 2=Constant Flow/Skimmer (Constant Controls 0.60 cfs) MSE 24-hr 3 100-Year Rainfall=7.18"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 130HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Pond 11P: BMP#2 (UNDERGROUND DETENTION) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=3.450 ac Peak Elev=965.30' Storage=111,479 cf 32.63 cfs 1.20 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 131HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Pond 12P: BMP#1 (UNDERGROUND DETENTION) Inflow Area =0.426 ac, 84.04% Impervious, Inflow Depth = 6.58" for 100-Year event Inflow =4.34 cfs @ 12.14 hrs, Volume=0.234 af Outflow =1.61 cfs @ 12.12 hrs, Volume=0.234 af, Atten= 63%, Lag= 0.0 min Primary =1.61 cfs @ 12.12 hrs, Volume=0.234 af Routed to Pond 11P : BMP#2 (UNDERGROUND DETENTION) Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Starting Elev= 963.00' Storage= 8,246 cf Peak Elev= 965.30' @ 13.61 hrs Storage= 12,981 cf (4,734 cf above start) Plug-Flow detention time= 852.0 min calculated for 0.044 af (19% of inflow) Center-of-Mass det. time= 237.7 min ( 992.8 - 755.1 ) Volume Invert Avail.Storage Storage Description #1 959.00'20,616 cf Custom Stage Data Listed below Elevation Cum.Store (feet)(cubic-feet) 959.00 0 969.00 20,616 Device Routing Invert Outlet Devices #1 Primary 963.00'15.0" Round Culvert L= 40.0' RCP, groove end w/headwall, Ke= 0.200 Inlet / Outlet Invert= 963.00' / 961.00' S= 0.0500 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 1.23 sf Primary OutFlow Max=1.27 cfs @ 12.12 hrs HW=963.82' TW=963.68' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.27 cfs @ 2.13 fps) MSE 24-hr 3 100-Year Rainfall=7.18"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 132HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Pond 12P: BMP#1 (UNDERGROUND DETENTION) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)4 3 2 1 0 Inflow Area=0.426 ac Peak Elev=965.30' Storage=12,981 cf 15.0" Round Culvert n=0.011 L=40.0' S=0.0500 '/' 4.34 cfs 1.61 cfs MSE 24-hr 3 100-Year Rainfall=7.18"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 133HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Link 1L: SITE TOTAL Inflow Area =4.694 ac, 88.13% Impervious, Inflow Depth = 5.89" for 100-Year event Inflow =13.30 cfs @ 12.14 hrs, Volume=2.305 af Primary =13.30 cfs @ 12.14 hrs, Volume=2.305 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link 1L: SITE TOTAL Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=4.694 ac 13.30 cfs 13.30 cfs MSE 24-hr 3 Custom Rainfall=2.50"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 134HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-1: Runoff =0.12 cfs @ 12.14 hrs, Volume=0.006 af, Depth= 1.78" Routed to Reach 11R : NORTH WEST (OFFSITE) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 Custom Rainfall=2.50" Area (ac) CN Description 0.027 98 Paved parking, HSG D 0.011 80 >75% Grass cover, Good, HSG D 0.038 93 Weighted Average 0.011 28.95% Pervious Area 0.027 71.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-1: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 MSE 24-hr 3 Custom Rainfall=2.50" Runoff Area=0.038 ac Runoff Volume=0.006 af Runoff Depth=1.78" Tc=7.0 min CN=93 0.12 cfs MSE 24-hr 3 Custom Rainfall=2.50"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 135HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-10: Runoff =0.05 cfs @ 12.14 hrs, Volume=0.002 af, Depth= 1.24" Routed to Pond 3P : BMP#4 (TREE TRENCH) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 Custom Rainfall=2.50" Area (ac) CN Description 0.016 80 >75% Grass cover, Good, HSG D 0.008 98 Paved parking, HSG D 0.024 86 Weighted Average 0.016 66.67% Pervious Area 0.008 33.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-10: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 MSE 24-hr 3 Custom Rainfall=2.50" Runoff Area=0.024 ac Runoff Volume=0.002 af Runoff Depth=1.24" Tc=7.0 min CN=86 0.05 cfs MSE 24-hr 3 Custom Rainfall=2.50"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 136HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-11: Runoff =0.62 cfs @ 12.14 hrs, Volume=0.029 af, Depth= 1.38" Routed to Reach 3R : SOUTH (OFFSITE) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 Custom Rainfall=2.50" Area (ac) CN Description 0.118 98 Paved parking, HSG D 0.137 80 >75% Grass cover, Good, HSG D 0.255 88 Weighted Average 0.137 53.73% Pervious Area 0.118 46.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-11: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 MSE 24-hr 3 Custom Rainfall=2.50" Runoff Area=0.255 ac Runoff Volume=0.029 af Runoff Depth=1.38" Tc=7.0 min CN=88 0.62 cfs MSE 24-hr 3 Custom Rainfall=2.50"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 137HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-12: Runoff =0.32 cfs @ 12.14 hrs, Volume=0.016 af, Depth= 2.06" Routed to Reach 12R : Existing Catchbasin Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 Custom Rainfall=2.50" Area (ac) CN Description 0.085 98 Paved parking, HSG D 0.010 80 >75% Grass cover, Good, HSG D 0.095 96 Weighted Average 0.010 10.53% Pervious Area 0.085 89.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-12: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 MSE 24-hr 3 Custom Rainfall=2.50" Runoff Area=0.095 ac Runoff Volume=0.016 af Runoff Depth=2.06" Tc=7.0 min CN=96 0.32 cfs MSE 24-hr 3 Custom Rainfall=2.50"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 138HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-13: Runoff =1.12 cfs @ 12.14 hrs, Volume=0.057 af, Depth= 2.06" Routed to Reach 10R : BMP#5 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 Custom Rainfall=2.50" Area (ac) CN Description 0.298 98 Paved parking, HSG D 0.035 80 >75% Grass cover, Good, HSG D 0.333 96 Weighted Average 0.035 10.51% Pervious Area 0.298 89.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-13: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)1 0 MSE 24-hr 3 Custom Rainfall=2.50" Runoff Area=0.333 ac Runoff Volume=0.057 af Runoff Depth=2.06" Tc=7.0 min CN=96 1.12 cfs MSE 24-hr 3 Custom Rainfall=2.50"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 139HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-14: Runoff =0.97 cfs @ 12.14 hrs, Volume=0.047 af, Depth= 1.78" Routed to Reach 5R : BMP#5 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 Custom Rainfall=2.50" Area (ac) CN Description 0.229 98 Paved parking, HSG D 0.089 80 >75% Grass cover, Good, HSG D 0.318 93 Weighted Average 0.089 27.99% Pervious Area 0.229 72.01% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-14: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)1 0 MSE 24-hr 3 Custom Rainfall=2.50" Runoff Area=0.318 ac Runoff Volume=0.047 af Runoff Depth=1.78" Tc=7.0 min CN=93 0.97 cfs MSE 24-hr 3 Custom Rainfall=2.50"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 140HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-15: Runoff =0.16 cfs @ 12.14 hrs, Volume=0.008 af, Depth= 2.06" Routed to Reach 3R : SOUTH (OFFSITE) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 Custom Rainfall=2.50" Area (ac) CN Description 0.041 98 Paved parking, HSG D 0.006 80 >75% Grass cover, Good, HSG D 0.047 96 Weighted Average 0.006 12.77% Pervious Area 0.041 87.23% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-15: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 MSE 24-hr 3 Custom Rainfall=2.50" Runoff Area=0.047 ac Runoff Volume=0.008 af Runoff Depth=2.06" Tc=7.0 min CN=96 0.16 cfs MSE 24-hr 3 Custom Rainfall=2.50"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 141HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-2: Runoff =0.32 cfs @ 12.14 hrs, Volume=0.015 af, Depth= 1.53" Routed to Pond 11P : BMP#2 (UNDERGROUND DETENTION) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 Custom Rainfall=2.50" Area (ac) CN Description 0.065 98 Paved parking, HSG D 0.055 80 >75% Grass cover, Good, HSG D 0.120 90 Weighted Average 0.055 45.83% Pervious Area 0.065 54.17% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-2: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 MSE 24-hr 3 Custom Rainfall=2.50" Runoff Area=0.120 ac Runoff Volume=0.015 af Runoff Depth=1.53" Tc=7.0 min CN=90 0.32 cfs MSE 24-hr 3 Custom Rainfall=2.50"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 142HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-3: Runoff =1.39 cfs @ 12.14 hrs, Volume=0.070 af, Depth= 1.96" Routed to Pond 12P : BMP#1 (UNDERGROUND DETENTION) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 Custom Rainfall=2.50" Area (ac) CN Description 0.358 98 Paved parking, HSG D 0.068 80 >75% Grass cover, Good, HSG D 0.426 95 Weighted Average 0.068 15.96% Pervious Area 0.358 84.04% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-3: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)1 0 MSE 24-hr 3 Custom Rainfall=2.50" Runoff Area=0.426 ac Runoff Volume=0.070 af Runoff Depth=1.96" Tc=7.0 min CN=95 1.39 cfs MSE 24-hr 3 Custom Rainfall=2.50"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 143HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-4: Runoff =0.13 cfs @ 12.14 hrs, Volume=0.007 af, Depth= 2.27" Routed to Reach 1R : NORTH EAST (OFFSITE) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 Custom Rainfall=2.50" Area (ac) CN Description 0.036 98 Paved parking, HSG D 0.036 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-4: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 MSE 24-hr 3 Custom Rainfall=2.50" Runoff Area=0.036 ac Runoff Volume=0.007 af Runoff Depth=2.27" Tc=7.0 min CN=98 0.13 cfs MSE 24-hr 3 Custom Rainfall=2.50"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 144HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-5: Runoff =1.64 cfs @ 12.14 hrs, Volume=0.082 af, Depth= 1.96" Routed to Pond 11P : BMP#2 (UNDERGROUND DETENTION) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 Custom Rainfall=2.50" Area (ac) CN Description 0.428 98 Paved parking, HSG D 0.075 80 >75% Grass cover, Good, HSG D 0.503 95 Weighted Average 0.075 14.91% Pervious Area 0.428 85.09% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-5: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)1 0 MSE 24-hr 3 Custom Rainfall=2.50" Runoff Area=0.503 ac Runoff Volume=0.082 af Runoff Depth=1.96" Tc=7.0 min CN=95 1.64 cfs MSE 24-hr 3 Custom Rainfall=2.50"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 145HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-6: Runoff =5.41 cfs @ 12.14 hrs, Volume=0.290 af, Depth= 2.27" Routed to Pond 11P : BMP#2 (UNDERGROUND DETENTION) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 Custom Rainfall=2.50" Area (ac) CN Description 1.530 98 Roofs, HSG D 1.530 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-6: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)6 5 4 3 2 1 0 MSE 24-hr 3 Custom Rainfall=2.50" Runoff Area=1.530 ac Runoff Volume=0.290 af Runoff Depth=2.27" Tc=7.0 min CN=98 5.41 cfs MSE 24-hr 3 Custom Rainfall=2.50"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 146HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-7: Runoff =3.08 cfs @ 12.14 hrs, Volume=0.165 af, Depth= 2.27" Routed to Pond 11P : BMP#2 (UNDERGROUND DETENTION) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 Custom Rainfall=2.50" Area (ac) CN Description 0.871 98 Roofs, HSG D 0.871 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-7: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)3 2 1 0 MSE 24-hr 3 Custom Rainfall=2.50" Runoff Area=0.871 ac Runoff Volume=0.165 af Runoff Depth=2.27" Tc=7.0 min CN=98 3.08 cfs MSE 24-hr 3 Custom Rainfall=2.50"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 147HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-8: Runoff =0.02 cfs @ 12.15 hrs, Volume=0.001 af, Depth= 0.89" Routed to Pond 1P : BMP#3 (TREE TRENCH) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 Custom Rainfall=2.50" Area (ac) CN Description 0.013 80 >75% Grass cover, Good, HSG D 0.013 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-8: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.022 0.021 0.02 0.019 0.018 0.017 0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 MSE 24-hr 3 Custom Rainfall=2.50" Runoff Area=0.013 ac Runoff Volume=0.001 af Runoff Depth=0.89" Tc=7.0 min CN=80 0.02 cfs MSE 24-hr 3 Custom Rainfall=2.50"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 148HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C-DA-9: Runoff =0.22 cfs @ 12.14 hrs, Volume=0.010 af, Depth= 1.45" Routed to Reach 2R : SOUTH WEST (OFFSITE) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 Custom Rainfall=2.50" Area (ac) CN Description 0.043 98 Paved parking, HSG D 0.042 80 >75% Grass cover, Good, HSG D 0.085 89 Weighted Average 0.042 49.41% Pervious Area 0.043 50.59% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Subcatchment C-DA-9: Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.24 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 MSE 24-hr 3 Custom Rainfall=2.50" Runoff Area=0.085 ac Runoff Volume=0.010 af Runoff Depth=1.45" Tc=7.0 min CN=89 0.22 cfs MSE 24-hr 3 Custom Rainfall=2.50"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 149HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 1R: NORTH EAST (OFFSITE) Inflow Area =0.036 ac,100.00% Impervious, Inflow Depth = 2.27" for Custom event Inflow =0.13 cfs @ 12.14 hrs, Volume=0.007 af Outflow =0.13 cfs @ 12.14 hrs, Volume=0.007 af, Atten= 0%, Lag= 0.0 min Routed to Link 1L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 1R: NORTH EAST (OFFSITE) Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)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 Inflow Area=0.036 ac 0.13 cfs 0.13 cfs MSE 24-hr 3 Custom Rainfall=2.50"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 150HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 2R: SOUTH WEST (OFFSITE) Inflow Area =0.085 ac, 50.59% Impervious, Inflow Depth = 1.45" for Custom event Inflow =0.22 cfs @ 12.14 hrs, Volume=0.010 af Outflow =0.22 cfs @ 12.14 hrs, Volume=0.010 af, Atten= 0%, Lag= 0.0 min Routed to Link 1L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 2R: SOUTH WEST (OFFSITE) Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)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=0.085 ac 0.22 cfs 0.22 cfs MSE 24-hr 3 Custom Rainfall=2.50"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 151HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 3R: SOUTH (OFFSITE) Inflow Area =0.302 ac, 52.65% Impervious, Inflow Depth = 1.49" for Custom event Inflow =0.78 cfs @ 12.14 hrs, Volume=0.037 af Outflow =0.78 cfs @ 12.14 hrs, Volume=0.037 af, Atten= 0%, Lag= 0.0 min Routed to Link 1L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 3R: SOUTH (OFFSITE) Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)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 Inflow Area=0.302 ac 0.78 cfs 0.78 cfs MSE 24-hr 3 Custom Rainfall=2.50"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 152HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 4R: EAST STORM SEWER Inflow Area =3.878 ac, 93.73% Impervious, Inflow Depth = 1.20" for Custom event Inflow =1.75 cfs @ 12.19 hrs, Volume=0.387 af Outflow =1.75 cfs @ 12.19 hrs, Volume=0.387 af, Atten= 0%, Lag= 0.0 min Routed to Link 1L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 4R: EAST STORM SEWER Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)1 0 Inflow Area=3.878 ac 1.75 cfs 1.75 cfs MSE 24-hr 3 Custom Rainfall=2.50"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 153HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 5R: BMP#5 Inflow Area =0.318 ac, 72.01% Impervious, Inflow Depth = 1.78" for Custom event Inflow =0.97 cfs @ 12.14 hrs, Volume=0.047 af Outflow =0.97 cfs @ 12.14 hrs, Volume=0.047 af, Atten= 0%, Lag= 0.0 min Routed to Link 1L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 5R: BMP#5 Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)1 0 Inflow Area=0.318 ac 0.97 cfs 0.97 cfs MSE 24-hr 3 Custom Rainfall=2.50"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 154HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 10R: BMP#5 Inflow Area =0.333 ac, 89.49% Impervious, Inflow Depth = 2.06" for Custom event Inflow =1.12 cfs @ 12.14 hrs, Volume=0.057 af Outflow =1.12 cfs @ 12.14 hrs, Volume=0.057 af, Atten= 0%, Lag= 0.0 min Routed to Reach 4R : EAST STORM SEWER Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 10R: BMP#5 Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)1 0 Inflow Area=0.333 ac 1.12 cfs 1.12 cfs MSE 24-hr 3 Custom Rainfall=2.50"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 155HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 11R: NORTH WEST (OFFSITE) Inflow Area =0.038 ac, 71.05% Impervious, Inflow Depth = 1.78" for Custom event Inflow =0.12 cfs @ 12.14 hrs, Volume=0.006 af Outflow =0.12 cfs @ 12.14 hrs, Volume=0.006 af, Atten= 0%, Lag= 0.0 min Routed to Link 1L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 11R: NORTH WEST (OFFSITE) Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.038 ac 0.12 cfs 0.12 cfs MSE 24-hr 3 Custom Rainfall=2.50"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 156HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Reach 12R: Existing Catchbasin Inflow Area =3.545 ac, 94.13% Impervious, Inflow Depth = 1.11" for Custom event Inflow =0.91 cfs @ 12.19 hrs, Volume=0.329 af Outflow =0.91 cfs @ 12.19 hrs, Volume=0.329 af, Atten= 0%, Lag= 0.0 min Routed to Reach 4R : EAST STORM SEWER Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 12R: Existing Catchbasin Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)1 0 Inflow Area=3.545 ac 0.91 cfs 0.91 cfs MSE 24-hr 3 Custom Rainfall=2.50"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 157HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Pond 1P: BMP#3 (TREE TRENCH) Inflow Area =0.013 ac, 0.00% Impervious, Inflow Depth = 0.89" for Custom event Inflow =0.02 cfs @ 12.15 hrs, Volume=0.001 af Outflow =0.01 cfs @ 12.24 hrs, Volume=0.001 af, Atten= 45%, Lag= 5.7 min Primary =0.01 cfs @ 12.24 hrs, Volume=0.001 af Routed to Link 1L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 965.03' @ 12.24 hrs Surf.Area= 289 sf Storage= 3 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 1.1 min ( 826.2 - 825.1 ) Volume Invert Avail.Storage Storage Description #1 965.00'462 cf Custom Stage Data (Prismatic) Listed below (Recalc) 1,156 cf Overall x 40.0% Voids #2 969.00'6 cf Custom Stage Data (Prismatic) Listed below (Recalc) 469 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 965.00 289 0 0 969.00 289 1,156 1,156 Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 969.00 5 0 0 969.20 57 6 6 Device Routing Invert Outlet Devices #1 Primary 961.00'12.0" Round Culvert L= 140.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 961.00' / 958.80' S= 0.0157 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 961.00'6.0" Vert. Orifice/Grate X 2.00 C= 0.600 Limited to weir flow at low heads #3 Device 2 965.00'1.670 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 950.00' #4 Device 1 969.10'27.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.01 cfs @ 12.24 hrs HW=965.03' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.01 cfs of 5.94 cfs potential flow) 2=Orifice/Grate (Passes 0.01 cfs of 3.68 cfs potential flow) 3=Exfiltration ( Controls 0.01 cfs) 4=Orifice/Grate ( Controls 0.00 cfs) MSE 24-hr 3 Custom Rainfall=2.50"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 158HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Pond 1P: BMP#3 (TREE TRENCH) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.022 0.021 0.02 0.019 0.018 0.017 0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Inflow Area=0.013 ac Peak Elev=965.03' Storage=3 cf 0.02 cfs 0.01 cfs MSE 24-hr 3 Custom Rainfall=2.50"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 159HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3P: BMP#4 (TREE TRENCH) Inflow Area =0.024 ac, 33.33% Impervious, Inflow Depth = 1.24" for Custom event Inflow =0.05 cfs @ 12.14 hrs, Volume=0.002 af Outflow =0.02 cfs @ 12.26 hrs, Volume=0.002 af, Atten= 54%, Lag= 7.1 min Primary =0.02 cfs @ 12.26 hrs, Volume=0.002 af Routed to Link 1L : SITE TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 961.11' @ 12.26 hrs Surf.Area= 626 sf Storage= 27 cf Plug-Flow detention time= 37.3 min calculated for 0.002 af (100% of inflow) Center-of-Mass det. time= 37.2 min ( 846.0 - 808.8 ) Volume Invert Avail.Storage Storage Description #1 961.00'1,002 cf Custom Stage Data (Prismatic) Listed below (Recalc) 2,504 cf Overall x 40.0% Voids #2 965.00'65 cf Custom Stage Data (Prismatic) Listed below (Recalc) 1,066 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 961.00 626 0 0 965.00 626 2,504 2,504 Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 965.00 7 0 0 965.40 316 65 65 Device Routing Invert Outlet Devices #1 Primary 961.00'12.0" Round Culvert L= 54.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 961.00' / 958.80' S= 0.0407 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 961.00'6.0" Vert. Orifice/Grate X 2.00 C= 0.600 Limited to weir flow at low heads #3 Device 2 961.00'1.670 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 950.00' #4 Device 1 965.20'27.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.02 cfs @ 12.26 hrs HW=961.11' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.02 cfs of 0.05 cfs potential flow) 2=Orifice/Grate (Passes 0.02 cfs of 0.07 cfs potential flow) 3=Exfiltration ( Controls 0.02 cfs) 4=Orifice/Grate ( Controls 0.00 cfs) MSE 24-hr 3 Custom Rainfall=2.50"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 160HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Pond 3P: BMP#4 (TREE TRENCH) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=0.024 ac Peak Elev=961.11' Storage=27 cf 0.05 cfs 0.02 cfs MSE 24-hr 3 Custom Rainfall=2.50"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 161HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Pond 11P: BMP#2 (UNDERGROUND DETENTION) Inflow Area =3.450 ac, 94.26% Impervious, Inflow Depth = 2.16" for Custom event Inflow =11.15 cfs @ 12.14 hrs, Volume=0.622 af Outflow =0.60 cfs @ 12.24 hrs, Volume=0.313 af, Atten= 95%, Lag= 5.9 min Primary =0.60 cfs @ 12.24 hrs, Volume=0.313 af Routed to Reach 12R : Existing Catchbasin Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Starting Elev= 961.00' Storage= 53,750 cf Peak Elev= 962.41' @ 13.44 hrs Storage= 72,734 cf (18,984 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 171.5 min ( 940.2 - 768.8 ) Volume Invert Avail.Storage Storage Description #1 957.00'201,564 cf Custom Stage Data Listed below Elevation Cum.Store (feet)(cubic-feet) 957.00 0 972.00 201,564 Device Routing Invert Outlet Devices #1 Primary 962.00'0.600 cfs Constant Flow/Skimmer #2 Primary 962.95'0.600 cfs Constant Flow/Skimmer Primary OutFlow Max=0.60 cfs @ 12.24 hrs HW=962.11' TW=0.00' (Dynamic Tailwater) 1=Constant Flow/Skimmer (Constant Controls 0.60 cfs) 2=Constant Flow/Skimmer (Constant Controls 0.00 cfs) MSE 24-hr 3 Custom Rainfall=2.50"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 162HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Pond 11P: BMP#2 (UNDERGROUND DETENTION) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.450 ac Peak Elev=962.41' Storage=72,734 cf 11.15 cfs 0.60 cfs MSE 24-hr 3 Custom Rainfall=2.50"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 163HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Pond 12P: BMP#1 (UNDERGROUND DETENTION) Inflow Area =0.426 ac, 84.04% Impervious, Inflow Depth = 1.96" for Custom event Inflow =1.39 cfs @ 12.14 hrs, Volume=0.070 af Outflow =0.88 cfs @ 12.21 hrs, Volume=0.070 af, Atten= 37%, Lag= 4.3 min Primary =0.88 cfs @ 12.21 hrs, Volume=0.070 af Routed to Pond 11P : BMP#2 (UNDERGROUND DETENTION) Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Starting Elev= 963.00' Storage= 8,246 cf Peak Elev= 963.39' @ 12.21 hrs Storage= 9,057 cf (810 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 51.9 min ( 829.0 - 777.2 ) Volume Invert Avail.Storage Storage Description #1 959.00'20,616 cf Custom Stage Data Listed below Elevation Cum.Store (feet)(cubic-feet) 959.00 0 969.00 20,616 Device Routing Invert Outlet Devices #1 Primary 963.00'15.0" Round Culvert L= 40.0' RCP, groove end w/headwall, Ke= 0.200 Inlet / Outlet Invert= 963.00' / 961.00' S= 0.0500 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 1.23 sf Primary OutFlow Max=0.88 cfs @ 12.21 hrs HW=963.39' TW=962.07' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.88 cfs @ 2.67 fps) MSE 24-hr 3 Custom Rainfall=2.50"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 164HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Pond 12P: BMP#1 (UNDERGROUND DETENTION) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)1 0 Inflow Area=0.426 ac Peak Elev=963.39' Storage=9,057 cf 15.0" Round Culvert n=0.011 L=40.0' S=0.0500 '/' 1.39 cfs 0.88 cfs MSE 24-hr 3 Custom Rainfall=2.50"Proposed Printed 1/19/2024Prepared by Kimley-Horn & Associates Page 165HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Link 1L: SITE TOTAL Inflow Area =4.694 ac, 88.13% Impervious, Inflow Depth = 1.27" for Custom event Inflow =3.69 cfs @ 12.14 hrs, Volume=0.497 af Primary =3.69 cfs @ 12.14 hrs, Volume=0.497 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link 1L: SITE TOTAL Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)4 3 2 1 0 Inflow Area=4.694 ac 3.69 cfs 3.69 cfs Chanhassen Apartments - Stormwater Report Page 16 CHANHASSEN, MN Appendix 3.Geotechnical Report Geotechnical Evaluation Report Chanhassen Multi-Family Development SW Quadrant of Market Boulevard and West 78th Street Chanhassen, Minnesota Prepared for Roers Companies, 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. Aaron R. Schulzetenberg, PE Senior Engineer License Number: 57248 October 18, 2023 Project B2307983 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 October 18, 2023 Project B2307983 Mr. Nick Asta Roers Company, LLC Two Carlson Parkway, Suite 400 Plymouth, MN 55447 Re: Geotechnical Evaluation Chanhassen Multi-Family Development SW Quadrant of Market Boulevard and West 78th Street Chanhassen, Minnesota Dear Mr. Asta: We are pleased to present this Geotechnical Evaluation Report for the proposed multi-family development at the referenced site in Chanhassen, Minnesota. Please see the attached report for a detailed discussion on the field exploration results and our recommendations. The report should be read in its entirety. 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 Aaron Schulzetenberg at 701.516.4337 (aschulzetenberg@braunintertec.com) or Ray Huber at 612.366.6506 (rhuber@braunintertec.com). Sincerely, BRAUN INTERTEC CORPORATION Aaron R. Schulzetenberg, PE Senior Engineer Ray A. Huber, PE Vice President, Principal Engineer c: Andy Bollig; Roers Companies, LLC Tony Asta; Roers Companies, LLC Bob Loken; ESG Architecture Mitchell Cookas; Kimley-Horn and Associates, Inc. Table of Contents Description Page A. Introduction ...................................................................................................................................... 1 A.1. Project Description .............................................................................................................. 1 A.2. Site Conditions and History ................................................................................................. 3 A.3. Purpose ................................................................................................................................ 5 A.4. Background Information and Reference Documents .......................................................... 5 A.5. Scope of Services ................................................................................................................. 5 B. Results .............................................................................................................................................. 6 B.1. Geologic Overview .............................................................................................................. 6 B.2. Boring Results ...................................................................................................................... 7 B.3. Groundwater ....................................................................................................................... 8 B.4. Laboratory Test Results ....................................................................................................... 8 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 ............................................................................................. 9 C.1.c. Groundwater ........................................................................................................ 10 C.1.d. Construction Disturbance ..................................................................................... 10 C.1.e. Pavement ............................................................................................................. 10 C.2. Temporary Retention ........................................................................................................ 10 C.2.a. Excavated Slopes .................................................................................................. 10 C.2.b. Temporary Retention Considerations .................................................................. 11 C.2.c. Owner Considerations .......................................................................................... 12 C.3. Site Grading and Subgrade Preparation ............................................................................ 13 C.3.a. Building Subgrade Excavations ............................................................................. 13 C.3.b. Excavation Oversizing ........................................................................................... 14 C.3.c. Excavation Dewatering ......................................................................................... 15 C.3.d. Pavement and Exterior Slab Subgrade Preparation ............................................. 15 C.3.e. Pavement Subgrade Proofroll .............................................................................. 16 C.3.f. Engineered Fill Materials and Compaction .......................................................... 16 C.3.g. Special Inspections of Soils ................................................................................... 18 C.4. Spread Footings ................................................................................................................. 19 C.5. Below-Grade Walls ............................................................................................................ 19 C.5.a. Drainage Control .................................................................................................. 19 C.5.b. Configuring and Resisting Lateral Loads ............................................................... 21 C.6. Interior Slabs ..................................................................................................................... 21 C.6.a. Subgrade Modulus ............................................................................................... 21 C.6.b. Moisture Vapor Protection .................................................................................. 22 C.7. Frost Protection ................................................................................................................. 22 C.7.a. General ................................................................................................................. 22 C.7.b. Frost Heave Mitigation ......................................................................................... 22 C.8. Pavements and Exterior Slabs ........................................................................................... 24 C.8.a. Design Sections .................................................................................................... 24 C.8.b. Concrete Pavements ............................................................................................ 25 C.8.c. Subgrade Drainage ............................................................................................... 25 C.8.d. Performance and Maintenance ........................................................................... 25 Table of Contents (continued) Description Page C.9. Utilities .............................................................................................................................. 25 C.9.a. Subgrade Stabilization .......................................................................................... 25 C.9.b. Corrosion Potential .............................................................................................. 26 C.10. Stormwater........................................................................................................................ 26 C.11. Equipment Support ........................................................................................................... 27 D. Procedures ...................................................................................................................................... 27 D.1. Penetration Test Borings ................................................................................................... 27 D.2. Exploration Logs ................................................................................................................ 27 D.2.a. Log of Boring Sheets ............................................................................................. 27 D.2.b. Geologic Origins ................................................................................................... 28 D.3. Material Classification and Testing ................................................................................... 28 D.3.a. Visual and Manual Classification .......................................................................... 28 D.3.b. Laboratory Testing ............................................................................................... 28 D.4. Groundwater Measurements ............................................................................................ 28 E. Qualifications .................................................................................................................................. 28 E.1. Variations in Subsurface Conditions .................................................................................. 28 E.1.a. Material Strata ..................................................................................................... 28 E.1.b. Groundwater Levels ............................................................................................. 29 E.2. Continuity of Professional Responsibility .......................................................................... 29 E.2.a. Plan Review .......................................................................................................... 29 E.2.b. Construction Observations and Testing ............................................................... 29 E.3. Use of Report ..................................................................................................................... 30 E.4. Standard of Care ................................................................................................................ 30 Appendix Soil Boring Location Sketch Log of Boring Sheets ST-1 to ST-19 Descriptive Terminology of Soil A. Introduction A.1. Project Description This Geotechnical Evaluation Report addresses the proposed design and construction of the proposed multi-family development, located at 591 West 78th Street in Chanhassen, Minnesota. The project will include the construction of two apartment buildings. The west apartment building will have an approximate footprint of 57,755 square feet, and the east apartment building will have an approximate footprint of 45,329 square feet. Portions of the below grade levels will be exposed on the south side of the West Building, and the south and west sides of the East Building. Associated sitework is anticipated to consist of installation of underground utilities, surficial pavement for drive lanes and parking lots, and a stormwater management system in the northeast corner of the site. Table 1 provides project details. Table 1. Building Description Aspect Description West Building East Building Below grade levels 2 (Provided) 1 (Provided) Above grade levels 6 (Provided) 5 (Provided) Finish Floor Elevation Lowest level floor elevation 977 (Provided) 954.33 (Provided) 977 (Provided) 965.67 (Provided) Column loads (kips) 700 (Assumed) 450 (Assumed) Wall loads (kips per lineal foot) 10 to 14 (Assumed) 10 to 12 (Assumed) Nature of construction ▪ Concrete slab-on-grade lowest basement/garage level ▪ 3 stories of precast concrete, with wood framing above ▪ Concrete slab-on-grade lowest basement/garage level ▪ 2 stories of precast concrete, with wood framing above Site grading General exterior site grades will be altered by less than 3 feet, excavations up to 24 feet will be needed to reach the basement slab grade (not including footings, pits, or soil corrections) Assumed pavement loads Light-duty: 50,000 ESALs* Heavy-duty: 100,000 ESALs* *Equivalent 18,000-lb single axle loads based on 20-year design. Roers Companies, LLC Project B2307983 October 18, 2023 Page 2 The figure below shows an illustration of the proposed site layout. Figure 1. Site Layout Figure prepared by ESG Architecture dated August 24, 2023. 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. Roers Companies, LLC Project B2307983 October 18, 2023 Page 3 A.2. Site Conditions and History Currently, the site exists as 8 parcels of land totaling 4.08 acres and has been developed with two existing commercial buildings, Country Inn & Suites by Radisson and the Chanhassen Cinema. The site is bound to the north by West 78th Street, to the west by Market Boulevard, and to the south and east by retail and residential buildings and associated surface parking lots. Generally the site is relatively flat on the north and south sides, with current grades ranging from about 970 to 976 on the north half, and about 962 to 970 on the south half. Generally, the site slopes downward, from north to south. There is an existing retaining wall consisting of modular block and cast-in-place concrete on the south side of the existing hotel building that is up to approximately 10 feet in height. Historically, the site was primarily used for agricultural purposes until the early-1960s when a commercial building was constructed on the east half of the site. By 1970, an addition to the commercial building had been constructed to the south and the site generally remained the same until construction of the existing hotel building before 1991. Later in the mid-2000s, portions of the existing building on the southeast side of the site were either demolished or renovated into what is now the Chanhassen Cinema. After 2008, the site remaining generally configured as it is today. Photographs 1 through 3 display site conditions outlined in red in 1970, 1991, and 2013, respectively. Photograph 1. Aerial Photograph of the Site in 1970 Photograph provided by Historical Image Gatherers. Roers Companies, LLC Project B2307983 October 18, 2023 Page 4 Photograph 2. Aerial Photograph of the Site in 1991 Photograph provided by Historical Image Gatherers. Photograph 3. Aerial Photograph of the Site in 2013 Photograph provided by Historical Image Gatherers. Roers Companies, LLC Project B2307983 October 18, 2023 Page 5 A.3. Purpose The purpose of our geotechnical evaluation was 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 the proposed development. A.4. Background Information and Reference Documents We reviewed the following information: ▪ Aerial photographs prepared by Historical Information Gatherers (HIG) showing the historical and existing site conditions. ▪ District Site Plan prepared by ESG Architecture, dated June 21, 2023. ▪ Geologic atlas showing the general soil types present in the area. Specifically, we reviewed Minnesota Geological Survey, Miscellaneous Map Series, Map M-178, Surficial Geology, dated 2007. ▪ Draft Phase I Environmental Site Assessment prepared by Braun Intertec Corporation under project B2307983 and dated October 12, 2023. A.5. Scope of Services We performed our scope of services for the project in accordance with our Proposal QTB183063, dated August 11, 2023. 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. Braun Intertec Corporation 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. Roers Companies, LLC Project B2307983 October 18, 2023 Page 6 ▪ Performing 19 standard penetration test (SPT) borings, denoted as ST-1 to ST-19, to nominal depths of 20 to 35 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, interior and exterior slabs, below-grade walls, 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. Our scope of services did not include environmental services or testing and our geotechnical personnel performing this evaluation are not trained to provide environmental services or testing. We can provide environmental services or testing at your request. B. Results B.1. Geologic Overview A review of the surficial geology map indicates this site is predominantly underlain by glacial till deposited clayey soils. 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. Roers Companies, LLC Project B2307983 October 18, 2023 Page 7 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 --- --- ▪ Overall thickness ranges from about 15 to 24 inches, and consists of either concrete or bituminous pavement. ▪ Bituminous thickness ranges from about 3 to 12 inches. ▪ Concrete thickness ranges from about 4 to 6 inches. ▪ Apparent aggregate base thickness ranges from about 10 to 16 inches. Topsoil/ Topsoil fill SM, SC, CL --- ▪ Predominantly black CL or dark brown SM. ▪ Variable thickness, not present at all borings. ▪ Thicknesses when encountered at boring locations varied from about 1 to 2 feet. ▪ Moisture condition generally dry or moist. Fill SM, SC, CL 3 to 18 BPF ▪ Moisture condition generally dry or moist. ▪ Thicknesses when encountered at boring locations varied from 1 1/2 to 9 feet. ▪ Predominantly clayey sand or sandy lean clay, that occasionally contains layers of slightly organic soils. ▪ Existing fill contained variable amounts of debris, including bituminous. Alluvial CL-ML 7 to 10 BPF ▪ Only encountered at Boring ST-2. ▪ Penetration resistances indicate material in a medium to stiff condition. ▪ Moisture condition generally moist. Glacial deposits SP-SM, SM 20 to 34 BPF ▪ Chemical odor noted in Boring ST-18 from about 7 to 14 feet below existing grades. ▪ Predominantly glacial till with intermixed layers of glacial outwash. ▪ Variable amounts of gravel; may contain cobbles and boulders. ▪ Penetration resistance of cohesionless soils generally in a medium to stiff condition. ▪ Penetration resistance of cohesive soils generally in a medium to very stiff condition. ▪ Higher penetration resistances influenced by rock in sampler. ▪ Moisture condition generally moist. SC, CL, ML 5 BPF to 50 blows for 6 inches of penetration *Abbreviations defined in the attached Descriptive Terminology sheet. Roers Companies, LLC Project B2307983 October 18, 2023 Page 8 We did not perform gradation analysis on the apparent aggregate base material encountered as part of the pavement section, in accordance with our scope of work. Therefore, we cannot conclusively determine if the encountered material satisfies a particular specification. For simplicity in this report, we define existing fill to mean existing, uncontrolled or undocumented fill. B.3. Groundwater Groundwater was encountered between 3 and 35 feet below existing grades in Borings ST-8, ST-10, and ST-14. Given the range of depths/elevations, and the lack of groundwater observed in the native sands at depth in Boring ST-7, it does not appear that our borings penetrated the groundwater surface, but instead encountered perched deposits of groundwater trapped within more permeable layers of soil present throughout the more cohesive, less permeable strata that was predominantly encountered across the site. The depths/elevations at which perched groundwater accumulates seasonally and annually could be shallower/higher at the exploration locations and between exploration locations. In some cases, the amount of perched groundwater may be significant. Project planning should anticipate seasonal and annual fluctuations of groundwater. B.4. Laboratory Test Results Representative samples obtained during drilling were selected for applicable laboratory testing. Laboratory testing of select samples included moisture content (ASTM D2216), P200 (ASTM C117), organic content (ASTM D2974), and Atterberg Limit (ASTM D4318) testing. The results of laboratory tests are discussed in the following sections of this report and are shown on the boring logs in the Appendix adjacent to samples tested. C. Recommendations C.1. Design and Construction Discussion C.1.a. Building Subgrade Preparation The soil borings performed for this evaluation generally encountered surficial topsoil or pavements overlying existing fill and occasionally alluvial soils underlain by glacial soils to the boring termination depths. Topsoil, pavements, existing fill, alluvial soils, and near surface layers of soft, wet clay or silt soils will need to be removed to expose the competent glacial soils. In addition, any demolished structures Roers Companies, LLC Project B2307983 October 18, 2023 Page 9 and/or abandoned utility lines and associated trenches will need to have soil conditions assessed and improved as needed for support of future structures. Based on the results of the borings, unsuitable soils within the building footprints extend to depths of about 1 1/2 to 19 feet below existing grades. The existing fill observed in the borings was variable in consistency and information regarding its age, placement, and compaction was not available. If left in place, existing fill can lead to detrimental settlement leading to poor structural performance if structures are directly supported on them. Soil correction excavations to prepared foundation and slab subgrades are anticipated to consist of topsoil and pavement stripping, removal of fill and alluvial soils, and glacial clay soils with an N-Value of 6 blows per foot or less. Once the site has been prepared as recommended, we anticipate the new proposed structures may be supported using conventional spread footing foundations and ground supported slabs. C.1.b. Reuse of On-Site Soils The laboratory testing of the on-site clay fills indicates the material contains layers of slightly organic soils and above the assumed optimum moisture content of the material. Re-use may be challenging as segregation of the organic soils would be required prior to re-use. The laboratory testing of the native glacial soils indicates the material is near or above its optimum moisture content, and appears suitable for re-use as engineered fill. If on-site soils are re-used for engineered fill, project planning should anticipate moisture condition may be required to achieve compaction prior to re-use. Moisture conditioning and reuse of clayey soils will require spreading or disking the soils in favorable weather which means low humidity, sun or wind, most common in June, July, or August. If grading the soil in wet weather or winter when weather is cold, wet, or limited daylight hours, additional import of soils may be needed. This could include borrow from suitable soils on site or importing soils. If importing soil you may need to import sand at higher cost to grade the site in winter. If on-site clays will be used as backfill of walls, post-placement settlement of the compacted backfill should be accounted for. This should be closely considered in design of at grade features with a horizontal distance from the wall equal to the height of the backfill. The site plan we have been provided indicates a patio, including a pool, and some parking spaces at the facility should account for this. Section C.4 contains more details and recommendations for wall backfill. Roers Companies, LLC Project B2307983 October 18, 2023 Page 10 C.1.c. Groundwater We anticipate most excavations for the building and soil corrections will not encounter regional groundwater. However, perched water may be encountered across the site above layers of less permeable soil layers of clay and silt soils. If perched water or groundwater is encountered, it should be removed from excavations prior to fill or foundation placement. Given the sloping topography water may drain for some time and if encountered during construction, the geotechnical engineer should review. C.1.d. Construction Disturbance The clayey soils present across the site are sensitive to disturbance, particularly if they are wet. Contractors should select equipment and construction techniques that minimize soil disturbance especially in exterior areas. Soils that become disturbed and cannot be compacted should be replaced with clean sand or crushed rock without fines. C.1.e. Pavement Based on our borings, it is our opinion the pavements can be constructed over the on-site fills or native glacial soils as long as the in-place soils can be stabilized and pass a proofroll test. Some subcuts to remove soft, wet clays and slightly organic soils are recommended when these soils will be within 3 feet of pavement subgrade. This recommendation is for areas of cut or fill. Note some drying and compaction of the soil may be needed to provide a stiff base to place and compact subsequent fill soil. C.2. Temporary Retention Currently, open cuts will likely be possible along the south and east sides of the West Building and north, south, and west sides of the East Building. Some temporary retention may be needed to retain soil at other parts of the site. C.2.a. Excavated Slopes Based on the borings, we anticipate on-site soils in excavations will consist of existing clay fill or native glacial clays. These soils are typically considered Type B Soil under OSHA (Occupational Safety and Health Administration) guidelines. OSHA guidelines indicate unsupported excavations in Type B soils should have a gradient no steeper than 1:1V. 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. Roers Companies, LLC Project B2307983 October 18, 2023 Page 11 C.2.b. Temporary Retention Considerations In areas where an open cut excavation is not possible, the contractor will need to use a temporary retention system. Typically, temporary retention systems consist of soldier piles with wood lagging. We recommend that the project team consider several other issues before selecting a retention system, including: ▪ Vibrations that occur during installation and removal of some temporary systems can be annoying or disturbing to neighbors. ▪ High-level vibrations can damage adjacent structures and can densify loose soil, causing settlement of structures, pavements, and utilities. The vibrations primarily affect looser sands, while not encountered within the borings performed for this evaluation, these soils may be present away from the soil borings performed for this evaluation. Sands, if present away from the borings are subject to densification, such as existing fill which may be present below the adjacent street, parking lot and any nearby utility trenches. As this affect diminishes with distance, this is mostly a concern for structures within 10 to 15 feet but can be a consideration up to 25 feet from the retention system. This should be considered as part of retention system selection. ▪ Depending on the final design parameters and requirements, some lateral movement of the retention system may occur. This movement can result in soil subsidence, which may affect adjacent pavements, utilities, and structures up to a horizontal distance equal to the height of the wall. ▪ Obstructions within the soil strata could impact retention system installations such as debris or boulders. The contractor should anticipate some obstructions during installation. ▪ Retention systems in excess of about 10 feet in vertical heights also need to consider the use of tie-back anchors in their design. Tie-backs need to also consider right-of-way impacts to adjacent site features. Tie-backs need to be designed by a licensed engineer. ▪ Some localized soil loss through the wall may occur, particularly with wood lagged systems in areas of loose, poorly graded sand which may be present below the adjacent streets or within existing utility trenches. These voids can also result in subsidence. Techniques should minimize soil loss or voids during construction should not be allowed to occur. ▪ Even with low vibration levels, our experience indicates that vibration-related complaints and damage claims tend to increase when vibration levels become noticeable or are annoying. Roers Companies, LLC Project B2307983 October 18, 2023 Page 12 We recommend designing the temporary shoring using the parameters in Table 3. Table 3. Parameters for Shoring Design Material Wet Unit Weight (pcf) Friction Angle (deg) Active Equivalent Fluid Pressure* (pcf) At-Rest Equivalent Fluid Pressure* (pcf) Passive Equivalent Fluid Pressure (pcf) Native Clayey Soils and Existing Fill (SC, CL) 125 26 50 70 320 * Based on Rankine model for soils in a region behind the wall extending at least 2 horizontal feet beyond the bottom outer edges of the wall and then rising up and away from the wall at an angle no steeper than 60 degrees from horizontal. Designs should also consider the slope of any backfill and dead or live loads, including the weight of the wall, retained fill and any structures, placed within a horizontal distance behind the walls that is equal to the height of the retained soils. The wall designer should evaluate the amount of movement that will occur during construction, evaluate the impact on the wall and structures it retains, and describe the monitoring of systems to evaluate wall movement. C.2.c. Owner Considerations Due to the associated risk with excavating for up to 2 levels below grade within an existing slope, we recommend using performance-based specifications and design-build contracting for this work. We recommend requiring the contractor to have at least five years of experience in performing this work, and to demonstrate performing the proposed protection system(s) on at least three previous projects of similar size and scope. The specifications should require the design engineer be licensed in the State of Minnesota. We can assist you with developing a list of pre-qualified contractors prior to bidding, reviewing contractor experience as part of the bidding process, and reviewing submitted designs on your behalf. Structures located near the project site may experience vibrations during construction activities. Excessive ground vibration levels can damage structures, e.g., cracked walls and foundations. Although vibration levels during construction may not necessarily cause damage, our experience is that vibration-related complaints and damage claims tend to increase when vibration levels become noticeable or are annoying. For this reason, we recommend recording vibration levels during construction. We also recommend performing pre-construction surveys on structures within the affected area to document existing conditions. The owner or contractor can then perform a comparative post- construction survey in response to any vibration-related damage claims. Roers Companies, LLC Project B2307983 October 18, 2023 Page 13 C.3. Site Grading and Subgrade Preparation C.3.a. Building Subgrade Excavations Generally, we anticipate excavations to reach the lowest level for the west building will remove the majority of unsuitable soils. However, we recommend removing unsuitable materials from within each building footprint and its oversize areas. We define unsuitable materials as existing fill, frozen materials, organic soils, existing structures, existing utilities, vegetation, alluvial soils, and soft/loose soils. Tables 4 and 5 shows the anticipated excavation depths and bottom elevations for each of the borings performed within or near the west and east apartment buildings, respectively. Table 4. Building Excavation Depths – West Building Location Approximate Surface Elevation (ft) Anticipated Excavation Depth (ft) Anticipated Bottom Elevation (ft) Anticipated Depth Below Lowest Floor FFE = 954.33 (ft) ST-1 973.4 19 954 1/2 Cut to grade ST-2 973.9 9 965 Cut to grade ST-3 975.5 1 1/2 974 Cut to grade ST-4 971.4 7 964 1/2 Cut to grade ST-5 974.3 7 967 1/2 Cut to grade ST-6 974.0 4 970 Cut to grade ST-7 967.2 4 963 Cut to grade ST-8 964.2 4 960 Cut to grade ST-9 965.3 7 958 1/2 Cut to grade Roers Companies, LLC Project B2307983 October 18, 2023 Page 14 Table 5. Building Excavation Depths – East Building Location Approximate Surface Elevation (ft) Anticipated Excavation Depth (ft) Anticipated Bottom Elevation (ft) Anticipated Depth Below Lowest Floor FFE = 965.67 (ft) ST-10 960.9 7 954 11 1/2 A ST-11 959.3 7 952 1/2 13 A ST-12 961.4 1 1/2 960 5 1/2 ST-13 964.2 4 960 5 1/2 ST-14 964.1 2 962 3 1/2 ST-15 970.5 9 961 1/2 4 ST-16 974.7 9 965 1/2 Cut to grade ST-17 974.0 1 1/2 972 1/2 Cut to grade A Anticipated fill depth is greater than 8 feet, see Table 6 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. The contractor should use equipment and techniques to minimize soil disturbance. If soils become disturbed or are wet, we recommend excavation and replacement with engineered fill. C.3.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. Roers Companies, LLC Project B2307983 October 18, 2023 Page 15 Figure 2. Generalized Illustration of Oversizing C.3.c. Excavation Dewatering We recommend removing groundwater from the excavations. Project planning should include temporary sumps and pumps for excavations in low-permeability soils, such as clays and clayey sands. C.3.d. Pavement and Exterior Slab Subgrade Preparation We recommend the following steps for pavement and exterior slab subgrade preparation, understanding the site will have a grade change of 3 feet or less. Note that project planning may need to require additional subcuts to limit frost heave. 1. Strip unsuitable soils consisting of topsoil, organic soils, vegetation, existing structures and pavements from the area, within 3 feet of the surface of the proposed pavement grade. 1. Engineered fill as defined in C.3 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.3 4. Backslope to OSHA requirements Roers Companies, LLC Project B2307983 October 18, 2023 Page 16 2. Have a geotechnical representative observe the excavated subgrade to evaluate if additional subgrade improvements are necessary. 3. Slope subgrade soils to areas of sand or drain tile to allow the removal of accumulating water. 4. Scarify, moisture condition and surface compact the subgrade with at least five passes of a large roller with a minimum drum diameter of 3 1/2 feet. 5. Place pavement engineered fill to grade and compact in accordance with Section C.3.f to bottom of pavement and exterior slab section. See Section C.7 for additional considerations related to frost heave. 6. Proofroll the pavement or exterior slab subgrade as described in Section C.3.e. To improve long-term pavement performance, consideration may be given to the incorporation of 18 inches of granular engineered fill in paved areas, in addition to the recommendations above, as a sand subbase. Section C.8 provides recommended pavement design sections with and without the sand subbase. Note, we recommend sloping subgrade soils to promote drainage and removal of accumulated water. C.3.e. 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.3.f. Engineered Fill Materials and Compaction Table 6 below contains our recommendations for engineered fill materials. Roers Companies, LLC Project B2307983 October 18, 2023 Page 17 Table 6. Engineered Fill MaterialsA Locations To Be Used Engineered Fill Classification Possible Soil Type Descriptions Gradation Additional Requirements ▪ Below foundations ▪ Below interior slabs ▪ Behind below-grade walls, beyond drainage layerB ▪ Pavements ▪ Structural fill ▪ Retained fillB ▪ Pavement fill SP, SP-SM, SM, SC, CL (excludes ML, MH, CH) 100% passing 2-inch sieve < 2% Organic Content (OC) Plasticity Index (PI) < 20 ▪ Drainage layer ▪ Non-frost-susceptible ▪ Deep structural fill defined as wall backfill or structural fill placed greater than 8 feet below overhead footings, slabs, or other structuresC ▪ Free-draining ▪ Non-frost- susceptible fill ▪ Deep structural fill GP, GW, SP, SW 100% passing 1-inch sieve < 50% passing #40 sieve < 5% passing #200 sieve < 2% OC Below landscaped surfaces, where subsidence is not a concern Non-structural fill Any Mineral Soil 100% passing 6-inch sieve < 10% OC A 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. B Fill should match lateral earth pressures utilized by the structural engineer for below grade or retaining wall design. C To limit the risk of settlement from fill consolidation. We recommend spreading engineered fill in loose lifts of approximately 8 to 12 inches thick. We recommend compacting engineered fill in accordance with the criteria presented below in Table 7. 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. Roers Companies, LLC Project B2307983 October 18, 2023 Page 18 Table 7. 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) Within building pad (below foundation and interior slabs) and oversizing zones 98 ±3 -1 to +3 Within 3 feet of pavement subgrade 100 ±3 -2 to +1 Below exterior slabs not subject to vehicle loads (i.e. stoops, sidewalks) or more than 3 feet below pavement subgrade 95 ±3 ±3 Below landscaped surfaces 90 ±5 ±4 Adjacent to below-grade wall 95* ±3 -1 to +3 *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.3.g. 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 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. Roers Companies, LLC Project B2307983 October 18, 2023 Page 19 C.4. Spread Footings Table 8 below contains our recommended parameters for foundation design. Table 8. 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 (inches): Perimeter strip footings Column pads 24 36 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 Differential settlement Typically about 1/2 of total settlement* * Actual differential settlement amounts will depend on final loads and foundation layout. If needed, we can further evaluate differential settlement based on final foundation plans and loadings. C.5. Below-Grade Walls The entire footprint of each apartment building is anticipated to have at least one level of below grade parking with up to two levels depending on adjacent site grades, where the lowest floor elevation is approximately 22 feet below the main floor. The following recommendations should be used for designing the perimeter below grade walls. C.5.a. Drainage Control We recommend installing drain tile to remove water behind the below-grade walls, at the location shown in Figure 3 The below-grade wall drainage system should also incorporate free-draining, engineered fill or a drainage board placed against the wall and connected to the drain tile. Even with the use of free-draining, engineered fill, we recommend general waterproofing of below-grade walls that surround occupied or potentially occupied areas because of the potential cost impacts related to seepage after construction is complete. Roers Companies, LLC Project B2307983 October 18, 2023 Page 20 Figure 3. Generalized Illustration of Wall Engineered Fill The materials listed in the sketch should meet the definitions in Section C.3.f. Low-permeability material is capable of directing water away from the wall, like clay, topsoil or pavement. The project documents should indicate if the contractor should brace the walls prior to filling and allowable unbalanced fill heights. As shown in Figure 3, we recommend Zone 2 consist of retained, engineered fill, and this material will control lateral pressures on the wall. However, we are also providing design parameters for using other engineered fill material. If final design uses non-sand material for engineered fill, project planning should account for the following items: ▪ Other engineered fill material may result in higher lateral pressure on the wall. ▪ Other engineered fill material may be more difficult to compact. ▪ Post-construction consolidation of other engineered fill material may result in settlement- related damage to the structures or slabs supported on the engineered fill. Post-construction settlement of other engineered fill material may also cause drainage towards the structure. The magnitude of consolidation could be up to about 3 percent of the wall fill thickness. 1. 2-foot wide area of Free- Draining Engineered Fill or Drainage Board 2. Retained Engineered Fill 3. 1 foot of Low-Permeability Soil or Pavement Roers Companies, LLC Project B2307983 October 18, 2023 Page 21 C.5.b. Configuring and Resisting Lateral Loads Below-grade wall design can use active earth pressure conditions, if the walls can rotate slightly. If the wall design cannot tolerate rotation, then design should use at-rest earth pressure conditions. Rotation up to 0.002 times the wall height is generally required for walls supporting sand. Rotation up to 0.02 times the wall height is required when wall supports clay. Table 9 presents our recommended lateral coefficients and equivalent fluid pressures for wall design of active, at-rest and passive earth pressure conditions. The table also provides recommended wet unit weights and internal friction angles. Designs should also consider the slope of any engineered fill and dead or live loads placed behind the walls within a horizontal distance that is equal to the height of the walls. Our recommended values assume the wall design provides drainage so water cannot accumulate behind the walls. The construction documents should clearly identify what soils the contractor should use for engineered fill of walls. Table 9. Recommended Below-Grade Wall Design Parameters – Drained Conditions Retained Soil Wet Unit Weight, pcf Friction Angle, degrees Active Lateral Coefficient At-Rest Lateral Coefficient Passive Lateral Coefficient Imported fill (SP, SP-SM) 125 32 0.31 0.47 N/A Native Glacial Soils (SC, CL) 130 26 0.39 0.56 2.56 *Based on Rankine model for soils in a region behind the wall extending at least 2 horizontal feet beyond the bottom outer edges of the wall footings and then rising up and away from the wall at an angle no steeper than 60 degrees from horizontal. Sliding resistance between the bottom of the footing and the soil can also resist lateral pressures. We recommend assuming a sliding coefficient equal to 0.35 between the concrete and soil. The values presented in this section are un-factored. C.6. Interior Slabs C.6.a. Subgrade Modulus The anticipated floor subgrade is anticipated to consist of native clayey soils or engineered fill overlying the native glacial soils. We recommend using a modulus of subgrade reaction, k, of 125 pounds per square inch per inch of deflection (pci) to design the slabs. If the slab design requires placing 6 inches of compacted crushed aggregate base immediately below the slab, the slab design may increase the Roers Companies, LLC Project B2307983 October 18, 2023 Page 22 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.6.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.7. Frost Protection C.7.a. General Clayey soils will underlie exterior slabs, as well as pavements. We consider these 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.7.b. Frost Heave Mitigation To address most of the heave related issues, we recommend setting general site grades and grades for exterior surface features to direct surface drainage away from buildings, across large paved areas and away from walkways. Such grading will limit the potential for saturation of the subgrade and subsequent heaving. General grades should also have enough “slope” to tolerate potential larger areas of heave, which may not fully settle after thawing. Even small amounts of frost-related differential movement at walkway joints or cracks can create tripping hazards. Project planning can explore several subgrade improvement options to address this condition. Roers Companies, LLC Project B2307983 October 18, 2023 Page 23 One of the more conservative subgrade improvement options to mitigate potential heave is removing any frost-susceptible soils present below the exterior slab areas down to a minimum depth of 4 feet below subgrade elevations. We recommend filling the resulting excavation with non-frost-susceptible fill. We also recommend sloping the bottom of the excavation toward one or more collection points to remove any water entering the engineered fill. This approach will not be effective in controlling frost heave without removing the water. An important geometric aspect of the excavation and replacement approach described above is sloping the banks of the excavations to create a more gradual transition between the unexcavated soils considered frost susceptible and the engineered fill in the excavated area, which is not frost susceptible. The slope allows attenuation of differential movement that may occur along the excavation boundary. We recommend slopes that are 3H:1V, or flatter, along transitions between frost-susceptible and non- frost-susceptible soils. Figure 4 shows an illustration summarizing some of the recommendations. Figure 4. Frost Protection Geometry Illustration Another option is to limit frost heave in critical areas, such as doorways and entrances, via frost-depth footings or localized excavations with sloped transitions between frost-susceptible and non-frost- susceptible soils, as described above. Over the life of slabs and pavements, cracks will develop and joints will open up, which will expose the subgrade and allow water to enter from the surface and either saturate or perch atop the subgrade soils. Roers Companies, LLC Project B2307983 October 18, 2023 Page 24 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.8. Pavements and Exterior Slabs C.8.a. Design Sections As previously discussed, the subgrade will primarily be clayey, so we recommend considering the incorporation of a clean, free draining sand subbase into pavement design. Inclusion of the subbase section will promote drainage of the subgrade and reduce frost impact to the overlying pavement. 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 clay soils 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 10 provides recommended pavement sections, based on the soils support and traffic loads for sections with or without a sand subbase. Table 10. Recommended Bituminous Pavement Sections Pavement Type Layer Minimum Thickness (inches) MnDOT Specification/Designation Light duty pavement Bituminous 1 1/2 (wear course) SPWEA340C 2 (non-wear course) SPWEB330C Aggregate Base 5 8 Class 5 or 6 Sand Subbase 18 0 MnDOT Select Granular Heavy duty pavement - Flexible Bituminous 2 (wear course) SPWEA340C 2 (non-wear course) SPWEB330C Aggregate Base 6 10 Class 5 or 6 Sand Subbase 18 0 MnDOT Select Granular Heavy duty pavement - Rigid Concrete 6 6 1/2 3A21 (slipform placement) 3A41 (fixed-form placement) Aggregate Base 4 6 Class 5 or 6 Sand Subbase 18 0 MnDOT Select Granular Note that the recommended thicknesses included in Table 9 are minimum design values and contingencies should be included for tolerances in individual course thickness. Roers Companies, LLC Project B2307983 October 18, 2023 Page 25 C.8.b. Concrete Pavements We assumed the concrete pavement sections in Table 10 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.8.c. Subgrade Drainage We recommend installing perforated drainpipes throughout pavement areas at low points, around catch basins, and behind curb in landscaped areas. We also recommend installing drainpipes along pavement and exterior slab edges where exterior grades promote drainage toward those edge areas. The contractor should place drainpipes in small trenches, extended at least 8 inches below the granular subbase layer, or below the aggregate base material where no subbase is present. C.8.d. 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. C.9. Utilities C.9.a. Subgrade Stabilization Earthwork activities associated with utility installations located inside the building area should adhere to the recommendations in Section C.3. Roers Companies, LLC Project B2307983 October 18, 2023 Page 26 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.9.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.10. Stormwater The soils on the site are predominantly clayey and are not conducive to efficient infiltration. We estimated infiltration rates for some of the soils we encountered in our soil borings, as listed in Table 11. 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 11. Estimated Design Infiltration Rates Based on Soil Classification Soil Type Infiltration Rate * (inches/hour) Clayey sands and clays 0.06 or Less * From Minnesota Stormwater Manual. Rates may differ at individual sites. 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. Roers Companies, LLC Project B2307983 October 18, 2023 Page 27 C.11. 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 an all-terrain vehicle-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 sealed penetration test boreholes meeting the Minnesota Department of Health (MDH) Environmental Borehole criteria with an MDH-approved grout. D.2. Exploration Logs D.2.a. Log of Boring Sheets The Appendix includes Log of Boring sheets for our penetration test borings. The logs identify and describe the penetrated geologic materials, and present the results of penetration resistance and other in-situ tests performed. The logs also present the results of laboratory tests performed on penetration test samples, and groundwater measurements. We inferred strata boundaries from changes in the penetration test samples and the auger cuttings. Because we did not perform continuous sampling, the strata boundary depths are only approximate. The boundary depths likely vary away from the boring locations, and the boundaries themselves may occur as gradual rather than abrupt transitions. Roers Companies, LLC Project B2307983 October 18, 2023 Page 28 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 most of the results of the laboratory tests performed on geologic material samples. We performed the tests in general accordance with ASTM procedures. 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 Roers Companies, LLC Project B2307983 October 18, 2023 Page 29 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. 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. Roers Companies, LLC Project B2307983 October 18, 2023 Page 30 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 ST-1 ST-2 ST-3 ST-4 ST-5 ST-6 ST-7 ST-8 ST-9 ST-18 ST-19 ST-16 ST-17 ST-15 ST-14 ST-13 ST-12 ST-10 ST-11 W. 78TH STREET MARKET BOULEVARDMARKET S T R E E T F:\2023\B2307983\CAD\B2307983.dwg,Geotech,9/28/2023 5:32:49 AMbraunintertec.com 952.995.2000 Minneapolis, MN 55438 11001 Hampshire Avenue S Project No: B2307983 Drawn By: Date Drawn: Checked By: Last Modified:9/28/23 Drawing No: Project Information Drawing Information B2307983 JAG 8/28/23 AS Chanhassen Multi-Family Development 591 W. 78th Street Chanhassen, Minnesota Soil Boring Location SketchN DENOTES APPROXIMATE LOCATION OF STANDARD PENETRATION TEST BORING 0 SCALE:1"= 80' 80'40' Elev./ Depth ft 972.6 0.8 964.4 9.0 961.4 12.0 954.4 19.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) LEAN CLAY (CL), trace roots, black, moist (TOPSOIL FILL) FILL: SANDY LEAN CLAY (CL), trace Gravel, slightly organic, dark brown and gray, moist CLAYEY SAND (SC), trace Gravel, brown and gray, moist, medium (GLACIAL TILL) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, medium (GLACIAL TILL) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, stiff to very stiff (GLACIAL TILL) Becoming gray at 24 feet Continued on next page 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 1-4-4 (8) 9" 3-3-3 (6) 17" 3-4-5 (9) 18" 2-3-4 (7) 17" 2-3-3 (6) 17" 2-2-3 (5) 18" 3-5-8 (13) 18" 6-8-9 (17) 18" 15-9-10 (19) 18" qₚ tsf 2.75 2.5 4 MC % 20 22 Tests or Remarks OC=2% LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-1 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:181136.7 EASTING:559376.5 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/07/23 END DATE:09/07/23 SURFACE ELEVATION:973.4 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Grass WEATHER:Sunny B2307983 Braun Intertec Corporation Print Date:10/03/2023 ST-1 page 1 of 2DRAFT Elev./ Depth ft 937.4 36.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, stiff to very stiff (GLACIAL TILL) END OF BORING Boring then grouted 35 40 45 50 55 60 SampleBlows (N-Value) Recovery 4-7-8 (15) 18" qₚ tsf 2 MC %Tests or Remarks Water not observed while drilling. Water not observed to cave-in depth of 31.0 feet immediately after withdrawal of auger. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-1 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:181136.7 EASTING:559376.5 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/07/23 END DATE:09/07/23 SURFACE ELEVATION:973.4 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Grass WEATHER:Sunny B2307983 Braun Intertec Corporation Print Date:10/03/2023 ST-1 page 2 of 2DRAFT Elev./ Depth ft 972.6 1.3 969.9 4.0 964.9 9.0 961.9 12.0 959.9 14.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) PAVEMENT, 5 inches of concrete over 11 inches of apparent aggregate base FILL: LEAN CLAY (CL), contains lenses of Silt, brown, moist SILTY CLAY (CL-ML), brown, moist, medium to stiff (ALLUVIUM) CLAYEY SAND (SC), trace Gravel, brown, moist, stiff (GLACIAL TILL) CLAYEY SAND (SC), trace Gravel, brown, moist, very stiff (GLACIAL TILL) SANDY LEAN CLAY (CL), trace Gravel, dark brown, moist, stiff to hard (GLACIAL TILL) Becoming gray at 19 feet Continued on next page 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 2-4-5 (9) 16" 4-6-4 (10) 18" 3-3-4 (7) 17" 4-5-6 (11) 18" 5-9-10 (19) 17" 9-10-13 (23) 18" 6-6-7 (13) 18" 5-7-7 (14) 18" 9-9-9 (18) 18" qₚ tsf 3.75 2.25 2.5 MC % 30 24 Tests or Remarks LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-2 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:181146.2 EASTING:559523.5 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/08/23 END DATE:09/08/23 SURFACE ELEVATION:973.9 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Concrete WEATHER:Sunny B2307983 Braun Intertec Corporation Print Date:10/03/2023 ST-2 page 1 of 2DRAFT Elev./ Depth ft 937.9 36.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SANDY LEAN CLAY (CL), trace Gravel, dark brown, moist, stiff to hard (GLACIAL TILL) END OF BORING Boring then grouted 35 40 45 50 55 60 SampleBlows (N-Value) Recovery 10-13-20 (33) 0" qₚ tsf MC %Tests or Remarks No recovery Water not observed at end of drilling. Water not observed to cave-in depth of 29.0 feet immediately after withdrawal of auger. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-2 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:181146.2 EASTING:559523.5 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/08/23 END DATE:09/08/23 SURFACE ELEVATION:973.9 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Concrete WEATHER:Sunny B2307983 Braun Intertec Corporation Print Date:10/03/2023 ST-2 page 2 of 2DRAFT Elev./ Depth ft 974.0 1.5 966.5 9.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) PAVEMENT, 6 inches of concrete over 12 inches of apparent aggregate base CLAYEY SAND (SC), trace Gravel, brown, moist, stiff (GLACIAL TILL) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, stiff to very stiff (GLACIAL TILL) Becoming gray at 24 feet Continued on next page 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 3-4-5 (9) 18" 3-5-5 (10) 18" 4-6-6 (12) 18" 4-4-7 (11) 18" 4-7-7 (14) 18" 4-7-7 (14) 18" 4-7-9 (16) 18" 4-6-6 (12) 18" 4-8-9 (17) 18" qₚ tsf 2.5 3 3 2.5 3.75 MC % 18 20 Tests or Remarks LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-3 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:181142.1 EASTING:559673.1 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/08/23 END DATE:09/08/23 SURFACE ELEVATION:975.5 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Concrete WEATHER:Sunny B2307983 Braun Intertec Corporation Print Date:10/03/2023 ST-3 page 1 of 2DRAFT Elev./ Depth ft 939.5 36.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, stiff to very stiff (GLACIAL TILL) END OF BORING Boring then grouted 35 40 45 50 55 60 SampleBlows (N-Value) Recovery 4-6-7 (13) 17" qₚ tsf MC %Tests or Remarks Water not observed while drilling. Water not observed to cave-in depth of 30.0 feet immediately after withdrawal of auger. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-3 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:181142.1 EASTING:559673.1 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/08/23 END DATE:09/08/23 SURFACE ELEVATION:975.5 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Concrete WEATHER:Sunny B2307983 Braun Intertec Corporation Print Date:10/03/2023 ST-3 page 2 of 2DRAFT Elev./ Depth ft 970.6 0.8 964.4 7.0 962.4 9.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) LEAN CLAY (CL), trace roots, black, moist (TOPSOIL FILL) FILL: SANDY LEAN CLAY (CL), trace Gravel, brown to gray, moist Slightly organic at 5 feet CLAYEY SAND (SC), contains lenses of Silt, brown and gray, moist, stiff (GLACIAL TILL) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, medium to very stiff (GLACIAL TILL) Becoming dark brown at 19 feet Becoming gray at 24 feet Continued on next page 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 1-3-3 (6) 17" 3-4-4 (8) 18" 2-4-5 (9) 17" 3-4-4 (8) 18" 3-4-6 (10) 18" 3-5-6 (11) 18" 5-9-10 (19) 18" 4-6-7 (13) 18" 8-11-13 (24) 0" qₚ tsf 2.5 3 2.25 4 2.75 MC % 20 19 Tests or Remarks OC=5% LL=33, PL=18, PI=15 No recovery LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-4 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:181048.2 EASTING:559374.4 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/06/23 END DATE:09/06/23 SURFACE ELEVATION:971.4 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Grass WEATHER:Cloudy B2307983 Braun Intertec Corporation Print Date:10/03/2023 ST-4 page 1 of 2DRAFT Elev./ Depth ft 935.4 36.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, medium to very stiff (GLACIAL TILL) END OF BORING Boring then grouted 35 40 45 50 55 60 SampleBlows (N-Value) Recovery 5-8-10 (18) 18" qₚ tsf 3.25 MC %Tests or Remarks Water not observed while drilling. Water not observed to cave-in depth of 30.0 feet immediately after withdrawal of auger. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-4 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:181048.2 EASTING:559374.4 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/06/23 END DATE:09/06/23 SURFACE ELEVATION:971.4 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Grass WEATHER:Cloudy B2307983 Braun Intertec Corporation Print Date:10/03/2023 ST-4 page 2 of 2DRAFT Elev./ Depth ft 973.4 0.9 970.3 4.0 967.3 7.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) LEAN CLAY (CL), trace roots, black, moist (TOPSOIL FILL) FILL: SILTY SAND (SM), fine to medium- grained, trace Gravel, trace bituminous debris, brown, moist FILL: SANDY LEAN CLAY (CL), trace Gravel, dark brown, moist SANDY LEAN CLAY (CL), trace Gravel, brown, moist, medium to very stiff (GLACIAL TILL) Becoming gray at 26 feet Continued on next page 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 2-3-3 (6) 16" 4-3-2 (5) 15" 3-4-5 (9) 17" 3-4-4 (8) 18" 4-6-7 (13) 18" 8-8-12 (20) 18" 15-13-11 (24) 1" 9-10-7 (17) 17" 12-8-10 (18) 18" qₚ tsf 3 2.25 3.25 MC % 20 19 Tests or Remarks No recovery LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-5 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:181049.1 EASTING:559556.9 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/06/23 END DATE:09/06/23 SURFACE ELEVATION:974.3 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Grass WEATHER:Cloudy B2307983 Braun Intertec Corporation Print Date:10/03/2023 ST-5 page 1 of 2DRAFT Elev./ Depth ft 938.3 36.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, medium to very stiff (GLACIAL TILL) END OF BORING Boring then grouted 35 40 45 50 55 60 SampleBlows (N-Value) Recovery 8-8-10 (18) 18" qₚ tsf 3 MC %Tests or Remarks Water not observed while drilling. Water not observed to cave-in depth of 30.0 feet immediately after withdrawal of auger. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-5 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:181049.1 EASTING:559556.9 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/06/23 END DATE:09/06/23 SURFACE ELEVATION:974.3 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Grass WEATHER:Cloudy B2307983 Braun Intertec Corporation Print Date:10/03/2023 ST-5 page 2 of 2DRAFT Elev./ Depth ft 972.2 1.8 970.0 4.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) PAVEMENT, 6 inches of concrete over 16 inches of apparent aggregate base FILL: CLAYEY SAND (SC), trace Gravel, brown, moist SANDY LEAN CLAY (CL), trace Gravel, brown, moist, stiff to very stiff (GLACIAL TILL) Becoming gray at 24 feet Continued on next page 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 1-2-3 (5) 16" 3-5-6 (11) 18" 3-6-6 (12) 18" 3-6-7 (13) 18" 6-7-10 (17) 18" 5-8-10 (18) 18" 6-7-11 (18) 18" 3-6-6 (12) 18" 2-4-5 (9) 18" qₚ tsf 3.5 4.25 1.75 2 MC % 18 20 Tests or Remarks LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-6 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:181048.1 EASTING:559687.4 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/07/23 END DATE:09/07/23 SURFACE ELEVATION:974.0 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Concrete WEATHER:Sunny B2307983 Braun Intertec Corporation Print Date:10/03/2023 ST-6 page 1 of 2DRAFT Elev./ Depth ft 938.0 36.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, stiff to very stiff (GLACIAL TILL) END OF BORING Boring then grouted 35 40 45 50 55 60 SampleBlows (N-Value) Recovery 4-6-8 (14) 18" qₚ tsf MC %Tests or Remarks Water not observed while drilling. Water not observed to cave-in depth of 31.0 feet immediately after withdrawal of auger. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-6 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:181048.1 EASTING:559687.4 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/07/23 END DATE:09/07/23 SURFACE ELEVATION:974.0 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Concrete WEATHER:Sunny B2307983 Braun Intertec Corporation Print Date:10/03/2023 ST-6 page 2 of 2DRAFT Elev./ Depth ft 965.9 1.3 963.2 4.0 960.2 7.0 943.2 24.0 939.2 28.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) PAVEMENT, 5 inches of concrete over 10 inches of apparent aggregate base FILL: CLAYEY SAND (SC), trace Gravel, slightly organic, gray, moist CLAYEY SAND (SC), trace Gravel, brown, moist, medium (GLACIAL TILL) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, stiff to very stiff (GLACIAL TILL) Becoming gray at 19 feet CLAYEY SAND (SC), trace Gravel, brown, moist, very stiff (GLACIAL TILL) SANDY LEAN CLAY (CL), trace Gravel, gray, moist, stiff (GLACIAL TILL) Continued on next page 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 1-4-4 (8) 17" 2-3-4 (7) 18" 4-5-7 (12) 18" 5-6-8 (14) 18" 6-8-11 (19) 18" 4-7-8 (15) 18" 5-6-8 (14) 18" 8-12-13 (25) 17" 4-6-8 (14) 18" qₚ tsf 2 3 4 4 2.5 1.75 3 MC % 17 17 Tests or Remarks Blow count influenced by rock in sampler LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-7 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:180930.1 EASTING:559370.9 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/06/23 END DATE:09/06/23 SURFACE ELEVATION:967.2 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Concrete WEATHER:Cloudy B2307983 Braun Intertec Corporation Print Date:10/03/2023 ST-7 page 1 of 2DRAFT Elev./ Depth ft 933.2 34.0 931.2 36.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SANDY LEAN CLAY (CL), trace Gravel, gray, moist, stiff (GLACIAL TILL) POORLY GRADED SAND with SILT (SP-SM), fine to medium-grained, trace Gravel, brown, moist, dense (GLACIAL OUTWASH) END OF BORING Boring then grouted 35 40 45 50 55 60 SampleBlows (N-Value) Recovery 6-17-17 (34) 18" qₚ tsf MC %Tests or Remarks Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-7 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:180930.1 EASTING:559370.9 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/06/23 END DATE:09/06/23 SURFACE ELEVATION:967.2 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Concrete WEATHER:Cloudy B2307983 Braun Intertec Corporation Print Date:10/03/2023 ST-7 page 2 of 2DRAFT Elev./ Depth ft 962.3 1.9 960.2 4.0 940.2 24.0 935.2 29.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) PAVEMENT, 7 inches of bituminous over 16 inches of apparent aggregate base FILL: SANDY LEAN CLAY (CL), trace Gravel, brown, moist SANDY LEAN CLAY (CL), trace Gravel, brown, moist, stiff (GLACIAL TILL) CLAYEY SAND (SC), trace Gravel, brown, moist, stiff (GLACIAL TILL) SANDY LEAN CLAY (CL), trace Gravel, gray, moist, very stiff (GLACIAL TILL) Continued on next page 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 1-3-4 (7) 17" 3-4-5 (9) 18" 4-5-7 (12) 18" 4-5-7 (12) 18" 4-6-7 (13) 18" 4-5-8 (13) 18" 4-5-7 (12) 18" 5-6-8 (14) 18" 9-10-11 (21) 18" qₚ tsf 2.25 3 3 3 3.25 3 3.5 MC % 20 19 Tests or Remarks LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-8 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:180906.3 EASTING:559527.1 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/06/23 END DATE:09/06/23 SURFACE ELEVATION:964.2 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Blacktop WEATHER:Cloudy B2307983 Braun Intertec Corporation Print Date:10/03/2023 ST-8 page 1 of 2DRAFT Elev./ Depth ft 928.2 36.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SANDY LEAN CLAY (CL), trace Gravel, gray, moist, very stiff (GLACIAL TILL) END OF BORING Boring then grouted 35 40 45 50 55 60 SampleBlows (N-Value) Recovery 5-7-9 (16) 18" qₚ tsf MC %Tests or Remarks Water not observed while drilling. Water observed at 17.0 feet with a cave-in depth of 28.0 feet immediately after withdrawal of auger. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-8 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:180906.3 EASTING:559527.1 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/06/23 END DATE:09/06/23 SURFACE ELEVATION:964.2 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Blacktop WEATHER:Cloudy B2307983 Braun Intertec Corporation Print Date:10/03/2023 ST-8 page 2 of 2DRAFT Elev./ Depth ft 964.0 1.3 961.3 4.0 958.3 7.0 953.3 12.0 951.3 14.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) PAVEMENT, 4 inches of bituminous over 11 inches of apparent aggregate base FILL: CLAYEY SAND (SC), trace Gravel, brown, moist FILL: SANDY LEAN CLAY (CL), trace Gravel, brown, moist SANDY LEAN CLAY (CL), trace Gravel, brown, moist, stiff (GLACIAL TILL) CLAYEY SAND (SC), trace Gravel, brown, moist, stiff (GLACIAL TILL) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, very stiff to stiff (GLACIAL TILL) Becoming gray at 19 feet Continued on next page 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 4-3-3 (6) 14" 3-2-4 (6) 12" 4-7-7 (14) 18" 4-7-8 (15) 18" 5-6-8 (14) 18" 4-6-8 (14) 18" 6-8-9 (17) 18" 3-5-6 (11) 18" 4-4-6 (10) 18" qₚ tsf 2.5 3.25 3.5 2.25 2.5 1.25 MC % 19 18 Tests or Remarks LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-9 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:180909.1 EASTING:559654.7 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/05/23 END DATE:09/05/23 SURFACE ELEVATION:965.3 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Blacktop WEATHER:Sunny B2307983 Braun Intertec Corporation Print Date:10/03/2023 ST-9 page 1 of 2DRAFT Elev./ Depth ft 929.3 36.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, very stiff to stiff (GLACIAL TILL) END OF BORING Boring then grouted 35 40 45 50 55 60 SampleBlows (N-Value) Recovery 3-5-7 (12) 18" qₚ tsf MC %Tests or Remarks Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-9 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:180909.1 EASTING:559654.7 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/05/23 END DATE:09/05/23 SURFACE ELEVATION:965.3 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Blacktop WEATHER:Sunny B2307983 Braun Intertec Corporation Print Date:10/03/2023 ST-9 page 2 of 2DRAFT Elev./ Depth ft 959.6 1.3 953.9 7.0 946.9 14.0 941.9 19.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) CLAYEY SAND (SC), trace Gravel, dark brown, moist (TOPSOIL FILL) FILL: LEAN CLAY (CL), trace Gravel, contains seams of black Clay, brown and gray, moist SANDY LEAN CLAY (CL), trace Gravel, brown, moist, stiff (GLACIAL TILL) CLAYEY SAND (SC), trace Gravel, contains lenses of Sand, brown, moist, stiff (GLACIAL TILL) SANDY LEAN CLAY (CL), trace Gravel, gray, moist to wet, medium to very stiff (GLACIAL TILL) Continued on next page 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 4-7-11 (18) 18" 5-6-6 (12) 16" 3-4-5 (9) 18" 3-4-5 (9) 18" 4-5-5 (10) 18" 4-8-5 (13) 18" 3-4-4 (8) 18" 3-4-5 (9) 18" 3-5-7 (12) 6" qₚ tsf 2.25 2.75 MC % 11 20 Tests or Remarks OC=2% LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-10 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:180653.8 EASTING:559804.2 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/01/23 END DATE:09/01/23 SURFACE ELEVATION:960.9 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Grass WEATHER:Sunny B2307983 Braun Intertec Corporation Print Date:10/03/2023 ST-10 page 1 of 2DRAFT Elev./ Depth ft 924.9 36.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SANDY LEAN CLAY (CL), trace Gravel, gray, moist to wet, medium to very stiff (GLACIAL TILL) With layer of SILTY SAND, wet at 35 feet END OF BORING Boring then grouted 35 40 45 50 55 60 SampleBlows (N-Value) Recovery 8-8-11 (19) 8" qₚ tsf MC %Tests or Remarks Water observed at 35.0 feet at end of drilling. Water not observed to cave-in depth of 27.0 feet immediately after withdrawal of auger. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-10 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:180653.8 EASTING:559804.2 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/01/23 END DATE:09/01/23 SURFACE ELEVATION:960.9 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Grass WEATHER:Sunny B2307983 Braun Intertec Corporation Print Date:10/03/2023 ST-10 page 2 of 2DRAFT Elev./ Depth ft 957.3 2.0 952.3 7.0 945.3 14.0 940.3 19.0 930.3 29.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SILTY SAND (SM), fine to medium-grained, with Gravel, dark brown, dry (TOPSOIL FILL) FILL: CLAYEY SAND (SC), trace Gravel, brown, dry SANDY LEAN CLAY (CL), trace Gravel, brown, moist, stiff to very stiff (GLACIAL TILL) CLAYEY SAND (SC), trace Gravel, brown, moist, very stiff (GLACIAL TILL) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, very stiff (GLACIAL TILL) Becoming gray at 24 feet SILTY SAND (SM), fine to medium-grained, trace Gravel, brown, moist, medium dense (GLACIAL TILL) Continued on next page 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 2-2-3 (5) 10" 1-1-2 (3) 2" 3-4-6 (10) 18" 3-4-6 (10) 18" 4-6-10 (16) 18" 4-6-11 (17) 18" 4-9-11 (20) 18" 5-7-11 (18) 18" 8-9-11 (20) 18" qₚ tsf 2.5 3 2.25 2 MC % 16 18 Tests or Remarks LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-11 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:180656.9 EASTING:559921.2 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/01/23 END DATE:09/01/23 SURFACE ELEVATION:959.3 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Grass WEATHER:Sunny B2307983 Braun Intertec Corporation Print Date:10/03/2023 ST-11 page 1 of 2DRAFT Elev./ Depth ft 925.3 34.0 923.3 36.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SILTY SAND (SM), fine to medium-grained, trace Gravel, brown, moist, medium dense (GLACIAL TILL) SANDY SILT (ML), fine-grained, gray, wet, loose (GLACIAL TILL) END OF BORING Boring then grouted 35 40 45 50 55 60 SampleBlows (N-Value) Recovery 2-4-5 (9) 18" qₚ tsf MC %Tests or Remarks Water not observed while drilling. Water not observed to cave-in depth of 13.0 feet immediately after withdrawal of auger. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-11 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:180656.9 EASTING:559921.2 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/01/23 END DATE:09/01/23 SURFACE ELEVATION:959.3 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Grass WEATHER:Sunny B2307983 Braun Intertec Corporation Print Date:10/03/2023 ST-11 page 2 of 2DRAFT Elev./ Depth ft 960.1 1.3 953.4 8.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) PAVEMENT, 3 inches of bituminous over 12 inches of apparent aggregate base CLAYEY SAND (SC), trace Gravel, contains lenses of Silt, brown and gray, moist, medium to stiff (GLACIAL TILL) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, stiff to very stiff (GLACIAL TILL) Becoming gray at 12 feet Continued on next page 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 1-3-4 (7) 18" 4-4-5 (9) 17" 3-4-5 (9) 18" 4-7-10 (17) 18" 5-8-11 (19) 18" 4-7-9 (16) 18" 4-8-9 (17) 18" 4-7-8 (15) 18" 3-6-7 (13) 18" qₚ tsf 2.25 3.25 2.5 2.75 2.75 2 MC % 27 20 Tests or Remarks LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-12 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:180798.0 EASTING:559794.6 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/05/23 END DATE:09/05/23 SURFACE ELEVATION:961.4 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Blacktop WEATHER:Sunny B2307983 Braun Intertec Corporation Print Date:10/03/2023 ST-12 page 1 of 2DRAFT Elev./ Depth ft 927.4 34.0 925.4 36.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, stiff to very stiff (GLACIAL TILL) LEAN CLAY (CL), contains lenses of Silt, gray, moist, very stiff (GLACIAL TILL) END OF BORING Boring then grouted 35 40 45 50 55 60 SampleBlows (N-Value) Recovery 8-8-10 (18) 18" qₚ tsf MC %Tests or Remarks Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-12 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:180798.0 EASTING:559794.6 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/05/23 END DATE:09/05/23 SURFACE ELEVATION:961.4 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Blacktop WEATHER:Sunny B2307983 Braun Intertec Corporation Print Date:10/03/2023 ST-12 page 2 of 2DRAFT Elev./ Depth ft 962.2 2.0 960.2 4.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) PAVEMENT, 12 inches of bituminous over 12 inches of apparent aggregate base FILL: SANDY LEAN CLAY (CL), trace Gravel, slightly organic, gray, moist SANDY LEAN CLAY (CL), trace Gravel, brown, moist, medium to stiff (GLACIAL TILL) Becoming gray at 19 feet Continued on next page 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 2-4-4 (8) 17" 3-3-4 (7) 18" 4-4-5 (9) 18" 3-4-4 (8) 18" 4-4-7 (11) 18" 4-6-9 (15) 18" 4-7-8 (15) 18" 4-5-6 (11) 18" 5-6-7 (13) 2" qₚ tsf 2 2 2.25 3.25 2.25 2.5 2.75 MC % 20 19 Tests or Remarks LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-13 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:180824.7 EASTING:559928.8 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/06/23 END DATE:09/06/23 SURFACE ELEVATION:964.2 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Blacktop WEATHER:Cloudy B2307983 Braun Intertec Corporation Print Date:10/03/2023 ST-13 page 1 of 2DRAFT Elev./ Depth ft 928.2 36.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, medium to stiff (GLACIAL TILL) END OF BORING Boring then grouted 35 40 45 50 55 60 SampleBlows (N-Value) Recovery 4-6-7 (13) 18" qₚ tsf MC %Tests or Remarks Water not observed while drilling. Water not observed to cave-in depth of 29.0 feet immediately after withdrawal of auger. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-13 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:180824.7 EASTING:559928.8 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/06/23 END DATE:09/06/23 SURFACE ELEVATION:964.2 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Blacktop WEATHER:Cloudy B2307983 Braun Intertec Corporation Print Date:10/03/2023 ST-13 page 2 of 2DRAFT Elev./ Depth ft 962.8 1.3 962.1 2.0 960.1 4.0 955.1 9.0 952.1 12.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) PAVEMENT, 4 inches of bituminous over 11 inches of apparent aggregate base FILL: SANDY LEAN CLAY (CL), trace Gravel, brown, moist CLAYEY SAND (SC), trace Gravel, brown, moist, stiff (GLACIAL TILL) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, stiff (GLACIAL TILL) CLAYEY SAND (SC), trace Gravel, brown, moist, stiff (GLACIAL TILL) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, stiff to very stiff (GLACIAL TILL) Becoming gray at 18 feet Continued on next page 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 3-4-6 (10) 17" 5-6-7 (13) 18" 5-6-8 (14) 0" 5-7-8 (15) 17" 4-6-8 (14) 18" 4-6-9 (15) 18" 5-7-9 (16) 18" 6-13-14 (27) 17" 6-8-10 (18) 3" qₚ tsf 2.25 4 2.25 MC % 19 18 Tests or Remarks Blow count influenced by rock in sampler LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-14 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:180891.8 EASTING:559794.9 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/05/23 END DATE:09/05/23 SURFACE ELEVATION:964.1 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Blacktop WEATHER:Sunny B2307983 Braun Intertec Corporation Print Date:10/03/2023 ST-14 page 1 of 2DRAFT Elev./ Depth ft 928.1 36.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, stiff to very stiff (GLACIAL TILL) END OF BORING Boring then grouted 35 40 45 50 55 60 SampleBlows (N-Value) Recovery 4-6-9 (15) 17" qₚ tsf MC %Tests or Remarks Water not observed while drilling. Water observed at 3.0 feet with a cave-in depth of 22.0 feet when rechecked 12 hours after drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-14 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:180891.8 EASTING:559794.9 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/05/23 END DATE:09/05/23 SURFACE ELEVATION:964.1 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Blacktop WEATHER:Sunny B2307983 Braun Intertec Corporation Print Date:10/03/2023 ST-14 page 2 of 2DRAFT Elev./ Depth ft 968.8 1.7 966.5 4.0 961.5 9.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) PAVEMENT, 7 inches of bituminous over 13 inches of apparent aggregate base FILL: CLAYEY SAND (SC), trace Gravel, brown, moist FILL: SANDY LEAN CLAY (CL), trace Gravel, brown, moist SANDY LEAN CLAY (CL), trace Gravel, brown, moist, medium to very stiff (GLACIAL TILL) Becoming gray at 19 feet With SILTY SAND layers at 20 feet Continued on next page 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 4-5-8 (13) 17" 2-3-4 (7) 18" 5-7-6 (13) 18" 5-3-4 (7) 18" 3-4-6 (10) 18" 4-7-8 (15) 18" 4-7-9 (16) 18" 3-5-7 (12) 18" 5-6-8 (14) 14" qₚ tsf 2 2.5 3.25 3.25 MC % 25 19 Tests or Remarks LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-15 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:180935.1 EASTING:559926.2 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/07/23 END DATE:09/07/23 SURFACE ELEVATION:970.5 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Blacktop WEATHER:Sunny B2307983 Braun Intertec Corporation Print Date:10/03/2023 ST-15 page 1 of 2DRAFT Elev./ Depth ft 934.5 36.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, medium to very stiff (GLACIAL TILL) END OF BORING Boring then grouted 35 40 45 50 55 60 SampleBlows (N-Value) Recovery 3-5-6 (11) 18" qₚ tsf 2.25 MC %Tests or Remarks Water not observed while drilling. Water not observed to cave-in depth of 29.0 feet immediately after withdrawal of auger. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-15 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:180935.1 EASTING:559926.2 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/07/23 END DATE:09/07/23 SURFACE ELEVATION:970.5 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Blacktop WEATHER:Sunny B2307983 Braun Intertec Corporation Print Date:10/03/2023 ST-15 page 2 of 2DRAFT Elev./ Depth ft 973.2 1.5 970.7 4.0 967.7 7.0 962.7 12.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) PAVEMENT, 5 inches of bituminous over 13 inches of apparent aggregate base FILL: LEAN CLAY (CL), slightly organic, black, moist FILL: SILTY SAND (SM), fine to medium- grained, trace Gravel, brown, moist SANDY LEAN CLAY (CL), trace Gravel, brown, moist, medium (GLACIAL TILL) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, stiff to hard (GLACIAL TILL) Becoming gray at 24 feet COBBLE layer at 30 feet Continued on next page 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 2-2-3 (5) 17" 4-5-5 (10) 17" 2-3-3 (6) 18" 3-3-4 (7) 18" 4-7-7 (14) 18" 4-7-8 (15) 18" 4-7-10 (17) 18" 4-6-7 (13) 18" 5-6-50/3" (REF) 15" qₚ tsf 1.5 2.75 2.5 3.5 2.5 MC % 9 26 Tests or Remarks P200=15% Blow count influenced by Cobble LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-16 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:181043.1 EASTING:559768.5 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/08/23 END DATE:09/08/23 SURFACE ELEVATION:974.7 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Concrete WEATHER:Sunny B2307983 Braun Intertec Corporation Print Date:10/03/2023 ST-16 page 1 of 2DRAFT Elev./ Depth ft 938.7 36.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, stiff to hard (GLACIAL TILL) END OF BORING Boring then grouted 35 40 45 50 55 60 SampleBlows (N-Value) Recovery 3-6-7 (13) 18" qₚ tsf MC %Tests or Remarks Water not observed while drilling. Water not observed to cave-in depth of 28.0 feet immediately after withdrawal of auger. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-16 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:181043.1 EASTING:559768.5 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/08/23 END DATE:09/08/23 SURFACE ELEVATION:974.7 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Concrete WEATHER:Sunny B2307983 Braun Intertec Corporation Print Date:10/03/2023 ST-16 page 2 of 2DRAFT Elev./ Depth ft 972.7 1.3 970.0 4.0 960.0 14.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SILTY SAND (SM), fine-grained, trace roots, dark brown, dry (TOPSOIL) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, medium (GLACIAL TILL) CLAYEY SAND (SC), trace Gravel, brown, moist, stiff (GLACIAL TILL) With layers of SAND at 10 feet SANDY LEAN CLAY (CL), trace Gravel, brown, moist, stiff to hard (GLACIAL TILL) Becoming dark brown at 19 feet Becoming gray at 24 feet With COBBLE layer at 30 feet Continued on next page 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 2-4-4 (8) 17" 4-6-6 (12) 18" 3-4-5 (9) 18" 5-6-8 (14) 18" 3-4-6 (10) 17" 3-4-5 (9) 18" 6-8-11 (19) 18" 5-8-10 (18) 18" 50/6" (REF) 1" qₚ tsf 2.25 4 2.5 MC % 18 28 Tests or Remarks No recovery, blow count influenced by Cobbles LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-17 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:181036.9 EASTING:559894.5 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/07/23 END DATE:09/07/23 SURFACE ELEVATION:974.0 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Grass WEATHER:Sunny B2307983 Braun Intertec Corporation Print Date:10/03/2023 ST-17 page 1 of 2DRAFT Elev./ Depth ft 938.0 36.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, stiff to hard (GLACIAL TILL) END OF BORING Boring then grouted 35 40 45 50 55 60 SampleBlows (N-Value) Recovery 26-10-11 (21) 17" qₚ tsf MC %Tests or Remarks Water not observed while drilling. Water not observed to cave-in depth of 28.0 feet immediately after withdrawal of auger. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-17 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:181036.9 EASTING:559894.5 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/07/23 END DATE:09/07/23 SURFACE ELEVATION:974.0 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Grass WEATHER:Sunny B2307983 Braun Intertec Corporation Print Date:10/03/2023 ST-17 page 2 of 2DRAFT Elev./ Depth ft 975.2 1.3 969.5 7.0 962.5 14.0 955.5 21.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) PAVEMENT, 4 inches of concrete over 11 inches of apparent aggregate base FILL: CLAYEY SAND (SC), trace Gravel, contains seams of black Clay, brown, moist CLAYEY SAND (SC), trace Gravel, brown, moist, stiff (GLACIAL TILL) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, very stiff to stiff (GLACIAL TILL) Becoming gray at 19 feet END OF BORING Boring then grouted 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 3-4-4 (8) 17" 4-4-4 (8) 0" 4-5-6 (11) 18" 4-5-6 (11) 18" 5-6-7 (13) 18" 5-7-9 (16) 18" 5-6-7 (13) 18" qₚ tsf MC % 16 18 Tests or Remarks No recovery Chemical-like odor noted between 7 and 14 feet Water not observed while drilling. Water not observed to cave-in depth of 17.0 feet immediately after withdrawal of auger. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-18 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:181129.2 EASTING:559808.1 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/08/23 END DATE:09/08/23 SURFACE ELEVATION:976.5 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Concrete WEATHER:Sunny B2307983 Braun Intertec Corporation Print Date:10/03/2023 ST-18 page 1 of 1DRAFT Elev./ Depth ft 974.2 1.4 971.6 4.0 963.6 12.0 954.6 21.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) PAVEMENT, 4 inches of concrete over 13 inches of apparent aggregate base FILL: SANDY LEAN CLAY (CL), trace Gravel, brown, moist CLAYEY SAND (SC), trace Gravel, brown, moist, stiff to very stiff (GLACIAL TILL) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, very stiff to stiff (GLACIAL TILL) Becoming gray at 19 feet END OF BORING Boring then grouted 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 2-3-4 (7) 16" 4-4-7 (11) 18" 4-7-8 (15) 18" 5-11-11 (22) 18" 5-8-9 (17) 18" 5-8-10 (18) 18" 4-7-7 (14) 18" qₚ tsf MC % 22 18 Tests or Remarks Water not observed while drilling. Water not observed to cave-in depth of 18.0 feet immediately after withdrawal of auger. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-19 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:181126.2 EASTING:559892.0 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/08/23 END DATE:09/08/23 SURFACE ELEVATION:975.6 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Concrete WEATHER:Sunny B2307983 Braun Intertec Corporation Print Date:10/03/2023 ST-19 page 1 of 1DRAFT 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 Chanhassen Apartments - Stormwater Report Page 17 CHANHASSEN, MN Appendix 4.Grading and Drainage Plan and Drainage Details NO PARKING78TH STREETMARKET BOULEVARD LAREDO DRIVE NO PARKING T W I N C I T I E S W E S T E R N R A I L R O A DCO DDCO COD9709759699719729739749769779759 7 4 9769769 7 6 977970966967968969971972973965970975962963964 966967968969971972973974976976977977975974974974976977960965961962963964G:976.68G:976.62G:975.79G:975.39G:975.61G:973.70G:973.60G:973.76G:973.70G:974.00G:974.66G:974.88G:974.74G:974.90G:974.95G:975.20G:975.39G:975.51G:976.17G:976.51G:975.38G:974.79G:975.35G:975.14G:974.23G:974.10G:973.17G:972.90G:971.06G:970.87975.00FFE = 975.0975.00974.65965.41962.00962.59964.00971.05967.92972.80972.00973.12973.92976.00975.50970.73968.54967.47965.98965.98966.21966.07969.50TW:975.90TW:975.90TW:975.90TW:975.75TW:975.81BW:972.16BW:972.87BW:974.84BW:975.74BW:975.893.38%3.10%2.60%2.78%3.03%3. 6 6 % 4.9 3 %5.21%5.21%1.83%5.84%3.81%7.54%3.11%5.12%3.22%2.08%2.84%0.76%1.50% 1.50% 1.73%1.86%2.62%2.70%3.5 6 %2.88%28.42%3.48%2.73%3.50%3.51%4.19%4.08%FFE = 976.0FFE = 976.0FFE = 976.0FFE = 975.5FFE = 975.5FFE = 969.5FFE = 969.518.71%4.74%13.19%3.04%13.80%2.85%3.92%974.49974.49974.49974.49974.76974.76974.76974.76G:975.07G:975.07G:975.11G:975.17G:975.39G:976.55G:976.14G:976.38G:977.46G:976.13G:975.69G:975.56G:975.13G:975.17G:976.54G:977.30G:977.22G:973.38G:974.31G:974.53G:974.00G:973.24G:973.00G:974.18G:968.97G:968.34G:969.68971.85973.23973.27971.89974.00973.96975.50975.42976.92977.00976.83976.90977.00977.00976.81975.86976.00976.00975.98976.00975.98976.00976.00972.05975.50969.00968.77ME:964.27ME:963.73962.00G:974.14FFE = 976.0FFE = 977.0FFE = 977.0FFE = 963.4FFE = 974.0FFE = 971.9FFE = 966.4FFE = 967.0971.66971.84972.05972.34971.51968.68965.75965.01965.21965.90968.24968.05967.25967.06969.92970.05970.52970.40ME:965.34ME:965.26965.54965.86966.39G:970.32G:970.67G:970.84G:970.20G:970.80G:974.84G:975.01G:976.65G:976.90G:975.39G:975.50G:974.05G:974.67G:974.76G:973.71G:973.60G:973.22G:972.58G:972.52G:972.47G:965.30G:963.94G:962.97G:962.31G:961.88G:961.70G:960.54G:960.64G:960.86G:960.86G:960.60G:960.56G:960.38G:960.42G:960.66G:960.12G:959.66G:959.91G:958.66G:958.42G:958.37G:958.11G:957.97G:958.21G:960.12G:959.75G:958.52G:958.68975.00975.00975.00962.00962.00961.91961.84961.77962.00961.58961.09961.58961.58961.35961.35960.87960.87960.87960.87962.00960.57959.99959.59962.00962.00FFE = 975.0FFE = 961.0FFE = 962.0FFE = 962.0FFE = 962.0FFE = 962.0G:960.86G:962.00G:962.00974.64974.55974.66974.87975.00975.00975.00974.86973.01971.89964.47ME:964.35ME:964.51ME:964.32GRADING PLAN NOTES1.PERFORM GRADING WORK IN ACCORDANCE WITH APPLICABLE CITY SPECIFICATIONSAND BUILDING PERMIT REQUIREMENTS.2.CONTACT STATE 811 CALL-BEFORE-YOU-DIG LOCATING SERVICE AT LEAST TWOWORKING DAYS PRIOR TO EXCAVATION FOR UNDERGROUND UTILITY LOCATIONS.3.CONTRACTOR SHALL BE RESPONSIBLE FOR ALL HORIZONTAL AND VERTICAL CONTROL.4.FIELD VERIFY THE LOCATIONS AND ELEVATIONS OF EXISTING UTILITIES ANDTOPOGRAPHIC FEATURES PRIOR TO THE START OF LAND DISTURBING ACTIVITIES.NOTIFY THE PROJECT ENGINEER OF ANY DISCREPANCIES OR VARIATIONS IMPACTINGTHE PROPOSED DESIGN OF THE PROJECT.5.IN PAVED AREAS, ROUGH GRADE TO SUBGRADE ELEVATION AND LEAVE THE SITE READYFOR SUB-BASE.6.SUBGRADE EXCAVATION SHALL BE BACKFILLED IMMEDIATELY AFTER EXCAVATION TOHELP OFFSET ANY STABILITY PROBLEMS DUE TO WATER SEEPAGE OR STEEP SLOPES.WHEN PLACING NEW SURFACE MATERIAL ADJACENT TO EXISTING PAVEMENT, THEEXCAVATION SHALL BE BACKFILLED PROMPTLY TO AVOID UNDERMINING OF EXISTINGPAVEMENT.7.ELEVATIONS SHOWN REPRESENT FINISHED SURFACE GRADES. SPOT ELEVATIONSALONG CURB & GUTTER REPRESENT THE FLOW LINE UNLESS OTHERWISE NOTED8.EXCESS MATERIAL, BITUMINOUS SURFACING, CONCRETE ITEMS, ABANDONED UTILITYITEMS, AND OTHER UNSTABLE MATERIALS SHALL BECOME THE PROPERTY OF THECONTRACTOR AND SHALL BE DISPOSED OF OFF THE CONSTRUCTION SITE.9.CONTRACTOR IS RESPONSIBLE FOR CONSTRUCTION OF PAVEMENTS AND CURB ANDGUTTER WITH SMOOTH UNIFORM SLOPES THAT PROVIDE POSITIVE DRAINAGE TOCOLLECTION POINTS. MAINTAIN A MINIMUM SLOPE OF 1.25% IN ASPHALT PAVEMENTAREAS AND A MINIMUM SLOPE OF 0.50% IN CONCRETE PAVEMENT AREAS.10.MAINTAIN A MINIMUM SLOPE OF 0.50% ALONG CURB & GUTTER. REVIEW PAVEMENTGRADIENT AND CONSTRUCT "INFALL" CURB WHERE PAVEMENT DRAINS TOWARD THEGUTTER, AND "OUTFALL" CURB WHERE PAVEMENT DRAINS AWAY FROM THE GUTTER.11.INSTALL A MINIMUM OF 4-INCHES OF AGGREGATE BASE MATERIAL UNDER PROPOSEDCONCRETE CURB & GUTTER, SIDEWALKS, AND TRAILS UNLESS OTHERWISE DETAILED.12.GRADING FOR SIDEWALKS AND ACCESSIBLE ROUTES, INCLUDING CROSSINGDRIVEWAYS, SHALL CONFORM TO CURRENT STATE & NATIONAL ADA STANDARDS:ACCESSIBLE RAMP SLOPES SHALL NOT EXCEED 8.3% (1:12).SIDEWALK CROSS-SLOPES SHALL NOT EXCEED 2.0%.LONGITUDINAL SIDEWALK SLOPES SHALL NOT EXCEED 5.0%.ACCESSIBLE PARKING STALLS AND ACCESS AISLES SHALL NOT EXCEED 2.0% IN ANYDIRECTION. A MAXIMUM SLOPE OF 1.50% IS PREFERRED.SIDEWALK ACCESS TO EXTERNAL BUILDING DOORS AND GATES SHALL BE ADACOMPLIANT. NOTIFY ENGINEER IMMEDIATELY IF ADA CRITERIA CANNOT BE MET IN ANYLOCATION PRIOR TO PAVEMENT INSTALLATION. CHANGE ORDERS WILL NOT BEACCEPTED FOR ADA COMPLIANCE ISSUES.13.UPON COMPLETION OF LAND DISTURBING ACTIVITIES, RESTORE ADJACENT OFFSITEAREAS DISTURBED BY CONSTRUCTION TO MATCH OR EXCEED THE ORIGINALCONDITION. LANDSCAPE AREAS SHALL BE RE-VEGETATED WITH A MINIMUM OF 4-INCHESOF TOPSOIL.14.EXCAVATE DRAINAGE TRENCHES TO FOLLOW PROPOSED STORM SEWER ALIGNMENTS.REFER TO THE UTILITY PLANS FOR LAYOUT AND ELEVATIONS FOR PROPOSED SANITARYSEWER, WATER MAIN, AND OTHER BUILDING UTILITY SERVICE CONNECTIONS.PROPOSED STORM SEWERPROPERTY LINEEXISTING CONTOURPROPOSED CONTOUR925PROPOSED SPOT ELEVATION100.00LEGENDPROPOSED HIGH POINT ELEVATION HP:0.0PROPOSED LOW POINT ELEVATION PROPOSED GUTTER ELEVATION PROPOSED TOP OF CURB ELEVATION PROPOSED FLUSH PAVEMENT ELEVATION LP:0.0G:0.00T:0.00PROPOSED EMERGENCY OVERFLOW ELEVATIONT/G:0.0EOF:0.00.0%PROPOSED DRAINAGE DIRECTION ME:0.0MATCH EXISTING ELEVATION PROPOSED STORM MANHOLE (SOLID CASTING)PROPOSED STORM MANHOLE (ROUND INLET CASTING)PROPOSED STORM MANHOLE/ CATCH BASIN (CURB INLET CASTING)PROPOSED STORM SEWER CLENOUTPROPOSED RIPRAPPROPOSED FLARED END SECTIONCODPROPOSED RIDGE LINEPROPOSED SWALEPROPOSED TOP/BOTTOM OF WALL ELEVATION TW:0.0BW:0.0RETAINING WALL NOTES1.RETAINING WALLS SHALL BE DESIGNED BY OTHERS.2.PLANS SHOW THE HORIZONTAL LOCATION OF THE TOP OF THE WALL AND PROVIDESFINISHED SURFACE ELEVATIONS AT THE TOP AND BOTTOM FACE OF THE WALL ONLY.3.RETAINING WALL DESIGN PLANS SHALL BE CERTIFIED BY A LICENSED PROFESSIONALENGINEER AND SUBMITTED TO THE REVIEWING AUTHORITY AND KIMLEY-HORN ENGINEEROF RECORD FOR APPROVAL.4.RETAINING WALL DESIGNER MUST ACCOUNT FOR DRAINAGE AROUND THE WALL ASSHOWN ON THE GRADING PLAN. SURFACE RUNOFF SHALL NOT BE ALLOWED TO DRAINOVER THE TOP OF THE WALL.5.RETAINING WALL MATERIAL AND COLOR SHALL BE SELECTED BY THE OWNER.6.RETAINING WALL DESIGNER IS RESPONSIBLE FOR OBTAINING GEOTECHNICALINFORMATION AS NEEDED FOR DESIGN OF THE PROPOSED WALL.NORTHC500GRADING ANDDRAINAGE PLANPRELIMINARY - NOT FOR CONSTRUCTION MICHAEL C. BRANDT, P.E.01/19/2024462661DATE:SPECIFICATION OR REPORT WAS PREPARED BYME OR UNDER MY DIRECT SUPERVISION ANDTHAT I AM A DULY LICENSED PROFESSIONALENGINEER UNDER THE LAWS OF THE STATE OFMINNESOTA.MNLIC. NO.PRELIMINARYNOT FOR CONSTRUCTIONLAND USE APPLICATION1/19/2024ORIGINAL ISSUE:REVISIONS:No.DescriptionDateMARKET BLVD& W 78TH STNOT FORCONSTRUCTION 2024 KIMLEY-HORN AND ASSOCIATES, INC.767 EUSTIS STREET, SUITE 100, ST. PAUL, MN 55114PHONE: 651-645-4197WWW.KIMLEY-HORN.COM©MARKET BLVD& W 78TH ST Chanhassen Apartments - Stormwater Report Page 18 CHANHASSEN, MN Appendix 5.Existing MIDS Model Project Information Calculator Version:Version 4: July 2020 Project Name:Chanhassen Apartments -Market Blvd + 78th Street User Name / Company Name: Date:01/17/2024 Project Description: Construction Permit?:Yes Site Information Retention Requirement (inches):0.55 Site's Zip Code:55317 Annual Rainfall (inches):29.9 Phosphorus EMC (mg/l):0.3 TSS EMC (mg/l):54.5 Total Site Area Land Cover A Soils (acres) B Soils (acres) C Soils (acres) D Soils (acres) Total (acres) Forest/Open Space -Undisturbed, protected forest/open space or reforested land 0 Managed Turf -disturbed, graded for yards or other turf to be mowed/managed .819 0.819 Impervious Area (acres)3.875 Total Area (acres)4.694 Site Areas Routed to BMPs Land Cover A Soils (acres) B Soils (acres) C Soils (acres) D Soils (acres) Total (acres) Forest/Open Space -Undisturbed, protected forest/open space or reforested land 0 Managed Turf -disturbed, graded for yards or other turf to be mowed/managed 0 Impervious Area (acres) Total Area (acres)0 Summary Information Performance Goal Requirement Performance goal volume retention requirement:7736 ft3 Volume removed by BMPs towards performance goal:ft³ Percent volume removed towards performance goal % Annual Volume and Pollutant Load Reductions Post development annual runoff volume 8.7144 acre-ft Annual runoff volume removed by BMPs:acre-ft Percent annual runoff volume removed:% Post development annual particulate P load:3.911 lbs Annual particulate P removed by BMPs:lbs Post development annual dissolved P load:3.2 lbs Annual dissolved P removed by BMPs:0 lbs Total P removed by BMPs 0 lbs Percent annual total phosphorus removed:% Post development annual TSS load:1291.8 lbs Annual TSS removed by BMPs:lbs Percent annual TSS removed:% BMP Summary Performance Goal Summary BMP Name BMP Volume Capacity (ft3) Volume Recieved (ft3) Volume Retained (ft3) Volume Outflow (ft3) Percent Retained (%) Annual Volume Summary BMP Name Volume From Direct Watershed (acre-ft) Volume From Upstream BMPs (acre-ft) Volume Retained (acre-ft) Volume outflow (acre-ft) Percent Retained (%) Particulate Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) Dissolved Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) Total Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) TSS Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) BMP Schematic Chanhassen Apartments - Stormwater Report Page 19 CHANHASSEN, MN Appendix 6.Proposed MIDS Model Project Information Calculator Version:Version 4: July 2020 Project Name:Chanhassen Apartments -Market Blvd + 78th Street User Name / Company Name: Date:01/17/2024 Project Description: Construction Permit?:Yes Site Information Retention Requirement (inches):0.55 Site's Zip Code:55317 Annual Rainfall (inches):29.9 Phosphorus EMC (mg/l):0.3 TSS EMC (mg/l):54.5 Total Site Area Land Cover A Soils (acres) B Soils (acres) C Soils (acres) D Soils (acres) Total (acres) Forest/Open Space -Undisturbed, protected forest/open space or reforested land 0 Managed Turf -disturbed, graded for yards or other turf to be mowed/managed 0.56 0.56 Impervious Area (acres)4.13 Total Area (acres)4.69 Site Areas Routed to BMPs Land Cover A Soils (acres) B Soils (acres) C Soils (acres) D Soils (acres) Total (acres) Forest/Open Space -Undisturbed, protected forest/open space or reforested land 0 Managed Turf -disturbed, graded for yards or other turf to be mowed/managed 0.333 0.333 Impervious Area (acres)3.893 Total Area (acres)4.226 Summary Information Performance Goal Requirement Performance goal volume retention requirement:8246 ft3 Volume removed by BMPs towards performance goal:792 ft³ Percent volume removed towards performance goal 10 % Annual Volume and Pollutant Load Reductions Post development annual runoff volume 9.1124 acre-ft Annual runoff volume removed by BMPs:0.6807 acre-ft Percent annual runoff volume removed:7 % Post development annual particulate P load:4.0896 lbs Annual particulate P removed by BMPs:3.048 lbs Post development annual dissolved P load:3.346 lbs Annual dissolved P removed by BMPs:1.113 lbs Total P removed by BMPs 4.161 lbs Percent annual total phosphorus removed:56 % Post development annual TSS load:1350.8 lbs Annual TSS removed by BMPs:1133.9 lbs Percent annual TSS removed:84 % BMP Summary Performance Goal Summary BMP Name BMP Volume Capacity (ft3) Volume Recieved (ft3) Volume Retained (ft3) Volume Outflow (ft3) Percent Retained (%) 0 -Green roof 431 60 60 0 100 1 -Harvest and re-use/Cistern 732 6491 732 5759 11 BMP#2 PRIVATE UNDERGROUND 0 6491 0 6491 0 BMP#1 (PUBLIC UNDERGROUND)0 715 0 715 0 ADS BAYFILTER 0 457 0 457 0 UP-FLOW FILTER 0 765 0 765 0 Annual Volume Summary BMP Name Volume From Direct Watershed (acre-ft) Volume From Upstream BMPs (acre-ft) Volume Retained (acre-ft) Volume outflow (acre-ft) Percent Retained (%) 0 -Green roof 0.0639 0 0.0288 0.0351 45 1 -Harvest and re-use/Cistern 0 7.0726 0.652 6.4206 9 BMP#2 PRIVATE UNDERGROUND 6.2366 0.8359 0 7.0725 0 BMP#1 (PUBLIC UNDERGROUND)0.8008 0 0 0.8008 0 ADS BAYFILTER 0.5378 0 0 0.5378 0 UP-FLOW FILTER 0.8412 0 0 0.8412 0 Particulate Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) 0 -Green roof 0.0287 0 0 0.0287 0 1 -Harvest and re-use/Cistern 0 0.2864 0.0264 0.26 9 BMP#2 PRIVATE UNDERGROUND 2.799 0.0646 2.5772 0.2864 90 BMP#1 (PUBLIC UNDERGROUND)0.3594 0 0.3235 0.0359 90 ADS BAYFILTER 0.2413 0 0.1207 0.1206 50 UP-FLOW FILTER 0.3775 0 0 0.3775 0 Dissolved Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) 0 -Green roof 0.0235 0 0 0.0235 0 1 -Harvest and re-use/Cistern 0 1.9559 0.1803 1.7756 9 BMP#2 PRIVATE UNDERGROUND 2.2901 0.25 0.5842 1.9559 23 BMP#1 (PUBLIC UNDERGROUND)0.2941 0 0.0676 0.2265 23 ADS BAYFILTER 0.1975 0 0.1264 0.0711 64 UP-FLOW FILTER 0.3089 0 0.1545 0.1544 50 Total Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) 0 -Green roof 0.0522 0 0 0.0522 0 1 -Harvest and re-use/Cistern 0 2.2423 0.2067 2.0356 9 BMP#2 PRIVATE UNDERGROUND 5.0891 0.3146 3.1614 2.2423 56 BMP#1 (PUBLIC UNDERGROUND)0.6535 0 0.3911 0.2624 56 ADS BAYFILTER 0.4388 0 0.2471 0.1917 57 UP-FLOW FILTER 0.6864 0 0.1545 0.5319 25 TSS Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) 0 -Green roof 9.47 0 9.08 0.390000000000001 96 1 -Harvest and re-use/Cistern 0 93.6799999999999 8.64 85.0399999999999 9 BMP#2 PRIVATE UNDERGROUND 924.52 12.26 843.1 93.6799999999999 90 BMP#1 (PUBLIC UNDERGROUND)118.71 0 106.84 11.87 90 ADS BAYFILTER 79.72 0 63.78 15.94 80 UP-FLOW FILTER 124.69 0 102.5 22.19 82 BMP Schematic Chanhassen Apartments - Stormwater Report Page 20 CHANHASSEN, MN Appendix 7.Phase II ESA Phase II Environmental Site Assessment Country Inn Hotel 591 West 78th Street Chanhassen, Minnesota Prepared for Roers Companies, LLC Project B2307983.00 December 13, 2023 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 December 13, 2023 Project B2307983.00 Mr. Nick Asta Roers Companies, LLC Two Carlson Parkway, Suite 400 Plymouth, MN 55447 Re: Phase II Environmental Site Assessment Country Inn Hotel 591 West 78th Street Chanhassen, Minnesota Dear Mr. Asta: On behalf of Roers Companies, LLC, Braun Intertec Corporation conducted a Phase II Environmental Site Assessment (Phase II ESA) of the above-referenced site (Site) in accordance with the authorized scope of services described in our proposal dated August 11, 2023. The Environmental Investigation was prepared in association the redevelopment of the Site. For a complete discussion of our assessment, please refer to the attached Phase II Environmental Site Assessment report. The objective of the Phase II ESA was to evaluate whether the soil, soil vapor and groundwater beneath the Site has been impacted due to the recognized environmental conditions identified in a Phase I ESA conducted at the Site by Braun Intertec (Project B2307983) draft dated October 11, 2023. This Phase II ESA was prepared on behalf of and for use by Roers Companies, LLC. No other party has a right to rely on the contents of this Phase II ESA without the written authorization of Braun Intertec. We appreciate the opportunity to provide our professional services to you for this project. If you have any questions or comments regarding this report or the project in general, please contact Justin Michael at 612.214.1638. Sincerely, BRAUN INTERTEC CORPORATION Brayden Kuester, GIT Staff Scientist Justin P. Michael, PG Senior Scientist Attachment: Phase II Environmental Site Assessment Report Table of Contents Description Page A.Introduction ...................................................................................................................................... 1 B.Site Background ................................................................................................................................ 1 B.1. Site Location and Description .............................................................................................. 1 B.2. Proposed Development ....................................................................................................... 2 B.3. Previous Site Investigations ................................................................................................. 2 B.4. Published Geologic Information .......................................................................................... 7 B.4.a. Topography ............................................................................................................ 7 B.4.b. Geology .................................................................................................................. 7 B.4.c. Hydrogeology ......................................................................................................... 7 C.Scope of Services .............................................................................................................................. 7 C.1. Deviations from Work Plan/Proposal .................................................................................. 8 D.Investigation Methods and Procedures ........................................................................................... 8 D.1. Soil Evaluation ..................................................................................................................... 9 D.1.a. Soil Borings ............................................................................................................. 9 D.1.b. Soil Classification and Monitoring .......................................................................... 9 D.1.c. Soil Analyses ........................................................................................................... 9 D.2. Groundwater Evaluation ................................................................................................... 10 D.3. Soil Vapor Evaluation ........................................................................................................ 10 D.3.a. Soil Vapor Probes ................................................................................................. 10 E.Investigation Results ...................................................................................................................... 11 E.1. Geologic Conditions .......................................................................................................... 11 E.2. Hydrogeology .................................................................................................................... 11 E.3. Field Screening .................................................................................................................. 11 E.4. Soil Analytical Results ........................................................................................................ 12 E.5. Soil Vapor Analytical Results ............................................................................................. 13 E.6. Quality Assurance/Quality Control .................................................................................... 13 F.Conclusions ..................................................................................................................................... 14 G. Recommendations ......................................................................................................................... 15 H.Assessment Limitations .................................................................................................................. 16 Figures 1: Site Location Map 2: Site Layout 3: Previous Investigation Locations 4: Investigation Locations Sketch Tables 1: Soil Analytical Results 2: Soil Vapor Analytical Results Appendices A: Proposed Development Plans B: Previous Investigation Data C: Soil Boring Logs D: Laboratory Analytical Reports E: Standard Operating Procedures A. Introduction Braun Intertec Corporation received authorization from Nick Asta of Roers Companies, LLC, to conduct a Phase II Environmental Site Assessment (Phase II ESA) of the Country Inn Hotel property located at 591 West 78th Street in Chanhassen, Minnesota (Site), in accordance with the scope of services described in the Braun Intertec proposal dated August 11, 2023. The Phase II ESA was prepared in association with the contemplated acquisition and redevelopment of the Site. This Phase II ESA was prepared on behalf of and for use by Roers Companies, LLC in accordance with the contract between Roers Companies, LLC and Braun Intertec. No other party has a right to rely on the contents of this Phase II ESA without the written authorization of Braun Intertec. The objective of the Phase II ESA was to evaluate whether the soil, soil vapor and/or groundwater beneath the Site has been impacted due to the recognized environmental conditions identified in a Phase I ESA conducted at the Site by Braun Intertec (Project B2307983) draft dated October 11, 2023. In addition, the Phase II ESA was to evaluate potential impacts in areas of the Site that could affect Site redevelopment in order to develop response actions. B. Site Background B.1. Site Location and Description According to the recently conducted Phase I ESA, the Site consists of six parcels totaling approximately 4.05-acres developed with a 3-story County Inn & Suites, High Timber Lounge, Chanhassen Cinema and paved parking and landscaped areas. The County Inn & Suites building is a slab-on-grade construction and contains 122 guest rooms, lobby and breakfast area, fitness center, and pool and spa. Paved parking areas are located on the west and north sides of the Site building. According to the recently conducted Phase I ESA, the Site consisted of cultivated agricultural land from the mid-1930s to at least the mid-1950s. By the early-1960s, a commercial building was constructed on the eastern portion of the Site. From at least the late-1960s to the mid-1980s the building at the Site was connected to a building on the adjoining property to the south. The building was occupied by a stuffed animal manufacturer from approximately 1962 to the late-1970s and multiple commercial tenants in the mid-1980s. An antique car dealership used a portion of the building from the late-1980s to approximately Roers Companies, LLC Project B2307983.00 December 13, 2023 Page 2 1991 when a portion of the building was removed, and a hotel was constructed on the western portion of the Site. By the late-1990s, an addition, the existing High Timber Lounge, had been constructed on the east side of the hotel and was connected to the building on the eastern portion of the Site. The Site is bordered on the north by West 78th Street followed by Old National Bank and multi-tenant commercial strip mall (Town Square) with commercial and residential properties located beyond; on the east by Aldi Foods with Venue Apartments located beyond; on the south by Jimmy John's and a multi- tenant commercial building with commercial properties located beyond; and the west by Market Boulevard followed by Wendy's restaurant, Chuck & Don's Pet Supplies, a chiropractor, and Metro Dental with commercial properties located beyond. A Site Location Map is included as Figure 1 and a Site Layout is included as Figure 2. B.2. Proposed Development We understand the proposed development will include the construction of two mixed-use retail and apartment buildings. The west apartment building will have an approximate footprint of 57,755 square feet, will have 6 above grade levels, and will have two below grade levels following demolition of the existing buildings on Site. The finished floor elevation of the west building will be approximately 977, and the lowest level floor elevation of the west building will be approximately 954. The east apartment building will have an approximate footprint of 45,329 square feet, will have 5 above grade levels, and will have one below grade level. The finished floor elevation of the east building will be approximately 977, and the lowest level floor elevation of the east building will be approximately 965. As part of construction, associated sitework is anticipated to consist of surficial parking lot and drive lanes construction, installation of underground utilities, stormwater management systems (currently contemplated in the northeast and/or southwest corners of the Site), and replacement of existing retaining walls along the south property boundary in the vicinity of the west building. Proposed development plans are included in Appendix A. B.3. Previous Site Investigations The following environmental investigations have been conducted in association with the Site: Midwest Environmental Control Corp. (MECC), Excavation Report for a Petroleum Tank Release, 525 West 78th Street, Chanhassen Minnesota, dated January 29, 1991, Project 1096-0590 (1991 Excavation Report). Roers Companies, LLC Project B2307983.00 December 13, 2023 Page 3 According to the 2023 Phase I ESA, a release of fuel oil at the facility was reported to the Minnesota Pollution Control Agency (MPCA) on May 5, 1990 and assigned Leak #2524. Based on available information, this facility was likely present on the eastern part of the Site. On May 9, 1990, three 550- gallon fuel oil USTs were removed from the facility. Approximately 625 cubic yards of petroleum impacted soils were removed and treated at C.S. McCrossan. Soil excavated from two tank basins (Tank Basin Z and Tank Basin X) were excavated; one tank did not have a petroleum release (Tank #3). Soil, a reported 275 cubic yards, was removed from Tank Basin X and 350 cubic yards of contaminated soil was removed from Tank Basin Z. Excavation was deemed to be complete by soil samples collected from the bottom of both excavations for laboratory analysis that were below laboratory detection limits. Some contaminated soil remained on the sidewalls of both excavations, where photoionization detector (PID) readings ranged from 0.7 to 160 parts per million (ppm). A sample taken from one sidewall for laboratory analysis had a concentration of 8.7 ppm total hydrocarbons (THC) as fuel oil. Excavation was limited by the presence of buildings in both excavations. The final excavations were 16 feet below grade. Groundwater was not encountered in either excavation. On August 14, 1990, a water well located close to one of the tanks was sampled. Trace levels of petroleum compounds were detected. Laboratory analytical results indicated benzene (1.7 parts per billion (ppb)), toluene (2.7 ppb), and xylenes (1.5 ppb) in the August 14, 1990 groundwater sample. On September 5, 1990, three soil borings were advanced near the on-site well to determine if the release has impacted groundwater. The highest level of fuel oil detected in the soil borings was 9.3 ppm Total Hydrocarbons (THC) as fuel oil at 10 feet below grade. Petroleum compounds were detected in the soil sample from one boring at the groundwater interface (22.5 feet below grade: 0.050 ppm benzene and 0.130 ppm toluene, 0.50 ppm THC as gasoline); however, the impacted soils did not appear to be in contact with groundwater at the same depths in the other soil borings. The locations of these three soil borings was not included in the portion of the excavation report that is available. According to a figure included in the documents reviewed for Leak #2524, an old building foundation that was to be built over in the future was located on the eastern portion of the Site. The MPCA closed Leak #2524 on April 4, 1991. Braun Intertec, Phase I Environmental Site Assessment, Adjacent Eastern Parcel to 591 West 78th Street (Lot 2, Block 1), Chanhassen, Minnesota, dated October 27, 1994, Project CMXX-94-0738 (1994 Phase I ESA). Roers Companies, LLC Project B2307983.00 December 13, 2023 Page 4 The 1994 Phase I ESA identified the following recognized environmental condition (REC) associated with the Site:  “Three 550-gallon fuel oil USTs and contaminated soil were removed from the Site in 1991.” Braun Intertec, Phase I Environmental Site Assessment Update, Adjacent Eastern Parcel to 591 West 78th Street (Lot 2, Block 1), Chanhassen, Minnesota, dated May 19, 1995, Project CMXX-94-0319 (1995 Phase I ESA). The 1995 Phase I ESA identified no recognized environmental conditions in connection with the Site. Braun Intertec, Phase I Environmental Site Assessment Update, Adjacent Eastern Parcel to 591 West 78th Street (Lot 2, Block 1), Chanhassen, Minnesota, dated May 19, 1995, Project CMXX-95-0319 (1995 Phase I ESA Update). The 1995 Phase I ESA Update identified the following recognized environmental condition (REC) associated with the Site:  “Three 550-gallon fuel oil USTs and contaminated soil were removed from the Site in 1991.” Braun Intertec, Excavation Report for Petroleum Release Sites, Country Suites Hotel, 591 West 78th Street, Chanhassen, Minnesota, dated August 8, 1995, Project CMXX-95-0491 (1995 Excavation Report). According to the 2023 Phase I ESA, a release at the Site was reported to the MPCA on July 20, 1995 during the removal of a 560-gallon fuel oil UST. Based on available information, this facility was present on the eastern part of the Site. The release appeared to be associated with overfills of the tank. Approximately 30 cubic yards of contaminated soil was excavated and thermally treated by CleanSoils. Screening samples from the sidewalls indicated no contamination extended laterally away from the tank basin. Soil samples collected from the bottom of the tank basin (7.5 feet below land surface) were below method detection limits for diesel range organics (DRO), gasoline range organics (GRO), and benzene, toluene, ethylbenzene, and total xylenes (BTEX). The MPCA closed Leak #8585 on September 28, 1995. Braun Intertec, Remedial Investigation Report, Bloomberg Companies, 581 West 78th Street, Chanhassen, Minnesota, dated July 24, 1996, Project CMXX-95-0925 (1996 Remedial Investigation). Roers Companies, LLC Project B2307983.00 December 13, 2023 Page 5 According to the 2023 Phase I ESA, a release at the facility was reported to the MPCA on December 5, 1995 when a 550-gallon fuel oil UST was discovered, and later removed, during excavation associated with redevelopment. Based on available information, this facility was present on the eastern part of the Site. Five soil borings (ST-1 through ST-5) were advanced to a depth of 30 feet. One soil sample was collected from each soil boring for laboratory analysis of DRO and BTEX. The chemical analysis of the soil samples indicated the highest contaminant levels at a depth of 12.5 feet in soil boring ST-1 in the area of the UST basin. No groundwater was encountered in soil boring ST-1 at a depth of 29 feet below land surface. Contaminant levels at the 12.5 depth decreased with distance from the tank basin as evidenced by soil borings ST-2 (south of the tank basin) and ST-3 (southwest of the tank basin). Petroleum impacted soils were not observed in soil borings ST-4 (west of the tank basin) and ST-5 (northeast of the tank basin) and were not observed below 12.5 feet. Based on results of the soil borings and the laboratory analysis of the soil samples collected, the area of contamination appeared to be very limited in extent, both vertically and horizontally. Closure of Leak #9029 was requested because it appeared groundwater had not been impacted and was not likely to be impacted, and the remaining soil contamination appeared to pose a low risk to human health or the environment. The MPCA closed Leak #9029 on September 3, 1996. Braun Intertec, Phase I Environmental Site Assessment Update, Country Suites Hotel and Adjacent Parcel, 591 West 78th Street, Chanhassen, Minnesota, dated December 31, 1996, Project CMXX-96- 1154.B (1996 Phase I ESA Update). The 1996 Phase I ESA Update identified no RECs in connection with the Site. Braun Intertec, Phase I Environmental Site Assessment Update, Country Suites Hotel and Adjacent Parcel, 591 West 78th Street, Chanhassen, Minnesota, dated July 9, 1997, Project CMXX-97-0579 (1997 Phase I ESA Update). The 1997 Phase I ESA Update identified no RECs in connection with the Site. DPRA, Corrective Action Design Implementation Report, Former Brooks Food Market #49, 594 West 78th Street Chanhassen, Minnesota, dated February 17, 2005, DPRA Reference 5243.0629 (2005 Corrective Action Design Implementation). On March 27, 2000, two groundwater monitoring wells (MW-8 and MW-9) were installed on the northeast portion of the Site, within intervals of perched groundwater, to evaluate downgradient impacts from LS0009041, a leak site on the adjoining property to the northeast. Headspace analysis and laboratory analysis of soil samples from borings MW-8 and MW-9 indicated moderate levels of Roers Companies, LLC Project B2307983.00 December 13, 2023 Page 6 petroleum contamination present at 8 to 10 feet deep in MW-8 and at 10 to 12.5 feet in MW-9, with PIDs ranging from 0 to 90 ppm and 0 to 145 ppm in each monitoring well. No elevated PID readings were recorded beyond 12.5 feet deep. Benzene was detected at concentrations exceeding the Soil Leaching Value (SLV) from 8 to 10 feet below ground surface (bgs) in MW-8, from 20 to 22 feet bgs in MW-9, and from 10.5 to 12.5 feet bgs in MW-9. Three soil borings (B-10 through B-12) were advanced south and east of MW-8 and MW-9 in December 2000 to define the downgradient extent of soil contamination. No petroleum constituents were detected in the soil samples collected from the three additional borings. Benzene was detected at concentrations exceeding the drinking water criteria (Health Risk Limits, HRL) in MW-8 and MW-9 in 2000, with decreasing concentrations over time until January 2005. By January 2005, Benzene was not detected above laboratory reporting limits (1 microgram per liter, µg/L) in either monitoring well. GRO was detected at a concentration of 180 µg/L in December 2000 at MW-8 but was not detected at or above laboratory reporting limits in any sampling event before or after. GRO was detected between 150 µg/L and 440 µg/L from March 2000 through September 2004 in MW-9 but was not detected above laboratory reporting limits (100 µg/L) by January 2005. The MPCA closed Leak #9041 on May 17, 2005. Braun Intertec completed a recent Phase I Site Assessment in 2023, the results of which are presented in the report entitled: Phase I Environmental Site Assessment, Country Inn Hotel, 591 West 78th Street, Chanhassen, Minnesota, dated October 11, 2023, project number B2307983, (2023 Phase I ESA). The 2023 Phase I ESA identified the following recognized environmental condition (REC) associated with the Site:  “Three releases (Leak #2524, #8585, and #9025) were reported at the Site associated with previously removed USTs. All three of the releases have been issued closure by the MPCA. A geotechnical evaluation that was conducted concurrently with this Phase I ESA encountered impacted soil in the northeastern portion of the Site. Considering the proposed redevelopment of the Site, it is our opinion the contaminated soil and the potential for other areas of residual contamination to be present at the Site and encountered during redevelopment is considered a REC in connection with the Site.” Based on the publicly available investigation data related to the Brooks Superette #49/Former Oasis Station property (549, 590 and 594 West 78th Street, Chanhassen, Minnesota) and its associated petroleum releases Leak #9041 and Leak #17750, soil and groundwater impacts are present on the adjoining upgradient property to the northeast of the Site. Roers Companies, LLC Project B2307983.00 December 13, 2023 Page 7 Previous Investigation Data is included in Appendix B and approximate locations of USTs and Previous Investigation Locations are depicted in Figure 3. B.4. Published Geologic Information B.4.a. Topography According to the 2023 Phase I ESA, surface elevations at the Site range from approximately 970 feet on the southern portion of the Site to approximately 975 feet along the northern boundary of the Site, according to the Carver County Property Information website. The Site topography generally slopes downward to the south. B.4.b. Geology According to the 2023 Phase I ESA, unconsolidated sediments in the Site vicinity are Pleistocene age glacial till deposits. The deposits consist of loam to clay loam that that are pebbly and unsorted with scattered cobbles. The deposits are covered in places by a cap (up to 10 feet) of soft, silty sediment consisting of till, high-relief deposits (Braun Intertec, 2023 Phase I ESA). B.4.c. Hydrogeology According to the 2023 Phase I ESA, depth to groundwater in the vicinity of the Site is expected to lie within 50 and 75 feet below land surface (Braun Intertec, 2023 Phase I ESA). According to published geologic information, the regional groundwater flow direction within the unconsolidated deposits in the Site vicinity is generally southeast. However, the local direction of groundwater flow may be affected by nearby streams, lakes, wells, and/or wetlands and may vary seasonally. Perched groundwater was encountered at approximately 17 feet bgs in monitoring well MW-9 from a previous DPRA investigation on the northeast portion of the Site, while monitoring well MW-8 was dry at the time of well installation. C. Scope of Services The following tasks were conducted at the Site as part of this Phase II ESA:  Subcontracted a licensed drilling contractor to clear utilities for the investigation locations, to complete soil borings, and complete soil vapor probes. Roers Companies, LLC Project B2307983.00 December 13, 2023 Page 8  Advanced three environmental soil borings (SB-1 through SB-3) and collected soil samples.  Completed six temporary soil vapor probes (SV-1 through SV-6) and collected soil vapor samples.  Conducted environmental monitoring during drilling and screened soil samples collected from the borings for the presence of organic vapors using a PID. Visual and olfactory observations regarding potential contamination were also made and recorded.  Analyzed representative samples of soil for the following parameters: volatile organic compounds (VOCs), polycyclic aromatic hydrocarbons (PAHs), DRO, GRO, and Resource Conservation and Recovery Act (RCRA) metals.  Analyzed soil vapor samples for VOCs.  Evaluated the data and prepared this report. C.1. Deviations from Work Plan/Proposal The proposal specified that all six soil vapor probes would be advanced to a depth of 10 feet bgs and retracted to 8 feet bgs. To properly align with the depths of lowest level floor elevations of the west apartment building and the east apartment building, SV-1 through SV-3 were advanced to 23 feet bgs and retracted to 21 feet bgs before being sampled, and SV-4 through SV-6 were advanced to 11 feet bgs and retracted to 9 feet bgs before being sampled. There were no other deviations from the proposal during this Phase II ESA. D. Investigation Methods and Procedures The field work relating to the investigation was conducted on November 17, 2023. Prior to beginning the field investigation, public utilities were cleared through Gopher State One Call and private utilities were cleared through a subcontracted private utility locator. Field methods and results are discussed in the following sections. Soil boring logs are provided in Appendix C, laboratory analytical reports provided in Appendix D, and Braun Intertec Standard Operating Procedures (SOPs) are provided in Appendix E. Roers Companies, LLC Project B2307983.00 December 13, 2023 Page 9 An Investigation Location Sketch is included as Figure 4. D.1. Soil Evaluation D.1.a. Soil Borings Braun Intertec subcontracted Range Environmental Drilling of Hibbing, Minnesota, to advance three soil borings, designated as SB-1 through SB-3 at the Site to a depth of 20 feet bgs at each location. The soil borings were completed with a hydraulically-driven push-probe sampling rig. To collect the soil samples from the borings, a disposable thin-walled PVC liner was placed inside of a 5-foot long sampling tool. The borehole was then advanced using a dual-tube system, which allows for the inner sampling tool to be pushed through a larger outer-diameter rod a total penetration depth of up to 5 feet. After advancing the tooling, the sampler was removed from the borehole, but the outer rod remained, keeping the borehole open, and the soil sample was retrieved from the PVC liner for field screening and classification. The process was then repeated to the termination depths of the borings. Prior to arrival onsite, the drill rig and sampling equipment were cleaned with a high pressure, hot water sprayer. Upon completion, soil borings were sealed in accordance with Minnesota Department of Health (MDH) regulations. The concrete surface at the boring location was patched. D.1.b. Soil Classification and Monitoring Soils samples from the soil borings were visually and manually classified in the field by an environmental technician using ASTM D 2487 “Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System)” and ASTM D 2488 “Standard Practice for Description and Identification of Soils (Visual-Manual Procedures)”. Additionally, soils were classified at the Braun Intertec soils laboratory by a geotechnical engineer using ASTM D 2487 and ASTM D 2488. Soil samples retrieved were examined by an environmental technician, who was a certified asbestos inspector by MDH, for unusual staining, odors, and other apparent signs of contamination. In addition, the soil samples were screened for the presence of organic vapors using a PID. The PID was equipped with a 10.6-electron-volt lamp and calibrated to an isobutylene standard. The PID was used to perform a headspace method of field analyses in accordance with Braun Intertec SOPs and the MPCA recommended procedures. D.1.c. Soil Analyses Selected soil samples were collected from the soil borings for laboratory analysis. Soil samples were generally collected from depths most likely to be encountered during proposed redevelopment activities. Roers Companies, LLC Project B2307983.00 December 13, 2023 Page 10 Soil samples were also collected from intervals where indications of contamination were observed in the field. If no indications of contamination were observed, the soil samples were collected from the depth most likely to be impacted based on the potential contaminant source. Samples were submitted to Pace Analytical Services, LLC from Minneapolis, Minnesota and analyzed for a combination of the following parameters:  VOCs using United States Environmental Protection Agency (EPA) Method 8260  PAHs using EPA Method 8270  DRO using the Wisconsin Department of Natural Resources Method (WDNR)  GRO using the WDNR Method  Eight RCRA metals using EPA Methods 6010 and 7471 Analytical parameters for soil samples collected from each boring are summarized in Table 1. D.2. Groundwater Evaluation No groundwater was encountered in any of the soil borings during this Phase II ESA. D.3. Soil Vapor Evaluation D.3.a. Soil Vapor Probes Six temporary soil vapor probes (SV-1 through SV-6) were completed by Range Environmental in general accordance with the MPCA document entitled Vapor Investigation and Mitigation Decision Best Management Practices dated April 2020, c-rem3-06e (MPCA 2020 Vapor Investigation Guidance). To properly align with the depths of lowest level floor elevations of the west apartment building and the east apartment building, soil vapor probes SV-1 through SV-3 were advanced, using a hydraulically-driven push-probe rig, to a depth of 23 feet bgs and then retracted to a depth of 21 feet bgs and soil vapor probes SV-4 through SV-6 were advanced to a depth of 11 feet bgs and then retracted to a depth of 9 feet bgs. Once tooling was retracted to the appropriate sampling interval, hydrated bentonite was placed around the surface penetration of the tooling to ensure appropriate seal between subsurface and ambient air atmospheres. New, inert tubing was attached to the top of the downhole sampler, and the sampling point and tubing were purged with a hand pump to remove two volumes of air prior to sample collection. Following purging, organic vapor concentrations were screened with a PID and the value was recorded. The soil vapor samples were then collected using laboratory-supplied negative pressure air- sample collection canisters (1-liter canisters) equipped with 200 milliliter per minute (mL/min) flow restrictors. Following sample collection, the temporary sampling point was removed from the borehole, and the borehole was sealed. Roers Companies, LLC Project B2307983.00 December 13, 2023 Page 11 The soil vapor samples were submitted to Pace and analyzed for VOCs using EPA Method TO-15. E. Investigation Results E.1. Geologic Conditions Soil boring logs with descriptions of the various soil strata encountered during the soil boring operations and water level information are contained in Appendix C. The depths shown as changes between the soil types are approximate. The actual changes may be transitional, and the transition depths are likely to be horizontally variable. Fill soils, consisting primarily of sandy lean clay, were encountered from the bottom of the concrete pavement to 7 feet bgs in soil borings SB-1 and SB-2. Underlying the fill soil was apparent native soil consisting mainly of sandy lean clay from 7 feet bgs to the termination of the soil borings at 20 feet bgs. No fill soils were encountered in SB-3, with apparent native soil consisting of sandy lean clay from the bottom of the concrete pavement to the termination of the soil boring at 20 feet bgs. E.2. Hydrogeology Groundwater was not encountered in any of the soil borings advanced at the Site during this Phase II ESA, though perched groundwater was observed at approximately 17 feet bgs on the northeast portion of the Site during previous investigations by others. E.3. Field Screening Soil recovered from the soil borings was screened by the field technician for evidence of contamination, including odors, staining, and the presence of debris. PID screening of the soil generally exhibited organic vapor concentrations of less than 1 parts per million (ppm), which, based on site-specific field readings, is considered to be general background readings. Soil samples retrieved from boring SB-1, exhibited PID results ranging from 15.3 to 78.5 ppm in the 5-to-20-foot bgs interval, bluish grey staining, and a petroleum-like odor. Soil screening PID results are included on the boring logs in Appendix C. No other evidence of contamination was observed in the soil borings. Roers Companies, LLC Project B2307983.00 December 13, 2023 Page 12 E.4. Soil Analytical Results The soil analytical results can be compared with the Soil Reference Values (SRVs), Background Threshold Values (BTVs), and SLVs, which are also listed on Table 1. The SRVs and SLVs are allowable risk-based contaminant concentrations derived by the MPCA using risk assessment methodology, modeling, and risk management policy to guide investigation and cleanup actions. SRVs relate to direct-contact exposure scenarios and SLVs relate to potential leaching of contaminants to groundwater. BTVs were established by the MPCA based on an estimate of state-wide natural background concentrations for inorganics and ambient background concentrations for organics. BTVs are used in instances where the MPCA calculated a health-based SRV that is below estimated background values (MPCA guidance document c-r1-05, April 2021). Concentrations of contaminants in soil, SRVs, BTVs (where applicable), and SLVs are expressed in units of milligrams per kilogram (mg/kg). The following provides a summary of the soil analytical results:  No VOCs were detected at concentrations greater than or equal to the laboratory reporting limits, with the exception of soil sample SB-1 (7.5-10). sec-Butylbenzene was detected at a concentration of 0.217 mg/kg in sample SB-1 (7.5-10), which is below applicable regulatory standards.  PAHs were not detected at concentrations greater than or equal to the laboratory reporting limits in any of the three soil samples.  DRO was not detected at concentrations greater than or equal to the laboratory reporting in any of the three soil samples.  GRO was not detected at concentrations greater than or equal to the laboratory reporting limits with the exception of soil sample SB-1 (7.5-10) where it was detected at a concentration of 29.4 mg/kg, which did not exceed the MPCA unregulated fill criterion of 100 mg/kg.  Varying concentrations of the eight RCRA metals were detected in each of the soil samples analyzed. However, none of the detected metal concentrations exceeded applicable regulatory standards. Roers Companies, LLC Project B2307983.00 December 13, 2023 Page 13 E.5. Soil Vapor Analytical Results For comparison purposes, Table 2 includes Intrusion Screening Values (ISVs). ISVs were developed by the MPCA in coordination with the MDH as screening values for evaluating vapor intrusion risks from VOCs identified in indoor air. The potential for indoor air to be impacted by soil vapor intrusion can also be assessed using ISVs. Concentrations of VOCs in air or soil vapor and ISVs are expressed in units of micrograms per cubic meter (µg/m3). Per MPCA Vapor Investigation Guidance, soil vapor results are compared to 33X ISVs to assess vapor intrusion risk if building conditions are appropriate. According to the guidance, soil vapor concentrations greater than 33X ISVs indicate a vapor source with potential vapor intrusion risk is present. A Site with contaminant concentrations greater than 33X ISVs would typically require either mitigation or additional assessment of potential pathways and receptors to better quantify risks, which might include collection of sub-slab or indoor air samples. The following provides a summary of the soil vapor analytical results:  Various petroleum and non-petroleum related VOCs were identified in the soil vapor samples at concentrations less than 33X Residential ISVs, with the exception of benzene and 1,3-butadiene.  Benzene was detected at concentrations exceeding 33X the Residential ISV in soil vapor samples SV-1 and SV-5.  1,3-Butadiene was detected at concentrations exceeding 33X the Residential ISV in soil vapor samples SV-1, SV-2, SV-3, SV-5, and SV-6. 1,3-Butadiene also exceeded 33X the Commercial/Industrial ISV in soil vapor samples SV-1 and SV-5. E.6. Quality Assurance/Quality Control Samples were placed in clean, laboratory supplied containers, preserved, labeled, and transported to the Pace Analytical laboratory under refrigerated conditions using chain-of-custody procedures. Analyses were performed using EPA or other recognized standard procedures. A quality assessment of field procedures and analytical laboratory reports was performed to evaluate potential effects on data quality used to support project objectives. All applicable Braun Intertec SOPs were followed as prescribed unless otherwise noted in this report. Notable findings are provided in more detail below and incorporated, where necessary, into this report. Roers Companies, LLC Project B2307983.00 December 13, 2023 Page 14 A trip blank accompanied the investigative soil samples and was analyzed for VOCs. No contaminants were detected in the trip blank at concentrations greater than the laboratory method reporting limits. Data were reviewed prior to release, quality-control guidelines were generally met, and the data are considered usable. In summary, data quality control items identified during the quality review are considered to be minor and all data collected are acceptable for use in this investigation for the intended purpose of identifying soil and soil vapor impacts within the project area. F. Conclusions The objective of the Phase II ESA was to evaluate whether the soil and/or soil vapor beneath the Site has been impacted due to the RECs identified in the 2023 Phase I ESA and to evaluate potential impacts in areas of the Site that could affect Site redevelopment in order to develop response actions. The following conclusions are provided based on the results of the Phase II ESA:  Fill soils, consisting primarily of sandy lean clay, were encountered from the bottom of the concrete pavement to 7 feet bgs in soil borings SB-1 and SB-2. Underlying the fill soil was apparent native soil consisting mainly of sandy lean clay from 7 feet bgs to the termination of the soil borings at 20 feet bgs. No fill soils were encountered in SB-3, with apparent native soil consisting of sandy lean clay from the bottom of the concrete pavement to the termination of the soil boring at 20 feet bgs. Groundwater was not encountered in any of the borings at the Site.  Soil retrieved from boring SB-1 exhibited indications of contamination from 5- to 20-foot bgs. Boring SB-1 was advanced near the previously identified soil contamination associated with the off-Site petroleum release LS0009041 and monitoring wells MW-8 and MW-9 on the northeastern portion of the Site. Elevated PID results, staining, and petroleum-like odors at SB-1 indicates that the soil on the northeast portion of the Site will require additional management and/or disposal at a permitted landfill if soil disturbance were to occur in this area of the Site.  Laboratory analysis detected petroleum compounds including sec-butylbenzene (VOC) and GRO in soil sample SB-1 at concentrations below applicable regulatory standards. No other contaminant compounds were detected at or above applicable regulatory criteria in soil Roers Companies, LLC Project B2307983.00 December 13, 2023 Page 15 samples submitted for laboratory analysis. Based on these results, soils that do not field indications of contamination (e.g., no staining, odors, or elevated PID readings), would likely meet criteria for unrestricted reuse in accordance with MPCA guidance document c-rem1- 01 1.  Groundwater was not encountered in the three soil borings advanced during the Phase II ESA; however, previous investigations indicate that there is a potential to encounter perched contaminated groundwater on the northeast part of the Site.  Various petroleum and non-petroleum related VOCs were identified in the soil vapor samples at concentrations less than 33X Residential ISVs, with the exception of benzene and 1,3- butadiene. The detected on-Site benzene concentrations, and reviewed information indicative or remnant off-Site petroleum impacts, indicate that a future residential buildings would likely require soil vapor mitigation controls to be incorporated into building designs.  1,3-Butadiene was detected at concentrations exceeding 33X the Residential ISV in soil vapor samples SV-1, SV-2, SV-3, SV-5, and SV-6. 1,3-Butadiene also exceeded 33X the Commercial/Industrial ISV in soil vapor samples SV-1 and SV-5. As indicated in the MPCA document entitled Intrusion Screening Values Technical Support Document dated January 2021, c rem3-12 (MPCA 2021 ISV Technical Support Document), 1,3-butadiene is a product of incomplete combustion of fossil fuels and biomass, and it is also an industrial chemical used primarily in the production of polymers. 1,3-Butadiene is commonly detected in soil vapor samples due to ambient sources at concentrations above ISVs or 33X ISVs. Given there is no apparent historical source of 1,3-butadiene either on or adjacent to the Site, it is anticipated that the detections identified during the sampling event likely reflect a response from ambient non-point sources or are an artifact of the sampling process, rather than a release of contaminants at the Site. G. Recommendations Soil impacts were identified in the northeastern portion of the Site near the proposed stormwater management system and potential utility corridors. Soil vapor impacts were identified along the northern boundary of the Site, just east of the proposed west apartment building, and on the eastern portion of the Site, just north of the proposed east apartment building. 1 Best Management Practices for the Off-Site Reuse of Unregulated Fill, MPCA Remediation Division, c-rem1-01, dated February 2012. Roers Companies, LLC Project B2307983.00 December 13, 2023 Page 16 Based on the results of this assessment, the following recommendations are provided:  Additional investigation of the release likely will be required by the MPCA to define the magnitude and extent of soil and soil vapor contamination, to evaluate soil re-use and/or disposal options, and/or to obtain applicable liability assurances from the MPCA for the proposed development.  A soil vapor extraction, sub-slab depressurization, or similar system may be required at the Site in order to, at a minimum, minimize the potential for vapor intrusion or to remediate the elevated soil vapors present beneath the two proposed apartment buildings, or to mitigate a portion of the proposed apartment buildings.  Braun Intertec recommends that the Site be enrolled in the MPCA Petroleum Brownfields Program (PBP) to facilitate the redevelopment and to obtain applicable assurances from the MPCA regarding the soil and soil vapor impacts.  Braun Intertec recommends that once a development plan has been finalized, that a Response Action Plan/Construction Contingency Plan (RAP/CCP) should be prepared for review and approval by the MPCA PB Program. The RAP should incorporate updated construction plans and outline methods for segregating and handling potential impacted soil encountered during construction of the project. The RAP should also address the need for vapor barriers and/or other engineering controls for utilities installed in impacted areas. A Construction Contingency Plan (CCP) should be incorporated into the RAP to address the potential for encountering unknown environmental conditions during construction. H. Assessment Limitations The analyses and conclusions submitted in this report are based on field observations and the results of laboratory analyses of soil and soil vapor samples collected from the soil borings and soil vapor probes completed for this project. 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. Figures 11001 Hampshire Avenue S Minneapolis, MN 55438 952.995.2000 braunintertec.com Drawn By: Date Drawn: Checked By: Last Modified: F:\2023\B2307983\GIS\B2307983\B2307983.aprx Source: USGS US Topo Map SCALE: 1" = 2,000' Drawing No: Fig1_SiteLocation Project No: B2307983 9/14/2023 0 2,0001,000 ' o Approximate Site Location KH 9/14/2023 MMH Chanhassen, Minnesota 591 W. 78th Street Country Inn Hotel Site Location Map Figure 1 W. 78TH STREET MARKET BOULEVARDCOUNTRY INN AND SUITES HIGH TIMBER LOUNGE CHANHASSEN THEATER VENUE APARTMENTS ALDI FOODS OLD NATIONAL BANK MULTI-TENANT COMMERCIAL (TOWN SQUARE) MULTI-TENANT COMMERCIAL WENDY'S JIMMY JOHN'S MULTI-TENANT COMMERCIAL PAD-MOUNTED TRANSFORMER (TYP.) Project No: B2307983 Drawn By: Date Drawn: Checked By: Last Modified:9/14/23 Drawing No: F:\2023\B2307983\CAD\B2307983.dwg,P1,9/14/2023 12:49:14 PM B2307983 MMH 9/14/23 KH Country Inn Hotel 591 W. 78th Street Chanhassen, Minnesota Site Layout Figure 2952.995.2000 Minneapolis, MN 55438 11001 Hampshire Avenue S braunintertec.com N 0 SCALE:1"=150' 150'75' LS0009041 AND LS0017750 ST-2 ST-5 ST-3 ST-1 ST-4 APPROXIMATE LOCATION OF 550-GALLON FUEL OIL UST ASSOCIATED WITH LS00002524 THAT DID NOT LEAK (TANK #3) APPROXIMATE LOCATION OF LS00002524 550-GALLON FUEL OIL UST (TANK BASIN Z) APPROXIMATE LOCATION OF LS00009028 FUEL OIL 550-GALLON UST APPROXIMATE LOCATION OF LS00008585 560-GALLON FUEL OIL UST APPROXIMATE LOCATION OF LS00002524 550-GALLON FUEL OIL UST (TANK BASIN X) MW-8 MW-9 B-10 B-11 B-12 W.78TH STREETLAREDO DRIVEF:\2023\B2307983_00\CAD\B2307983-00.dwg,Previous,12/11/2023 1:20:45 PMbraunintertec.com 952.995.2000 Minneapolis, MN 55438 11001 Hampshire Avenue S Project No: B2307983-00 Drawn By: Date Drawn: Checked By: Last Modified: 12/11/23 Drawing No: Project Information Drawing Information B2307983.00 MMH 12/8/23 BK Chanhassen Multi-Family Development 591 W. 78th Street Chanhassen, Minnesota Previous Investigation Locations Figure 3 N 0 SCALE: 1"=60' 60'30' 1996 BRAUN INTERTEC REMEDIAL INVESTIGATION SOIL BORINGS DPRA SOIL BORINGS DPRA MONITORING WELLS LS0009041 AND LS0017750 ST-2 ST-5 ST-3 ST-1 ST-4 APPROXIMATE LOCATION OF 550-GALLON FUEL OIL UST ASSOCIATED WITH LS00002524 THAT DID NOT LEAK (TANK #3) APPROXIMATE LOCATION OF LS00002524 550-GALLON FUEL OIL UST (TANK BASIN Z) APPROXIMATE LOCATION OF LS00009028 FUEL OIL 550-GALLON UST APPROXIMATE LOCATION OF LS00008585 560-GALLON FUEL OIL UST APPROXIMATE LOCATION OF LS00002524 550-GALLON FUEL OIL UST (TANK BASIN X) MW-8 MW-9 B-10 B-11 B-12 W.78TH STREETLAREDO DRIVESV-1 SB-1 SV-2 SV-3 SV-4 SV-5 SV-6 SB-2 SB-3 F:\2023\B2307983_00\CAD\B2307983-00.dwg,Investigation,12/11/2023 1:21:27 PMbraunintertec.com 952.995.2000 Minneapolis, MN 55438 11001 Hampshire Avenue S Project No: B2307983-00 Drawn By: Date Drawn: Checked By: Last Modified: 12/11/23 Drawing No: Project Information Drawing Information B2307983.00 MMH 12/8/23 BK Chanhassen Multi-Family Development 591 W. 78th Street Chanhassen, Minnesota Investigation Locations Sketch Figure 4 N DPRA SOIL BORINGS 0 SCALE: 1"=60' 60'30' DPRA MONITORING WELLS 1996 BRAUN INTERTEC REMEDIAL INVESTIGATION SOIL BORINGS DENOTES APPROXIMATE LOCATION OF BRAUN 2023 SOIL VAPOR PROBE DENOTES APPROXIMATE LOCATION OF TEST BORING BRAUN 2023 STANDARD PENETRATION Tables Table 1Soil Analytical ResultsChanhassesn Multi‐FamilyChanhassen, MNProject B2307983.00SB‐1 (7.5‐10) SB‐2 (10‐12.5) SB‐3 (2.5‐5)11/17/2023 11/17/2023 11/17/2023Volatile Organic Compounds (VOCs) (mg/kg)sec‐Butylbenzene 135‐98‐80.217<0.0644 <0.0596 140 140 NEAll other reported VOCs‐‐‐<RL <RL <RL‐‐‐ ‐‐‐ ‐‐‐Polycyclic Aromatic Hydrocarbons (PAHs) (mg/kg)All reported PAHs‐‐‐<RL <RL <RL‐‐‐ ‐‐‐ ‐‐‐BaP Equivalent[c]‐‐‐0002BTV23 1.4Metals (mg/kg)Arsenic, Total 7440‐38‐24.2 3.1 5.79BTV9BTV5.8Barium, Total 7440‐39‐3117 71.1 1143,100 41,000 1,700Cadmium, Total 7440‐43‐90.29 0.2<0.33 [1]1.6 23 8.8Chromium, Total[e]7440‐47‐312.6 10.6 13.323,000/2.3[e]100,000/62[e]1,000,000,000/36[e]Lead, Total 7439‐92‐16.5 5.6 7.3200 460 2,700Mercury, Total 7439‐97‐6 <0.020 <0.0220.0442.7 3.1 3.3Selenium, Total 7782‐49‐2 <1.2 <1.1<2.2 [1]78 1,200 2.6Silver, Total 7440‐22‐4 <0.58 <0.57<1.1 [1]78 1,200 7.9Petroleum Parameters (mg/kg)Diesel Range Organics (DRO)‐‐‐<11.4 <11.7 <8.6Gasoline Range Organics (GRO)‐‐‐29.4 [2]<14.0 <12.9NotesMinnesota Pollution Control Agency (MPCA) Soil Reference Values (SRVs) updated in March 2023 and Soil Leaching Values (SLVs) updated in June 2013.mg/kg = Milligrams per kilogram.< = Not detected at or above the laboratory reporting limit indicated.‐‐‐ = Not analyzed or calculated for this parameter or not applicable.cPAH = Individual regulatory limit not established for this carcinogenic PAH; included in BaP equivalent calculation.NE = Regulatory limit not established for this parameter.[e] = Reported result is total chromium, regulatory limit for chromium III and chromium VI are provided.Exceeds Commercial/Industrial SRVExceeds SLVExceeds 100 mg/kg for DRO/GRO[1] = [D3] Sample was diluted due to the presence of high levels of non‐target analytes or other matrix interference.[2] = [GO] Early and late peaks present outside the GRO window.BTV = Background Threshold Value. BTVs are not calculated health based SRVs. The MPCA calculated SRVs were determined to be below background values (MPCA guidance document c‐r1‐05, April 2021).RL = Reporting limits for other parameters that are not listed individually in this table because their concentrations were below reporting limits provided in the laboratory report.Commercial/ Industrial SRV (mg/kg)100[f][c] = Benzo(a)pyrene (BaP) equivalent is calculated based on the concentration and weighted toxicity of cPAHs; MPCA; 2009. If no cPAHs were detected above reasonable laboratory reporting limits the BaP equivalent is reported as 0 mg/kg per MPCA Remediation Division Policy; June 2011.[f] = DRO/GRO concentrations greater than 100 mg/kg are not suitable for reuse as unregulated fill per MPCA Guidance Document c‐rem1‐01 "Best Management Practices for the Off‐SiteReuse of Unregulated Fill" (February 2012).Compound/Parameter CAS No.Sample Identifier and Date CollectedResidential/ Recreational SRV (mg/kg)SLV (mg/kg)MPCA Unreg. Fill Criterion 100[f]Page 1 of 1 Table 2Soil Vapor Analytical ResultsChanhassesn Multi‐FamilyChanhassen, MNProject B2307983.00SV‐1SV‐2SV‐3SV‐4SV‐5SV‐611/17/2023 11/17/2023 11/17/2023 11/17/2023 11/17/2023 11/17/2023Volatile Organic Compounds (VOCs) (μg/m3)Acetone 67‐64‐1575 195328 [1]13.9 74.6 50.41,100,000 3,700,000Benzene 71‐43‐2190 12.3 7.00 0.687 82.4 17.443 3701,3‐Butadiene 106‐99‐01680 38.1 19.5< 4.4391.8 60.89.3 902‐Butanone (Methyl ethyl ketone, MEK) 78‐93‐399.7 34.5 18.2< 3.6925.5 9.26100,000 370,000Carbon disulfide 75‐15‐01890 20.2 1.17< 0.6223.11 3.8628,000 93,000Chloromethane 74‐87‐329.3 2.54 1.68 1.46 3.22 2.833,100 11,000Cyclohexane 110‐82‐787.1 3.96 1.95< 0.68910.5 4.68210,000 700,0001,4‐Dichlorobenzene 106‐46‐71.68< 1.20 < 1.20 < 1.20 < 1.20 < 1.20 2,100 7,000Dichlorodifluoromethane (Freon 12) 75‐71‐8< 0.989 < 0.9892.38 2.56< 0.989 < 0.989 NE NEEthanol 64‐17‐534.9 37.3 19.6 30.2 15.4 14.5NE NEEthylbenzene 100‐41‐429.0 4.21 1.76< 0.86742.8 5.51140 1,3004‐Ethyltoluene 622‐96‐81.09< 0.982 < 0.982 < 0.9825.55 1.23NE NEn‐Heptane 142‐82‐5334 18.4 7.69< 0.818 < 0.81813.014,000 47,000n‐Hexane 110‐54‐3243 19.6 13.7< 2.22102 26.024,000 83,0002‐Hexanone (Methyl butyl ketone) 591‐78‐615.6 6.91< 5.11 < 5.11 < 5.11 < 5.11 1,000 3,700Methylene chloride (Dichloromethane) 75‐09‐2< 0.694 < 0.694 < 0.6940.906< 0.694 < 0.694 21,000 70,0002‐Propanol (Isopropyl alcohol) 67‐63‐0< 3.0728.5 8.55 3.64 13.2 84.17,000 23,000Propylene 115‐07‐1< 2.15166 150< 2.15 < 2.15 < 2.15 100,000 370,000Styrene 100‐42‐53.56< 0.851 < 0.851 < 0.851 < 0.851 < 0.851 31,000 110,000Toluene 108‐88‐388.9< 1.884.56< 1.88159 19.4140,000 470,000Trichloroethene (TCE) 79‐01‐6< 1.07 < 1.07 < 1.073.17< 1.07 < 1.0770[b]230[b]Trichlorofluoromethane (Freon 11) 75‐69‐4< 1.12 < 1.12 < 1.121.65< 1.12 < 1.12 33,000 120,0001,2,4‐Trimethylbenzene 95‐63‐62.90 1.25< 0.982 < 0.98223.2 6.092,100 7,0001,3,5‐Trimethylbenzene 108‐67‐81.34 1.61< 0.982 < 0.9829.72 3.572,100 7,000Vinyl chloride 75‐01‐44.42< 0.511 < 0.511 < 0.511 < 0.511 < 0.511 57730[c]Xylenes, m‐ & p‐179601‐23‐116.6 4.51 4.13< 1.7395.4 5.85NE NEXylene, o‐95‐47‐67.67 3.11 1.86< 0.86733.6 2.70NE NEXylenes, Total 1330‐20‐724.27 7.62 5.99<RL129 8.553,300[d]12,000[d]All other reported VOCs‐‐‐<RL <RL <RL <RL <RL <RL‐‐‐ ‐‐‐NotesMinnesota Pollution Control Agency (MPCA) Intrusion Screening Values (ISVs) were updated in January 2021.µg/m3 = Micrograms per cubic meter.< = Not detected at or above the laboratory reporting limit indicated.‐‐‐ = Not analyzed or calculated for this parameter or not applicable.RL = Reporting limits for other parameters that are not listed individually in this table because their concentrations were below reporting limits provided in the laboratory report.NE = Regulatory limit not established for this parameter.[c] = The vinyl chloride Residential ISV should be used for all buildings where children are or may be present.[d] = The laboratory reports values for m‐ & p‐ xylenes and o‐xylene, however the regulatory limit is for the combination of m‐, p‐, and o‐xylenes.Exceeds 33X Residential ISVExceeds 33X Commercial/Industrial ISV33X Residential ISV (µg/m3)33X Commercial/ Industrial ISV (µg/m3)Compound/Parameter CAS No.Sample Identifier and Date Collected[b] = In existing buildings, indoor air results exceeding the ISV or sub‐slab results exceeding 33X ISV may require expedited action when a woman who is pregnant or could become pregnant is present.[1] = [E] ‐ The analyte concentration exceeds the upper limit of the calibration range of the instrument established by the initial calibration (ICAL).Page 1 of 1 Appendix A Proposed Development Plans VENUE APARTMENTS ALDI CHANHASSEN STATION CHANHASSEN DINNER THEATERS 974 977 964 23,685 SF RETAIL PARKING6,431 SF RESIDENTIAL 8,360 SF RETAIL 3,564 SF RETAIL 960 18 STALLS 13 STALLS 13 STALLS 5 STALLS973973 FUTURE LOREDO DRIVE EXTENSION21,540 SF RESIDENTIAL 1,554 SF ROOFROOFMARKET BLVDW 78TH ST MARKET ST DN RESTAURANT PATIO 3,887 SF AMENITY 1,944 SF 8,693 SF RETAIL 4,070 SF AMENITY15,408 SF RESIDENT PARKING 3,564 SF RETAIL PLAN NORTH Scale:1" = 80'-0" Market Blvd & W 78th St DISTRICT SITE PLAN 6/21/2023 Chanhassen, MN 56,806 SF PARKING 44,412 SF PARKING EXISTING RETAINING WALL TO BE REPLACED IN KIND EXISTING RETAINING WALL TO BE REMOVED - FOUNDATION WALL EXPOSED HOUSING ABOVE (UNEXCAVATED) 1,428 SF BOHSLOPE UP SLOPE DN MOVE IN 35,594 SF RESIDENTIAL 29,780 SF RESIDENTIAL 7,724 SF AMENITY UNIT TERRACES 3,122 SF AMENITY PLAN NORTH Scale:1" = 80'-0" Market Blvd & W 78th St FLOOR PLANS 6/21/2023 Chanhassen, MN MINUS 1 LEVEL LEVEL 2 PLAN 39,119 SF RESIDENTIAL 32,841 SF RESIDENTIAL PLAN NORTH Scale:1" = 80'-0" Market Blvd & W 78th St FLOOR PLANS 6/21/2023 Chanhassen, MN TYPICAL UPPER LEVEL FLOOR PLAN Appendix B Previous Investigation Data Appendix C Soil Boring Logs Elev./ Depth ft 0.3 7.0 20.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) PAVEMENT, 4 inches of concrete FILL: SANDY LEAN CLAY (CL), trace Gravel, grayish brown, moist SANDY LEAN CLAY (CL), trace Gravel, grayish brown, moist, petroleum-like odor END OF BORING Boring immediately grouted 5 10 15 20 25 30 SampleRecovery % 100 100 100 100 PID ppm 1.5 1.8 15.3 28.1 60.8 71.2 78.5 73.2 Temp. Well Tests or Remarks Soil sample SB-1 (7.5-10’) @ 09:30 collected for analytical testing LOG OF BORING Environmental Boring Log -Not For Geotechnical Design Project Number B2307983.00 Environmental Investigation Chanhassen Multi-Family 591 West 78th Street Chanhassen, Minnesota BORING:SB-1 LOCATION: Estimated. DATUM:WGS 84 LATITUDE:44.86201 LONGITUDE:-93.53605 DRILLER:Range Environmental LOGGED BY:L. Krogstad WEATHER:30°, clear SURFACE ELEVATION:RIG:Subcontractor METHOD:Direct Push During Drilling Not Encountered START DATE:11/17/23 END DATE:11/17/23 SURFACING:Concrete After Drilling B2307983.00 Braun Intertec Corporation Print Date:12/01/2023 SB-1 page 1 of 1 Elev./ Depth ft 0.4 7.0 20.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) PAVEMENT, 5 inches of concrete FILL: SANDY LEAN CLAY (CL), trace Gravel, grayish brown, moist SANDY LEAN CLAY (CL), trace Gravel, grayish brown, moist END OF BORING Boring immediately grouted 5 10 15 20 25 30 SampleRecovery % 100 100 100 100 PID ppm 0.1 0.1 0.2 0.1 0.1 0.1 0.1 0.0 Temp. Well Tests or Remarks Soil sample SB-2 (10-12.5’) @ 11:30 collected for analytical testing LOG OF BORING Environmental Boring Log -Not For Geotechnical Design Project Number B2307983.00 Environmental Investigation Chanhassen Multi-Family 591 West 78th Street Chanhassen, Minnesota BORING:SB-2 LOCATION: Estimated. DATUM:WGS 84 LATITUDE:44.86176 LONGITUDE:-93.53616 DRILLER:Range Environmental LOGGED BY:L. Krogstad WEATHER:35°, clear SURFACE ELEVATION:RIG:Subcontractor METHOD:Direct Push During Drilling Not Encountered START DATE:11/17/23 END DATE:11/17/23 SURFACING:Concrete After Drilling B2307983.00 Braun Intertec Corporation Print Date:12/01/2023 SB-2 page 1 of 1 Elev./ Depth ft 0.3 20.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) PAVEMENT, 4 inches of concrete SANDY LEAN CLAY (CL), trace Gravel, grayish brown, moist END OF BORING Boring immediately grouted 5 10 15 20 25 30 SampleRecovery % 100 100 100 100 PID ppm 0.1 0.0 0.1 0.1 0.0 0.0 0.0 0.0 Temp. Well Tests or Remarks Soil sample SB-3 (2.5-5’) @ 10:10 collected for analytical testing LOG OF BORING Environmental Boring Log -Not For Geotechnical Design Project Number B2307983.00 Environmental Investigation Chanhassen Multi-Family 591 West 78th Street Chanhassen, Minnesota BORING:SB-3 LOCATION: Estimated. DATUM:WGS 84 LATITUDE:44.86176 LONGITUDE:-93.53574 DRILLER:Range Environmental LOGGED BY:L. Krogstad WEATHER:35°, clear SURFACE ELEVATION:RIG:Subcontractor METHOD:Direct Push During Drilling Not Encountered START DATE:11/17/23 END DATE:11/17/23 SURFACING:Concrete After Drilling B2307983.00 Braun Intertec Corporation Print Date:12/01/2023 SB-3 page 1 of 1 Appendix D Laboratory Analytical Reports ANALYTICAL REPORT December 08, 2023 Braun Intertec - MN Sample Delivery Group:L1681104 Samples Received:11/22/2023 Project Number:B2307983.00 Description: Report To:Brayden Kuester 11001 Hampshire Ave South Minneapolis, MN 55438 Entire Report Reviewed By: December 08, 2023 [Preliminary Report] Jennifer A McCurdy Project Manager Results relate only to the items tested or calibrated and are reported as rounded values. This test report shall not be reproduced, except in full, without written approval of the laboratory. Where applicable, sampling conducted by Pace Analytical National is performed per guidance provided in laboratory standard operating procedures ENV-SOP-MTJL-0067 and ENV-SOP-MTJL-0068. Where sampling conducted by the customer, results relate to the accuracy of the information provided, and as the samples are received. Pace Analytical National 12065 Lebanon Rd Mount Juliet, TN 37122 615-758-5858 800-767-5859 www.pacenational.com 1 Cp 2 Tc 3 Ss 4 Cn 5 Sr 6 Qc 7 Gl 8 Al 9 Sc ACCOUNT:PROJECT:SDG:DATE/TIME:PAGE: Braun Intertec - MN B2307983.00 L1681104 12/08/23 11:38 1 of 26 December 08, 2023 Jennifer A McCurdy Project Manager ACCOUNT:PROJECT:SDG:DATE/TIME:PAGE: Braun Intertec - MN B2307983.00 L1681104 12/08/23 14:21 1 of 26 TABLE OF CONTENTS Cp: Cover Page 1 Tc: Table of Contents 2 Ss: Sample Summary 3 Cn: Case Narrative 4 Sr: Sample Results 5 SV-1 L1681104-01 5 SV-2 L1681104-02 7 SV-3 L1681104-03 9 SV-4 L1681104-04 11 SV-5 L1681104-05 13 SV-6 L1681104-06 15 Qc: Quality Control Summary 17 Volatile Organic Compounds (MS) by Method TO-15 17 Gl: Glossary of Terms 24 Al: Accreditations & Locations 25 Sc: Sample Chain of Custody 26 1 Cp 2 Tc 3 Ss 4 Cn 5 Sr 6 Qc 7 Gl 8 Al 9 Sc ACCOUNT:PROJECT:SDG:DATE/TIME:PAGE: Braun Intertec - MN B2307983.00 L1681104 12/08/23 11:38 2 of 26 ACCOUNT:PROJECT:SDG:DATE/TIME:PAGE: Braun Intertec - MN B2307983.00 L1681104 12/08/23 14:21 2 of 26 SAMPLE SUMMARY Collected by Collected date/time Received date/time SV-1 L1681104-01 Air 11/17/23 12:45 11/22/23 13:30 Method Batch Dilution Preparation Analysis Analyst Location date/time date/time Volatile Organic Compounds (MS) by Method TO-15 WG2177611 1 11/26/23 23:48 11/26/23 23:48 DAH Mt. Juliet, TN Volatile Organic Compounds (MS) by Method TO-15 WG2179377 10 11/29/23 17:55 11/29/23 17:55 DAH Mt. Juliet, TN Volatile Organic Compounds (MS) by Method TO-15 WG2180199 20 11/30/23 17:45 11/30/23 17:45 DAH Mt. Juliet, TN Collected by Collected date/time Received date/time SV-2 L1681104-02 Air 11/17/23 12:27 11/22/23 13:30 Method Batch Dilution Preparation Analysis Analyst Location date/time date/time Volatile Organic Compounds (MS) by Method TO-15 WG2177611 1 11/27/23 00:28 11/27/23 00:28 DAH Mt. Juliet, TN Volatile Organic Compounds (MS) by Method TO-15 WG2184929 10 12/07/23 23:32 12/07/23 23:32 DAH Mt. Juliet, TN Collected by Collected date/time Received date/time SV-3 L1681104-03 Air 11/17/23 12:08 11/22/23 13:30 Method Batch Dilution Preparation Analysis Analyst Location date/time date/time Volatile Organic Compounds (MS) by Method TO-15 WG2177611 1 11/27/23 01:07 11/27/23 01:07 MNP Mt. Juliet, TN Volatile Organic Compounds (MS) by Method TO-15 WG2179377 10 11/29/23 18:54 11/29/23 18:54 DAH Mt. Juliet, TN Collected by Collected date/time Received date/time SV-4 L1681104-04 Air 11/17/23 11:23 11/22/23 13:30 Method Batch Dilution Preparation Analysis Analyst Location date/time date/time Volatile Organic Compounds (MS) by Method TO-15 WG2177611 1 11/27/23 01:46 11/27/23 01:46 MNP Mt. Juliet, TN Collected by Collected date/time Received date/time SV-5 L1681104-05 Air 11/17/23 11:03 11/22/23 13:30 Method Batch Dilution Preparation Analysis Analyst Location date/time date/time Volatile Organic Compounds (MS) by Method TO-15 WG2177611 1 11/27/23 02:25 11/27/23 02:25 DAH Mt. Juliet, TN Collected by Collected date/time Received date/time SV-6 L1681104-06 Air 11/17/23 10:37 11/22/23 13:30 Method Batch Dilution Preparation Analysis Analyst Location date/time date/time Volatile Organic Compounds (MS) by Method TO-15 WG2177611 1 11/27/23 03:04 11/27/23 03:04 DAH Mt. Juliet, TN 1 Cp 2 Tc 3 Ss 4 Cn 5 Sr 6 Qc 7 Gl 8 Al 9 Sc ACCOUNT:PROJECT:SDG:DATE/TIME:PAGE: Braun Intertec - MN B2307983.00 L1681104 12/08/23 11:38 3 of 26 ACCOUNT:PROJECT:SDG:DATE/TIME:PAGE: Braun Intertec - MN B2307983.00 L1681104 12/08/23 14:21 3 of 26 CASE NARRATIVE All sample aliquots were received at the correct temperature, in the proper containers, with the appropriate preservatives, and within method specified holding times, unless qualified or notated within the report. Where applicable, all MDL (LOD) and RDL (LOQ) values reported for environmental samples have been corrected for the dilution factor used in the analysis. All Method and Batch Quality Control are within established criteria except where addressed in this case narrative, a non-conformance form or properly qualified within the sample results. By my digital signature below, I affirm to the best of my knowledge, all problems/anomalies observed by the laboratory as having the potential to affect the quality of the data have been identified by the laboratory, and no information or data have been knowingly withheld that would affect the quality of the data. [Preliminary Report] Jennifer A McCurdy Project Manager 1 Cp 2 Tc 3 Ss 4 Cn 5 Sr 6 Qc 7 Gl 8 Al 9 Sc ACCOUNT:PROJECT:SDG:DATE/TIME:PAGE: Braun Intertec - MN B2307983.00 L1681104 12/08/23 11:38 4 of 26 Jennifer A McCurdy Project Manager ACCOUNT:PROJECT:SDG:DATE/TIME:PAGE: Braun Intertec - MN B2307983.00 L1681104 12/08/23 14:21 4 of 26 SAMPLE RESULTS - 01 L1681104 SV-1 Collected date/time: 11/17/23 12:45 Volatile Organic Compounds (MS) by Method TO-15 CAS #Mol. Wt.RDL1 RDL2 Result Result Qualifier Dilution Batch Analyte ppbv ug/m3 ppbv ug/m3 Acetone 67-64-1 58.10 12.5 29.7 242 575 10 WG2179377 Benzene 71-43-2 78.10 0.200 0.639 59.4 190 1 WG2177611 Benzyl Chloride 100-44-7 127 0.200 1.04 ND ND 1 WG2177611 Bromodichloromethane 75-27-4 164 0.200 1.34 ND ND 1 WG2177611 Bromoform 75-25-2 253 0.600 6.21 ND ND 1 WG2177611 Bromomethane 74-83-9 94.90 0.200 0.776 ND ND 1 WG2177611 1,3-Butadiene 106-99-0 54.10 40.0 88.5 758 1680 20 WG2180199 Carbon disulfide 75-15-0 76.10 2.00 6.22 606 1890 10 WG2179377 Carbon tetrachloride 56-23-5 154 0.200 1.26 ND ND 1 WG2177611 Chlorobenzene 108-90-7 113 0.200 0.924 ND ND 1 WG2177611 Chloroethane 75-00-3 64.50 0.200 0.528 ND ND 1 WG2177611 Chloroform 67-66-3 119 0.200 0.973 ND ND 1 WG2177611 Chloromethane 74-87-3 50.50 0.200 0.413 14.2 29.3 1 WG2177611 Cyclohexane 110-82-7 84.20 0.200 0.689 25.3 87.1 1 WG2177611 Dibromochloromethane 124-48-1 208 0.200 1.70 ND ND 1 WG2177611 1,2-Dibromoethane 106-93-4 188 0.200 1.54 ND ND 1 WG2177611 1,2-Dichlorobenzene 95-50-1 147 0.200 1.20 ND ND 1 WG2177611 1,3-Dichlorobenzene 541-73-1 147 0.200 1.20 ND ND 1 WG2177611 1,4-Dichlorobenzene 106-46-7 147 0.200 1.20 0.279 1.68 1 WG2177611 1,2-Dichloroethane 107-06-2 99 0.200 0.810 ND ND 1 WG2177611 1,1-Dichloroethane 75-34-3 98 0.200 0.802 ND ND 1 WG2177611 1,1-Dichloroethene 75-35-4 96.90 0.200 0.793 ND ND 1 WG2177611 cis-1,2-Dichloroethene 156-59-2 96.90 0.200 0.793 ND ND 1 WG2177611 trans-1,2-Dichloroethene 156-60-5 96.90 0.200 0.793 ND ND 1 WG2177611 1,2-Dichloropropane 78-87-5 113 0.200 0.924 ND ND 1 WG2177611 cis-1,3-Dichloropropene 10061-01-5 111 0.200 0.908 ND ND 1 WG2177611 trans-1,3-Dichloropropene 10061-02-6 111 0.200 0.908 ND ND 1 WG2177611 Ethanol 64-17-5 46.10 2.50 4.71 18.5 34.9 1 WG2177611 Ethylbenzene 100-41-4 106 0.200 0.867 6.70 29.0 1 WG2177611 4-Ethyltoluene 622-96-8 120 0.200 0.982 0.222 1.09 1 WG2177611 Ethyl acetate 141-78-6 88 0.630 2.27 ND ND 1 WG2177611 Trichlorofluoromethane 75-69-4 137.40 0.200 1.12 ND ND 1 WG2177611 Dichlorodifluoromethane 75-71-8 120.92 0.200 0.989 ND ND 1 WG2177611 1,1,2-Trichlorotrifluoroethane 76-13-1 187.40 0.200 1.53 ND ND 1 WG2177611 1,2-Dichlorotetrafluoroethane 76-14-2 171 0.200 1.40 ND ND 1 WG2177611 Heptane 142-82-5 100 0.200 0.818 81.6 334 1 WG2177611 Hexachloro-1,3-butadiene 87-68-3 261 0.630 6.73 ND ND 1 WG2177611 n-Hexane 110-54-3 86.20 0.630 2.22 68.8 243 1 WG2177611 Isopropylbenzene 98-82-8 120.20 0.200 0.983 0.294 1.45 1 WG2177611 Methylene Chloride 75-09-2 84.90 0.200 0.694 ND ND 1 WG2177611 Methyl Butyl Ketone 591-78-6 100 1.25 5.11 3.81 15.6 1 WG2177611 2-Butanone (MEK)78-93-3 72.10 1.25 3.69 33.8 99.7 1 WG2177611 4-Methyl-2-pentanone (MIBK)108-10-1 100.10 1.25 5.12 ND ND 1 WG2177611 Methyl methacrylate 80-62-6 100.12 0.200 0.819 ND ND 1 WG2177611 MTBE 1634-04-4 88.10 0.200 0.721 ND ND 1 WG2177611 Naphthalene 91-20-3 128 0.630 3.30 ND ND 1 WG2177611 2-Propanol 67-63-0 60.10 1.25 3.07 ND ND 1 WG2177611 Propene 115-07-1 42.10 1.25 2.15 ND ND 1 WG2177611 Styrene 100-42-5 104 0.200 0.851 0.837 3.56 1 WG2177611 1,1,2,2-Tetrachloroethane 79-34-5 168 0.200 1.37 ND ND 1 WG2177611 Tetrachloroethylene 127-18-4 166 0.200 1.36 ND ND 1 WG2177611 Tetrahydrofuran 109-99-9 72.10 0.200 0.590 ND ND 1 WG2177611 Toluene 108-88-3 92.10 0.500 1.88 23.6 88.9 1 WG2177611 1,2,4-Trichlorobenzene 120-82-1 181 0.630 4.66 ND ND 1 WG2177611 1,1,1-Trichloroethane 71-55-6 133 0.200 1.09 ND ND 1 WG2177611 1,1,2-Trichloroethane 79-00-5 133 0.200 1.09 ND ND 1 WG2177611 1 Cp 2 Tc 3 Ss 4 Cn 5 Sr 6 Qc 7 Gl 8 Al 9 Sc ACCOUNT:PROJECT:SDG:DATE/TIME:PAGE: Braun Intertec - MN B2307983.00 L1681104 12/08/23 11:38 5 of 26 ACCOUNT:PROJECT:SDG:DATE/TIME:PAGE: Braun Intertec - MN B2307983.00 L1681104 12/08/23 14:21 5 of 26 SAMPLE RESULTS - 01 L1681104 SV-1 Collected date/time: 11/17/23 12:45 Volatile Organic Compounds (MS) by Method TO-15 CAS #Mol. Wt.RDL1 RDL2 Result Result Qualifier Dilution Batch Analyte ppbv ug/m3 ppbv ug/m3 Trichloroethylene 79-01-6 131 0.200 1.07 ND ND 1 WG2177611 1,2,4-Trimethylbenzene 95-63-6 120 0.200 0.982 0.590 2.90 1 WG2177611 1,3,5-Trimethylbenzene 108-67-8 120 0.200 0.982 0.273 1.34 1 WG2177611 2,2,4-Trimethylpentane 540-84-1 114.22 0.200 0.934 ND ND 1 WG2177611 Vinyl chloride 75-01-4 62.50 0.200 0.511 1.73 4.42 1 WG2177611 Vinyl Bromide 593-60-2 106.95 0.200 0.875 ND ND 1 WG2177611 Vinyl acetate 108-05-4 86.10 0.630 2.22 ND ND 1 WG2177611 Xylenes, Total 1330-20-7 106.16 0.600 2.61 5.59 24.3 1 WG2177611 m&p-Xylene 1330-20-7 106 0.400 1.73 3.82 16.6 1 WG2177611 o-Xylene 95-47-6 106 0.200 0.867 1.77 7.67 1 WG2177611 (S) 1,4-Bromofluorobenzene 460-00-4 175 60.0-140 98.8 WG2177611 (S) 1,4-Bromofluorobenzene 460-00-4 175 60.0-140 85.3 WG2179377 (S) 1,4-Bromofluorobenzene 460-00-4 175 60.0-140 101 WG2180199 1 Cp 2 Tc 3 Ss 4 Cn 5 Sr 6 Qc 7 Gl 8 Al 9 Sc ACCOUNT:PROJECT:SDG:DATE/TIME:PAGE: Braun Intertec - MN B2307983.00 L1681104 12/08/23 11:38 6 of 26 ACCOUNT:PROJECT:SDG:DATE/TIME:PAGE: Braun Intertec - MN B2307983.00 L1681104 12/08/23 14:21 6 of 26 SAMPLE RESULTS - 02 L1681104 SV-2 Collected date/time: 11/17/23 12:27 Volatile Organic Compounds (MS) by Method TO-15 CAS #Mol. Wt.RDL1 RDL2 Result Result Qualifier Dilution Batch Analyte ppbv ug/m3 ppbv ug/m3 Acetone 67-64-1 58.10 12.5 29.7 82.2 195 10 WG2184929 Benzene 71-43-2 78.10 0.200 0.639 3.86 12.3 1 WG2177611 Benzyl Chloride 100-44-7 127 0.200 1.04 ND ND 1 WG2177611 Bromodichloromethane 75-27-4 164 0.200 1.34 ND ND 1 WG2177611 Bromoform 75-25-2 253 0.600 6.21 ND ND 1 WG2177611 Bromomethane 74-83-9 94.90 0.200 0.776 ND ND 1 WG2177611 1,3-Butadiene 106-99-0 54.10 2.00 4.43 17.2 38.1 1 WG2177611 Carbon disulfide 75-15-0 76.10 0.200 0.622 6.48 20.2 1 WG2177611 Carbon tetrachloride 56-23-5 154 0.200 1.26 ND ND 1 WG2177611 Chlorobenzene 108-90-7 113 0.200 0.924 ND ND 1 WG2177611 Chloroethane 75-00-3 64.50 0.200 0.528 ND ND 1 WG2177611 Chloroform 67-66-3 119 0.200 0.973 ND ND 1 WG2177611 Chloromethane 74-87-3 50.50 0.200 0.413 1.23 2.54 1 WG2177611 Cyclohexane 110-82-7 84.20 0.200 0.689 1.15 3.96 1 WG2177611 Dibromochloromethane 124-48-1 208 0.200 1.70 ND ND 1 WG2177611 1,2-Dibromoethane 106-93-4 188 0.200 1.54 ND ND 1 WG2177611 1,2-Dichlorobenzene 95-50-1 147 0.200 1.20 ND ND 1 WG2177611 1,3-Dichlorobenzene 541-73-1 147 0.200 1.20 ND ND 1 WG2177611 1,4-Dichlorobenzene 106-46-7 147 0.200 1.20 ND ND 1 WG2177611 1,2-Dichloroethane 107-06-2 99 0.200 0.810 ND ND 1 WG2177611 1,1-Dichloroethane 75-34-3 98 0.200 0.802 ND ND 1 WG2177611 1,1-Dichloroethene 75-35-4 96.90 0.200 0.793 ND ND 1 WG2177611 cis-1,2-Dichloroethene 156-59-2 96.90 0.200 0.793 ND ND 1 WG2177611 trans-1,2-Dichloroethene 156-60-5 96.90 0.200 0.793 ND ND 1 WG2177611 1,2-Dichloropropane 78-87-5 113 0.200 0.924 ND ND 1 WG2177611 cis-1,3-Dichloropropene 10061-01-5 111 0.200 0.908 ND ND 1 WG2177611 trans-1,3-Dichloropropene 10061-02-6 111 0.200 0.908 ND ND 1 WG2177611 Ethanol 64-17-5 46.10 2.50 4.71 19.8 37.3 1 WG2177611 Ethylbenzene 100-41-4 106 0.200 0.867 0.972 4.21 1 WG2177611 4-Ethyltoluene 622-96-8 120 0.200 0.982 ND ND 1 WG2177611 Ethyl acetate 141-78-6 88 0.630 2.27 ND ND 1 WG2177611 Trichlorofluoromethane 75-69-4 137.40 0.200 1.12 ND ND 1 WG2177611 Dichlorodifluoromethane 75-71-8 120.92 0.200 0.989 ND ND 1 WG2177611 1,1,2-Trichlorotrifluoroethane 76-13-1 187.40 0.200 1.53 ND ND 1 WG2177611 1,2-Dichlorotetrafluoroethane 76-14-2 171 0.200 1.40 ND ND 1 WG2177611 Heptane 142-82-5 100 0.200 0.818 4.49 18.4 1 WG2177611 Hexachloro-1,3-butadiene 87-68-3 261 0.630 6.73 ND ND 1 WG2177611 n-Hexane 110-54-3 86.20 0.630 2.22 5.56 19.6 1 WG2177611 Isopropylbenzene 98-82-8 120.20 0.200 0.983 ND ND 1 WG2177611 Methylene Chloride 75-09-2 84.90 0.200 0.694 ND ND 1 WG2177611 Methyl Butyl Ketone 591-78-6 100 1.25 5.11 1.69 6.91 1 WG2177611 2-Butanone (MEK)78-93-3 72.10 1.25 3.69 11.7 34.5 1 WG2177611 4-Methyl-2-pentanone (MIBK)108-10-1 100.10 1.25 5.12 ND ND 1 WG2177611 Methyl methacrylate 80-62-6 100.12 0.200 0.819 ND ND 1 WG2177611 MTBE 1634-04-4 88.10 0.200 0.721 ND ND 1 WG2177611 Naphthalene 91-20-3 128 0.630 3.30 ND ND 1 WG2177611 2-Propanol 67-63-0 60.10 1.25 3.07 11.6 28.5 1 WG2177611 Propene 115-07-1 42.10 12.5 21.5 96.3 166 10 WG2184929 Styrene 100-42-5 104 0.200 0.851 ND ND 1 WG2177611 1,1,2,2-Tetrachloroethane 79-34-5 168 0.200 1.37 ND ND 1 WG2177611 Tetrachloroethylene 127-18-4 166 0.200 1.36 ND ND 1 WG2177611 Tetrahydrofuran 109-99-9 72.10 0.200 0.590 ND ND 1 WG2177611 Toluene 108-88-3 92.10 0.500 1.88 ND ND 1 WG2177611 1,2,4-Trichlorobenzene 120-82-1 181 0.630 4.66 ND ND 1 WG2177611 1,1,1-Trichloroethane 71-55-6 133 0.200 1.09 ND ND 1 WG2177611 1,1,2-Trichloroethane 79-00-5 133 0.200 1.09 ND ND 1 WG2177611 1 Cp 2 Tc 3 Ss 4 Cn 5 Sr 6 Qc 7 Gl 8 Al 9 Sc ACCOUNT:PROJECT:SDG:DATE/TIME:PAGE: Braun Intertec - MN B2307983.00 L1681104 12/08/23 11:38 7 of 26 ACCOUNT:PROJECT:SDG:DATE/TIME:PAGE: Braun Intertec - MN B2307983.00 L1681104 12/08/23 14:21 7 of 26 SAMPLE RESULTS - 02 L1681104 SV-2 Collected date/time: 11/17/23 12:27 Volatile Organic Compounds (MS) by Method TO-15 CAS #Mol. Wt.RDL1 RDL2 Result Result Qualifier Dilution Batch Analyte ppbv ug/m3 ppbv ug/m3 Trichloroethylene 79-01-6 131 0.200 1.07 ND ND 1 WG2177611 1,2,4-Trimethylbenzene 95-63-6 120 0.200 0.982 0.255 1.25 1 WG2177611 1,3,5-Trimethylbenzene 108-67-8 120 0.200 0.982 0.328 1.61 1 WG2177611 2,2,4-Trimethylpentane 540-84-1 114.22 0.200 0.934 1.83 8.55 1 WG2177611 Vinyl chloride 75-01-4 62.50 0.200 0.511 ND ND 1 WG2177611 Vinyl Bromide 593-60-2 106.95 0.200 0.875 ND ND 1 WG2177611 Vinyl acetate 108-05-4 86.10 0.630 2.22 ND ND 1 WG2177611 Xylenes, Total 1330-20-7 106.16 0.600 2.61 1.76 7.64 1 WG2177611 m&p-Xylene 1330-20-7 106 0.400 1.73 1.04 4.51 1 WG2177611 o-Xylene 95-47-6 106 0.200 0.867 0.717 3.11 1 WG2177611 (S) 1,4-Bromofluorobenzene 460-00-4 175 60.0-140 96.9 WG2177611 (S) 1,4-Bromofluorobenzene 460-00-4 175 60.0-140 99.8 WG2184929 1 Cp 2 Tc 3 Ss 4 Cn 5 Sr 6 Qc 7 Gl 8 Al 9 Sc ACCOUNT:PROJECT:SDG:DATE/TIME:PAGE: Braun Intertec - MN B2307983.00 L1681104 12/08/23 11:38 8 of 26 ACCOUNT:PROJECT:SDG:DATE/TIME:PAGE: Braun Intertec - MN B2307983.00 L1681104 12/08/23 14:21 8 of 26 SAMPLE RESULTS - 03 L1681104 SV-3 Collected date/time: 11/17/23 12:08 Volatile Organic Compounds (MS) by Method TO-15 CAS #Mol. Wt.RDL1 RDL2 Result Result Qualifier Dilution Batch Analyte ppbv ug/m3 ppbv ug/m3 Acetone 67-64-1 58.10 1.25 2.97 138 328 E 1 WG2177611 Benzene 71-43-2 78.10 0.200 0.639 2.19 7.00 1 WG2177611 Benzyl Chloride 100-44-7 127 0.200 1.04 ND ND 1 WG2177611 Bromodichloromethane 75-27-4 164 0.200 1.34 ND ND 1 WG2177611 Bromoform 75-25-2 253 0.600 6.21 ND ND 1 WG2177611 Bromomethane 74-83-9 94.90 0.200 0.776 ND ND 1 WG2177611 1,3-Butadiene 106-99-0 54.10 2.00 4.43 8.82 19.5 1 WG2177611 Carbon disulfide 75-15-0 76.10 0.200 0.622 0.375 1.17 1 WG2177611 Carbon tetrachloride 56-23-5 154 0.200 1.26 ND ND 1 WG2177611 Chlorobenzene 108-90-7 113 0.200 0.924 ND ND 1 WG2177611 Chloroethane 75-00-3 64.50 0.200 0.528 ND ND 1 WG2177611 Chloroform 67-66-3 119 0.200 0.973 ND ND 1 WG2177611 Chloromethane 74-87-3 50.50 0.200 0.413 0.815 1.68 1 WG2177611 Cyclohexane 110-82-7 84.20 0.200 0.689 0.565 1.95 1 WG2177611 Dibromochloromethane 124-48-1 208 0.200 1.70 ND ND 1 WG2177611 1,2-Dibromoethane 106-93-4 188 0.200 1.54 ND ND 1 WG2177611 1,2-Dichlorobenzene 95-50-1 147 0.200 1.20 ND ND 1 WG2177611 1,3-Dichlorobenzene 541-73-1 147 0.200 1.20 ND ND 1 WG2177611 1,4-Dichlorobenzene 106-46-7 147 0.200 1.20 ND ND 1 WG2177611 1,2-Dichloroethane 107-06-2 99 0.200 0.810 ND ND 1 WG2177611 1,1-Dichloroethane 75-34-3 98 0.200 0.802 ND ND 1 WG2177611 1,1-Dichloroethene 75-35-4 96.90 0.200 0.793 ND ND 1 WG2177611 cis-1,2-Dichloroethene 156-59-2 96.90 0.200 0.793 ND ND 1 WG2177611 trans-1,2-Dichloroethene 156-60-5 96.90 0.200 0.793 ND ND 1 WG2177611 1,2-Dichloropropane 78-87-5 113 0.200 0.924 ND ND 1 WG2177611 cis-1,3-Dichloropropene 10061-01-5 111 0.200 0.908 ND ND 1 WG2177611 trans-1,3-Dichloropropene 10061-02-6 111 0.200 0.908 ND ND 1 WG2177611 Ethanol 64-17-5 46.10 2.50 4.71 10.4 19.6 1 WG2177611 Ethylbenzene 100-41-4 106 0.200 0.867 0.407 1.76 1 WG2177611 4-Ethyltoluene 622-96-8 120 0.200 0.982 ND ND 1 WG2177611 Ethyl acetate 141-78-6 88 0.630 2.27 ND ND 1 WG2177611 Trichlorofluoromethane 75-69-4 137.40 0.200 1.12 ND ND 1 WG2177611 Dichlorodifluoromethane 75-71-8 120.92 0.200 0.989 0.482 2.38 1 WG2177611 1,1,2-Trichlorotrifluoroethane 76-13-1 187.40 0.200 1.53 ND ND 1 WG2177611 1,2-Dichlorotetrafluoroethane 76-14-2 171 0.200 1.40 ND ND 1 WG2177611 Heptane 142-82-5 100 0.200 0.818 1.88 7.69 1 WG2177611 Hexachloro-1,3-butadiene 87-68-3 261 0.630 6.73 ND ND 1 WG2177611 n-Hexane 110-54-3 86.20 0.630 2.22 3.89 13.7 1 WG2177611 Isopropylbenzene 98-82-8 120.20 0.200 0.983 ND ND 1 WG2177611 Methylene Chloride 75-09-2 84.90 0.200 0.694 ND ND 1 WG2177611 Methyl Butyl Ketone 591-78-6 100 1.25 5.11 ND ND 1 WG2177611 2-Butanone (MEK)78-93-3 72.10 1.25 3.69 6.18 18.2 1 WG2177611 4-Methyl-2-pentanone (MIBK)108-10-1 100.10 1.25 5.12 ND ND 1 WG2177611 Methyl methacrylate 80-62-6 100.12 0.200 0.819 ND ND 1 WG2177611 MTBE 1634-04-4 88.10 0.200 0.721 ND ND 1 WG2177611 Naphthalene 91-20-3 128 0.630 3.30 ND ND 1 WG2177611 2-Propanol 67-63-0 60.10 1.25 3.07 3.48 8.55 1 WG2177611 Propene 115-07-1 42.10 12.5 21.5 87.3 150 10 WG2179377 Styrene 100-42-5 104 0.200 0.851 ND ND 1 WG2177611 1,1,2,2-Tetrachloroethane 79-34-5 168 0.200 1.37 ND ND 1 WG2177611 Tetrachloroethylene 127-18-4 166 0.200 1.36 ND ND 1 WG2177611 Tetrahydrofuran 109-99-9 72.10 0.200 0.590 ND ND 1 WG2177611 Toluene 108-88-3 92.10 0.500 1.88 1.21 4.56 1 WG2177611 1,2,4-Trichlorobenzene 120-82-1 181 0.630 4.66 ND ND 1 WG2177611 1,1,1-Trichloroethane 71-55-6 133 0.200 1.09 ND ND 1 WG2177611 1,1,2-Trichloroethane 79-00-5 133 0.200 1.09 ND ND 1 WG2177611 1 Cp 2 Tc 3 Ss 4 Cn 5 Sr 6 Qc 7 Gl 8 Al 9 Sc ACCOUNT:PROJECT:SDG:DATE/TIME:PAGE: Braun Intertec - MN B2307983.00 L1681104 12/08/23 11:38 9 of 26 ACCOUNT:PROJECT:SDG:DATE/TIME:PAGE: Braun Intertec - MN B2307983.00 L1681104 12/08/23 14:21 9 of 26 SAMPLE RESULTS - 03 L1681104 SV-3 Collected date/time: 11/17/23 12:08 Volatile Organic Compounds (MS) by Method TO-15 CAS #Mol. Wt.RDL1 RDL2 Result Result Qualifier Dilution Batch Analyte ppbv ug/m3 ppbv ug/m3 Trichloroethylene 79-01-6 131 0.200 1.07 ND ND 1 WG2177611 1,2,4-Trimethylbenzene 95-63-6 120 0.200 0.982 ND ND 1 WG2177611 1,3,5-Trimethylbenzene 108-67-8 120 0.200 0.982 ND ND 1 WG2177611 2,2,4-Trimethylpentane 540-84-1 114.22 0.200 0.934 0.684 3.20 1 WG2177611 Vinyl chloride 75-01-4 62.50 0.200 0.511 ND ND 1 WG2177611 Vinyl Bromide 593-60-2 106.95 0.200 0.875 ND ND 1 WG2177611 Vinyl acetate 108-05-4 86.10 0.630 2.22 ND ND 1 WG2177611 Xylenes, Total 1330-20-7 106.16 0.600 2.61 1.38 5.99 1 WG2177611 m&p-Xylene 1330-20-7 106 0.400 1.73 0.952 4.13 1 WG2177611 o-Xylene 95-47-6 106 0.200 0.867 0.428 1.86 1 WG2177611 (S) 1,4-Bromofluorobenzene 460-00-4 175 60.0-140 96.0 WG2177611 (S) 1,4-Bromofluorobenzene 460-00-4 175 60.0-140 81.9 WG2179377 1 Cp 2 Tc 3 Ss 4 Cn 5 Sr 6 Qc 7 Gl 8 Al 9 Sc ACCOUNT:PROJECT:SDG:DATE/TIME:PAGE: Braun Intertec - MN B2307983.00 L1681104 12/08/23 11:38 10 of 26 ACCOUNT:PROJECT:SDG:DATE/TIME:PAGE: Braun Intertec - MN B2307983.00 L1681104 12/08/23 14:21 10 of 26 SAMPLE RESULTS - 04 L1681104 SV-4 Collected date/time: 11/17/23 11:23 Volatile Organic Compounds (MS) by Method TO-15 CAS #Mol. Wt.RDL1 RDL2 Result Result Qualifier Dilution Batch Analyte ppbv ug/m3 ppbv ug/m3 Acetone 67-64-1 58.10 1.25 2.97 5.85 13.9 1 WG2177611 Benzene 71-43-2 78.10 0.200 0.639 0.215 0.687 1 WG2177611 Benzyl Chloride 100-44-7 127 0.200 1.04 ND ND 1 WG2177611 Bromodichloromethane 75-27-4 164 0.200 1.34 ND ND 1 WG2177611 Bromoform 75-25-2 253 0.600 6.21 ND ND 1 WG2177611 Bromomethane 74-83-9 94.90 0.200 0.776 ND ND 1 WG2177611 1,3-Butadiene 106-99-0 54.10 2.00 4.43 ND ND 1 WG2177611 Carbon disulfide 75-15-0 76.10 0.200 0.622 ND ND 1 WG2177611 Carbon tetrachloride 56-23-5 154 0.200 1.26 ND ND 1 WG2177611 Chlorobenzene 108-90-7 113 0.200 0.924 ND ND 1 WG2177611 Chloroethane 75-00-3 64.50 0.200 0.528 ND ND 1 WG2177611 Chloroform 67-66-3 119 0.200 0.973 ND ND 1 WG2177611 Chloromethane 74-87-3 50.50 0.200 0.413 0.706 1.46 1 WG2177611 Cyclohexane 110-82-7 84.20 0.200 0.689 ND ND 1 WG2177611 Dibromochloromethane 124-48-1 208 0.200 1.70 ND ND 1 WG2177611 1,2-Dibromoethane 106-93-4 188 0.200 1.54 ND ND 1 WG2177611 1,2-Dichlorobenzene 95-50-1 147 0.200 1.20 ND ND 1 WG2177611 1,3-Dichlorobenzene 541-73-1 147 0.200 1.20 ND ND 1 WG2177611 1,4-Dichlorobenzene 106-46-7 147 0.200 1.20 ND ND 1 WG2177611 1,2-Dichloroethane 107-06-2 99 0.200 0.810 ND ND 1 WG2177611 1,1-Dichloroethane 75-34-3 98 0.200 0.802 ND ND 1 WG2177611 1,1-Dichloroethene 75-35-4 96.90 0.200 0.793 ND ND 1 WG2177611 cis-1,2-Dichloroethene 156-59-2 96.90 0.200 0.793 ND ND 1 WG2177611 trans-1,2-Dichloroethene 156-60-5 96.90 0.200 0.793 ND ND 1 WG2177611 1,2-Dichloropropane 78-87-5 113 0.200 0.924 ND ND 1 WG2177611 cis-1,3-Dichloropropene 10061-01-5 111 0.200 0.908 ND ND 1 WG2177611 trans-1,3-Dichloropropene 10061-02-6 111 0.200 0.908 ND ND 1 WG2177611 Ethanol 64-17-5 46.10 2.50 4.71 16.0 30.2 1 WG2177611 Ethylbenzene 100-41-4 106 0.200 0.867 ND ND 1 WG2177611 4-Ethyltoluene 622-96-8 120 0.200 0.982 ND ND 1 WG2177611 Ethyl acetate 141-78-6 88 0.630 2.27 ND ND 1 WG2177611 Trichlorofluoromethane 75-69-4 137.40 0.200 1.12 0.293 1.65 1 WG2177611 Dichlorodifluoromethane 75-71-8 120.92 0.200 0.989 0.518 2.56 1 WG2177611 1,1,2-Trichlorotrifluoroethane 76-13-1 187.40 0.200 1.53 ND ND 1 WG2177611 1,2-Dichlorotetrafluoroethane 76-14-2 171 0.200 1.40 ND ND 1 WG2177611 Heptane 142-82-5 100 0.200 0.818 ND ND 1 WG2177611 Hexachloro-1,3-butadiene 87-68-3 261 0.630 6.73 ND ND 1 WG2177611 n-Hexane 110-54-3 86.20 0.630 2.22 ND ND 1 WG2177611 Isopropylbenzene 98-82-8 120.20 0.200 0.983 ND ND 1 WG2177611 Methylene Chloride 75-09-2 84.90 0.200 0.694 0.261 0.906 1 WG2177611 Methyl Butyl Ketone 591-78-6 100 1.25 5.11 ND ND 1 WG2177611 2-Butanone (MEK)78-93-3 72.10 1.25 3.69 ND ND 1 WG2177611 4-Methyl-2-pentanone (MIBK)108-10-1 100.10 1.25 5.12 ND ND 1 WG2177611 Methyl methacrylate 80-62-6 100.12 0.200 0.819 ND ND 1 WG2177611 MTBE 1634-04-4 88.10 0.200 0.721 ND ND 1 WG2177611 Naphthalene 91-20-3 128 0.630 3.30 ND ND 1 WG2177611 2-Propanol 67-63-0 60.10 1.25 3.07 1.48 3.64 1 WG2177611 Propene 115-07-1 42.10 1.25 2.15 ND ND 1 WG2177611 Styrene 100-42-5 104 0.200 0.851 ND ND 1 WG2177611 1,1,2,2-Tetrachloroethane 79-34-5 168 0.200 1.37 ND ND 1 WG2177611 Tetrachloroethylene 127-18-4 166 0.200 1.36 ND ND 1 WG2177611 Tetrahydrofuran 109-99-9 72.10 0.200 0.590 ND ND 1 WG2177611 Toluene 108-88-3 92.10 0.500 1.88 ND ND 1 WG2177611 1,2,4-Trichlorobenzene 120-82-1 181 0.630 4.66 ND ND 1 WG2177611 1,1,1-Trichloroethane 71-55-6 133 0.200 1.09 ND ND 1 WG2177611 1,1,2-Trichloroethane 79-00-5 133 0.200 1.09 ND ND 1 WG2177611 1 Cp 2 Tc 3 Ss 4 Cn 5 Sr 6 Qc 7 Gl 8 Al 9 Sc ACCOUNT:PROJECT:SDG:DATE/TIME:PAGE: Braun Intertec - MN B2307983.00 L1681104 12/08/23 11:38 11 of 26 ACCOUNT:PROJECT:SDG:DATE/TIME:PAGE: Braun Intertec - MN B2307983.00 L1681104 12/08/23 14:21 11 of 26 SAMPLE RESULTS - 04 L1681104 SV-4 Collected date/time: 11/17/23 11:23 Volatile Organic Compounds (MS) by Method TO-15 CAS #Mol. Wt.RDL1 RDL2 Result Result Qualifier Dilution Batch Analyte ppbv ug/m3 ppbv ug/m3 Trichloroethylene 79-01-6 131 0.200 1.07 0.592 3.17 1 WG2177611 1,2,4-Trimethylbenzene 95-63-6 120 0.200 0.982 ND ND 1 WG2177611 1,3,5-Trimethylbenzene 108-67-8 120 0.200 0.982 ND ND 1 WG2177611 2,2,4-Trimethylpentane 540-84-1 114.22 0.200 0.934 ND ND 1 WG2177611 Vinyl chloride 75-01-4 62.50 0.200 0.511 ND ND 1 WG2177611 Vinyl Bromide 593-60-2 106.95 0.200 0.875 ND ND 1 WG2177611 Vinyl acetate 108-05-4 86.10 0.630 2.22 ND ND 1 WG2177611 Xylenes, Total 1330-20-7 106.16 0.600 2.61 ND ND 1 WG2177611 m&p-Xylene 1330-20-7 106 0.400 1.73 ND ND 1 WG2177611 o-Xylene 95-47-6 106 0.200 0.867 ND ND 1 WG2177611 (S) 1,4-Bromofluorobenzene 460-00-4 175 60.0-140 95.6 WG2177611 1 Cp 2 Tc 3 Ss 4 Cn 5 Sr 6 Qc 7 Gl 8 Al 9 Sc ACCOUNT:PROJECT:SDG:DATE/TIME:PAGE: Braun Intertec - MN B2307983.00 L1681104 12/08/23 11:38 12 of 26 ACCOUNT:PROJECT:SDG:DATE/TIME:PAGE: Braun Intertec - MN B2307983.00 L1681104 12/08/23 14:21 12 of 26 SAMPLE RESULTS - 05 L1681104 SV-5 Collected date/time: 11/17/23 11:03 Volatile Organic Compounds (MS) by Method TO-15 CAS #Mol. Wt.RDL1 RDL2 Result Result Qualifier Dilution Batch Analyte ppbv ug/m3 ppbv ug/m3 Acetone 67-64-1 58.10 1.25 2.97 31.4 74.6 1 WG2177611 Benzene 71-43-2 78.10 0.200 0.639 25.8 82.4 1 WG2177611 Benzyl Chloride 100-44-7 127 0.200 1.04 ND ND 1 WG2177611 Bromodichloromethane 75-27-4 164 0.200 1.34 ND ND 1 WG2177611 Bromoform 75-25-2 253 0.600 6.21 ND ND 1 WG2177611 Bromomethane 74-83-9 94.90 0.200 0.776 ND ND 1 WG2177611 1,3-Butadiene 106-99-0 54.10 2.00 4.43 41.5 91.8 1 WG2177611 Carbon disulfide 75-15-0 76.10 0.200 0.622 0.999 3.11 1 WG2177611 Carbon tetrachloride 56-23-5 154 0.200 1.26 ND ND 1 WG2177611 Chlorobenzene 108-90-7 113 0.200 0.924 ND ND 1 WG2177611 Chloroethane 75-00-3 64.50 0.200 0.528 ND ND 1 WG2177611 Chloroform 67-66-3 119 0.200 0.973 ND ND 1 WG2177611 Chloromethane 74-87-3 50.50 0.200 0.413 1.56 3.22 1 WG2177611 Cyclohexane 110-82-7 84.20 0.200 0.689 3.06 10.5 1 WG2177611 Dibromochloromethane 124-48-1 208 0.200 1.70 ND ND 1 WG2177611 1,2-Dibromoethane 106-93-4 188 0.200 1.54 ND ND 1 WG2177611 1,2-Dichlorobenzene 95-50-1 147 0.200 1.20 ND ND 1 WG2177611 1,3-Dichlorobenzene 541-73-1 147 0.200 1.20 ND ND 1 WG2177611 1,4-Dichlorobenzene 106-46-7 147 0.200 1.20 ND ND 1 WG2177611 1,2-Dichloroethane 107-06-2 99 0.200 0.810 ND ND 1 WG2177611 1,1-Dichloroethane 75-34-3 98 0.200 0.802 ND ND 1 WG2177611 1,1-Dichloroethene 75-35-4 96.90 0.200 0.793 ND ND 1 WG2177611 cis-1,2-Dichloroethene 156-59-2 96.90 0.200 0.793 ND ND 1 WG2177611 trans-1,2-Dichloroethene 156-60-5 96.90 0.200 0.793 ND ND 1 WG2177611 1,2-Dichloropropane 78-87-5 113 0.200 0.924 ND ND 1 WG2177611 cis-1,3-Dichloropropene 10061-01-5 111 0.200 0.908 ND ND 1 WG2177611 trans-1,3-Dichloropropene 10061-02-6 111 0.200 0.908 ND ND 1 WG2177611 Ethanol 64-17-5 46.10 2.50 4.71 8.16 15.4 1 WG2177611 Ethylbenzene 100-41-4 106 0.200 0.867 9.87 42.8 1 WG2177611 4-Ethyltoluene 622-96-8 120 0.200 0.982 1.13 5.55 1 WG2177611 Ethyl acetate 141-78-6 88 0.630 2.27 ND ND 1 WG2177611 Trichlorofluoromethane 75-69-4 137.40 0.200 1.12 ND ND 1 WG2177611 Dichlorodifluoromethane 75-71-8 120.92 0.200 0.989 ND ND 1 WG2177611 1,1,2-Trichlorotrifluoroethane 76-13-1 187.40 0.200 1.53 ND ND 1 WG2177611 1,2-Dichlorotetrafluoroethane 76-14-2 171 0.200 1.40 ND ND 1 WG2177611 Heptane 142-82-5 100 0.200 0.818 ND ND 1 WG2177611 Hexachloro-1,3-butadiene 87-68-3 261 0.630 6.73 ND ND 1 WG2177611 n-Hexane 110-54-3 86.20 0.630 2.22 29.0 102 1 WG2177611 Isopropylbenzene 98-82-8 120.20 0.200 0.983 ND ND 1 WG2177611 Methylene Chloride 75-09-2 84.90 0.200 0.694 ND ND 1 WG2177611 Methyl Butyl Ketone 591-78-6 100 1.25 5.11 ND ND 1 WG2177611 2-Butanone (MEK)78-93-3 72.10 1.25 3.69 8.64 25.5 1 WG2177611 4-Methyl-2-pentanone (MIBK)108-10-1 100.10 1.25 5.12 ND ND 1 WG2177611 Methyl methacrylate 80-62-6 100.12 0.200 0.819 ND ND 1 WG2177611 MTBE 1634-04-4 88.10 0.200 0.721 ND ND 1 WG2177611 Naphthalene 91-20-3 128 0.630 3.30 ND ND 1 WG2177611 2-Propanol 67-63-0 60.10 1.25 3.07 5.39 13.2 1 WG2177611 Propene 115-07-1 42.10 1.25 2.15 ND ND 1 WG2177611 Styrene 100-42-5 104 0.200 0.851 ND ND 1 WG2177611 1,1,2,2-Tetrachloroethane 79-34-5 168 0.200 1.37 ND ND 1 WG2177611 Tetrachloroethylene 127-18-4 166 0.200 1.36 ND ND 1 WG2177611 Tetrahydrofuran 109-99-9 72.10 0.200 0.590 ND ND 1 WG2177611 Toluene 108-88-3 92.10 0.500 1.88 42.3 159 1 WG2177611 1,2,4-Trichlorobenzene 120-82-1 181 0.630 4.66 ND ND 1 WG2177611 1,1,1-Trichloroethane 71-55-6 133 0.200 1.09 ND ND 1 WG2177611 1,1,2-Trichloroethane 79-00-5 133 0.200 1.09 ND ND 1 WG2177611 1 Cp 2 Tc 3 Ss 4 Cn 5 Sr 6 Qc 7 Gl 8 Al 9 Sc ACCOUNT:PROJECT:SDG:DATE/TIME:PAGE: Braun Intertec - MN B2307983.00 L1681104 12/08/23 11:38 13 of 26 ACCOUNT:PROJECT:SDG:DATE/TIME:PAGE: Braun Intertec - MN B2307983.00 L1681104 12/08/23 14:21 13 of 26 SAMPLE RESULTS - 05 L1681104 SV-5 Collected date/time: 11/17/23 11:03 Volatile Organic Compounds (MS) by Method TO-15 CAS #Mol. Wt.RDL1 RDL2 Result Result Qualifier Dilution Batch Analyte ppbv ug/m3 ppbv ug/m3 Trichloroethylene 79-01-6 131 0.200 1.07 ND ND 1 WG2177611 1,2,4-Trimethylbenzene 95-63-6 120 0.200 0.982 4.72 23.2 1 WG2177611 1,3,5-Trimethylbenzene 108-67-8 120 0.200 0.982 1.98 9.72 1 WG2177611 2,2,4-Trimethylpentane 540-84-1 114.22 0.200 0.934 7.08 33.1 1 WG2177611 Vinyl chloride 75-01-4 62.50 0.200 0.511 ND ND 1 WG2177611 Vinyl Bromide 593-60-2 106.95 0.200 0.875 ND ND 1 WG2177611 Vinyl acetate 108-05-4 86.10 0.630 2.22 ND ND 1 WG2177611 Xylenes, Total 1330-20-7 106.16 0.600 2.61 29.7 129 1 WG2177611 m&p-Xylene 1330-20-7 106 0.400 1.73 22.0 95.4 1 WG2177611 o-Xylene 95-47-6 106 0.200 0.867 7.74 33.6 1 WG2177611 (S) 1,4-Bromofluorobenzene 460-00-4 175 60.0-140 95.0 WG2177611 1 Cp 2 Tc 3 Ss 4 Cn 5 Sr 6 Qc 7 Gl 8 Al 9 Sc ACCOUNT:PROJECT:SDG:DATE/TIME:PAGE: Braun Intertec - MN B2307983.00 L1681104 12/08/23 11:38 14 of 26 ACCOUNT:PROJECT:SDG:DATE/TIME:PAGE: Braun Intertec - MN B2307983.00 L1681104 12/08/23 14:21 14 of 26 SAMPLE RESULTS - 06 L1681104 SV-6 Collected date/time: 11/17/23 10:37 Volatile Organic Compounds (MS) by Method TO-15 CAS #Mol. Wt.RDL1 RDL2 Result Result Qualifier Dilution Batch Analyte ppbv ug/m3 ppbv ug/m3 Acetone 67-64-1 58.10 1.25 2.97 21.2 50.4 1 WG2177611 Benzene 71-43-2 78.10 0.200 0.639 5.45 17.4 1 WG2177611 Benzyl Chloride 100-44-7 127 0.200 1.04 ND ND 1 WG2177611 Bromodichloromethane 75-27-4 164 0.200 1.34 ND ND 1 WG2177611 Bromoform 75-25-2 253 0.600 6.21 ND ND 1 WG2177611 Bromomethane 74-83-9 94.90 0.200 0.776 ND ND 1 WG2177611 1,3-Butadiene 106-99-0 54.10 2.00 4.43 27.5 60.8 1 WG2177611 Carbon disulfide 75-15-0 76.10 0.200 0.622 1.24 3.86 1 WG2177611 Carbon tetrachloride 56-23-5 154 0.200 1.26 ND ND 1 WG2177611 Chlorobenzene 108-90-7 113 0.200 0.924 ND ND 1 WG2177611 Chloroethane 75-00-3 64.50 0.200 0.528 ND ND 1 WG2177611 Chloroform 67-66-3 119 0.200 0.973 ND ND 1 WG2177611 Chloromethane 74-87-3 50.50 0.200 0.413 1.37 2.83 1 WG2177611 Cyclohexane 110-82-7 84.20 0.200 0.689 1.36 4.68 1 WG2177611 Dibromochloromethane 124-48-1 208 0.200 1.70 ND ND 1 WG2177611 1,2-Dibromoethane 106-93-4 188 0.200 1.54 ND ND 1 WG2177611 1,2-Dichlorobenzene 95-50-1 147 0.200 1.20 ND ND 1 WG2177611 1,3-Dichlorobenzene 541-73-1 147 0.200 1.20 ND ND 1 WG2177611 1,4-Dichlorobenzene 106-46-7 147 0.200 1.20 ND ND 1 WG2177611 1,2-Dichloroethane 107-06-2 99 0.200 0.810 ND ND 1 WG2177611 1,1-Dichloroethane 75-34-3 98 0.200 0.802 ND ND 1 WG2177611 1,1-Dichloroethene 75-35-4 96.90 0.200 0.793 ND ND 1 WG2177611 cis-1,2-Dichloroethene 156-59-2 96.90 0.200 0.793 ND ND 1 WG2177611 trans-1,2-Dichloroethene 156-60-5 96.90 0.200 0.793 ND ND 1 WG2177611 1,2-Dichloropropane 78-87-5 113 0.200 0.924 ND ND 1 WG2177611 cis-1,3-Dichloropropene 10061-01-5 111 0.200 0.908 ND ND 1 WG2177611 trans-1,3-Dichloropropene 10061-02-6 111 0.200 0.908 ND ND 1 WG2177611 Ethanol 64-17-5 46.10 2.50 4.71 7.69 14.5 1 WG2177611 Ethylbenzene 100-41-4 106 0.200 0.867 1.27 5.51 1 WG2177611 4-Ethyltoluene 622-96-8 120 0.200 0.982 0.250 1.23 1 WG2177611 Ethyl acetate 141-78-6 88 0.630 2.27 ND ND 1 WG2177611 Trichlorofluoromethane 75-69-4 137.40 0.200 1.12 ND ND 1 WG2177611 Dichlorodifluoromethane 75-71-8 120.92 0.200 0.989 ND ND 1 WG2177611 1,1,2-Trichlorotrifluoroethane 76-13-1 187.40 0.200 1.53 ND ND 1 WG2177611 1,2-Dichlorotetrafluoroethane 76-14-2 171 0.200 1.40 ND ND 1 WG2177611 Heptane 142-82-5 100 0.200 0.818 3.19 13.0 1 WG2177611 Hexachloro-1,3-butadiene 87-68-3 261 0.630 6.73 ND ND 1 WG2177611 n-Hexane 110-54-3 86.20 0.630 2.22 7.38 26.0 1 WG2177611 Isopropylbenzene 98-82-8 120.20 0.200 0.983 ND ND 1 WG2177611 Methylene Chloride 75-09-2 84.90 0.200 0.694 ND ND 1 WG2177611 Methyl Butyl Ketone 591-78-6 100 1.25 5.11 ND ND 1 WG2177611 2-Butanone (MEK)78-93-3 72.10 1.25 3.69 3.14 9.26 1 WG2177611 4-Methyl-2-pentanone (MIBK)108-10-1 100.10 1.25 5.12 ND ND 1 WG2177611 Methyl methacrylate 80-62-6 100.12 0.200 0.819 ND ND 1 WG2177611 MTBE 1634-04-4 88.10 0.200 0.721 ND ND 1 WG2177611 Naphthalene 91-20-3 128 0.630 3.30 ND ND 1 WG2177611 2-Propanol 67-63-0 60.10 1.25 3.07 34.2 84.1 1 WG2177611 Propene 115-07-1 42.10 1.25 2.15 ND ND 1 WG2177611 Styrene 100-42-5 104 0.200 0.851 ND ND 1 WG2177611 1,1,2,2-Tetrachloroethane 79-34-5 168 0.200 1.37 ND ND 1 WG2177611 Tetrachloroethylene 127-18-4 166 0.200 1.36 ND ND 1 WG2177611 Tetrahydrofuran 109-99-9 72.10 0.200 0.590 ND ND 1 WG2177611 Toluene 108-88-3 92.10 0.500 1.88 5.15 19.4 1 WG2177611 1,2,4-Trichlorobenzene 120-82-1 181 0.630 4.66 ND ND 1 WG2177611 1,1,1-Trichloroethane 71-55-6 133 0.200 1.09 ND ND 1 WG2177611 1,1,2-Trichloroethane 79-00-5 133 0.200 1.09 ND ND 1 WG2177611 1 Cp 2 Tc 3 Ss 4 Cn 5 Sr 6 Qc 7 Gl 8 Al 9 Sc ACCOUNT:PROJECT:SDG:DATE/TIME:PAGE: Braun Intertec - MN B2307983.00 L1681104 12/08/23 11:38 15 of 26 ACCOUNT:PROJECT:SDG:DATE/TIME:PAGE: Braun Intertec - MN B2307983.00 L1681104 12/08/23 14:21 15 of 26 SAMPLE RESULTS - 06 L1681104 SV-6 Collected date/time: 11/17/23 10:37 Volatile Organic Compounds (MS) by Method TO-15 CAS #Mol. Wt.RDL1 RDL2 Result Result Qualifier Dilution Batch Analyte ppbv ug/m3 ppbv ug/m3 Trichloroethylene 79-01-6 131 0.200 1.07 ND ND 1 WG2177611 1,2,4-Trimethylbenzene 95-63-6 120 0.200 0.982 1.24 6.09 1 WG2177611 1,3,5-Trimethylbenzene 108-67-8 120 0.200 0.982 0.728 3.57 1 WG2177611 2,2,4-Trimethylpentane 540-84-1 114.22 0.200 0.934 1.35 6.31 1 WG2177611 Vinyl chloride 75-01-4 62.50 0.200 0.511 ND ND 1 WG2177611 Vinyl Bromide 593-60-2 106.95 0.200 0.875 ND ND 1 WG2177611 Vinyl acetate 108-05-4 86.10 0.630 2.22 ND ND 1 WG2177611 Xylenes, Total 1330-20-7 106.16 0.600 2.61 1.97 8.55 1 WG2177611 m&p-Xylene 1330-20-7 106 0.400 1.73 1.35 5.85 1 WG2177611 o-Xylene 95-47-6 106 0.200 0.867 0.622 2.70 1 WG2177611 (S) 1,4-Bromofluorobenzene 460-00-4 175 60.0-140 95.5 WG2177611 1 Cp 2 Tc 3 Ss 4 Cn 5 Sr 6 Qc 7 Gl 8 Al 9 Sc ACCOUNT:PROJECT:SDG:DATE/TIME:PAGE: Braun Intertec - MN B2307983.00 L1681104 12/08/23 11:38 16 of 26 ACCOUNT:PROJECT:SDG:DATE/TIME:PAGE: Braun Intertec - MN B2307983.00 L1681104 12/08/23 14:21 16 of 26 QUALITY CONTROL SUMMARYWG2177611 Volatile Organic Compounds (MS) by Method TO-15 L1681104-01,02,03,04,05,06 Method Blank (MB) (MB) R4005961-3 11/26/23 11:03 MB Result MB Qualifier MB MDL MB RDL Analyte ug/m3 ug/m3 ug/m3 Acetone U 1.39 2.97 Benzene U 0.228 0.639 Benzyl Chloride U 0.311 1.04 Bromodichloromethane U 0.471 1.34 Bromoform U 0.757 6.21 Bromomethane U 0.381 0.776 1,3-Butadiene U 0.230 4.43 Carbon disulfide U 0.317 0.622 Carbon tetrachloride U 0.461 1.26 Chlorobenzene U 0.385 0.924 Chloroethane U 0.263 0.528 Chloroform U 0.349 0.973 Chloromethane U 0.213 0.413 Cyclohexane U 0.259 0.689 Dibromochloromethane U 0.618 1.70 1,2-Dibromoethane U 0.554 1.54 1,2-Dichlorobenzene U 0.770 1.20 1,3-Dichlorobenzene U 1.09 1.20 1,4-Dichlorobenzene U 0.335 1.20 1,2-Dichloroethane U 0.283 0.810 1,1-Dichloroethane U 0.290 0.802 1,1-Dichloroethene U 0.302 0.793 cis-1,2-Dichloroethene U 0.311 0.793 trans-1,2-Dichloroethene U 0.267 0.793 1,2-Dichloropropane U 0.351 0.924 cis-1,3-Dichloropropene U 0.313 0.908 trans-1,3-Dichloropropene U 0.331 0.908 Ethanol 1.01 J 0.500 4.71 Ethylbenzene U 0.362 0.867 4-Ethyltoluene U 0.384 0.982 Ethyl acetate U 0.360 2.27 Trichlorofluoromethane U 0.460 1.12 Dichlorodifluoromethane U 0.678 0.989 1,1,2-Trichlorotrifluoroethane U 0.608 1.53 1,2-Dichlorotetrafluoroethane U 0.622 1.40 Heptane U 0.425 0.818 Hexachloro-1,3-butadiene U 1.12 6.73 n-Hexane U 0.726 2.22 Isopropylbenzene U 0.382 0.983 Methylene Chloride U 0.340 0.694 1 Cp 2 Tc 3 Ss 4 Cn 5 Sr 6 Qc 7 Gl 8 Al 9 Sc ACCOUNT:PROJECT:SDG:DATE/TIME:PAGE: Braun Intertec - MN B2307983.00 L1681104 12/08/23 11:38 17 of 26 ACCOUNT:PROJECT:SDG:DATE/TIME:PAGE: Braun Intertec - MN B2307983.00 L1681104 12/08/23 14:21 17 of 26 QUALITY CONTROL SUMMARYWG2177611 Volatile Organic Compounds (MS) by Method TO-15 L1681104-01,02,03,04,05,06 Method Blank (MB) (MB) R4005961-3 11/26/23 11:03 MB Result MB Qualifier MB MDL MB RDL Analyte ug/m3 ug/m3 ug/m3 Methyl Butyl Ketone U 0.544 5.11 2-Butanone (MEK)U 0.240 3.69 4-Methyl-2-pentanone (MIBK)U 0.313 5.12 Methyl methacrylate U 0.359 0.819 MTBE U 0.233 0.721 Naphthalene U 1.83 3.30 2-Propanol U 0.649 3.07 Propene U 0.160 2.15 Styrene U 0.335 0.851 1,1,2,2-Tetrachloroethane U 0.511 1.37 Tetrachloroethylene U 0.553 1.36 Tetrahydrofuran U 0.216 0.590 Toluene U 0.328 1.88 1,2,4-Trichlorobenzene U 1.10 4.66 1,1,1-Trichloroethane U 0.400 1.09 1,1,2-Trichloroethane U 0.422 1.09 Trichloroethylene U 0.364 1.07 1,2,4-Trimethylbenzene U 0.375 0.982 1,3,5-Trimethylbenzene U 0.382 0.982 2,2,4-Trimethylpentane U 0.621 0.934 Vinyl chloride U 0.243 0.511 Vinyl Bromide U 0.373 0.875 Vinyl acetate U 0.408 2.22 Xylenes, Total U 0.586 2.61 m&p-Xylene U 0.585 1.73 o-Xylene U 0.359 0.867 (S) 1,4-Bromofluorobenzene 94.0 60.0-140 Laboratory Control Sample (LCS) • Laboratory Control Sample Duplicate (LCSD) (LCS) R4005961-1 11/26/23 09:44 • (LCSD) R4005961-2 11/26/23 10:24 Spike Amount LCS Result LCSD Result LCS Rec.LCSD Rec.Rec. Limits LCS Qualifier LCSD Qualifier RPD RPD Limits Analyte ug/m3 ug/m3 ug/m3 %%%%% Acetone 8.91 9.86 9.79 111 110 70.0-130 0.726 25 Benzene 12.0 13.0 13.0 109 109 70.0-130 0.000 25 Benzyl Chloride 19.5 21.3 21.5 109 110 70.0-152 0.729 25 Bromodichloromethane 25.2 26.7 26.6 106 106 70.0-130 0.504 25 Bromoform 38.8 38.7 39.0 99.7 101 70.0-130 0.799 25 Bromomethane 14.6 14.3 14.8 98.4 102 70.0-130 3.20 25 1 Cp 2 Tc 3 Ss 4 Cn 5 Sr 6 Qc 7 Gl 8 Al 9 Sc ACCOUNT:PROJECT:SDG:DATE/TIME:PAGE: Braun Intertec - MN B2307983.00 L1681104 12/08/23 11:38 18 of 26 ACCOUNT:PROJECT:SDG:DATE/TIME:PAGE: Braun Intertec - MN B2307983.00 L1681104 12/08/23 14:21 18 of 26 QUALITY CONTROL SUMMARYWG2177611 Volatile Organic Compounds (MS) by Method TO-15 L1681104-01,02,03,04,05,06 Laboratory Control Sample (LCS) • Laboratory Control Sample Duplicate (LCSD) (LCS) R4005961-1 11/26/23 09:44 • (LCSD) R4005961-2 11/26/23 10:24 Spike Amount LCS Result LCSD Result LCS Rec.LCSD Rec.Rec. Limits LCS Qualifier LCSD Qualifier RPD RPD Limits Analyte ug/m3 ug/m3 ug/m3 %%%%% 1,3-Butadiene 8.30 8.47 8.63 102 104 70.0-130 1.81 25 Carbon disulfide 11.7 12.7 12.7 109 109 70.0-130 0.245 25 Carbon tetrachloride 23.6 24.9 24.8 106 105 70.0-130 0.760 25 Chlorobenzene 17.3 18.3 18.3 105 106 70.0-130 0.505 25 Chloroethane 9.89 9.31 9.71 94.1 98.1 70.0-130 4.16 25 Chloroform 18.3 19.6 19.7 107 108 70.0-130 0.495 25 Chloromethane 7.75 8.65 9.05 112 117 70.0-130 4.43 25 Cyclohexane 12.9 13.9 13.8 108 107 70.0-130 0.993 25 Dibromochloromethane 31.9 32.2 32.3 101 101 70.0-130 0.264 25 1,2-Dibromoethane 28.8 29.8 29.8 103 103 70.0-130 0.258 25 1,2-Dichlorobenzene 22.5 23.9 24.2 106 107 70.0-130 1.25 25 1,3-Dichlorobenzene 22.5 23.8 24.2 106 107 70.0-130 1.50 25 1,4-Dichlorobenzene 22.5 24.3 24.8 108 110 70.0-130 1.96 25 1,2-Dichloroethane 15.2 16.6 16.8 110 111 70.0-130 1.21 25 1,1-Dichloroethane 15.0 16.6 16.6 111 110 70.0-130 0.483 25 1,1-Dichloroethene 14.9 16.3 16.2 110 109 70.0-130 0.244 25 cis-1,2-Dichloroethene 14.9 16.4 16.3 110 110 70.0-130 0.242 25 trans-1,2-Dichloroethene 14.9 16.3 16.3 110 110 70.0-130 0.243 25 1,2-Dichloropropane 17.3 19.1 19.0 110 110 70.0-130 0.485 25 cis-1,3-Dichloropropene 17.0 18.3 18.3 107 107 70.0-130 0.248 25 trans-1,3-Dichloropropene 17.0 18.1 17.9 106 105 70.0-130 0.757 25 Ethanol 7.07 7.05 7.09 99.7 100 55.0-148 0.533 25 Ethylbenzene 16.3 17.3 17.4 107 107 70.0-130 0.499 25 4-Ethyltoluene 18.4 19.6 19.9 106 108 70.0-130 1.74 25 Ethyl acetate 13.5 13.2 13.2 97.6 98.1 70.0-130 0.545 25 Trichlorofluoromethane 21.1 22.4 22.5 106 107 70.0-130 0.500 25 Dichlorodifluoromethane 18.5 20.2 20.1 109 109 64.0-139 0.245 25 1,1,2-Trichlorotrifluoroethane 28.7 30.0 30.0 104 105 70.0-130 0.255 25 1,2-Dichlorotetrafluoroethane 26.2 28.5 28.4 109 108 70.0-130 0.491 25 Heptane 15.3 16.6 16.6 109 109 70.0-130 0.000 25 Hexachloro-1,3-butadiene 40.0 40.0 40.7 100 102 70.0-151 1.59 25 n-Hexane 13.2 14.4 14.3 109 109 70.0-130 0.245 25 Isopropylbenzene 18.4 19.6 19.9 106 108 70.0-130 1.25 25 Methylene Chloride 13.0 14.2 14.1 109 109 70.0-130 0.245 25 Methyl Butyl Ketone 15.3 17.1 17.2 111 112 70.0-149 0.715 25 2-Butanone (MEK)11.1 11.7 11.9 106 108 70.0-130 1.50 25 4-Methyl-2-pentanone (MIBK)15.4 17.2 17.2 112 112 70.0-139 0.476 25 Methyl methacrylate 15.4 15.8 15.9 103 104 70.0-130 0.774 25 MTBE 13.5 14.4 14.6 107 108 70.0-130 0.745 25 Naphthalene 19.6 21.2 21.2 108 108 70.0-159 0.247 25 1 Cp 2 Tc 3 Ss 4 Cn 5 Sr 6 Qc 7 Gl 8 Al 9 Sc ACCOUNT:PROJECT:SDG:DATE/TIME:PAGE: Braun Intertec - MN B2307983.00 L1681104 12/08/23 11:38 19 of 26 ACCOUNT:PROJECT:SDG:DATE/TIME:PAGE: Braun Intertec - MN B2307983.00 L1681104 12/08/23 14:21 19 of 26 QUALITY CONTROL SUMMARYWG2177611 Volatile Organic Compounds (MS) by Method TO-15 L1681104-01,02,03,04,05,06 Laboratory Control Sample (LCS) • Laboratory Control Sample Duplicate (LCSD) (LCS) R4005961-1 11/26/23 09:44 • (LCSD) R4005961-2 11/26/23 10:24 Spike Amount LCS Result LCSD Result LCS Rec.LCSD Rec.Rec. Limits LCS Qualifier LCSD Qualifier RPD RPD Limits Analyte ug/m3 ug/m3 ug/m3 %%%%% 2-Propanol 9.22 10.2 10.3 110 112 70.0-139 1.20 25 Propene 6.46 7.23 7.30 112 113 64.0-144 0.948 25 Styrene 16.0 16.5 16.6 104 104 70.0-130 0.257 25 1,1,2,2-Tetrachloroethane 25.8 27.6 28.0 107 109 70.0-130 1.48 25 Tetrachloroethylene 25.5 25.9 25.9 102 102 70.0-130 0.000 25 Tetrahydrofuran 11.1 12.4 12.7 113 115 70.0-137 1.88 25 Toluene 14.1 14.8 14.7 105 104 70.0-130 0.510 25 1,2,4-Trichlorobenzene 27.8 28.2 28.4 102 102 70.0-160 0.784 25 1,1,1-Trichloroethane 20.4 21.5 21.6 106 106 70.0-130 0.504 25 1,1,2-Trichloroethane 20.4 20.8 20.9 102 102 70.0-130 0.522 25 Trichloroethylene 20.1 21.0 21.1 105 105 70.0-130 0.255 25 1,2,4-Trimethylbenzene 18.4 19.3 19.6 105 107 70.0-130 1.51 25 1,3,5-Trimethylbenzene 18.4 19.3 19.7 105 107 70.0-130 2.01 25 2,2,4-Trimethylpentane 17.5 19.8 19.6 113 112 70.0-130 0.950 25 Vinyl chloride 9.59 10.2 10.5 107 109 70.0-130 2.47 25 Vinyl Bromide 16.4 16.7 16.5 102 101 70.0-130 1.05 25 Vinyl acetate 13.2 15.7 15.3 119 116 70.0-130 2.27 25 Xylenes, Total 49.1 51.7 52.5 105 107 70.0-130 1.67 25 m&p-Xylene 32.5 34.7 35.0 107 108 70.0-130 0.995 25 o-Xylene 16.3 17.0 17.2 104 106 70.0-130 1.52 25 (S) 1,4-Bromofluorobenzene 95.8 96.9 60.0-140 1 Cp 2 Tc 3 Ss 4 Cn 5 Sr 6 Qc 7 Gl 8 Al 9 Sc ACCOUNT:PROJECT:SDG:DATE/TIME:PAGE: Braun Intertec - MN B2307983.00 L1681104 12/08/23 11:38 20 of 26 ACCOUNT:PROJECT:SDG:DATE/TIME:PAGE: Braun Intertec - MN B2307983.00 L1681104 12/08/23 14:21 20 of 26 QUALITY CONTROL SUMMARYWG2179377 Volatile Organic Compounds (MS) by Method TO-15 L1681104-01,03 Method Blank (MB) (MB) R4006020-2 11/29/23 09:59 MB Result MB Qualifier MB MDL MB RDL Analyte ug/m3 ug/m3 ug/m3 Acetone U 1.39 2.97 Carbon disulfide U 0.317 0.622 Propene U 0.160 2.15 (S) 1,4-Bromofluorobenzene 84.7 60.0-140 Laboratory Control Sample (LCS) (LCS) R4006020-1 11/29/23 09:29 Spike Amount LCS Result LCS Rec.Rec. Limits LCS Qualifier Analyte ug/m3 ug/m3 %% Acetone 8.91 9.62 108 70.0-130 Carbon disulfide 11.7 12.7 109 70.0-130 Propene 6.46 6.85 106 64.0-144 (S) 1,4-Bromofluorobenzene 96.9 60.0-140 1 Cp 2 Tc 3 Ss 4 Cn 5 Sr 6 Qc 7 Gl 8 Al 9 Sc ACCOUNT:PROJECT:SDG:DATE/TIME:PAGE: Braun Intertec - MN B2307983.00 L1681104 12/08/23 11:38 21 of 26 ACCOUNT:PROJECT:SDG:DATE/TIME:PAGE: Braun Intertec - MN B2307983.00 L1681104 12/08/23 14:21 21 of 26 QUALITY CONTROL SUMMARYWG2180199 Volatile Organic Compounds (MS) by Method TO-15 L1681104-01 Method Blank (MB) (MB) R4006560-3 11/30/23 10:52 MB Result MB Qualifier MB MDL MB RDL Analyte ug/m3 ug/m3 ug/m3 1,3-Butadiene U 0.230 4.43 (S) 1,4-Bromofluorobenzene 101 60.0-140 Laboratory Control Sample (LCS) • Laboratory Control Sample Duplicate (LCSD) (LCS) R4006560-1 11/30/23 09:22 • (LCSD) R4006560-2 11/30/23 10:08 Spike Amount LCS Result LCSD Result LCS Rec.LCSD Rec.Rec. Limits LCS Qualifier LCSD Qualifier RPD RPD Limits Analyte ug/m3 ug/m3 ug/m3 %%%%% 1,3-Butadiene 8.30 9.89 9.25 119 111 70.0-130 6.71 25 (S) 1,4-Bromofluorobenzene 103 103 60.0-140 1 Cp 2 Tc 3 Ss 4 Cn 5 Sr 6 Qc 7 Gl 8 Al 9 Sc ACCOUNT:PROJECT:SDG:DATE/TIME:PAGE: Braun Intertec - MN B2307983.00 L1681104 12/08/23 11:38 22 of 26 ACCOUNT:PROJECT:SDG:DATE/TIME:PAGE: Braun Intertec - MN B2307983.00 L1681104 12/08/23 14:21 22 of 26 QUALITY CONTROL SUMMARYWG2184929 Volatile Organic Compounds (MS) by Method TO-15 L1681104-02 Method Blank (MB) (MB) R4009799-2 12/07/23 09:18 MB Result MB Qualifier MB MDL MB RDL Analyte ug/m3 ug/m3 ug/m3 Acetone U 1.39 2.97 Propene U 0.160 2.15 (S) 1,4-Bromofluorobenzene 101 60.0-140 Laboratory Control Sample (LCS) • Laboratory Control Sample Duplicate (LCSD) (LCS) R4009799-1 12/07/23 08:49 • (LCSD) R4009799-3 12/07/23 10:38 Spike Amount LCS Result LCSD Result LCS Rec.LCSD Rec.Rec. Limits LCS Qualifier LCSD Qualifier RPD RPD Limits Analyte ug/m3 ug/m3 ug/m3 %%%%% Acetone 8.91 8.74 8.72 98.1 97.9 70.0-130 0.272 25 Propene 6.46 6.08 7.65 94.1 118 64.0-144 22.8 25 (S) 1,4-Bromofluorobenzene 103 99.0 60.0-140 1 Cp 2 Tc 3 Ss 4 Cn 5 Sr 6 Qc 7 Gl 8 Al 9 Sc ACCOUNT:PROJECT:SDG:DATE/TIME:PAGE: Braun Intertec - MN B2307983.00 L1681104 12/08/23 11:38 23 of 26 ACCOUNT:PROJECT:SDG:DATE/TIME:PAGE: Braun Intertec - MN B2307983.00 L1681104 12/08/23 14:21 23 of 26 GLOSSARY OF TERMS Guide to Reading and Understanding Your Laboratory Report The information below is designed to better explain the various terms used in your report of analytical results from the Laboratory. This is not intended as a comprehensive explanation, and if you have additional questions please contact your project representative. Results Disclaimer - Information that may be provided by the customer, and contained within this report, include Permit Limits, Project Name, Sample ID, Sample Matrix, Sample Preservation, Field Blanks, Field Spikes, Field Duplicates, On-Site Data, Sampling Collection Dates/Times, and Sampling Location. Results relate to the accuracy of this information provided, and as the samples are received. Abbreviations and Definitions MDL Method Detection Limit. ND Not detected at the Reporting Limit (or MDL where applicable). RDL Reported Detection Limit. Rec.Recovery. RPD Relative Percent Difference. SDG Sample Delivery Group. (S) Surrogate (Surrogate Standard) - Analytes added to every blank, sample, Laboratory Control Sample/Duplicate and Matrix Spike/Duplicate; used to evaluate analytical efficiency by measuring recovery. Surrogates are not expected to be detected in all environmental media. U Not detected at the Reporting Limit (or MDL where applicable). Analyte The name of the particular compound or analysis performed. Some Analyses and Methods will have multiple analytes reported. Dilution If the sample matrix contains an interfering material, the sample preparation volume or weight values differ from the standard, or if concentrations of analytes in the sample are higher than the highest limit of concentration that the laboratory can accurately report, the sample may be diluted for analysis. If a value different than 1 is used in this field, the result reported has already been corrected for this factor. Limits These are the target % recovery ranges or % difference value that the laboratory has historically determined as normal for the method and analyte being reported. Successful QC Sample analysis will target all analytes recovered or duplicated within these ranges. Qualifier This column provides a letter and/or number designation that corresponds to additional information concerning the result reported. If a Qualifier is present, a definition per Qualifier is provided within the Glossary and Definitions page and potentially a discussion of possible implications of the Qualifier in the Case Narrative if applicable. Result The actual analytical final result (corrected for any sample specific characteristics) reported for your sample. If there was no measurable result returned for a specific analyte, the result in this column may state “ND” (Not Detected) or “BDL” (Below Detectable Levels). The information in the results column should always be accompanied by either an MDL (Method Detection Limit) or RDL (Reporting Detection Limit) that defines the lowest value that the laboratory could detect or report for this analyte. Uncertainty (Radiochemistry)Confidence level of 2 sigma. Case Narrative (Cn) A brief discussion about the included sample results, including a discussion of any non-conformances to protocol observed either at sample receipt by the laboratory from the field or during the analytical process. If present, there will be a section in the Case Narrative to discuss the meaning of any data qualifiers used in the report. Quality Control Summary (Qc) This section of the report includes the results of the laboratory quality control analyses required by procedure or analytical methods to assist in evaluating the validity of the results reported for your samples. These analyses are not being performed on your samples typically, but on laboratory generated material. Sample Chain of Custody (Sc) This is the document created in the field when your samples were initially collected. This is used to verify the time and date of collection, the person collecting the samples, and the analyses that the laboratory is requested to perform. This chain of custody also documents all persons (excluding commercial shippers) that have had control or possession of the samples from the time of collection until delivery to the laboratory for analysis. Sample Results (Sr) This section of your report will provide the results of all testing performed on your samples. These results are provided by sample ID and are separated by the analyses performed on each sample. The header line of each analysis section for each sample will provide the name and method number for the analysis reported. Sample Summary (Ss)This section of the Analytical Report defines the specific analyses performed for each sample ID, including the dates and times of preparation and/or analysis. Qualifier Description E The analyte concentration exceeds the upper limit of the calibration range of the instrument established by the initial calibration (ICAL). J The identification of the analyte is acceptable; the reported value is an estimate. 1 Cp 2 Tc 3 Ss 4 Cn 5 Sr 6 Qc 7 Gl 8 Al 9 Sc ACCOUNT:PROJECT:SDG:DATE/TIME:PAGE: Braun Intertec - MN B2307983.00 L1681104 12/08/23 11:38 24 of 26 ACCOUNT:PROJECT:SDG:DATE/TIME:PAGE: Braun Intertec - MN B2307983.00 L1681104 12/08/23 14:21 24 of 26 Pace Analytical National 12065 Lebanon Rd Mount Juliet, TN 37122 Alabama 40660 Nebraska NE-OS-15-05 Alaska 17-026 Nevada TN000032021-1 Arizona AZ0612 New Hampshire 2975 Arkansas 88-0469 New Jersey–NELAP TN002 California 2932 New Mexico ¹TN00003 Colorado TN00003 New York 11742 Connecticut PH-0197 North Carolina Env375 Florida E87487 North Carolina ¹DW21704 Georgia NELAP North Carolina ³41 Georgia ¹923 North Dakota R-140 Idaho TN00003 Ohio–VAP CL0069 Illinois 200008 Oklahoma 9915 Indiana C-TN-01 Oregon TN200002 Iowa 364 Pennsylvania 68-02979 Kansas E-10277 Rhode Island LAO00356 Kentucky ¹ ⁶KY90010 South Carolina 84004002 Kentucky ²16 South Dakota n/a Louisiana AI30792 Tennessee ¹ ⁴2006 Louisiana LA018 Texas T104704245-20-18 Maine TN00003 Texas ⁵LAB0152 Maryland 324 Utah TN000032021-11 Massachusetts M-TN003 Vermont VT2006 Michigan 9958 Virginia 110033 Minnesota 047-999-395 Washington C847 Mississippi TN00003 West Virginia 233 Missouri 340 Wisconsin 998093910 Montana CERT0086 Wyoming A2LA A2LA – ISO 17025 1461.01 AIHA-LAP,LLC EMLAP 100789 A2LA – ISO 17025 ⁵1461.02 DOD 1461.01 Canada 1461.01 USDA P330-15-00234 EPA–Crypto TN00003 ACCREDITATIONS & LOCATIONS ¹ Drinking Water ² Underground Storage Tanks ³ Aquatic Toxicity ⁴ Chemical/Microbiological ⁵ Mold ⁶ Wastewater n/a Accreditation not applicable * Not all certifications held by the laboratory are applicable to the results reported in the attached report. * Accreditation is only applicable to the test methods specified on each scope of accreditation held by Pace Analytical. 1 Cp 2 Tc 3 Ss 4 Cn 5 Sr 6 Qc 7 Gl 8 Al 9 Sc ACCOUNT:PROJECT:SDG:DATE/TIME:PAGE: Braun Intertec - MN B2307983.00 L1681104 12/08/23 11:38 25 of 26 ACCOUNT:PROJECT:SDG:DATE/TIME:PAGE: Braun Intertec - MN B2307983.00 L1681104 12/08/23 14:21 25 of 26 #=CL# December 11, 2023 LIMS USE: FR - BRAYDEN KUESTER LIMS OBJECT ID: 10676538 10676538 Project: Pace Project No.: RE: Brayden Kuester Braun Intertec 11001 Hampshire Ave S Minneapolis, MN 55438 B2307983.00-Revised Report Dear Brayden Kuester: Enclosed are the analytical results for sample(s) received by the laboratory on November 17, 2023. The results relate only to the samples included in this report. Results reported herein conform to the applicable TNI/NELAC Standards and the laboratory's Quality Manual, where applicable, unless otherwise noted in the body of the report. The test results provided in this final report were generated by each of the following laboratories within the Pace Network: • Pace Analytical Services - Minneapolis This report was revised on December 11, 2023, to include the laboratory control sample (LCS) % recovery in the quality control (QC) data for WIDRO, WIGRO, and 8260. If you have any questions concerning this report, please feel free to contact me. Sincerely, Brenna Bloome brenna.bloome@pacelabs.com Project Manager (612)607-1700 Enclosures REPORT OF LABORATORY ANALYSIS This report shall not be reproduced, except in full, without the written consent of Pace Analytical Services, LLC. Pace Analytical Services, LLC 1700 Elm Street Minneapolis, MN 55414 (612)607-1700 Page 1 of 50 #=CP# CERTIFICATIONS Pace Project No.: Project: 10676538 B2307983.00-Revised Report Pace Analytical Services, LLC - Minneapolis MN 1700 Elm Street SE, Minneapolis, MN 55414 A2LA Certification #: 2926.01 Alabama Certification #: 40770 Alaska Contaminated Sites Certification #: 17-009 Alaska DW Certification #: MN00064 Arizona Certification #: AZ0014 Arkansas DW Certification #: MN00064 Arkansas WW Certification #: 88-0680 California Certification #: 2929 Colorado Certification #: MN00064 Connecticut Certification #: PH-0256 EPA Region 8 Tribal Water Systems+Wyoming DW Certification #: via MN 027-053-137 Florida Certification #: E87605 Georgia Certification #: 959 GMP+ Certification #: GMP050884 Hawaii Certification #: MN00064 Idaho Certification #: MN00064 Illinois Certification #: 200011 Indiana Certification #: C-MN-01 Iowa Certification #: 368 Kansas Certification #: E-10167 Kentucky DW Certification #: 90062 Kentucky WW Certification #: 90062 Louisiana DEQ Certification #: AI-03086 Louisiana DW Certification #: MN00064 Maine Certification #: MN00064 Maryland Certification #: 322 Michigan Certification #: 9909 Minnesota Certification #: 027-053-137 Minnesota Dept of Ag Approval: via MN 027-053-137 Minnesota Petrofund Registration #: 1240 Mississippi Certification #: MN00064 Missouri Certification #: 10100 Montana Certification #: CERT0092 Nebraska Certification #: NE-OS-18-06 Nevada Certification #: MN00064 New Hampshire Certification #: 2081 New Jersey Certification #: MN002 New York Certification #: 11647 North Carolina DW Certification #: 27700 North Carolina WW Certification #: 530 North Dakota Certification (A2LA) #: R-036 North Dakota Certification (MN) #: R-036 Ohio DW Certification #: 41244 Ohio VAP Certification (1700) #: CL101 Oklahoma Certification #: 9507 Oregon Primary Certification #: MN300001 Oregon Secondary Certification #: MN200001 Pennsylvania Certification #: 68-00563 Puerto Rico Certification #: MN00064 South Carolina Certification #:74003001 Tennessee Certification #: TN02818 Texas Certification #: T104704192 Utah Certification #: MN00064 Vermont Certification #: VT-027053137 Virginia Certification #: 460163 Washington Certification #: C486 West Virginia DEP Certification #: 382 West Virginia DW Certification #: 9952 C Wisconsin Certification #: 999407970 Wyoming UST Certification #: via A2LA 2926.01 USDA Permit #: P330-19-00208 REPORT OF LABORATORY ANALYSIS This report shall not be reproduced, except in full, without the written consent of Pace Analytical Services, LLC. Pace Analytical Services, LLC 1700 Elm Street Minneapolis, MN 55414 (612)607-1700 Page 2 of 50 #=SS# SAMPLE SUMMARY Pace Project No.: Project: 10676538 B2307983.00-Revised Report Lab ID Sample ID Matrix Date Collected Date Received 10676538001 SB-1 (7.5-10)Solid 11/17/23 09:30 11/17/23 17:00 10676538002 SB-2 (10-12.5)Solid 11/17/23 11:30 11/17/23 17:00 10676538003 SB-3 (2.5-5)Solid 11/17/23 10:10 11/17/23 17:00 10676538004 Trip Blank Solid 11/17/23 08:00 11/17/23 17:00 REPORT OF LABORATORY ANALYSIS This report shall not be reproduced, except in full, without the written consent of Pace Analytical Services, LLC. Pace Analytical Services, LLC 1700 Elm Street Minneapolis, MN 55414 (612)607-1700 Page 3 of 50 #=SA# SAMPLE ANALYTE COUNT Pace Project No.: Project: 10676538 B2307983.00-Revised Report Lab ID Sample ID Method Analytes Reported LaboratoryAnalysts 10676538001 SB-1 (7.5-10)WI MOD DRO 2 PASI-MTT2 WI MOD GRO 2 PASI-MALE EPA 6010D 7 PASI-MIP EPA 7471B 1 PASI-MLMW ASTM D2974 1 PASI-MJDL EPA 8270E by SIM 19 PASI-MTWH EPA 8260D 70 PASI-MZB 10676538002 SB-2 (10-12.5)WI MOD DRO 2 PASI-MTT2 WI MOD GRO 2 PASI-MALE EPA 6010D 7 PASI-MIP EPA 7471B 1 PASI-MLMW ASTM D2974 1 PASI-MJDL EPA 8270E by SIM 19 PASI-MTWH EPA 8260D 70 PASI-MZB 10676538003 SB-3 (2.5-5)WI MOD DRO 2 PASI-MTT2 WI MOD GRO 2 PASI-MALE EPA 6010D 7 PASI-MIP EPA 7471B 1 PASI-MLMW ASTM D2974 1 PASI-MJDL EPA 8270E by SIM 19 PASI-MTWH EPA 8260D 70 PASI-MZB 10676538004 Trip Blank WI MOD GRO 2 PASI-MALE EPA 8260D 70 PASI-MZB PASI-M = Pace Analytical Services - Minneapolis REPORT OF LABORATORY ANALYSIS This report shall not be reproduced, except in full, without the written consent of Pace Analytical Services, LLC. Pace Analytical Services, LLC 1700 Elm Street Minneapolis, MN 55414 (612)607-1700 Page 4 of 50 #=HO# SUMMARY OF DETECTION Pace Project No.: Project: 10676538 B2307983.00-Revised Report Parameters AnalyzedResult Lab Sample ID Report Limit QualifiersUnitsMethod Client Sample ID 10676538001 SB-1 (7.5-10) Gasoline Range Organics 29.4 mg/kg 11/21/23 20:02 GO14.1WI MOD GRO Arsenic 4.2 mg/kg 11/28/23 12:031.2EPA 6010D Barium 117 mg/kg 11/28/23 12:030.58EPA 6010D Cadmium 0.29 mg/kg 11/28/23 12:030.17EPA 6010D Chromium 12.6 mg/kg 11/28/23 12:030.58EPA 6010D Lead 6.5 mg/kg 11/28/23 12:030.58EPA 6010D Percent Moisture 15.9 %11/27/23 14:33 N20.10ASTM D2974 sec-Butylbenzene 217 ug/kg 11/22/23 21:5564.0EPA 8260D 10676538002 SB-2 (10-12.5) Arsenic 3.1 mg/kg 11/28/23 12:121.1EPA 6010D Barium 71.1 mg/kg 11/28/23 12:120.57EPA 6010D Cadmium 0.20 mg/kg 11/28/23 12:120.17EPA 6010D Chromium 10.6 mg/kg 11/28/23 12:120.57EPA 6010D Lead 5.6 mg/kg 11/28/23 12:120.57EPA 6010D Percent Moisture 16.5 %11/27/23 14:33 N20.10ASTM D2974 10676538003 SB-3 (2.5-5) Arsenic 5.7 mg/kg 11/28/23 12:452.2EPA 6010D Barium 114 mg/kg 11/28/23 12:451.1EPA 6010D Chromium 13.3 mg/kg 11/28/23 12:451.1EPA 6010D Lead 7.3 mg/kg 11/28/23 12:451.1EPA 6010D Mercury 0.044 mg/kg 11/28/23 12:580.021EPA 7471B Percent Moisture 13.3 %11/27/23 14:33 N20.10ASTM D2974 REPORT OF LABORATORY ANALYSIS This report shall not be reproduced, except in full, without the written consent of Pace Analytical Services, LLC. Pace Analytical Services, LLC 1700 Elm Street Minneapolis, MN 55414 (612)607-1700 Page 5 of 50 #=NA# PROJECT NARRATIVE Pace Project No.: Project: 10676538 B2307983.00-Revised Report Method: Client:Braun Intertec Corporation WI MOD DRO Date:December 11, 2023 Description:WIDRO GCS General Information: 3 samples were analyzed for WI MOD DRO by Pace Analytical Services Minneapolis. All samples were received in acceptable condition with any exceptions noted below or on the chain-of custody and/or the sample condition upon receipt form (SCUR) attached at the end of this report. Hold Time: The samples were analyzed within the method required hold times with any exceptions noted below. Sample Preparation: The samples were prepared in accordance with WI MOD DRO with any exceptions noted below. Initial Calibrations (including MS Tune as applicable): All criteria were within method requirements with any exceptions noted below. Continuing Calibration: All criteria were within method requirements with any exceptions noted below. Surrogates: All surrogates were within QC limits with any exceptions noted below. QC Batch: 919557 S4: Surrogate recovery not evaluated against control limits due to sample dilution. • MS (Lab ID: 4834763) • n-Triacontane (S) • MSD (Lab ID: 4834764) • n-Triacontane (S) Method Blank: All analytes were below the report limit in the method blank, where applicable, with any exceptions noted below. Laboratory Control Spike: All laboratory control spike compounds were within QC limits with any exceptions noted below. Matrix Spikes: All percent recoveries and relative percent differences (RPDs) were within acceptance criteria with any exceptions noted below. QC Batch: 919557 A matrix spike and/or matrix spike duplicate (MS/MSD) were performed on the following sample(s): 10676584004 P6: Matrix spike recovery was outside laboratory control limits due to a parent sample concentration notably higher than the spike level. • MS (Lab ID: 4834763) • WDRO C10-C28 • MSD (Lab ID: 4834764) • WDRO C10-C28 REPORT OF LABORATORY ANALYSIS This report shall not be reproduced, except in full, without the written consent of Pace Analytical Services, LLC. Pace Analytical Services, LLC 1700 Elm Street Minneapolis, MN 55414 (612)607-1700 Page 6 of 50 #=NA# PROJECT NARRATIVE Pace Project No.: Project: 10676538 B2307983.00-Revised Report Method: Client:Braun Intertec Corporation WI MOD DRO Date:December 11, 2023 Description:WIDRO GCS QC Batch: 919557 A matrix spike and/or matrix spike duplicate (MS/MSD) were performed on the following sample(s): 10676584004 R1: RPD value was outside control limits. • MSD (Lab ID: 4834764) • WDRO C10-C28 Additional Comments: Analyte Comments: QC Batch: 919557 D5: The sample was re-weighed into a new container because the sample weight in the original container exceeded the method specifications. • MS (Lab ID: 4834763) • n-Triacontane (S) • MSD (Lab ID: 4834764) • n-Triacontane (S) • MS (Lab ID: 4834763) • n-Triacontane (S) • MSD (Lab ID: 4834764) • n-Triacontane (S) REPORT OF LABORATORY ANALYSIS This report shall not be reproduced, except in full, without the written consent of Pace Analytical Services, LLC. Pace Analytical Services, LLC 1700 Elm Street Minneapolis, MN 55414 (612)607-1700 Page 7 of 50 #=NA# PROJECT NARRATIVE Pace Project No.: Project: 10676538 B2307983.00-Revised Report Method: Client:Braun Intertec Corporation WI MOD GRO Date:December 11, 2023 Description:WIGRO GCV General Information: 4 samples were analyzed for WI MOD GRO by Pace Analytical Services Minneapolis. All samples were received in acceptable condition with any exceptions noted below or on the chain-of custody and/or the sample condition upon receipt form (SCUR) attached at the end of this report. Hold Time: The samples were analyzed within the method required hold times with any exceptions noted below. Sample Preparation: The samples were prepared in accordance with EPA 5030 Medium Soil with any exceptions noted below. Initial Calibrations (including MS Tune as applicable): All criteria were within method requirements with any exceptions noted below. Continuing Calibration: All criteria were within method requirements with any exceptions noted below. Surrogates: All surrogates were within QC limits with any exceptions noted below. Method Blank: All analytes were below the report limit in the method blank, where applicable, with any exceptions noted below. Laboratory Control Spike: All laboratory control spike compounds were within QC limits with any exceptions noted below. Matrix Spikes: All percent recoveries and relative percent differences (RPDs) were within acceptance criteria with any exceptions noted below. A matrix spike/matrix spike duplicate was not performed due to insufficient sample volume. QC Batch: 919651 Additional Comments: REPORT OF LABORATORY ANALYSIS This report shall not be reproduced, except in full, without the written consent of Pace Analytical Services, LLC. Pace Analytical Services, LLC 1700 Elm Street Minneapolis, MN 55414 (612)607-1700 Page 8 of 50 #=NA# PROJECT NARRATIVE Pace Project No.: Project: 10676538 B2307983.00-Revised Report Method: Client:Braun Intertec Corporation EPA 6010D Date:December 11, 2023 Description:6010D MET ICP General Information: 3 samples were analyzed for EPA 6010D by Pace Analytical Services Minneapolis. All samples were received in acceptable condition with any exceptions noted below or on the chain-of custody and/or the sample condition upon receipt form (SCUR) attached at the end of this report. Hold Time: The samples were analyzed within the method required hold times with any exceptions noted below. Sample Preparation: The samples were prepared in accordance with EPA 3050B with any exceptions noted below. Initial Calibrations (including MS Tune as applicable): All criteria were within method requirements with any exceptions noted below. Continuing Calibration: All criteria were within method requirements with any exceptions noted below. Method Blank: All analytes were below the report limit in the method blank, where applicable, with any exceptions noted below. Laboratory Control Spike: All laboratory control spike compounds were within QC limits with any exceptions noted below. Matrix Spikes: All percent recoveries and relative percent differences (RPDs) were within acceptance criteria with any exceptions noted below. Additional Comments: Analyte Comments: QC Batch: 919640 D3: Sample was diluted due to the presence of high levels of non-target analytes or other matrix interference. • SB-3 (2.5-5) (Lab ID: 10676538003) • Silver • Cadmium • Selenium REPORT OF LABORATORY ANALYSIS This report shall not be reproduced, except in full, without the written consent of Pace Analytical Services, LLC. Pace Analytical Services, LLC 1700 Elm Street Minneapolis, MN 55414 (612)607-1700 Page 9 of 50 #=NA# PROJECT NARRATIVE Pace Project No.: Project: 10676538 B2307983.00-Revised Report Method: Client:Braun Intertec Corporation EPA 7471B Date:December 11, 2023 Description:7471B Mercury General Information: 3 samples were analyzed for EPA 7471B by Pace Analytical Services Minneapolis. All samples were received in acceptable condition with any exceptions noted below or on the chain-of custody and/or the sample condition upon receipt form (SCUR) attached at the end of this report. Hold Time: The samples were analyzed within the method required hold times with any exceptions noted below. Sample Preparation: The samples were prepared in accordance with EPA 7471B with any exceptions noted below. Initial Calibrations (including MS Tune as applicable): All criteria were within method requirements with any exceptions noted below. Continuing Calibration: All criteria were within method requirements with any exceptions noted below. Method Blank: All analytes were below the report limit in the method blank, where applicable, with any exceptions noted below. Laboratory Control Spike: All laboratory control spike compounds were within QC limits with any exceptions noted below. Matrix Spikes: All percent recoveries and relative percent differences (RPDs) were within acceptance criteria with any exceptions noted below. Additional Comments: REPORT OF LABORATORY ANALYSIS This report shall not be reproduced, except in full, without the written consent of Pace Analytical Services, LLC. Pace Analytical Services, LLC 1700 Elm Street Minneapolis, MN 55414 (612)607-1700 Page 10 of 50 #=NA# PROJECT NARRATIVE Pace Project No.: Project: 10676538 B2307983.00-Revised Report Method: Client:Braun Intertec Corporation EPA 8270E by SIM Date:December 11, 2023 Description:8270E MSSV PAH by SIM General Information: 3 samples were analyzed for EPA 8270E by SIM by Pace Analytical Services Minneapolis. All samples were received in acceptable condition with any exceptions noted below or on the chain-of custody and/or the sample condition upon receipt form (SCUR) attached at the end of this report. Hold Time: The samples were analyzed within the method required hold times with any exceptions noted below. Sample Preparation: The samples were prepared in accordance with EPA 3546 with any exceptions noted below. Initial Calibrations (including MS Tune as applicable): All criteria were within method requirements with any exceptions noted below. Continuing Calibration: All criteria were within method requirements with any exceptions noted below. Internal Standards: All internal standards were within QC limits with any exceptions noted below. Surrogates: All surrogates were within QC limits with any exceptions noted below. QC Batch: 919564 S0: Surrogate recovery outside laboratory control limits. • MS (Lab ID: 4834813) • 2-Fluorobiphenyl (S) Method Blank: All analytes were below the report limit in the method blank, where applicable, with any exceptions noted below. Laboratory Control Spike: All laboratory control spike compounds were within QC limits with any exceptions noted below. Matrix Spikes: All percent recoveries and relative percent differences (RPDs) were within acceptance criteria with any exceptions noted below. QC Batch: 919564 A matrix spike and/or matrix spike duplicate (MS/MSD) were performed on the following sample(s): 20297004021 M1: Matrix spike recovery exceeded QC limits. Batch accepted based on laboratory control sample (LCS) recovery. • MS (Lab ID: 4834813) • Naphthalene R1: RPD value was outside control limits. • MSD (Lab ID: 4834814) REPORT OF LABORATORY ANALYSIS This report shall not be reproduced, except in full, without the written consent of Pace Analytical Services, LLC. Pace Analytical Services, LLC 1700 Elm Street Minneapolis, MN 55414 (612)607-1700 Page 11 of 50 #=NA# PROJECT NARRATIVE Pace Project No.: Project: 10676538 B2307983.00-Revised Report Method: Client:Braun Intertec Corporation EPA 8270E by SIM Date:December 11, 2023 Description:8270E MSSV PAH by SIM QC Batch: 919564 A matrix spike and/or matrix spike duplicate (MS/MSD) were performed on the following sample(s): 20297004021 R1: RPD value was outside control limits. • Naphthalene Additional Comments: REPORT OF LABORATORY ANALYSIS This report shall not be reproduced, except in full, without the written consent of Pace Analytical Services, LLC. Pace Analytical Services, LLC 1700 Elm Street Minneapolis, MN 55414 (612)607-1700 Page 12 of 50 #=NA# PROJECT NARRATIVE Pace Project No.: Project: 10676538 B2307983.00-Revised Report Method: Client:Braun Intertec Corporation EPA 8260D Date:December 11, 2023 Description:8260D MSV 5030 Med Level General Information: 4 samples were analyzed for EPA 8260D by Pace Analytical Services Minneapolis. All samples were received in acceptable condition with any exceptions noted below or on the chain-of custody and/or the sample condition upon receipt form (SCUR) attached at the end of this report. Hold Time: The samples were analyzed within the method required hold times with any exceptions noted below. Sample Preparation: The samples were prepared in accordance with EPA 5035/5030B with any exceptions noted below. Initial Calibrations (including MS Tune as applicable): All criteria were within method requirements with any exceptions noted below. Continuing Calibration: All criteria were within method requirements with any exceptions noted below. Internal Standards: All internal standards were within QC limits with any exceptions noted below. Surrogates: All surrogates were within QC limits with any exceptions noted below. Method Blank: All analytes were below the report limit in the method blank, where applicable, with any exceptions noted below. Laboratory Control Spike: All laboratory control spike compounds were within QC limits with any exceptions noted below. Matrix Spikes: All percent recoveries and relative percent differences (RPDs) were within acceptance criteria with any exceptions noted below. Additional Comments: Batch Comments: The continuing calibration verification was above the method acceptance limit for dichlorodifluoromethane, chloromethane, vinyl chloride, chloroethane, and diethyl ether. Any detection for the analyte in the associated samples may have a high bias. • QC Batch: 920014 This data package has been reviewed for quality and completeness and is approved for release. REPORT OF LABORATORY ANALYSIS This report shall not be reproduced, except in full, without the written consent of Pace Analytical Services, LLC. Pace Analytical Services, LLC 1700 Elm Street Minneapolis, MN 55414 (612)607-1700 Page 13 of 50 #=AR# ANALYTICAL RESULTS Pace Project No.: Project: 10676538 B2307983.00-Revised Report Sample:SB-1 (7.5-10)Lab ID:10676538001 Collected:11/17/23 09:30 Received:11/17/23 17:00 Matrix:Solid Results reported on a "dry weight" basis and are adjusted for percent moisture, sample size and any dilutions. Parameters Results Units DF Prepared Analyzed CAS No.QualReport Limit Analytical Method: WI MOD DRO Preparation Method: WI MOD DRO Pace Analytical Services - Minneapolis WIDRO GCS WDRO C10-C28 ND mg/kg 11/22/23 12:1411/21/23 00:1411.4 1 Surrogates n-Triacontane (S)75 %.11/22/23 12:1411/21/23 00:1450-150 1 Analytical Method: WI MOD GRO Preparation Method: EPA 5030 Medium Soil Pace Analytical Services - Minneapolis WIGRO GCV Gasoline Range Organics 29.4 mg/kg 11/21/23 20:02 GO11/21/23 12:5914.1 1 Surrogates a,a,a-Trifluorotoluene (S)107 %.11/21/23 20:02 98-08-811/21/23 12:5980-200 1 Analytical Method: EPA 6010D Preparation Method: EPA 3050B Pace Analytical Services - Minneapolis 6010D MET ICP Arsenic 4.2 mg/kg 11/28/23 12:03 7440-38-211/27/23 09:111.2 1 Barium 117 mg/kg 11/28/23 12:03 7440-39-311/27/23 09:110.58 1 Cadmium 0.29 mg/kg 11/28/23 12:03 7440-43-911/27/23 09:110.17 1 Chromium 12.6 mg/kg 11/28/23 12:03 7440-47-311/27/23 09:110.58 1 Lead 6.5 mg/kg 11/28/23 12:03 7439-92-111/27/23 09:110.58 1 Selenium ND mg/kg 11/28/23 12:03 7782-49-211/27/23 09:111.2 1 Silver ND mg/kg 11/28/23 12:03 7440-22-411/27/23 09:110.58 1 Analytical Method: EPA 7471B Preparation Method: EPA 7471B Pace Analytical Services - Minneapolis 7471B Mercury Mercury ND mg/kg 11/28/23 12:48 7439-97-611/22/23 11:240.020 1 Analytical Method: ASTM D2974 Pace Analytical Services - Minneapolis Dry Weight / %M by ASTM D2974 Percent Moisture 15.9 %11/27/23 14:33 N20.10 1 Analytical Method: EPA 8270E by SIM Preparation Method: EPA 3546 Pace Analytical Services - Minneapolis 8270E MSSV PAH by SIM Acenaphthene ND ug/kg 11/22/23 18:44 83-32-911/21/23 03:3411.5 1 Acenaphthylene ND ug/kg 11/22/23 18:44 208-96-811/21/23 03:3411.5 1 Anthracene ND ug/kg 11/22/23 18:44 120-12-711/21/23 03:3411.5 1 Benzo(a)anthracene ND ug/kg 11/22/23 18:44 56-55-311/21/23 03:3411.5 1 Benzo(a)pyrene ND ug/kg 11/22/23 18:44 50-32-811/21/23 03:3411.5 1 Benzo(b)fluoranthene ND ug/kg 11/22/23 18:44 205-99-211/21/23 03:3411.5 1 Benzo(g,h,i)perylene ND ug/kg 11/22/23 18:44 191-24-211/21/23 03:3411.5 1 Benzo(k)fluoranthene ND ug/kg 11/22/23 18:44 207-08-911/21/23 03:3411.5 1 Chrysene ND ug/kg 11/22/23 18:44 218-01-911/21/23 03:3411.5 1 Dibenz(a,h)anthracene ND ug/kg 11/22/23 18:44 53-70-311/21/23 03:3411.5 1 Fluoranthene ND ug/kg 11/22/23 18:44 206-44-011/21/23 03:3411.5 1 Fluorene ND ug/kg 11/22/23 18:44 86-73-711/21/23 03:3411.5 1 Indeno(1,2,3-cd)pyrene ND ug/kg 11/22/23 18:44 193-39-511/21/23 03:3411.5 1 Naphthalene ND ug/kg 11/22/23 18:44 91-20-311/21/23 03:3411.5 1 REPORT OF LABORATORY ANALYSIS This report shall not be reproduced, except in full, without the written consent of Pace Analytical Services, LLC.Date: 12/11/2023 03:36 PM Pace Analytical Services, LLC 1700 Elm Street Minneapolis, MN 55414 (612)607-1700 Page 14 of 50 #=AR# ANALYTICAL RESULTS Pace Project No.: Project: 10676538 B2307983.00-Revised Report Sample:SB-1 (7.5-10)Lab ID:10676538001 Collected:11/17/23 09:30 Received:11/17/23 17:00 Matrix:Solid Results reported on a "dry weight" basis and are adjusted for percent moisture, sample size and any dilutions. Parameters Results Units DF Prepared Analyzed CAS No.QualReport Limit Analytical Method: EPA 8270E by SIM Preparation Method: EPA 3546 Pace Analytical Services - Minneapolis 8270E MSSV PAH by SIM Phenanthrene ND ug/kg 11/22/23 18:44 85-01-811/21/23 03:3411.5 1 Pyrene ND ug/kg 11/22/23 18:44 129-00-011/21/23 03:3411.5 1 Total BaP Eq. MN 2006sh. ND=0 ND ug/kg 11/22/23 18:4411/21/23 03:3411.5 1 Surrogates 2-Fluorobiphenyl (S)73 %.11/22/23 18:44 321-60-811/21/23 03:3454-125 1 p-Terphenyl-d14 (S)93 %.11/22/23 18:44 1718-51-011/21/23 03:3460-125 1 Analytical Method: EPA 8260D Preparation Method: EPA 5035/5030B Pace Analytical Services - Minneapolis 8260D MSV 5030 Med Level Acetone ND ug/kg 11/22/23 21:55 67-64-111/21/23 10:2912801 Allyl chloride ND ug/kg 11/22/23 21:55 107-05-111/21/23 10:292561 Benzene ND ug/kg 11/22/23 21:55 71-43-211/21/23 10:2925.6 1 Bromobenzene ND ug/kg 11/22/23 21:55 108-86-111/21/23 10:2964.0 1 Bromochloromethane ND ug/kg 11/22/23 21:55 74-97-511/21/23 10:2964.0 1 Bromodichloromethane ND ug/kg 11/22/23 21:55 75-27-411/21/23 10:2964.0 1 Bromoform ND ug/kg 11/22/23 21:55 75-25-211/21/23 10:292561 Bromomethane ND ug/kg 11/22/23 21:55 74-83-911/21/23 10:296401 2-Butanone (MEK)ND ug/kg 11/22/23 21:55 78-93-311/21/23 10:293201 n-Butylbenzene ND ug/kg 11/22/23 21:55 104-51-811/21/23 10:2964.0 1 sec-Butylbenzene 217 ug/kg 11/22/23 21:55 135-98-811/21/23 10:2964.0 1 tert-Butylbenzene ND ug/kg 11/22/23 21:55 98-06-611/21/23 10:2964.0 1 Carbon tetrachloride ND ug/kg 11/22/23 21:55 56-23-511/21/23 10:2964.0 1 Chlorobenzene ND ug/kg 11/22/23 21:55 108-90-711/21/23 10:2964.0 1 Chloroethane ND ug/kg 11/22/23 21:55 75-00-311/21/23 10:296401 Chloroform ND ug/kg 11/22/23 21:55 67-66-311/21/23 10:2964.0 1 Chloromethane ND ug/kg 11/22/23 21:55 74-87-311/21/23 10:292561 2-Chlorotoluene ND ug/kg 11/22/23 21:55 95-49-811/21/23 10:2964.0 1 4-Chlorotoluene ND ug/kg 11/22/23 21:55 106-43-411/21/23 10:2964.0 1 1,2-Dibromo-3-chloropropane ND ug/kg 11/22/23 21:55 96-12-811/21/23 10:296401 Dibromochloromethane ND ug/kg 11/22/23 21:55 124-48-111/21/23 10:292561 1,2-Dibromoethane (EDB)ND ug/kg 11/22/23 21:55 106-93-411/21/23 10:2964.0 1 Dibromomethane ND ug/kg 11/22/23 21:55 74-95-311/21/23 10:2964.0 1 1,2-Dichlorobenzene ND ug/kg 11/22/23 21:55 95-50-111/21/23 10:2964.0 1 1,3-Dichlorobenzene ND ug/kg 11/22/23 21:55 541-73-111/21/23 10:2964.0 1 1,4-Dichlorobenzene ND ug/kg 11/22/23 21:55 106-46-711/21/23 10:2964.0 1 Dichlorodifluoromethane ND ug/kg 11/22/23 21:55 75-71-811/21/23 10:292561 1,1-Dichloroethane ND ug/kg 11/22/23 21:55 75-34-311/21/23 10:2964.0 1 1,2-Dichloroethane ND ug/kg 11/22/23 21:55 107-06-211/21/23 10:2964.0 1 1,1-Dichloroethene ND ug/kg 11/22/23 21:55 75-35-411/21/23 10:2964.0 1 cis-1,2-Dichloroethene ND ug/kg 11/22/23 21:55 156-59-211/21/23 10:2964.0 1 trans-1,2-Dichloroethene ND ug/kg 11/22/23 21:55 156-60-511/21/23 10:2964.0 1 Dichlorofluoromethane ND ug/kg 11/22/23 21:55 75-43-411/21/23 10:296401 1,2-Dichloropropane ND ug/kg 11/22/23 21:55 78-87-511/21/23 10:2964.0 1 1,3-Dichloropropane ND ug/kg 11/22/23 21:55 142-28-911/21/23 10:2964.0 1 2,2-Dichloropropane ND ug/kg 11/22/23 21:55 594-20-711/21/23 10:292561 REPORT OF LABORATORY ANALYSIS This report shall not be reproduced, except in full, without the written consent of Pace Analytical Services, LLC.Date: 12/11/2023 03:36 PM Pace Analytical Services, LLC 1700 Elm Street Minneapolis, MN 55414 (612)607-1700 Page 15 of 50 #=AR# ANALYTICAL RESULTS Pace Project No.: Project: 10676538 B2307983.00-Revised Report Sample:SB-1 (7.5-10)Lab ID:10676538001 Collected:11/17/23 09:30 Received:11/17/23 17:00 Matrix:Solid Results reported on a "dry weight" basis and are adjusted for percent moisture, sample size and any dilutions. Parameters Results Units DF Prepared Analyzed CAS No.QualReport Limit Analytical Method: EPA 8260D Preparation Method: EPA 5035/5030B Pace Analytical Services - Minneapolis 8260D MSV 5030 Med Level 1,1-Dichloropropene ND ug/kg 11/22/23 21:55 563-58-611/21/23 10:2964.0 1 cis-1,3-Dichloropropene ND ug/kg 11/22/23 21:55 10061-01-511/21/23 10:2964.0 1 trans-1,3-Dichloropropene ND ug/kg 11/22/23 21:55 10061-02-611/21/23 10:2964.0 1 Diethyl ether (Ethyl ether)ND ug/kg 11/22/23 21:55 60-29-711/21/23 10:292561 Ethylbenzene ND ug/kg 11/22/23 21:55 100-41-411/21/23 10:2964.0 1 Hexachloro-1,3-butadiene ND ug/kg 11/22/23 21:55 87-68-311/21/23 10:293201 Isopropylbenzene (Cumene)ND ug/kg 11/22/23 21:55 98-82-811/21/23 10:2964.0 1 p-Isopropyltoluene ND ug/kg 11/22/23 21:55 99-87-611/21/23 10:2964.0 1 Methylene Chloride ND ug/kg 11/22/23 21:55 75-09-211/21/23 10:292561 4-Methyl-2-pentanone (MIBK)ND ug/kg 11/22/23 21:55 108-10-111/21/23 10:293201 Methyl-tert-butyl ether ND ug/kg 11/22/23 21:55 1634-04-411/21/23 10:2964.0 1 Naphthalene ND ug/kg 11/22/23 21:55 91-20-311/21/23 10:292561 n-Propylbenzene ND ug/kg 11/22/23 21:55 103-65-111/21/23 10:2964.0 1 Styrene ND ug/kg 11/22/23 21:55 100-42-511/21/23 10:2964.0 1 1,1,1,2-Tetrachloroethane ND ug/kg 11/22/23 21:55 630-20-611/21/23 10:2964.0 1 1,1,2,2-Tetrachloroethane ND ug/kg 11/22/23 21:55 79-34-511/21/23 10:2964.0 1 Tetrachloroethene ND ug/kg 11/22/23 21:55 127-18-411/21/23 10:2964.0 1 Tetrahydrofuran ND ug/kg 11/22/23 21:55 109-99-911/21/23 10:2925601 Toluene ND ug/kg 11/22/23 21:55 108-88-311/21/23 10:2964.0 1 1,2,3-Trichlorobenzene ND ug/kg 11/22/23 21:55 87-61-611/21/23 10:2964.0 1 1,2,4-Trichlorobenzene ND ug/kg 11/22/23 21:55 120-82-111/21/23 10:2964.0 1 1,1,1-Trichloroethane ND ug/kg 11/22/23 21:55 71-55-611/21/23 10:2964.0 1 1,1,2-Trichloroethane ND ug/kg 11/22/23 21:55 79-00-511/21/23 10:2964.0 1 Trichloroethene ND ug/kg 11/22/23 21:55 79-01-611/21/23 10:2964.0 1 Trichlorofluoromethane ND ug/kg 11/22/23 21:55 75-69-411/21/23 10:292561 1,2,3-Trichloropropane ND ug/kg 11/22/23 21:55 96-18-411/21/23 10:292561 1,1,2-Trichlorotrifluoroethane ND ug/kg 11/22/23 21:55 76-13-111/21/23 10:292561 1,2,4-Trimethylbenzene ND ug/kg 11/22/23 21:55 95-63-611/21/23 10:2964.0 1 1,3,5-Trimethylbenzene ND ug/kg 11/22/23 21:55 108-67-811/21/23 10:2964.0 1 Vinyl chloride ND ug/kg 11/22/23 21:55 75-01-411/21/23 10:2925.6 1 Xylene (Total)ND ug/kg 11/22/23 21:55 1330-20-711/21/23 10:291921 Surrogates Toluene-d8 (S)102 %.11/22/23 21:55 2037-26-511/21/23 10:2975-125 1 4-Bromofluorobenzene (S)104 %.11/22/23 21:55 460-00-411/21/23 10:2975-125 1 1,2-Dichlorobenzene-d4 (S)97 %.11/22/23 21:55 2199-69-111/21/23 10:2975-125 1 REPORT OF LABORATORY ANALYSIS This report shall not be reproduced, except in full, without the written consent of Pace Analytical Services, LLC.Date: 12/11/2023 03:36 PM Pace Analytical Services, LLC 1700 Elm Street Minneapolis, MN 55414 (612)607-1700 Page 16 of 50 #=AR# ANALYTICAL RESULTS Pace Project No.: Project: 10676538 B2307983.00-Revised Report Sample:SB-2 (10-12.5)Lab ID:10676538002 Collected:11/17/23 11:30 Received:11/17/23 17:00 Matrix:Solid Results reported on a "dry weight" basis and are adjusted for percent moisture, sample size and any dilutions. Parameters Results Units DF Prepared Analyzed CAS No.QualReport Limit Analytical Method: WI MOD DRO Preparation Method: WI MOD DRO Pace Analytical Services - Minneapolis WIDRO GCS WDRO C10-C28 ND mg/kg 11/22/23 13:2511/21/23 00:1411.7 1 Surrogates n-Triacontane (S)78 %.11/22/23 13:2511/21/23 00:1450-150 1 Analytical Method: WI MOD GRO Preparation Method: EPA 5030 Medium Soil Pace Analytical Services - Minneapolis WIGRO GCV Gasoline Range Organics ND mg/kg 11/21/23 20:2111/21/23 12:5914.0 1 Surrogates a,a,a-Trifluorotoluene (S)99 %.11/21/23 20:21 98-08-811/21/23 12:5980-200 1 Analytical Method: EPA 6010D Preparation Method: EPA 3050B Pace Analytical Services - Minneapolis 6010D MET ICP Arsenic 3.1 mg/kg 11/28/23 12:12 7440-38-211/27/23 09:111.1 1 Barium 71.1 mg/kg 11/28/23 12:12 7440-39-311/27/23 09:110.57 1 Cadmium 0.20 mg/kg 11/28/23 12:12 7440-43-911/27/23 09:110.17 1 Chromium 10.6 mg/kg 11/28/23 12:12 7440-47-311/27/23 09:110.57 1 Lead 5.6 mg/kg 11/28/23 12:12 7439-92-111/27/23 09:110.57 1 Selenium ND mg/kg 11/28/23 12:12 7782-49-211/27/23 09:111.1 1 Silver ND mg/kg 11/28/23 12:12 7440-22-411/27/23 09:110.57 1 Analytical Method: EPA 7471B Preparation Method: EPA 7471B Pace Analytical Services - Minneapolis 7471B Mercury Mercury ND mg/kg 11/28/23 12:53 7439-97-611/22/23 11:240.022 1 Analytical Method: ASTM D2974 Pace Analytical Services - Minneapolis Dry Weight / %M by ASTM D2974 Percent Moisture 16.5 %11/27/23 14:33 N20.10 1 Analytical Method: EPA 8270E by SIM Preparation Method: EPA 3546 Pace Analytical Services - Minneapolis 8270E MSSV PAH by SIM Acenaphthene ND ug/kg 11/22/23 19:03 83-32-911/21/23 03:3411.7 1 Acenaphthylene ND ug/kg 11/22/23 19:03 208-96-811/21/23 03:3411.7 1 Anthracene ND ug/kg 11/22/23 19:03 120-12-711/21/23 03:3411.7 1 Benzo(a)anthracene ND ug/kg 11/22/23 19:03 56-55-311/21/23 03:3411.7 1 Benzo(a)pyrene ND ug/kg 11/22/23 19:03 50-32-811/21/23 03:3411.7 1 Benzo(b)fluoranthene ND ug/kg 11/22/23 19:03 205-99-211/21/23 03:3411.7 1 Benzo(g,h,i)perylene ND ug/kg 11/22/23 19:03 191-24-211/21/23 03:3411.7 1 Benzo(k)fluoranthene ND ug/kg 11/22/23 19:03 207-08-911/21/23 03:3411.7 1 Chrysene ND ug/kg 11/22/23 19:03 218-01-911/21/23 03:3411.7 1 Dibenz(a,h)anthracene ND ug/kg 11/22/23 19:03 53-70-311/21/23 03:3411.7 1 Fluoranthene ND ug/kg 11/22/23 19:03 206-44-011/21/23 03:3411.7 1 Fluorene ND ug/kg 11/22/23 19:03 86-73-711/21/23 03:3411.7 1 Indeno(1,2,3-cd)pyrene ND ug/kg 11/22/23 19:03 193-39-511/21/23 03:3411.7 1 Naphthalene ND ug/kg 11/22/23 19:03 91-20-311/21/23 03:3411.7 1 REPORT OF LABORATORY ANALYSIS This report shall not be reproduced, except in full, without the written consent of Pace Analytical Services, LLC.Date: 12/11/2023 03:36 PM Pace Analytical Services, LLC 1700 Elm Street Minneapolis, MN 55414 (612)607-1700 Page 17 of 50 #=AR# ANALYTICAL RESULTS Pace Project No.: Project: 10676538 B2307983.00-Revised Report Sample:SB-2 (10-12.5)Lab ID:10676538002 Collected:11/17/23 11:30 Received:11/17/23 17:00 Matrix:Solid Results reported on a "dry weight" basis and are adjusted for percent moisture, sample size and any dilutions. Parameters Results Units DF Prepared Analyzed CAS No.QualReport Limit Analytical Method: EPA 8270E by SIM Preparation Method: EPA 3546 Pace Analytical Services - Minneapolis 8270E MSSV PAH by SIM Phenanthrene ND ug/kg 11/22/23 19:03 85-01-811/21/23 03:3411.7 1 Pyrene ND ug/kg 11/22/23 19:03 129-00-011/21/23 03:3411.7 1 Total BaP Eq. MN 2006sh. ND=0 ND ug/kg 11/22/23 19:0311/21/23 03:3411.7 1 Surrogates 2-Fluorobiphenyl (S)82 %.11/22/23 19:03 321-60-811/21/23 03:3454-125 1 p-Terphenyl-d14 (S)97 %.11/22/23 19:03 1718-51-011/21/23 03:3460-125 1 Analytical Method: EPA 8260D Preparation Method: EPA 5035/5030B Pace Analytical Services - Minneapolis 8260D MSV 5030 Med Level Acetone ND ug/kg 11/22/23 20:03 67-64-111/21/23 10:2912901 Allyl chloride ND ug/kg 11/22/23 20:03 107-05-111/21/23 10:292581 Benzene ND ug/kg 11/22/23 20:03 71-43-211/21/23 10:2925.8 1 Bromobenzene ND ug/kg 11/22/23 20:03 108-86-111/21/23 10:2964.4 1 Bromochloromethane ND ug/kg 11/22/23 20:03 74-97-511/21/23 10:2964.4 1 Bromodichloromethane ND ug/kg 11/22/23 20:03 75-27-411/21/23 10:2964.4 1 Bromoform ND ug/kg 11/22/23 20:03 75-25-211/21/23 10:292581 Bromomethane ND ug/kg 11/22/23 20:03 74-83-911/21/23 10:296441 2-Butanone (MEK)ND ug/kg 11/22/23 20:03 78-93-311/21/23 10:293221 n-Butylbenzene ND ug/kg 11/22/23 20:03 104-51-811/21/23 10:2964.4 1 sec-Butylbenzene ND ug/kg 11/22/23 20:03 135-98-811/21/23 10:2964.4 1 tert-Butylbenzene ND ug/kg 11/22/23 20:03 98-06-611/21/23 10:2964.4 1 Carbon tetrachloride ND ug/kg 11/22/23 20:03 56-23-511/21/23 10:2964.4 1 Chlorobenzene ND ug/kg 11/22/23 20:03 108-90-711/21/23 10:2964.4 1 Chloroethane ND ug/kg 11/22/23 20:03 75-00-311/21/23 10:296441 Chloroform ND ug/kg 11/22/23 20:03 67-66-311/21/23 10:2964.4 1 Chloromethane ND ug/kg 11/22/23 20:03 74-87-311/21/23 10:292581 2-Chlorotoluene ND ug/kg 11/22/23 20:03 95-49-811/21/23 10:2964.4 1 4-Chlorotoluene ND ug/kg 11/22/23 20:03 106-43-411/21/23 10:2964.4 1 1,2-Dibromo-3-chloropropane ND ug/kg 11/22/23 20:03 96-12-811/21/23 10:296441 Dibromochloromethane ND ug/kg 11/22/23 20:03 124-48-111/21/23 10:292581 1,2-Dibromoethane (EDB)ND ug/kg 11/22/23 20:03 106-93-411/21/23 10:2964.4 1 Dibromomethane ND ug/kg 11/22/23 20:03 74-95-311/21/23 10:2964.4 1 1,2-Dichlorobenzene ND ug/kg 11/22/23 20:03 95-50-111/21/23 10:2964.4 1 1,3-Dichlorobenzene ND ug/kg 11/22/23 20:03 541-73-111/21/23 10:2964.4 1 1,4-Dichlorobenzene ND ug/kg 11/22/23 20:03 106-46-711/21/23 10:2964.4 1 Dichlorodifluoromethane ND ug/kg 11/22/23 20:03 75-71-811/21/23 10:292581 1,1-Dichloroethane ND ug/kg 11/22/23 20:03 75-34-311/21/23 10:2964.4 1 1,2-Dichloroethane ND ug/kg 11/22/23 20:03 107-06-211/21/23 10:2964.4 1 1,1-Dichloroethene ND ug/kg 11/22/23 20:03 75-35-411/21/23 10:2964.4 1 cis-1,2-Dichloroethene ND ug/kg 11/22/23 20:03 156-59-211/21/23 10:2964.4 1 trans-1,2-Dichloroethene ND ug/kg 11/22/23 20:03 156-60-511/21/23 10:2964.4 1 Dichlorofluoromethane ND ug/kg 11/22/23 20:03 75-43-411/21/23 10:296441 1,2-Dichloropropane ND ug/kg 11/22/23 20:03 78-87-511/21/23 10:2964.4 1 1,3-Dichloropropane ND ug/kg 11/22/23 20:03 142-28-911/21/23 10:2964.4 1 2,2-Dichloropropane ND ug/kg 11/22/23 20:03 594-20-711/21/23 10:292581 REPORT OF LABORATORY ANALYSIS This report shall not be reproduced, except in full, without the written consent of Pace Analytical Services, LLC.Date: 12/11/2023 03:36 PM Pace Analytical Services, LLC 1700 Elm Street Minneapolis, MN 55414 (612)607-1700 Page 18 of 50 #=AR# ANALYTICAL RESULTS Pace Project No.: Project: 10676538 B2307983.00-Revised Report Sample:SB-2 (10-12.5)Lab ID:10676538002 Collected:11/17/23 11:30 Received:11/17/23 17:00 Matrix:Solid Results reported on a "dry weight" basis and are adjusted for percent moisture, sample size and any dilutions. Parameters Results Units DF Prepared Analyzed CAS No.QualReport Limit Analytical Method: EPA 8260D Preparation Method: EPA 5035/5030B Pace Analytical Services - Minneapolis 8260D MSV 5030 Med Level 1,1-Dichloropropene ND ug/kg 11/22/23 20:03 563-58-611/21/23 10:2964.4 1 cis-1,3-Dichloropropene ND ug/kg 11/22/23 20:03 10061-01-511/21/23 10:2964.4 1 trans-1,3-Dichloropropene ND ug/kg 11/22/23 20:03 10061-02-611/21/23 10:2964.4 1 Diethyl ether (Ethyl ether)ND ug/kg 11/22/23 20:03 60-29-711/21/23 10:292581 Ethylbenzene ND ug/kg 11/22/23 20:03 100-41-411/21/23 10:2964.4 1 Hexachloro-1,3-butadiene ND ug/kg 11/22/23 20:03 87-68-311/21/23 10:293221 Isopropylbenzene (Cumene)ND ug/kg 11/22/23 20:03 98-82-811/21/23 10:2964.4 1 p-Isopropyltoluene ND ug/kg 11/22/23 20:03 99-87-611/21/23 10:2964.4 1 Methylene Chloride ND ug/kg 11/22/23 20:03 75-09-211/21/23 10:292581 4-Methyl-2-pentanone (MIBK)ND ug/kg 11/22/23 20:03 108-10-111/21/23 10:293221 Methyl-tert-butyl ether ND ug/kg 11/22/23 20:03 1634-04-411/21/23 10:2964.4 1 Naphthalene ND ug/kg 11/22/23 20:03 91-20-311/21/23 10:292581 n-Propylbenzene ND ug/kg 11/22/23 20:03 103-65-111/21/23 10:2964.4 1 Styrene ND ug/kg 11/22/23 20:03 100-42-511/21/23 10:2964.4 1 1,1,1,2-Tetrachloroethane ND ug/kg 11/22/23 20:03 630-20-611/21/23 10:2964.4 1 1,1,2,2-Tetrachloroethane ND ug/kg 11/22/23 20:03 79-34-511/21/23 10:2964.4 1 Tetrachloroethene ND ug/kg 11/22/23 20:03 127-18-411/21/23 10:2964.4 1 Tetrahydrofuran ND ug/kg 11/22/23 20:03 109-99-911/21/23 10:2925801 Toluene ND ug/kg 11/22/23 20:03 108-88-311/21/23 10:2964.4 1 1,2,3-Trichlorobenzene ND ug/kg 11/22/23 20:03 87-61-611/21/23 10:2964.4 1 1,2,4-Trichlorobenzene ND ug/kg 11/22/23 20:03 120-82-111/21/23 10:2964.4 1 1,1,1-Trichloroethane ND ug/kg 11/22/23 20:03 71-55-611/21/23 10:2964.4 1 1,1,2-Trichloroethane ND ug/kg 11/22/23 20:03 79-00-511/21/23 10:2964.4 1 Trichloroethene ND ug/kg 11/22/23 20:03 79-01-611/21/23 10:2964.4 1 Trichlorofluoromethane ND ug/kg 11/22/23 20:03 75-69-411/21/23 10:292581 1,2,3-Trichloropropane ND ug/kg 11/22/23 20:03 96-18-411/21/23 10:292581 1,1,2-Trichlorotrifluoroethane ND ug/kg 11/22/23 20:03 76-13-111/21/23 10:292581 1,2,4-Trimethylbenzene ND ug/kg 11/22/23 20:03 95-63-611/21/23 10:2964.4 1 1,3,5-Trimethylbenzene ND ug/kg 11/22/23 20:03 108-67-811/21/23 10:2964.4 1 Vinyl chloride ND ug/kg 11/22/23 20:03 75-01-411/21/23 10:2925.8 1 Xylene (Total)ND ug/kg 11/22/23 20:03 1330-20-711/21/23 10:291931 Surrogates Toluene-d8 (S)99 %.11/22/23 20:03 2037-26-511/21/23 10:2975-125 1 4-Bromofluorobenzene (S)107 %.11/22/23 20:03 460-00-411/21/23 10:2975-125 1 1,2-Dichlorobenzene-d4 (S)96 %.11/22/23 20:03 2199-69-111/21/23 10:2975-125 1 REPORT OF LABORATORY ANALYSIS This report shall not be reproduced, except in full, without the written consent of Pace Analytical Services, LLC.Date: 12/11/2023 03:36 PM Pace Analytical Services, LLC 1700 Elm Street Minneapolis, MN 55414 (612)607-1700 Page 19 of 50 #=AR# ANALYTICAL RESULTS Pace Project No.: Project: 10676538 B2307983.00-Revised Report Sample:SB-3 (2.5-5)Lab ID:10676538003 Collected:11/17/23 10:10 Received:11/17/23 17:00 Matrix:Solid Results reported on a "dry weight" basis and are adjusted for percent moisture, sample size and any dilutions. Parameters Results Units DF Prepared Analyzed CAS No.QualReport Limit Analytical Method: WI MOD DRO Preparation Method: WI MOD DRO Pace Analytical Services - Minneapolis WIDRO GCS WDRO C10-C28 ND mg/kg 11/22/23 13:3211/21/23 00:148.6 1 Surrogates n-Triacontane (S)83 %.11/22/23 13:3211/21/23 00:1450-150 1 Analytical Method: WI MOD GRO Preparation Method: EPA 5030 Medium Soil Pace Analytical Services - Minneapolis WIGRO GCV Gasoline Range Organics ND mg/kg 11/21/23 20:4111/21/23 12:5912.9 1 Surrogates a,a,a-Trifluorotoluene (S)98 %.11/21/23 20:41 98-08-811/21/23 12:5980-200 1 Analytical Method: EPA 6010D Preparation Method: EPA 3050B Pace Analytical Services - Minneapolis 6010D MET ICP Arsenic 5.7 mg/kg 11/28/23 12:45 7440-38-211/27/23 09:112.2 2 Barium 114 mg/kg 11/28/23 12:45 7440-39-311/27/23 09:111.1 2 Cadmium ND mg/kg 11/28/23 12:45 7440-43-9 D311/27/23 09:110.33 2 Chromium 13.3 mg/kg 11/28/23 12:45 7440-47-311/27/23 09:111.1 2 Lead 7.3 mg/kg 11/28/23 12:45 7439-92-111/27/23 09:111.1 2 Selenium ND mg/kg 11/28/23 12:45 7782-49-2 D311/27/23 09:112.2 2 Silver ND mg/kg 11/28/23 12:45 7440-22-4 D311/27/23 09:111.1 2 Analytical Method: EPA 7471B Preparation Method: EPA 7471B Pace Analytical Services - Minneapolis 7471B Mercury Mercury 0.044 mg/kg 11/28/23 12:58 7439-97-611/22/23 11:240.021 1 Analytical Method: ASTM D2974 Pace Analytical Services - Minneapolis Dry Weight / %M by ASTM D2974 Percent Moisture 13.3 %11/27/23 14:33 N20.10 1 Analytical Method: EPA 8270E by SIM Preparation Method: EPA 3546 Pace Analytical Services - Minneapolis 8270E MSSV PAH by SIM Acenaphthene ND ug/kg 11/22/23 19:22 83-32-911/21/23 03:3411.2 1 Acenaphthylene ND ug/kg 11/22/23 19:22 208-96-811/21/23 03:3411.2 1 Anthracene ND ug/kg 11/22/23 19:22 120-12-711/21/23 03:3411.2 1 Benzo(a)anthracene ND ug/kg 11/22/23 19:22 56-55-311/21/23 03:3411.2 1 Benzo(a)pyrene ND ug/kg 11/22/23 19:22 50-32-811/21/23 03:3411.2 1 Benzo(b)fluoranthene ND ug/kg 11/22/23 19:22 205-99-211/21/23 03:3411.2 1 Benzo(g,h,i)perylene ND ug/kg 11/22/23 19:22 191-24-211/21/23 03:3411.2 1 Benzo(k)fluoranthene ND ug/kg 11/22/23 19:22 207-08-911/21/23 03:3411.2 1 Chrysene ND ug/kg 11/22/23 19:22 218-01-911/21/23 03:3411.2 1 Dibenz(a,h)anthracene ND ug/kg 11/22/23 19:22 53-70-311/21/23 03:3411.2 1 Fluoranthene ND ug/kg 11/22/23 19:22 206-44-011/21/23 03:3411.2 1 Fluorene ND ug/kg 11/22/23 19:22 86-73-711/21/23 03:3411.2 1 Indeno(1,2,3-cd)pyrene ND ug/kg 11/22/23 19:22 193-39-511/21/23 03:3411.2 1 Naphthalene ND ug/kg 11/22/23 19:22 91-20-311/21/23 03:3411.2 1 REPORT OF LABORATORY ANALYSIS This report shall not be reproduced, except in full, without the written consent of Pace Analytical Services, LLC.Date: 12/11/2023 03:36 PM Pace Analytical Services, LLC 1700 Elm Street Minneapolis, MN 55414 (612)607-1700 Page 20 of 50 #=AR# ANALYTICAL RESULTS Pace Project No.: Project: 10676538 B2307983.00-Revised Report Sample:SB-3 (2.5-5)Lab ID:10676538003 Collected:11/17/23 10:10 Received:11/17/23 17:00 Matrix:Solid Results reported on a "dry weight" basis and are adjusted for percent moisture, sample size and any dilutions. Parameters Results Units DF Prepared Analyzed CAS No.QualReport Limit Analytical Method: EPA 8270E by SIM Preparation Method: EPA 3546 Pace Analytical Services - Minneapolis 8270E MSSV PAH by SIM Phenanthrene ND ug/kg 11/22/23 19:22 85-01-811/21/23 03:3411.2 1 Pyrene ND ug/kg 11/22/23 19:22 129-00-011/21/23 03:3411.2 1 Total BaP Eq. MN 2006sh. ND=0 ND ug/kg 11/22/23 19:2211/21/23 03:3411.2 1 Surrogates 2-Fluorobiphenyl (S)84 %.11/22/23 19:22 321-60-811/21/23 03:3454-125 1 p-Terphenyl-d14 (S)94 %.11/22/23 19:22 1718-51-011/21/23 03:3460-125 1 Analytical Method: EPA 8260D Preparation Method: EPA 5035/5030B Pace Analytical Services - Minneapolis 8260D MSV 5030 Med Level Acetone ND ug/kg 11/22/23 20:19 67-64-111/21/23 10:2911901 Allyl chloride ND ug/kg 11/22/23 20:19 107-05-111/21/23 10:292391 Benzene ND ug/kg 11/22/23 20:19 71-43-211/21/23 10:2923.9 1 Bromobenzene ND ug/kg 11/22/23 20:19 108-86-111/21/23 10:2959.6 1 Bromochloromethane ND ug/kg 11/22/23 20:19 74-97-511/21/23 10:2959.6 1 Bromodichloromethane ND ug/kg 11/22/23 20:19 75-27-411/21/23 10:2959.6 1 Bromoform ND ug/kg 11/22/23 20:19 75-25-211/21/23 10:292391 Bromomethane ND ug/kg 11/22/23 20:19 74-83-911/21/23 10:295961 2-Butanone (MEK)ND ug/kg 11/22/23 20:19 78-93-311/21/23 10:292981 n-Butylbenzene ND ug/kg 11/22/23 20:19 104-51-811/21/23 10:2959.6 1 sec-Butylbenzene ND ug/kg 11/22/23 20:19 135-98-811/21/23 10:2959.6 1 tert-Butylbenzene ND ug/kg 11/22/23 20:19 98-06-611/21/23 10:2959.6 1 Carbon tetrachloride ND ug/kg 11/22/23 20:19 56-23-511/21/23 10:2959.6 1 Chlorobenzene ND ug/kg 11/22/23 20:19 108-90-711/21/23 10:2959.6 1 Chloroethane ND ug/kg 11/22/23 20:19 75-00-311/21/23 10:295961 Chloroform ND ug/kg 11/22/23 20:19 67-66-311/21/23 10:2959.6 1 Chloromethane ND ug/kg 11/22/23 20:19 74-87-311/21/23 10:292391 2-Chlorotoluene ND ug/kg 11/22/23 20:19 95-49-811/21/23 10:2959.6 1 4-Chlorotoluene ND ug/kg 11/22/23 20:19 106-43-411/21/23 10:2959.6 1 1,2-Dibromo-3-chloropropane ND ug/kg 11/22/23 20:19 96-12-811/21/23 10:295961 Dibromochloromethane ND ug/kg 11/22/23 20:19 124-48-111/21/23 10:292391 1,2-Dibromoethane (EDB)ND ug/kg 11/22/23 20:19 106-93-411/21/23 10:2959.6 1 Dibromomethane ND ug/kg 11/22/23 20:19 74-95-311/21/23 10:2959.6 1 1,2-Dichlorobenzene ND ug/kg 11/22/23 20:19 95-50-111/21/23 10:2959.6 1 1,3-Dichlorobenzene ND ug/kg 11/22/23 20:19 541-73-111/21/23 10:2959.6 1 1,4-Dichlorobenzene ND ug/kg 11/22/23 20:19 106-46-711/21/23 10:2959.6 1 Dichlorodifluoromethane ND ug/kg 11/22/23 20:19 75-71-811/21/23 10:292391 1,1-Dichloroethane ND ug/kg 11/22/23 20:19 75-34-311/21/23 10:2959.6 1 1,2-Dichloroethane ND ug/kg 11/22/23 20:19 107-06-211/21/23 10:2959.6 1 1,1-Dichloroethene ND ug/kg 11/22/23 20:19 75-35-411/21/23 10:2959.6 1 cis-1,2-Dichloroethene ND ug/kg 11/22/23 20:19 156-59-211/21/23 10:2959.6 1 trans-1,2-Dichloroethene ND ug/kg 11/22/23 20:19 156-60-511/21/23 10:2959.6 1 Dichlorofluoromethane ND ug/kg 11/22/23 20:19 75-43-411/21/23 10:295961 1,2-Dichloropropane ND ug/kg 11/22/23 20:19 78-87-511/21/23 10:2959.6 1 1,3-Dichloropropane ND ug/kg 11/22/23 20:19 142-28-911/21/23 10:2959.6 1 2,2-Dichloropropane ND ug/kg 11/22/23 20:19 594-20-711/21/23 10:292391 REPORT OF LABORATORY ANALYSIS This report shall not be reproduced, except in full, without the written consent of Pace Analytical Services, LLC.Date: 12/11/2023 03:36 PM Pace Analytical Services, LLC 1700 Elm Street Minneapolis, MN 55414 (612)607-1700 Page 21 of 50 #=AR# ANALYTICAL RESULTS Pace Project No.: Project: 10676538 B2307983.00-Revised Report Sample:SB-3 (2.5-5)Lab ID:10676538003 Collected:11/17/23 10:10 Received:11/17/23 17:00 Matrix:Solid Results reported on a "dry weight" basis and are adjusted for percent moisture, sample size and any dilutions. Parameters Results Units DF Prepared Analyzed CAS No.QualReport Limit Analytical Method: EPA 8260D Preparation Method: EPA 5035/5030B Pace Analytical Services - Minneapolis 8260D MSV 5030 Med Level 1,1-Dichloropropene ND ug/kg 11/22/23 20:19 563-58-611/21/23 10:2959.6 1 cis-1,3-Dichloropropene ND ug/kg 11/22/23 20:19 10061-01-511/21/23 10:2959.6 1 trans-1,3-Dichloropropene ND ug/kg 11/22/23 20:19 10061-02-611/21/23 10:2959.6 1 Diethyl ether (Ethyl ether)ND ug/kg 11/22/23 20:19 60-29-711/21/23 10:292391 Ethylbenzene ND ug/kg 11/22/23 20:19 100-41-411/21/23 10:2959.6 1 Hexachloro-1,3-butadiene ND ug/kg 11/22/23 20:19 87-68-311/21/23 10:292981 Isopropylbenzene (Cumene)ND ug/kg 11/22/23 20:19 98-82-811/21/23 10:2959.6 1 p-Isopropyltoluene ND ug/kg 11/22/23 20:19 99-87-611/21/23 10:2959.6 1 Methylene Chloride ND ug/kg 11/22/23 20:19 75-09-211/21/23 10:292391 4-Methyl-2-pentanone (MIBK)ND ug/kg 11/22/23 20:19 108-10-111/21/23 10:292981 Methyl-tert-butyl ether ND ug/kg 11/22/23 20:19 1634-04-411/21/23 10:2959.6 1 Naphthalene ND ug/kg 11/22/23 20:19 91-20-311/21/23 10:292391 n-Propylbenzene ND ug/kg 11/22/23 20:19 103-65-111/21/23 10:2959.6 1 Styrene ND ug/kg 11/22/23 20:19 100-42-511/21/23 10:2959.6 1 1,1,1,2-Tetrachloroethane ND ug/kg 11/22/23 20:19 630-20-611/21/23 10:2959.6 1 1,1,2,2-Tetrachloroethane ND ug/kg 11/22/23 20:19 79-34-511/21/23 10:2959.6 1 Tetrachloroethene ND ug/kg 11/22/23 20:19 127-18-411/21/23 10:2959.6 1 Tetrahydrofuran ND ug/kg 11/22/23 20:19 109-99-911/21/23 10:2923901 Toluene ND ug/kg 11/22/23 20:19 108-88-311/21/23 10:2959.6 1 1,2,3-Trichlorobenzene ND ug/kg 11/22/23 20:19 87-61-611/21/23 10:2959.6 1 1,2,4-Trichlorobenzene ND ug/kg 11/22/23 20:19 120-82-111/21/23 10:2959.6 1 1,1,1-Trichloroethane ND ug/kg 11/22/23 20:19 71-55-611/21/23 10:2959.6 1 1,1,2-Trichloroethane ND ug/kg 11/22/23 20:19 79-00-511/21/23 10:2959.6 1 Trichloroethene ND ug/kg 11/22/23 20:19 79-01-611/21/23 10:2959.6 1 Trichlorofluoromethane ND ug/kg 11/22/23 20:19 75-69-411/21/23 10:292391 1,2,3-Trichloropropane ND ug/kg 11/22/23 20:19 96-18-411/21/23 10:292391 1,1,2-Trichlorotrifluoroethane ND ug/kg 11/22/23 20:19 76-13-111/21/23 10:292391 1,2,4-Trimethylbenzene ND ug/kg 11/22/23 20:19 95-63-611/21/23 10:2959.6 1 1,3,5-Trimethylbenzene ND ug/kg 11/22/23 20:19 108-67-811/21/23 10:2959.6 1 Vinyl chloride ND ug/kg 11/22/23 20:19 75-01-411/21/23 10:2923.9 1 Xylene (Total)ND ug/kg 11/22/23 20:19 1330-20-711/21/23 10:291791 Surrogates Toluene-d8 (S)102 %.11/22/23 20:19 2037-26-511/21/23 10:2975-125 1 4-Bromofluorobenzene (S)105 %.11/22/23 20:19 460-00-411/21/23 10:2975-125 1 1,2-Dichlorobenzene-d4 (S)96 %.11/22/23 20:19 2199-69-111/21/23 10:2975-125 1 REPORT OF LABORATORY ANALYSIS This report shall not be reproduced, except in full, without the written consent of Pace Analytical Services, LLC.Date: 12/11/2023 03:36 PM Pace Analytical Services, LLC 1700 Elm Street Minneapolis, MN 55414 (612)607-1700 Page 22 of 50 #=AR# ANALYTICAL RESULTS Pace Project No.: Project: 10676538 B2307983.00-Revised Report Sample:Trip Blank Lab ID:10676538004 Collected:11/17/23 08:00 Received:11/17/23 17:00 Matrix:Solid Results reported on a "wet-weight" basis Parameters Results Units DF Prepared Analyzed CAS No.QualReport Limit Analytical Method: WI MOD GRO Preparation Method: EPA 5030 Medium Soil Pace Analytical Services - Minneapolis WIGRO GCV Gasoline Range Organics ND mg/kg 11/21/23 17:0611/21/23 12:5910.0 1 Surrogates a,a,a-Trifluorotoluene (S)98 %.11/21/23 17:06 98-08-811/21/23 12:5980-200 1 Analytical Method: EPA 8260D Preparation Method: EPA 5035/5030B Pace Analytical Services - Minneapolis 8260D MSV 5030 Med Level Acetone ND ug/kg 11/22/23 14:40 67-64-111/21/23 10:2910001 Allyl chloride ND ug/kg 11/22/23 14:40 107-05-111/21/23 10:292001 Benzene ND ug/kg 11/22/23 14:40 71-43-211/21/23 10:2920.0 1 Bromobenzene ND ug/kg 11/22/23 14:40 108-86-111/21/23 10:2950.0 1 Bromochloromethane ND ug/kg 11/22/23 14:40 74-97-511/21/23 10:2950.0 1 Bromodichloromethane ND ug/kg 11/22/23 14:40 75-27-411/21/23 10:2950.0 1 Bromoform ND ug/kg 11/22/23 14:40 75-25-211/21/23 10:292001 Bromomethane ND ug/kg 11/22/23 14:40 74-83-911/21/23 10:295001 2-Butanone (MEK)ND ug/kg 11/22/23 14:40 78-93-311/21/23 10:292501 n-Butylbenzene ND ug/kg 11/22/23 14:40 104-51-811/21/23 10:2950.0 1 sec-Butylbenzene ND ug/kg 11/22/23 14:40 135-98-811/21/23 10:2950.0 1 tert-Butylbenzene ND ug/kg 11/22/23 14:40 98-06-611/21/23 10:2950.0 1 Carbon tetrachloride ND ug/kg 11/22/23 14:40 56-23-511/21/23 10:2950.0 1 Chlorobenzene ND ug/kg 11/22/23 14:40 108-90-711/21/23 10:2950.0 1 Chloroethane ND ug/kg 11/22/23 14:40 75-00-311/21/23 10:295001 Chloroform ND ug/kg 11/22/23 14:40 67-66-311/21/23 10:2950.0 1 Chloromethane ND ug/kg 11/22/23 14:40 74-87-311/21/23 10:292001 2-Chlorotoluene ND ug/kg 11/22/23 14:40 95-49-811/21/23 10:2950.0 1 4-Chlorotoluene ND ug/kg 11/22/23 14:40 106-43-411/21/23 10:2950.0 1 1,2-Dibromo-3-chloropropane ND ug/kg 11/22/23 14:40 96-12-811/21/23 10:295001 Dibromochloromethane ND ug/kg 11/22/23 14:40 124-48-111/21/23 10:292001 1,2-Dibromoethane (EDB)ND ug/kg 11/22/23 14:40 106-93-411/21/23 10:2950.0 1 Dibromomethane ND ug/kg 11/22/23 14:40 74-95-311/21/23 10:2950.0 1 1,2-Dichlorobenzene ND ug/kg 11/22/23 14:40 95-50-111/21/23 10:2950.0 1 1,3-Dichlorobenzene ND ug/kg 11/22/23 14:40 541-73-111/21/23 10:2950.0 1 1,4-Dichlorobenzene ND ug/kg 11/22/23 14:40 106-46-711/21/23 10:2950.0 1 Dichlorodifluoromethane ND ug/kg 11/22/23 14:40 75-71-811/21/23 10:292001 1,1-Dichloroethane ND ug/kg 11/22/23 14:40 75-34-311/21/23 10:2950.0 1 1,2-Dichloroethane ND ug/kg 11/22/23 14:40 107-06-211/21/23 10:2950.0 1 1,1-Dichloroethene ND ug/kg 11/22/23 14:40 75-35-411/21/23 10:2950.0 1 cis-1,2-Dichloroethene ND ug/kg 11/22/23 14:40 156-59-211/21/23 10:2950.0 1 trans-1,2-Dichloroethene ND ug/kg 11/22/23 14:40 156-60-511/21/23 10:2950.0 1 Dichlorofluoromethane ND ug/kg 11/22/23 14:40 75-43-411/21/23 10:295001 1,2-Dichloropropane ND ug/kg 11/22/23 14:40 78-87-511/21/23 10:2950.0 1 1,3-Dichloropropane ND ug/kg 11/22/23 14:40 142-28-911/21/23 10:2950.0 1 2,2-Dichloropropane ND ug/kg 11/22/23 14:40 594-20-711/21/23 10:292001 1,1-Dichloropropene ND ug/kg 11/22/23 14:40 563-58-611/21/23 10:2950.0 1 cis-1,3-Dichloropropene ND ug/kg 11/22/23 14:40 10061-01-511/21/23 10:2950.0 1 trans-1,3-Dichloropropene ND ug/kg 11/22/23 14:40 10061-02-611/21/23 10:2950.0 1 REPORT OF LABORATORY ANALYSIS This report shall not be reproduced, except in full, without the written consent of Pace Analytical Services, LLC.Date: 12/11/2023 03:36 PM Pace Analytical Services, LLC 1700 Elm Street Minneapolis, MN 55414 (612)607-1700 Page 23 of 50 #=AR# ANALYTICAL RESULTS Pace Project No.: Project: 10676538 B2307983.00-Revised Report Sample:Trip Blank Lab ID:10676538004 Collected:11/17/23 08:00 Received:11/17/23 17:00 Matrix:Solid Results reported on a "wet-weight" basis Parameters Results Units DF Prepared Analyzed CAS No.QualReport Limit Analytical Method: EPA 8260D Preparation Method: EPA 5035/5030B Pace Analytical Services - Minneapolis 8260D MSV 5030 Med Level Diethyl ether (Ethyl ether)ND ug/kg 11/22/23 14:40 60-29-711/21/23 10:292001 Ethylbenzene ND ug/kg 11/22/23 14:40 100-41-411/21/23 10:2950.0 1 Hexachloro-1,3-butadiene ND ug/kg 11/22/23 14:40 87-68-311/21/23 10:292501 Isopropylbenzene (Cumene)ND ug/kg 11/22/23 14:40 98-82-811/21/23 10:2950.0 1 p-Isopropyltoluene ND ug/kg 11/22/23 14:40 99-87-611/21/23 10:2950.0 1 Methylene Chloride ND ug/kg 11/22/23 14:40 75-09-211/21/23 10:292001 4-Methyl-2-pentanone (MIBK)ND ug/kg 11/22/23 14:40 108-10-111/21/23 10:292501 Methyl-tert-butyl ether ND ug/kg 11/22/23 14:40 1634-04-411/21/23 10:2950.0 1 Naphthalene ND ug/kg 11/22/23 14:40 91-20-311/21/23 10:292001 n-Propylbenzene ND ug/kg 11/22/23 14:40 103-65-111/21/23 10:2950.0 1 Styrene ND ug/kg 11/22/23 14:40 100-42-511/21/23 10:2950.0 1 1,1,1,2-Tetrachloroethane ND ug/kg 11/22/23 14:40 630-20-611/21/23 10:2950.0 1 1,1,2,2-Tetrachloroethane ND ug/kg 11/22/23 14:40 79-34-511/21/23 10:2950.0 1 Tetrachloroethene ND ug/kg 11/22/23 14:40 127-18-411/21/23 10:2950.0 1 Tetrahydrofuran ND ug/kg 11/22/23 14:40 109-99-911/21/23 10:2920001 Toluene ND ug/kg 11/22/23 14:40 108-88-311/21/23 10:2950.0 1 1,2,3-Trichlorobenzene ND ug/kg 11/22/23 14:40 87-61-611/21/23 10:2950.0 1 1,2,4-Trichlorobenzene ND ug/kg 11/22/23 14:40 120-82-111/21/23 10:2950.0 1 1,1,1-Trichloroethane ND ug/kg 11/22/23 14:40 71-55-611/21/23 10:2950.0 1 1,1,2-Trichloroethane ND ug/kg 11/22/23 14:40 79-00-511/21/23 10:2950.0 1 Trichloroethene ND ug/kg 11/22/23 14:40 79-01-611/21/23 10:2950.0 1 Trichlorofluoromethane ND ug/kg 11/22/23 14:40 75-69-411/21/23 10:292001 1,2,3-Trichloropropane ND ug/kg 11/22/23 14:40 96-18-411/21/23 10:292001 1,1,2-Trichlorotrifluoroethane ND ug/kg 11/22/23 14:40 76-13-111/21/23 10:292001 1,2,4-Trimethylbenzene ND ug/kg 11/22/23 14:40 95-63-611/21/23 10:2950.0 1 1,3,5-Trimethylbenzene ND ug/kg 11/22/23 14:40 108-67-811/21/23 10:2950.0 1 Vinyl chloride ND ug/kg 11/22/23 14:40 75-01-411/21/23 10:2920.0 1 Xylene (Total)ND ug/kg 11/22/23 14:40 1330-20-711/21/23 10:291501 Surrogates Toluene-d8 (S)104 %.11/22/23 14:40 2037-26-511/21/23 10:2975-125 1 4-Bromofluorobenzene (S)105 %.11/22/23 14:40 460-00-411/21/23 10:2975-125 1 1,2-Dichlorobenzene-d4 (S)97 %.11/22/23 14:40 2199-69-111/21/23 10:2975-125 1 REPORT OF LABORATORY ANALYSIS This report shall not be reproduced, except in full, without the written consent of Pace Analytical Services, LLC.Date: 12/11/2023 03:36 PM Pace Analytical Services, LLC 1700 Elm Street Minneapolis, MN 55414 (612)607-1700 Page 24 of 50 #=QC# QUALITY CONTROL DATA Pace Project No.: Project: 10676538 B2307983.00-Revised Report Results presented on this page are in the units indicated by the "Units" column except where an alternate unit is presented to the right of the result. QC Batch: QC Batch Method: Analysis Method: Analysis Description: 919651 EPA 5030 Medium Soil WI MOD GRO WIGRO Solid GCV Laboratory:Pace Analytical Services - Minneapolis Associated Lab Samples:10676538001, 10676538002, 10676538003, 10676538004 Parameter Units Blank Result Reporting Limit Qualifiers METHOD BLANK:4835058 Associated Lab Samples:10676538001, 10676538002, 10676538003, 10676538004 Matrix:Solid Analyzed Gasoline Range Organics mg/kg ND 10.0 11/21/23 15:29 a,a,a-Trifluorotoluene (S)%.97 80-200 11/21/23 15:29 Parameter Units LCS Result % Rec Limits Qualifiers% RecConc. 4835059LABORATORY CONTROL SAMPLE & LCSD: LCSSpike LCSD % Rec RPD Max RPD LCSD Result 4835060 Gasoline Range Organics mg/kg 49.050 98 80-1209748.6 1 20 a,a,a-Trifluorotoluene (S)%.102 80-200106 REPORT OF LABORATORY ANALYSIS This report shall not be reproduced, except in full, without the written consent of Pace Analytical Services, LLC.Date: 12/11/2023 03:36 PM Pace Analytical Services, LLC 1700 Elm Street Minneapolis, MN 55414 (612)607-1700 Page 25 of 50 #=QC# QUALITY CONTROL DATA Pace Project No.: Project: 10676538 B2307983.00-Revised Report Results presented on this page are in the units indicated by the "Units" column except where an alternate unit is presented to the right of the result. QC Batch: QC Batch Method: Analysis Method: Analysis Description: 919648 EPA 7471B EPA 7471B 7471B Mercury Solids Laboratory:Pace Analytical Services - Minneapolis Associated Lab Samples:10676538001, 10676538002, 10676538003 Parameter Units Blank Result Reporting Limit Qualifiers METHOD BLANK:4835025 Associated Lab Samples:10676538001, 10676538002, 10676538003 Matrix:Solid Analyzed Mercury mg/kg ND 0.017 11/28/23 12:45 Parameter Units LCS Result % Rec Limits Qualifiers% RecConc. 4835026LABORATORY CONTROL SAMPLE: LCSSpike Mercury mg/kg 0.460.43 108 80-120 Parameter Units MS Result % Rec Limits Qual% RecConc. 4835027MATRIX SPIKE & MATRIX SPIKE DUPLICATE: MSSpike Result 10676538001 4835028 MSD Result MSD % Rec RPD RPD Max MSDMS Spike Conc. Mercury mg/kg 0.52 105 80-120107 0 200.51ND 0.56 0.56 REPORT OF LABORATORY ANALYSIS This report shall not be reproduced, except in full, without the written consent of Pace Analytical Services, LLC.Date: 12/11/2023 03:36 PM Pace Analytical Services, LLC 1700 Elm Street Minneapolis, MN 55414 (612)607-1700 Page 26 of 50 #=QC# QUALITY CONTROL DATA Pace Project No.: Project: 10676538 B2307983.00-Revised Report Results presented on this page are in the units indicated by the "Units" column except where an alternate unit is presented to the right of the result. QC Batch: QC Batch Method: Analysis Method: Analysis Description: 919640 EPA 3050B EPA 6010D 6010D Solids Laboratory:Pace Analytical Services - Minneapolis Associated Lab Samples:10676538001, 10676538002, 10676538003 Parameter Units Blank Result Reporting Limit Qualifiers METHOD BLANK:4834996 Associated Lab Samples:10676538001, 10676538002, 10676538003 Matrix:Solid Analyzed Arsenic mg/kg ND 0.94 11/28/23 12:00 Barium mg/kg ND 0.47 11/28/23 12:00 Cadmium mg/kg ND 0.14 11/28/23 12:00 Chromium mg/kg ND 0.47 11/28/23 12:00 Lead mg/kg ND 0.47 11/28/23 12:00 Selenium mg/kg ND 0.94 11/28/23 12:00 Silver mg/kg ND 0.47 11/28/23 12:00 Parameter Units LCS Result % Rec Limits Qualifiers% RecConc. 4834997LABORATORY CONTROL SAMPLE: LCSSpike Arsenic mg/kg 45.048.6 92 80-120 Barium mg/kg 50.348.6 103 80-120 Cadmium mg/kg 50.048.6 103 80-120 Chromium mg/kg 49.748.6 102 80-120 Lead mg/kg 48.748.6 100 80-120 Selenium mg/kg 43.448.6 89 80-120 Silver mg/kg 22.724.3 93 80-120 Parameter Units MS Result % Rec Limits Qual% RecConc. 4834998MATRIX SPIKE & MATRIX SPIKE DUPLICATE: MSSpike Result 10676538001 4834999 MSD Result MSD % Rec RPD RPD Max MSDMS Spike Conc. Arsenic mg/kg 57.3 84 75-12584 2 2057.94.2 52.2 53.0 Barium mg/kg 57.3 94 75-12586 2 2057.9117 170 166 Cadmium mg/kg 57.3 83 75-12585 4 2057.90.29 47.6 49.5 Chromium mg/kg 57.3 91 75-12593 2 2057.912.6 64.9 66.5 Lead mg/kg 57.3 82 75-12584 3 2057.96.5 53.4 55.1 Selenium mg/kg 57.3 81 75-12581 1 2057.9ND 46.7 47.2 Silver mg/kg 28.7 89 75-12591 3 2029ND25.6 26.3 REPORT OF LABORATORY ANALYSIS This report shall not be reproduced, except in full, without the written consent of Pace Analytical Services, LLC.Date: 12/11/2023 03:36 PM Pace Analytical Services, LLC 1700 Elm Street Minneapolis, MN 55414 (612)607-1700 Page 27 of 50 #=QC# QUALITY CONTROL DATA Pace Project No.: Project: 10676538 B2307983.00-Revised Report Results presented on this page are in the units indicated by the "Units" column except where an alternate unit is presented to the right of the result. QC Batch: QC Batch Method: Analysis Method: Analysis Description: 920128 ASTM D2974 ASTM D2974 Dry Weight / %M by ASTM D2974 Laboratory:Pace Analytical Services - Minneapolis Associated Lab Samples:10676538001, 10676538002, 10676538003 Parameter Units Dup Result Max RPD QualifiersRPDResult 10676522001 4837532SAMPLE DUPLICATE: Percent Moisture %3.1 N22303.0 Parameter Units Dup Result Max RPD QualifiersRPDResult 10676559004 4837533SAMPLE DUPLICATE: Percent Moisture %3.2 N27303.0 REPORT OF LABORATORY ANALYSIS This report shall not be reproduced, except in full, without the written consent of Pace Analytical Services, LLC.Date: 12/11/2023 03:36 PM Pace Analytical Services, LLC 1700 Elm Street Minneapolis, MN 55414 (612)607-1700 Page 28 of 50 #=QC# QUALITY CONTROL DATA Pace Project No.: Project: 10676538 B2307983.00-Revised Report Results presented on this page are in the units indicated by the "Units" column except where an alternate unit is presented to the right of the result. QC Batch: QC Batch Method: Analysis Method: Analysis Description: 919653 EPA 5035/5030B EPA 8260D 8260D MSV 5030 Med Level Laboratory:Pace Analytical Services - Minneapolis Associated Lab Samples:10676538001, 10676538002, 10676538003, 10676538004 Parameter Units Blank Result Reporting Limit Qualifiers METHOD BLANK:4835082 Associated Lab Samples:10676538001, 10676538002, 10676538003, 10676538004 Matrix:Solid Analyzed 1,1,1,2-Tetrachloroethane ug/kg ND 50.0 11/22/23 14:25 1,1,1-Trichloroethane ug/kg ND 50.0 11/22/23 14:25 1,1,2,2-Tetrachloroethane ug/kg ND 50.0 11/22/23 14:25 1,1,2-Trichloroethane ug/kg ND 50.0 11/22/23 14:25 1,1,2-Trichlorotrifluoroethane ug/kg ND 200 11/22/23 14:25 1,1-Dichloroethane ug/kg ND 50.0 11/22/23 14:25 1,1-Dichloroethene ug/kg ND 50.0 11/22/23 14:25 1,1-Dichloropropene ug/kg ND 50.0 11/22/23 14:25 1,2,3-Trichlorobenzene ug/kg ND 50.0 11/22/23 14:25 1,2,3-Trichloropropane ug/kg ND 200 11/22/23 14:25 1,2,4-Trichlorobenzene ug/kg ND 50.0 11/22/23 14:25 1,2,4-Trimethylbenzene ug/kg ND 50.0 11/22/23 14:25 1,2-Dibromo-3-chloropropane ug/kg ND 500 11/22/23 14:25 1,2-Dibromoethane (EDB)ug/kg ND 50.0 11/22/23 14:25 1,2-Dichlorobenzene ug/kg ND 50.0 11/22/23 14:25 1,2-Dichloroethane ug/kg ND 50.0 11/22/23 14:25 1,2-Dichloropropane ug/kg ND 50.0 11/22/23 14:25 1,3,5-Trimethylbenzene ug/kg ND 50.0 11/22/23 14:25 1,3-Dichlorobenzene ug/kg ND 50.0 11/22/23 14:25 1,3-Dichloropropane ug/kg ND 50.0 11/22/23 14:25 1,4-Dichlorobenzene ug/kg ND 50.0 11/22/23 14:25 2,2-Dichloropropane ug/kg ND 200 11/22/23 14:25 2-Butanone (MEK)ug/kg ND 250 11/22/23 14:25 2-Chlorotoluene ug/kg ND 50.0 11/22/23 14:25 4-Chlorotoluene ug/kg ND 50.0 11/22/23 14:25 4-Methyl-2-pentanone (MIBK)ug/kg ND 250 11/22/23 14:25 Acetone ug/kg ND 1000 11/22/23 14:25 Allyl chloride ug/kg ND 200 11/22/23 14:25 Benzene ug/kg ND 20.0 11/22/23 14:25 Bromobenzene ug/kg ND 50.0 11/22/23 14:25 Bromochloromethane ug/kg ND 50.0 11/22/23 14:25 Bromodichloromethane ug/kg ND 50.0 11/22/23 14:25 Bromoform ug/kg ND 200 11/22/23 14:25 Bromomethane ug/kg ND 500 11/22/23 14:25 Carbon tetrachloride ug/kg ND 50.0 11/22/23 14:25 Chlorobenzene ug/kg ND 50.0 11/22/23 14:25 Chloroethane ug/kg ND 500 11/22/23 14:25 Chloroform ug/kg ND 50.0 11/22/23 14:25 Chloromethane ug/kg ND 200 11/22/23 14:25 cis-1,2-Dichloroethene ug/kg ND 50.0 11/22/23 14:25 REPORT OF LABORATORY ANALYSIS This report shall not be reproduced, except in full, without the written consent of Pace Analytical Services, LLC.Date: 12/11/2023 03:36 PM Pace Analytical Services, LLC 1700 Elm Street Minneapolis, MN 55414 (612)607-1700 Page 29 of 50 #=QC# QUALITY CONTROL DATA Pace Project No.: Project: 10676538 B2307983.00-Revised Report Results presented on this page are in the units indicated by the "Units" column except where an alternate unit is presented to the right of the result. Parameter Units Blank Result Reporting Limit Qualifiers METHOD BLANK:4835082 Associated Lab Samples:10676538001, 10676538002, 10676538003, 10676538004 Matrix:Solid Analyzed cis-1,3-Dichloropropene ug/kg ND 50.0 11/22/23 14:25 Dibromochloromethane ug/kg ND 200 11/22/23 14:25 Dibromomethane ug/kg ND 50.0 11/22/23 14:25 Dichlorodifluoromethane ug/kg ND 200 11/22/23 14:25 Dichlorofluoromethane ug/kg ND 500 11/22/23 14:25 Diethyl ether (Ethyl ether)ug/kg ND 200 11/22/23 14:25 Ethylbenzene ug/kg ND 50.0 11/22/23 14:25 Hexachloro-1,3-butadiene ug/kg ND 250 11/22/23 14:25 Isopropylbenzene (Cumene)ug/kg ND 50.0 11/22/23 14:25 Methyl-tert-butyl ether ug/kg ND 50.0 11/22/23 14:25 Methylene Chloride ug/kg ND 200 11/22/23 14:25 n-Butylbenzene ug/kg ND 50.0 11/22/23 14:25 n-Propylbenzene ug/kg ND 50.0 11/22/23 14:25 Naphthalene ug/kg ND 200 11/22/23 14:25 p-Isopropyltoluene ug/kg ND 50.0 11/22/23 14:25 sec-Butylbenzene ug/kg ND 50.0 11/22/23 14:25 Styrene ug/kg ND 50.0 11/22/23 14:25 tert-Butylbenzene ug/kg ND 50.0 11/22/23 14:25 Tetrachloroethene ug/kg ND 50.0 11/22/23 14:25 Tetrahydrofuran ug/kg ND 2000 11/22/23 14:25 Toluene ug/kg ND 50.0 11/22/23 14:25 trans-1,2-Dichloroethene ug/kg ND 50.0 11/22/23 14:25 trans-1,3-Dichloropropene ug/kg ND 50.0 11/22/23 14:25 Trichloroethene ug/kg ND 50.0 11/22/23 14:25 Trichlorofluoromethane ug/kg ND 200 11/22/23 14:25 Vinyl chloride ug/kg ND 20.0 11/22/23 14:25 Xylene (Total)ug/kg ND 150 11/22/23 14:25 1,2-Dichlorobenzene-d4 (S)%.94 75-125 11/22/23 14:25 4-Bromofluorobenzene (S)%.105 75-125 11/22/23 14:25 Toluene-d8 (S)%.112 75-125 11/22/23 14:25 Parameter Units LCS Result % Rec Limits Qualifiers% RecConc. 4835083LABORATORY CONTROL SAMPLE: LCSSpike 1,1,1,2-Tetrachloroethane ug/kg 8881000 89 75-125 1,1,1-Trichloroethane ug/kg 9671000 97 75-125 1,1,2,2-Tetrachloroethane ug/kg 10201000 102 66-128 1,1,2-Trichloroethane ug/kg 10101000 101 75-127 1,1,2-Trichlorotrifluoroethane ug/kg 9861000 99 59-125 1,1-Dichloroethane ug/kg 10501000 105 61-125 1,1-Dichloroethene ug/kg 10201000 102 54-125 1,1-Dichloropropene ug/kg 9511000 95 70-125 1,2,3-Trichlorobenzene ug/kg 9571000 96 70-136 1,2,3-Trichloropropane ug/kg 9281000 93 75-125 REPORT OF LABORATORY ANALYSIS This report shall not be reproduced, except in full, without the written consent of Pace Analytical Services, LLC.Date: 12/11/2023 03:36 PM Pace Analytical Services, LLC 1700 Elm Street Minneapolis, MN 55414 (612)607-1700 Page 30 of 50 #=QC# QUALITY CONTROL DATA Pace Project No.: Project: 10676538 B2307983.00-Revised Report Results presented on this page are in the units indicated by the "Units" column except where an alternate unit is presented to the right of the result. Parameter Units LCS Result % Rec Limits Qualifiers% RecConc. 4835083LABORATORY CONTROL SAMPLE: LCSSpike 1,2,4-Trichlorobenzene ug/kg 9481000 95 71-133 1,2,4-Trimethylbenzene ug/kg 9711000 97 75-134 1,2-Dibromo-3-chloropropane ug/kg 8561000 86 73-129 1,2-Dibromoethane (EDB)ug/kg 10201000 102 75-125 1,2-Dichlorobenzene ug/kg 9201000 92 75-125 1,2-Dichloroethane ug/kg 9791000 98 72-125 1,2-Dichloropropane ug/kg 10801000 108 72-125 1,3,5-Trimethylbenzene ug/kg 9831000 98 75-132 1,3-Dichlorobenzene ug/kg 9121000 91 75-125 1,3-Dichloropropane ug/kg 10601000 106 73-128 1,4-Dichlorobenzene ug/kg 9291000 93 75-125 2,2-Dichloropropane ug/kg 9481000 95 54-125 2-Butanone (MEK)ug/kg 53705000 107 58-142 2-Chlorotoluene ug/kg 9871000 99 75-128 4-Chlorotoluene ug/kg 9461000 95 75-129 4-Methyl-2-pentanone (MIBK)ug/kg 55105000 110 68-139 Acetone ug/kg 56105000 112 58-131 Allyl chloride ug/kg 10801000 108 30-138 Benzene ug/kg 10001000 100 72-125 Bromobenzene ug/kg 9951000 100 75-125 Bromochloromethane ug/kg 9351000 94 74-125 Bromodichloromethane ug/kg 9561000 96 73-125 Bromoform ug/kg 9051000 91 65-125 Bromomethane ug/kg 10201000 102 30-150 Carbon tetrachloride ug/kg 8971000 90 70-126 Chlorobenzene ug/kg 9311000 93 75-125 Chloroethane ug/kg 14101000 141 40-150 Chloroform ug/kg 9221000 92 75-125 Chloromethane ug/kg 13001000 130 31-150 cis-1,2-Dichloroethene ug/kg 9621000 96 73-125 cis-1,3-Dichloropropene ug/kg 9881000 99 70-131 Dibromochloromethane ug/kg 9761000 98 75-125 Dibromomethane ug/kg 9631000 96 75-125 Dichlorodifluoromethane ug/kg 13001000 130 32-150 Dichlorofluoromethane ug/kg 11601000 116 36-150 Diethyl ether (Ethyl ether)ug/kg 11501000 115 50-132 Ethylbenzene ug/kg 10201000 102 75-130 Hexachloro-1,3-butadiene ug/kg 10401000 104 65-141 Isopropylbenzene (Cumene)ug/kg 10201000 102 73-134 Methyl-tert-butyl ether ug/kg 10601000 106 70-125 Methylene Chloride ug/kg 9961000 100 53-128 n-Butylbenzene ug/kg 9311000 93 67-139 n-Propylbenzene ug/kg 9631000 96 71-133 Naphthalene ug/kg 9161000 92 71-141 p-Isopropyltoluene ug/kg 9801000 98 75-136 sec-Butylbenzene ug/kg 9831000 98 75-134 Styrene ug/kg 10301000 103 59-137 REPORT OF LABORATORY ANALYSIS This report shall not be reproduced, except in full, without the written consent of Pace Analytical Services, LLC.Date: 12/11/2023 03:36 PM Pace Analytical Services, LLC 1700 Elm Street Minneapolis, MN 55414 (612)607-1700 Page 31 of 50 #=QC# QUALITY CONTROL DATA Pace Project No.: Project: 10676538 B2307983.00-Revised Report Results presented on this page are in the units indicated by the "Units" column except where an alternate unit is presented to the right of the result. Parameter Units LCS Result % Rec Limits Qualifiers% RecConc. 4835083LABORATORY CONTROL SAMPLE: LCSSpike tert-Butylbenzene ug/kg 9791000 98 75-128 Tetrachloroethene ug/kg 8821000 88 73-125 Tetrahydrofuran ug/kg 53005000 106 69-125 Toluene ug/kg 9321000 93 75-125 trans-1,2-Dichloroethene ug/kg 10001000 100 60-125 trans-1,3-Dichloropropene ug/kg 10401000 104 75-132 Trichloroethene ug/kg 9241000 92 73-125 Trichlorofluoromethane ug/kg 12201000 122 30-150 Vinyl chloride ug/kg 13401000 134 43-150 Xylene (Total)ug/kg 29703000 99 75-126 1,2-Dichlorobenzene-d4 (S)%.102 75-125 4-Bromofluorobenzene (S)%.105 75-125 Toluene-d8 (S)%.95 75-125 Parameter Units MS Result % Rec Limits Qual% RecConc. 4835084MATRIX SPIKE & MATRIX SPIKE DUPLICATE: MSSpike Result 10676326137 4835085 MSD Result MSD % Rec RPD RPD Max MSDMS Spike Conc. 1,1,1,2-Tetrachloroethane ug/kg 1420 99 69-12692 8 301420ND14001300 1,1,1-Trichloroethane ug/kg 1420 99 68-125101 2 301420ND14101440 1,1,2,2-Tetrachloroethane ug/kg 1420 105 66-128102 2 301420ND14801450 1,1,2-Trichloroethane ug/kg 1420 107 75-127100 7 301420ND15201410 1,1,2- Trichlorotrifluoroethane ug/kg 1420 100 51-136107 6 301420ND14201520 1,1-Dichloroethane ug/kg 1420 107 61-125111 3 301420ND15201570 1,1-Dichloroethene ug/kg 1420 109 48-139110 1 301420ND15401560 1,1-Dichloropropene ug/kg 1420 100 59-130103 3 301420ND14201460 1,2,3-Trichlorobenzene ug/kg 1420 106 70-136104 1 301420ND15001480 1,2,3-Trichloropropane ug/kg 1420 96 75-125101 5 301420ND13701440 1,2,4-Trichlorobenzene ug/kg 1420 99 69-13397 2 301420ND14101380 1,2,4-Trimethylbenzene ug/kg 1420 100 61-13599 2 301420ND14301410 1,2-Dibromo-3- chloropropane ug/kg 1420 92 42-14293 1 301420ND13101320 1,2-Dibromoethane (EDB)ug/kg 1420 107 75-125100 7 301420ND15201420 1,2-Dichlorobenzene ug/kg 1420 96 75-12596 0 301420ND13601360 1,2-Dichloroethane ug/kg 1420 98 69-125103 4 301420ND14001460 1,2-Dichloropropane ug/kg 1420 113 72-125112 2 301420ND16101580 1,3,5-Trimethylbenzene ug/kg 1420 103 65-133101 2 301420ND14601430 1,3-Dichlorobenzene ug/kg 1420 99 75-12597 2 301420ND14001380 1,3-Dichloropropane ug/kg 1420 111 73-128106 5 301420ND15701500 1,4-Dichlorobenzene ug/kg 1420 97 75-12597 0 301420ND13701380 2,2-Dichloropropane ug/kg 1420 96 54-12899 2 301420ND13701400 2-Butanone (MEK)ug/kg 7090 102 58-142107 5 307090ND72707620 2-Chlorotoluene ug/kg 1420 103 74-128103 1 301420ND14501470 4-Chlorotoluene ug/kg 1420 100 75-129100 0 301420ND14201420 REPORT OF LABORATORY ANALYSIS This report shall not be reproduced, except in full, without the written consent of Pace Analytical Services, LLC.Date: 12/11/2023 03:36 PM Pace Analytical Services, LLC 1700 Elm Street Minneapolis, MN 55414 (612)607-1700 Page 32 of 50 #=QC# QUALITY CONTROL DATA Pace Project No.: Project: 10676538 B2307983.00-Revised Report Results presented on this page are in the units indicated by the "Units" column except where an alternate unit is presented to the right of the result. Parameter Units MS Result % Rec Limits Qual% RecConc. 4835084MATRIX SPIKE & MATRIX SPIKE DUPLICATE: MSSpike Result 10676326137 4835085 MSD Result MSD % Rec RPD RPD Max MSDMS Spike Conc. 4-Methyl-2-pentanone (MIBK) ug/kg 7090 106 68-139108 1 307090ND75507640 Acetone ug/kg 7090 105 58-131110 4 307090ND77208050 Allyl chloride ug/kg 1420 108 30-141112 4 301420ND15301590 Benzene ug/kg 1420 103 66-125105 2 301420ND14701490 Bromobenzene ug/kg 1420 99 75-125100 1 301420ND14001420 Bromochloromethane ug/kg 1420 99 74-125103 5 301420ND14001470 Bromodichloromethane ug/kg 1420 98 65-131101 3 301420ND13901440 Bromoform ug/kg 1420 96 50-12587 10 301420ND13601240 Bromomethane ug/kg 1420 93 30-15097 4 301420ND13201370 Carbon tetrachloride ug/kg 1420 94 49-13696 2 301420ND13301360 Chlorobenzene ug/kg 1420 95 75-12594 0 301420ND13401340 Chloroethane ug/kg 1420 111 40-150118 6 301420ND15701670 Chloroform ug/kg 1420 95 73-12599 5 301420ND13501410 Chloromethane ug/kg 1420 119 31-150122 3 301420ND16901740 cis-1,2-Dichloroethene ug/kg 1420 97 67-126101 5 301420ND13801440 cis-1,3-Dichloropropene ug/kg 1420 103 70-131105 2 301420ND14601490 Dibromochloromethane ug/kg 1420 101 52-127100 1 301420ND14301420 Dibromomethane ug/kg 1420 98 72-125101 3 301420ND13901430 Dichlorodifluoromethane ug/kg 1420 122 32-150127 4 301420ND17301800 Dichlorofluoromethane ug/kg 1420 95 36-150107 12 301420ND13401510 Diethyl ether (Ethyl ether)ug/kg 1420 113 50-132118 4 301420ND16001670 Ethylbenzene ug/kg 1420 107 70-130106 1 301420ND15201510 Hexachloro-1,3-butadiene ug/kg 1420 106 62-14697 9 301420ND15001370 Isopropylbenzene (Cumene) ug/kg 1420 106 73-134107 1 301420ND15101520 Methyl-tert-butyl ether ug/kg 1420 106 67-125112 5 301420ND15101590 Methylene Chloride ug/kg 1420 99 53-128103 4 301420ND14001460 n-Butylbenzene ug/kg 1420 97 64-13995 2 301420ND13801350 n-Propylbenzene ug/kg 1420 102 71-133102 0 301420ND14501450 Naphthalene ug/kg 1420 100 30-15096 4 301420ND14301380 p-Isopropyltoluene ug/kg 1420 102 70-136100 2 301420ND14401420 sec-Butylbenzene ug/kg 1420 103 72-134100 3 301420ND14601420 Styrene ug/kg 1420 105 59-137106 1 301420ND14901500 tert-Butylbenzene ug/kg 1420 105 74-128102 3 301420ND15001450 Tetrachloroethene ug/kg 1420 91 63-12987 5 301420ND13001240 Tetrahydrofuran ug/kg 7090 98 66-128104 6 307090ND70407460 Toluene ug/kg 1420 94 69-125101 7 301420ND13401430 trans-1,2-Dichloroethene ug/kg 1420 103 57-130106 3 301420ND14601510 trans-1,3-Dichloropropene ug/kg 1420 108 69-132104 4 301420ND15301480 Trichloroethene ug/kg 1420 97 70-12899 3 301420ND13701410 Trichlorofluoromethane ug/kg 1420 107 30-150112 4 301420ND15201580 Vinyl chloride ug/kg 1420 122 43-150126 4 301420ND17301790 Xylene (Total)ug/kg 4260 105 68-129103 2 304260ND44804370 1,2-Dichlorobenzene-d4 (S)%.103 75-125100 4-Bromofluorobenzene (S)%.105 75-125103 REPORT OF LABORATORY ANALYSIS This report shall not be reproduced, except in full, without the written consent of Pace Analytical Services, LLC.Date: 12/11/2023 03:36 PM Pace Analytical Services, LLC 1700 Elm Street Minneapolis, MN 55414 (612)607-1700 Page 33 of 50 #=QC# QUALITY CONTROL DATA Pace Project No.: Project: 10676538 B2307983.00-Revised Report Results presented on this page are in the units indicated by the "Units" column except where an alternate unit is presented to the right of the result. Parameter Units MS Result % Rec Limits Qual% RecConc. 4835084MATRIX SPIKE & MATRIX SPIKE DUPLICATE: MSSpike Result 10676326137 4835085 MSD Result MSD % Rec RPD RPD Max MSDMS Spike Conc. Toluene-d8 (S)%.94 75-125100 REPORT OF LABORATORY ANALYSIS This report shall not be reproduced, except in full, without the written consent of Pace Analytical Services, LLC.Date: 12/11/2023 03:36 PM Pace Analytical Services, LLC 1700 Elm Street Minneapolis, MN 55414 (612)607-1700 Page 34 of 50 #=QC# QUALITY CONTROL DATA Pace Project No.: Project: 10676538 B2307983.00-Revised Report Results presented on this page are in the units indicated by the "Units" column except where an alternate unit is presented to the right of the result. QC Batch: QC Batch Method: Analysis Method: Analysis Description: 919564 EPA 3546 EPA 8270E by SIM 8270E Solid PAH by SIM MSSV Laboratory:Pace Analytical Services - Minneapolis Associated Lab Samples:10676538001, 10676538002, 10676538003 Parameter Units Blank Result Reporting Limit Qualifiers METHOD BLANK:4834811 Associated Lab Samples:10676538001, 10676538002, 10676538003 Matrix:Solid Analyzed Acenaphthene ug/kg ND 10.0 11/21/23 13:37 Acenaphthylene ug/kg ND 10.0 11/21/23 13:37 Anthracene ug/kg ND 10.0 11/21/23 13:37 Benzo(a)anthracene ug/kg ND 10.0 11/21/23 13:37 Benzo(a)pyrene ug/kg ND 10.0 11/21/23 13:37 Benzo(b)fluoranthene ug/kg ND 10.0 11/21/23 13:37 Benzo(g,h,i)perylene ug/kg ND 10.0 11/21/23 13:37 Benzo(k)fluoranthene ug/kg ND 10.0 11/21/23 13:37 Chrysene ug/kg ND 10.0 11/21/23 13:37 Dibenz(a,h)anthracene ug/kg ND 10.0 11/21/23 13:37 Fluoranthene ug/kg ND 10.0 11/21/23 13:37 Fluorene ug/kg ND 10.0 11/21/23 13:37 Indeno(1,2,3-cd)pyrene ug/kg ND 10.0 11/21/23 13:37 Naphthalene ug/kg ND 10.0 11/21/23 13:37 Phenanthrene ug/kg ND 10.0 11/21/23 13:37 Pyrene ug/kg ND 10.0 11/21/23 13:37 2-Fluorobiphenyl (S)%.69 54-125 11/21/23 13:37 p-Terphenyl-d14 (S)%.104 60-125 11/21/23 13:37 Parameter Units LCS Result % Rec Limits Qualifiers% RecConc. 4834812LABORATORY CONTROL SAMPLE: LCSSpike Acenaphthene ug/kg 83.2100 83 56-125 Acenaphthylene ug/kg 83.0100 83 54-125 Anthracene ug/kg 85.1100 85 59-125 Benzo(a)anthracene ug/kg 88.8100 89 55-125 Benzo(a)pyrene ug/kg 93.3100 93 69-125 Benzo(b)fluoranthene ug/kg 97.4100 97 54-125 Benzo(g,h,i)perylene ug/kg 94.2100 94 63-125 Benzo(k)fluoranthene ug/kg 91.4100 91 65-125 Chrysene ug/kg 94.0100 94 62-125 Dibenz(a,h)anthracene ug/kg 96.5100 97 64-125 Fluoranthene ug/kg 91.7100 92 69-125 Fluorene ug/kg 85.8100 86 61-125 Indeno(1,2,3-cd)pyrene ug/kg 96.4100 96 54-125 Naphthalene ug/kg 82.2100 82 49-125 Phenanthrene ug/kg 82.2100 82 60-125 Pyrene ug/kg 88.5100 88 69-125 2-Fluorobiphenyl (S)%.85 54-125 REPORT OF LABORATORY ANALYSIS This report shall not be reproduced, except in full, without the written consent of Pace Analytical Services, LLC.Date: 12/11/2023 03:36 PM Pace Analytical Services, LLC 1700 Elm Street Minneapolis, MN 55414 (612)607-1700 Page 35 of 50 #=QC# QUALITY CONTROL DATA Pace Project No.: Project: 10676538 B2307983.00-Revised Report Results presented on this page are in the units indicated by the "Units" column except where an alternate unit is presented to the right of the result. Parameter Units LCS Result % Rec Limits Qualifiers% RecConc. 4834812LABORATORY CONTROL SAMPLE: LCSSpike p-Terphenyl-d14 (S)%.95 60-125 Parameter Units MS Result % Rec Limits Qual% RecConc. 4834813MATRIX SPIKE & MATRIX SPIKE DUPLICATE: MSSpike Result 20297004021 4834814 MSD Result MSD % Rec RPD RPD Max MSDMS Spike Conc. Acenaphthene ug/kg 96.7 72 51-12582 16 3099.3<0.0020 mg/kg 69.3 81.4 Acenaphthylene ug/kg 96.7 69 50-12581 19 3099.3<1.1 66.5 80.5 Anthracene ug/kg 96.7 85 39-13687 6 3099.3<0.00091 mg/kg 81.8 86.7 Benzo(a)anthracene ug/kg 96.7 88 30-13184 1 3099.3<0.0017 mg/kg 84.7 83.6 Benzo(a)pyrene ug/kg 96.7 89 30-15086 1 3099.3<0.0011 mg/kg 86.2 85.6 Benzo(b)fluoranthene ug/kg 96.7 93 30-15089 2 3099.3<0.00099 mg/kg 90.3 88.5 Benzo(g,h,i)perylene ug/kg 96.7 100 30-14698 1 3099.3<0.0019 mg/kg 96.4 97.5 Benzo(k)fluoranthene ug/kg 96.7 87 41-13085 0 3099.3<0.0010 mg/kg 84.2 84.2 Chrysene ug/kg 96.7 93 30-13590 0 3099.3<0.0010 mg/kg 89.7 89.5 Dibenz(a,h)anthracene ug/kg 96.7 100 50-12997 1 3099.3<0.0012 mg/kg 96.6 96.1 Fluoranthene ug/kg 96.7 91 30-15087 2 3099.3<0.00071 mg/kg 88.5 86.4 Fluorene ug/kg 96.7 85 56-12586 4 3099.3<0.0011 mg/kg 81.8 85.2 Indeno(1,2,3-cd)pyrene ug/kg 96.7 100 30-14898 0 3099.3<0.00079 mg/kg 96.9 97.2 Naphthalene ug/kg M1,R196.7 26 30-12581 104 3099.3<0.0011 mg/kg 25.4 80.8 Phenanthrene ug/kg 96.7 82 30-14380 0 3099.30.00085J mg/kg 80.3 80.6 Pyrene ug/kg 96.7 86 30-15085 2 3099.30.0018J mg/kg 84.9 86.6 2-Fluorobiphenyl (S)%.S05354-12581 p-Terphenyl-d14 (S)%.92 60-12588 REPORT OF LABORATORY ANALYSIS This report shall not be reproduced, except in full, without the written consent of Pace Analytical Services, LLC.Date: 12/11/2023 03:36 PM Pace Analytical Services, LLC 1700 Elm Street Minneapolis, MN 55414 (612)607-1700 Page 36 of 50 #=QC# QUALITY CONTROL DATA Pace Project No.: Project: 10676538 B2307983.00-Revised Report Results presented on this page are in the units indicated by the "Units" column except where an alternate unit is presented to the right of the result. QC Batch: QC Batch Method: Analysis Method: Analysis Description: 919557 WI MOD DRO WI MOD DRO WIDRO GCS Laboratory:Pace Analytical Services - Minneapolis Associated Lab Samples:10676538001, 10676538002, 10676538003 Parameter Units Blank Result Reporting Limit Qualifiers METHOD BLANK:4834760 Associated Lab Samples:10676538001, 10676538002, 10676538003 Matrix:Solid Analyzed WDRO C10-C28 mg/kg ND 10.0 11/22/23 10:56 n-Triacontane (S)%.76 50-150 11/22/23 10:56 Parameter Units LCS Result % Rec Limits Qualifiers% RecConc. 4834761LABORATORY CONTROL SAMPLE & LCSD: LCSSpike LCSD % Rec RPD Max RPD LCSD Result 4834762 WDRO C10-C28 mg/kg 64.080 80 70-1207761.7 4 20 n-Triacontane (S)%.78 50-15076 Parameter Units MS Result % Rec Limits Qual% RecConc. 4834763MATRIX SPIKE & MATRIX SPIKE DUPLICATE: MSSpike Result 10676584004 4834764 MSD Result MSD % Rec RPD RPD Max MSDMS Spike Conc. WDRO C10-C28 mg/kg P6,R186.6 1570 70-1206520 26 2086.512800 14200 18500 n-Triacontane (S)%.D5,S4050-1500 REPORT OF LABORATORY ANALYSIS This report shall not be reproduced, except in full, without the written consent of Pace Analytical Services, LLC.Date: 12/11/2023 03:36 PM Pace Analytical Services, LLC 1700 Elm Street Minneapolis, MN 55414 (612)607-1700 Page 37 of 50 #=QL# QUALIFIERS Pace Project No.: Project: 10676538 B2307983.00-Revised Report DEFINITIONS DF - Dilution Factor, if reported, represents the factor applied to the reported data due to dilution of the sample aliquot. ND - Not Detected at or above adjusted reporting limit. TNTC - Too Numerous To Count J - Estimated concentration above the adjusted method detection limit and below the adjusted reporting limit. MDL - Adjusted Method Detection Limit. PQL - Practical Quantitation Limit. RL - Reporting Limit - The lowest concentration value that meets project requirements for quantitative data with known precision and bias for a specific analyte in a specific matrix. S - Surrogate 1,2-Diphenylhydrazine decomposes to and cannot be separated from Azobenzene using Method 8270. The result for each analyte is a combined concentration. Consistent with EPA guidelines, unrounded data are displayed and have been used to calculate % recovery and RPD values. LCS(D) - Laboratory Control Sample (Duplicate) MS(D) - Matrix Spike (Duplicate) DUP - Sample Duplicate RPD - Relative Percent Difference NC - Not Calculable. SG - Silica Gel - Clean-Up U - Indicates the compound was analyzed for, but not detected. N-Nitrosodiphenylamine decomposes and cannot be separated from Diphenylamine using Method 8270. The result reported for each analyte is a combined concentration. Reported results are not rounded until the final step prior to reporting. Therefore, calculated parameters that are typically reported as "Total" may vary slightly from the sum of the reported component parameters. Pace Analytical is TNI accredited. Contact your Pace PM for the current list of accredited analytes. TNI - The NELAC Institute. BATCH QUALIFIERS Batch: 919746 A matrix spike/matrix spike duplicate was not performed for this batch due to insufficient sample volume.[M5] Batch: 920014 The continuing calibration verification was above the method acceptance limit for dichlorodifluoromethane, chloromethane, vinyl chloride, chloroethane, and diethyl ether. Any detection for the analyte in the associated samples may have a high bias. [1] ANALYTE QUALIFIERS Sample was diluted due to the presence of high levels of non-target analytes or other matrix interference.D3 The sample was re-weighed into a new container because the sample weight in the original container exceeded the method specifications.D5 Early and late peaks present outside the GRO window.GO Matrix spike recovery exceeded QC limits. Batch accepted based on laboratory control sample (LCS) recovery.M1 The lab does not hold NELAC/TNI accreditation for this parameter but other accreditations/certifications may apply. A complete list of accreditations/certifications is available upon request.N2 Matrix spike recovery was outside laboratory control limits due to a parent sample concentration notably higher than the spike level.P6 RPD value was outside control limits.R1 Surrogate recovery outside laboratory control limits.S0 Surrogate recovery not evaluated against control limits due to sample dilution.S4 REPORT OF LABORATORY ANALYSIS This report shall not be reproduced, except in full, without the written consent of Pace Analytical Services, LLC.Date: 12/11/2023 03:36 PM Pace Analytical Services, LLC 1700 Elm Street Minneapolis, MN 55414 (612)607-1700 Page 38 of 50 #=QL# QUALIFIERS Pace Project No.: Project: 10676538 B2307983.00-Revised Report ANALYTE QUALIFIERS REPORT OF LABORATORY ANALYSIS This report shall not be reproduced, except in full, without the written consent of Pace Analytical Services, LLC.Date: 12/11/2023 03:36 PM Pace Analytical Services, LLC 1700 Elm Street Minneapolis, MN 55414 (612)607-1700 Page 39 of 50 #=CR# QUALITY CONTROL DATA CROSS REFERENCE TABLE Pace Project No.: Project: 10676538 B2307983.00-Revised Report Lab ID Sample ID QC Batch Method QC Batch Analytical Method Analytical Batch 10676538001 919557 919870SB-1 (7.5-10)WI MOD DRO WI MOD DRO 10676538002 919557 919870SB-2 (10-12.5)WI MOD DRO WI MOD DRO 10676538003 919557 919870SB-3 (2.5-5)WI MOD DRO WI MOD DRO 10676538001 919651 919746SB-1 (7.5-10)EPA 5030 Medium Soil WI MOD GRO 10676538002 919651 919746SB-2 (10-12.5)EPA 5030 Medium Soil WI MOD GRO 10676538003 919651 919746SB-3 (2.5-5)EPA 5030 Medium Soil WI MOD GRO 10676538004 919651 919746Trip Blank EPA 5030 Medium Soil WI MOD GRO 10676538001 919640 920323SB-1 (7.5-10)EPA 3050B EPA 6010D 10676538002 919640 920323SB-2 (10-12.5)EPA 3050B EPA 6010D 10676538003 919640 920323SB-3 (2.5-5)EPA 3050B EPA 6010D 10676538001 919648 920231SB-1 (7.5-10)EPA 7471B EPA 7471B 10676538002 919648 920231SB-2 (10-12.5)EPA 7471B EPA 7471B 10676538003 919648 920231SB-3 (2.5-5)EPA 7471B EPA 7471B 10676538001 920128SB-1 (7.5-10)ASTM D2974 10676538002 920128SB-2 (10-12.5)ASTM D2974 10676538003 920128SB-3 (2.5-5)ASTM D2974 10676538001 919564 919732SB-1 (7.5-10)EPA 3546 EPA 8270E by SIM 10676538002 919564 919732SB-2 (10-12.5)EPA 3546 EPA 8270E by SIM 10676538003 919564 919732SB-3 (2.5-5)EPA 3546 EPA 8270E by SIM 10676538001 919653 920014SB-1 (7.5-10)EPA 5035/5030B EPA 8260D 10676538002 919653 920014SB-2 (10-12.5)EPA 5035/5030B EPA 8260D 10676538003 919653 920014SB-3 (2.5-5)EPA 5035/5030B EPA 8260D 10676538004 919653 920014Trip Blank EPA 5035/5030B EPA 8260D REPORT OF LABORATORY ANALYSIS This report shall not be reproduced, except in full, without the written consent of Pace Analytical Services, LLC.Date: 12/11/2023 03:36 PM Pace Analytical Services, LLC 1700 Elm Street Minneapolis, MN 55414 (612)607-1700 Page 40 of 50 Page 41 of 50 Brenna Bloome 11/20/2023 Page 42 of 50 Page 43 of 50 Page 44 of 50 Page 45 of 50 Page 46 of 50 Page 47 of 50 Page 48 of 50 Page 49 of 50 Page 50 of 50 Appendix E Standard Operating Procedure Standard Operating Procedure Creation Date: Issue Date: Rev.: Environmental Consulting 08/21/2015 08/23/2022 14 Table of Contents Page 1 of 1 100 Series – General Rev. # 101 – Field Notes and Documentation 2 200 Series – Soil 201 – Classification of Soil 4 202 – Organic Vapor Soil Screening 3 203 – Soil Boring Observation and Sampling 6 205 – Calibration and Operation of MiniRAE PID 3 208 – Soil Grab Sample Collection 2 300 Series – Water 301 – Water Level Measurement 1 308 – Trip Blanks 1 309 – Field Filtering of Groundwater Samples 1 311 – Groundwater Sample Collection 6 400 Series – Air 403 – Soil Vapor Sampling from a Borehole and with a Hand Probe 7 600 Series – Laboratory 602 – Chain‐of‐Custody Procedures 1 700 Series – Waste 701 – Decontamination of Sampling Equipment 1 702 – Management of Investigation Derived Waste 1 Standard Operating Procedure Creation Date: Issue Date: Rev.: Environmental Consulting 08/21/2015 02/01/2018 2 SOP 101 – Field Notes and Documentation Page 1 of 5 Any printed copy of this document is considered uncontrolled A. Purpose The objective of this Standard Operating Procedure (SOP) is to establish a consistent method and format for the use and control of documentation generated during field activities. Field notes, records, and photographs are intended to provide sufficient information that can be used to recreate the field activities and collection of environmental data. The information placed in these documents and/or records should be factual, detailed, and free of personal opinions. A.1. Scope and Applicability This SOP is applicable to Phase I Environmental Site Assessments (ESAs), Phase II ESAs, remedial investigations, and Response Action Plan (RAP) implementation. Documentation includes Field Report Form, additional field forms that are part of method SOPs, and photographs. A.2. Personnel Responsibilities The project manager (or designee) is responsible for properly preparing field personnel to perform the field work and to oversee that field documentation is collected in accordance with this SOP, site-specific or project-specific planning documents, and other applicable SOPs. Field personnel are responsible for understanding and implementing this SOP during field activities, as well as completing appropriate Field Report Form to properly document the field activities. Field observations should be discussed with the project manager on a daily basis. If conditions change from initial expectations, a call should also be made to the project manager. Field personnel should document field activities and record field measurements as they occur and complete documentation prior to leaving the site. Field personnel are responsible for tracking the location of field documentation. Field personnel are responsible for preserving original documentation until it is provided to the project manager and placed into the permanent file or archived . Field personnel are responsible for distributing copies (or electronically preserving copies) of the documentation in a timely manner. B. Health and Safety Field work should be performed in accordance with the Braun Intertec Corporate Health and Safety Manual Standard Operating Procedures and the site-specific health and safety plan (HASP), if applicable. C. Referenced SOPs  None D. Equipment and Supplies  Field Report Form (see Attachment A) or field logbook  Waterproof and/or indelible ink pens  Cell phone camera or digital camera Standard Operating Procedure Creation Date: Issue Date: Rev.: Environmental Consulting 08/21/2015 02/01/2018 2 SOP 101 – Field Notes and Documentation Page 2 of 5 Any printed copy of this document is considered uncontrolled E. Procedure This SOP primarily addresses documentation using the Field Report Form (see Attachment A) or field logbook. However, procedures discussed in this SOP are applicable to other types o f field documentation collected. Other field records and forms (e.g., soil boring logs, Chain-of-Custody records, water sample collection records, soil vapor monitoring forms) are discussed in the specific SOP associated with that particular activity and are not described in this SOP. E.1. Field Report Form Field personnel will keep accurate written records of their daily activities in chronological order on a Field Report Form that will be sufficient to recreate the project field activities without reliance on memory . Entries should be legible and written in black, waterproof or indelible ink. Each page should be numbered sequentially, dated, and signed by the field author. There should be no blank lines on a page. If only part of a page is used, the remainder of the page should have an “X” drawn over it. The completion of each day’s work and the end of the field project should be clearly indicated with “END DAY” or “END FIELD INVESTIGATION.” If pre-printed adhesive labels or other added information are glued or taped onto a Field Report Form, the note taker should sign the addition. The signature should begin on the addition and extend onto the Field Report Form page so that the addition cannot be removed without detection. At a minimum the following information should be recorded for each project:  Site/project name  Site location  Site project number  Name of project manager  Full name of Field Report Form author  Names of other Braun Intertec personnel on site and their role (full name and initials)  Name of subcontractors performing work for Braun Intertec (or whose work Braun Intertec is monitoring) and the full name and phone number of their site superintendent At a minimum, the following information should be recorded each day:  Date  Purpose of the day’s activities  Pertinent weather conditions (temperature, precipitation events, wind direction and speed, general air quality, particularly any ambient odors). Significant weather changes during the day should be noted  Full name and initials of Field Report Form author, if different from previous day  Full name and initials of other Braun Intertec personnel on site and their role, if different from previous day  Documentation of exclusion zone setup and decontamination procedures, if applicable  Record safety related monitoring information, including the time and location of the measurements or observations  If not Level D, record the Personal Protective Equipment (PPE) level in which work is conducted and change in levels and the reason for the change Standard Operating Procedure Creation Date: Issue Date: Rev.: Environmental Consulting 08/21/2015 02/01/2018 2 SOP 101 – Field Notes and Documentation Page 3 of 5 Any printed copy of this document is considered uncontrolled  Names, phone numbers, and affiliation of all site visitors and their reason for visiting, as well as their time of arrival(s) and departure(s). The project manager should be notified immediately if regulators (e.g., Minnesota Pollution Control Agency [MPCA], Environmental Protection Agency [EPA], Occupational Safety & Health Administration [OSHA]) visit the site. [Note: “all site visitors” means those who are inspecting or observing our work or the work we are overseeing. It is not intended to include unrelated site activities or personnel.]  Persons contacted, name, and reason for contact, and decisions made. If the person contacted is not Braun Intertec personnel, also record the phone number. E.2. Environmental Media Sampling Data The information below should be recorded on specific forms if they are required by the data collection method SOP, but use of the form should be documented on the Field Report Form. The following information should be recorded:  A chronological description of field observations and sampling events (i.e., date and time)  Sampling locations (referenced/scaled drawings or global positioning system [GPS] coordinates, if not logged) should be identified. The project manager should provide the sample nomenclature system to the field personnel for consistency and continuity on sites with multiple rounds of data collection.  Specific data associated with sample acquisition (e.g., field parameter measurements, field screening data, and HASP monitoring data)  Source of samples, matrix, sample identification, sample co ntainer types and preservatives (including ice), field quality assurance/quality control sample collection, preparation, and origin  Conditions that could adversely impact samples, such as smoke, wind, rain, or dust  Make, model, and serial number of field instruments should be recorded in the Field Report Form or in a separate calibration log along with calibration data  Deviations from the work plan and/or SOPs  Sketches or scaled diagrams  Process diagrams  Waste generated and management methods (i.e., investigation derived waste [IDW]). E.3. Sketches and Scaled Diagrams Draw a site map using accurate measurements or make notes on a photocopy of an existing site map. The site map should include:  Site boundaries (or features such as street curbs, fence lines, etc., that can later be related to site boundaries)  Street names or other references that can be related to a site location map  Investigation and well locations with dimensions to site landmarks  Major structures with dimensions  North arrow  Scale  Date  Initials of field personnel Standard Operating Procedure Creation Date: Issue Date: Rev.: Environmental Consulting 08/21/2015 02/01/2018 2 SOP 101 – Field Notes and Documentation Page 4 of 5 Any printed copy of this document is considered uncontrolled E.4. Photographs Subject Photographs should be taken to document existing conditions pertinent to the subject evaluation or remediation at a project site. Except when specifically required, it is unnecessary to photograph processes that are described by SOPs, but rather photograph the results of the process. Note: Some restrictions may apply regarding Site photographic documentation. Composition The three most common mistakes to avoid in providing photographic documentation are (1) too few photographs, (2) poor quality photographs, and (3) lack of subject identification in photographs. Photographic documentation should tell the story with as little need for narrative as possible. When photographing several similar subjects or details that are not necessarily well identified in an establishing shot, such as a test excavations or test excavation spoil piles, it is recommended that you place a clip board with an identifying description in at least the first in the sequence of photographs of that subject or detail. Scale Where there are insufficient objects of widely known scale in a photograph, one should be placed in the photograph to provide scale. Some examples include a coin, ruler, clipboard, or cell phone. Photographic Log The following information should be recorded in the Field Report Form or field logbook:  Site name, location, and field task  Name of photographer  Date and time the photograph was taken (verify the date/time stamp is correct if using a digital camera)  Sequential number of the photograph  Brief description of the subject of the photograph  Site plan or site sketch showing the location from which the photograph was taken and the direction the photographer was facing. E.5. Additional Field Forms/Records Additional field records may be required for some field events. As an example, these may include soil boring logs during drilling, well construction and development records, groundwater purge and sample collection records, water level measurement records, instrument calibration records, sample container labels, sample container security tags and seals, Chain-of-Custody forms, field equipment calibration and maintenance logs and commercial shipping manifests. Use of these records described in the SOPs associated with the particular activity. Prior to beginning field activities, field personnel will coordinate with the project manager, or designee, to determine which SOPs will be used and identify additional field forms that are required. These additional records will be maintained in a field file throughout the duration of the field activities . Copies of the records will be forwarded to the project manager (or designee) on a daily basis, if practical to do so. Standard Operating Procedure Creation Date: Issue Date: Rev.: Environmental Consulting 08/21/2015 02/01/2018 2 SOP 101 – Field Notes and Documentation Page 5 of 5 Any printed copy of this document is considered uncontrolled E.6. Corrections If an error is made in an entry in the field records, corrections will be made by drawing a SINGLE straight line through the error, entering the correct information, initialing, and dating the change. Materials that obliterate the original information, such as correction fluids, tapes or markers are prohibited. If the reason for the change is not obvious, provide a brief explanation. E.7. Data and Records Management Field records should be forwarded to the project manager or designated staff on a daily basis, if practical. The project manager should review progress and results in detail on a daily basis and evaluate the quality of the documentation. The field personnel should scan the field records and place them in the project folder in OnBase. This preserves documentation in the event that the Field Report Form is lost, stolen, or damaged. Copies of the field notes should be maintained in accordance with the Braun Intertec Records Retention Policy and Procedures. Photographs should be uploaded to the EnCon DRAFTS project folder as soon as possible. Individual logbooks may be assigned to large projects. These logbooks will be returned to the project manager at the completion of field work and archived with the project file. Logbooks assigned to individual personnel for recording multiple project information from multiple projects should be provided to the designated EnCon project assistant for archiving when the logbooks are filled . Each logbook should have a table of contents (TOC) and be kept up to date by the personnel to which the book is assigned. The TOC for each logbook should list the project names and locations, project numbers, inclusive dates and logbook page numbers. E.8. Quality Assurance/Quality Control All personnel that perform field work will be trained in the use of this SOP. Project managers or project staff who use the field notes for interpreting data and preparing reports should provide immediate feedback to those recording field information to reinforce conformance with the SOP and correct deficiencies. Periodic random audits of all field personnel documentation will be performed by the quality assurance (QA) manager or designees. F. References U.S. Environmental Protection Agency, Region 4, Science and Ecosystem Support Division, Athens, Georgia, Operating Procedure: Logbooks, SESDPROC-010-R3, October 31, 2007. Field Report Form Attachment A to SOP 101 – Field Notes and Documentation (02/01/2018) Page ___ of ___ Project No.: Date: Project Name: Personnel: Location: Time On Site: Time Off Site:  Photos taken and documented. Project Manager: Other Braun Intertec Staff: Weather (temperature, wind speed and direction, etc.): Other Personnel (subcontractors, site superintendent, etc.; include time on site and time off site): PPE and Field Equipment Used (e.g., PID; include ID numbers, calibration information, etc.): Work Completed (include field scope, unexpected issues, action items, log of communication, and site sketch): Signature: Field Report Form Attachment A to SOP 101 – Field Notes and Documentation (02/01/2018) Page ___ of ___ Project No.: Date: Project Name: Personnel: Location: Project Manager: Work Completed (include field scope, unexpected issues, action items, log of communication, and site sketch): Signature: Standard Operating Procedure Creation Date: Issue Date: Rev.: Environmental Consulting 08/21/2015 02/18/2020 4 SOP 201 – Classification of Soil Page 1 of 5 Any printed copy of this document is considered uncontrolled A. Purpose The objective of this Standard Operating Procedure (SOP) is to establish a consistent method and format for visual identification and description of soil samples collected in the field. This SOP is applicable to soil samples collected during completion of soil borings (see SOP 203 – Soil Boring Observation and Sampling) and test trench excavations (see SOP 211 – Test Pit and Test Trench Observation and Sampling). B. Health and Safety Field work should be performed in accordance with the Braun Intertec Corporate Health and Safety Manual Standard Operating Procedures and the site-specific health and safety plan (HASP). C. Referenced SOPs ▪ SOP 101 – Field Notes and Documentation ▪ SOP 203 – Soil Boring Observation and Sampling ▪ SOP 207 – Use of Hand Auger ▪ SOP 208 – Soil Grab Sample Collection ▪ SOP 209 – Soil Composite Sample Collection ▪ SOP 210 – Soil Stockpile Sampling ▪ SOP 211 – Test Pit and Test Trench Observation and Sampling ▪ SOP 301 – Water Level Measurement D. Equipment and Supplies ▪ Soil boring or test trench log forms (see SOP 203 – Soil Boring Observation and Sampling, SOP 207 – Use of Hand Auger or SOP 211 – Test Pit and Test Trench Observation and Sampling) ▪ Field Report Form (see SOP 101 – Field Notes and Documentation) or field logbook ▪ Waterproof and/or indelible ink pens ▪ Field Guide for Soil and Stratigraphic Analysis, V. 2, Midwest Geosciences Group Press (Field Guide) ▪ (Optional, but preferred) Munsell® Soil Color Book or Munsell® Soil Color Pages (Soil Color Chart) E. Procedure As soil samples are collected in the field, a visual identification and description will be completed as described below. The Standard Practice for Description and Identification of Soils (American Society for Testing and Materials [ASTM] D2488-17) was used to prepare this SOP, and soil descriptions should follow that document as applicable. When visually describing soils in the field, the following information should be provided at a minimum; however, more detailed descriptions are encouraged. Prepare the soil description in the order shown, separated by commas. All field personnel should have a laminated copy of the Field Guide and use it for classification of soil. E.1. Main Soil A description of the main soil group name using the United Soil Classification System (USCS) nomenclature (e.g., gravel, sand, silt, clay, silty sand, clayey sand, organic soil, etc.). Standard Operating Procedure Creation Date: Issue Date: Rev.: Environmental Consulting 08/21/2015 02/18/2020 4 SOP 201 – Classification of Soil Page 2 of 5 Any printed copy of this document is considered uncontrolled E.2. Group Symbol List the Group Symbol in parenthesis after the main soil group name. Group symbols include the following: ▪ SP = Well Graded Sand/Poorly Graded Sand ▪ SP-SM = Poorly Graded Sand with Silt ▪ SP-SC = Poorly Graded Sand with Clay ▪ SM = Silty Sand ▪ SC = Clayey Sand ▪ ML = Silt; Silt with Sand ▪ CL = Lean Clay; Lean Clay with Sand ▪ CH = Fat Clay ▪ GP = Well Graded Gravel/Poorly Graded Gravel ▪ GP-SM = Poorly Graded Gravel with Silt ▪ GP-SC = Poorly Graded Gravel with Clay ▪ GM= Silty Gravel ▪ GC = Clayey Gravel ▪ OL = Organic Clay ▪ OH = Organic Silt ▪ PT = Peat E.3. Grain Size for Sand and Gravel If the soil is coarse-grained (i.e., sand or gravel), include a brief description of the predominant particle grain size(s) (e.g., fine, medium, coarse) (see Field Guide). E.4. Inclusions Describe the percentage by volume of the soil type(s) present in the sample using ASTM adjectives based on the percentages present within the sample: ▪ Trace = < 5% ▪ Few = 5 to 10% ▪ Little = 10 to 25% ▪ Some = 30 to 45% ▪ Mostly = 50 to 100% Note that whichever soil type is 50% or more of the sample will be the main soil type for Section E.1. E.5. Unusual Materials or Debris Note the presence of any unusual materials or debris (e.g., bricks, glass, wood). Include the specific depth interval of the occurrence of unique material in the description or in the Remarks . See SOP 203 – Soil Boring Observation and Sampling, SOP 207 – Use of Hand Auger, SOP 210 – Soil Stockpile Sampling, and SOP 211 – Test Pit and Test Trench Observation and Sampling for additional information. Waste/debris terminology should be as specific and descriptive as possible (e.g., concrete and glass vs. demolition debris). Category names of waste/debris should not be used. Imprecise or incorrect terminology may cause undue concern among regulators. Several important distinctions should be drawn: Standard Operating Procedure Creation Date: Issue Date: Rev.: Environmental Consulting 08/21/2015 02/18/2020 4 SOP 201 – Classification of Soil Page 3 of 5 Any printed copy of this document is considered uncontrolled ▪ Wood: The term wood should not be used alone. Differentiate between tree/brush waste and lumber. To the extent feasible, lumber should be further qualified as unadulterated or treated and the type of treatment described (e.g., painted, green treated, brown treated, creosote, etc .). ▪ Debris: The term debris should not be used alone. Most often, the term is used to refer to demolition debris; however, the distinction should be drawn between demolition debris consisting of road/paving demolition debris and building demolition debris. ▪ Note and carefully describe the presence of concrete pieces or blocks, bricks, bituminous / asphalt, recycled gravel, pipe, or tubing. ▪ Asbestos is more frequently associated with building demolition debris; although, it can also be present with road/paving materials, particularly in cementitious utility conduits. ▪ Household waste or garbage should be noted as such if present. ▪ Sizes/Amounts: Qualitative terms like small, medium, large, etc., should be avoided in favor of dimensions (i.e., inches, feet, etc.), unless they are defined by ASTM or other commonly understood conventions. When reasonable, descriptions of sizes and approximate volumes should be quantitative (e.g., “3 to 4 feet” or “less than 1 %”) rather than qualitative (e.g., “large”) or semi-quantitative (e.g., “several,” or “a few”). E.6. Color Describe the color of the main soil group (e.g., brown, gray, etc.). Preferably, the color should be identified using a Soil Color Chart. The Soil Color Chart is a good resource for characterization of color at sites with complicated geology. The soil color should be described for moist samples along with the color code from the Soil Color Chart in parentheses. If the soil sample contains layers or patches of varying colors (e.g., mottled), this should be noted and representative colors shall be described. If the color described is for dry soils, this must be noted on the log. Mottling Mottling is a patchwork of different colors in mineral soil (usually orange or rust against a background of grey or blue) which indicates periods of anaerobic (wet) conditions. If mottling is present, note the fraction of the sample that is mottled (e.g., 1/2 mottled and the color of the mottle). E.7. Moisture Describe the overall moisture of the soil sample using the terms dry, moist, or wet (do not use the term “saturated”): ▪ Dry = absence of moisture, dusty, dry ▪ Moist = damp, but no visible water ▪ Wet = visible water; usually soil is below the water table or perched water E.8. Consistency If the soil is fine-grained (i.e., clay or silt), describe the consistency based on finger pressure: ▪ Very soft = thumb will penetrate soil more than 1 inch ▪ Soft = thumb will penetrate soil about 1 inch ▪ Firm = thumb will penetrate soil about 1/4 inch ▪ Hard = thumb will not indent soil, but thumbnail will easily make a mark ▪ Very hard = thumbnail will not indent soil Standard Operating Procedure Creation Date: Issue Date: Rev.: Environmental Consulting 08/21/2015 02/18/2020 4 SOP 201 – Classification of Soil Page 4 of 5 Any printed copy of this document is considered uncontrolled E.9. Staining Indicate if the soil appears to have staining, for example from petroleum or chemical contamination. E.10. Odor Indicate any odors that are present such as organic or unusual odors . Soils that have a significant amount of organic content usually have a distinct color and odor. If the odor is of decaying vegetation, state that there is an “organic odor” present. If the odor is unusual (petroleum, herbicides, chemicals) describe the odor intensity (strong, moderate, mild, no odor) and a general descriptor. However, do not use specific chemical names to describe the odor. For example, stating that “a strong petroleum-like odor is present from 2 to 3 feet bgs” is correct; however, stating that the soil “has a gasoline odor” is NOT correct. Note: When smelling soil, do not inhale deeply or repeatedly; the chemicals present may represent a health risk. E.11. Structure Describe any structures present in the soil sample as follows: ▪ Stratified = alternating layer of varying materials or color layers at least 1/4 inch or greater, note thickness. ▪ Laminated = alternating layer of varying materials or color layers less than 1/4 inch thick, note thickness. ▪ Fissured = Breaks along definite planes of fracture with little resistant to fracturing. ▪ Slickensided = Fracture planes appear polished or glossy. ▪ Blocky = cohesive soil that can be broken down into angular lumps which resist further breakdown. ▪ Lensed = Inclusions of small pockets of different soils such as small lenses of sand scattered in a mass of clay, note thickness. ▪ Homogeneous = same color and appearance throughout. E.12. Plasticity Describe the plasticity of the soil sample as follows: ▪ Nonplastic = A 1/8-inch (3-mm) thread cannot be rolled at any water content. ▪ Low = The thread can barely be rolled, and the lump cannot be formed when drier than the plastic limit. ▪ Medium = The thread is easily rolled and not much time is required to reach the plastic limit . The thread cannot be rerolled after reaching the plastic limit. The lump crumbles when drier than the plastic limit. ▪ High = It takes considerable time rolling and kneading to reach the plastic limit . The thread can be rerolled several times after reaching the plastic limit. The lump can be formed without crumbling when drier than the plastic limit. E.13. Cementation Note if any cementation is present. E.14. Fill If the soil is fill or probable fill, note in brackets (e.g., [fill], [probable fill]). Standard Operating Procedure Creation Date: Issue Date: Rev.: Environmental Consulting 08/21/2015 02/18/2020 4 SOP 201 – Classification of Soil Page 5 of 5 Any printed copy of this document is considered uncontrolled E.15. Examples The following are examples of correct visual soil classifications: ▪ Poorly graded sand with silt (SP-SM), fine- to medium-grained, light brown, moist. ▪ Silty sand (SM), mostly sand with some low plasticity fines and trace gravel, sand is fine- to medium- grained, dark brown (10YR 3/3), moist, firm, homogeneous. ▪ Clay (CL), mostly fines with trace sand, soft, gray (7.5YR 5/1), wet, laminated, moderate chemical odor(s), medium to high plasticity, [fill]. ▪ Silty sand (SM), medium- to coarse-grained, 25-30% debris—concrete 4-6" pieces, glass <1" pieces, very dark brown, moist [fill]. E.16. Groundwater If groundwater is encountered, note the depth to water in the log (refer to SOP 301 – Water Level Measurement). E.17. Collecting Soil Samples If soil samples are collected for laboratory analysis, refer to the appropriate SOPs including SOP 203 – Soil Boring Observation and Sampling, SOP 207 – Use of Hand Auger, SOP 208 – Soil Grab Sample Collection, SOP 209 – Soil Composite Sample Collection, SOP 210 – Soil Stockpile Sampling, and SOP 211 – Test Pit and Test Trench Observation and Sampling. E.18. Geotechnical Logs To ensure consistent logs across Braun Intertec disciplines, soil samples will be collected and classified by a Braun Intertec Geotechnical Engineer. The Geotechnical Engineer’s log is a supplement to the field log and is not meant to be a replacement for the field log. Place one or more representative portions of each two-foot interval into sealable moisture-proof containers (jars or quart-sized polyethylene sealable bags) without ramming or distorting any apparent stratification. Seal the containers to prevent evaporation of soil moisture. Affix labels to the containers indicating job designation, boring number, and sample depth. If there is a soil change within the interval, collect a soil sample for each stratum and note its depth. Deliver the samples to a Braun Intertec soil classification lab. Include a copy of the soil boring log form. E.19. Data and Records Management Observations should be documented in accordance with SOP 101 – Field Notes and Documentation. E.20. Quality Assurance/Quality Control Quality assurance/quality control (QA/QC) procedures described in the work plan should be followed. Standard Operating Procedure Creation Date: Issue Date: Rev.: Environmental Consulting 08/21/2015 05/01/2018 3 SOP 202 – Organic Vapor Soil Screening Page 1 of 3 Any printed copy of this document is considered uncontrolled A. Purpose This Standard Operating Procedure (SOP) describes procedure for screening soil potentially contaminated with volatile organic chemicals, such as petroleum, and/or hazardous substances that can be ionized within the energy range of the photoionization detector (PID) lamp being used. The purpose of the bag headspace procedure is to assist with site soil characterization of organic chemical contamination, soil sample selection for laboratory analysis, and soil management during excavation. A.1. Scope and Applicability This procedure should be used during field activities where bag headspace procedures are required by regulatory guidance or site-specific work plans. This procedure is used for soil characterization and not for health and safety monitoring. A.2. Summary of Method A quart-size polyethylene bag with a tight sealing closure is filled with soil (approximately 1 cup) and immediately closed leaving air in the top portion of the bag (headspace). Organic vapors are allowed to accumulate in the headspace for approximately 10 minutes at room temperature. The bag is opened slightly and the tip of the PID probe is inserted to the middle of the headspace. The highest PID response observed is recorded in the field notes. A.3. Definitions Background Readings: The PID measurement of ambient air and bag headspace reading without soil in the bag. Ionization energy (IE): The energy required to displace an electron and “ionize” a compo und. Used more commonly than the old, but equivalent, term Ionization Potential (IP). Photoionization Detector (PID): The PID is a portable, nonspecific, vapor/gas detector employing the principle of photoionization to detect and measure real-time concentrations of a variety of chemical compounds, both organic and inorganic, in air. B. Health and Safety Field work should be performed in accordance with the Braun Intertec Corporate Health and Safety Manual Standard Operating Procedures and the site-specific health and safety plan (HASP). C. Referenced SOPs  SOP 101 – Field Notes and Documentation  SOP 201 – Classification of Soil  SOP 205 – Calibration of MiniRAE PID D. Equipment and Supplies  Quart-size polyethylene sealable bags  PID with appropriate lamp (10.6 or 11.7 electron volts [eV])  Field Report Form (see SOP 101 – Field Notes and Documentation) or field logbook  Waterproof and/or indelible ink pens  Personal Protective Equipment (PPE) Standard Operating Procedure Creation Date: Issue Date: Rev.: Environmental Consulting 08/21/2015 05/01/2018 3 SOP 202 – Organic Vapor Soil Screening Page 2 of 3 Any printed copy of this document is considered uncontrolled E. Procedure E.1. Preparation PID lamps with two different light energy (in electron volts or eV) are available for use. The 11.7-eV lamp measures the broadest range of compounds at lower sensitivity; while the 10.6-eV lamp is responsive to most commonly- studied VOCs and has higher sensitivity. The standard lamp used is 10.6 eV unless otherwise specified by the technical project manager. Calibrate the PID onsite at least daily to yield total organic vapo rs in parts per million (ppm) using an isobutylene standard. If field personnel are at multiple project locations in one day, calibrate the PID upon arrival to each project location. See SOP 205 – Calibration and Operation of MiniRAE PID for calibration procedures. Record the date and results of the daily calibration. E.2. Collection  Visually examine the soil for staining or sheens. Note observations in field logbook. Describe the type and general amount of debris, if present, in the field logbook (see SOP 201 – Classification of Soil).  Do not intentionally smell the soil for odors, but note unintentional olfactory indication of contamination in the field logbook.  Collect soil samples in increments according to instructions established by the project manager or the site-specific work plan.  Soil samples for laboratory analysis should not be collected from the sealable bag used for headspace analysis.  While wearing proper PPE (Nitrile gloves at a minimum), field personnel should fill approximately one-quarter of a quart-size polyethylene sealable bag with a tight sealing closure (about 1 cup of soil), leaving air in the upper portion of the sealable bag (the volume ratio of soil: headspace should be 1:3). Close the quart-size polyethylene sealable bag immediately, making sure all soil is clear from the path of the bag’s seal. Break apart the soil while vigorously shaking the bag for 15 seconds, avoiding puncturing a hole in the bag or tearing apart the zipper.  Allow the headspace to develop in the sealable bag at room temperature (e.g., approximately 50 ᵒF or greater) for 10 to 20 minutes. If the temperature is below approximately 50 ᵒF, allow the headspace to develop within a heated vehicle or building. Record the ambient temperature during headspace screening.  Vigorously shake the sealable bag again for 15 seconds. Open the sealable bag slightly, enough for the end of the PID probe tip to enter the bag and insert the tip to the middle of the headspace, avoiding contact with the soil and/or potential moisture from condensation in the sealable bag. Watch the PID screen for the highest reading (ppm). The maximum reading should appear in less than 5 seconds. Record the maximum PID reading reached in the field notes. Record the actual PID reading, do not round the number.  In addition to screening a soil sample, a background PID headspace reading should be established in the field. Under the same conditions as the screened soil sample (heated vehicle or building, etc.), take an empty quart-size polyethylene sealable bag, puff it up with air, and insert the probe of the PID in the same way as the soil sample. Watch the screen of the PID for the highest PID reading (ppm). Record the maximum PID reading reached in the field notes. Record the actual PID reading, do not round the number. Standard Operating Procedure Creation Date: Issue Date: Rev.: Environmental Consulting 08/21/2015 05/01/2018 3 SOP 202 – Organic Vapor Soil Screening Page 3 of 3 Any printed copy of this document is considered uncontrolled E.3. Cautions PIDs provide non-specific measurement of the presence of organic compounds including the following: aromatics, ketones and aldehydes, amines and amides, chlorinated hydrocarbons, sulfur compounds, saturated and unsaturated hydrocarbons, and alcohols. The light energy in eV emitted by the PID lamp must be greater than the IE of the compound(s) of interest. However, 11.7-eV lamps should only be used when compounds with IEs over 10.6 eV are expected and are the primary contaminants. Examples include carbon tetrachloride, methylene chloride, chloroform, and 1,1,1-trichloroethane. Consult the NIOSH Guide to Chemical Hazards for ionization energies for most common contaminants. The PID will not measure the following: radiation, air (N2, O2, CO2, H2O), natural gas (methane, ethane, propane), acid gases (HCl, HF, HNO3), common toxics (CO, HCN, SO2), freons, ozone, hydrogen peroxide, polychlorinated biphenyls (PCBs), or greases. E.4. Interferences Excessive moisture in the air or dust on the PID lamp and sensor housing can cause a false positive response on the PID. This problem can be demonstrated by a “drift” upward of the measurement or could be a sharp response to inserting the probe either into an empty sealable bag or into a sealable bag filled by blowing air into it. See SOP 205 – Calibration and Operation of MiniRAE PID for steps to take to resolve this. E.5. Data and Records Management Field data should be recorded and managed in accordance with SOP 101 – Field Notes and Documentation. Documentation should include the following:  Calibration: date and result  Maintenance performed, if any  Background readings: ambient air and quart-size sealable bag  Ambient air temperature at which headspace screened  Sample identification information per sample method SOP  General observations: condensed moisture in the bag, unusual odors associated with the soil sample and/or ambient air E.6. Quality Assurance/Quality Control Field personnel should check the PID maintenance log before beginning each new job to make sure that scheduled maintenance is current. Erratic PID responses in the field should be evaluated, and field maintenance performed or the PID should be replaced. The PID should be calibrated daily in the field. Ambient air quality at the work site should be checked and recorded , as should a headspace sample of an empty sealable bag. All quality assurance (QA) checks should be documented in the field logbook. Quality assurance/quality control (QA/QC) procedures described in the work plan should be followed. F. References Minnesota Pollution Control Agency, Soil Sample Collection and Analysis Procedures, Field Screening Procedures. Guidance Document 4-04, c-prp4-04. Petroleum Remediation Program, Minnesota Pollution Control Agency; St. Paul, MN, September 2008. NIOSH, Pocket Guide to Chemical Hazards, NIOSH Publications; Cincinnati, OH, September 2007. Standard Operating Procedure Creation Date: Issue Date: Rev.: Environmental Consulting 08/21/2015 02/18/2020 6 SOP 203 – Soil Boring Observation and Sampling Page 1 of 5 Any printed copy of this document is considered uncontrolled A. Purpose The purpose of this Standard Operating Procedure (SOP) is to describe procedures to be used to conduct and document soil boring observations and sampling either from a direct-push probe or drill rig. B. Health and Safety Field work should be performed in accordance with the Braun Intertec Corporate Health and Safety Manual Standard Operating Procedures and the site-specific health and safety plan (HASP). In addition to potential exposure to hazardous materials, observing drilling of soil borings presents safety risks due to working near drilling equipment. One of the biggest risks during probe sampling is the use of utility knives to cut open the plastic sleeves that hold soil collected by the probe. Instruct the probe operator to cut the sleeves open. Do not cut the sleeves open yourself. C. Referenced SOPs ▪ SOP 101 – Field Notes and Documentation ▪ SOP 201 – Classification of Soil ▪ SOP 202 – Organic Vapor Screening ▪ SOP 208 – Soil Grab Sample Collection ▪ SOP 209 – Soil Composite Sample Collection ▪ SOP 311 – Groundwater Sample Collection ▪ SOP 403 – Soil Vapor Sampling from a Borehole and with a Hand Probe ▪ SOP 702 – Management of Investigation Derived Waste D. Equipment and Supplies ▪ Soil Boring Log form (see Attachment A) ▪ Global Positioning System (GPS) unit or measuring tape ▪ Photoionization detector (PID) with appropriate lamp (see SOP 202 – Organic Vapor Soil Screening) ▪ Soil sampling equipment (see SOP 208 – Soil Grab Sample Collection and SOP 209 – Soil Composite Sample Collection) ▪ Field Report Form (see SOP 101 – Field Notes and Documentation) or field logbook ▪ Groundwater sampling equipment (see SOP 311 – Groundwater Sample Collection) ▪ Soil vapor sampling equipment (see SOP 403 – Soil Vapor Sampling from a Borehole and with a Hand Probe) ▪ Waterproof and/or indelible ink pens ▪ Cell phone camera or digital camera ▪ Personal Protective Equipment (PPE) ▪ 55-gallon drum, if necessary Standard Operating Procedure Creation Date: Issue Date: Rev.: Environmental Consulting 08/21/2015 02/18/2020 6 SOP 203 – Soil Boring Observation and Sampling Page 2 of 5 Any printed copy of this document is considered uncontrolled E. Procedure E.1. Underground Utility Locates Perform underground utility clearance in accordance with the Braun Intertec Corporate Utility Clearance Process. Ensure that utilities are marked and the soil borings are located a safe distance from any buried utility. E.2. Boring Location and Numbering A day or two before the field work, review the written scope of work with the project manager. The scope should define the boring numbering scheme, boring locations, depths, sample intervals, and types of samples to be collected. Make sure that all required field equipment is prepared and in good working condition. If required, determine the appropriate place to dispose of cuttings or provide an appropriate container per SOP 702 – Management of Investigation Derived Waste. If necessary, ensure that steel drums are provided to collect either the soil cuttings or excess removed groundwater. During many projects, boring locations will be marked by Braun Intertec personnel, such as the CAD Staker, before the field event begins. In other cases, the responsibility to identify boring locations is left to field personnel on the day of the event. In either case once on site, identify the boring locations with the driller (or drilling subcontractor). Ensure that utilities are marked and that all proposed soil borings are located a safe distance from any buried utility. Review planned sampling procedures to ensure they meet the scope of work. In particular, review sample intervals and water sampling depths, if appropriate. If the marked boring location must be changed, it is critical that the new location is clear of underground utilities. In some cases, utility marking does not apply to new locations and the work cannot proceed until new locations have been cleared. Use a measuring tape or GPS unit to document soil boring locations relative to the original marked location. This also may be necessary if a boring location must be modified due to refusal or if additional borings are advanced based on field observations (i.e., step out borings). If boring locations were not previously located with a GPS unit, make arrangements for proper location either on the day of the event or later. E.3. Drilling The driller or probe operator will collect soil samples from the sample intervals and provide the samples to the field personnel. It is the responsibility of the driller or probe operator to decontaminate the sampler and reusable sampling equipment to minimize cross-contamination using a brush in a detergent and water wash, followed by a clean water rinse between intervals. Field personnel are responsible for making field observations of the soil, screening soil samples for volatile organic vapors, and collecting soil or water samples both for laboratory analysis and geotechnical classification by a Braun Intertec Geotechnical Engineer. Standard Operating Procedure Creation Date: Issue Date: Rev.: Environmental Consulting 08/21/2015 02/18/2020 6 SOP 203 – Soil Boring Observation and Sampling Page 3 of 5 Any printed copy of this document is considered uncontrolled E.4. Soil Description Note the surface composition (e.g., concrete, asphalt, grass, etc.). Indicate the material at the surface of the borehole (e.g., concrete, asphalt, grass, gravel) and the thickness of this material in inches in the top section of the soil boring log form. The driller will bring the sampler to the surface and open it at the request of field personnel. Record the length of sample recovered in inches. Describe the soil type, color, stratification, and conditions of the soil samples recovered (see SOP 201 – Classification of Soil). E.5. Soil Screening Don new disposable gloves. Collect a small sample of the soil from each two-foot interval (or less) for organic vapor screening in the field using a photoionization detector (PID) (SOP 202 – Organic Vapor Soil Screening). Record the results of the vapor screening in the PID column of the soil boring log form. E.6. Soil Sampling Collect soil samples for chemical analysis in the field as soon as possible after retrieval . To collect soil samples for chemical analyses as specified in the project-specific work plan or Sampling and Analysis Plan, refer to SOP 208 – Soil Grab Sample Collection and SOP 209 – Soil Composite Sample Collection. As samples are collected for laboratory analysis, note the sample name, sample depth, time collected, and analytical test(s) in the analytical samples column and the remarks column of the boring log form. For example: ▪ GP-1 (8-10') @ 10:15 – DRO, GRO and VOCs ▪ ST-3 (2-4') @ 10:45 – RCRA Metals E.7. Groundwater Sampling Groundwater Sampling from a Borehole Advanced by a Drill Rig The drilling operator will advance the auger to the specified depth and prepare for groundwater collection. The operator may use one of the two following methods: ▪ In the case of shallow groundwater and a fairly competent soil formation, the operator advances the auger to the desired depth for groundwater sampling. All drilling equipment is removed from the borehole. Groundwater samples are collected from inside the open borehole. ▪ In the case of a less competent soil formation, the operator advances the auger to the desired depth for groundwater sampling. A length of PVC pipe with a five- or ten-foot screened portion on the bottom is extended down the open borehole. All drilling equipment is removed from the borehole. After an appropriate period of time, groundwater samples are collected from inside the screened portion of the PVC pipe. Standard Operating Procedure Creation Date: Issue Date: Rev.: Environmental Consulting 08/21/2015 02/18/2020 6 SOP 203 – Soil Boring Observation and Sampling Page 4 of 5 Any printed copy of this document is considered uncontrolled Groundwater Sampling from a Probe Borehole The sampling probe operator will advance the probe to the depth you specify and prepare the sample r for groundwater collection. The operator may use one of the two following methods: ▪ In the case of shallow groundwater and a fairly competent soil formation, the sampling probe is advanced to the desired depth for groundwater sampling. All sampling probe equipment is removed from the probe hole. A length of PVC pipe with a five- or ten-foot screened portion on the bottom is extended down the open hole. Groundwater samples are collected from the screened portion of the PVC pipe. ▪ In some cases the operator advances a special sampling probe to the desired depth for groundwater sampling. The tip of the probe will be an “expendable point” which is snugly attached to the probe. Inside the probe is a stainless steel screen section. The sampling probe is pulled up, releasing the expendable point and exposing the screen. Groundwater samples are collected from the screened portion of the stainless steel screen. Groundwater Sample Collection Refer to SOP 311 – Groundwater Sample Collection for procedures for collecting groundwater samples. As samples are collected for laboratory analysis, note the boring identifier, time collected, and analytical test(s) in the analytical samples column and the remarks column of the boring log form. E.8. Soil Vapor Sampling Refer to SOP 403 – Soil Vapor Sampling from a Borehole and with a Hand Probe for details on collecting the soil vapor sample. As samples are collected for laboratory analysis, note the boring identifier, time collected, and analytical test in the Remarks section of the Soil Boring Log. E.9. Geotechnical Logs To ensure consistent logs across Braun Intertec disciplines, samples of soil cores will be collected and classified by a Braun Intertec Geotechnical Engineer. The Geotechnical Engineer’s log is a supplement to the field log and is not meant to be a replacement for the field log. Place one or more representative portions of each interval into sealable moisture-proof containers (e.g., resealable bags) without ramming or distorting any apparent stratification. Seal the container to prevent evaporation of soil moisture. Label the containers indicating job designation/project number, boring number, and sample depth. If there is a soil change within the interval, collect a soil sample for each stratum and note their depths. Deliver the samples to a Braun Intertec soil classification lab. Include a copy of the soil boring log form. Standard Operating Procedure Creation Date: Issue Date: Rev.: Environmental Consulting 08/21/2015 02/18/2020 6 SOP 203 – Soil Boring Observation and Sampling Page 5 of 5 Any printed copy of this document is considered uncontrolled E.10. Documentation Logs of borings are required in investigation reports. Use the Soil Boring Log form (Attachment A). Descriptions of soil samples collected in the field are described in SOP 201 – Classification of Soil. Photographs will be taken of the boring location in accordance with SOP 101 – Field Notes and Documentation. A photographic log should be included with the field notes. If there is something specific field personnel would like the viewer to note, be sure it is specified in the description. E.11. Backfilling/Restoration The boring will be backfilled with bentonite grout or reused soil cuttings, if appropriate, as allowed or required by the well code. E.12. Data and Records Management Observations should be documented in accordance with SOP 101 – Field Notes and Documentation. E.13. Quality Assurance/Quality Control Quality assurance/quality control (QA/QC) procedures described in the work plan should be followed. Soil Boring Log Attachment A to SOP 203 and SOP 207 (02/18/2020) Page ___ of ___ Project Number: Latitude: . Boring ID:  Project Name: Longitude: . Personnel: Project Location: Elevation: Weather: Drill Company: Sample Method: Total Depth (ft): Drill Rig ID: Surface Cover: Refusal Depth (ft): Drill Method: Surface Thickness:  Permanent well installed. Drilling Date & Time Groundwater Depth (ft) Date & Time Temporary Well & GW Sampling Start: While Drilling: Material & Size: Finish: End of Drilling: Screen Top (ft): Backfill: Temporary Well: Screen Bottom (ft):  Cuttings  Chips  Grout Well Recheck:  Check Ball  Bailer  Pump Depth (ft) Recovery (in) PID (ppm) Description Soil group name, USCS symbol, grain size (f/m/c), amt. of gravel/sand/fines, inclusions, debris, color, moisture (d/m/w), consistency, staining, odor, structure, plasticity, geologic interpretation (fill/native/etc.) Water & Well Analytical Samples Remarks Sample ID, times, analyses; odors, debris (%), staining; temp well details, etc. Soil Boring Log Attachment A to SOP 203 and SOP 207 (02/18/2020) Page ___ of ___ Project Number: Boring ID: Depth (ft) Recovery (in) PID (ppm) Description Soil group name, USCS symbol, grain size (f/m/c), amt. of gravel/sand/fines, inclusions, debris, color, moisture (d/m/w), consistency, staining, odor, structure, plasticity, geologic interpretation (fill/native/etc.) Water & Well Analytical Samples Remarks Sample ID, times, analyses; odors, debris (%), staining; temp well details, etc. Standard Operating Procedure Creation Date: Issue Date: Rev.: Environmental Consulting 08/21/2015 05/01/2018 3 SOP 205 – Calibration and Operation of MiniRAE PID Page 1 of 5 Any printed copy of this document is considered uncontrolled A. Purpose The purpose of this Standard Operating Procedure (SOP) is to provide the procedure to calibrate a MiniRAE 3000 or MiniRAE Lite Photoionization Detector (PID). Proper calibration of the PID will help produce consistent and defensible field measurements. In addition, this SOP describes procedures to identify and address simple issues related to dust accumulation on the lamp and internal housing. B. Health and Safety The use of the MiniRAE 3000 or MiniRAE Lite PID should be in accordance with the Braun Intertec Corporate Health and Safety Manual Standard Operating Procedures and the site-specific health and safety plan (HASP). C. Referenced SOPs  SOP 101 – Field Notes and Documentation  SOP 202 – Organic Vapor Soil Screening D. Equipment and Supplies  MiniRAE 3000 or MiniRAE Lite PID with appropriate lamp  Clean moisture filter  Isobutylene span gas (100 parts per million [ppm])  Regulator  Polyethylene tubing with T-connection  Bound Calibration Record (in PID case)  Isopropanol cleaner and Q-tips  Field Report Form (see SOP 101 – Field Notes and Documentation) or field logbook  Waterproof and/or indelible ink pens E. Procedure E.1. Prior to Leaving Office Prior to leaving the office, ensure that the PID has power and the span gas canister is full. Attach the regulator to the 100 ppm isobutylene span gas. The regulator has a gauge on it to show how much span gas remains in the canister. The gauge should show more than 100 pounds per square inch (PSI) of gas. If not, replace the canister with a new one. Standard Operating Procedure Creation Date: Issue Date: Rev.: Environmental Consulting 08/21/2015 05/01/2018 3 SOP 205 – Calibration and Operation of MiniRAE PID Page 2 of 5 Any printed copy of this document is considered uncontrolled E.2. To Turn On Check the probe tip for dirt or other obstructions. Clean as necessary. Check the moisture filter for visible dirt. Replace as necessary. Screw the probe tip and filter assembly onto the PID. There are three buttons on the screen face of the PID:  MODE (Φ)  Y/+  N/- There is one button on the body of the instrument:  LIGHT Press and hold the center MODE button for a few seconds, then release. The screen will flash through a series of screens. Screens will display: RAE SYSTEMS PGM-7320 VOL 01.01 MINIRAE 3000 SN 952-001736 Self test…. Test Passed! Ready…Start Sampling? Press the Y/+ key. An audible whirring sound will begin, which is the air pump inside the PID. Note: If the screen displays “Lamp” alarm, the internal lamp has failed to light. Wait for several minutes until it lights. If the “Lamp” display remains, turn off the PID, and retry turning on the instrument. E.3. To Calibrate Press and hold the MODE (Φ) and N/- buttons at the same time for approximately two (2) seconds. The screen will display: ENTER PASSWORD ________ Standard Operating Procedure Creation Date: Issue Date: Rev.: Environmental Consulting 08/21/2015 05/01/2018 3 SOP 205 – Calibration and Operation of MiniRAE PID Page 3 of 5 Any printed copy of this document is considered uncontrolled Do not enter a password. Press MODE (Φ), or enter, again. The screen will give the options of: CALIBRATION ZERO CALIB (highlighted) SPAN CALIB Press the Y/+ key to select Zero Calibration. Be sure the PID is in “zero” (i.e., fresh) air. Press the Y/+ key again to start the zero air calibration. Zeroing starts a 30 second countdown. When complete the screen says: Zeroing Is Done! Reading = 0.0 PPM Then the screen will give the options of: Calibration Zero Calib Span Calib (highlighted) Press Y/+ to select Span Calibration. The screen will display: C. Gas = Isobutylene Span = 100 ppm Please apply Gas 1 Attach the regulator to the 100 ppm isobutylene span gas. The regulator has gauge on it to show how much span gas remains in the canister. The gauge should show more than 50 PSI gas. If not, do not use it because the calibration may not work, replace the canister with a new one. Attach one end of the polyethylene tubing to the top of the regulator. Tubing should have a T-joint on it to provide span gas at atmospheric pressure during calibration. Attach the other end of the tubing to the PID probe. Push in and twist the control button on t he regulator until the gas can be heard escaping the canister. As soon as the tubing is in place, the PID may begin a 30 second countdown. Press “start” if the countdown does not begin automatically. After 30 seconds the screen will display: Span 1 is done Reading ___.___ppm. Turn off the span gas by pressing and twisting the control button on the regulator until the gas does not escap e from the canister any longer. Wait for the reading to drop as fresh air enters the tubing. If the reading does not drop below 1.0 ppm, repeat the calibration. If it does drop below 1.0 ppm, record the lowest number displayed as the Ambient Air Reading in the Calibration Log. Turn the span gas back on and wait for the reading to stabilize. If the reading is not within ±5 ppm of 100 ppm, repeat the calibration. If the reading is within ±5 ppm of 100 ppm, turn off the gas and record the number displayed as the Span Gas Reading on the Calibration Log. Release the tubing from the PID probe and regulator. Unscrew the regulator from span gas canister. Standard Operating Procedure Creation Date: Issue Date: Rev.: Environmental Consulting 08/21/2015 05/01/2018 3 SOP 205 – Calibration and Operation of MiniRAE PID Page 4 of 5 Any printed copy of this document is considered uncontrolled Complete the calibration information in the bound Calibration Record. Also note in field notes that the calibration was completed. If the calibration does not complete normally, or if the instrument will not produce the expected readings during the calibration verification, note the failure and attempted remedy on the Calibration Record. After attempting a remedy, repeat the calibration. If the calibration does not produce the expected result contact the office to obtain instructions for other potential remedies or to obtain a replacement PID. Do not use a PID that does not calibrate properly. E.4. To Turn Off Press and hold the MODE (Φ) button. The instrument will count down for 5 seconds. The lights and/or alarm may flash and sound during the countdown. Release the MODE (Φ) button when the screen displays: UNIT OFF! E.5. Interference and Cleaning Excessive moisture in the air can cause dust on the PID lamp and sensor housing to produce a false positive response on the PID due to current leakage across the electrodes. This problem can be demonstrated either by a “drift” upward of the measurement or a sharp response to inserting the probe either into an empty sealable bag or into a sealable bag filled by blowing air into it. Dust on the lamp and sensor is the primary reason for these responses. The sensor has two electrodes. With clean dry air and sensor components, no current can leak across the air space between the two electrodes. However, even microscopic dirt accumulations on the electrodes and Teflon parts can promote leakage. A sensor may appear to be clean, but may be dirty enough to cause current leakage. If field personnel are observing false positive responses with the PID, they must perform a humidity response test. The humidity response test includes exhaling gently into an empty sealable bag and then inserting the probe tip into the bag. The PID should show little to no response from this test. If the PID reads more than 5 ppm, the lamp and sensor may need cleaning. Record the results of the humidity response test in the field logbook. Take the following steps to attempt to resolve the high ambient PID readings. After each step, repeat the humidity response test. If the humidity response test passes (i.e., < 5 ppm reading), record the action in the field notes and proceed with using the PID. If the humidity response test does not pass, proceed to the next step:  Replace or temporarily remove the moisture filter – The case should have a spare moisture filter. Discard the used filter and connect the new filter to the probe tip.  Clean the PID lamp and sensor. 1. Unscrew the large silver sensor cover from the front of the PID. Be careful, in some cases, the white- plastic sensor detector or lamp inside the cover may be loose. Take care no t to drop them. 2. Carefully remove the white plastic sensor detector from the PID housing. It may be necessary to hold the edges of the sensor detector and use a gentle rocking motion to remove it. Note: Never touch the lamp surface or the gold-colored sensors with your fingers. 3. Dip a clean cotton swab into the isopropanol cleaner. Gently swab the flat surface of the lamp and the gold-colored electrodes on the back of the sensor detector. 4. Let the cleaner evaporate from the components in the air for about five minutes. Standard Operating Procedure Creation Date: Issue Date: Rev.: Environmental Consulting 08/21/2015 05/01/2018 3 SOP 205 – Calibration and Operation of MiniRAE PID Page 5 of 5 Any printed copy of this document is considered uncontrolled 5. Replace the sensor detector and screw the cover back onto the PID. Re-connect the probe. 6. Allow the PID to run several minutes until the ambient reading returns to 0.  Stop using the PID and obtain a different PID to complete the work. The PID must be professionally serviced. E.6. Data and Records Management Observations should be documented in accordance with SOP 101 – Field Notes and Documentation. E.7. Quality Assurance/Quality Control Quality assurance/quality control (QA/QC) procedures described in the work plan should be followed. F. References Addressing PID Instruments Moisture Sensitivity: Humidity Effect on PID Instruments, Technical Note TN -163, RAE Systems by Honeywell; San Jose, CA, February 2014. Standard Operating Procedure Creation Date: Issue Date: Rev.: Environmental Consulting 08/21/2015 12/14/2016 2 SOP 208 – Soil Grab Sample Collection Page 1 of 5 Any printed copy of this document is considered uncontrolled A. Purpose The following Standard Operating Procedure (SOP) for the collection of grab soil samples is intended to be used by Braun Intertec field personnel for the purposes of soil sample collection. Grab sampling techniques should always be used to collect samples for volatile organic compounds (VOC), gasoline range organics (GRO), diesel range organics (DRO) or other analyses that require collection of a generally undisturbed portion of soil. Grab sampling techniques may also be used to collect other analytes such as semi-volatile organic compounds (SVOCs), polychlorinated biphenyls (PCBs), and metals. Grab samples should be collected prior to collection of other sample aliquots as soon as possible after the sampling interval is retrieved . Soil samples collected in the field during investigations for characterization and/or documentation of site conditions are integral to the services provided to clients and regulatory agencies. This SOP is applicable for soil samples collected from soil borings (SOP 203 – Soil Boring Observation and Sampling), test pits and test trenches (SOP 211 – Test Pit and Test Trench Observation and Sampling), stockpiles (SOP 210 – Soil Stockpile Sampling), and/or excavations. B. Health and Safety Field work should be performed in accordance with the Braun Intertec Corporate Health and Safety Manual Standard Operating Procedures and the site-specific health and safety plan (HASP), if applicable. C. Referenced SOPs  SOP 101 – Field Notes and Documentation  SOP 203 – Soil Boring Observation and Sampling  SOP 210 – Soil Stockpile Sampling  SOP 211 – Test Pit and Test Trench Observation and Sampling  SOP 308 – Trip Blanks  SOP 602 – Chain-of-Custody Procedures  SOP 603 – Sample Shipping D. Equipment and Supplies  Coring device (one for each soil sample collected)  Portable digital scale, if necessary  Appropriate laboratory-supplied container and preservative (when applicable)  Sample labels  Sample coolers  Ice  Temperature blanks (one per sample cooler)  Trip blanks, if necessary (see SOP 308 – Trip Blanks)  Field Report Form (see SOP 101 – Field Notes and Documentation) or field logbook  Chain-of-Custody (COC) forms (see SOP 602 – Chain-of-Custody Procedure)  Custody seals  Cell phone camera or digital camera  Personal Protective Equipment (PPE) Standard Operating Procedure Creation Date: Issue Date: Rev.: Environmental Consulting 08/21/2015 12/14/2016 2 SOP 208 – Soil Grab Sample Collection Page 2 of 5 Any printed copy of this document is considered uncontrolled The following table provides details regarding analytical parameters and the type of laboratory -supplied containers and applicable preservative. Analytical Parameter (holding time) Bottle Type and Preservation Type DRO (10 days)* 4-oz. glass jar, pre-weighed and unpreserved 8 RCRA Metals or 13 Priority Pollutant Metals (6 Months, except mercury 28 days) 4-oz. glass jar, unpreserved GRO (14 days)** 40-milliliter (mL) glass vial, with 10 mL methanol pre-weighed PCBs (14 days)*** 4-oz. glass jar unpreserved SVOCs (14 days)**** 4-oz. glass jar unpreserved VOCs (14 days)** 40-mL glass vial, with 10 mL methanol, pre-weighed *DRO soil samples collected in 60-mL pre-weighed containers must be filled with 25 to 35 grams or soil. **VOC and GRO soil samples collected in 40-mL pre-weighed containers should contain between 8 to 11 grams of soil. ***PCBs – Polychlorinated Biphenyls ****SVOCs – Semi-volatile Organic Compounds All soil samples must have a single unpreserved sample collected (5-10 gram minimum) for dry weight analysis (i.e., moisture sample). E. Procedure E.1. Bottle Order Several days before field work is scheduled to begin contact the laboratory to order sample containers and soil coring devices by phone or email. It may be a good idea to order extra bottles to allow for breakage, extra samples, etc. If you are unsure of the required sample volumes or proper laboratory sample containers for specific analytical parameters, ask that a written description be included with the bottle order which clarifies sample requirements. Upon receipt of the sample coolers and before you leave for the field, check the contents of the cooler to be sure that you have the appropriate sample containers and that extra containers are included, if requested . Be sure you are aware of sample volume and container requirements. E.2. Cooler Preparation Place ice or a frozen cold pack into each sample cooler before collecting any samples. Double-bag the ice in sealable gallon bags or sealed garbage bags to avoid potential contact of water in the cooler with sample containers. Place a temperature blank into each cooler and under the sealed bags of ice. If the cooler will contain VOCs samples ensure that a trip blank is placed into the cooler with the samples. Standard Operating Procedure Creation Date: Issue Date: Rev.: Environmental Consulting 08/21/2015 12/14/2016 2 SOP 208 – Soil Grab Sample Collection Page 3 of 5 Any printed copy of this document is considered uncontrolled E.3. Labeling Sample Containers Prior to collecting soil grab samples, complete the sample label for the laboratory -supplied containers. The sample label must have the following information:  Project Number (listed under “Client”)  Sample Name (listed under “Sample ID”)  Date Sample Collected (listed under “Collection Date”)  Sampler’s Initials (listed under “Collected by”)  Time Sample Collected (listed under “Time”) Additionally, some laboratory-supplied sample containers (e.g., DRO, GRO, and VOCs) have been pre-weighed by the laboratory. It is important to make sure that the pre-weighed sample containers have their weight listed on the sample label and that the weight is visible. E.4. Soil Sampling Select sample location/interval per the Work/Sampling Plan. Don new disposable gloves and expose a fresh surface of soil, if necessary. Follow procedures listed below for each specific parameter. If VOCs and GRO samples are to be collected as part of the Work/Sampling Plan, these parameters are to be collected first from undisturbed soil or freshly exposed soil surfaces to minimize volatilization. E.5. VOCs and GRO Soil Grab Sample Collection  Place an electronic scale, which has been verified that day prior to use, on a flat surface and turn it on. A weighted standard shall be used to determine acceptable precision.  Before filling the first jar, verify the accuracy of the scale. Place a pre-weighed sample container on the scale. Compare the reading to the weight on the container. If within 5 grams, the scale can be used for the rest of the day. If not within 5 grams, remove the container, turn the scale off, then on, and repeat the test. If still not within 5 grams, use a different scale.  Remove cap from pre-weighed, pre-preserved 40-milliliter (mL) sample vial.  Place 40-mL vial on electronic scale and press “tare” button to zero electronic scale.  Electronic scale should read 0.0g – leave sample vial on electronic scale.  Use the lab provided Terra Core® sampler (5- or 10-gram) or 10-mL syringe with the top cut off (approximately 10 grams when full) for collecting a sample. The laboratory may provide a different sampling device than described above; whichever device is provided, the goal is to have 8-11 grams of soil in the sample jar for VOC/GRO analysis.  Scrape off upper layer of soil to expose underlying soil . Remove the syringe cap and push the syringe into the freshly exposed soil until the soil column entering the syringe has forced the top of the plunger to the stopping point against the top of the syringe cradle.  Wipe all debris from the outside of the syringe and remove any soil that extends outside the mouth of the syringe, so the soil sample is flush with the mouth of the syringe.  Carefully place the mouth of the syringe against the top of the open 40-mL vial and gently extrude the sample into the vial. (Note: to prevent the methanol preservative from splashing out of the bottle, hold the syringe against the top of the vial until the sample has fallen into the preservative.) Try to avoid getting soil on the threads of the vial. Clean the threads if necessary and cap the vial immediately. Standard Operating Procedure Creation Date: Issue Date: Rev.: Environmental Consulting 08/21/2015 12/14/2016 2 SOP 208 – Soil Grab Sample Collection Page 4 of 5 Any printed copy of this document is considered uncontrolled  Weigh the sample bottle. Tolerances and field actions required are presented in the table below: Actual Sample Weight Volume of Methanol Field Action < 8 grams 10 mL Add soil to reach 10 grams 8-11 grams 10 mL None required > 11 to < 20 grams 10 mL None required. Laboratory will add methanol to reach 1:1 ratio 20 or > grams 10 mL Discard bottle and resample  Cap the sample container. Gently swirl, do not shake, sample vial to fully immerse soil into methanol.  Fill out the label on the vial completely, including project number, sample I.D., date, time and sampler’s initials. Record the information on the Chain-of-Custody form and in the field notebook.  Collect at least two vials of soil sample for each analysis (VOCs or GRO). Therefore, if the work plan requires only VOCs then you will fill two vials; if the work plan calls for VOCs and GRO you will fill four vials (two vials for each analyte).  Manually fill a plastic snap-top tube (or similar unpreserved bottle) with soil from the same sampling interval/matrix as each sample. Remove soil particles from the rim of the snap tube so the cap will close securely and close the cap. This jar is for moisture calculation to be submitted with VOCs/GRO soil sample containers and should be labeled the same as the VOC/GRO sample jars. All soil samples for VOCs or GRO analysis require an accompanying moisture calculation jar . Only one moisture jar is required per soil sample (i.e., one moisture jar is sufficient for both VOCs and GRO analysis).  Place a trip blank into the cooler with the VOCs/GRO samples; see SOP 308 – Trip Blanks.  Store, transport, and maintain sample custody per SOP 602 – Chain-of-Custody Procedures. E.6. DRO Soil Grab Sample Collection  Place an electronic scale, which has been verified that day prior to use, on a flat surface and turn it on. A weighted standard shall be used to determine acceptable precision.  Before filling the first jar, verify the accuracy of the scale. Place a pre-weighed sample container on the scale. Compare the reading to the weight on the container. If within 5 grams, the scale can be used for the rest of the day. If not within 5 grams, remove the container, turn the scale off, then on, and repeat the test. If still not within 5 grams, use a different scale.  Remove cap from pre-weighed, unpreserved sample container.  Place empty DRO bottle on electronic scale and press “tare” button to zero electronic scale.  Electronic scale should read 0.0g – leave DRO bottle on electronic scale.  Use the laboratory provided coring device such as a Terra Core® sampler (5- or 10-gram) or 10-mL syringe with the top cut off (approximately 10 grams when full) for collecting a sample. The laboratory may provide a different coring device than described above; whichever coring device is provided, the goal is to have 25 to 35 grams of soil in a 4-oz. sample jar for the Wisconsin DRO method and Environmental Protection Agency (EPA) Method 8015, Total Petroleum Hydrocarbon (50 to 70 grams in an 8-oz. jar).  Scrape off upper layer of soil to expose underlying soil . Push the coring device into the freshly exposed soil until the soil column entering the coring device has filled to the top of the plunger (Terra Core) or the 10-mL line (cut off Syringe).  Wipe all debris from the outside of the coring device and remove any soil that extends outside the mouth of the coring device, so the soil sample is flush with the mouth of the coring device.  Extrude soil sample from the coring device into the DRO bottle. Collected soil sample should have a cumulative weight between 25 and 35 grams (4-oz. jar). Repeat the steps above as necessary to achieve necessary soil sample weight. If more than 35 grams of soil are collected, discard all the soil Standard Operating Procedure Creation Date: Issue Date: Rev.: Environmental Consulting 08/21/2015 12/14/2016 2 SOP 208 – Soil Grab Sample Collection Page 5 of 5 Any printed copy of this document is considered uncontrolled in sample jar and recollect the sample. Try to avoid getting soil on the threads of the sample jar. Clean the threads if necessary and cap the sample jar immediately after sample collection.  Repeat the above steps to fill a second DRO sample container. Two soil sample jars may be required for this analytical method.  Fill one unpreserved sample container (typically a small plastic jar provided by the lab) with soil from the same sampling interval/matrix as each sample. This jar is for moisture calculation to be submitted with DRO soil sample containers and should be labeled the same as the DRO sample jars. All soil samples for DRO analysis require an accompanying moisture calculation jar. E.7. Metals Soil Grab Sample Collection  One open-top, 4- or 8-oz. unpreserved jar.  Using a clean stainless-steel spoon, scoopula, or gloved hand, thoroughly mix or homogenize the interval to be sampled, and fill the unpreserved sample containers with the collected soil sample. Avoid filling the sample containers with gravel or rocks.  Wipe soil from the container threads. Close the flip-top of the unpreserved sample container.  Note: if several analyses are being performed for a single soil sample, the collection and submission of one moisture calculation jar is sufficient for all of the analyses for that one soil sample. E.8. PCBs/SVOCs Soil Grab Sample Collection  Open 4-oz., unpreserved sample container.  Using a clean stainless-steel spoon, scoopula, or gloved hand, thoroughly mix or homogenize the interval to be sampled, and fill the unpreserved sample containers with the collected soil sample. Try to fill the sample containers with soil and not gravel or rocks.  Wipe soil from the container threads. Reseal the 4-oz. sample container with the lid.  Note: if several analyses are being performed for a single soil sample, the collection and submission of one moisture calculation jar is sufficient for all of the analyses for that one soil sample. E.9. Sample Delivery Arrange for pick-up/drop-off of soil samples in laboratory-provided coolers to the analytical laboratory. If shipping of soil samples to the analytical laboratory is required, follow SOP 603 – Sample Shipping. E.10. Data and Records Management Soil samples collected in the field should be recorded in the Field Report Form or field logbook (see SOP 101 – Field Notes and Documentation), on the field log, soil boring log, test trench log, etc., and on the COC (see SOP 602 – Chain-of-Custody Procedures). Information recorded in the Field Report Form or field logbook and on the COC should be identical to the information listed on the sample container label(s ). Additionally, it is useful to note how many soil sample containers were filled for each uniquely identified soil grab sample. Note the presence of any pieces of bituminous in the samples, no matter how small, particularly in samples to be analyzed for DRO or SVOCs. E.11. Quality Assurance/Quality Control Quality assurance/quality control (QA/QC) procedures described in the work plan should be followed. Standard Operating Procedure Creation Date: Issue Date: Rev.: Environmental Consulting 08/21/2015 01/22/2016 1 SOP 301 – Water Level Measurement Page 1 of 3 Any printed copy of this document is considered uncontrolled A. Purpose The purpose of the water level measurements Standard Operating Procedure (SOP) is to provide a description of the methods used to measure water levels in piezometers, monitoring, and recovery wells. A.1. Summary of Method Collection of water level measurements consists of decontaminating the water level measuring equipment, testing the equipment, lowering the water level probe into the well until a response is noted, verifying results, and finally recording the results in a field logbook or field report form. See SOP 701 – Decontamination of Sampling Equipment for proper decontamination procedures. B. Health and Safety Field work should be performed in accordance with the Braun Intertec Corporate Health and Safety Manual Standard Operating Procedures and the site-specific health and safety plan (HASP). The collection of water level measurements can pose a hazard to human health unless appropriate precautions are taken. Potential hazards include, but are not limited to:  Exposure to contaminants present in the fluid being measured.  Exposure to decontamination solutions.  Exposure to hazardous substances being removed as part of the decontamination procedure.  Hand injuries associated with sharp edges and pinch points on wells and associated well piping and covers. Proper personal protective equipment (PPE) should be selected based on the physical and chemical characteristic of the contaminant and decontamination solutions used. C. Referenced SOPs  SOP 101 – Field Notes and Documentation  SOP 302 – LNAPL Level Measurement  SOP 701 – Decontamination of Sampling Equipment D. Equipment and Supplies  Hand tools (such as wrenches or sockets for at grade wells)  Electronic water lever indicator  Well keys, if necessary  Water level monitoring record form (Attachment A)  Field Report Form (see SOP 101 – Field Notes and Documentation) or field logbook  Waterproof and/or indelible ink pens  Cell phone camera or digital camera  Decontamination equipment (see SOP 701 – Decontamination of Sampling Equipment)  PPE Standard Operating Procedure Creation Date: Issue Date: Rev.: Environmental Consulting 08/21/2015 01/22/2016 1 SOP 301 – Water Level Measurement Page 2 of 3 Any printed copy of this document is considered uncontrolled E. Procedure The following procedures are to be used, in the order listed, when collecting water level measurements:  Prior to mobilizing to the site, turn on water level indicator and immerse the end of the water level indicator (i.e., water level probe) in a glass of tap water to check probe batteries. Note the instrument response as the probe contacts the water. If no response occurs, replace the batteries and try again or use an alternate piece of equipment if available.  Once on-site, don appropriate PPE as prescribed by the HASP.  Decontaminate the probe and entire cable length in accordance with SOP 701 – Decontamination of Sampling Equipment. Unless stated otherwise in the work plan, proceed from the wells least likely to be contaminated to those closest to the source area. Do not use the water level indicator in wells that are suspected to have, or have documented, free product. Use a product probe if light non-aqueous phase liquid (LNAPL) or free product is known or suspect. See SOP 302 – LNAPL Level Measurement.  Lower the probe into the well by pulling the cable from the hand -held reel until the light comes on or the buzzer sounds.  Move the cable up and down fractionally while looking/listening for a response from the probe. Note the exact length of cable to the 100th of a foot extended from the tip of the probe to the notch or highest point (or north side) of the well casing when the probe begins to be audible or light is visible. Record the cable length, well number, and time and date of the measurement in the field notes or water level record. The water level measurement should be repeated a second time. If the two measurements are different, repeat as necessary until results are consistent. E.1. Cautions Failure to follow proper water level measurement and/or decontamination procedures may result in the following:  Cross-contamination between sampling points and/or sites. Cross-contamination would invalidate results, introduce new contaminants to an environment, or impact a previously unaffected sampling location.  Decreased equipment performance due to foreign objects or incompatible materials on equipment surfaces or corrosion due to acidic environments. E.2. Interferences Factors that may interfere with water level measurement procedures include:  The formation of ice in cold temperatures will prevent proper operation of equipment and may damage internal components of equipment when expansion occurs.  Obstructions in the well due to down-hole equipment, defects in well piping, or other foreign objects.  Access to the well through the well-head or access ports may limit the size of the probe that may be used. Standard Operating Procedure Creation Date: Issue Date: Rev.: Environmental Consulting 08/21/2015 01/22/2016 1 SOP 301 – Water Level Measurement Page 3 of 3 Any printed copy of this document is considered uncontrolled E.3. Data and Records Management Water level measurements should be recorded in the field form included as Attachment A in accordance with SOP 101 – Field Notes and Documentation. If water level measurements are completed in accordance with a site- specific HASP, work plan, or other related document, reference to the appropriate document should be made in the field form. Any deviations from the procedures outlined in this document or in a site -specific document should be described in detail in a field form, otherwise referencing existing procedures is sufficient. The sampler should note if there is pumping from a nearby well, dewatering, or other activity that may influence the eleva tion of the groundwater at the site. E.4. Quality Assurance/Quality Control The probe should be tested to verify proper operation of the equipment prior to its first use of the day, per the procedures outlined above. Water level measurements should be repeated as a means of verifying results, per the procedures outlined above. Water Level Monitoring Record Project Number: Date: Field Personnel:Instrument Used: Time MP Elevation (feet) Water Level Below MP (feet) Water Level Elevation (feet) Previous Water Level Below MP Remarks Note: For your convenience, the following abbreviations may be used. P = Pumping I = Inaccessible D = Dedicated Pump ST = Steel Tape ES = Electric Sounder MP = Measuring Point WL = Water Level Well No. Project Name: Attachment A to SOP 301 (01/22/2016)Page ___ of ___ Standard Operating Procedure Creation Date: Issue Date: Rev.: Environmental Consulting 08/21/2015 01/22/2016 1 SOP 308 – Trip Blanks Page 1 of 1 Any printed copy of this document is considered uncontrolled A. Purpose The purpose of this Standard Operating Procedure is to check for contamination of gasoline range organics (GRO) and volatile organic compounds (VOCs) during handling, storage, and shipment from the laboratory to the field and back to the laboratory. If contaminants are reported in the trip blank it may indicate that the investigative samples from that sampling event have been contaminated during handling, transportation, or shipment. B. Health and Safety Field work should be performed in accordance with the Braun Intertec Corporate Health and Safety Manual Standard Operating Procedures and the site-specific health and safety plan (HASP). C. Referenced SOPs  SOP 101 – Field Notes and Documentation  SOP 602 – Chain-of-Custody Procedures D. Equipment and Supplies  Field Report Form (see SOP 101 – Field Notes and Documentation) or field logbook  Waterproof and/or indelible ink pens  Chain-of-Custody (COC) Form (see SOP 602 – Chain-of-Custody Procedure)  For Water Sampling:  Two laboratory-prepared 40-milliliter (mL) glass vials with organic-free water in hydrochloric (HCl) acid preservative. Commonly provided in a small bubble-wrap bag.  For Soil Sampling:  One laboratory-prepared 40-mL glass container with methanol preservative. Commonly provided in a small bubble-wrap bag. E. Procedure  The laboratory should prepare and provide VOC trip blanks with every bottle order. If it is necessary to prepare a trip blank in the office or in the field, note the exception in the field report form or field logbook and the investigation report. Note: New trip blanks must be provided along with the laboratory bottle order for a specific project. Trip blanks prepared for a prior sampling event cannot be used.  Label sample containers using the identifier “TB,” “TB-#,” or a blind identifier, as necessary.  Ensure a trip blank is located in each cooler to be used to hold the investigative samples. Preserve and handle the trip blank(s) in the same manner as investigative samples.  Include a sample called “TB,” “TB-#,” or “Trip Blank” on the COC Form. Do not include a date or time for the sample. Check the appropriate column to indicate that the trip blank should be analyzed for GRO and/or VOCs per the investigation work plan (see SOP 602 – Chain-of-Custody Procedures). Data and Records Management Observations should be documented in accordance with SOP 101 – Field Notes and Documentation. Quality Assurance/Quality Control Quality assurance/quality control (QA/QC) procedures described in the work plan should be followed. Standard Operating Procedure Creation Date: Issue Date: Rev.: Environmental Consulting 08/21/2015 01/22/2016 1 SOP 309 – Field Filtering of Groundwater Samples Page 1 of 3 Any printed copy of this document is considered uncontrolled A. Purpose The following Standard Operating Procedure (SOP) for field filtration of water samples will be used to collect aqueous samples for chemical analysis of dissolved metals. This SOP establishes a reproducible process for field filtration of water samples to maintain the integrity of the subsequent laboratory analytical procedures. A.1. Summary of Method Water samples collected for dissolved metals analyses should be filtered in the field immediately after collecting the sample using a 0.45-micron filter prior to chemical preservation. Samples can be filtered using a disposable field filtration unit and a hand vacuum pump or using an in -line filter that attaches directly to the discharge tubing of a sampling pump. Once the sample is filtered, it is preserved and placed on ice in a laboratory-supplied cooler. A Chain-of-Custody (COC) form is completed in accordance with SOP 602 – Chain-of-Custody Procedures. Samples are then transported to the analytical laboratory under refrigerated conditions and COC procedures. A.2. Personnel Qualifications and Responsibilities It is the responsibility of environmental field personnel collecting and filtering the samples to maintain the integrity of the water sample collected. Maintaining the integrity of the sample includes: using the proper Personal Protective Equipment (PPE), proper documentation, proper handling, proper collection techniques, and proper storage and transport. Field personnel should be trained in performing this SOP and are responsible for understanding and implementing this SOP during field activities, as well as acquiring the appropriate laboratory - supplied containers. B. Health and Safety Field work should be performed in accordance with the Braun Intertec Corporate Health and Safety Manual Standard Operating Procedures and the site-specific health and safety plan (HASP). Additionally, laboratory-supplied sample containers for dissolved metals are preserved with nitric acid (HNO3), a caustic solution. While the preservative is typically provided in small quantities, it is important to use safe handling practices when working with known chemicals as contact can be harmful to skin, clothes, eyes, and respiratory systems. Safety Data Sheets (SDSs) are available for all the preservatives used in laboratory -supplied sample containers through the analytical laboratory or through the Braun Intertec Safety Coordinator. C. Referenced SOPs  SOP 101 – Field Notes and Documentation  SOP 311 – Groundwater Sample Collection  SOP 602 – Chain-of-Custody Procedures  SOP 701 – Decontamination of Sampling Equipment  SOP 702 – Management of Investigation Derived Waste Standard Operating Procedure Creation Date: Issue Date: Rev.: Environmental Consulting 08/21/2015 01/22/2016 1 SOP 309 – Field Filtering of Groundwater Samples Page 2 of 3 Any printed copy of this document is considered uncontrolled D. Equipment and Supplies  Unpreserved 1-liter (L) plastic laboratory-supplied sampling container  500-milliliter (mL), plastic, HNO3 preserved, laboratory-supplied sampling container  Disposable field filtration unit method:  Vacuum hand pump  Nalgene® Disposable Filter Unit – 500-milliliter (mL) volume equipped with a 0.45-micron or micrometer (µm) diameter filter membrane (or similar). Filter membrane must be capable of filtering particles 0.45-µm or larger from the sample (do not reuse filter units or attempt to decontaminate used filter units).  Disposable Nalgene® 0.45-µm pre-filter disks (or similar)  In-line field filtration method:  Disposable, in-line 0.45-µm filter  Sampling pump (e.g., peristaltic pump)  Silicon tubing  COC forms (see SOP 602 – Chain-of-Custody Procedure)  Field Report Form (see SOP 101 – Field Notes and Documentation) or field logbook  Waterproof and/or indelible ink pens  Cell phone camera or digital camera  Decontamination equipment (see SOP 701 – Decontamination of Sampling Equipment)  PPE E. Procedure  Prior to filtering water samples, complete the sample label for the laboratory-supplied containers. The sample label must have the following information:  Project Number (listed under “Client”)  Sample Name (listed under “Sample ID”)  Date Sample Collected (listed under “Collection Date”)  Sampler’s Initials (listed under “Collected by”)  Time Sample Collected (listed under “Time”)  The sample label must indicate that the sample is field-filtered.  If not already present, affix the appropriate sample label to the labora tory-supplied sample container.  Collect the water sample into a 1-L unpreserved, plastic, laboratory-supplied sample container using SOP 311 – Groundwater Sample Collection or other applicable SOP.  Decontaminate all equipment before proceeding to the next sample or at the end of the day in accordance with SOP 701 – Decontamination of Sampling Equipment. E.1. Using a Disposable Field Filtration Unit  Place a pre-filter disk in the base of the upper chamber of the filtration unit if the sample is turbid. The water sample should then be immediately decanted into the upper chamber of the filtration unit. The upper chamber should only be partially filled if the sample is turbid. Replace the lid. Attach the vacuum hand pump tubing to the adapter in the center of the filtration unit. Standard Operating Procedure Creation Date: Issue Date: Rev.: Environmental Consulting 08/21/2015 01/22/2016 1 SOP 309 – Field Filtering of Groundwater Samples Page 3 of 3 Any printed copy of this document is considered uncontrolled  Squeeze the hand pump to establish a vacuum and draw the sample through the filter into the lower chamber. Maintain the vacuum until all the water from the upper chamber has been filtered into the lower chamber.  The following procedures should be used if sediment has clogged the filtration membrane or pre- filter disk to the point that water flow through the filtration unit is very slow before filtration of the sample is complete:  If the filter membrane is clogged and a pre-filter disk was not used, use a new filtration unit to filter the remainder of the sample.  If only a pre-filter disk is clogged, depressurize the unit and unscrew the lower chamber from the upper chamber. Swirl the remaining liquid in the upper chamber, and discard this water sample as investigation derived waste in accordance with the work plan and SOP 702 – Management of Investigation Derived Waste. Remove the used pre-filter disk without damaging it and replace with a new pre-filter disk.  Continue using the steps described above to filter the water sample until 500 mL of water has been filtered or an adequate sample volume has been filtered based on input from the laboratory. Decant the filtered sample from the lower chamber of the filtration unit into a preserved sample container taking care not to overfill the container. Close the sample container, place the sample on ice, and properly dispose of the filtration unit. E.2. Using an In-Line Filter  As the metals aliquot is to be collected, attach a new 0.45-µm in-line filter to the pump discharge tubing. Direct the discharge end of the in-line filter into a preserved sample container and fill the sample container taking care not to overfill the container. Close the sample container and place the sample on ice. Remove and properly dispose of the in -filter. E.3. Cautions and Interferences Caution must be taken to ensure that sample devices, sample collectors, and sample containers are as clean as possible. The SOP is designed to minimize interferences from outside contaminants. However, because the water sample is being collected in the field outside contamination cannot always be mitigated. E.4. Data and Records Management Field-filtered water samples should be recorded in the field notes (see SOP 101 – Field Notes and Documentation) and on the COC Form (see SOP 602 – Chain-of-Custody Procedures). E.5. Quality Assurance/Quality Control Quality assurance/quality control (QA/QC) procedures described in the work plan should be followed. Standard Operating Procedure Creation Date: Issue Date: Rev.: Environmental Consulting 08/21/2015 03/15/2019 6 SOP 311 – Groundwater Sample Collection Page 1 of 4 Any printed copy of this document is considered uncontrolled A. Purpose This Standard Operating Procedure (SOP) provides guidelines for collection of groundwater samples for laboratory analytical testing. Groundwater samples can be collected from temporary wells (e.g., polyvinyl-chloride [PVC] casing pipe and screen installed in a soil boring) and from permanent monitoring wells. Groundwater samples can be analyzed for the presence of organic compounds, inorganic constituents, biological parameters, and radiological parameters. Note: Wells with measurable levels of light non-aqueous phase liquid (LNAPL) are usually not sampled . Check with the project manager prior to proceeding with sampling. B. Health and Safety Field work should be performed in accordance with the Braun Intertec Corporate Health and Safety Manual Standard Operating Procedures and the site-specific health and safety plan (HASP). C. Referenced SOPs  SOP 101 – Field Notes and Documentation  SOP 301 – Water Level Measurement  SOP 308 – Trip Blanks  SOP 309 – Field Filtering of Groundwater Samples  SOP 312 – Well Purging and Stabilization  SOP 316 – Calibration of Water Quality Meters  SOP 602 – Chain-of-Custody Procedures  SOP 603 – Sample Shipping  SOP 701 – Decontamination of Sampling Equipment D. Equipment and Supplies  Pumping equipment (see applicable Sampling and Analysis Plan):  Low-flow submersible pump with appropriate tubing,  Peristaltic pump with appropriate tubing (polyethylene or silicon)  Inertial pump (e.g., Waterra, Solinst) with foot/check valve and appropriate tubing,  Tubing with bottom filling check valve (hand actuated), or  Bottom filling disposable bailer and rope (polypropylene or cotton)  Appropriate laboratory-supplied containers and preservatives (see applicable Sampling and Analysis Plan)  Sample container labels  Trip blank, if necessary (see SOP 308 – Trip Blanks)  Temperature blanks (one per sample cooler)  Chain-of-Custody (COC) forms (see SOP 602 – Chain-of-Custody Procedures)  Sample coolers  Ice  Gallon-size plastic bag  Electronic water lever indicator (see SOP 301 – Water Level Measurement)  Water quality meters (if purging and stabilization required by Sampling and Analysis Plan) and purge bucket  Spare batteries for pump equipment Standard Operating Procedure Creation Date: Issue Date: Rev.: Environmental Consulting 08/21/2015 03/15/2019 6 SOP 311 – Groundwater Sample Collection Page 2 of 4 Any printed copy of this document is considered uncontrolled  Hand tools (such as wrenches or sockets for at grade wells or knife for cutting tubing/rope)  Well keys, if necessary  Groundwater Monitoring Data Sheet (see Attachment A)  Field Report Form (see SOP 101 – Field Notes and Documentation) or field logbook  Waterproof and/or indelible ink pens  Cell phone camera or digital camera  Decontamination products (see SOP 701 – Decontamination of Sampling Equipment)  Personal Protective Equipment (PPE) E. Procedures E.1. Prior to Leaving for the Field  Several days before field work is scheduled to begin, call or email the laboratory to order sample containers. It is a good idea to order extra bottles to allow for breakage, extra samples, etc . If you are unsure of the required sample volumes or proper laboratory sample containers for spe cific analytical parameters, ask that a written description be included with the bottle order clarifying sample container requirements.  Before you leave for the field, be sure that you have the appropriate sample containers (including appropriate preservative) and that extra containers are included, if requested.  Be sure you are aware of sample volume and container requirements (discuss with analytical laboratory or project manager if unsure).  Place ice into each sample cooler before collecting any samples. Double-bag the ice in sealable gallon bags or sealed garbage bags to avoid potential contact of water in the cooler with sample containers.  Place a temperature blank in each cooler and under the ice.  If some samples will be analyzed for gasoline range organics (GRO), benzene, ethylbenzene, toluene and xylenes (BETX), or volatile organic compounds (VOCs), include a trip blank in each cooler. E.2. Prior to Groundwater Sample Collection  Don appropriate PPE as prescribed by the HASP.  Sample from the least to the most contaminated well or as specified in the Sampling and Analysis Plan.  Measure the depth to groundwater either from the top of the well casing pipe or from the ground surface. Measure the depth to groundwater to the nearest 0.01 foot using an electronic water level indicator in accordance with SOP 301 – Water Level Measurement.  Prior to sampling the well, purging and stabilization may be required by the Sampling and Analysis Plan (see SOP 312 – Well Purging and Stabilization). E.3. Groundwater Sample Collection There are several ways to bring groundwater to the surface for sample collection including pumps, bailers, check valves, etc. Follow the procedure below for the appropriate sampling device. E.3.a. Submersible Pump for Sampling When using a submersible pump ensure that the appropriate decontamination has been completed prior to sampling and between sampling points (see SOP 701 – Decontamination of Sampling Equipment). When sampling, direct a steady stream of water into the appropriate sample container(s) at a rate specified on the applicable Sampling and Analysis Plan. Standard Operating Procedure Creation Date: Issue Date: Rev.: Environmental Consulting 08/21/2015 03/15/2019 6 SOP 311 – Groundwater Sample Collection Page 3 of 4 Any printed copy of this document is considered uncontrolled E.3.b. Peristaltic Pump for Sampling  Insert a length of new plastic tubing inside the well. Attach the top end of the tubing to a fitting on the peristaltic pump.  Activate the pump to draw water into the tubing and direct the stream of water into appropriate sample container(s).  For VOCs/GRO, the water for the sample cannot pass through the peristaltic pump body. Fill the sample vials for VOCs/GRO with water that has not passed through the pump body. Manually kink the tubing to temporarily prevent water from flowing back down the tubing, remove the tubing from the sampling point and pour the water into the sample containers after removing the kink in the tubing . Alternatively, the peristaltic pump may be reversed to push water out of the tubing into the sample containers.  Once the sample containers are filled, remove the tubing and properly dispose (temporary well) or leave in well (permanent well) for future sampling. E.3.c. Inertial Pump (Plastic Tubing with a Bottom Check Valve) for Sampling  Insert a length of new or dedicated plastic tubing with a clean, bottom-mounted, stainless steel or plastic check/foot valve inside the temporary or permanent well.  Manually or mechanically oscillate the tubing up and down. The tubing will fill with water as the ball repeatedly lifts and seats.  Once the tubing is filled, either lift the tubing out of the well and pour the water into the sample containers or fill the sample containers from the top while the tubing is being oscillated.  Once the sample containers are filled, remove the tubing and properly dispose (temporary well) or leave in well (permanent well) for future sampling. E.3.d. Bailer for Sampling  Attach an appropriate length of new polypropylene or cotton rope to a bailer.  Lower the bailer slowly into the well, allow it to fill, and then lift it out while preventing the bailer or the rope from contacting any potentially contaminated surface, such as the ground. When using a bailer to remove the groundwater sample, take care to minimize agitation or aeration of the water as this could lead to the loss of volatiles and a non-representative sample.  For sample collection, slowly pour the contents of the bailer into the appropriate sample container(s). Standard Operating Procedure Creation Date: Issue Date: Rev.: Environmental Consulting 08/21/2015 03/15/2019 6 SOP 311 – Groundwater Sample Collection Page 4 of 4 Any printed copy of this document is considered uncontrolled E.4. Guidelines for Filling Sample Containers:  Containerize samples by order of the volatilization potential of the desired analytes. For example, volatile organic analysis (VOA) vials should be filled first, followed by semi-volatiles.  For VOCs/GRO samples, fill the container to the top so that a positive meniscus is formed . Allow air bubbles to rise to the surface, carefully and quickly screw the cap onto the container and finger tighten. Invert the sample and tap it gently, looking for any air bubbles. If the sample contains air bubbles, open the container to add more water. If bubbles continue to form because the preservative is reacting with the sample matrix there are two options: 1) discard the sample with preservative, rinse the vial with sample water, discard the rinse water, and fill the container with unpreserved sample water or 2) collect the water sample in a new unpreserved sample container. The sample with preservative and the rinse water from the sample vial should be discarded with the purge water. Note that the allowable sample hold time is reduced from 14 days to 7 days for unpreserved samples. For unpreserved samples, make a note on the COC stating that the VOC sample is unpreserved and notify the technical project manager.  For sample containers with preservative, be careful not to overfill the container, since this would dilute the preservative.  If the sample analysis requires field filtering of the groundwater (e.g., samples for dissolved metals analysis) follow SOP 309 – Field Filtering of Groundwater Samples.  Complete an appropriate sample container label on all containers. Include the following information: sample identification number, date and time of collection, field personnel, job site location, well number, preservation, and analysis requested. Complete the information related to sample collection and containers used on the bottom of the Groundwater Monitoring Data Sheet (Attachment A).  Place all samples on ice in a cooler. E.5. After Groundwater Sample Collection  If groundwater sampling equipment is re-used between sampling points, refer to SOP 701 – Decontamination of Sampling Equipment for decontamination of groundwater sampling equipment.  Water samples collected in the field should be recorded on the COC (see SOP 602 – Chain-of-Custody Procedures). Information recorded on the COC should be identical to the information listed on the sample container label(s).  Arrange for pick-up/drop off of groundwater samples in laboratory-provided coolers to the analytical laboratory. If shipping of groundwater samples to the analytical laboratory is required, fo llow SOP 603 – Sample Shipping. E.6. Data and Records Management Observations should be documented on the Groundwater Monitoring Data Sheet, field report form or field logbook in accordance with SOP 101 – Field Notes and Documentation. E.7. Quality Assurance/Quality Control Quality assurance/quality control (QA/QC) procedures described in the work plan should be followed. Groundwater Monitoring Data Sheet Time Depth to Water (ft) Purge Rate* ( ) Volume Purged ( ) Temp (°C) Spec. Cond. (µS/cm) pH ORP** (mV) D.O.** (mg/L) Turbidity** (NTU) 1 2 3 4 5 6 7 8 9 10 ±0.1˚C ±5%±0.1 ±10 mV ±0.5 mg/L ±5% if >10 NTU Quantity Vendor Material Type Volume Pres. Duplicate Collected Here?Y Duplicate ID: Casing Diameter, in: X (casing conversion), gal/ft: 2" = 0.16, 4" = 0.65, 6" = 1.5 Sample Parameter Depth to Water (DTW), ft: Well Depth (WD), ft: * Purge Rate (GPM) = Volume (ml) * 0.00026 / Time (minutes) ** If required by sampling plan Sampling Method: Duration, min: Tubing Material: Stabilization Information Client Name:Project Name: ID Well # or Sample ID: Contact: Project Number: Date: Casing Locked: Y NChronology:Key Number: Well Material: Weather Conditions:Field Personnel: Well Information Filter Method: Field Filtered?: Y N Calibrated Today? Y NWater Meter Used: Sample Time: Stabilization Criteria (difference in final three well volumes or final turbidity result) Water Column (WC), ft (WD - DTW):Well Volume, gal: WC x X = Equipment Used:Pump Intake Depth, ft:Purge Start Time: Phases: Final Depth to Water (ft.): Well Purging Procedure(s): Volume Purge Low-Flow Micropurge Total Volume Purged ( ): No. of Well Volumes Purged = Total Volume Purged / Well Volume = Actual differences or turbidity in final 3 well volumes Stabilization Criteria in units (conductivity and turbidity) Parameters Filtered: Comments/Observations: Sample Collection Purge Rate ( ):Stabilized: Y N Purge Stop Time: Purged Dry: Y N Sample Date:Color:Odor: Attachment A to SOP 311 and 312 (03/15/2019) Standard Operating Procedure Creation Date: Issue Date: Rev.: Environmental Consulting 08/21/2015 02/18/2020 7 SOP 403 – Soil Vapor Sampling from a Borehole and with a Hand Probe Page 1 of 5 Any printed copy of this document is considered uncontrolled A. Purpose This Standard Operating Procedure (SOP) provides guidelines for collection of soil vapor samples using an air sampling canister under vacuum from a soil boring for analytical testing for the presence of contaminants including organic compounds. This SOP includes collection of soil vapor samples from a direct-push sampling probe, from a temporary sampling device installed in boreholes drilled using manual or other power-driven methods, and from a hand probe. Analytical laboratories may have specific sampling instructions for their sample canisters, and laboratory instructions should be reviewed and used in conjunction with this SOP, when available. B. Health and Safety Field work should be performed in accordance with the Braun Intertec Corporate Health and Safety Manual Standard Operating Procedures and the site-specific health and safety plan (HASP). C. Referenced SOPs ▪ SOP 101 – Field Notes and Documentation ▪ SOP 202 – Organic Vapor Soil Screening ▪ SOP 204 – Calibration of 580B PID ▪ SOP 205 – Calibration of MiniRAE PID ▪ SOP 602 – Chain-of-Custody Procedures D. Equipment and Supplies Laboratory Provided ▪ Laboratory-cleaned, 1- or 6-liter sampling canister under a vacuum of approximately 30 inches of mercury ("Hg) such as a Summa canister or Silco canister ▪ Flow controller (time weighted samples) ▪ Flow restrictor (sub-slab samples) ▪ Vacuum gauge and in-line particulate filter ▪ Chain-of-Custody (COC) forms (see SOP 602 – Chain-of-Custody Procedure) ▪ Protective shipping container (box or case) Braun Intertec Provided ▪ Inert tubing in the appropriate diameter and of the appropriate length. ▪ Teflon-lined polyethylene tubing of the appropriate diameter should be used to attach the sample canister to the sampling train. Ensure that the appropriate tubing is available for attaching to the sample canister assembly as well as for sampling from the borehole. More than one size of tubing may be required for sample collection (typically 1/4-inch inside diameter [ID] by 3/8-inch outside diameter [OD] tubing for probes and 3/16-inch ID by 1/4-inch OD for hand probes). Unlined polyethylene tubing should be used rarely. ▪ At least 10 feet of tubing is needed for each sampling point when sampling from a borehole. Standard Operating Procedure Creation Date: Issue Date: Rev.: Environmental Consulting 08/21/2015 02/18/2020 7 SOP 403 – Soil Vapor Sampling from a Borehole and with a Hand Probe Page 2 of 5 Any printed copy of this document is considered uncontrolled Vapor Pin® Toolbox ▪ Tubing cutter ▪ Elastrator tool ▪ 9/16-inch wrench to remove or tighten caps or connectors ▪ Pliers ▪ Purging device (hand pump, graduated syringe, or similar) ▪ 3/4-inch diameter bottle brush ▪ Two-pin driver for flush mount covers ▪ Silicone tubing connectors ▪ Rubber mallet ▪ Modeling clay and PVC coupling for leak testing ▪ Cell phone camera or digital camera ▪ Soil Vapor, Indoor Air, And Outdoor Ambient Air Sampling Log (see Attachment A, the “Sampling Log”) ▪ Purge Volume Tables (see Attachment B) ▪ Photoionization detector (PID) with appropriate lamp (see SOP 202 – Organic Vapor Soil Screening) ▪ New soil tip and screen (only when sampling from borehole) ▪ Clean sand, bentonite grout, and granular bentonite (only when sampling from borehole) Hand Probe Sampling Only ▪ AMS soil gas sampling tools including 3- and 4-foot rods, threaded couplers, dedicated tip holder, driver head adapter, and driver hammer ▪ Dedicated sampling tip with “umbrella” and screen (if necessary) ▪ Two pipe wrenches ▪ Mechanical jack ▪ Global Positioning System (GPS) unit or measuring tape ▪ Field Report Form (see SOP 101 – Field Notes and Documentation) or field logbook ▪ Waterproof and/or indelible ink pens ▪ Personal Protective Equipment (PPE) E. Procedure E.1. Field Preparation ▪ Before the field work is scheduled to begin, order sample canisters equipped with flow controllers or flow restrictors (if required) and pressure gauges from the laboratory. Check the work plan or discuss with the Project Manager regarding the type of canister needed. Allow two to seven days for delivery. ▪ Inspect laboratory-supplied equipment upon receipt to ensure that all necessary parts are present and operable. Canisters should be under a vacuum of approximately 30"Hg. ▪ Obtain a blank Sampling Log (see Attachment A), which will require the following information to be recorded during sampling: ▪ Canister serial/identification number ▪ Flow-control serial/identification number, if present ▪ Initial and final vacuum readings from canister vacuum gauge, if present ▪ Sample identification ▪ PID reading ▪ Sample depth Standard Operating Procedure Creation Date: Issue Date: Rev.: Environmental Consulting 08/21/2015 02/18/2020 7 SOP 403 – Soil Vapor Sampling from a Borehole and with a Hand Probe Page 3 of 5 Any printed copy of this document is considered uncontrolled ▪ Location of sampling point ▪ Ambient temperature at time of sampling ▪ Drilling method ▪ Method of recording sample locations (e.g., GPS, field map) ▪ Project, staff, and contractor information ▪ Date ▪ Perform underground utility clearance in accordance with the Braun Intertec Corporate Utility Clearance Process. ▪ Ensure the drilling contractor is scheduled and ensure that all utilities (public and/or private) are marked prior to advancement of the sampling point. ▪ Before drilling, carefully observe work area for evidence of possible utilities or obstacles (e.g., water pipes, sewer cleanouts, flow drains, or electrical conduits). E.2. Set Up for Collecting Soil Vapor from a Direct-Push Sampling Probe ▪ The sampling probe operator will advance the direct-push sampling probe to the required depth for collection of the soil vapor sample. Cut a length of 1/4-inch ID by 3/8-inch OD tubing from the roll that is about 3 to 4 feet longer than the anticipated sample depth. The operator will insert tubing to the base of the sampling probe and seal it off. ▪ Place a material such as bentonite around the probe rod and the ground surface to seal the borehole and prevent sample short-circuiting to the atmosphere. Note: Bentonite must be hydrated and allowed time to swell to create an effective seal. ▪ See Section E.5 for collection of the soil vapor sample. Record the method of drilling and depth of sample collection on the Indoor Air/Soil Vapor Sampling Log. E.3. Set Up for Collecting Soil Vapor from a Borehole ▪ Advance the sampling point to the desired depth using manual or power driven method (e.g., hammer drill, power hammer, hollow stem auger, hand auger, or other device). Record the method of drilling and depth of sample collection on the Sampling Log. ▪ Connect a soil tip with screen to the end of the tubing and lower the tip to the bottom of the soil boring. This tubing is supplied by the field personnel, not the driller. ▪ Place clean sand in the soil boring to encapsulate the soil tip. Add enough sand to bring the level of the sand approximately 1 foot above the soil tip. ▪ Place bentonite grout in the soil boring annulus to a level 6 inches below the ground surface. Place hydrated granular bentonite on top of the grout in the soil boring up to the ground surface. E.4. Set Up for Collecting Soil Vapor from a Hand Probe ▪ The sample location must be in soil; therefore, any cover material such as concrete or asphalt must be drilled through prior to installation. ▪ Cut a length of 3/16-inch ID by 1/4-inch OD tubing from the roll that is about 3 or 4 feet longer than the anticipated sample depth. Thread together one drive rod with a dedicated tip holder and drive head adapter. Feed tubing through the rod from the top and attach a dedicated tip with plastic collar to the tubing (sampling point tubing). Push the dedicated tip into the tip holder. ▪ Place the drive assembly on the surface at the sample location and pound the assembly into the ground with the driver hammer. To increase sample depth, unthread the drive head adapter, thread an additional rod through the sampling point tubing and onto the existing rod assembly, and then rethread/screw the drive head adapter on the rod. Be sure that the drive head is threaded on completely. Standard Operating Procedure Creation Date: Issue Date: Rev.: Environmental Consulting 08/21/2015 02/18/2020 7 SOP 403 – Soil Vapor Sampling from a Borehole and with a Hand Probe Page 4 of 5 Any printed copy of this document is considered uncontrolled ▪ If you hit an underground obstruction or cannot drive the assembly to the required depth, use the mechanical jack to remove the drive assembly and sampling point tubing . If the tip is lost, put on a new pair of gloves to install a new dedicated tip, and re-start the installation near the first attempt. ▪ When the target sampling depth is reached, use the mechanical jack to pull the drive assembly out of the ground around the sampling point tubing, making sure the tubing stays in the ground . Push down on the sampling point tubing as you pull the drive assembly out to allow the expendable point to remain exposed to the soil vapor. ▪ Place a material such as bentonite around the probe rod and the ground surface to seal the borehole and prevent sample short-circuiting to the atmosphere. Note: Bentonite must be hydrated and allowed time to swell to create an effective seal. E.5. Soil Vapor Sample Collection ▪ Calibrate the PID and record the calibration results (see SOP 204 – Calibration of 580B PID or SOP 205 – Calibration of MiniRAE PID). ▪ Connect a purging device (i.e., graduated syringe or hand pump) to the tubing that is attached to the sampling tip or sample probe (sampling point tubing). ▪ Purge a minimum of two volumes of air from the sampling point tubing and sampler. See Attachment B to calculate purge volume. ▪ Following purging, kink the sampling point tubing with a pliers or similar tool to prevent vapor loss prior to sampling and disconnect the purging device. ▪ Insert the tip of the PID into the sampling point tubing. ▪ Release the kink and ensure that the sampling point tubing is no longer obstructed. ▪ Measure the organic vapor readings from the sampling point tubing and record the highest measurable concentration on the Sampling Log. ▪ After the PID reading is recorded, re-kink the tubing with a pliers or similar tool to prevent vapor loss prior to sampling. Disconnect the PID. ▪ Connect the tubing on the sample canister to the tubing attached to the sampling point. ▪ Record the serial number of the canister and flow controller on the Sampling Log. ▪ Release the kink and ensure that the sampling point tubing is no longer obstructed. ▪ Begin sample collection by slowly opening the valve on the sample canister until the valve is fully open. Record the start time of sample collection on the Sampling Log and on the sample identification tag. ▪ Record the starting canister vacuum in "Hg on the Sampling Log. ▪ Compare the reading to the initial vacuum documented by the laboratory on the canister tag . Do not use the canister if the initial reading is 4"Hg or more different than the laboratory provided reading. If the laboratory did not provide a vacuum reading, do not use the canister if the initial reading is less than 25"Hg. ▪ Monitor the sampling progress. ▪ Listen for a “hissing” sound as the sample is being collected. ▪ If water or soil is observed within the tubing, stop the sample collection immediately and close the canister valve. Contact the Project Manager immediately. Approval may be granted to stop collection at this location if an adequate volume of soil gas has been collected for sample analysis. This is typically evaluated based on the pressure reading of the sample canister. If water or soil has entered the sampling canister, or an adequate sample volume has not been collected, the location will need to be re-sampled. This will entail drilling a new borehole or installing another sampling probe adjacent to the first attempt. ▪ Once the gauge reads about 5"Hg or less, sample collection is complete. If a gauge is not present, sample collection is complete when the “hissing” sound is no longer heard. Note: The laboratory normally needs a total of at least 20"Hg of sample for analysis. Standard Operating Procedure Creation Date: Issue Date: Rev.: Environmental Consulting 08/21/2015 02/18/2020 7 SOP 403 – Soil Vapor Sampling from a Borehole and with a Hand Probe Page 5 of 5 Any printed copy of this document is considered uncontrolled ▪ Close the valve on the sample canister. ▪ Record the sample collection stop time and final pressure on the Sampling Log. ▪ Complete COC Form based on information recorded on the Sampling Log in accordance with SOP 602 – Chain-of-Custody Procedures. ▪ Place the canisters in laboratory-provided protective shipping containers and arrange for pick-up or drop-off. E.6. Data and Records Management Observations should be documented in accordance with SOP 101 – Field Notes and Documentation. E.7. Quality Assurance/Quality Control Quality assurance/quality control (QA/QC) procedures described in the work plan should be followed. Soil Vapor, Indoor Air, and Outdoor Ambient Air Sampling Log Attachment A to SOP 402 – Indoor Air Sampling and SOP 403 – Soil Vapor Sampling from a Borehole and with a Hand Probe (02/01/2018) Project No.: Date: Weather/Ambient Air Temperature (°F): Project Name: Personnel: Location: Contractor: Sampling Method:  Indoor Air  Outdoor Ambient Air  Soil Vapor/Gas  _______________ Drilling Method:  Push Probe  Hollow-stem Auger  Hand Installation  _______________ Purged air prior to sampling with (if applicable):  Pump  Syringe  __________ Sample Locations Recorded with (check all that apply and attach applicable information):  GPS  Field Map  Measurements  Field Sketch Sample ID Canister ID Flow Controller ID Depth (feet) PID Reading (ppm) Canister Vacuum* Collection Start Time Collection End Time Sample Location Notes Label ("Hg) Initial ("Hg) Final ("Hg) *Compare the Initial reading to the Label reading documented by the laboratory on the canister tag. Do not use the canister if the Initial reading is 4"Hg or more different from the Label reading. If the laboratory did not provide a Label reading, do not use the canister if the Initial reading is less than 25"Hg. Notes: Purge Volume Tables Attachment B to SOP 403 – Soil Vapor Sampling (02/01/2018) Tubing/Pipe Diameter When Using a Pump When Using a Syringe Inner Diameter (inches) Volume per foot (gallons) Volume per foot (liters) Volume per foot (milliliters) 3/16 0.0014 0.005 5 1/4* 0.0025 0.01 10 3/8* 0.0058 0.022 22 1/2 0.0102 0.039 39 3/4 0.0229 0.087 87 1 0.0408 0.15 150 2 0.1632 0.62 620 3 0.3671 1.39 1,390 4 0.6528 2.47 2,470 5 1.02 3.86 3,860 1 liter (L) = 1,000 milliliters (mL) 1 mL = 1 cubic centimeter (cm3) Notes: * The most common laboratory-provided tubing size is 1/4-inch inner diameter. Most drilling contractors use 3/8-inch diameter tubing. If using a pump with an unknown flow rate, first fill a vessel (such as a Tedlar bag) with a known volume and calculate the flow rate. If using a hollow-stem auger or a larger diameter tooling/auger, contact the Project Manager for purging instructions of the entire borehole. Example: When using 1/4-inch inner diameter tubing and the depth for soil gas sample collection is 10 feet (plus 2 more feet to get tubing to working space), the purge volume calculated is 12 feet × 10 mL/foot = 120 mL. Purge a minimum of 2 volumes of air from the sampling point tubing and sampler, which equals 240 mL. Quick Reference for Tubing Purge Volumes (mL): Tubing Length (feet) Tubing Inner Diameter (in) 1/4 3/8 1 10 22 5 50 110 6 60 132 7 70 154 8 80 176 9 90 198 10 100 220 12 120 264 14 140 308 16 160 352 18 180 396 20 200 440 Standard Operating Procedure Creation Date: Issue Date: Rev.: Environmental Consulting 08/21/2015 01/22/2016 1 SOP 602 – Chain-of-Custody Procedures Page 1 of 3 Any printed copy of this document is considered uncontrolled Purpose The purpose of the Chain-of-Custody (COC) Standard Operating Procedure (SOP) is to control environmental samples from the time they are collected until custody of the samples is accepted by the laboratory sample custodian. COC documentation serves three main purposes:  Communicates the analytical instructions from the sampler to the analytical laboratory.  Provides a permanent record of samples provided to the laboratory.  Documents that samples were handled only by authorized personnel and were not available for tampering prior to analysis. Scope and Applicability Although few environmental samples will ever be used in criminal or civil litigation cases, most samples are collected in support of government-regulated activities. In addition, it is possible that the results of the sample analyses will be used in future litigation even if none was contemplated at the time the samples were collected . Therefore, it is important that a record of sample possession (i.e., COC) be maintained, so that control of the samples from the time of collection to the time of sample laboratory check-in can be demonstrated. Laboratory-related sample control is described in laboratory operating and quality-control documents and is not discussed in this standard operating procedure (SOP). This procedure should be used for control of environmental samples that include, but are not limited to those of groundwater (see SOP 311 – Groundwater Sample Collection), surface water (see SOP 314 – Surface Water Sampling), soil (see SOP 208 – Soil Grab Sample Collection and SOP 209 – Soil Composite Sample Collection), air (see SOP 402 – Indoor Air Sampling), soil vapor (see SOP 403 – Soil Vapor Sampling from a Borehole and with a Hand Probe and SOP 405 – Sub-Slab Soil Vapor Sampling), and waste. Summary of Method Environmental samples are collected using methods specified in the work plan or other SOPs. The samples are collected in sampling containers for the desired analyses, preserved as appropriate, and a label is affixed to each container specifying the project name and number, sample identification, date and time of collection, and sample collector. The information is entered onto the COC form and the desired analyses are indicated on the form, which also serves as the analytical request. Sample custody (possession) is maintained individually until the samples are delivered to the laboratory sample check-in. Transfer of custody is documented on the COC form by printed name, signature, date and time. Personnel Qualifications and Responsibilities The sampler is responsible for understanding, implementing and documenting activities related to this SOP during field activities. The sampler is responsible for transmitting a copy of field notes that have not been forwarded to the project manager or designee, as well as a copy of the COC form(s) immediately after sample check-in. If there is more than one sampler, the lead field sampler assumes these responsibilities. Standard Operating Procedure Creation Date: Issue Date: Rev.: Environmental Consulting 08/21/2015 01/22/2016 1 SOP 602 – Chain-of-Custody Procedures Page 2 of 3 Any printed copy of this document is considered uncontrolled Definitions Chain-of-Custody Procedure: A procedure whereby a sample or set of samples is maintained under physical possession or control. Custody: Samples and data are considered to be in your custody when:  They are in your physical possession,  They are in your view, after being in your physical possession,  They are in your physical possession and then locked in a room or vehicle so that tampering cannot occur, or  They are kept in a secured area, with access restricted to authorized personnel only. Chain-of-Custody Form: Form used to record sample identification information, test(s) requested, result reporting instructions, and sample custody. Sample: A portion of an environmental or source matrix that is collected and used to characterize the matrix. Health and Safety Field work should be performed in accordance with the Braun Intertec Corporate Health and Safety Manual Standard Operating Procedures and the site-specific health and safety plan (HASP). Department of Transportation (DOT), United States Postal Service (USPS), and Federal Aviation Administration (FAA) shipping/labeling regulations must be followed for shipped samples. Referenced SOPs  SOP 208 – Soil Grab Sample Collection  SOP 209 – Soil Composite Sample Collection  SOP 314 – Surface Water Sampling  SOP 402 – Indoor Air Sampling  SOP 403 – Soil Vapor Sampling from a Borehole and with a Hand Probe  SOP 405 – Sub-Slab Soil Vapor Sampling Equipment and Supplies  Field Report Form (see SOP 101 – Field Notes and Documentation) or field logbook  Waterproof or indelible ink pens  Sample labels  Custody seals  Chain-of-Custody (COC) forms (see SOP 602 – Chain-of-Custody Procedure) Standard Operating Procedure Creation Date: Issue Date: Rev.: Environmental Consulting 08/21/2015 01/22/2016 1 SOP 602 – Chain-of-Custody Procedures Page 3 of 3 Any printed copy of this document is considered uncontrolled Procedure General Guidelines  Keep the number of people involved in collecting and handling samples and data to a minimum.  Only personnel associated with the project should handle samples and data.  Always document the transfer of samples and data from one person to another on the COC form.  Always accompany samples and data with the COC form.  Samples should be uniquely identified, legibly, in permanent ink.  Fill out the COC form as completely as possible. The sample identification information on the sample containers must match the COC form.  Use a separate COC form for each cooler. Completing COC Form The COC form should be filled out by the sampler or designee as the samples are being collected and containerized. Securing Samples If you cannot maintain personal possession of the samples prior to sample check-in, they may be secured. A locked vehicle is considered controlled access (i.e., secured). A cooler sitting on the tailgate of a pickup truck or under an unlocked topper, out of direct view of the custodian is not secure. An unsecured cooler in a locked hotel room is also not within controlled access as hotel staff have access to the room. In this case, the cooler could be padlocked or custody seals could be used to secure the samples or cooler . Data and Records Management The original COC form is maintained by the laboratory in accordance with their file retention guidance. A copy of the record should be provided to the project manager or designee with a copy of the sampling field notes by the sampler immediately after sample check-in. Quality Assurance Quality Control Quality assurance/quality control (QA/QC) procedures described in the work plan should be followed. The project manager or designee should review the COC form as soon as possible after sample check-in to verify that the information on the COC form is correct. Standard Operating Procedure Creation Date: Issue Date: Rev.: Environmental Consulting 08/21/2015 01/22/2016 1 SOP 701 – Decontamination of Sampling Equipment Page 1 of 3 Any printed copy of this document is considered uncontrolled A. Purpose The purpose of the Standard Operating Procedure (SOP) is the procedure of decontaminating r eusable equipment involved in soil, groundwater, and soil vapor activities. Reusable equipment must be properly decontaminated to provide chemical analysis results which are reflective of the actual concentrations present at sampling locations , and to minimize the potential for cross-contamination between sampling locations and the transfe r of contamination off-site. Applicable soil SOPs include SOP 203 – Soil Boring Observation and Sampling, SOP 208 – Soil Grab Sample Collection, SOP 209 – Soil Composite Sample Collection, SOP 210 – Soil Stockpile Sampling, and SOP 211 – Test Pit and Test Trench Observation and Sampling. Applicable water SOPs include SOP 301 – Water Level Measurement, SOP 302 – LNAPL Level Measurement, SOP 303 – Monitoring Well Development, SOP 304 – Slug Testing, SOP 309 – Field Filtering of Groundwater Samples, SOP 310 – Monitoring Well and Piezometer Installation, SOP 311 – Groundwater Sample Collection, SOP 312 – Well Purging and Stabilization, SOP 314 – Surface Water Sampling, and SOP 316 – Calibration of Water Meters. The applicable soil vapor SOP includes SOP 405 – Sub-Slab Soil Vapor Sampling. Be sure to follow the site-specific sampling plan that may require special cleaning or rinsing methods, and/or special handling and disposal of wash and rinse water (also see SOP 702 – Management of Investigation Derived Waste). Additional rinses with solvents such as hexane, acetone, or acid may be required by the site-specific sampling plan, but are not covered in this SOP. B. Health and Safety Field work should be performed in accordance with the Braun Intertec Corporate Health and Safety Manual Standard Operating Procedures and the site-specific health and safety plan (HASP). Nitrile gloves should be worn during decontamination activities to reduce the incidence of skin contact with potentially contaminated soil/groundwater and to reduce the risk of cross-contamination. In certain situations, long-sleeved rubber gloves may be needed to prevent contact. C. Referenced SOPs  SOP 101 – Field Notes and Documentation  SOP 203 – Soil Boring Observation and Sampling  SOP 208 – Soil Grab Sample Collection  SOP 209 – Soil Composite Sample Collection  SOP 210 – Soil Stockpile Sampling  SOP 211 – Test Pit and Test Trench Observation and Sampling  SOP 301 – Water Level Measurement  SOP 302 – LNAPL Level Measurement  SOP 303 – Monitoring Well Development  SOP 304 – Slug Testing  SOP 309 – Field Filtering of Groundwater Samples  SOP 310 – Monitoring Well and Piezometer Installation  SOP 311 – Groundwater Sample Collection  SOP 312 – Well Purging and Stabilization  SOP 314 – Surface Water Sampling  SOP 316 – Calibration of Water Meters Standard Operating Procedure Creation Date: Issue Date: Rev.: Environmental Consulting 08/21/2015 01/22/2016 1 SOP 701 – Decontamination of Sampling Equipment Page 2 of 3 Any printed copy of this document is considered uncontrolled  SOP 405 – Sub-Slab Soil Vapor Sampling  SOP 702 – Management of Investigation Derived Waste D. Equipment and Supplies  Clean tap water (for washing and rinsing soil sampling equipment)  Distilled or deionized water (for washing and rinsing groundwater sampling equipment)  Clean container for wash water (bucket, spray bottle, etc.)  Phosphate-free detergent (i.e., Alconox or Liquinox in bulk containers or individual packets)  Scrub brush (soil sampling equipment decontamination)  Paper towels  Field Report Form (see SOP 101 – Field Notes and Documentation) or field logbook  Personal Protective Equipment (PPE) E. Procedures E.1. Soil Sampling Equipment E.1.a. Hand Tools Hand tools used for sampling include shovels, hand trowels, hand augers, etc. Before collecting each new soil sample, clean the equipment as follows:  Remove loose or attached soil from the tool with a gloved hand, paper towel, or brush.  Wash and brush the tool in a solution of phosphate-free detergent in tap water.  Rinse the tool with tap water.  Inspect for remaining particles or surface film, and repeat cleaning and rinsing procedures if necessary. E.1.b. Direct-Push Sampling Equipment and Split Spoon Sampler The drilling contractor is responsible for cleaning reusable sampling equipment; however, field personnel must ensure that proper procedures are followed. Prior to collecting each sample the reusable sampling equipment should be cleaned as follows:  Remove loose or attached soil from the sampler components.  Wash the sampler components in a solution of phosphate-free detergent in tap water.  Rinse the sampler components with tap water.  Inspect for remaining particles or surface film, and repeat cleaning and rinsing procedures if necessary. E.1.c. Drill Rig Auger Flights The drilling contractor is responsible for providing clean auger equipment; however, field personnel must ensure that proper procedures are followed. Prior to each use the auger flights should be cleaned as follows:  Remove loose or attached soil from the auger flight.  Wash the auger flight with a pressure washer and clean tap water.  Inspect for remaining particles or surface film, and repeat cleaning and rinsing procedures if necessary. Standard Operating Procedure Creation Date: Issue Date: Rev.: Environmental Consulting 08/21/2015 01/22/2016 1 SOP 701 – Decontamination of Sampling Equipment Page 3 of 3 Any printed copy of this document is considered uncontrolled E.2. Groundwater Sampling Equipment E.2.a. Groundwater Measuring and Sampling Equipment This procedure applies to all reusable equipment that will be placed into a well (including water level indicators, transducers, slugs, groundwater sample equipment, and pumps). Groundwater measuring and sampling equipment should be decontaminated after use at each well or sampling point as follows:  Wash the exterior with a solution of phosphate-free detergent in distilled or deionized water.  Rinse with distilled or deionized water.  Inspect for remaining particles or surface film and repeat cleaning and rinsing procedures if necessary.  Do not wipe dry. E.3. Product Interface Probe The product interface probe is only used in wells that may contain light non-aqueous phase liquid (LNAPL). Prior to each use the product interface probe should be cleaned as follows:  After fluid levels in each well are measured, wipe the probe and tape with a paper towel.  After returning to the office, clean the probe and tape in a solution of phosphate -free detergent and tap water. Allow the probe and tape to soak in the solution up to 24 hours, if possible. E.4. Vapor Sampling Equipment E.4.a. Vapor Pins® – Used for Sub-Slab Soil Gas Sampling This office-only procedure applies solely to the Vapor Pin® itself that will be used to obtain a soil gas sample. Once the Vapor Pin® has been used it will be brought back to the office and cleaned as follows:  Remove the silicone sleeve and discard.  Wash the Vapor Pin® in a hot water and phosphate-free detergent wash.  Bake in an oven to a temperature of 130°C (266°F) for at least one hour. E.5. Data and Records Management Observations should be documented in accordance with SOP 101 – Field Notes and Documentation. E.6. Quality Assurance/Quality Control Quality assurance/quality control (QA/QC) procedures described in the work plan should be followed. Standard Operating Procedure Creation Date: Issue Date: Rev.: Environmental Consulting 11/06/2015 01/22/2016 1 SOP 702 – Management of Investigation Derived Waste Page 1 of 3 Any printed copy of this document is considered uncontrolled A. Purpose In the process of collecting environmental samples during field investigation activities, several different types of waste may be generated. These wastes are referred to as investigation derived waste (IDW). Some of these waste materials may be hazardous wastes and must be properly managed in accordance with Environmental Protection Agency (EPA) regulations. Materials which may become IDW requiring proper management include:  Used Personal Protective Equipment (PPE) such as gloves, boots, Tyvek® clothing, spent respirator cartridges, etc.  Disposable sampling equipment including bailers, filters, rope, sleeves from soil probes, tubing, sealable plastic bags, etc.  Soil cuttings from drilling, probing, hand augering, or test trenching.  Drilling mud or water used for rotary drilling.  Groundwater obtained through well development or purging.  Light non-aqueous phase liquid (LNAPL) combined with groundwater obtained through well development or purging. B. Health and Safety Field work should be performed in accordance with the Braun Intertec Corporate Health and Safety Manual Standard Operating Procedures and the site-specific health and safety plan (HASP). C. Referenced SOPs  SOP 101 – Field Notes and Documentation D. Equipment and Supplies Some or all of the following materials may be needed for the proper management of IDW:  Plastic or galvanized tubs or pails  Plastic garbage bags  55-gallon drums  Drum wrench  Roll-off dumpster  Poly-sheeting (10 mil or thicker)  Self-adhesive labels and permanent marker  Field Report Form (see SOP 101 – Field Notes and Documentation) or field logbook  PPE E. Procedure E.1. Characterization of IDW IDW must be characterized in accordance with applicable state and federal hazardous waste regulations. In some cases, wastes are hazardous waste regardless of test results (i.e., listed hazardous wastes). Characterization of IDW includes activities performed before, during, and after the wastes are generated. IDW characterization may include:  Historical Research – A Phase I Environmental Site Assessment (ESA), Phase II ESA, prior analytical data, and/or environmental permits can provide information regarding potential and existing Standard Operating Procedure Creation Date: Issue Date: Rev.: Environmental Consulting 11/06/2015 01/22/2016 1 SOP 702 – Management of Investigation Derived Waste Page 2 of 3 Any printed copy of this document is considered uncontrolled contaminants of concern. In cases where prior investigations and/or analytical data are not available, additional steps should be taken to properly characterize IDW.  Visual and Olfactory Observations – Some contaminants of concern can be detected using visual and/or olfactory observations such as the presence of staining and odors, respectively. However, visual and olfactory observations should only be used as a qualitative determination regarding the presence or absence of contamination.  Field Screening – Field screening equipment such as a photoionization detector (PID), Draeger tubes, and/or colorimetric tubes can provide an approximation of the magnitude of contamination present. Appropriate field screening equipment should be selected based on historical research and applicable site-specific work plans.  Laboratory Analysis – Analytical data provides the highest degree of accuracy regarding the magnitude of contamination present. Analytical parameters should be selected based on historical research and analytical data from site investigations. Disposal facilities may require toxicity characteristic leaching procedure (TCLP) analysis if elevated contaminants are present in IDW. E.2. Temporary Storage of IDW IDW may require temporary storage pending characterization. Containers should be selected based on the physical and chemical characteristics of the contaminants of concern being investigated using available characterization data. Other considerations include weather conditions, security of the storage facility, mob ility of the container, and duration of storage. Commonly used waste disposal containers include 55 -gallon drums, garbage bags, and roll-off dumpsters. IDW containers must be labeled with the following information:  Date of generation  Description of contents  Emergency contact information IDW may also be stockpiled on site by placing the material on polyethylene sheeting or an impermeable surface such as asphalt or concrete, covering the material with polyethylene sheeting, and anchoring polyethylene sheeting to prevent infiltration of contaminants of concern from precipitation. When containing IDW in drums, solids and liquids must be kept in separate drums. Each drum should be labeled with:  “Braun Intertec” and a contact phone number,  A unique identification number,  Date(s) material was containerized,  Source locations (if applicable), and  Collector’s initials. Secure the drum cover and take precautions to ensure that the drum will not be disturbed. Appropriate characterization must precede disposal of contained materials. The site-specific Sampling and Analysis Plan or project manager will determine the appropriate testing based on the anticipated contaminants of concern in the IDW and the anticipated disposal method. Standard Operating Procedure Creation Date: Issue Date: Rev.: Environmental Consulting 11/06/2015 01/22/2016 1 SOP 702 – Management of Investigation Derived Waste Page 3 of 3 Any printed copy of this document is considered uncontrolled E.3. Disposal of IDW IDW should be managed as described in Attachments A and B or as determined by the project manager and/or the site-specific Sampling and Analysis Plan. Field personnel should consult with the project manager to assess if leaving IDW on-site has the potential to endanger human health or the environment. More conservative IDW management methods may be appropriate if the client does not own the property where field activities are performed and during winter conditions. Information regarding IDW requiring off-site disposal should be recorded in the field logbook or on the field report form, including the drum number or stockpile identifier, a description of the waste including location generated and estimated volume, and a list of samples collected for characterization of the IDW. If the IDW is classified as non-hazardous waste or petroleum, or as potentially hazardous, it should be disposed of promptly where permitted (see Attachment A and Attachment B). If the IDW is classified as hazardous waste, it must be labeled, stored, handled, transported and treated/disposed according to state and federal hazardous waste regulations and the generator’s classification (large, small, or very - small quantity generator). In all cases, IDW must be properly disposed in 90 days or fewer. Braun Intertec field personnel should not sign waste profiles or shipping documents on behalf of clients or as an “agent” for clients unless a formal agreement has been executed with the client. E.4. Data and Records Management Observations should be documented in accordance with SOP 101 – Field Notes and Documentation. E.5. Quality Assurance/Quality Control Quality assurance/quality control (QA/QC) procedures described in the work plan should be followed. F. References United States Environmental Protection Agency, July 3, 2014, Region 4, Science and Ecosystem Support Division Operating Procedure, Management of Investigation Derived Waste, SESDPROC-202-R3, Athens, GA. Attachment A Management of Solid Investigation Derived Waste Attachment A to SOP 702 (01/22/2016) Page 1 of 2 * Management method for IDW at sites with no known areas of significant contamination and no known hazardous waste issues and where leaving IDW on-site will not endanger human health or the environment. Use more conservative method if the site history or regulatory status warrants. Field personnel should consult with the project manager before thin-spreading soil. Attachment B Management of Liquid Investigation Derived Waste Attachment B to SOP 702 (01/22/2016) Page 2 of 2 * Management method for IDW at sites with no known areas of significant contamination and no known hazardous waste issues and where leaving IDW on-site will not endanger human health or the environmen t. Use more conservative method if the site history or regulatory status warrants. Field personnel should consult with the project manager before pouring liquids on permeable ground surfaces.