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Storm Water Management Plan 8-16-24
Preliminary Stormwater Management Plan for Pioneer Ridge Chanhassen, MN Prepared for: Pioneer Ridge, LLC 224 River Ridge Circle S Burnsville, MN 55337 Prepared by: Westwood Professional Services 12701 Whitewater Drive, Suite #300 Minnetonka, MN 55343 (952) 937-5150 Project Number: 0050930 Revised Date: 08/16/2024 Pioneer Ridge August 16, 2024 1 CONTENTS INTRODUCTION ...................................................................................................................... 2 REGULATIONS......................................................................................................................... 2 Rate Control ....................................................................................................................... 2 Volume Control .................................................................................................................. 2 Water Quality ..................................................................................................................... 2 EXISTING CONDITIONS ......................................................................................................... 3 PROPOSED CONDITIONS ....................................................................................................... 3 RATE CONTROL ...................................................................................................................... 4 VOLUME CONTROL ................................................................................................................ 5 WATER QUALITY .................................................................................................................... 6 BASIN SUMMARY ................................................................................................................... 6 CONCLUSIONS......................................................................................................................... 6 EXHIBITS Exhibit 1: Existing Drainage Map Exhibit 2: Proposed Drainage Map Exhibit 3:Soil Borings Exhibit 4: HydroCAD Report for Existing and Proposed Conditions Exhibit 5: Water Quality Exhibit 6: NURP Pond Calculations Pioneer Ridge August 16, 2024 2 INTRODUCTION This drainage study summarizes the stormwater analysis for the proposed MnDOT property residential project located at the northeast intersection of Bluff Creek Drive and Pioneer Trail in Chanhassen, Minnesota. The property is currently comprised of a mix of woods and grassy open space. The proposed development will consist of 60 residential townhomes with the associated streets and utility infrastructure. An existing drainage map is shown in Exhibit 1. The proposed drainage map is shown on Exhibit 2. The site was modeled in HydroCAD to analyze the existing conditions and proposed conditions in Exhibit 4. REGULATIONS The project site is under the regulatory authority of the City of Chanhassen, Riley-Purgatory- Bluff Creek Watershed District and the MPCA. The project site is located outside any FEMA zones. Rate Control Peak flow rates after development shall not exceed existing condition peak flow rates for all points where stormwater discharge leaves the site for the 2, 10, 100-year 24 hr storm events and the 100-year, 10-day snowmelt event. Volume Control The City and Riley-Purgatory-Bluff Creek Watershed District requires a uniform volume control equal to 1.1 inches from newly created impervious areas or volume from the 95th percentile storm-event runoff from the site. Pretreatment of runoff must be provided in accordance with guidance in the Minnesota Stormwater Manual. Based on the soil boring the site is generally type “D” soils. Due to soils not being feasible to infiltrate, reuse in Pond 2 was used to meet the volume requirements. Soil Borings are included in Exhibit 3. Water Quality The Riley-Purgatory-Bluff Creek Watershed District requires treatment onsite to include BMPs that at a minimum achieve post-development reductions in TP and TSS by 60% and 90%, respectively. No net increase in TSS or TP loading from the site compared to existing conditions. Pioneer Ridge August 16, 2024 3 EXISTING CONDITIONS The existing site is comprised of a mix of woods and grassy open space. Based on the soil boring the site is generally type “D” soils. Soil Borings are included in Exhibit 3. The existing site drains in four directions: 1.94 acres (1EX) directly drains with an additional 7.20 acres (1AEX) to an existing Pond 7 in Pioneer Pass 1st Addition and be routed west across Bluff Creek Drive to existing Pond 6. 5.39 acres (2EX) directly drains offsite to northeast. 5.35 acres (3EX) will drain through an existing ditch along Pioneer Trail to an existing 24 inch culvert and discharge south under Pioneer Trail. The remaining 2.52 acres (4EX) will directly drain offsite to an existing storm sewer system and be routed to the southwest. The rainfall distributions and depths that were used in the HydroCAD analysis are from Atlas 14, distribution. PROPOSED CONDITIONS The proposed development will consist of 60 residential townhomes with the associated streets and utility infrastructure. Proposed conditions cover for the project is presented in Table 1. Table 1: Proposed Conditions Cover Cover Area [ac] Impervious 4.66 Pervious 7.09 Total 11.75 The proposed site maintains the existing drainage patterns. The proposed site consists of four overall drainage areas, 1.85 acres (1P) will be routed and treated by an expanded existing Pond 7 and with an additional 7.20 acres in Pioneer Pass 1st Addition draining to the expanded existing Pond 7 that will be routed west across Bluff Creek Drive to existing Pond 6. 4.68 acres will be routed and treated by Pond 2-Reuse and with an additional 3.42 acres (2S) directly drain offsite to the northeast. 2.75 acres (3S,5S) will be directly drain to a ditch along Pioneer Trail to an existing 24 inch culvert and discharge south under Pioneer Trail. The remaining 2.50 acres (4S) will directly drain offsite to an existing storm sewer system and be routed to the southwest. The site was modeled in HydroCAD. Pioneer Ridge August 16, 2024 4 RATE CONTROL Peak flow rates after development shall not exceed existing condition peak flow rates for all points where stormwater discharge leaves the site for the 2, 10, 100-year 24 hr storm events and the 100-year, 10-day snowmelt event. Table 2a-2d shows a summary of the runoff rates and complete calculations can be found in Exhibit 4. Table 2a: Peak Discharge Rate-100 Year Event Location Existing (cfs)Proposed (cfs) To West (Existing Pond 7)24.8 16.8 To Northeast 28.9 24.5 To South (Existing 24” Culvert)19.5 18.5 To Southwest (Existing Storm Sewer)23.4 20.4 Table 2b: Peak Discharge Rate-10 Year Event Location Existing (cfs)Proposed (cfs) To West (Existing Pond 7)10.9 4.1 To Northeast 13.3 12.6 To South (Existing 24” Culvert)13.8 11.5 To Southwest (Existing Storm Sewer)7.6 10.7** ** The direct drainage in the proposed condition that drains to the existing storm sewer in Pioneer Trail consists of mostly ROW drainage and backyard. Pioneer Ridge August 16, 2024 5 Table 2c: Peak Discharge Rate-2 Year Event Location Existing (cfs)Proposed (cfs) To West (Existing Pond 7)7.3 0.4 To Northeast 6.8 6.6 To South (Existing 24” Culvert)7.3 6.9 To Southwest (Existing Storm Sewer)4.1 6.4 ** The direct drainage in the proposed condition that drains to the existing storm sewer in Pioneer Trail consists of mostly ROW drainage and backyard. Table 2d: Peak Discharge Rate-100 Year, 10-Day Snowmelt Event Location Existing (cfs)Proposed (cfs) To West (Existing Pond 7)0.2 0.2 To Northeast 0.1 0.2 To South (Existing 24” Culvert)0.1 0.1 To Southwest (Existing Storm Sewer)0.1 0.1 VOLUME CONTROL The City and Riley-Purgatory-Bluff Creek Watershed District requires a uniform volume control equal to 1.1 inches from newly created impervious areas or volume from the 95th percentile storm-event runoff from the site. Based on the soil boring the site is generally type “D” soils. Due to soils not being feasible to infiltrate, reuse in Pond 2 will be utilized to meet the volume requirements. The reuse of irrigation will be able to accommodate 2.41 acres of the proposed site shown in Exhibit 5. Pond 2 will drawdown 2 feet (922.5 to 920.5) for the necessary volume needed of 0.40 ac-ft, complete calculations can be found in Exhibit 5. Soil Borings are included in Exhibit 3. Table 3: Proposed Conditions Volume Control Volume Control Impervious Area (AC)4.66 Required Vol (1.1") (CF)18,607 Provided Vol (CF)18,798 Pioneer Ridge August 16, 2024 6 WATER QUALITY The Riley-Purgatory-Bluff Creek Watershed District requires treatment onsite to include BMPs that at a minimum achieve post-development reductions in TP and TSS by 60% and 90%, from site runoff. No net increase in TSS or TP loading from the site compared to existing conditions. The Pioneer Ridge project will be utilizing reuse for volume control. Since the volume control is met through reuse onsite, the water quality standard shall be considered satisfied. BASIN SUMMARY The following tables provide a summary of the proposed ponds for the project. The two ponds will have a basin shelf with a minimum width of 10 feet and maximum slope of ten to one (10:1) below the normal water level. Above the normal water level, the slopes will not be steeper than four to one (4:1) above the shelf and no steeper than three to one (3:1) below the shelf. Dead storage is specified by NURP requirements as runoff volume for the 2.5” storm for each attributing area to the proposed ponds. Calculations can be found in Exhibit 6 Basin Information Pond Bottom Top NWL 100 YR HWL EOF Required Dead Storage (AF) Proposed Dead Storage (AF) Reuse Pond 2 913.0 926.1 922.5 925.6 925.6 0.60 1.00 Expanded Pond 7 920.0 931.0 927.0 929.5 930.4 0.21 0.89 CONCLUSIONS The proposed site meets all requirements of the City of Chanhassen, Riley-Purgatory-Bluff Creek Watershed District for rate control, volume control and water quality. Pioneer Ridge August 16, 2024 7 EXHIBIT 1 4EX2.52 AC3EX5.35 AC2EX5.39 AC1EX1.94 AC1AEX7.20 AC∆∆∆∆∆∆∆∆∆∆∆∆ ∆ ∆ ∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆ ∆ ∆ ∆ ∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆BLUFF CREEK DRIVEPIONEER TRA IL HI G H W A Y 2 1 2 300301302TNHELEV=924.149087929.86SSSB-7 EL=929.869097931.51SSSB-2 EL=931.519105931.76SSSB-3 EL=931.759112912.95SSSB-6 EL=912.959122931.76SSSB-4 EL=931.769127928.08SSSB-8 EL=928.089140947.25SSSB-5 EL=947.259176930.46SSSB-1 EL=930.46EX-MHRE = 929.30EX-MHRE = 916.64EX-MHRE = 910.08EX-MHRE = 906.09EX-MHRE = 903.48EX-MHRE = 899.85EX-MHRE = 900.85EX-MHRE = 924.43EX-MHRE = 924.39EX-MHRE = 901.83EX-MHRE = 904.73EX-MHRE = 923.28SEX-MHRE = 937.53SEX-MHRE = 937.43XXX X POH POH POH POH POH POH POH POH POH POH POH POH POHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHSTOSTOSTOSANSANSANSANSANSANSANSANRE=937.53IE=918.83 (E/W)8" PVCRE=937.43IE=918.13 (N/E/W)SAN8" PVCRE=929.30CAN'T OPENSTORE=924.43IE=919.73 (E)IE=913.03 (W)24" RCP20" RCPRE=924.39IE=920.09 (E)IE=920.29 (NE)15" RCPSTOSTOSTOSTOSTOSTOSTOSTOSTO S TO S TO S TO STOSTO STOSTO STOSTOSTO12" RCP15" RCP12" RCP 12" RCP 12 " RC P 12" RCP12" RCPRE=900.85IE=896.15 (NE)IE=896.15 (SE)WATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWAT WA T WA T WATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATRE=901.83IE=896.43 (SW)RE=899.85STO12" RCPRE=903.48IE=900.28 (NW)IE=899.98 (SW)IE=900.28 (NE)RE=904.73IE=899.33 (SE)RE=906.09IE=902.79 (NE)IE=902.79 (SW)RE=910.08IE=906.78 (NE)IE=906.78 (SW)RE=916.64IE=913.24 (SW)RE=908.74RE=909.92RE=923.28IE=919.18STOSTOSTOPOH POH POH POH POH POH POHPOHPOHPOHPOHPOHPOHPOHSTOSTOSTO STOSTO24" RCPHH FIBER OPTICFOFOFO9009009109109209209209209209209309309 3 0 930 930 930930930930940940 9 4 0 89689 6 89689689889890290290490490690690890891291291291291491491491 4 914914914914 91691691 6 916 916916916916 918918918918918918922 92292292292292492492492 4924 926926926926926928928 9 28 928928928928932932 932 932 932932 932 932932934934934934934936936 9369369369369 3 6 938938 938 938 938 938 938938938942942942942944944946946946946948948910920930930930908912914916918922924926928932932932934936938 90 0 910 920920920 93094089 8 90 2 90 4 906 90 8 912 914 916 918918 918922922922922 922924924 9249269289329349369389429449 4 6 Pioneer Ridge August 16, 2024 8 EXHIBIT 2 ∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆ ∆ ∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆ ∆ ∆ ∆∆∆∆∆∆∆∆∆ ∆∆∆∆∆∆∆∆∆∆∆∆∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆BLUFF CREEK DRIVEPIONEER TRA IL HI G H W A Y 2 1 2 300301302TNHELEV=924.14EX-MHRE = 929.30EX-MHRE = 916.64EX-MHRE = 910.08EX-MHRE = 906.09EX-MHRE = 903.48EX-MHRE = 899.85EX-MHRE = 900.85EX-MHRE = 924.43EX-MHRE = 924.39EX-MHRE = 901.83EX-MHRE = 904.73EX-MHRE = 923.28SEX-MHRE = 937.53SEX-MHRE = 937.43X XX X POH POH POH POH P OH PO H PO H PO H PO H POHPOH POH PO H POHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHSTOSTOSTOSANSANSANSANSANSANSANSANRE=937.53IE=918.83 (E/W)8" PVCRE=937.43IE=918.13 (N/E/W)SAN8" PVCRE=929.30CAN'T OPENSTORE=924.43IE=919.73 (E)IE=913.03 (W)24" RCP20" RCPRE=924.39IE=920.09 (E)IE=920.29 (NE)15" RCPSTOSTO STOSTO STO ST O ST O ST O ST O STO S TO ST O STO STO STO STOSTO STOSTO12" RCP15" RCP12" R C P 1 2 " R C P 1 2 " R CP 12" RCP12" RCPRE=900.85IE=896.15 (NE)IE=896.15 (SE)WATWATWATWATWATWATWATWATWATWATWATWATWAT WATWATWATWAT WAT WA T WAT WA T WAT WAT WAT WAT WAT WATWAT WATWATWAT WAT WATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATRE=901.83IE=896.43 (SW)RE=899.85STO12" RCPRE=903.48IE=900.28 (NW)IE=899.98 (SW)IE=900.28 (NE)RE=904.73IE=899.33 (SE)RE=906.09IE=902.79 (NE)IE=902.79 (SW)RE=910.08IE=906.78 (NE)IE=906.78 (SW)RE=916.64IE=913.24 (SW)RE=908.74RE=909.92RE=923.28IE=919.18STOSTOSTOPOH POH POH POH POH POH POHPOHPOHPOHPOHPOHPOHST O STO24" RCPHH FIBER OPTICFOFOFO90090091091092 0 92092092092092093093093 0 93 0 930 930930930930940940 9 4 0 8968 9 6 8968968988989029029049049069069089089129129129129149149149149149149 1 4 9 1 4 9169169 1 6 9 1 6 9 16 9169169169189189189189189189229 22 9229229229249249249 2 4924 9269269269269269289 2 8 928 9289289289289 3 2 932 932 93 2 932932 932 9329329349349349349 3 4 936936 9369369369369 3 6 938938 938 938 938 938 9389389 3 8 94294294294294494494694694694694894891 0 9 2 0 930930 93 0 9 0 8 9 1 2 91 4 9 1 6 91 8 9 2 2 9 2 4 92 6 92 8 932932 932934936 938 90 0 910 920920920 93094089 8 902 90 4 90 6 90 8 912 914 916 918918 918922922922922 922924924 92492692893293493693894294494 6 9 3 4 . 4 SOG 9 34 . 4 936.1SOG936.1933.2SOG933.2 935.0 SOG 935.0 935.8 927.6 LO 930.8 933.7925.5LO928.7936.6928.4LO931.6933.7925.5LO928.7932.0923.8WO923.8934.8926.6WO926.6935.9 9 27 .7WO927.7 9 3 2 . 1 9 2 3 . 9WO 9 2 3 . 9929.9SOG929.9934.7926.5LO929.7937.6929.4LO932.6934.7926.5LO929.7935.7927.5LO930.7936.0 SOG 936.0 937.0 SOG 937.0 936.8 928.6 LO 931.8933.0924.8WO924.8935.8927.6WO927.6934.2SOG934.2935.2SOG935.2937.1SOG937.1936.1SOG936.1 9 3 3 . 4 SO G 9 3 3 . 4930.9SOG930.9 93 3 . 1 9 2 4 . 9WO 9 2 4 . 9 936. 9928.7WO 928. 7 EOF31.7HP33.3EXPANDED EXISTINGPOND 6NWL=927.0EX 100 YR HWL =930.4PR 100 YR HWL=929.5EOF=930.4LP31.2SFSFSFSFSFSFSF SFSF SF SF SF SF SF SFSFSF SFSFSF SFSFSF SF SF SF SF SF SF SF SF SF SF SF SF SF SFSFSFSFSFSFSFSFSFSFSF SFSF SF SF SF SF SF SFSFSFSFSFSF HP33.5POND 2-REUSENWL=922.5BOTTOM = 913.0100 YR HWL = 925.6EOF=925.6BERM=926.10123 4 56 7891011120 1 2 3 4 5 01234 56EXPANDED EXISTINGPOND 6NWL=927.0EX 100 YR HWL =930.4PR 100 YR HWL=929.7EOF=930.4PATIOGARAGEOLIVIA2-STORY PORCH PATIO GARAGE OLIVIA2-STORY PORCHPATIOGARAGEOLIVIA2-STORYPORCHPATIOGARAGEOLIVIA2-STORYPORCHPATIOGARAGEOLIVIA2-STORYPORCH12345678910111213141516 171819202122232425262728293031323334353637383940123456789101112131415161718192021414141112STREET ASTREET B100.0'165.9'50.0'14' 13'16.5'18 . 5 'R50'R50 'HEMLOCK WAYMAYAPPLE PASS4S2.50 AC1AP7.20 AC1P1.85 AC3S1.64 AC5S1.11 AC2P4.68 AC2S3.42 AC Pioneer Ridge August 16, 2024 9 EXHIBIT 3 ∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆BLUFF CREEK DRIVEPIONEER TRA IL HI G H W A Y 2 1 2 300301302TNHELEV=924.149087929.86SSSB-7 EL=929.869097931.51SSSB-2 EL=931.519105931.76SSSB-3 EL=931.759112912.95SSSB-6 EL=912.959122931.76SSSB-4 EL=931.769127928.08SSSB-8 EL=928.089140947.25SSSB-5 EL=947.259176930.46SSSB-1 EL=930.46SSXX Sandy Lean Clay, trace Gravel, trace Roots, black, wet (Topsoil) Sandy Lean Clay, trace Gravel, trace Roots, brown and black, wet (Fill) (CL) Sandy Lean Clay, trace Gravel, brown, wet, medium to stiff (Glacial Till) Bottom of borehole at 14.5 feet. AU17 SS18 SS19 SS20 SS21 SS22 SS23 2-3-3(6) 2-3-5(8) 2-3-4(7) 2-3-5(8) 3-5-7(12) 3-6-9(15) NOTES GROUND ELEVATION LOGGED BY NC/MD DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS 750-2 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 2/16/24 COMPLETED 2/16/24 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches DEPTH(ft)0 5 10 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 Moisture Content(%) FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC PAGE 1 OF 1 BORING NUMBER SB-1 CLIENT Brandl Anderson PROJECT NUMBER 24-0073 PROJECT NAME Chanhassen Residential Development PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 2/20/24 15:30 - C:\USERS\ALICE HAUGO\HGTS DROPBOX\LAB HAUGO\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\24-0073 BORING LOG DRAFT.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Sandy Lean Clay, trace Gravel, trace Roots, brown, wet (Topsoil) (CL) Sandy Lean Clay, trace Gravel, brown, wet, rather stiff (Glacial Till) (CL) Sandy Lean Clay, trace Gravel, grey, wet, medium to stiff (Glacial Till) Bottom of borehole at 21.0 feet. AU1 SS2 SS3 SS4 SS5 SS6 SS7 SS8 2-4-6(10) 2-5-6(11) 2-5-6(11) 2-4-5(9) 3-7-9(16) 2-4-5(9) 2-4-4(8) NOTES GROUND ELEVATION LOGGED BY NC/MD DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS 750-2 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 2/16/24 COMPLETED 2/16/24 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 Moisture Content(%) FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC PAGE 1 OF 1 BORING NUMBER SB-2 CLIENT Brandl Anderson PROJECT NUMBER 24-0073 PROJECT NAME Chanhassen Residential Development PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 2/20/24 15:30 - C:\USERS\ALICE HAUGO\HGTS DROPBOX\LAB HAUGO\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\24-0073 BORING LOG DRAFT.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Sandy Lean Clay, trace Gravel, trace Roots, black, wet (Topsoil) (CL) Sandy Lean Clay, trace Gravel, brown, wet, medium to rather stiff (Glacial Till) Bottom of borehole at 21.0 feet. AU24 SS25 SS26 SS27 SS28 SS29 SS30 SS31 2-2-4(6) 2-3-6(9) 3-5-6(11) 2-3-6(9) 2-5-6(11) 2-5-7(12) 2-5-5(10) NOTES GROUND ELEVATION LOGGED BY NC/MD DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS 750-2 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 2/19/24 COMPLETED 2/19/24 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 Moisture Content(%) FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC PAGE 1 OF 1 BORING NUMBER SB-3 CLIENT Brandl Anderson PROJECT NUMBER 24-0073 PROJECT NAME Chanhassen Residential Development PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 2/20/24 15:30 - C:\USERS\ALICE HAUGO\HGTS DROPBOX\LAB HAUGO\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\24-0073 BORING LOG DRAFT.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Sandy Lean Clay, trace Gravel, trace Roots, black, wet (Topsoil) (CL) Sandy Lean Clay, trace Gravel, brown, wet, medium to very stiff (Glacial Till) Bottom of borehole at 21.0 feet. AU32 SS33 SS34 SS35 SS36 SS37 SS38 SS39 1-3-5(8) 2-3-5(8) 14-10-16(26) 4-8-12(20) 3-7-8(15) 2-5-7(12) 2-5-8(13) NOTES GROUND ELEVATION LOGGED BY NC/MD DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS 750-2 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 2/19/24 COMPLETED 2/19/24 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 Moisture Content(%) FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC PAGE 1 OF 1 BORING NUMBER SB-4 CLIENT Brandl Anderson PROJECT NUMBER 24-0073 PROJECT NAME Chanhassen Residential Development PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 2/20/24 15:30 - C:\USERS\ALICE HAUGO\HGTS DROPBOX\LAB HAUGO\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\24-0073 BORING LOG DRAFT.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Sandy Lean Clay, trace Gravel, trace Roots, black, wet (Topsoil) Clayey Sand, fine to medium grained, trace Gravel, brown, moist (Fill) Sandy Lean Clay, trace Gravel, grey and brown, wet (Fill) (OL) Organic Clay, trace Roots, black, wet, rather stiff (Swamp Deposit) (CL) Sandy Lean Clay, trace Gravel, brown, wet, rather stiff (Glacial Till) Bottom of borehole at 21.0 feet. AU47 SS48 SS49 SS50 SS51 SS52 SS53 SS54 2-5-5(10) 2-4-6(10) 3-4-5(9) 4-5-6(11) 3-6-5(11) 2-4-6(10) 2-4-5(9) NOTES GROUND ELEVATION LOGGED BY NC/MD DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS 750-2 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 2/19/24 COMPLETED 2/19/24 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 Moisture Content(%) FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC PAGE 1 OF 1 BORING NUMBER SB-5 CLIENT Brandl Anderson PROJECT NUMBER 24-0073 PROJECT NAME Chanhassen Residential Development PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 2/20/24 15:30 - C:\USERS\ALICE HAUGO\HGTS DROPBOX\LAB HAUGO\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\24-0073 BORING LOG DRAFT.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Sandy Lean Clay, trace Gravel, trace Roots, black, frozen (Topsoil) Sandy Lean Clay, trace Gravel, brown, wet (Possible Fill) Sandy Lean Clay, trace Gravel, grey and brown, wet (Possible Fill) (OL) Organic Clay, trace Roots, black, wet, soft (Swamp Deposit) (CL) Sandy Lean Clay, trace Gravel, brown, wet, rather soft (Glacial Till) Bottom of borehole at 21.0 feet. AU55 SS56 SS57 SS58 SS59 SS60 SS61 2-4-6(10) 2-2-4(6) 1-1-1(2) 0-2-3(5) 1-2-3(5) 2-2-3(5) NOTES GROUND ELEVATION LOGGED BY NC/MD DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS 750-2 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 2/19/24 COMPLETED 2/19/24 AT TIME OF DRILLING 14.00 ft AT END OF DRILLING --- AFTER DRILLING --- HOLE SIZE 3 1/4 inches DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 Moisture Content(%) FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC PAGE 1 OF 1 BORING NUMBER SB-6 CLIENT Brandl Anderson PROJECT NUMBER 24-0073 PROJECT NAME Chanhassen Residential Development PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 2/20/24 15:30 - C:\USERS\ALICE HAUGO\HGTS DROPBOX\LAB HAUGO\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\24-0073 BORING LOG DRAFT.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Sandy Lean Clay, trace Gravel, trace Roots, brown, wet (Topsoil) (CL) Sandy Lean Clay, trace Gravel, brown, wet, rather stiff to very stiff (Glacial Till) Bottom of borehole at 21.0 feet. AU9 SS10 SS11 SS12 SS13 SS14 SS15 SS16 2-4-6(10) 2-4-6(10) 3-4-5(9) 4-5-6(11) 4-7-10(17) 11-7-11(18) 21-10-12(22) NOTES GROUND ELEVATION LOGGED BY NC/MD DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS 750-2 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 2/16/24 COMPLETED 2/16/24 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 Moisture Content(%) FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC PAGE 1 OF 1 BORING NUMBER SB-7 CLIENT Brandl Anderson PROJECT NUMBER 24-0073 PROJECT NAME Chanhassen Residential Development PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 2/20/24 15:30 - C:\USERS\ALICE HAUGO\HGTS DROPBOX\LAB HAUGO\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\24-0073 BORING LOG DRAFT.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Sandy Lean Clay, trace Gravel, trace Roots, brown, wet (Topsoil) (CL) Sandy Lean Clay, trace Gravel, brown, wet, medium to hard (Glacial Till) Bottom of borehole at 21.0 feet. AU40 SS41 SS42 SS43 SS44 SS45 SS46 0-3-4(7) 2-6-7(13) 6-14-18(32) 4-10-14(24) 4-8-11(19) 14-5-10(15) NOTES GROUND ELEVATION LOGGED BY NC/MD DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS 750-2 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 2/19/24 COMPLETED 2/19/24 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 Moisture Content(%) FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC PAGE 1 OF 1 BORING NUMBER SB-8 CLIENT Brandl Anderson PROJECT NUMBER 24-0073 PROJECT NAME Chanhassen Residential Development PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 2/20/24 15:30 - C:\USERS\ALICE HAUGO\HGTS DROPBOX\LAB HAUGO\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\24-0073 BORING LOG DRAFT.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Pioneer Ridge August 16, 2024 10 EXHIBIT 4 EXISTING PROPOSED 1AEX Pioneer Pass 1st Addition Existing to Pond 7 1AP Pioneer Pass 1st Addition Existing to Pond 7 1EX Onsite Existing Dainage 1P To Existing Expanded Pond 2EX Onsite Drainage to Northeast 2P To Reuse Pond 2 2S Onsite Drainage Direct to Northeast 3EX Onsite Drainage to South Existing 24" Culvert 3S Onsite Drainage to South Existing 24" Culvert 4EX Onsite Drainage to Southeast to Existing Storm Sewer in Bluff Creek Drive 4S Onsite Drainage to Southeast to Existing Storm Sewer in Bluff Creek Drive 5S Onsite Drainage to South Existing 24" Culvert 2R To Northeast 4E To Southwest to Existing Storm Sewer 4PR To Southwest to Existing Storm Sewer 1EXP Existing Pond 7 To Existing Pond 6 1EXPD Existing Expanded Pond 7 To Existing Pond 6 2PD Reuse Pond 2 3EXP Existing 24 inch Culvert-South 3PD Existing 24 inch Culvert-South 5PD 18 inch Culvert Routing Diagram for Preliminary Design 24-08-16 Prepared by Westwood Professional Services, Printed 8/14/2024 HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link 24-08-16 MSE 24-hr 3 2-yr Rainfall=2.86"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 2HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=7.200 ac 38.00% Impervious Runoff Depth=1.62"Subcatchment 1AEX: Pioneer Pass 1st Tc=12.0 min CN=87 Runoff=16.77 cfs 0.970 af Runoff Area=7.200 ac 38.00% Impervious Runoff Depth=1.62"Subcatchment 1AP: Pioneer Pass 1st Addition Tc=12.0 min CN=87 Runoff=16.77 cfs 0.970 af Runoff Area=1.940 ac 0.00% Impervious Runoff Depth=1.09"Subcatchment 1EX: Onsite Existing Dainage Flow Length=425' Slope=0.0260 '/' Tc=22.6 min CN=79 Runoff=2.17 cfs 0.176 af Runoff Area=1.850 ac 45.95% Impervious Runoff Depth=1.69"Subcatchment 1P: To Existing Expanded Pond Tc=10.0 min CN=88 Runoff=4.85 cfs 0.261 af Runoff Area=5.390 ac 7.26% Impervious Runoff Depth=1.21"Subcatchment 2EX: Onsite Drainage to Flow Length=520' Tc=22.1 min CN=81 Runoff=6.80 cfs 0.542 af Runoff Area=4.680 ac 57.48% Impervious Runoff Depth=1.86"Subcatchment 2P: To Reuse Pond 2 Tc=10.0 min CN=90 Runoff=13.33 cfs 0.724 af Runoff Area=3.420 ac 13.20% Impervious Runoff Depth=1.27"Subcatchment 2S: Onsite Drainage Direct to Flow Length=520' Tc=22.1 min CN=82 Runoff=4.56 cfs 0.362 af Runoff Area=5.350 ac 10.75% Impervious Runoff Depth=1.27"Subcatchment 3EX: Onsite Drainage to South Flow Length=680' Tc=20.2 min CN=82 Runoff=7.49 cfs 0.566 af Runoff Area=1.640 ac 41.16% Impervious Runoff Depth=1.77"Subcatchment 3S: Onsite Drainage to South Tc=10.0 min CN=89 Runoff=4.49 cfs 0.242 af Runoff Area=2.520 ac 23.81% Impervious Runoff Depth=1.40"Subcatchment 4EX: Onsite Drainage to Flow Length=380' Slope=0.0330 '/' Tc=18.7 min CN=84 Runoff=4.10 cfs 0.294 af Runoff Area=2.500 ac 46.00% Impervious Runoff Depth=1.77"Subcatchment 4S: Onsite Drainage to Tc=12.0 min CN=89 Runoff=6.35 cfs 0.370 af Runoff Area=1.110 ac 29.73% Impervious Runoff Depth=1.62"Subcatchment 5S: Onsite Drainage to South Tc=10.0 min CN=87 Runoff=2.79 cfs 0.150 af Inflow=6.56 cfs 1.079 afReach 2R: To Northeast Outflow=6.56 cfs 1.079 af Inflow=4.10 cfs 0.294 afReach 4E: To Southwest to Existing Storm Sewer Outflow=4.10 cfs 0.294 af Inflow=6.35 cfs 0.370 afReach 4PR: To Southwest to Existing Storm Sewer Outflow=6.35 cfs 0.370 af Peak Elev=928.12' Storage=14,681 cf Inflow=18.21 cfs 1.146 afPond 1EXP: Existing Pond 7 To Existing Outflow=7.28 cfs 1.146 af 24-08-16 MSE 24-hr 3 2-yr Rainfall=2.86"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 3HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Peak Elev=926.93' Storage=44,040 cf Inflow=21.47 cfs 1.232 afPond 1EXPD: Existing Expanded Pond 7 To Outflow=0.41 cfs 0.331 af Peak Elev=923.58' Storage=55,333 cf Inflow=13.33 cfs 0.724 afPond 2PD: Reuse Pond 2 Outflow=2.14 cfs 0.717 af Peak Elev=911.17' Storage=775 cf Inflow=7.49 cfs 0.566 afPond 3EXP: Existing 24 inch Culvert-South Primary=7.33 cfs 0.566 af Secondary=0.00 cfs 0.000 af Outflow=7.33 cfs 0.566 af Peak Elev=911.13' Storage=498 cf Inflow=7.10 cfs 0.392 afPond 3PD: Existing 24 inch Culvert-South Primary=6.89 cfs 0.392 af Secondary=0.00 cfs 0.000 af Outflow=6.89 cfs 0.392 af Peak Elev=915.49' Storage=231 cf Inflow=2.79 cfs 0.150 afPond 5PD: 18 inch Culvert 18.0" Round Culvert n=0.013 L=230.0' S=0.0026 '/' Outflow=2.68 cfs 0.150 af Total Runoff Area = 44.800 ac Runoff Volume = 5.628 af Average Runoff Depth = 1.51" 70.57% Pervious = 31.615 ac 29.43% Impervious = 13.185 ac 24-08-16 MSE 24-hr 3 2-yr Rainfall=2.86"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 4HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1AEX: Pioneer Pass 1st Addition Existing to Pond 7 Runoff =16.77 cfs @ 12.20 hrs, Volume=0.970 af, Depth= 1.62" Routed to Pond 1EXP : Existing Pond 7 To Existing Pond 6 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-yr Rainfall=2.86" Area (ac) CN Description 7.200 87 1/4 acre lots, 38% imp, HSG D 4.464 62.00% Pervious Area 2.736 38.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 12.0 Direct Entry, Subcatchment 1AEX: Pioneer Pass 1st Addition Existing to Pond 7 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 2-yr Rainfall=2.86" Runoff Area=7.200 ac Runoff Volume=0.970 af Runoff Depth=1.62" Tc=12.0 min CN=87 16.77 cfs 24-08-16 MSE 24-hr 3 2-yr Rainfall=2.86"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 5HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1AP: Pioneer Pass 1st Addition Existing to Pond 7 Runoff =16.77 cfs @ 12.20 hrs, Volume=0.970 af, Depth= 1.62" Routed to Pond 1EXPD : Existing Expanded Pond 7 To Existing Pond 6 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-yr Rainfall=2.86" Area (ac) CN Description 7.200 87 1/4 acre lots, 38% imp, HSG D 4.464 62.00% Pervious Area 2.736 38.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 12.0 Direct Entry, Subcatchment 1AP: Pioneer Pass 1st Addition Existing to Pond 7 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 2-yr Rainfall=2.86" Runoff Area=7.200 ac Runoff Volume=0.970 af Runoff Depth=1.62" Tc=12.0 min CN=87 16.77 cfs 24-08-16 MSE 24-hr 3 2-yr Rainfall=2.86"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 6HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1EX: Onsite Existing Dainage Runoff =2.17 cfs @ 12.33 hrs, Volume=0.176 af, Depth= 1.09" Routed to Pond 1EXP : Existing Pond 7 To Existing Pond 6 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-yr Rainfall=2.86" Area (ac) CN Description 1.940 79 Woods/grass comb., Good, HSG D 1.940 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 20.0 300 0.0260 0.25 Sheet Flow, Range n= 0.130 P2= 2.86" 2.6 125 0.0260 0.81 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 22.6 425 Total Subcatchment 1EX: Onsite Existing Dainage Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)2 1 0 MSE 24-hr 3 2-yr Rainfall=2.86" Runoff Area=1.940 ac Runoff Volume=0.176 af Runoff Depth=1.09" Flow Length=425' Slope=0.0260 '/' Tc=22.6 min CN=79 2.17 cfs 24-08-16 MSE 24-hr 3 2-yr Rainfall=2.86"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 7HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1P: To Existing Expanded Pond Runoff =4.85 cfs @ 12.18 hrs, Volume=0.261 af, Depth= 1.69" Routed to Pond 1EXPD : Existing Expanded Pond 7 To Existing Pond 6 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-yr Rainfall=2.86" Area (ac) CN Description 0.850 98 Paved parking, HSG D 1.000 80 >75% Grass cover, Good, HSG D 1.850 88 Weighted Average 1.000 54.05% Pervious Area 0.850 45.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 10.0 Direct Entry, Subcatchment 1P: To Existing Expanded Pond Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)5 4 3 2 1 0 MSE 24-hr 3 2-yr Rainfall=2.86" Runoff Area=1.850 ac Runoff Volume=0.261 af Runoff Depth=1.69" Tc=10.0 min CN=88 4.85 cfs 24-08-16 MSE 24-hr 3 2-yr Rainfall=2.86"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 8HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 2EX: Onsite Drainage to Northeast Runoff =6.80 cfs @ 12.33 hrs, Volume=0.542 af, Depth= 1.21" 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-yr Rainfall=2.86" Area (ac) CN Description 4.360 79 Woods/grass comb., Good, HSG D 1.030 87 1/4 acre lots, 38% imp, HSG D 5.390 81 Weighted Average 4.999 92.74% Pervious Area 0.391 7.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 20.0 300 0.0260 0.25 Sheet Flow, Range n= 0.130 P2= 2.86" 2.1 220 0.1200 1.73 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 22.1 520 Total Subcatchment 2EX: Onsite Drainage to Northeast Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)7 6 5 4 3 2 1 0 MSE 24-hr 3 2-yr Rainfall=2.86" Runoff Area=5.390 ac Runoff Volume=0.542 af Runoff Depth=1.21" Flow Length=520' Tc=22.1 min CN=81 6.80 cfs 24-08-16 MSE 24-hr 3 2-yr Rainfall=2.86"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 9HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 2P: To Reuse Pond 2 Runoff =13.33 cfs @ 12.17 hrs, Volume=0.724 af, Depth= 1.86" Routed to Pond 2PD : Reuse Pond 2 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-yr Rainfall=2.86" Area (ac) CN Description 2.690 98 Paved parking, HSG D 1.990 80 >75% Grass cover, Good, HSG D 4.680 90 Weighted Average 1.990 42.52% Pervious Area 2.690 57.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 10.0 Direct Entry, Subcatchment 2P: To Reuse Pond 2 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 2-yr Rainfall=2.86" Runoff Area=4.680 ac Runoff Volume=0.724 af Runoff Depth=1.86" Tc=10.0 min CN=90 13.33 cfs 24-08-16 MSE 24-hr 3 2-yr Rainfall=2.86"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 10HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Onsite Drainage Direct to Northeast Runoff =4.56 cfs @ 12.33 hrs, Volume=0.362 af, Depth= 1.27" Routed to Reach 2R : To Northeast 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-yr Rainfall=2.86" Area (ac) CN Description 1.970 79 Woods/grass comb., Good, HSG D 1.030 87 1/4 acre lots, 38% imp, HSG D 0.060 98 Paved parking, HSG D 0.360 80 >75% Grass cover, Good, HSG D 3.420 82 Weighted Average 2.969 86.80% Pervious Area 0.451 13.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 20.0 300 0.0260 0.25 Sheet Flow, Range n= 0.130 P2= 2.86" 2.1 220 0.1200 1.73 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 22.1 520 Total Subcatchment 2S: Onsite Drainage Direct to Northeast Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)5 4 3 2 1 0 MSE 24-hr 3 2-yr Rainfall=2.86" Runoff Area=3.420 ac Runoff Volume=0.362 af Runoff Depth=1.27" Flow Length=520' Tc=22.1 min CN=82 4.56 cfs 24-08-16 MSE 24-hr 3 2-yr Rainfall=2.86"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 11HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 3EX: Onsite Drainage to South Existing 24" Culvert Runoff =7.49 cfs @ 12.31 hrs, Volume=0.566 af, Depth= 1.27" Routed to Pond 3EXP : Existing 24 inch Culvert-South 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-yr Rainfall=2.86" Area (ac) CN Description 4.200 79 Woods/grass comb., Good, HSG D 1.150 93 Paved roads w/open ditches, 50% imp, HSG D 5.350 82 Weighted Average 4.775 89.25% Pervious Area 0.575 10.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 12.2 300 0.0900 0.41 Sheet Flow, Range n= 0.130 P2= 2.86" 8.0 380 0.0250 0.79 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 20.2 680 Total Subcatchment 3EX: Onsite Drainage to South Existing 24" Culvert Runoff Hydrograph Time (hours)727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)8 7 6 5 4 3 2 1 0 MSE 24-hr 3 2-yr Rainfall=2.86" Runoff Area=5.350 ac Runoff Volume=0.566 af Runoff Depth=1.27" Flow Length=680' Tc=20.2 min CN=82 7.49 cfs 24-08-16 MSE 24-hr 3 2-yr Rainfall=2.86"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 12HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Onsite Drainage to South Existing 24" Culvert Runoff =4.49 cfs @ 12.17 hrs, Volume=0.242 af, Depth= 1.77" Routed to Pond 3PD : Existing 24 inch Culvert-South 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-yr Rainfall=2.86" Area (ac) CN Description 0.690 80 >75% Grass cover, Good, HSG D 0.550 93 Paved roads w/open ditches, 50% imp, HSG D 0.400 98 Paved parking, HSG D 1.640 89 Weighted Average 0.965 58.84% Pervious Area 0.675 41.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 10.0 Direct Entry, Subcatchment 3S: Onsite Drainage to South Existing 24" Culvert Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)5 4 3 2 1 0 MSE 24-hr 3 2-yr Rainfall=2.86" Runoff Area=1.640 ac Runoff Volume=0.242 af Runoff Depth=1.77" Tc=10.0 min CN=89 4.49 cfs 24-08-16 MSE 24-hr 3 2-yr Rainfall=2.86"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 13HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 4EX: Onsite Drainage to Southeast to Existing Storm Sewer in Bluff Creek Drive Runoff =4.10 cfs @ 12.28 hrs, Volume=0.294 af, Depth= 1.40" Routed to Reach 4E : To Southwest to Existing Storm Sewer 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-yr Rainfall=2.86" Area (ac) CN Description 1.720 79 Woods/grass comb., Good, HSG D 0.400 93 Paved roads w/open ditches, 50% imp, HSG D 0.400 98 Paved roads w/curbs & sewers, HSG D 2.520 84 Weighted Average 1.920 76.19% Pervious Area 0.600 23.81% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 18.2 300 0.0330 0.27 Sheet Flow, Range n= 0.130 P2= 2.86" 0.5 80 0.0330 2.72 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 18.7 380 Total Subcatchment 4EX: Onsite Drainage to Southeast to Existing Storm Sewer in Bluff Creek Drive Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)4 3 2 1 0 MSE 24-hr 3 2-yr Rainfall=2.86" Runoff Area=2.520 ac Runoff Volume=0.294 af Runoff Depth=1.40" Flow Length=380' Slope=0.0330 '/' Tc=18.7 min CN=84 4.10 cfs 24-08-16 MSE 24-hr 3 2-yr Rainfall=2.86"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 14HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: Onsite Drainage to Southeast to Existing Storm Sewer in Bluff Creek Drive Runoff =6.35 cfs @ 12.20 hrs, Volume=0.370 af, Depth= 1.77" Routed to Reach 4PR : To Southwest to Existing Storm Sewer 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-yr Rainfall=2.86" Area (ac) CN Description 1.150 80 >75% Grass cover, Good, HSG D 0.400 93 Paved roads w/open ditches, 50% imp, HSG D 0.400 98 Paved roads w/curbs & sewers, HSG D 0.550 98 Paved parking, HSG D 2.500 89 Weighted Average 1.350 54.00% Pervious Area 1.150 46.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 12.0 Direct Entry, Subcatchment 4S: Onsite Drainage to Southeast to Existing Storm Sewer in Bluff Creek Drive Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)7 6 5 4 3 2 1 0 MSE 24-hr 3 2-yr Rainfall=2.86" Runoff Area=2.500 ac Runoff Volume=0.370 af Runoff Depth=1.77" Tc=12.0 min CN=89 6.35 cfs 24-08-16 MSE 24-hr 3 2-yr Rainfall=2.86"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 15HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Onsite Drainage to South Existing 24" Culvert Runoff =2.79 cfs @ 12.18 hrs, Volume=0.150 af, Depth= 1.62" Routed to Pond 5PD : 18 inch Culvert 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-yr Rainfall=2.86" Area (ac) CN Description 0.560 80 >75% Grass cover, Good, HSG D 0.440 93 Paved roads w/open ditches, 50% imp, HSG D 0.110 98 Paved parking, HSG D 1.110 87 Weighted Average 0.780 70.27% Pervious Area 0.330 29.73% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 10.0 Direct Entry, Subcatchment 5S: Onsite Drainage to South Existing 24" Culvert Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)3 2 1 0 MSE 24-hr 3 2-yr Rainfall=2.86" Runoff Area=1.110 ac Runoff Volume=0.150 af Runoff Depth=1.62" Tc=10.0 min CN=87 2.79 cfs 24-08-16 MSE 24-hr 3 2-yr Rainfall=2.86"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 16HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Reach 2R: To Northeast Inflow Area =8.100 ac, 38.78% Impervious, Inflow Depth > 1.60" for 2-yr event Inflow =6.56 cfs @ 12.35 hrs, Volume=1.079 af Outflow =6.56 cfs @ 12.35 hrs, Volume=1.079 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 2R: To Northeast Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)7 6 5 4 3 2 1 0 Inflow Area=8.100 ac 6.56 cfs 6.56 cfs 24-08-16 MSE 24-hr 3 2-yr Rainfall=2.86"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 17HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Reach 4E: To Southwest to Existing Storm Sewer Inflow Area =2.520 ac, 23.81% Impervious, Inflow Depth = 1.40" for 2-yr event Inflow =4.10 cfs @ 12.28 hrs, Volume=0.294 af Outflow =4.10 cfs @ 12.28 hrs, Volume=0.294 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 4E: To Southwest to Existing Storm Sewer Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)4 3 2 1 0 Inflow Area=2.520 ac 4.10 cfs 4.10 cfs 24-08-16 MSE 24-hr 3 2-yr Rainfall=2.86"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 18HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Reach 4PR: To Southwest to Existing Storm Sewer Inflow Area =2.500 ac, 46.00% Impervious, Inflow Depth = 1.77" for 2-yr event Inflow =6.35 cfs @ 12.20 hrs, Volume=0.370 af Outflow =6.35 cfs @ 12.20 hrs, Volume=0.370 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 4PR: To Southwest to Existing Storm Sewer Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)7 6 5 4 3 2 1 0 Inflow Area=2.500 ac 6.35 cfs 6.35 cfs 24-08-16 MSE 24-hr 3 2-yr Rainfall=2.86"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 19HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Pond 1EXP: Existing Pond 7 To Existing Pond 6 Inflow Area =9.140 ac, 29.93% Impervious, Inflow Depth = 1.50" for 2-yr event Inflow =18.21 cfs @ 12.20 hrs, Volume=1.146 af Outflow =7.28 cfs @ 12.47 hrs, Volume=1.146 af, Atten= 60%, Lag= 16.2 min Primary =7.28 cfs @ 12.47 hrs, Volume=1.146 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 928.12' @ 12.47 hrs Surf.Area= 14,498 sf Storage= 14,681 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 24.3 min ( 835.4 - 811.0 ) Volume Invert Avail.Storage Storage Description #1 927.00'78,223 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 927.00 11,890 0 0 928.00 13,936 12,913 12,913 930.00 22,970 36,906 49,819 931.00 33,838 28,404 78,223 Device Routing Invert Outlet Devices #1 Primary 921.12'18.0" Round Culvert L= 48.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 921.12' / 920.42' S= 0.0146 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.77 sf #2 Device 1 926.65'18.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 929.23'48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=7.28 cfs @ 12.47 hrs HW=928.12' (Free Discharge) 1=Culvert (Passes 7.28 cfs of 21.28 cfs potential flow) 2=Orifice/Grate (Orifice Controls 7.28 cfs @ 4.13 fps) 3=Orifice/Grate ( Controls 0.00 cfs) 24-08-16 MSE 24-hr 3 2-yr Rainfall=2.86"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 20HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Pond 1EXP: Existing Pond 7 To Existing Pond 6 InflowPrimary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=9.140 ac Peak Elev=928.12' Storage=14,681 cf 18.21 cfs 7.28 cfs 24-08-16 MSE 24-hr 3 2-yr Rainfall=2.86"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 21HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Pond 1EXPD: Existing Expanded Pond 7 To Existing Pond 6 Inflow Area =9.050 ac, 39.62% Impervious, Inflow Depth = 1.63" for 2-yr event Inflow =21.47 cfs @ 12.19 hrs, Volume=1.232 af Outflow =0.41 cfs @ 16.12 hrs, Volume=0.331 af, Atten= 98%, Lag= 235.7 min Primary =0.41 cfs @ 16.12 hrs, Volume=0.331 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 926.93' @ 16.12 hrs Surf.Area= 20,028 sf Storage= 44,040 cf Plug-Flow detention time= 558.1 min calculated for 0.331 af (27% of inflow) Center-of-Mass det. time= 462.6 min ( 1,268.1 - 805.4 ) Volume Invert Avail.Storage Storage Description #1 920.00'165,777 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 920.00 2,741 0 0 922.00 4,154 6,895 6,895 924.00 6,236 10,390 17,285 926.00 7,652 13,888 31,173 927.00 20,964 14,308 45,481 928.00 23,864 22,414 67,895 930.00 34,154 58,018 125,913 931.00 45,573 39,864 165,777 Device Routing Invert Outlet Devices #1 Primary 921.12'18.0" Round Culvert L= 48.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 921.12' / 920.42' S= 0.0146 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.77 sf #2 Device 1 926.65'18.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 929.23'48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.41 cfs @ 16.12 hrs HW=926.93' (Free Discharge) 1=Culvert (Passes 0.41 cfs of 19.14 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.41 cfs @ 1.80 fps) 3=Orifice/Grate ( Controls 0.00 cfs) 24-08-16 MSE 24-hr 3 2-yr Rainfall=2.86"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 22HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Pond 1EXPD: Existing Expanded Pond 7 To Existing Pond 6 InflowPrimary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=9.050 ac Peak Elev=926.93' Storage=44,040 cf 21.47 cfs 0.41 cfs 24-08-16 MSE 24-hr 3 2-yr Rainfall=2.86"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 23HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Pond 2PD: Reuse Pond 2 Inflow Area =4.680 ac, 57.48% Impervious, Inflow Depth = 1.86" for 2-yr event Inflow =13.33 cfs @ 12.17 hrs, Volume=0.724 af Outflow =2.14 cfs @ 12.61 hrs, Volume=0.717 af, Atten= 84%, Lag= 26.1 min Primary =2.14 cfs @ 12.61 hrs, Volume=0.717 af Routed to Reach 2R : To Northeast Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Starting Elev= 922.50' Surf.Area= 13,883 sf Storage= 39,015 cf Peak Elev= 923.58' @ 12.61 hrs Surf.Area= 16,239 sf Storage= 55,333 cf (16,318 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 177.5 min ( 973.4 - 795.9 ) Volume Invert Avail.Storage Storage Description #1 913.00'101,138 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 913.00 702 0 0 914.00 1,078 890 890 916.00 2,128 3,206 4,096 918.00 3,587 5,715 9,811 920.00 5,436 9,023 18,834 921.50 7,330 9,575 28,409 922.50 13,883 10,607 39,015 924.00 17,145 23,271 62,286 926.00 21,707 38,852 101,138 Device Routing Invert Outlet Devices #1 Primary 922.50'12.0" Round Culvert L= 29.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 922.50' / 922.20' S= 0.0103 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 0.79 sf #2 Device 1 922.50'10.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 923.60'5.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=2.14 cfs @ 12.61 hrs HW=923.58' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 2.14 cfs of 2.79 cfs potential flow) 2=Orifice/Grate (Orifice Controls 2.14 cfs @ 3.93 fps) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 24-08-16 MSE 24-hr 3 2-yr Rainfall=2.86"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 24HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Pond 2PD: Reuse Pond 2 InflowPrimary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=4.680 ac Peak Elev=923.58' Storage=55,333 cf 13.33 cfs 2.14 cfs 24-08-16 MSE 24-hr 3 2-yr Rainfall=2.86"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 25HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3EXP: Existing 24 inch Culvert-South Inflow Area =5.350 ac, 10.75% Impervious, Inflow Depth = 1.27" for 2-yr event Inflow =7.49 cfs @ 12.31 hrs, Volume=0.566 af Outflow =7.33 cfs @ 12.34 hrs, Volume=0.566 af, Atten= 2%, Lag= 2.0 min Primary =7.33 cfs @ 12.34 hrs, Volume=0.566 af Secondary =0.00 cfs @ 0.00 hrs, Volume=0.000 af Routed to Reach 4E : To Southwest to Existing Storm Sewer Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 911.17' @ 12.34 hrs Surf.Area= 1,298 sf Storage= 775 cf Plug-Flow detention time= 1.4 min calculated for 0.566 af (100% of inflow) Center-of-Mass det. time= 1.4 min ( 828.2 - 826.8 ) Volume Invert Avail.Storage Storage Description #1 909.92'19,272 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 909.92 10 0 0 910.00 25 1 1 912.00 2,202 2,227 2,228 914.00 14,842 17,044 19,272 Device Routing Invert Outlet Devices #1 Primary 909.92'24.0" Round Culvert L= 170.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 909.92' / 908.74' S= 0.0069 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 3.14 sf #2 Secondary 912.60'20.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=7.32 cfs @ 12.34 hrs HW=911.17' (Free Discharge) 1=Culvert (Barrel Controls 7.32 cfs @ 5.07 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=909.92' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 24-08-16 MSE 24-hr 3 2-yr Rainfall=2.86"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 26HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Pond 3EXP: Existing 24 inch Culvert-South InflowOutflow Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)8 7 6 5 4 3 2 1 0 Inflow Area=5.350 ac Peak Elev=911.17' Storage=775 cf 7.49 cfs 7.33 cfs7.33 cfs 0.00 cfs 24-08-16 MSE 24-hr 3 2-yr Rainfall=2.86"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 27HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3PD: Existing 24 inch Culvert-South Inflow Area =2.750 ac, 36.55% Impervious, Inflow Depth = 1.71" for 2-yr event Inflow =7.10 cfs @ 12.18 hrs, Volume=0.392 af Outflow =6.89 cfs @ 12.21 hrs, Volume=0.392 af, Atten= 3%, Lag= 1.3 min Primary =6.89 cfs @ 12.21 hrs, Volume=0.392 af Secondary =0.00 cfs @ 0.00 hrs, Volume=0.000 af Routed to Reach 4PR : To Southwest to Existing Storm Sewer Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 911.13' @ 12.21 hrs Surf.Area= 858 sf Storage= 498 cf Plug-Flow detention time= 1.0 min calculated for 0.392 af (100% of inflow) Center-of-Mass det. time= 1.0 min ( 802.6 - 801.6 ) Volume Invert Avail.Storage Storage Description #1 909.92'11,590 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 909.92 10 0 0 910.00 25 1 1 912.00 1,505 1,530 1,531 914.00 8,554 10,059 11,590 Device Routing Invert Outlet Devices #1 Primary 909.92'24.0" Round Culvert L= 170.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 909.92' / 908.74' S= 0.0069 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 3.14 sf #2 Secondary 912.60'20.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=6.89 cfs @ 12.21 hrs HW=911.12' (Free Discharge) 1=Culvert (Barrel Controls 6.89 cfs @ 5.00 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=909.92' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 24-08-16 MSE 24-hr 3 2-yr Rainfall=2.86"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 28HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Pond 3PD: Existing 24 inch Culvert-South InflowOutflow Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)7 6 5 4 3 2 1 0 Inflow Area=2.750 ac Peak Elev=911.13' Storage=498 cf 7.10 cfs 6.89 cfs 6.89 cfs 0.00 cfs 24-08-16 MSE 24-hr 3 2-yr Rainfall=2.86"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 29HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5PD: 18 inch Culvert Inflow Area =1.110 ac, 29.73% Impervious, Inflow Depth = 1.62" for 2-yr event Inflow =2.79 cfs @ 12.18 hrs, Volume=0.150 af Outflow =2.68 cfs @ 12.20 hrs, Volume=0.150 af, Atten= 4%, Lag= 1.4 min Primary =2.68 cfs @ 12.20 hrs, Volume=0.150 af Routed to Pond 3PD : Existing 24 inch Culvert-South Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 915.49' @ 12.20 hrs Surf.Area= 463 sf Storage= 231 cf Plug-Flow detention time= 1.5 min calculated for 0.150 af (100% of inflow) Center-of-Mass det. time= 1.5 min ( 806.0 - 804.6 ) Volume Invert Avail.Storage Storage Description #1 914.50'7,748 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 914.50 5 0 0 916.00 700 529 529 918.00 1,800 2,500 3,029 920.00 2,919 4,719 7,748 Device Routing Invert Outlet Devices #1 Primary 914.50'18.0" Round Culvert L= 230.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 914.50' / 913.90' S= 0.0026 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.77 sf Primary OutFlow Max=2.68 cfs @ 12.20 hrs HW=915.49' TW=911.12' (Dynamic Tailwater) 1=Culvert (Barrel Controls 2.68 cfs @ 3.08 fps) 24-08-16 MSE 24-hr 3 2-yr Rainfall=2.86"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 30HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Pond 5PD: 18 inch Culvert InflowPrimary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)3 2 1 0 Inflow Area=1.110 ac Peak Elev=915.49' Storage=231 cf 18.0" Round Culvert n=0.013 L=230.0' S=0.0026 '/' 2.79 cfs 2.68 cfs 24-08-16 MSE 24-hr 3 10-yr Rainfall=4.25"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 31HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=7.200 ac 38.00% Impervious Runoff Depth=2.87"Subcatchment 1AEX: Pioneer Pass 1st Tc=12.0 min CN=87 Runoff=29.26 cfs 1.720 af Runoff Area=7.200 ac 38.00% Impervious Runoff Depth=2.87"Subcatchment 1AP: Pioneer Pass 1st Addition Tc=12.0 min CN=87 Runoff=29.26 cfs 1.720 af Runoff Area=1.940 ac 0.00% Impervious Runoff Depth=2.17"Subcatchment 1EX: Onsite Existing Dainage Flow Length=425' Slope=0.0260 '/' Tc=22.6 min CN=79 Runoff=4.44 cfs 0.351 af Runoff Area=1.850 ac 45.95% Impervious Runoff Depth=2.96"Subcatchment 1P: To Existing Expanded Pond Tc=10.0 min CN=88 Runoff=8.31 cfs 0.457 af Runoff Area=5.390 ac 7.26% Impervious Runoff Depth=2.33"Subcatchment 2EX: Onsite Drainage to Flow Length=520' Tc=22.1 min CN=81 Runoff=13.32 cfs 1.048 af Runoff Area=4.680 ac 57.48% Impervious Runoff Depth=3.16"Subcatchment 2P: To Reuse Pond 2 Tc=10.0 min CN=90 Runoff=22.12 cfs 1.231 af Runoff Area=3.420 ac 13.20% Impervious Runoff Depth=2.42"Subcatchment 2S: Onsite Drainage Direct to Flow Length=520' Tc=22.1 min CN=82 Runoff=8.76 cfs 0.689 af Runoff Area=5.350 ac 10.75% Impervious Runoff Depth=2.42"Subcatchment 3EX: Onsite Drainage to South Flow Length=680' Tc=20.2 min CN=82 Runoff=14.39 cfs 1.078 af Runoff Area=1.640 ac 41.16% Impervious Runoff Depth=3.06"Subcatchment 3S: Onsite Drainage to South Tc=10.0 min CN=89 Runoff=7.56 cfs 0.418 af Runoff Area=2.520 ac 23.81% Impervious Runoff Depth=2.59"Subcatchment 4EX: Onsite Drainage to Flow Length=380' Slope=0.0330 '/' Tc=18.7 min CN=84 Runoff=7.57 cfs 0.544 af Runoff Area=2.500 ac 46.00% Impervious Runoff Depth=3.06"Subcatchment 4S: Onsite Drainage to Tc=12.0 min CN=89 Runoff=10.72 cfs 0.637 af Runoff Area=1.110 ac 29.73% Impervious Runoff Depth=2.87"Subcatchment 5S: Onsite Drainage to South Tc=10.0 min CN=87 Runoff=4.86 cfs 0.265 af Inflow=12.63 cfs 1.914 afReach 2R: To Northeast Outflow=12.63 cfs 1.914 af Inflow=7.57 cfs 0.544 afReach 4E: To Southwest to Existing Storm Sewer Outflow=7.57 cfs 0.544 af Inflow=10.72 cfs 0.637 afReach 4PR: To Southwest to Existing Storm Sewer Outflow=10.72 cfs 0.637 af Peak Elev=929.04' Storage=29,778 cf Inflow=32.39 cfs 2.071 afPond 1EXP: Existing Pond 7 To Existing Outflow=10.88 cfs 2.071 af 24-08-16 MSE 24-hr 3 10-yr Rainfall=4.25"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 32HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Peak Elev=927.63' Storage=59,281 cf Inflow=37.32 cfs 2.177 afPond 1EXPD: Existing Expanded Pond 7 To Outflow=4.13 cfs 1.276 af Peak Elev=924.22' Storage=66,126 cf Inflow=22.12 cfs 1.231 afPond 2PD: Reuse Pond 2 Outflow=4.10 cfs 1.225 af Peak Elev=911.81' Storage=1,833 cf Inflow=14.39 cfs 1.078 afPond 3EXP: Existing 24 inch Culvert-South Primary=13.79 cfs 1.078 af Secondary=0.00 cfs 0.000 af Outflow=13.79 cfs 1.078 af Peak Elev=911.59' Storage=971 cf Inflow=12.02 cfs 0.683 afPond 3PD: Existing 24 inch Culvert-South Primary=11.53 cfs 0.683 af Secondary=0.00 cfs 0.000 af Outflow=11.53 cfs 0.683 af Peak Elev=915.88' Storage=448 cf Inflow=4.86 cfs 0.265 afPond 5PD: 18 inch Culvert 18.0" Round Culvert n=0.013 L=230.0' S=0.0026 '/' Outflow=4.59 cfs 0.265 af Total Runoff Area = 44.800 ac Runoff Volume = 10.159 af Average Runoff Depth = 2.72" 70.57% Pervious = 31.615 ac 29.43% Impervious = 13.185 ac 24-08-16 MSE 24-hr 3 10-yr Rainfall=4.25"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 33HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1AEX: Pioneer Pass 1st Addition Existing to Pond 7 Runoff =29.26 cfs @ 12.20 hrs, Volume=1.720 af, Depth= 2.87" Routed to Pond 1EXP : Existing Pond 7 To Existing Pond 6 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-yr Rainfall=4.25" Area (ac) CN Description 7.200 87 1/4 acre lots, 38% imp, HSG D 4.464 62.00% Pervious Area 2.736 38.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 12.0 Direct Entry, Subcatchment 1AEX: Pioneer Pass 1st Addition Existing to Pond 7 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 MSE 24-hr 3 10-yr Rainfall=4.25" Runoff Area=7.200 ac Runoff Volume=1.720 af Runoff Depth=2.87" Tc=12.0 min CN=87 29.26 cfs 24-08-16 MSE 24-hr 3 10-yr Rainfall=4.25"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 34HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1AP: Pioneer Pass 1st Addition Existing to Pond 7 Runoff =29.26 cfs @ 12.20 hrs, Volume=1.720 af, Depth= 2.87" Routed to Pond 1EXPD : Existing Expanded Pond 7 To Existing Pond 6 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-yr Rainfall=4.25" Area (ac) CN Description 7.200 87 1/4 acre lots, 38% imp, HSG D 4.464 62.00% Pervious Area 2.736 38.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 12.0 Direct Entry, Subcatchment 1AP: Pioneer Pass 1st Addition Existing to Pond 7 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 MSE 24-hr 3 10-yr Rainfall=4.25" Runoff Area=7.200 ac Runoff Volume=1.720 af Runoff Depth=2.87" Tc=12.0 min CN=87 29.26 cfs 24-08-16 MSE 24-hr 3 10-yr Rainfall=4.25"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 35HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1EX: Onsite Existing Dainage Runoff =4.44 cfs @ 12.33 hrs, Volume=0.351 af, Depth= 2.17" Routed to Pond 1EXP : Existing Pond 7 To Existing Pond 6 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-yr Rainfall=4.25" Area (ac) CN Description 1.940 79 Woods/grass comb., Good, HSG D 1.940 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 20.0 300 0.0260 0.25 Sheet Flow, Range n= 0.130 P2= 2.86" 2.6 125 0.0260 0.81 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 22.6 425 Total Subcatchment 1EX: Onsite Existing Dainage Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)4 3 2 1 0 MSE 24-hr 3 10-yr Rainfall=4.25" Runoff Area=1.940 ac Runoff Volume=0.351 af Runoff Depth=2.17" Flow Length=425' Slope=0.0260 '/' Tc=22.6 min CN=79 4.44 cfs 24-08-16 MSE 24-hr 3 10-yr Rainfall=4.25"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 36HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1P: To Existing Expanded Pond Runoff =8.31 cfs @ 12.17 hrs, Volume=0.457 af, Depth= 2.96" Routed to Pond 1EXPD : Existing Expanded Pond 7 To Existing Pond 6 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-yr Rainfall=4.25" Area (ac) CN Description 0.850 98 Paved parking, HSG D 1.000 80 >75% Grass cover, Good, HSG D 1.850 88 Weighted Average 1.000 54.05% Pervious Area 0.850 45.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 10.0 Direct Entry, Subcatchment 1P: To Existing Expanded Pond Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 10-yr Rainfall=4.25" Runoff Area=1.850 ac Runoff Volume=0.457 af Runoff Depth=2.96" Tc=10.0 min CN=88 8.31 cfs 24-08-16 MSE 24-hr 3 10-yr Rainfall=4.25"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 37HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 2EX: Onsite Drainage to Northeast Runoff =13.32 cfs @ 12.33 hrs, Volume=1.048 af, Depth= 2.33" 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-yr Rainfall=4.25" Area (ac) CN Description 4.360 79 Woods/grass comb., Good, HSG D 1.030 87 1/4 acre lots, 38% imp, HSG D 5.390 81 Weighted Average 4.999 92.74% Pervious Area 0.391 7.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 20.0 300 0.0260 0.25 Sheet Flow, Range n= 0.130 P2= 2.86" 2.1 220 0.1200 1.73 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 22.1 520 Total Subcatchment 2EX: Onsite Drainage to Northeast Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 10-yr Rainfall=4.25" Runoff Area=5.390 ac Runoff Volume=1.048 af Runoff Depth=2.33" Flow Length=520' Tc=22.1 min CN=81 13.32 cfs 24-08-16 MSE 24-hr 3 10-yr Rainfall=4.25"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 38HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 2P: To Reuse Pond 2 Runoff =22.12 cfs @ 12.17 hrs, Volume=1.231 af, Depth= 3.16" Routed to Pond 2PD : Reuse Pond 2 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-yr Rainfall=4.25" Area (ac) CN Description 2.690 98 Paved parking, HSG D 1.990 80 >75% Grass cover, Good, HSG D 4.680 90 Weighted Average 1.990 42.52% Pervious Area 2.690 57.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 10.0 Direct Entry, Subcatchment 2P: To Reuse Pond 2 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)24 22 20 18 16 14 12 10 8 6 4 2 0 MSE 24-hr 3 10-yr Rainfall=4.25" Runoff Area=4.680 ac Runoff Volume=1.231 af Runoff Depth=3.16" Tc=10.0 min CN=90 22.12 cfs 24-08-16 MSE 24-hr 3 10-yr Rainfall=4.25"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 39HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Onsite Drainage Direct to Northeast Runoff =8.76 cfs @ 12.32 hrs, Volume=0.689 af, Depth= 2.42" Routed to Reach 2R : To Northeast 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-yr Rainfall=4.25" Area (ac) CN Description 1.970 79 Woods/grass comb., Good, HSG D 1.030 87 1/4 acre lots, 38% imp, HSG D 0.060 98 Paved parking, HSG D 0.360 80 >75% Grass cover, Good, HSG D 3.420 82 Weighted Average 2.969 86.80% Pervious Area 0.451 13.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 20.0 300 0.0260 0.25 Sheet Flow, Range n= 0.130 P2= 2.86" 2.1 220 0.1200 1.73 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 22.1 520 Total Subcatchment 2S: Onsite Drainage Direct to Northeast Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 10-yr Rainfall=4.25" Runoff Area=3.420 ac Runoff Volume=0.689 af Runoff Depth=2.42" Flow Length=520' Tc=22.1 min CN=82 8.76 cfs 24-08-16 MSE 24-hr 3 10-yr Rainfall=4.25"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 40HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 3EX: Onsite Drainage to South Existing 24" Culvert Runoff =14.39 cfs @ 12.30 hrs, Volume=1.078 af, Depth= 2.42" Routed to Pond 3EXP : Existing 24 inch Culvert-South 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-yr Rainfall=4.25" Area (ac) CN Description 4.200 79 Woods/grass comb., Good, HSG D 1.150 93 Paved roads w/open ditches, 50% imp, HSG D 5.350 82 Weighted Average 4.775 89.25% Pervious Area 0.575 10.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 12.2 300 0.0900 0.41 Sheet Flow, Range n= 0.130 P2= 2.86" 8.0 380 0.0250 0.79 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 20.2 680 Total Subcatchment 3EX: Onsite Drainage to South Existing 24" Culvert Runoff Hydrograph Time (hours)727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 10-yr Rainfall=4.25" Runoff Area=5.350 ac Runoff Volume=1.078 af Runoff Depth=2.42" Flow Length=680' Tc=20.2 min CN=82 14.39 cfs 24-08-16 MSE 24-hr 3 10-yr Rainfall=4.25"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 41HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Onsite Drainage to South Existing 24" Culvert Runoff =7.56 cfs @ 12.17 hrs, Volume=0.418 af, Depth= 3.06" Routed to Pond 3PD : Existing 24 inch Culvert-South 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-yr Rainfall=4.25" Area (ac) CN Description 0.690 80 >75% Grass cover, Good, HSG D 0.550 93 Paved roads w/open ditches, 50% imp, HSG D 0.400 98 Paved parking, HSG D 1.640 89 Weighted Average 0.965 58.84% Pervious Area 0.675 41.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 10.0 Direct Entry, Subcatchment 3S: Onsite Drainage to South Existing 24" Culvert Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)8 7 6 5 4 3 2 1 0 MSE 24-hr 3 10-yr Rainfall=4.25" Runoff Area=1.640 ac Runoff Volume=0.418 af Runoff Depth=3.06" Tc=10.0 min CN=89 7.56 cfs 24-08-16 MSE 24-hr 3 10-yr Rainfall=4.25"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 42HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 4EX: Onsite Drainage to Southeast to Existing Storm Sewer in Bluff Creek Drive Runoff =7.57 cfs @ 12.28 hrs, Volume=0.544 af, Depth= 2.59" Routed to Reach 4E : To Southwest to Existing Storm Sewer 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-yr Rainfall=4.25" Area (ac) CN Description 1.720 79 Woods/grass comb., Good, HSG D 0.400 93 Paved roads w/open ditches, 50% imp, HSG D 0.400 98 Paved roads w/curbs & sewers, HSG D 2.520 84 Weighted Average 1.920 76.19% Pervious Area 0.600 23.81% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 18.2 300 0.0330 0.27 Sheet Flow, Range n= 0.130 P2= 2.86" 0.5 80 0.0330 2.72 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 18.7 380 Total Subcatchment 4EX: Onsite Drainage to Southeast to Existing Storm Sewer in Bluff Creek Drive Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)8 7 6 5 4 3 2 1 0 MSE 24-hr 3 10-yr Rainfall=4.25" Runoff Area=2.520 ac Runoff Volume=0.544 af Runoff Depth=2.59" Flow Length=380' Slope=0.0330 '/' Tc=18.7 min CN=84 7.57 cfs 24-08-16 MSE 24-hr 3 10-yr Rainfall=4.25"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 43HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: Onsite Drainage to Southeast to Existing Storm Sewer in Bluff Creek Drive Runoff =10.72 cfs @ 12.20 hrs, Volume=0.637 af, Depth= 3.06" Routed to Reach 4PR : To Southwest to Existing Storm Sewer 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-yr Rainfall=4.25" Area (ac) CN Description 1.150 80 >75% Grass cover, Good, HSG D 0.400 93 Paved roads w/open ditches, 50% imp, HSG D 0.400 98 Paved roads w/curbs & sewers, HSG D 0.550 98 Paved parking, HSG D 2.500 89 Weighted Average 1.350 54.00% Pervious Area 1.150 46.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 12.0 Direct Entry, Subcatchment 4S: Onsite Drainage to Southeast to Existing Storm Sewer in Bluff Creek Drive Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 10-yr Rainfall=4.25" Runoff Area=2.500 ac Runoff Volume=0.637 af Runoff Depth=3.06" Tc=12.0 min CN=89 10.72 cfs 24-08-16 MSE 24-hr 3 10-yr Rainfall=4.25"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 44HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Onsite Drainage to South Existing 24" Culvert Runoff =4.86 cfs @ 12.17 hrs, Volume=0.265 af, Depth= 2.87" Routed to Pond 5PD : 18 inch Culvert 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-yr Rainfall=4.25" Area (ac) CN Description 0.560 80 >75% Grass cover, Good, HSG D 0.440 93 Paved roads w/open ditches, 50% imp, HSG D 0.110 98 Paved parking, HSG D 1.110 87 Weighted Average 0.780 70.27% Pervious Area 0.330 29.73% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 10.0 Direct Entry, Subcatchment 5S: Onsite Drainage to South Existing 24" Culvert Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)5 4 3 2 1 0 MSE 24-hr 3 10-yr Rainfall=4.25" Runoff Area=1.110 ac Runoff Volume=0.265 af Runoff Depth=2.87" Tc=10.0 min CN=87 4.86 cfs 24-08-16 MSE 24-hr 3 10-yr Rainfall=4.25"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 45HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Reach 2R: To Northeast Inflow Area =8.100 ac, 38.78% Impervious, Inflow Depth > 2.84" for 10-yr event Inflow =12.63 cfs @ 12.33 hrs, Volume=1.914 af Outflow =12.63 cfs @ 12.33 hrs, Volume=1.914 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 2R: To Northeast Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=8.100 ac 12.63 cfs 12.63 cfs 24-08-16 MSE 24-hr 3 10-yr Rainfall=4.25"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 46HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Reach 4E: To Southwest to Existing Storm Sewer Inflow Area =2.520 ac, 23.81% Impervious, Inflow Depth = 2.59" for 10-yr event Inflow =7.57 cfs @ 12.28 hrs, Volume=0.544 af Outflow =7.57 cfs @ 12.28 hrs, Volume=0.544 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 4E: To Southwest to Existing Storm Sewer Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)8 7 6 5 4 3 2 1 0 Inflow Area=2.520 ac 7.57 cfs 7.57 cfs 24-08-16 MSE 24-hr 3 10-yr Rainfall=4.25"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 47HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Reach 4PR: To Southwest to Existing Storm Sewer Inflow Area =2.500 ac, 46.00% Impervious, Inflow Depth = 3.06" for 10-yr event Inflow =10.72 cfs @ 12.20 hrs, Volume=0.637 af Outflow =10.72 cfs @ 12.20 hrs, Volume=0.637 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 4PR: To Southwest to Existing Storm Sewer Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.500 ac 10.72 cfs 10.72 cfs 24-08-16 MSE 24-hr 3 10-yr Rainfall=4.25"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 48HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Pond 1EXP: Existing Pond 7 To Existing Pond 6 Inflow Area =9.140 ac, 29.93% Impervious, Inflow Depth = 2.72" for 10-yr event Inflow =32.39 cfs @ 12.20 hrs, Volume=2.071 af Outflow =10.88 cfs @ 12.52 hrs, Volume=2.071 af, Atten= 66%, Lag= 18.9 min Primary =10.88 cfs @ 12.52 hrs, Volume=2.071 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 929.04' @ 12.52 hrs Surf.Area= 18,616 sf Storage= 29,778 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 30.7 min ( 830.3 - 799.5 ) Volume Invert Avail.Storage Storage Description #1 927.00'78,223 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 927.00 11,890 0 0 928.00 13,936 12,913 12,913 930.00 22,970 36,906 49,819 931.00 33,838 28,404 78,223 Device Routing Invert Outlet Devices #1 Primary 921.12'18.0" Round Culvert L= 48.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 921.12' / 920.42' S= 0.0146 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.77 sf #2 Device 1 926.65'18.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 929.23'48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=10.88 cfs @ 12.52 hrs HW=929.04' (Free Discharge) 1=Culvert (Passes 10.88 cfs of 22.78 cfs potential flow) 2=Orifice/Grate (Orifice Controls 10.88 cfs @ 6.16 fps) 3=Orifice/Grate ( Controls 0.00 cfs) 24-08-16 MSE 24-hr 3 10-yr Rainfall=4.25"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 49HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Pond 1EXP: Existing Pond 7 To Existing Pond 6 InflowPrimary 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=9.140 ac Peak Elev=929.04' Storage=29,778 cf 32.39 cfs 10.88 cfs 24-08-16 MSE 24-hr 3 10-yr Rainfall=4.25"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 50HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Pond 1EXPD: Existing Expanded Pond 7 To Existing Pond 6 Inflow Area =9.050 ac, 39.62% Impervious, Inflow Depth = 2.89" for 10-yr event Inflow =37.32 cfs @ 12.19 hrs, Volume=2.177 af Outflow =4.13 cfs @ 12.85 hrs, Volume=1.276 af, Atten= 89%, Lag= 39.8 min Primary =4.13 cfs @ 12.85 hrs, Volume=1.276 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 927.63' @ 12.85 hrs Surf.Area= 22,793 sf Storage= 59,281 cf Plug-Flow detention time= 274.9 min calculated for 1.276 af (59% of inflow) Center-of-Mass det. time= 198.4 min ( 992.4 - 794.1 ) Volume Invert Avail.Storage Storage Description #1 920.00'165,777 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 920.00 2,741 0 0 922.00 4,154 6,895 6,895 924.00 6,236 10,390 17,285 926.00 7,652 13,888 31,173 927.00 20,964 14,308 45,481 928.00 23,864 22,414 67,895 930.00 34,154 58,018 125,913 931.00 45,573 39,864 165,777 Device Routing Invert Outlet Devices #1 Primary 921.12'18.0" Round Culvert L= 48.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 921.12' / 920.42' S= 0.0146 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.77 sf #2 Device 1 926.65'18.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 929.23'48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=4.13 cfs @ 12.85 hrs HW=927.63' (Free Discharge) 1=Culvert (Passes 4.13 cfs of 20.42 cfs potential flow) 2=Orifice/Grate (Orifice Controls 4.13 cfs @ 3.37 fps) 3=Orifice/Grate ( Controls 0.00 cfs) 24-08-16 MSE 24-hr 3 10-yr Rainfall=4.25"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 51HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Pond 1EXPD: Existing Expanded Pond 7 To Existing Pond 6 InflowPrimary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=9.050 ac Peak Elev=927.63' Storage=59,281 cf 37.32 cfs 4.13 cfs 24-08-16 MSE 24-hr 3 10-yr Rainfall=4.25"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 52HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Pond 2PD: Reuse Pond 2 Inflow Area =4.680 ac, 57.48% Impervious, Inflow Depth = 3.16" for 10-yr event Inflow =22.12 cfs @ 12.17 hrs, Volume=1.231 af Outflow =4.10 cfs @ 12.56 hrs, Volume=1.225 af, Atten= 81%, Lag= 22.9 min Primary =4.10 cfs @ 12.56 hrs, Volume=1.225 af Routed to Reach 2R : To Northeast Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Starting Elev= 922.50' Surf.Area= 13,883 sf Storage= 39,015 cf Peak Elev= 924.22' @ 12.56 hrs Surf.Area= 17,648 sf Storage= 66,126 cf (27,111 cf above start) Plug-Flow detention time= 585.2 min calculated for 0.329 af (27% of inflow) Center-of-Mass det. time= 149.0 min ( 934.3 - 785.3 ) Volume Invert Avail.Storage Storage Description #1 913.00'101,138 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 913.00 702 0 0 914.00 1,078 890 890 916.00 2,128 3,206 4,096 918.00 3,587 5,715 9,811 920.00 5,436 9,023 18,834 921.50 7,330 9,575 28,409 922.50 13,883 10,607 39,015 924.00 17,145 23,271 62,286 926.00 21,707 38,852 101,138 Device Routing Invert Outlet Devices #1 Primary 922.50'12.0" Round Culvert L= 29.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 922.50' / 922.20' S= 0.0103 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 0.79 sf #2 Device 1 922.50'10.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 923.60'5.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=4.10 cfs @ 12.56 hrs HW=924.22' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 4.10 cfs @ 5.22 fps) 2=Orifice/Grate (Passes < 3.00 cfs potential flow) 3=Broad-Crested Rectangular Weir (Passes < 7.59 cfs potential flow) 24-08-16 MSE 24-hr 3 10-yr Rainfall=4.25"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 53HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Pond 2PD: Reuse Pond 2 InflowPrimary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=4.680 ac Peak Elev=924.22' Storage=66,126 cf 22.12 cfs 4.10 cfs 24-08-16 MSE 24-hr 3 10-yr Rainfall=4.25"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 54HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3EXP: Existing 24 inch Culvert-South Inflow Area =5.350 ac, 10.75% Impervious, Inflow Depth = 2.42" for 10-yr event Inflow =14.39 cfs @ 12.30 hrs, Volume=1.078 af Outflow =13.79 cfs @ 12.35 hrs, Volume=1.078 af, Atten= 4%, Lag= 3.0 min Primary =13.79 cfs @ 12.35 hrs, Volume=1.078 af Secondary =0.00 cfs @ 0.00 hrs, Volume=0.000 af Routed to Reach 4E : To Southwest to Existing Storm Sewer Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 911.81' @ 12.35 hrs Surf.Area= 1,997 sf Storage= 1,833 cf Plug-Flow detention time= 1.6 min calculated for 1.078 af (100% of inflow) Center-of-Mass det. time= 1.6 min ( 815.3 - 813.7 ) Volume Invert Avail.Storage Storage Description #1 909.92'19,272 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 909.92 10 0 0 910.00 25 1 1 912.00 2,202 2,227 2,228 914.00 14,842 17,044 19,272 Device Routing Invert Outlet Devices #1 Primary 909.92'24.0" Round Culvert L= 170.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 909.92' / 908.74' S= 0.0069 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 3.14 sf #2 Secondary 912.60'20.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=13.78 cfs @ 12.35 hrs HW=911.81' (Free Discharge) 1=Culvert (Barrel Controls 13.78 cfs @ 5.79 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=909.92' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 24-08-16 MSE 24-hr 3 10-yr Rainfall=4.25"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 55HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Pond 3EXP: Existing 24 inch Culvert-South InflowOutflow Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=5.350 ac Peak Elev=911.81' Storage=1,833 cf 14.39 cfs 13.79 cfs13.79 cfs 0.00 cfs 24-08-16 MSE 24-hr 3 10-yr Rainfall=4.25"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 56HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3PD: Existing 24 inch Culvert-South Inflow Area =2.750 ac, 36.55% Impervious, Inflow Depth = 2.98" for 10-yr event Inflow =12.02 cfs @ 12.18 hrs, Volume=0.683 af Outflow =11.53 cfs @ 12.21 hrs, Volume=0.683 af, Atten= 4%, Lag= 1.6 min Primary =11.53 cfs @ 12.21 hrs, Volume=0.683 af Secondary =0.00 cfs @ 0.00 hrs, Volume=0.000 af Routed to Reach 4PR : To Southwest to Existing Storm Sewer Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 911.59' @ 12.21 hrs Surf.Area= 1,198 sf Storage= 971 cf Plug-Flow detention time= 1.2 min calculated for 0.683 af (100% of inflow) Center-of-Mass det. time= 1.0 min ( 791.6 - 790.6 ) Volume Invert Avail.Storage Storage Description #1 909.92'11,590 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 909.92 10 0 0 910.00 25 1 1 912.00 1,505 1,530 1,531 914.00 8,554 10,059 11,590 Device Routing Invert Outlet Devices #1 Primary 909.92'24.0" Round Culvert L= 170.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 909.92' / 908.74' S= 0.0069 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 3.14 sf #2 Secondary 912.60'20.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=11.53 cfs @ 12.21 hrs HW=911.59' (Free Discharge) 1=Culvert (Barrel Controls 11.53 cfs @ 5.59 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=909.92' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 24-08-16 MSE 24-hr 3 10-yr Rainfall=4.25"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 57HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Pond 3PD: Existing 24 inch Culvert-South InflowOutflow Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.750 ac Peak Elev=911.59' Storage=971 cf 12.02 cfs 11.53 cfs11.53 cfs 0.00 cfs 24-08-16 MSE 24-hr 3 10-yr Rainfall=4.25"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 58HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5PD: 18 inch Culvert Inflow Area =1.110 ac, 29.73% Impervious, Inflow Depth = 2.87" for 10-yr event Inflow =4.86 cfs @ 12.17 hrs, Volume=0.265 af Outflow =4.59 cfs @ 12.20 hrs, Volume=0.265 af, Atten= 5%, Lag= 1.7 min Primary =4.59 cfs @ 12.20 hrs, Volume=0.265 af Routed to Pond 3PD : Existing 24 inch Culvert-South Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 915.88' @ 12.20 hrs Surf.Area= 644 sf Storage= 448 cf Plug-Flow detention time= 1.7 min calculated for 0.265 af (100% of inflow) Center-of-Mass det. time= 1.5 min ( 794.6 - 793.1 ) Volume Invert Avail.Storage Storage Description #1 914.50'7,748 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 914.50 5 0 0 916.00 700 529 529 918.00 1,800 2,500 3,029 920.00 2,919 4,719 7,748 Device Routing Invert Outlet Devices #1 Primary 914.50'18.0" Round Culvert L= 230.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 914.50' / 913.90' S= 0.0026 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.77 sf Primary OutFlow Max=4.59 cfs @ 12.20 hrs HW=915.88' TW=911.58' (Dynamic Tailwater) 1=Culvert (Barrel Controls 4.59 cfs @ 3.53 fps) 24-08-16 MSE 24-hr 3 10-yr Rainfall=4.25"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 59HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Pond 5PD: 18 inch Culvert InflowPrimary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)5 4 3 2 1 0 Inflow Area=1.110 ac Peak Elev=915.88' Storage=448 cf 18.0" Round Culvert n=0.013 L=230.0' S=0.0026 '/' 4.86 cfs 4.59 cfs 24-08-16 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Preliminary Design 24- Printed 8/14/2024Prepared by Westwood Professional Services Page 60HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=7.200 ac 38.00% Impervious Runoff Depth>1.14"Subcatchment 1AEX: Pioneer Pass 1st Tc=12.0 min AMC Adjusted CN=98 Runoff=0.17 cfs 0.684 af Runoff Area=7.200 ac 38.00% Impervious Runoff Depth>1.14"Subcatchment 1AP: Pioneer Pass 1st Addition Tc=12.0 min AMC Adjusted CN=98 Runoff=0.17 cfs 0.684 af Runoff Area=1.940 ac 0.00% Impervious Runoff Depth>1.14"Subcatchment 1EX: Onsite Existing Dainage Flow Length=425' Slope=0.0260 '/' Tc=22.6 min AMC Adjusted CN=98 Runoff=0.05 cfs 0.184 af Runoff Area=1.850 ac 45.95% Impervious Runoff Depth>1.14"Subcatchment 1P: To Existing Expanded Pond Tc=10.0 min AMC Adjusted CN=98 Runoff=0.04 cfs 0.176 af Runoff Area=5.390 ac 7.26% Impervious Runoff Depth>1.14"Subcatchment 2EX: Onsite Drainage to Flow Length=520' Tc=22.1 min AMC Adjusted CN=98 Runoff=0.13 cfs 0.511 af Runoff Area=4.680 ac 57.48% Impervious Runoff Depth>1.14"Subcatchment 2P: To Reuse Pond 2 Tc=10.0 min AMC Adjusted CN=98 Runoff=0.11 cfs 0.445 af Runoff Area=3.420 ac 13.20% Impervious Runoff Depth>1.14"Subcatchment 2S: Onsite Drainage Direct to Flow Length=520' Tc=22.1 min AMC Adjusted CN=98 Runoff=0.08 cfs 0.324 af Runoff Area=5.350 ac 10.75% Impervious Runoff Depth>1.14"Subcatchment 3EX: Onsite Drainage to South Flow Length=680' Tc=20.2 min AMC Adjusted CN=98 Runoff=0.13 cfs 0.507 af Runoff Area=1.640 ac 41.16% Impervious Runoff Depth>1.14"Subcatchment 3S: Onsite Drainage to South Tc=10.0 min AMC Adjusted CN=98 Runoff=0.04 cfs 0.156 af Runoff Area=2.520 ac 23.81% Impervious Runoff Depth>1.14"Subcatchment 4EX: Onsite Drainage to Flow Length=380' Slope=0.0330 '/' Tc=18.7 min AMC Adjusted CN=98 Runoff=0.06 cfs 0.239 af Runoff Area=2.500 ac 46.00% Impervious Runoff Depth>1.14"Subcatchment 4S: Onsite Drainage to Tc=12.0 min AMC Adjusted CN=98 Runoff=0.06 cfs 0.238 af Runoff Area=1.110 ac 29.73% Impervious Runoff Depth>1.14"Subcatchment 5S: Onsite Drainage to South Tc=10.0 min AMC Adjusted CN=98 Runoff=0.03 cfs 0.106 af Inflow=0.19 cfs 0.714 afReach 2R: To Northeast Outflow=0.19 cfs 0.714 af Inflow=0.06 cfs 0.239 afReach 4E: To Southwest to Existing Storm Sewer Outflow=0.06 cfs 0.239 af Inflow=0.06 cfs 0.238 afReach 4PR: To Southwest to Existing Storm Sewer Outflow=0.06 cfs 0.238 af Peak Elev=927.00' Storage=0 cf Inflow=0.22 cfs 0.868 afPond 1EXP: Existing Pond 7 To Existing Pond 6 Outflow=0.22 cfs 0.868 af 24-08-16 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Preliminary Design 24- Printed 8/14/2024Prepared by Westwood Professional Services Page 61HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Peak Elev=926.55' Storage=37,467 cf Inflow=0.22 cfs 0.860 afPond 1EXPD: Existing Expanded Pond 7 To Outflow=0.00 cfs 0.000 af Peak Elev=922.67' Storage=41,391 cf Inflow=0.11 cfs 0.445 afPond 2PD: Reuse Pond 2 Outflow=0.11 cfs 0.391 af Peak Elev=910.08' Storage=7 cf Inflow=0.13 cfs 0.507 afPond 3EXP: Existing 24 inch Culvert-South Primary=0.13 cfs 0.507 af Secondary=0.00 cfs 0.000 af Outflow=0.13 cfs 0.507 af Peak Elev=910.04' Storage=3 cf Inflow=0.07 cfs 0.261 afPond 3PD: Existing 24 inch Culvert-South Primary=0.07 cfs 0.261 af Secondary=0.00 cfs 0.000 af Outflow=0.07 cfs 0.261 af Peak Elev=914.60' Storage=3 cf Inflow=0.03 cfs 0.106 afPond 5PD: 18 inch Culvert 18.0" Round Culvert n=0.013 L=230.0' S=0.0026 '/' Outflow=0.03 cfs 0.105 af Total Runoff Area = 44.800 ac Runoff Volume = 4.253 af Average Runoff Depth = 1.14" 70.57% Pervious = 31.615 ac 29.43% Impervious = 13.185 ac 24-08-16 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Preliminary Design 24- Printed 8/14/2024Prepared by Westwood Professional Services Page 62HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1AEX: Pioneer Pass 1st Addition Existing to Pond 7 Runoff =0.17 cfs @ 69.16 hrs, Volume=0.684 af, Depth> 1.14" Routed to Pond 1EXP : Existing Pond 7 To Existing Pond 6 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 7.200 87 1/4 acre lots, 38% imp, HSG D 7.200 87 98 Weighted Average, AMC Adjusted 4.464 62.00% Pervious Area 2.736 38.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 12.0 Direct Entry, Subcatchment 1AEX: Pioneer Pass 1st Addition Existing to Pond 7 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 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20" AMC=4 Runoff Area=7.200 ac Runoff Volume=0.684 af Runoff Depth>1.14" Tc=12.0 min AMC Adjusted CN=98 0.17 cfs 24-08-16 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Preliminary Design 24- Printed 8/14/2024Prepared by Westwood Professional Services Page 63HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1AP: Pioneer Pass 1st Addition Existing to Pond 7 Runoff =0.17 cfs @ 69.16 hrs, Volume=0.684 af, Depth> 1.14" Routed to Pond 1EXPD : Existing Expanded Pond 7 To Existing Pond 6 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 7.200 87 1/4 acre lots, 38% imp, HSG D 7.200 87 98 Weighted Average, AMC Adjusted 4.464 62.00% Pervious Area 2.736 38.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 12.0 Direct Entry, Subcatchment 1AP: Pioneer Pass 1st Addition Existing to Pond 7 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 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20" AMC=4 Runoff Area=7.200 ac Runoff Volume=0.684 af Runoff Depth>1.14" Tc=12.0 min AMC Adjusted CN=98 0.17 cfs 24-08-16 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Preliminary Design 24- Printed 8/14/2024Prepared by Westwood Professional Services Page 64HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1EX: Onsite Existing Dainage Runoff =0.05 cfs @ 69.28 hrs, Volume=0.184 af, Depth> 1.14" Routed to Pond 1EXP : Existing Pond 7 To Existing Pond 6 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 1.940 79 Woods/grass comb., Good, HSG D 1.940 79 98 Weighted Average, AMC Adjusted 1.940 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 20.0 300 0.0260 0.25 Sheet Flow, Range n= 0.130 P2= 2.86" 2.6 125 0.0260 0.81 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 22.6 425 Total Subcatchment 1EX: Onsite Existing Dainage Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20" AMC=4 Runoff Area=1.940 ac Runoff Volume=0.184 af Runoff Depth>1.14" Flow Length=425' Slope=0.0260 '/' Tc=22.6 min AMC Adjusted CN=98 0.05 cfs 24-08-16 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Preliminary Design 24- Printed 8/14/2024Prepared by Westwood Professional Services Page 65HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1P: To Existing Expanded Pond Runoff =0.04 cfs @ 69.10 hrs, Volume=0.176 af, Depth> 1.14" Routed to Pond 1EXPD : Existing Expanded Pond 7 To Existing Pond 6 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 0.850 98 Paved parking, HSG D 1.000 80 >75% Grass cover, Good, HSG D 1.850 88 98 Weighted Average, AMC Adjusted 1.000 54.05% Pervious Area 0.850 45.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 10.0 Direct Entry, Subcatchment 1P: To Existing Expanded Pond Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20" AMC=4 Runoff Area=1.850 ac Runoff Volume=0.176 af Runoff Depth>1.14" Tc=10.0 min AMC Adjusted CN=98 0.04 cfs 24-08-16 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Preliminary Design 24- Printed 8/14/2024Prepared by Westwood Professional Services Page 66HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 2EX: Onsite Drainage to Northeast Runoff =0.13 cfs @ 69.32 hrs, Volume=0.511 af, Depth> 1.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 4.360 79 Woods/grass comb., Good, HSG D 1.030 87 1/4 acre lots, 38% imp, HSG D 5.390 81 98 Weighted Average, AMC Adjusted 4.999 92.74% Pervious Area 0.391 7.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 20.0 300 0.0260 0.25 Sheet Flow, Range n= 0.130 P2= 2.86" 2.1 220 0.1200 1.73 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 22.1 520 Total Subcatchment 2EX: Onsite Drainage to Northeast 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 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20" AMC=4 Runoff Area=5.390 ac Runoff Volume=0.511 af Runoff Depth>1.14" Flow Length=520' Tc=22.1 min AMC Adjusted CN=98 0.13 cfs 24-08-16 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Preliminary Design 24- Printed 8/14/2024Prepared by Westwood Professional Services Page 67HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 2P: To Reuse Pond 2 Runoff =0.11 cfs @ 69.10 hrs, Volume=0.445 af, Depth> 1.14" Routed to Pond 2PD : Reuse Pond 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 2.690 98 Paved parking, HSG D 1.990 80 >75% Grass cover, Good, HSG D 4.680 90 98 Weighted Average, AMC Adjusted 1.990 42.52% Pervious Area 2.690 57.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 10.0 Direct Entry, Subcatchment 2P: To Reuse Pond 2 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 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20" AMC=4 Runoff Area=4.680 ac Runoff Volume=0.445 af Runoff Depth>1.14" Tc=10.0 min AMC Adjusted CN=98 0.11 cfs 24-08-16 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Preliminary Design 24- Printed 8/14/2024Prepared by Westwood Professional Services Page 68HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Onsite Drainage Direct to Northeast Runoff =0.08 cfs @ 69.32 hrs, Volume=0.324 af, Depth> 1.14" Routed to Reach 2R : To Northeast Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 1.970 79 Woods/grass comb., Good, HSG D 1.030 87 1/4 acre lots, 38% imp, HSG D 0.060 98 Paved parking, HSG D 0.360 80 >75% Grass cover, Good, HSG D 3.420 82 98 Weighted Average, AMC Adjusted 2.969 86.80% Pervious Area 0.451 13.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 20.0 300 0.0260 0.25 Sheet Flow, Range n= 0.130 P2= 2.86" 2.1 220 0.1200 1.73 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 22.1 520 Total Subcatchment 2S: Onsite Drainage Direct to Northeast Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)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 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20" AMC=4 Runoff Area=3.420 ac Runoff Volume=0.324 af Runoff Depth>1.14" Flow Length=520' Tc=22.1 min AMC Adjusted CN=98 0.08 cfs 24-08-16 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Preliminary Design 24- Printed 8/14/2024Prepared by Westwood Professional Services Page 69HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 3EX: Onsite Drainage to South Existing 24" Culvert Runoff =0.13 cfs @ 69.24 hrs, Volume=0.507 af, Depth> 1.14" Routed to Pond 3EXP : Existing 24 inch Culvert-South Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 4.200 79 Woods/grass comb., Good, HSG D 1.150 93 Paved roads w/open ditches, 50% imp, HSG D 5.350 82 98 Weighted Average, AMC Adjusted 4.775 89.25% Pervious Area 0.575 10.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 12.2 300 0.0900 0.41 Sheet Flow, Range n= 0.130 P2= 2.86" 8.0 380 0.0250 0.79 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 20.2 680 Total Subcatchment 3EX: Onsite Drainage to South Existing 24" Culvert 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 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20" AMC=4 Runoff Area=5.350 ac Runoff Volume=0.507 af Runoff Depth>1.14" Flow Length=680' Tc=20.2 min AMC Adjusted CN=98 0.13 cfs 24-08-16 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Preliminary Design 24- Printed 8/14/2024Prepared by Westwood Professional Services Page 70HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Onsite Drainage to South Existing 24" Culvert Runoff =0.04 cfs @ 69.10 hrs, Volume=0.156 af, Depth> 1.14" Routed to Pond 3PD : Existing 24 inch Culvert-South Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 0.690 80 >75% Grass cover, Good, HSG D 0.550 93 Paved roads w/open ditches, 50% imp, HSG D 0.400 98 Paved parking, HSG D 1.640 89 98 Weighted Average, AMC Adjusted 0.965 58.84% Pervious Area 0.675 41.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 10.0 Direct Entry, Subcatchment 3S: Onsite Drainage to South Existing 24" Culvert Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.044 0.042 0.04 0.038 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 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20" AMC=4 Runoff Area=1.640 ac Runoff Volume=0.156 af Runoff Depth>1.14" Tc=10.0 min AMC Adjusted CN=98 0.04 cfs 24-08-16 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Preliminary Design 24- Printed 8/14/2024Prepared by Westwood Professional Services Page 71HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 4EX: Onsite Drainage to Southeast to Existing Storm Sewer in Bluff Creek Drive Runoff =0.06 cfs @ 69.21 hrs, Volume=0.239 af, Depth> 1.14" Routed to Reach 4E : To Southwest to Existing Storm Sewer Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 1.720 79 Woods/grass comb., Good, HSG D 0.400 93 Paved roads w/open ditches, 50% imp, HSG D 0.400 98 Paved roads w/curbs & sewers, HSG D 2.520 84 98 Weighted Average, AMC Adjusted 1.920 76.19% Pervious Area 0.600 23.81% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 18.2 300 0.0330 0.27 Sheet Flow, Range n= 0.130 P2= 2.86" 0.5 80 0.0330 2.72 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 18.7 380 Total Subcatchment 4EX: Onsite Drainage to Southeast to Existing Storm Sewer in Bluff Creek Drive Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)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 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20" AMC=4 Runoff Area=2.520 ac Runoff Volume=0.239 af Runoff Depth>1.14" Flow Length=380' Slope=0.0330 '/' Tc=18.7 min AMC Adjusted CN=98 0.06 cfs 24-08-16 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Preliminary Design 24- Printed 8/14/2024Prepared by Westwood Professional Services Page 72HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: Onsite Drainage to Southeast to Existing Storm Sewer in Bluff Creek Drive Runoff =0.06 cfs @ 69.16 hrs, Volume=0.238 af, Depth> 1.14" Routed to Reach 4PR : To Southwest to Existing Storm Sewer Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 1.150 80 >75% Grass cover, Good, HSG D 0.400 93 Paved roads w/open ditches, 50% imp, HSG D 0.400 98 Paved roads w/curbs & sewers, HSG D 0.550 98 Paved parking, HSG D 2.500 89 98 Weighted Average, AMC Adjusted 1.350 54.00% Pervious Area 1.150 46.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 12.0 Direct Entry, Subcatchment 4S: Onsite Drainage to Southeast to Existing Storm Sewer in Bluff Creek Drive Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)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 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20" AMC=4 Runoff Area=2.500 ac Runoff Volume=0.238 af Runoff Depth>1.14" Tc=12.0 min AMC Adjusted CN=98 0.06 cfs 24-08-16 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Preliminary Design 24- Printed 8/14/2024Prepared by Westwood Professional Services Page 73HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Onsite Drainage to South Existing 24" Culvert Runoff =0.03 cfs @ 69.10 hrs, Volume=0.106 af, Depth> 1.14" Routed to Pond 5PD : 18 inch Culvert Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 0.560 80 >75% Grass cover, Good, HSG D 0.440 93 Paved roads w/open ditches, 50% imp, HSG D 0.110 98 Paved parking, HSG D 1.110 87 98 Weighted Average, AMC Adjusted 0.780 70.27% Pervious Area 0.330 29.73% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 10.0 Direct Entry, Subcatchment 5S: Onsite Drainage to South Existing 24" Culvert Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)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 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20" AMC=4 Runoff Area=1.110 ac Runoff Volume=0.106 af Runoff Depth>1.14" Tc=10.0 min AMC Adjusted CN=98 0.03 cfs 24-08-16 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Preliminary Design 24- Printed 8/14/2024Prepared by Westwood Professional Services Page 74HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Reach 2R: To Northeast Inflow Area =8.100 ac, 38.78% Impervious, Inflow Depth > 1.06" for 100 yr 10 day Snowmelt event Inflow =0.19 cfs @ 71.97 hrs, Volume=0.714 af Outflow =0.19 cfs @ 71.97 hrs, Volume=0.714 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 2R: To Northeast Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)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=8.100 ac 0.19 cfs 0.19 cfs 24-08-16 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Preliminary Design 24- Printed 8/14/2024Prepared by Westwood Professional Services Page 75HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Reach 4E: To Southwest to Existing Storm Sewer Inflow Area =2.520 ac, 23.81% Impervious, Inflow Depth > 1.14" for 100 yr 10 day Snowmelt event Inflow =0.06 cfs @ 69.21 hrs, Volume=0.239 af Outflow =0.06 cfs @ 69.21 hrs, Volume=0.239 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 4E: To Southwest to Existing Storm Sewer Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)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=2.520 ac 0.06 cfs 0.06 cfs 24-08-16 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Preliminary Design 24- Printed 8/14/2024Prepared by Westwood Professional Services Page 76HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Reach 4PR: To Southwest to Existing Storm Sewer Inflow Area =2.500 ac, 46.00% Impervious, Inflow Depth > 1.14" for 100 yr 10 day Snowmelt event Inflow =0.06 cfs @ 69.16 hrs, Volume=0.238 af Outflow =0.06 cfs @ 69.16 hrs, Volume=0.238 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 4PR: To Southwest to Existing Storm Sewer Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)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=2.500 ac 0.06 cfs 0.06 cfs 24-08-16 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Preliminary Design 24- Printed 8/14/2024Prepared by Westwood Professional Services Page 77HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Pond 1EXP: Existing Pond 7 To Existing Pond 6 Inflow Area =9.140 ac, 29.93% Impervious, Inflow Depth > 1.14" for 100 yr 10 day Snowmelt event Inflow =0.22 cfs @ 69.13 hrs, Volume=0.868 af Outflow =0.22 cfs @ 69.13 hrs, Volume=0.868 af, Atten= 0%, Lag= 0.0 min Primary =0.22 cfs @ 69.13 hrs, Volume=0.868 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 927.00' @ 0.00 hrs Surf.Area= 11,890 sf Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= (not calculated: outflow precedes inflow) Volume Invert Avail.Storage Storage Description #1 927.00'78,223 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 927.00 11,890 0 0 928.00 13,936 12,913 12,913 930.00 22,970 36,906 49,819 931.00 33,838 28,404 78,223 Device Routing Invert Outlet Devices #1 Primary 921.12'18.0" Round Culvert L= 48.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 921.12' / 920.42' S= 0.0146 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.77 sf #2 Device 1 926.65'18.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 929.23'48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.00 cfs @ 69.13 hrs HW=927.00' (Free Discharge) 1=Culvert (Passes 0.00 cfs of 19.27 cfs potential flow) 2=Orifice/Grate (Passes 0.00 cfs of 0.63 cfs potential flow) 3=Orifice/Grate ( Controls 0.00 cfs) 24-08-16 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Preliminary Design 24- Printed 8/14/2024Prepared by Westwood Professional Services Page 78HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Pond 1EXP: Existing Pond 7 To Existing Pond 6 InflowPrimary 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=9.140 ac Peak Elev=927.00' Storage=0 cf 0.22 cfs0.22 cfs 24-08-16 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Preliminary Design 24- Printed 8/14/2024Prepared by Westwood Professional Services Page 79HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Pond 1EXPD: Existing Expanded Pond 7 To Existing Pond 6 Inflow Area =9.050 ac, 39.62% Impervious, Inflow Depth > 1.14" for 100 yr 10 day Snowmelt event Inflow =0.22 cfs @ 69.08 hrs, Volume=0.860 af Outflow =0.00 cfs @ 0.00 hrs, Volume=0.000 af, Atten= 100%, Lag= 0.0 min Primary =0.00 cfs @ 0.00 hrs, Volume=0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 926.55' @ 72.00 hrs Surf.Area= 15,037 sf Storage= 37,467 cf 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 #1 920.00'165,777 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 920.00 2,741 0 0 922.00 4,154 6,895 6,895 924.00 6,236 10,390 17,285 926.00 7,652 13,888 31,173 927.00 20,964 14,308 45,481 928.00 23,864 22,414 67,895 930.00 34,154 58,018 125,913 931.00 45,573 39,864 165,777 Device Routing Invert Outlet Devices #1 Primary 921.12'18.0" Round Culvert L= 48.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 921.12' / 920.42' S= 0.0146 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.77 sf #2 Device 1 926.65'18.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 929.23'48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=920.00' (Free Discharge) 1=Culvert ( Controls 0.00 cfs) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Orifice/Grate ( Controls 0.00 cfs) 24-08-16 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Preliminary Design 24- Printed 8/14/2024Prepared by Westwood Professional Services Page 80HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Pond 1EXPD: Existing Expanded Pond 7 To Existing Pond 6 InflowPrimary 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=9.050 ac Peak Elev=926.55' Storage=37,467 cf 0.22 cfs 0.00 cfs 24-08-16 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Preliminary Design 24- Printed 8/14/2024Prepared by Westwood Professional Services Page 81HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Pond 2PD: Reuse Pond 2 Inflow Area =4.680 ac, 57.48% Impervious, Inflow Depth > 1.14" for 100 yr 10 day Snowmelt event Inflow =0.11 cfs @ 69.10 hrs, Volume=0.445 af Outflow =0.11 cfs @ 72.00 hrs, Volume=0.391 af, Atten= 3%, Lag= 174.0 min Primary =0.11 cfs @ 72.00 hrs, Volume=0.391 af Routed to Reach 2R : To Northeast Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Starting Elev= 922.50' Surf.Area= 13,883 sf Storage= 39,015 cf Peak Elev= 922.67' @ 72.00 hrs Surf.Area= 14,250 sf Storage= 41,391 cf (2,376 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 185.2 min ( 2,842.4 - 2,657.2 ) Volume Invert Avail.Storage Storage Description #1 913.00'101,138 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 913.00 702 0 0 914.00 1,078 890 890 916.00 2,128 3,206 4,096 918.00 3,587 5,715 9,811 920.00 5,436 9,023 18,834 921.50 7,330 9,575 28,409 922.50 13,883 10,607 39,015 924.00 17,145 23,271 62,286 926.00 21,707 38,852 101,138 Device Routing Invert Outlet Devices #1 Primary 922.50'12.0" Round Culvert L= 29.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 922.50' / 922.20' S= 0.0103 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 0.79 sf #2 Device 1 922.50'10.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 923.60'5.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=0.11 cfs @ 72.00 hrs HW=922.67' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.11 cfs of 0.11 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.11 cfs @ 1.40 fps) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 24-08-16 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Preliminary Design 24- Printed 8/14/2024Prepared by Westwood Professional Services Page 82HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Pond 2PD: Reuse Pond 2 InflowPrimary 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=4.680 ac Peak Elev=922.67' Storage=41,391 cf 0.11 cfs 0.11 cfs 24-08-16 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Preliminary Design 24- Printed 8/14/2024Prepared by Westwood Professional Services Page 83HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3EXP: Existing 24 inch Culvert-South Inflow Area =5.350 ac, 10.75% Impervious, Inflow Depth > 1.14" for 100 yr 10 day Snowmelt event Inflow =0.13 cfs @ 69.24 hrs, Volume=0.507 af Outflow =0.13 cfs @ 69.25 hrs, Volume=0.507 af, Atten= 0%, Lag= 0.6 min Primary =0.13 cfs @ 69.25 hrs, Volume=0.507 af Secondary =0.00 cfs @ 0.00 hrs, Volume=0.000 af Routed to Reach 4E : To Southwest to Existing Storm Sewer Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 910.08' @ 69.25 hrs Surf.Area= 111 sf Storage= 7 cf Plug-Flow detention time= 0.8 min calculated for 0.507 af (100% of inflow) Center-of-Mass det. time= 0.3 min ( 2,661.5 - 2,661.2 ) Volume Invert Avail.Storage Storage Description #1 909.92'19,272 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 909.92 10 0 0 910.00 25 1 1 912.00 2,202 2,227 2,228 914.00 14,842 17,044 19,272 Device Routing Invert Outlet Devices #1 Primary 909.92'24.0" Round Culvert L= 170.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 909.92' / 908.74' S= 0.0069 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 3.14 sf #2 Secondary 912.60'20.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=0.13 cfs @ 69.25 hrs HW=910.08' (Free Discharge) 1=Culvert (Barrel Controls 0.13 cfs @ 1.70 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=909.92' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 24-08-16 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Preliminary Design 24- Printed 8/14/2024Prepared by Westwood Professional Services Page 84HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Pond 3EXP: Existing 24 inch Culvert-South InflowOutflow Primary Secondary 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=5.350 ac Peak Elev=910.08' Storage=7 cf 0.13 cfs 0.13 cfs0.13 cfs 0.00 cfs 24-08-16 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Preliminary Design 24- Printed 8/14/2024Prepared by Westwood Professional Services Page 85HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3PD: Existing 24 inch Culvert-South Inflow Area =2.750 ac, 36.55% Impervious, Inflow Depth > 1.14" for 100 yr 10 day Snowmelt event Inflow =0.07 cfs @ 69.10 hrs, Volume=0.261 af Outflow =0.07 cfs @ 69.11 hrs, Volume=0.261 af, Atten= 0%, Lag= 0.5 min Primary =0.07 cfs @ 69.11 hrs, Volume=0.261 af Secondary =0.00 cfs @ 0.00 hrs, Volume=0.000 af Routed to Reach 4PR : To Southwest to Existing Storm Sewer Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 910.04' @ 69.11 hrs Surf.Area= 52 sf Storage= 3 cf Plug-Flow detention time= 0.7 min calculated for 0.261 af (100% of inflow) Center-of-Mass det. time= 0.3 min ( 2,657.9 - 2,657.6 ) Volume Invert Avail.Storage Storage Description #1 909.92'11,590 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 909.92 10 0 0 910.00 25 1 1 912.00 1,505 1,530 1,531 914.00 8,554 10,059 11,590 Device Routing Invert Outlet Devices #1 Primary 909.92'24.0" Round Culvert L= 170.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 909.92' / 908.74' S= 0.0069 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 3.14 sf #2 Secondary 912.60'20.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=0.07 cfs @ 69.11 hrs HW=910.04' (Free Discharge) 1=Culvert (Barrel Controls 0.07 cfs @ 1.40 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=909.92' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 24-08-16 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Preliminary Design 24- Printed 8/14/2024Prepared by Westwood Professional Services Page 86HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Pond 3PD: Existing 24 inch Culvert-South InflowOutflow Primary Secondary 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=2.750 ac Peak Elev=910.04' Storage=3 cf 0.07 cfs 0.07 cfs0.07 cfs 0.00 cfs 24-08-16 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Preliminary Design 24- Printed 8/14/2024Prepared by Westwood Professional Services Page 87HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5PD: 18 inch Culvert Inflow Area =1.110 ac, 29.73% Impervious, Inflow Depth > 1.14" for 100 yr 10 day Snowmelt event Inflow =0.03 cfs @ 69.10 hrs, Volume=0.106 af Outflow =0.03 cfs @ 69.11 hrs, Volume=0.105 af, Atten= 0%, Lag= 0.7 min Primary =0.03 cfs @ 69.11 hrs, Volume=0.105 af Routed to Pond 3PD : Existing 24 inch Culvert-South Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 914.60' @ 69.11 hrs Surf.Area= 52 sf Storage= 3 cf Plug-Flow detention time= 1.9 min calculated for 0.105 af (100% of inflow) Center-of-Mass det. time= 0.8 min ( 2,658.1 - 2,657.2 ) Volume Invert Avail.Storage Storage Description #1 914.50'7,748 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 914.50 5 0 0 916.00 700 529 529 918.00 1,800 2,500 3,029 920.00 2,919 4,719 7,748 Device Routing Invert Outlet Devices #1 Primary 914.50'18.0" Round Culvert L= 230.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 914.50' / 913.90' S= 0.0026 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.77 sf Primary OutFlow Max=0.03 cfs @ 69.11 hrs HW=914.60' TW=910.04' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.03 cfs @ 0.79 fps) 24-08-16 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Preliminary Design 24- Printed 8/14/2024Prepared by Westwood Professional Services Page 88HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Pond 5PD: 18 inch Culvert InflowPrimary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)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 Inflow Area=1.110 ac Peak Elev=914.60' Storage=3 cf 18.0" Round Culvert n=0.013 L=230.0' S=0.0026 '/' 0.03 cfs0.03 cfs 24-08-16 MSE 24-hr 3 100-yr Rainfall=7.35"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 89HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=7.200 ac 38.00% Impervious Runoff Depth=5.82"Subcatchment 1AEX: Pioneer Pass 1st Tc=12.0 min CN=87 Runoff=57.31 cfs 3.491 af Runoff Area=7.200 ac 38.00% Impervious Runoff Depth=5.82"Subcatchment 1AP: Pioneer Pass 1st Addition Tc=12.0 min CN=87 Runoff=57.31 cfs 3.491 af Runoff Area=1.940 ac 0.00% Impervious Runoff Depth=4.91"Subcatchment 1EX: Onsite Existing Dainage Flow Length=425' Slope=0.0260 '/' Tc=22.6 min CN=79 Runoff=9.98 cfs 0.793 af Runoff Area=1.850 ac 45.95% Impervious Runoff Depth=5.93"Subcatchment 1P: To Existing Expanded Pond Tc=10.0 min CN=88 Runoff=16.03 cfs 0.915 af Runoff Area=5.390 ac 7.26% Impervious Runoff Depth=5.13"Subcatchment 2EX: Onsite Drainage to Flow Length=520' Tc=22.1 min CN=81 Runoff=28.92 cfs 2.305 af Runoff Area=4.680 ac 57.48% Impervious Runoff Depth=6.17"Subcatchment 2P: To Reuse Pond 2 Tc=10.0 min CN=90 Runoff=41.53 cfs 2.405 af Runoff Area=3.420 ac 13.20% Impervious Runoff Depth=5.25"Subcatchment 2S: Onsite Drainage Direct to Flow Length=520' Tc=22.1 min CN=82 Runoff=18.70 cfs 1.495 af Runoff Area=5.350 ac 10.75% Impervious Runoff Depth=5.25"Subcatchment 3EX: Onsite Drainage to South Flow Length=680' Tc=20.2 min CN=82 Runoff=30.68 cfs 2.338 af Runoff Area=1.640 ac 41.16% Impervious Runoff Depth=6.05"Subcatchment 3S: Onsite Drainage to South Tc=10.0 min CN=89 Runoff=14.39 cfs 0.827 af Runoff Area=2.520 ac 23.81% Impervious Runoff Depth=5.47"Subcatchment 4EX: Onsite Drainage to Flow Length=380' Slope=0.0330 '/' Tc=18.7 min CN=84 Runoff=15.60 cfs 1.149 af Runoff Area=2.500 ac 46.00% Impervious Runoff Depth=6.05"Subcatchment 4S: Onsite Drainage to Tc=12.0 min CN=89 Runoff=20.42 cfs 1.260 af Runoff Area=1.110 ac 29.73% Impervious Runoff Depth=5.82"Subcatchment 5S: Onsite Drainage to South Tc=10.0 min CN=87 Runoff=9.50 cfs 0.538 af Inflow=24.50 cfs 3.893 afReach 2R: To Northeast Outflow=24.50 cfs 3.893 af Inflow=23.38 cfs 1.289 afReach 4E: To Southwest to Existing Storm Sewer Outflow=23.38 cfs 1.289 af Inflow=20.42 cfs 1.260 afReach 4PR: To Southwest to Existing Storm Sewer Outflow=20.42 cfs 1.260 af Peak Elev=930.38' Storage=59,371 cf Inflow=64.69 cfs 4.284 afPond 1EXP: Existing Pond 7 To Existing Outflow=24.82 cfs 4.284 af 24-08-16 MSE 24-hr 3 100-yr Rainfall=7.35"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 90HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Peak Elev=929.46' Storage=108,262 cf Inflow=72.90 cfs 4.406 afPond 1EXPD: Existing Expanded Pond 7 To Outflow=16.79 cfs 3.505 af Peak Elev=925.62' Storage=93,011 cf Inflow=41.53 cfs 2.405 afPond 2PD: Reuse Pond 2 Outflow=6.12 cfs 2.398 af Peak Elev=912.90' Storage=6,744 cf Inflow=30.68 cfs 2.338 afPond 3EXP: Existing 24 inch Culvert-South Primary=19.46 cfs 2.198 af Secondary=9.24 cfs 0.140 af Outflow=28.70 cfs 2.338 af Peak Elev=912.48' Storage=2,654 cf Inflow=21.36 cfs 1.365 afPond 3PD: Existing 24 inch Culvert-South Primary=18.48 cfs 1.365 af Secondary=0.00 cfs 0.000 af Outflow=18.48 cfs 1.365 af Peak Elev=917.02' Storage=1,527 cf Inflow=9.50 cfs 0.538 afPond 5PD: 18 inch Culvert 18.0" Round Culvert n=0.013 L=230.0' S=0.0026 '/' Outflow=7.55 cfs 0.538 af Total Runoff Area = 44.800 ac Runoff Volume = 21.008 af Average Runoff Depth = 5.63" 70.57% Pervious = 31.615 ac 29.43% Impervious = 13.185 ac 24-08-16 MSE 24-hr 3 100-yr Rainfall=7.35"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 91HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1AEX: Pioneer Pass 1st Addition Existing to Pond 7 Runoff =57.31 cfs @ 12.20 hrs, Volume=3.491 af, Depth= 5.82" Routed to Pond 1EXP : Existing Pond 7 To Existing Pond 6 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-yr Rainfall=7.35" Area (ac) CN Description 7.200 87 1/4 acre lots, 38% imp, HSG D 4.464 62.00% Pervious Area 2.736 38.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 12.0 Direct Entry, Subcatchment 1AEX: Pioneer Pass 1st Addition Existing to Pond 7 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)60 55 50 45 40 35 30 25 20 15 10 5 0 MSE 24-hr 3 100-yr Rainfall=7.35" Runoff Area=7.200 ac Runoff Volume=3.491 af Runoff Depth=5.82" Tc=12.0 min CN=87 57.31 cfs 24-08-16 MSE 24-hr 3 100-yr Rainfall=7.35"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 92HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1AP: Pioneer Pass 1st Addition Existing to Pond 7 Runoff =57.31 cfs @ 12.20 hrs, Volume=3.491 af, Depth= 5.82" Routed to Pond 1EXPD : Existing Expanded Pond 7 To Existing Pond 6 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-yr Rainfall=7.35" Area (ac) CN Description 7.200 87 1/4 acre lots, 38% imp, HSG D 4.464 62.00% Pervious Area 2.736 38.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 12.0 Direct Entry, Subcatchment 1AP: Pioneer Pass 1st Addition Existing to Pond 7 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)60 55 50 45 40 35 30 25 20 15 10 5 0 MSE 24-hr 3 100-yr Rainfall=7.35" Runoff Area=7.200 ac Runoff Volume=3.491 af Runoff Depth=5.82" Tc=12.0 min CN=87 57.31 cfs 24-08-16 MSE 24-hr 3 100-yr Rainfall=7.35"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 93HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1EX: Onsite Existing Dainage Runoff =9.98 cfs @ 12.33 hrs, Volume=0.793 af, Depth= 4.91" Routed to Pond 1EXP : Existing Pond 7 To Existing Pond 6 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-yr Rainfall=7.35" Area (ac) CN Description 1.940 79 Woods/grass comb., Good, HSG D 1.940 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 20.0 300 0.0260 0.25 Sheet Flow, Range n= 0.130 P2= 2.86" 2.6 125 0.0260 0.81 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 22.6 425 Total Subcatchment 1EX: Onsite Existing Dainage Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 100-yr Rainfall=7.35" Runoff Area=1.940 ac Runoff Volume=0.793 af Runoff Depth=4.91" Flow Length=425' Slope=0.0260 '/' Tc=22.6 min CN=79 9.98 cfs 24-08-16 MSE 24-hr 3 100-yr Rainfall=7.35"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 94HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1P: To Existing Expanded Pond Runoff =16.03 cfs @ 12.17 hrs, Volume=0.915 af, Depth= 5.93" Routed to Pond 1EXPD : Existing Expanded Pond 7 To Existing Pond 6 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-yr Rainfall=7.35" Area (ac) CN Description 0.850 98 Paved parking, HSG D 1.000 80 >75% Grass cover, Good, HSG D 1.850 88 Weighted Average 1.000 54.05% Pervious Area 0.850 45.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 10.0 Direct Entry, Subcatchment 1P: To Existing Expanded Pond 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-yr Rainfall=7.35" Runoff Area=1.850 ac Runoff Volume=0.915 af Runoff Depth=5.93" Tc=10.0 min CN=88 16.03 cfs 24-08-16 MSE 24-hr 3 100-yr Rainfall=7.35"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 95HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 2EX: Onsite Drainage to Northeast Runoff =28.92 cfs @ 12.31 hrs, Volume=2.305 af, Depth= 5.13" 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-yr Rainfall=7.35" Area (ac) CN Description 4.360 79 Woods/grass comb., Good, HSG D 1.030 87 1/4 acre lots, 38% imp, HSG D 5.390 81 Weighted Average 4.999 92.74% Pervious Area 0.391 7.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 20.0 300 0.0260 0.25 Sheet Flow, Range n= 0.130 P2= 2.86" 2.1 220 0.1200 1.73 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 22.1 520 Total Subcatchment 2EX: Onsite Drainage to Northeast Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 MSE 24-hr 3 100-yr Rainfall=7.35" Runoff Area=5.390 ac Runoff Volume=2.305 af Runoff Depth=5.13" Flow Length=520' Tc=22.1 min CN=81 28.92 cfs 24-08-16 MSE 24-hr 3 100-yr Rainfall=7.35"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 96HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 2P: To Reuse Pond 2 Runoff =41.53 cfs @ 12.17 hrs, Volume=2.405 af, Depth= 6.17" Routed to Pond 2PD : Reuse Pond 2 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-yr Rainfall=7.35" Area (ac) CN Description 2.690 98 Paved parking, HSG D 1.990 80 >75% Grass cover, Good, HSG D 4.680 90 Weighted Average 1.990 42.52% Pervious Area 2.690 57.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 10.0 Direct Entry, Subcatchment 2P: To Reuse Pond 2 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 MSE 24-hr 3 100-yr Rainfall=7.35" Runoff Area=4.680 ac Runoff Volume=2.405 af Runoff Depth=6.17" Tc=10.0 min CN=90 41.53 cfs 24-08-16 MSE 24-hr 3 100-yr Rainfall=7.35"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 97HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Onsite Drainage Direct to Northeast Runoff =18.70 cfs @ 12.31 hrs, Volume=1.495 af, Depth= 5.25" Routed to Reach 2R : To Northeast 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-yr Rainfall=7.35" Area (ac) CN Description 1.970 79 Woods/grass comb., Good, HSG D 1.030 87 1/4 acre lots, 38% imp, HSG D 0.060 98 Paved parking, HSG D 0.360 80 >75% Grass cover, Good, HSG D 3.420 82 Weighted Average 2.969 86.80% Pervious Area 0.451 13.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 20.0 300 0.0260 0.25 Sheet Flow, Range n= 0.130 P2= 2.86" 2.1 220 0.1200 1.73 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 22.1 520 Total Subcatchment 2S: Onsite Drainage Direct to Northeast Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 100-yr Rainfall=7.35" Runoff Area=3.420 ac Runoff Volume=1.495 af Runoff Depth=5.25" Flow Length=520' Tc=22.1 min CN=82 18.70 cfs 24-08-16 MSE 24-hr 3 100-yr Rainfall=7.35"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 98HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 3EX: Onsite Drainage to South Existing 24" Culvert Runoff =30.68 cfs @ 12.29 hrs, Volume=2.338 af, Depth= 5.25" Routed to Pond 3EXP : Existing 24 inch Culvert-South 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-yr Rainfall=7.35" Area (ac) CN Description 4.200 79 Woods/grass comb., Good, HSG D 1.150 93 Paved roads w/open ditches, 50% imp, HSG D 5.350 82 Weighted Average 4.775 89.25% Pervious Area 0.575 10.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 12.2 300 0.0900 0.41 Sheet Flow, Range n= 0.130 P2= 2.86" 8.0 380 0.0250 0.79 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 20.2 680 Total Subcatchment 3EX: Onsite Drainage to South Existing 24" Culvert Runoff Hydrograph Time (hours)727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 MSE 24-hr 3 100-yr Rainfall=7.35" Runoff Area=5.350 ac Runoff Volume=2.338 af Runoff Depth=5.25" Flow Length=680' Tc=20.2 min CN=82 30.68 cfs 24-08-16 MSE 24-hr 3 100-yr Rainfall=7.35"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 99HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Onsite Drainage to South Existing 24" Culvert Runoff =14.39 cfs @ 12.17 hrs, Volume=0.827 af, Depth= 6.05" Routed to Pond 3PD : Existing 24 inch Culvert-South 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-yr Rainfall=7.35" Area (ac) CN Description 0.690 80 >75% Grass cover, Good, HSG D 0.550 93 Paved roads w/open ditches, 50% imp, HSG D 0.400 98 Paved parking, HSG D 1.640 89 Weighted Average 0.965 58.84% Pervious Area 0.675 41.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 10.0 Direct Entry, Subcatchment 3S: Onsite Drainage to South Existing 24" Culvert Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 100-yr Rainfall=7.35" Runoff Area=1.640 ac Runoff Volume=0.827 af Runoff Depth=6.05" Tc=10.0 min CN=89 14.39 cfs 24-08-16 MSE 24-hr 3 100-yr Rainfall=7.35"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 100HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 4EX: Onsite Drainage to Southeast to Existing Storm Sewer in Bluff Creek Drive Runoff =15.60 cfs @ 12.28 hrs, Volume=1.149 af, Depth= 5.47" Routed to Reach 4E : To Southwest to Existing Storm Sewer 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-yr Rainfall=7.35" Area (ac) CN Description 1.720 79 Woods/grass comb., Good, HSG D 0.400 93 Paved roads w/open ditches, 50% imp, HSG D 0.400 98 Paved roads w/curbs & sewers, HSG D 2.520 84 Weighted Average 1.920 76.19% Pervious Area 0.600 23.81% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 18.2 300 0.0330 0.27 Sheet Flow, Range n= 0.130 P2= 2.86" 0.5 80 0.0330 2.72 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 18.7 380 Total Subcatchment 4EX: Onsite Drainage to Southeast to Existing Storm Sewer in Bluff Creek Drive 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-yr Rainfall=7.35" Runoff Area=2.520 ac Runoff Volume=1.149 af Runoff Depth=5.47" Flow Length=380' Slope=0.0330 '/' Tc=18.7 min CN=84 15.60 cfs 24-08-16 MSE 24-hr 3 100-yr Rainfall=7.35"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 101HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: Onsite Drainage to Southeast to Existing Storm Sewer in Bluff Creek Drive Runoff =20.42 cfs @ 12.20 hrs, Volume=1.260 af, Depth= 6.05" Routed to Reach 4PR : To Southwest to Existing Storm Sewer 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-yr Rainfall=7.35" Area (ac) CN Description 1.150 80 >75% Grass cover, Good, HSG D 0.400 93 Paved roads w/open ditches, 50% imp, HSG D 0.400 98 Paved roads w/curbs & sewers, HSG D 0.550 98 Paved parking, HSG D 2.500 89 Weighted Average 1.350 54.00% Pervious Area 1.150 46.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 12.0 Direct Entry, Subcatchment 4S: Onsite Drainage to Southeast to Existing Storm Sewer in Bluff Creek Drive Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 100-yr Rainfall=7.35" Runoff Area=2.500 ac Runoff Volume=1.260 af Runoff Depth=6.05" Tc=12.0 min CN=89 20.42 cfs 24-08-16 MSE 24-hr 3 100-yr Rainfall=7.35"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 102HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Onsite Drainage to South Existing 24" Culvert Runoff =9.50 cfs @ 12.17 hrs, Volume=0.538 af, Depth= 5.82" Routed to Pond 5PD : 18 inch Culvert 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-yr Rainfall=7.35" Area (ac) CN Description 0.560 80 >75% Grass cover, Good, HSG D 0.440 93 Paved roads w/open ditches, 50% imp, HSG D 0.110 98 Paved parking, HSG D 1.110 87 Weighted Average 0.780 70.27% Pervious Area 0.330 29.73% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 10.0 Direct Entry, Subcatchment 5S: Onsite Drainage to South Existing 24" Culvert Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 100-yr Rainfall=7.35" Runoff Area=1.110 ac Runoff Volume=0.538 af Runoff Depth=5.82" Tc=10.0 min CN=87 9.50 cfs 24-08-16 MSE 24-hr 3 100-yr Rainfall=7.35"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 103HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Reach 2R: To Northeast Inflow Area =8.100 ac, 38.78% Impervious, Inflow Depth = 5.77" for 100-yr event Inflow =24.50 cfs @ 12.32 hrs, Volume=3.893 af Outflow =24.50 cfs @ 12.32 hrs, Volume=3.893 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 2R: To Northeast Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=8.100 ac 24.50 cfs 24.50 cfs 24-08-16 MSE 24-hr 3 100-yr Rainfall=7.35"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 104HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Reach 4E: To Southwest to Existing Storm Sewer Inflow Area =2.520 ac, 23.81% Impervious, Inflow Depth = 6.14" for 100-yr event Inflow =23.38 cfs @ 12.33 hrs, Volume=1.289 af Outflow =23.38 cfs @ 12.33 hrs, Volume=1.289 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 4E: To Southwest to Existing Storm Sewer Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=2.520 ac 23.38 cfs 23.38 cfs 24-08-16 MSE 24-hr 3 100-yr Rainfall=7.35"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 105HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Reach 4PR: To Southwest to Existing Storm Sewer Inflow Area =2.500 ac, 46.00% Impervious, Inflow Depth = 6.05" for 100-yr event Inflow =20.42 cfs @ 12.20 hrs, Volume=1.260 af Outflow =20.42 cfs @ 12.20 hrs, Volume=1.260 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 4PR: To Southwest to Existing Storm Sewer Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.500 ac 20.42 cfs 20.42 cfs 24-08-16 MSE 24-hr 3 100-yr Rainfall=7.35"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 106HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Pond 1EXP: Existing Pond 7 To Existing Pond 6 Inflow Area =9.140 ac, 29.93% Impervious, Inflow Depth = 5.62" for 100-yr event Inflow =64.69 cfs @ 12.20 hrs, Volume=4.284 af Outflow =24.82 cfs @ 12.47 hrs, Volume=4.284 af, Atten= 62%, Lag= 16.4 min Primary =24.82 cfs @ 12.47 hrs, Volume=4.284 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 930.38' @ 12.47 hrs Surf.Area= 27,115 sf Storage= 59,371 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 33.0 min ( 818.5 - 785.5 ) Volume Invert Avail.Storage Storage Description #1 927.00'78,223 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 927.00 11,890 0 0 928.00 13,936 12,913 12,913 930.00 22,970 36,906 49,819 931.00 33,838 28,404 78,223 Device Routing Invert Outlet Devices #1 Primary 921.12'18.0" Round Culvert L= 48.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 921.12' / 920.42' S= 0.0146 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.77 sf #2 Device 1 926.65'18.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 929.23'48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=24.82 cfs @ 12.47 hrs HW=930.38' (Free Discharge) 1=Culvert (Inlet Controls 24.82 cfs @ 14.05 fps) 2=Orifice/Grate (Passes < 14.69 cfs potential flow) 3=Orifice/Grate (Passes < 50.76 cfs potential flow) 24-08-16 MSE 24-hr 3 100-yr Rainfall=7.35"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 107HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Pond 1EXP: Existing Pond 7 To Existing Pond 6 InflowPrimary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=9.140 ac Peak Elev=930.38' Storage=59,371 cf 64.69 cfs 24.82 cfs 24-08-16 MSE 24-hr 3 100-yr Rainfall=7.35"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 108HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Pond 1EXPD: Existing Expanded Pond 7 To Existing Pond 6 Inflow Area =9.050 ac, 39.62% Impervious, Inflow Depth = 5.84" for 100-yr event Inflow =72.90 cfs @ 12.19 hrs, Volume=4.406 af Outflow =16.79 cfs @ 12.54 hrs, Volume=3.505 af, Atten= 77%, Lag= 20.8 min Primary =16.79 cfs @ 12.54 hrs, Volume=3.505 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 929.46' @ 12.54 hrs Surf.Area= 31,383 sf Storage= 108,262 cf Plug-Flow detention time= 190.7 min calculated for 3.505 af (80% of inflow) Center-of-Mass det. time= 131.0 min ( 911.1 - 780.1 ) Volume Invert Avail.Storage Storage Description #1 920.00'165,777 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 920.00 2,741 0 0 922.00 4,154 6,895 6,895 924.00 6,236 10,390 17,285 926.00 7,652 13,888 31,173 927.00 20,964 14,308 45,481 928.00 23,864 22,414 67,895 930.00 34,154 58,018 125,913 931.00 45,573 39,864 165,777 Device Routing Invert Outlet Devices #1 Primary 921.12'18.0" Round Culvert L= 48.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 921.12' / 920.42' S= 0.0146 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.77 sf #2 Device 1 926.65'18.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 929.23'48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=16.79 cfs @ 12.54 hrs HW=929.46' (Free Discharge) 1=Culvert (Passes 16.79 cfs of 23.44 cfs potential flow) 2=Orifice/Grate (Orifice Controls 12.22 cfs @ 6.91 fps) 3=Orifice/Grate (Weir Controls 4.57 cfs @ 1.57 fps) 24-08-16 MSE 24-hr 3 100-yr Rainfall=7.35"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 109HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Pond 1EXPD: Existing Expanded Pond 7 To Existing Pond 6 InflowPrimary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=9.050 ac Peak Elev=929.46' Storage=108,262 cf 72.90 cfs 16.79 cfs 24-08-16 MSE 24-hr 3 100-yr Rainfall=7.35"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 110HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Pond 2PD: Reuse Pond 2 Inflow Area =4.680 ac, 57.48% Impervious, Inflow Depth = 6.17" for 100-yr event Inflow =41.53 cfs @ 12.17 hrs, Volume=2.405 af Outflow =6.12 cfs @ 12.61 hrs, Volume=2.398 af, Atten= 85%, Lag= 26.4 min Primary =6.12 cfs @ 12.61 hrs, Volume=2.398 af Routed to Reach 2R : To Northeast Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Starting Elev= 922.50' Surf.Area= 13,883 sf Storage= 39,015 cf Peak Elev= 925.62' @ 12.61 hrs Surf.Area= 20,836 sf Storage= 93,011 cf (53,996 cf above start) Plug-Flow detention time= 315.3 min calculated for 1.502 af (62% of inflow) Center-of-Mass det. time= 142.5 min ( 914.7 - 772.3 ) Volume Invert Avail.Storage Storage Description #1 913.00'101,138 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 913.00 702 0 0 914.00 1,078 890 890 916.00 2,128 3,206 4,096 918.00 3,587 5,715 9,811 920.00 5,436 9,023 18,834 921.50 7,330 9,575 28,409 922.50 13,883 10,607 39,015 924.00 17,145 23,271 62,286 926.00 21,707 38,852 101,138 Device Routing Invert Outlet Devices #1 Primary 922.50'12.0" Round Culvert L= 29.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 922.50' / 922.20' S= 0.0103 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 0.79 sf #2 Device 1 922.50'10.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 923.60'5.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=6.12 cfs @ 12.61 hrs HW=925.62' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 6.12 cfs @ 7.79 fps) 2=Orifice/Grate (Passes < 4.32 cfs potential flow) 3=Broad-Crested Rectangular Weir (Passes < 47.58 cfs potential flow) 24-08-16 MSE 24-hr 3 100-yr Rainfall=7.35"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 111HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Pond 2PD: Reuse Pond 2 InflowPrimary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=4.680 ac Peak Elev=925.62' Storage=93,011 cf 41.53 cfs 6.12 cfs 24-08-16 MSE 24-hr 3 100-yr Rainfall=7.35"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 112HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3EXP: Existing 24 inch Culvert-South Inflow Area =5.350 ac, 10.75% Impervious, Inflow Depth = 5.25" for 100-yr event Inflow =30.68 cfs @ 12.29 hrs, Volume=2.338 af Outflow =28.70 cfs @ 12.36 hrs, Volume=2.338 af, Atten= 6%, Lag= 4.2 min Primary =19.46 cfs @ 12.36 hrs, Volume=2.198 af Secondary =9.24 cfs @ 12.36 hrs, Volume=0.140 af Routed to Reach 4E : To Southwest to Existing Storm Sewer Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 912.90' @ 12.36 hrs Surf.Area= 7,869 sf Storage= 6,744 cf Plug-Flow detention time= 2.6 min calculated for 2.338 af (100% of inflow) Center-of-Mass det. time= 2.5 min ( 800.7 - 798.2 ) Volume Invert Avail.Storage Storage Description #1 909.92'19,272 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 909.92 10 0 0 910.00 25 1 1 912.00 2,202 2,227 2,228 914.00 14,842 17,044 19,272 Device Routing Invert Outlet Devices #1 Primary 909.92'24.0" Round Culvert L= 170.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 909.92' / 908.74' S= 0.0069 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 3.14 sf #2 Secondary 912.60'20.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=19.46 cfs @ 12.36 hrs HW=912.90' (Free Discharge) 1=Culvert (Barrel Controls 19.46 cfs @ 6.19 fps) Secondary OutFlow Max=9.22 cfs @ 12.36 hrs HW=912.90' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 9.22 cfs @ 1.56 fps) 24-08-16 MSE 24-hr 3 100-yr Rainfall=7.35"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 113HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Pond 3EXP: Existing 24 inch Culvert-South InflowOutflow Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=5.350 ac Peak Elev=912.90' Storage=6,744 cf 30.68 cfs 28.70 cfs 19.46 cfs 9.24 cfs 24-08-16 MSE 24-hr 3 100-yr Rainfall=7.35"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 114HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3PD: Existing 24 inch Culvert-South Inflow Area =2.750 ac, 36.55% Impervious, Inflow Depth = 5.96" for 100-yr event Inflow =21.36 cfs @ 12.18 hrs, Volume=1.365 af Outflow =18.48 cfs @ 12.24 hrs, Volume=1.365 af, Atten= 13%, Lag= 3.7 min Primary =18.48 cfs @ 12.24 hrs, Volume=1.365 af Secondary =0.00 cfs @ 0.00 hrs, Volume=0.000 af Routed to Reach 4PR : To Southwest to Existing Storm Sewer Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 912.48' @ 12.24 hrs Surf.Area= 3,190 sf Storage= 2,654 cf Plug-Flow detention time= 1.3 min calculated for 1.365 af (100% of inflow) Center-of-Mass det. time= 1.3 min ( 778.4 - 777.1 ) Volume Invert Avail.Storage Storage Description #1 909.92'11,590 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 909.92 10 0 0 910.00 25 1 1 912.00 1,505 1,530 1,531 914.00 8,554 10,059 11,590 Device Routing Invert Outlet Devices #1 Primary 909.92'24.0" Round Culvert L= 170.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 909.92' / 908.74' S= 0.0069 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 3.14 sf #2 Secondary 912.60'20.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=18.48 cfs @ 12.24 hrs HW=912.48' (Free Discharge) 1=Culvert (Barrel Controls 18.48 cfs @ 5.96 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=909.92' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 24-08-16 MSE 24-hr 3 100-yr Rainfall=7.35"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 115HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Pond 3PD: Existing 24 inch Culvert-South InflowOutflow Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=2.750 ac Peak Elev=912.48' Storage=2,654 cf 21.36 cfs 18.48 cfs 18.48 cfs 0.00 cfs 24-08-16 MSE 24-hr 3 100-yr Rainfall=7.35"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 116HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5PD: 18 inch Culvert Inflow Area =1.110 ac, 29.73% Impervious, Inflow Depth = 5.82" for 100-yr event Inflow =9.50 cfs @ 12.17 hrs, Volume=0.538 af Outflow =7.55 cfs @ 12.24 hrs, Volume=0.538 af, Atten= 20%, Lag= 3.8 min Primary =7.55 cfs @ 12.24 hrs, Volume=0.538 af Routed to Pond 3PD : Existing 24 inch Culvert-South Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 917.02' @ 12.24 hrs Surf.Area= 1,260 sf Storage= 1,527 cf Plug-Flow detention time= 2.0 min calculated for 0.538 af (100% of inflow) Center-of-Mass det. time= 1.8 min ( 781.0 - 779.1 ) Volume Invert Avail.Storage Storage Description #1 914.50'7,748 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 914.50 5 0 0 916.00 700 529 529 918.00 1,800 2,500 3,029 920.00 2,919 4,719 7,748 Device Routing Invert Outlet Devices #1 Primary 914.50'18.0" Round Culvert L= 230.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 914.50' / 913.90' S= 0.0026 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.77 sf Primary OutFlow Max=7.55 cfs @ 12.24 hrs HW=917.02' TW=912.48' (Dynamic Tailwater) 1=Culvert (Barrel Controls 7.55 cfs @ 4.27 fps) 24-08-16 MSE 24-hr 3 100-yr Rainfall=7.35"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 117HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Pond 5PD: 18 inch Culvert InflowPrimary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)10 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.110 ac Peak Elev=917.02' Storage=1,527 cf 18.0" Round Culvert n=0.013 L=230.0' S=0.0026 '/' 9.50 cfs 7.55 cfs Pioneer Ridge August 16, 2024 11 EXHIBIT 5 A-3 Park and R/W Irrigation RWMWD Stormwater Reuse Credit Calculator Reuse Pond Watershed Area Tributary to Stormwater Reuse System (acre)11.8 Watershed Imperviousness* Tributary to Stormwater Reuse System *assumed to be directly-connected (%)40 D (ac-ft)0.400 (cu-ft)17424 (gal)130,341 Irrigation Application Area (ac)(acre)2.41 (in/week)1.0 (ac-ft/day)0.0287 Irrigation Season Start (month #)5 Irrigation Season End (month #)9 Does the system go offline and drain down at the end of the season?(1=Yes / 0=No)0 Average Annual Precipitation (in/yr)27.7 Average Annual Watershed Runoff Volume (ac-ft/yr)11.43 Average Annual Runoff Coefficient 0.42 (ac-ft/yr)2.9 (%)25.4 (ac-ft/yr)8.5 (%)74.6 Average Annual Irrigation Demand (ac-ft/yr)3.2 (ac-ft/yr)2.9 (%)91.0 (ac-ft/yr)0.3 (%)9.0 Required Water Quality Volume for Watershed Based on RWMWD Rules (1.1 inch)(ac-ft)0.427 Average Annual Volume Reduction for an Infiltration System Sized to Meet the RWMWD Rules (Estimated by MIDS Calculator)(%)25.1 Average Annual Runoff Volume Reduction due to Stormwater Reuse for Irrigation (%)25.4 RWMWD Credit Factor For Stormwater Reuse 1.01 (ac-ft)0.400 (gal)130341 (cu-ft)17424 (ac-ft)0.432 (gal)140,616 (cu-ft)18798 Reuse Scenario Name Watershed Hydrologic Soil Group (HSG) Estimated Reuse Storage Volume Irrigation Application Rate Watershed Input Parameters Stormwater Reuse System Input Parameters Reuse Storage Volume that can be applied towards achieving the RWMWD Rules Stormwater Reuse Summary of Results - Stormwater Management Average Annual Runoff Volume Reduction due to Stormwater Reuse for Irrigation RWMWD Credit Factor For Stormwater Reuse Average Annual Runoff Volume Bypassing the Reuse System (including Winterization Drawdown, if applicable) Average Annual Irrigation Augmentation (from Potable Water Supply) Stormwater Reuse Summary of Results - Irrigation Demand Average Annual Irrigation Demand met by Stormwater Reuse Reuse Storage Volume Provided POND VOLUME CALCULATIONS PROJECT:Pioneer Ridge NUMBER:0050930.0 DATE: 8/16/2024 BY: CLJ Expanded Pond 7 NWL =927 CONTOUR SURFACE INCREMENTAL CUMULATIVE ELEVATION AREA VOLUME VOLUME (FT2)(ACRES)(FT3)(FT3)(AC*FT) 920 2,741 0.06 6,895 6,895 0.16 922 4,154 0.10 10,390 17,285 0.40 924 6,236 0.14 13,888 31,173 0.72 926 7,652 0.18 7,746 38,919 0.89 927 7,840 0.18 Pond 2 NWL =922.5 CONTOUR SURFACE INCREMENTAL CUMULATIVE ELEVATION AREA VOLUME VOLUME (FT2)(ACRES)(FT3)(FT3)(AC*FT) 913 970 0.02 1,471 1,471 0.03 914 1,971 0.05 5,248 6,719 0.15 916 3,277 0.08 8,151 14,870 0.34 918 4,874 0.11 12,714 27,584 0.63 920 7,840 0.18 9,536 37,119 0.85 921.5 4,874 0.11 6,357 43,476 1.00 922.5 7,840 0.18 Reuse Pond 2 NWL =922.5 CONTOUR SURFACE INCREMENTAL CUMULATIVE ELEVATION AREA VOLUME VOLUME (FT2)(ACRES)(FT3)(FT3)(AC*FT) 920.5 5,970 0.14 6,650 6,650 0.15 921.5 7,330 0.17 10,607 17,257 0.40 922.5 13,883 0.32 Page 1 of 1 PATIOGARAGEOLIVIA2-STORY PORCH PATIO GARAGE OLIVIA2-STORY PORCHPATIOGARAGEOLIVIA2-STORYPORCHPATIOGARAGEOLIVIA2-STORYPORCHPATIOGARAGEOLIVIA2-STORYPORCH 14' 13'16.5'18. 5 '∆∆∆∆∆∆∆∆∆∆ ∆ ∆ ∆ ∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆300301302TNHELEV=924.149087929.86SSSB-7 EL=929.869097931.51SSSB-2 EL=931.519105931.76SSSB-3 EL=931.759112912.95SSSB-6 EL=912.959122931.76SSSB-4 EL=931.769127928.08SSSB-8 EL=928.089140947.25SSSB-5 EL=947.259176930.46SSSB-1 EL=930.46EX-MHRE = 929.30EX-MHRE = 916.64EX-MHRE = 910.08EX-MHRE = 906.09EX-MHRE = 924.43EX-MHRE = 924.39EX-MHRE = 904.73EX-MHRE = 923.28SEX-MHRE = 937.53EX-MHRE = 937.43X XX X POH POH POH POH POH POH POH POH POH POH POH POHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHSTOSTOSTOSANSANSANSANSANSTOSTOSTOSTOSTOSTO STO STO STO STO STOSTOSTOWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWAT WATWATWAT WAT WATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATSTOSTOSTOPOHPOHPOHPOHPOHPOHHH FIBER OPTICFOFOFORE-USE AREA = 2.41 AC.N:\0050930.00\DWG\CIVIL\EXHIBITS\0050930C-P-DRAN.DWG 11PROJECT NUMBER: 005093004/25/24...© 2017 Westwood Professional Services, Inc.SITE AREAPROJECT NAMENOT FOR CONSTRUCTIONSHEET NUMBER:VERTICAL SCALE:DATE:PREPARED FOR:OFHORIZONTAL SCALE:DRAWN:CHECKED:DESIGNED:INITIAL ISSUE:REVISIONS:Phone :hLWeZaWer 'rLYe 6XLWe Fax 0LnneWonNa 01 Toll Free DATE:LICENSE NO.I HEREBY CERTIFY THAT THIS PLAN WAS PREPARED BY MEOR UNDER MY DIRECT SUPERVISION AND THAT I AM ADULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWSOF THE STATE OF MINNESOTACommon Ground AllianceCall 48 Hours before digging:811 or call811.com7.770391'2' OR 1'0'8'16'23'1" = 8'######################################## Pioneer Ridge August 16, 2024 12 EXHIBIT 6 1P To Existing Expanded Pond 2P To Reuse Pond 2 Routing Diagram for Preliminary Design 24-08-16 Prepared by Westwood Professional Services, Printed 8/14/2024 HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link 24-08-16 NURP MSE 24-hr 3 NURP Rainfall=2.50"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 2HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=1.850 ac 45.95% Impervious Runoff Depth=1.38"Subcatchment 1P: To Existing Expanded Pond Tc=10.0 min CN=88 Runoff=3.97 cfs 0.213 af Runoff Area=4.680 ac 57.48% Impervious Runoff Depth=1.53"Subcatchment 2P: To Reuse Pond 2 Tc=10.0 min CN=90 Runoff=11.06 cfs 0.597 af Total Runoff Area = 6.530 ac Runoff Volume = 0.810 af Average Runoff Depth = 1.49" 45.79% Pervious = 2.990 ac 54.21% Impervious = 3.540 ac 24-08-16 NURP MSE 24-hr 3 NURP Rainfall=2.50"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 3HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1P: To Existing Expanded Pond Runoff =3.97 cfs @ 12.18 hrs, Volume=0.213 af, Depth= 1.38" Routed to Pond 1EXPD : Existing Expanded Pond 7 To Existing Pond 6 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 NURP Rainfall=2.50" Area (ac) CN Description 0.850 98 Paved parking, HSG D 1.000 80 >75% Grass cover, Good, HSG D 1.850 88 Weighted Average 1.000 54.05% Pervious Area 0.850 45.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 10.0 Direct Entry, Subcatchment 1P: To Existing Expanded Pond Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)4 3 2 1 0 MSE 24-hr 3 NURP Rainfall=2.50" Runoff Area=1.850 ac Runoff Volume=0.213 af Runoff Depth=1.38" Tc=10.0 min CN=88 3.97 cfs 24-08-16 NURP MSE 24-hr 3 NURP Rainfall=2.50"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 4HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 2P: To Reuse Pond 2 Runoff =11.06 cfs @ 12.18 hrs, Volume=0.597 af, Depth= 1.53" Routed to Pond 2PD : Reuse Pond 2 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 NURP Rainfall=2.50" Area (ac) CN Description 2.690 98 Paved parking, HSG D 1.990 80 >75% Grass cover, Good, HSG D 4.680 90 Weighted Average 1.990 42.52% Pervious Area 2.690 57.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 10.0 Direct Entry, Subcatchment 2P: To Reuse Pond 2 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 NURP Rainfall=2.50" Runoff Area=4.680 ac Runoff Volume=0.597 af Runoff Depth=1.53" Tc=10.0 min CN=90 11.06 cfs POND VOLUME CALCULATIONS PROJECT:Pioneer Ridge NUMBER:0050930.0 DATE: 8/16/2024 BY: CLJ Expanded Pond 7 NWL =927 CONTOUR SURFACE INCREMENTAL CUMULATIVE ELEVATION AREA VOLUME VOLUME (FT2)(ACRES)(FT3)(FT3)(AC*FT) 920 2,741 0.06 6,895 6,895 0.16 922 4,154 0.10 10,390 17,285 0.40 924 6,236 0.14 13,888 31,173 0.72 926 7,652 0.18 7,746 38,919 0.89 927 7,840 0.18 Pond 2 NWL =922.5 CONTOUR SURFACE INCREMENTAL CUMULATIVE ELEVATION AREA VOLUME VOLUME (FT2)(ACRES)(FT3)(FT3)(AC*FT) 913 970 0.02 1,471 1,471 0.03 914 1,971 0.05 5,248 6,719 0.15 916 3,277 0.08 8,151 14,870 0.34 918 4,874 0.11 12,714 27,584 0.63 920 7,840 0.18 9,536 37,119 0.85 921.5 4,874 0.11 6,357 43,476 1.00 922.5 7,840 0.18 Reuse Pond 2 NWL =922.5 CONTOUR SURFACE INCREMENTAL CUMULATIVE ELEVATION AREA VOLUME VOLUME (FT2)(ACRES)(FT3)(FT3)(AC*FT) 920.5 5,970 0.14 6,650 6,650 0.15 921.5 7,330 0.17 10,607 17,257 0.40 922.5 13,883 0.32 Page 1 of 1