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HomeMy WebLinkAboutStorm Drainage Calcs V1(E IDIAN - APPROVED DATE: 05/04/22 FILE NUMBER: Fa-zD—Wo s Drainage Report-Graycliff Subdivision Phase 2 701 W. Harris Street, Meridian, ID Prepared For: KB Home Prepared by: Kimley-Horn 950 W Bannock St. Suite 1100 Boise, ID 83702 Contact: Abbey Hahn, PE 208-917-4977 abbey.hahn@kimley-horn.com �S\ONAL FV6� F� \\CENSfO 18670 01/14/2022� qTF OF \'GAILNPj Kimley>Morn CUEIDR IAy APPROVED DATE 05/04/22 FILE NUMBER' FP-2o22-1 ley))) Horn I►I4:11_1411019_111[00I_101I11111: 01:1129[0L1 age study is being prepared to describe the existing and proposed drainage conditions aposed Graycliff Estates Phase 2 located in Meridian, Idaho. The site is located at 710 West Harris Street. The site area is approximately 39.06 acres and is located within the Section 25, Township 3 North, Range 1 West of the Meridian, City of Meridian, Ada County, Idaho. The property is bounded two sides by development. The site is currently an open field, and is located south of Phase 1 of Graycliff Estates Subdivision. Undeveloped land is located to the west and south of the property. Stapleton Subdivision is located to the east. Proposed development of the site will consist of 54 buildable single family residential lots and 6 common lots with associated public roads, landscaping and utilities. II. EXISTING CONDITIONS The property is undeveloped. The site currently drains to the northwest corner of the site. The property is pervious and has no drainage structures located on site. Runoff from the property infiltrates into the ground. The majority of the existing ground cover consists of native grasses with the rest containing no vegetation. The site consists of 1-2ft of silty clay loam with pit run material below. Proposed drainage facilities have been designed to infiltrate into the pit run material. In areas where hardpan is encountered, the material will be removed, broken and returned to the trench where it will permeate with a similar rate of the pit run material. The site is in zone "X", or areas determined to be outside the 0.2% annual chance flood hazard, according to FEMA Map Number 16001CO234J, dated 06/19/2020. There are currently 2 temporary swales located at the end of the improved Colditz and Redwater Avenue. These swales store and infiltrate portions of the drainage from Phase 1. In Phase 2 construction, these swales will be removed and the drainage will be accounted for in the seepage bed storage area. It is unlikely that any offsite water runoff will enter the proposed site. Area west of the site is undeveloped native grasses and sage brush. III. DRAINAGE DESIGN CRITERIA The storm drainage conveyance and storage systems are designed to meet ACHD's Stormwater Policy. Seepage beds are designed to store and infiltrate the 100-year storm event. For Seepage Beds 1 and 2, the entire 100-year peak flow will be treated by sand and grease traps. Seepage CUEIDU-v ley>>> Horn APPROVED nd 4 include diversion manholes which allow flows greater than the water quality DATE 05/04/22 bypass the sand and grease traps. FILE NUMBER' FP-zo22-1 Tffr=onal Method was used in calculating the required detention volume for the site. The site was delineated into hardscape areas and landscape areas and appropriate runoff coefficients were applied. A weighted runoff coefficient was calculated for the site using 0.20 for landscaping and 0.95 for hardscape areas. Four different seepage beds will be constructed on this site and all water will be retained on site as shown on the Grading and Drainage plans. The site was delineated into multiple drainage basins as shown on the Drainage Area Map Exhibit. These basins were divided into subbasins and a minimum time of concentration of 10 minutes was used to determine peak flows to each catch basin. The proposed storm pipes were sized according to the accumulative peak flows of each interconnected pipe and sub basin. See Appendix A for storm drainage calculations. III. PROPOSED DRAINAGE Basin 1: Basin 1 includes drainage from the right of way, sidewalks and common lots along West Harris Road. Drainage from these areas will be directed to catch basins, treated through a sand and grease trap. The stormwater will be stored/infiltrated through Seepage Bed 1. Basin 2: Basin 2 includes drainage from the right of way, sidewalks and common lots along South Oakbriar Way. Drainage from these areas will be directed to catch basins, treated through a sand and grease trap. The stormwater will be stored/infiltrated through Seepage Bed 2. Basin 3: Basin 3 includes drainage from the right of way, sidewalks and lots along South Colditz Way. Drainage from these areas will be directed to catch basins, treated through a sand and grease trap. The stormwater will be stored/infiltrated through Seepage Bed 3. Basin 4: Basin 4 includes drainage from the right of way, sidewalks and buildable lots along South Redwater Avenue. Drainage from these areas will be directed to catch basins, treated through a sand and grease trap. The stormwater will be stored/infiltrated through Seepage Bed 4. Name Width Depth (ft) Length (ft) Volume (cf) Seepage Bed #1 10 10 53 2,516 Seepage Bed #2 10 10 48 2,292 Seepage Bed #3 10 10 286 13,526 Seepage Bed #4 10 10 232 10,964 �E IDIAN> APPROVED DATE: 05/04/22 FILE NUMBER: Fa-zD-GMs ley))) Horn PENDIX A- Storm Drainage Calculations (E IDIAN — ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method APPROVED is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These 05/04/22 DATE- blish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. III.[ NUMBER: F -2D22-noon Jost -Development Flows (for pre -development flows, increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Graycliff Estates 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100-Year or 25-Year With 100-Year Flood Route) 100 4 Enter number of storage facilities (25 max) 4 rlrlr to qhn , nAnrP Gi ihhacinc n 5 Area of Drainage Subbasin (SF or Acres) SF Acre 6 Determine the Weighted Runoff Coefficient (C) C=[(C1xA1)+(C2xA2)+(CnxAn)j/A Weighted Avg 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 user C.1 Wate min M' 8 Determine the average rainfall intensity (i) from IDF Curve based on Tc i 2.58 in/hr 9 Calculate the Post -Development peak discharge (QPeak) Qpe.k 1.88 cfs 10 Calculate total runoff vol (V) (for sizing primary storage) V 2,516 W V = Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I (95th percentile = 0.60 in) 95th 0.60 in Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C) Vr, 1,572 W 12 Detention: Approved Discharge Rate to Surface Waters (if applicable) cfs 13 Volume Summary Surface Storage: Basin Basin Forebay V 252 W Primary Treatment/StorageBasin V 2,264 W Subsurface Storage Volume Without Sediment Factor (See BMP 20 Tab) V 2,516 W Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 2 3 4 5 6 7 8 9 10 26,134 34,414 1.39 0.95 0.20 0.52 Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients "1 Business Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 Multi -family 0.60-0.75 Residential (rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Parks, Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Unimproved areas 0.10-0.30 Streets Asphalt 0.95 Concrete 0.95 Brick 0.95 Roofs 0.95 Gravel 0.75 Fields: Sandy soil Soil Type Slope A B C D Flat: 0-2% 0.04 0.07 0.11 0. Average: 2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE ACHD Calcs.xlsm Version 10.5, November 2018 12/28/2021, 5:03 PM L �(E IDIAN — ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method APPROVED is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These 05/04/22 DATE blish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. ME NUMBER: F -2D22-noon ost-Development Flows (for pre -development flows, increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Graycliff Estates, Facility 2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100-Year or 25-Year With 100-Year Flood Route) 100 5 Area of Drainage Subbasin (SF or Acres) SF Acre! 6 Determine the Weighted Runoff Coefficient (C) C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 User calculate min 8 Determine the average rainfall intensity (i) from IDF Curve based on Tc i 2.58 in/hr 9 Calculate the Post -Development peak discharge (QPeak) QpeA 1.71 cfs 10 Calculate total runoff vol (V) (for sizing primary storage) V 2,292 ft3 V = Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I (95th percentile = 0.60 in) 95th 0.60 in Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C) Vrr 1,433 ft3 12 Detention: Approved Discharge Rate to Surface Waters (if applicable) cfs 13 Volume Summary Surface Storage: Basin Basin Forebay V 229 ft3 Primary Treatment/StorageBasin V 2,063 ft3 Subsurface Storage Volume Without Sediment Factor (See BMP 20 Tab) V 2,292 ft3 r1ir4 to chn KAnm Oihh.6n Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 2 3 4 5 6 7 8 9 10 24,470 28,238 1.21 0.95 0.20 0.55 Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients "ll Business Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 Multi -family 0.60-0.75 Residential (rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Parks, Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Unimproved areas 0.10-0.30 Streets Asphalt 0.95 Concrete 0.95 Brick 0.95 Roofs 0.95 Gravel 0.75 Fields: Sandy soil Soil Type Slope A B C D Flat: 0-2% 0.04 0.07 0.11 O. Average: 2-6% 0.09 0.12 0.15 0. steep:>2 0.13 0.18 0.23 0. Adapted from ASCE ACHD Calcs.xlsm Version 10.5, November 2018 12/28/2021, 5:04 PM IDS IAy- �J ACHD Calculation Sheet for Finding Peak Discharge/Volume -Rational Method APPROVED is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These 05/04/22 DATE blish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. FILE NUMBER: rP-zozz-coos lost -Development Flows (for pre -development flows, increase number of storage facilities to create new tab) put in yellow cells. 1 Project Name Graycliff Estates, Facility 3 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100-Year or 25-Year With 100-Year Flood Route) 25 rli�L r,. Chn.., nn..ro G4.4.�ci,.c n 5 Area of Drainage Subbasin (SF or Acres) SF Acre 6 Determine the Weighted Runoff Coefficient (C) C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Av@ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 2 3 4 5 6 7 8 9 10 132,829 50,994 4.22 0.95 0.20 0.74 7 User Calculate -1 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 min J 8 Determine the average rainfall intensity (i) from IDF Curve based on Tc i 1.85 in/hr 9 Calculate the Post -Development peak discharge (ClPeak) Clpe k 5.79 cfs 10 Calculate total runoff vol (V) (for sizing primary storage) V 7,777 ft3 V = Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I (95th percentile = 0.60 in) 95th 0.60 in Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C) Vrr 6,763 ft3 12 Detention: Approved Discharge Rate to Surface Waters (if applicable) cfs 13 Volume Summary Surface Storage: Basin Basin Forebay V 778 ft3 Primary Treatment/StorageBasin V 7,000 ft3 Subsurface Storage Volume Without Sediment Factor (See BMP 20 Tab) V 7,777 ft3 Estimated Runoff Coefficients for Various Surfacf Type of Surface Runoff Coefficients "( Business Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 Multi -family 0.60-0.75 Residential (rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Parks, Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Unimproved areas 0.10-0.30 Streets Asphalt 0.95 Concrete 0.95 Brick 0.95 Roofs 0.95 Gravel 0.75 Fields: Sandy soil Soil Type Slope A B C D Flat: 0-2% 0.04 0.07 0.11 0.: Average: 2-6% 0.09 0.12 0.15 0.: ACHD Calcs.xlsm Version 10.5, November 2018 1/13/2022, 10:52 PM L (E IDIAN — ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method APPROVED is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These 05/04/22 DATE blish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. ME NUMBER: F -2D22-noon ost-Development Flows (for pre -development flows, increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Graycliff Estates, Facility 4 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100-Year or 25-Year With 100-Year Flood Route) 5 5 Area of Drainage Subbasin (SF or Acres) SF Acre! 6 Determine the Weighted Runoff Coefficient (C) C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 User calculate min 8 Determine the average rainfall intensity (i) from IDF Curve based on Tc i 1.15 in/hr 9 Calculate the Post -Development peak discharge (QPeak) QpeA 2.92 cfs 10 Calculate total runoff vol (V) (for sizing primary storage) V 3,929 ft3 V = Ci (Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I (95th percentile = 0.60 in) 95th 0.60 in Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C) Vrr 5,482 ft3 12 Detention: Approved Discharge Rate to Surface Waters (if applicable) cfs 13 Volume Summary Surface Storage: Basin Basin Forebay V 393 ft3 Primary Treatment/StorageBasin V 3,536 ft3 Subsurface Storage Volume Without Sediment Factor (See BMP 20 Tab) V 3,929 ft3 r1ir4 to chn KAnm Oihh.6n Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 2 3 4 5 6 7 8 9 10 106,523 46,808 3.52 0.95 0.20 0.72 Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients "ll Business Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 Multi -family 0.60-0.75 Residential (rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Parks, Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Unimproved areas 0.10-0.30 Streets Asphalt 0.95 Concrete 0.95 Brick 0.95 Roofs 0.95 Gravel 0.75 Fields: Sandy soil Soil Type Slope A B C D Flat: 0-2% 0.04 0.07 0.11 O. Average: 2-6% 0.09 0.12 0.15 0. steep:>2 0.13 0.18 0.23 0. Adapted from ASCE ACHD Calcs.xlsm Version 10.5, November 2018 12/28/2021, 5:04 PM `(E IDI� IAN �J CHD Calculation Sheet for Sizing Seepage Bed With Optional Chambers t is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's APPROVED logy. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that DATE 05/04/22 calculations in order to be accepted. t pulls information from the "Peak QV" tab FILE NUMBER: Fa-2o22-noon Post -Development Flows (for pre -development flows, increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Graycliff Estates 2 Enter number of Seepage Beds (25 max) 3 Design Storm 4 Weighted Runoff Coefficient C 5 Area A (Acres) 6 Approved discharge rate (if applicable) 7 Is Seepage Bed in Common Lot? Yes V 8 Set Total Design Width of All Drain Rock W 9 Set Total Design Depth of All Drain Rock D Rock Only, Do Not Include Filter Sand Depth or Cover 10 Void Ratio of Drain Rock Voids 0.4 for 1.5"-2" drain rock and 3/4" Chips 11 Design Infiltration Rate (8 in/hr max) Perc 12 Size of WQ Perf Pipe (Pert 1800) Dia pipe 13 Size of Overflow Perf Pipe (Perfs 3600), READ if Q100>3.3 cfs 14 Calculate Total Storage per Foot Spf 15 Calculate Design Length L Override Value Required for Chambers 16 Variable Infiltration Window L SWL 17 Variable Infiltration Window W SWW 18 Time to Drain 90%volume in 48-hours minimum 19 Length of WQ & Overflow Perf Pipes 20 Perf Pipe Checks. Qperf >= Qpeak; where Qperf=CdxAxV(2xgxH) 100 0.52 Link to: 1.39 acres 0.00 cfs 2,516 ft3 10.0 ft 10.0 ft 0.4 8.00 in/hr 18 in 12 in 47.3 ft3/ft 53 ft 53 ft 10.0 ft 67 hours 53 ft 0%Sediment Optional Storage Chambers 9F Note: This assumes chambers are organized in a rectangular layout. 1-StormTech, 1 Type of Chambers SC740 2 Volume to Store V 0 ft3 3 Installed Chamber Width Cw 4.25 ft Installed Chamber Depth Cd 2.50 ft I Installed Chamber Height Ch 7.12 ft 4 Chamber Void Factor 5 Chamber Storage Volume, Without Rock, Per Manuf 45.90 ft'/Unit 6 Chamber Storage Volume, With Rock, Per Manuf 74.90 ft'/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ft2 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90% volume in 48-hours minimum ACHD Calcs.xlsm 12/28/2021, 5:05 PM Version 10.0, May 2018 `(E IDI� IAN �J CHD Calculation Sheet for Sizing Seepage Bed With Optional Chambers APPROVED t is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's logy. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that 05/04/22 calculations in order to be accepted. DATE t pulls information from the "Peak QV" tab FILE NUMBER: Fa-2D22-Door Post -Development Flows (for pre -development flows, increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Graycliff Estates, Facility 2 2 Enter number of Seepage Beds (25 max) 1 3 Design Storm 100 4 Weighted Runoff Coefficient 0.55 Link to: Q'V JI 5 Area A (Acres) 1.21 acres Q,V3 Q.Va 6 Approved discharge rate (if applicable) 0.00 cfs Q,V TR55 J 7 Is Seepage Bed in Common Lot? Yes V 2,292 ft3 o%sediment 8 Set Total Design Width of All Drain Rock W 10.0 ft 9 Set Total Design Depth of All Drain Rock D 10.0 ft Rock Only, Do Not Include Filter Sand Depth or Cover 10 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2" drain rock and 3/4" Chips 11 Design Infiltration Rate (8 in/hr max) Perc 8.00 in/hr 12 Size of WQ Perf Pipe (Pert 1800) Dia pipe 18 in 13 Size of Overflow Perf Pipe (Perfs 3600), READ if Q100>3.3 cfs 12 in 14 Calculate Total Storage per Foot Spf 47.3 ft3/ft 15 Calculate Design Length L 48 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 48 ft 17 Variable Infiltration Window W SWW 10.0 ft 18 Time to Drain 67 hours 90%volume in 48-hours minimum 19 Length of WQ & Overflow Perf Pipes 48 ft 20 Perf Pipe Checks. Qperf >= Qpeak; where Qperf=CdxAxV(2xgxH) Optional Storage Chambers 9W This assumes chambers are organized in a rectangular layout. 1-StormTech, 1 Type of Chambers SC740 2 Volume to Store V 0 ft3 3 Installed Chamber Width Cw 4.25 ft Installed Chamber Depth Cd 2.50 ft Installed Chamber Height Ch 7.12 ft 4 Chamber Void Factor 5 Chamber Storage Volume, Without Rock, Per Manuf 45.90 ft3/Unit 6 Chamber Storage Volume, With Rock, Per Manuf 74.90 ft3/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ft2 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90% volume in 48-hours minimum ACHD Calcs.xlsm 12/28/2021, 5:05 PM Version 10.0, May 2018 (E IDIAN — CHD Calculation Sheet for Sizing Seepage Bed With Optional Chambers APPROVED t is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's logy. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that DATE 05/04/22 a calculations in order to be accepted. t pulls information from the "Peak QV" tab FILE NUMBER: Fa-2D22-Door Post -Development Flows (for pre -development flows, increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Graycliff Estates, 2 Enter number of Seepage Beds (2S max) 3 Design Storm 4 Weighted Runoff Coefficient C 5 Area A (Acres) 6 Approved discharge rate (if applicable) 7 Is Seepage Bed in Common Lot? No 3 Link to: Q'v J Q,V2 Q,V4 Q,V TR55 J V 3,663 3,932 ft' 25%Sediment 2 0.74 4.22 acres 0.00 cfs 8 Set Total Design Width of All Drain Rock W 15.0 ft 9 Set Total Design Depth of All Drain Rock D 10.0 ft Rock Only, Do Not Include Filter Sand Depth or Cover 10 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2" drain rock and 3/4" Chips 11 Design Infiltration Rate (8 in/hr max) Perc 8.00 in/hr 12 Size of WC. Perf Pipe (Pert 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe (Perfs 3600), READ if Q100>3.3 cfs 12 in 14 Calculate Total Storage per Foot Spf 70.6 ft3/ft 15 Calculate Design Length L 56 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 56 ft 17 Variable Infiltration Window W SWW 15.0 ft 18 Time to Drain 6.4 hours 90%volume in 48-hours minimum 19 Length of WQ & Overflow Perf Pipes 56 195 ft 20 Perf Pipe Checks. Qperf >= Qpeak; where Qperf=CdxAxV(2xgxH) Note: This assumes chambers are organized in a rectangular layout. 1-StormTech, 1 Type of Chambers SC740 2 Volume to Store V 0 3 Installed Chamber Width Cw 4.25 Installed Chamber Depth Cd 2.50 Installed Chamber Height Ch 7.12 4 Chamber Void Factor 5 Chamber Storage Volume, Without Rock, Per Manuf 45.90 6 Chamber Storage Volume, With Rock, Per Manuf 74.90 7 Total Number of Units Required 0 8 Area of Infiltration Aperc ftz 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum ACHD Calcs.xlsm 12/28/2021, 5:05 PM Version 10.0, May 2018 `(E IDI� IAN �J CHD Calculation Sheet for Sizing Seepage Bed With Optional Chambers t is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's APPROVED logy. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that 05/04/22 calculations in order to be accepted. DATEt pulls information from the "Peak QV" tab FILE NUMBER: Fa-2o22-noon Post -Development Flows (for pre -development flows, increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Graycliff Estates, Facility 4 2 Enter number of Seepage Beds (25 max) 1 3 Design Storm 5 4 Weighted Runoff Coefficient 0.72 Link to: Q,V2 JI 5 Area A (Acres) 3.52 acres Q.V3 6 Approved discharge rate (if applicable) 0.00 cfs Q,V TR55 J 7 Is Seepage Bed in Common Lot? No V 4,911 5,061 ft' 25%sediment 8 Set Total Design Width of All Drain Rock W 13.0 ft 9 Set Total Design Depth of All Drain Rock D 10.0 ft Rock Only, Do Not Include Filter Sand Depth or Cover 10 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2" drain rock and 3/4" Chips 11 Design Infiltration Rate (8 in/hr max) Perc 8.00 in/hr 12 Size of WQ Perf Pipe (Pert 1800) Dia pipe 18 in 13 Size of Overflow Perf Pipe (Perfs 3600), READ if Q100>3.3 cfs 12 in 14 Calculate Total Storage per Foot Spf 61.3 ft3/ft 15 Calculate Design Length L 83 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 83 ft 17 Variable Infiltration Window W SWW 13.0 ft 18 Time to Drain 67 hours 90%volume in 48-hours minimum 19 Length of WQ & Overflow Perf Pipes 83 ft 20 Perf Pipe Checks. Qperf >= Qpeak; where Qperf=CdxAxV(2xgxH) Optional Storage Chambers 9F This assumes chambers are organized in a rectangular layout. 1-StormTech, 1 Type of Chambers SC740 2 Volume to Store V 0 ft3 3 Installed Chamber Width Cw 4.25 ft Installed Chamber Depth Cd 2.50 ft Installed Chamber Height Ch 7.12 ft 4 Chamber Void Factor 5 Chamber Storage Volume, Without Rock, Per Manuf 45.90 ft'/Unit 6 Chamber Storage Volume, With Rock, Per Manuf 74.90 ft'/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ft2 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90% volume in 48-hours minimum ACHD Calcs.xlsm 12/28/2021, 5:06 PM Version 10.0, May 2018 �E IDR IAN,-- �� ACHD Calculation Sheet for Sand/Grease Traps APPROVED ksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the DATE 05/04/22 lation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must FILE NUMBER: FP-zozz-coos s that meet or exceed these calculations in order to be accepted. User input in yellow cells. 1 Project Name Graycliff Estates 2 Enter number of 5anclAirease I ra 4 Number of Peak Flow Baffle Throat Velocity Is the Vault Size S/G Traps Q-cfs Spacing width Area (ft2) 0.5 fps Velocity (inch) (inch) max. ok? 1000 G 1 1.88 20 48 6.67 0.28 Reference for Throat widths (inch) ADS Boise Lar-ken WQU, Vault BMP 16 1000 G 48.0 50.5 n/a 1500 G 60.0 61.5 n/a WQU1000 n/a n/a 60 WQU1500 n/a n/a 60 ACHD Calcs.xlsm 12/28/2021, 5:02 PM Version 10.0, May 2018 �E IDR IAN,-- �� ACHD Calculation Sheet for Sand/Grease Traps APPROVED ksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the DATE 05/04/22 lation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must FILE NUMBER: FP-zozz-coos s that meet or exceed these calculations in order to be accepted. User input in yellow cells. 1 Project Name Graycliff Estates, Tank 2 2 Enter number of 5anclAirease I ra 4 Number of Peak Flow Baffle Throat Velocity Is the Vault Size S/G Traps Q-cfs Spacing width Area (ft2) 0.5 fps Velocity (inch) (inch) max. ok? 1000 G 1 1.71 20 48 6.67 0.26 Reference for Throat widths (inch) ADS Boise Lar-ken WQU, Vault BMP 16 1000 G 48.0 50.5 n/a 1500 G 60.0 61.5 n/a WQU1000 n/a n/a 60 WQU1500 n/a n/a 60 ACHD Calcs.xlsm 12/28/2021, 5:02 PM Version 10.0, May 2018 �E IDR IAN,-- �� ACHD Calculation Sheet for Sand/Grease Traps APPROVED ksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the DATE 05/04/22 lation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must FILE NUMBER: FP-zozz-coos s that meet or exceed these calculations in order to be accepted. User input in yellow cells. 1 Project Name Graycliff Estates, Tank 3 2 Enter number of 5anclAirease I ra 4 Number of Peak Flow Baffle Throat Velocity Is the Vault Size S/G Traps Q-cfs Spacing width Area (ft2) 0.5 fps Velocity (inch) (inch) max. ok? 1000 G 1 2.16 20 60 8.33 0.26 Reference for Throat widths (inch) ADS Boise Lar-ken WQU, Vault BMP 16 1000 G 48.0 50.5 n/a 1500 G 60.0 61.5 n/a WQU1000 n/a n/a 60 WQU1500 n/a n/a 60 ACHD Calcs.xlsm 12/28/2021, 5:03 PM Version 10.0, May 2018 �E IDR IAN,-- �� ACHD Calculation Sheet for Sand/Grease Traps APPROVED ksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the DATE 05/04/22 lation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must FILE NUMBER: FP-zozz-coos s that meet or exceed these calculations in order to be accepted. User input in yellow cells. 1 Project Name Graycliff Estates, Tank 4 2 Enter number of 5anclAirease I ra 4 Number of Peak Flow Baffle Throat Velocity Is the Vault Size S/G Traps Q-cfs Spacing width Area (ft2) 0.5 fps Velocity (inch) (inch) max. ok? 1000 G 1 2.92 20 48 6.67 0.44 Reference for Throat widths (inch) ADS Boise Lar-ken WQU, Vault BMP 16 1000 G 48.0 50.5 n/a 1500 G 60.0 61.5 n/a WQU1000 n/a n/a 60 WQU1500 n/a n/a 60 ACHD Calcs.xlsm 12/28/2021, 5:03 PM Version 10.0, May 2018 IDS IAN— ACHD Quick Calcs for Pipe and Ditch Capacity APPROVED i"minimum guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These bquirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. �� 05/04/22 FILE NUMBER: FP-2o22-nods put in yellow cells. 1 Project Name Graycliff Estates Pipe @ Seepage Bed 1 2 PiDes 1 Enter Flow Q= 1.88 cfs 2 Manning's n n= 0.015 Table on QV Tab 3 Slope S= 0.0050 ft/ft 4 Pipe Diameter D= 12 in 5 Uniform Flow Depth yn = 8.6 in 6 Normal Velocity V= 3.13 ft/s 7 Critical Flow Depth yc = 7.01 in 8 Critical Velocity V= 3.95 ft/s 8 Full Flow Qmn = 2.18 cfs 9 Full Flow % 86% 7 i 5 4 .i 2 1 _2 -3 _q -5 _7 FLOW 1.88 CFS 1 Project Name Graycliff Estates Pipe @ Seepage Bed 2 2 PiDes 1 Enter Flow Q= 1.71 cfs 2 Manning's n n= 0.015 Table on QV Tab 3 Slope 5= 0.0050 ft/ft 4 Pipe Diameter D= 12 in 5 Uniform Flow Depth y = 8.0 in 6 Normal Velocity V= 3.08 ft/s 7 Critical Flow Depth yc = 6.67 in 8 Critical Velocity V= 3.81 ft/s 8 Full Flow Ciym = 2.18 cfs 9 Full Flow % 78% -PIPE -DEPTH OF FLOW 12" DIAMETER 0.015 MANNINGS 0.005 FT/FT SLOPE API PE 7 -DEPTH OF FLOW 5 4 3 t 4 5 7 -3 -5 12' DIAMETER -7 0.015 MANNINGS FLOW 1.71 CFS 0.005 FT/FT SLOPE ACHD Calcs.xlsm Version 10.0, May 2018 1/10/2022, 10:15 AM E jp R N __ \��AJ Name oject peS lanning's APPROVED ter FloDATE 05/04/22 n pe FILE NUMBER: rP-zozz-oaos e Diameter iform Flow Depth 6 Normal Velocity 7 Critical Flow Depth 8 Critical Velocity 8 Full Flow 9 Full Flow % Graycliff Estates Pipe @ Seepage Bed 3 - 25 YEAR Q= 5.79 cfs n= 0.015 Table on QV Tab S= 0.0100 ft/ft D= 18 in yu = 10.4 in V= 5.47 ft/s yc = 11.14 in V= 5.04 ft/s QNII = 9.10 cfs 64% -PIPE 10 -DEPTH OF FLOW 8 00 7 6 s 4 3 _1 10 10 L2ETER -10 0.015 MANNINGS FLOW 5.79 CFS 0.01 FT/FT SLOPE 1 Project Name Graycliff Estates Pipe @ Seepage Bed 3 - WATER QUALITY 2 Pipes PIPE 1 Enter Flow Q= 2.16 cfs 10 DEPTH OF FLOW 2 Manning's n n= 0.015 Table on QV I j 3 Slope S= 0.0100 ft/ft 5 4 Pipe Diameter D= 18 in I a 3 5 Uniform Flow Depth y = 6.0 in I 2 1 6 Normal Velocity V= 4.23 ft/s 1 7 Critical Flow Depth yc = 6.66 in I 1- 8-7-6-5-4-3 -2-21 1 2 3 4 5 6 7 8 1 0 8 Critical Velocity V= 3.63 ft/s 0 -4 8 Full Flow Qmll = 9.10 ds s 9 Full Flow % 24% I 6 8" DIAMETER -10 0.015 MANNINGS FLOW 2.16 CFS 0.01 FT/FT SLOPE 1 Project Name Graycliff Estates Pipe @ Seepage Bed 4- 2 Pipes 25 YEAR -PIPE 1 Enter Flow Q= 4.70 cfs 10 DEPTH OF FLOW 2 Manning's n n= 0.015 Table on QV Tab 7 3 Slope 5= 0.0100 ft/ft 5 4 Pipe Diameter D= 18 in g 5 Uniform Flow Depth Y. = 9.2 in i 6 Normal Velocity V= 5.20 ft/s _1 7 Critical Flow Depth yc= 9.99 in 10 8-7-6-Sd-3 -2 = 108 1 2 3 a Critical Velocity V= 4.66 ft/s 2ETER 8 Full Flow Qfull = 9.10 cfs9 Full Flow % 52% 8 -10 0.015 MANNINGS FLOW 4.7 CFS 0.01 FT/FT SLOPE 1 Project Name Graycliff Estates Pipe @ Seepage Bed 4- WATER QUALITY 1 Enter Flow Q= 2.92 cfs 2 Manning's n n= 0.015 Table on QV T 3 Slope S= 0.0100 ft/ft 4 Pipe Diameter D= 18 in 5 Uniform Flow Depth Y. = 7.0 in 6 Normal Velocity V= 760 ft/s I 7 Critical Flow Depth yc = 7 79 in I 8 Critical Velocity V= 3.98 ft/s I 8 Full Flow Qfull = 9.10 cfs 9 Full Flow % 32% I -PIPE 10 -DEPTH OF FLOW 8 7 6 5 4 3 2 1 _1 5 a ZETER _7 6 -10 0.015 MANNINGS FLOW 2.92 CFS 0.01 FT/FT SLOPE �E IDIAN> APPROVED DATE: 05/04/22 FILE NUMBER: Fa-zD-GMs ley))) Horn PENDIX B- Grading and Drainage Plan Sheets APPROVED OAR OarOM22 I I � II � FUWAQFA:rv-z�ams 1I MATCH LINE: SEE SHEET C4.20 17 — � 7 1 T — — � � 7 xas I I M� � 14 III � or zns� / T i � a E' 15 \ / znsl 27 IW BLOCK �1" E 26 I 32 —— — ;oT 6 I 31 \ r 1 .Fa 3 y :11�, Iu 30 o P �� w m vv vvVw II o I; 3 12 n 4 \ \\ JN2711 L. 22 13 /zV 6 28 /2111.2 ac 2121— — rc Ih IIII ilj / 27 15 sm /m� I III III .2 / III Ilj 6 V­714.37 — __ �� 6 iI III Ir ,19 18 I _ _ v� � as I; IpIIo 26 18 � L-nrs-17 / — — Q>` BLOCK 6 r e.rz it 23 w _WLYRA ST�a '� 11 I�j IIII z 1rs.ae2- 1-.s. c cc14 �I 22 nraso_ 1,a.„ 19 I 18 17 I is I 15nra.m nra.zz --------�1�a- ----- _ ' 13 BLOCK s — zas.zz=--"L 1 c k_121—___�%�� GENERAL NOTES 0 S11 -1 rycENGNEER aaa —11 LEGEND— — — — Al WAY uNiv ry —HT m —01 1111 F„T 11-11 ABBREVIATIONS NORTH 0 40' 80' 160' SCALE: 1" = 40' C420 C4.10 KEY MAP rv.T.s. GENERAL NOTES ESE APPROVED�A �MEo ry aAo�� ry �E wo�E ... '� ChM, MW22 IN INN �� \ \ .. ,.^ �R t.�.Es Ho S o oa l.EnEs rvo. V N LEGEND o.. J, \�N`l` Arl--- ..— ��a. yy. HARRIS ST `s A ` V �� ABBREVIATIONS �� a � :. \ a Vt" Ai �� A� r� � A/ w x o V `� A Z Q a p \ g moo= w> LL U i 4 i 1 i y \ 4, wa =a � i s � -N, 2W a ig MATCH LINE: SEE SHEET C4.1013 eaxnl a8670o KEY MAP i $ _ 0 40' 80' 160' g C4F20 SCALE: 1" = 40' VYL APPROVED 051W22 11 12J, 4.84 sox S. REDWATER AVE CURB RAMP DETAIL (STA=11+10 00) 4 ■ I I I I I I I i I 2 3 4 5 7 I 8 9 10 11 12 13 III ue/vc I I I I I I I i I I T721161 IT or n,.STT r n,.5° n.9, e �I % S_REDWATERAVE M•e 14 BLOCK$ 0099 2 19+0O OF ,e \ „ LF s 9 a 2 0� Miryc s t5 „ i `L'I Or te" o R/ s •e o� tz 52 a 2� 1` ,252 of tB" oos �I 5 9iA.,o+oo.Co ( I2 at5+T558 ar.ls x Rr . �.. „ c ) x. as razn. xI. m zns,ai I. A Tc: si'aIa` 15 raznw9Ji + a rc:i2w.e OFF rc:ii m .A c n,'e.,a _IF - 9 1.913`11 T. v,..s. Tans c n,s.ae zn � wv .A(I °Ii n T' 91 -(,e) I I I 5.ss . .TA 5 6 7 9 10 11 °ur: n 13 a9 1 14 15 i6 17 zT' °~ t AT 16 J ITTsz J BLOCK 5 T i I I no.os MATCHLINE SEE SHEET C7.20 J20 R 27" 8 nTV 271B r d m aW -- -- .J12 -- --- - __30BLu- _ -_ 2J12 d 10 . n lY R1C 2J10 S REDWATER AVE. PLAN AND PROFILE PAVING CONSTRUCTION NOTES C L 11 ILLEI PER A I - IMIIA nI Iwc 12 —z 1111 ITIRL— ITAN L12 .,LI L PLR U A T III TO °RAIL. o ENT .-�� R� _a IT =o-7,I. 9-1 — — IRI,�.Ar 0 °I2 IIA =TORN IRWN M NHM A — =PIA III Ca im �1.g ALL STATIONING AND OFFSETS ARE FROM THE STREET CENTERLINE. 2. ALL SIDEWALKS SHALL COMPLY WTTH THE LATEST ADA STANDARDS. CROSS SLOPE SHALL BE LESS THAN 2%. LONGITLDINAL SHALL BE LESS THAN 5% UNLESS AT A RAMP. _ �{/ C7.30'i m m � Y ICfJ7.40 C7.30 C7.20 C7.10 to y rA HaQ cd (OQ W rn o KEY MAP Z g LL m w d 0 L) LLN LL rc q} Q �¢3 0 30' 60' 120' SCALE: 1" = 30' �a 3 8670 C7F 10 p ;. �QERIDIIV— APPROVED DATE 05/1 FlLL NUMBED: raaarmo � < n S COLDITZ WAV a W a a 2�27- O 2 2Er CURB RAMP DETAIL (STA=22+96+00) —TW I I I BLOCK 6 I I I I I I i I I � 3 I I I I I I I I I I I I 29 28 27 26 25 24 23 22 21 20 19 Tc.zns.ss ql E)GS71NG PHASE 1 e- r 1. IT 3 t TA 2 a � I I e S�COLDITZ WAY 2-2 R n ft�R ' /12 o e ®� ,x� TG 2ni25 is 2ita _ _ - a a"1 TC Tc zi,a s Tc xT,�2a Tc n,S ZA iG3n}.pe TC TA 1- i °� I s I r r C T � *e 2na.asl 9 b l a E i 30 29 28 27 T 26 a25ET 24 23 ess i i it 11 I I I 22 21 I PAVING CONSTRUCTION NOTES HIT o T EE saaT .11 , I, "1 3 7 -1 - Tl lilt._aTR Awo L 1 11 OIRIsawITT III JJ:,i FT ANo AroE 1. GUN rvL -TT11, 1— ANo — PER L -111, —T --IT in D11 o]TAii ory —T -1., L 11H T >,.Tsz — u,E CovER TO GRApE. GRADE L L, R�wA. rlE F r . 111 , rvr.RROEE TmE A RAR sAwo ITT n I T- HIG AND OFFSETS ARE FROM THE STREET III I I _ - Em C7.30 Y 6 C7 40 N C7.30/ W J Lui s a 0 In C76 C7.10 W m o LLim� 3 a (7 L) } LL rc KEY MAP HTE Q d L1 ¢ 3 K o Z � 0 30' 60' 120' SCALE: 1" = 30' a � 3 _ o + 8670 f 9eiC4_': �peT? S COLDITZ WAY PLAN AND PROFILE PAVING CONSTRUCTION NOTES I�Q PROVED CURB RAMP DETAIL :mow f I■ tpi3RSD� iiII'>!ID Fil{'bi) FiiN1F))� FiiF3S) .URB RAMP DETAIL (STA=10136,00) �M d L :T� ITTER PER nao 1, AIL � _ R �Ar�N SN ff6 Aa,N °NPFL6N6NrAl °6 o �C-L�a6`Ew ®AN.Nn.A�NAL��.AHD —6ro..E. o NsrM 11 ENNNNs —1— P. — —1— o °rM ,E .1-A 6NM °° P� —D —11— NOTE.gLL STARONING AND OFFSETS ARE FROM THE STREET 6 MNE. ALL SI 2. ALL KS SHALL COMPLY AITHB THE LATEST ADA ARDS. THAN STANDARDS. DROBB SLOPESHALL SHABE LESS O 8 ITUDINAL SHALL BE LESS THAN Sx UNLESS ATT A RAMP. EA. n C7.30 A' m m � ciao L--.No° T IS— oro mz.es C7It 15 E. c. a C7.20 C7.10 ICR IT ECR, O _ . `n. Ca I2112 OwII ( I 2nmdQ F ze _ — S S( KEY MAP d ZO i >rc W. LEARMONT ST Qx \ Z LL m w �� g L 'IT- °� °. LT OT �lti-1 Eoe _1�m srA N.z1 Urn" t n ` ��zni.00r \ Z } LL rc \ 5z \ NORTH _ U i TI ,z — / DY ar 1a U \ 5 R B rc znz n - F _ ° o a BLOCK 1 \ 0 30' 60' 120' BLOCK 1 m l w s J0 .° BLOCK1 \ \ Ic Y w sr 2711.11 _zalxr SCALE: 1" = 30' m Tc. z<, IN, ar. zra6. I _ 2J18 r - 2J12 27OB 2706 2J12 tj$ +050%nr+2001 2J08 •wan f� $ n MIS W. LEARMONT ST. PLAN AND PROFILE 2716 2J18 $ 1 ^ 8^ ad 2512 xn rl\ I/ -- _ 2712 003% zJoe ad g= � w 2Joe 2J08 $ 12" SD NV:2JOB.S0 2J08 �a 8670 f 9eiC4_': 13+00 12+00 11+00 10+00 W. HARRIS ST. PLAN AND PROFILE C 7F 3 O D APPROVED 0IYW22 ME 11 14 1 15 1 �xsnucRliase+ � w' Vo s..:,Da1x '_______tlm_ _______ — — STA: zr sTAs Euw 0. c PAVING CONSTRUCTION NOTES L :�� r UTTER ICI A— C- F ,._ 113 sD T s, ° , DAT � eASR ffR ADD �DFFLENERTA< C r �sPwo sTD D. —1 ArvD s,IFE FaR. Iz T�._RP ED Fuc FIFE. �.,+°,N AND �aae FER 0 c Ns,F°cT sTEFA°E °ED FZR DFTAI, AN ® A ,DST WATER >ALVE — AND —1 To WADE. $ o IR=TA,. ,.FE I ,ERNND6 RARRIDADE FER AM�D m_,,,,A o I sTA�. T�F II ,TRNIND6 RA�IDADT F� AaD 6D_1„�. 1. ALL STATIONING AND OFFSETS ARE FROM THE STREET m pLL SI ENE. 2. TA ARDS.LKS SHALL COMPLY lL1B THE LATEST A0A O 8 STANDARDS. CROSS SLOPE SHALL BE LESS THAN Tx. LONOINDINAL SHALL BE LESS THAN 5% UNLESS AT A n RAMP. r A' � _W C7.40 1 32 C7.30 BLOCK 5 Tc.znz.m tltl1 C7.20 L 7 IT a Tc. n,z sz — a rz— J 27 W Q L188 61ao° _ I ®osas zz. 31 O Q a _ DDTA 11=1 KEY MAP aC +_ r E. OAKBRIAR WAV 0i<iRWL N.T.S. d w O z �KBR/AR WAY Rv °u p, 1Tan.w Z LL, o w �ns� r I 18-RTT LL no ,I .TA I n C 2 �TG z. °BA nO 2:1 my wT. zzo>.1. O°) 2]16 8 ]2716zn2 pOx aT.T6R ____2. 2]6E. m ^ - nM n 2]OB 2]OB d 12" SO NV:2>08.68 2]OB 3ED TC.2nR„ NORTH d L) ti y 0 }LLa Z QQy73 0 30' 60' 120' Q ¢ 3 d K` SCALE: 1" = 30' O 0 m �a e 8670 f ge/C4Lr_,,,�PP? S. OAKBRIAR WAY PLAN AND PROFILE MERDIANg- EASE. PROVEDHD 6' PLANTERIS IB' S' PLANTER G' SIDEWALK 1E wl 5' LANDSCAPE BUFFER E Riau �c=�I r r ...H. C E 17 p — I _ �� - - _ 5 iHIOK GONORETE OVER 4" `2' FLAT LANDING J -\ J _ J \ J BEHIND SIDEWALK, TYP. Y IIII III I� III OF }" AGGREGATE BASE III III _III—III—III—III=III, III-III-1= CWRSE PER ACHD SD-J09 III -III -I _ T _ — — — \ — iEk 8" THICK OONCIE[ h o III < Clux Y 2 } ASPHALT PAVEMENT \` NC1 i FII F 3 CO3' RUS P_E AGMPACTED CRUSHH ED GREGATE CR BASE COURSE � a 17" OF COI,1/1 1-11 .: I'll IT' CCISPAC-:ED BSUBGRADE COMMON DRIVE TYPICAL SECTION O $ 36' TYPICAL STREET SECTION WITH DETACHED SIDEWALK W. HARRIS ST. $ S. OAKBRIAR DR. A� W m COLLECTOR ROAD STREET SECTION SCALE: NTS 2 SCALE: NTS COMMON DRIVE TYPICAL SECTION a Y 60' PUBLIC RIGHT-OF-WAYS i C7xgx max _ W I— d x wOo LL DO J U N q} LL K B' SIDEWAIH B' PLANTER 16. W' ULEG, 6' PLANTER S' SIDEWALK I.0 3' ROLLED CURB AND GUTTER PER ACHD 50-J02 TYP. wATUt - )C_J � �` � ' F >` - � 2' FLAT LAND DING 5 TH OK CONORETE OVER 4" t �� BEI OF ;' AGGREGATE BASE SIDEWALK TY➢. Y ^^1 III III III CWRSE PER ACHD SD-J09 III m[A2 �� xvERT - Y —II I�.. L—III—III L—J III I.,. y niF INUIT RE. O V C BB SE 3STREDE 3' TYPICAL LOCAL STREET SECTION WITH DETACHED SIDEWALK Hass m M w m o r. nuw elevnnax. z � x `LMua x n STORM WATER RETENTION SUMMARY TABLE NAME LENG (Nlj "ICTII ('t) DEPTH (tt) TOP OF ROCK ELEV. BOTTOM OF ROCK ELEV. GROUNDWATER ELEV. REO'D SEPARATION (3' MIN) DESIGN INFILTRATION RAZE (IN/HR) SS%O 9eiC4_': �peL? C8FFI 0 3 LOCAL ROAD TYPICAL SECTION SCALE: NTS 1 4 SEEPAGE BED DETAIL SCALE: NITS �E IDIAN> APPROVED DATE: 05/04/22 FILE NUMBER: Fa-zD-GMs ley))) Horn PENDIX C- Geotechnical Report and Addendum OWER� N (-f i APPROVED DAT 05/04/22 sultinq, Soil Evaluations & Data Collection FRENNAKR:FP-zozz- 5 August 3, 2020 Roger Smith Sage Engineering, Inc. 1693 S. Coronado Ave. Boise, ID 83709 RE: Addendum to Graycliff 2019 Groundwater Report HARLEYR NoE Phone: 208.850.4926 Fax: 208.939-9602 You indicated there were some questions from the ACHD review of my October 9, 2019 groundwater monitor report for 2019 for the Graycliff property. I will provide some additional groundwater monitor data to reinforce my interpretation of conditions on the site. ACHD requested that the values be shown as groundwater elevations. You provided me with ground elevations and I have placed those values and the calculated dry hole elevations on the sheet. Remember, that groundwater was never encountered in any of the test pits and groundwater is at some depth below the 10 to 12 foot level in the substratum sand, gravel and cobbles. The 3 Graycliff test pits were excavated to depths ranging from 10 to 12 feet on October 31, 2018. Because of the dry conditions, Becky McKay and I decided to collect a pre -irrigation reading in early 2019 and monthly readings throughout the irrigation season. That data is attached and shows ground elevations, dry hole elevations and all monitor dates. I believe their concern comes from section 8009.4 which indicates a FULL year of data is required collected on a biweekly basis. In my opinion the landscape position and deep groundwater levels allows for some variance in the policy. This site is located on the 3'd or 41' alluvial fan terrace above the Boise River floodplain some 6 miles to the north. At this elevation the groundwater is very deep, below 25 to 50 feet according to well logs. 5740 N. APPLMOOK WAY BOJSE, IDAW 83713 L i E IDI� N- ige APPROVED DAT 05/04/22 illy years I have utilized landscapes in making soil and drainage interpretation and other landforllls. On the higher fan terraces the Mr'ound�vater exists within and flo1Vs through these deep, freely drained sand, gravel and cobbles. Deep borings show these gravel layers to be 75 to 100 feet thick. Oil all the river terraces groundwater levels copinlollfy peak somewhere between July to September. The levels kvill ALWAYS be at their deepest during the October through March period. I always like to collect the first reading for the season before the water is turned into the canals in February or March and the final readin-, 111 Illld- October when cmals are shut down. ` Attached is some historical data collected as part of previous investigations on and near this site. There is biweekly data from the Laidlaw and M & H Development Pro jects in 2006 and 2007 as shown on the Google Earth leap I supplied. Also there is 2014 data fi-om the Biltmore project just north of the Graycliff site. These readings show no information would have been missed by using monthly monitor cycles. I am confident that this site is well drained with no free water- present above a depth of 12 to 15 feet and I feel the provided monitor data supports that assumption. The current and historical monitor data provides results fi-onl 2006, 2007, 2014 and 2019 in this site. That information is just as accurate as when it was pleasured. If you have additional questions or needs please contact me. t►ntts viQe�p' HARLEY R. NOE Professional Soil Scientist I *0 m -C 4- LU C)) 0 0 rr QD Graycliff 2019 Monitoring All readings are depth below ground level in inches :APPROVED Number Bottom Depth Ground Elevation 3l18 4/17 5/15 6/12 7/11 8!7 9/4 10/2 DRY HOLE ELEVATION 1-18 2713.00 142+ 142+ 142+ 142+ 142+ 142+ 142+ 142+ 2-18 2715.00 124+ 124+ 124+ 124+ 124+ 124+ 124+ 124+ 3-18 2715.50 131+ 131+ 131+ 131+ 131 + 131+ 131+ 131+ NOTE: A -+" following the value means GW deeper than pipe bottom 40 Or 0 T 06 C) Pff ie x M and H Development 2006 Monitoring Values are depth below ground level in inches aAPPROVED 4/12/06 @ excavation 4/16 4/24 5/8 5/22 6/6 6/21 7/6 8/2 8/15 8129 9/11 9/25 10/10 135 133 133 133 133 133 133 133 133 133 133 133 133 133 4124 - no irrigation on site to date. 6121 - crops being irrigated. Hay is down and baled, no irrigation now 716 - hole #4 irrigated in past 7 to 10 days all others in past 1 to 3 days 7118 - #3 irrigated in last 1 to 3 days, #1 in last 3 to 7 days, #2, 4 & 5 in last 7 to 10 days. 812 - #1, 3, 4 & 5 irrigated in last 3 to 7 days, #2 not irrigated 8115 - #1 & 2 irrigated in past 1 to 3 days, #3 & 5 in 3 to 7 days, # 4 in 7 to 10 days 8129 - #1, 3 & 5 irrigated in past 1 to 3 days. #2 not irrigated. #4 irrigated in past 3 to 7 days. 9111 - #1, 3, 4 & 5 hay cut, irrigated more than 10 days ago, #2 not irrigated 9125 - #1, 3, 4 & 5 irrigated more than 10 days ago 10/10 - no irrigation information, assume longer than 30 days ago. E ID - APPROVED DAT o a u ".0 _ / / \ R $ � / \ \ ? $ \ q 0') LO 2 G o coa e \ / \ \ % $ / / % 0')0 � � 0 � � / \ o � / / / Cl) CN R $ � \ d O / f \ N O $ 2 � 2 d / \ co/ $ 2 Qf 0 © n r \ R $ / 04 \ CIA o \ \ % 0') � 00 G / f \ ? $ � � ~ \ / $ 4 � � \ f \ _q ,� 04 / \ / / � p � 0 / ƒ 2 LO / q 0)@ 0 � 0 COo k f ? $ _ § 2 \ 2 / \ .@ 2 e \ z \ 0 / o \ % k \ � 7 � � / 2 # / $ / \ §' 3 _ .\ / -- 3 2 0 = 2 \ ±/a~o.0 k m \k 2 § - 7 & » m = e # tee=»eo \ % / / / co '\ / / _0 \ 7 \ % g / - ®£ 7 / \ > � 2 0 2 n ) - = o _ m �V,a� § 2 0 3 ) 0 » 7/ \ - _ � & 0 5, = a = ) o = _ = ---o= Co /f\./®% \� _ 55 e m / % - ) COa) .0\ L) a)± & ® _: @ \ k CO7 3 g ®: » CO w o $ ) .2 § 2 a w Q / o & t= o ƒ k � V) _ / / 3 # I ' 7 \ \ \ N N k / � / q 4 g o w w� m L idl Eaaw property 2001 Monnoring Values are depth below ground level in inches M le0005 3/13 4/16 4/27 5/11 5/28 6/13 6/27 7/10 1 9 119 119 119 119 119 119 119 119 7-06 115 115 115 115 115 115 115 115 115 8-06 131 131 131 131 131 131 131 131 131 9-06 92 92 92 72 65 65 65 65 65 10-06 49 49 dest Best dest dest dest dest Best 4/16 - pipe destroyed at 10-06. 4/27 - no irrigation on site yet. Pipe @ 9-06 broken off at ground level andfilled in to 72 inch, 5/11 - all are planted and corrugated. No irrigation yet 5/28 - all irrigated within last 1 to 3 days 6/13 - no irrigation in past 10 days, wet from rain 6/27 - #6, 7 & 8 irrigated in past 7 to 10 days,- #9 being irrigated now 7/10 - #9 irrigated in past 1 to 3 days-, #6, 7 & 8 irrigated in past 3 to 7 days. irrigation induced from nearby lateral L�(E IDI� N- APPROVED DA EI 05/04/22 Biltmore Estates 2014 Monitoring All readings are depth below ground level in inches Hole Bottom Number Depth 6/30 7/15 7/29 8112 8/31 9/17 10/1 6-13 148 148 148 148 148 148 148 148 6130 - #5 irr 3 to 5 days ago, #7 irr now w/ water around pipe, #6 irr 1 day ago, #4 irr 3 to 5 days ago. 10/1 - Com irrigated > week ago & hay not irrigated for a month, �E IDIAN> APPROVED DATE: 05/04/22 FILE NUMBER: Fa-zozz W5 pift W" ■ I �Y � GEN UERING TO: Ada County Highway District Attn: Darrien Miles 3775 Adams Street Garden City, ID 83714 DATE: August 6, 2020 RE: Graycliff Estates Subdivision Plan Review #1 Dear Ms. Miles: We received your comments dated July 30, 2020. Our comments address those in your review as attached. If you have any questions or comments regarding this matter, please call me at (208) 870-1015. Sincer4 ely Roger J 'mith, P.E. cc: File #C 196003 0 �G\ST ERFo�'�F a 8/06/2020 �13 8140 1693 S Coronado Ave. • Boise, ID 83709 • (208) 855-5082 • www.sage-eng.com (E IDIAN - APPROVED DATE 05/04/22 FILE NUMBER:Fc-sosz W5 ./Noted Plans Review #1 Comments Responses Ada County Street Name Committee approval is attached. Some street names have changed since the preliminary plat was approved. ,.h- The revised landscape plan is attached. f,6_4C1•S4E�" Storm drainage easements are attached as requested. _-�he license agreement for landscaping is being submitted separately. The instrument number wi be added when the agreement is recorded. /6. A permanent easement for the sidewalk has been provided as requested. The instrument number wi be added when the agreement is recorded. Drainage easements are shown on the plat as requested. /-R- The original signed Master Storm Drain Confirmation Agreement will be forwarded separately. The shallow injection well forms will be submitted as required. �6. Williams Pipeline has given preliminary approval via e-mail. We are working with them to get written approval of the construction drawings/crossing. That approval is expected in the next few days and will be forwarded upon receipt. s� 11. The requested pedestrian ramp changes have been made. The internal street ramps are ACHD Supplemental SD-712H Type H2. The ramps near the intersection of W. Learmont St. (former W. Wilton Woods St.) and S. Tandycroft Ave. (former S. Broyhill Ave.) have also been adjusted for improved alignment. he requested road section revisions have been made. i1 5. The terminus language already states what is requested. /f4. The island in S. Graycliff Way has been shortened to place the west side of the pedestrian pathway four feet from the east end of the island. -T5--T—he island in S. Graycliff Way is seven feet wide and will not have trees in it. See the revised landscape plan. �.6 The island curb has been revised as requested. (E IDIAN - APPROVED DATL 05/04/22 FILE NUMBER: Fc coos Keep right of island and object markers have been added to the island in detail 5 sheet 10 and referenced on sheet 8. 1,*.-fhe requested note has been added as note 20 on sheet 2 under "Roadway Construction Notes". �A!The requested note has been added as note 21 on sheet 2 under "Roadway Construction Notes". About 175 feet of street in S. Tandycroft Ave. (former S. Broyhill Ave.) will contribute additional runoff to this phase when extended in the future. This additional runoff has been added to seepage bed #3. 21. The requested note is already present on the detail 1 sheet 11 as note #14. 22. Seepage bed #2 has been moved to the common lot at the S. Graycliff Way and S. Colditz Ave. intersection. Seepage bed #3 is out of the road bed along the street frontage. Trees are not planned within 10 feet of seepage beds as shown in the landscape plan. 23. Runoff from about 2000 ft2 of street and landscape will discharge to the south end of the S. Redwater Ave. stub. This will generate about 150 ft3 of runoff in the 100 year storm. A temporary swale has been added at the south end of S. Redwater Ave. to contain this storm water volume. 24. The 100 year storm volume has been added to the plan for each seepage bed. 25. Groundwater data source information is included as note # 13 detail 1 sheet 11. 26. The requested note has been added as note #15 detail 1 sheet 11. 27. The seasonal groundwater report requested is attached. 28. The requested note has been added as note #16 detail 1 sheet 11. 29. Note #1 detail 1 sheet 11 has been updated per the requested verbiage. 30. The second page of the seepage detail has been deleted as requested. Geotextile information has been added as requested. 31. Sand and grease trap elevations already meet the requirements of SD-624. The lower baffle elevations have been adjusted to be at least equal to the center of the discharge pipe as requested. The detail has been updated from the old ACHD BMP-01 to the current ISPWC version. OWER� APPROVED DAh: 05/04/22 FRENNAKR:FP-zo coos well details are updated as requested. 33. The Harris Street monitoring well has been moved to the opposite side of the street in the sidewalk. 34. The Harris Street pavement cut request is being submitted separately. 35. The requested note has been added to sheet 15. It is already present on sheets 13 and 14. 36. Your note regarding Idaho statute 55-1904 has been forwarded to the professional land surveyor. He acknowledges the requirement. 37. Joint trench utility coordination is in progress as required. 38. Noted. 39. One copy of the civil plans, landscape plans, and plat are attached. (E IDS IAN,<- APPROVED DATE 05/04/22 FILE NUMBER:Fc-sosz W5 Soil Evaluations & Data Collection Becky McKay 1029 N. Rosario St. Suite #100 Meridian, ID 83642 February 17, 2021 HARLEYR NOE Phone: 208.850.4926 Fax: 208.939-8602 RE: Historical soil & groundwater information for Graycliff Estates Subdivision I have searched our electronic files and assembled all available historical soils information we have present on your present Graycliff Estates Subdivision project. Soil profile reports and ground water monitor information from three years are provided. The 2006 and 2007 data was collected when we operated as Associated Earth Sciences, Inc. We reorganized in 2008 and all data collected since then was collected as Natural Resource Solutions, LLC. The historical work was collected under 3 different project names. All information is presented in chronological order. SITE MAP A map is provided that I generated on 2021 Google Earth imagery. It includes the current boundary along with all test pit locations from all years. Also attached is the preliminary plat you supplied me. 2006 LAIDLA W DATA On April 14, 2006 we collected detailed soil profile descriptions at 5 locations on what was then known as the Laidlaw property named after the previous owner. Those test pits were numbered 6-06 through 10-06. Monitor pipes were placed in each of the 5 test pits prior to backfilling. Biweekly readings were collected from mid -April through mid- October of 2006. 2006 M&H DEVELOPMENT DATA Also on April 14, 2006 test pits were placed on the property lying east of your site. Field work was accomplished on both sites on the same day. Test pits 2-06 and 4-06 lie directly adjacent to the east of your Graycliff Estates boundary. Piezometers were placed in those two soil pits prior to backfilling and biweekly groundwater readings were collect from mid -April through mid -October of that year. 2007 LAIDLA WAND M&H DATA Groundwater monitoring was accomplished on all holes for the Laidlaw and M&H parcels on a monthly basis from mid -March through mid -August. Since no groundwater had been encountered, measurements were terminated for the year. 2018 GRA YCLIFF DATA Three additional soil test pits were placed on the old Laidlow property site on October 31, 2018. The project was then being called Graycliff. Test pits 1-18, 2-18 and 3-18 were spaced down the middle of the parcel. Piezometers were placed in all excavations prior to backfilling. 5740 N. APPLEBRooK WAY BOISE, IDAHO 83713 soils —page 2 (�E IDIA� APPROVED DATE 05/04/22 YCLIFF DATA ter monitoring was accomplished at the 3 piezometers on a monthly basis from March 8a' FILE NUMBER: FP-zozz-oaos tober 2"d. All piezometers remained dry to the bottom to the pipes. GENERAL SOIL CONDITIONS The project site is located on an ancient, gently rolling alluvial fan terrace formed in the Pliestocene era. Soils exhibit stronger and more extensive development on these higher terraces and are quite uniform across this parcel. The surface and subsoil layers are mostly silty clay loam and silt loams that are 30 to 50 inches thick. The next layer is a moderate to strongly cemented duripan that normally extends to 7 to 10 feet below ground level. A substratum of sand, gravel and cobbles having very rapid permeability is present below the pan to more than the normal 15 foot limit of test pit excavation. Well logs indicate these deep "pit run" materials are 25 to 75 or more feet thick. Detailed profile descriptions are included to provide point specific information. GROUNDWATER CONDITIONS All soils in the site are well drained. No free water or wetness evidence was observed in any of the test pit excavations. Groundwater monitoring was conducted during the 2006, 2007 and 2018 years. No water was ever encountered in any piezometer in all 3 years of monitoring. GENERAL SOIL RELATED INTERPRETATIONS These soils have moderately fine to fine textures in the upper 3 feet of all profiles. Lab testing of these silty clay loams indicate that R-values will normally be less than 15 and often less than 5. Bearing strengths can also indicated by these textures in the upper soil layers. A Unified classification of CL or CL-ML will dictate a bearing strength of 1,500 per square foot using table 1806.2 of the International Building Codes. The free drained, deep substratum material will make excellent receiving soil for the construction of storm drain systems. Digging in the hardpan layers will cause some difficulty, but should not be a concern for larger track hoe equipment. VALIDITY OF INFORMATION There is a considerable amount of soil and drainage information in this package that applies to the Graycliff Estates site. This data is as applicable today as it was when it was collected in 2006, 2007 and 2018. Soil and drainage conditions do not change over "normal" time in these old, well - expressed soil profiles such as those on this site. These profiles and drainage conditions are a result of thousands of years of development. There should be adequate information in this package to meet your design and planning needs. If you have questions or need any additional interpretations on soil and site conditions please call, text or send me an e-mail. 1! an a' HARLEY R. OE Professional Soil Scientist No Text APPROVED DAT 05/04/22 SCE%Utd B:R'FP-zo 2 1 aaixm:�wa uvsus�a p�€.n owa'n"`wa/�� Wd AYlMYd13tld 'JNI'W3Yd0'C3A30 Ntl35 sHaMo am �AMPI'1 AMO3B ' ( 'S Ol100s, ne-n e'iciew.u�r, n�a auwwna� CH003H 30 SMWO trWiWo 10VIN0.7/N3NNYN 1�i0ISIAIQHfIS 9N1833N19Nsa.I.v.Is� ��I�avxs Offil UA a. //1( -------------- ------- ew--- ----I_ F..2- - — - — - _— — —1 e. IN I I ASSOCIATED EARTH ►SCIENCES, Inc. Q LS EVALUATIONS - STOI DRAIN SOILS DATA - SOIL SURVEYS - SOIL WETLAND INVESTIGATIONS C I �E IDR IAN;r R-VALUE SAMPLING — GEOLOGY INVESTIGATIONS - SITE INVESTIGATION 11 6238 Edgewater Drive Boise, Idaho 83709 Phone: (208) 672-9213 FAX: (208) 672-9214 Cell: (208) 941-7284 APPROVED R. Noe 5740 N. Applebrook Way Boise, Idaho, 83713 Phone & FAX: (208) 939-8602 Cell: (208) 850-4926 DATE 05/04/22 hnson 1886 N. Greenfield Avenue Meridian, Idaho, 83642 Phone & FAX: (208) 898-9541 Cell: (208) 869-9099 FILE NUMBER:F zozz 5 April 14, 2006 Becky McKay Engineering Solutions 150 E. Aikens St., Suite B Eagle, ID 83616 RE: Soil test holes on Laidlaw property site On April 12th we described five test holes on the approximately 60-acre property located north of the farmstead at 510 Amity Road. The purpose of the investigation is to evaluate soil and groundwater conditions on the site and for suitability for storm drainage facilities. Detailed soil profile descriptions and a map showing test hole locations are attached. In each test hole a strongly cemented, nearly impermeable hardpan was present at a depth of 28 to 46 inches in all profiles. The hardpan layers ranged from 24 to 70 inches thick. Beneath the hardpan is sand or sand and gravel that extends to more than 15 feet below ground level. On test holes 7, 9 and 10 excavation was terminated before breaking through the hardpan due to digging difficulty. No free water or evidence of wetness was observed in any soil profiles. It should be noted that these test holes are very similar to the 5 excavated on the same day on the adjacent property to the east. PVC pipes were installed in the test holes to allow for measuring levels of potential groundwater. These will be measured on a biweekly basis throughout the irrigation season. You will be provided with a mid -season report in July and a final report on groundwater activity in October when irrigation activity has ceased. If you need anything additional or have questions, please call me at 850-4926. transmitted via e-mail HARLEY R. NOE Professional Soil Scientist 'ated Earth E IDR IAN;— Ce$, inc. APPROVED 4/12/2006 DATE 05/04/22 Westpark Company, Inc. Storm Drain Test Hole Description & Evaluation Evaluated by: Mark E. Johnson, Professional Soil Scientist FILE NUMBER: FP-D22-°°05 44 Phone: 888-9946 City: _ Legal Desc: 4eridian State: ID Zip: 83680 Part of SE 114 of Section 25, Township 3 North, Range 1 West, Boise Meridian, Ada County Idaho General Desc: North of farmstead at 510 Amity Road Depth Color Texture Clay % Roots Mottles Est. Permeability Comments (inches) (in/hr) Hole Number & Location: 6-06 6245 0 to 12 10YR 3/2 silty clay loam 28 to 30 common very fine, fine and medium none 0.2 to 0.6 firm moist 12 to 34 10YR 4/3 silty clay loam 30 to 32 few very fine, fine and medium none 0.2 to 0.6 firm moist 34 to 70 110YR 7/2 strongly cemented hardpan none none <0.2 extremely dense in place; brittle moist 79 to 93 10YR 7/4 moderately to strongly cemented hardpan none none <0.5 moderately dense in place; brittle moist 93 to 128+ variegated extremely gravelly coarse sand <3 none none 15 to 20 loose General Notes: Slope 0 to 1 percent. No free water or wetness evidence to 128 inches. Hnle Numher P. I or_atinn: 7-06 6246 0 to 13 10YR 3/2 silty clay loam 28 to 30 common very fine, fine and medium none 0.2 to 0.6 friable moist 13 to 34 10YR 4/3 silty clay loam 30 to 32 few very fine, fine and medium none 0.2 to 0.6 firm moist 34 to 46 110YR 6/3 silt loam 20 to 22 few very fine and fine none 0.5 to 1 firm moist 46 to 116+ 10YR 7/4 strongly cemented hardpan none none <0.2 extremely dense in place; brittle moist General Notes: Slope 0 to 1 percent. No free water or wetness evidence to 1 16 inches. Associated Earth cM IDR I y Ices, Inc. APPROVED DATE: 05/04/22 FILE NUMBER: Fa- D—DDos 4 / 12 /2006 Storm Drain Test Hole Description & Evaluation Continuation Sheet Project: Laidlaw property Depth Color Texture Clay % Roots Mottles Est. Perm. Comments (inches) (in/hr) Hole Number & Location: 8-06 6247 0 to 9 10YR 3/2 silty clay loam 28 to 30 common very fine, fine and medium none 0.2 to 0.6 friable moist 9 to 31 10YR 4/3 silt loam 22 to 24 few very fine, fine and medium none 0.5 to 1 firm moist 31 to 53 10YR 7/2 strongly cemented hardpan none none <0.2 extremely dense in place; very brittle moist 53 to 85 110YR 7/4 moderately cemented hardpan none none <0.5 moderately dense in place; brittle moist 89 to 135+ variegated extermely gravelly coarse sand <3 none none 15 to 20 loose; 5 percent cobbles General Notes: Slope 0 to 1 percent. No free water or wetness evidence to 135 inches. inches Hole NEimhPr R Location- 9-06 0 to 12 10YR 3/2 silty clay loam 28 to 30 common very fine, fine land medium none 0.2 to 0.6 very friable moist 12 to 28 10YR 4/3 silty clay loam 30 to 32 few very fine, fine and medium none 0.2 to 0.6 firm moist 28 to 42 10YR 7/3 Istrongly cemented hardpan none none <0.2 extremely dense in place; very brittle moist 42 to 84 10YR 7/2 moderately to strongly cemented hardpan none none <0.5 moderately dense in place; brittle moist General Notes: Slope 0 to 1 percent. No free water or wetness evidence to 84 inches. Excavation terminated in hardpan material at 84 inches. Associated Earth �E IDR !fr APPROVED DATE: 05/04/22 FILE NUMBER: Fa- D—DDos Storm Drain Test Hole Description & Evaluation ces, Inc. Continuation Sheet 4/12/2006 Project: Laidlaw property Depth Color Texture Clay % Roots Mottles Est. Perm. Comments (inches) (in/hr) Hole Number & Location: 10-06 0 to 9 1 10YR 3/2 silt loam 22 to 24 common very fine, fine and medium none 0.5 to 1 friable 9 to 14 10YR 4/3 silty clay loam 28 to 30 few very fine, fine and medium none 0.2 to 0.6 firm 14 to 29 10YR 6/3 silt loam 20 to 22 few very fine and fine none 0.5 to 1 firm 29 to 53+ 10YR 7/2 strongly cemented hardpan none none <0.2 extremely dense in place; nearly impermeable; very brittle moist General Notes: Slope 0 to 1 percent. No free water or wetness evidence to 53 inches. Unable to dig through duripan. Excavation terminated at 53 inches. ASSOCIATED EARTH ►SCIENCES, Inc. p LS EVALUATIONS - STORM DRAIN SOILS DATA - SOIL SURVEYS - SOIL WETLAND INVESTIGATIONS C (F IDIAN' R-VALUE SAMPLING — GEOLOGY INVESTIGATIONS - SITE INVESTIGATION ut 6238 Edgewater Drive Boise, Idaho 83709 Phone: (208) 672-9213 FAX: (208) 672-9214 Cell: (208) 941-7284 APPROVED R. Noe 5740 N. Applebrook Way Boise, Idaho, 83713 Phone & FAX: (208)939-8602 Cell: (208) 850-4926 DATE 05/04/22 hnson 1886 N. Greenfield Avenue Meridian, Idaho, 83642 Phone & FAX: (208) 898-9541 Cell: (208) 869-9099 FILE NUMBER: FP--- -5 October 18, 2006 Becky McKay Engineering Solutions 150 E. Aikens St., Suite B Eagle, ID 83616 RE: Final 2006 groundwater monitor report — Laidlaw property Groundwater measurements have been completed for the 2006 irrigation season on the five test holes on the above referenced project. Readings have been collected on a biweekly basis since April 16th and the measurements are displayed in the attached table. I have also included a map of the site showing the test locations. All test holes remained dry throughout the irrigation season. Based on the landscape position, soil profile characteristics and the recorded data, it is unlikely groundwater will be encountered above a depth of 10 feet below ground level. You should feel comfortable if you use a minimum groundwater depth of 10 feet for design purposes. If you have questions or need anything additional, please contact me by e-mail at harleyynoegcableone.net or by phone at 850-4926. transmitted via e-mail HARLEY R. NOE Professional Soil Scientist E IDI� Il APPROVED DAT 05/04/22 ^�FP-2022-0005 r r r r N O) L N p r Lo r r M N (A (7) r r r O) CA r LA r M N CA 0) It O N CA r Lo r M N CA co r r r p 0) r Lo r r M N CA co T T T 0) N � (3) Lo r M cor r T 0) d co rn Lr) r N p p r Lo r r M 0 r r r �- N p r r r M N CA CD r r r p O) r Lo r r M d N N O) r Lo r r M N W Lo r r r p 11, Go CA r Lo r r M N p W) r r r a)Itt N °' Lo M rn T r r 0) p r L0 r r M N p ` p CC � O N o0 CO Lo co CN U) N r 0) E N OO v L 07 Lo rCl) N O) m 't r r m O N CD M m fa to p E O O O O C Z N cu L O C � cu O p 't_ r r � O O C O cu p V) {r � TF CB T co cu CD . p V) C C) L �O O C6 O (V C L 1 C C w O O O a o C � :- E r CT - cu CO k cc LM " Vi cu A CQ "a >,CU O U o cu C) C V) ti r M O cu cu O 0 O O T O L6 p «. M r ZJ cu O , N Q 0> cu0 cu a,C O N C i CU r C C c 0 CD r- N O N T 0 >, C N Ca .- 0) M L Ca E C3) .� C .L 0) .� a C L CA b0 CU �+ CU 00 .O, Ocu C •� •"= CCU 06 06 Cl) cd CO V) cu -a O L C r-- Lbw N N L Co p O V) r p p o p O Q C4 V) O C Q 1 1 1 1 CB 1 L 1 1 CVCN�- ' a0 tocha.Lo ASSOCIATED EARTH ►SCIENCES, Inc. S EVALUATIONS - STORM DRAIN SOILS DATA - SOIL SURVEYS - SOIL WETLAND INVESTIGATIONS C 6 IDIA R-VALUE SAMPLING— GEOLOGY INVESTIGATIONS - SITE INVESTIGATION 1 6238 Edgewater Drive Boise, Idaho 83709 Phone: (208) 672-9213 FAX: (208) 672-9214 Cell: (208) 941-7284 APPROVED . Noe 5740 N. Applebrook Way Boise, Idaho, 83713 Phone & FAX: (208) 939-8602 Cell: (208) 850-4926 DATE 05/04/22 nson 1886 N. Greenfield Avenue Meridian, Idaho, 83642 Phone & FAX: (208) 898-9541 Cell: (208) 869-9099 FILE NUMBER:Fc-sosz W5 July 18, 2007 Becky McKay Engineering Solutions 1029 N. Rosario Street Meridian, ID 83642 RE: Final groundwater monitor report — Laidlaw property Groundwater measurements have been completed on the above referenced project. Readings have been collected on a biweekly basis since April 16a' and the measurements to date are displayed in the attached table. I have also included a map of the site showing the monitor site locations. Five test holes were excavated on the site on April 12, 2006. At that time all test pits were dry and no evidence of wetness was observed in the soil profiles. The site was monitored throughout the 2006 irrigation season and no groundwater was encountered. Since a full season of data was available from last year, you requested we collect data only on the first half of the 2007 season. The pipe at 10-06 was destroyed in cultivation equipment early April. All monitor pipes have remained dry to a depth of from 65 to more than 130 inches below ground level. You should be able to design stormwater facilities with confidence based on the data collected. If you need anything additional or have questions, please contact me by e-mail at harleynoencableone.net or by phone at 850-4926. transmitted via e-mail HARLEY R. NOE Professional Soil Scientist ��IE IDI� N- Opppn\/Fn Laidlaw property 2007 Monitoring Values are depth below ground level in inches DATE 05/04/22 IJ %Utj B:RFP--2--1 3/13 4/16 4/27 5/11 5/28 6/13 6/27 7/10 6-06 119 119 119 119 119 119 119 119 119 7-06 115 115 115 115 115 115 115 115 115 8-06 131 131 131 131 131 131 131 131 131 9-06 92 92 92 72 65 65 65 65 65 10-06 49 49 dest dest dest dest Best dest dest 4/16 - pipe destroyed at 10-06. 4/27 - no irrigation on site yet. Pipe @ 9-06 broken off at ground level andfilled in to 72 inches BGL. 5/11 - all are planted and corrugated. No irrigation yet 5/28 - all irrigated within last 1 to 3 days 6/13 - no irrigation in past 10 days, wet from rain 6/27 - #6, 7 & 8 irrigated in past 7 to 10 days; #9 being irrigated now 7/10 - #9 irrigated in past 1 to 3 days; #6, 7 & 8 irrigated in past 3 to 7 days. ASSOCIATED EARTH SCIENCES, Inc. LS EVALUATIONS - STORM DRAIN SOILS DATA - SOIL SURVEYS - SOIL WETLAND INVESTIGATIONS C 6 IDR IA� R-VALUE SAMPLING — GEOLOGY INVESTIGATIONS - SITE INVESTIGATION �n 6238 Edgewater Drive Boise, Idaho 83709 Phone: (208) 672-9213 FAX: (208) 672-9214 Cell: (208) 941-7284 APPROVED R. Noe 5740 N. Applebrook Way Boise, Idaho, 83713 Phone & FAX: (208) 939-8602 Cell: (208) 850-4926 DATE-05/04/22 hnson 1886 N. Greenfield Avenue Meridian, Idaho, 83642 Phone & FAX: (208) 898-9541 Cell: (208) 869-9099 FILE NUMBER: FP-zozz 5 April 14, 2006 Becky McKay Engineering Solutions 150 E. Aikens St., Suite B Eagle, ID 83616 RE: Soil test holes on M & H Development site On April 12t" we described five test holes on the property located west of Meridian Road about 1/4 mile north of Ainity Road. The purpose of the investigation is to evaluate soil and groundwater conditions on the site and for locating stonn drainage facilities. Detailed soil profile descriptions and a map showing test hole locations are attached. In each test hole a strongly cemented, nearly impermeable hardpan was present at a depth of 17 to 38 inches in all profiles. Beneath the hardpan layer is sand or sand and gravel that extend to more than 15 feet below ground level. No free water or evidence of wetness was observed in any soil profiles. PVC pipes were installed in four of the test holes to allow for levels of potential groundwater. These will be measured on a biweekly basis throughout the irrigation season. You will be provided with a mid -season report in July and a final report on groundwater activity in October when irrigation activity has ceased. If you need anything additional or have questions, please call me at 850-4926. HARLEY R. NOE Professional Soil Scientist Asso'ated Earth E IDR IAN;— Ce$, Inc. APPROVED 4/12/2006 Dare osioaizz M & H Development Storm Drain Test Hole Description & Evaluation Evaluated by: Mark E. Johnson, Professional Soil Scientist Ad FILE NUMBER: FP-22-1 Street Phone: 939-8466 Cit . Eagle State: ID Zip: 83616 Legal Desc: Part of the SE 114 of Section 25, Township 3 North, Range 1 West., Boise Meridian, Ada County, Idaho General Desc: parcel north of 510 Amity Road, about 3/8 mile west of Meridian Road on Amity Road Depth Color Texture Clay % Roots Mottles Est. Permeability Comments (inches) (in/hr) Hole Number & Location: 2-06 6240 0 to 10 10YR 3/2 silty clay loam 28 to 20 common very fine, fine and medium none 0.2 to 0.6 friable moist 10 to 17 10YR 4/3 silt loam 22 to 24 few very fine and fine none 0.5 to 1 firm moist 17 to 40+ 10YR 7/2 istrongly cemented hardpan none none <0.2 extremely dense in place General Notes: Slope 0 to 1 percent. No free water or wetness evidence to 40 inches. Unable to dig through the hardpan layer. Excavation terminated. Hole Number & Location: 4-06 6241 0 to 9 10YR 3/2 silt loam 22 to 24 common very fine, fine and medium none 0.5 to 1 friable moist 9 to 36 10YR 4/3 silty clay loam 28 to 30 few very fine, fine and medium none 0.2 to 0.6 firm moist 36 to 61 10YR 7/3 strongly cemented hardpan none none <0.2 extemely dense in place 61 to 92 10YR 7/4 moderately cemented hardpan none none <1 moderately dense in place 92 to 135+ variegated coarse sand <3 none none 15 to 20 loose General Notes: Slope 0 to 1 percent. No free water or wetness evidence to 135 inches. M and H Development 2006 Monitoring Values are depth below ground level in inches ��(E IDI� N- APPROVED 05/04/22 4/12/06 @ 4/16 4/24 5/8 5/22 6/6 6/21 716 8/2 8/15 8/29 9/11 9/25 10/10 N DAT excavation IJ %Utj B:RFP--2--1 40 35 35 35 35 35 35 35 35 35 35 35 35 35 4-06 133 135 133 133 133 133 133 133 133 133 133 133 133 133 133 4124 - no irrigation on site to date. 6121 - crops being irrigated. Hay is down and baled, no irrigation now 7/6 - hole #4 irrigated in past 7 to 10 days all others in past 1 to 3 days 7118 - #3 irrigated in last 1 to 3 days, #1 in last 3 to 7 days, #2, 4 & 5 in last 7 to 10 days. 812 - #1, 3, 4 & 5 irrigated in last 3 to 7 days, #2 not irrigated 8115 - #1 & 2 irrigated in past 1 to 3 days, #3 & 5 in 3 to 7 days, # 4 in 7 to 10 days 8129 - #1, 3 & 5 irrigated in past 1 to 3 days. #2 not irrigated. #4 irrigated in past 3 to 7 days. 9111 - #1, 3, 4 & 5 hay cut, irrigated more than 10 days ago, #2 not irrigated 9125 - #1, 3, 4 & 5 irrigated more than 10 days ago 10/10 - no irrigation information, assume longer than 30 days ago. ASSOCIATED EARTH ►SCIENCES, Inc. S EVALUATIONS - STORM DRAIN SOILS DATA - SOIL SURVEYS - SOIL WETLAND INVESTIGATIONS C �E IDIANs.. R-VALUE SAMPLING— GEOLOGY INVESTIGATIONS - SITE INVESTIGATION APPROVED 6238 Edgewater Drive Boise, Idaho 83709 Phone: (208)672-9213 FAX: (208)672-9214 Cell: (208)941-7284 Noe 5740 N. Applebrook Way Boise, Idaho, 83713 Phone & FAX: (208) 939-8602 Cell: (208) 850-4926 DATE-05/04/22 son 1886 N. Greenfield Avenue Meridian, Idaho, 83642 Phone & FAX: (208) 898-9541 Cell: (208) 869-9099 FILE NUMBER: Fc-zozz-coos July 19, 2007 Becky McKay Engineering Solutions 1029 N. Rosario Street Meridian, ID 83642 RE: Final groundwater monitor report — M&H Development site Groundwater measurements are complete on the 5 test holes on the above referenced project location. Readings have been collected on a biweekly basis since April 16t' and all measurements to date are displayed in the attached table. I have also included a map of the site showing the monitor site locations. The test holes were excavated on April 12", 2006 and all pits were dry at that time. Since a full season of data was collected on the site in 2006, you requested we only gather readings through the first half of this season. The test holes have remained dry so far in 2007 to depths ranging from 113 to 140 inches below ground level. Test hole 2-06 is only 35 inches deep to bedrock. The current year data along with that collected in 2006 confirms that no water table is present on this site above 10 feet below ground level. The soil test pits support this data as they had no evidence of wetness in the profile. You should be able to design storm drainage facilities with confidence to a minimum of 10 feet based on the monitor data. If you have questions or need anything additional, please contact me by e-mail at harleynoe@cableone.net or by phone at 850-4926. transmitted via e-mail HARLEY R. NOE Professional Soil Scientist M and H Development 2007 Monitoring I 1 ERIDIANr Values are depth below ground level in inches APPROVED DA E: 05/04/22 :I,E%UMB;R'FP-2022-0005 Bottom 11 um er of hole 3/13 4/16 4/27 5/11 2-06 35 35 35 35 35 4-06 133 133 133 133 133 4/27, 5111, 5128, 6/13, 6/27, 7/10 - no irrigation yet on site 5/28 6/13 6/27 7/10 35 35 35 35 133 133 133 133 (E IDS IAN,<- APPROVED LLC DATE 05/04/22 Itinq, Soil Evaluations & Data Collection FILE NUMBER: Fc-zozz-coos HARLEYR. NOE Phone: 208.850.4926 Fax: 208.939-8602 November 1, 2018 Lee Centers Graycliff Subdivision P.O. Box 518 Meridian, ID 83642 RE: Soils report for Graycliff Subdivision Yesterday I observed three test pits on your approximately 53 acre Graycliff Subdivision located south of West Harris Street off of West Kentucky Way in Meridian. A Google Earth based map is attached which shows the test pit locations. Also attached are the detailed soil profile descriptions. SOIL CONDITIONS The soil profiles are quite similar across the property. All profiles have silty clay loam surface layers that contain 30 to 32 percent clay extending to about 18 inches. Subsoils are mostly loam textures with 14 to 16 percent clay and extend to 28 to 46 inches. Hardpan layers occupy a large portion of the profile between depths of 26 to 87 inches. The hardpans exist as a series of lenses that are more weakly cemented in the upper part and become stronger with depth. Free -drained sand and gravel or loamy sand are present beneath the hardpans and extend to the greater than 12 foot observed depth. LOAD BEARING Bearing strengths can be approximated using the texture and particle size distribution to determine the Unified Soil Classification. The silty clay loam textures will have a CL or CL-ML classification. Using Table 1806.2 of the International Building Code this Unified class dictates a maximum allowable foundation pressure of 1,500 pounds per square foot. If more precise ratings are needed, laboratory or onsite testing would be advised. 5740 N. APPLEBRooK WAY BOISE, IDAHO 83713 oils --page 2 E IDI� N- APPROVED Da:e 0eiO4i22 and makeup of the fine earth fraction can also be used to approximate R- :j,E%UIdB,R:Fa-zoza000s those will be utilized in roadbed design. These silty clay loams present in the upper 24 inches of the soil will likely have R-values less than 15 and very possibly less than 5 at the 200 psi exudation pressure. Here again, sampling and lab testing should be conducted if precise R-values are required. GROUND WA TER AND STORMWA TER CONDITIONS There was no free water or evidence of wetness observed in any of the excavations. It is common on these ancient alluvial fan terraces for groundwater to be at 25 to 50 feet below ground level. This can be supported by using available well logs. I would not anticipate any measureable wetness on this site. Pipes were placed in the test pits prior to backfilling to allow for verification of drainage conditions. The free drained loamy sands to sands beneath the hardpan has a range in penneability of 4 to more than 15 inches per hour and typically extend to more than 25 feet. This will likely be the receiving soil for your placed seepage beds. The hardpan layers can be removed and broken and replaced into the trench. Once broken, these hardpans will not refonn and will act like gravel and cobbles with very rapid penneability. CONCLUSION These soils should function well for the intended use if properly handled. The fine textured topsoil should be removed and stockpiled. Heavy track hoe equipment should have little difficulty digging in the hardpans. I have included a second Google Earth based map which shows the location of points where historical soil and groundwater data was collected on this and nearby parcels. Six test pits were placed in 2006 and another in 2013. Profile descriptions, soil reports and groundwater monitoring data are available for all of these sites if you need them. If you have any questions or need any additional interpretations, please call or contact me by e-mail. transmitted via e-mail HARLEY R. NOE Professional Soil Scientist cc w/attachments via e-mail: Becky McKay, Kathy Stroschein, Engineering Solutions, LLC Nattj Resource I'lE 1D1� I.A\ - ons, LLC Storm Drain Test Hole Description & Evaluation APPROVED 10/31 /2018 Evaluated by: Harley Noe, Professional Soil Scientist Da:e 0eiO4i22 Graycliff Subdivision ATTN: Lee Centers `jj %Utja:e FP-- 2z 1 8 Phone: (208) 888-1852 City: _ Legal Desc eridian State: ID Zip: NW 1 /4 of the SE 1 /4 of Section 25, Township 3 North, Range 1 West, Boise Meridian, Ada County, Idaho General Desc: South of West Harris Street off South Kentucky Way Depth Moist Munsell USDA Texture Clay a /o Roots Mottles Est. Permeability Comments (inches) (in/hr) Color Hole Number & Location: 1-18 Latitude 43.56809; Longitude-116.40279 0 to 19 10YR 3/3 silty clay loam 30 to 32 common very fine & fine none 0.2 to 0.6 friable to slightly firm moist 19 to 46 7.5YR 4/4 loam 15 to 18 very few very fine & fine none 1 to 2 strong, <2mm aggregates; approaches sandy loam 46 to 79 1 10YR 7/3 moderately cemented hardpan na none none 0.2 to 0.6 hard moist; can be broken with two hands 79 to 144+ grayish variegated extremely gravelly sand <3 none none 12 to 15+ slightly dense in place; 10% cobbles General Notes: Slope less than 2 percent. Dry throughout and no wetness evidence present to more than 12 feet. Hardpan digs with some difficulty using wheel backhoe. Hole Number& Location: 2-18 Latitude 43.567195; Longitude-116.402397 0 to 18 10YR 3/3 silty clay loam 30 to 32 few very fine & fine none 0.2 to 0.6 friable to slightly firm moist 18 to 28 7.5YR 5/4 silty clay loam 30 to 32 none none 0.2 to 0.6 firm moist 28 to 42 1 10YR 7/4 moderate to strongly cemented hardpan na none none 0.2 to 0.6 difficult to dig; very hard dry; can not be broken with 2 hands 42 to 69 10YR 8/2 very strongly cemented hardpan na none none <0.06 extremely hard; digs with great difficulty 69 to 144+ grayish variegated very to extremely gravelly sand <3 none none 12 to 15+ 10% cobbles; clean medium & smaller sands General Notes: Slope Less than 2 percent. Profile is dry throughout to more than 12 feet. No wetness features present. Hardpan digs with great difficulty with wheel backhoe. Natural Resource L�(E IDI� N- ns, LLC APPROVED DAT 05/04/22 SCE%U61B:R'FP-zo 2 1 10/31/2018 Storm Drain Test Hole Description & Evaluation Continuation Sheet Project: Graycliff Subdivision Depth p Moist Munsell USDA Texture Clay % Roots Mottles Est. Perm. Comments (inches) (inlhr) Color Hole Number & Location: 3-18 Latitude 43.56485; Longitude-116.40 763 0 to 16 10YR 3/3 silty clay loam 30 to 32 common very fine & fine none 0.2 to 0.6 firm moist 16 to 26 7.5YR 4/4 loam 14 to 16 few very fine & fine none 1 to 2 friable moist 26 to 68 110YR 6/3 weak to moderately cemented hardpan na none none 0.2 to 0.6 hard; can be broken in two hands 68 to 87 10YR 67/2 strongly cemented hardpan na none none <0.06 can not be broken with hands; digs with great difficulty whith wheel backhoe 87 to 150+ 7.5YR 4/4 loamy sand 8 to 10 none none 4 to 6 firm in place; friable moist when broken out. Approaches sandy loam General Notes: slope less than 2 percent. No gravel encountered in excavation to more than 12 feet. No free water or wetness evidence observed in any part of profile. The 87+ materials are free -drained and have moderate to moderately rapid permeability. Hardpan digs with difficulty. IDS IAN,_- APPROVED DATE 05/04/22 Itinq, Soil Evaluations & Data Collection FILE NUMBER:Fc-sosz W5 April 19, 2020 (revised) Lee Centers Graycliff Subdivision P.O. Box 518 Meridian, ID 83642 RE: Soils report for Graycliff Subdivision HARLEYR. NOE Phone: 208.850.4926 Fax: 208.939-8602 Yesterday I observed three test pits on your approximately 53 acre Graycliff Subdivision located south of West Harris Street off of West Kentucky Way in Meridian. A Google Earth based map is attached which shows the test pit locations. Also attached are the detailed soil profile descriptions. SOIL CONDITIONS The soil profiles are quite similar across the property. All profiles have silty clay loam surface layers that contain 30 to 32 percent clay extending to about 18 inches. Subsoils are mostly loam textures with 14 to 16 percent clay and extend to 28 to 46 inches. Hardpan layers occupy a large portion of the profile between depths of 26 to 87 inches. The hardpans exist as a series of lenses that are more weakly cemented in the upper part and become stronger with depth. Free -drained sand and gravel or loamy sand are present beneath the hardpans at depths ranging from 69 to 89 inches and extend to greater than the 12 foot observed depth. LOAD BEARING Bearing strengths can be approximated using the texture and particle size distribution to determine the Unified Soil Classification. The silty clay loam textures will have a CL or CL-ML classification. Using Table 1806.2 of the International Building Code this Unified class dictates a maximum allowable foundation pressure of 1,500 pounds per square foot. If more precise ratings are needed, laboratory or onsite testing would be advised. 5740 N. APPLEBRooK WAS' BOISE, IDAHO 83713 ozls page 2 E IDI� N- APPROVED DAT 05/04/22 and makeup of the fine earth fraction can also be used to approximate R- �j,E %UI`9 B; R; Fa-zozz-000s those will be utilized in roadbed design. These silty clay loams present in the upper 24 inches of the soil will likely have R-values less than 15 and very possibly less than 5 at the 200 psi exudation pressure. Here again, sampling and lab testing should be conducted if precise R-values are required. GROUNDWATER AND STORMWA TER CONDITIONS There was no free water or evidence of wetness observed in any of the excavations. It is common on these ancient alluvial fan terraces for groundwater to be at 25 to 50 feet below ground level. This can be supported by using available well logs. I would not anticipate any measureable wetness on this site. Pipes were placed in the test pits prior to backfilling to allow for verification of drainage conditions. The free drained loamy sands and pit run materials beneath the hardpan have a range in permeability of 8 to more than 15 inches per hour and typically extend to more than 25 feet. This should be the receiving soil for your placed seepage beds. The hardpan layers can be removed and broken and replaced into the trench. Once broken, these hardpans will not reform and will act like gravel and cobbles with very rapid permeability. CONCLUSION These soils should function well for the intended use if properly handled. The fine textured topsoil should be removed and stockpiled. Heavy track hoe equipment should have little difficulty digging in the hardpans. I have included a second Google Earth based map which shows the location of points where historical soil and groundwater data was collected on this and nearby parcels. Six test pits were placed in 2006 and another in 2013. Profile descriptions, soil reports and groundwater monitoring data are available for all of these sites if you need them. If you have any questions or need any additional interpretations, please call or contact me by e-mail. transmitted via e-mail HARLEY R. NOE Professional Soil Scientist Graycliff 2019 Monitoring All readings are depth below ground level in inches (E IDIAN APPROVED DATE: 05/04/22 FILE NUMBER: FP-2o22-1 Hole Number Bottom Depth 3118 4/17 5/15 6/12 7/11 8/7 9/4 10/2 1-18 142 142+ 142+ 142+ 142+ 142+ 142+ 142+ 142+ 2-1 8 124 124+ 124+ 124+ 124+ 124+ 124+ 124+ 124+ 3-18 1,31 131+ 131+ 131+ 131+ 131+ 131+ 131+ 131+ NOTE: A "+" following the value means GW deeper than F (E IDS IAN,a- APPROVED DATE 05/04/22 FILE NUMBER:Fc-sosz W5 nq, Soil Evaluations & Data Collection Lee Centers Graycliff Subdivision P.O. Box 518 Meridian, ID 83642 October 9, 2019 RE: Final 2019 groundwater report — Graycliff Subdivision HARLEYR. NOE Phone: 208.850.4926 Fax: 208.939-8602 I have completed the collection of groundwater measurements on your parcel west of Meridian Road west of Harris Street. Attached is the table of all readings and a map showing the location of the 3 piezometers. Readings were requested on a monthly basis to define any groundwater activity in these deep, well drained soils. Collection of data was initiated before irrigation water entered the canals and concluded at the end of irrigation. All pipes remained dry to the excavated depths of 10 to 12 feet below ground level at all 8 readings. I anticipated these well drained conditions when I observed the test pits advanced on October 311 of last year. No free water or evidence of wetness were present in those soil profiles. I also have historical soil descriptions and monitor data from 2006 and 2013 on adjacent parcels north, east and south of your Graycliff site. Those test pits were dry to more than 13 feet and all were dry without wetness features. These dry conditions are typical on these gently rolling dissected fan terraces. In my experience with this immediate area no evidence of wetness was ever present. I suggest you design storm drain systems based on a peak groundwater level no higher than 15 feet below ground level. Free -drained sand, gravel and cobbles are present below a hardpan at depths of 4 to 7 feet. That material would be considered the receiving soil. If you have questions or need additional interpretations please contact me by phone or e- mail. transmitted via e-mail HARLEY R. NOE Professional Soil Scientist cc w/attachments via e-mail: Becky McKay, Engineering Solutions, Meridian 5740 N. 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