The URL can be used to link to this page

CC - Storm Drainage Calcs Storm 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 SS\ONAL FNC o�F. �\rENSe,, �yF n i 8670 jn 01/14/20220 qTF OF \�P �B�CA IL NP�� KimleyMorn Kimley>>> Horn I. GENERAL LOCATION AND DESCRIPTION This drainage study is being prepared to describe the existing and proposed drainage conditions for the proposed 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 00 1 Boise, o 83702 �: Kimley>>> Horn Beds 3 and 4 include diversion manholes which allow flows greater than the water quality storm to bypass the sand and grease traps. The Rational 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 00 1 Boise, Idaho : �: Kimley>>> Horn V. APPENDIX A- Storm Drainage Calculations 950 W Bannock St.,Suite 00 1 Boise,Idaho 83702 �: ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology.These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. st-develo Calculate 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 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 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 26,134 34,414 Acres 1.39 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.20 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 1 0.52 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 user Calculate I min Estimated Runoff Coefficients for Various Surface J Type of Surface Runoff Coefficients"1 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc Business 2.58 n/hr Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Cy,eak 1.88 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 2,516 ft3 Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V„ 1,572 ft3 Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,cemeteries 0.20-0.25 Playgrounds 0. 0-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets I Basin Forebay V 252 ft3 Asphalt 0.95 concrete 0.95 IPrimary Treatment/StorageBasin V 2,264 ft3 Brick 0.95 I Subsurface Storage Roofs 0.95 Gravel 0.75 I Volume Without Sediment Factor(See BMP 20 Tab) V 2,516 ft3 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 O. Steep:>6% 0.13 0.18 0.23 O. Adapted from ASCE ACHD Calcs.xlsm 12/28/2021,5:03 PM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology.These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. st-develo Calculate 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 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 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 2 3 4 S 6 7 8 9 10 S Area of Drainage Subbasin(SF or Acres) SF 24,470 28,238 Acres 1.21 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.20 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 1 0.55 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User calculate I min Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"1 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc Business 2.58 in/hr Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Qpe.k 1.71 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 2,292 ft3 Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V„ 1,433 ft3 Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,Cemeteries 0.10-0.25Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 229 ft3 concrete 0.95 Primary Treatment/StorageBasin V 2,063 ft3 Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 2,292 ft3 Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 Average:2-6% 0.09 0.12 0.15 O. Steep:>644 0.13 0.18 0.23 O. Adapted from ASCE ACHD Calcs.xlsm 12/28/2021,5:04 PM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. `Iculate 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 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 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 132,829 50,994 Acres 4.22 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.20 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 1 0.74 7 JUser Calculate _I Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 min Estimated Runoff Coefficients for Various Surface J Type of Surface Runoff Coefficients"( Business 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in/hr Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 5.79 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 7,777 W Multi-family 0.60-0.75 IV=Ci(Tc=60)Ax3600 Residential(rural) 0.25-0.40 I11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial I Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 IEnter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V„ 6,763 W Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,Cemeteries 0.10-0.25Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 778 W Concrete 0.95 Primary Treatment/StorageBasin V 7,000 W Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 7,777 Fields:Sandy soil Soil Type Slope A B C D Flat:O-2% 0.04 0.07 0.11 O.: Average:2-6% 0.09 0.12 a." O.: ACHD Calcs.xlsm 1/13/2022,10:52 PM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology.These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. st-develo Calculate 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 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 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 2 3 4 S 6 7 8 9 10 S Area of Drainage Subbasin(SF or Acres) SF 106,523 46,808 Acres 3.52 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.20 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 1 0.72 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User calculate I min Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"1 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc Business 1.15 in/hr Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Qpe.k 2.92 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 3,929 ft3 Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V„ 5,482 ft3 Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,Cemeteries 0.10-0.25Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 393 ft3 concrete 0.95 Primary Treatment/StorageBasin V 3,536 ft3 Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 3,929 ft3 Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 Average:2-6% 0.09 0.12 0.15 O. Steep:>644 0.13 0.18 0.23 O. Adapted from ASCE ACHD Calcs.xlsm 12/28/2021,5:04 PM Version 10.5,November 2018 ACHD Calculation Sheet for Sizing Seepage Bed With Optional Chambers NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology.These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Note this spreadsheet pulls information from the"Peak QV"tab Calculate 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 1 3 Design Storm 100 I 4 Weighted Runoff Coefficient C 0.52 Link to: Q V2 J 5 Area A(Acres) 1.39 acres Q,V3 QV4 6 Approved discharge rate(if applicable) 0.00 cfs Q:V TR55 J 7 Is Seepage Bed in Common Lot? Yes V 2,516 ft3 0%Sediment I8 Set Total Design Width of All Drain Rock W 10.0 ft I I 9 Set Total Design Depth of All Drain Rock D 10.0 ft I Rock Only,Do Not Include Filter Sand Depth or Cover I10 Void Ratio of Drain Rock Voids 0.4 I I 0.4 for 1.5"-2"drain rock and 3/4"Chips I I11 Design Infiltration Rate(8 in/hr max) Perc 8.00 in/hr I I 12 Size of WC,Perf Pipe(Perf 180°) Dia pipe 18 in I I 13 Size of Overflow Perf Pipe(Perfs 360°),REQD if Q100>3.3 cfs 12 in I I14 Calculate Total Storage per Foot Spf 47.3 ft3/ft I I15 Calculate Design Length L 53 ft I Override Value Required for Chambers I16 Variable Infiltration Window L SWL 53 ft I I 17 Variable Infiltration Window W SWW 10.0 ft I I18 Time to Drain 6.4 hours I I90%volume in 48-hours minimum I I 19 Length of WQ&Overflow Perf Pipes 53 ft I I 20 Perf Pipe Checks.Qperf>=Qpeak; I where Qperf=CdxAxV(2xgxH) I Optional Storage Chambers 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 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 ACHD Calculation Sheet for Sizing Seepage Bed With Optional Chambers NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology.These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Note this spreadsheet pulls information from the"Peak QV"tab Calculate 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 I 4 Weighted Runoff Coefficient C 0.55 Link to: Q'V J 5 Area A(Acres) 1.21 acres Q,V3 QV4 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 0%Sediment I8 Set Total Design Width of All Drain Rock W 10.0 ft I I 9 Set Total Design Depth of All Drain Rock D 10.0 ft I Rock Only,Do Not Include Filter Sand Depth or Cover I10 Void Ratio of Drain Rock Voids 0.4 I I 0.4 for 1.5"-2"drain rock and 3/4"Chips I I11 Design Infiltration Rate(8 in/hr max) Perc 8.00 in/hr I I 12 Size of WC,Perf Pipe(Perf 180°) Dia pipe 18 in I I 13 Size of Overflow Perf Pipe(Perfs 360°),REQD if Q100>3.3 cfs 12 in I I14 Calculate Total Storage per Foot Spf 47.3 ft3/ft I I15 Calculate Design Length L 48 ft I Override Value Required for Chambers I16 Variable Infiltration Window L SWL 48 ft I I 17 Variable Infiltration Window W SWW 10.0 ft I I18 Time to Drain 6.4 hours I I90%volume in 48-hours minimum I I 19 Length of WQ&Overflow Perf Pipes 48 ft I I 20 Perf Pipe Checks.Qperf>=Qpeak; I where Qperf=CdxAxV(2xgxH) I Optional Storage Chambers 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 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 ACHD Calculation Sheet for Sizing Seepage Bed With Optional Chambers NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Note this spreadsheet pulls information from the"Peak Q,V"tab Calculate 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 3 2 Enter number of Seepage Beds(25 max) 1 3 Design Storm 2 I 4 Weighted Runoff Coefficient C 0.74 Link to: Q,vz J I 5 Area A(Acres) 4.22 acres - 6 Approved discharge rate(if applicable) 0.00 cfs Q,V4Q,V TRss J I7 Is Seepage Bed in Common Lot? No V 3,663 3,932 ft' 25%Sediment I I 8 Set Total Design Width of All Drain Rock W 15.0 it I9 Set Total Design Depth of All Drain Rock D 10.0 ft Rock Only,Do Not Include Filter Sand Depth or Cover I10 Void Ratio of Drain Rock Voids 0.4 I 0.4 for 1.5"-2"drain rock and 3/4"Chips I 11 Design Infiltration Rate(8 in/hr max) Perc 8.00 in/hr 12 Size of WQ Perf Pipe(Perf 180°) Dia pipe 18 in I13 Size of Overflow Perf Pipe(Perfs 3600),REQD 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 I16 Variable Infiltration Window L SWL 56 ft I 17 Variable Infiltration Window W SWW 15.0 ft 18 Time to Drain 6.4 hours 90%volume in 48-hours minimum I 19 Length of WQ&Overflow Perf Pipes 56 195 ft 20 Perf Pipe Checks.Qperf>=Qpeak; I where Qperf=CdxAxV(2xgxH) r Optional Storage Chambers onOw 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 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 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 ACHD Calculation Sheet for Sizing Seepage Bed With Optional Chambers NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology.These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Note this spreadsheet pulls information from the"Peak QV"tab Calculate 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 I 4 Weighted Runoff Coefficient C 0.72 Linkto: Q,V2 J QY 5 Area A(Acres) 3.52 acres QY3 6 Approved discharge rate(if applicable) 0.00 cfs QVTR55 J 7 Is Seepage Bed in Common Lot? No V 4,911 5,061 ft' 25%Sediment I8 Set Total Design Width of All Drain Rock W 13.0 ft I I 9 Set Total Design Depth of All Drain Rock D 10.0 ft I Rock Only,Do Not Include Filter Sand Depth or Cover I10 Void Ratio of Drain Rock Voids 0.4 I I 0.4 for 1.5"-2"drain rock and 3/4"Chips I I11 Design Infiltration Rate(8 in/hr max) Perc 8.00 in/hr I I 12 Size of WC,Perf Pipe(Perf 180°) Dia pipe 18 in I I 13 Size of Overflow Perf Pipe(Perfs 360°),REQD if Q100>3.3 cfs 12 in I I14 Calculate Total Storage per Foot Spf 61.3 ft3/ft I I15 Calculate Design Length L 83 ft I Override Value Required for Chambers I16 Variable Infiltration Window L SWL 83 ft I I 17 Variable Infiltration Window W SWW 13.0 ft I I18 Time to Drain 6.4 hours I I90%volume in 48-hours minimum I I 19 Length of WQ&Overflow Perf Pipes 83 ft I I 20 Perf Pipe Checks.Qperf>=Qpeak; I where Qperf=CdxAxV(2xgxH) I Optional Storage Chambers 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 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 12/28/2021,5:06 PM Version 10.0,May 2018 ACHD Calculation Sheet for Sand/Grease Traps NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities 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 Sand/Grease Traps(25 max) 4 Number of Peak Flow Baffle Throat Velocity Is the Vault Size Spacing width Area(ft2) 0.5 fps Velocity S/G Traps Q-cfs (inch) (inch) max. ok? 1000 G 1 1.88 20 48 6.67 0.28 Reference for Throat widths(inch) Boise ADS Vault Lar-ken WQU, 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 ACHD Calculation Sheet for Sand/Grease Traps NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities 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 Sand/Grease Traps(25 max) 4 Number of Peak Flow Baffle Throat Velocity Is the Vault Size Spacing width Area(ft2) 0.5 fps Velocity S/G Traps Q-cfs (inch) (inch) max. ok? 1000 G 1 1.71 20 48 6.67 0.26 Reference for Throat widths(inch) Boise ADS Vault Lar-ken WQU, 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 ACHD Calculation Sheet for Sand/Grease Traps NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities 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 Sand/Grease Traps(25 max) 4 Number of Peak Flow Baffle Throat Velocity Is the Vault Size Spacing width Area(ft2) 0.5 fps Velocity S/G Traps Q-cfs (inch) (inch) max. ok? 1000 G 1 2.16 20 60 8.33 0.26 Reference for Throat widths(inch) Boise ADS Vault Lar-ken WQU, 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 ACHD Calculation Sheet for Sand/Grease Traps NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities 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 Sand/Grease Traps(25 max) 4 Number of Peak Flow Baffle Throat Velocity Is the Vault Size Spacing width Area(ft2) 0.5 fps Velocity S/G Traps Q-cfs (inch) (inch) max. ok? 1000 G 1 2.92 20 48 6.67 0.44 Reference for Throat widths(inch) Boise ADS Vault Lar-ken WQU, 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 ACHD Quick Caics for Pipe and Ditch Capacity NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. User input in yellow cells. 1 Project Name Graycliff Estates Pipe @ Seepage Bed 1 2 Pipes PIPE 1 Enter Flow Q= 1.88 cfs =DEPTH OF FLOW 2 Manning's n n= 0.015 Table on QVTab 5 3 Slope S= 0.0050 ft/ft 4 4 Pipe Diameter D= 12 in 2 5 Uniform Flow Depth Y.= 8.6 in 1 6 Normal Velocity V= 3.13 ft/s I 4 5 7 7 Critical Flow Depth yc= 7.01 in 2 8 Critical Velocity V= 3.95 ft/s 3 8 Full Flow Qf.m= 2.18 cfs I 4 9 Full Flow% 86% -5 12"DIAMETER -7 0.015 MANNINGS FLOW 1.88 CFS 0.005 FT/FT SLOPE 1 Project Name Graycliff Estates Pipe @ Seepage Bed 2 2 Pipes -PIPE 1 Enter Flow Q= 1.71 cis DEPTH OF FLOW 2 Manning's n n= 0.015 Table on QVTab 5 3 Slope S= 0.0050 ft/ft 4 4 Pipe Diameter D= 12 in I 3 5 Uniform Flow Depth Yn= 8.0 in I 1 6 Normal Velocity V= 3.08 ft/s I -7 4 5 7 7 Critical Flow Depth yc= 6.67 in z 8 Critical Velocity V= 3.81 ft/s -3 8 Full Flow Qfull= 2.18 cfs I 4 9 Full Flow% 7791. -5 12"DIAMETER 7 0.015 MANNINGS FLOW 1.71 CFS 0.005 FT/FT SLOPE ACHD Calcs.xlsm 1/10/2022,10:15 AM Version 10.0,May 2018 1 Project Name Graycliff Estates Pipe @ Seepage Bed 3 - 25 YEAR 2 Pipes -PIPE 1 Enter Flow Q= 5.79 cfs 10 -DEPTH OF FLOW 2 Manning's n n= 0.015 Table on QV Tab 7 3 Slope S= 0.0100 ft/ft 5 4 Pipe Diameter D= 18 in 4 3 5 Uniform Flow Depth y = 10.4 in 6 Normal Velocity V= 5.47 ft/s 1 I 7 Critical Flow Depth yc= 11.14 In 10- 8-7-6-5-0-3-2 1 2 3 4 5 6 7 8 10 I 8 Critical Velocity V= 5.04 ft/s 4 I 8 Full Flow Qmu= 9.30 cfs 6 I 9 Full Flow% 647 $ 8"DIAMETER -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 I 1 Enter Flow Q= 2.16 cfs 10 -DEPTH OF FLOW I 2 Manning's n n= 0.015 Table on QV Tab 8 3 Slope S= 0.0100 ft/ft 5 I 4 Pipe Diameter D= 187 in I g 5 Uniform Flow Depth y = 6.0 in 2 1 I 6 Normal Velocity V= 723 ft/s 1 7 Critical Flow Depth y = 6.66 in 1- s-7-s-5-0-3-z� 1 2 3 a 5 s 7 a 1 0 8 Critical Velocity V= 3.63 ft/s 0 I 4 8 Full Flow QtuII= 9.10 cfs 9 Full Flow% 24% 8 .14 DIAMETER -10 0.015 MANNINGS FLOW 2.16 CFS 0.01 FT/FT SLOPE 1 Project Name Graycliff Estates Pipe @ Seepage Bed 4- 25 YEAR 2 Pipes -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 S= 0.0100 ft/ft 5 4 Pipe Diameter D= 18 in 4 5 Uniform Flow Depth y = 9.2 in 2 6 Normal Velocity V= 5.20 ft/s 1 7 Critical Flow Depth yc= 9.99 in 10- 2ETER 10 8 Critical Velocity V= 4.66 ft/s 8 Full Flow QfuII= 9.10 cfs9 Full Flow% 52% $ J -10 0.015 MANNINGS FLOW 4.7 CFS 0.01 FT/FT SLOPE 1 Project Name Graycliff Estates Pipe @ Seepage Bed 4- WATER QUALITY 2 Pipes -PIPE 1 Enter Flow Q= 2.92 cfs 10 -DEPTH OF FLOW 2 Manning'sn n= 0.015 Table on QV Tab 7 3 Slope S= 0.0100 ft/ft 5 4 Pipe Diameter D= Tin 3 5 Uniform Flow Depth y = 7.0 in I 2 1 6 Normal Velocity V= 4.60 ft/s I _1 7 Critical Flow Depth yc= 7.79 1 in I 10- - - - 8 Critical Velocity V= 3.98 ft/s I -5 8 Full Flow Qfuli= 9.10 cfs I 6 9 Full Flow% 32% a /, DAME'TuER -10 0.015 MANNINGS FLOW 2.92 CFS 0.01 FT/FT SLOPE Kimley>>> Horn V. APPENDIX B- Grading and Drainage Plan Sheets MATCH LINE: SEE SHEET C4.20 exISTINGPHASe, GENERAL NOTES \ 1 2713.87 \ 2714.65 FG E \ FG AE ®/ / 1. CONTRACTOR TO VERIFY EXISTING GRADES SHOWN ON THE PLAN. \ 2713.56 2715 2. CONTRACTOR TO ENSURE POSITIVE DRAINAGE.IF A CONFLICT OCCURS BETWEEN THESE \ M --- PLANS AND FIELD CONDITIONS,THE CONTRACTOR SHALL NOTIFY THE ENGINEER JFG15.39 FG1 ME1 / \ 2715.57 P IMMEDIATELY. 14 I 29 / 5 6 / \ / / 3. ALL GRADING AND EARTHWORK SHALL BE PERFORMED IN ACCORDANCE WITH THE If\\ ¢ --_ FG16.52 FG15.46-_ i \ X o GEOTECHNICAL ENGINEERING REPORT. 2713.80 \ 2715.57 \\\ \ ENGINEER: NATURAL RESOURCE SOLUTIONS LLC. ADDRESS: 5 40NATURAL N.A RESOURCE WAY �� FG / FG E \\\ BOISE,IDAHO 83713 \ 1 2715.11 2713.73 \ \\\ \y / PHONE: (208)850-4926 FG \ I `�\ ® / DATE: 10/09/2019 \\\\ T 15 2 B e \\\\\ / p PROJECT No.: GEOTECH PROJECT No. 2716.27 2715.28 n� \ \\\\ \ / 4. ALL EXISTING UTILITY LOCATIONS SHOWN HEREIN ARE APPROXIMATE ONLY.IT SHALL BE / I FG nN FG \\\ \ THE CONTRACTORS RESPONSIBILITY TO DETERMINE THE EXACT VERTICAL AND HORIZONTAL o LOCATION OF ALL EXISTING UNDERGROUND UTILITIES PRIOR TO COMMENCING I - - - 2713.52 \ �\ \\\ CONSTRUCTION.NO REPRESENTATION IS MADE THAT ALL UTILITIES ARE SHOWN HEREON. rc 2714.84 2713.46 FG \ \\ \\\ / FG 27,3-27 \ \\ \ SHOWN N ASSUMES PROPER NO OCATIONNSIBILITY FOR UTILITIES NOT SHOWN OR UTILITIES NOT v 27 m ).. 2715.06 M, v I W.LEARMONT ST /\ lry Fc1s oz % Fc I \�\ LEGEND\ 1 - - - 2713.24 2715.94 2714.98- \\\\ \ 1 m \ FG FG 'FG ) \\\\\ \ -- PROPERTY LINE \ \\ - - - RIGHT-OF-WAY LINE 2713.15 BLOCK 6 \ `\\\�\ FG ADJACENT PROPERTY LINE 26 I / 2715.25\\\\\\\\ \\\ \ EXISTING IMPROVEMENTS FG E \ \ SAWCUT LINE j FG73.91 FG12.98 \ FG15.70 / 2714.75 ' 2,712.45 271215 I I I _ _ 2715.15 �� \ \ ---------------- GRADE BREAK \ I- ®EXISTING PHASE,1 EG EG I BLOCK IS 32 2712.8E I FG I \\\\�\ \\ -4200 EXISTING MAJOR CONTOUR 1 \\\\\\\ -201-------- EXISTING MINOR CONTOUR L -- 2712.50 - - 5 10 I \\�\\\ 2p� PROPOSED MAJOR CONTOUR O Z 2J \ 2715.16 \\ EG I Fc 2712.70 >3 c \ FG \ FG / 2715.4.5 2714.52 - - \ \\\\ '201 PROPOSED MINOR CONTOUR v O T 2]145] \ - - FG -1- - FG FG . \ \\\\ \ _ III I I 31 2712.fi6 FG PROPOSED A.C. AVEMENT \ \\\\ \\ \ . - \ d PROPOSED CONCRETE PAVEMENT ~ V /�\ o j 2712.BO z714.43 . I I . \ 2715.04 \ \\\\\ �^ I LL G I FG 271296 271523 2714.29 C FG \\ PROPOSED LANDSCAPE E m FG FG Z IIIY C7 I - - - - - 2 114.FG I \ 2713.0 II IJ I )I 30 0 2713 FG ITl \ \\\ \\ F(�6'341 - EXISTING GRADE SPOT ELEVATION A' g O \ W w �,( I 3 12 4 l \ \\\\ \ 9G'86 PROPOSED GRADE SPOT ELEVATION65 U EG 1 I III/FG -2713- 2713.22 7N - 2715.01- - -- 2774.08 m - - I 7 \ \\\\ ' FG ^/ FG FG 27,4. \ ABBREVIATIONS W LL 2 N 2713.FG A 2714.0E VAI \�A \ 97.66 ■ 3 \I \\ \I FG FINISHED GRADE SPOT ELEVATION w 13 �\ \ 2713.35 1 22 5 1 \\ III 97.66 G 66 EXISTING GRADE SPOT ELEVATION EG FG - - 2713.56 2715.38- - 2714.45 n - -FG FG - - FG / \ I\I III 97.66 6 66E FINISHED GRADE/MATCH EXISTING SPOT ELEVATION 28 2713.69 2714.87 \ III 1' 0- m III I 1 FO - - / F0 I I 1 0- I 1 21 1 2714.53 2714.92 I III Q y FG FG13.67 III \1 FG 1 FG73-91 2715.74 j 2714.81 2714.FG N N O FG FG Ill LLI� Z L 1 - 2714.PC / p•IAS l I L M 1Q / -2 19__ FG ,/ ll [Lij -- =o '� 2715.36 l d= 15N FG Z a J - - - _ \ FG .J1 FG -FG \?�I4 2716.11- 2715.18 2715.FG Ill J Z z I P -FG FG II d U) O z O \ // i 6 cl 2714.TO - - - - - I / $ ----� I Ill Ill V 1 19 16 2715.69 / �� Z LL w W b FG \J LO EG F� - - FG14.59 FG16.48 FGISSS h / 2715.FG // I III LL 25 2714.71 - - - / 9 I 1 FG 1 2716.01 o II I l�, �QI'� U z O 1 _ FGI oo C 0 }3 LL 2715.34 2718.00 / - - 2714.93 18 L '2715-17 2715.7E 2'110/ nI o O Z EG FG - � I j / 24 r 27,6.12 BLOCK 6 _ ^� \ FG / / 2716.40 c> 2716.12 / 2716.03 - - - '. hs a EG 1 Fc 11 vls.la G / F II 23 FG z71s.FG W LYRA ST 2716.06 jI III z 1 - - - � 2716.27 FG v16-BG ,z717-/ jl�lll / - - - - 2 271fi.89 \ 2716.52 ----- ' '' 2716.4. 3 EG 1 FG 11 TO 2�. I' 2715.36 2715.64 2715.98 2716.32 2716.54 1q FG II \\ U a m e FG FG 22 12� illf�i 2]16- .��/ 2717.7E \ _ _ _ ---------------- -- C4.20 N 6 2717.68 2718.79 2716.50- - --- r 2716.86 2716.92 p a F EG F6 - ---FO FG FG 19 1 18 1 17 1 16 1 15 FG FO /� ///�/� _ m m W w \y J--- ---2718- ----- ® //f// Il m ❑ M I ----- -- ------ ----- BLOCKS 13 z w o 2718.5E W. EO %��j/ I ❑ o U a i $ 2718.47 i- -- - - ---- _ - - =EG _ �_ SEAL 2719.02_-- 2718.892715 2718.81� EG= EG- EG EG, - 1 m 8 1 Y 4 I _-j ---- -- �086700 a NORTH .�rE of �0�� s§ KEY MAP �ejCAILHP N.T.S. a°$ 0 40' 80, 160' x€ SHEET a C4.10 A SCALE: 1" = 40' GENERAL NOTES �\\ 1. CONTRACTOR TO VERIFY EXISTING GRADES SHOWN ON THE PLAN. \4 TO ENSURE 2 q/ PLANSAANDRFIELLD CONDITIONS!n THE CONTRACTORSHALL NOTIFOYC THESENGI�ER THESE IMMEDIATELY. ��\\\ `\ \ \ \ \\ \\ �\ \�i \� / / /� 3. ALL GRADING AND EARTHWORK SHALL BE PERFORMED IN ACCORDANCE NTH THE GEOTECHNICAL ENGINEERING REPORT. ENGINEER: NATURAL RESOURCE SOLUTIONS LLC. ADDRESS: 5740 N.APPLEBROOK WAY BOISE,IDAHO 83713 PHONE: (208)850-4826 DATE: 10/09/2019 PROJECT No.: GEOTECH PROJECT No. 4. ALL EXISTING UTILITY LOCATIONS SHOWN HEREIN ARE APPROXIMATE ONLY.IT SHALL BE \ \ \\\\\ \ \ \ \ \ \ !\ THE CONTRACTORS RESPONSIBILITY TO DETERMINE THE EXACT VERTICAL AND HORIZONTAL o LOCATION OF ALL EXISTING UNDERGROUND UTILITIES PRIOR TO COMMENCING \ \ CONSTRUCTION.NO REPRESENTATION IS MADE THAT ALL UTILITIES ARE SHOWN HEREON. \\\\ �\� SHOWN IN ENGINEER N THEIR PROPER LOCATIONTH . FOR UTILITIES NOT SHOWN OR UTILITES NOT _\ N \ \ LEGEND w 0 `I X\\1 \�\\\ \ �\ .//'C\� PROPERTY LINE RIGHT-OF-WAY UNE ADJACENT PROPERTY UNE 2712.97 / EXISTING PHASE EXISTING IMPROVEMENTS A y SAWCUT UNE _--------------_ GRADE BREAK — — — —200 TIN MAJORCONTOUR �`\\ II \\ II \ \\\ •��~�� / / \/ `\\\ / // \\\\\ / _-------4201------_ EXISTING MINOR CONTOUR \ L PROPOSED MAJOR CONTOUR O Z 4201 PROPOSED MINOR CONTOUR O 4 PROPOSED A.C.PAVEMENT U 2711 HA \\ i F0 E I ; \\\ \\\ PROPOSED CONCRETE PAVEMENT o ry� PROPOSED LANDSCAPE '- _ V \ \ \ Zr \\ ) �g Z \\ \\\\\ \ \ \ \ A 9 34 FG'--)-� EXISTING GRADE SPOT ELEVATION O \ \ \ I \ r r v v U • i BLOCKS \\� \\\�� \ \ \ \ FG7.66 PROPOSED GRADE SPOT ELEVATION �y I \\ \\\\\ \\ \ I \ \ 0 ABBREVIATIONS ■� 3 O 3 \ g o III \ \\\\ \\� \\ \ \ \\ FT FG 68 FINISHED GRADE SPOT ELEVATION ✓ Lu EG66 EXISTING GRADE SPOT ELEVATION O \\ \ { 9].6�y FINISHED GRADE/MATCH EXISTING SPOT ELEVATION 1712.44 \ v v v. ' � � v� 0- \ \ \ \ \ N� O z Lu \ 1: } Z Q o z H z J Z \\\\\\ \ cl) 0 z O — CL \ \ \\\\\\\\ \\ C� w >c Z 1L Of LL w L Lu \ILI'G7 E LL I A VA\ 2FG2.6E / I I z I I EXISTING PHASE 1 \ \ \ 71 a ' C4.20 N .B IARI +— ----—I o 0 �_ \ \\\ °� / I / // ❑ o SEALW. n C4.10 $ \ N / \ f'S10NAL f Gi� \\ 1 I I '' • \ \/ / / ��4A' VICEIA4�NP/y�� 4 MATCH LINE: SEE SHEET C4.10 NORTH s01/14/2022 8670o OF �0�@ s§ KEY MAP �eCAILHP N.T.S. a°$ 0 40' 80, 160' x€ SHEET ig A C4.20 SCALE: 1" = 40' PAVING CONSTRUCTION NOTES 2714.99 2715.01 �2 CONSTRUCT 3-ROLLED CURB AND GUTTER PER ACHD SUPPLEMENTAL STD DWG SD-702. p 2715.06 p 2714.94 ° ® CONSTRUCT 5'DETACHED CONCRETE SIDEWALK PER ACHD ° 2714.96 ° 0.50 ° 2714.84 SUPPLEMENTAL STD DWG SD-709.2%MAX.CROSS SLOPE. p © CONSTRUCT PEDESTRIAN RAMP WITH DETECTABLE WARNING FOR PEDESTRIAN ACCESS PER ACHD SUPPLEMENTAL STD DETAIL 2714.9 a 2714.90 SD-712&MODIFIED ISPWC STD DETAIL SD-712A,TYPE"A".SEE 2714.900 2714.88 SHEET C8.10. 2714.79 2714.71 ❑7 CONSTRUCT TYPE IV CATCH BASIN FOR ROLLED CURB PER ACHD SUPPLEMENTAL STD DWG SD-604A. 2714.51 �9 INSTALL 1000G SAND&GREASE TRAP PER ISPWC STD DWG M„9 2714.53 M 8 SD-624 WITH 20"BAFFLE SEPARATION. !fl 11 INSTALL 12"SDR35 PVC PIPE.LENGTH AND SLOPE PER PLAN. 'I 12 INSTALL 12"PERFORATED PVC PIPE.LENGTH AND SLOPE PER or PLAN. rc 2714.84 2714.82 CONSTRUCT SEEPAGE BED PER DETAIL ON SHEET C8.10. S.REDWA TER AVE 15 ADJUST MANHOLE RIM TO GRADE. mI i 19 SHARED DRIVEWAY PER DETAIL 2 SHEET C8.10 WITH DRIVEWAY tE ENTRANCE PER ACHD SD-710. 2714. 2714. 1 2714.79 2714.71 21 INSTALL 48"DIA.STORM DRAIN MANHOLE TYPE A PER ISPWC STD 79 DWG SD-612. 2714.90 2714.88 2714.92 2714.90 m ° 2714.97 L `J p 2715. 27,4.85 2715.00 2714.95 - NOTE: Z 1. ALL STATIONING AND OFFSETS ARE FROM THE STREET O z O CURB RAMP DETAIL STA=11+10+00 =10' CENTERLINE. F 2. ALL SIDEWALKS SHALL COMPLY WITH THE LATEST 2%. o U STANDARDS. CROSS SLOPE SHALL BE LESS THAN 2%. LONGITUDINAL SHALL BE LESS THAN 5%UNLESS AT A ^_ m RAMP. I � I I I I I I I III >g Z I AW' r 0 2 3 4 5 7 8 9 10 C7.30 I I I I I 11 12 I 13 i Q LL STA 10+00.00 I I STBA:13+00.00 I 4 I I I I : p OFF:16.50'LT OFF:16.50'LT I Q Q TG2714.67 PT TG2713.80 STA:10+66.04 6 CB- I STA:15+20.49 y I C7.40 °' O OFF:16.50'LT STA:11+54.01 1 STA:12+00.01 STA:12+46.01 4 STA:13+00.-i 5.50LT STA:13+73.01JSTA:14+19.01 STA:14+65.01 OFF:16.50'LT TC:2714.97 OFF:16.50'LT o OFF:16.50'LT -OFF:16.50'LT- RIM: 2713.54 v 7 .OFF:16.50'LT OFF:16.50'LT, -OFF:16.50'LT-, TC:2715.56 TC:2714.53 TC:2714.30 TQ 2714.07 IN OUT: 2710.54(12") TG2714.38 TC:2714.75 TC:2715.12 7--- ---L2}m0252.4ON115 Q100: 3.34cfs M,.9 M„8 M 8 8 M,9 8 M 9 M 8 C7•�43 0- 12+0 - 31 LF OF 12=00.99%12 3 00 11 LF OF 18" 00% 14+00 S.REDWATER AVE- t5 o0 19 `^ 14 BLOCK 5 Q a .8 CB-48 11 11 LF OF 12" ®0.00% 12 15 I 0 m rc M m r o 152 LF OF 12" ®0.00% 15 (\I SS„9 SS,8 -- - - - - - N Q _2 ME/PC STA: 13+00,15.50RT 15 �-SS,.8 SS .e C7.10 w w a 11 11 LF OF 18" ®0.00% RIM:2713.54 12 52 LF OF 18" ®0.00% aj9C7.20co Z sTAno+oo.o0 15 INV IN: 2710.23 112' 7 STA:15+75.58 _ J (n M OFF:76.50'RT od + ', INV OUT: 2709.73(18") OS O OS OFF:18.50'LT Q TC:2714.56 STA:10+21.63 '. SEEPAGE BED#'413 \ TC:.6.00 ILL. d O OFF:16.50'RT 'PT '� Q00: 2.40cfs - ° O 1 Q J STA:10+66.04 - Q100:3.34cfs _ _ z OFF:1 .1g 8 -N}m 2 11 OF 18 - - - 15 OFF:16.50'RT STA:11+63.19 STA:12+09.19 1.00% \ TC:271,5' I STA:13+47.19 STA:13+93.19 STA:14+39.19J STA:14+85.19 IPtT Z OFF:16.50'RT OFF:16.50'RT OFF:16.50'RT- OFF. 16.SO'T OFF.6.50'RT OFF:16.50'RT PC Z I 4 TC:2714.48 TC:2714.25 SD-4A S&G-4A C 2714.18 TC:2714.54 TC:2714.91 C:2715.283. STA:15+20.49 � O z O STA:13 RIM: 2719. 8T STA: 13+00,24.SORT OFF. $ LJ (n cl RIM: 27118-) TC:2715.56 ) 21 RIM: 13+006 - - -- - INV IN: 2709.69(18") 9 KEY MAP Z LL LU INV IN: 2709.65(18') I I Of Lu IN OUT: 2709.69(18") I INV OUT: 2709.25(18') N.T.S. Q LL m \ I INV OUT. 2710.47(12") I I 2 3 J J STB�6+15.23 16 l.L I I ce/PT cD 1n W 5 I 6 7 9 10 11 13 14 15 16 STA:13+00.DO e I I O TC:2753.80 17 STA:16+15.23 F �r1 OFF:16.50'RT OFF:76.50'LT t,/ TC:2716.3 TC:2716.32 Z Y ~ LL }12� _ I I I I I I 3 + N STA:16+51.87 - - - 0 (Q 3 O BLOCK 6 I OFF:6.50'LT w d o I I I I I I I TC:2716.05 (7 MATCHLINE SEE SHEET C7.20 0 30' 60' 120' a SCALE: 1" = 30' z O E 1n e 720 2720 a 2 m� m S 7m g 5I O O O F op m Y W aw o 0 m € ---- :718 --- PROP.GRADE - - _-- 2716 m ❑ o F o SJ OROADQ - --- Z U U O m - Mx ?i W a rc e --- ---- - --- =ff.501 ---- --- ---- --- -- ----- - +n o U a m ? Sri o SEAL u C o� 1O EK GRADE +� " € 712 m� o ROAD¢ 2712 1oRAL p 12"PVC STOR �o4A'SS�IGENS�N�/y�� s 710 2710 x g a rn a m n u1 rn 8670 ui o ovi<n0220 a a r2 6 vi co s^ �.. Z OF s§ 10+00 11+00 12+00 13+00 14+00 15+00 16+00 �ejOA IL HP a°$ y � S REDWATER AVE.PLAN AND PROFILE SHEET oar�� C7.10 =Ed I PAVING CONSTRUCTION NOTES 2713.51 �2 CONSTRUCT 3"ROLLED CURB AND GUTTER PER ACHD 2713.57 2713.41 2713.39 2713.43 ° ° ° ° p ° p° a v p ° v SUPPLEMENTAL STD DWG ED-702. 2713.47 2713.39 a 2713.37 2713.33 ° p p p p ° p v v o `J �3 CONSTRUCT 5'LONG ROLLED CURB TO VERTICAL CURB AND STA:21+15.25 STA:20+83.25 GUTTER TRANSITION PER ISPWC STD DWG SD-707.SEE SHEET OFF:16.50'RT OFF:16.50'RT C8.10 FOR MODIFIED DETAIL. TC:2712.62 TC:2712.85 ® CONSTRUCT 5'DETACHED CONCRETE SIDEWALK PER ACHD SUPPLEMENTAL STD DWG SD-709.2%MAX.CROSS SLOPE. �5 CONSTRUCT 4'WIDE VALLEY GUTTER PER ISPWC STD DWG SD-708 2/13.29 2713.19 AND ACHD SUPPLEMENTAL SPECIFICATIONS. 2713.02 2713.00 12 12"W 8" 8 W B"W STA:21+09.73 e"W W STA:20+88.808"W © CONSTRUCT PEDESTRIAN RAMP WITH DETECTABLE WARNING FOR COLDITZ WAY S.COLDITZ WAY OFF:14.84'RT OFF:14.82'RT PEDESTRIAN ACCESS PER ACHD SUPPLEMENTAL STD DETAIL _I TC2712.67 TC:2712.82 SD-712&MODIFIED ISPWC STD DETAIL SD-712A,TYPE"A".SEE SHEET C8.10. STA:21+03.20 STA:20+95.31 �7 OFF:12.50'RT OFF:12.50'RT CONSTRUCT TYPE IV CATCH BASIN FOR ROLLED CURB PER ACHD TC:2712.]1 TC:2712.76 SUPPLEMENTAL STD DWG SD-604A. oo 0.60% - - - - - - - - - - - - - - �9 INSTALL 1000G SAND&GREASE TRAP PER ISPWC STD DWG rc STA:21+19.59 STA:21+11.70 SD-624 WITH 20"BAFFLE SEPARATION. OFF:12.50'LT OFF.12.50YT F it INSTALL 12"SDR35 PVC PIPE.LENGTH AND SLOPE PER PLAN. TC:2772.59 TC:2712.64 Win, 2713.00 ,�I 2712.97 STA:21+26.09 STA:21+06.15 12 INSTALL 12•PERFORATED PVC PIPE.LENGTH AND SLOPE PER 2713.12 1 2713.03 OFF:14.82'LT OFF:14.18'LT PLAN. TC:2712.54 TC:2712.69 13 CONSTRUCT SEEPAGE BED PER DETAIL ON SHEET C8.10. 14 ADJUST WATER VALVE BOX AND COVER TO GRADE. 2712.90 SOFT:16.501T STA:2.50'LT4 OTC:2712.49 OFF:16.50'LT 15 ADJUST MANHOLE RIM TO GRADE. rn 2713.32 ~ 2712.49 2712.91 rc:27tz.as rc:27tz.73 2713.38 2713.36 2713.42 2712.49 2713 47 p 2713.41 05 2713.39 2712.79 ♦• ° p Q p 19 SHARED DRIVEWAY PER DETAIL 2 SHEET C8.10 NTH DRIVEWAY 2712 9g z p ° 2712 83 °p ENTRANCE PER ACHD SD-710. 2713.51 2713.49 `J v ° 2713.57° v 2712.50 E O 2712.48 - - - - - `J °X 39% 2712.43 pd °- _ - - - - - - - - - _ - - _ - _ - _ - _ ® TRAFFIC CALMING BUMP OUT,SEE DETAIL THIS SHEET. 2712.48 2712 45 .37% 21 INSTALL 48"DIA.STORM DRAIN MANHOLE TYPE A PER ISPWC STD Z 2713.31 2712.43 W ,.7s 2713.a3 BUMP OUT DETAIL r=1o' O 2713.18 000 2712.45 J ?Se, 2713.01 �� DWG SD-612. i O NOTE:ALL RADII ON BUMP OUTS ARE 10' 2712.85 2712.85 / 2712.86 2712.75I V 2712. 5 2712.86 2712.85 m NOTE: CURB RAMP DETAIL(STA=22+96+00) 1`10' 1i 1. ALL STATIONING AND OFFSETS ARE FROM THE STREET (n g CENTERLINE. 8 Z 2. ALL SIDEWALKS SHALL COMPLY WITH THE LATEST ADA O STANDARDS. CROSS SLOPE SHALL BE LESS THAN 2%. MATCHLINE SEE SHEET C7.10 LONGITUDINAL SHALL BE LESS THAN 5%UNLESS AT A U -47 17 RAMP. Il I BLOCK 6 I I 1 1 18 Z 1 J C7.30 >- Lu STA:16+97.87 O pr ` OFF:16.50'LT 18 29 28 27 26 25 24 23 22 21 20 19 STA:17+41.23 / TC:2715.71 I I I I I I I I I I OFF:16.50'Rr STA:21+50.00 I I I C:2715.39 EXISTING PHASE 1 oFTnsso'Rr I N _ _ _ C7.40 Q CB-3A TC:21'1 6 3 PT a STA:21+91.25 STA: 21+50,15.30RT PC - STA:22+52.25 OFF:16.50'RT RIM: 12.11 CB-38 STA:18+34.99• STA:17+41.23 N N O TC:2712.81 INV OUT:2709.7 12" OFF:16.50'RT OFF:18.50'LT LLI W OFF:16.50'RT ) STA: 21+50,-15.30LT STA:20+07,25 025: 2.46cfs 4 TC:2714.69 TC:2715.39 0 z TC:2712.97 RIM: 2712.11 OFF:713.4 , J (n <n 4 6 Q100: 3.44cfa TC:2713.42 � Q 1. ME STA:23+44.25 - - STA:22+37.25 - - 7 NV IN: 2708.80(12") - - STA:PO+53.25 - LET, +61.25 STA:19+15.25 STA:18+69.25 19 C7.30 LL. W =Q STA:23+79.64 .OFF:16.50'RT -OFF:16.50'RT - 31 LF OF .INV OUT: 2708.30(18") -OFF.16.50'RT- - -o OFF:16.50'RT- - .. OFF:16.50'RT - OFF:16.50'RT 7 STA:17+78.29 O d_ >_ OFF:16.5O'RT TC:2713.53 TC:2712.88 12"01.00%11 025: 3.42cfs TC:2713.08 ��rn TC:2713.76 TC:2714.10 'TC:2714.44 OFF:16.50'LT 0 Q � < J off 23 12"W 23+00 12"W 14 / INV IN: 27108.67D78?21 8'�140LO OF 187tf®1.00R"� s'W S.COLDITZ WAY 8 W 20Ao 8 W 2 19+008 W 8"W �0k� TC:2715.11 - C7.20 7.10 Q O TC:2713.44 lr LCL STA: 21+50,-2712.4T C W A - - (18") 1114 LF OF 12 0 0.00%- - - - �o vim- - - - - / I� Z INV OUT: 2708.26(18") of 2 ,.8 T 3 SS ,8 5 INV OUT: 2708.]6(12") SS 8 2 12 31 LF OF 12" 0 0.009< SS„8 SS ,8 55„8 20 W Q ILL W W 5 m s J > 5 LF OF 18" 0 1.00 11 OS m� 4 19 U LL W SEEPAGE BEDS 13 + �r1 l.L N i li� .. •, 6 S&G-3A "uol� , - STA:18+08.54 I e ME STA: 21+50,-24.50LT - - - - - - - - - - -'- - - - - OFF:16.50'LTir STA:23+79.ME STA:23+33.64 ECR 8 \ / RIM: 2712.5 g 1112 LF OF 18' 0 0.00% �N TQ 2714.89 Z J Q STA:22+84.14 : 6 INV IN: 2708.21(18" 130 LF OF 18' 0 0.00%12 STA:20+69.64 : STA:20+23.64 STA:19+77.64 STA:19+31.64 STA:18+85.64 PC KEY MAP Q' U= OFF:16.50'LT OFF:16.50'LT LL 1 O ® O OFF:16.50'LT INV OUT: 2707.81(18") OFF:16.59'LT OFF:16.50'LT OFF:16.50'LT OFF:16,50'LT OFF:16.50'LT STA:18+34.99 N.T.S. ��II�� } g TC:2713.25 TC:2713.48 TC:2713.13 I ECRU GB TC:2712.95 TC:2713.29 TC:2713.64 TC:2713.98 TC:2714.32 Q �-/ 3 Q STA:21+50.00 OFF:16.50'LT 2 BCR• f STA:22+11.14 OFF:16.501T TG2714.69 STA:22+64.14 - OFF:16.50'LT TC:2712.36 I I I O OFF:39.19'LT TC:2712.73 I I I TC:2712,51, ECR STA:22+31.14 OFF:39.21'LT 30 29 28 27 26 25 24 23 22 21 TC:2712.59 C a "I I I•d I I I I I I I I I I I I Z 3 z E 0 30, 60' 120' 1? W Q o a SCALE: 1" = 30' a 2 N 2716 _ _ __- 2716 a PAD f MADE -0.74%_--- ----- m .: _ +0.60% T11 nN Z z Y W O 2712 --- ---- -------- MA --- --- `Ex.«AOE +r 2712 4a W S 0 a0 e o R �E �, ❑ ❑ U a e S SEAL SSIONAL ENc 12" SD "01�/1�4/270292 2708 INV:2709.52 27082706 2706rnnm �onom - 12 N N Ml d' Itl N a x 23+00 22+00 21+00 20+00 19+00 18+00 17+00 SHEET o a S COLDITZ WAY PLAN AND PROFILE C7.20 PAVING CONSTRUCTION NOTES CONSTRUCT 6"VERTICAL CURB AND GUTTER PER ACHD 2711,911 2711.40 SUPPLEMENTAL STD DWG SD-701. 2712.08 2711.38 ® CONSTRUCT 5'DETACHED CONCRETE SIDEWALK PER ACHD 2712.00 p 2711.34 SUPPLEMENTAL STD DWG SD-709.2%MAX.CROSS SLOPE. 2712 10 2711.44 ° 2711.24 CONSTRUCT 4'WIDE VALLEY GUTTER PER ISPWC STD DWG SD-708 2711.34 057% - - 4 - AND ACHD SUPPLEMENTAL SPECIFICATIONS. 2711.86 ° 2712.01 _ _ - - 2711 28 ° © CONSTRUCT ES RAMP W DETECTABLE WARNING FOR 2712.00 2711.44 2712.13 2711.30 m AC PEDESTRIAN ACCESSS PER ACHD SUPPLEMENTAL STD DETAIL 2712.05 2711.28 2711.25 SD-712&MODIFIED ISPWC STD DETAIL SD-712A,TYPE"A".SEE 2712 15 2711.86 2712.07 SHEET C8.10. 0. 2711.5, 2712.05 2711.96 wee 2711.44 ° 9 2712.02 ® CONSTRUCT TYPE III CATCH BASIN PER ACHD SUPPLEMENTAL STD DWG SD-603. Ij 2712.14 2711.10 2,00% W a 2712.00 2,10.89 2710.67 y 3 � INSTALL 1000G SAND&GREASE TRAP PER ISPWC STD DWG 2712 17 al SD-624 WITH 20"BAFFLE SEPARATION. vlz.o7 ¢ a 2710.69 w-w HARRIS ST o 2712 02 2711 46 2711 47 a \ °a 271219 a 0 3 it INSTALL 12"SDR35 PVC PIPE.LENGTH AND SLOPE PER PLAN. ° 2711.94 2711 95 H 12 INSTALL 12"PERFORATED PVC PIPE.LENGTH AND SLOPE PER "=- a CURB RAMP DETAIL(STA=12+55+00) 110' PLAN. 2712.22 I cc2712.01 13 CONSTRUCT SEEPAGE BED PER DETAIL ON SHEET C8.10. 2712.12 Y 2711.61 2711.72 I 2710.70 14 ADJUST WATER VALVE BOX AND COVER TO GRADE. 2711.65 2711.08 \ 2711.86 2710.84 4 17 INSTALL TYPE II TERMINUS BARRICADE PER ACHD SD-1132A. 2710.74 CURB RAMP DETAIL(STA=16+32+00) "=10' 2711.23 8 INSTALL TYPE III TERMINUS BARRICADE PER ACHD SD-11328. 1 2711.23 2711_34 2711.32 W LEARMONT ST se .3t% z711.79 2711.51 2711.22 4 m 2711.0 a 2711.61 2711.43 ° %4?S> 4 NOT, 2712.02 2710.88 2711.26 1. ALL STATIONING AND OFFSETS ARE FROM THE STREET ° 2711.76 a 2711.25 2712.15 ° 2710.87 2711.42 2711.35 CENTERLINE. _ _ 117% 2. ALL SIDEWALKS SHALL COMPLY WITH THE LATEST ADA O Z - - zoo } 1 ,711.48 2711.41 STANDARDS. CROSS SLOPE SHALL BE LESS THAN 2%. 0 n� ni 1 .57% LONGITUDINAL SHALL BE LESS THAN 5%UNLESS AT A 2712.14 2712.22 2711.47 2710.99 RAMP. _ 2712.22 4.4%z/ 2712.23 2712.32 2711.49 2710.90 Q 2710.9 V 2712.33 2711.39 2711.26 2711.56 2711.58 m 2711.48 2711.67 �_ 7719 38 2711.59 Q 2711.57 (n 2712.49 2711.69 v l O C7.30 g Z ui y O U CURB RAMP DETAIL(STA=10+36+00) 1,10' a CURB RAMP DETAIL(STA=10+36+00) C7.40 LL STA: II I II ME/PT/ � STAn00.0 OFF:80RT 71 ; STA:70+18.00 TC: C7.30 00BCR 6¢} �I e OFF:46.50'LT CV TC:2711.84I BCR I 15 STA:11+91.50 C) I 4 0- OFF:36.50'LT STA:11+50.00 _ C7.10 Q LWLI I ECR TC:2713.13 6 I I OFF:18.00'R. STA:10+50.00 � 9 Q STA:10+48.00 W \\\\ I TC:""58 OFF:18.00'RT i C7.20 _ TC:2712.41 , N O a 0' = I OFF:16.50'LT ECR 0 W - � - CO I TC:2712.00 STA:11+68.81 6 J 2 .�� I TA:B B12+20.-16.81LT STA:11+00.00 q5} Q -OFF:16.50'LT O Tn CB-1A I RIM: 2710.54 ��-OFT:18.00'RT / g� N C1 W 6 I STA:11+00.00 TC:2772.59 CO W STA: 12 RIM: 16.80RT TC:271200 W W Z 8 INV IN:: 2707. (1(12 \ J <M (n - 1 - RIM: 27,1I�S�E,L54 1 / (n I Uj 'I°', n\-OFF:18.50'LT (/j W INV OUT:2707.56 LK") I INV OUT: 2707.39(12") ol\- // LL w Q N J TC:2712.27 4 0?00:11�5k(s i0 Nm.� " t 0_O= W m II }m N 025: 0.23cfs� +�� STA:12+90.33 0100: 0.32cfs I •� m J �,�W / I f 48% / OFF.,1z 1028 6 - - - - S( o`71�/ ` KEY MAP O a Z Z z 10100 --- „Zl L M„A Vim'm�s / ® / LLI ` HARRIS J N.T.S. (n O z O �< J _ STA:10+50.00 Z W.LEARMONT ST \ _ = tt LF OF 12 O 0.49R Q W W_ 1 STA:13+38.37 6 11 2+ �' OFF:18.00'LT ~- - OFF:18.00'RT 12 W 7 LF OF 18" :O ,TC:2712.41 / ME/PT Q LL m 1 38 0.41 13+00 I .o\ /yr STA: J It STA:11+o0.0o ravn.a7 n 0,00% '" / \ J 34 LF OF 12" O 11% I '> STA:11+00.00'i� OFF: Cn N LU OFF:16.50'RT- SEEPAGE BED 1 TC:2712.52 ,^ U °Tc:z712.z7 _ I o,�G \ OFF:18.00'LT' V LL rn BCR 1g 5 I a+l�n i�i�✓Q2.712.00 \ >- LL OFF-.1.50'RT 6 - _ I i f 1 _ NORTH Z_ Q ECR 1 4 - -TA:1+68.7T- ; 5 N I STA:10+48.00 TC:2712.59 -STA:11+50.00 \ \ LL }= O ' OFF:16.50'RT ', BCR 13 OFF. IT 3 L.L Q I TC:2712.01 ECR STA:13+38.37 r I - TC:2711.58 \ a O 2 17 18 17 I STA:11+91.50 - OFF:18.00'LT }�CO 8 - 1 48 LF OF 18" O 0.00% n. ME/BCR I I I 32 OFF:36.50;RT TC:2711.47 Q ECR GB 0 30' 60' 20' STA:1o+te.00 TC:2712.73 s 3 H BLOCK 1 oFF:46so'RT I BLOCK 5 1 m l LU TC:2712.34 I 1 Q LLI STA:12+46.70 STA:12+20.00 ' 17 �CF2711�LT �C:2711 00 T 1 \ s Ec F = 1 s&a ii+lsss,-28.1uT \ SCALE: 1" = 30' x m 1 STA:13+08.56 pe (n II \ '� 1 - - - - OFF:48.03'LT Y LLI I BCR I 9 IM: 2711.20 \ 3 11 I TC:2711.41 O W J STA:12+74.75 1 INV IN: 2707.34(12") \ OFF:45.81'LT INV OUT:2706.94(18") \ I 1 31 v ' Tc:2711.36 I z I E1n W co o a U 2716 m 2716 2716 g 2716 a m mS N e O w a i O+q on !N SaJ odM 00 / I \ 0ROM S� O nn Om \ m m OO 0 F S J 5 *�ZADjq AD _ / ❑ W 5� _ SJ N� / I m ❑ FM m 2712 0_ �� +2.00% 2712 2712 �I I aw _0.83% \_ ------ --- 2712 ; u lu +0.50% -f -2.00, ,A.90% PROP.IDE - --- +0.409, l 4a w x o , O ROAD q ❑ ❑ U a m w e "'� +ii SEAL N(7 ^N PROP.GRADE SJ m "l cni o� OROAD4 o^ +n SSIONAL EWC �i wi 2708 2708 2708 F� 2708 CENS� 0 i p 12" SD m A INV:2708.50 8670 x' 2706 2706 2706 12706 s01/1</2022o a i ° o n n o co d fir`` OF 1�! m E N N 17 N M c1 �e7Gq IL HP' 's§ n n r n r r r N N N N N N N a o g 10+00 11+00 12+00 13+00 12+00 11+00 10+00 x € SHEET W.LEARMONT ST.PLAN AND PROFILE W.HARRIS ST.PLAN AND PROFILE C7•30 PAVING CONSTRUCTION NOTES �1 CONSTRUCT 6"VERTICAL CURB AND GUTTER PER ACHD SUPPLEMENTAL STD DWG SD-701. ® CONSTRUCT 5'DETACHED CONCRETE SIDEWALK PER ACHD SUPPLEMENTAL STD DWG SD-709.2%MAX.CROSS SLOPE. �5 CONSTRUCT 4'WIDE VALLEY GUTTER PER ISPWC STD DWG SD-708 AND ACHD SUPPLEMENTAL SPECIFICATIONS. © CONSTRUCT PEDESTRIAN RAMP NTH DETECTABLE WARNING FOR PEDESTRIAN ACCESS PER ACHD SUPPLEMENTAL STD DETAIL SD-712&MODIFIED ISPWC STD DETAIL SD-712A,TYPE"A".SEE SHEET C8.10. ® CONSTRUCT TYPE III CATCH BASIN PER ACHD SUPPLEMENTAL STD DWG SD-603. INSTALL 1000G SAND&GREASE TRAP PER ISPWC STD DWG SD-624 WITH 20"BAFFLE SEPARATION. it INSTALL 12"SDR35 PVC PIPE.LENGTH AND SLOPE PER PLAN. O 12 INSTALL 12"PERFORATED PVC PIPE.LENGTH AND SLOPE PER PLAN. 13 CONSTRUCT SEEPAGE BED PER DETAIL ON SHEET G8.10. 14 ADJUST WATER VALVE BOX AND COVER TO GRADE. 17 INSTALL TYPE II TERMINUS BARRICADE PER ACHD SD-1132A. 18 INSTALL TYPE III TERMINUS BARRICADE PER ACHD SD-11328. NOTE 1. ALL STATIONING AND OFFSETS ARE FROM THE STREET L w CENTERLINE. 2. ALL SIDEWALKS SHALL COMPLY WITH THE LATEST ADA N Z STANDARDS. CROSS SLOPE SHALL BE LESS THAN 2%. LONGITUDINAL SHALL BE LESS THAN 5%UNLESS AT A z O RAMP. F o U C7.30 s Z O " U C7.40 O N i14 1 15 I r 32 31 iii...E....... W Q I ECR C) • 4. sTAno+,s.z3 EXISTING PHASE 1 _ - ra %3' WOFF:45.21'LT W_.Z.TC:27,,.1, --------------- - LU O I°----------------- --- � I =----------------------- ws ECBLOCK 5ECR BCR STA:16+54.40 STA:,6+w .087.40II - --------aal8------- tltll8 tlal8 tltl18 aal8 CBSBALP,5+00.00 STA:16+24BCR .40�0200 GWp i TC:2762.01LTSTA:1o+45.10 ----------- aaI' OFF:18.00'LT TC.2711.36 -------------------------------------------STA: 15+00,-,7.00LT---- OFF:18.00'LT N O 6 GB/HP 4 RIM: 27.0.7 OFF:18.00'LT'------- TC:2711.84 -- 6 - - �- 6 W W STA:13+00.00 II 8 TC:2711.22 lO z STA:11+00.00 STA:11+50.00 STA:12+00.00 STA:12+50.00 STA:13+50.00 0l -STA:14+00.00 �- INV OUT: 2707.74(12" 5 I i'I - OFF:18.00'LT - OFF:18.00'LT OFF:18.00'LT OFF:18.00'LT 0�18.Oo'LT N'� - - - q25: 0.92cfa' - -STA:15+50.00 -,, 5TA:16+00.00, 1q I TC:2712.62 OFF:18.00'LT = OFF:18.00'LT. •• g100:1.28cfa- OFF:18.00'LT OFF:18.00'LT g` LL_ L,L� =O TC:2711.86 TC:2711.90 TC:2712.14- a ro� TC:2712.38 TC:2712.27 Im TC:2711.92 TC:2711.47 TC:2711.72 2. \I� O � a= ZJ J CB-2B BCR 0 Q , QQ J va 19% / STA:15+00,17.00RT STA:Z17.40 KEY MAP Z 10 OO 13 00 /" RIM: 2710.75 OFF:18.00'LT fL � Z U _ - - - -120 3 0 - _ _ 14+00 INV IN: 2707.57(12")B 15 00 1134 LF OF 12" 0 0.50% S.OAKBRIAR WAY 5 17+00 1 19 TC:2712.31 N.T.S. Cl) O Q O H 5 -'o m - - I INV OUT: 2707.57(12") - - T - - - -I 18 L,LI (n- F N 025:0.31 cfaCI w 1n IJ S.OAKBR/AR WAY glom o.43 fa 5TA:17+17.40 Z LL 43 IF OF 12" 0 0.00%12 11]LF OF 12" ®0509. OFF:16.01'RT W LLI Ta2712.11 J m U) = -STA:11+00.00 - STA:11+50.00 - -STA:12+00;0)* -m�SiA:12+50.00 - -STA:13+00.00 - - -STA:13+50.00- TSTA:14+00.00 - - -STA:15+50.00 - STA:i6+00.00 _ _ _ _ _ _ NORTH CL J (n I- LLJ OFF:18.00'RT OFF:18.00'RT OFF:18.00'RT OFF:18.00'RT STA:16+70.90 U OFF:18.00'RT _ _.OFF:18.00'RT (� LL 3 W 1 OFF:18.00'RT' OFF:18.00'RT OFF:18.00'RT OFF:19.12'RT w 8 TC:2711.86 TC:2711.90 TC:2712.14 TC:2712.38 TC:2712.62 TC:2712.27 TC:2711.92 13 TC:2711.47 TC:2711.72 Z J a, ` ECR Lr 6 TC:2712.10 SEEPAGE BED�j2 17 STA:10+48.35 NN Q OFF:18.00'RT 11 LF OF 18' ®0.00%>> GB/LP , LL U= O Taz7n.4, S&G-zA sTAns+oo.o0 0 30 60 20' OF }3 LL 17 17 OFF:18.00'RT Q 18 STA: 15+00,24.00RT 2 m STA:13+38.37 BCR RIM: 2711.34 9 TC:2711.22 O I DFF:i6.00'RT STA:10+18.35 INV IN:2707.54(12") SCALE: 1° = 30' TC:2711.47 OFF:48.02'RT INV OUT:2707.14(18") `S TC:2711.47 s 3 Z O E 4 2716 2716 o a $ t)'LV n� S O *+- ru mm em 1-1 5� w O^r o+0 ^N IX GRADE PROP.GRADE n n S n u w O ROAD Q O ROAD Ala, 271E w ad - _-- 2712 m .. 0 m m -- --- _-- --- --- +0.48%.------- --- ---- --- ---- -0.70% _-_ -- +0.50% m ❑ o M o Q +0.50%II z z w rn z.GG% t1.75% IX GRADE mri Q N W p O PROP.GRADE O ROAD p m K E O ROAD q +N +N ❑ ❑ U d ++ SEAL 0 270f.. o m w 2708 12" SD INV:2708.68 4�S,o AL.a fNc� o f � E 2708 2708 � �^ i m m GD m GD O N GD 8670 y g (V (V 01/14/2022,, S $ N N N N N N r7rE OF YG�� s§ 11+00 12+00 13+00 14+00 15+00 16+00 17+00 geicgILrl� a°$ x€ SHEET S.OAKBRIAR WAY PLAN AND PROFILE C7.40 8' ACHD EASMENT RrW 50' PUBLIC RIGHT-OF-WAY Rnv 8' ACHD EASEMENT oL 5' SIDEWALK 8' PLANTER 18' 18' 8' PLANTER 5' SIDEWALK 20.00' 5'LANDSCAPE BUFFER 6" STANDARD CURB 12" TYP. AND GUTTER PER ACHD SD-701 TYP. o 00% 2.00% 1�_5% - 2.0 2' FLAT LANDING 5" THICK CONCRETE OVER 4" g THICK CON RIBBON _ _ _ _ _ _ _ _ _ _ BEHIND SIDEWALK, TYP. — — — — _ — — — — — — — — — OF J" AGGREGATE BASE CURB -_- - -I I-I I -I =1 -III I I=I I -I I I-I I I-III=11 = _ COURSE PER ACHD SD-709TR(TYP.) CRE III ITI III-III-III=III— III III III- -III— = —� �—III=III-III-III l l III �2 k" ASPHALT PAVEMENT 3" ASPHALT PAVEMENT 10" OF COMPACTED " 4"OF COMPACTED " CRUSHED AGGREGATE CRUSHED AGGREGATE BASE COURSE BASE COURSE C m 17" OF COMPACTED 6" MINUS L w PIT RUN SUBBASE O COMPACTED SUBGRADE COMMON DRIVE TYPICAL SECTION Z 36'TYPICAL STREET SECTION WITH DETACHED SIDEWALK i ~ o U W.HARRIS ST.&S.OAKBRIAR DR. ^ o s Z COLLECTOR ROAD STREET SECTION SCALE:NTS 2 COMMON DRIVE TYPICAL SECTION SCALE:NTS � � U E i O R NO TREES OR SHRUBS OVER SEEPAGE BEDNATIVE BACKFILL 3 Q E STRUCTURAL O PAVEMENTSECTION W PLACED GEOTECHNICALPREPORTACTED PER o O 'a INLET FROM SAND AND SOLID WALL PVC PIPE PERFORATEO PVC PIPE 0- -' GREASE TRAP INVERT PER PLAN INVERT PER PLAN 5' MIN. ❑ OBSERVATION WELL 2 N O ww a LLI z RNJ 3'WASHED DRAIN ROCK Q QLum e I 60' PUBLIC RIGHT-OF-WAY 2a O } GL ¢ J r Q Z� z g@T 5'SIDEWALK 8' PLANTER 16.50' 16.50' 8'PLANTER 5' SIDEWALK N (n O Q 8 z J LJ_I >_ "' Q LL rt 1 0' ASTM C33 FILTER SAND 0 w LLI 3" ROLLED CURB AND SEEPAGE BED PROFILE VIEW nHIGH GROUND WATER W J m > GUTTER PER ACHD U LL LU SD-702 TYP. .0% 2.p%� 1�_5% LENGTH= L U= O 2 (4 ; ----------------- ----- ------------------------------------- n O OO _� _� _ 5 THICK CONCRETE OVER 4" 2' FLAT LANDING " INLET FROM SAND AND— 18"SOLID WALL PVC PIPE 18'PERFORATED PVC PIPE `s BEHIND SIDEWALK, TYP. — —_— I-III— III III III—III—III—III— COURSE III OF i" AGGREGATE BASE GREASE TRAP RSE PER ACHD SD-709 INVERT PER PLAN INVERT PER PLAN e 3" ASPHALT PAVEMENT x '- 4"OF COMPACTED " Z CRUSHED AGGREGATE INLET FROM DIVERSION 12"SOLID WALL PVC PIPE 12"PERFORATED PVC PIPE 0 BASE COURSE MANHOLE INVERT PER PLAN INVERT PER PLAN E 4 17" OF COMPACTED 6" MINUS OBSERVATION WELL W a PIT RUN SUBBASE SEEPAGE BED AREA 5' Q COMPACTED SUBGRADE U 10 MIN. `w a wE N ` 33'TYPICAL LOCAL STREET SECTION WITH DETACHED SIDEWALK o 5 SEEPAGE BED PLAN VIEW o0 w a i W O m NOTES-- MONITORING WELL m Z� a 1.SEE TABLE FOR SEEPAGE BED DIMENSIONS m w W U w 'o- 1 2.CONTACT DESIGN ENGINEER FOR SEEPAGE BED REDESIGN IF GROUNDWATER IS ENCOUNTERED ABOVE MAX HSGW ELEVATION. U W o 3.ALL VAULTS.MANHOLES.&SAND AND GREASE TRAPS SHALL BE HS25 OR GREATER LOAD RATED. a e 4.ALL GEOTEXTILE SEAMS SHALL OVERLAP 1 FOOT MINIMUM K W x K 2 5.EL IN x EL BOTTOM PERFORATIONS IN 12"PERFORATED PIPE. ❑ ❑ U a i 6.BED WIDTH SHALL REMAIN CONSTANT SEAL $ LL C s STORM WATER RETENTION SUMMARY TABLE �SgtONAIENc i t �04 VICENS� /y" NAME LENGTH WIDTH DEPTH TOP OF ROCK BOTTOM OF GROUNDWATER REQ'D SEPARATION DESIGN INFILTRATION `< (ft) (ft) (ft) ELEV. ROCK ELEV. ELEV. (3' MIN) RATE (IN/HR) 8670 v'01/14/2022 o o$ SEEPAGE BED 1 53 10 10 2710.0 2700.0 ±2697.0 YES 8.00 /•/E, �¢ 9 OF SEEPAGE BED 2 48 10 10 2710.2 2700.2 +2696.9 YES 8.00 ,qe/ 3§ SEEPAGE BED 3 286 10 10 2711.5 2701.5 +2698.0 YES 8.00 GA IL HP SEEPAGE BED 4 232 10 10 2712.9 2702.9 ±2698.9 YES 8.00 ?Y € SQHEET o a� C8.10 3 LOCAL ROAD TYPICAL SECTION SCALE:NITS4 SEEPAGE BED DETAIL SCALE:NTS Kimley>>> Horn VI. APPENDIX C- Geotechnical Report and Addendum 00 1 Boise, Idaho : �: Nam ya, RESOURCEAO Consulting, Soil Evaluations&Data Collection LL C HA EYR.NOE Phone: 208.850.4926 August 3, 2020 Fix: 208.939-8602 Roger Smith Sage Engineering, Inc. 1693 S. Coronado Ave. Boise, ID 83709 RE: Addendum to Graycliff 2019 Groundwater Report 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 3rd 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. ARPLEERoaR W4v BorsE,lu,2rao 83713 Graycliff—page2 Over many years I have utilized landscapes in making soil and drainage interpretation on these and other landforms. On the higher fan terraces the groundwater exists within and flows through these deep, freely drained sand,gravel and cobbles. Deep borings show these gravel layers to be 75 to 100 feet thick. On all the river terraces groundwater levels commonly peak somewhere between July to September. The levels will 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 reading in mid- October when canals 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 projects in 2006 and 2007 as shown on the Google Earth map I supplied. Also there is 2014 data from 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 from 2006, 2007, 2014 and 2019 in this site. That information is just as accurate as when it was measured. If you have additional questions or needs please contact me. HARLEY R. NOE Professional Soil Scientist . } « z /\ \ ( , � \ < \ ± � �� , � ƒ . . \ \ y�: » / ��-:�� a.�� /�/ » \ v<© { , vy .:« �® � � - «« . y . � > v a � ��t � . . � \y\�� * g , a : � . � < : . . a� » . - � � \ y » ° �y , « � � ~© « , « ƒ . . \ : � �© \ �\�� » �/ \��»( / I � � \ _ \ � \ \ ��\ \ /^ ,=�� , . . . . . : �z . . �. . a, . . . . . wwr� , . „ <: /�� ?�a«�« a ��;��& � y .2, . - - - ® »w..�._ . y � � > . � � . . � �: , :» . . . 6�� ^ � � � � > ¥. . dƒ . - - � � � ° / } Graycliff 2019 Monitoring All readings are depth below ground level in inches Hole Bottom Ground DRY HOLE Number Depth Elevation 3118 4117 5115 6112 7111 8/7 914 1012 ELEVATION 1-18 142 2713.00 142+ 142+ 142+ 142+ 142+ 142+ 142+ 142+ 2701.17 2-18 124 2715.00 124+ 124+ 124+ 124+ 124+ 124+ 124+ 124+ 2704.67 3-18 131 2715.50 131+ 131+ 131+ 131+ 131+ 131+ 131+ 131+ 2704.68 NOTE: A -+•following the value means GW deeper than pipe bottom a, e . } b : {/ = 5 . W,. ��:2 . � d � �� < « a. .. . ... . . . 7777 c « < � } } ( . \ ( \ M and H Development 2006 Monitoring Values are depth below ground level in inches Hole !hole ttom 4112/06 Number excavation 4116 4/24 5/8 5/22 6/6 6/21 7/6 8/2 B/15 8l29 9/11 9125 10110 4-06 33 135 133 133 133 133 133 133 133 133 133 133 133 133 133 4124 - no irrigation on she 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 7/18 -#3 irrigated in last 1 to 3 days, #1 in last 3 to 7 days,#2,4&5 in last 7 to 10 tlays. 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. 9/11 -#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. & \ CL a ® i ] - p ® _ - - 15 � ƒ f ) {; - � ( � \om ) �{02 ) $ $ g ! ® G ! / }f{ ff3f#} § ! { ) }\ \% } \% \ \ | E ! . ! ( !! ! f ! ! f / ! ` :-q § § ] § k - § E § E2 Laidlaw property 2007 Monitoring Values are depth below ground level in inches Hole Bottom Number of hole 3113 4116 4/27 5111 5128 6113 6127 7110 6-06 119 119 119 119 119 119 119 119 119 7-06 115 115 115 115 115 115 115 115 Idest 8-06 131 131 131 131 131 131 131 131 9-06 92 92 92 72 65 65 65 65 irrigation induced from nearby lateral f0-O6 49 49 Best dest dest dest Best 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 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. Biltmore Estates 2014 Monitoring All readings are depth below ground level in inches Hole Bottom Number Depth 6130 7/15 7129 8/12 8131 9/17 10/1 6-13 148 148 148 148 148 1 148 148 148 6M-#5 in,3 to 5 days ago, #7 irr now w/water around pipe, #6 im 1 day ago, #4 irr 3 to 5 days ago. 10/1- Com irrigated>week ago&hay not irrigated for a month. LN GI UMNG 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. Sincerely �g�ONAL FNciL �®F� STERFo'`�`t� 4-Roger J mith, P.E. 8/06/2o20 8140 N `�O cc: File#C 196003 D �� F J. 5� 1693 S Coronado Ave. • Boise, ID 83709• (208) 855-5082•www.sage-eng.com Plans Review#1 Comments Responses _1-'Noted Ada County Street Name Committee approval is attached. Some street names have changed since the preliminary plat was approved. ,3-� The revised landscape plan is attached. Storm drainage easements are attached as requested. VV � _5-T'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. /A The original signed Master Storm Drain Confirmation Agreement will be forwarded separately. The shallow injection well forms will be submitted as required. 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. 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. /r4. 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. The island in S. Graycliff Way is seven feet wide and will not have trees in it. See the revised landscape plan. The island curb has been revised as requested. 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. 32. Monitoring 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. r ax JVA JJ 1(VSA LLC Consultinq, Soil Evaluations & Data Collection February 17, 2021 H4RLEI'R.NOE Phone: 208.850.4926 Fax: 208.939-8602 Becky McKay 1029 N. Rosario St. Suite #100 Meridian, ID 83642 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 MOH 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 YGLIFF 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. APPLEBROOh W4I' BoisE,Iv:4xo 83713 Graycliff Estates soils—page 2 2019 GRA YCLIFF DATA Groundwater monitoring was accomplished at the 3 piezometers on a monthly basis from March 8"' through October 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 foams 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. - a.j12an LEY R. OE Professional Soil Scientist is _ _ F i � ,t7 B c 4 i�2 ......................................... ................................ ka— YK as (s gz- n Vi r� W 1} @ IN _ U s- 4 uma=aa9 a a ""° IVId AWU N�3ad $ a $ attvrc�I.wa uua�ttsy a S axautu•a�uscwv,ceuaot amo'AYN m 119—'01 zwcil,YAt011 = y 34SX(HD'a -bt'L$ai-Mau WIS dnswurms-.93c0l=9 -NF'31Y."lA'1'W^MG!^^,.Ti Ht3S 3LLN[9Itl1�1 � S BNi'Luavdo aavis MEMO gm Avy-mANa-a -sNounlos, OH003H 3o s143NMo N3d613A3a 13VINoa lH3NNVld NIOISIM(IffaS . _ n- 9N/t1�3NiJA1 M'VJSA 34nJxM) s ,8 VV �l'. MIN -LJ I j W E ' �', a�a� € 8°a` o 6ffia � 8�as _"' t art w� 'a Y3 $ Rojo 3Fd 3a 0 m= g In 0 A o N O —-—-— 20 /.tttl. gg IraLLJ Of 1 4: Yu fm R� ag t � z i .ed" `� •/ %3` ^"s L; a ] .,� s p� a` 7 ` I,�� !l\`2 _�� `s\/// �� o a� ♦ °� ° R� a i = ^� as a _ g 11 �-_�-'� t t- 9� e�/ 'ice �S ♦ ra. s\ 'x ' 4...� � :°�/� _ -Y� s '� • 3T �'4 bi^ ��-#'--.—'f-'a3"--_=_iITlYR4L0° Yq'sw;`--°_ ( J ,/ a .(�� b y/ •«", A= :a az 6 sR•ai_�=' a °a. In fffi° OF �'�� `� � C h 4 �•�a-�. /, n� '�.----------_ uv furrm_ti s--._ , e.�`a'nr �lj \ K\. r '° "ar$ � _=aya=s�z ld ..II i s (i;•,r!;+�� Feu H��,-a ;I un]xm�mga.us� ASSOCIATED EARTH SCIENCES, Inc. SEPTIC SOILS EVALUATIONS- STORM DRAIN SOILS DATA - SOIL SURVEYS- SOIL WETLAND INVESTIGATIONS R-VALUE SAMPLING—GEOLOGY INVESTIGATIONS-SITE INVESTIGATION Glen H.Logan 6238 Edgewater Drive Boise.Idaho 83709 Phone: (208)672-9213 FAY: (208)672-9214 Cell: (208)941-7284 Harley R.Noe 5740 N.Applebrook Way Boise,Idaho,83713 Phone&FAY: (208)939-8602 Cell: (208)850-4926 Mark E.Johnson 1886 N.Greenfield Avenue Meridian,Idaho,83642 Phone&FAY: (208)898-9541 Cell: (208)869-9099 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 12' 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. tj-ansmitted via e-mail HARLEY R. NOE Professional Soil Scientist Associated Earth Storm Drain Taai Hole Description 8 Evaluation °% Z)G~encesv Inc. Date OfEvaluation: 4/12/2006 Evaluated by: Mark EJohnson, Professional Soil Scientist Requested By: WestparkC on Inc. Address: P. O. Box 344 Phone: eee'9946 City: Meridian State: |D Zip: 83680 Lego| Deao: Part of SE 114 of Section 25,Township 3 North, Range I West, Boise Meridian,Ada County Idaho Genora| [)eac: North of farmstead ot5lOArnit Road Depth Color Texture Clay % Roots Mottles Est.Permeability Comments Hole Nunmber&& Location: =-O�°� ="--'/�7�� " common very fine, 0 to 12 1 OYR 3/2 silty clay loam 28 to 30 fine and medium none 0.2 to 0.6 firm moist few very fine,fine and 12 to 34 1 OYR 4/3 silty clay loam 30 to 32 medium none 0.2 to 0.6 firm moist 34 to 70 1 OYR 7/2 strongly cemented hardpan none none <0.2 extremely dense in place;brittle moist moderately to strongly cemented 79 to 93 1 OYR 7/4 hardpan none none <0.5 moderately dense-in place-,brittle moist extremely gravelly 93 to 128+ variegated coarse sand <3 none none 15 to 20 loose General Notes: Slope 0to ( t No free water or wetness evidence tol28inches. 7 O/� ��7�/� Hole Number 0& Location: ' -"^^ ^^^--'° General Notes: Slope 0 to l percent. No free vvofer o/wetness evidence to 116 inches. Associated Earth Storm Drain Test Hole Description & Evaluation Sciences, Inc. Continuation Sheet Date Of Evaluation: 4/12/2006 Project: Laidlaw property Depth Color Texture Clay % Roots Mottles Est.Perm. Comments (inches) (in/hr) Hole Number& Location: 8-06 6247 common very fine,fine 0 to 9 10YR 3/2 silty clay loam 28 to 30 and medium none 0.2 to 0.6 friable moist few very fine,fine and 9 to 31 10YR 4/3 silt loam 22 to 24 medium none 0.5 to 1 firm moist extremely dense in place;very brittle 31 to 53 10YR 7/2 strongly cemented hardpan none none <0.2 moist 53 to 85 10YR 7/4 moderately cemented hardpan none none <0.5 moderately dense in place;brittle moist extermely gravelly 89 to 135+ variegated 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 Number& Location: 9-06 common very fine,fine 0 to 12 10YR 3/2 silty clay loam 28 to 30 and medium none 0.2 to 0.6 very friable moist few very fine,fine and 12 to 28 10YR 4/3 silty clay loam 30 to 32 medium none 0.2 to 0.6 firm moist extremely dense in place;very brittle 28 to 42 10YR 7/3 strongly cemented hardpan none none <0.2 moist moderately to strongly cemented 42 to 84 10YR 7/2 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 Storm Drain Test Hole Description & Evaluation Sciences, Inc. Continuation Sheet Date Of Evaluation: 4/12/2006 Project: Laidlaw property Depth Dolor Texture Clay % Roots Mottles Est.Perm. Comments (inches) (in/hr) Hole Number& Location: 10-06 common very fine,fine 0 to 9 10YR 3/2 silt loam 22 to 24 and medium none 0.5 to 1 friable few very fine,fine and 9 to 14 10YR 4/3 silty clay loam 28 to 30 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 extremely dense in place;nearly 29 to 53+ 10YR 7/2 strongly cemented hardpan none none <0.2 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. SEPTIC SOILS EVALUATIONS- STORM DRAIN SOILS DATA - SOIL SURVEYS- SOIL WETLAND INVESTIGATIONS R-VALUE SAMPLING—GEOLOGY INVESTIGATIONS-SITE INVESTIGATION Glen H.Logan 6238 Edgewater Drive Boise,Idaho 83709 Phone: (208)672-9213 FAX: (208)672-9214 Cell: (208)941-7284 Harley R.Noe 5740 N.Applebrook Way Boise,Idaho,83713 Phone&F.�Z: (208)939-8602 Cell: (208)850-4926 MarkE.Johnson 1886 N.Greenfield Avenue Meridian,Idaho,83642 Phone&FA.X: (208)898-9541 Cell: (208)869-9099 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 161h 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 harle noe c,cableone.net or by phone at 850-4926. transmitted via e-mail HARLEY R. NOE Professional Soil Scientist O C) L r C\l d. O r r r to O r r r 0) LO T N O ` r r M O O r r r O LO N O N T— M O d. N LO r N O QO r T— (3) U-) T- V) d 00 r- r r 0 � Q O T N O N CID O d' cu C p O `n r N a) -0 o r r M O d• CU N r r cu r 's= L r rn U') r� �N 0) ,.. T- T- a) cQ „ (0 � 6 cu o O O r z2 �. Q T- T- M u U C6 L C13r CQ 4-+ O) (T3 N = O L C) � r N O R3 L r r r r O d � -w —O CU 0 O LO J � � C 1- p O E O O - r cu u 00 C) LO r Cc W O A cu W c a) cu cu A cu 10 A'O U _ O M .� N T- cu � M N to >+ r e- M 0 U? r r r O CQ M O - O .pd A O N -I--,O CD «J M CU e- cu cu Nt U I` L C L._ O w "- O N N - O N Cu N N T— M N V) a) 0 0 ai R3 CU Co L t CCU 00 CU N N CO .2 co �tS cu r M 0') Lcu •Lcm O r r r O C a) Q •L Q O .Q CU Cn O Ocu 0 r 0O Q O O O O O 0 1 1 1 i 1 = Cs N `7 N ' c0 N z N N N � � N O N N !p 'tt' Z6 to � � ;O ;0 DO O� Z� ASSOCIATED EARTH►SCIENCES, Inc. SEPTIC SOILS EVALUATIONS- STORM DRAIN SOILS DATA - SOIL SURVEYS- SOIL WETLAND INVESTIGATIONS R-VALUE SAMPLING—GEOLOGY INVESTIGATIONS-SITE INVESTIGATION Glen H.Logan 6238 Edgewater Drive Boise,Idaho 83709 Phone: (208)672-9213 FAX: (208)672-9214 Cell: (208)941-7284 Harley R.Noe 5740 N.Applebrook way Boise,Idaho,83713 Phone&FA.1: (208)939-8602 Cell: (208)850-4926 Mark E.Johnson 1886 N.Greenfield Avenue Meridian,Idaho,83642 Phone&FAX: (208)898-9541 Cell: (208)869-9099 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 16t1i 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 harleynoe2,cableone.net or by phone at 850-4926. transmitted via e-mail HURLEY R. NOE Professional Soil Scientist Laidlaw property 2007 Monitoring Values are depth below ground level in inches Hole Bottom 3/13 4/16 4/27 5/11 5/28 6/13 6/27 7/10 Number of hole 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 dest 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. SEPTIC SOILS EVALUATIONS- STORM DRAIN SOILS DATA - SOIL SURVEYS- SOIL WETLAND INVESTIGATIONS R-VALUE SAMPLING—GEOLOGY INVESTIGATIONS-SITE INVESTIGATION Glen H.Logan 6238 Edgewater Drive Boise,Idaho 83709 Phone: (208)672-9213 FAX: (208)672-9214 Cell: (208)941-7284 Harley R.Noe 5740 N.Applebrook Way Boise,Idaho,83713 Phone&FAX: (208)939-8602 Cell: (208)850-4926 Mark E.Johnson 1886 N.Greenfield Avenue Meridian,Idaho,83642 Phone&FAX: (208)898-9541 Cell: (208)869-9099 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 12f' we described five test holes on the property located west of Meridian Road about '/4 mile north of Amity Road. The purpose of the investigation is to evaluate soil and groundwater conditions on the site and for locating 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 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 Associated Earth Storm Drain Test Hole Description & Evaluation ie (�. , i . Date Of Evaluation: 4/12/2006 Evaluated by: Mark E. Johnson, Professional Soil Scientist Requested By: M & H Development Address: 82 E. State Street Phone: 939-8466 City: 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 common very fine, 0 to 10 10YR 3/2 silty clay loam 28 to 20 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 strongly 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 common very fine, 0 to 9 10YR 3/2 silt loam 22 to 24 fine and medium none 0.5 to 1 friable moist few very fine,fine and 9 to 36 10YR 4/3 silty clay loam 28 to 30 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 Hole Bottom 4/12/06 @ 4/16 4/24 518 5/22 6/6 6/21 7/6 8/2 8/15 8/29 9/11 9/25 10/10 Number of hole excavation 2-06 35 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 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. 9/11 -#1, 3, 4 & 5 hay cut, irrigated more than 10 days ago,#2 not irrigated 9/25 -#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. SEPTIC SOILS EVALUATIONS- STORM DRAIN SOILS DATA - SOIL SURVEYS- SOIL WETLAND INVESTIGATIONS R-VALUE SAMPLING—GEOLOGY I_NVESTIGATIONS-SITE INVESTIGATION Glen H.Logan 6238 Edgewater Drive Boise,Idaho 83709 Phone: (208)672-9213 FAX: (208)672-9214 Cell: (208)941-7284 Harley R.Noe 5740 N.Applebrook.Way Boise,Idaho,83713 Phone&FAX: (208)939-8602 Cell: (208)850-4926 Mark E.Johnson 1886 N.Greenfield Avenue Meridian,Idaho,83642 Phone&FAX: (208)898-9541 Cell: (208)869-9099 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 16" mid 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 1211, 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 stonn 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 c�.cableone.net or by phone at 850-4926. transmitted via e-mail HARLEY R. NOE Professional Soil Scientist M and H Development 2007 Monitoring Values are depth below ground level in inches Hole Bottom 3/13 4/16 4/27 6111 5/28 6/13 6/27 7/10 Number of hole 2-06 35 35 35 35 35 35 35 35 35 4-06 133 133 133 133 133 133 133 133 133 4/27, 5/11, 5/28, 6/13, 6/27, 7/10- no irrigation yet on site 3 NAmal Consultinq, Soil Evaluations & Data Collection HARM,"R.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. L OAD 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. 5'74v N. APP%EBROOK W437 Boo E,IVAHo o 0710 Graycliff soils—page 2 Textures and makeup of the fine earth fraction can also be used to approximate R- values if 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 TEA 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 permeability 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 Natural Resource Storm Drain Test Hole Description & Solutions, LLC Evaluation Date Of Evaluation: 10/31/2018 Evaluated by: Harley Noe, Professional Soil Scientist Requested By: Graycliff Subdivision ATTN: Lee Centers Address: P.O. Box 518 Phone: (208) 888-1852 City: Meridian State: ID Zip: Legal Desc: NW 114 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 a Est.Permeability /o (inches) Munsell USDA Texture Clay Roots Mottles (in/hr) Comments Color Hole Number& Location: 1-18 Latitude 43.56809; Longitude -17 6.40279 common very fine& 0 to 19 10YR 3/3 silty clay loam 30 to 32 fine none 0.2 to 0.6 friable to slightly firm moist very few very fine& strong,<2mm aggregates;approaches 19 to 46 7.5YR 4/4 loam 15 to 18 fine none 1 to 2 sandy loam moderately cemented hard moist;can be broken with two 46 to 79 10YR 7/3 hardpan na none none 0.2 to 0.6 hands grayish extremely gravelly 79 to 144+ variegated 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 moderate to strongly difficult to dig;very hard dry;can not be 28 to 42 10YR 7/4 cemented hardpan na none none 0.2 to 0.6 broken with 2 hands very strongly 42 to 69 10YR 8/2 cemented hardpan na none none <0.06 extremely hard;digs with great difficulty grayish very to extremely 10%cobbles;clean medium&smaller 69 to 144+ variegated gravelly sand <3 none none 12 to 15+ 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 Storm Drain Test Hole Description & Solutions, LLC 'valuation Continuation Sheet Date Of Evaluation: 10/31/2018 Project: Graycliff Subdivision Depth Moist p Munsell USDA Texture Clay% Roots Mottles Est.Perm. Comments (inches) Color (in/hr) Hole Number& Location: 3- 1 8 latitude 43.56485; Longitude -116.40163 common very fine& 0 to 16 10YR 3/3 silty clay loam 30 to 32 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 weak to moderately 26 to 68 10YR 6/3 cemented hardpan na none none 0.2 to 0.6 hard;can be broken in two hands strongly cemented can not be broken with hands;digs with 68 to 87 10YR 67/2 hardpan na none none <0.06 great difficulty whith wheel backhoe firm in place;friable moist when broken 87 to 150+ 7.5YR 4/4 loamy sand 8 to 10 none none 4 to 6 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. n IL N V ATUM NESO X, Consultinq, Soil Evaluations & Data Collection LLC HARLEYR.NOE Phone: 208.850.4926 April 19, 2020 Fax: 208.939-8602 (revised) 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 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. 74A TT A J/=/V 1V. fiYYLPIDMIUA f1IA1 n"13P"LL.Y}1'V 00/10 Uraycliff soils—page 2 Textures and makeup of the fine earth fraction can also be used to approximate R- values if 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 and pit run materials beneath the hardpan have a range in penmeability of S 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 Hole Bottom 3/18 4117 5/15 6112 7111 8/7 9/4 1012 Number Depth 1-18 142 142+ 142+ 142+ 142+ 142+ 142+ 142+ 142+ 2-18 124 124+ 124+ 124+ 124+ 124+ 124+ 124+ 124+ -18 131 131+ 131+ 131+ 131+ 131+ 131+ 131+ 131+ (VOTE. A "+"following the value means GW deeper than F A�� I VA_ LLC Consultinq, Soil Evaluations & Data Collection October 9 2019 HARLEYR.NOE Phone: 208.850.4926 Fax: 208.939-8602 Lee Centers Graycliff Subdivision P.O. Box 518 Meridian, ID 83642 RE: Final 2019 groundwater report— Graycliff Subdivision 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 31st 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 5 740 N. APPLEBROOIi WAY BOISE,IPAHO 83713 � Car � p m CD CD CD � 00 -J --4 -1 v —. 3 N N N (D cri CD -Ph- ay' W O �+ N O Z O O Cb O CD CdS al O CD � © tD ® N --A 0 � O N N O O C3i (D O O l< cn G) X � � Sla Sll Sv — M M M z r,,, < `G ® rri T ® ® CD CD O r` m sv n ro O • • o4h. o C -- cn ® cn o o C) CD CD m C 3 3 v m o o (D _ cD CD a M O O 77 o � � o o (D v Qo CD ((DD W o 0 o e cD iv (D C , CD iv w cD n m o � (D o cD _ - - - - - . s. , ka