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HomeMy WebLinkAboutDrain Calc Package Stamped 20220211 V1eC��Jailey Engineering, Inc. CIVIL ENGINEERINGIPLANNINGICADD DRAINAGE CALCULATIONS FOR: Briar Ridge Subdivision No. 1 f \pNAL FiyG ��' G\ST ER R%F, Q8o �02/11/2022� PROJECT NO: C2015-022 1 882 DATE: 2/10/2022 /r�TF OF,� S. CAP\ Developer: Trilogy Development 9839 W Cable Car St, Suite 101 Boise, Idaho 83709 1119 E. State St., Suite 210 ♦ Eagle, Idaho 83616 ♦ Tel.: 208-938-0013 Briar Ridge Subdivision No. 1 consists of approximately 14.1 acres sloping generally from south to north. Grading will occur to construct roadways and lot pads for lots across the development site. The drainage system consists primarily of subsurface seepage beds, with borrow ditches provided along frontages where curb & gutter will not be constructed. The front half of all building lots is accounted for in drainage calculations, as the lots will slope towards the road. Storm water from each drainage area will flow through a gutter before being routed to a catch point. The back of `Type A' lots will drain to the rear, whereas the entirety of `Type B' lots will drain to the front of the lot. The drainage areas have been delineated with attention to the lot type, with the front half of `Type A' lots and the entirety of `Type B' lots added to the appropriate drainage basin. The ACHD Calculations Spreadsheet Version 10.5 (November 2018) was used to determine runoff volumes and peak flow rates for each individual drainage basin. Using a unique time of concentration of and a weighted runoff coefficient for all of the drainage areas, runoff volumes were calculated for each drainage area. Methodology and Assumptions 1. Geotechnical Characteristics a. Prepared by Site Consulting, LLC dated November 30, 2018. b. Bedrock is anticipated during development c. Infiltration rate : 4 inches per hour. 2. Calculations for ACHD storm water facilities. a. Rational Method used for peak flows: Qp = CiA i. Qp = Peak flow for 100 year design storm at storm duration equal to time of concentration. 1. C = Weighted runoff coefficient based on land use (Appendix 1) 2. i = Rainfall intensity of design storm in inches/hour — Intensity - Duration -Frequency table (Appendix 1) 3. A = Area of drainage basin under consideration ii. Runoff Volume Calculation 1. V=CIAT a. C = Weighted runoff coefficient b. I = Rainfall intensity for 1 hour storm i. i = 0.96 in/hr for 100 year storm ii. i = 0.69 in/hr for 25 year storm c. A = Area of drainage in acres d. T = Duration of storm of 1 hour iii. Seepage Bed Sizing Calculations 1. Per the geotechnical report, infiltration rate of 4 in/hr was used. 2. V100 for seepage beds is upsized by 25% where seepage bed is not located within common lot 3. Design width and depth shown on attached calculations 4. Void ratio = 0.4 5. Pipe diameter = 18 inches 3. Calculations for Private Storm Water Facilities a. Rational Method used for peak flows: Qp = CiA i. Qp = Peak flow for 50-year design storm at 1 inch of rainfall over 1 hour. 1. C = Runoff coefficient based on land use (Appendix 1) a. C for roof, concrete & asphalt = 0.95 b. C for landscape area = 0.20 2. i = Rainfall intensity of design storm in inches/hour — Intensity - Duration -Frequency table (Appendix 1) A = Area of drainage basin under consideration — The site is divided into basins as shown on attached drawing based on final site grading. (Appendix 2) ii. Runoff Volume Calculation 1. V=CIAT a. C = Weighted runoff coefficient based on land use (Appendix 1) b. I = Rainfall intensity for 50-year, 1 hour storm =1.0 in/hr c. A = Area of drainage in acres d. T = Duration of storm of 1 hour = 3600 seconds b. Seepage Trench Sizing i. No infiltration during design storm ii. Infiltration Rate: 4 in/hr iii. System designed to drain in less than 24 hours iv. Void Ratio: 0.4 v. Volume: LxWxD c. Sand and Grease Trap Calculations i. Size for 50-Year Peak flow ii. Vault size: 1000 gallon iii. Baffle Spacing: 20 inches iv. Throat Width: 48 inches v. Velocity must be less than 0.5 ft/sec [3.33 cfs through standard 1000-gal trap] List of Appendices: IDF CURVES AND WEIGHTED RUNOFF CALCULATIONS — Appendix 1 DRAINAGE AREA MAP — Appendix 2 DRAINAGE CALCULATIONS — Appendix 3 GEOTECHNICAL REPORT — Appendix 4 BOISE AREA INTENSITY -DURATION -FREQUENCY, WITH REVISED IDF CURVES Intensity (inches per hour) Design Storm 2 5 10 25 50 100 Tc 0.17 10 min 0.69 1.15 1.45 1.85 2.20 2.58 0.25 15 min 0.59 0.97 1.22 1.56 1.86 2.18 0.33 20 min 0.49 0.81 1.01 1.30 1.54 1.81 0.42 25 min 0.43 0.71 0.89 1.14 1.35 1.58 0.50 30 min 0.41 0.67 0.85 1.08 1.29 1.51 0.58 35 min 0.34 0.56 0.70 0.90 1.07 1.25 0.67 40 min 0.31 0.51 0.64 0.82 0.98 1.15 0.75 45 min 0.29 0.48 0.60 0.77 0.91 1.07 0.83 50 min 0.27 0.45 0.56 0.72 0.85 1.00 0.92 55 min 0.26 0.43 0.54 0.69 0.82 0.96 1.00 1 hour 0.26 0.43 0.54 0.69 0.82 0.96 2.00 2 hours 0.16 0.25 0.31 0.39 0.46 0.54 3.00 3 hours 0.13 0.19 0.23 0.29 0.34 0.40 6.00 6 hours 0.09 0.12 0.14 0.18 0.21 0.25 12.00 12 hours 0.06 0.08 0.10 0.12 0.14 0.16 24.00 24 hours 0.04 0.06 0.06 0.08 0.09 0.10 Boise Area Intensity Duration Frequency (IDF) 3.00 ------- 2 year 2.50 -x- 5 year -X- 10 year t2.00 - N 25 year t ,c1.50 X\ t 50 year r N * 100 year 1.00 �\ 0.50 -------~\X� _ 0.00 - •,---------- . 10 min 15 min 30 min 1 hour 2 hours 3 hours 6 hours 12 hours 24 hours Duration in minutes and hours C:\Users\kcraig\Desktop\Briar Ridge 1 Local Shortcuts\ACHD Calcs\Briar Ridge 1 ACHD Calcs.xlsm 2/10/2022, 3:58 PM Version 10.0, May 2018 Hydrologic and Hydraulic Graphs APPENDIX D 10.0 8.0 6.0 4.0 2.o 1.7 1.0 O 0.8 °C W o.6 d N W = o.4 V Z Z } o.2 Z W Z 0.1 .08 .o6 .o4 RUNOFF EVENT ' FREQUENCY IN YEARS 16 *INDICATES MAXIMUM PRECIPITATION AT BOISE WEATHER STATION BETWEEN 1902 AND 1961 1 .02 . . . . . . . . . . . . 10 12 15 20 30 40 50 60 2 3 4 5 6 8 10 12 18 24 MINUTES 0 1 HOURS DURATION FIGURE D.1 RAINFALL INTENSITY, DURATION AND FREQUENCY RELATIONSHIP Boise Stormwater Design Manual D-1 TABLE A-1 RECOMMENDED "C' COEFFICIENTS FOR "RATIONAL METHOD EQUATION"' Modified from ASCE (1972) and the Southeaster Wisconsin Regional Planning Commission Description of Runoff Area Runoff Coefficients "C" Business Central business areas 0.70 - 0.95 District and local areas 0.50 - 0.70 Residential Single-family 0.35 - 0.45 Multi -family, detached 0.40 - 0.60 Multi -family, attached 0.60 - 0.75 Residential .5 acre lots or larger 0.25 - 0.40 Industrial and Commercial Light areas 0.50 - 0.80 Heavy areas Parks, cemeteries 0.10 - 0.25 Playgrounds 0.20 - 0.35 Railroad yard areas 0.20 - 0.40 Unimproved areas 0.10 - 0.30 Landscaped areas 0.20 Gravel parking lots 0.45-0.75 For Impervious Surfaces Character of Surface Runoff Coefficient Streets (asphalt, concrete), Drives and Walks, Roofs 0.90 - 0.95 For Pervious Surfaces Runoff Coefficient Slope A soils B soils C soils D soils Flat 0-2% 0.04 0.07 0.11 0.15 Average 2-6% 0.09 0.12 0.15 0.20 Steep >6% 0.18 0.18 0.23 0.28 2015 Boise Stormwater Design Manual A-$ Briar Ridge Subdivision No. 1 - Runoff Calculations I —IDF, with rep .d curves I a No Text 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. Steps for Peak Discharge Rate using the Rational Method calculated for post -development _ 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 Briar Ridge Subdivision No. 1 - DA 1 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) 12 Click to Show More Subbasins ❑ 5 Area of Drainage Subbasin (SF or Acres) SF Acre 6 Determine the Weighted Runoff Coefficient (C) C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 Userk cauiate min to Min. 8 Determine the average rainfall intensity (1) from IDF Curve based on Tc 9 Calculate the Post -Development peak discharge (ClPeak) i Qp-k 2.58 1.15 in/hr cfs 10 Calculate total runoff vol (V) (for sizing primary storage) V 1,546 ft V = Ci (Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I (95th percentile = 0.60 in) 95th 0.60 in Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C) Vrr 966 fY 12 Detention: Approved Discharge Rate to Surface Waters (if applicable) cis 13 Volume Summary Surface Storage: Basin Basin Forebay V 155 ft' Primary Treatment/StorageBasin V 1,391 ft" Subsurface Storage Volume Without Sediment Factor (See BMP 20 Tab) V 1,546 ft" Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 27,768 0.64 0.70 0.70 Estimated Runoff Coefficients for Various Surfac Type of Surface Runoff Coefficients "I Business Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 Multi -family 0.60-0.75 Residential (rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Parks, Cemeteries 0.10-0.25 Playgrounds 0.20-0.31 Railroad yard areas 0.2010 Unimproved areas 0.10-0.30 Streets Asphalt 0.95 Concrete 0.95 Brick 0.95 Roofs 0.95 Gravel 0.75 Fields: Sandy soil Soil Type Slope A B C D Flat: 0-2% 0.04 0.07 0.11 0. Average: 2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE C:\Users\kcraig\Desktop\Briar Ridge 1 Local Shortcuts\ACHD Calcs\Briar Ridge 1 ACHD Calcs.xlsm Version 10.5, November 2018 2/10/2022, 3:00 PM 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. for Peak Discharge Rate using the Rational Method calculated for post -development Iculate Post -Development Flows (for pre -development flows, increase number of storage facilities to create new tab) i User input in yellow cells. 1 Project Name Briar Ridge Subdivision No. 1 - DA 2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100-Year or 25-Year With 100-Year Flood Route) 100 5 Area of Drainage Subbasin (SF or Acres) SF Acre 6 Determine the Weighted Runoff Coefficient (C) C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 user calculate min 0 Min. ID Pipe Size (in) Slope (ft/ft) Intercept Coeff. Length Manning InPerm Hydraulic Radius A/Wet Flow VelocityV (fps) Flow Time (min) Segment 1: Pipe Flow a Segment 2: Gutter Shallow Concentrated Flow b 0.619 Segment 3: Overland Sheet Flow By TR-55, < 300-ft c Computed Tc = 0.0 User -Entered Tc 8 Determine the average rainfall intensity (i) from IDF Curve based on Tc i 1.81 in hr 9 Calculate the Post -Development peak discharge (QPeak) QPeak 2.23 cfs 10 Calculate total runoff vol (V) (for sizing primary storage) V 4,262 ft V = Ci (Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I (95th percentile = 0.60 in) 95th 0.60 in Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C) V„ 2,664 W 12 Detention: Approved Discharge Rate to Surface Waters (if applicable) cfs 13 Volume Summary Surface Storage: Basin Basin Forebay V 426 ft' Primary Treatment/Storage Basin V 3,836 ft' Subsurface Storage Volume Without Sediment Factor (See BMP 20 Tab) V 4,262 ft' Click to Shnw Mnre Suhhasins F-1 Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 68,914 31,641 2.31 0.50 0.61 0.53 Estimated Runoff Coefficients for Various Surfao Type of Surface Runoff Coefficients "I Business Downtown areas Urban neighborhoods 0.70-0.95 0.50-0.70 Residential Single Family Multi -family 0.35-0.50 0.60-0.75 Residential (rural) 0.25-OAO Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas Heavy areas 0.80 0.90 Parks, Cemeteries 0.30-0.25 Playgrounds 0.20-0.35 Railroad yard areas I 0.20-OAO Unimproved areas 0.10-0.30 Streets Asphalt 0.95 Concrete 0.95 Brick 0.95 Roofs 0.95 Gravel 0.75 Fields: Sandy soil Soil Type Slope A B C D Flat: 0-2% 0.04 0.07 1 O. Average: 2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE C:\Users\kcraig\Desktop\Briar Ridge 1 Local Shortcuts\ACHD Calcs\Briar Ridge 1 ACHD Calcs.xlsm Version 10.5, November 2018 2/10/2022, 3:02 PM 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. for Peak Discharge Rate using the Rational Method calculated for post -development Iculate Post -Development Flows (for pre -development flows, increase number of storage facilities to create new tab) i User input in yellow cells. 1 Project Name Briar Ridge Subdivision No. 1 - DA 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) 100 5 Area of Drainage Subbasin (SF or Acres) SF Acre 6 Determine the Weighted Runoff Coefficient (C) C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 user calculate min 0 Min. Hydraulic Radius Flow Intercept A/Wet VelocityV Flow Time ID Pipe Size (in) Slope (ft/ft) Coeff. Length Manning In Perm (fps) (min) Segment 1: Pipe Flow a Segment 2: Gutter Shallow Concentrated Flow b 0.619 Segment 3: Overland Sheet Flow By TR-55, < 300-ft c Computed Tc = 0.0 User -Entered Tc 8 Determine the average rainfall intensity (i) from IDF Curve based on Tc i 1.81 in hr 9 Calculate the Post -Development peak discharge (QPeak) Qpeak 1.67 cfs 10 Calculate total runoff vol (V) (for sizing primary storage) V 3,191 W V = Ci (Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I (95th percentile = 0.60 in) 95th 0.60 in Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C) Vrr 1,994 W 12 Detention: Approved Discharge Rate to Surface Waters (if applicable) cfs 13 Volume Summary Surface Storage: Basin Basin Forebay V 319 ft' Primary Treatment/Storage Basin V 2,872 ft' Subsurface Storage Volume Without Sediment Factor (See BMP 20 Tab) V 3,191 ft' Click to Shnw Mnre Suhhasins F-1 Computed Tc = 0.0 User -Entered Tc 8 Determine the average rainfall intensity (i) from IDF Curve based on Tc i 1.81 in hr 9 Calculate the Post -Development peak discharge (QPeak) Qpeak 1.67 cfs 10 Calculate total runoff vol (V) (for sizing primary storage) V 3,191 W V = Ci (Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I (95th percentile = 0.60 in) 95th 0.60 in Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C) Vrr 1,994 W 12 Detention: Approved Discharge Rate to Surface Waters (if applicable) cfs 13 Volume Summary Surface Storage: Basin Basin Forebay V 319 ft' Primary Treatment/Storage Basin V 2,872 ft' Subsurface Storage Volume Without Sediment Factor (See BMP 20 Tab) V 3,191 ft' Click to Shnw Mnre Suhhasins F-1 Click to Shnw Mnre Suhhasins F-1 0.55 0.62 Estimated Runoff Coefficients for Various Surfao Type of Surface Runoff Coefficients "I Business Downtown areas Urban neighborhoods 0.70-0.95 0.50-0.70 Residential Single Family Multi -family 0.35-0.50 0.60-0.75 Residential (rural) 0.25-OAO Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas Heavy areas 0.80 0.90 Parks, Cemeteries 0.30-0.25 Playgrounds 0.20-0.35 Railroad yard areas I 0.20-OAO Unimproved areas 0.10-0.30 Streets Asphalt 0.95 Concrete 0.95 Brick 0.95 Roofs 0.95 Gravel 0.75 Fields: Sandy soil Soil Type Slope A B C D Flat: 0-2% 0.04 0.07 1 O. Average: 2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE C:\Users\kcraig\Desktop\Briar Ridge 1 Local Shortcuts\ACHD Calcs\Briar Ridge 1 ACHD Calcs.xlsm Version 10.5, November 2018 2/10/2022, 3:03 PM 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. for Peak Discharge Rate using the Rational Method calculated for post -development Iculate Post -Development Flows (for pre -development flows, increase number of storage facilities to create new tab) i User input in yellow cells. 1 Project Name Briar Ridge Subdivision No. 1 - DA 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) 100 5 Area of Drainage Subbasin (SF or Acres) SF Acre 6 Determine the Weighted Runoff Coefficient (C) C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 user calculate min 0 Min. ID Pipe Size (in) Slope (ft/ft) Intercept Coeff. Length Manning InPerm Hydraulic Radius A/Wet Flow VelocityV (fps) Flow Time (min) Segment 1: Pipe Flow a Segment 2: Gutter Shallow Concentrated Flow b 0.619 Segment 3: Overland Sheet Flow By TR-55, < 300-ft c Computed Tc = 0.0 User -Entered Tc 8 Determine the average rainfall intensity (i) from IDF Curve based on Tc 9 Calculate the Post -Development peak discharge (QPeak) i QPeak 1.81 0.53 in hr cfs 10 Calculate total runoff vol (V) (for sizing primary storage) V 1,005 W V = Ci (Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I (95th percentile = 0.60 in) 95th 0.60 in Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C) V,r 628 W 12 Detention: Approved Discharge Rate to Surface Waters (if applicable) cfs 13 Volume Summary Surface Storage: Basin Basin Forebay V 101 ft' Primary Treatment/Storage Basin V 905 ft' Subsurface Storage Volume Without Sediment Factor (See BMP 20 Tab) V 1,005 ft' Click to Shnw Mnre Suhhasins F-1 Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 23,064 0.53 0.55 0.55 Estimated Runoff Coefficients for Various Surfao Type of Surface Runoff Coefficients "I Business Downtown areas Urban neighborhoods 0.70-0.95 0.50-0.70 Residential Single Family Multi -family 0.35-0.50 0.60-0.75 Residential (rural) 0.25-OAO Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas Heavy areas 0.80 0.90 Parks, Cemeteries 0.30-0.25 Playgrounds 0.20-0.35 Railroad yard areas I 0.20-OAO Unimproved areas 0.10-0.30 Streets Asphalt 0.95 Concrete 0.95 Brick 0.95 Roofs 0.95 Gravel 0.75 Fields: Sandy soil Soil Type Slope A B C D Flat: 0-2% 0.04 0.07 1 O. Average: 2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE C:\Users\kcraig\Desktop\Briar Ridge 1 Local Shortcuts\ACHD Calcs\Briar Ridge 1 ACHD Calcs.xlsm Version 10.5, November 2018 2/10/2022, 3:04 PM 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. for Peak Discharge Rate using the Rational Method calculated for post -development Iculate Post -Development Flows (for pre -development flows, increase number of storage facilities to create new tab) i User input in yellow cells. 1 Project Name Briar Ridge Subdivision No. 1 - DA 5 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100-Year or 25-Year With 100-Year Flood Route) 100 5 Area of Drainage Subbasin (SF or Acres) SF Acre 6 Determine the Weighted Runoff Coefficient (C) C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 user calculate min 0 Min. ID Pipe Size (in) Slope (ft/ft) Intercept Coeff. Length Manning InPerm Hydraulic Radius A/Wet Flow VelocityV (fps) Flow Time (min) Segment 1: Pipe Flow a Segment 2: Gutter Shallow Concentrated Flow b 0.619 Segment 3: Overland Sheet Flow By TR-55, < 300-ft c Computed Tc = 0.0 User -Entered Tc 8 Determine the average rainfall intensity (i) from IDF Curve based on Tc i 1.81 in hr 9 Calculate the Post -Development peak discharge (QPeak) QPeak 0.61 cfs 10 Calculate total runoff vol (V) (for sizing primary storage) V 1,156 ft V = Ci (Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I (95th percentile = 0.60 in) 95th 0.60 in Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C) V,r 722 W 12 Detention: Approved Discharge Rate to Surface Waters (if applicable) cfs 13 Volume Summary Surface Storage: Basin Basin Forebay V 116 ft' Primary Treatment/Storage Basin V 1,040 ft' Subsurface Storage Volume Without Sediment Factor (See BMP 20 Tab) V 1,156 ft' Click to Shnw Mnre Suhhasins F-1 Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 28,747 0.66 0.51 0.51 Estimated Runoff Coefficients for Various Surfao Type of Surface Runoff Coefficients "I Business Downtown areas Urban neighborhoods 0.70-0.95 0.50-0.70 Residential Single Family Multi -family 0.35-0.50 0.60-0.75 Residential (rural) 0.25-OAO Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas Heavy areas 0.80 0.90 Parks, Cemeteries 0.30-0.25 Playgrounds 0.20-0.35 Railroad yard areas I 0.20-OAO Unimproved areas 0.10-0.30 Streets Asphalt 0.95 Concrete 0.95 Brick 0.95 Roofs 0.95 Gravel 0.75 Fields: Sandy soil Soil Type Slope A B C D Flat: 0-2% 0.04 0.07 1 O. Average: 2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE C:\Users\kcraig\Desktop\Briar Ridge 1 Local Shortcuts\ACHD Calcs\Briar Ridge 1 ACHD Calcs.xlsm Version 10.5, November 2018 2/10/2022, 3:05 PM 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. for Peak Discharge Rate using the Rational Method calculated for post -development Iculate Post -Development Flows (for pre -development flows, increase number of storage facilities to create new tab) i User input in yellow cells. 1 Project Name Briar Ridge Subdivision No. 1 - DA 6 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100-Year or 25-Year With 100-Year Flood Route) 100 5 Area of Drainage Subbasin (SF or Acres) SF Acre 6 Determine the Weighted Runoff Coefficient (C) C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 user calculate min 0 Min. Hydraulic Radius Flow Intercept A/Wet VelocityV Flow Time ID Pipe Size (in) Slope (ft/ft) Coeff. Length Manning In Perm (fps) (min) Segment 1: Pipe Flow a Segment 2: Gutter Shallow Concentrated Flow b 0.619 Segment 3: Overland Sheet Flow By TR-55, < 300-ft c Computed Tc = 0.0 User -Entered Tc 8 Determine the average rainfall intensity (i) from IDF Curve based on Tc i 1.81 in hr 9 Calculate the Post -Development peak discharge (QPeak) Qpeak 1.34 cfs 10 Calculate total runoff vol (V) (for sizing primary storage) V 2,564 ft V = Ci (Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I (95th percentile = 0.60 in) 95th 0.60 in Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C) Vrr 1,602 W 12 Detention: Approved Discharge Rate to Surface Waters (if applicable) cfs 13 Volume Summary Surface Storage: Basin Basin Forebay V 256 ft' Primary Treatment/Storage Basin V 2,307 ft' Subsurface Storage Volume Without Sediment Factor (See BMP 20 Tab) V 2,564 ft' Click to Shnw Mnre Suhhasins F-1 Computed Tc = 0.0 User -Entered Tc 8 Determine the average rainfall intensity (i) from IDF Curve based on Tc i 1.81 in hr 9 Calculate the Post -Development peak discharge (QPeak) Qpeak 1.34 cfs 10 Calculate total runoff vol (V) (for sizing primary storage) V 2,564 ft V = Ci (Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I (95th percentile = 0.60 in) 95th 0.60 in Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C) Vrr 1,602 W 12 Detention: Approved Discharge Rate to Surface Waters (if applicable) cfs 13 Volume Summary Surface Storage: Basin Basin Forebay V 256 ft' Primary Treatment/Storage Basin V 2,307 ft' Subsurface Storage Volume Without Sediment Factor (See BMP 20 Tab) V 2,564 ft' Click to Shnw Mnre Suhhasins F-1 Click to Shnw Mnre Suhhasins F-1 0.53 0.70 Estimated Runoff Coefficients for Various Surfao Type of Surface Runoff Coefficients "I Business Downtown areas Urban neighborhoods 0.70-0.95 0.50-0.70 Residential Single Family Multi -family 0.35-0.50 0.60-0.75 Residential (rural) 0.25-OAO Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas Heavy areas 0.80 0.90 Parks, Cemeteries 0.30-0.25 Playgrounds 0.20-0.35 Railroad yard areas I 0.20-OAO Unimproved areas 0.10-0.30 Streets Asphalt 0.95 Concrete 0.95 Brick 0.95 Roofs 0.95 Gravel 0.75 Fields: Sandy soil Soil Type Slope A B C D Flat: 0-2% 0.04 0.07 1 O. Average: 2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE C:\Users\kcraig\Desktop\Briar Ridge 1 Local Shortcuts\ACHD Calcs\Briar Ridge 1 ACHD Calcs.xlsm Version 10.5, November 2018 2/10/2022, 3:06 PM 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. for Peak Discharge Rate using the Rational Method calculated for post -development Iculate Post -Development Flows (for pre -development flows, increase number of storage facilities to create new tab) i User input in yellow cells. 1 Project Name Briar Ridge Subdivision No. 1 - DA 7 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100-Year or 25-Year With 100-Year Flood Route) 100 5 Area of Drainage Subbasin (SF or Acres) SF Acre 6 Determine the Weighted Runoff Coefficient (C) C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 user calculate min 0 Min. ID Pipe Size (in) Slope (ft/ft) Intercept Coeff. Length Manning InPerm Hydraulic Radius A/Wet Flow VelocityV (fps) Flow Time (min) Segment 1: Pipe Flow a Segment 2: Gutter Shallow Concentrated Flow b 0.619 Segment 3: Overland Sheet Flow By TR-55, < 300-ft c Computed Tc = 0.0 User -Entered Tc 8 Determine the average rainfall intensity (i) from IDF Curve based on Tc i 1.81 in hr 9 Calculate the Post -Development peak discharge (QPeak) QPeak 1.04 cfs 10 Calculate total runoff vol (V) (for sizing primary storage) V 1,978 W V = Ci (Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I (95th percentile = 0.60 in) 95th 0.60 in Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C) V,r 1,237 W 12 Detention: Approved Discharge Rate to Surface Waters (if applicable) cfs 13 Volume Summary Surface Storage: Basin Basin Forebay V 198 ft' Primary Treatment/Storage Basin V 1,781 ft' Subsurface Storage Volume Without Sediment Factor (See BMP 20 Tab) V 1,978 ft, Click to Shnw Mnre Suhhasins F-1 Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 17,570 30,490 1.10 0.56 0.49 0.52 Estimated Runoff Coefficients for Various Surfao Type of Surface Runoff Coefficients "I Business Downtown areas Urban neighborhoods 0.70-0.95 0.50-0.70 Residential Single Family Multi -family 0.35-0.50 0.60-0.75 Residential (rural) 0.25-OAO Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas Heavy areas 0.80 0.90 Parks, Cemeteries 0.30-0.25 Playgrounds 0.20-0.35 Railroad yard areas I 0.20-OAO Unimproved areas 0.10-0.30 Streets Asphalt 0.95 Concrete 0.95 Brick 0.95 Roofs 0.95 Gravel 0.75 Fields: Sandy soil Soil Type Slope A B C D Flat: 0-2% 0.04 0.07 1 O. Average: 2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE C:\Users\kcraig\Desktop\Briar Ridge 1 Local Shortcuts\ACHD Calcs\Briar Ridge 1 ACHD Calcs.xlsm Version 10.5, November 2018 2/10/2022, 3:07 PM 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. for Peak Discharge Rate using the Rational Method calculated for post -development Iculate Post -Development Flows (for pre -development flows, increase number of storage facilities to create new tab) i User input in yellow cells. 1 Project Name Briar Ridge Subdivision No. 1 - DA 8 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100-Year or 25-Year With 100-Year Flood Route) 100 5 Area of Drainage Subbasin (SF or Acres) SF Acre 6 Determine the Weighted Runoff Coefficient (C) C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 user calculate min 0 Min. Hydraulic Radius Flow Intercept A/Wet VelocityV Flow Time ID Pipe Size (in) Slope (ft/ft) Coeff. Length Manning In Perm (fps) (min) Segment 1: Pipe Flow a Segment 2: Gutter Shallow Concentrated Flow b 0.619 Segment 3: Overland Sheet Flow By TR-55, < 300-ft c Computed Tc = 0.0 User -Entered Tc 8 Determine the average rainfall intensity (i) from IDF Curve based on Tc i 1.81 in hr 9 Calculate the Post -Development peak discharge (QPeak) QPeak 0.80 cfs 10 Calculate total runoff vol (V) (for sizing primary storage) V 1,523 W V = Ci (Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I (95th percentile = 0.60 in) 95th 0.60 in Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C) V,r 952 W 12 Detention: Approved Discharge Rate to Surface Waters (if applicable) cfs 13 Volume Summary Surface Storage: Basin Basin Forebay V 152 ft' Primary Treatment/Storage Basin V 1,371 ft' Subsurface Storage Volume Without Sediment Factor (See BMP 20 Tab) V 1,523 ft' Click to Shnw Mnre Suhhasins F-1 Computed Tc = 0.0 User -Entered Tc 8 Determine the average rainfall intensity (i) from IDF Curve based on Tc i 1.81 in hr 9 Calculate the Post -Development peak discharge (QPeak) QPeak 0.80 cfs 10 Calculate total runoff vol (V) (for sizing primary storage) V 1,523 W V = Ci (Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I (95th percentile = 0.60 in) 95th 0.60 in Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C) V,r 952 W 12 Detention: Approved Discharge Rate to Surface Waters (if applicable) cfs 13 Volume Summary Surface Storage: Basin Basin Forebay V 152 ft' Primary Treatment/Storage Basin V 1,371 ft' Subsurface Storage Volume Without Sediment Factor (See BMP 20 Tab) V 1,523 ft' Click to Shnw Mnre Suhhasins F-1 Click to Shnw Mnre Suhhasins F-1 0.64 0.51 Estimated Runoff Coefficients for Various Surfao Type of Surface Runoff Coefficients "I Business Downtown areas Urban neighborhoods 0.70-0.95 0.50-0.70 Residential Single Family Multi -family 0.35-0.50 0.60-0.75 Residential (rural) 0.25-OAO Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas Heavy areas 0.80 0.90 Parks, Cemeteries 0.30-0.25 Playgrounds 0.20-0.35 Railroad yard areas I 0.20-OAO Unimproved areas 0.10-0.30 Streets Asphalt 0.95 Concrete 0.95 Brick 0.95 Roofs 0.95 Gravel 0.75 Fields: Sandy soil Soil Type Slope A B C D Flat: 0-2% 0.04 0.07 1 O. Average: 2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE C:\Users\kcraig\Desktop\Briar Ridge 1 Local Shortcuts\ACHD Calcs\Briar Ridge 1 ACHD Calcs.xlsm Version 10.5, November 2018 2/10/2022, 3:08 PM 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. for Peak Discharge Rate using the Rational Method calculated for post -development Iculate Post -Development Flows (for pre -development flows, increase number of storage facilities to create new tab) i User input in yellow cells. 1 Project Name Briar Ridge Subdivision No. 1 - DA 9 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100-Year or 25-Year With 100-Year Flood Route) 100 5 Area of Drainage Subbasin (SF or Acres) SF Acre 6 Determine the Weighted Runoff Coefficient (C) C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 user calculate min 0 Min. ID Pipe Size (in) Slope (ft/ft) Intercept Coeff. Length Manning InPerm Hydraulic Radius A/Wet Flow VelocityV (fps) Flow Time (min) Segment 1: Pipe Flow a Segment 2: Gutter Shallow Concentrated Flow b 0.619 Segment 3: Overland Sheet Flow By TR-55, < 300-ft c Computed Tc = 0.0 User -Entered Tc 8 Determine the average rainfall intensity (i) from IDF Curve based on Tc i 1.81 in hr 9 Calculate the Post -Development peak discharge (QPeak) QPeak 1.19 cfs 10 Calculate total runoff vol (V) (for sizing primary storage) V 2,275 W V = Ci (Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I (95th percentile = 0.60 in) 95th 0.60 in Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C) V,r 1,422 W 12 Detention: Approved Discharge Rate to Surface Waters (if applicable) cfs 13 Volume Summary Surface Storage: Basin Basin Forebay V 228 ft' Primary Treatment/Storage Basin V 2,048 ft' Subsurface Storage Volume Without Sediment Factor (See BMP 20 Tab) V 2,275 ft' Click to Shnw Mnre Suhhasins F-1 Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 11,953 35,530 1.09 0.64 0.59 0.60 Estimated Runoff Coefficients for Various Surfao Type of Surface Runoff Coefficients "I Business Downtown areas Urban neighborhoods 0.70-0.95 0.50-0.70 Residential Single Family Multi -family 0.35-0.50 0.60-0.75 Residential (rural) 0.25-OAO Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas Heavy areas 0.80 0.90 Parks, Cemeteries 0.30-0.25 Playgrounds 0.20-0.35 Railroad yard areas I 0.20-OAO Unimproved areas 0.10-0.30 Streets Asphalt 0.95 Concrete 0.95 Brick 0.95 Roofs 0.95 Gravel 0.75 Fields: Sandy soil Soil Type Slope A B C D Flat: 0-2% 0.04 0.07 1 O. Average: 2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE C:\Users\kcraig\Desktop\Briar Ridge 1 Local Shortcuts\ACHD Calcs\Briar Ridge 1 ACHD Calcs.xlsm Version 10.5, November 2018 2/10/2022, 3:08 PM 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. for Peak Discharge Rate using the Rational Method calculated for post -development Iculate Post -Development Flows (for pre -development flows, increase number of storage facilities to create new tab) i User input in yellow cells. 1 Project Name Briar Ridge Subdivision No. 1 - DA 10 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100-Year or 25-Year With 100-Year Flood Route) 100 5 Area of Drainage Subbasin (SF or Acres) SF Acre 6 Determine the Weighted Runoff Coefficient (C) C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 user calculate min 0 Min. ID Pipe Size (in) Slope (ft/ft) Intercept Coeff. Length Manning InPerm Hydraulic Radius A/Wet Flow VelocityV (fps) Flow Time (min) Segment 1: Pipe Flow a Segment 2: Gutter Shallow Concentrated Flow b 0.619 Segment 3: Overland Sheet Flow By TR-55, < 300-ft c Computed Tc = 0.0 User -Entered Tc 8 Determine the average rainfall intensity (i) from IDF Curve based on Tc i 1.81 in hr 9 Calculate the Post -Development peak discharge (QPeak) Qpeak 0.63 cfs 10 Calculate total runoff vol (V) (for sizing primary storage) V 1,196 ft V = Ci (Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I (95th percentile = 0.60 in) 95th 0.60 in Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C) V,r 747 W 12 Detention: Approved Discharge Rate to Surface Waters (if applicable) cfs 13 Volume Summary Surface Storage: Basin Basin Forebay V 120 ft' Primary Treatment/Storage Basin V 1,076 ft' Subsurface Storage Volume Without Sediment Factor (See BMP 20 Tab) V 1,196 ft' Click to Shnw Mnre Suhhasins F-1 Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 29,417 0.68 0.51 0.51 Estimated Runoff Coefficients for Various Surfao Type of Surface Runoff Coefficients "I Business Downtown areas Urban neighborhoods 0.70-0.95 0.50-0.70 Residential Single Family Multi -family 0.35-0.50 0.60-0.75 Residential (rural) 0.25-OAO Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas Heavy areas 0.80 0.90 Parks, Cemeteries 0.30-0.25 Playgrounds 0.20-0.35 Railroad yard areas I 0.20-OAO Unimproved areas 0.10-0.30 Streets Asphalt 0.95 Concrete 0.95 Brick 0.95 Roofs 0.95 Gravel 0.75 Fields: Sandy soil Soil Type Slope A B C D Flat: 0-2% 0.04 0.07 1 O. Average: 2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE C:\Users\kcraig\Desktop\Briar Ridge 1 Local Shortcuts\ACHD Calcs\Briar Ridge 1 ACHD Calcs.xlsm Version 10.5, November 2018 2/10/2022, 3:09 PM 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. for Peak Discharge Rate using the Rational Method calculated for post -development Iculate Post -Development Flows (for pre -development flows, increase number of storage facilities to create new tab) i User input in yellow cells. 1 Project Name Briar Ridge Subdivision No. 1 - DA 11 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100-Year or 25-Year With 100-Year Flood Route) 100 5 Area of Drainage Subbasin (SF or Acres) SF Acre 6 Determine the Weighted Runoff Coefficient (C) C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 user calculate min 0 Min. ID Pipe Size (in) Slope (ft/ft) Intercept Coeff. Length Manning InPerm Hydraulic Radius A/Wet Flow VelocityV (fps) Flow Time (min) Segment 1: Pipe Flow a Segment 2: Gutter Shallow Concentrated Flow b 0.619 Segment 3: Overland Sheet Flow By TR-55, < 300-ft c Computed Tc = 0.0 User -Entered Tc 8 Determine the average rainfall intensity (i) from IDF Curve based on Tc i 2.18 in hr 9 Calculate the Post -Development peak discharge (QPeak) QPeak 1.88 cfs 10 Calculate total runoff vol (V) (for sizing primary storage) V 2,985 ft V = Ci (Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I (95th percentile = 0.60 in) 95th 0.60 in Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C) V„ 1,866 W 12 Detention: Approved Discharge Rate to Surface Waters (if applicable) cfs 13 Volume Summary Surface Storage: Basin Basin Forebay V 299 ft' Primary Treatment/Storage Basin V 2,687 ft' Subsurface Storage Volume Without Sediment Factor (See BMP 20 Tab) V 2,985 ft' Click to Shnw Mare Suhhasins F-1 Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 31,767 27,176 1.35 0.63 0.64 0.64 Estimated Runoff Coefficients for Various Surfao Type of Surface Runoff Coefficients "I Business Downtown areas Urban neighborhoods 0.70-0.95 0.50-0.70 Residential Single Family Multi -family 0.35-0.50 0.60-0.75 Residential (rural) 0.25-OAO Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas Heavy areas 0.80 0.90 Parks, Cemeteries 0.30-0.25 Playgrounds 0.20-0.35 Railroad yard areas I 0.20-OAO Unimproved areas 0.10-0.30 Streets Asphalt 0.95 Concrete 0.95 Brick 0.95 Roofs 0.95 Gravel 0.75 Fields: Sandy soil Soil Type Slope A B C D Flat: 0-2% 0.04 0.07 1 O. Average: 2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE C:\Users\kcraig\Desktop\Briar Ridge 1 Local Shortcuts\ACHD Calcs\Briar Ridge 1 ACHD Calcs.xlsm Version 10.5, November 2018 2/10/2022, 3:10 PM 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. for Peak Discharge Rate using the Rational Method calculated for post -development Iculate Post -Development Flows (for pre -development flows, increase number of storage facilities to create new tab) i User input in yellow cells. 1 Project Name Briar Ridge Subdivision No. 1 - DA 12 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100-Year or 25-Year With 100-Year Flood Route) 100 5 Area of Drainage Subbasin (SF or Acres) SF Acre 6 Determine the Weighted Runoff Coefficient (C) C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 user calculate min 0 Min. Hydraulic Radius Flow Intercept A/Wet VelocityV Flow Time ID Pipe Size (in) Slope (ft/ft) Coeff. Length Manning In Perm (fps) (min) Segment 1: Pipe Flow a Segment 2: Gutter Shallow Concentrated Flow b 0.619 Segment 3: Overland Sheet Flow By TR-55, < 300-ft c Computed Tc = 0.0 User -Entered Tc 8 Determine the average rainfall intensity (i) from IDF Curve based on Tc i 1.81 in hr 9 Calculate the Post -Development peak discharge (QPeak) QPeak 137 cfs 10 Calculate total runoff vol (V) (for sizing primary storage) V 2,617 W V = Ci (Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I (95th percentile = 0.60 in) 95th 0.60 in Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C) V,r 1,635 W 12 Detention: Approved Discharge Rate to Surface Waters (if applicable) cfs 13 Volume Summary Surface Storage: Basin Basin Forebay V 262 ft' Primary Treatment/Storage Basin V 2,355 ft' Subsurface Storage Volume Without Sediment Factor (See BMP 20 Tab) V 2,617 ft' Click to Shnw Mnre Suhhasins F-1 Computed Tc = 0.0 User -Entered Tc 8 Determine the average rainfall intensity (i) from IDF Curve based on Tc i 1.81 in hr 9 Calculate the Post -Development peak discharge (QPeak) QPeak 137 cfs 10 Calculate total runoff vol (V) (for sizing primary storage) V 2,617 W V = Ci (Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I (95th percentile = 0.60 in) 95th 0.60 in Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C) V,r 1,635 W 12 Detention: Approved Discharge Rate to Surface Waters (if applicable) cfs 13 Volume Summary Surface Storage: Basin Basin Forebay V 262 ft' Primary Treatment/Storage Basin V 2,355 ft' Subsurface Storage Volume Without Sediment Factor (See BMP 20 Tab) V 2,617 ft' Click to Shnw Mnre Suhhasins F-1 Click to Shnw Mnre Suhhasins F-1 0.64 0.72 Estimated Runoff Coefficients for Various Surfao Type of Surface Runoff Coefficients "I Business Downtown areas Urban neighborhoods 0.70-0.95 0.50-0.70 Residential Single Family Multi -family 0.35-0.50 0.60-0.75 Residential (rural) 0.25-OAO Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas Heavy areas 0.80 0.90 Parks, Cemeteries 0.30-0.25 Playgrounds 0.20-0.35 Railroad yard areas I 0.20-OAO Unimproved areas 0.10-0.30 Streets Asphalt 0.95 Concrete 0.95 Brick 0.95 Roofs 0.95 Gravel 0.75 Fields: Sandy soil Soil Type Slope A B C D Flat: 0-2% 0.04 0.07 1 O. Average: 2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE C:\Users\kcraig\Desktop\Briar Ridge 1 Local Shortcuts\ACHD Calcs\Briar Ridge 1 ACHD Calcs.xlsm Version 10.5, November 2018 2/10/2022, 3:11 PM 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 Briar Ridge Subdivision No. 1 - DA 1 tnter numaer of 5anaiurease i raos (z5 maxi It Baffle Throat Velocity Is the Vault Size Number of Peak Flow Spacing width Area (ftz) 0.5 fps Velocity S/G Traps Q cfs inch inch max. ok? 1000 G 1 1.15 20 48 6.67 0.17 Reference for Throat widths (inch) ADS Boise Lar-ken WQU, Vault BMP 16 1000 G 48.0 50.5 n/a 1500 G 60.0 61.5 n/a WQU1000 n/a n/a 60 WQU1500 n/a n/a 60 C:\Users\kcraig\Desktop\Briar Ridge 1 Local Shortcuts\ACHD Calcs\Briar Ridge 1 ACHD Calcs.xlsm 2/10/2022, 3:15 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 Briar Ridge Subdivision No. 1 - DA 2 tnter numaer of 5anaiurease i raos (z5 maxi It Baffle Throat Velocity Is the Vault Size Number of Peak Flow Spacing width Area (ftz) 0.5 fps Velocity S/G Traps Q cfs inch inch max. ok? 1000 G 1 2.23 20 48 6.67 0.33 0 Reference for Throat widths (inch) ADS Boise Lar-ken WQU, Vault BMP 16 1000 G 48.0 50.5 n/a 1500 G 60.0 61.5 n/a WQU1000 n/a n/a 60 WQU1500 n/a n/a 60 C:\Users\kcraig\Desktop\Briar Ridge 1 Local Shortcuts\ACHD Calcs\Briar Ridge 1 ACHD Calcs.xlsm 2/10/2022, 3:16 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 Briar Ridge Subdivision No. 1 - DA 3 tnter numaer of 5anaiurease i raos (z5 maxi It Baffle Throat Velocity Is the Vault Size Number of Peak Flow Spacing width Area (ftz) 0.5 fps Velocity S/G Traps Q cfs inch inch max. ok? 1000 G 1 1.67 20 48 6.67 0.25 0 Reference for Throat widths (inch) ADS Boise Lar-ken WQU, Vault BMP 16 1000 G 48.0 50.5 n/a 1500 G 60.0 61.5 n/a WQU1000 n/a n/a 60 WQU1500 n/a n/a 60 C:\Users\kcraig\Desktop\Briar Ridge 1 Local Shortcuts\ACHD Calcs\Briar Ridge 1 ACHD Calcs.xlsm 2/10/2022, 3:23 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 Briar Ridge Subdivision No. 1 - DA 4 tnter numaer of 5anaiurease i raos (z5 maxi It Baffle Throat Velocity Is the Vault Size Number of Peak Flow Spacing width Area (ftz) 0.5 fps Velocity S/G Traps Q cfs inch inch max. ok? 1000 G 1 0.53 20 48 6.67 0.08 Reference for Throat widths (inch) ADS Boise Lar-ken WQU, Vault BMP 16 1000 G 48.0 50.5 n/a 1500 G 60.0 61.5 n/a WQU1000 n/a n/a 60 WQU1500 n/a n/a 60 C:\Users\kcraig\Desktop\Briar Ridge 1 Local Shortcuts\ACHD Calcs\Briar Ridge 1 ACHD Calcs.xlsm 2/10/2022, 3:24 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 Briar Ridge Subdivision No. 1 - DA 5 tnter numaer of 5anaiurease i raos (z5 maxi It Baffle Throat Velocity Is the Vault Size Number of Peak Flow Spacing width Area (ftz) 0.5 fps Velocity S/G Traps Q cfs inch inch max. ok? 1000 G 1 0.61 20 48 6.67 0.09 Reference for Throat widths (inch) ADS Boise Lar-ken WQU, Vault BMP 16 1000 G 48.0 50.5 n/a 1500 G 60.0 61.5 n/a WQU1000 n/a n/a 60 WQU1500 n/a n/a 60 C:\Users\kcraig\Desktop\Briar Ridge 1 Local Shortcuts\ACHD Calcs\Briar Ridge 1 ACHD Calcs.xlsm 2/10/2022, 3:25 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 Briar Ridge Subdivision No. 1 - DA 6 tnter numaer of 5anaiurease i raos (z5 maxi It Baffle Throat Velocity Is the Vault Size Number of Peak Flow Spacing width Area (ftz) 0.5 fps Velocity S/G Traps Q cfs inch inch max. ok? 1000 G 1 1.34 20 48 6.67 0.20 0 Reference for Throat widths (inch) ADS Boise Lar-ken WQU, Vault BMP 16 1000 G 48.0 50.5 n/a 1500 G 60.0 61.5 n/a WQU1000 n/a n/a 60 WQU1500 n/a n/a 60 C:\Users\kcraig\Desktop\Briar Ridge 1 Local Shortcuts\ACHD Calcs\Briar Ridge 1 ACHD Calcs.xlsm 2/10/2022, 3:26 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 Briar Ridge Subdivision No. 1 - DA 7 tnter numaer of 5anaiurease i raos (z5 maxi It Baffle Throat Velocity Is the Vault Size Number of Peak Flow Spacing width Area (ftz) 0.5 fps Velocity S/G Traps Q cfs inch inch max. ok? 1000 G 1 1.04 20 48 6.67 0.16 0 Reference for Throat widths (inch) ADS Boise Lar-ken WQU, Vault BMP 16 1000 G 48.0 50.5 n/a 1500 G 60.0 61.5 n/a WQU1000 n/a n/a 60 WQU1500 n/a n/a 60 C:\Users\kcraig\Desktop\Briar Ridge 1 Local Shortcuts\ACHD Calcs\Briar Ridge 1 ACHD Calcs.xlsm 2/10/2022, 3:27 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 Briar Ridge Subdivision No. 1 - DA 8 tnter numaer of 5anaiurease i raos (z5 maxi It Baffle Throat Velocity Is the Vault Size Number of Peak Flow Spacing width Area (ftz) 0.5 fps Velocity S/G Traps Q cfs inch inch max. ok? 1000 G 1 0.80 20 48 6.67 0.12 0 Reference for Throat widths (inch) ADS Boise Lar-ken WQU, Vault BMP 16 1000 G 48.0 50.5 n/a 1500 G 60.0 61.5 n/a WQU1000 n/a n/a 60 WQU1500 n/a n/a 60 C:\Users\kcraig\Desktop\Briar Ridge 1 Local Shortcuts\ACHD Calcs\Briar Ridge 1 ACHD Calcs.xlsm 2/10/2022, 3:27 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 Briar Ridge Subdivision No. 1 - DA 9 tnter numaer of 5anaiurease i raos (z5 maxi It Baffle Throat Velocity Is the Vault Size Number of Peak Flow Spacing width Area (ftz) 0.5 fps Velocity S/G Traps Q cfs inch inch max. ok? 1000 G 1 1.19 20 48 6.67 0.18 0 Reference for Throat widths (inch) ADS Boise Lar-ken WQU, Vault BMP 16 1000 G 48.0 50.5 n/a 1500 G 60.0 61.5 n/a WQU1000 n/a n/a 60 WQU1500 n/a n/a 60 C:\Users\kcraig\Desktop\Briar Ridge 1 Local Shortcuts\ACHD Calcs\Briar Ridge 1 ACHD Calcs.xlsm 2/10/2022, 3:28 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 Briar Ridge Subdivision No. 1 - DA 10 tnter numaer of 5anaiurease i raos (z5 maxi It Baffle Throat Velocity Is the Vault Size Number of Peak Flow Spacing width Area (ftz) 0.5 fps Velocity S/G Traps Q cfs inch inch max. ok? 1000 G 1 0.63 20 48 6.67 0.09 Reference for Throat widths (inch) ADS Boise Lar-ken WQU, Vault BMP 16 1000 G 48.0 50.5 n/a 1500 G 60.0 61.5 n/a WQU1000 n/a n/a 60 WQU1500 n/a n/a 60 C:\Users\kcraig\Desktop\Briar Ridge 1 Local Shortcuts\ACHD Calcs\Briar Ridge 1 ACHD Calcs.xlsm 2/10/2022, 3:29 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 Briar Ridge Subdivision No. 1 - DA 11 tnter numaer of 5anaiurease i raos (z5 maxi It Baffle Throat Velocity Is the Vault Size Number of Peak Flow Spacing width Area (ftz) 0.5 fps Velocity S/G Traps Q cfs inch inch max. ok? 1000 G 1 1.88 20 48 6.67 0.28 0 Reference for Throat widths (inch) ADS Boise Lar-ken WQU, Vault BMP 16 1000 G 48.0 50.5 n/a 1500 G 60.0 61.5 n/a WQU1000 n/a n/a 60 WQU1500 n/a n/a 60 C:\Users\kcraig\Desktop\Briar Ridge 1 Local Shortcuts\ACHD Calcs\Briar Ridge 1 ACHD Calcs.xlsm 2/10/2022, 3:30 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 Briar Ridge Subdivision No. 1 - DA 12 tnter numaer of 5anaiurease i raos (z5 maxi It Baffle Throat Velocity Is the Vault Size Number of Peak Flow Spacing width Area (ftz) 0.5 fps Velocity S/G Traps Q cfs inch inch max. ok? 1000 G 1 1.37 20 48 6.67 0.21 0 Reference for Throat widths (inch) ADS Boise Lar-ken WQU, Vault BMP 16 1000 G 48.0 50.5 n/a 1500 G 60.0 61.5 n/a WQU1000 n/a n/a 60 WQU1500 n/a n/a 60 C:\Users\kcraig\Desktop\Briar Ridge 1 Local Shortcuts\ACHD Calcs\Briar Ridge 1 ACHD Calcs.xlsm 2/10/2022, 3:30 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 Briar Ridge Subdivision No. 1- Seepage Bed 1 2 Enter number of Seepage Beds (25 max) 3 Design Storm 4 Weighted Runoff Coefficient C 5 Area A (Acres) 6 Approved discharge rate (if applicable) 7 Is Seepage Bed in Common Lot? Yes 100 0.70 0.64 acres 0.00 cfs V 1,546 12 Link to: Q•v QVz Q,V3 QV4 QV5 ft3 0%Sediment 8 Set Total Design Width of All Drain Rock W 10.0 ft 9 Set Total Design Depth of All Drain Rock D 10.0 ft Rock Only, Do Not Include Filter Sand Depth or Cover 10 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2" drain rock and 3/4" Chips 11 Design Infiltration Rate (8 in/hr max) Perc 4.00 in/hr 12 Size of WQ Perf Pipe (Pert 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe (Perfs 360°), REQD if Q100>3.3 cfs in 14 Calculate Total Storage per Foot Spf 43.5 ft,/ft 15 Calculate Design Length L 36 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 36 ft 17 Variable Infiltration Window W SWW 10.0 ft 18 Time to Drain 11.7 hours 90%volume in 48-hours minimum 19 Length of WQ & Overflow Perf Pipes 36 ft 20 Perf Pipe Checks. Qperf>= Qpeak; where Qperf=CdxAxy(2xgxH) Optional Storage Chambers 9W 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 6 Chamber Storage Volume, With Rock, Per Manuf 74.90 ft3 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ftz 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum C:\Users\kcraig\Desktop\Briar Ridge 1 Local Shortcuts\ACHD Calcs\Briar Ridge 1 ACHD Calcs.xlsm 2/10/2022, 3:48 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 Briar Ridge Subdivision No. 1- Seepage Bed 2 2 Enter number of Seepage Beds (25 max) 3 Design Storm 4 Weighted Runoff Coefficient C 5 Area A (Acres) 6 Approved discharge rate (if applicable) 7 Is Seepage Bed in Common Lot? Yes 100 0.53 2.31 acres 0.00 cfs V 4,262 12 Link to: Q•v QV2� Q,V3 Q,V4 QV5 ft3 0%Sediment 8 Set Total Design Width of All Drain Rock W 10.0 ft 9 Set Total Design Depth of All Drain Rock D 10.0 ft Rock Only, Do Not Include Filter Sand Depth or Cover 10 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2" drain rock and 3/4" Chips 11 Design Infiltration Rate (8 in/hr max) Perc 4.00 in/hr 12 Size of WQ Perf Pipe (Pert 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe (Perfs 360°), REQD if Q100>3.3 cfs in 14 Calculate Total Storage per Foot Spf 43.5 ft,/ft 15 Calculate Design Length L 98 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 98 ft 17 Variable Infiltration Window W SWW 10.0 ft 18 Time to Drain 11.7 hours 90%volume in 48-hours minimum 19 Length of WQ & Overflow Perf Pipes 98 ft 20 Perf Pipe Checks. Qperf>= Qpeak; where Qperf=CdxAxy(2xgxH) Optional Storage Chambers 9W 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 6 Chamber Storage Volume, With Rock, Per Manuf 74.90 ft3 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ftz 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum C:\Users\kcraig\Desktop\Briar Ridge 1 Local Shortcuts\ACHD Calcs\Briar Ridge 1 ACHD Calcs.xlsm 2/10/2022, 3:49 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 Briar Ridge Subdivision No. 1- Seepage Bed 3 2 Enter number of Seepage Beds (25 max) 3 Design Storm 4 Weighted Runoff Coefficient C 5 Area A (Acres) 6 Approved discharge rate (if applicable) 7 Is Seepage Bed in Common Lot? Yes 100 0.57 1.62 acres 0.00 cfs V 3,191 12 Link to: Q•v QV2� Q,V3 Q,V4 QV5 ft3 0%Sediment 8 Set Total Design Width of All Drain Rock W 12.0 ft 9 Set Total Design Depth of All Drain Rock D 10.0 ft Rock Only, Do Not Include Filter Sand Depth or Cover 10 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2" drain rock and 3/4" Chips 11 Design Infiltration Rate (8 in/hr max) Perc 4.00 in/hr 12 Size of WQ Perf Pipe (Pert 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe (Perfs 360°), REQD if Q100>3.3 cfs in 14 Calculate Total Storage per Foot Spf 52.2 ft,/ft 15 Calculate Design Length L 61 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 61 ft 17 Variable Infiltration Window W SWW 12.0 ft 18 Time to Drain 11.7 hours 90%volume in 48-hours minimum 19 Length of WQ & Overflow Perf Pipes 61 ft 20 Perf Pipe Checks. Qperf>= Qpeak; where Qperf=CdxAxy(2xgxH) Optional Storage Chambers 9W 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 6 Chamber Storage Volume, With Rock, Per Manuf 74.90 ft3 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ftz 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum C:\Users\kcraig\Desktop\Briar Ridge 1 Local Shortcuts\ACHD Calcs\Briar Ridge 1 ACHD Calcs.xlsm 2/10/2022, 3:51 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 Briar Ridge Subdivision No. 1- Seepage Bed 4 2 Enter number of Seepage Beds (25 max) 3 Design Storm 4 Weighted Runoff Coefficient C 5 Area A (Acres) 6 Approved discharge rate (if applicable) 7 Is Seepage Bed in Common Lot? Yes 100 0.55 0.53 acres 0.00 cfs V 1,005 12 Link to: Qv QV2� Q,V3 Q,V4 QV5 ft3 0%Sediment 8 Set Total Design Width of All Drain Rock W 9.0 ft 9 Set Total Design Depth of All Drain Rock D 10.0 ft Rock Only, Do Not Include Filter Sand Depth or Cover 10 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2" drain rock and 3/4" Chips 11 Design Infiltration Rate (8 in/hr max) Perc 4.00 in/hr 12 Size of WQ Perf Pipe (Pert 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe (Perfs 360°), REQD if Q100>3.3 cfs in 14 Calculate Total Storage per Foot Spf 39.2 ft,/ft 15 Calculate Design Length L 26 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 26 ft 17 Variable Infiltration Window W SWW 9.0 ft 18 Time to Drain 11.8 hours 90%volume in 48-hours minimum 19 Length of WQ & Overflow Perf Pipes 26 ft 20 Perf Pipe Checks. Qperf>= Qpeak; where Qperf=CdxAxy(2xgxH) Optional Storage Chambers 9W 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 6 Chamber Storage Volume, With Rock, Per Manuf 74.90 ft3 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ftz 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum C:\Users\kcraig\Desktop\Briar Ridge 1 Local Shortcuts\ACHD Calcs\Briar Ridge 1 ACHD Calcs.xlsm 2/10/2022, 3:52 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 Briar Ridge Subdivision No. 1- Seepage Bed 5 2 Enter number of Seepage Beds (25 max) 3 Design Storm 4 Weighted Runoff Coefficient C 5 Area A (Acres) 6 Approved discharge rate (if applicable) 7 Is Seepage Bed in Common Lot? Yes 100 0.51 0.66 acres 0.00 cfs V 1,156 12 Link to: Qv Qvz Q,V3 Q,V4 Qvs ft3 0%Sediment 8 Set Total Design Width of All Drain Rock W 9.0 ft 9 Set Total Design Depth of All Drain Rock D 10.0 ft Rock Only, Do Not Include Filter Sand Depth or Cover 10 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2" drain rock and 3/4" Chips 11 Design Infiltration Rate (8 in/hr max) Perc 4.00 in/hr 12 Size of WQ Perf Pipe (Pert 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe (Perfs 360°), REQD if Q100>3.3 cfs in 14 Calculate Total Storage per Foot Spf 39.2 ft,/ft 15 Calculate Design Length L 29 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 29 ft 17 Variable Infiltration Window W SWW 9.0 ft 18 Time to Drain 11.8 hours 90%volume in 48-hours minimum 19 Length of WQ & Overflow Perf Pipes 29 ft 20 Perf Pipe Checks. Qperf>= Qpeak; where Qperf=CdxAxy(2xgxH) Optional Storage Chambers 9W 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 6 Chamber Storage Volume, With Rock, Per Manuf 74.90 ft3 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ftz 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum C:\Users\kcraig\Desktop\Briar Ridge 1 Local Shortcuts\ACHD Calcs\Briar Ridge 1 ACHD Calcs.xlsm 2/10/2022, 3:53 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 Briar Ridge Subdivision No. 1- Seepage Bed 6 2 Enter number of Seepage Beds (25 max) 3 Design Storm 4 Weighted Runoff Coefficient C 5 Area A (Acres) 6 Approved discharge rate (if applicable) 7 Is Seepage Bed in Common Lot? No 100 0.56 1.32 acres 0.00 cfs V 3,204 12 Link to: Q•v4 Q,vs� Q,v6 Q,v7 Q v8 ft3 25%Sediment 8 Set Total Design Width of All Drain Rock W 15.0 ft 9 Set Total Design Depth of All Drain Rock D 10.0 ft Rock Only, Do Not Include Filter Sand Depth or Cover 10 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2" drain rock and 3/4" Chips 11 Design Infiltration Rate (8 in/hr max) Perc 4.00 in/hr 12 Size of WQ Perf Pipe (Pert 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe (Perfs 360°), REQD if Q100>3.3 cfs in 14 Calculate Total Storage per Foot Spf 65.2 ft,/ft 15 Calculate Design Length L 49 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 49 ft 17 Variable Infiltration Window W SWW 15.0 ft 18 Time to Drain 11.7 hours 90%volume in 48-hours minimum 19 Length of WQ & Overflow Perf Pipes 49 ft 20 Perf Pipe Checks. Qperf>= Qpeak; where Qperf=CdxAxy(2xgxH) Optional Storage Chambers 9W 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 6 Chamber Storage Volume, With Rock, Per Manuf 74.90 ft3 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ftz 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum C:\Users\kcraig\Desktop\Briar Ridge 1 Local Shortcuts\ACHD Calcs\Briar Ridge 1 ACHD Calcs.xlsm 2/10/2022, 3:54 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 Briar Ridge Subdivision No. 1- Seepage Bed 7 2 Enter number of Seepage Beds (25 max) 3 Design Storm 4 Weighted Runoff Coefficient C 5 Area A (Acres) 6 Approved discharge rate (if applicable) 7 Is Seepage Bed in Common Lot? No 100 0.52 1.10 acres 0.00 ds; V 2,473 12 Link to: Q•V3 Qva Q,VS QV6 Qv7 ft3 25%Sediment 8 Set Total Design Width of All Drain Rock W 9.0 ft 9 Set Total Design Depth of All Drain Rock D 10.0 ft Rock Only, Do Not Include Filter Sand Depth or Cover 10 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2" drain rock and 3/4" Chips 11 Design Infiltration Rate (8 in/hr max) Perc 4.00 in/hr 12 Size of WQ Perf Pipe (Pert 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe (Perfs 360°), REQD if Q100>3.3 cfs in 14 Calculate Total Storage per Foot Spf 39.2 ft,/ft 15 Calculate Design Length L 63 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 63 ft 17 Variable Infiltration Window W SWW 9.0 ft 18 Time to Drain 11.8 hours 90%volume in 48-hours minimum 19 Length of WQ & Overflow Perf Pipes 63 ft 20 Perf Pipe Checks. Qperf>= Qpeak; where Qperf=CdxAxy(2xgxH) Optional Storage Chambers 9W 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 6 Chamber Storage Volume, With Rock, Per Manuf 74.90 ft3 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ftz 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum C:\Users\kcraig\Desktop\Briar Ridge 1 Local Shortcuts\ACHD Calcs\Briar Ridge 1 ACHD Calcs.xlsm 2/10/2022, 3:54 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 Briar Ridge Subdivision No. 1- Seepage Bed 8 2 Enter number of Seepage Beds (25 max) 3 Design Storm 4 Weighted Runoff Coefficient C 5 Area A (Acres) 6 Approved discharge rate (if applicable) 7 Is Seepage Bed in Common Lot? No 100 0.57 0.78 acres 0.00 ds; V 1,904 12 Link to: Q•V4 Qvs H Q,V6 Q,V7 Qvs ft3 25%Sediment 8 Set Total Design Width of All Drain Rock W 9.0 ft 9 Set Total Design Depth of All Drain Rock D 10.0 ft Rock Only, Do Not Include Filter Sand Depth or Cover 10 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2" drain rock and 3/4" Chips 11 Design Infiltration Rate (8 in/hr max) Perc 4.00 in/hr 12 Size of WQ Perf Pipe (Pert 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe (Perfs 360°), REQD if Q100>3.3 cfs in 14 Calculate Total Storage per Foot Spf 39.2 ft,/ft 15 Calculate Design Length L 49 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 49 ft 17 Variable Infiltration Window W SWW 9.0 ft 18 Time to Drain 11.8 hours 90%volume in 48-hours minimum 19 Length of WQ & Overflow Perf Pipes 49 ft 20 Perf Pipe Checks. Qperf>= Qpeak; where Qperf=CdxAxy(2xgxH) Optional Storage Chambers 9W 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 6 Chamber Storage Volume, With Rock, Per Manuf 74.90 ft3 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ftz 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum C:\Users\kcraig\Desktop\Briar Ridge 1 Local Shortcuts\ACHD Calcs\Briar Ridge 1 ACHD Calcs.xlsm 2/10/2022, 3:55 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 Briar Ridge Subdivision No. 1- Seepage Bed 9 2 Enter number of Seepage Beds (25 max) 3 Design Storm 4 Weighted Runoff Coefficient C 5 Area A (Acres) 6 Approved discharge rate (if applicable) 7 Is Seepage Bed in Common Lot? No 100 0.60 1.09 acres 0.00 ds; V 2,844 12 Link to: Q•vs QV6 H Q,v8 QV9 ft3 25%Sediment 8 Set Total Design Width of All Drain Rock W 9.0 ft 9 Set Total Design Depth of All Drain Rock D 10.0 ft Rock Only, Do Not Include Filter Sand Depth or Cover 10 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2" drain rock and 3/4" Chips 11 Design Infiltration Rate (8 in/hr max) Perc 4.00 in/hr 12 Size of WQ Perf Pipe (Pert 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe (Perfs 360°), REQD if Q100>3.3 cfs in 14 Calculate Total Storage per Foot Spf 39.2 ft,/ft 15 Calculate Design Length L 73 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 73 ft 17 Variable Infiltration Window W SWW 9.0 ft 18 Time to Drain 11.8 hours 90%volume in 48-hours minimum 19 Length of WQ & Overflow Perf Pipes 73 ft 20 Perf Pipe Checks. Qperf>= Qpeak; where Qperf=CdxAxy(2xgxH) Optional Storage Chambers 9W 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 6 Chamber Storage Volume, With Rock, Per Manuf 74.90 ft3 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ftz 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum C:\Users\kcraig\Desktop\Briar Ridge 1 Local Shortcuts\ACHD Calcs\Briar Ridge 1 ACHD Calcs.xlsm 2/10/2022, 3:55 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 Briar Ridge Subdivision No. 1- Seepage Bed 10 2 Enter number of Seepage Beds (25 max) 3 Design Storm 4 Weighted Runoff Coefficient C 5 Area A (Acres) 6 Approved discharge rate (if applicable) 7 Is Seepage Bed in Common Lot? Yes 100 0.51 0.68 acres 0.00 cfs V 1,196 12 Link to: Q•V6 QV7 Q,va QV9 Qvi o ft3 0%Sediment 8 Set Total Design Width of All Drain Rock W 10.0 ft 9 Set Total Design Depth of All Drain Rock D 10.0 ft Rock Only, Do Not Include Filter Sand Depth or Cover 10 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2" drain rock and 3/4" Chips 11 Design Infiltration Rate (8 in/hr max) Perc 4.00 in/hr 12 Size of WQ Perf Pipe (Pert 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe (Perfs 360°), REQD if Q100>3.3 cfs in 14 Calculate Total Storage per Foot Spf 43.5 ft,/ft 15 Calculate Design Length L 27 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 27 ft 17 Variable Infiltration Window W SWW 10.0 ft 18 Time to Drain 11.7 hours 90%volume in 48-hours minimum 19 Length of WQ & Overflow Perf Pipes 27 ft 20 Perf Pipe Checks. Qperf>= Qpeak; where Qperf=CdxAxy(2xgxH) Optional Storage Chambers 9W 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 6 Chamber Storage Volume, With Rock, Per Manuf 74.90 ft3 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ftz 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum C:\Users\kcraig\Desktop\Briar Ridge 1 Local Shortcuts\ACHD Calcs\Briar Ridge 1 ACHD Calcs.xlsm 2/10/2022, 3:56 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 Briar Ridge Subdivision No. 1- Seepage Bed 11 2 Enter number of Seepage Beds (25 max) 3 Design Storm 4 Weighted Runoff Coefficient C 5 Area A (Acres) 6 Approved discharge rate (if applicable) 7 Is Seepage Bed in Common Lot? No 100 0.64 1.35 acres 0.00 cfs V 3,731 12 Link to: QV7 Qvs Q,V9 Q,V10 Qv11 ft3 25%Sediment 8 Set Total Design Width of All Drain Rock W 15.0 ft 9 Set Total Design Depth of All Drain Rock D 10.0 ft Rock Only, Do Not Include Filter Sand Depth or Cover 10 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2" drain rock and 3/4" Chips 11 Design Infiltration Rate (8 in/hr max) Perc 4.00 in/hr 12 Size of WQ Perf Pipe (Pert 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe (Perfs 360°), REQD if Q100>3.3 cfs in 14 Calculate Total Storage per Foot Spf 65.2 ft,/ft 15 Calculate Design Length L 57 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 57 ft 17 Variable Infiltration Window W SWW 15.0 ft 18 Time to Drain 11.7 hours 90%volume in 48-hours minimum 19 Length of WQ & Overflow Perf Pipes 57 ft 20 Perf Pipe Checks. Qperf>= Qpeak; where Qperf=CdxAxy(2xgxH) Optional Storage Chambers 9W 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 6 Chamber Storage Volume, With Rock, Per Manuf 74.90 ft3 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ftz 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum C:\Users\kcraig\Desktop\Briar Ridge 1 Local Shortcuts\ACHD Calcs\Briar Ridge 1 ACHD Calcs.xlsm 2/10/2022, 3:56 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 Briar Ridge Subdivision No. 1- Seepage Bed 12 2 Enter number of Seepage Beds (25 max) 3 Design Storm 4 Weighted Runoff Coefficient C 5 Area A (Acres) 6 Approved discharge rate (if applicable) 7 Is Seepage Bed in Common Lot? No 100 0.67 1.14 acres 0.00 ds; V 3,271 12 Link to: Q•v$ QV9 u Q,vio Q,vi i Qvi z ft3 25%Sediment 8 Set Total Design Width of All Drain Rock W 9.0 ft 9 Set Total Design Depth of All Drain Rock D 10.0 ft Rock Only, Do Not Include Filter Sand Depth or Cover 10 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2" drain rock and 3/4" Chips 11 Design Infiltration Rate (8 in/hr max) Perc 4.00 in/hr 12 Size of WQ Perf Pipe (Pert 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe (Perfs 360°), REQD if Q100>3.3 cfs in 14 Calculate Total Storage per Foot Spf 39.2 ft,/ft 15 Calculate Design Length L 83 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 83 ft 17 Variable Infiltration Window W SWW 9.0 ft 18 Time to Drain 11.8 hours 90%volume in 48-hours minimum 19 Length of WQ & Overflow Perf Pipes 83 ft 20 Perf Pipe Checks. Qperf>= Qpeak; where Qperf=CdxAxy(2xgxH) Optional Storage Chambers 9W 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 6 Chamber Storage Volume, With Rock, Per Manuf 74.90 ft3 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ftz 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum C:\Users\kcraig\Desktop\Briar Ridge 1 Local Shortcuts\ACHD Calcs\Briar Ridge 1 ACHD Calcs.xlsm 2/10/2022, 3:57 PM Version 10.0, May 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. Steps for Peak Discharge Rate using the Rational Method calculated for post -development _ 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 Quartz Creek North 2 Is area drainage basin map provided? (map must be included with stormwater calculations) 3 Enter Design Storm (100-Year or 25-Year With 100-Year Flood Route) 4 Enter number of storage facilities (25 max) 5 Area of Drainage Subbasin (SF or Acres) SF Acre 6 Determine the Weighted Runoff Coefficient (C) C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 Userk capiate min to Min. 8 Determine the average rainfall intensity (1) from IDF Curve based on Tc 9 Calculate the Post -Development peak discharge (QPeak) i Qpeak 2.58 0.48 in/hr cfs 10 Calculate total runoff vol (V) (for sizing primary storage) V 645 ft- V = Ci (Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I (95th percentile = 0.60 in) 95th 0.60 in Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C) Vrr 403 ft 12 Detention: Approved Discharge Rate to Surface Waters (if applicable) cfs 13 Volume Summary Surface Storage: Basin Basin Forebay V 65 ft' Primary Treatment/StorageBasin V 581 ft" Subsurface Storage Volume Without Sediment Factor (See BMP 20 Tab) V 645 ft" YES 0 ■ F-1 flirk in Chnw Mnrc [iihhacinc Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 8,560 0.20 0.95 0.95 Estimated Runoff Coefficients for Various Surfac Type of Surface Runoff Coefficients "I Business Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 Multi -family 0.60-0.75 Residential (rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Parks, Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Unimproved areas 0.10-0.30 Streets Asphalt 0.95 Concrete 0.95 Brick 0.95 Roofs 0.95 Gravel 0.75 Fields: Sandy soil Soil Type Slope A B C D Flat: 0-2% 0.04 0.07 0.11 0. Average: 2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE C:\Users\kcraig\Desktop\Briar Ridge 1 Local Shortcuts\ACHD Calcs\Briar Ridge 1 ACHD Calcs_Borrow Ditches.xlsm Version 10.5, November 2018 2/11/2022, 1:01 PM ACHD Calculation Sheet for Sizing Bioswales & Borrow Ditches 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 Quartz Creek North Z Enter number of Bioswales/borrow Uitches (25 max) 3 Design Storm Weighted Runoff Coefficient C 4 Area A (Acres) Approved discharge rate for the given storm (if applicable) 5 Design Vol With 0% Sed for Swales V 4 100 0.95 Link to: LQV 0.20 acres Q'Vz u _ QV3 0.00 cfs QV4 Q,V TR55 645 ft3 6 Length of Swale 564 ft 7 Infiltration Window? (Note: infiltration required if Longitudina151ope<1%) Design Infiltration Rate 4.00 in/hr 8 Infiltration Window Width 2.00 ft 9 Set Swale Bottom Width b 0.00 ft 10 Set Swale Top Width 4.00 ft 11 Set Swale Depth y 0.66 ft 12 Swale Side Slopes H:1 Sxs 3.00 13 Calculate cross -sectional area Axs 1.31 ft' 2 Axs=y z+by 14 Total Swale Capacity Without Driveways 737 ft3 15 Does it Have Capacity? OK 16 Time to Drain 1.7 hr 90% volume in 48-hours minimum OK Check Swale With Driveways 17 Avg. Driveway Fill Slope in Swale (H/V) ft/ft 18 Enter Total Number of Driveways ea 0.0 ft3 Deduct driveway slope 19 Enter Total Length of all Driveways ft 0.0 ft3 Deduct driveway length 20 Lost Swale Length From Trees, etc. ft 0.0 ft3 Deduct other 21 Adjusted Length of Infiltration Area 0.0 ft 22 Excess Capacity = Storage - Deductions - Runoff Volume (645.2) ft3 23 Is Capacity Good? 24 Time to Drain 0.0 hr 90% volume in 48-hours minimum OK Check Borrow Ditch Infiltration Windows 25 Enter Infiltration Window Length 80.00 ft 26 Enter Infiltration Window Width 2 If 27 Time to Drain 13.4 hr 90% volume in 48-hours minimum OK C:\Users\kcraig\Desktop\Briar Ridge 1 Local Shortcuts\ACHD Calcs\Briar Ridge 1 ACHD Calcs_Borrow Ditches.xlsm 2/11/2022, 1:03 PM Version 10.0, May 2018 SITE CONSULTING, LLC Trilogy Development Mr. Shawn Brownlee November 30, 2018 9839 West Cable Car Street, #101 Page 1 of 28 File 18199-A Boise, Idaho 83709 Re: Geotechnical Recommendations Proposed Rock Contractor Subdivision West Side of Meridian Road Between Amity Road and Lake Hazel Road Meridian, Idaho 1.01O mi l As per your authorization, on September 6, 2019, SITE personnel logged and sampled twelve test pits at your proposed Rock Contractor Subdivision development on the west side of South Meridian Road, between Amity and Lake Hazel Roads, in Meridian, Idaho. It is assumed, based upon the provided Conceptual Plan, that the proposed subdivision will include public right of ways and approximately over 130 lots for single-family residences, and an apartment completed with up to 16 multi -unit buildings. Based upon our research, observations, and laboratory test results, the site is acceptable for the proposed residential subdivision development. Recommendations for construction are included herein. Previously published groundwater data and pavement section recommendations are included herein so that this report addresses all geotechnical concerns. We appreciate this opportunity to be of service. Please contact our office if additional information or services are required. Respectfully submitted, Bob J. Arnold, PE SITE Consultinc 5*_q 208-440-6276 * bjarnoldpe@msn.com * Post Office Box 190537 * Boise, Idaho 83719 SITE ONSULTING, LLC INVESTIGATION & RESEARCH General At the time of our field investigation, the site was firm and stable allowing complete access with the backhoe and drilling equipment. Access was gained from Meridian Road and from the property to the south. During our initial September 6, 2018 site exploration, SITE observed the excavation of twelve test pits at locations intended to provide full coverage of the subject property. A tax parcel # of S1236417204 was located for the ±38-acre property on the Ada County Assessor's website. Test pit logs and an aerial photo with approximate test pit locations are included in the Appendix. A review of historical aerial photos, available on Google Earth, reveal that this undeveloped parcel has historically be used as pasture land or farmland. No evidence of prior buildings or site improvements was observed in this record that extends back to 1982. During our initial field exploration, the basalt bedrock formation was encountered in eleven of twelve test pits between two and fifteen feet deep. Test pit #4 in the northeast corner of the property did not contact the basalt formation in the 15' explored. In order to assess the bedrock, on November 26 & 30, 2018, a rock profile study was undertaken. Superior Blasting was utilized to drill the proposed sewer main on 100-foot centers and both ends of each infiltration facility. This data is reported in the Appendix. In general, the topsoil layer consists of silt & sand with only one test pit sample containing lean clay. All other surface samples tested as low plasticity elastic silt or non - plastic. A cemented silt / sand layer was encountered below the topsoil and extends to the basalt bedrock formation. Rock was encountered as shallow at two feet below the existing ground surface. No groundwater was encountered on this property. Well logs for Section 36, township 3 north, range 1 east were reviewed on the IDWR website. A total of six nearby well logs were selected and have been included in the Appendix. These logs indicate groundwater is 90-130 feet deep and therefore will not impact or be impacted by the planned construction. 208-440-6276 * bjarnoldpe@msn.com (2) Post Office Box 190537 * Boise, Idaho 83719 SITE ONSULTING, LLC RECOMMENDATIONS Site Work Grubbing depths of up to 2 to 4 inches can be anticipated to remove most organic materials. Roots may exist as deep as 1.5 feet below the ground surface where large trees and ditches are or were located. Therefore, stripping depth is to be adjusted in the field at the time of construction. Excavations caused by grubbing of ditches or over excavation of soft or wet areas are to be backfilled with structural fill. All subgrade soils present in the test pits can be used as structural fill on building lots and within right of ways. If encountered, blending clay surface soils with onsite non -plastic soils, or imported sand and gravels will improve surface drainage. Compaction of any fill placed within building pads or right of ways must exceed 95% of the maximum dry density as determined by Standard Proctor testing. It should be anticipated that the Meridian City Engineering and / or Building Department will request these test results prior to or at the time of home construction. Structural fill must pass compaction testing and visual inspection for stability. Fill that passes compaction but is observed to rut or deflect under construction traffic is to be rejected Pavement Sections Samples of the near surface sandy silt and silty sand soils were gathered from across the site. Two samples, (TP1 and TP4) were selected and sent to a specialty soil lab for R-Value Testing. Results from Pavement Engineering Inc. are attached and indicate an R-Value of R>20 was obtained on the submitted samples. Based upon this value, and traffic Index of TI=6 for residential streets and TI=10 for Meridian Road, pavements sections have been calculated by ACHD method. All materials and methods used in the construction of streets and sidewalks are to comply with ITD & ACHD requirements. Street Type Residential (TI=6) Meridian Road (TI=10) HMA 2.5 4.0 %" Base 4.0 4.0 Subbase 10.0 17.0 It is noted that ITD or ACHD may require a specific design with onsite samples for improvements to Meridian Road. The assumed R-Value is to be confirmed with the jurisdictional agency. 208-440-6276 * bjarnoldpe@msn.com (3) Post Office Box 190537 * Boise, Idaho 83719 SITE ONSULTING, LLC Residential Foundation System The proposed single-family residential structures may be supported on conventional, continuous, and isolated pad foundations founded upon the native soils or upon structural fill extending to these soils. Based upon proper placement and compaction of structural fill, bearing pressures of up to 1500 psf are allowed for foundations founded on the native soils or upon properly placed and compacted structural fill. Either crawlspaces or slab on grade floors are acceptable. Foundation drains are not required in this development. Foundations outside crawlspaces are to be sealed with spray or brush on foundation mastic. Basements are not allowed without additional engineering to address bedrock concerns. Slab on Grade Concrete Care must be taken so that all excavations below both interior and exterior slab on grade concrete are properly backfilled in accordance with the structural fill recommendations. Trenches and wall backfill areas are to be filled in lifts and benched each lift so that fill is not placed against a vertical soil face greater than three feet tall. Areas of excessive yielding should be excavated and backfilled with structural fill. Any fill used to increase the elevation of slab on grade concrete should meet the requirement for structural fill. Slab on grade floors, sidewalks and pavements should be placed atop a mat of at least 0.5 feet of granular structural fill materials. This depth is to increase to one foot when concrete is to be placed over clay soil. This is required to prevent seasonal heaving of sidewalks, patios, and driveways. Mat material should all pass a 3/4-inch sieve and should contain less than twelve percent passing the # 200 sieve. The mat shall be compacted to the requirement for structural fill. Storm Water It is recommended that storm runoff be directed away from all open excavations and not be allowed to puddle on subgrade soils. Infiltration facilities will require drilling and blasting of the basalt formation. Percolation rates are to be measured at the time of construction, after blasting and excavation. Based upon historical performance on similar projects, SITE recommends a maximum percolation rate of P=4 inches per hour and a drain time of four hours for design. 208-440-6276 * bjarnoldpe@msn.com (4) Post Office Box 190537 * Boise, Idaho 83719 SITE ONSULTING, LLC Inspection & Testing A qualified engineer or his representative should monitor fill placement to ensure the work is performed in accordance with these recommendations. Testing should be performed in accordance with ASTM Test Methods D3017-88 and D2922-91 (nuclear densometer). For mass filling, field nuclear moisture - density testing shall be performed on each lift of compacted fill for on each filled lot or building pad. Trench backfill and right of ways are to be tested to ACHD / ISPWC requirements. It is noted that structural fill can pass compaction tests and still be unacceptable if pumping, rutting, or deflecting under vehicle or foot traffic. General Comments After the plans and specifications for construction are completed, it is recommended that this consultant be provided the opportunity to review the final design and specifications. This review will confirm that the earthwork recommendations have been properly interpreted and implemented. At that time, it may be necessary to submit supplementary recommendations. This review is a part of this service and will not result in additional invoicing unless additional research and recommendations are needed. Testing and inspection services are recommended herein. Proper quality control during construction is required to confirm materials and methods and thereby obtain a desirable finished product. Monitoring and testing should also be performed to verify suitability of materials used for structural fills and to confirm proper demolition, subgrade grubbing, subgrade stability, and proper placement and compaction of fills. Any deviations from the herein described subsurface conditions must be brought to the attention of this consultant. This report has been prepared for the exclusive use of the client and their retained design consultants. Findings and recommendations within this report are for specific application to the proposed construction described herein and apply only to the property identified. Appendix Follows 208-440-6276 * bjarnoldpe@msn.com (5) Post Office Box 190537 * Boise, Idaho 83719 SITE ONSULTING, LLC APPENDIX Conceptual Plan Aerial Photo with Test Pit Location Test Pits Logs (12) Soil Log Legend / Abbreviations and Acronyms Project & Adjacent Well Logs (6) Pavement Section Calc Sheets (2) R-Value Reports (2) Rock Profile Data (2) 208-440-6276 * bjarnoldpe@msn.com (6) Post Office Box 190537 * Boise, Idaho 83719 /SITE ONSULTING, LLC t;onceptuai Tian IN 20 4 .` rid - � _._•. _.._�re.� �� ` "♦ ♦ i ' ' �-- � ._ F 41" a tS' war• _ � fl-.,3..... �t. _A_ _1 ' Q i l i ��-.w+�•w.•-® V- Al �..•s. i;i� .( I�{wI �-~ -- I•-fQll,, l '� I�;i;1 r �_ :• r.e+� —1 Supplied by Client 208-440-6276 * bjarnoldpe@msn.com (7) Post Office Box 190537 * Boise, Idaho 83719 /SITE ONSULTING, LLC vuu iV r-drLn l►Undi rnuw Rock Contractor Sub 0 0 TP-10 TP-5 TP-4 0 TP-9 0 T� , �f 0 TP-11 TP-6 0 n TP-2 = 0 TP-8 0 0 TPA TP-7 TP-1 0 o Locations by handheld GPS 208-440-6276 * bjarnoldpe@msn.com (8) Post Office Box 190537 * Boise, Idaho 83719 SITE ONSULTING, LLC TEST PIT LOGS Test Pit: TP-1 File #: 18199-A Client: Trilogy Development Date Excavated: 9/6/18 Project: Rock Contractor Excavated By: Top Grade Excavation Location: 43 33 02.06 -116 23 39.09 Logged By: J. Meusch, PM - SITE DEPTH SOILS DESCRIPTION (feet) 1.0" 1 3/4" 1 1/2" 1 3/8" 1 # 4 # 10 # 40 # 100 #200 1 %M I LL PI 0.0-1.0 Brown, Moist, Firm, Sand, Clay, Silt With rootzone / organic layer to 6-8" 1.0-3.0 Brown, Moist, Firm, Sand, SILT (ML) R=23 1.5 100 97 96 82 82 75 65.0 26.3 33 2 R-Value 100 97 92 84 76 66.8 25.2 33 9 3.0-7.0 Li ht Brown, Moist, Firm, Cemented, Silty, SAND SM 5.0 Scalped 1 95 85 75 1 60 1 51 42 34 26.2 21.7 NP NP 7.0 Bottom of Excavation Basalt Encountered @ 7.0 No Monitoring Well Installed Test Pit: TP-2 File #: 18199-A Client: Trilogy Development Date Excavated: 9/6/18 Project: Rock Contractor Excavated By: Top Grade Excavation Location: 43 33 04.86 -116 23 39.47 Logged By: J. Meusch, PM - SITE DEPTH SOILS DESCRIPTION feet 1.0" 3/4" 1/2" 1 3/8" 1 # 4 # 10 1 # 40 1 # 100 #200 1 %M I LL I PI 0.0-1.0 Brown, Moist, Firm, Sand, Clay, Silt With rootzone / organic layer to 6-8" 1.0-2.0 Tan, Dry, Firm, Cemented, Sand and Silt 2.0 Bottom of Excavation Basalt Encountered @ 2.0 No Monitoring Well Installed 208-440-6276 * bjarnoldpe@msn.com (9) Post Office Box 190537 * Boise, Idaho 83719 SITE ONSULTING, LLC TEST PIT LOG Test Pit: TP-3 File #: 18199-A Client: Trilogy Development Date Excavated: 9/6/18 Project: Rock Contractor Excavated By: Top Grade Excavation Location: 43 33 07.47 -116 23 38.70 Logged By: J. Meusch, PM - SITE DEPTH SOILS DESCRIPTION feet 1.0" 3/4" 1/2" 1 3/8" 1 # 4 1 # 10 # 40 # 100 #200 1 %M I LL PI 0.0-1.0 Brown, Moist, Firm, Sand, Clay, Silt With rootzone / organic layer to 6-8" 1.0-3.0 Brown, Moist, Firm, Cemented, Sandy, SILT ML 2.0 1 r-100 98 1 97 1 96 93 86 76.9 12.5 28 3 3.0-5.0 Light Brown, Moist, Firm, Cemented, Silt & Sand 4.0 Scalped 1 92 1 87 1 62 1 46 1 31 21 15 11.2 25.2 NP NP 5.0-9.0 Brown/Tan, Moist, Firm, Cemented, Sand & Silt 6.0 Scalped 1 92 1 85 1 78 1 60 48 33 23 16.1 25.5 NP NP 9.0-13.0 Brown to White, Moist, Firm, Cemented, Sand & Silt 10.0 Scalped 1 92 1 84 1 77 1 6. 53 39 31 23.7 23.7 NP NP 13.0 Bottom of Excavation Basalt Encountered @ 13.0 No Monitoring Well Installed 208-440-6276 * bjarnoldpe@msn.com (10) Post Office Box 190537 * Boise, Idaho 83719 SITE ONSULTING, LLC TEST PIT LOGS Test Pit: TP-4 File #: 18199-A Client: Trilogy Development Date Excavated: 9/6/18 Project: Rock Contractor Excavated By: Top Grade Excavation Location: 43 33 13.28 -116 23 39.16 Logged By: J. Meusch, PM - SITE DEPTH SOILS DESCRIPTION (feet) 1.0" 1 3/4" 1 1/2" 1 3/8" 1 # 4 1 # 10 # 40 # 100 #200 1 %M LL PI 0.0-1.0 Brown, Moist, Firm, Sand, Clay, Silt With rootzone / organic layer to 6-8" 1.0-2.0 Dark Brown, Moist, Firm, Sandy, Lean Clay CL 1.5 1 1 1 1 1 100 97 89 77.9 19.2 39 19 2.0-4.0 Light Brown, Moist, Firm, Cemented, Sandy, SILT (ML) R=42 R-Value Scalped 1 91 1 82 1 51 1 41 36 36 28 21.7 24.4 35 9 4.0-8.0 Tan, Moist, Firm, Cemented, Sand, Clay, Silt 8.0-15.0 Brown, Moist, Firm, Cemented, Silty, Sand 11.0 Scalped 1 95 1 89 1 82 1 68 55 31 19 14.0 25.2 NP NP 15.0 Bottom of Excavation No Basalt Encountered @ 15.0 No Monitoring Well Installed Test Pit: TP-5 File #: 18199-A Client: Trilogy Development Date Excavated: 9/6/18 Project: Rock Contractor Excavated By: Top Grade Excavation Location: 43 33 11.31 -116 23 44.89 Logged By: J. Meusch, PM - SITE DEPTH SOILS DESCRIPTION feet 1.0" 1 3/4" 1 1/2" 1 3/8" 1 # 4 # 10 # 40 # 100 #200 1 %M I LL I PI 0.0-1.0 Brown, Moist, Firm, Sand, Clay, Silt With rootzone / organic layer to 6-8" 1.0-5.0 Brown, Moist, Firm, Sandy, SILT ML 3.0 1 1 100 1 97 1 96 92 81 65 56.4 23.7 NP NP 3.0-5.0 Brown/White, Moist, Firm, Cemented, Sand, & Silt 5.0-15.0 Brown, Moist, Firm, Cemented, Silty, Sand 7.0 1 1 100 1 99 1 80 1 65 50 39 29.4 23.7 NP NP 15.0 Bottom of Excavation Basalt Encountered @ 15.0 No Monitoring Well Installed 208-440-6276 * bjarnoldpe@msn.com (11) Post Office Box 190537 * Boise, Idaho 83719 SITE ONSULTING, LLC TEST PIT LOGS Test Pit: TP-6 File #: 18199-A Client: Trilogy Development Date Excavated: 9/6/18 Project: Rock Contractor Excavated By: Top Grade Excavation Location: 43 33 06.50 -116 23 44.77 Logged By: J. Meusch, PM - SITE DEPTH SOILS DESCRIPTION (feet) 1.0" 1 3/4" 1 1/2" 1 3/8" 1 # 4 1 # 10 # 40 # 100 1 #200 1 %M I LL I PI 0.0-1.0 Brown, Moist, Firm, Sand, Clay & Silt With rootzone / organic layer to 6-8" 1.0-4.0 Tan, Moist, Firm, Silty, SAND (SM) R= same as TP4 R-Value Scalped 1 89 78 69 53 42 32 26 20.2 20.2 NP NP 3.0 Scalped 1 90 77 59 50 42 36 29 22.5 23.7 NP NP 4.0-7.0 Tan, Moist, Firm, Cemented, Sand & Silt 7.0 Bottom of Excavation Basalt Encountered @ 7.0 No Monitoring Well Installed Test Pit: TP-7 File #: 18199-A Client: Trilogy Development Date Excavated: 9/6/18 Project: Rock Contractor Excavated By: Top Grade Excavation Location: 43 33 01.51 -116 23 47.89 Logged By: J. Meusch, PM - SITE DEPTH SOILS DESCRIPTION feet 1.0" 1 3/4" 1 1/2" 1 3/8" 1 # 4 # 10 # 40 1 # 100 #200 1 %M I LL I PI 0.0-1.0 Brown, Moist, Firm, Sand, Clay, Silt With rootzone / organic layer to 6-8" 1.0-5.0 Brown, Moist, Firm, Sand & Silt 1.0-3.0 Brown/White, Moist, Firm, Cemented, Sand & Silt 3.0 Bottom of Excavation Basalt Encountered @ 3.0 No Monitoring Well Installed 208-440-6276 * bjarnoldpe@msn.com (12) Post Office Box 190537 * Boise, Idaho 83719 SITE ONSULTING, LLC TEST PIT LOGS Test Pit: TP-8 File #: 18199-A Client: Trilogy Development Date Excavated: 9/6/18 Project: Rock Contractor Excavated By: Top Grade Excavation Location: 43 33 03.89 -116 23 50.41 Logged By: J. Meusch, PM - SITE DEPTH SOILS DESCRIPTION (feet) 1.0" 1 3/4" 1 1/2" 1 3/8" 1 # 4 # 10 # 40 # 100 #200 1 %M I LL I PI 0.0-1.0 Brown, Moist, Firm, Sand, Clay, Silt With rootzone / organic layer to 6-8" 1.0-2.0 Tan, Dry, Firm, Cemented, Sand & Silt 2.0-4.0 Tan, Moist, Firm, Cemented, Sand & Silt 4.0-6.0 Tan, Moist, Firm, Sand, Silt 6.0 Bottom of Excavation Basalt Encountered @ 6.0 No Monitoring Well Installed Test Pit: TP-9 File #: 18199-A Client: Trilogy Development Date Excavated: 9/6/18 Project: Rock Contractor Excavated By: Top Grade Excavation Location: 43 33 10.05 -116 25 50.44 Logged By: J. Meusch, PM - SITE DEPTH SOILS DESCRIPTION feet 1.0" 1 3/4" 1 1/2" 1 3/8" 1 # 4 # 10 # 40 # 100 #200 %M LL PI 0.0-1.0 Brown, Moist, Firm, Sand, Clay, Silt With rootzone / organic layer to 6-8" 1.0-3.0 Brown, Moist, Firm, Sand, & Silt 3.0-7.0 Tan, Moist, Firm, Cemented, Silt & Sand 7.0-12.0 Tan, Moist, Firm, Cemented Sand & Silt 12.0 Bottom of Excavation Basalt Encountered @ 12.0 No Monitoring Well Installed 208-440-6276 * bjarnoldpe@msn.com (13) Post Office Box 190537 * Boise, Idaho 83719 SITE ONSULTING, LLC TEST PIT LOGS Test Pit: TP-10 File #: 18199-A Client: Trilogy Development Date Excavated: 9/6/18 Project: Rock Contractor Excavated By: Top Grade Excavation Location: 43 33 12.31 -1169 23 55.55 Logged By: J. Meusch, PM - SITE DEPTH SOILS DESCRIPTION feet 1.0" 1 3/4" 1 1/2" 1 3/8" 1 # 4 1 # 10 # 40 # 100 #200 1 %M I LL I PI 0.0-1.0 Brown, Moist, Firm, Sand & Silt With rootzone / organic layer to 6-8" 1.0-4.0 Tan, Dry, Firm, Cemented, Sand & Silt 2.0-4.0 Tan, Moist, Firm, Cemented, Silty, SAND (SM) R=Same at TP4 R-Value Scalped 1 90 1 79 1 78 1 51 1 39 30 23 17.8 25.2 NP NP 4.0-5.0 Tan, Moist, Firm, Cemented, Sand, Clay, Silt 5.0 Bottom of Excavation Basalt Encountered @ 5.0 No Monitoring Well Installed Test Pit: TP-11 File #: 18199-A Client: Trilogy Development Date Excavated: 9/6/18 Project: Rock Contractor Excavated By: Top Grade Excavation Location: 43 33 09.06 -116 23 55.55 Logged By: J. Meusch, PM - SITE DEPTH SOILS DESCRIPTION feet 1.0" 1 3/4" 1 1/2" 1 3/8" 1 # 4 # 10 1 # 40 1 # 100 #200 1 %M I LL I PI 0.0-1.0 Brown, Moist, Firm, Sand & Silt With rootzone / organic layer to 6-8" 1.0-2.0 Tan, Dry, Firm, Cemented, Silt & Sand 2.0 Bottom of Excavation Basalt Encountered @ 2.0 No Monitoring Well Installed 208-440-6276 * bjarnoldpe@msn.com (14) Post Office Box 190537 * Boise, Idaho 83719 SITE ONSULTING, LLC TEST PIT LOGS Test Pit: TP-12 File #: 18199-A Client: Trilogy Development Date Excavated: 9/6/18 Project: Rock Contractor Excavated By: Top Grade Excavation Location: 43 33 02.21 -116 23 55.07 Logged By: J. Meusch, PM - SITE DEPTH SOILS DESCRIPTION feet 1.0" 1 3/4" 1 1/2" 1 3/8" 1 # 4 1 # 10 1 # 40 1 # 100 1 #200 1 %M I LL I PI 0.0-1.0 Brown, Moist, Firm, Sand & Silt With rootzone / organic layer to 6-8" 1.0-7.0 Brown/Tan, Moist, Firm, Cemented Sand & Silt 7.0 Bottom of Excavation Basalt Encountered @ 7.0 No Monitoring Well Installed 208-440-6276 * bjarnoldpe@msn.com (15) Post Office Box 190537 * Boise, Idaho 83719 SITE ONSULTING, LLC SOIL LOG LEGEND UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM STANDARD TEST METHOD D 2487 FOR CLASSIFICATION OF SOIL FOR ENGINEERING PURPOSES MAJOR DIVISIONS TYPICAL DESCRIPTIONS COARSE GRAINED SOILS < 50% - #200 GRAVEL & GRAVELLY SOILS <50% - #4 < 5% - #200 =1 Well -graded gravel, ravel -sand mixture, little or no fines. GP Poorl - raded gravel, gravel sand mixture, little or no fines 5-12% -#200 >12% - #200 GM Silty gravel, ravel -sand -silt mixtures GC Clayey ravel, gravel-sand-cla mixtures SAND & SANDY SOILS > 50% - # 4 < 5% - #200 SW Well -graded sand, gravelly sand, little or no fines. SP Poorl - raded sand, gravelly sand, little or no fines >12% - #200 SM Silty sand, sand -silt mixtures 1=1 Clayey sand, sand -clay mixtures FINE GRAINED SOILS > 50% - #200 SILTS & CLAYS LL < 50% INORGANIC ML Flnorganic silt and fine sand, rock flour, silty or clayey fine sand or e silt with slight plasticity CL Lean clay -low to medium plasticity, gravelly, sandy, or silty clay ORGANIC =1 Organic silt and organic silty clay of low plasticity SILTS & CLAYS LL > 50% INORGANIC MH Elastic silt, micaceous or diatomaceous fine sand or silty soil. CH Fat clay - high'plasticity ORGANIC OH Organic clay-med. or high plasticity: organic silt HIGHLY ORGANIC SOILS PT Peat, humus, swamp soil with high organic content ABBREVIATIONS AND ACRONYMS ASTM American Society for Testing and Materials IBC International Building Code ISPWC Idaho Standard for Public Works Construction ITD Idaho Transportation Department NP Non Plastic PCC Portland Cement Concrete TP Test Pit USCS Unified Soil Classification System cf Pounds per Cubic Foot sf Pounds per Square Foot tsf Tons per Square Foot sf/f Pounds per Square Foot / Foot 208-440-6276 * bjarnoldpe@msn.com (16) Post Office Box 190537 * Boise, Idaho 83719 SITE ONSULTING, LLC ADJACENT WELL LOGS o`rrl2sx-/ IDAHO DEPARTMENT OF WATER RESOURCES Y WELL DRILLER'S REPORT Insptic[edbyU� Use Typewriter or Bellpomt Pen 6625t7 Twp_Rge_Sec ! 1. DRILLING PERMIT NO. 63_ - 97 1/4 1t4 _714_- W 0514 - 000 11. WELL TESTS: ue Iyrg: _ (khcr IDWR tb._ .. ❑ Pump ❑ Baler Air ❑ Rowig ArleMah 2.OWNER: Nams Robin Willeman 1 1. 01 e,e Address 6030 South Meridian Road Cy Meridian Byte Imp 413842 3. LOCATION OF WELL by legal description: Sketch map location M= agree with wrihon location _ Twp- 2 North'A or South ❑ r Rgt.'I East X or West O Sac. 31--ZMLI/4 SII 114 _714 GVA Lot _C-19 r_Ada R 4t Lonp: tlft-fiFM-Sft-6620Seerth-Mef/dtan RDad city Meridaan rnwF.aRr.wrr nr,mv,.srN Lt.Blk. Sub. Name 4. USE: UWomwtic J Municipal L Monitor U Irrigation Thermal ❑ Injection. C Other 5. TYPE OF WORK check al that appy (Replacement etc) 1-P` New Wel IJ Mudity C At—uanment ❑ Other- 6- DRILL METHOD RbAh Rotary Li Cable C MW Rotary tl Caher 7 CF.1 IMf] �Qfa/.GIL IOGC sanuFRIER FAp( AI.OINT AETIrOb MaYnN Fran To Setlgn 'Bentonits p1 351 #500 Overbore searvw u n shoe neptn(s) '•• was drive shoe seal tested? OYn=i HawT 8. CASINGAJNER: denser Fmm ro NaMul C..V Wr wepea T i +2 1230 .2E1 Steel > > tQ ❑ ri n Longm of Havlplpa 10' Length of Tailpipe 9. PERFORATIONSISCREENS `❑ PBrIOrallona Met,od 7Uj Screens Scnwn Type Johnson FM! To 345m Nuncw OWreiw Crp ha,r Water Temb. 01 Bctom noa temp. Water Quality teal or comment': 1 iron! 7.5 Phi 13 Grains _ DgAhfMWater Encountered 134 12. LITHOLOWC LOG: ttl serih.r...l..e..h,..en.....:...n I♦I♦ now �ifflir�and ©M � y M �im�zn r ©Fire i , . Fro E33M IN IIIII,- IN MIN ❑ ❑ 13. DRILLER'S CERTIFICATION ❑ ❑ VW. terry that al minimum wall eonsavalon starwaros were comptir, with at ❑ ❑ the t- the rig was rsnoyed Fnm Name ADAMSOM PUMP dr DRILLING Fam No, 0457 10. STATIC WATER LEVEL OR ARTESIAN PRESSURE: 121 h hmnw ground Artesian pressure Ib. F.—ptrcet,-,j�1.dl.ri�?.�te Depth rbw encountered ft. Describe access port or and control devices: Supervisor or Operato.A-M Isgn enr. o rern onrw a opw.ut FORWARD WHITE COPY TO WATER RESOURCES 208-440-6276 * bjarnoldpe@msn.com (17) Post Office Box 190537 * Boise, Idaho 83719 SITE ONSULTING. LLC 208-440-6276 * bjarnoldpe@msn.com (18) Post Office Box 190537 * Boise, Idaho 83719 SITE ONSULTING, LLC F0 / IDAHO DEPARTMENT OF WATER RESOURCES Tre WELL DRILLER'S REPOR ,',. 13 1. DRILLING PERMrrNO. 63 .95 -A.. 0162 : B9Q 11. WELL TESTS: Ott., IDWR Ne—. NE Pump ❑Railer ❑ Namur J e Asequinolaza win n"" Address 5621 S. Me! dian R city zridian StatddazP83642 3. LOCATION OF WELL by legal dincription: Sketch map location must some with written location. N Twp. q North Lac or South ❑ w RIPC 1 East ❑ or West [k CaoVi Let_pglflty Ada e Address of Well Site satifte CdyMeridian LL Rik Sub. Name 4. PROPOSED USE: ® Domestic O Municipal El Monitor ❑Irrigation 7 Thermal ❑ Injection C Other S. TYPE OF WORK J New Well ❑ Modify or Rapaa XReplacement ❑ Abandonment 6. DRILL METHOD Mud Rotary rat Air Rotary X Cable ❑ other � ecnn wr_ oen'•enrme� Was drive shoe used? EX V ❑ N Shoe DeWs) Was drive Shoe seal tested? Y E] N � Ffou// 8. CASING/LINER: n CasMp Liner WJOp 4°9 q 80llll047RA ❑ ❑ K ❑ ❑ A ❑1I ❑ ❑ A f71r'1 j Length of Hoadpipe /. r a Length of Taapipil_ 9. PERFORATIONS✓SCREENS Q Perforations Method .. ns Def ri Screen Type .s:.vd►� -j � From To 9IN 5- Nurpal Mal °alY� Iliw j0 / O ❑ O Q ❑ n �mll� Use Typewriter or Ball Point Pen Water Temp —_ Ronom hole lamp, Water Quality test or comments:_ IN N Mm- FM In IN �F�3iFtRc L u_' E�� r MF 13. DRILLER'S CERTIFICATION 1/We certify that all minimum well construction standards were complied with at the time the rig was emoveo. Firm Nsme_IZQIIrii�phl pps W 'f_ a�17ri1�iom No. 3,�2 1Q STATIC WATER LEVEL OR ARTESIAN PRESSURE: --LJ—tQ h, below grourw Artesian pressure —lb. Firms — Depth Clow encountered _ _ fL Describe access port or and control devices:_ 11)e.Q.e -SA'I Supervisor or Operator Date -- FORWARD WHITE COPY TO WATER RESOURCES 208-440-6276 * bjarnoldpe@msn.com (19) Post Office Box 190537 * Boise, Idaho 83719 SITE ONSULTING, LLC 208-440-6276 * bjarnoldpe@msn.com (20) Post Office Box 190537 * Boise, Idaho 83719 SITE ONSULTING, LLC -..., --Ai"' IU WAI—R .EaUUrt.ra Form 238-/ 11,97 .1GE v IDAHO DEPARTMENT OF WATER RESOUROES on"u-0biy WELL DRILLER'S REPORT bMpibdby 1. WELL TAG NO. D 9248 DRILLING PERNtlTNO,I -pp� Other IDWR No. _ 2.OWNER: Name Tom s. L AWjQ06 Felt9en _ Add— 3721 3. PimmitAve_. City _Boise zip 83m 3. LOCATION OF WELL by legal description: 31-1, map location must agrcc wkh w fibwa locadw. N Twp3 North Q or South ❑ B Rge. 1 _ East ❑ a blast 7p LAI • — 36 _19 tNW 114 BE tµ OoYt lot OorNrtY Ada l6" � Y. ` • Let Lorg' Add —of Wee Site Lake RaZelRoad C't' Meriden Lt. 81k. _ Sue. Name _ 4. USE: [NDmnwap �]htunwipal oMonitw ]knoaoan ❑Therrrnl ulnj coon ❑ovmr 5. Tiy1MtVYORK- 7haok ` apWy flteptaa—r-elcl l ©Nwv WNI [Modify Ab.ndonmerd Ilow- 8. DRILL METHOD: WAu Rotary ['Cable ]Mud Rotary ]Othor 7. SEALING PROCEDURES: 3-lift. pack _AMOIJNT wittad.l Far. To WTNOD Bentft a 50 5001b5 Pour Wmilrivashoo—od? DIY ON Shea oepth(lk) WasdrrveahoawltowitO®Y❑N HoWt S. CASINO/LINER• Di.meln Fmm Ta' D Matrrivl C.sia; L.er M—Tood.d + eBe1 ® G lal ❑ 5 ,B sheet a' i ❑ ❑ ❑ �1CRC Lengm of H..dpip• 10,eet LargMatTayga 0 9. PERFORATIONS/SCREENS: ❑Red«anon. Milli QScr.ens screen Type Johnson Frain m:sa man..ror.mr Nt.ta.W �.g ,;� 3 ❑ Ili fl ❑ ❑ ❑ 10. STATIC WATER LEVEL OR ARTESIAN PRESSURE: 130a. bobvir trmwd Arleta. pM•wee 1b. DNAttlowomrRRad-200-__& Oeeas3s aecweAarfacetwd dwic— e 95895 _ W L4 1/4 11. WELL TESTS: i.et '4'°' Pump ❑BYtar rX- ❑17dwdn ArtaWn vee gal /min. Drai.doAn lawnpirp IANtl Time 75 WNer Temp. ,� _ Sotlom hole temp. §g WNx Oaartrtxeonerrefrec _ _ Depth tint W.Icr Eri—rger, 1r 12. LrrHOLOGIC LOG: tD.emitra rape s ar ebendonme n) ELM •��,• MIMI �- �NoNo No No No ON No Ai No No ONION No No no N N! NO on No o tl�Nl���on INO_�� 77" No No No No No No ON MM Ni rr � rt, 13.DRILLER'S CERTIFICATION: MW ccnifythatoli minimum.ten construction.bndards rccomplied withat No nm. or. rig was removed. Company No— Troasu y IlIng Firm N. 5W Firm Official Dag AL1Y(99 and Driller or OpmaW Dots tsre•aio.rF.m t>Yiarsap..ma -- 208-440-6276 * bjarnoldpe@msn.com (21) Post Office Box 190537 * Boise, Idaho 83719 SITE ONSULTING, LLC Form /238-7 IDAHO DEPARTMENT OF WATER RESOURCES Office Use Only WELL DRILLER'S REPORT,,(/�1..r inspected by Use Typewriter or Ballpoint Pen O(T�T�/g9 TWp_Rge_SBC_ —, _1A 1/4_1/4 1. DRILLING PE7� 1T NO. Q - 11. WELL TESTS: tat: Lon Other IDWR No, _(�r,' — 9 �'i��"i ❑ Pump � Bauer Air n Flowing Aneslen 2.OWNER:t., a— . .. Dra 0— 1 -- —0 11wr 3. LOCATION OF WELL by legal description: Sketch map location myst agree with written location. u Twp. 3Cd NorthX or South ❑ e Rge. �'f..,__ East t�or�"� 77 Wnt 0 Sec. 3 1/4 c20 1/4 _114 Gov't Lot _ _ Cotinttr' pM,�Oitla *— X — Lat ' : t,pr�r : e Address of Well Site 1 �� I-67&i _. Clry WrAurm L1. BIk. Sub. Name 4. USE: (Domestic 0 Municipal 7 Morthor Otrtlgation Thermal C Injection D Other 5. TYPE OF WORK check all that apply (Replaoerttent etc.) X New Well ❑ Modify Abandonment .r: Other 6. METHOD 9ILL Air Roary ❑ Cable ❑ Mud Rotary O Other T. SEALING PROCEDURES Ilk I lad 07Q 110= �G:'i'ii� Was drive shoe used? W ❑ N Shoe Depth(a) Was drive shoe seal tested? E2Y LGN How? — B. CASING/LINER: G�..700 (=cmv Diw VAO M TNM&d 1� CI% ❑ o C ❑ ❑ ❑ ❑ C) r Length of tleadplpe �TI»ngtii of Tailpipe 9. PERFORATIONS/SCREENS D Perforations Method Screens Screen TYpe O[i F— Ta slgeize N,rWr ttWdi CMrS lilerCMiM l!b 5" ❑ - ❑ _ Li 10. ySTATIC WATER LEVEL OR ARTESIAN PRESSURE: below ground Artesian pressure _Ib. Depth flow encountered tL Describe access port or Control devices: �ate•Temp. J' llottomhol nOuaiiry last or opmmems: � � 'irI1P;, 12. LITHOLOGIC LOG: (Describe reps or abandonment) (=cmv Diw VAO M TNM&d 1� CI% ❑ o C ❑ ❑ ❑ ❑ C) r Length of tleadplpe �TI»ngtii of Tailpipe 9. PERFORATIONS/SCREENS D Perforations Method Screens Screen TYpe O[i F— Ta slgeize N,rWr ttWdi CMrS lilerCMiM l!b 5" ❑ - ❑ _ Li 10. ySTATIC WATER LEVEL OR ARTESIAN PRESSURE: below ground Artesian pressure _Ib. Depth flow encountered tL Describe access port or Control devices: �ate•Temp. J' llottomhol nOuaiiry last or opmmems: � � 'irI1P;, 12. LITHOLOGIC LOG: (Describe reps or abandonment) FUME MIN ��� MUM MW IMP MM �i I♦I■ IMM wo. I♦I♦ 13. DRILLER'S CERTIFICATION I/We certify that all minimum well construction standards were complied with at the time the rig was removed. I� Flrm Name f p brill• F�rjjj'Noo P-grp Firm Official �� 2 Data - and Q Supervisoror Operato U, 1)"C'-. Date &'"! li>i!h arc. a Fwn Done at1F...w.) FORWARD WHITE COPY TO WAVER RESOURCES 208-440-6276 * bjarnoldpe@msn.com (22) Post Office Box 190537 * Boise, Idaho 83719 SITE ONSULTING, LLC DESIGN SECTION CALCULATIONS (ACHD R-Value Method) Project: Rock Contractors Subdivision File No.: 10199-A Meridian Road - Meridian, Idaho caic By: B. Arnold Client: Trilogy Development Date: 10/20/18 Design Thickness Equation: T = 0.0032 (TI) (100-R)(12) = GE (inches) T= Design Thickness TI = Traffic Index = 10 Assumed GE = Gravel Equivalent R = R-Value = 20 By Soil Test GE= 31.2 Inches ACHD HMA, 3/4" Road Base and Aggregate Subbase Actual Thickness Equivalent Thickness ACHD Asphalt Concrete Thickness = 4.0 Inches ACE= 10.0 Inches 3/4" Road Base Thickness Desired = 4.0 Inches RBE= 4.4 Inches Calculated Aggregate Subbase Thickness Equation: Subbase Thickness=SB=GE-ACE-RBE SB= 16.8 Inches CALCULATED DESIGN SECTION ACHD Asphaltic Concrete= 4.0 inches 3/4" Road Base = 4.0 inches Aggregate Subbase = 17.0 inches RECOMMENDED DESIGN SECTION Asphaltic Concrete = 4.0 inches 3/4" Road Base = 4.0 inches Aggregate Subbase = 17.0 inches 208-440-6276 * bjarnoldpe@msn.com (23) Post Office Box 190537 * Boise, Idaho 83719 SITE ONSULTING, LLC DESIGN SECTION CALCULATIONS (ACHD R-Value Method) Project: Rock Contractors Subdivision File No.: 10199-A Meridian Road - Meridian, Idaho caic By: B. Arnold Client: Trilogy Development Date: 10/20/18 Design Thickness Equation: T = 0.0032 (TI) (100-R)(12) = GE (inches) T= Design Thickness TI = Traffic Index = 6 By ACHD GE = Gravel Equivalent R = R-Value = 20 By Soil Test GE= 18.9 Inches ACHD HMA, 3/4" Road Base and Aggregate Subbase Actual Thickness Equivalent Thickness ACHD Asphalt Concrete Thickness = 2.5 Inches ACE= 5.0 Inches 3/4" Road Base Thickness Desired = 4.0 Inches RBE= 4.4 Inches Calculated Aggregate Subbase Thickness Equation: Subbase Thickness=SB=GE-ACE-RBE SB= 9.5 Inches CALCULATED DESIGN SECTION ACHD Asphaltic Concrete= 2.5 inches 3/4" Road Base = 4.0 inches Aggregate Subbase = 10.0 inches RECOMMENDED DESIGN SECTION Asphaltic Concrete = 2.5 inches 3/4" Road Base = 4.0 inches Aggregate Subbase = 10.0 inches 208-440-6276 * bjarnoldpe@msn.com (24) Post Office Box 190537 * Boise, Idaho 83719 /SITE ONSULTING, LLC Contracted R-Value Results Pavement Engineering inc. Redding • San Luis Obispo Calirans-1 AMRL / QC • QA RESISTANCE (R) VALUE TEST ASTM D 2844 Laboratory No.: L181783 Project No.: 180096 Sample Date: September 6.2018 Report Date: October 4, 2018 Client: Site Consultina LLC Project Name: 2018 Laboratory Testing Sample Description: Brown Sandy Cla oampie Location: 80 70 (6 60 > 50 40 M T 30 .Cn QGWu - - -- _; T---- 110 800 700 600 500 400 300 200 100 0 Exudation Pressure (P.S.I.) Resistance Value Test —300 P.S.I. Specimen No. 7 8 9 Moisture Content %) 20.0 216 19.2 Dry Density PCF 100.3 98.0 101.8 Resistance Value R 22 16 43 Exudation Pressure PSI 300 137 575 Expansion Pressure 104 52 199 As Received Moisture Content % 20.0 RESISTANCE VALUE AT 300 P.S.I. 22 ® J Reviewed By: A Blandon Rodebaugh :sHro Me Materials Engineer Serving California since 1987 �-sntengineenng.com 208-440-6276 * bjarnoldpe@msn.com (25) Post Office Box 190537 * Boise, Idaho 83719 /SITE ONSULTING, LLC Pavement Engineeringinc. Redding •San Luis Qbispo CeRransa/AAM71./QC• QA _RESISTANCE (R) VALUE TEST ASTM D 2844 Laboratory No.: L181776 Project No.: 180096 Sample Date: September 6. 2018 Report Date: October 3. 2018 Client: Site Consultina LLC Project Name: 2018 Laboratory Testina Sample Description: Brown Sandy Clay with Gravel Sample Location: Rock Contractor TP-4 18199 100 A 80 m 70 60 > 50 c 40 B Cn 30 20 Cy 800 700 600 500 400 300 200 100 0 Exudation Pressure (P.S.I.) ---Resistance Value Test —300 P.S.I. Specimen No. 10 11 12 Moisture Content % 30.5 28.3 27.6 Dry Density PCF 85.6 87.3 87.0 Resistance Value R 18 46 77 Exudation Pressure PSI 102 323 573 Expansion Pressure 17 22 35 As Received Moisture Content (%) 17.1 RESISTANCE VALUE AT 300 P.S.I. 43 ARR Reviewed By. Brandon Rodebaugh ` ' Materials Engineer Serling Calilomia since 1987 www.pavementengineefi.ng.com 208-440-6276 * bjarnoldpe@msn.com (26) Post Office Box 190537 * Boise, Idaho 83719 SITE ONSULTING, LLC Bedrock Rock Profile Data Rock Contractor Subdivision Point Depth Location 400 None 43 33 0.41 -116 23 50.49 401 6.50 4333 1.01 -116 23 50.51 402 5.50 4333 1.75 -116 23 50.45 403 4.00 43 33 2.43 -116 23 50.48 404 9.00 43 33 3.12 -116 23 50.53 405 9.00 43 33 3.09 -116 23 50.05 406 7.00 43 33 4.15 -116 23 49.79 407 5.50 43 33 4.28 -116 23 49.50 408 8.00 43 33 4.30 -116 23 50.99 409 5.50 43 33 4.34 -116 23 52.63 410 None 43 33 4.32 -116 23 59.14 411 None 43 33 3.45 -116 23 53.89 412 None 43 33 2.19 -116 23 53.91 413 4.00 4333 1.79 -116 23 50.71 414 11.00 43 33 1.68 -116 23 53.11 415 None 4333 1.77 -116 23 54.57 416 10.50 4333 1.77 -116 23 55.10 417 8.00 43 33 5.46 -116 23 54.12 418 12.00 43 33 6.72 -116 23 54.33 419 13.00 43 33 7.33 -116 23 53.62 420 None 43 33 6.52 -116 23 53.02 421 8.00 43 33 7.85 -116 23 54.40 422 None 43 33 8.74 -116 23 54.15 423 7.50 43 33 9.02 -116 23 54.29 424 3.00 43 33 9.16 -116 23 54.95 425 3.00 43 33 10.37 -116 23 55.51 426 None 43 33 10.53 -116 23 53.93 427 9.00 4333 11.17 -116 23 54.30 428 8.00 4333 12.25 -116 23 54.10 429 12.00 4333 12.69 -116 23 52.92 Point Depth Location 430 None 4333 13.25 -116 23 54.38 431 None 4333 13.35 -116 23 53.02 432 None 4333 13.35 -116 23 51.33 433 None 4333 13.13 -116 23 49.95 434 None 4333 13.78 -116 23 48.65 435 None 4333 13.39 -116 23 47.84 436 None 4333 13.25 -116 23 46.39 437 None 4333 13.41 -116 23 45.26 438 None 4333 14.08 -116 23 21.28 439 None 4333 13.10 -116 23 42.59 440 None 4333 13.17 -116 23 41.51 441 None 4333 13.23 -116 23 39.44 442 None 4333 12.36 -116 23 45.02 443 8.50 4333 11.39 -116 23 45.06 444 7.00 4333 11.17 -116 23 46.58 445 0.00 4333 11.50 -116 23 48.22 446 10.00 4333 11.36 -116 23 49.27 447 9.00 4333 11.31 -116 23 50.84 448 6.00 4333 11.33 -116 23 57.08 449 12.50 4333 11.33 -116 23 54.04 450 None 4333 13.15 -116 23 40.96 451 None 4333 13.20 -116 23 45.00 452 12.00 4333 13.20 -116 23 46.54 453 None 4333 11.30 -116 23 41.60 454 None 4333 13.23 -116 23 41.75 455 6.00 4333 10.39 -116 23 44.99 456 12.00 43 33 9.28 -116 23 44.95 457 5.00 43 33 8.39 -116 23 44.87 458 5.50 43 33 7.77 -116 23 44.99 459 4.50 43 33 7.03 -116 23 45.05 208-440-6276 * bjarnoldpe@msn.com (27) Post Office Box 190537 * Boise, Idaho 83719 SITE ONSULTING, LLC Bedrock Rock Profile Data Page 2 of 2 Point Depth Location 460 4.00 43 33 5.82 -116 23 45.00 461 4.00 43 33 5.82 -116 23 44.13 462 5.00 43 33 5.11 -116 23 44.18 463 None 43 33 7.00 -116 23 51.43 464 None 43 33 6.82 -116 23 50.50 465 5.00 43 33 7.12 -116 23 48.81 466 6.00 43 33 6.99 -116 23 47.26 467 5.50 43 33 6.95 116 23 45.73 468 None 43 33 9.90 -116 23 41.75 469 14.00 43 33 8.86 -116 23 41.19 470 None 43 33 7.86 -116 23 41.63 471 None 43 33 6.96 -116 23 41.58 472 13.00 43 33 6.24 -116 23 41.49 473 12.00 43 33 4.50 -116 23 44.29 474 7.00 43 33 3.92 -116 23 44.32 475 5.50 43 33 2.63 -116 23 44.09 476 5.50 43 33 2.65 -116 23 45.25 477 None 43 33 2.71 -116 23 45.28 478 7.00 43 33 2.63 -116 23 42.78 479 4.50 43 33 2.71 -116 23 41.61 480 3.00 43 33 2.68 -116 23 40.23 481 6.00 43 33 2.87 -116 23 40.08 482 None 43 33 0.44 -116 23 44.48 483 10.00 4333 1.57 -116 23 53.10 484 None 43 33 0.44 -11623 57.13 485 None 43 33 0.52 -116 23 50.59 486 10.00 43 33 3.57 -116 23 50.59 487 7.00 43 33 3.81 -116 23 50.18 488 None 43 33 4.26 -116 23 54.20 489 None 43 33 5.74 -116 23 54.07 Point Depth Location 490 None 43 33 6.86 -116 23 50.13 491 None 43 33 6.93 -116 23 51.42 492 3.00 43 33 8.98 -116 23 54.80 493 4.00 43 33 8.97 -116 23 55.59 494 9.00 43 33 11.25 -116 23 54.09 495 10.50 43 33 12.54 -116 23 53.98 496 None 43 33 10.11 -116 23 48.94 497 10.50 4333 10.95 -116 23 46.03 498 5.00 43 33 7.59 -116 23 45.69 499 7.00 43 33 8.24 -116 23 45.81 500 None 43 33 9.98 -116 23 42.00 501 None 43 33 10.86 -116 23 42.16 502 None 43 33 9.38 -116 23 44.23 503 None 43 33 8.82 -116 23 43.48 504 None 43 33 8.91 -116 23 42.54 505 9.00 43 33 8.76 -116 23 41.88 506 None 43 33 11.17 -116 23 43.37 507 None 43 33 11.24 -116 23 42.22 508 None 43 33 12.47 -116 23 44.22 509 None 4333 12.76 -116 23 43.62 510 None 4333 12.95 -116 23 41.88 Nothing follows 208-440-6276 * bjarnoldpe@msn.com (28) Post Office Box 190537 * Boise, Idaho 83719