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CC - Storm Drainage Calculations ailey Engineering,Inc. CIVIL ENGINEERINGIPLANNINGICADD DRAINAGE CALCULATIONS FOR: Gander Creek North Subdivision No. 3 S5�ONAL � PROJECT NO: C2018-007 o�ti �xcf- NsF.0 06/21/2021 DATE: 06/18/2021 a 19852 OF �. c�FMA D P�,P OWNER: Trilogy Development, Inc. 9839 W Cable Car St, Suite 101 Boise, ID, 83709 (208) 895-8858 1119 E. State Street, Suite 210 ♦ Eagle, Idaho 83616 ♦ Tel.: 208-938-0013 Gander Creek North Subdivision No. 3 consists of approximately 16.07 acres located to the west and south of Gander Creek North Subdivision No. I and McMillan Road respectively. Fill will be brought to achieve separation from the roadways and lot pads due to the presence of high ground water table in the site. The drainage system for Gander Creek North Subdivision No. 3 will consist of 4 infiltration ponds within the property. The front half of `Type A' lots has been designed to slope towards the roadway, continuing to roadside gutters. The entirety of`Type B' lots has been designed to slope towards the roadway as well. These gutters are routed to catch basins at low points. The front half of all building lots is sloped towards the subdivision's interior roadways. The back half of Type `A' lots is sloped towards the rear, where a backyard swale will collect stormwater. The entirety of Type `B' lots will be sloped towards the subdivision's interior roadways; this has been accounted for in the delineation of drainage areas. The site has been delineated into drainage areas (see Appendix 2) that flow into the infiltration ponds. All four(4)ponds that are present in the site's interior have been divided into forebay and primary basin. All of these the infiltration ponds along the site have been designed as zero- separation infiltration ponds. Ponds are designed with a clay-lined forebay and unlined primary basin. The forebay will receive water through subsurface storm drain piping. The pond forebay has been designed with a clay liner and is not designed for infiltration. The bottom of the pond forebay will be sloped at a 1% minimum slope to a pipe cutting through the pond berm into the primary basin. The pipe extending through the pond berm will have an orifice cap to regulate flow and extend the treatment time of the storm water. In this `zero-separation' design,the shallow inlet catch basin serves as pre-treatment,with the forebay acting as a detention basin providing primary treatment. By the time the water enters the primary basin, no additional treatment is required and the water can infiltrate into the earth without the 3' separation requirement. The ACHD Calculation Spreadsheet,Version 10.0(May 2018)was used to determine runoff volumes and size the site's drainage facilities. Using a unique time of concentration and a weighted runoff coefficient for all the drainage areas,runoff volumes were calculated for each drainage area. Methodology and Assumptions 1. Geotechnical Report from Site Consulting,LLC is attached(Appendix 4) a. Prepared by Bob Arnold,dated 03/07/2019 b. Ground water is shallow across the development site. c. Ground water monitoring reports obtained for the site dated 07/24/2019; 08/16/2019; 09/12/2019 and 10/23/2019 have been attached with the Appendix 4. d. Infiltration Rate: 3 in/hr recommended in geotechnical report. FOS of 2 applied per ACHD 8010.1.5 >Design Infiltration Rate: 1.5 in/hr 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 a. C for single family residential use=0.40 b. C for asphalt=0.95 c. C for gravel shoulder=0.75 d. C for landscape area=0.20 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. Pond Calculations 1. Standard sizes a. Side Slope: 4:1 (H:V) for ponds typical b. 100 year water depth: varies c. Required Freeboard i. 0.5' for water depth < 3.0' ii. 1.0' for water depth> 3.0' List of Appendices: Appendix 1 - Intensity-Duration Frequency (IDF) curve Appendix 2 - Drainage Map Appendix 3 - Drainage Calculations Appendix 4 - Geotechnical Report and Ground Water Monitoring Reports 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 ------.2year 2.50 -*-5 year 22.00 -x-10 year y -6 25 year s c1.50 X\ 50 year r V) X --0-100 year 21.00 --*\ X....................... \ 0.50X �� � ... �� 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\bdahal\Desktop\AII from Desktop of Old CPU\Gander Creek North 2\Gander Creek North 3 ACHD Calc Spreadsheet 6/16/2021, 12:28 PM Version 10.0, May 2018 o � = Qo � —°P OP °P °P OP °P — _ _ _ _ _ _ _ To toe_ TOB —Tom — N T 29 Q — OP OP OPop—op—op— OP — — — — OB 0B OB OB /R r EP B OP OP OP T08 TOB OP TO OP ___ _ ______I I °P °P op—op—op G�— ds�B °doe Toe aP oP oP �� V LU '--- —�--I L___—__—__—___—_—__—__ — ______—__—________ __— �♦ ----------------- ----- -------E--- W 32 ; i W. 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IIi �tOB 11 / /EGR-EGR _� 50 0 25 50 100 DATE: I III i SOB /EGR I / SCALE IN FEET C20018—o I GR 1"=50' SHEET AND 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. 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 Gander Creek North Subdivision No.3-DA 1-QV 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 4 Enter number of storage facilities(25 max) 4 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 171,020 Acres 3.93 6 Determine the Weighted Runoff Coefficient(C) 0.56 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.56 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Cai­iate min 10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"i Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas Segment 2:Gutter Shallow Concentrated Flow 0. Parks,Cemeteries .1010-0.25 b 0.004 0.619 729 1.3 9.5 playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.010 124 0.200 3.9 31.6 Computed Tc= 41.0 User-Entered Tc= 41.0 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.15 in hr 9 Calculate the Post-Development peak discharge(QPeak) Qp¢.k 2.54 cfs 10 Calculate total runoffvol IV)(for sizing primary storage) V 7,628 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 4,768 fY 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Basin Foreba V 763 ft' Asphalt 0.95 Y Concrete 0.95 Primary Treatment/StorageBasin V 6,865 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 7,628 ft' 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\bdahal\Desktop\AII from Desktop of Old CPU\Gander Creek North 2\Gander Creek North 3 ACHD Calc Spreadsheet 6/16/2021,9:11 AM Version 10.5,November 2018 ACHD Calculation Sheet for Sizing Basins 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 Gander Creek North Subdivision No.3-Pond 1 2 Enter number of Basins(25 max) 4 3 Number of Cells(Forebay+Primary=2,Primary Only=1) 2 4 Design Storm 100 Link to: Qv 5 Weighted Runoff Coefficient C 0.56 Q,V2 n 0,3 6 Area A(Acres) 3.93 acres Q,V4 7 Approved Discharge Rate(if applicable) 0.00 cfs Q,V TR55 8 1-Basin Forebay V 763 ft3 Toggle between Forebay and Primary Basin,enter data and print for each SideSkp Z site slope Z Sib Skaz A n. ^ Flaw ' M.ks pz t--�--� ( ) Side S*Z !L 0 Sib 6i Forebay Primary Basin 9 Select Forebay Shape 5-Irregular 10 Width of Forebay Bottom W 14.0 ft 74.0 11 Length of Forebay Bottom L 33.0 ft 111.0 12 Side Slopes(H:1) H:1 4.00 4.00 13 Enter Bottom Elevation 2514.83 ft 2514.78 14 Enter Top Bank Elevation 2516.78 ft 2516.78 15 Enter Water Surface Elevation(WSE) 2516.28 ft 2516.28 16 Distance Between Forebay and Primary Basin(blank if na) 0.00 ft 0.00 17 Enter Elevation Berm 2516.28 ft 2516.28 18 Enter High Groundwater Elevation 2513.91 ft 2513.91 19 Min.Freeboard Requirement 0.50 20 Freeboard Provided 21 Infiltration Area for Forebay Infiltration? 0.50 in/hr Note:infiltration required if Design Infiltration Rate,Enter 0for no infiltration bottom sloped%or0 outflow 22 Infiltration Area for Forebay Asaod 0 ftz 3622 Enter 0 for no infiltration 23 Adjusted Storage Required 260 m Duration !total Q Runoff Perc Vol Pre-Dev Total Max Vol Vol Discharge Discharge Reqd Hr in/hr cfs ft3 ft3 ft3 ft3 ft3 1.00 0.96 1.32 763 0 0 0 763 24 Depth-Storage Relationship: Saved Surface Basin Basin Surface Surface Area A at Volume Saved Side Slope Width at Length at Area A at Area A at Stage(ft) Below Stage(ft) New Stage(it) (H:V) Stage(ft) Stage(ft) Stage(ftz) Stage(ft) OVERIDE Stage(ft) 2514.83 2514.83 4.000 14.0 33.0 Override 1.00 0 2515.08 4.000 0.0 0.0 Override 359.00 2515.48 1 4.000 1 0.0 0.0 1 Override 518.00 2515.88 4.000 0.0 0.0 Override 697.00 2516.28 4.000 0.0 0.0 Override 897.00 782 1.45 ft depth for storage STORAGE OK 25 Does forebay have capacity? yE5 26 Time to drain forebay 0.0 hours 90%volume in 48-hours minimum - C:\Users\bdahal\Desktop\AII from Desktop of Old CPU\Gander Creek North 2\Gander Creek North 3 ACHD Calc Spreadsheet 6/16/2021,9:11 AM Version 10.0,May 2018 ACHD Calculation Sheet for Sizing Basins 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 Gander Creek North Subdivision No.3-Pond 1 2 Enter number of Basins(25 max) 4 3 Number of Cells(Forebay+Primary=2,Primary Only=1) 2 4 Design Storm 100 Link to: Qv 5 Weighted Runoff Coefficient C 0.56 Q,V2 n 0,3 6 Area A(Acres) 3.93 acres Q,V4 7 Approved Discharge Rate(if applicable) 0.00 cfs Q,V TR55 8 2-Primary Treatment/Storage V 6,865 it Toggle between Forebay and Primary Basin,enter data and print for each sideSkpe Z site slope Z sib skaz A n. ^ Flaw ' *skpz t--` > < > sakslapez .L 0 9a°sy°' Primary Basin 9 Select Primary Basin Shape 5-Irregular 10 Width of Primary Basin Bottom W 74.0 ft 11 Length of Primary Basin Bottom L 111.0 ft 12 Side Slopes(H:1) H:1 4.00 13 Enter Bottom Elevation 2514.78 ft 2514.83 14 Enter Top Bank Elevation 2516.78 ft 2516.78 15 Enter Water Surface Elevation(WSE) 2516.28 ft 2516.28 16 Distance Between Forebay and Primary Basin(blank if na) 0.00 ft 0.00 17 Enter Elevation Berm 2516.28 ft 2516.28 18 Enter High Groundwater Elevation 2513.91 ft 2513.91 19 Min.Freeboard Requirement 0.50 20 Freeboard Provided 21 Infiltration Area for Primary/Storage Basin Infiltration? 1.50 in/hr Note:infiltration required if Design Infiltration Rate,Enter 0for no infiltration bottom sloped%or0 outflow 22 Infiltration Area for Primary Asaod 3,622 ftz 0 Enter 0 for no infiltration 23 Adjusted Storage Required 260 m Duration i total Q Runoff Perc Vol Pre-Dev Total Max Vol Vol Discharge Discharge Reqd Hr in/hr cfs ft3 ft3 itsft3 ft3 1.00 0.96 0.79 6,865 453 0 453 6,413 24 Depth-Storage Relationship: Saved Surface Basin Basin Surface Surface Area A at Volume Saved Side Slope Width at Length at Area A at Area A at Stage(ft) Below Stage(ft) New Stage(it) (H:V) Stage(ft) Stage(ft) Stage(ftz) Stage(ft) OVERIDE Stage(ft) 2514.78 2514.78 4.000 74.0 111.0 Override 3622.00 0 2515.08 4.000 0.0 0.0 Override 4000.00 2515.38 1 4.000 1 0.0 0.0 1 Override 4389.00 2515.68 4.000 0.0 0.0 Override 4788.00 2515.98 4.000 0.0 0.0 Override 5198.00 2516.28 4.000 0.0 0.0 Override 5617.00 6,898 1.50 ft depth for storage STORAGE OK 25 Does primary/storage basin have capacity? as 26 Time to drain primary/storage basin 13.6 hours 90%volume in 48-hours minimum - C:\Users\bdahal\Desktop\AII from Desktop of Old CPU\Gander Creek North 2\Gander Creek North 3 ACHD Calc Spreadsheet 6/16/2021,9:11 AM 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. rge Rate using th r post-developm 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 Gander Creek North Subdivision No.3-DA 2-QV 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 179,431 Acres 4.12 6 Determine the Weighted Runoff Coefficient(C) 0.57 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.57 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 user calculate min 10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"I Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,cemeteries 0.10-0.25 b 0.004 0.619 617 1.3 8.0 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-S5,<300-ft c 0.010 130 0.200 4.0 32.8 Computed Tc= 40.8 User-Entered Tc= 40.0 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.15 in hr 9 Calculate the Post-Development peak discharge(QPeak) Q,A 2.68 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 8,063 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) Vr, 5,039 ft, 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Foreba V 806 ft' Y Concrete 0.95 Primary Treatment/StorageBasin V 7,256 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 8,063 ft` 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\bdahal\Desktop\AII from Desktop of Old CPU\Gander Creek North 2\Gander Creek North 3 ACHD Calc Spreadsheet 6/16/2021,9:29 AM Version 10.5,November 2018 ACHD Calculation Sheet for Sizing Basins 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 Gander Creek North Subdivision No.3-Pond 2 2 Enter number of Basins(25 max) 4 3 Number of Cells(Forebay+Primary=2,Primary Only=1) 2 4 Design Storm 100 Link to: Qv 5 Weighted Runoff Coefficient C 0.57 QV2� QV3 6 Area A(Acres) 4.12 acres Q,V4 7 Approved Discharge Rate(if applicable) 0.00 cfs Q,V TR55 8 1-Basin Forebay V 806 ft3 Toggle between Forebay and Primary Basin,enter data and print for each SideSkpe L site Slope Z Sib S�paz A n. ^ Flaw ' y w� �- w� 9YeSYpL ---�.-� ( ) Side S*Z !L 0 Sib 6i Forebay Primary Basin 9 Select Forebay Shape 5-Irregular 10 Width of Forebay Bottom W 17.6 ft 60.0 11 Length of Forebay Bottom L 23.0 ft 83.0 12 Side Slopes(H:1) H:1 4.00 4.00 13 Enter Bottom Elevation 2515.12 ft 2515.07 14 Enter Top Bank Elevation 2517.17 ft 2517.17 15 Enter Water Surface Elevation(WSE) 2516.67 ft 2516.67 16 Distance Between Forebay and Primary Basin(blank if na) 0.00 ft 0.00 17 Enter Elevation Berm 2516.67 ft 2516.67 18 Enter High Groundwater Elevation 2513.91 ft 2513.91 19 Min.Freeboard Requirement 0.50 20 Freeboard Provided 21 Infiltration Area for Forebay Infiltration? 0.50 in/hr Note:infiltration required if Design Infiltration Rate,Enter 0for no infiltration bottom sloped%or0 outflow 22 Infiltration Area for Forebay Asood 0 ftz 4359 Enter 0 for no infiltration 23 Adjusted Storage Required 260 m Duration !total Q Runoff Perc Vol Pre-Dev Total Max Vol Vol Discharge Discharge Reqd Hr in/hr cfs ft3 ft3 ft3 ft3 1.00 0.96 1.40 806 0 0 1 0 1806 24 Depth-Storage Relationship: Saved Surface Basin Basin Surface Surface Area A at Volume Saved Side Slope Width at Length at Area A at Area A at Stage(ft) Below Stage(ft) New Stage(it) (H:V) Stage(ft) Stage(ft) Stage(ftz) Stage(ft) OVERIDE Stage(ft) 2515.12 2515.12 4.000 17.6 23.0 Override 1.00 0 2515.47 4.000 0.0 0.0 Override 536.00 2515.87 1 4.000 1 0.0 0.0 Override 690.00 2516.27 4.000 0.0 0.0 Override 864.00 2516.67 4.000 0.0 0.0 Override 1056.00 1,034 1.55 ft depth for storage STORAGE OK 25 Does forebay have capacity? yE5 26 Time to drain forebay 0.0 hours 90%volume in 48-hours minimum - C:\Users\bdahal\Desktop\AII from Desktop of Old CPU\Gander Creek North 2\Gander Creek North 3 ACHD Calc Spreadsheet 6/16/2021,9:29 AM Version 10.0,May 2018 ACHD Calculation Sheet for Sizing Basins 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 Gander Creek North Subdivision No.3-Pond 2 2 Enter number of Basins(25 max) 4 3 Number of Cells(Forebay+Primary=2,Primary Only=1) 2 4 Design Storm 100 Link to: Qv 5 Weighted Runoff Coefficient C 0.57 QV2� QV3 6 Area A(Acres) 4.12 acres Q,V4 7 Approved Discharge Rate(if applicable) 0.00 cfs Q,V TR55 8 2-Primary Treatment/Storage V 7,256 ft3 Toggle between Forebay and Primary Basin,enter data and print for each sideSkpe Z site slope Z sib skaz A n. ^ Flaw ' y w� 4 1%1w. t ` > < > sakslapez .L 0 9a°sy°' Primary Basin 9 Select Primary Basin Shape 5-Irregular 10 Width of Primary Basin Bottom W 60.0 ft 11 Length of Primary Basin Bottom L 83.0 ft 12 Side Slopes(H:1) H:1 4.00 13 Enter Bottom Elevation 2515.07 ft 251 . 14 Enter Top Bank Elevation 2517.17 ft 2517. 15 Enter Water Surface Elevation(WSE) 2516.67 ft 2516.67 16 Distance Between Forebay and Primary Basin(blank if na) 0.00 ft 0.00 17 Enter Elevation Berm 2516.67 ft 2516.67 18 Enter High Groundwater Elevation 2513.91 ft 2513.91 19 Min.Freeboard Requirement 0.50 20 Freeboard Provided 21 Infiltration Area for Primary/Storage Basin Infiltration? 1.50 in/hr Note:infiltration required if Design Infiltration Rate,Enter 0for no infiltration bottom sloped%or0 outflow 22 Infiltration Area for Primary Asaod 4,359 ftz 0 Enter 0 for no infiltration 23 Adjusted Storage Required 260 m Duration i total Q Runoff Perc Vol Pre-Dev Total Max Vol Vol Discharge Discharge Reqd Hr in/hr cfs ft3 ft3 ft3 ft3 ft3 1.00 0.96 0.84 7,256 545 0 545 6,712 24 Depth-Storage Relationship: Saved Surface Basin Basin Surface Surface Area A at Volume Saved Side Slope Width at Length at Area A at Area A at Stage(ft) Below Stage(ft) New Stage(it) (H:V) Stage(ft) Stage(ft) Stage(ftz) Stage(ft) OVERIDE Stage(ft) 2515.07 2515.07 4.000 60.0 83.0 Override 4359.00 0 2515.47 4.000 0.0 0.0 Override 4839.00 2515.87 1 4.000 1 0.0 0.0 Override 5340.00 2516.27 4.000 0.0 0.0 Override 5860.00 2516.67 4.000 0.0 0.0 Override 6398.00 8,567 1.60 it depth for storage STORAGE OK 25 Does primary/storage basin have capacity? yE5 26 Time to drain primary/storage basin 12.0 hours 90%volume in 48-hours minimum - C:\Users\bdahal\Desktop\AII from Desktop of Old CPU\Gander Creek North 2\Gander Creek North 3 ACHD Calc Spreadsheet 6/16/2021,9:30 AM 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. rge Rate using th r post-developm 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 Gander Creek North Subdivision No.3-DA 3A,3B-QV 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 36,804 38,030 Acres 1.72 6 Determine the Weighted Runoff Coefficient(C) 0.64 0.54 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.59 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 user calculate min 10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"I Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,cemeteries 0.10-0.25 b 0.004 0.619 225 1.3 2.9 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.010 74 0.200 3.5 20.9 Computed Tc= 23.8 User-Entered Tc= 23.0 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.81 in r 9 Calculate the Post-Development peak discharge(QPeak) Qp-1, 1.82 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 3,483 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) Vr, 2,177 ft, 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Foreba V 348 ft' Y Concrete 0.95 Primary Treatment/StorageBasin V 3,135 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 3,483 ft` 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\bdahal\Desktop\AII from Desktop of Old CPU\Gander Creek North 2\Gander Creek North 3 ACHD Calc Spreadsheet 6/16/2021,9:38 AM Version 10.5,November 2018 ACHD Calculation Sheet for Sizing Basins 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 Gander Creek North Subdivision No.3-Pond 3 2 Enter number of Basins(25 max) 4 3 Number of Cells(Forebay+Primary=2,Primary Only=1) 2 4 Design Storm 100 Link to: Qv 5 Weighted Runoff Coefficient C 0.59 Q,Vz Qv3_ 6 Area A(Acres) 1.72 acres Q,V4 7 Approved Discharge Rate(if applicable) 0.00 cfs Q,V TR55 8 1-Basin Forebay V 348 ft3 Toggle between Forebay and Primary Basin,enter data and print for each SideSkpe L site Slope Z Sib S�paz A n. ^ Flaw ' y w� �- w� 9YeSYpL ---�.-� ( ) Side S*Z !L 0 Sib 6i Forebay Primary Basin 9 Select Forebay Shape 5-Irregular 10 Width of Forebay Bottom W 3.0 ft 26.0 11 Length of Forebay Bottom L 11.0 ft 31.0 12 Side Slopes(H:1) H:1 4.00 4.00 13 Enter Bottom Elevation 2516.36 ft 2516.31 14 Enter Top Bank Elevation 2519.31 ft 2519.31 15 Enter Water Surface Elevation(WSE) 2518.81 ft 2518.81 16 Distance Between Forebay and Primary Basin(blank if na) 0.00 ft 0.00 17 Enter Elevation Berm 2518.81 ft 2518.81 18 Enter High Groundwater Elevation 2513.64 ft 2513.64 19 Min.Freeboard Requirement 0.50 20 Freeboard Provided 21 Infiltration Area for Forebay Infiltration? 0.50 in/hr Note:infiltration required if Design Infiltration Rate,Enter 0for no infiltration bottom sloped%or0 outflow 22 Infiltration Area for Forebay Asood 0 ftz 884 Enter 0 for no infiltration 23 Adjusted Storage Required Storm Duration !total Q Runoff Perc Vol Pre-Dev Total Max Vol Vol Discharge Discharge Reqd Min Hr in/hr cfs ft' ft' ft3 ft, ft3 60 1.00 0.96 0.60 348 0 0 0 348 24 Depth-Storage Relationship: Saved Surface Basin Basin Surface Surface Area A at Volume Saved Side Slope Width at Length at Area A at Area A at Stage(ft) Below Stage(ft) New Stage(it) (H:V) Stage(ft) Stage(ft) Stage(ftz) Stage(ft) OVERIDE Stage(ft) 2516.36 2516.36 4.000 3.0 11.0 Override 1.00 0 2516.81 4.000 0.0 0.0 Override 101.00 2517.31 1 4.000 1 0.0 0.0 Override 203.00 2517.81 4.000 0.0 0.0 Override 337.00 2518.31 4.000 0.0 0.0 Override 503.00 444 2518.81 4.000 0.0 0.0 Override 699.00 744 2.45 it depth for storage STORAGE OK 25 Does forebay have capacity? yE5 26 Time to drain forebay 0.0 hours 90%volume in 48-hours minimum - C:\Users\bdahal\Desktop\AII from Desktop of Old CPU\Gander Creek North 2\Gander Creek North 3 ACHD Calc Spreadsheet 6/16/2021,9:38 AM Version 10.0,May 2018 ACHD Calculation Sheet for Sizing Basins 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 Gander Creek North Subdivision No.3-Pond 3 2 Enter number of Basins(25 max) 4 3 Number of Cells(Forebay+Primary=2,Primary Only=1) 2 4 Design Storm 100 Link to: Qv 5 Weighted Runoff Coefficient C 0.59 Q,Vz Qv3_ 6 Area A(Acres) 1.72 acres Q,V4 7 Approved Discharge Rate(if applicable) 0.00 cfs Q,V TR55 8 2-Primary Treatment/Storage V 3,135 ft3 Toggle between Forebay and Primary Basin,enter data and print for each sideSkpe Z site slope Z sib skaz A n. ^ Flaw ' y w� 4 1%1w. t ` > < > sakslapez .L 0 9a°sy°' Primary Basin 9 Select Primary Basin Shape 5-Irregular 10 Width of Primary Basin Bottom W 26.0 ft 11 Length of Primary Basin Bottom L 31.0 ft 12 Side Slopes(H:1) H:1 4.00 13 Enter Bottom Elevation 2516.31 ft 251 . 14 Enter Top Bank Elevation 2519.31 ft 2519. 15 Enter Water Surface Elevation(WSE) 2518.81 ft 2518.81 16 Distance Between Forebay and Primary Basin(blank if na) 0.00 ft 0.00 17 Enter Elevation Berm 2518.81 ft 2518.81 18 Enter High Groundwater Elevation 2513.64 ft 2513.64 19 Min.Freeboard Requirement 0.50 20 Freeboard Provided 21 Infiltration Area for Primary/Storage Basin Infiltration? 1.50 in/hr Note:infiltration required if Design Infiltration Rate,Enter 0for no infiltration bottom sloped%or0 outflow 22 Infiltration Area for Primary Asaod 884 ftz 0 Enter 0 for no infiltration 23 Adjusted Storage Required 260 m Duration i total Q Runoff Perc Vol Pre-Dev Total Max Vol Vol Discharge Discharge Reqd Hr in/hr cfs ft3 ft3 ft3 ft3 5 1.00 0.96 0.36 3,135 111 0 111 3,024 24 Depth-Storage Relationship: Saved Surface Basin Basin Surface Surface Area A at Volume Saved Side Slope Width at Length at Area A at Area A at Stage(ft) Below Stage(ft) New Stage(it) (H:V) Stage(ft) Stage(ft) Stage(ftz) Stage(ft) OVERIDE Stage(ft) 2516.31 2516.31 4.000 26.0 31.0 Override 884.00 0 2516.81 4.000 0.0 0.0 Override 1248.00 2517.31 1 4.000 1 0.0 0.0 Override 1644.00 2517.81 4.000 0.0 0.0 Override 2072.00 2518.31 4.000 0.0 0.0 Override 2532.00 3,336 2518.81 4.000 0.0 0.0 Override 3018.00 4,724 2.50 it depth for storage STORAGE OK 25 Does primary/storage basin have capacity? VE5 26 Time to drain primary/storage basin 25.5 hours 90%volume in 48-hours minimum - C:\Users\bdahal\Desktop\AII from Desktop of Old CPU\Gander Creek North 2\Gander Creek North 3 ACHD Calc Spreadsheet 6/16/2021,9:38 AM 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. rge Rate using th r post-developm 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 Gander Creek North Subdivision No.3-DA 4A,4B-QV 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 63,829 77,977 Acres 3.26 6 Determine the Weighted Runoff Coefficient(C) 0.63 0.55 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.58 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 user calculate min 10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"I Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,cemeteries 0.10-0.25 b 0.004 0.619 335 1.3 4.3 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.010 82 0.200 3.6 22.7 Computed Tc= 27.0 User-Entered Tc= 27.0 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.58 in hr 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 2.99 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 6,543 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) Vr, 4,089 ft' 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Foreba V 654 ft` Y Concrete 0.95 Primary Treatment/StorageBasin V 5,888 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 6,543 ft` 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\bdahal\Desktop\AII from Desktop of Old CPU\Gander Creek North 2\Gander Creek North 3 ACHD Calc Spreadsheet 6/16/2021,9:40 AM Version 10.5,November 2018 ACHD Calculation Sheet for Sizing Basins 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 Gander Creek North Subdivision No.3-Pond 4 2 Enter number of Basins(25 max) 4 3 Number of Cells(Forebay+Primary=2,Primary Only=1) 2 4 Design Storm 100 Lin Qv 5 Weighted Runoff Coefficient C 0.58 QV2 QV3 6 Area A(Acres) 3.26 acres Q,v4----------- 7 Approved Discharge Rate(if applicable) 0.00 cfs QV TR55 8 1-Basin Forebay V 654 ft3 Toggle between Forebay and Primary Basin,enter data and print for each SideSkpe Z site slope Z Sib MR.. A n. ^ Flaw ' Sks,kPZ t--�--� ( ) Side S*Z !L 0 Sib 6i Forebay Primary Basin 9 Select Forebay Shape 5-Irregular 10 Width of Forebay Bottom W 8.0 ft 35.0 11 Length of Forebay Bottom L 16.0 ft 35.0 12 Side Slopes(H:1) H:1 4.00 4.00 13 Enter Bottom Elevation 2515.42 ft 2515.37 14 Enter Top Bank Elevation 2518.37 ft 2518.37 15 Enter Water Surface Elevation(WSE) 2517.87 ft 2517.87 16 Distance Between Forebay and Primary Basin(blank if na) 0.00 ft 0.00 17 Enter Elevation Berm 2517.87 ft 2517.87 18 Enter High Groundwater Elevation 2513.64 ft 2513.64 19 Min.Freeboard Requirement 0.50 20 Freeboard Provided 21 Infiltration Area for Forebay Infiltration? 0.50 in/hr Note:infiltration required if Design Infiltration Rate,Enter 0for no infiltration bottom sloped%or0 outflow 22 Infiltration Area for Forebay Asaod 0 ftz 1502 Enter 0 for no infiltration 23 Adjusted Storage Required 260 m Duration !total Q Runoff Perc Vol Pre-Dev Total Max Vol Vol Discharge Discharge Reqd Hr in/hr cfs ft3 ft3 ft3 ft3 1.00 0.96 1.14 654 0 0 1 0 1654 24 Depth-Storage Relationship: Saved Surface Basin Basin Surface Surface Area A at Volume Saved Side Slope Width at Length at Area A at Area A at Stage(ft) Below Stage(ft) New Stage(it) (H:V) Stage(ft) Stage(ft) Stage(ftz) Stage(ft) OVERIDE Stage(ft) 2515.42 2515.42 4.000 8.0 16.0 Override 1.00 0 2515.87 4.000 0.0 0.0 Override 231.00 2516.37 1 4.000 1 0.0 0.0 Override 373.00 2516.87 4.000 0.0 0.0 Override 548.00 2517.37 4.000 0.0 0.0 Override 754.00 759 2517.87 4.000 0.0 0.0 Override 990.00 1,195 2.45 it depth for storage STORAGE OK 25 Does forebay have capacity? yE5 26 Time to drain forebay 0.0 hours 90%volume in 48-hours minimum - C:\Users\bdahal\Desktop\AII from Desktop of Old CPU\Gander Creek North 2\Gander Creek North 3 ACHD Calc Spreadsheet 6/16/2021,9:40 AM Version 10.0,May 2018 ACHD Calculation Sheet for Sizing Basins 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 Gander Creek North Subdivision No.3-Pond 4 2 Enter number of Basins(25 max) 4 3 Number of Cells(Forebay+Primary=2,Primary Only=1) 2 4 Design Storm 100 Lin Qv 5 Weighted Runoff Coefficient C 0.58 QV2 QV3 6 Area A(Acres) 3.26 acres Q,v4----------- 7 Approved Discharge Rate(if applicable) 0.00 cfs QV TR55 8 2-PrimaryTreatment/Storage V 5,888 ft3 Toggle between Forebay and Primary Basin,enter data and print for each S*S*Z site slope Z Sib skaz A n. ^ Flaw ' *skpz t--` > < > sakslapez .L 0 9a°sy°' Primary Basin 9 Select Primary Basin Shape 5-Irregular 10 Width of Primary Basin Bottom W 35.0 ft 11 Length of Primary Basin Bottom L 35.0 ft 12 Side Slopes(H:1) H:1 4.00 13 Enter Bottom Elevation 2515.37 ft 14 Enter Top Bank Elevation 2518.37 ft 15 Enter Water Surface Elevation(WSE) 2517.87 ft 16 Distance Between Forebay and Primary Basin(blank if na) 0.00 ft 17 Enter Elevation Berm 2517.87 ft 2517. 18 Enter High Groundwater Elevation 2513.64 ft 2513.64 19 Min.Freeboard Requirement 0.50 20 Freeboard Provided 21 Infiltration Area for Primary/Storage Basin Infiltration? 1.50 in/hr Note:infiltration required if Design Infiltration Rate,Enter 0for no infiltration bottom sloped%or0 outflow 22 Infiltration Area for Primary Asaod 1,502 ftz 0 Enter 0 for no infiltration 23 Adjusted Storage Required 260 m Duration i total Q Runoff Perc Vol Pre-Dev Total Max Vol Vol Discharge Discharge Reqd Hr in/hr cfs ft' ft' ft3 ft3 ft3 1.00 0.96 0.68 5,888 188 0 188 5,701 24 Depth-Storage Relationship: Saved Surface Basin Basin Surface Surface Area A at Volume Saved Side Slope Width at Length at Area A at Area A at Stage(ft) Below Stage(ft) New Stage(it) (H:V) Stage(ft) Stage(ft) Stage(ftz) Stage(ft) OVERIDE Stage(ft) 2515.37 2515.37 4.000 35.0 35.0 Override 1502.00 0 2515.87 4.000 0.0 0.0 Override 1943.00 2516.37 1 4.000 1 0.0 0.0 Override 2415.00 2516.87 4.000 0.0 0.0 Override 2920.00 2517.37 4.000 0.0 0.0 Override 3456.00 2517.87 4.000 0.0 0.0 Override 4019.00 6,747 2.50 it depth for storage STORAGE OK 25 Does primary/storage basin have capacity? VE5 26 Time to drain primary/storage basin 28.2 hours 90%volume in 48-hours minimum - C:\Users\bdahal\Desktop\AII from Desktop of Old CPU\Gander Creek North 2\Gander Creek North 3 ACHD Calc Spreadsheet 6/16/2021,9:40 AM Version 10.0,May 2018 Gander Creek North Subdivision No. 3 - Pipe Flow Calculations Date: 6/18/2021 Formulas: Mannings Equation: V_Q_1.486 R 2/3S1/2 A n " Where: Area,A=a DZ Wetted Perimeter,P=rrD Hydraulic Radius,Rh=r Manninss N PVC 0.012 CMP 0.022 Concrete 0.014 Pipe Run Drainages CFS _Year Storm Pipe Size Pipe Slope Full Flow Flow Check (in) Percentage (Cap>Req) CB 1 to SDMH 1 1 2.54 100 12 0.57% 2.91 87.21% OK SDMH 1 to Foreba 1 2-year storm 0.68 2 12 0.50% 2.73 24.93% OK SDMH 1 to Primary 1 100 sub 2 year storm 1.86 100 12 2.34% 5.90 31.52% OK CB 2 to SDMH 2 2 2.62 100 12 0.80% 3.45 75.93% OK SDMH 2 to Foreba 2 2-year storm 0.72 2 12 1.11% 4.06 17.71% OK SDMH 2 to Primary 2 100 sub 2 year storm 1.90 100 12 0.88% 3.62 52.50% OK CB 3A to CB 3B 3A 1.02 100 12 0.34% 2.25 45.34% OK CB 3B to SDMH 3 3A,36 1.40 100 12 1.53% 4.77 29.34% OK SDMH 3 to Foreba 3 2-year storm 0.49 100 12 0.38% 2.38 20.60% OK SDMH 3 to Primary 3 100 sub 2 year storm 0.91 100 12 1.15% 4.14 22.00% OK CB 4A to CB 4B 4A 1.26 100 12 0.34% 2.25 56.01% OK CB 4B to SDMH 4 4A,4B 2.20 100 12 1.53% 4.77 46.10% OK SDMH 4 to Foreba 4 2- ear storm 0.81 100 12 0.47% 2.64 30.631 OK SDMH 4 to Prima 4 100 sub 2 ear storm 1.39 100 12 1.42% 4.60 30.24% OK SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC Trilogy Development March 7, 2019 Mr. Shawn Brownlee Page 1 of 31 9839 West Cable Car Street, #101 File 19010-B Boise, Idaho 83709 Re: Geotechnical Recommendation Report Gander Creek Subdivision Development South of McMillan Road and West of McDermott Road Meridian, Idaho Shawn: As per your authorization, on December 4-7, 2018, SITE personnel logged and sampled eighteen new test pits on your proposed Gander Creek Subdivision development. This project is located on the southwest corner of McDermott and McMillan Roads in Meridian, Idaho. The project consists of FIVE tax parcels identified on the Ada County Assessor website as follows. # Parcel # Acres 1 SO432110100 7.59 2 SO432110450 43.86 3 SO432110565 42.25 4 SO432141800 16.95 5 SO432110500 6.43 TOTAL 117.08 The proposed combined property is outlined in green- El ET:.- F3] iaL El � a Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC This report is to replace our prior Geotechnical Feasibility Report (19010-A) written by SITE in January 2019. Test pit logs, well logs, and all other data from the original report are included herein. According to information supplied by the client, this project will include lots for single- family residences and ACHD right of ways. Access will be gained from McMillan Road to the north and a future arterial sized right of way to the west. Undeveloped farmland surrounds this property on all sides. It is noted that the future Highway 16 right of way is along the east property boundary. Nine Mile Creek bisects the property from east to west and is reported to flow year-round. 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. We appreciate this opportunity to be of service. When appropriate, we would like to discuss continuing our role as geotechnical consultant during construction. Please contact our office if additional information or services are required. Respectfully submitted, Bob J. Arnold, PE SITE Consulting, 5' ALFH ��1ST69�,WA OF laps vC N aA a, Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC TABLE OF CONTENTS INTRODUCTION.....................................................................................................4 Purposeand Scope.................................................................................................4 Authorization ...........................................................................................................4 Warranty and Limitations.........................................................................................5 RESEARCH & BACKGROUND .............................................................................5 General ...................................................................................................................5 VicinityMap.............................................................................................................6 Observed Subsurface Conditions............................................................................6 DESIGN & CONSTRUCTION RECOMMENDATIONS...........................................7 GeneralEarthwork ..................................................................................................7 Excavations.............................................................................................................8 PavementSection ...................................................................................................9 Bridge Foundation System......................................................................................9 Residential Foundation System...............................................................................10 StormWater............................................................................................................10 Slab on Grade Concrete..........................................................................................11 Underground Utilities...............................................................................................11 Inspection & Testing................................................................................................12 Contractor Inspections ............................................................................................12 General Comments .................................................................................................13 APPENDIX..............................................................................................................14 M tZ CZ In. Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC INTRODUCTION Purpose and Scope This report documents our geotechnical investigation and resulting recommendations for the proposed Gander Creek Subdivision. This project will be constructed on a property located south of McMillan Road and west of McDermott Road in Meridian, Idaho. The purpose of this report is to document the investigation of subsurface soil conditions and provide recommendations for building single family residential structures and a residential subdivision. Geotechnical test pits have been excavated based upon preliminary drainage plans provided by the client. It is anticipated that these test pits represent conditions across the site. Our field investigation included subsurface exploration by means of rubber tire and track mounted backhoes supplied and operated by Wood Brothers Trucking. Soil samples were gathered, and test pit logs generated during the field exploration. After the field investigation and laboratory testing was completed, all available field and laboratory test data was reviewed, the general data and assumed design information was evaluated, and this report was prepared. This report summarizes our research and recommendations regarding the geotechnical aspects of the project. Monitoring wells were installed in all test pits for a future groundwater monitoring program. Groundwater monitoring data will be reported in an additional report when available. Authorization Authorization to proceed with the original geotechnical investigation was received from the client in March 2018. Authorization to proceed and the use of the provided recommendations indicate the client's and the design team's acceptance of the scope of work, warranty, limitations & general conditions provided herein and within our standard geotechnical proposal. dC.) tZ CZ In. Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC Warranty and Limitations The exploration and evaluation of subsurface conditions documented herein is considered sufficient to form a basis for the provided recommendations. The provided recommendations are based on the available soil information and preliminary design details either assumed or furnished by the client and his civil design team. It is warranted that these recommendations have been promulgated after being prepared in accordance with locally accepted professional engineering and geotechnical engineering practice. No other warranties are implied or expressed. RESEARCH & BACKGROUND General As per your authorization, in December 2018, SITE staff observed the excavation of eighteen test pits on the subject property. At the time of exploration, the entire site was flat, dry, and accessible with the exploration equipment. Monitoring wells were installed prior to backfilling the test pits. During excavation, our staff gathered representative samples from the spoil piles. The samples were field classified, labeled with pit number and depth, and transported to the laboratory for additional testing. Sieve Analysis, Moisture Content, and Liquid Limit, Plastic Limit & Plasticity Index testing were performed on selected samples. All tests were performed in general accordance with the appropriate ASTM test methods. It is noted that these test pits included replacement of six monitoring wells originally installed by SITE on the northern half of the property in 2017. The original wells were mostly destroyed or damaged by onsite farming activities. U') tZ CZ In. Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC Vicinity Map Prior to our field investigation, SITE obtained an aerial photo of the subject property from land prodata.com. This aerial was used with a preliminary site plan to locate the subject property and position the test pits. The aerial photo reveals the subject property is surrounded by rural properties and farmland. This Aerial Photos with test pit locations shown is included in the Appendix. Observed Subsurface Conditions Subsurface conditions in the test pits were generally similar. The topsoil ranges in depth from two to five feet and typically consists of lean clay, silt, and sand in varying percentages depending upon location. Many samples were tested, and no fat clay was identified. The rootzone / organic layer is typically 4-8 inches deep with deeper historical cultivation evident to 1.0-1.5 feet. Below the topsoil, silty sand or sandy silt soils are typical with gravels and clay contact varying. Gravels were contacted as shallow as 1.5 feet and as deep as five feet. Gravels are coarser and include cobble sized rock at greater depths. Fines within the gravels decrease with depth but did included lean clays at 12 to 15% by mass. The sand and gravel layer extends to below the bottom of our test pits which were terminated within one foot of contact with the static groundwater. The is a difference in groundwater elevation of over eight feet across this property. Groundwater south of Nine Mile Creek was very consistent, observed at seven to eight feet below the ground surface. North of Nine Mile Creek the groundwater ranged from 8 to 13 feet deep. Only a portion of this variation can be attributed to surface elevation differences. Groundwater data will be measure monthly starting in mid-March and reported again in later groundwater monitoring reports. Well logs for three adjacent properties were obtained from the IDWR website. These logs confirm our onsite measurements and also indicate static groundwater is 6-8 feet deep. The well logs are included in the Appendix. tZ a Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC DESIGN & CONSTRUCTION RECOMMENDATIONS General Earthwork All native soils that are free of organic matter and expansive clays are acceptable for use as fill. After proper grubbing, the native lean clay, silty sand or sandy silt, and all soils containing gravel removed from the right of ways can be utilized as structural fill to fill residential lots. These soils may not meet ACHD's minimum inplace density requirement of 100 pcf for structural filling within the right of way. This can be corrected by blending with deeper sand and gravel soils. Blending may also improve working moisture contents and increase the percolation rate of surface water through the completed building pads. Removal of the majority of the organic materials will require grubbing of 4-6 inches of surface soils. This is required in all areas to receive structural fill. Deeper excavation may be required along irrigation ditches, where large trees and soft wet areas are present, and anywhere the former sugar beet crop was abandoned. The depth of grubbing is to be adjusted and inspected during construction to ensure that organic materials are properly removed from beneath future pavements and structural fills. Inspection by the project geotechnical engineer should confirm that all organic material is removed. If used for fill, the surface clay soils will require moisture contents within two percent of optimum for effective compaction. When well compacted these soils prevent percolation. This condition combined with other construction and homeowner practices may lead to water accumulating in crawlspaces. Clay and silt soils will easily become too wet or too dry for effective compaction and can be expected to perform poorly if wet and subjected to rubber tired equipment. Both concerns can be addressed by blending with deeper sand and gravel materials. If construction is to occur during wet weather or wet surface soil conditions, low-pressure, (tracked), construction equipment is recommended. Rutting caused by the contactor using rubber-tired equipment on a wet subgrade can be expected and should be repaired at contractor expense. This information is to be supplied to earthwork contractors prior to construction. CZ In. Geotechnica/Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC Structural fills less than three feet deep are to be compacted to 95 % of the maximum dry density by ASTM D698, Standard Proctor. For deeper fills, such as ditch backfill, and fill intended to contain rerouted irrigation canals or storm water runoff, fill materials are to be compacted to 100 % of the maximum dry density. If structural fill is to be placed on residential lots or building pads, the fill is to extend laterally outside foundations a distance equal to the depth of structural fill. Granular structural fill should be placed beneath future slab on grade concrete including driveways, patios, and sidewalks. Structural fill should be placed in uniform, thin horizontal lifts, moisture conditioned as necessary, and compacted to the above requirements. Compaction testing to confirm proper compaction is recommended. Visual inspection is also required to confirm stability and the lack of soft, deflecting, or rutting areas. Fill can pass compaction tests and still be rejected if it fails visual inspection. Excavations Shallow excavations and trenches that do not exceed four feet in depth may be constructed with side slopes approaching vertical. Below this depth it is recommended that slopes not exceed a vertical to horizontal ratio of one to one. The ability of soils on site to maintain a vertical or near vertical excavation over any extended period can be quite variable. This information is provided for planning purposes. It is our opinion that maintaining safe working conditions is the responsibility of the contractor. Jobsite conditions such as soil moisture content, weather condition, earth movements and equipment type and operation can all affect slope stability. All excavations should be sloped or braced as required by applicable local, state, and federal requirements. 00 tZ CZ In. Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC Pavement Section R-Value samples were gathered and tested from TP-2 and TP-16. For phase one of this development, based upon an R-Value result of R=12 and the indicated Traffic Indexes, SITE recommends the following sections for residential streets within this subdivision. Material Layer Subdivision Collectors TI=6 TI=8 HMA Pavement 2.5" 3.0" Base Coarse %" minus 4.0" 4.0" Sub base Pitrun 12.0" 18.0" ACHD should be contacted to confirm the utilized traffic Index of TI=8 is correct for McMillan Road and the future collector or arterial to the west of the property. Materials meeting the requirements of ISPWC & / or ACHD are required for all work within this project. Bridge Foundation System This project may include multiple bridges over Nine Mile Creek. Bridge foundations that are extended to the native sand and gravel present at greater than eight feet deep can be designed for a bearing capacity of 3000 psf. Only granular materials should be used to backfill bridges or culverts. Native sand and gravel or imported material meeting the requirements for ISPWC subbase are recommended. Based on using native sand/gravel or imported pitrun type material bridge backfill, retaining walls free to rotate should be designed using equivalent fluid pressure of 45 psf/f. Walls restrained at the top should be designed using equivalent fluid pressure of 60 psf/f. Both values assume backfill is level for a distance equal to the height of the wall. Soil density of 120 pcf can be assumed for additional soil surcharge. A coefficient of friction of 0.35 is recommended for the native sands. 01111 tZ CZ In. Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, 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. If clay soils are present at the foundation support elevation a geotechnical engineer should be retained for site specific recommendations. Foundation drains are required within this development. It is recommended that foundation drains and roof runoff be directed to an onsite infiltration pit that extends to at least ten feet deep and is located at least 15 feet from the nearest foundation. Roof runoff is not to route through foundation drains. Foundation embedment depth is to be at least 24 inches below outside adjacent grade. Foundation outside crawlspaces are to be sealed / waterproofed with brush or spray on foundation mastic. No basement is allowed without lot specific geotechnical/groundwater study. Storm Water Based upon the anticipated depth to seasonal high groundwater, storm water can be addressed with surface detention or drainage facilities. Percolation rates through the near surface soils can be expected to be quite variable based upon clay content at the point of injection and a shallow, weak cemented layer. For design purposes a perc rate of P=3 in./hr. is recommended. It is to be confirmed that any cemented layer present at the injection site is penetrated at the time of construction. If over excavation is required, additional filter sand or free draining pitrun can be used to backfill excessive depth caused by over excavation. Confirmation of perc rate at the time of construction by field testing is recommended. Pre-design perc testing has been scheduled and will be completed as soon as the farms fields will support a water truck. The above design perc rate will be modified if onsite testing so indicates. O tz Cz In. Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC 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. Testing is to confirm that compaction has been achieved. 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. Due to the presence of surface clays, slab on grade floors, sidewalks, patios, driveways, garage floors and all other Portland cement concrete pavements should be placed atop a mat of at least six inches of granular structural fill materials. This depth is to increase to one foot when concrete is to be placed over Fat Clay soil. This is required to prevent seasonal heaving of pavements. Mat material should all pass a 3/4-inch sieve and should contain less than seven percent passing the # 200 sieve. The mat shall be compacted to the requirement for structural fill. Underground Utilities It is not anticipated that large excavators or small backhoes will experience any difficulties excavating the onsite materials encountered on the property. No bedrock formation was encountered on the subject property. Well logs from IDWR indicate the high static water level is greater than 4-8 feet or more below the surface in wells near the property therefore dewatering may be required for deep utility installation. tz Cz In. Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC Inspection & Testing A qualified engineer or his representative should monitor fill placement to ensure the work is performed in accordance with these recommendations. For mass filling, field nuclear moisture - density testing shall be performed on each lift of compacted fill, one each filled residential lot or building pad. Trench backfill and right of ways are to be tested to ACHD and / or 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. Contractor Inspections This report has been prepared with the intent to provide specific design information to the developer and the civil engineering consultant. It is not intended to act as any contractors "Due Diligence" or subsurface inspection prior to estimating construction costs or actual construction. With permission, the contactor(s) can utilize the onsite wells for their own evaluation of groundwater. N tZ CZ In. Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC 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. Client may duplicate this report as needed or additional copies will be provided upon proper client authorization. Appendix Follows M tZ CZ In. Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC APPENDIX Preliminary Plat Aerial Photo with Test Pit Location Test Pits Logs (18) Soil Log Legend / Abbreviations and Acronyms Project & Adjacent Well Logs Pavement Design Calcs R-Value Reports Groundwater Data tz Cz In. Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC Preliminary Plat -- ! k ® .'. ® i ® II M g ® _ I Bailey Engineering LO r-� Cu Cz In, Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC AERIAL PHOTO with test pit locations - --Gander Creek —-p - —__1 W Tf, z ;I ti TP1 TP-2 TP-g ppp � r fly. j I TP-5 TP-0 'I TP-4 TP-11 _ TP-10 TP-12 TP-13 j .. TP-14 TP-15 a .li:. TP-16 --- • ,. ;TP-17 I" 1 Goo9 le Earth Cu Cz a Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC TEST PIT LOGS Test Pit: TP-1 File#: 19010-A Client: Trilogy Development Date Excavated: 12/4&5/18 Project: Gander Creek Excavated By: Wood Brothers Location: NW Corner North Field 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 I %M LL PI 0.0-1.0 Brown,Moist, Firm,Sand,Clay,Silt With Root Zone/Organic Layer 6-8" 1.0-3.0 Brown/Red,Moist,Firm,Sandy, Lean Clay CL 2.5 1 1 1 1 100 1 98 86 65 59.2 I 20.7 23 8 4.0-10.0 Brown/Tan, Moist,Firm,Sand,Gravel,Cobble Bottom of Excavation 10.0 Ground Water Encountered @ 10.0' Monitoring Well in Place Test Pit: TP-2 File#: 19010-A Client: Trilogy Development Date Excavated: 12/4&5/18 Project: Gander Creek Excavated By: Wood Brothers Location: Middle North Edge, North Field 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 I 0.0-1.0 Brown,Moist, Firm,Sand,Clay,Silt With Root Zone/Organic Layer 6-8" 1.0-4.0 Brown/Red,Moist,Firm,Sandy, Lean Clay(CL) R-Value 100 1 98 94 74 66 60.1 16.3 26 8 I4.0-8.0 Red/Tan, Moist, Firm,Sand,Gravel,Cobble I Bottom of Excavation 8.0 Ground Water Encountered @ 8.0' Monitoring Well in Place I Test Pit: TP-3 File#: I 19010-A I Client: Trilogy Development Date Excavated: I 12/4&5/18 IProject: Gander Creek Excavated By: I Wood Brothers I Location: NW Corner North Field Logged By: J. Meusch, PM -SITE IDEPTH I SOILS DESCRIPTION (feet) 1.0" 1 3/4" 1 1/2" 1 3/8" 1 #4 #10 #40 #100 #200 %M LL PI I 0.0-1.0 Brown,Moist, Firm,Sand,Clay,Silt With Root Zone/Organic Layer 6-8" I1.0-4.0 Brown/Red,Moist,Firm,Sandy, Lean Clay(CL) I4.0-8.0 Brown/Red,Moist,Firm,Sand,Gravel,Cobble I Bottom of Excavation 8.0 Ground Water Encountered @ 8.0' C.) tz Monitoring Well in Place Cz In. Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC TEST PIT LOGS Test Pit: TP-4 File#: 19010-A Client: Trilogy Development Date Excavated: 12/4&5/18 Project: Gander Creek Excavated By: Wood Brothers Location: Middle West Edge, North Field Logged By: J. Meusch, PM -SITE DEPTH SOILS DESCRIPTION (feet) 1.0" I 3/4" 1 1/2" 1 3/8" 1 #4 #10 #40 I #100 #200 I %M LL PI 0.0-1.0 Brown,Moist, Firm,Sand,Clay,Silt With Root Zone/Organic Layer 6-8" 1.0-3.0 Brown,Moist, Firm,Sandy, Lean Clay CL 2.0 1 1 100 1 92 1 88 85 65 57 54.7 10 28 8 3.0-9.0 Red/Tan, Moist, Firm,Sand,Gravel,Cobble Bottom of Excavation 9.0 Ground Water Encountered @ 9.0 Monitoring Well in Place Test Pit: TP-5 File#: 19010-A Client: Trilogy Development Date Excavated: 12/4&5/18 Project: Gander Creek Excavated By: Wood Brothers Location: Middle, North Field 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 #100 #200 J %M LL PI 0.0-1.0 Brown,Moist, Firm,Sand,Clay,Silt With Root Zone/Organic Layer 6-8" 1.0-8.0 Red/Tan, Moist, Firm,Sand,Gravel,Cobble with lean clay 3.0 1 1 1 1 1 100 1 88 65 1 57.1 1 15.3 29 13 Bottom of Excavation 8.0 Ground Water Encountered @ 8.0' Monitoring Well in Place Test Pit: TP-6 File#: I 19010-A I Client: Trilogy Development Date Excavated: I 12/4&5/18 IProject: Gander Creek Excavated By: I Wood Brothers I Location: Middle East Edge, North Field Logged By: I J. Meusch, PM -SITE IDEPTH SOILS DESCRIPTION (feet) 1.0" 1 3/4" 1 1/2" 1 3/8" 1 #4 #10 #40 #100 #200 %M LL PI I 0.0-1.0 Brown,Moist, Firm,Sand,Clay,Silt With Root Zone/Organic Layer 6-8" I 1.0-4.0 Brown/Red,Moist,Firm,Sandy, Lean Clay(CL) I 3.0 1 1 1 1 100 98 88 85 81.2 22.8 29 8 I4.0-5.0 Brown/Red,Moist,Firm,Sand,Gravel,lean clay 5.0-12.0 Brown/Red,Moist,Firm,Sand,Gravel,Cobble with lean clay 00 Bottom of Excavation r--1 I 12.0 Ground Water Encountered @ 12.0 tz Monitoring Well in Place G.. Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC TEST PIT LOGS Test Pit: TP-7 File#: 19010-A Client: Trilogy Development Date Excavated: 12/4&5/18 Project: Gander Creek Excavated By: Wood Brothers Location: SW Corner, North Field Logged By: J. Meusch, PM -SITE DEPTH SOILS DESCRIPTION (feet) 1.0" I 3/4" 1 1/2" 1 3/8" 1 #4 1 #10 1 #40 I #100 #200 I %M I LL PI 0.0-1.0 Brown,Moist, Firm,Sand,Clay,Silt With Root Zone/Organic Layer 6-8" 1.0-13.0 Red/Tan, Moist, Firm,Sand,Gravel,Cobble with lean clay fines 3.0 100 1 98 1 88 1 78 1 75 62.2 18.0 1 26 8 Bottom of Excavation 13.0 Ground Water Encountered @ 13.0 Monitoring Well in Place Test Pit: TP-8 File#: 19010-A Client: Trilogy Development Date Excavated: 12/4&5/18 Project: Gander Creek Excavated By: Wood Brothers Location: Middle Southern Edge, N. Field 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 %M LL PI I 0.0-1.0 Brown,Moist, Firm,Sand,Clay,Silt With Root Zone/Organic Layer 6-8" I 1.0-4.0 Brown/Red,Moist,Firm,Sandy, Lean Clay(CL)or Elastic Silt(ML) I 3.0 100 1 95 1 90 1 89 87 1 75 1 66 1 60.1 16.4 27 5 4.0-10.0 Red/Tan, Moist, Firm,Sand,Gravel,Cobble I Bottom of Excavation 10.0 Ground Water Encountered @ 10.0 Monitoring Well in Place I Test Pit: TP-9 File#: I 19010-A I Client: Trilogy Development Date Excavated: I 12/4&5/18 I Project: Gander Creek Excavated By: I Wood Brothers I Location: SE Corner, North Field Logged By: I J. Meusch, PM -SITE IDEPTH SOILS DESCRIPTION I (feet) 1.0" 1 3/4" 1 1/2" 1 3/8" 1 #4 #10 #40 #100 #200 %M LL PI I 0.0-1.0 Brown,Moist, Firm,Sand,Clay,Silt With Root Zone/Organic Layer 6-8" 1.0-4.0 Brown/Red,Moist,Firm,Sandy, Lean Clay 4.0-12.0 Brown/Red,Moist,Firm,Sand,Gravel,Cobble Bottom of Excavation 12.0 Ground Water Encountered @ 12.0 r—{ Monitoring Well in Place C.) G.. Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC TEST PIT LOGS Test Pit: TP-10 File#: 19010-A Client: Trilogy Development Date Excavated: 12/4&5/18 Project: Gander Creek Excavated By: Wood Brothers Location: NW Corner, South Field Logged By: J. Meusch, PM —SITE DEPTH SOILS DESCRIPTION (feet) 1.0" I 3/4" 1 1/2" 1 3/8" 1 #4 #10 1 #40 I #100 #200 I %M I LL I PI 0.0-1.0 Brown,Moist, Firm,Sand,Clay,Silt With Root Zone/Organic Layer 6-8" 1.0-7.0 Brown/Red,Moist,Firm,Sand,Gravel,Cobble Bottom of Excavation 7.0 Ground Water Encountered @ 7.0 Monitoring Well in Place Test Pit: TP-11 File#: 19010-A Client: Trilogy Development Date Excavated: 12/4&5/18 Project: Gander Creek Excavated By: Wood Brothers Location: NNE Corner, South Field 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 %M I LL I PI 0.0-2.0 Brown,Moist, Firm,Sand,Clay,Silt With Root Zone/Organic Layer 6-8" 2.0-7.0 Brown/Red,Moist,Firm,Sand,Gravel,Cobble Bottom of Excavation 7.0 Ground Water Encountered @ 7.0 Monitoring Well in Place Test Pit: TP-12 File#: I 19010-A I Client: Trilogy Development Date Excavated: I 12/4&5/18 IProject: Gander Creek Excavated By: I Wood Brothers I Location: NE Corner, South Field Logged By: I J. Meusch, PM -SITE IDEPTH SOILS DESCRIPTION I (feet) 1.0" 3/4" 1 1/2" 1 3/8" 1 #4 #10 #40 I #100 #200 I %M LL PI I 0.0-4.0 Brown,Moist, Firm,Sand,Clay,Silt With Root Zone/Organic Layer 6-8" 4.0-8.0 Brown/Red,Moist,Firm,Sand,Gravel,Cobble Bottom of Excavation 8.0 Ground Water Encountered @ 8.0 Monitoring Well in Place C) N tz Cz In. Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC TEST PIT LOGS Test Pit: TP-13 File#: 19010-A Client: Trilogy Development Date Excavated: 12/4&5/18 Project: Gander Creek Excavated By: Wood Brothers Location: Middle Western Edge, S. Field 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 #200 I %M I LL I PI 0.0-2.0 Brown,Moist, Firm,Sand,Clay,Silt With Root Zone/Organic Layer 6-8" 2.0-7.0 1 Brown/Red,Moist,Firm,Sand,Gravel,Cobble Bottom of Excavation 7.0 Ground Water Encountered @ 7.0 Monitoring Well in Place Test Pit: TP-14 File#: 19010-A Client: Trilogy Development Date Excavated: 12/4&5/18 Project: Gander Creek Excavated By: Wood Brothers Location: Middle, South Field 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 I %M LL PI 0.0-4.0 Brown,Moist, Firm,Sticky,Sand, Clay,Silt With Root Zone/Organic Layer 6-8" 3.0 1 1 100 1 99 1 98 69 49 43.5 15.5 25 6 4.0-7.0 Brown/Red,Moist,Firm,Sand,Gravel,Cobble Bottom of Excavation 7.0 Ground Water Encountered @ 7.0 Monitoring Well in Place Test Pit: TP-15 File#: I 19010-A I Client: Trilogy Development Date Excavated: I 12/4&5/18 IProject: Gander Creek Excavated By: I Wood Brothers I Location: Middle East Edge, South Field Logged By: I J. Meusch, PM -SITE DEPTH I SOILS DESCRIPTION (feet) 1.0- i 3/4" 1 1/2" 1 3/8" 1 #4 #10 #40 #100 #200 %M LL PI 0.0-1.0 Brown,Moist, Firm,Sticky,Sand, Clay,Silt With Root Zone/Organic Layer 6-8" 1.0-7.0 Brown/Red,Moist,Firm,Sand,Gravel,Cobble 3.0 1 1 1 1I I Bottom of Excavation 7.0 Ground Water Encountered @ 7.0 Monitoring Well in Place N tX a Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC TEST PIT LOGS Test Pit: TP-16 File#: 19010-A Client: Trilogy Development Date Excavated: 12/4&5/18 Project: Gander Creek Excavated By: Wood Brothers Location: SW Corner, South Field 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 I %M LL PI 0.0-1.0 Brown,Moist, Firm,Sticky,Sand, Clay,Silt With Root Zone/Organic Layer 6-8" 1.0-7.0 Brown/Red,Moist,Firm,Sand,Gravel,Cobble R-Value I I 1 100 1 91 1 79 29 15 12.6 I 6.0 NP NP Bottom of Excavation 7.0 Ground Water Encountered @ 7.0 Monitoring Well in Place Test Pit: TP- 17 File#: 19010-A Client: Trilogy Development Date Excavated: 12/4&5/18 Project: Gander Creek Excavated By: Wood Brothers Location: Middle South Edge, South Field 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 I #100 #200 I %M I LL I PI 0.0-1.0 Brown,Moist, Firm,Sand,Clay,Silt With Root Zone/Organic Layer 6-8" 1.0-3.0 Brown/Red,Moist,Firm,Sandy, Lean Clay 3.0-7.0 Brown/Red,Moist,Firm,Sand,Gravel,Cobble Bottom of Excavation 7.0 Ground Water Encountered @ 7.0 Monitoring Well in Place Test Pit: TP- 18 File#: I 19010-A I Client: Trilogy Development Date Excavated: I 12/4&5/18 IProject: Gander Creek Excavated By: I Wood Brothers I Location: SE Corner, South Field Logged By: I J. Meusch, PM -SITE IDEPTH I SOILS DESCRIPTION I (feet) 1.0" 3/4" 1 1/2" 1 3/8" 1 #4 #10 #40 #100 #200 I %M I LL PI I 0.0-1.0 Brown,Moist, Firm,Sand,Clay,Silt With Root Zone/Organic Layer 6-8" 1.0-2.0 Brown/Red,Moist,Firm,Sandy, Lean Clay(CL) I 1.5 1 1 100 1 95 1 93 91 82 76 72.9 7.2 33 12 I2.0-8.0 Brown/Red,Moist,Firm,Sand,Gravel,Cobble with lean cla fines 3.0 100 1 90 1 71 1 58 r 47 T 41 1 21 1 14 12.5 1 4.8 1 24 12 N I Bottom of Excavation N 8.0 Ground Water Encountered @ 8.0 Monitoring Well in Place tz G.. Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, 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 GRAVEL& <5% #200 =1 Well-graded gravel, ravel-sand mixture, little or no fines. GRAVELLY GP Poorl - raded gravel,gravel sand mixture, little or no fines COARSE SOILS 5-12%-4723001=1 Silty gravel, ravel-sand-silt mixtures GRAINED <50%-#4 >12%-#200 1=1 Clayey ravel,gravel-sand-clay mixtures SOILS SAND& <5% #200 SW Well- raded sand,gravelly sand,little or no fines. <50%-#200 SANDY =1 Poorly-graded;and,gravelly sand, little or no fines SOILS >12%-#200 SM Silty sand,sand-silt mixtures >50%-#4 SC Clayey sand,sand-clay mixtures SILTS& INORGANIC El Inorganic silt and very fine sand, rock flour,silty or clayey fine sand or clayey silt with slight plasticity FINE CLAYS CL Lean clay-low to medium plasticity,gravelly,sandy,or silty clay GRAINED LL<50% ORGANIC OL Organic silt and organic silty clay of low plasticity SOILS SILTS& INORGANIC MH Elastic silt,micaceous or diatomaceous fine sand or silty soil. >50%-#200 CLAYS CH Fat clay-high 'plasticity LL>50% ORGANIC OH Organic cla -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 pcf Pounds per Cubic Foot psf Pounds per Square Foot tsf Tons per Square Foot sf/f Pounds per Square Foot / Foot M N aA ns a, Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC ADJACENT WELL LOGS USE TYPEWRITtER as State of Idaho BALL POINT PEN Department of Water Adtnin=attOn WELL DRILLER'S REPORT ,q� State law requires that this report be filed with the Stem Reclamation Engineer within 30 days after completion or abandonment of the well. Depg 1.WELL OWNER 7.WATER LEVEL of Adnl+nistrag� Name a`l"� U4-a— Static water level feet helow fend surface V Flowingt fl Yes O No G.P.M.flow Address � Temperature_F. Duality Artesian closad-in preare e,L Owner's Permit No. Controlled by ❑VaWe ❑Cap 0 Plug 2 NATURE OF WORK 11.WELLYeSTGATA �kNewwell I7 Deepened ❑Repiacemerrc pump ❑Bailer ❑Odtar piedrxla A.A.11. paw pawn ❑Abandoned Ideacribe med d of abandoning) O 3.PROPOSED USE X Domestic ❑I"19mlon ❑Test 9.LITHOLOGIC t_OO 32069 ❑Municipal ❑Industrial ❑Stoel, F 4 METHOD GRILLED J 4 M Celtic ❑Rotary ❑Dun ❑DO— /a 5.WELL CONSTRUCTION Diameter of hole inches Total depth J O 0 feet CeMnq chedule: 0 Steel ❑Concrete Thitlrnofs Oiarrrata areas To ._�I J inches � inches --feet 'm inch inchrx feet _feet Inches inches feet _feat inches inches �_feet feet inches inches feet _feel Was a packer or—1 used? ❑Yee a No Perforated? ❑Yes 0 No How perforated? ElFactory ❑Knife ❑Torch Size of perforation _inch%by_ inches Nemtwr From To perforations feet feat peNoratians feet feet perforations— feet fat Well screen inrtallad? ❑Yms pe No Manufacturers name TYPO Model No. Diameter_Slotvze—Set from feel to feet ❑iametcr_Slot size_Set from feet to feet Gravel packed? ❑Yes I*No Size of gravel Placed from feetro feet surface east? 13 Yes ❑No To what depth_-0 feat Material used in seal ❑Cama a grout Of Puddling clay B.LOCATION OF WELL Sketch map location must Ogre-with written location. N Work abrted_q� .�0._// finished ta` �i 11.DRILLERrS CERTIFICATION V! M E This well was drilled under my supervision and this report is true to toohe beer of my kr ro pledge, r �"'_., �p OrNw's 4<Flrm's Name QQ County No— r"`�s� Adi/d�/ l�• i- v*-szE.�.O. �2�},�� A<ry ro L', Sac. 32 _T. At R. 1 -71 - syaaa ey / Oea USE ADDITIONAL 9IIEET91F NECESSARY FORWARD THE WHITE,BLUE,AND PINK COPIES TO THE DEPARTMENT N a, aA a, Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC r� Form zap IDAHO DEPAI NT OF WATER RESOUIR CEIVE t vg? Office Use Only WELL DRILLER'S REPORT nspectedby dA 6 7 9 R E C E i V E n FEB ' 6 Twp Rge_,,_—,Sec _ 1.WELL TAG N0. D �n r� FSOURCE _i14�114 1/4 DRILLING PERMIT NO.( - -�- - "99 Ar 1. WELL N RE�0 Let: Long: Other fDWR No. 2 J 199 ❑Pump ❑Bailer ❑Air .wing Artesian. 2. OW ER: Y..Id g.l.Imia ore dnw. Pumvina Le et Tim. Name M Watef R } Address city- State Zip $6 h i/R - Water Temp. B: hole temp. 3.LOCATION OF WELL by legal description: Water Ouali�test or comments: s Sketch.map location must agree with written location- a'i � Depth first Water Encounter � N 12. LITHOLOGIC LOG: (Describe repairs or abandonment) water' . gore Frew To Remarks: Lltbolo water Quality a Temperature v N - TWp._� North a South❑ � -oleo gY. Y p W X E Rge. �_ East ❑ or West X AL see. 1/4 l4 114 $14 Gov't Lot County fyh= e1 Lat_. .. Ong, - s Address of Well Site I 1 .a PCIsCa�. vl city t Lt. Blk. Sub. Name 6 C 4. USE: 135 KDomestic ❑Municipal ❑Monitor El Irrigation P - ❑Thermal ❑Injection ❑Other__ - 5. TYPE OF WORK check a[I that apply (Replacement etc.) K New Well CI_Modify ❑ Abandonment U1 Other— fS / 6.DRILL METHOD / ❑Air Rotary Q<Cable ❑Mud Rotary ❑Other 7. SEALING PROCEDURES SEALIFILTER PACK _ AMOUNT NETNoD Meleriel From T� Sacks ar Pountl¢ _!Ia3l s Was drive shoo used? ! ❑ N Shoe-Depth(s) L Was drive shoe-sea[tested! p�Y❑- N How? AMA 8. CASING/LINER: ❑ El El Li ❑ O El Length of Headpipe Length of Tailpipe - 8. .PERFORATIONSISCREENS Perforations Method - Screens Screen Type Completed Depth oZ (Measurable) Dale:_Started -�—�9. - completetl ���9—gg From To - Slor S4e Number Diameter Maieri.l ❑acing Liner a ❑ 13. DRILLER'S CERTIFICATION ❑ ❑ I/We certify that all mitdmum well consauctiori-standards were complied with at- - ❑ ❑ the Ume the rig was removed. _Company Nam Frm NOC) .- 10. STATIC.WATER LEVEL OR ARTESIAN-PRESSURE: ft: below ground-- Artesian pressure- 1 lb. -Firm offrc€a t pats Depth flow encountered ft: Describe access po t or and control devices: — t Driller or Operator Date _ - - (Sian ones OF DWder'd Opess) - - - - - FORWARD WHITE COPY TO. WATER RESOURCES - - --- LO N aA a, Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC Office Use IOrtl Form 236-7 IDAHO DEPARTMENT OF WATER RESOURCES Well ID No. � W02 WELL DRILL_ER'S REPORT Inspected by Twp Rge Sec_ 1. WELLTAG NO.D 1/4 114 1/4 DRILLING PERMIT NO. 12.WELL TESTS: Lat: Long: Water Right or Injection Well No. ❑Pump ❑Bailer 'r ❑Flowing Artesian 2. OWNER: ((�� ; r Vedgal min. mawdavm Pumping Lave! T Name KIY11J "�` cJJ Address �� } city I Slate Zip 3. LOCATION OF WELL by legal derlptlon: Haler Temp Bottom hole temp. eys Water allty test or comments: You must provide address or Lot,BIB Sub.or Directions to well ( 7 D first Water Encounterf Twp. t= NDrth qt' or South❑ Rge. East ❑ gr est 13.LITHOLOGIC LOG: (Describe repairs or abandonment) Water Sec. t(4 1 � 1 Dia.(4 u GpV't Lot a- m Ae Ro To narks:Ltthology,Water Quality&Temperature Y N D(;Unty , � IILLA� �d _ f`+ Address of Well Site Lo�fN. � ryjyi/�yy 5 - - - - city - uJ ✓. - , i - Lt. 91k.� Sub.Name 1J17 77 r 4. USE: 4 "- (bomesllc ❑Municipal ❑Monitor ❑Irrigation rf % r❑Thermal ❑Injection ❑Other a 5. TYPE OF WORK check all that apply ❑New Well ❑Modify ❑Abandonment Xothef y 6. DRILL METHOD: !! ! LAir Rotary ❑Cable ❑Mud Rotary ❑Other 7. rSEALING PROCEDURES Seal Material From To weig lId—a Seal Placen ant Method Was drive shoe used? ❑N Shoe Depths) Was drive shoe seal tested? ❑Y)O N How? 8. CASINGILINER. Diameter Ram To Gauge Malarial Casing U— welded Threaded w tom^ ❑ ❑ [E © ° e RECEIVED ❑ ❑ ❑ ❑ Length of Headpfpe L Ih o ilpii P0520 acker Q N Type & `?r 9. PERFORATION%SCREENS PACKERTYPE WATER ESTER_ REGION Perforation Method Screen Type&Method of Installation From To SIo7 Size Number aiameler Material teeing U. I/'. «� n ❑ ❑ Completed DepthMea22surable) El Date: Started }:./ •Q` Completed 3*OS ❑ 14.DRILLER'S CERTIFICATION 10.FILTER PACK I/We certify that all minimum well constriction standards were complied with at the liner Material Ram To I weight/Volurne FlacemeM rAelhotl time the rig was r Wed. Company Nam lrm No- x- 11. TATIC WATER LEVEL OR ARTESIAN PRESSURE: Principal Drill ;1 Date `GSA t.below ground Artesian pressure Ib, and Depth Flaw encountered ry. De cdbe access port or control devices: Driller or Operator II Date UP I� 7(� Operator I pate Principal Driller and Rig Operator Required. Operator I must have signature of Drilier/0perator II. FORWARD WHITE COPYTO WATER RESOURCES N N b!� In. Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC DESIGN SECTION CALCULATIONS (ACHD R-Value Method) Project: GANDER CREEK File No.: 19010-13 Meridian Idaho Calc By: B. Arnold Client: Trilogy Development Date: 02/28/19 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 = 12 by R-Value GE= 20.8 Inches ACHD ACR 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= 11.4 Inches CALCULATED DESIGN SECTION ACHD Asphaltic Concrete= 2.5 inches 3/4" Road Base = 4.0 inches Aggregate Subbase = 11.4 inches RECOMMENDED DESIGN SECTION Asphaltic Concrete = 2.5 inches 3/4" Road Base = 4.0 inches Aggregate Subbase = 12.0 inches N tz a Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC DESIGN SECTION CALCULATIONS (ACHD R-Value Method) Project: GANDER CREEK File No.: 19010-B Meridian Idaho Calc By: B. Arnold Client: Trilogy Development Date: 02/28/19 Design Thickness Equation: T = 0.0032 (TI) (100-R)(12) = GE (inches) T= Design Thickness TI = Traffic Index = 8 By Agency GE = Gravel Equivalent R = R-Value = 12 By R-Value GE= 27.5Inches ACHD ACP, 3/4" Road Base and Aggregate Subbase Actual Thickness Equivalent Thickness ACHD Asphalt Concrete Thickness = 3.0 Inches ACE= 7.5 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= 15.6 Inches CALCULATED DESIGN SECTION ACHD Asphaltic Concrete= 3.0 inches 3/4" Road Base = 4.0 inches Aggregate Subbase = 15.6 inches RECOMMENDED DESIGN SECTION Asphaltic Concrete = 3.0 inches 3/4" Road Base = 4.0 inches Aggregate Subbase = 14.0 inches 00 N a Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC 10 Pavemenr Engineering Inc. Redding-San Luis Obispo Caltrans-/AMRL/QC-QA RESISTANCE(R)VALUE TEST ASTM D 2844 Laboratory No.: L190000 Project No.: 180096(Site#18158) Sample Date: ❑ecember 4,2018 Report Date: January 1,2019 Client: SiteConsultin Project Name: 2018 Laboratory Testing Sample Description: Brown Silty Clav Sample Location: Gander Creek,TP-2 100 90 80 70 3 60 > 50 L) 40 30 -- 20 10 0 800 700 600 500 400 300 200 100 0 Exudation Pressure (P.S.I.) ;Resistance Value Test —300 P.S.I. Specimen No. 1 2 3 Moisture Content % 15.6 14-3 14.8 Dry Density PCF 116.1 119.1 118.9 Resistance Vaiue R 6 19 12 Exudation Pressure PSI 174 466 311 Expansion Pressure 0 69 17 As Received Moisture Content °/ 15.6 RESISTANCE VALUE AT 300 P.S.I. 12 AI�Q Reviewed By: Brandon Rodebaugh Materials Engineer '�+�1<.vauementenginee,7ng.com N aA a, GeotechnicaiServices/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC R-Value Reports f Pavement Engineering inc. 'ter/ Redding•San Luis Obispo Callrans'-/AMRL/QC•QA RESISTANCE(R)VALUE TEST ASTM D 2844 Laboratory No.: L182315 Project No.: 180096(Site#181581 Sample Date: December 7 2018 Report Date: December 31 2016 Client: Site Corsultina LLC Project Name: 2018 Laboratory Test n Sample Description: grown Sand(Decomposed Granite Sample Location: Gander Creek TP-16 100 90 80 70 60 � 50 40 M w 30 20 10 0 800 700 600 500 400 300 200 100 0 Exudation Pressure (P.S.I.) Resistance Value Test —300 P.S.I. Specimen No. 4 5 6 Moisture Content(%) 10.2 11.9 11.0 Dry Density PCF 122.4 123-0 124.4 Resistance Value R 77 63 73 Exudation Pressure PSI 566 190 343 Ex ansion Pressure 0 0 0 As Received Moisture Content(% 4,9 RESISTANCE VALUE AT 300 P.S.I. 71 AND Reviewed By: u' Brandon Rodebaugh 11 P'° Materials Engineer 0 m Imo, Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC GROUNDWATER MONITORING DATA Well TP1 TP2 TP3 TP4 TP5 TP6 TP7 TP8 TP9 Hub Elevation 18.67 20.79 22.75 17.73 21.27 22.81 18.38 21.03 22.06 Casing Height 2.92 3.10 3.66 3.09 2.93 2.96 3.03 2.86 3.10 Casing Elevation 21.59 1 23.89 1 26.41 1 20.82 1 24.20 1 25.77 1 21.41 1 23.89 1 25.16 2/7/2019 12.80 1 11.90 1 11.00 11.40 1 11.80 8.40 1 13.30 1 12.10 8.50 Elevation 8.79 11.99 1 15.41 1 9.42 1 12.401 17.37 1 8.11 1 11.79 16.66 Well TP10 TP11 TP12 TP13 TP14 TP15 TP16 TP17 TP18 Hub Elevation 16.24 19.93 21.12 17.16 20.30 22.24 16.81 20.23 21.81 Casing Height 2.84 2.90 3.10 3.06 2.80 2.95 2.85 2.91 3.00 Casing Elevation 19.08 22.83 1 24.22 1 20.22 1 23.10 1 25.19 1 19.66 1 23.14 24.81 2/7/2019 8.50 8.40 8.90 7.50 7.80 9.00 7.10 1 9.00 9.80 Elevation 10.58 14.43 15.32 1 12.72 15.30 16.19 1 12.56 1 14.14 15.01 Nothing Follows M tz Cz a Geotechnical Services/Soil Testing&Inspection Services Z E Post Office Box 190537 - Boise,Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 LTING, LLC Trilogy Development July 24,2019 Mr. Shawn Brownlee File#190101-C 9839 West Cable Car Street, #101 Page 1 of 6 Boise, Idaho 83709 Re: Groundwater Data Gander Creek Property Meridian, Idaho 83642 Shawn: The attached groundwater data tables include all groundwater readings since the onsite wells were installed in December 2018. Farming activity made it necessary to replace or repair almost all of the wells in July 2019. Two maps for well locations are included herein, one for before July 9, 2019 and one for after. ISG provided elevations for both set of wells. Their data is included in the data table and allowed reporting of groundwater as elevations. Also reported is data from the original set of wells installed in 2017. These four wells were installed in the four corners of the property north of the canal as shown on the included aerial photo. Monthly reports will be prepared as twice monthly measurements are recorded through the end of the irrigation season. It is noted that five of twenty wells installed on July 9, 2019 have already been lost. Any assistance with protecting the wells from onsite farm activity would be appreciated. Thank you for this opportunity to be of service and we look forward to working with you during the design and construction of this project. Should you have any questions or require additional information, please contact our office at your convenience. Respectfully submitted; Bob J. Arnold, PE SITE Consulting, LLC SS�ONAL a OF lows V0 J. AR v m Geotechnical Services /soil Testing a inspection Services SS I T E Post Office Box 190537 - Boise,Idaho 83718 site.consulting.idaho@gmaii.com - 208-440-6276 CONSULTING, LLC 2019 AERIAL PHOTO APPROXIMATE WELL LOCATIONS (Prior to 719119) Gander Creek P1 P-2 ' a P-5 TP-6 P-4 s P-8 TP-T P-9 P-i 1 TP-1 Q P-12 P-13 P-14 P-15 i i P-16 P-i7 tX 1 N m a Geotechnica/Services/Soil Testing&Inspection Services Z/ SITE post Office Box 190537 - Boise,Idaho 83719 site.consulting.idaho@amaii.com - 208-"0-6276 CONSULTING, LLC 2019 AERIAL PHOTO APPROXIMATE WELL LOCATIONS (AFTER 7f9/ 19) - Gander Creek P1 -x P 3 �ti yy P-20 P-5 P-4 F r P-19 P-7 P_y P-11 P-10 TP-12 P-13 P-14 P-15 i P-17 r- f` P-18 �i 4 M m eq 0. Geotec6mca/Services /Saii Testing&inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idahoCagmaii.corn - 208-"0-6276 /CONSULTING, LLC 2019 GROUNDWATER DATA TABLE - North of Canal Well TP1 TP2 I TP3 I TP4 I TP5 I TPS F TP7 TP8 I TP9 12/5/2018 Install new wells both north and south of canal 1/212019 12.20 LL2.10 1 11.40 11.10 14.60 8.60 13.50 12.30 9.50 Elevation 9.39 11.79 116.011 9.72 1 9.60 117.17 1 7.91 1 11.59 15.66 217/2019 Repaired Wells, Placed HUBs, Measured GW, Requested Survey Hub Elevation 18.67 20.79 22.75 17.73 21.27 22.81 18.38 21.03 22.06 Casing Height 2.92 3.10 3.66 3.09 2.93 2.96 3.03 2.86 3.10 Casing Elevation 21.59 23.89 26.41 20.82 24.20 25.77 21.41 23.89 25.16 217/2019 12.80 11.90 11.30 111.40 11.80 8.40 113.30 12.10 8.50 Elevation 8.79 11.99 15.11 9.42 12.40 17.37 8.11 11.79 16.66 3/29/2019 TOO WET Elevation 4M712019 T40 WET Elevation 5/15/2019 12.00 11.55 11.20 11.00 10.55 9.05 11.00 Gone 8.60 Elevation 9.59 12.34 15.21 9.82 13.65 16.72 10.41 16.56 6/12/2019 Gone Gone 11.20 1 Gone 11.00 9.00 11.15 Gone 9.00 Elevation 15.21 13.20 16.77 110.26 16.16 6/20/2019 Gone Gone 11.30 Gone 11.20 9.20 10.20 Gone Gone Elevation 15.11 13.00 16.57 11.21 712/2019 Gone Gone 111.20 1 Gone 11.00 Gone 10.20 Gone Gone Elevation 115.21 1 113.20 11.21 7/9/2019 Replaced or Repaired Damaged and Lost Wells Well TP1 TP2 TP3 TP4 TP5 TP6 TP7 TP8 TP9 Hub Elevation 18.72 50.52 23.60 17.94 21.08 22.93 18.60 21.19 Casing Height 2.67 -26.18 3.06 2.84 2.86 3.68 3.01 3.67 Gone Casing Elevation 21.39 24.34 26.56 1 20.78 23.94 26.61 1 21.61 24.86 7/1612019 9.70 11.60 11.40 8.80 9.90 Gone 10.50 11.30 Gone Elevation 11.69 12.74 15.16 11.98 14.04 11.11 113.56 Week of 7129 a Geotechmeal Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 /COlvsu�T��v�, ��� site_consulting_idahoaegmail.com - 208-440-6276 2019 GROUNDWATER DATA TABLE - South of Canal Well TP10 TP11 TP12 1 TP73 1 TP14 I TP15 TP16 TP17 TP18 12/512018 Install new wells both north and south of canal 1/212019 8.70 1 8.80 1 8.30 1 8.00 1 8.40 1 9.00 W7.70 9.00 10.20 Elevation 10.38 14.03 15.92 12.22 14.70 16.19 14.14 14.61 2/7/2019 Repaired Wells, Placed HUBS, Measured GW, Requested Survey Hub Elevation 16.24 19.93 121.12 17.16 20.30 22.24 16.81 20.23 21.81 Casing Height 2.84 2.90 3.10 3.06 2.80 2.96 2.85 2.91 3.00 Casing Elevation 19.08 22.83 24.22 20.22 233.10 25.19 19.66 23.14 24.81 2/7/2019 8.50 8.40 8.90 7.50 7.80 9.00 7.10 9.00 9.80 Elevation 10.68 14.43 15.32 12.72 116.30 16.19 12.56 14.14 15.01 3/29/2019 TOO I WET Elevation 4/17/2019 8.00 8.05 8.26 7.35 7.40 Gone 6.85 Gone Gone Elevation 11.08 14.78 15.97 12.87 15.70 12.81 5/16/2019 Gone Gone Gone Gone Gone Gone Gone Gone Gone Elevation All Wells South of Canal Gone 6/1212019 Gone Gone Gone Gone Gone Gone Gone Gone Gone. Elevation 6/20/2019 Gone Gone Gone Gone Gone Gone Gone Gone Gone Elevation 7/2/2019 Gone Gone Gone Gone Gone Gone Gone Gone Gone Elevation. 7/912019 Replaced or Repaired Damaged and Lost Wells Well TP10 TP11 I TP12 TP13 TP14 TP16 TP16 TP17 TP18 TP19 TP20 Hub Elevation 121.17 17.08 21.99 16.74 20.19 21.77 22.00 21.17 Casing Height Gone Gone 1 3.01 3.08 Gone 3.16 2.88 2.90 3.01 3.31 3.35 Casing Elevation} 124.19 20.16 25.15 19.62 23.09 24.78 25.31 24.62 7/16/2019 Gone Gone 8.30 7.20 Gone 7.30 7.30 7.60 8.90 111.70 10.00 Elevation 15.88 12.96 17.85 12.32 15.49 15.88 13.61 14.52 Week of 7129 Ln a Gewechnica!Services /Soil Testing&Inspection Services SITE Post Office Box '190537 - Boise,Idaho 83719 site.consulting_idaho@gmaii.com - 20$"440-6276 CONSULTING, LLC 2017 GW Data Well NW SW NE SE Ground Elevation 18.70 18.40 22.80 22A 0 Casing Height 30" 28" 32" 32" Casing Elevation 21.20 20.70 25.50 24.80 Casing Depth 9.67 9.83 9.62 9.92 5/6/2017 Dry 94" Dry 88" Elevation <11.6 12.67 <16.9 17.47 6/22/2017 Dr{ W" Dry 77" Elevation <11.6 13.28 <16.9 18.38 6/5/2017 Dry 87" Gone Flooded Elevation <11.6 13.45 7/6/2017 109" 86" Gone 75" Elevation 12.12 13.53 18.55 8/18/2017 Flooded Flooded Gone Flooded Elevation 9/4/2017 96" 81" Gone 70" Elevation 13.20 14.00 19.00 10/16/2017 Gone Gone Gone Gone Elevation 2017 AERIAL PHOTO OF APPROXIMATE WELL LOCATIONS II Y _ . i i r .. ... ....." may' 4. Nothing follows 110 v R Geotechmcal Services!Soil TestlM&Inspection Services Z E Post office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-4.40-6276 LTING, LLC Trilogy Development August 16, 2019 Mr, Shawn Brownlee File#19010-D 9839 West Cable Car Street, #101 Page 1 of 5 Boise, Idaho 83709 Re: Groundwater Data Gander Creek Property Meridian, Idaho 83642 Shawn: As per our ongoing discussion, the attached groundwater data tables include all groundwater readings since the replacement wells were installed on July 31, 2019. An aerial photo with well locations is included herein. ISG provided elevations for the newest wells on August 16, 2019. Their data is included in the data table and allowed reporting of groundwater as elevations. Also reported is data from the original set of wells installed in 2017. These four wells were installed in the four corners of the property north of the canal as shown on the included aerial photo. This has been forwarded to the project civil engineer, Bailey Engineering. Should you have any questions or require additional information, please contact our office at your convenience. Respectfully submitted; Bob J. Arnold, PE SITE Consulting, LLC TONAL FH o. /14�lJ OF SDP wO v Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-"0-6276 CONSULTING, LLC 2019 AERIAL PHOTO APPROXIMATE WELL LOCATIONS After 7/31/19 �, �, x=l '� ��"'CIF • �r"�' _ '; -ri �x k r.` =7 z ra !� V: 3 elf f- z RON 4. 3 -,+tea?: . l fit.*• - yl �I I� r 41 I tffim9m .r gw*' P-1 7 v.A. a m m o. Geotechnica/Services/Soil Testing&Inspection SerWCeS SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmaii.com - 208-"0-6276 CONSULTING, LLC 2019 GROUNDWATER DATA TABLE - North of Canal Well TP1 I TP2 I TP3 I TP4 I TP5 I TP6 TP7 TP8 TP9 12/512018 Install new wells both north and south of canal 1/212019 12.20 12.10 11.40 11.10 114.60 1 8.60 113.50 12.30 9.50 Elevation 9.39 11.79 15.01 9.72 1 9.60 1 17.17 1 7.91 11.59 115.66 217/2019 Repaired Wells, Placed HUBs, Measured GW, Requested Survey Hub Elevation 18.67 20.79 22.75 1 17.73 21.27 22.81 18.38 21.03 22.06 Casing Height 2.92 3.10 3.66 3.09 2.93 2.96 3.03 2.86 3.10 Casing Elevation 21.59 23.89 26.41 20.82 24.20 26.77 21.41 23.89 25.16 2/7/2019 12.80 1 11.90 11.30 11.40 11.80 8.40 1 13.30 12.10 1 8.50 Elevation 8.79 11.99 15.11 9.42 12.40 17.37 8.11 11.79 16.66 3/2912019 TOO WET Elevation 411712019 TOO WET Elevation 5/15/2019 12.00 11.55 11.20 11.00 10.55 9.05 11.00 Gone 8.60 Elevation 9.59 12.34 15.21 9.82 13.65 16,72 10.41 16.56 6112/2019 Gone Gone 11.20 Gone 11.00 9.00 11.15 Gone 9.00 Elevation 15.21 1 13.20 16.77 10.26 16.16 6/20/2019 Gone Gone 11.30 Gone 11.20 9.20 10.20 Gone Gone Elevation 15.11 13.00 16.57 11.21 712/2019 Gone Gone 11.20 Gone 11,00 Gone 10.20 Gone Gone Elevation 15.21 13.20 11.21 7/9/2019 Replaced or Repaired Damaged and Lost Wells Well TP1 TP2 TP3 TP4 TP5 TP6 TP7 TP8 TP9 Hub Elevation 18.72 50.52 23.50 17.94 21.08 22.93 18.60 21.19 Casing Height 2.67 -26.18 3.06 2.84 2.86 3.68 3.01 3.67 Gone Casing Elevation 21.39 24.34 26.56 20.78 23.94 26.61 21.61 24.86 7/16/2019 9.70 11.60 1 11.40 8.80 9.90 Gone 10.50 11.30 Gone Elevation 11.69 1 12.741 15.16 1 11.98 1 14.04 11.11 13.56 7/31/2019 Replaced or Repaired Damaged and Lost Wells (A) Well TP1 TP2 TP3 TP4 TP5 TP6A TP7 TP8 TP9A Hub Elevation 18.72 50.52 23.50 17.94 21.08 22.52 18.60 21.19 22.25 Casing Height 2.67 -26.18 3.06 2.84 2.86 3.64 3.01 3.67 2.63 Casing Elevation 21.39 24.34 26.56 20.78 23.94 26.16 21.61 24.86 24.88 8/2/2019 8.00 11.60 11.40 7.30 9.60 9.40 8.50 11.00 8.20 Elevation 13.39 12.74 15.16 13.48 14.34 16.76 13.11 13.86 16.68 8/16/2019 8.20 11.20 11.20 7.10 9.30 9.50 7.70 10.30 8.20 Elevation 13.19 1 13.14 15.36 13.68 14.64 16.66 13.91 14.56 16.68 m Geotechnical Services/Soil Testing&Inspection Services �ITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC 2019 GROUNDWATER DATA TABLE - South of Canal Well TP10 j TP11 I TP12 LTP13 I TP14 I TP15 TP16 TP17 TP18 12/5/2018 Install new wells both north and south of canal 1/2/2019 8.70 8.80 8.30 1 8.00 8.40 1 9.00 7.70 9.00 10.20 Elevation 10.38 14.03 15.92 112.22 14.70 116.19 11.96 14.14 14.61 2/712019 Repaired Wells, Placed HUBs, Measured GW, Requested Survey Hub Elevation 16.24 19.931 21.12 17.16 20.30 22.24 16.81 20.23 21.81 Casing Height 2.84 2.90 3.10 3.06 2.80 2.95 2.85 2.91 3.00 Casing Elevation 19.08 22.83 24.22 20.22 23.10 25.19 19.66 23.14 24.81 2/7/2019 8.50 8.40 8.90 7.50 7.80 9.00 j 7.10 9.00 9.80 Elevation 10.58 14.43 15.32 12.72 15.30 16.19 12.56 14.14 15.01 312912019 TOO WET Elevation 4/17/2019 8.00 8.05 8.25 7.35 7.40 Gone 6.85 Gone Gone Elevation 11.08 14.78 15.97 12.87 15.70 12.81 5/15/2019 Gone Gone Gone I Gone I Gone Gone Gone Gone Gone Elevation All Wells South of Canal Gone 6/12/2019 Gone Gone Gone Gone I Gone Gone Gone Gone Gone Elevation 6/20/2019 Gone Gone Gone Gone Gone Gone Gone Gone Gone Elevation 7/2/2019 Gone Gone one Gone Gone Gone Gone Gone Gone Elevation 7/9/2019 Replaced or Repaired Damaged and Lost Wells Well TP10 TP11 TP12 TP13 TP14 TP15 TP16 TP17 TP18 TP19 TP20 Hub Elevation 21.17 17.08 21.99 16.74 20.19 21.77 22.00 21.17 Casing Height Gone Gone 3.01 3.08 Gone 3.16 2.88 2.90 3.01 3.31 3.35 Casing Elevation 24.18 20.16 25.15 19.62 23.09 24.78 25.31 24.52 7/16/2019 Gone Gone 8.30 1 7.20 1 Gone 1 7.30 7.30 7.60 8.90 11.70 10.00 Elevation 1 15-881 12.96 1 1 17.85 12.32 15.49 15.88 13.61 14.52 7/31/2019 Replaced or Repaired Damaged and Lost Wells (A) Well TP10A TP11AI TP12 TP13 TP14A TP15 TP76 TP17 TP18 TP19 TP20 Hub Elevation 16.03 18.28 1 21.17 17.08 20.05 21.99 16.74 20.19 21.77 22.00 21.17 Casing Height 4.12 4.23 3.01 3.08 3.00 3.16 2.88 2.90 3.01 3.31 3.35 Casing Elevation 20.15 22.51 24.18 20.16 23.05 25.15 19.62 23.09 24.78 25.31 24.52 8/2/2019 8.40 9.20 8.10 7.00 7.00 7.00 6.90 7.40 7.90 11.40 9.70 Elevation 11.75 13.31 16.08 13.16 16.05 18.15 12.72 15.69 16.88 13.91 14.82 8/16/2019 8.40 1 9.20 1 7.80 7.00 7.00 7.00 6.90 1 7.40 1 7.90 1 11.00 8.70 Elevation 11.75 1 13.31 1 16.38 13.16 16.05 18.15 12.72 1 15.69 1 16.88 1 14.31 15.82 Geotechnical services/Soll Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC 2017 GW Data Well NW SW NE SE Ground Elevation 18.70 18.40 22.80 22.10 Casing Height 30 28" 32" 32" Casing Elevation 21.20 20.70 25.50 24.80 Casing Depth 9.67 9.83 9.62 9.92 5/6/2017 Dry 94" Dry 881, Elevation <11.5 12.87 <15.9 17.47 5/22/2017 Dry 891, Dry 77" Elevation <11.5 13.28 <15.9 18.38 6/5/2017 Dry 87" Gone Flooded Elevation <11.5 13.45 7/6/2017 1091" 86" Gone 75" Elevation 12.12 13.53 18.55 8/18/2017 Flooded Flooded Gone Flooded Elevation 9/4/2017 96" al.. Gone 70" Elevation 13.20 14.00 19.00 1 011 6/201 7 Gone Gone Gone Gone Elevation 2017 AERIAL PHOTO OF APPROXIMATE WELL LOCATIONS 7 'Q Rrig O'k F r 's `5 Nothing follows L a Geotechnical Services/Soil Testing&inspection Services SITE Post Office Box 190537 - Boise, Idaho83719 CONSULTING, LLC site.cansuiting.idaho@gmaiLcom - 206�44-6276 Trilogy Development September 12, 2019 Mr. Shawn Brownlee File#19010-E 9839 West Cable Car Street, #101 page 1 of 4 Boise, Idaho 83709 Re: Groundwater Data Gander Creek Property Meridian, Idaho 83642 Shawn: As per our ongoing discussion, the attached groundwater data tables include all groundwater readings through September 11, 2019. An aerial photo with well locations is included herein. Eleven of twenty wells were measured lower on September 11, 2019. Monitoring will continue through the end of the irrigation season. Should you have any questions or require additional information, please contact our office at your convenience. Respectfully submitted; Bob J. Arnold, PE SITE Consulting, LLC �510NA�.Ea �G%s,r�9F c'ti 4 Q e of °e J. a Geotechnica/Services/Soil Testing&Inspection Services SSITE E Post Office Box 190537 - Boise, Idaho 83719 J 1 G site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC 2019 AERIAL PHOTO APPROXIMATE WELL LOCATIONS After 7131/19 I�}1� aw rRsre � -'J -+=l I t. Filter - •qq V l P-9R Tc _ L .Gander Grisk E P1 P•5 >R rw.[s>r � Fired w L: P.11 u nrl.t. i: jai 10 P-13 ` O TP in 4 0 N y on Geotechnical Services /Sail Testing&Inspection Services 51 T E post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC 2019 GROUNDWATER DATA TABLE - North of Canal Well TP1 I TP2 I TP3 I TP4 I TP5 I TP6 I TP7 TP8 TP9 12/5/2018 Install new wells both north and south of canal 1/2/2019 12.20 12.10 111.40 11.10 14.60 1 8.60 113.50 12.30 9.50 Elevation 9.39 111.79 115.01 9.72 9.60 117.17 1 7.91 11.59 15.66 217/2019 Repaired Wells, Placed HUBS, Measured GW, Requested Survey Hub Elevation 18.67 20.79 22.75 17.73 21.27 22.81 18.38 21.03 22.06 Casing Height 2.92 3.10 3.66 3.09 2.93 2.96 3.03 2.86 3.10 Casing Elevation 21.59 23.89 26.41 20.82 24.20 25.77 21.41 23.89 25.16 2/7/2019 12.80 11.90 11.30 11.40 11.80 8.40 13.30 12.10 8.50 Elevation 8.79 11.99 15.11 9.42 12.40 1 17.37 8.11 11.79 16.66 3/29/2019 TOO WET Elevation 4117/2019 TOO WET Elevation 5/1512019 12.00 11.55 11.20 11,00 10.55 1 9.05 11.00 Gone 8.60 Elevation 9.59 12.34 15.21 9.82 13.65 16.72 10.41 16.56 6/1212019 Gone Gone 11.20 Gone 11.00 9.00 11.15 Gone 9.00 Elevation 15.21 13.20 16.77 10.26 16.16 6/20/2019 Gone Gone 11.30 Gone 11.20 9.20 10.20 Gone Gone Elevation 15.11 13.00 16.57 11.21 712/2019 Gone Gone 11.20 Gone 11.00 Gone 10.20 Gone Gone Elevation 15.21 13.20 11.21 7/9/2019 Replaced or Repaired Damaged and Lost Wells Well TP1 TP2 TP3 TP4 TP5 TP6 TP7 TP8 TP9 Hub Elevation 18.72 50.52 23.50 17.94 21.08 22.93 18.60 21.19 Casing Height 2.67 -26.18 3.06 2.84 2.86 3.68 3.01 3.67 Gone Casing Elevation 21.39 24.34 26.56 20.78 23.94 26.61 21.61 24.86 7116/2019 9.70 1 11.60 11.40 8.80 1 9.90 Gone 10.50 11.30 Gone Elevation 1.691 12.74 1 15.16 11.98 1 14.04 11.11 13.56 7/3112019 Replaced or Repaired Damaged and Lost Wells (A) Well TP1 TP2 TP3 TP4 TP5 TP6A TP7 TP8 TP9A Hub Elevation 18.72 50.52 23.50 17.94 21.08 22.52 18.60 21.19 22.25 Casing Height 2.67 -26.18 3.06 2.84 2.86 3.64 3.01 3.67 2.63 Casing Elevation 21.39 24.34 26.56 20.78 23.94 26.16 21.61 24.86 24.88 81212019 8.00 1 11.60 11.40 7.30 9.60 1 9.40 8.50 11.00 8.20 Elevation 13.39 12.74 15.16 13.48 14.34 16.76 13.11 13.86 16.68 8/16/2019 8.20 11.20 11,20 7.10 9.30 9.50 7.70 10.30 8.20 Elevation 13A9 13.14 15.36 13.68 14.64 16.66 13.91 14.56 16.68 9111/2019 9.30 10.70 10.50 8.70 9.00 9.20 11.00 10.50 7.90 Elevation 4.09 2.04 4.66 4.78 5.34 7.56 2.11 3.36 8.78 Groundwater cY, W Trending Geotechnical Services /Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 ZSULTING, LLC 2019 GROUNDWATER DATA TABLE - South of Canal Well TP10 TP11 TP12 TP13 TP14 TP15 TP16 TP17 TP18 12/5/2018 Install new wells both north and south of canal 112/2019 8.70 1 8.80 1 8.30 8.00 1 8.40 1 9.00 1 7.70 9.00 10.20 Elevation 10.38 114.03 15.92 12.22 114.70 116.19 111.96 14.14 14.61 2/7/2019 Repaired Wells, Placed HUBS, Measured GW, Requested Survey Hub Elevation 16.24 19.93 21.12 17.16 20.30 22.24 16.81 20.23 21.81 Casing Height 2.84 2.90 3.10 3.06 2.80 2.95 2.85 2.91 3.00 Casing Elevation 19.08 22.83 24.22 20.22 23.10 25.19 19.66 23.14 24.81 2/7/2019 8.50 8.40 8.90 7.50 7.80 9.00 7.10 9.00 9.80 Elevation 10.58 14.43 15.32 12.72 15.30 16.19 12.56 14.141 15.01 3/2912 0 1 9 TOO WET Elevation 4/1712019 8.00 8.05 8.25 1 7.35 7.40 Gone 6.85 Gone Gone Elevation 11.08 14.78 15.97 12.87 15.70 12,81 5/15/2019 Gone Gone Gone I Gone I Gone I Gone Gone Gone Gone Elevation All Wells South of Canal Gone 6/12/2019 Gone Gone Gone Gone Gone Gone Gone Gone Gone Elevation 6/20/2019 Gone Gone Gone Gone Gone Gone Gone Gone Gone Elevation 7/2/2019 Gone Gone Gone Gone Gone Gone Gone Gone Gone Elevation 7/912019 Replaced or Repaired Damaged and Lost Wells Well TP10 TP11 TP12 TP13 TP14 TP15 TP16 TP17 TP18 TP19 TP20 Hub Elevation 21.17 17.08 21.99 16.74 20.19 21.77 22.00 21.17 Casing Height Gone Gone 3.01 3.08 Gone 3.16 2.88 2.90 3.01 3.31 3.35 Casing Elevation 24.18 20.16 25.15 19.62 23.09 24.78 25.31 24.52 7/16/2019 Gone Gone 1 8.30 7.20 Gone 7.30 7.30 7.60 8.90 11.70 10.00 Elevation 1 15.88 12.96 17.85 12.32 15.49 15.88 13.61 14.52 7/31/2019 Replaced or Repaired Dama ed and Lost Wells (A) Well TP10A TP11AI TP12 TP13 TP14A TP15 TP16 TP17 TP18 TP19 TP20 Hub Elevation 16.03 18.28 21,17 17.08 20.05 21.99 16.74 20.19 21.77 22.00 21.17 Casing Height 4.12 4.23 3.01 3.08 3.00 3.16 2.88 2.90 3.01 3.31 3.35 Casing Elevation 20.15 22.51 24.18 20.16 23.05 25.15 19.62 23.09 24.78 25.31 24.52 8/2/2019 8.40 9.20 8.10 7.00 7.00 7.00 6.90 7.40 7.90 11.40 9.70 Elevation 11.75 13.31 16.08 13.16 1 16.05 18A5 12.72 15.69 16.88 13.91 14.82 8/16/2019 8.40 9.20 7.80 7.00 7.00 7.00 6.90 7.40 1 7.90 11.00 8.70 Elevation 11.75 13.31 16.38 13.16 16.05 18.15 12.72 15.69 16.88 14.31 15.82 8/16/2019 8.60 7.90 8.60 9.20 7.70 7.40 7.80 6.70 7.40 10.70 9.20 Elevation 3.15 5.41 7.48 3.96 8.35 10.75 1 4.92 8.99 9.48 3.21 5.62 Groundwater Trending Nothing follows m Geotechnical Services /Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC Trilogy Development October 23, 2019 Mr. Shawn Brownlee File#19010-F 9839 West Cable Car Street, #101 Page 1 of 4 Boise, Idaho 83709 Re: 2019 Groundwater Data Gander Creek Property Meridian, Idaho 83642 Shawn: We have completed the 2019 groundwater monitoring program at your Gander Creek Development. During our September 27, 2019 measurements, all wells within phase one and two were down compared to the prior readings. This indicates the groundwater is dropping on this portion of the property and the Groundwater Data Table includes a season high GW elevation. Seasonal highs are shaded blue. We plan to start twice a month measurements on this project in March 2020. Bailey Engineering need to determine if additional wells are required. Additional wells can be installed or repaired, and confirmation surveying (MW18 was recently damaged) can be perform this winter. Should you have any questions or require additional information, please contact our office at your convenience. Respectfully submitted, Bob J. Arnold, PE SITE Consulting, LLC pNAL FN4o Qo�� �O%STL=/+E' n A �opr9T� Geotechnical services /soil Testing&Inspection services Z SITE post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC 2019 AERIAL PHOTO APPROXIMATE WELL LOCATIONS After 7/31/19 • =s KOO P-6 'r } Y Gander Crook r I i TP) 1 J IV TP-4 TP-5 Tr.Ur •- 1� Tt•�R 1 P4M } i 2Ft rP• 1 6aly •d xs.. TP 9 I P 10 TP-Y7 JUAL . i T t•-1� _ .... � fir.• f r N m m a Oeotechnical Services/Soll Testing&Inspection ServiceS SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CC►NSULTING, LLC 2019 GROUNDWATER DATA TABLE - North of Canal Well TPi I TP2 I TP3 I TP4 I TP5 I TP6 TP7 TP8 TP9 12/5/2018 Install new wells both north and south of canal 1/212019 12.20 12.10 11.40 11.10 14.60 8.60 13.50 12.30 9.50 Elevation 9.39 11.79 115.011 9.72 1 9.60 117.17 1 7.91 11.59 15.66 2/7/2019 Repaired Wells,Placed HUBS,Measured GW,Requested Surve Hub Elevation 18.67 20.79 22.75 17.73 21.27 22.81 18.38 21.03 22.06 Casing Height 2.92 3.10 3.66 3.09 2.93 2.96 3.03 2.86 3.10 Casing Elevation 21.59 23.89 26.41 20.82 24.20 25.77 21.41 23.89 25.16 21712019 12.80 11.90 11.30 11.40 11.80 8.40 13.30 12.10 8.50 Elevation 8.79 111.99 15.11 1 9.42 12.40 117.37 8.11 111.79 16.66 3/29/2019 TOO WET Elevation 4/17/2019 TOO WET Elevation 5/1512019 12.00 11.55 11.20 11.00 10.55 9.05 11.00 1 Gone 8.60 Elevation 9.59 12.34 15.21 9.82 13.65 16.72 10.41 16.56 611212019 Gone Gone 11.20 Gone 11.00 9.00 11.15 Gone 9.00 Elevation 15.21 13.20 16.77 10.26 16.16 6/20/2019 Gone Gone 11.30 Gone 11.20 9.20 10.20 Gone Gone Elevation 15.11 13.00 16.57 11.21 712/2019 Gone Gone 11.20 Gone 11.00 Gone 10.20 Gone Gone Elevation 15.21 13.20 11.21 7/912019 Replaced or Re aired Damaged and Lost Wells Well TP1 I TP2 TP3 TP4 TP5 TP6 TP7 TP8 TP9 Hub Elevation 18.72 50.52 23.50 17.94 21.08 22.93 18.60 21.19 Casing Height 2.67 -26.18 3.06 2.84 2.86 3.68 3.01 3.67 Gone Casing Elevation 21.39 24.34 26.56 20.78 23.94 26.61 21.61 24.86 7/16/2019 9.70 11.60 11.401 8.80 9.90 one 10.50 11.30 Gone Elevation 11.69 12.74 15.16 11.98 14.04 11.11 13.56 7131/2019 Replaced or Repaired Dama ed and Lost Wells A Well TP7 TP2 TP3 TP4 TP5 TP6A TP7 TP8 TP9A Hub Elevation 18.72 50.52 23.50 17.94 21.08 22.52 18.60 21.19 22.25 Casing Height 2.67 -26.18 3.06 2.84 2.86 3.64 3.01 3.67 2.63 Casing Elevation 21.39 24.34 26.56 20.78 23.94 26.16 21.61 24.86 24.88 8/2/2019 8.00 111.60 14.40 1 7.30 9.60 1 9.40 8.50 1 11.00 8.20 Elevation 13.39 112.74 15.161 13.48 14.34 16.76 13.11 13.86 16.68 8/16/2019 8.20 111.20 11.20 7.10 9.30 9.50 7.70 10.30 8.20 Elevation 13.19 13.14 15.36 13.68 14.64 16.66 13.91 14.56 16.68 9/11/2019 9.30 10.70 10.50 8.70 9.00 9.20 111.00 10.50 7.90 Elevation 12.09 13.64 16.06 12.08 14.94 16.96 10.61 14.36 16.98 9/27/2019 9.40 10.80 10.70 9.00 9.20 9.30 11.90 11.00 8.10 Elevation 11.99 13.54 15.86 111.78 14.74 16.86 9.71 13.86 16.78 Groundwater Trending c+� 2019 Max GW 1 .68 1 7w 14.56 16.98 Geotechnlcal Services/Soil Testing&Inspection Services Z TE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 LTING, LLC 2019 GROUNDWATER DATA TABLE - South of Canal Well TP10 TP11 TP12 TP13 TP14 TP15 TP16 TP17 TP18 121512018 Install new wells both north and south of canal 102019 8.70 8.80 8.30 8.00 8.40 1 9.00 1 7.70 9.00 10.20 Elevation 10.38 14.03 15.92 12.22 14.70 116.19 111.96 14.14 14.61 2/7/2019 Repaired Wells,Placed HUBS,Measured GW,Requested Survey. Hub Elevation 16.24 19.93 121.12 17.16 20.30 22.24 16.81 20.23 21.81 Casing Height 2.84 2.90 1 3.10 3.06 2.80 2.95 2.85 2.91 3.00 Casing Elevation 19.08 22.83 24.22 20.22 23.10 25.19 19.66 23.14 24.81 217/2019 8.50 8.40 8.90 7.50 7.80 9.00 7.10 9.00 9.80 Elevation 10.58 14.43 15.32 12.72 16.30 16.19 12.56 14.14 15.01 3129/2019 TOO WET Elevation 4117/2019 8.00 8.05 8.26 7.35 7.40 Gone 6.85 Gone Gone Elevation 11.08 14.78 15.97 12.87 15.70 12.81 5/16/2019 Gone Gone Gone Gone Gone I Gone Gone Gone Gone Elevation All Wells South of Canal Gone 6/12/2019 Gone Gone Gone Gone Gone Gone Gone Gone Gone Elevation 6/20/2019 Gone Gone Gone Gone Gone Gone Gone Gone Gone Elevation 712/2019 :jo�nej Gone Gone Gone Gone Gone I Gone Gone Gone Elevation 7/9/2019 Replaced or Repaired Damaged and Lost Wells Well TP10 TP1 11 TP12 TP13 TP14 TP15 TP16 TP17 TP18 TP19 TP20 Hub Elevation 21.17 17.08 21.99 16.74 20.19 21.77 22.00 21.17 Casing Height Gone Gone 3.01 3.08 Gone 3.16 2.88 2.90 3.01 3.31 3.35 Casing Elevation 24.18 20.16 25.15 19.62 23.09 24.78 25.31 24.52 7116/2019 Gone Gone 8.30 1 7.20 1 Gone 1 7.30 1 7.30 7.60 8.90 11.70 j 10.00 Elevation 15.88 112.96 1 117,85 112.32 15.49 15.88 13.61 14.52 7/31/2019 Replaced or Repaired Damaged and Lost Wells(A) Well TP10A TP11AI TP12 TP13 TP14A TP15 TP16 TP17 TP18 TPI9 TP20 Hub Elevation 16.03 18.28 121.17 17.08 20.05 21.99 16.74 20.19 21.77 22.00 21.17 Casing Height 4.12 4.23 3.01 3.08 3.00 3.16 2.88 2.90 3.01 3.31 3.35 Casing Elevation 20.15 22.61 24.18 20.16 23.05 25.15 19.62 23.09 24.78 25.31 24.52 8/2/2019 8.40 9.20 8.10 7.00 7.00 7.00 6.90 7.40 7.90 11.40 9.70 Elevation 11.75 13.31 16.08 13.16 16.05 18.15 12.72 15.69 16.88 13.91 14.82 8/16/2019 8.40 9.20 7.80 7.00 7.00 7.00 6.90 7.40 1 7.90 11.00 8.70 Elevation 11.75 13.31 16.38 13.16 16.06 18.15 12.72 15.69 16.88 14.31 15.82 8/16/2019 8.60 7.90 8.60 9.20 7.70 7.40 7.80 6.70 7.40 10.70 9.20 Elevation 11.55 14.61 15.58 10.96 15.35 17.75 11.82 16.39 17.38 14.61 15.32 8/16/2019 8.70 9.20 8.10 7.60 1 7.80 7.20 7.60 7.90 8.10 11.00 9.80 Elevation 11.45 13.31 16.08 12.56 115.26 17.95 12.02 15.19 16.68 14.31 14.72 Groundwater Trending } 2019 Max GW 11J5 18.15 12.72176.39 17.38 1 14.61 15.82 Nothing follows Geotechnical Services /Sod Testing&Inspectlan Services