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ailey Engineering,Inc. CIVIL ENGINEERINGIPLANNINGICADD DRAINAGE CALCULATIONS FOR: Gander Creek North Subdivision No. 2 PROJECT NO: C2018-007 SS\0) AL EN ��CEN3c p 'L�, DATE: 09/01/2021 a 09/01/2021 p 19852 cfj, �O e 9�F 0� vo, 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. 2 consists of approximately 11.71 acres located to the west and south of McDermott 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 Sub.No. 2 will consist of 2 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 individual backyard swale for each lot with infiltration sand lenses 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 infiltration 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 forebay acts 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 drainage along the west of the subdivision have already been accounted for in Gander Creek North Subdivision No. I plans and will flow onto existing infiltration ponds. The drainage areas have been slightly revised to accommodate the change with Gander Creek North 2 plans. As can be observed from the revised drain calcs, the existing infiltration ponds (Pond 1 and 4) have sufficient capacity.The drainage along McMillan Road have also been accounted for in the Gander Creek North I plans as well. The revised and relevant drainage calculations have been attached in Appendix 4. 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 I 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: 3:1 (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 - Gander Creek North 2 - Drainage Calculations Appendix 4 - Gander Creek North 1 - Drainage Calculations (Applicable Pages Only) Appendix 5 - 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\Gander Creek North 2\Gander Creek North 2 ACHD Calcs 8/31/2021, 5:44 PM Version 10.0, May 2018 Gander Creek Subdivision North No.2-Runoff Calculations Updated: 8/31/2021 C=0.75 C=0.42 C=0.20 C=0.95 Gravel lRoadwav Single-Family Landscape Asohalt/Concrete Weighted Runoff Sheet Flow Gutter Flow Time of Concentration Drainage Area Area Area(acres) (exclusive) 100 cfs 025(cfs) Combined Combined Drains to... Shoulder)Isf) Lot Area Isf) Area Area Coefficient(estimated) Len h ft Len h k min Iasi Ichl DA 1A 22408 0.514 0 15745 0 6663 0.58 122 281 34 0.45 0.32 1.09 1.51 Pond 1 DA 1B 43431 0.997 0 33630 0 9801 0.54 70 369 24 0.97 0.70 DA 2A 49865 1.145 0 39619 0 10246 0.53 122 320 35 0.76 0.54 1.60 2.22 Pond 2 DA 2B 47498 1.090 0 33874 0 13624 0.57 70 320 24 1.13 0.81 ACHD IDF,with revised curves 7c 300-Year 25-Year 10 2.58 1.85 15 2.18 1.56 20 1.81 1.30 25 1.58 1.14 30 1.51 1.08 35 1.25 0.90 40 1.15 0.82 45 1.07 0.77 50 1.00 0.72 55 0.96 1 0.69 60 0.96 1 0.69 T-OP� OP OP �N t d• • `u. 2 u u V u 1 V V b O J/ oP oP oP oP :r r oP -- ___ __I � M U LP .°.. i �WZ - EP - P -_- --__ -mf_____________ C° ___FP EP EP EP rP- EP )__ OP n° OP OP 0 OP OP OP OP OP OvOP OP OP OP �/ M Ov nv �e J_ EP-DA MCM EEANI ES a` - _______ ,I ______________________ __________-� I --- EP _ _ Ep EF D EP EP EP EP EP EP EP Ev EP EP EP EP EP EP EP EP � ' �o EP ■\ V WO II ---,III r P EP co GR EP----- - ------ - --EP _______ _ " EGR _ D A M c M 4 D 1 _ L ------ ------- ----. -- - - - --- -- -- -- --- - - -- - --- -- .� Z - --- --- ---- EP I EP - - - - - - - - - - - - _ - - - - - - OP- - - - - - - - ° - - - - - - - - , - - - - - - - • OP OP OP Ov ---------- ---BL Q�C4---- ---j------------ - - ---- _---- -- -- — — --- — --- — --- — --- --- — --- — — ---�_;_; 1p I _ ------_�o NOT A PART WOODD 1 - -III _ __ - LU 12 II pp I -- 1 e W 1V _ _ I� 1 ■� (� D 5 :44- W I ; BLOCK2 Ld � - w W � 1 1 U _T _� fl I _%,D 4 1 I , Iy{I 12 I I I � I I I II I ' I I 14 '`�� I ml 1 IIII 1 �, 1 A ^ R. � IIII , \ / O �� \ / I II � � 1 ' �S�oN T i IIII z . ,. 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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.2-DA 1A,1B-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) 2 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 22,408 43,431 Acres 1.51 6 Determine the Weighted Runoff Coefficient(C) 0.58 0.54 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.55 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 usercaiiate 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 0.619 369 1.3 4.8 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 70 0.200 3.5 20.0 Computed Tc= 24.8 User-Entered Tc= 24.0 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.81 in hr 9 Calculate the Post-Development peak discharge(QPeak) Qp¢.k 1.51 cfs 10 Calculate total runoffvol IV)(for sizing primary storage) V 2,886 ft V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 1,804 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 289 ft' Asphalt 0.95 Y Concrete 0.95 Primary Treatment/StorageBasin V 2,598 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 2,886 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\Gander Creek North 2\Gander Creek North 2 ACHD Calcs 9/1/2021,12:40 PM 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.2-Pond 1 2 Enter number of Basins(25 max) 2 3 Number of Cells(Forebay+Primary=2,Primary Only=1) 2 4 Design Storm 100 Link to: Qv 5 Weighted Runoff Coefficient C 0.55 QV2 n QV TR55 6 Area A(Acres) 1.51 acres 7 Approved Discharge Rate(if applicable) 0.00 cfs 8 1-Basin Forebay V 289 ft3 Toggle between Forebay and Primary Basin,enter data and print for each *M.ks,kpz Sib S�psz A t--�--� ( ) side S*Z 6i Forebay Primary Basin 9 Select Forebay Shape 5-Irregular 10 Width of Forebay Bottom W 3.0 ft 24.0 11 Length of Forebay Bottom L 14.0 ft 28.0 12 Side Slopes(H:1) H:1 3.00 3.00 13 Enter Bottom Elevation 2520.37 ft 2520.32 14 Enter Top Bank Elevation 2522.82 ft 2522.82 15 Enter Water Surface Elevation(WSE) 2522.32 ft 2522.32 16 Distance Between Forebay and Primary Basin(blank if na) 0.00 ft 0.00 17 Enter Elevation Berm 2522.32 ft 2522.32 18 Enter High Groundwater Elevation 2516.06 ft 2516.06 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 As-d 0 ftz 983 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 0.50 289 0 0 1 0 1 289 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) 2520.37 2520.37 3.000 3.0 14.0 Override 1.00 0 2520.82 3.000 0.0 0.0 Override 108.00 2521.32 1 3.000 0.0 0.0 Override 187.00 2521.82 3.000 0.0 0.0 Override 285.00 2522.32 3.000 0.0 0.0 Override 397.00 387 1.95 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\Gander Creek North 2\Gander Creek North 2 ACHD Calcs 9/1/2021,12:40 PM 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.2-Pond 1 2 Enter number of Basins(25 max) 2 3 Number of Cells(Forebay+Primary=2,Primary Only=1) 2 4 Design Storm 100 Link to: Qv 5 Weighted Runoff Coefficient C 0.55 QV2 n QV TR55 6 Area A(Acres) 1.51 acres 7 Approved Discharge Rate(if applicable) 0.00 cfs 8 2-Primary Treatment/Storage V 2,598 ft3 Toggle between Forebay and Primary Basin,enter data and print for each *M.ks,kpz sib sksz A t--` > < > sales*z .i 9a°sy°' Primary Basin 9 Select Primary Basin Shape 5-Irregular 10 Width of Primary Basin Bottom W 24.0 ft 11 Length of Primary Basin Bottom L 28.0 ft 12 Side Slopes(H:1) H:1 3.00 13 Enter Bottom Elevation 2520.32 ft 2520. 14 Enter Top Bank Elevation 2522.82 ft 2122. 15 Enter Water Surface Elevation(WSE) 2522.32 ft 2522.32 16 Distance Between Forebay and Primary Basin(blank if na) 0.00 ft 0.00 17 Enter Elevation Berm 2522.32 ft 2522.32 18 Enter High Groundwater Elevation 2516.06 ft 2516.06 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 Asood 983 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 0.30 2,598 123 0 123 2,475 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) 2520.32 2520.32 3.000 24.0 28.0 Override 983.00 0 2520.82 3.000 0.0 0.0 Override 1235.00 2521.32 1 3.000 1 0.0 0.0 Override 1504.00 2521.82 3.000 0.0 0.0 Override 1789.00 2522.32 3.000 0.0 0.0 Override 2090.00 3,032 2.00 it depth for storage STORAGE OK 25 Does primary/storage basin have capacity? yE5 26 Time to drain primary/storage basin 19.0 hours 90%volume in 48-hours minimum - C:\Users\bdahal\Desktop\Gander Creek North 2\Gander Creek North 2 ACHD Calcs 9/1/2021,12:40 PM Version 10.0,May 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology.These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. 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.2-DA 2A,2B-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 49,865 47,498 Acres 2.24 6 Determine the Weighted Runoff Coefficient(C) 0.53 0.57 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.55 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 0.619 320 1.3 4.2 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 70 0.200 3.5 20.0 Computed Tc= 24.1 User-Entered Tc= 24.0 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) Qpeak 2.22 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 4,248 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, 2,655 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 425 ft` Y Concrete 0.95 Primary Treatment/StorageBasin V 3,823 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 4,248 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\Gander Creek North 2\Gander Creek North 2 ACHD Calcs 9/1/2021,12:40 PM 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.2-Pond 2 2 Enter number of Basins(25 max) 2 3 Number of Cells(Forebay+Primary=2,Primary Only=1) 2 4 Design Storm 100 Link to: Qv 5 Weighted Runoff Coefficient C 0.55 Q.V2� QV TR55 6 Area A(Acres) 2.24 acres 7 Approved Discharge Rate(if applicable) 0.00 cis 8 1-Basin Forebay V 425 Toggle between Forebay and Primary Basin,enter data and print for each *M.ks,bpz Sib MR.. A p7�. t--�--� ( ) side S*Z 6i Forebay Primary Basin 9 Select Forebay Shape 5-Irregular 10 Width of Forebay Bottom W 6.0 ft 36.0 11 Length of Forebay Bottom L 25.0 ft 47.0 12 Side Slopes(H:1) H:1 3.00 3.00 13 Enter Bottom Elevation 2519.28 ft 2519.23 14 Enter Top Bank Elevation 2521.73 ft 2521.73 15 Enter Water Surface Elevation(WSE) 2521.23 ft 2521.23 16 Distance Between Forebay and Primary Basin(blank if na) 0.00 ft 0.00 17 Enter Elevation Berm 2521.23 ft 2521.23 18 Enter High Groundwater Elevation 2516.98 ft 2516.98 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 1479 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 0.74 425 0 0 1 0 1425 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) 2519.28 2519.28 3.000 6.0 25.0 Override 1.00 0 2519.73 3.000 0.0 0.0 Override 221.00 2520.23 1 3.000 1 0.0 0.0 Override 333.00 2520.73 3.000 0.0 0.0 Override 461.00 2521.23 3.000 0.0 0.0 Override 606.00 654 1.95 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\Gander Creek North 2\Gander Creek North 2 ACHD Calcs 9/1/2021,12:41 PM 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.2-Pond 2 2 Enter number of Basins(25 max) 2 3 Number of Cells(Forebay+Primary=2,Primary Only=1) 2 4 Design Storm 100 Link to: Qv 5 Weighted Runoff Coefficient C 0.55 Q.V2� QV TR55 6 Area A(Acres) 2.24 acres 7 Approved Discharge Rate(if applicable) 0.00 cfs 8 2-Primary Treatment/Storage V 3,823 3 Toggle between Forebay and Primary Basin,enter data and print for each *M.ks,kpz sib sksz A p7�. t--` > < > saks6pez9a°sy°' Primary Basin 9 Select Primary Basin Shape 5-Irregular 10 Width of Primary Basin Bottom W 36.0 ft 11 Length of Primary Basin Bottom L 47.0 ft 12 Side Slopes(H:1) H:1 3.00 13 Enter Bottom Elevation 2519.23 ft 2519. 14 Enter Top Bank Elevation 2521.73 ft 2121. 15 Enter Water Surface Elevation(WSE) 2521.23 ft 2521.23 16 Distance Between Forebay and Primary Basin(blank if na) 0.00 ft 0.00 17 Enter Elevation Berm 2521.23 ft 2521.23 18 Enter High Groundwater Elevation 2516.98 ft 2516.98 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 Asood 1,479 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 0.44 3,823 185 0 185 3,638 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) 2519.23 2519.23 3.000 36.0 47.0 Override 1623.00 0 2519.73 3.000 0.0 0.0 Override 1795.00 2520.23 1 3.000 1 0.0 0.0 Override 2130.00 2520.73 3.000 0.0 0.0 Override 2483.00 2521.23 3.000 0.0 0.0 Override 2851.00 4,323 2.00 it depth for storage STORAGE OK 25 Does primary/storage basin have capacity? 26 Time to drain primary/storage basin 18.6 hours 90%volume in 48-hours minimum - C:\Users\bdahal\Desktop\Gander Creek North 2\Gander Creek North 2 ACHD Calcs 9/1/2021,12:41 PM Version 10.0,May 2018 Gander Creek North Subdivision No. 2 Individual Backyard Lot Swale Assumptions for calculations: Intensity 25= 1.56 in/hr Tc =15 min Intensity 100= 2.18 in/hr Tc=15 min Intensity 100 = 1.0 in/hr for 1-hour storm 25, 100-year Peak Flow = C* I *A ft3/sec *Intensity at time of concentration 100-year Runoff Volume = C * I *A*T ft3 *Intensity at 1 hour, 50 year storm Drainage Qp 25-yr Qp 100-yr Flow Runoff 100-yr Area ftz C-value Tc (min) Flow(cfs) (cfs) Volume ft3 Largest Backyard Lot Area 3410 0.42 15 0.05 0.07 114 New Swale design Runoff Volume = 114 ft3 Design Depth(ft)= 1.00 Design width(ft)= 6 Cross Sectional Area(ft^s2)= 3.00 Required Length= 38 Length= 42 ft Capacity= 126 ft3 Time to Drain Percolation Rate = 1.5 in/hr Sand Lens Area [total] (ft^2)= 40 ft2 Time to Drain= 22.73 hours Less than 24 hours ok Gander Creek North Subdivision No. 2 - Pipe Flow Calculations Date: 8/31/2021 Formulas: Mannings Equation: V_Q_1.486 R 2/3S1/2 A n " Where: Area,A=a D2 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) CB1AtoCB1B 1A 0.45 100 12 0.34% 2.25 20.01% OK CB 1B to SDMH 1 1A,1B 1.51 100 12 0.67% 3.16 47.82% OK SDMH 1 to Foreba 1 2-year storm 0.49 100 12 0.77% 3.39 14.47% OK SDMH 1 to Primary 1 100 sub 2 year storm 1.02 100 12 2.30% 5.85 17.43% OK CB 2A to CB 2B 2A 0.76 100 12 0.341 2.25 33.79% OK CB 2B to SDMH 2 2A,2B 2.22 100 12 0.57% 2.91 76.22% OK SDMH 2 to Foreba 2 2-year storm 0.81 100 12 0.91% 3.68 22.01% OK SDMH 2 to Primary 2 100 sub 2 year storm 1.41 100 12 1.36% 4.50 31.34% OK ailey Engineering,Inc. CIVIL ENGINEERINGIPLANNINGICADD DRAINAGE CALCULATIONS FOR: Gander Creek North Subdivision No. 1 NOT A COMPLETE REPORT (APPLICABLE PAGES ONLY) CS\()NAL & 0 PROJECT NO: C2018-007 Q 06/08/2021 DATE: 08/27/2019 1 8 8 2 REVISED: 11/18/2019 N .� REVISED: 1/9/2020 9T � REVISED: 4/16/2020 ��c F F �� REVISED: 6/8/2021 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. 1 consists of approximately 13.55 acres located to the west and south of McDermott 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. 1 will consist of 4 infiltration ponds within the property and borrow ditches along the south of McMillan road. One (1) additional infiltration basin has been designed to pick up drainage from the portion of McMillan Rd near McDermott Rd where curb and gutter will be installed. 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 or borrow dithces. 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 site's infiltration basin along McMillan Rd has been designed with a single basin and the required 3' to the groundwater table if a forebay is not present. 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 -------2 year 2.50 - -)K-5 year -x-10 year t2.00 N 25 year N s c1.50 X\ t 50 year w N �100 year 41.00 � \ X\XK 0.50 ------- \X� X\A- 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 P:\C2018-007 Gander Creek-Trilogy\100 Phase 1\Construction\Calcs\Gander Creek North 1 ACHD Calc 816180d01iftQ:45 PM Version 10.0, May 2018 REVISED W/GANDER CREEK NO.2 PLANS Gander Creek North Subdivision No. 1-Runoff Calculations Updated: 9/1/2021 C=0.75 C=0.20 C=0.95 Landscape Time of Q100 Single-Family Gravel Asphalt/Concrete Weighted Runoff Sheet Flow Gutter Flow Drainage Area Areas Area(acres) (exclusive) Length( 1 Length( 1 Concentration 100 cfs 5 cfs Combined Drains to... Lot Area(sfl Shoulder(sfl Area sf Area sf Coefficient)estimated) Len ft Len ft min cfs DA 1N 96277 2.210 65694 0 2727 27856 0.57 128 525 30 1.89 1.35 3.80 Pond 1 *DA 1S 93872 2.155 49896 0 13633 30343 0.56 50 240 25 1.90 1.37 DA 2W 68322 1.568 46164 0 0 22158 0.59 122 167 20 1.68 1.21 2.51 Pond 2 DA 2E 34504 0.792 24015 0 0 10489 0.58 59 201 20 0.83 0.60 DA 3N 27952 0.642 17186 0 0 10766 0.62 64 1 78 20 1 0.72 0.52 1.73 Pond 3 DA 3S 36089 0.828 18870 0 0 17219 0.67 130 306 20 1.01 0.72 *DA 4N 132764 3.048 102088 0 0 30676 0.54 62 166 20 2.99 2.15 3.84 Pond 4 DA 4S 40607 0.932 21862 0 8691 10054 0.50 70 166 20 0.85 0.61 DA McMillan W 27408 0.629 0 1765 10422 15221 0.65 N/A N/A N/A N/A N/A N/A McMillan BD West DA McMillan El 24179 0.555 0 925 8461 14793 0.68 N/A N/A N/A N/A N/A N/A McMillan BD Eastl DA McMillan E3 3082 0.071 0 353 17 2712 0.92 N/A N/A N/A N/A N/A N/A McMillan BD East 3 DA McMillan E2 10096 0.232 0 600 0 9496 0.94 N/A N/A N/A N/A N/A N/A McMillan BD East2 DA McMillan DA East 14405 0.331 0 0 0 14405 0.95 0.00 315.00 10 0.81 0.58 0.81 McMillan E Inf Basin *Drainage Areas revised with Gander Creek No.2 Plans ACHD IDF,with revised curves Tc 100-Year 25-Year 10 2.58 1.85 15 2.18 1.56 20 1.81 1.30 25 1.58 1.14 30 1.51 1.08 35 1.25 0.90 40 1 1.15 0.82 45 1.07 0.77 50 1.00 0.72 55 0.96 0.69 60 0.96 0.69 REVISED W/GANDER CREEK NO.2 PLANS 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.1-DA 1 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 4 Enter number of storage facilities(25 max) 8 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 96,277 93,872 Acres 4.37 6 Determine the Weighted Runoff Coefficient(C) 0.57 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 Usercaiiate min 10 Min. Estimated Runoff Coefficients for Various Surfao 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 0.619 201 1.3 2.6 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 59 0.200 3.4 17.4 Computed Tc= 20.0 User-Entered Tc= 30.0 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.51 in hr 9 Calculate the Post-Development peak discharge(ClPeak) Qpe.k 3.71 cfs 10 Calculate total runoffvol IV)(for sizing primary storage) V 8,498 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 5,311 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 850 ft' Asphalt 0.95 Y Concrete 0.95 Primary Treatment/StorageBasin V 7,648 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 8,498 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\Gander Creek North 2\Gander Creek North 1 ACHD Calc Spreadsheet 9/1/2021,12:37 PM Version 10.5,November 2018 REVISED W/GANDER CREEK NO.2 PLANS 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.1-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 QV2 n QV3 6 Area A(Acres) 4.37 acres Q,V4 7 Approved Discharge Rate(if applicable) 0.00 cfs QV5 QV6 8 1-Basin Forebay V 850 ft3 Q•v7 v8 Toggle between Forebay and Primary Basin,enter data and print for each SideSkpe Z site slope Z Sib Skaz 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 7.0 ft 29.0 11 Length of Forebay Bottom L 16.0 ft 37.0 12 Side Slopes(1-1:1) H:1 4.00 4.00 13 Enter Bottom Elevation 2517.00 ft 2516.95 14 Enter Top Bank Elevation 2520.40 ft 2520.40 15 Enter Water Surface Elevation(WSE) 2519.90 ft 2519.90 16 Distance Between Forebay and Primary Basin(blank if na) 0.00 ft 0.00 17 Enter Elevation Berm 2519.90 ft 2519.90 18 Enter High Groundwater Elevation 2514.94 ft 2514.94 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 1254 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 1.48 850 0 0 0 850 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(it) New Stage(it) (H:V) Stage(ft) Stage(ft) Stage(ftz) Stage(ft) OVERIDE Stage(ft) 2517.00 2517.00 4.000 7.0 16.0 Override 1.00 0 2517.20 4.000 0.0 0.0 Override 121.00 2517.40 1 4.000 1 0.0 0.0 Override 162.00 2517.90 4.000 0.0 0.0 Override 286.00 2518.40 4.000 0.0 0.0 Override 442.00 2518.90 4.000 0.0 0.0 Override 630.00 2519.40 4.000 0.0 0.0 Override 849.00 972 2519.90 4.000 0.0 0.0 Override 1100.00 1,460 2.90 ft depth for storage STORAGE OK 25 Does forebay have capacity? AliIIIIIIIIIIIIIIII 26 Time to drain forebay 0.0 hours 90%volume in 48-hours minimum - C:\Users\bdahal\Desktop\Gander Creek North 2\Gander Creek North 1 ACHD Calc Spreadsheet 9/1/2021,12:38 PM Version 10.0,May 2018 REVISED W/GANDER CREEK NO.2 PLANS 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.1-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 QV2 n QV3 6 Area A(Acres) 4.37 acres Q,V4 7 Approved Discharge Rate(if applicable) 0.00 cfs QVS QV6 8 2-Primary Treatment/Storage V 7,648 ft3 Q•v7 v8 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 29.0 ft 11 Length of Primary Basin Bottom L 37.0 ft 12 Side Slopes(1-1:1) H:1 4.00 13 Enter Bottom Elevation 2516.95 ft 2517.00 14 Enter Top Bank Elevation 2520.40 ft 2520.40 15 Enter Water Surface Elevation(WSE) 2519.90 ft 2519.90 16 Distance Between Forebay and Primary Basin(blank if na) 0.00 ft 0.00 17 Enter Elevation Berm 2519.90 ft 2519.90 18 Enter High Groundwater Elevation 2514.94 ft 2514.94 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 1,254 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 3 3 1.00 0.96 0.89 7,648 157 0 157 7,491 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) 2516.95 2516.95 4.000 29.0 37.0 Override 1254.00 0 2517.40 4.000 0.0 0.0 Override 1651.00 2517.90 1 4.000 1 0.0 0.0 Override 2122.00 2518.40 4.000 0.0 0.0 Override 2625.00 2518.90 4.000 0.0 0.0 Override 3160.00 2519.40 4.000 0.0 0.0 Override 3726.00 2519.90 4.000 0.0 0.0 Override 4320.00 7,963 2.95 ft depth for storage STORAGE OK 25 Does primary/storage basin have capacity? =yEs 26 Time to drain primary/storage basin 43.9 hours 90%volume in 48-hours minimum - C:\Users\bdahal\Desktop\Gander Creek North 2\Gander Creek North 1 ACHD Calc Spreadsheet 9/1/2021,12:38 PM Version 10.0,May 2018 REVISED W1 GANDER CREEK NO.2 PLANS 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.1-CIA 4 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 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 132,764 40,607 Acres 3.98 6 Determine the Weighted Runoff Coefficient(C) 0.54 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.53 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 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-S5,<300-ft c Computed Tc= 0.0 User-Entered Tc= 20.0 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.81 in hr 9 Calculate the Post-Development peak discharge(QPeak) Qpe k 3.84 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 7,338 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, 4,586 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 734 ft` Y Concrete 0.95 Primary Treatment/StorageBasin V 6,604 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 7,338 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\Gander Creek North 2\Gander Creek North 1 ACHD Calc Spreadsheet 9/1/2021,12:38 PM Version 10.5,November 2018 REVISED W/GANDER CREEK NO.2 PLANS 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.1-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 0.53 Qv2 QV3 6 Area A(Acres) 3.98 acres Q,v4----------- 7 Approved Discharge Rate(if applicable) 0.00 cis Qv5 QV6 8 1-Basin Forebay V 734 ft3 Q•V7 va 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 2.0 it 33.0 11 Length of Forebay Bottom L 22.0 ft 30.0 12 Side Slopes(H:1) H:1 4.00 4.00 13 Enter Bottom Elevation 2517.96 ft 2517.90 14 Enter Top Bank Elevation 2521.30 ft 2521.30 15 Enter Water Surface Elevation(WSE) 2520.80 ft 2520.80 16 Distance Between Forebay and Primary Basin(blank if na) 0.00 ft 0.00 17 Enter Elevation Berm 2520.80 ft 2520.80 18 Enter High Groundwater Elevation 2515.82 ft 2515.82 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 1283 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 1.27 734 0 0 0 734 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) 2517.96 2517.96 4.000 2.0 22.0 Override 1.00 0 2518.00 4.000 0.0 0.0 Override 60.00 2518.50 4.000 1 0.0 0.0 Override 179.00 2519.00 4.000 0.0 0.0 Override 331.00 2519.50 4.000 0.0 0.0 Override 515.00 2520.00 4.000 0.0 0.0 Override 732.00 2520.50 4.000 0.0 0.0 Override 980.00 1,140 2520.80 4.000 0.0 0.0 Override 1142.00 1,458 2.84 ft depth for storage STORAGE OK 25 Does forebay have capacity? 26 Time to drain forebay 0.0 hours 90%volume in 48-hours minimum - C:\Users\bdahal\Desktop\Gander Creek North 2\Gander Creek North 1 ACHD Calc Spreadsheet 9/1/2021,12:39 PM Version 10.0,May 2018 REVISED W1 GANDER CREEK NO.2 PLANS 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.1-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 0.53 Qv2 QV3 6 Area A(Acres) 3.98 acres Q,v4----------- 7 Approved Discharge Rate(if applicable) 0.00 cfs Qv5 QV6 8 2-Primary Treatment/Storage V 6,604 ft3 QV7 va Toggle between Forebay and Primary Basin,enter data and print for each sideSkpe Z site slope Z sib skaz A n. ^ Flaw ' *skpz t--` > < > sakstapez .L,, 9a°sy°' Primary Basin 9 Select Primary Basin Shape 5-Irregular 10 Width of Primary Basin Bottom W 33.0 it 11 Length of Primary Basin Bottom L 30.0 ft 12 Side Slopes(1-1:1) H:1 4.00 13 Enter Bottom Elevation 2517.90 ft 2517.96 14 Enter Top Bank Elevation 2521.30 ft 2521.30 15 Enter Water Surface Elevation(WSE) 2520.80 ft 2520.80 16 Distance Between Forebay and Primary Basin(blank if na) 0.00 ft 0.00 17 Enter Elevation Berm 2520.80 ft 2520.80 18 Enter High Groundwater Elevation 2515.82 ft 2515.82 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 1,283 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 0.76 6,604 160 0 160 6,444 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) 2517.90 2517.90 4.000 33.0 30.0 Override 1283.00 0 2518.20 4.000 0.0 0.0 Override 1534.00 2518.50 1 4.000 1 0.0 0.0 Override 1797.00 2519.00 4.000 0.0 0.0 Override 2260.00 2519.50 4.000 0.0 0.0 Override 2756.00 2520.00 4.000 0.0 0.0 Override 3284.00 2520.50 4.000 0.0 0.0 Override 3843.00 6,482 2520.80 4.000 0.0 0.0 Override 4192.00 7,687 2.90 ft depth for storage STORAGE OK 25 Does primary/storage basin have capacity? 26 Time to drain primary/storage basin 37.1 hours 90%volume in 48-hours minimum - C:\Users\bdahal\Desktop\Gander Creek North 2\Gander Creek North 1 ACHD Calc Spreadsheet 9/1/2021,12:39 PM Version 10.0,May 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology.These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. 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.1-CIA McMillan El 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 24,179 Acres 0.56 6 Determine the Weighted Runoff Coefficient(C) 0.68 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.68 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 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i &.597 in hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Qpeak cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) ft Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in fight areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vr, 815 ft' Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cis Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Basin Foreba V 130 ft` Asphalt 0.95 Y Concrete 0.95 Primary Treatment/StorageBasin V 1,174 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 1,304 ft^ Gravel 0.75 Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 O. Average:2-6% 0.09 0.12 0.15 O. Steep:>6% 0.13 0.18 0.23 O. Adapted from ASCE P:\C2018-007 Gander Creek-Trilogy\100 Phase 1\Construction\Calcs\Drain Calcs\Gander Creek North 1 ACHD Calc Spreadsheet 11/18/2019,3:38 PM Version 10.5,November 2018 ACHD Calculation Sheet for Sizing Bioswales & Borrow Ditches NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. User input in yellow cells. 1 Project Name Gander Creek North Subdivision No.1-McMillan Borrow Ditch East 1 2 Enter number of Bioswales/Borrow Ditches(25 max) 3 3 Design Storm 100 Weighted Runoff Coefficient C 0.68 Link to: QV3 4 Area A(Acres) 0.56 acres Q,V4 Q,Vs Approved discharge rate for the given storm(if applicable) 0.00 cfs [Q,V6 5 Design Vol With 0%Sed for Swales V 1,304 ft3 Q,V7 6 Length of Swale 398 ft 7 Infiltration Window?(Note:infiltration required if Longitudinal Slope<10%) Design Infiltration Rate 1.50 in/hr 8 Infiltration Window Width 2.00 ft 9 Set Swale Bottom Width b 0.00 ft 10 Set Swale Top Width 12.00 ft 11 Set Swale Depth y 1.50 ft 12 Swale Side Slopes H:1 Sxs 4.00 13 Calculate cross-sectional area Axs 9.00 ftz Axs=Y zz+by 14 Total Swale Capacity Without Driveways 3,582 ft3 15 Does it Have Capacity? OK 16 Time to Drain 13.1 hr 90%volume in 48-hours minimum OK Check Swale With Driveways 17 Avg.Driveway Fill Slope in Swale (H/V) ft/ft 18 Enter Total Number of Driveways ea 0.0 ft3 Deduct driveway slope 19 Enter Total Length of all Driveways ft 0.0 ft3 Deduct driveway length 20 Lost Swale Length From Trees,etc. ft 0.0 ft3 Deduct other 21 Adjusted Length of Infiltration Area 0.0 ft 22 Excess Capacity=Storage-Deductions-Runoff Volume (1,304.3) ft3 23 Is Capacity Good? 24 Time to Drain 0.0 hr 90%volume in 48-hours minimum OK P:\C2018-007 Gander Creek-Trilogy\100 Phase 1\Construction\Calcs\Drain Calcs\Gander Creek North 1 ACHD Calc Spreadsheet.A�h6/2020,7:40 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.1-CIA McMillan E2 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 10,096 Acres 0.23 6 Determine the Weighted Runoff Coefficient(C) 0.94 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.94 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 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.5F0.6Oin Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) QPeak 0.5Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) 75Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95fight areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vn 470 ft' Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cis Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Basin Foreba V 75 ft` Asphalt 0.95 Y Concrete 0.95 Primary Treatment/StorageBasin V 676 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 751 ft Gravel 0.75 Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 O. Average:2-6% 0.09 0.12 0.15 O. Steep:>6% 0.13 0.18 0.23 O. Adapted from ASCE https://baileyengineers.sharepoint.com/sites/BEI-Server-1/Server Folders/C2018-007 Gander Creek-Trilogy/100 Phase 1/Construction/Calcs/Drain Calcs/Gander Creek North 1 ACHD Calc Spreadsheet.xlsm 6/8/2021,2:34 PM Version 10.5,November 2018 ACHD Calculation Sheet for Sizing Bioswales & Borrow Ditches NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. User input in yellow cells. 1 Project Name Gander Creek North Subdivision No.1-McMillan Borrow Ditch East 2 2 Enter number of Bioswales/Borrow Ditches(25 max) 3 3 Design Storm 100 Weighted Runoff Coefficient C 0.94 Link to: QV3 4 Area A(Acres) 0.23 acres Q,V4 Q,Vs Approved discharge rate for the given storm(if applicable) 0.00 cfs QV6 5 Design Vol With 0%Sed for Swales V 751 ft3 fQ,V7 6 Length of Swale 178 ft 7 Infiltration Window?(Note:infiltration required if Longitudinal Slope<10%) Design Infiltration Rate 1.50 in/hr 8 Infiltration Window Width 2.00 ft 9 Set Swale Bottom Width b 0.00 ft 10 Set Swale Top Width 12.00 ft 11 Set Swale Depth y 1.50 ft 12 Swale Side Slopes H:1 Sxs 4.00 13 Calculate cross-sectional area Axs 9.00 ftz Axs=Y zz+by 14 Total Swale Capacity Without Driveways 1,602 ft3 15 Does it Have Capacity? OK 16 Time to Drain 16.9 hr 90%volume in 48-hours minimum OK Check Swale With Driveways 17 Avg.Driveway Fill Slope in Swale (H/V) ft/ft 18 Enter Total Number of Driveways ea 0.0 ft3 Deduct driveway slope 19 Enter Total Length of all Driveways ft 0.0 ft3 Deduct driveway length 20 Lost Swale Length From Trees,etc. ft 0.0 ft3 Deduct other 21 Adjusted Length of Infiltration Area 0.0 ft 22 Excess Capacity=Storage-Deductions-Runoff Volume (751.4) ft3 23 Is Capacity Good? 24 Time to Drain 0.0 hr 90%volume in 48-hours minimum OK I Check Borrow Ditch Infiltration Windows 25 Enter Infiltration Window Length ft 26 Enter Infiltration Window Width If 27 Time to Drain 0.0 hr 90%volume in 48-hours minimum OK https://baileyengineers.sharepoint.com/sites/BEI-Server-1/Server Folders/C2018-007 Gander Creek-Trilogy/100 Phase 1/Construction/Calcs/Drain Calcs/Gander Creek North 1 ACHD Calc Spreads heet.xlsm 6/8/2021,2:36 PM Version 10.0,May 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology.These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. 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.1-CIA McMillan E3 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 3,082 Acres 0.07 6 Determine the Weighted Runoff Coefficient(C) 0.92 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.92 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 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 n hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 0.17 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) 226 ft Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in fight areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 141 ft' Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cis Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Basin Foreba V 23 ft` Asphalt 0.95 Y Concrete 0.95 Primary Treatment/StorageBasin V 203 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 226 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 P:\C2018-007 Gander Creek-Trilogy\100 Phase 1\Construction\Calcs\Drain Calcs\Gander Creek North 1 ACHD Calc Spreadsheet 11/18/2019,3:39 PM Version 10.5,November 2018 ACHD Calculation Sheet for Sizing Bioswales & Borrow Ditches NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. User input in yellow cells. 1 Project Name Gander Creek North Subdivision No.1-McMillan Borrow Ditch East 3 2 Enter number of Bioswales/Borrow Ditches(25 max) 3 3 Design Storm 100 Weighted Runoff Coefficient C 0.92 Link to: 4,V5 4 Area A(Acres) 0.07 acres Q,V6 QV7 Approved discharge rate for the given storm(if applicable) 0.00 cfs [Q,VB 5 Design Vol With 0%Sed for Swales V 226 ft3 QV TR55 6 Length of Swale 113 ft 7 Infiltration Window?(Note:infiltration required if Longitudinal Slope<10%) Design Infiltration Rate 1.50 in/hr 8 Infiltration Window Width 2.00 ft 9 Set Swale Bottom Width b 0.00 ft 10 Set Swale Top Width 5.00 ft 11 Set Swale Depth y 0.83 ft 12 Swale Side Slopes H:1 Sxs 3.00 13 Calculate cross-sectional area Axs 2.08 ftz Axs=Y zz+by 14 Total Swale Capacity Without Driveways 235 ft3 15 Does it Have Capacity? OK 16 Time to Drain 8.0 hr 90%volume in 48-hours minimum OK Check Swale With Driveways 17 Avg.Driveway Fill Slope in Swale (H/V) ft/ft 18 Enter Total Number of Driveways ea 0.0 ft3 Deduct driveway slope 19 Enter Total Length of all Driveways ft 0.0 ft3 Deduct driveway length 20 Lost Swale Length From Trees,etc. ft 0.0 ft3 Deduct other 21 Adjusted Length of Infiltration Area 0.0 ft 22 Excess Capacity=Storage-Deductions-Runoff Volume (225.7) ft3 23 Is Capacity Good? 24 Time to Drain 0.0 hr 90%volume in 48-hours minimum OK P:\C2018-007 Gander Creek-Trilogy\100 Phase 1\Construction\Calcs\Drain Calcs\Gander Creek North 1 ACHD Calc Spreadsheet.A�h6/2020,7:41 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-McMillan DA East 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) 1 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 30 5 Area of Drainage Subbasin(SF or Acres) SF 14,405 Acres 0.33 6 Determine the Weighted Runoff Coefficient(C) 0.95 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.95 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 user Calculate min i0 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"I 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(ClPeak) QPeA 0.81 CfS Urban neighborhoods 0.50-0.70 Residential 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,086 ft Single Family 0.35-0.50Multi-family 0.60-0.75 V=Ci(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 679 W Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,cemeteries 0. Playgrounds 0.20-0.0-0.35 5 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 095 Basin Foreba V 109 ft' . Y Concrete 0.95 Primary Treatment/StorageBasin V 977 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel Volume Without Sediment Factor(See BMP 20 Tab) V 1,086 ft' Fields:Sandy soil 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 https://baileyengineers.sharepoint.com/sites/BEI-Server-1/Server Folders/C2018-007 Gander Creek-Trilogy/100 Phase 1/Construction/Calcs/Drain Calcs/Gander Creek North-McMillan Offsite CG Routing.xlsm 6/8/2021,1:55 PM 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-McMillan DA East 2 Enter number of Basins(25 max) 1 3 Number of Cells(Forebay+Primary=2,Primary Only=1) 1 4 Design Storm 100 Link to: Qv 5 Weighted Runoff Coefficient C 0.95 Qv TR55 n 6 Area A(Acres) 0.33 acres 7 Approved Discharge Rate(if applicable) 0.00 cfs 8 1-Basin Forebay V 1,086 ft3 Toggle between Forebay and Primary Basin,enter data and print for each *M.ks,kpz Sib S�psz A t--�--� ( ) side S*Z 6i Forebay 9 Select Forebay Shape 5-Irregular 10 Width of Forebay Bottom W 15.0 ft 11 Length of Forebay Bottom L 20.0 ft 12 Side Slopes(H:1) H:1 3.00 13 Enter Bottom Elevation 2523.45 ft 14 Enter Top Bank Elevation 2525.95 ft 15 Enter Water Surface Elevation(WSE) 2525.45 ft 16 Distance Between Forebay and Primary Basin(blank if na) 0.00 ft 17 Enter Elevation Berm 0.00 ft 18 Enter High Groundwater Elevation 2517.00 ft 19 Min.Freeboard Requirement 0.50 20 Freeboard Provided 21 Infiltration Area for Forebay Infiltration? 1.50 in/hr Note:infiltration required if Design Infiltration Rate,Enter 0for no infiltration bottom sloped%or0 outflow 22 Infiltration Area for Forebay As-d 300 ftz 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 0.30 1,086 38 0 38 1,048 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(ff) Below Stage(ft) New Stage(ft) (H:V) Stage(ft) Stage(ft) Stage(ftz) Stage(ft) OVERIDE Stage(ft) 2523.45 2523.45 3.000 15.0 20.0 Override 300.00 0 2523.95 3.000 0.0 0.0 Override 414.00 2524.45 1 3.000 1 0.0 0.0 Override 546.00 2524.95 3.000 0.0 0.0 Override 692.00 2525.45 3.000 0.0 0.0 Override 853.00 1,114 2.00 it depth for storage STORAGE OK 25 Does forebay have capacity? YES 26 Time to drain forebay 26.1 hours 90%volume in 48-hours minimum OK _ https://baileyengineers.sharepoint.com/sites/BEI-Server-1/Server Folders/C2018-007 Gander Creek-Trilogy/100 Phase 1/Construction/Calcs/Drain Calcs/Gander Creek North-McMillan Offsite CG Routing.xlsm 6/8/2021,2:20 PM Version 10.0,May 2018 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