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ailey Engineering,Inc. CIVIL ENGINEERINGIPLANNINGICADD DRAINAGE CALCULATIONS FOR: Centerville Subdivision No. 3 PROJECT NO: C2023-002 NAL FNci E N SFO ��� DATE: 3/26/2025 Q� 04/02/2025 20218 OF \'D tiq y B. Dv P Developer: Trilogy Development 9839 W Cable Car St, Suite 101 Boise, Idaho 83709 1119 E. State St., Suite 210 ♦ Eagle, Idaho 83616 ♦ Tel.: 208-938-0013 Centerville Subdivision No. 3 consists of approximately 5.35 acres sloping generally from southwest to northeast. Grading will occur to construct roadways and lot pads for lots across the development site. The drainage system consists primarily of subsurface seepage beds and a series of backyard(private) infiltration swales. The front half of all building lots is accounted for in drainage calculations,as the lots will slope towards the road. Storm water from each drainage area will flow through a gutter before being routed to a catch point. The back of`Type A' lots will drain to the rear,whereas the entirety of`Type B' lots will drain to the front of the lot. The drainage areas have been delineated with attention to the lot type, with the front half of`Type A' lots and the entirety of`Type B' lots added to the appropriate drainage basin. The ACHD Calculations Spreadsheet Version 10.5 (November 2018) was used to determine runoff volumes and peak flow rates for each individual drainage basin. Using a unique time of concentration of and a weighted runoff coefficient for all of the drainage areas, runoff volumes were calculated for each drainage area. Methodology and Assumptions 1. Geotechnical Characteristics a. Prepared by Site Consulting,LLC dated March 19,2019. b. Bedrock is not anticipated in site excavations for development. c. Infiltration rate: 1 in/hr to provide flexibility for infiltration testing. 2. Calculations for Storm Water Facilities a. Rational Method used for peak flows: Qp =CiA i. Qp =Peak flow for 100 year design storm at storm duration equal to time of concentration. 1. C=Weighted runoff coefficient based on land use (Appendix 1) 2. i=Rainfall intensity of design storm in inches/hour—Intensity- Duration-Frequency table (Appendix 1) 3. A=Area of drainage basin under consideration ii. Runoff Volume Calculation 1. V=CIAT a. C=Weighted runoff coefficient b. I=Rainfall intensity for 1 hour storm i. i =0.96 in/hr for 100 year storm ii. i=0.69 in/hr for 25 year storm c. A=Area of drainage in acres d. T=Duration of storm of 1 hour iii. Seepage Bed Sizing Calculations 1. Infiltration rate of 1 in/hr was used. 2. V 100 for seepage beds is upsized by 25%where seepage bed is not located within common lot 3. Design width and depth shown on attached calculations 4. Void ratio =0.4 5. Pipe diameter= 18 inches 3. Calculations for Private Stormwater Facilities: a. Rational Method used for peak flows: Qp =CiA i. Runoff Volume Calculation 1. V=CIAT a. C =Weighted runoff coefficient based on land use (Attachment 4) b. I=Rainfall intensity for 100-year, 1 hour storm=1.1 in/hr c. A=Area of drainage in acres d. T=Duration of storm of 1 hour=3600 seconds 2. Calculation can be seen in Attachment 4 b. Infiltration Swale Sizing calculations i. No infiltration during design storm ii. Infiltration Rate: 2 in/hr iii. System designed to drain in less than 24 hours List of Appendices: IDF CURVES AND WEIGHTED RUNOFF CALCULATIONS —Appendix 1 DRAINAGE AREA MAP—Appendix 2 DRAINAGE CALCULATIONS (PRIVATE)—Appendix 3 GEOTECHNICAL REPORT—Appendix 4 BOISE AREA INTENSITY-DURATION-FREQUENCY,WITH REVISED IDF CURVES Intensity(inches per hour) Design Storm 2 5 10 25 50 100 Tc 0.17 10 min 0.69 1.15 1.45 1.85 2.20 2.58 0.25 15 min 0.59 0.97 1.22 1.56 1.86 2.18 0.33 20 min 0.49 0.81 1.01 1.30 1.54 1.81 0.42 25 min 0.43 0.71 0.89 1.14 1.35 1.58 0.50 30 min 0.41 0.67 0.85 1.08 1.29 1.51 0.58 35 min 0.34 0.56 0.70 0.90 1.07 1.25 0.67 40 min 0.31 0.51 0.64 0.82 0.98 1.15 0.75 45 min 0.29 0.48 0.60 0.77 0.91 1.07 0.83 50 min 0.27 0.45 0.56 0.72 0.85 1.00 0.92 55 min 0.26 0.43 0.54 0.69 0.82 0.96 1.00 1 hour 0.26 0.43 0.54 0.69 0.82 0.96 2.00 2 hours 0.16 0.25 0.31 0.39 0.46 0.54 3.00 3 hours 0.13 0.19 0.23 0.29 0.34 0.40 6.00 6 hours 0.09 0.12 0.14 0.18 0.21 0.25 12.00 12 hours 0.06 0.08 0.10 0.12 0.14 0.16 24.00 24 hours 0.04 0.06 0.06 0.08 0.09 0.10 Boise Area Intensity Duration Frequency (IDF) 3.00 ------.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\JacobPulley\Desktop\Sheets Pulley\Centerville 2 ACHD Drain Calcs JP 10/18/2023, 1:56 PM Version 10.0, May 2018 � oE \ III iii li li = o QID / -- -- -- -- -- _�-- S o S �/� ♦♦♦♦ o0 \ —r N w co -- ■� H 1 1 1 f PI PIOR— pl— PI 6T — — -- Q _— —�I— z 53� I 55 z PI PI --- PI F F P� F P� P� Pi \ z r-- 0 0 0 0 0 - _____ p -- — —712-1 — — --1 I = g �ODODO O ODOD U f- of O = csN 2 I _ I Z w I I W s so fA ---- ' ------ -- — -- I / \ LW w — I � w j I Z w 5o w co O I ; \ W Q 00 \ _j � o I I - I $ I I �\ I i I -- - - I C49:1 W \\ I I c - Q rrq,�,G, LW P/ Q1 L ---------J L — —_______ — — ____ J ''1 1 I 111 18 VA O---- ----- ----------- ---------- ^ i -- -------- — — --- 1 1 TF OFF 2 — D A. 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TOF — _ �oE— _ _ TOE_ _ _ T C2023-002 30 0 15 30 60 SHEET 3 _ \ )/ fR IRR IRR iG IT+R SCALE IN FEETMAP Centerville Subdivision No.3-Runoff Calculations uo 11d� uza/mzs .,nsx mr `°'°`amu un.na pr aim �g�gg� x"•�•ramm di n.xim°n. c ^la omr.k1 ozs�srsr c°m° has gyp�q,_ YS91sy_y gaN€lnu o.mxmi vnam Uft v� ratihl Il l4a nrs.a°min ° r norc VLV-Br.n n/nrr nre�umr'n/nrr s swnmonams main/m mail so 1,51 �MN .xianea svxr 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 Centerville Subdivision No.3-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) 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 30 5 Area of Drainage Subbasin(SF or Acres) SF 42,075 50,937 Acres 2.14 6 Determine the Weighted Runoff Coefficient(C) 0.48 0.48 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.48 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 2.64 CfS Urban neighborhoods 0.50-0.70 Residential 10 Calculate total runoff vol(V)(for sizing primary storage) V 3,542 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 2,214 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 354 ft' . Y Concrete 0.95 Primary Treatment/StorageBasin V 3,188 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel Volume Without Sediment Factor(See BMP 20 Tab) V 3,542 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/C2023-002 Centerville-Trilogy/300 Phase 3/Construction/Calcs/Centerville 2 ACHD Drain Calcs 3/27/2025,9:38 AM Version 10.5,November 2018 ACHD Calculation Sheet for Sizing Seepage Bed With Optional Chambers NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Note this spreadsheet pulls information from the"Peak QV"tab Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Centerville Subdivision No.3-Seepage Bed 1 2 Enter number of Seepage Beds(25 max) 2 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.48 Link to: Lqv QV2 5 Area A(Acres) 2.14 acres QV TR55 6 Approved discharge rate(if applicable) 0.00 cfs 7 Is Seepage Bed in Common Lot? Yes V 3,542 ft3 0%Sediment 8 Set Total Design Width of All Drain Rock W 15.0 ft 9 Set Total Design Depth of All Drain Rock D 10.0 ft Rock Only,Do Not Include Filter Sand Depth or Cover 10 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2"drain rock and 3/4"Chips 11 Design Infiltration Rate(8 in/hr max) Perc 1.00 in/hr 12 Size of WQ Perf Pipe(Pert 1800) Dia pipe 18 in 13 Size of Overflow Perf Pipe(Perfs 3600),READ if Q100>3.3 cfs in 14 Calculate Total Storage per Foot Spf 61.4 ft3/ft 15 Calculate Design Length L 58 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 58 ft 17 Variable Infiltration Window W SWW 15.0 ft 18 Time to Drain 44.2 hours 90%volume in 48-hours minimum 19 Length of WQ&Overflow Perf Pipes 58 ft 20 Perf Pipe Checks.Qperf>=Qpeak; where Qperf=CdxAxV(2xgxH) Optional Storage Chambers Note:This assumes chambers are organized in a rectangular layout. 1-StormTech, 1 Type of Chambers SC740 2 Volume to Store V 0 ft3 3 Installed Chamber Width Cw 4.25 ft Installed Chamber Depth Cd 2.50 ft Installed Chamber Height Ch 7.12 ft 4 Chamber Void Factor 5 Chamber Storage Volume,Without Rock,Per Manuf 45.90 ft3/Unit 6 Chamber Storage Volume,With Rock,Per Manuf 74.90 ft3/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ftz 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum https:Hbaileyengineers.sharepoint.com/sites/BEI-Server-1/Server Folders/C2023-002 Centerville-Trilogy/300 Phase 3/Construction/Calcs/Centerville 2 ACHD DEVIb7V21M5,9:39 AM Version 10.0,May 2018 ACHD Calculation Sheet for Sand/Grease Traps NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. User input in yellow cells. 1 Project Name Centerville Subdivision No.3-DA 1 2 Enter number of Sand/Grease Traps(25 max) 1 Number of Peak Flow Baffle Throat Velocity Is the Vault Size Spacing width Area(ftZ) 0.5 fps Velocity S/G Traps Q-cfs inch inch max. ok? 1000 G 1 2.64 20 48 6.67 0.40 Reference for Throat widths(inch) ADS Boise Lar-ken WQU, Vault BMP 16 1000 G 48.0 50.5 n/a 1500 G 60.0 61.5 n/a WQU1000 n/a n/a 60 WQU1500 n/a n/a 60 https://baileyengineers.sharepoint.com/sites/BEI-Server-1/Server Fold ers/C2023-002 Centerville-Trilogy/300 Phase 3/Construction/Calcs/Centerville 2 ACHD Drain Calcs 3/27/2025,9:41 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 Centerville Subdivision No.3-DA 2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 36,601 17,381 Acres 1.24 6 Determine the Weighted Runoff Coefficient(C) 0.52 0.70 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.58 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 user calculate min 10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"I 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 - 1.85 9 Calculate the Post-Development peak discharge(QPeak) Q, cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 2,475 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, 1,547 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 248 ft` Asphalt 0.95 Y Concrete 0.95 Primary Treatment/StorageBasin V 2,228 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 2,475 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 https://baileyengineers.sharepoint.com/sites/BEI-Server-1/Server Folders/C2023-002 Centerville-Trilogy/300 Phase 3/Construction/Calcs/Centerville 2 ACHD Drain Calcs 3/27/2025,9:39 AM Version 10.5,November 2018 ACHD Calculation Sheet for Sizing Seepage Bed With Optional Chambers NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Note this spreadsheet pulls information from the"Peak QV"tab Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Centerville Subdivision No.3-DA 2,Bed 2 2 Enter number of Seepage Beds(25 max) 4 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.58 Link to: Qv Qv2� 5 Area A(Acres) 1.24 acres QV TR55 6 Approved discharge rate(if applicable) 0.00 cfs 7 Is Seepage Bed in Common Lot? Yes V 2,475 ft3 0%Sediment 8 Set Total Design Width of All Drain Rock W 15.0 ft 9 Set Total Design Depth of All Drain Rock D 10.0 ft Rock Only,Do Not Include Filter Sand Depth or Cover 10 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2"drain rock and 3/4"Chips 11 Design Infiltration Rate(8 in/hr max) Perc 1.00 in/hr 12 Size of WQ Perf Pipe(Pert 1800) Dia pipe 18 in 13 Size of Overflow Perf Pipe(Perfs 3600),READ if Q100>3.3 cfs in 14 Calculate Total Storage per Foot Spf 61.4 Oft 15 Calculate Design Length L 40 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 40 ft 17 Variable Infiltration Window W SWW 15.0 ft 18 Time to Drain 44.2 hours 90%volume in 48-hours minimum 19 Length of WQ&Overflow Perf Pipes 40 ft 20 Perf Pipe Checks.Qperf>=Qpeak; where Qperf=CdxAxV(2xgxH) Optional Storage Chambers Note:This assumes chambers are organized in a rectangular layout. 1-StormTech, 1 Type of Chambers SC740 2 Volume to Store V 0 ft3 3 Installed Chamber Width Cw 4.25 ft Installed Chamber Depth Cd 2.50 ft Installed Chamber Height Ch 7.12 ft 4 Chamber Void Factor 5 Chamber Storage Volume,Without Rock,Per Manuf 45.90 ft3/Unit 6 Chamber Storage Volume,With Rock,Per Manuf 74.90 ft3/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ftz 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum https:Hbaileyengineers.sharepoint.com/sites/BEI-Server-1/Server Folders/C2023-002 Centerville-Trilogy/300 Phase 3/Construction/Calcs/Centerville 2 ACHD DEVIb7V21M5,9:39 AM Version 10.0,May 2018 ACHD Calculation Sheet for Sand/Grease Traps NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. User input in yellow cells. 1 Project Name Centerville Subdivision No.3-DA 2 2 Enter number of Sand/Grease Traps(25 max) 1 Number of Peak Flow Baffle Throat Velocity Is the Vault Size Spacing width Area(ftZ) 0.5 fps Velocity S/G Traps Q-cfs inch inch max. ok? 1000 G 1 1.85 20 48 6.67 0.28 Reference for Throat widths(inch) ADS Boise Lar-ken WQU, Vault BMP 16 1000 G 48.0 50.5 n/a 1500 G 60.0 61.5 n/a WQU1000 n/a n/a 60 WQU1500 n/a n/a 60 https://baileyengineers.sharepoint.com/sites/BEI-Server-1/Server Fold ers/C2023-002 Centerville-Trilogy/300 Phase 3/Construction/Calcs/Centerville 2 ACHD Drain Calcs 3/27/2025,9:42 AM Version 10.0, May 2018 Centerville Subdivision No. 3 Private Swale Assumptions for calculations: Intensity 25= 1.56 in/hr Tc=15 min Intensity 100= 2.6 in/hr Tc=15 min Intensity 100 = 1.1 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, 100 year storm Drainage Area Qp 25-yr Flow Qp 100-yr Flow Runoff 100-yr C-value Tc(min) ft2 (cfs) (cfs) Volume ft3 Swale P1 1575 0.40 1 15 0.02 0.04 57 New Swale design Runoff Volume = 57 ft3 Design Depth(ft)= 1.00 Design width(ft)= 8 Cross Sectional Area(ft^s2)= 4.00 Required Length= 14 Length= 70 ft Capacity= 280 ft3 Time to Drain Percolation Rate = 2 in/hr Sand Lens Area [total] (ft^2)= 40 ftz Time to Drain= 8.59 hours Less than 48 hours ok SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC Trilogy Development March 19, 2019 Mr. Shawn Brownlee File#19171-A 9839 West Cable Car Street, #101 Page 1 of 28 Boise, Idaho 83709 Re: Geotechnical Recommendation Report Howry Property 4111 East Amity Road & 5200 South Howry Lane Meridian, Idaho 83642 Shawn: As per your authorization, this consultant has prepared the following Geotechnical Evaluation & Recommendation Report for your proposed residential subdivision to be constructed on the Howry Property located on the south side of Amity Road just east of Eagle Road in Meridian, Idaho. Based on the results of our investigation and evaluation, we believe the property is acceptable, from a geotechnical perspective, for the proposed subdivision. Please see the following executive summary for our recommendations and items of concern. The construction and civil engineering recommendations presented within this report are to be incorporated into the project plans and specifications and adhered to during design and construction. Recommendations are provided for the design and construction of earthwork, foundations, slab on grade concrete, flexible pavements, storm water disposal and inspection and compaction testing requirements. We appreciate 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 NALFH ' Of Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC EXECUTIVE SUMMARY • Groundwater was NOT encountered in any of our eight onsite test pits excavated to depths of 14 to 15 feet deep the first week of September 2018. • Seven well logs for adjacent or nearby properties from the IDWR website indicate the groundwater in this vicinity is 30 to 60 feet deep. • No clay soil of concern was observed or sampled on the property. Clay of concern would be a fat clay with the potential for large volume changes based upon moisture content. • Bedrock was not encountered in test pits that extended up to 15 feet deep. Well logs for the subject property obtained from IDWR indicate that no bedrock is present. • Normal foundation construction is anticipated for residential construction. Crawlspaces and basements are acceptable. • An R-Value test resulted in reducing the pavement section for interior, residential streets within this development. Pavement section are provided for Traffic Indexes of TI=6 and TI=8. It is to be confirmed with ACHD that these values are acceptable for all new street and improvements to Amity Road. • Percolation rate is to be confirmed at the point of injection at the time of construction. • Dewatering is not anticipated. N y 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 INTRODUCTION PURPOSE AND SCOPE This report presents the results of a Geotechnical Evaluation performed for a proposed residential subdivision to be constructed on three parcels on East Amity Road in Meridian, Idaho. Parcel information is as follows: # Ada County# Address Acres 1 A 1133120701 5222 S Horwy Lane 10.0 2 R 3035680112 4111 E Amity Road 17.0 3 R 3035680300 E. Amity Road 12.0 TOTAL ACRES 39.0 According to the preliminary plat, access to the property will be gained from Amity Road and from a stub street within Howry Lane Subdivision to the south. The purpose of this investigation was to evaluate the subsurface soil conditions and provide recommendations for building foundations and civil construction. The field investigation included subsurface exploration by means of a rubber tire mounted backhoe operated by an independent contractor. During excavation of the test pits, logs were generated, and soil samples were gathered. Soil samples were returned to our in- house soil laboratory for testing. After the field investigation and laboratory testing was completed, all available field and laboratory test data was reviewed, the provided design information was evaluated, and this report was prepared. This report summarizes our findings, conclusions, and recommendations regarding the geotechnical aspects of the project. AUTHORIZATION E-mail authorization to proceed with this geotechnical investigation was received from the client in August 2018. Authorization to proceed and the use of the recommendations provided herein indicate the client's acceptance of the scope of work, warranty, limitations, and general conditions provided herein and within the submitted proposal. m Geotechnica/Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC RESEARCH & BACKGROUND GENERAL Historical aerial photos, back to 1992 do not reveal structures other than the two known single-family residences present in the NW and SW corners of the property. It is to be confirmed at the time of subdivision construction that all foundation and slab on grade concrete was removed during demolition and that the resulting excavations were properly backfilled with structural fill. The rest of the property is farmland or pastureland. FIELD INVESTIGATION Eight test pits were advanced to depths of approximately 14 or 15 feet below the existing ground surface. Sloughing soils prevented deeper exploration. During excavation, samples were recovered from the spoil piles as excavation was performed. These samples were sealed in plastic bags, labeled, and returned to the laboratory for evaluation and analysis. In the laboratory, sieve analysis (ASTM Test Method C136-93), Moisture Content (ASTM Test Method 2216-92) and Liquid Limit, Plastic Limit and Plasticity Index (ASTM Test Method D 4318-93) testing were performed on selected samples. Tests were performed in general accordance with the cited ASTM test methods. All test results are included in the Test Pit Logs located in the Appendix. OBSERVED CONDITIONS Most of the test pits were similar with one to four feet of silt or lean clay topsoil. In two test pits this surface layer tested as a lean clay. In all others it was a non-plastic silt with sand. Typically, from four to six or seven feet a weakly cemented silt / hardpan layer was encountered. Between six and seven feet deep, the native gravel and sand materials were encountered. These materials grade cleaner with increased depth. The top 1.5 to 2.0 feet is cemented or may contain clay fines. The native sand and gravel materials were free flowing and sloughing badly at the bottom of our 14- and 15-feet deep test pits. No groundwater was encountered in any of our test pits. Since groundwater was not encountered, well logs for the adjacent and nearby properties were researched. The Idaho Department of Water Resources website provided the seven well logs included in the Appendix. These logs indicate the static groundwater is 30-60 feet deep all around the subject property. 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 can be used as fill. After proper grubbing, the native lean clay, silt, and silty sand or sandy silt, soils can be utilized as structural fill to fill residential lots. 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 and where large trees and soft wet areas are present. The depth of grubbing is to be confirmed 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. Inspection must also confirm complete removal of demolished structures. 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. 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. 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. Ln Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC 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 to maintain a vertical or near vertical slope 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. Pavement Section R-Value samples were gathered, and a single sample selected for testing. The specialty soils lab reported an R-Value of greater than R=25, the maximum value SITE recommends for design on this project. Pavement sections were calculated based upon an R-Value of R=25 and Traffic indexes of TI=6 and TI=8. The results are shown in the table below. Materials meeting the requirements of ISPWC & ACHD are required for all work within this project. Location TI=6 TI=8 HMA 2.5" 3.0" %" Base 4.0" 4.0" Subbase 10.0" 12.0" Storm Water Sand and gravel material were present at depths greater than eight feet deep in all eight test pits. Percolation testing was performed atop, and 1.5 feet below contact with the sand / gravel layer. Based upon these results a percolation rate of p=6 in/hr. is to be assumed for design of facilities that extend eight feet below the existing ground surface. For shallow facilities, a percolation rate of p=2 in./hr. is recommended. Confirmation of perc rate at the time of construction by field testing is recommended. 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 but slab on grade floors will eliminate the possibility of water accumulating in crawlspaces. Basements may be feasible but will require a lot specific geotechnical evaluation. If clay soil, wet soil, or deflecting soil is present at the foundation support elevation a geotechnical engineer should be retained for site specific recommendations. Foundation drains are required within this development. Roof runoff is not to route through foundation drains. Foundation embedment depth is to be at least 24 inches below outside adjacent grade. Foundations that are outside crawlspaces are to be sealed / waterproofed with brush or spray on foundation mastic. No basement is allowed without lot specific geotechnical/groundwater study. 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. Concrete pavements should be placed atop a mat of at least four inches of granular structural fill materials. 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 30 plus feet deep therefore dewatering of utility trenches is not anticipated but it is noted that perched water was present in the development across Amity Road, northwest of the subject property. . 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. 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 C0 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 Client Supplied Preliminary Plat Aerial Photo - Test Pit Locations Test Pit Logs (8) Soil Log Legend Abbreviations & Acronyms Calculated Pavement Sections (2) Subcontracted R-Value Result Adjacent Groundwater Well Logs (7) Perc Testing Results ON Geotechnica/Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC CLIENT SUPPLIED PRELIMINARY PLAT . -_ - ' 0 SSIrA(1� 1 1� 2994.54 sYp ' . 44 mqR J i70• R1,w�•},l� --� - - I" r 41 vah .a All I Rr m. 0 k A I I — s,ar a ry �r v I , I y! J-1 �_._... O r-I v oA 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 AERIAL PHOTO Approximate Test Pit Locations Howry PropertyC' F 44, TP-1 'dam TIP-8 , ir TP-7 o TP- TP- TP-3 -* TPA >d All o EL TP-5 ow + m} • ryS I AA yy f. AAA North AAA v a Geotechnica/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#: 19171-A Client: Trilogy Development Date Excavated: 9/6/18 Project: Howry Property Excavated By: Top Grade Excavation Location: NW Corner of Property Logged By: J. Meusch, PM - SITE DEPTH SOILS DESCRIPTION (feet) 3/4" 1 1/2" 1 3/8" 1 #4 1 #10 #40 #100 #200 %M LL PI Fines 0.0-1.0 Brown,Dry,Firm,Sand,Clay,Silt With rootzone/organic layer to 6-8" 1.0-4.0 Tan, Dry, Firm,Cemented,SILT(ML)with hardpan 3.0 100 1 86 1 74 1 65 1 54 43 34.6 12.1 NP NP ML 4.0-6.0 Tan, Dry, Firm,Cemented,SILT(ML)with hardpan 5.0 1 100 1 82 1 73 1 62 1 38 26 18.7 13.6 NP NP ML 6.0-8.0 Tan, Dry, Firm,Cemented,SILT(ML)with hardpan 7.0 100 1 80 1 60 1 50 1 42 1 25 18 13.6 12.9 NP NP ML 8.0-15.0 Brown/Red,Moist,Firm,Sand,Gravel,Cobble 9.0 100 1 93 1 86 1 74 1 60 29 19 13.7 9.7 NP NP Sand Bottom of Excavation 15.0 No Groundwater Encountered @ 15.0 No Monitoring Well Installed Test Pit: TP-2 File#: 19171-A IClient: Trilogy Development Date Excavated: 9/6/18 I Project: Howry Property Excavated By: Top Grade Excavation I Location: SW Corner of Property Logged By: J. Meusch, PM - SITE I DEPTH SOILS DESCRIPTION I (feet) 3/4" 1 1/2" 1 3/8" 1 #4 1 #10 1 #40 1 #100 1 #200 1 %M LL PI I Fines 0.0-1.0 Brown,Dry,Firm,Sand,Clay,Silt With rootzone/organic layer to 6-8" 1.0-4.0 Tan, Dry, Firm,Cemented,SILT(ML)with hardpan I 3.0 100 1 87 1 73 1 53 1 42 1 34 1 27 1 20.3 1 16.6 NP NP ML I4.0-6.0 Tan, Dry, Firm,Cemented,SILT(ML)with hardpan I 5.0 100 1 87 1 74 1 63 1 52 1 32 1 20 1 13.8 1 8.4 NP NP ML I6.0-8.0 Brown,Moist, Firm,Sand,Clay,Gravel 8.0-15.0 Brown/Red,Moist,Firm,Sand,Gravel,Cobble 8.0 100 1 88 1 76 1 62 1 48 1 20 1 11 1 7.2 1 4.3 NP NP Sand Bottom of Excavation 15.0 No Groundwater Encountered @ 15.0 N No Monitoring Well Installed 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-3 File#: 19171-A Client: Trilogy Development Date Excavated: 9/6/18 Project: Howry Property Excavated By: Top Grade Excavation Location: Center, West field of Property Logged By: J. Meusch, PM - SITE DEPTH SOILS DESCRIPTION (feet) 3/4" 1 1/2" 1 3/8" 1 #4 1 #10 #40 1 #100 #200 %M LL PI Fines 0.0-1.0 Brown,Dry,Firm,Sand,Clay,Silt With rootzone/organic layer to 6-8" 1.0-4.0 Tan, Dry, Firm,Cemented,SILT(ML)with hardpan 4.0-6.0 Brown/Tan, Moist,Firm,Cemented,Sand,Clay,Silt 6.0-8.0 Brown,Moist, Firm,Sand,Clay,Gravel 8.0-15.0 Brown/Red,Moist,Firm,Sand,Gravel,Cobble 15.0 Bottom of Excavation No Groundwater Encountered @ 15.0 No Monitoring Well Installed Test Pit: TP-4 File#: 19171-A IClient: Trilogy Development Date Excavated: 9/6/18 I Project: Howry Property Excavated By: Top Grade Excavation ILocation: Center, North End of Property Logged By: J. Meusch, PM - SITE I DEPTH SOILS DESCRIPTION 1 (feet) 1 3/4" 1 1/2" 1 3/8" 1 #4 1 #10 1 #40 1 #100 1 #200 %M LL PI I Fines 1 0.0-1.0 Brown,Dry,Firm,Sand,Clay,Silt With rootzone/organic layer to 6-8" 1.0-4.0 Tan, Dry, Firm,Sandy, Lean,CLAY(CL) I 3.0 1 1 1 100 1 99 1 94 1 87 79.2 1 6.3 38 15 CL I4.0-6.0 Tan, Moist,Firm,Sandy, Lean,CLAY(CL) 1 5.0 1 100 1 99 1 93 1 80 1 60 1 47 38.2 1 9.0 35 16 CL I6.0-15.0 Brown,Moist, Firm,Sand,Clay,Gravel I 9.0 100 1 79 1 58 1 47 1 39 1 25 1 16 11.2 1 7.6 1 NP NP Sand 15.0 Bottom of Excavation No Groundwater Encountered @ 15.0 No Monitoring Well Installed m 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-5 File#: 19171-A Client: Trilogy Development Date Excavated: 9/6/18 Project: Howry Property Excavated By: Top Grade Excavation Location: Center, South End of Property Logged By: J. Meusch, PM - SITE DEPTH SOILS DESCRIPTION (feet) 3/4" 1 1/2" 1 3/8" 1 #4 1 #10 #40 #100 #200 %M LL PI Fines 0.0-1.0 Brown,Dry,Firm,Sand,Clay,Silt With rootzone/organic layer to 6-8" 1.0-4.0 Tan, Dry, Firm,Sand,Clay,Gravel 4.0-7.0 Brown/Tan, Moist,Firm,Sand,Clay,Silt 7.0-14.0 Red/Tan,Moist, Firm,Sand,Gravel, Cobble 14.0 Bottom of Excavation No Groundwater Encountered @ 14.0 No Monitoring Well Installed Test Pit: TP-6 File#: 19171-A I Client: Trilogy Development Date Excavated: 9/6/18 IProject: Howry Property Excavated By: Top Grade Excavation ILocation: NE Corner of Property Logged By: J. Meusch, PM - SITE I DEPTH SOILS DESCRIPTION 1 (feet) 3/4" 1 1/2" 1 3/8" 1 #4 1 #10 1 #40 1 #100 1 #200 %M I LL 1 PI Fines 0.0-1.0 Brown,Dry,Firm,Sand,Clay,Silt With rootzone/organic layer to 6-8" I1.0-4.0 Tan, Dry, Firm,Cemented,SILT(ML)with hardpan I R(20-36") 100 92 83 76 69 58 49 40.0 13.6 NP NP ML I 3.0 100 75 63 52 38 28 21.3 19.5 NP NP ML I4.0-7.0 Tan, Dry, Firm,Cemented,SILT(ML)with hardpan 1 5.0 1 1 100 1 92 1 79 1 54 40 33.5 25.6 NP NP ML 7.0-14.0 Brown,Moist, Firm,Sand,Clay,Gravel 14.0 Bottom of Excavation No Groundwater Encountered @ 14.0 No Monitoring Well Installed d' 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-7 File#: 19171-A Client: Trilogy Development Date Excavated: 9/6/18 Project: Howry Property Excavated By: Top Grade Excavation Location: SE Corner of Property Logged By: J. Meusch, PM - SITE DEPTH SOILS DESCRIPTION (feet) 3/4" 1 1/2" 1 3/8" 1 #4 1 #10 #40 #100 #200 %M LL PI Fines 0.0-1.0 Brown,Dry,Firm,Sand,Clay,Silt With rootzone/organic layer to 6-8" 1.0-4.0 Tan, Dry, Firm,Cemented,SILT(ML)with hardpan 3.0 1 1 1 100 1 99 1 97 91 83.5 8.7 30 1 6 1 ML 4.0-7.0 Tan, Dry, Firm,Cemented,SILT(ML)with hardpan 5.0 100 1 80 1 58 1 49 1 41 33 26 21.7 16.1 NP I NP I ML 7.0-14.0 Brown,Moist, Firm,Sand,Clay,Gravel 14.0 Bottom of Excavation No Groundwater Encountered @ 14.0 No Monitoring Well Installed Test Pit: TP-8 File#: 19171-A IClient: Trilogy Development Date Excavated: 9/6/18 IProject: Howry Property Excavated By: Top Grade Excavation I Location: Center of Property Logged By: J. Meusch, PM - SITE I DEPTH SOILS DESCRIPTION I (feet) 3/4" 1 1/2" 3/8" 1 #4 #10-1 #40 1 #100 1 #200 1 %M I LL I PI I Fines 0.0-1.0 Brown,Dry,Firm,Sand,Clay,Silt With rootzone/organic layer to 6-8" I1.0-4.0 Tan, Dry, Firm,Cemented,SILT(ML)with hardpan 3.0 1 1 1 100 1 99 1 98 1 89 1 80.8 1 9.4 1 30 1 6 1 ML I4.0-6.0 Tan, Dry, Firm,Cemented,Elastic SILT(ML)with hardpan I 5.0 100 1 85 1 70 1 61 1 56 1 49 1 41 1 34.9 1 21.3 1 59 1 15 1 MH I6.0-15.0 Brown/Tan, Moist,Firm,Sand,Gravel,Cobble I 9.0 100 1 95 1 91 1 85 1 76 1 43 1 28 1 23.2 1 9.7 1 NP NP Sand 15.0 Bottom of Excavation No Groundwater Encountered @ 15.0 No Monitoring Well Installed Lrn 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 SOIL LOG LEGEND UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM STANDARD TEST METHOD D 2487 FOR CLASSIFICATION OF SOIL FOR ENGINEERING PURPOSES MAJOR DIVISIONS F--J TYPICAL DESCRIPTIONS <5%-#200 GW ell-graded gravel, ravel-sand mixture,little or no fines. GRAVEL & GP Poorl - raded ravel, ravel sand mixture,little or no fines GRAVELLY SOILS 5-12%-#200 GM Silt ravel, ravel-sand-silt mixtures COARSE <50%-#4 >12%-#200 FG-711 Clayey ravel,gravel-sand-cla mixtures GRAINED Well- raded sand,gravelly sand, little or no fines. SOILS <5%-#200 IFSW <50%-#200 SAND & I SP IPoorly-graded sand,gravelly sand,little or no fines SANDY SOILS 1>12%-#200 jFS_M__JjSilty sand,sand-silt mixtures >50%-#4 SC-I lClayey sand,sand-clay mixtures INORGANIC [njInorganic silt and very fine sand, rock flour,silty or clayey fine sand or clayey silt with slight plasticity SILTS AND M Lean clay-low to medium plasticity,gravelly clay,sandy CLAYS LL< 50% clay,silty clay II I FINE ORGANIC OL Organic silt and organic silty clay of low plasticity GRAINED SOILS SILTS AND [Wq1FE_1a,_7 silt,micaceous or diatomaceous fine sand or silty >50%-#200 CLAYS soil. =FC—H-11 LL>50% Fat clay-hi h plasticit ORGANIC Fo—H-11 Organic clay-med.or high plasticity:or anic silt HIGHLY ORGANIC SOILS 1 PT Peat, humus,swamp soil with high organic content ABBREVIATIONS & ACRONYMS AASHTO American Association of State Highway & Transportation Officials A_CH D Ada County Highway District 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 PCF Pounds per Cubic Foot TP Test Pit USCS Unified Soil Classification System %M Percent Moisture Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC CALCULATED PAVEMENT SECTION DESIGN SECTION CALCULATIONS (ACHD R-Value Method) Project: HOWRY PROPERTY File No.: 19171-A Amity Road - 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 = 25 by R-Value GE= 17.8Inches ACHD ACP, 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= 8.4 Inches CALCULATED DESIGN SECTION ACHD Asphaltic Concrete= 2.5 inches 3/4" Road Base = 4.0 inches Aggregate Subbase = 8.4 inches RECOMMENDED DESIGN SECTION Asphaltic Concrete = 2.5 inches 3/4" Road Base = 4.0 inches Aggregate Subbase = 10.0 inches Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC CALCULATED PAVEMENT SECTION DESIGN SECTION CALCULATIONS (ACHD R-Value Method) Project: HOWRY PROPERTY File No.: 19171-A Amity Road - 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 = 25 By R-Value GE= 23.5Inches 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=F 4.4 Inches Calculated Aggregate Subbase Thickness Equation: Subbase Thickness=SB=GE-ACE-RBE SB= 11.6Inches CALCULATED DESIGN SECTION ACHD Asphaltic Concrete= 3.0 inches 3/4" Road Base = 4.0 inches Aggregate Subbase = 11.6 inches RECOMMENDED DESIGN SECTION Asphaltic Concrete = 3.0 inches 3/4" Road Base = 4.0 inches Aggregate Subbase = 12.0 inches 00 Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC SUBCONTRACTED R-VALUE 19- Pavement Engineering Inc. Redding-San Luis Obispo Celtrans`/AMRL 1 QC•QA RESISTANCE R VALUE TEST ASTM D 2844 Laboratory No.: L181796 Project No.: 180096 Sample Date: September 6,2018 Report Date: October 4,2018 Client: Site Consulting LLC Project Name: 2C18 Laboratory Testing Sample Description: Brown Clayey Sand Sample Location: HowrV TP-6.18300 100 90 80 70 60 --- 50 0 40 'Mc 30 20 10 a 800 700 600 500 400 300 200 100 0 Exudation Pressure (P.S.I.) —Resistance Value Test —300 P.S.I. 5 e6men No. 4 5 6 Moisture Content % 23.3 21.3 20.7 Dry Density PCF) 90-3 93.0 93.8 Resistance Value R 26 64 72 Exudation Pressure PSI 119 286 499 Expansion Pressure 9 52 87 As Received Moisture Content % 10,7 RESISTANCE VALUE AT 300 P.S.I. 65 At�Q Reviewed By- Brandon Rodebaugh H1O P' Materials Engineer r-I v n. 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 GROUNDWATER WELLS Farm 238-7 STATE O F I DAHO USE TYPEWR I rEA OR gisz DEPARTMENT OF WATER RESOURCES BALLPOINT PEN WELL DRILLER'S REPORT I / State law requuee tb d We report he filed with the Director,Department of water Respareea i/ whhks 3Ddaysaltar theoompletion or abandonment of the—IL 1.WELLOWNER 7,WATER LEVEL Name_ Oill Static water level 30 feet below land surface, Flowln9? Cl Y. No G ill to. Address Artesian cloead-lo praopre p.r.i, Controlled by: ❑Valve ❑Cap Q Plug Owners Permit No. _ Temperature .F. Odality� pesrrihe ettesian or renmerarure nines below. 2.NATURE OF WORK B. WELL TEST DATA y )N—well ❑Deepened ❑Replacement ❑Pump 11 Awe, pL Air El Other ❑Abandoned(describe abandonmam prosadnres such as - materials.plug depths,etc in Ilthplpgic log} uir v G.P.M. evmple/Laws Moan Pumd 3.PROPOSED USE -- MDOTBnIc 0 Irrigatlon ❑Test O Municipal 9. LITHOLOGIC LOG ❑Industrial 6 Stock ❑Waste Disposal or Inlecdkon Sore Del th Water Other (specify type) ➢dam.From To Maeetial Yes No 4.METHOD DRILLED S S 30 ► ov ❑Rotary ❑All O Hydraui'ic ❑Reverse rotary iliS a e X Cable ❑Dag ❑Other Jll S Sill X 5.WELL CONSTRUCTION Casing schedule:4Steel ❑Concrete ❑Other _ Thisarwes plamaler Fmm ..�To .2150 inches inches feet feet - inchee inches feet_feet inches inches _ feet Feet nches inches feet feet Was rasing drive shueused? Ves ❑No Was a packer m seal used? kYea ❑NO Perforatetl7 ❑yes )l 1 IL ��. _`v I� How perforaeed? ❑FaetM ❑Knife 11 Torch I, '. Sire of perforation inches by_inches Number From T. Perforations feet feet perforations feet feat fpf_ paretlis 4 feet feat al�'•!^E1-p r=F ' Well xreen installed? +rd7,Yas n No ,,�;;, - pi,, Manufacture ame V�oX Type .404 _Modal No. DiameterSlot slxe, OSetfrpm -kO feet to 65 laid Diameter_S}otsire_Setfron _feet to feet Gravel Paul ❑Yoe JK No ❑Size of gravel Flared from feet m feet Surface seal depths aneterial used in seal: G Cement clout G Bemanide XLP 1,oigclay ❑ _-- Saaltng prouadure used: O Sluoy pit 0 Temp.surface casing jZ Overbore to seal depth Method of joining casing:❑Threaded ;.Welded ❑Solvent Weld G Cemented➢atween Nrau Describe access port 10, Word started Rnlshed s�/ $'Y_ a.LOCATION OF WELL, 11. DRILLERS CERTIFICATION Sketch map location must agree with written location. IMIe certify that all minimum wall construction standards were N complied with at the time the rigww remxk.'l�� i Subdivision Name y WIJ�IIYe' ---- ---- Firm Name_ Xs1 l'1s1�;a,IMl,.Firm No. YY E Address aD6Y M1 Pr�afa5 Data I .Tal --i-- --�-- Lot No.—Block No, T 1 Signed by IFirm Oft'leial) and County—a._ IOperetot} It_A�L 11 See._;-3—,T,�J Np,A.j EAR, s USE ADDITIONAL SHEETS IF NECESSARY—FORWARD THE WHITE COPY TO THE DEPARTMENT C) N er bn a Geotechnica/Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC Fnrm?�u 7 r j/ �a��l SfA I"t OF IDAHO USE TYPEWRITER OR ,» DbPARTMENT OF WATER RESOURCES BALLPOINT PEN WELL DRILLER'S REPORT State law requires thatthis report be filed with the Director,Department of Wa[ef Resources within 30 days after dweompleeen or ela-donmomal thews)). 1.WELL OWNER // 7.WATER LEVEL Nam u YI Statiewater level feet below lend surface. e �1 r Flowme O Yes 13 No G.P.M.Poo. Address A led Artesian afosed-in Pressure p,s.i, Controlled by: ❑Valve 4Frtap ❑Plug D.ner's Permit No. Temperature _OF. Quality 2,NATUREOFWORK S. WELL TEST DATA 'New well ❑Deepened ❑Replacernent ❑Pump ❑Bailer WAir ❑Other ❑Abandoned{describe method of abandoning) Oiechargr GP.M. Pumpine La.ei Hoen Pampstl 3.PROPOSED USE 4FlT e,tic ❑1,19a1lion 0 Test L7 Municipal g. LITHOLOGIC LOG Industrial [I Stack ❑Waste Disposal a mjectinn Hofe Da th Water 7 O[her lspeciry type) Diem.From To Matwitl V No lQ R.OLVN LA 4,METHOD DRILLED for { A L "at" tB'Cir ❑Hydrauiic ❑Revemerotary GLN ©Cade ❑Dug ❑Other AT STI - V 5.WELL CONSTRUCTION Casing schedule:liff"Stee, ❑Concrete ❑Dthar Vf A./ f/ T-kknew Dime Fmm To .�.�C inches A" inches+-,-`,eat sinteat Inches IncRas _fee[_feet Inches inch. _feel feet inches Inches _feet feet Was casing drive shoe used?IB'Vas ❑No Was a packer or seal used? ❑Y. -Fr-No Perfomted> 0 yes 'B"No How perforated? ❑Factory ElKnife ElTardn Si—I perforation inchesby Inches Nem Fmm To perforations feet feet perforations feet fen .��. perforatlons feet feet Well screen msFalled? D Yee Manufacturer's name Type Model No. �o ❑lemetat slat Nee_Set from feel to feet R t1 Dlameter_Slot size Set tram feet to Meet Growl packed? ©Yes CYIIa ❑Slre of greael ❑ Placed from feat to feet Surface seal dsptl+ Material used in seal: Cement grout L ilerPuddOng clay ❑Well cuttings Sealingproeedum—d: ❑Slurrypit 13 Temp,euryueasing epverbore W—1 depth Method of]oiningcasing: Q Threaded fftelded O Solvent Weld Cernentsd hetween swele Describe oeeess purr -,O n Work stared U S/-a• finished I h "6-!a S.LOCATION OF WELL rj l 11, DR;LLERSCERTIFiCAT10N Sketch map location must agree with written location. I/We certify that all minimum well earwVuatlon standards were N compiled with at the time the rig wee remaf�¢d Subdivision Name _ t� f���/ ttJ1p�1[r/7( -� _ Firm Name flso WeLI(Af 'Fhm No. -3¢ W E _ Add— ! /9 Signed by(Firm Official) s County and y) i / IOperatori 5 M T.�.R.�-_tsrw. USE ADDITIONAL SHEETS IF NECBSSARY-FORWARD THE WHITE COPY TO THE DEPARTMENT e--1 N v no a Geotechnica/Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC Form 29&� STATE OF IDAHO USE TYPEWRITER OR arm DEPARTMENT OF WATER RESOURCES BALLPOINT PEN WELL DRILLER'S REPORT State taw requires that this reporE he filed with the Director,Department of Water Resources wdhin 30 days attar the completion or abandonment of the well. 1.WELL OWNER 7. WATER LEVEL Name Ne/laws QA�Q .f;r i Stalic water level .S`O feel below land wdKe Ao'dress Jo?,1 CJ,g.M1.b�1.:.. ! '.c.• TL. Flowing? ❑Yea ,IS[No G.P.M.11ow Artesian clo9etl-in pressure gus'i. Drilling Permit No. 3^9a-Z-/ Comrollad by. ❑Valve ❑Cap ❑Pluy Temperature °F. QU Ily Water Right Permit No. o«we.armsan awmnsMvw mn.s ewerr 2.NATURE OF WORK &WELL TEST DATA �4 New weH ❑ Deepened ❑ Replacement ❑ Pump ❑ Sailer >9(Alr ❑Other 11 Weli diameter increase ❑ Modification ❑Abandoned(describe abandonment or modificalien procedures mrNw9e N.Y. reari tarot ewe I mai such as liners,screen,materials,piug depths,etc.in lithalagic fog,section a) 3.PROPOSED USE r:L_Dori D Irrigedpn ClMonitor a LtTHOLO=LOG 811837 ❑ Industrial D Slack ElWaste Disposal or Injection Be. D YTmer ❑Other Iiii type) tam.From I To Material Y1a Flo x 4.METHOD DRILLED YY Rolary gi�Air ❑Adger ❑ Reverse rdary r �ILCeble ❑Mud ❑Other (backhoa,hydraulic,ai o ,A e X S.WELL CONSTRUCTIOK I 7V 1 90 Ie''Q G' Casing schedule: ;d Sleel Cl Ceni ❑ Other S -m o�.,�rr. Fmm To .a5o inches�inches + I feel /i l feet r in / �5 S inches�L inches J47 feel A.?�feet J ches .�inches � 7 S feet�feet a (2,oS Was casing drive shoe used? Yes ❑ No Was a pecker or 4ee1 used? .Yea ❑ No Perforated? 7 Vas )<No How perforeted? ©Factory ❑ Knife LT T h ❑Gun Size of perforation _inclwa by_inches uunenr From perforations real leet JL perforations feet feet perforations feet feel Well screen install ? K.Ntes Cl No n_ Manufacturer o of Top Packer or Headpipe B _ Willi Bottom of Tailpipe 1 Diameter#L-Slot slzel?i Set from ALZ teen loaLL feet .-- diameter__._.Siot size Set Irnm lost 1. fear - Gravel packed? ❑Yes ❑ No C Size of gravel Placed from ��oo feet 10 feet _ Surface seal depth 14 Us[onaI used In aeal- ❑Cement grout q Ban resed tonde ARuddting clay ❑ Seat a prpeedo u : ❑ Sleny pit ❑ Temp.surface casing )Y-�ci-rbnie to seal depth Method of joining casing: ❑Threaded Welded ❑ Solvent Weld ❑Cemented oetween strata! 10 wel@w 'Y r14fe. Describe access port 7 Work staitetl ,FT-,may' finished 6.LOCATION OF WELL 11.ORILLER'S cER IFICATION Sketch map location must agree with warren location. I1We certify that all minimum well construction standards were a Subdivision Nam complied with of the time the ng wa3 removed. Firm Name •3._/`7?_ Finn No.w W a Lot No Block No Address • %121'in. Lp L Date -/- County Address et Well Site_Qd tg stereo by Drilling supervie 1 lge'e at roaar name a rwgl and T. N 2Lw S ❑ 4.sec. .R. E�A oa W 11 {Operam diNererrt thii dw brNling SuparvV J USE ADDITIONAL SHEETS IF NECESSARY—FORWARD THE WHITE COPY TO THE DEPARTMENT N N ti bn ro a Geotechnica/Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC ICAHO DEPARTMENT OF WATER RESOURCES Office U"Only WELL DRILLER'S REPORT inspecteaby UM Typ9wAtw"t>r BMOokd Pan � TwP^-Age__See- 6a_-s r 7la v4_ile 1.DRILLING PERMIT NO. -LJ-��p�. '^O_ ii.WELL TESTS: Lac plr,er iowA No. ❑Pump a Haller ❑Air ❑OWN Arermen 2.0WNE8r se taaw99wn Pampas+-•+ ra. 1e Al , Inc. A6Areb5 2L7'.eX clty poise Smla�Jp 83 725 Water Temp. Bottom hate temp. I WCATION OF WELL by 1"e1 dliagdptign; walerQuWAY test orcommenu Sketch map looatlon most agree with wr111en kmdm. Depth first Water&votmtpvd n 12-UfTHOLOGIC LOG.(Dmmft rop*o w&hurdw~M w� Twp.3 NcnhZ or Souin❑ oia Fnm To --- -t.Wraaopy,W+M OretYy aT�ep�r.. T A 6 - , — z or Wes ❑ stw--3�— W fm 1/4 T 1/4 GOY1 Lac Long: s Address of Weil Site Ut Blk SUb,Name 4.USE: z oomsafie ❑mugl cdpal C Manhor ❑invaem Therms: ❑Irgedori glner S.TYPE OF WORK cherlk alt thm apply pbpla .M et w Nero wee C Modify ff Abaadanmerrt ❑Other 8.DRILL METHOD ,-;Atr Rotary M Cahle C Mud Cold L Oth.2�+9 ..itirn 7.5EAUNG PROCEDURES ...oeaM m Wetel'+ Mr fl�ilfrlTEa PFL9i Nldta/r yaT/UA twang Pou« To �• k4 In firm T.D. _ :aft Plas, r 1 arvrulF into 31 Was J*e shoe used?G Y C N Shoe➢epth(s) Was drive shoe anal teat*0 ❑?aN Hove? 8.CASINCYLINEA. p�wr 7e Muni u— Wp Trr.eaae � r' r CYrrrete J Q a ❑ ❑ :.a} IY1e a ❑ a ❑ ❑ ❑ ❑ Length at f+oedplpe Langcl of 7aaplpe - 9.PERFORAiIONSJSCREENS lh;u�t ParfCrl<LV4 W-0111 l seroene Sc'"n Type Gwnytated 0epdr a4-9O (afaaslrama] Data siaRad 1 ZC/95 Camyletatl 1 0/95 Fran T9 0rtaa.r Mwne C" Lil- ❑ ❑ ta,RRILL.ER6 CEFMFIGAT;ON ❑ ❑ Uwe rfrery chat ah:wnanum wall cm m cdw Gmndat'da L owmW'rith at ❑ R the dma use rig Was"Pr—ed- Firm Name F. No. 10.STATIC WATER LEVE(_OR ARTESIAN PRESSURE: -21,25_h.below grotvld Artesian pressure fib. Flrm Otfidal y� l/15/95 Depth flow encounleretl k. Sescrib9 at�sss part or and -0/o Ix eonircl devices:— Supervisor or Opelaror -- ❑afa�1.�-�-/95 [aqn wrwa rvm omr.a AFtn�pt � � FORWARD m4ITE COPY TO wATER AESOURCE5 M N v ao 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 rf<A Office tl Onir Form 238-7 IDAHO DEPARTMENT OF WATER RESOURCES Well(D No. 610 2 WELL DRILLER'S REPORT Inspected by 1. WELLTAG N0.D —?aTwp_Rge Sec__ 15RILLING PERMIT NO __1/4 1/4 114 . 12.WELLTEST5: Lac - 114 Water Right or Injecpan Well Na .- ❑pump ©Relics ❑Ap alr h q Artesiae 2. OWNER: r,dd-a..rmia. uses-we ru,plaat T, Name Mar*M 10D' 1/4 M Address ME AmitY Raad City +r.ddlae — Stale 19 Zip 83642 Water Temp, S0 Bottom hde lemp 3. LOCATION OF WELL by legal description: water Qualify test ar comments: pha,Fa us,Ga1-3 You must provide address or Lot,Blk,Sub.or Ditectrms to well. - Twp.3 _ North❑J or South❑ Depth first Water Enr Unler Rge.1 East Q of West❑ 13.LITHOLOOIC LOG:jDascribe repairs or abandornnerltl Water Sec- filar { NW 114 Tom' 174 8-, Fwn m fists-rim;IJ Water Qua 6Te Gov1 Lot County tt(]1 �— �� Dia d�1v9f'. IrA' rrperaNre Y N Lat. tag_ _ 10 0 10 Top Sall Address of Well Site 3625 E Amity Ruud To 10 120 j Gravel"Srd N City Mmidian 6 20 JW I C�ael and Sand •••••� '°�'"®"--`°'°°' 6 00 00 Caravel and 5,rw X Lt, Blk, Sub.Name 6 90 e5 Goy . 6 95 135 yard win pea Gravel x 4. USE: 6 135 146 Clay and Brown Clay ❑JDomesec ❑Maoippa! []Monitor ❑Idigak- B 145 201 Sand andGJWt x ❑Thermal ❑injection ❑other 6 201 ail Brown Gay 6 202 234 send welt sera Cnavd x S. TYPE OF WORK check all that apply (Replacement etc.) 6 234 716 Clay QNew Well ❑Modify [_—]Abandonment ❑other 6 236 1242 1 Sand — x 242 ._-- 6. DRILLMETHOD: Elk,Rotary ❑Cable ❑Mud Rr11ary ❑ d Urer 0 0 T. SEALING PROCEDURES ° sal rvmesral sotto 1b wenhr r4Mwae Seal Hxarrlent Ltearod ° BerA niie 0 20 1000tbs Oyerbone ° D was,dw shoa used? VJY LJN Shoe Depths) ° Was drive shoe sea'teSled?E]Y QN HmYI 0 0 8. CASING ILER: 0 O—vi,A Fwn To Gases kl.[sial—j c Tsreeded ° WA VREGIDN 6' �2 235 250 SCael Q ❑ Q ❑ 0 ❑ ❑ ❑ ❑ 0 ❑ ❑ ❑ ❑ 0 Length 0 Headdipe Length of Tailpipe 0 Packer Ely ❑N Type 0 0 9. PERFORATIONSlSCREENS PACKER TYPE Perforation Method ° Screen Type 6 Method of ImIatlaaion Sleet ° Fan To and a® IDrsr4a Mebdal CU Lear ° 237 242 30 l4 SS Q Compteled Depth 242 (Measurable) ❑ © Date: Sfaded ar2MG CrnhM fed AM ❑ ❑ 14,DRILLER'S CERTIFICATION 10.FILTER PACK IMe tkrlify that all minimum well whstWion standards were complied with at the Feltt Meta.& Fwn ToI Waala rVdure Placement Healed hove the rig Was tempted, Company Nam AB e C Ws11 Ddhirg a Purrpnc,l - firm No.fief 11.STATIC WATER LEVEL OR ARTESIAN PRESSURE: Principal Drill Dal 46 ft.below ground Artesian pressure IWsq,m. and 10 Depth flow encountered h,Deswihe access port or wrilrol deveces: - griller or OperalarN f Oats operator I Date (0 49 Prin al er and Rig Dperator Requesd. Operator I MUS hate signature of DAllerfOperutor ll- FORWARD WRITE COPY TO WATER RESOURCES N a, an 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 USE TYPEWRITER OR A State of 7 ho BALL POINT PEN Department of Witter Administration WELL DRILLER'S REPORT {State 4sw requires thatthis la pen be filedwiththeDirector.0epartmentofAiM7 Admini_ninnithi�4� pdays after the completion or abandonment at the we I_ F' 1.WELLOWNER �f.IJ/ 7.WATER LEVEL Name JZfelT 6 __.__ Static water revel. feet below land mr -i7 F lowing? �Yes I'�No G-P.M.flow Address & f�V Temperarure jlialsat-F. Cusliry Anesian closed-in preansre p,pl- Owner s Permit No- Controlled by ❑Valve ❑Cep ❑Plug 2.NATURE OF WORK 8.WELL TEST DATA 0(14wv welt O Deepened ❑Replacement Pump Sailer Ottler os�r.ura•4 P N. w p-..n umped ❑Abandoned Idsscxibe method a1 abandoning) 7.PROP08E0 use PL°emaafie O b gpailon ❑ Tee ❑ oewr(apetitf typal S.LITHOLOGIC LOG 0 Municipal ❑1—me! 0 S1 ii ❑ Wad.pi.Poeol or Hole pap*b tww itleih WlW- Di.m. prom YP ai v.a ace a.METHOD OHILLED Cable ❑Rotrtry ❑Dug ❑Other f. h rut V C Y S.WELL CONSTRUCTION Diameter of hole__(LO_ inches Total depth—7J-- Casing sehndult: PI y Steel ❑Concrete Th..k— ia— Fm To m ,J'yf0_-__inG+es�O�inches + lp feet feet irk inches feet feet inches inches teat vtaer inches inches feet —Gen inches mch. feet _test Was a packer or seal uwd? 0 Yes K No P.rfaratw? El ANP Hold pertomted? ❑Factory ❑Knife fl Torch Size M perfora l n inchas by -- —has Numbs From To perforations feet fett _ perforations lest fart perforationM feet feet Well scram installed? I]Yea )(No Manufacturers nerne Type Model No. ❑iamarer_Slat size_Set from—fenm fvt Diameter_Slot size_Set — feet m feet Gravel packed? ❑Yea „Ne$;.Of gmel_ Placed from feet to feet Srp.ae..d daylh—jf—Motatid utad in sael 0y C.menl vain ❑Ppddling Cloy )I1 Ttall retiirp. SW-9 VOMdYrt WM ❑Mii ry air ❑y 1 - q Dnrear.10 rrMgh 6.LOCATION OF WELL � 18.Wark star[etl '8 RniOted Sketch map lotnlen meat agfBe W ilh Wfi[ten locallpn, /.~1 N ll_'7L 0¢CEBA TION Firm rbma ��aQ,��rrtr�- firm 1 _ � Lot N0. IMeh th Mdma '4--Q-v Cbla Cr {— 'ti" �-' Slgrwe h IFum OHidW) f._.... t old (J ntY _ ppetmrl i','rYfL�Q'�y,,%41"k USE ADDITIONAL SHEETS IF N9CESSARq FOR WARD THE WHITE COPY TO THE plePARTMENT N v n. Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC YnAcA RECEIVED FaI"'238-' Bi9i IDAHO DEPARTMENT OF WATER RESOURCES MAY 2 2 2017 WELL DRIILLER'S REPORT ""T6Pl FIESoiJRC(5 WESTERiV REGION I.WELLTAG Na i!0074654 _ _ 12-STAVC WATIER LEVm and 19ELL TFXM efflftQ wvmd Na 0enmaeiwe4xm0unuerea(el 56 3�Bcnmarlavel((Q 58' VAwd0dwblec&n wa a Y6W 1anral l'F1 cod 9olmto floes w On 2.Owtit3i:CY of Me di- s�lxma wryessPod NMI* Tom m9tho& A6&6a 33 Fast BlUadvray Ave.Suft 208 ldr0 ranoaraa� F+w Baer ar A0ft qq Meridian ,Idaho z$t136a2 yw 3M 380 ❑ ❑ 0 ❑ 3,W]EtL LOCAMO L I iT 278 249 E=3 0 ❑ ❑ T.; 0S WM b w Sod91❑ Rqe 01 Ewg H a 5akeq❑ ""*m 9 teatwraoo q L f mrry ruar.WG ardlor sins or abondomnarN sec' �-�~ 5�� — e4. oeL Rae' to I R wmeme-dsarppnurwgtraar xarw Om Lit COLM Ada ft to a ywOrd� V N ut 43 33.3m 14' 0 6 1 etwm Qayx J 1m 116 � 14' 8 25 1 GmM&Sand x Add5155 South Hovey Erna 14' 28 3i Blown clay x �+d Vuet Sre 14' 31 33 Bnaan Sant x _ M9rldren 14' 33 39 1 smidv Bm.Clay x Lot sac_67rb.Irene 14• 30 63 1 Sand&Gravel x 14' 53 —m sand&Gm%.W x a USE: 14' 76 84 Sand&Grayst wkobbiss x 13 owrnwc ❑ ❑Lkvhw x❑xfIm, ❑7rrmrl ❑fn1 - t4' 84 98 Bream Sfmd$ x i4' 98 99 Sand S4aak x s TYPE WO 14' 99 115 Brake CI x 0 tYaa wW ea ❑rf0 ePf✓>anaelaaea ❑raolwya�m,a,eao ❑Adefnlvrwm ❑otlar 14• 115 131 Coates Sand w1mg cim lenses fr S.DRILL NETHOse w 131 139 Bmffn PqnAf gm x W Air Rotuy j9 tad FmWy QC" ❑ 14' 1 wl"Ad*gift T.SHA MO 14" 148 1 i78 I CC2rse STown Sand x 1toa�va 14 &178 189 awn x HerlCemrdgrs 0 in6Yds Pu 1 r 189 1 253 1 Coarse Brown SandfGrwM x W 20 271 Coarse Brown GwWGlay Layers x a.CASINGFUNER: aq 'map Armtl r 9 uw M-1e1 vxw 8" +2 19.8 _322 3tso1 © C1 ❑ F1 8" i9.6 2U 9ed PVG E3 ❑ ❑ ❑ '�aeens B' 20 1220133R17 PVC 10 ❑ E] E7 At 22E1 8'PVC tad fru acbLftr 8° 220 22Db PVC.Sns Bapr E0 ❑ ❑ ❑ S Sfaeem was sel with 10'head and 2W twist-on 3 On b"g packer W®ddw Moe wed?E3 Y Cd N Mm 0eptdel I as5mbly. 9.PSM%0RAnoNS1sCREEAEL, Peslora9om❑Y 0 N raethw ar Pack LheN 1-14 bore to 8'stxaens mwub=c d awcat 19 Y ❑n lyya Johnson S Ltne4a-8'Screens to S Screens raaad of buds9atlan Sm —'BacMod from 251-2713M Gravel C*WoWdc>ortdq re fa taa.�turmece Ada es mad ero.er®frr Detb249 2m.8 251 .030 8'FS Stsinkma —sbWAL MUM? pip 5/10/2017 21&9 249 .03D 1 UmPS Stainless 1&oraLLr3rs CatTw CAT% t Uw&cm*Batafi tni*5 %NO mlSVtft n swK*dawere mnWaed with at Lwvm or Hw4tm 12W teVth afTafplpe t+VA dha tlmeds dp wr6 mlv+ed. Pad.Eu7Y a N Type K4Padaer3 0 remov" _._ Cnmpeny AA ran tlYEll orillin ,LL C..No.641 ia.FlLTER PACK 2.4'Wmglh hmhoded In tmej pL- -p er p,5110rz017 f�ii�Y riem fl0 �W trentrlbQo'f Plmterewa Dub a 9 ease sm d 199 2.50.5 7100 fb$ Tremm Bra Wca sand 209 248 800 the Pour ° r» 11.FLOWINGARTESIMti Rme FlW4�w Awean7❑Y 91 N Al wjm Plaaetae"G) -alp'v d Prtnc%mU D7111er end rtu openrtor am npuhaS. Camilla co"dewba N v cn 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 PRE DESIGN PERC TESTING Howry Property-Amity Road J. Meusch-SITE on March 14/15, 2019 Near Test Pit TP-4 10 x 3 x 6.5 TIME PERIOD DEPTH DROP PERC 3 hr Average Recommended 10:10 42.0 For 11:10 1.00 46.0 4.00 4.00 Design 12:10 1.00 48.0 2.00 2.00 13:10 1.00 50.0 2.00 2.00 TOTAL 3.00 8.00 2.67 2.7 2.0 in./hr. Near Test Pit TP-5 11 x 3 x 6.0 TIME PERIOD DEPTH DROP PERC 3 hr Average Recommended 10:00 40.0 For 11:00 1.00 42.0 2.00 2.00 Design 12:00 1.00 44.0 2.00 2.00 13:00 1.00 46.0 2.00 2.00 TOTAL 3.00 6.00 2.00 2.0 2.0 in./hr. Near Test Pit TP-8 11 x 3 x 7.5 TIME PERIOD DEPTH DROP PERC 3 hr Average Recommended 10:20 66.0 For 11:20 1.00 78.0 12.00 12.00 Design 12:20 1.00 86.0 8.00 8.00 13:20 1.00 DRY TOTAL 2.00 20.00 10.00 10.0 6.0 in./hr. NOTHING FOLLOWS r, N y a: Geotechnical Services/Soil Testing&Inspection Services