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CC - Storm Drainage CalcsMERIDIAN, IDAHO Outer Banks Infrastructure Stormwater Drainage Report February 2022 �s4d"' 2/7/2022 Prepared by: 00, J-U-B ENGINEERS, Inc. 2760 W Excursion Lane, Suite 400 Meridian, Idaho 83642 208-376-7330 web.JUB.com SITE LOCATION The project site is located in Meridian, ID, south of the intersection of Franklin Road and S Ten Mile Road. The site is approximately 36 acres. EXISTING SITE CHARACTERISTICS The existing site is undeveloped. There is an existing irrigation canal (Kennedy Latteral) running across the site from NW to SE. Existing slopes are relatively flat. PROPOSED SITE IMPROVEMENTS The proposed improvements include the construction of new roadways with curb, gutter, and ADA accessible ramps. Utilities that will be constructed within the roadways include sanitary sewer, domestic water, and storm drainage. SOIL CONDITIONS The following geotechnical report was referenced during design of this stormwater system. Geotechnical Evaluation for "Ten Mile and Franklin Mixed -Use" — An 36 Acre Mixed -Use Development dated 3 Nov 2021, prepared by GeoTek, Inc. According to the reports, soils at the site consist of 6-12 inches of artificial fill on top of sandy lean clays and silts with varying amounts of sand, underlain by silty sands and sandy silts with varying amounts of cementation, underlain by poorly graded sands and poorly graded gravels with cobbles, sand, and silt. Groundwater was not encountered during the geotechnical investigation. Groundwater in the area is identified to be 15-20 feet below ground surface. Seven percolation tests were performed as part of the "Ten Mile and Franklin Mixed -Use" geotechnical investigation. The two tests at the deepest elevations, 5.0' and 7.0' bgs, yielded field infiltration rates of 6.8 and 3.6 inches/hour. These tests more accurately represent the depth of the proposed seepage beds. The proposed seepage beds were designed based on an infiltration rate of 1.0 inches/hour. DRAINAGE DESIGN CONCEPT The project consists of 4 catchments labeled A through M. Stormwater in catchments A through M shall flow above grade to designed low points where it shall be collected via curb inlets. The stormwater shall then pass through a pipe network and discharge into a sub -surface seepage bed for infiltration through a sand filter into the groundwater network. CALCULATION METHODS The site was divided into catchment areas based on the proposed grading design. These catchment areas were analyzed using the rational method to estimate the peak runoff rates in accordance with ACHD Policy Manual Sections 8000 and 8200 in effect as of 10 August 2017. Peak storage volumes were based on the 100-year, 1-hour design storm event of 0.96 inches per hour. Peak flow rates and conveyance flow rates were calculated for each basin based on the 100-year and 25-year design storms, respectively. The time of concentration for each basin was used as the design storm duration to calculate both the peak flow and conveyance flow rates. Time of concentration value used in the attached calculations was the 10-minute minimum time of concentration. Specific equations are shown in the attached drainage calculations. The conveyance flow rate was used to size inlets and pipes and determine acceptable pipe slopes within the system. The catchment areas are shown on the Drainage Plan. Calculations are included with this report for all catchment areas. 5 Boise Area Intensity -Duration -Frequency (IDF) Intensity (inches per hour) Design Storm 2 5 10 25 50 100 Tc(Hr) Tc(Min) 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 1 0.06 0.06 0.08 0.09 0.10 Boise Area Intensity Duration Frequency (IDF) 3.50 --- --- 2 year 3.00 -x- 5 year 2.50 -x- 10 year s_ N -A- 25 year t 2.00 v = t 50 year 1.50 x = `x ---0- 100 year 1.00 *- c )K x\ 0.50 ----- x �*-------------- 0.00 10 min 15 min 30 min 1 hour 2 hours 3 hours 6 hours 12 hours 24 hours Duration in minutes and hours Table 3-2. Manning's Roughness Coefflelent (n) for Overland Sheet Flow.'61 Surface Description n Smooth asphalt 0.011 Smooth concrete 0.012 Ordinary concrete lining 0.013 Good wood 0.014 Brick with cement mortar 0.014 Vitrified clay 0.015 Cast iron 0.015 Corrugated metal pipe 0.024 Cement rubble surface 0.024 Fellow no residue 0.05 Cultivated soils Residue cover s 20% 0.08 Residue cover- 20% O.t7 Range (natural) 0.13 Grass Short grass prairie 0.15 Dense grasses 0.24 Bermuda gross 0.41 Woods' Light underbrush 0.40 Dense underbrush 0.80 When selecting n, consider cover to a height of about 30 mm. This is only part of the plant cover that will obstruct sheet flow. Table 3.3. Intercept coefficients for Velocity Vie. Slope Relationship of Equation 3♦.6 Land Cover/Flow Regime k Forest with heavyand liner: ha meadow (overland flow) 0.076 Trash fallow a -mum blege cultivation: contour or strip cropped: woodland overland flow) 0.152 Short grass pasture overland flow) 0.213 Cuhivated stria ht row (overland flow) 0.274 Nean bare and unelbd (ovenand flow): alluvial fans in western it1011eain regions 0.305 GresseO watarwa shallow concantrated Bow 0.457 Unpaved (shallow concentrated flow) 0.491 Paved area shabw concentrated flow); smell upland gullets 0.619 T61Ne ate. rypwr R"..a" of wl"nnlnel co 1-i (nl ror Cr."n..N6 "rid PIpe6. cond.w w+6u.r.r ww.una's n- dewecwduo conv.v. o.01o. o.o1a cr.+v o.00e - o.o+a vn.de o.o+e - o.o2a "wnrnVawro. wcao.n 0.012 - 0.01e a- own cn....1w Cono,�u 0.011 - O.o1a 0.020 - o.- 0.020 - O.1a0 w sai o.o+e - o.a2a oxcn o rrr" <nwa rarrrr. lap wlmn w creed cow .ao m 0d0 rill o.o2a - o.om m. pew6 o.oeo - o.+ao ..aw6y M wor<onwuow "rid ..wntrrrd t6nwar+rl PIpo6 Estimated Runoff Coefficients for Various Surfaces Type of Surface Runoff Coefficients "C" Business Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 Multi -family 0.60-0.75 Residential (rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Industrial and commercial Light areas 0.80 Heavy areas 0.90 Parks, Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Unimproved areas 0.10-0.30 Streets Asphalt 0.95 Concrete 0.95 Bnd( 0.95 Roofs 0.95 Gravel 0.75 Fields: Sandy soil Soil Type Slope A B C D Rat: 0-296 0.04 0.07 0.11 0.15 Average: 2-6% 0 0.12 0.15 0.20 steep:e6% O'139 0.18 0.23 0- Adapted from ASCE Recommend Standards for Wastewater Facilities Table 33.41 Recommended Minimum Slopes Nomianl S- s' a Minimum Slope io Feet Per 100 Feet (mi ]00 col 8 inch (200 mm) 0.40 10 iach (250 corn) 0.28 12 inch (300 corn) 0.22 14 inch (350 nm) 0.17 15 inch (375 nun) OA5 16 inch (400 min) 0.14 18 inch (450 nun) 0.12 21 inch (525 nm) 0.10 24 inch (600 corn) 0.08 27 inch (675 corn) 0.067 30 inch (750 corn) 0.058 33 inch (825 min) 0.052 36 inch (900 corn) 0.046 39 inch (975 corn) 0.041 42inch(1050mm) 0.037 - --- -- 1\ I II � �l u I I�;e� 'Q`"�a. a -wry -•�- _ _ :a III -- `II I III I----_--_ -_ ___ — III IIII II III i i/ `I I III —_— C)AC�_— 58 �—J I------'11 ___________________2569 N / — I r �I III III - I _ I I / I II n 2570-------------- /I 1 -_----\ / III II --2571-____/J / 4.2 - _--------/ \/___ ___ J � I --' --I � - __._ 1 \ 1 CATCHMENT G — _ 1T 77 CATCHMENTH \\\I 0.33 AC / \ \ 71' CATCHMENTJ - I 0.66 AC 99, I /\ -1- 1 -_--_ -` - - - -- _-- `-_-�� \-__--__--_--'Z�'12 1\// -____-___2573--� __-- \� ________________ II \ \ \ \ \ \ �� __ —2575 4 — — I I \ I I 1 I � I / I --� I \ n12573 III u�mu I I I e N \ --_--_ --___> /u KS DRAINAGE MAP - OUTER BANK INFRASTRUCTURE �II i li TIL \`_--_-_-_,r' y I •o // I I I I I \ I / I \IIII li I I I / 111 I I I 1 L____-_ __--/ / � I CATCHMENTC -- - - - \ r/ / I c 0.18 AC I - ---i-V 39, 1----_---_tj �. •I t I I I I I CATCHMENTK-CA TCEMENT M = \ 0.21 AC -� - 10.11 AC 45, ,1 i 24' I I I 3 I I I\ CATCHME/iD IpI',�7, 0.36 AC 78' ti I I I I I I I III !i I I I I � I )-�- f I 69' 1 \ - n CATCHMENTE 0.25 AC � I { II/ ----' I ----------- / 1 it / I I o so 120 SCALE IN FEET I I I li I CATCHMENT — o.aaAc � � r \I '," } J-U-B ENGINEERS, INC. ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Steps for Peak Discharge Rate using the Rational Method calculated for post -development _ Calculate Post -Development Flows (for pre -development flows, increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name OB Infrastructure - Catchment A 2 Is area drainage basin map provided? (map must be included with stormwater calculations) 3 Enter Design Storm (100-Year or 25-Year With 100-Year Flood Route) 4 Enter number of storage facilities (25 max) 5 Area of Drainage Subbasin (SF or Acres) Acres Acre 6 Determine the Weighted Runoff Coefficient (C) C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 user Cakpiate min to Min. 8 Determine the average rainfall intensity (1) from IDF Curve based on Tc 9 Calculate the Post -Development peak discharge (ClPeak) i Qp-k 2.58 0.66 in/hr cfs 10 Calculate total runoff vol (V) (for sizing primary storage) V 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 554 fY 12 Detention: Approved Discharge Rate to Surface Waters (if applicable) cis 13 Volume Summary Surface Storage: Basin Basin Forebay V 89 ft' Primary Treatment/StorageBasin V 798 ft" Subsurface Storage Volume Without Sediment Factor (See BMP 20 Tab) V 886 ft" YES flirk in Chnw Mnrc [iihhacinc F-1 Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 0.27 0.27 0.95 0.95 Estimated Runoff Coefficients for Various Surfac Type of Surface Runoff Coefficients "I Business Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 Multi -family 0.60-0.75 Residential (rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Parks, Cemeteries 0.10-0.25 Playgrounds 0.20-0.31 Railroad yard areas 0.2010 Unimproved areas 0.10-0.30 Streets Asphalt 0.95 Concrete 0.95 Brick 0.95 Roofs 0.95 Gravel 0.75 Fields: Sandy soil Soil Type Slope A B C D Flat: 0-2% 0.04 0.07 0.11 0. Average: 2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE \\]ub.com\Central\Clients\ID\ElkVentures\Projects\10-20-143_OuterBanksDesign\Drainage\Infrastructure\ACHD_SD_CALCS_SeepageBedA 2/7/2022, 9:50 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 OB Infrastructure - Catchment A 2 Enter number of Seepage Beds (25 max) 3 Design Storm 4 Weighted Runoff Coefficient C 5 Area A (Acres) 6 Approved discharge rate (if applicable) 7 Is Seepage Bed in Common Lot? No 1 100 0.95 0.27 acres 0.00 cfs V 1,108 Link to: Q•v QV TR55 ft3 25%Sediment 8 Set Total Design Width of All Drain Rock W 10.0 ft 9 Set Total Design Depth of All Drain Rock D 4.5 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 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe (Perfs 360°), REQD if Q100>3.3 cfs in 14 Calculate Total Storage per Foot Spf 19.0 ft,/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 10.0 ft 18 Time to Drain 20.5 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 9W Note: This assumes chambers are organized in a rectangular layout. 1-StormTech, 1 Type of Chambers SC740 2 Volume to Store V 0 ft3 3 Installed Chamber Width Cw 4.25 ft Installed Chamber Depth Cd 2.50 ft Installed Chamber Height Ch 7.12 ft 4 Chamber Void Factor 5 Chamber Storage Volume, Without Rock, Per Manuf 45.90 ft3 6 Chamber Storage Volume, With Rock, Per Manuf 74.90 ft3 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ftz 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum \\jub.com\Central\Clients\ID\ElkVentures\Projects\10-20-143_OuterBanksDesign\Drainage\Infrastructure\ACHD_SD_CALCS_SeepageBedA 2/7/2022, 9:50 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 OB Infrastructure - Catchment A tnter numaer of 5anaiurease i raos (z5 maxi 1 Baffle Throat Velocity Is the Vault Size Number of Peak Flow Spacing width Area (ftz) 0.5 fps Velocity S/G Traps Q cfs inch inch max. ok? 1000 G 1 0.66 20 48 6.67 0.10 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 \\j u b.com\Central\CI ients\I D\EI kVentu res\Projects\10-20- 143_OuterBanksDesign\Drainage\Infrastructure\ACHD_SD_CALCS_SeepageBedA 2/7/2022, 9:51 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. Steps for Peak Discharge Rate using the Rational Method calculated for post -development _ Calculate Post -Development Flows (for pre -development flows, increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name OB Infrastructure - Catchment B 2 Is area drainage basin map provided? (map must be included with stormwater calculations) 3 Enter Design Storm (100-Year or 25-Year With 100-Year Flood Route) 4 Enter number of storage facilities (25 max) 5 Area of Drainage Subbasin (SF or Acres) Acres Acre 6 Determine the Weighted Runoff Coefficient (C) C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 user Cakpiate min to Min. 8 Determine the average rainfall intensity (i) from IDF Curve based on Tc 9 Calculate the Post -Development peak discharge (ClPeak) Qp-k iP657 n/hr cfs 10 Calculate total runoff vol (V) (for sizing primary storage) V ft V = Ci (Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I (95th percentile = 0.60 in) 0.60 in Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C) Vrr 410 fY 12 Detention: Approved Discharge Rate to Surface Waters (if applicable) cis 13 Volume Summary Surface Storage: Basin Basin Forebay V 66 ft' Primary Treatment/StorageBasin V 591 ft" Subsurface Storage Volume Without Sediment Factor (See BMP 20 Tab) V 657 ft" YES flirk in Chnw Mnrc [iihhacinc I� Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 0.20 0.20 0.95 0.95 Estimated Runoff Coefficients for Various Surfac Type of Surface Runoff Coefficients "I Business Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 Multi -family 0.60-0.75 Residential (rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Parks, Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Unimproved areas 0.10-0.30 Streets Asphalt 0.95 Concrete 0.95 Brick 0.95 Roofs 0.95 Gravel 0.75 Fields: Sandy soil Soil Type Slope A B C D Flat: 0-2% 0.04 0.07 0.11 0. Average: 2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE \\]ub.com\Central\Clients\ID\ElkVentures\Projects\10-20-143_OuterBanksDesign\Drainage\Infrastructure\ACHD_SD_CALCS_SeepageBedB 2/7/2022, 9:53 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 OB Infrastructure - Catchment B 2 Enter number of Seepage Beds (25 max) 3 Design Storm 4 Weighted Runoff Coefficient C 5 Area A (Acres) 6 Approved discharge rate (if applicable) 7 Is Seepage Bed in Common Lot? No 1 100 0.95 0.20 acres 0.00 cfs V 821 Link to: Q•v QV TR55 ft3 25%Sediment 8 Set Total Design Width of All Drain Rock W 10.0 ft 9 Set Total Design Depth of All Drain Rock D 4.5 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 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe (Perfs 360°), REQD if Q100>3.3 cfs in 14 Calculate Total Storage per Foot Spf 19.0 ft,/ft 15 Calculate Design Length L 43 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 43 ft 17 Variable Infiltration Window W SWW 10.0 ft 18 Time to Drain 20.5 hours 90%volume in 48-hours minimum 19 Length of WQ & Overflow Perf Pipes 43 ft 20 Perf Pipe Checks. Qperf>= Qpeak; where Qperf=CdxAxV(2xgxH) Optional Storage Chambers 9W Note: This assumes chambers are organized in a rectangular layout. 1-StormTech, 1 Type of Chambers SC740 2 Volume to Store V 0 ft3 3 Installed Chamber Width Cw 4.25 ft Installed Chamber Depth Cd 2.50 ft Installed Chamber Height Ch 7.12 ft 4 Chamber Void Factor 5 Chamber Storage Volume, Without Rock, Per Manuf 45.90 ft3 6 Chamber Storage Volume, With Rock, Per Manuf 74.90 ft3 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ftz 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum \\jub.com\Central\Clients\ID\ElkVentures\Projects\10-20-143_OuterBanksDesign\Drainage\Infrastructure\ACHD_SD_CALCS_SeepageBedB 2/7/2022,9:54 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 OB Infrastructure - Catchment B tnter numaer of 5anaiurease i raos (z5 maxi 1 Baffle Throat Velocity Is the Vault Size Number of Peak Flow Spacing width Area (ftz) 0.5 fps Velocity S/G Traps Q cfs inch inch max. ok? 1000 G 1 0.49 20 48 6.67 0.07 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 \\j u b.com\Central\CI ients\I D\EI kVentu res\Projects\10-20- 143_OuterBanksDesign\Drainage\Infrastructure\ACHD_SD_CALCS_Seepage Bed 2/7/2022, 9:55 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. Steps for Peak Discharge Rate using the Rational Method calculated for post -development _ Calculate Post -Development Flows (for pre -development flows, increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name OB Infrastructure - Catchment C 2 Is area drainage basin map provided? (map must be included with stormwater calculations) 3 Enter Design Storm (100-Year or 25-Year With 100-Year Flood Route) 4 Enter number of storage facilities (25 max) 5 Area of Drainage Subbasin (SF or Acres) Acres Acre 6 Determine the Weighted Runoff Coefficient (C) C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 user Cakpiate min to Min. 8 Determine the average rainfall intensity (1) from IDF Curve based on Tc 9 Calculate the Post -Development peak discharge (ClPeak) Qp-k iV95th in/hr cfs 10 Calculate total runoff vol (V) (for sizing primary storage) V ft V = Ci (Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I (95th percentile = 0.60 in) 0.60 in Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C) Vrr 369 fY 12 Detention: Approved Discharge Rate to Surface Waters (if applicable) cis 13 Volume Summary Surface Storage: Basin Basin Forebay V 59 ft' Primary Treatment/StorageBasin V 532 ft" Subsurface Storage Volume Without Sediment Factor (See BMP 20 Tab) V 591 ft" YES flirk in Chnw Mnrc [iihhacinc I� Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 0.18 0.18 0.95 0.95 Estimated Runoff Coefficients for Various Surfac Type of Surface Runoff Coefficients "I Business Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 Multi -family 0.60-0.75 Residential (rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Parks, Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Unimproved areas 0.10-0.30 Streets Asphalt 0.95 Concrete 0.95 Brick 0.95 Roofs 0.95 Gravel 0.75 Fields: Sandy soil Soil Type Slope A B C D Flat: 0-2% 0.04 0.07 0.11 0. Average: 2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE \\]ub.com\Central\Clients\ID\ElkVentures\Projects\10-20-143_OuterBanksDesign\Drainage\Infrastructure\ACHD_SD_CALCS_SeepageBedC 2/7/2022, 9:56 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 OB Infrastructure - Catchment C 2 Enter number of Seepage Beds (25 max) 3 Design Storm 4 Weighted Runoff Coefficient C 5 Area A (Acres) 6 Approved discharge rate (if applicable) 7 Is Seepage Bed in Common Lot? No 1 100 0.95 0.18 acres 0.00 cfs V 739 Link to: Q•v QV TR55 ft3 25%Sediment 8 Set Total Design Width of All Drain Rock W 10.0 ft 9 Set Total Design Depth of All Drain Rock D 4.5 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 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe (Perfs 360°), REQD if Q100>3.3 cfs in 14 Calculate Total Storage per Foot Spf 19.0 ft,/ft 15 Calculate Design Length L 39 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 39 ft 17 Variable Infiltration Window W SWW 10.0 ft 18 Time to Drain 20.5 hours 90%volume in 48-hours minimum 19 Length of WQ & Overflow Perf Pipes 39 ft 20 Perf Pipe Checks. Qperf>= Qpeak; where Qperf=CdxAxV(2xgxH) Optional Storage Chambers 9W Note: This assumes chambers are organized in a rectangular layout. 1-StormTech, 1 Type of Chambers SC740 2 Volume to Store V 0 ft3 3 Installed Chamber Width Cw 4.25 ft Installed Chamber Depth Cd 2.50 ft Installed Chamber Height Ch 7.12 ft 4 Chamber Void Factor 5 Chamber Storage Volume, Without Rock, Per Manuf 45.90 ft3 6 Chamber Storage Volume, With Rock, Per Manuf 74.90 ft3 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ftz 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum \\jub.com\Central\Clients\ID\ElkVentures\Projects\10-20-143_OuterBanksDesign\Drainage\Infrastructure\ACHD_SD_CALCS_SeepageBedC 2/7/2022,9:57 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 OB Infrastructure - Catchment C tnter numaer of 5anaiurease i raos (z5 maxi 1 Baffle Throat Velocity Is the Vault Size Number of Peak Flow Spacing width Area (ftz) 0.5 fps Velocity S/G Traps Q cfs inch inch max. ok? 1000 G 1 0.44 20 48 6.67 0.07 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 \\j u b.com\Central\CI ients\I D\EI kVentu res\Projects\10-20- 143_OuterBanksDesign\Drainage\Infrastructure\ACHD_S D_CALCS_Seepage Bed C 2/7/2022, 9:57 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. Steps for Peak Discharge Rate using the Rational Method calculated for post -development _ Calculate Post -Development Flows (for pre -development flows, increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name OB Infrastructure - Catchment D 2 Is area drainage basin map provided? (map must be included with stormwater calculations) 3 Enter Design Storm (100-Year or 25-Year With 100-Year Flood Route) 4 Enter number of storage facilities (25 max) 5 Area of Drainage Subbasin (SF or Acres) Acres Acre 6 Determine the Weighted Runoff Coefficient (C) C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 user CakPiate min to Min. 8 Determine the average rainfall intensity (1) from IDF Curve based on Tc 9 Calculate the Post -Development peak discharge (QPeak) i QPk 2.58 0.88 in/hrea cfs 10 Calculate total runoff vol (V) (for sizing primary storage) V 1,182 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 739 ft 12 Detention: Approved Discharge Rate to Surface Waters (if applicable) cfs 13 Volume Summary Surface Storage: Basin Basin Forebay V 118 ft' Primary Treatment/StorageBasin V 1,064 ft- Subsurface Storage Volume Without Sediment Factor (See BMP 20 Tab) V 1,182 ft- YES flirk in Chnw Mnrc [iihhacinc F-1 Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 0.36 0.36 0.95 0.95 Estimated Runoff Coefficients for Various Surfac Type of Surface Runoff Coefficients "I Business Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 Multi -family 0.60-0.75 Residential (rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Parks, Cemeteries 0.10-0.25 Playgrounds 0.20-0.31 Railroad yard areas 0.20210 Unimproved areas 0.10-0.30 Streets Asphalt 0.95 Concrete 0.95 Brick 0.95 Roofs 0.95 Gravel 0.75 Fields: Sandy soil Soil Type Slope A B C D Flat: 0-2% 0.04 0.07 0.11 0. Average: 2-6% 0.09 0.12 0.15 0. Steep. Zrom 0.13 0.18 0.23 0. Adapted fASCE \\]ub.com\Central\Clients\ID\ElkVentures\Projects\10-20-143_OuterBanksDesign\Drainage\Infrastructure\ACHD_SD_CALCS_SeepageBedD 2/7/2022, 9:58 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 OB Infrastructure - Catchment D 2 Enter number of Seepage Beds (25 max) 3 Design Storm 4 Weighted Runoff Coefficient C 5 Area A (Acres) 6 Approved discharge rate (if applicable) 7 Is Seepage Bed in Common Lot? No 1 100 0.95 0.36 acres 0.00 cfs V 1,477 Link to: Q•v QV TR55 ft3 25%Sediment 8 Set Total Design Width of All Drain Rock W 10.0 ft 9 Set Total Design Depth of All Drain Rock D 4.5 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 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe (Perfs 360°), REQD if Q100>3.3 cfs in 14 Calculate Total Storage per Foot Spf 19.0 ft,/ft 15 Calculate Design Length L 78 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 78 ft 17 Variable Infiltration Window W SWW 10.0 ft 18 Time to Drain 20.5 hours 90%volume in 48-hours minimum 19 Length of WQ & Overflow Perf Pipes 78 ft 20 Perf Pipe Checks. Qperf>= Qpeak; where Qperf=CdxAxV(2xgxH) Optional Storage Chambers 9W Note: This assumes chambers are organized in a rectangular layout. 1-StormTech, 1 Type of Chambers SC740 2 Volume to Store V 0 ft3 3 Installed Chamber Width Cw 4.25 ft Installed Chamber Depth Cd 2.50 ft Installed Chamber Height Ch 7.12 ft 4 Chamber Void Factor 5 Chamber Storage Volume, Without Rock, Per Manuf 45.90 ft3 6 Chamber Storage Volume, With Rock, Per Manuf 74.90 ft3 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ftz 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum \\jub.com\Central\Clients\ID\ElkVentures\Projects\10-20-143_OuterBanksDesign\Drainage\Infrastructure\ACHD_SD_CALCS_SeepageBedD 2/7/2022, 9:59 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 OB Infrastructure - Catchment D tnter numaer of 5anaiurease i raos (z5 maxi 1 Baffle Throat Velocity Is the Vault Size Number of Peak Flow Spacing width Area (ftz) 0.5 fps Velocity S/G Traps Q cfs inch inch max. ok? 1000 G 1 0.88 20 48 6.67 0.13 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 \\j u b.com\Central\CI ients\I D\EI kVentu res\Projects\10-20- 143_OuterBanksDesign\Drainage\Infrastructure\ACHD_SD_CALCS_Seepage Bed 2/7/2022, 9:59 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. Steps for Peak Discharge Rate using the Rational Method calculated for post -development _ Calculate Post -Development Flows (for pre -development flows, increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name OB Infrastructure - Catchment E 2 Is area drainage basin map provided? (map must be included with stormwater calculations) 3 Enter Design Storm (100-Year or 25-Year With 100-Year Flood Route) 4 Enter number of storage facilities (25 max) 5 Area of Drainage Subbasin (SF or Acres) Acres Acre 6 Determine the Weighted Runoff Coefficient (C) C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 user Cakpiate min to Min. 8 Determine the average rainfall intensity (i) from IDF Curve based on Tc 9 Calculate the Post -Development peak discharge (ClPeak) i Qp-k 2.58 0.61 n/hr cfs 10 Calculate total runoff vol (V) (for sizing primary storage) V 821 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 513 fY 12 Detention: Approved Discharge Rate to Surface Waters (if applicable) cis 13 Volume Summary Surface Storage: Basin Basin Forebay V 82 ft' Primary Treatment/StorageBasin V 739 ft" Subsurface Storage Volume Without Sediment Factor (See BMP 20 Tab) V 821 ft" YES flirk in Chnw Mnrc [iihhacinc F-1 Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 0.25 0.25 0.95 0.95 Estimated Runoff Coefficients for Various Surfac Type of Surface Runoff Coefficients "I Business Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 Multi -family 0.60-0.75 Residential (rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Parks, Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Unimproved areas 0.10-0.30 Streets Asphalt 0.95 Concrete 0.95 Brick 0.95 Roofs 0.95 Gravel 0.75 Fields: Sandy soil Soil Type Slope A B C D Flat: 0-2% 0.04 0.07 0.11 0. Average: 2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE \\]ub.com\Central\Clients\ID\ElkVentures\Projects\10-20-143_OuterBanksDesign\Drainage\Infrastructure\ACHD_SD_CALCS_SeepageBedE 2/7/2022, 10:00 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 OB Infrastructure - Catchment E 2 Enter number of Seepage Beds (25 max) 3 Design Storm 4 Weighted Runoff Coefficient C 5 Area A (Acres) 6 Approved discharge rate (if applicable) 7 Is Seepage Bed in Common Lot? No 1 100 0.95 0.25 acres 0.00 cfs V 1,026 Link to: Q•v QV TR55 ft3 25%Sediment 8 Set Total Design Width of All Drain Rock W 10.0 ft 9 Set Total Design Depth of All Drain Rock D 4.5 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 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe (Perfs 360°), REQD if Q100>3.3 cfs in 14 Calculate Total Storage per Foot Spf 19.0 ft,/ft 15 Calculate Design Length L 54 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 54 ft 17 Variable Infiltration Window W SWW 10.0 ft 18 Time to Drain 20.5 hours 90%volume in 48-hours minimum 19 Length of WQ & Overflow Perf Pipes 54 ft 20 Perf Pipe Checks. Qperf>= Qpeak; where Qperf=CdxAxV(2xgxH) Optional Storage Chambers 9W Note: This assumes chambers are organized in a rectangular layout. 1-StormTech, 1 Type of Chambers SC740 2 Volume to Store V 0 ft3 3 Installed Chamber Width Cw 4.25 ft Installed Chamber Depth Cd 2.50 ft Installed Chamber Height Ch 7.12 ft 4 Chamber Void Factor 5 Chamber Storage Volume, Without Rock, Per Manuf 45.90 ft3 6 Chamber Storage Volume, With Rock, Per Manuf 74.90 ft3 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ftz 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum \\jub.com\Central\Clients\ID\ElkVentures\Projects\10-20-143_OuterBanksDesign\Drainage\Infrastructure\ACHD_SD_CALCS_SeepageBedE 2/7/2022, 10:07 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 OB Infrastructure - Catchment E tnter numaer of 5anaiurease i raos (z5 maxi 1 Baffle Throat Velocity Is the Vault Size Number of Peak Flow Spacing width Area (ftz) 0.5 fps Velocity S/G Traps Q cfs inch inch max. ok? 1000 G 1 0.61 20 48 6.67 0.09 Reference for Throat widths (inch) ADS Boise Lar-ken WQU, Vault BMP 16 1000 G 48.0 50.5 n/a 1500 G 60.0 61.5 n/a WQU1000 n/a n/a 60 WQU1500 n/a n/a 60 \\j u b.com\Central\CI ients\I D\EI kVentu res\Projects\10-20- 143_OuterBanksDesign\Drainage\Infrastructure\ACHD_S D_CALCS_Seepage Bed E 2/7/2022, 10:07 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. Steps for Peak Discharge Rate using the Rational Method calculated for post -development _ Calculate Post -Development Flows (for pre -development flows, increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name OB Infrastructure - Catchment F 2 Is area drainage basin map provided? (map must be included with stormwater calculations) 3 Enter Design Storm (100-Year or 25-Year With 100-Year Flood Route) 4 Enter number of storage facilities (25 max) 5 Area of Drainage Subbasin (SF or Acres) Acres Acre 6 Determine the Weighted Runoff Coefficient (C) C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 user Cakpiate min to Min. 8 Determine the average rainfall intensity (1) from IDF Curve based on Tc 9 Calculate the Post -Development peak discharge (ClPeak) i Qp-k 2.58 0.34 in/hr cfs 10 Calculate total runoff vol (V) (for sizing primary storage) V 460 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 287 ft 12 Detention: Approved Discharge Rate to Surface Waters (if applicable) cis 13 Volume Summary Surface Storage: Basin Basin Forebay V 46 ft' Primary Treatment/StorageBasin V 414 ft" Subsurface Storage Volume Without Sediment Factor (See BMP 20 Tab) V 460 ft" YES flirk in Chnw Mnrc [iihhacinc F-1 Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 0.14 0.14 0.95 0.95 Estimated Runoff Coefficients for Various Surfac Type of Surface Runoff Coefficients "I Business Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 Multi -family 0.60-0.75 Residential (rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Parks, Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Unimproved areas 0.10-0.30 Streets Asphalt 0.95 Concrete 0.95 Brick 0.95 Roofs 0.95 Gravel 0.75 Fields: Sandy soil Soil Type Slope A B C D Flat: 0-2% 0.04 0.07 0.11 0. Average: 2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE \\]ub.com\Central\Clients\ID\ElkVentures\Projects\10-20-143_OuterBanksDesign\Drainage\Infrastructure\ACHD_SD_CALCS_SeepageBedF 2/7/2022,10:09 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 OB Infrastructure - Catchment F 2 Enter number of Seepage Beds (25 max) 3 Design Storm 4 Weighted Runoff Coefficient C 5 Area A (Acres) 6 Approved discharge rate (if applicable) 7 Is Seepage Bed in Common Lot? Yes 1 100 0.95 0.14 acres 0.00 cfs V 460 Link to: Q•v QV TR55 ft3 0%Sediment 8 Set Total Design Width of All Drain Rock W 10.0 ft 9 Set Total Design Depth of All Drain Rock D 4.5 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 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe (Perfs 360°), REQD if Q100>3.3 cfs in 14 Calculate Total Storage per Foot Spf 19.0 ft,/ft 15 Calculate Design Length L 24 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 24 ft 17 Variable Infiltration Window W SWW 10.0 ft 18 Time to Drain 20.5 hours 90%volume in 48-hours minimum 19 Length of WQ & Overflow Perf Pipes 24 ft 20 Perf Pipe Checks. Qperf>= Qpeak; where Qperf=CdxAxV(2xgxH) Optional Storage Chambers 9W Note: This assumes chambers are organized in a rectangular layout. 1-StormTech, 1 Type of Chambers SC740 2 Volume to Store V 0 ft3 3 Installed Chamber Width Cw 4.25 ft Installed Chamber Depth Cd 2.50 ft Installed Chamber Height Ch 7.12 ft 4 Chamber Void Factor 5 Chamber Storage Volume, Without Rock, Per Manuf 45.90 ft3 6 Chamber Storage Volume, With Rock, Per Manuf 74.90 ft3 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ftz 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum \\jub.com\Central\Clients\ID\ElkVentures\Projects\10-20-143_OuterBanksDesign\Drainage\Infrastructure\ACHD_SD_CALCS_SeepageBedF 2/7/2022,10:10 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 OB Infrastructure - Catchment F tnter numaer of 5anaiurease i raos (z5 maxi 1 Baffle Throat Velocity Is the Vault Size Number of Peak Flow Spacing width Area (ftz) 0.5 fps Velocity S/G Traps Q cfs inch inch max. ok? 1000 G 1 0.31 20 48 6.67 0.05 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 \\j u b.com\Central\CI ients\I D\EI kVentu res\Projects\10-20- 143_OuterBanksDesign\Drainage\Infrastructure\ACHD_S D_CALCS_Seepage Bed F 2/7/2022, 10:10 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. Steps for Peak Discharge Rate using the Rational Method calculated for post -development _ Calculate Post -Development Flows (for pre -development flows, increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name OB Infrastructure - Catchment G 2 Is area drainage basin map provided? (map must be included with stormwater calculations) 3 Enter Design Storm (100-Year or 25-Year With 100-Year Flood Route) 4 Enter number of storage facilities (25 max) 5 Area of Drainage Subbasin (SF or Acres) Acres Acre 6 Determine the Weighted Runoff Coefficient (C) C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 user Cakpiate min to Min. 8 Determine the average rainfall intensity (1) from IDF Curve based on Tc 9 Calculate the Post -Development peak discharge (ClPeak) i Qp-k 2.58 0.20 in/hr cfs 10 Calculate total runoff vol (V) (for sizing primary storage) V 263 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 164 ft 12 Detention: Approved Discharge Rate to Surface Waters (if applicable) cis 13 Volume Summary Surface Storage: Basin Basin Forebay V 26 ft' Primary Treatment/StorageBasin V 236 ft- Subsurface Storage Volume Without Sediment Factor (See BMP 20 Tab) V 263 ft" YES flirk in Chnw Mnrc [iihhacinc F-1 Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 0.08 0.08 0.95 0.95 Estimated Runoff Coefficients for Various Surfac Type of Surface Runoff Coefficients "I Business Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 Multi -family 0.60-0.75 Residential (rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Parks, Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Unimproved areas 0.10-0.30 Streets Asphalt 0.95 Concrete 0.95 Brick 0.95 Roofs 0.95 Gravel 0.75 Fields: Sandy soil Soil Type Slope A B C D Flat: 0-2% 0.04 0.07 0.11 0. Average: 2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE \\]ub.com\Central\Clients\ID\ElkVentures\Projects\10-20-143_OuterBanksDesign\Drainage\Infrastructure\ACHD_SD_CALCS_SeepageBedG 2/7/2022, 10:11 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 OB Infrastructure - Catchment G 2 Enter number of Seepage Beds (25 max) 3 Design Storm 4 Weighted Runoff Coefficient C 5 Area A (Acres) 6 Approved discharge rate (if applicable) 7 Is Seepage Bed in Common Lot? No 1 100 0.95 0.08 acres 0.00 ds; V 328 Link to: Q•v QV TR55 ft3 25%Sediment 8 Set Total Design Width of All Drain Rock W 10.0 ft 9 Set Total Design Depth of All Drain Rock D 4.5 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 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe (Perfs 360°), REQD if Q100>3.3 cfs in 14 Calculate Total Storage per Foot Spf 19.0 ft,/ft 15 Calculate Design Length L 17 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 17 ft 17 Variable Infiltration Window W SWW 10.0 ft 18 Time to Drain 20.5 hours 90%volume in 48-hours minimum 19 Length of WQ & Overflow Perf Pipes 17 ft 20 Perf Pipe Checks. Qperf>= Qpeak; where Qperf=CdxAxV(2xgxH) Optional Storage Chambers 9W Note: This assumes chambers are organized in a rectangular layout. 1-StormTech, 1 Type of Chambers SC740 2 Volume to Store V 0 ft3 3 Installed Chamber Width Cw 4.25 ft Installed Chamber Depth Cd 2.50 ft Installed Chamber Height Ch 7.12 ft 4 Chamber Void Factor 5 Chamber Storage Volume, Without Rock, Per Manuf 45.90 ft3 6 Chamber Storage Volume, With Rock, Per Manuf 74.90 ft3 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ftz 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum \\jub.com\Central\Clients\ID\ElkVentures\Projects\10-20-143_OuterBanksDesign\Drainage\Infrastructure\ACHD_SD_CALCS_SeepageBedG 2/7/2022,10:11 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 OB Infrastructure - Catchment G tnter numaer of 5anaiurease i raos (z5 maxi 1 Baffle Throat Velocity Is the Vault Size Number of Peak Flow Spacing width Area (ftz) 0.5 fps Velocity S/G Traps Q cfs inch inch max. ok? 1000 G 1 0.2 20 48 6.67 0.03 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 \\j u b.com\Central\CI ients\I D\EI kVentu res\Projects\10-20- 143_OuterBanksDesign\Drainage\Infrastructure\ACHD_S D_CALCS_Seepage Bed G 2/7/2022, 10:12 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. Steps for Peak Discharge Rate using the Rational Method calculated for post -development _ Calculate Post -Development Flows (for pre -development flows, increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name OB Infrastructure - Catchment H 2 Is area drainage basin map provided? (map must be included with stormwater calculations) 3 Enter Design Storm (100-Year or 25-Year With 100-Year Flood Route) 4 Enter number of storage facilities (25 max) 5 Area of Drainage Subbasin (SF or Acres) Acres Acre 6 Determine the Weighted Runoff Coefficient (C) C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 user Cakpiate min to Min. 8 Determine the average rainfall intensity (1) from IDF Curve based on Tc 9 Calculate the Post -Development peak discharge (ClPeak) i Qp-k 2.58 0.81 in/hr cfs 10 Calculate total runoff vol (V) (for sizing primary storage) V 1,083 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 677 ft 12 Detention: Approved Discharge Rate to Surface Waters (if applicable) cis 13 Volume Summary Surface Storage: Basin Basin Forebay V 108 ft' Primary Treatment/StorageBasin V 975 ft" Subsurface Storage Volume Without Sediment Factor (See BMP 20 Tab) V 1,083 ft" YES flirk in Chnw Mnrc [iihhacinc F-1 Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 0.33 0.33 0.95 0.95 Estimated Runoff Coefficients for Various Surfac Type of Surface Runoff Coefficients "I Business Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 Multi -family 0.60-0.75 Residential (rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Parks, Cemeteries 0.10-0.25 Playgrounds 0.20-0.31 Railroad yard areas 0.2010 Unimproved areas 0.10-0.30 Streets Asphalt 0.95 Concrete 0.95 Brick 0.95 Roofs 0.95 Gravel 0.75 Fields: Sandy soil Soil Type Slope A B C D Flat: 0-2% 0.04 0.07 0.11 0. Average: 2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE \\]ub.com\Central\Clients\ID\ElkVentures\Projects\10-20-143_OuterBanksDesign\Drainage\Infrastructure\ACHD_SD_CALCS_SeepageBedH 2/7/2022, 10:14 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 OB Infrastructure - Catchment H 2 Enter number of Seepage Beds (25 max) 3 Design Storm 4 Weighted Runoff Coefficient C 5 Area A (Acres) 6 Approved discharge rate (if applicable) 7 Is Seepage Bed in Common Lot? No 1 100 0.95 0.33 acres 0.00 cfs V 1,354 Link to: Q•v QV TR55 ft3 25%Sediment 8 Set Total Design Width of All Drain Rock W 10.0 ft 9 Set Total Design Depth of All Drain Rock D 4.5 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 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe (Perfs 360°), REQD if Q100>3.3 cfs in 14 Calculate Total Storage per Foot Spf 19.0 ft,/ft 15 Calculate Design Length L 71 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 71 ft 17 Variable Infiltration Window W SWW 10.0 ft 18 Time to Drain 20.5 hours 90%volume in 48-hours minimum 19 Length of WQ & Overflow Perf Pipes 71 ft 20 Perf Pipe Checks. Qperf>= Qpeak; where Qperf=CdxAxV(2xgxH) Optional Storage Chambers 9W Note: This assumes chambers are organized in a rectangular layout. 1-StormTech, 1 Type of Chambers SC740 2 Volume to Store V 0 ft3 3 Installed Chamber Width Cw 4.25 ft Installed Chamber Depth Cd 2.50 ft Installed Chamber Height Ch 7.12 ft 4 Chamber Void Factor 5 Chamber Storage Volume, Without Rock, Per Manuf 45.90 ft3 6 Chamber Storage Volume, With Rock, Per Manuf 74.90 ft3 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ftz 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum \\jub.com\Central\Clients\ID\ElkVentures\Projects\10-20-143_OuterBanksDesign\Drainage\Infrastructure\ACHD_SD_CALCS_SeepageBedH 2/7/2022, 10:14 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 OB Infrastructure - Catchment H tnter numaer of 5anaiurease i raos (z5 maxi 1 Baffle Throat Velocity Is the Vault Size Number of Peak Flow Spacing width Area (ftz) 0.5 fps Velocity S/G Traps Q cfs inch inch max. ok? 1000 G 1 0.81 20 48 6.67 0.12 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 \\j u b.com\Central\CI ients\I D\EI kVentu res\Projects\10-20- 143_OuterBanksDesign\Drainage\Infrastructure\ACHD_SD_CALCS_Seepage Bed 2/7/2022, 10:14 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. Steps for Peak Discharge Rate using the Rational Method calculated for post -development _ Calculate Post -Development Flows (for pre -development flows, increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name OB Infrastructure - Catchment J 2 Is area drainage basin map provided? (map must be included with stormwater calculations) 3 Enter Design Storm (100-Year or 25-Year With 100-Year Flood Route) 4 Enter number of storage facilities (25 max) 5 Area of Drainage Subbasin (SF or Acres) Acres Acre 6 Determine the Weighted Runoff Coefficient (C) C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 user CakPiate min to Min. 8 Determine the average rainfall intensity (1) from IDF Curve based on Tc 9 Calculate the Post -Development peak discharge (QPeak) i QPk 2.58 1.13 in/hrea cfs 10 Calculate total runoff vol (V) (for sizing primary storage) V 1,510 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 944 ft 12 Detention: Approved Discharge Rate to Surface Waters (if applicable) cfs 13 Volume Summary Surface Storage: Basin Basin Forebay V 151 ft' Primary Treatment/StorageBasin V 1,359 ft' Subsurface Storage Volume Without Sediment Factor (See BMP 20 Tab) V 1,510 ft' YES flirk in Chnw Mnrc [iihhacinc F-1 Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 0.46 0.46 0.95 0.95 Estimated Runoff Coefficients for Various Surfac Type of Surface Runoff Coefficients "I Business Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 Multi -family 0.60-0.75 Residential (rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Parks, Cemeteries 0.10-0.25 Playgrounds 0.20-0.31 Railroad yard areas 0.20210 Unimproved areas 0.10-0.30 Streets Asphalt 0.95 Concrete 0.95 Brick 0.95 Roofs 0.95 Gravel 0.75 Fields: Sandy soil Soil Type Slope A B C D Flat: 0-2% 0.04 0.07 0.11 0. Average: 2-6% 0.09 0.12 0.15 0. Steep. Zrom 0.13 0.18 0.23 0. Adapted fASCE \\]ub.com\Central\Clients\ID\ElkVentures\Projects\10-20-143_OuterBanksDesign\Drainage\Infrastructure\ACHD_SD_CALCS_SeepageBedJ 2/7/2022, 10:24 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 OB Infrastructure - Catchment 1 2 Enter number of Seepage Beds (25 max) 3 Design Storm 4 Weighted Runoff Coefficient C 5 Area A (Acres) 6 Approved discharge rate (if applicable) 7 Is Seepage Bed in Common Lot? No 1 100 0.95 0.46 acres 0.00 cfs V 1,888 Link to: Q•v QV TR55 ft3 25%Sediment 8 Set Total Design Width of All Drain Rock W 10.0 ft 9 Set Total Design Depth of All Drain Rock D 4.5 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 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe (Perfs 360°), REQD if Q100>3.3 cfs in 14 Calculate Total Storage per Foot Spf 19.0 ft,/ft 15 Calculate Design Length L 99 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 99 ft 17 Variable Infiltration Window W SWW 10.0 ft 18 Time to Drain 20.5 hours 90%volume in 48-hours minimum 19 Length of WQ & Overflow Perf Pipes 99 ft 20 Perf Pipe Checks. Qperf>= Qpeak; where Qperf=CdxAxV(2xgxH) Optional Storage Chambers 9W Note: This assumes chambers are organized in a rectangular layout. 1-StormTech, 1 Type of Chambers SC740 2 Volume to Store V 0 ft3 3 Installed Chamber Width Cw 4.25 ft Installed Chamber Depth Cd 2.50 ft Installed Chamber Height Ch 7.12 ft 4 Chamber Void Factor 5 Chamber Storage Volume, Without Rock, Per Manuf 45.90 ft3 6 Chamber Storage Volume, With Rock, Per Manuf 74.90 ft3 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ftz 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum \\jub.com\Central\Clients\ID\ElkVentures\Projects\10-20-143_OuterBanksDesign\Drainage\Infrastructure\ACHD_SD_CALCS_SeepageBecU 2/7/2022, 10:25 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 OB Infrastructure - Catchment J tnter numaer of 5anaiurease i raos (z5 maxi 1 Baffle Throat Velocity Is the Vault Size Number of Peak Flow Spacing width Area (ftz) 0.5 fps Velocity S/G Traps Q cfs inch inch max. ok? 1000 G 1 1.13 20 48 6.67 0.17 Reference for Throat widths (inch) ADS Boise Lar-ken WQU, Vault BMP 16 1000 G 48.0 50.5 n/a 1500 G 60.0 61.5 n/a WQU1000 n/a n/a 60 WQU1500 n/a n/a 60 \\j u b.com\Central\CI ients\I D\EI kVentu res\Projects\10-20- 143_OuterBanksDesign\Drainage\Infrastructure\ACHD_SD_CALCS_SeepageBedJ 2/7/2022, 10:25 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. Steps for Peak Discharge Rate using the Rational Method calculated for post -development _ Calculate Post -Development Flows (for pre -development flows, increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name OB Infrastructure - Catchment K 2 Is area drainage basin map provided? (map must be included with stormwater calculations) 3 Enter Design Storm (100-Year or 25-Year With 100-Year Flood Route) 4 Enter number of storage facilities (25 max) 5 Area of Drainage Subbasin (SF or Acres) Acres Acre 6 Determine the Weighted Runoff Coefficient (C) C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 user Cakpiate min to Min. 8 Determine the average rainfall intensity (1) from IDF Curve based on Tc 9 Calculate the Post -Development peak discharge (ClPeak) i Qp-k 2.58 0.51 in/hr cfs 10 Calculate total runoff vol (V) (for sizing primary storage) V 689 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 431 ft 12 Detention: Approved Discharge Rate to Surface Waters (if applicable) cis 13 Volume Summary Surface Storage: Basin Basin Forebay V 69 ft' Primary Treatment/StorageBasin V 621 ft" Subsurface Storage Volume Without Sediment Factor (See BMP 20 Tab) V 689 ft" YES flirk in Chnw Mnrc [iihhacinc F-1 Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 0.21 0.21 0.95 0.95 Estimated Runoff Coefficients for Various Surfac Type of Surface Runoff Coefficients "I Business Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 Multi -family 0.60-0.75 Residential (rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Parks, Cemeteries 0.10-0.25 Playgrounds 0.20-0.31 Railroad yard areas 0.2010 Unimproved areas 0.10-0.30 Streets Asphalt 0.95 Concrete 0.95 Brick 0.95 Roofs 0.95 Gravel 0.75 Fields: Sandy soil Soil Type Slope A B C D Flat: 0-2% 0.04 0.07 0.11 0. Average: 2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE \\]ub.com\Central\Clients\ID\ElkVentures\Projects\10-20-143_OuterBanksDesign\Drainage\Infrastructure\ACHD_SD_CALCS_SeepageBedK 2/7/2022, 10:26 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 OB Infrastructure - Catchment K 2 Enter number of Seepage Beds (25 max) 3 Design Storm 4 Weighted Runoff Coefficient C 5 Area A (Acres) 6 Approved discharge rate (if applicable) 7 Is Seepage Bed in Common Lot? No 1 100 0.95 0.21 acres 0.00 cfs V 862 Link to: Q•v QV TR55 ft3 25%Sediment 8 Set Total Design Width of All Drain Rock W 10.0 ft 9 Set Total Design Depth of All Drain Rock D 4.5 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 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe (Perfs 360°), REQD if Q100>3.3 cfs in 14 Calculate Total Storage per Foot Spf 19.0 ft,/ft 15 Calculate Design Length L 45 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 45 ft 17 Variable Infiltration Window W SWW 10.0 ft 18 Time to Drain 20.5 hours 90%volume in 48-hours minimum 19 Length of WQ & Overflow Perf Pipes 45 ft 20 Perf Pipe Checks. Qperf>= Qpeak; where Qperf=CdxAxV(2xgxH) Optional Storage Chambers 9W Note: This assumes chambers are organized in a rectangular layout. 1-StormTech, 1 Type of Chambers SC740 2 Volume to Store V 0 ft3 3 Installed Chamber Width Cw 4.25 ft Installed Chamber Depth Cd 2.50 ft Installed Chamber Height Ch 7.12 ft 4 Chamber Void Factor 5 Chamber Storage Volume, Without Rock, Per Manuf 45.90 ft3 6 Chamber Storage Volume, With Rock, Per Manuf 74.90 ft3 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ftz 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum \\jub.com\Central\Clients\ID\ElkVentures\Projects\10-20-143_OuterBanksDesign\Drainage\Infrastructure\ACHD_SD_CALCS_SeepageBedK 2/7/2022,10:26 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 OB Infrastructure - Catchment K tnter numaer of 5anaiurease i raos (z5 maxi 1 Baffle Throat Velocity Is the Vault Size Number of Peak Flow Spacing width Area (ftz) 0.5 fps Velocity S/G Traps Q cfs inch inch max. ok? 1000 G 1 0.51 20 48 6.67 0.08 Reference for Throat widths (inch) ADS Boise Lar-ken WQU, Vault BMP 16 1000 G 48.0 50.5 n/a 1500 G 60.0 61.5 n/a WQU1000 n/a n/a 60 WQU1500 n/a n/a 60 \\j u b.com\Central\CI ients\I D\EI kVentu res\Projects\10-20- 143_OuterBanksDesign\Drainage\Infrastructure\ACHD_S D_CALCS_Seepage Bed K 2/7/2022, 10:26 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. Steps for Peak Discharge Rate using the Rational Method calculated for post -development _ Calculate Post -Development Flows (for pre -development flows, increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name OB Infrastructure - Catchment L 2 Is area drainage basin map provided? (map must be included with stormwater calculations) 3 Enter Design Storm (100-Year or 25-Year With 100-Year Flood Route) 4 Enter number of storage facilities (25 max) 5 Area of Drainage Subbasin (SF or Acres) Acres Acre 6 Determine the Weighted Runoff Coefficient (C) C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 user CakPiate min to Min. 8 Determine the average rainfall intensity (1) from IDF Curve based on Tc 9 Calculate the Post -Development peak discharge (QPeak) i QPk 2.58 0.98 in/hrea cfs 10 Calculate total runoff vol (V) (for sizing primary storage) V 1,313 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 821 ft 12 Detention: Approved Discharge Rate to Surface Waters (if applicable) cfs 13 Volume Summary Surface Storage: Basin Basin Forebay V 131 ft' Primary Treatment/StorageBasin V 1,182 ft- Subsurface Storage Volume Without Sediment Factor (See BMP 20 Tab) V 1,313 ft' YES flirk in Chnw Mnrc [iihhacinc F-1 Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 0.40 0.40 0.95 0.95 Estimated Runoff Coefficients for Various Surfac Type of Surface Runoff Coefficients "I Business Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 Multi -family 0.60-0.75 Residential (rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Parks, Cemeteries 0.10-0.25 Playgrounds 0.20-0.31 Railroad yard areas 0.20210 Unimproved areas 0.10-0.30 Streets Asphalt 0.95 Concrete 0.95 Brick 0.95 Roofs 0.95 Gravel 0.75 Fields: Sandy soil Soil Type Slope A B C D Flat: 0-2% 0.04 0.07 0.11 0. Average: 2-6% 0.09 0.12 0.15 0. Steep. Zrom 0.13 0.18 0.23 0. Adapted fASCE \\]ub.com\Central\Clients\ID\ElkVentures\Projects\10-20-143_OuterBanksDesign\Drainage\Infrastructure\ACHD_SD_CALCS_SeepageBedL 2/7/2022,10:29 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 OB Infrastructure - Catchment L 2 Enter number of Seepage Beds (25 max) 3 Design Storm 4 Weighted Runoff Coefficient C 5 Area A (Acres) 6 Approved discharge rate (if applicable) 7 Is Seepage Bed in Common Lot? Yes 1 100 0.95 0.40 acres 0.00 cfs V 1,313 Link to: Q•v QV TR55 ft3 0%Sediment 8 Set Total Design Width of All Drain Rock W 10.0 ft 9 Set Total Design Depth of All Drain Rock D 4.5 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 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe (Perfs 360°), REQD if Q100>3.3 cfs in 14 Calculate Total Storage per Foot Spf 19.0 ft,/ft 15 Calculate Design Length L 69 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 69 ft 17 Variable Infiltration Window W SWW 10.0 ft 18 Time to Drain 20.5 hours 90%volume in 48-hours minimum 19 Length of WQ & Overflow Perf Pipes 69 ft 20 Perf Pipe Checks. Qperf>= Qpeak; where Qperf=CdxAxV(2xgxH) Optional Storage Chambers 9W Note: This assumes chambers are organized in a rectangular layout. 1-StormTech, 1 Type of Chambers SC740 2 Volume to Store V 0 ft3 3 Installed Chamber Width Cw 4.25 ft Installed Chamber Depth Cd 2.50 ft Installed Chamber Height Ch 7.12 ft 4 Chamber Void Factor 5 Chamber Storage Volume, Without Rock, Per Manuf 45.90 ft3 6 Chamber Storage Volume, With Rock, Per Manuf 74.90 ft3 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ftz 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum \\jub.com\Central\Clients\ID\ElkVentures\Projects\10-20-143_OuterBanksDesign\Drainage\Infrastructure\ACHD_SD_CALCS_SeepageBedL 2/7/2022, 10:29 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 OB Infrastructure - Catchment L tnter numaer of 5anaiurease i raos (z5 maxi 1 Baffle Throat Velocity Is the Vault Size Number of Peak Flow Spacing width Area (ftz) 0.5 fps Velocity S/G Traps Q cfs inch inch max. ok? 1000 G 1 0.98 20 48 6.67 0.15 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 \\j u b.com\Central\CI ients\I D\EI kVentu res\Projects\10-20- 143_OuterBanksDesign\Drainage\Infrastructure\ACHD_SD_CALCS_Seepage Bed 2/7/2022, 10:29 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. Steps for Peak Discharge Rate using the Rational Method calculated for post -development _ Calculate Post -Development Flows (for pre -development flows, increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name OB Infrastructure - Catchment M 2 Is area drainage basin map provided? (map must be included with stormwater calculations) 3 Enter Design Storm (100-Year or 25-Year With 100-Year Flood Route) 4 Enter number of storage facilities (25 max) 5 Area of Drainage Subbasin (SF or Acres) Acres Acre 6 Determine the Weighted Runoff Coefficient (C) C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 user Cakpiate min to Min. 8 Determine the average rainfall intensity (1) from IDF Curve based on Tc 9 Calculate the Post -Development peak discharge (ClPeak) i Qp-k 2.58 0.27 in/hr cfs 10 Calculate total runoff vol (V) (for sizing primary storage) V 361 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 226 ft 12 Detention: Approved Discharge Rate to Surface Waters (if applicable) cis 13 Volume Summary Surface Storage: Basin Basin Forebay V 36 ft' Primary Treatment/StorageBasin V 325 ft" Subsurface Storage Volume Without Sediment Factor (See BMP 20 Tab) V 361 ft" YES flirk in Chnw Mnrc [iihhacinc F-1 Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 0.11 0.11 0.95 0.95 Estimated Runoff Coefficients for Various Surfac Type of Surface Runoff Coefficients "I Business Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 Multi -family 0.60-0.75 Residential (rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Parks, Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Unimproved areas 0.10-0.30 Streets Asphalt 0.95 Concrete 0.95 Brick 0.95 Roofs 0.95 Gravel 0.75 Fields: Sandy soil Soil Type Slope A B C D Flat: 0-2% 0.04 0.07 0.11 0. Average: 2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE \\]ub.com\Central\Clients\ID\ElkVentures\Projects\10-20-143_OuterBanksDesign\Drainage\Infrastructure\ACHD_SD_CALCS_SeepageBedM 2/7/2022, 10:31 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 OB Infrastructure - Catchment M 2 Enter number of Seepage Beds (25 max) 3 Design Storm 4 Weighted Runoff Coefficient C 5 Area A (Acres) 6 Approved discharge rate (if applicable) 7 Is Seepage Bed in Common Lot? No 1 100 0.95 0.11 acres 0.00 cfs V 451 Link to: Q•v QV TR55 ft3 25%Sediment 8 Set Total Design Width of All Drain Rock W 10.0 ft 9 Set Total Design Depth of All Drain Rock D 4.5 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 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe (Perfs 360°), REQD if Q100>3.3 cfs in 14 Calculate Total Storage per Foot Spf 19.0 ft,/ft 15 Calculate Design Length L 24 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 24 ft 17 Variable Infiltration Window W SWW 10.0 ft 18 Time to Drain 20.5 hours 90%volume in 48-hours minimum 19 Length of WQ & Overflow Perf Pipes 24 ft 20 Perf Pipe Checks. Qperf>= Qpeak; where Qperf=CdxAxV(2xgxH) Optional Storage Chambers 9W Note: This assumes chambers are organized in a rectangular layout. 1-StormTech, 1 Type of Chambers SC740 2 Volume to Store V 0 ft3 3 Installed Chamber Width Cw 4.25 ft Installed Chamber Depth Cd 2.50 ft Installed Chamber Height Ch 7.12 ft 4 Chamber Void Factor 5 Chamber Storage Volume, Without Rock, Per Manuf 45.90 ft3 6 Chamber Storage Volume, With Rock, Per Manuf 74.90 ft3 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ftz 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum \\jub.com\Central\Clients\ID\ElkVentures\Projects\10-20-143_OuterBanksDesign\Drainage\Infrastructure\ACHD_SD_CALCS_SeepageBedM 2/7/2022, 10:31 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 OB Infrastructure - Catchment M tnter numaer of 5anaiurease i raos (z5 maxi 1 Baffle Throat Velocity Is the Vault Size Number of Peak Flow Spacing width Area (ftz) 0.5 fps Velocity S/G Traps Q cfs inch inch max. ok? 1000 G 1 0.27 20 48 6.67 0.04 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 \\j u b.com\Central\CI ients\I D\EI kVentu res\Projects\10-20- 143_OuterBanksDesign\Drainage\Infrastructure\ACHD_SD_CALCS_Seepage Bed 2/7/2022, 10:32 AM Version 10.0, May 2018 GEOTECHNICAL EVALUATION FOR "TEN MILE AND FRANKLIN MIXED -USE" — AN 36+ ACRE MIXED -USE DEVELOPMENT LOCATED AT THE SOUTHWEST CORNER OF THE SOUTH TEN MILE ROAD AND WEST FRANKLIN ROAD INTERSECTION, MERIDIAN, IDAHO November 3, 2021 GTI-Project No. 2328-ID Prepared For: 10 MILE FRANKLIN, LLC 837 Jefferson Boulevard West Sacramento, CA 95691 GeoTek, Inc. TABLE OF CONTENTS SCOPEOF SERVICES.......................................................................................................................................... SITE DESCRIPTION.............................................................................................................................................2 PROPOSED DEVELOPMENT............................................................................................................................2 FIELDSTUDIES......................................................................................................................................................2 REGIONAL GEOLOGY......................................................................................................................................2 SITESOILS..............................................................................................................................................................3 ArtificialFill...................................................................................................................................................... 3 NativeAlluvial Soils........................................................................................................................................ 3 SURFACE & GROUND WATER......................................................................................................................4 TECTONIC FAULTING AND REGIONAL SEISMICITY............................................................................4 Secondary Seismic Constraints.................................................................................................................... 4 Summary: .......................................................................................................................................................... 5 RESULTS OF LABORATORY TESTING.........................................................................................................5 CONCLUSIONS................................................................................................................................................... 5 RECOMMENDATIONS - EARTHWORK CONSTRUCTION................................................................. 5 General............................................................................................................................................................. 5 Demolition....................................................................................................................................................... 6 Removals/Processing - General................................................................................................................... 6 TransitionalPads.............................................................................................................................................7 ExcavationDifficulty.......................................................................................................................................7 FillPlacement...................................................................................................................................................7 SlopeStability...................................................................................................................................................8 Import Material and Structural Fill..............................................................................................................8 Observationand Testing............................................................................................................................... 8 Kennedy Lateral Hardline Construction................................................................................................... 9 GroundWater................................................................................................................................................9 EarthworkSettlements.................................................................................................................................. 9 RECOMMENDATIONS — FOUNDATIONS.................................................................................................9 General............................................................................................................................................................. 9 Conventional Foundation Recommendations........................................................................................ 10 FoundationSettlement................................................................................................................................ Retainingand Block Walls.......................................................................................................................... Design.............................................................................................................................................................. 12 Wall Foundation Construction.................................................................................................................. 12 RestrainedWalls........................................................................................................................................... 13 CantileveredWalls....................................................................................................................................... 13 GeoTek, Inc. ExpectedWall Movements......................................................................................................................... 14 WallBackfill and Drainage.......................................................................................................................... 14 PAVEMENT SECTIONS.................................................................................................................................... 14 Pavement Construction and Maintenance.............................................................................................. 14 Concrete Pavement Sections..................................................................................................................... 15 OTHER RECOMMENDATIONS.................................................................................................................... 16 SiteImprovements........................................................................................................................................ 16 Landscape Maintenance and Planting........................................................................................................ 17 SoilCorrosion............................................................................................................................................... 17 TrenchExcavation........................................................................................................................................ 17 UtilityTrench Backfill.................................................................................................................................. 18 Drainage.......................................................................................................................................................... 18 PLANREVIEW..................................................................................................................................................... 18 LIMITATIONS...................................................................................................................................................... 19 Enclosures: Figure # 1, Site Vicinity Map Figure #2, Site Exploration Plan Figure #3, Site Plan Figure #4, Benching Detail Appendix A, References Appendix B, Test Pit Logs Appendix C, Field Test Results Appendix D, Laboratory Test Results GeoTek, Inc. GeoTek, Inc. 320 East Corporate Drive Suite 300 Meridian, ID 83642-351 1 (208) 888-7010 (208) 888-7924 www.geotekusa.com November 3, 2021 Project No. 2328-ID 10 MILE FRANKLIN, LLC 837 Jefferson Boulevard West Sacramento, CA 95691 Attention: Mr. Landon Pilegaard Subject: Geotechnical Evaluation for "Ten Mile and Franklin Mixed -Use" — a(n) 36± Acre Site — Located at the Southwest Corner of the South Ten Mile Road and West Franklin Road Intersection, Meridian, Idaho Reference: "Preliminary Geotechnical Engineering Report" Provided by Terracon Consultants, Inc. Dated December 11, 2018. "Geotechnical Evaluation for Cobalt Road" Provided by GeoTek, Inc. Dated November 3, 2021. Dear Mr. Pilegaard, In accordance with your request, GeoTek, Inc. (GTI) has completed a geotechnical evaluation of the subject property for the construction of a mixed -use development with associated improvements. The purpose of our study was to evaluate the soils underlying the site and to provide recommendations for project design and construction based on our findings. This report outlines the geologic and geotechnical conditions of the site based on current data and provides earthwork and construction recommendations with respect to those conditions. SCOPE OF SERVICES The scope of our services has included the following: Review of soils and geologic reports and maps for the site (Appendix A). 2. Site reconnaissance. 3. Review of aerial photographs and previous site reports. 4. Excavating and logging of ten (10) exploratory test pits (Appendix B). 5. Obtaining samples of representative soils, as the exploratory test pits were advanced. 6. Performing laboratory testing on representative soil samples (Appendix D). GEOTECHNICAL I ENVIRONMENTAL I MATERIALS TEN MILE AND FRANKLIN MIXED -USE NOVEMBER 3, 2021 10 MILE FRANKLIN, LLC PAGE 2 PROJECT NO. 2328-ID 7. Assessment of potential geologic constraints. 8. Engineering analysis regarding foundation design/construction, foundation settlement, and site preparation. 9. Preparation of this report SITE DESCRIPTION The project site consists of one rectangularly -shaped parcel totaling approximately ±36 acres that are generally bound by West Franklin Road and Ten Mile Christian Church to the north, South Ten Mile Road and a mixed -use development to the east, undeveloped agricultural land and the Purdam Gulch Drain to the south, beyond which is 1-84, and a multi -family development to the west (Figures I and 2). Currently, the property consists primarily of agricultural land. The Kennedy Lateral bisects the site in a southeast to northwest manner. Access to the site is currently possible from West Franklin Road or South Ten Mile Road. From topographic maps, the site's elevation is approximately 2,565± feet to 2,575± feet above mean sea level. Historically, topography generally directs surface water to the south on the southern portion area of the Kennedy Lateral, and north on the northern portion. PROPOSED DEVELOPMENT It is our understanding that site development would consist of performing typical cut and fill earthwork to attain the desired graded configuration(s) for the construction of a mixed -use development consisting of commercial buildings and multi -family residential homes with associated improvements (Figure 3). It is further assumed that final site grade will be within 5 feet of existing site grade. FIELD STUDIES Subsurface conditions at the site were explored by using a rubber -tired backhoe. Ten (10) test pits were advanced onsite. A log of each exploration is included with this report in Appendix B. Seven (7) percolation tests were performed on the subject site as well as seven (7) initial ground water measurements (Appendix C). Field studies were completed during October of 2021 by field personnel who conducted field excavation location mapping, logged the excavations, and obtained samples of representative soils for laboratory testing. The approximate locations of the explorations are indicated on the enclosed Site Exploration Plan (Figure 2). The Unified Soil Classification System (USCS) Classification was used to visually classify the subgrade soils during the field evaluation. REGIONAL GEOLOGY The subject site is situated within the Boise River Valley, which comprises the northwestern portion of the Snake River Plain physiographic province. The western portion of the Snake River Plain is GeoTek, Inc. TEN MILE AND FRANKLIN MIXED -USE NOVEMBER 3, 2021 10 MILE FRANKLIN, LLC PAGE 3 PROJECT NO. 2328-ID aligned in a northwest -southeast direction and generally divides the Owyhee mountains to the south from the Central Idaho mountains toward the north (Wood and Clemens, 2004). The headwaters of the Boise River are located in the Central Idaho mountains east of Boise, Idaho. The river leaves the central mountains and enters the Snake River Plain near Barber and drains toward the west into the Snake River near Parma. The Owyhee mountains and the Central Idaho Mountains are composed predominantly of volcanic and igneous rocks. The western portion of the Snake River Plain is a northwest trending complex graben formed by extension and regional uplift along the northern boundary of the basin and range province (Wood and Clemens, 2004). The graben generally forms a basin which has been partially filled with younger sedimentary and volcanic rocks (Malde, 1991). The Boise River Valley is bounded on the northeast by the Boise Front, which is a northwest trending topographic high extending generally from Boise to Emmett, Idaho. The Boise Front consists of Cretaceous aged granitic and metamorphic rocks cut by Tertiary aged rhyolite and overlain with Miocene aged lake sediments (Wood and Clemens, 2004). These units have been cut by northwest trending faults which down drop these units toward the southwest. The faults also provide conduits for Quaternary aged basalt intrusions and flows (Malde, 1991). The depositional environment for the valley floor is dominantly lake laid deposits of sand, silt and clay. These materials were deposited during two periods of lake activity, one during the Miocene and the other during the Pleistocene. This valley infilling process has been subsequently truncated by down faulting within the valley ranging in height from a few feet to over 50 feet. Younger alluvium has been, and continues to be, transported dominantly by water, and deposited on the basins gently sloping valley floor and within low-level flood plains. Portions of the alluvial deposits are being down cut by intermittent streams to the flood plain, and as a result, stream terraces are being formed. SITE SOILS Artificial Fill Based on our field studies, some spread fills were observed along the perimeter and within the site. This fill is generally associated with the construction of adjacent roadways, onsite structures, and irrigation drains/laterals. This spread fill shall be considered artificial fill. Where observed in our test pits, the upper 12 inches of material has been disturbed and contains a moderate amount of organics and roots — this shall be considered artificial fill. Since much of the site has been disturbed, it should be anticipated that deeper fills may be encountered onsite. The "Artificial Fills" are loose and contain organics/roots and are not considered suitable for support of foundations. All artificial fill material should be removed as described in the "Removals" section of this report. Native Alluvial Soils Alluvial soils encountered generally consisted surficial layers of sandy lean clays and silts with varying amounts of sand, underlain by silty sands and sandy silts with varying amounts of cementation, underlain by poorly graded gravels with cobbles, sand, and silt. The moisture content within the alluvial materials was generally slightly moist to moist near ground surface and moist at depth. The consistency of these soils ranged from firm/medium-dense near surface and medium-dense/moderately hard to dense at depth. GeoTek, Inc. TEN MILE AND FRANKLIN MIXED -USE NOVEMBER 3, 2021 10 MILE FRANKLIN, LLC PAGE 4 PROJECT NO. 2328-ID Partially cemented layers of material were encountered in most of our excavations; however, we anticipate that the onsite soils can be excavated with conventional earthwork equipment equivalent to CAT D911 dozers and CAT 235 excavators. Special excavation equipment and techniques may be necessary dependent upon if harder materials are encountered during construction. After artificial fill is removed, the upper 12 inches of the alluvium will require, at a minimum, some removal and/or processing efforts to be considered suitable for the support of the proposed site improvements. Locally deeper processing/removals may be necessary. Refer to the "Recommendations Earthwork Construction" section of this report for specific site preparation recommendations. SURFACE & GROUND WATER Ground water was not encountered during our field investigation. According to the State of Idaho Department of Water Resources Well Drillers' logs, ground water in the vicinity is approximately 5 to 30 feet below the existing ground surface. According to the referenced Terracon report, groundwater was identified at 15 to 20 feet below ground surface. Irrigation drains/laterals exist within and adjacent to the site and transmit water on a periodic basis. Generally, irrigation ditches and canals will locally influence ground water during the irrigation season (i.e. April through October). If encountered, wet materials should be spread out and air-dried or mixed with drier soils to reduce their moisture content as appropriate for fill placement. Ground water is not anticipated to adversely affect planned development, provided that earthwork construction methods comply with recommendations contained in this report or those made subsequent to review of the improvement plan(s). GTI assumes that the design civil engineer of record will evaluate the site for potential flooding and set grades such that the improvements are adequately protected. These observations reflect conditions at the time of this investigation and do not preclude changes in local ground water conditions in the future from natural causes, damaged structures (lines, pipes etc.), or heavy irrigation. The groundwater monitoring results obtained are depicted in a table format in Appendix C. TECTONIC FAULTING AND REGIONAL SEISMICITY The site is situated in an area of active as well as potentially active tectonic faults, however no faults were observed during our field evaluation. There are a number of faults in the regional area, which are considered active and would have an affect on the site in the form of ground shaking, should they be the source of an earthquake. It is reasonable to assume that structures built in this area will be subject to at least one seismic event during their life, therefore, it is recommended that all structures be designed and constructed in accordance with the International Building Code (IBC). Based on our experience in the general vicinity, references in our library, field evaluation of the site, a Seismic Design Site Class Designation of `D' may be used for seismic design. Secondary Seismic Constraints The following list includes other potential seismic related hazards that have been evaluated with respect to the site, but in our opinion, the potential for these seismically related constraints to affect the site is considered negligible. GeoTek, Inc. TEN MILE AND FRANKLIN MIXED -USE NOVEMBER 3, 2021 10 MILE FRANKLIN, LLC PAGE 5 PROJECT NO. 2328-ID * Liquefaction * Dynamic Settlements * Surface Fault Rupture * Ground Lurching or Shallow Ground Rupture Summary It is important to keep in perspective that if a seismic event were to occur on any major fault, intense ground shaking could be induced to this general area. Potential damage to any settlement sensitive structures would likely be greatest from the vibrations and impelling force caused by the inertia of the structures mass than that created from secondary seismic constraints. Considering the subsurface soil conditions and local seismicity, it is estimated that the site has a low risk associated with the potential for these phenomena to occur and adversely affect surface improvements. These potential risks are no greater at this site than they are for other structures and improvements developed on the alluvial materials in this vicinity. RESULTS OF LABORATORY TESTING Laboratory tests were performed on representative samples of the onsite earth materials in order to evaluate their physical and chemical characteristics. The tests performed, and the results obtained are presented in Appendix D. CONCLUSIONS Based on our field exploration, laboratory testing and engineering analyses, it is our opinion that the subject site is suited for development from a geotechnical engineering viewpoint. The recommendations presented herein should be incorporated into the final design, grading, and construction phases of development. The engineering analyses performed concerning site preparation and the recommendations presented below have been completed using the information provided to us regarding site development. In the event that the information concerning proposed development is not correct, the conclusion and recommendations contained in this report shall not be considered valid unless the changes are reviewed, and conclusions of this report are modified or approved in writing by this office. RECOMMENDATIONS - EARTHWORK CONSTRUCTION General All grading should conform to the International Building Code (IBC) and the requirements of the City of Meridian except where specifically superseded in the text of this report. During earthwork construction, all removals, drain systems, slopes, and the general grading procedures of the contractor should be observed and the fill selectively tested. If unusual or unexpected conditions are exposed in the field, they should be reviewed by this office and, if warranted, modified and/or additional recommendations will be offered. GeoTek, Inc. TEN MILE AND FRANKLIN MIXED -USE NOVEMBER 3, 2021 10 MILE FRANKLIN, LLC PAGE 6 PROJECT NO. 2328-ID It is recommended that the earthwork contractor(s) perform their own independent reconnaissance of the site to observe field conditions firsthand. If the contractor(s) should have any questions regarding site conditions, site preparation, or the remedial recommendations provided, they should contact an engineer at GeoTek for any necessary clarifications prior to submitting earthwork bids. All applicable requirements of local and national construction and general industry safety orders, the Occupational Safety and Health Act, and the Construction Safety Act should be met. Demolition The following recommendations are provided encountered that are not intended to remain. as guidelines in the event that structures are I. All existing surface or subsurface structures (not intended to remain), within the area to be developed, should be razed and moved off site. 2. If a septic tank (to be abandoned or below a proposed improvement) is located within the project site, it is recommended that it be pumped out and, with few exceptions, likely removed. Any leach lines, seepage pits, or other pipes associated with this structure should also be removed or properly abandoned. 3. If any wells are encountered, an attempt should be made to identify the owner and purpose of the well. Well abandonment should adhere to the recommendations provided by the Idaho Department of Water Resources, the Public Health Department, or any other government agencies. If the well is located in the area of a proposed structure, these recommendations should be reviewed by GTI and, if warranted, additional geotechnical recommendations will be offered. Removals/Processing - General Presented below are removal/processing recommendations for the various soils encountered on the project site. Debris, vegetation, and other deleterious material should be stripped/removed from areas proposed for structural improvements. Based on a review of the exploratory logs and our site reconnaissance, after the approximately 12 inches of artificial fill and deleterious material are removed, a minimum removal/processing depth of 12 inches into alluvial materials should be accomplished across the site. If the left in place soils can be scarified to encounter a competent layer below; they may be processed in place; otherwise, they should be removed to competent material. Locally deeper removals/processing may be necessary based on the field conditions exposed. Since much of the site has been disturbed, it should be anticipated that deeper fills may be encountered onsite. We recommend that all deleterious soils be removed from beneath the foundations and building pads and replaced with a low expansive structural fill. The exposed ground surface should be moisture conditioned and compacted a minimum depth of 12 inches to provide uniform foundation support. Also, a minimum of 12 inches of compacted structural fill below the bottom of footings should be provided. GeoTek, Inc. TEN MILE AND FRANKLIN MIXED -USE NOVEMBER 3, 2021 10 MILE FRANKLIN, LLC PAGE 7 PROJECT NO. 2328-ID A minimum relative compaction of 90 percent of the laboratory maximum modified density (ASTM D 1557) at a moisture content of optimum or above is necessary to generate any near surface settlements. Locally deeper removals/processing may be necessary based on the conditions exposed. Removal bottoms should be checked by a representative of GeoTek, Inc. to see if deeper removals are necessary. If very hard cemented materials are encountered during over -excavation, excavation may potentially be terminated, but this will need to be determined on a case -by -case basis by a representative of GTI. Foundations for the proposed structures may be founded on cemented material; however, in order to avoid the potential for differential settlement, the entire foundation would need to be supported entirely on the cemented material. If this is not possible, cemented materials should be removed to a minimum depth of 12 inches below the bottom of the footing and replaced with compacted structural fill. This can best be determined in the field based upon the conditions exposed. Termination of any excavation on cemented soils will need to be reviewed by GTI and the owner. If existing improvements or property line restrictions limit removals, condition specific recommendations would be provided on a case -by -case basis. During earthwork construction, care should be taken by the contractor so that adverse ground movements or settlements are not generated — affecting existing improvements. Transitional Pads Transitional pads are defined in this report as pads which are partially cut and partially fill. To mitigate some of the differential settlement which will occur on transitional pads, the cut side should be over- excavated/processed to a minimum depth equal to 2 feet below the bottom of the footings or to the depth of the fill, whichever is less. On transitional pads with more than 7.5 feet of fill, plans need to be reviewed by GTI and site -specific recommendations will be provided. Excavation Difficulty Partially cemented layers of material were encountered in most of our excavations; we anticipate that the onsite soils can be excavated with conventional earthwork equipment equivalent to CAT D9R dozers and CAT 235 excavators. However, special excavation equipment and techniques may be necessary dependent upon if harder materials are encountered during construction. Seasonal conditions could cause wet soil conditions to occur onsite. Depending on the depth of cuts it should be expected that special excavation and fill placement measures may be necessary. Wet materials should be spread out and air-dried or mixed with drier soils to reduce their moisture content to the appropriate level for fill placement. Frozen soils, if encountered, should be removed, and allowed to thaw prior to any fill placement or construction. Removal bottoms should be checked by a representative of GTI to see if deeper removals are necessary. Fill Placement Subsequent to completing removals/processing and ground preparation, the excavated onsite and/or imported soils may be placed in relatively thin lifts (less than 8 inches thick), cleaned of vegetation and debris, brought to at least optimum moisture content, and compacted to a minimum relative compaction of 90 percent of the laboratory standard (ASTM D 1557). GeoTek, Inc. TEN MILE AND FRANKLIN MIXED -USE NOVEMBER 3, 2021 10 MILE FRANKLIN, LLC PAGE 8 PROJECT NO. 2328-ID Slope Stability No significantly high (greater than ten feet) slopes are anticipated to be constructed onsite. All slopes should be designed at gradients of 2 to I (Horizontal to Vertical) or flatter. All slopes should be constructed in accordance with the minimum requirements of the City of Middleton and the International Building Code. Cut and fill slopes are anticipated to perform adequately in the future with respect to gross and surficial stability if the soil materials are maintained in a solid to semi -solid state (as defined by the soils Atterberg Limits) and are limited to the heights prescribed herein. The importance of proper compaction to the face of a slope cannot be overemphasized. In order to achieve proper compaction, one or more of the three following methods should be employed by the contractor following implementation of typical slope construction guidelines: 1) track walk the slopes at grade, 2) use a combination of sheepsfoot roller and track walking, or 3) overfill the slope 3 to 5 feet laterally and cut it back to grade. Random testing will be performed to verify compaction to the face of the slope. If the tests do not meet the minimum recommendation of 90 percent relative compaction, the contractor will be informed, and additional compaction efforts recommended. A final evaluation of cut slopes during grading will be necessary in order to identify any areas of adverse conditions. The need for remedial stabilization measures should be based on observations made during grading by a representative of this office. Based on our observations, and if warranted, specific remedial recommendations will be offered for stabilization. Import Material and Structural Fill Potentially, soils will be imported to the site for earthwork construction purposes. A sample of any intended import material should first be submitted to GTI so that, if necessary, additional laboratory or chemical testing can be performed to verify that the intended import material is compatible with onsite soils. In general, import material should be within the following minimum guidelines: * Free of organic matter and debris. * Maintain less than 0.2 percent sulfate content. * Maintain less than 3.0 percent soluble material. * Maintain less than 0.02 percent soluble chlorides. * Maintain less than 0.2 percent sodium sulfate content. * Maintain a Plasticity Index less than 12 (i.e., low expansive). * One hundred percent passing the six-inch screen. * At least seventy-five percent passing a three-inch screen. * Maintain at least 20 percent on No. 4 screen * Maintain between 5 and 20 percent passing the No. 200 screen Observation and Testing During earthwork construction, all removal/processing and general grading procedures should be observed, and the fill selectively tested by a representative(s) of GTI. If unusual or unexpected conditions are exposed in the field, they should be reviewed by GTI and, if warranted, modified and/or additional recommendations will be offered. GeoTek, Inc. TEN MILE AND FRANKLIN MIXED -USE 10 MILE FRANKLIN, LLC PROJECT NO. 2328-ID NOVEMBER 3, 2021 PAGE 9 Kennedy Lateral Hardline Construction Construction bedding should follow the requirements of the ISPWC and backfill shall be completed per the "Import and Structural Fill" and "Fill Placement" sections of this report. Care should be taken by the contractor during filling of the down cut, seasonal laterals of the site. These laterals are often a collection area for uncontrolled fill and the removal bottom must be observed and approved by a representative of GeoTek prior to placing fill. Deeper removals (i.e., 2 feet or more) may be required in the lateral bottoms to encounter competent soils. If the sides of the lateral are steeper than a 5 to I to slope, the contractor should bench the contact between the native material and the fill (Figure 4) for better stability and more uniform support. Benches should be no more than 3 feet vertical and be at least 6 feet wide. Ground Water Ground water was not encountered during our field investigation. According to the State of Idaho Department of Water Resources Well Drillers' logs, ground water in the vicinity is approximately 5 to 30 feet below the existing ground surface. According to the referenced Terracon report, groundwater was identified at 15 to 20 feet below ground surface. Based on site conditions in the future, a transient high ground water condition could develop over a clay or less permeable layer and this condition could generate down gradient seepage. The possible effect these layers could have on this, and adjacent sites should be considered and can best be evaluated in the field during grading. If warranted by exposed field conditions, it may be recommended that a drainage system be established to collect and convey any subsurface water to an appropriate location for drainage. Typically, potential areas of seepage are difficult to identify prior to their occurrence; therefore, it is often best to adopt a "wait and see" approach to determine if any seepage conditions do develop, at which time specific recommendations to mitigate an identified condition can be provided. Earthwork Settlements Ground settlement should be anticipated due to primary consolidation and secondary compression. The total amount of settlement and time over which it occurs is dependent upon various factors, including material type, depth of fill, depth of removals, initial and final moisture content, and in -place density of subsurface materials. Compacted fills, to the heights anticipated, are not generally prone to excessive settlement. However, some settlement of the left -in -place alluvium is expected, and most of this settlement is anticipated to occur during grading. RECOMMENDATIONS — FOUNDATIONS General Foundation design and construction recommendations are based on preliminary laboratory testing and engineering analysis performed on near surface soils. The proposed foundation systems should be designed and constructed in accordance with the guidelines contained herein and in the International Building Code. GeoTek, Inc. TEN MILE AND FRANKLIN MIXED -USE NOVEMBER 3, 2021 10 MILE FRANKLIN, LLC PAGE 10 PROJECT NO. 2328-ID Based on our experience in the area, the soils onsite should have a negligible corrosive potential to concrete and metal, materials selected for construction purposes should be resistant to corrosion. Where permitted by building code, PVC pipe should be utilized. All concrete should be designed, mixed, placed, finished, and cured in accordance with the guidelines presented by the Portland Cement Association (PCA) and the American Concrete Institute (ACI). Based on our grading recommendations, the soils beneath the foundations are anticipated to have low expansion potential. Therefore, foundation recommendations for low expansive soil conditions are provided below. If more expansive soils are encountered, the pad(s) will either need to be regraded and the more expansive soils removed by the contractor — or increased foundation recommendations will need to be provided. Conventional Foundation Recommendations Column loads are anticipated to be 50 kips or less while wall loads are expected to be 3 kips per linear foot or less. The conventional recommendations provided are from a geotechnical engineering perspective (i.e., for expansive conditions) and are not meant to supersede the design by the project's structural engineer. Preliminary recommendations for foundation design and construction are presented below. The specific criteria to be used should be verified on evaluation of the proposed buildings, structural loads, and expansion and chemical testing performed after grading is complete. The bearing values indicated are for the total dead, plus frequently applied, live loads and may be increased by one third for short duration loading, which includes the effects of wind or seismic forces. When combining passive pressure and friction for lateral resistance, the passive component should be reduced by one-third. A grade beam, reinforced as below and at least 12 inches wide, should be utilized across all large entrances. The base of the grade beam should be at the same elevation as the bottom of the adjacent footings. Footings should be founded at a minimum depth of 24 inches below lowest adjacent ground surface as required by local codes to extend below the frost line. Reinforcement for spread footings should be designed by the project's structural engineer. For foundations systems including a crawl space, it is recommended that it be designed so that water is not allowed to penetrate the crawl space. Proper grading and backfill for the foundations are critical and should adhere to the "fill placement" and "drainage" recommendations of this evaluation as well as local building codes. Soil Minimum Allowable Passive Maximum Footing Expansion Footing Bearing Coefficient Earth Earth Type Classification Depth Pressure of Friction Pressure Pressure (inches) (psf) (psf/ft) (psf) Strip/Spread Low 24 2,000 0.35 250 3,000 GeoTek, Inc. TEN MILE AND FRANKLIN MIXED -USE NOVEMBER 3, 2021 10 MILE FRANKLIN, LLC PAGE I I PROJECT NO. 2328-ID The coefficient of friction and passive earth pressure values recommended are working values. Strip footings should have a minimum width of one foot and spread footings should have a minimum soil to concrete area of four -square feet. Increases are allowed for the bearing capacity of the footings at a rate of 250 pounds per square foot for each additional foot of width and 250 pounds per square foot for each additional foot of depth into the recommended bearing material, up to a maximum outlined. If the bearing value exceeds 3,000 psf, an additional review by GTI is recommended. As mentioned previously, the exposed ground surface should be moisture conditioned and compacted a minimum depth of 12 inches below bottom of footings. If the grading recommendations presented in this report are complied with, proposed concrete floor slabs may be supported on a 6-inch layer of compacted 3/4-inch aggregate base material. A structural engineer should evaluate the proposed loading and determine the slab thickness, concrete strength, and the locations and size of the reinforcing steel. Modulus of subgrade reaction (k) may be used in the design of the floor slab supporting heavy truck traffic, forklifts, machine foundations, and heavy storage areas. Based on typical R-value test results and the interrelationships published by the Portland Cement Association for "R"-Value (resistance value) vs Modulus of Subgrade Reaction, an approximate k-value (modulus of subgrade reaction) of 125 pounds per square inch per inch may be utilized for slab design. It is recommended that a plastic water vapor retarder be utilized below the slab. The vapor retarder should conform to the specifications presented in ASTM E 1745-97 and should be placed as described in ASTM E 1643-18A and the Guide for Concrete Floor and Slab Construction, published by the American Concrete Institute (ACI 302.1 R-15). A minimum ten -mil thick vapor retarder should be placed on a minimum 6-inch thick layer of aggregate base material and a 2-inch layer of select sand should be placed over the vapor retarder. The vapor retarder should be lapped adequately to provide a continuous protection under the entire slab. Prior to the placement of concrete, moisture should be added to the subgrade soils to minimize water loss of the concrete during placement and curing Foundation Settlement Provided that the recommendations contained in this report are incorporated into final design and construction phase of development, total settlement is estimated to be less than one inch and differential settlement is estimated to be less than 0.75 inches for a 25-foot span. Two-way angular distortions due to settlements are not estimated to exceed 1/400. The structures should be loaded uniformly so as to avoid any localized settlements. Retaining and Block Walls The design parameters provided below assume that low expansive soils are used to backfill any retaining walls. If expansive soils are used to backfill the walls, increased active and at -rest earth pressures will need to be utilized for design. Building walls below grade should be waterproofed or damp -proofed, depending on the degree of moisture protection desired. GeoTek, Inc. TEN MILE AND FRANKLIN MIXED -USE NOVEMBER 3, 2021 10 MILE FRANKLIN, LLC PAGE 12 PROJECT NO. 2328-ID Design Preliminary analysis indicates that an allowable bearing value of 2,000 pounds per square foot may be used for design of footings which maintain a minimum width of 12 inches and a minimum depth of at least 12 inches into the properly compacted fill or processed and compacted alluvial materials. The bearing value may be increased by one-third for seismic or other temporary loads. A bearing value increase of 250 psf is allowed for each additional foot of width and/or an increase of 500 psf for each additional foot of depth up to a maximum bearing value of 3,000 psf without additional review. 2. For lateral sliding resistance, a 0.35 coefficient of friction may be utilized for a concrete to soil contact when multiplied by the dead load. 3. Passive earth pressure may be computed as an equivalent fluid having a density of 350 pounds per square foot per foot of depth with a maximum earth pressure of 3,000 pounds per square foot. However, for block and retaining walls within 5 feet of descending slopes, passive earth pressures should be considered negligible without further review by GeoTek. 4. When combining passive pressure and frictional resistance, the passive pressure component should be reduced by one-third. 5. GeoTek recommends the following with regards to horizontal set back of block and retaining wall footings. The recommendations are minimums and do not account for erosion, therefore, slopes should be maintained. For block or retaining walls near slopes, the horizontal set back measured from the outside edge of the block or retaining wall footing to any adjacent descending slope face should follow the table shown below: Descending Slope Height Minimum Horizontal Setback Up to 5 feet high 2' 8" Greater than 5 feet and up to 8 feet high 3' 8" Greater than 8 feet and up to 10 feet high 4' 8" Wall Foundation Construction The following table contains preliminary foundation design and construction recommendations for walls that are constructed on low expansive soils. Footings should be founded at a minimum depth of 24 inches below the lowest adjacent grade. Minimum Footing Depth (1) Expansive Nature of Soil Retaining Walls Block Walls (w/ min. 2 ft. retained) LOW 24 inches 24 inches (I) denotes that depth should be measured from the lowest adjacent grade GeoTek, Inc. TEN MILE AND FRANKLIN MIXED -USE NOVEMBER 3, 2021 10 MILE FRANKLIN, LLC PAGE 13 PROJECT NO. 2328-ID All walls should be reinforced per the design of the structural engineer. GeoTek projects that the graded condition of the lots will be low expansive. The structural engineer should consider this in their design for reinforcing and control joint spacing. The walls should use both vertical and horizontal reinforcement and be designed to resist the effects a two-way 1 /400 angular distortion would impart on a wall. Prior to pouring concrete, the subgrade soils should be lightly moisture conditioned to prevent loss of water during pouring and curing of the concrete. Restrained Walls Any retaining walls that will be restrained prior to placing and compacting backfill material or that have reentrant or male corners, should be designed for an at -rest equivalent fluid pressure of 65 pcf, plus any applicable surcharge loading. For areas of male or re-entrant corners, the restrained wall design should extend a minimum distance of twice the height of the wall laterally from the corner. Additional lateral forces can be induced on restrained walls during an earthquake. If required by the IBC, the structural engineer should consider this in their design and the minimum earthquake -induced force (Feq) should be incorporated into design (Ibs/linear foot of wall). This force can be assumed to act at a distance of 0.6H above the base of the wall, where "H" is the height of the retaining wall measured from the base of the footing (in feet). Refer to the diagram below for the graphical representation of the lateral seismic earth pressures. F Cantilevered Walls The recommendations presented below are for cantilevered retaining walls up to 10 feet high. Active earth pressure may be used for retaining wall design, provided the top of the wall is not restrained from minor deflections. An equivalent fluid pressure approach may be used to compute the horizontal pressure against the wall. Appropriate fluid unit weights are given below for specific slope gradients of the retained material. These do not include other superimposed loading conditions such as traffic, structures, seismic events, or adverse geologic conditions. Surface Slope of Retained Material H:V Equivalent Fluid Weight P.C.F. Level 40 3 to 1 50 2 to 1 65 Additional lateral forces can be induced on restrained walls during an earthquake. If required by the IBC, the structural engineer should consider this in their design and the minimum earthquake -induced force (Feq) should be incorporated into design (Ibs/linear foot of wall). GeoTek, Inc. TEN MILE AND FRANKLIN MIXED -USE NOVEMBER 3, 2021 10 MILE FRANKLIN, LLC PAGE 14 PROJECT NO. 2328-ID This force can be assumed to act at a distance of 0.6H above the base of the wall, where "H" is the height of the retaining wall measured from the base of the footing (in feet). Expected Wall Movements A retaining wall must translate laterally to reach full passive pressure/resistance. At 0.5% strain, ''A the passive pressure is mobilized, and at 2% strain the full passive pressure is mobilized. For a 12-inch embedment this can be 0.25 inches. In addition, wall rotation is expected to reach an active design state. This rotation, at a minimum, needs to undergo 0.5% strain and walls are often considered to rotate between 0.005 to 0.02 times their height, dependent upon the soil condition, with no adverse effects expected. In the undersigned opinion, a value of 0.01 times the height of the wall is a maximum rotation that should typically be expected. For a 10-foot-high wall this amounts to 1.2 inches of movement that can occur at the top of the wall. Walls should be expected to translate/move/rotate quite a bit, and the higher the wall the more movement that should be expected. Wall Backfill and Drainage All retaining walls should be provided with an adequate back drain and outlet system (a minimum I outlet per 10 feet of wall) to prevent buildup of hydrostatic pressures and be designed in accordance with minimum standards presented herein. Gravel used in back drain systems should be a minimum of 12 inches of 3/4 to 1-1 /2 inch clean crushed rock wrapped in filter fabric that extends to within 18 inches of the surface. The surface of the backfill should be sealed by pavement or the top 18 inches compacted with native low permeability soil. Proper surface drainage should also be provided. Manufactured alternatives to a gravel back drain system are available but should be reviewed by GeoTek prior to installation. PAVEMENT SECTIONS Pavement sections presented in the following table are based on an R-value result of <5, Ada County Highway District Development (ACHD) pre -assigned traffic index(s) for residential construction and estimated traffic index(s) for commercial construction, and the guidelines presented in the latest edition of the ACHD Development Policy Manual. These pavement sections are presented for planning purposes only and should be verified based on specific laboratory testing performed subsequent to rough grading of the site. Pavement Construction and Maintenance All section changes should be properly transitioned. If adverse conditions are encountered during the preparation of subgrade materials, special construction methods may need to be employed. All subgrade materials should be processed to a minimum depth of 12 inches and compacted to a minimum relative compaction of 90 percent near optimum moisture content. All aggregate bases should be compacted to a minimum relative compaction of 95 percent at optimum moisture content. GeoTek, Inc. TEN MILE AND FRANKLIN MIXED -USE NOVEMBER 3, 2021 10 MILE FRANKLIN, LLC PAGE 15 PROJECT NO. 2328-ID MINIMUM MINIMUM AGGREGATE ASPHALT THICKNESS (in.) ASSUMED TRAFFIC SUBGRADE Aggregate Subbase RIGHT -OF -AWAY R-VALUE CONCRETE THICKNESS Base (3/4" (in.) minus)* (Pitrun)* Residential Normal Traffic <5 2.5 4.0 14.0 T I = 6.0 Collector Normal Traffic <5 3.0 6.0 18.0 T I = 8.0 Heavy Truck Access <5 4.0 6.0 24.0 TI=10.0 *Aggregate Base and Subbase gradation specification requirement per the current edition of the Idaho Standards for Public Works Construction (ISPWC) Manual. Asphalt mix design shall meet the requirements of ISPWC, Section 810 Class III Plant mix. Materials shall be placed in accordance with ISPWC Standard Specifications for Highway Construction. The recommended pavement sections provided are meant as minimums. If thinner or highly variable pavement sections are constructed, increased maintenance and repair should be expected. If the ADT (average daily traffic) or ADTT (average daily truck traffic) increases beyond that intended, as reflected by the traffic index(s) used for design, increased maintenance and repair could be required for the pavement section. Positive site drainage should be maintained at all times. Water should not be allowed to pond or seep into the ground. If planters or landscaping are adjacent to paved areas, measures should be taken to minimize the potential for water to enter the pavement section. Concrete Pavement Sections The Portland Cement Concrete (PCC) pavement sections presented below are based on an R-value of <5, assumed traffic index(s), a load safety factor of 1.1, a modulus of rupture of 600 psi, and the guidelines presented in the latest revision to the Portland Cement Association, "Portland Cement Concrete Pavement Design for Light, Medium & Heavy Traffic (1991)". These preliminary pavement sections are presented for planning purposes only and should be verified based on specific laboratory testing performed subsequent to rough grading of the site. The following criteria for the Portland Cement Concrete pavement should also be incorporated into preliminary site design. No traffic should be allowed upon the newly poured concrete slabs for a minimum of 7 days after pouring. This time period is critical as it gives the concrete time to cure and gain strength. Perimeter edges of the concrete should be thickened, as appropriate. Longitudinal and transverse joints should be utilized to control cracking. Longitudinal and transverse control joints should be placed on approximately I I to 15-foot centers. These control joints can be constructed by using expansion joint material and pouring each section separately or by saw cutting the slabs to a minimum depth of one-fourth the slab thickness. Other methods for appropriately providing control joints may also be utilized. All joints should be properly sealed. GeoTek, Inc. TEN MILE AND FRANKLIN MIXED -USE NOVEMBER 3, 2021 10 MILE FRANKLIN, LLC PAGE 16 PROJECT NO. 2328-ID All concrete should be designed, mixed, placed, finished, and cured in accordance with the guidelines presented by the Portland Cement Association (PCA), the American Concrete Institute (ACI) and the International Building Code (IBC). MINIMUM AGGREGATE MINIMUM THICKNESS (in.) ASSUMED TRAFFIC SUBGRADE CONCRETE Aggregate Subbase* RIGHT -OF -AWAY R-VALUE THICKNESS (in.) Base (3/4" (Uncrushed minus) Aggregate) Parking and Drives No Truck Access <5 7.0 6.0 11.0 T I = 6.0 Truck Access <5 8.0 6.0 10.0 T I = 8.0 Heavy Truck Access <5 8.5 6.0 9.5 TI = 10.0 *Aggregate Base and Subbase gradation specification requirement per the current edition of the Idaho Standards for Public Works Construction (ISPWC) Manual. Materials shall be placed in accordance with ISPWC Standard Specifications for Highway Construction. The recommended pavement sections provided are meant as minimums. If thinner or highly variable pavement sections are constructed, increased maintenance and repair should be expected. If the ADT (average daily traffic) or ADTT (average daily truck traffic) increases beyond that intended, as reflected by the traffic index(s) used for design, increased maintenance and repair could be required for the pavement section. Positive site drainage should be maintained at all times. Water should not be allowed to pond or seep into the ground. If planters or landscaping are adjacent to paved areas, measures should be taken to minimize the potential for water to enter the pavement section. OTHER RECOMMENDATIONS Site Improvements As is commonly known, expansive soils are problematic with respect to the design, construction and long-term performance of concrete flatwork. Due to the nature of concrete flatwork, it is essentially impossible to totally mitigate the effects of soil expansion. Typical measures to control soil expansion for structures include; low expansive soil caps, deepened foundation system, increased structural design, and soil pre -saturation. As they are generally not cost effective, these measures are very seldom utilized for flatwork because it is less costly to simply replace any damaged or distressed sections than to "structurally" design them. Even if "structural" design parameters are applied to flatwork construction, there would still be relative movements between adjoining types of structures and other improvements (e.g., curb and sidewalk). This is particularly true as the level of care during construction of flatwork is often not as meticulous as that for structures. GeoTek, Inc. TEN MILE AND FRANKLIN MIXED -USE NOVEMBER 3, 2021 10 MILE FRANKLIN, LLC PAGE 17 PROJECT NO. 2328-ID Unfortunately, it is fairly common practice for flatwork to be poured on subgrade soils, which have been allowed to dry out since site grading. Generally, after flatwork construction is completed, landscape irrigation begins, utility lines are pressurized, and drainage systems are utilized; presenting the potential for water to enter the dry subgrade soils, causing the soil to expand. Recommendations for exterior concrete flatwork design and construction can be provided upon request. If, in the future, any additional improvements are planned for the site, recommendations concerning the geological or geotechnical aspects of design and construction of said improvements could be provided upon request. This office should be notified in advance of any fill placement, grading, or trench backfilling after rough grading has been completed. This includes any grading, utility trench and retaining wall backfills. Landscape Maintenance and Planting Water has been shown to weaken the inherent strength of all earth materials. Slope stability is significantly reduced by overly wet conditions. Graded slopes constructed within and utilizing onsite materials would be erosive. Eroded debris may be minimized, and surficial slope stability enhanced by establishing and maintaining a suitable vegetation cover as soon as possible after construction. Compaction to the face of fill slopes would tend to minimize short-term erosion until vegetation is established. Plants selected for landscaping should be lightweight, deep-rooted types, which require little water and are capable of surviving the prevailing climate. From a geotechnical standpoint, leaching is not recommended for establishing landscaping. If the surface soils are processed for the purpose of adding amendments, they should be recompacted to 90 percent compaction. Only the amount of irrigation necessary to sustain plant life should be provided. Overwatering the landscape areas could adversely affect proposed site improvements. We recommend that any proposed open bottom planter areas adjacent to proposed structures be eliminated for a minimum distance of 5 feet and desert landscape using xeriscape technology be used outside of this buffer zone. As an alternative, closed bottom type planter could be utilized. An outlet, placed in the bottom of the planter, could be installed to direct drainage away from structures or any exterior concrete flatwork. Irrigation timers should be adjusted on a monthly basis. Soil Corrosion Based on our experience in the area, the soils onsite should have a negligible corrosive potential to concrete and metal, materials selected for construction purposes should be resistant to corrosion. Where permitted by building code, PVC pipe should be utilized. All concrete should be designed, mixed, placed, finished, and cured in accordance with the guidelines presented by the Portland Cement Association (PCA) and the American Concrete Institute (ACI). Trench Excavation All footing trench excavations should be observed by a representative of this office prior to placing reinforcement. Footing trench spoil and any excess soils generated from utility trench excavations should be compacted to a minimum relative compaction of 90 percent if not removed from the site. Considering the nature of the onsite soils, it should be anticipated that caving or sloughing could be a factor in excavations. Shoring or excavating the trench walls and slopes to the angle of repose (typically 25 to 45 degrees) may be necessary and should be anticipated in non -cemented soils. GeoTek, Inc. TEN MILE AND FRANKLIN MIXED -USE NOVEMBER 3, 2021 10 MILE FRANKLIN, LLC PAGE 18 PROJECT NO. 2328-ID All excavations should be observed by one of our representatives and conform to national and local safety codes. Utility Trench Backfill Considering the overall nature of the soil encountered onsite, it should be anticipated that materials will need to be imported to the site for use as pipe bedding and pipe zone material. Onsite utility trench backfill should be brought to near optimum moisture content and then compacted to obtain a minimum relative compaction of 90 percent of the laboratory standard. Sand backfill, unless excavated from the trench, should not be used adjacent to perimeter footings or in trenches on slopes. Offsite utility trenches should also be compacted to a minimum relative compaction of 90 percent. Compaction testing and observation, along with probing should be performed to verify the desired results. Drainage Positive site drainage should be maintained at all times in accordance with the IBC. Drainage should not flow uncontrolled down any descending slope. Water should be directed away from foundations and not allowed to pond and/or seep into the ground. Pad drainage should be directed toward the street or other approved area. The ground immediately adjacent to the foundation shall be sloped away from the building at a minimum of 5-percent for a minimum distance of 10 feet measured perpendicularly to the face of the wall. If physical obstructions prohibit 10 feet of horizontal distance, a 5-percent slope shall be provided to an approved alternate method of diverting water away from the foundation. Swales used for this purpose shall be sloped a minimum of 2-percent where located within 10 feet of the building foundation. Impervious surfaces within 10 feet of the building foundation shall be sloped a minimum of 2-percent away from the building. Roof gutters and down spouts should be utilized to control roof drainage. Down spouts should outlet onto paved areas or a minimum of five feet from proposed structures or into a subsurface drainage system. Areas of seepage may develop due to irrigation or heavy rainfall. Minimizing irrigation will lessen this potential. If areas of seepage develop, recommendations for minimizing this effect could be provided upon request. PLAN REVIEW Final grading, foundation, and improvement plans should be submitted to this office for review and comment as they become available, to minimize any misunderstandings between the plans and recommendations presented herein. In addition, foundation excavations and earthwork construction performed on the site should be observed and tested by this office. If conditions are found to differ substantially from those stated, appropriate recommendations would be offered at that time. GeoTek, Inc. TEN MILE AND FRANKLIN MIXED -USE NOVEMBER 3, 2021 10 MILE FRANKLIN, LLC PAGE 19 PROJECT NO. 2328-ID LIMITATIONS The materials encountered on the project site and utilized in our laboratory study are believed representative of the area; however, soil materials vary in character between excavations and conditions exposed during mass grading. Site conditions may vary due to seasonal changes or other factors. GeoTek, Inc. assumes no responsibility or liability for work, testing, or recommendations performed or provided by others. Since our study is based upon the site materials observed, selective laboratory testing and engineering analysis, the conclusions and recommendations are professional opinions. These opinions have been derived in accordance with current standards of practice and no warranty is expressed or implied. Standards of practice are subject to change with time. The opportunity to be of service is greatly appreciated. If you have any questions concerning this report or if we may be of further assistance, please do not hesitate to contact the undersigned. Respectfully submitted, GeoTek, Inc. Taylor S. Hedrick, El Staff Professional 5S10NAL Fiv �L - 1G115 N,,11-s•tj 0 LANDR�P Luke J. Landriani, PE Senior Engineer z z Settlem F © ,y m lick Rd it W Usticc Rd ° W Ustick Rd W Ustick Rd n D D y7 Ln W Cherry Ln W Cherry Ln Meridian Middle School z C) z A - 7 a Meridian High School© W Pine Ave W Pine Ave W Pine Ave Sonna nklln Rd W Franklin Rd W Frankkn Rd W Franklin Rd N ^O F � V n 4 C N m Roaring Springs Water Park Q a ilia Temozrarily closed Camping World W Overland Rd a a of Meridian Q oa 0 W &�\ APPROXIMATE SITE LOCATION Source: Google Maps, 2021. GeoTek Field Observations, 2021. Not to Scale FIGURE I SITEVICINITY MAP Ten Mile and Franklin Mixed -Use Southwest Corner of S.Ten Mile Rd. and W. Franklin Rd. G E O T E K Meridian, Idaho GEOTECHNICAL I ENVIRONMENTAL I MATERIALS Prepared for: 10 Mile Franklin, LLC Project No.: Report Date: Drawn By: 320 E. Corporate Dr, Suite 300, Meridian, ID 83642 2328-ID November 2021 TSH (208) 888-7010 (phone) / (208) 888-7924 (FAX) 0 W. FRANKLIN RD. 0 13 APPROXIMATETEST PIT LOCATIONS Source: Google Earth, 2021. GeoTek Field Observations, 2021. Not to Scale G E O T E K GEOTECHNICAL I ENVIRONMENTAL I MATERIALS 320 E. Corporate Dr, Suite 300, Meridian, ID 83642 (208) 888-7010 (phone) / (208) 888-7924 (FAX) a 0 FIGURE 2 SITE EXPLORATION PLAN Ten Mile and Franklin Mixed -Use Southwest Corner of S.Ten Mile Rd. and W. Franklin Rd. Meridian, Idaho Prepared for: Meridian 10 Mile Franklin LLC Project No.: Report Date: Drawn By: 2328-ID November 2021 TSH FRANKLIN ROAD 1 011 L r4 Ir 0 F# - APPROXIMATETEST PIT LOCATIONS Source: Google Earth, 2021. GeoTek Field Observations, 2021. Not to Scale FIGURE 3 SITE PLAN Ten Mile and Franklin Mixed -Use Southwest Corner of S.Ten Mile Rd. and W. Franklin Rd. G E O T E K Meridian, Idaho GEOTECHNICAL I ENVIRONMENTAL I MATERIALS Prepared for: Meridian 10 Mile Franklin LLC Project No.: Report Date: Drawn By: 320 E. Corporate Dr, Suite 300, Meridian, ID 83642 2328-ID November 2021 TSH (208) 888-7010 (phone) / (208) 888-7924 (FAX) ORIGINAL GRADE LOOSE SURFACE DEPOSITS FINAL GRADE ............ 0 . • • ............................ 00000000000000000000 COMPETENT NATIVE SOILS V COMPETENT NATIVE SOILS BENCH WHERE SLOPE EXCEEDS 5:1 (H:V) BENCHES SHOULD NOT EXCEED 3 FEET IN HEIGHT AND SHOULD BE A MINIMUM OF 6 FEET IN WIDTH NOTTO SCALE FIGURE 4 BENCHING DETAIL Ten Mile and Franklin Mixed -Use Southwest Corner of S.Ten Mile Rd. and W. Franklin Rd. G E O T E K I Meridian, Idaho GEOTECHNICAL I ENVIRONMENTAL I MATERIALS Project No.: Report Date: Drawn By: 320 E. Corporate Dr, Suite 300, Meridian, ID 83642 2328-ID November 2021 TSH (208) 888-7010 (phone) / (208) 888-7924 (FAX) APPENDIX A GeoTek, Inc. REFERENCES Ada County Highway District Development Policy Manual, Revised by Resolution No. 690, October 2003 ASTM, 200, "Soil and Rock: American Society for Testing and Materials," vol. 4.08 for ASTM test methods D-420 to D-4914, 153 standards, 1,026 pages; and vol. 4.09 for ASTM test method D- 4943 to highest number. Breckinridge, R.M., Lewis, R.S., Adema, G.W., Weisz, D.W., 2003, Map of Miocene and Younger Faults in Idaho, Idaho Geological Survey, University of Idaho Collett, Russell A., 1980, Soil Survey of Ada County, Eastern Part, United States Department of Agriculture Soil Conversation Service, United States Department of the Interior Bureau of Land Management, Idaho Soil Conservation Commission, University of Idaho College of Agriculture. Day, Robert W., 1999, Geotechnical and Foundation Engineering — Design and Construction Day, Robert W., 2002, Geotechnical Earthquake Engineering Handbook GeoTek, Inc., In-house proprietary information. Idaho Department of Water Resources, Treasure Valley Hydrology — Geology, January 2003 Idaho Department of Water Resources, Well Information, Well Driller Reports, 2002 Idaho Transportation Department CD-ROM Publications, September 2003 Johnson, Bruce R. and Raines, Gary L., 1995, Digital representation of the Idaho state geologic map: a contribution to the Interior Columbia Basin Ecosystem Management Project. USGS Open -File Report 95-690 Malde, H.E., 1991. Quaternary geology and structural history of the Snake River Plain, Idaho and Oregon. In: The Geology of North America, Quaternary Nonglacial Geology: Conterminous U.S., Vol. K-2, 252-281 pp. Othberg, K.L., 1994. Geology and geomorphology of the Boise Valley and adjoining areas, western Snake River Plain, Idaho. Idaho Geological Survey Bulletin 29: 54 pp. USGS, Cloverdale Quadrangle, 7.5-Minute Series Topographic Map, 1979. USGS, 2003, Seismic Hazard Map of Idaho, Peak Acceleration (%g) with 2% Probability of Exceedance in 50 years. GeoTek, Inc. APPENDIX 6 GeoTek, Inc. LOG GENERAL NOTES CONSISTENCY OF FINE-GRAINED SOILS Unconfined Compressive Strength, Qu, psf Standard Penetration or N- Value (SS) Blows/Ft Consistency < S00 <2 Very Soft 500 - 1,000 2-3 Soft 1,001 - 2,000 4-7 Firm 2,001 - 4,000 8 - 16 Stiff 4,001 - 8,000 17 - 32 Very Stiff > 8,001 32+ Hard RELATIVE DENSITY OF COARSE -GRAINED SOILS Standard Penetration (SPT) or N. Value (SS) Blows/Ft Relative Density 0-3 Very Loose 4-9 Loose 10 - 29 Medium Dense 30 - 49 Dense 50+ Very Dense SPT penetration test using 140 pound hammer, with 30 inch free fall on 2 inch outside diameter(I-3/8 ID) sampler For ring sampler using 140 lb hammer, with a 30 inch free fall on 3 inch outside diameter (2-1/2 ID) sample, use N-value x 0.7 to get Standard N-value For fine grained soil consistency, thumb penetration used per ASTM D-2488 RELATIVE PROPORTIONS OF SAND & GRAVEL Descriptive Term of other constituents Percent of Dry Weight Trace < 15 With 15 - 29 Modifier > 30 GRAIN SIZE TERMINOLOGY Major Component of Sample Particle Size Boulders Over 12 inches Cobbles 3 inches to 12 inches Gravel #4 Sieve to 3 inches Sand #200 Sieve to #4 Sieve Silt or Clay Passing #200 Sieve RELATIVE HARDNESS OF CEMENTED SOILS (CALICHE) Description General Characteristics Very Dense to Moderately Hard Partially Cemented Granular Soil - Can be carved with a knife and broken with force by hand. Very Stiff to Moderately Hard Partially Cemented Fine -Grained Soil - Can be carved with a knife and broken with force by hand. Moderately Hard Moderate hammer blow required to break a sample Hard Heavy hammer blow required to break a sample Very Hard Repeated heavy hammer blow required to break a sample LOG LEGEND MATERIAL DESCRIPTION Soil Pattern USCS Symbol USCS Classification FILL Artificial Fill GP or GW Poorly/Well graded GRAVEL GM Silty GRAVEL GC Clayey GRAVEL GP -GM or GW-GM Poorly/Well graded GRAVEL with Silt GP -GC or GW-GC Poorly/Well graded GRAVEL with Clay SP or SW Poorly/Well graded SAND SM Silty SAND SC Clayey SAND SP-SM or SW-SM Poorly/Well graded SAND with Silt SP-SC or SW -SC Poorly/Well graded SAND with Clay SC-SM Silty Clayey SAND IIIIIIIIIIIIIIIIIIIIIIII!IIIIIIIIIIIIIPgllllgllllqllllllllllllllllllll ML SILT �I'!'Illlglgllglllllllllqlllllqllqllllllllllllqlllllllllqlqllqllll MH Elastic SILT CL-ML Silty CLAY CL Lean CLAY CH Fat CLAY PCEM PARTIALLY CEMENTED CEM CEMENTED = _ _ BDR BEDROCK SAMPLING SPT Ring Sample No Recovery Bulk Sample Water Table NR CONSISTENCY Cohesionless Soils Cohesive Soils Cementation VL Very Loose So Soft MH Moderately Hard L Loose F Firm H Hard MD Medium Dense S Stiff VH Very Hard D Dense VS Very Stiff VD Very Dense TEST PIT LOG LOGGED BY: TSH PROJECT #: 2328-ID METHOD: Backhoe PROJECT: Ten Mile and Franklin Mixed -Use EXCAVATOR: Syman, LLC CLIENT: 10 Mile Franklin, LLC DATE: 10/20/21 GE O T E K LOCATION: Southwest Corner of S. Ten Mile Rd. and W. Franklin Rd. ELEVATION: SAMPLES C C d .. aH d N TEST PIT NUMBER: TP-I u REMARKS e o o rtv m N 7 U MATERIAL DESCRIPTION AND COMMENTS FILL Brown to Dk. Brown, Artificial Ell Sandy Lean CLAY, Slightly Moist to So Organics present upper 1 0' Moist I _T CL Brown to Dk. Brown, Sandy Lean CLAY, Moist F 2 . 3 _X SM Lt. Brown to Brown, Silty SAND, Slightly Moist to Moist MD Percolation test conducted at 3.0' 4 I D 5 PCEM Lt. Gray to Gray, PARTIALLY CEMENTED SILT with Sand MH ISlightly Moist SM Brown, Silty SAND, Moist D 6 7 -X8 9 10 GP Lt. Brown, Poorly graded GRAVEL with Cobbles and Sand, Moist D 11 END OF TEST PIT @ 1 1.0' Piezometer installed at 11.0 NO GROUNDWATER ENCOUNTERED 12 13 14 15 16 17 IS 19 20 TEST PIT LOG LOGGED BY: TSH PROJECT #: 2328-ID METHOD: Backhoe PROJECT: Ten Mile and Franklin Mixed -Use EXCAVATOR: Syman, LLC CLIENT: 10 Mile Franklin, LLC DATE: 10/20/21 GE O T E K LOCATION: S.ahwest Corner of S. Ten Mile Rd. and W. Franklin Rd. ELEVATION: SAMPLES a c ,o d E TEST PIT NUMBER: TP-2 C REMARKS a c o N o E H W U MATERIAL DESCRIPTION AND COMMENTS FILL Brown, Artificial FcJ Sandy Lean CLAY, Slightly Moist to Moist So Organics present upper 1.0' CL Brown, Sandy Lean CLAY, Moist F 2 3 SM Brown, Silty SAND, Moist MD Percolation test conducted at 3.5' 4 5 6 SP Tan, Poorly graded SAND, Moist MD 7 SC Reddish Brown to Brown, Clayey SAND, Moist D 8 9 GP Lt. Brown, Poorly graded GRAVEL with Cobbles and Sand, Moist D END OF TEST PIT @ 9.7' Piezometer installed at 9.7' 10 II NO GROUNDWATER ENCOUNTERED 12 13 l4 15 16 17 18 19 20 TEST PIT LOG LOGGED BY: TSH PROJECT #: 2328-ID METHOD: Backhoe PROJECT: Ten Mile and Franklin Mixed -Use EXCAVATOR: Syman, LLC CLIENT: 10 Mile Franklin, LLC DATE: 10/20/21 GE O T E K LOCATION: Sourhwe t Comer of S. Ten Mile Rd. and W. Franklin Rd. ELEVATION: SAMPLES Gl ,o .. i .0 TEST PIT NUMBER: TP-3 u REMARKS n G 0 N O E N m N 7 U MATERIAL DESCRIPTION AND COMMENTS FILL Tan, Artificial Fill Sandy SILT, Slightly Moist to Moist So Organics present upper 1.0' SM Lt. Brown to Brown, Silty SAND, Moist MD 2 3 PCEM Lt. Gray to Gray, PARTIALLY CEMENTED SILT with Sand MH Slightly Moist 4 SM Brown, Silty SAND, Moist D 5 � 6 7 8 GP Lt. Brown to Brown, Poorly graded GRAVEL with Cobbles, Sand, and D 9 Silt, Moist 10 END OF TEST PIT @ 10.0' 11 NO GROUNDWATER ENCOUNTERED 12 13 14 15 16 17 18 19 20 TEST PIT LOG LOGGED BY: TSH PROJECT #: 2328-ID METHOD: Backhoe PROJECT: Ten Mile and Franklin Mixed -Use EXCAVATOR: Syman, LLC CLIENT: 10 Mile Franklin, LLC DATE: 10/20/21 GE O T E K LOCATION: Southwest Corner of S. Ten Mile Rd. and W. Franklin Rd. ELEVATION: SAMPLES j TEST PIT NUMBER: TP-4 y o H N REMARKS G c o o H n V MATERIAL DESCRIPTION AND COMMENTS FILL Brown to Dk. Brown, Artificial Fill Sandy Lean CLAY, Moist So Organics present upper 1.0 1 CL Brown to Dk. Brown, Sandy Lean CLAY, Moist F 2 SM Brown. Silty SAND. Moist MD 3 4 PCEM Lt. Gray to Gray, PARTIALLY CEMENTED SILT with Sand, Slightly H Percolation test conducted at 4.5' Moist to Moist 5 GP Brown, Poorly graded GRAVEL with Cobbles, Sand, and Silt, Moist D END OF TEST PIT @ 5.3' Piezometer installed at 5.3' 6 NO GROUNDWATER ENCOUNTERED 7 8 9 10 11 12 13 14 15 16 17 18 19 20 TEST PIT LOG LOGGED BY: TSH PROJECT #: 2328-ID METHOD: Backhoe PROJECT: Ten Mile and Franklin Mixed -Use EXCAVATOR: Syman, LLC CLIENT: 10 Mile Franklin, LLC DATE: 10/20/21 GE O T E K LOCATION: Southwest Corner of S. Ten Mile Rd. and W. Franklin Rd. ELEVATION: SAMPLES c. c y d TEST PIT NUMBER: TP-5 c REMARKS a N c £ c o o U MATERIAL DESCRIPTION AND COMMENTS rn FILL Brown to Dk. Brown, Artificial Fill Sandy Lean CLAY, Moist So Organics present upper 1.0 CL Brown to Dk. Brown, Sandy Lean CLAY, Moist F r Percolation test conducted at 2.0' 3 ML Lt. Brown, Sandy SILT, Moist F 4 _ PCEM Lt. Gray to Gray, PARTIALLY CEMENTED SILT with Sand, Slightly MH Moist to Moist 5 ML Lt. Brown to Brown, Sandy SILT, Moist S 6 'I 7 8 GP Lt. Brown, Poorly graded GRAVEL with Cobbles, Sand, and Silt, Moist D 9 END OF TEST PIT @ 9.6' Piezometer installed at 9.6' 10 II NO GROUNDWATER ENCOUNTERED 12 13 14 15 16 17 18 19 20 TEST PIT LOG LOGGED BY: TSH PROJECT #: 2328-ID METHOD: Backhoe PROJECT: Ten Mile and Franklin Mixed -Use EXCAVATOR: Syman, LLC CLIENT: 10 Mile Franklin, LLC DATE: 10/20/21 GE O T E K LOCATION: Southwest Corner of S. Ten Mlle Rd. and W. Franklin Rd. ELEVATION: SAMPLES ay i d y TEST PIT NUMBER: TP-6 u REMARKS o 1° m c m o U MATERIAL DESCRIPTION AND COMMENTS FILL Brown to Dk. Brown, Artificial Rd Sandy Lean CLAY, Moist So Organics present upper 1.0' I CL Brown to Dk. Brown, Sandy Lean CLAY, Moist F 2 SM Gray to Reddish Brown, Silty SAND, Slightly Moist to Moist D Weakly cemente sol s 3 throughout layer 4 5 PCEM Lt. Gray to Gray, PARTIALLY CEMENTED SILT with Sand, Slightly MH Moist to Moist 6 ML Brown, SILT with Sand, Moist F 7 GP Lt. Brown, Poorly graded GRAVEL with Cobbles, Sand, and Silt, Moist D 8 9 10 END OF TEST PIT @ 10.0' 11 NO GROUNDWATER ENCOUNTERED 12 13 14 15 16 17 18 19 20 TEST PIT LOG LOGGED BY: TSH PROJECT #: 2328-ID METHOD: Backhoe PROJECT: Ten Mile and Franklin Mixed -Use EXCAVATOR: Syman, LLC CLIENT: 10 Mile Franklin, LLC DATE: 10/20/21 GE O T E K LOCATION: Southwest Corner of S. Ten Mile Rd. and W. Franklin Rd. ELEVATION: SAMPLES E TEST PIT NUMBER: TP-7 N REMARKS a;o o O y m H 7 U MATERIAL DESCRIPTION AND COMMENTS FILL Brown to Dk. Brown, Artifidal Fill Sandy Lean CLAY, Slightly Moist to So Organics present upper 1.0' Moist 1 CL Brown to Dk. Brown, Sandy Lean CLAY, Moist F R-Value sample obtained 2 3 PCEM Tan to Gray, PARTIALLY CEMENTED SILT with Sand, Slightly Moist to MH 4 Moist 5 GP Lt. Brown, Poorly graded GRAVEL with Cobbles, Sand, and Silt, Moist D percolation test conducted at 5.0' 6 7 8 END OF TEST PIT @ 8.0' Piezometer installed at 8.0' 9 NO GROUNDWATER ENCOUNTERED 10 II 12 13 14 15 16 17 18 19 20 TEST PIT LOG LOGGED BY: TSH PROJECT #: 2328-ID METHOD: Backhoe PROJECT: Ten Mile and Franklin Mixed -Use EXCAVATOR: Syman, LLC CLIENT: 10 Mile Franklin, LLC DATE: 10/20/2I GE O T E K LOCATION: South—sc Corner of S. Ten Mile Rd. and W. Franklin Rd. ELEVATION: SAMPLES d y i a TEST PIT NUMBER: TP-8 u REMARKS a c o o ro H m to H D U MATERIAL DESCRIPTION AND COMMENTS FILL Brown o G)k. Bro 1.0, Moist CL Brown to Dk. Brown, Sandy Lean CLAY, Moist F SC Reddish Brown to Brown, Clayey SAND, Moist MD 2 SM Lt. Brown, Silty SAND, Moist MD 3 Percolation test conducted at 3.0' SM Brown, Silty SAND with Gravel, Slightly Moist to Moist Weaiy cemente sol s 4 throughoutlayer 5 b GP Tan to Reddish Brown, Poorly graded GRAVEL with Cobbles, Sand, and ea'.ly cemented soils 7 Silt, Slightly Moist to Moist throughout layer 8 9 END OF TEST PIT @ 9.7' Piezometer installed at 9.7' 10 II NO GROUNDWATER ENCOUNTERED 12 13 14 15 16 17 18 19 20 TEST PIT LOG LOGGED BY: TSH PROJECT #: 2328-ID METHOD: Backhoe PROJECT: Ten Mile and Franklin Mixed -Use EXCAVATOR: Syman, LLC CLIENT: 10 Mile Franklin, LLC DATE: 10/20/21 GE O T E K LOCATION: southwest Corner of S. Ten Mile Rd. and W. Franklin Rd. ELEVATION: SAMPLES 0 G .o TEST PIT NUMBER: TP-9 v Y REMARKS a G E c o n o rn m D U MATERIAL DESCRIPTION AND COMMENTS FILL Brown to Dk. Brown, Artificial Fill Sandy Lean CLAY, Moist So Organics present upper 1.0 CL Brown to Dk. Brown, Sandy Lean CLAY, Moist F 2 SM Brown, Silty SAND, Slightly Moist to Moist MD Weakly cemented soils throughout layer 3 PCEM Tan to Reddish Brown, PARTIALLY CEMENTED SILT with Sand, MH 4 Slightly Moist to Moist 5 6 7 SM Brown, Silty SAND, Moist D percolation test conducted at 7.0' 8 9 END OF TEST PIT @ 9.1 Piezometer installed at 9.1' 10 II NO GROUNDWATER ENCOUNTERED 12 13 14 15 16 17 18 19 20 TEST PIT LOG LOGGED BY: TSH PROJECT #: 2328-ID METHOD: Backhoe PROJECT: Ten Mile and Franklin Mixed -Use EXCAVATOR: Syman, LLC CLIENT: 10 Mile Franklin, LLC DATE: 10/20/21 GE O T E K LOCATION: Southwest Corner of S. Ten Mile Rd. and W. Franklin Rd. ELEVATION: SAMPLES d ~ N •• i : .a TEST PIT NUMBER: TP-10 u r REMARKS o 0 c o o rn m y fA D U MATERIAL DESCRIPTION AND COMMENTS FILL Brown to k. Brown, Artificial Fill Sandy Lean CLAY, Sloghtly Moist to So Organics present upper 1.04 Moist 1 CL Brown to Dk. Brown, Sandy Lean CLAY, Moist 2 SC Brown to Reddish Brown, Clayey SAND, Moist MD 3 PCEM Lt. Gray to Gray, PARTIALLY CEMENTED SILT with Sand, Slightly MH Moist to Moist 4 5 GP Brown, Poorly graded GRAVEL, Slightly Moist to Moist D 6 7 8 9 10 END OF TEST PIT @ 10.0' 11 NO GROUNDWATER ENCOUNTERED 12 13 14 15 16 17 18 19 20 APPENDIX C GeoTek, Inc. FIELD TESTS AND OBSERVATIONS (2328-ID) PERCOLATION TESTS The infiltration rate was determined by conducting percolation tests for onsite earth materials. The infiltration rate was determined in inches per hour in general accordance with the City of Meridian requirements. Infiltration rate results are presented below. The infiltration rates provided below should be used for design and not exceeded. LOCATION USCS SOIL CLASSIFICATION GROUP SYMBOL INFILTRATION RATE (Inches/Hour) TP- I @ 3.0' SM 1.1 TP-2 @ 3.5' SM 1.8 TPA @ 4.5' PCEM 0.4 TP-5 @ 2.0' CL 0.9 TP-7 @ 5.0' GP 6.8 TP-8 @ 3.0' SM 1.0 TP-9 @ 7.0' SM 3.6 GROUND WATER MONITORING RESULTS Ground water monitoring results are presented below. Ground water elevation results are recorded in feet below existing grade. Initial ground water measurements were taken on 10-21-2021 by GTI personnel. STAND -PIPE PIEZOMIETER # TP- I TP-2 TPA TP-5 TP-7 TP-8 TP-9 11.01+ 9.7'+ 5.3'+ 9.6'+ 8.0'+ 9.7'+ 9.11+ + Indicates a dry reading at the bottom of the piezometer n/a Indicates that the piezometer was damaged/missing in the field and no measurements were obtained. GeoTek, Inc. APPENDIX D GeoTek, Inc. LABORATORY TESTS RESULTS (2328-ID) ATTERBERG LIMITS Atterberg limits were performed on representative samples in general accordance with ASTM D 4318. The results are shown in the following plates. PARTICLE SIZE ANALYSIS Sieve analyses were performed in general accordance with ASTM test method C 136 and ASTM C 1 17. Test results are presented in the following plates. RESISTANCE R-VALUE AND EXPANSION PRESSURE OF COMPACTED SOILS Tests were conducted on representative soil samples, in general accordance with Idaho test method T-8 and AASHTO T-190, to determine the soil's performance when placed in the base, subbase, or subgrade of a road subjected to traffic. LOCATION R-VALUE @ 200 psi TP-7, 1.0'-2.0' <5 GeoTek, Inc. GeoTek - Idaho 320 Corporate Drive, Ste #300 7950 Meadowlark Way, Ste E Meridian, ID 83642 Coeur d'Alene, ID 83815 Phone: (208) 888-7010 (208) 888-7924 Fax: (208) 904-2980 (208) 904-2981 Material Test Report Client: Pacific Oak Development, LLC. CC: 2452 Bay View Area Carmel CA 83923 Project: 2328-I D Ten Mile & Franklin Mixed Use Sample Details Sample ID Date Sampled Specification Location Particle Size Distribution 21-00917-S01 10/26/2021 General Sieve Set TP-1, 0.5'-1.5' Report No: MAT:21-00917-S01 II THIS DOCUMENT SHALL NOT BE REPRODUCED EXCEPT IN FULL COBBLES GRAVEL SAND FINES (65.9%) Coarse Fine Coarse Medium Fine Silt Clay (0.0%) (0.0%) (0.6%) (2.6%) (11.3%) (19.6%) Sample Description: CL, Sandy Lean CLAY Atterberg Limit: - Liquid Limit: 35 Plastic Limit: 23 Plasticity Index: 12 Grading: ASTM C 136, ASTM C 11� Date Tested: Tested By: Sieve Size % Passing Limits 3/8i n 100 No.4 99 No.8 98 No.16 94 No.30 89 No.50 82 No.100 75 No.200 66 D85: 0.4038 D60: N/A D50: N/A D30: N/A D15: N/A D10: N/A Form No: 18909, Report No: MAT:21-00917-S01 © 2000-2021 QESTLab by SpectraQEST.com Page 1 of 2 GeoTek - Idaho 320 Corporate Drive, Ste #300 7950 Meadowlark Way, Ste E Meridian, ID 83642 Coeur d'Alene, ID 83815 Phone: (208) 888-7010 (208) 888-7924 Fax: (208) 904-2980 (208) 904-2981 Material Test Report Client: Pacific Oak Development, LLC. CC: 2452 Bay View Area Carmel CA 83923 Project: 2328-I D Ten Mile & Franklin Mixed Use Sample Details Sample ID Specification Location Particle Size Distribution 21-00917-S02 General Sieve Set TP-1, 7.0'-8.0' Report No: MAT:21-00917-S02 II THIS DOCUMENT SHALL NOT BE REPRODUCED EXCEPT IN FULL COBBLES GRAVEL SAND FINES (23.4%) Coarse Fine Coarse�(29.6%6) Fine Silt Clay (0.0%) (8.0%) (6.1%) (9.1%) (23.8%) Sample Description: SM, Silty SAND Atterberg Limit: a Liquid Limit: 28 Plastic Limit: 23 Plasticity Index: 5 Grading: ASTM C 136, ASTM C 11� Date Tested: Tested By: Sieve Size % Passing Limits 1 i n 100 3/4i n 92 ''/2i n 91 3/8i n 88 No.4 86 No.8 79 No.16 69 No.30 55 No.50 39 No.100 29 No.200 23 D85:4.2983 D60: 0.7639 D50: 0.4831 D30: 0.1608 D15: N/A D10: N/A Form No: 18909, Report No: MAT:21-00917-S02 © 2000-2021 QESTLab by SpectraQEST.com Page 1 of 2 GeoTek - Idaho 320 Corporate Drive, Ste #300 7950 Meadowlark Way, Ste E Meridian, ID 83642 Coeur d'Alene, ID 83815 Phone: (208) 888-7010 (208) 888-7924 Fax: (208) 904-2980 (208) 904-2981 Material Test Report Client: Pacific Oak Development, LLC. CC: 2452 Bay View Area Carmel CA 83923 Project: 2328-I D Ten Mile & Franklin Mixed Use Sample Details Sample ID Specification Location Particle Size Distribution 21-00917-S03 General Sieve Set TP-5, 1.0'-2.0' Report No: MAT:21-00917-S03 II THIS DOCUMENT SHALL NOT BE REPRODUCED EXCEPT IN FULL COBBLES GRAVEL SAND FINES (59.8%) Coarse Fine Coarse Medium Fine Silt Clay (0.0%) (0.0%) (0.7%) (0.2%) (10.7%) (28.5%) Sample Description: CL, Sandy Lean CLAY Atterberg Limit: - Liquid Limit: 43 Plastic Limit: 25 Plasticity Index: 18 Grading: ASTM C 136, ASTM C 11� Date Tested: Tested By: Sieve Size % Passing Limits 3/8i n 100 No.4 99 No.8 99 No.16 99 No.30 95 No.50 82 No.100 69 No.200 60 D85: 0.3520 D60: 0.0750 D50: N/A D30: N/A D15: N/A D10: N/A Form No: 18909, Report No: MAT:21-00917-S03 © 2000-2021 QESTLab by SpectraQEST.com Page 1 of 2