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CC - Storm Drainage Report STORM DRAINAGE REPORT for INGLEWOOD PLACE SUBDIVISION MERIDIAN , IDAHO Prepared for , MV Property, LLC 197 W 4860 South Salt Lake City , Utah 84107 Prepared By . fia T O ENGINEERS 332 N . Broadmore Way, Suite 101 Nampa , ID 83687 208 -442 - 6300 �SS\oNAL FN QQo< �\GE 17915 s o Tor of OIP� yFW D I Date Prepared : 02 / 14/ 2020 THIS PAGE INTENTIONALLY LEFT BLANK Table of Contents 1 . INTRODUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 1 . 1 Existing Conditions . . 1 1 . 2 Proposed Conditions , . a 0 4 a a 0 a a 0 0 0 a 0 a a 0 0 0 0 0 a a I a 6 0 9 a 6 a a a 0 0 0 a P 0 a 0 0 6 a 0 0 a 0 0 0 a a a 0 a 0 a a a a a 9 a 0 a 0 a 0 0 0 0 a a 0 0 a 0 a 0 0 0 6 0 a 0 a a 0 0 0 0 a a 0 a 6 0 a 0 0 a a a a 6 0 w 1 1 . 3 Soil Conditions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 2 . Design Criteria . . . . . . . . . . . . a a 6 0 6 6 0 a 0 0 0 a 6 0 a 0 & 0 6 0 0 * 1 0 0 * 0 0 0 N 0 s * a 0 0 0 a 0 9 a s 0 0 0 0 2 3 . Design Calculations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 3 . 1 Calculation Reporting , . 4 0 a 0 * 0 a 0 4 a 0 0 a a 6 0 a 0 a 0 a a 0 a 4 0 0 a a s 0 a 0 a 0 2 3 . 2 Onsite Drainage Basins . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 3 . 3 Pipe Conveyance System . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 3 . 4 Sand & Grease Traps . . . . . . . . . . . . . 4 3 . 5 Inlets . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 4 . Conclusion . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 List of Figures Figure 1 : Vicinity Map Figure 2 : Proposed Basin Map Appendices Appendix A : ACHD Calculations Appendix B : Storage Facility Volume Calculations Appendix C . Conveyance Pipe and Sand & Grease Trap Calculations Appendix D : Project Geotechnical Report Excerpts THIS PAGE INTENTIONALLY LEFT BLANK 1 . INTRODUCTION This report is prepared to support the storm drain system design for the " Inglewood Subdivision " development ( Project ) by MV Property, LLC ( Developer ) . The Project is subject to the stormwater management requirements of the City of Meridian ( City ) and the Ada County Highway District ( ACHD ) . The storm system design is based on ACHD ' s Drainage Stormwater Management Manual and Stormwater Design Manual . The Project is approximately 6 acres and consists of one ( 1 ) large elderly care facility, seven ( 7 ) multi -family residential buildings , and ( 1 ) public street right - of-way parcel to be dedicated to ACHD . The project will be split into two phases . The Developer intends to begin construction of the Project i n 2020 . 1 . 1 Existing Conditions The existing property is currently barren land . The McDonald Lateral currently flows diagonally across the southwest portion of the property . E Victory Rd forms the southern property boundary, Southerland Farms Subdivision No 1 makes up the eastern property boundary, unplatted land makes up the northern boundary, and S Eagle Rd makes up the western boundary . See Figure 1 for a Vicinity Map . The existing ground generally slopes from south to north at an approximate slope of 1 % . The project area is not currently being irrigated , and there are no active drain ditches on the property . An irrigation supply pipe was constructed previously as part of this Project . The irrigation pipe runs along the southern and eastern boundaries before continuing offsite to the north . Storm drainage facilities will be designed as full retention facilities . 1 . 2 Proposed Conditions Based on the proposed site grading, the site is split up into nine ( 9 ) discrete drainage areas . The runoff from each drainage area is carried via conveyance piping to nine ( 9 ) discrete storage and / or infiltration facilities , one for each drainage area . All seepage beds are designed for full retention . See Figure 2 for the proposed basin areas . 1 . 3 Soil Conditions Geotek performed a primary geotechnical analysis of the site in June 2018 , including infiltration testing and groundwater measurements . They dug five ( 5 ) test pits varying in depth between eleven and fifteen feet below existing ground surface ( BEGS ) . The site soils generally consist of layers of sandy silt, partially cemented silty sand , and sand with silt . See appendix D for more information . Groundwater was not encountered at any location at the time of the analysis . See appendix D for a groundwater monitoring log . Two ( 2 ) infiltration tests were performed test pit 1 and test pit 5 , each in a different soil layer . The documented infiltration rates vary from 1 . 3 to 18 . 5 inches per hour . The infiltration tests performed in the material that the bottom of the seepage beds will reach resulted in an infiltration rate of above 18 . 5 inches per hour . 6 . 2 inches per hour was used for sizing of storage facilities resulting in a factor of safety of 3 . See appendix D for more information . 1 2 . Design Criteria The following design criteria were used in the preparation of this report and corresponding design calculations in accordance with sections 8000 and 8200 of ACHD ' s Policy Manual : • The Rational Method is used for calculating peak runoff flow . • Manning ' s Equation is used for calculating pipe capacity . • The Modified Rational Method is used for calculating stormwater storage volumes . • The primary conveyance system ( gutters , drain inlets , underground pipes ) is sized for the 25 -year storm event . • The secondary conveyance system ( streets and ditches ) is sized for the 100 -year storm event . • Retention storage facilities without overflow are sized for the 100 -year storm event . • Seepage bed located inside the right of way shall be increased in size by 25 % and have a minimum 1 . 5 ' of cover . • Time of concentration is determined using the flow path method , with a minimum time of concentration of 10 - minutes . • Runoff coefficients are taken from ACHD section 8011 . 2 . 1 . • Rainfall intensities are taken from Appendix A of ACHD section 8200 . • Pre -treatment in the form of Sang & Grease Traps shall be provided upstream of detention basins . The baffles shall be sized to limit the throat velocity to less than 0 . 5 feet per second at the 25 -year design flow . • A minimum of 34eet separation shall be maintained between the seasonal high groundwater level and the bottom of detention facilities and seepage beds . • A minimum 12 - inch thick layer of filter sand shall be provided at the bottom of detention facilities . • Design velocities in closed conduits shall not exceed eight ( 8 ) feet per second , with a minimum full flow velocity of two ( 2 ) feet per second . 3 . Design Calculations 3 . 1 Calculation Reporting Basin 7 and the corresponding structures , pipes , and seepage bed will be owned and maintained by ACHD . Per ACHD policy , design calculations for these facilities were done using ACHD ' s storm drainage calculations spreadsheet . These calculations can be found in Appendix A . Calculations for privately owned facilities are provided in appendices B and C . 3 . 2 Onsite Drainage Basins The project site is broken into nine ( 9 ) discrete drainage areas ( basins ) based on the proposed site grading and location of open space ( see Figure 2 ) . Basins 1 - 7 represent the area tributary to the corresponding seepage be . Basins 8 and 9 represent the area tributary to the corresponding dry - well that will be dug down to free - draining material and backfilled with free - draining material . The proposed seepage beds are sized using the Modified Rational Method as allowed by the Highway District . All seepage beds are sized for the 100 -year storm from their respective drainage basins since there is no opportunity to discharge offsite . A weighted runoff coefficient was calculated for each drainage area based on the land uses within each basin and the coefficients in ACHD policy manual section 8011 . 2 . 1 . Infiltration through the bottom of 2 the facilities was also accounted for based on the design infiltration rate calculated for each storage facility . The volumes of all privately - owned seepage beds were increased by 1S % to account for potential sedimentation . Table • rainage , Allowable Design Available - St Storage Area Runoff Discharge Storm otalStorage( CF ) Facility ` Coefficient SB - 1 1 . 15 0 . 75 _ 100 21898 21918 SB - 2 0 . 95 0 . 7 - 100 21153 21184 SB - 3 1 . 26 0 . 64 - 100 21567 21592 SB - 4 0 . 49 0 . 56 - 100 869 878 SB - 5 0 . 21 0 . 88 - 100 621 647 SB - 6 0 . 74 0 . 51 - 100 11201 11260 SB - 7 * * 0 . 70 0 . 94 - 100 21274 21358 * Volume increased by 15 % for private facilities . * *ACHD seepage bed. See calculations in Appendix A . 3 . 3 Pipe Conveyance System The underground storm drain conveyance system for each basin has been sized to convey the 25 -year storm peak flows . The Rational Method is used to estimate runoff : Q = CIA Where , Q = peak runoff in cubic feet per second ( cfs ) C = runoff coefficient I = rainfall intensity in inches per hour ( in / hr ) A = drainage area in acres Manning ' s Equation was used to calculate the pipe design velocity and corresponding capacity . Manning ' s Equation is described as . V = 1 . 486 ( R2/3 ) ( Sl/2 ) n Where , V = velocity in feet per second ( fps ) R = hydraulic radius in feet S = pipe slope in ft/ft n = coefficient of roughness ; 0. 009 PVC, 0. 024 CMP 3 Q = VA Where , Q = flow in cfs V = velocity in fps A = pipe cross sectional area in ft2 The pipe sizes and slopes were selected such that the pipe capacity was greater than the design flow in all cases , with a 12 " minimum pipe size . Refer to Appendix B for the peak flow and pipe capacity calculations . In all cases the pipe capacity is greater than the peak design flow . A pipe location map is provided in Figure 3 . 3 . 4 Sand & Grease Traps The project contains seven ( 7 ) Sand & Grease Traps ( SGT ) to provide pre -treatment prior to discharge to the Project storage facilities . The SGT' s were sized based on ACHD ' s design criteria to limit the throat velocity to 0 . 54ps for the design peak flow . The SGT sizing calculations are provided in Appendix B . The SGT' s were limited to standard 1 , 000 -gallon and 1 , 5Mgallon sizes . One 1 , 000 - gallon SGT is required upstream of each project seepage bed . 3 . 5 Inlets Inlet capacity was checked at all catch basin locations . All inlets have adequate capacity to accommodate storm flows from their respective subbasins . Inlet calculations for the 25 and 100 year storm events at ACHD - owned inlets are provided in Appendix A . 4 . Conclusion The proposed storm drain conveyance system and storage facilities have been designed to meet the requirements of the Ada County Highway District . These facilities will be constructed per the project construction drawings , the specifications of the Highway District, Idaho Standards for Public Works Construction , and project geotechnical report . 4 FIGURES THIS PAGE INTENTIONALLY LEFT BLANK I , 1 � r 0 0 I r — 77 N It to 1 + +t — A totN f i k Of o + , j Q - -- �' �- _Iret f . I - - f `^a Mr ' t � l To 0 _ In el. JIV r I It 1 IN re i ►. [M C - ° - t . Y_ p t r - a S _ \A I ! ! 7 dd Tow It at • _ - — — - - — -- — — . — — 1 — i — -TV ALT* dollar Mai W It ovktp qL— u (( THIS PAGE INTENTIONALLY LEFT BLANK INGLEWOOD SUBDIVISION PROPOSED BASIN MAP 0 30 60 120 180 UNPLATTED EG —� EG �— —� EG — �--- _ - - BASIN 9 SEEPAGE SEEPAGE ;- BED 2 , . BED 7 0 . 21 AC SEEPAGE BED 1 IF IF SEEPAGE YIF. 11 I I ip BED 4 G — 2: • ��. . BASIN 2 IF 0 . 95 AC SEEPAGE !:. BED 5 .�. BASIN 4 0 .49 AC Aq LI-I 0 z BASIN 5 Q 0 . 21AC � O = BASIN 1 z aFFIF w w 1 . 15 AC — _ IF BASIN 8 U) % ) I 0 . 24 AC L — BASIN 7 M 3 FAN 0 . 70 AC a € BASIN 3 IF IF 1 . 26 AC For FF �• _ , � '• � 1 a. — —, a ..F x EEO SEEPAGE 5 >I 0 BED 6 FFF - - r ,: Q IFIPF I— _ U o SEEPAGE _ ~ BASIN 6 a . > BED 3 444%, — _ I 0 . 74 AFol § — — IR t ' IR o \ s, . "7 .IF, 4. I _ _ , F EP o EP EPI LL � G _ W G - - - W G W W — g E VICTORY RD �2 � TwO ENGINEERS - 2471 S . TITANIUM PLACE aMERIDIAN , IDAHO 83642 v PHONE : (208) 323-2288 WWW.TO-ENGINEERS. COM E-FILE: 180364-0-WATERSHEDS.QNg DATE: 2/13!20 JOB: 180364 j B THIS PAGE INTENTIONALLY LEFT BLANK APPENDIX A ACHD CALCULATIONS THIS PAGE INTENTIONALLY LEFT BLANK 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 Inglewood Subdivision 2 Is area drainage basin map provided ? YES (map must be included with stormwater calculations) 3 Enter Design Storm ( 100-Year or 25-Year With 100-Year Flood Route) 100 4 Enter number of storage facilities ( 25 max) 1 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) Acres 030 Acres 0.70 6 Determine the Weighted Runoff Coefficient (C) 0 .94 C= [(C1xA1 )+( C2xA2 )+(CnxAn )]/A Weighted AvgJ 0#94 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 User Calculate min 10 Min. Estimated Runoff Coefficients for Various Surfac Type of Surface Runoff Coefficients "I 8 Determine the average rainfall intensity (i ) from IDF Curve based on Tc i 2458 in r Business Downtown areas 0.70-0 .95 n 9 Calculate the Post-Development peak discharge ( QPeak) `speak 130 cfs Urban neighborhoods o. s0-0 . 70 Residential Single Family 0. 35-0. 5o 10 Calculate total runoff vol (V) (for sizing primary storage ) V 21274 ft Multi-family 0. 60-035 V = CI (Tc=60)Ax3600 Residential ( rural ) 0, 25-oAO 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 030 Industrial and Commercial Enter Percentile Storm I ( 95th percentile = 0 . 60 in ) 95th 0 . 60 in Light areas 0080 Enter Runoff Reduction Vol ( 95th Percentile=0 . 60- in x Area x C) Vrr 11421 W Heavy areas 0, 90 12 Detention : Approved Discharge Rate to Surface Waters (if applicable ) cfs Parks, Cemeteries o. 10-0 . 25 Playgrounds 0. 20-0. 35 Railroad yard areas 0. 20-O.40 13 Volume Summary Unimproved areas 0. 10-0. 30 Surface Storage : Basin Streets Basin Foreba V 227 W Asphalt 0995 Y Concrete 0095 Primary Treatment/Storage Basin V 21047 W Brick 0,95 Subsurface Storage Roofs 0,95 Volume Without Sediment Factor ( See BMP 20 Tab ) V 2? 274 ft' Gravel 0.75 Fields : Sandy soil Soil Type Slope A B C D Flat : 0-2% 0,04 0607 0011 0. Average : 2-6% 0.09 0612 0 , 15 0. Steep : >6% OA3 0618 0 . 23 0. Adapted from ASCE L:\180364\40_Final Design\Storm Drain\180364-ACHD_SD_CALCS 2/ 13/2020, 3 :41 PM 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 Steps for Seepage Beds j 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 Inglewood Subdivision 2 Enter number of Seepage Beds (25 max) 1 3 Design Storm 100 4 Weighted Runoff Coefficient C �0 .94 Link to : LQrV QV TR55 Eq 5 Area A (Acres ) 0 . 70 acres 6 Approved discharge rate ( if applicable ) 0 $ 00 cfs 7 Is Seepage Bed in Common Lot? Yes V 21274 ft3 0% Sediment 8 Set Total Design Width of All Drain Rock W 7 . 0 ft 9 Set Total Design Depth of All Drain Rock D 8 . 0 ft Rock Only, Do Not Include Filter Sand Depth or Cover 10 Void Ratio of Drain Rock Voids 0 . 4 0 .4 for 1 . 5 "-2 " drain rock and 3/4" Chips 11 Design Infiltration Rate ( 8 in /hr max) Perc 6 , 20 in/hr 12 Size of WQ Perf Pipe ( Perf 180° ) Dia pipe 18 in 13 Size of Overflow Perf Pipe ( Perfs 3600 ), READ if Q100> 3 . 3 cfs in 14 Calculate Total Storage per Foot Spf 26 . 2 ft3/ft 15 Calculate Design Length L 87 90 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 90 ft 17 Variable Infiltration Window W SWW 7 . 0 ft 18 Time to Drain 6 . 3 hours 90% volume in 48 - hours minimum 19 Length of WQ & Overflow Perf Pipes 90 87 ft 20 Perf Pipe Checks . Qperf >= Qpeak; *_ where Qperf= CdxAxV( 2xgxH ) Optional Storage Chambers Note : This assumes chambers are organized in a rectangular layout . 1-StormTech, 1 Type of Chambers SC740 2 Volume to Store V 0 ft 3 3 Installed Chamber Width Cw 4 . 25 ft Installed Chamber Depth Cd 2 , 50 ft Installed Chamber Height Ch 7 . 12 ft 4 Chamber Void Factor 5 Chamber Storage Volume, Without Rock, Per Manuf 45 . 90 ft3/ Unit 6 Chamber Storage Volume, With Rock, Per Manuf 74 , 90 ft3/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ft 2 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90% volume in 48- hours minimum L:\180364\40_Final Design\Storm Drain\180364-ACHD_SD_CALCS 2/13/2020, 5 : 31 PM Version 10 . 0, May 2018 0 0 0 0 z z z z 00 0 o m Ui tl�: r%� 00 Ln Lrl Ln Ln V--1 Lr) r-A �v o o 0 0 0 0 0 m ri LO qzl- Ln r� G) Ol N O O O r—i lD w 00 00 • 0 0 • 0 O Ln LIl Ln Ln O O 0 O Ln L(l Ln Ln r- r-4 ri r4 n n n � O O O O O O • O O t'D w klo 1%.0 ri r-1 .-I r-I O O O O O O O O • N N N N O O O O O O O O 00 00 00 00 N N N N r-I r-I a-i r-i O O O O O O O O • Ln Ln Ln In m m m m 6 0 0 0 E £ 0 0 c o 4mJ . mmme � m > mammom v m > o Ln ❑ N v v ormml v a� m — O Lon o v a s 0 m O Ln C7 C7 v C7 l7 p� `y o O O o O O N m wommoff m > uwoollm u m MINNIE u v z u ❑ `J "N .--I N 2 a s c Q a — m m MEMOS m a 4,O u [1 U U Ln u U L N 41 w SE EMED Clow H H ACHD Quick Calcs for Pipe and Ditch Capacity 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 . ' Quick Calculations for Pipe & Ditch CapacityAmu User input in yellow cells . 1 Project Name Inglewood Subdivision pipe &A1 2 Pipes PIPE 1 Enter Flow Q= 0 . 61 cfs K12 DEPTH OF FLOW 2 Manning ' s n n = 0 . 010 Table on QV Tab 3 Slope S= 0 . 0040 ft/ft 4 Pipe Diameter D = 12 in 5 Uniform Flow Depth yn = 3 . 7 in � ^ 7 6 Normal Velocity V= 2095 ft/s 7 Critical Flow Depth yc 3 .90 In 7 5 4 -3 -2 41 1 2 3 4 5 7 8 Critical Velocity V= 2 . 76 ft/s -3 8 Full Flow Qf„u = 2 . 93 cfs 4 -5 9 Full Flow % 21% W moo 12" DIAMETER -7 0 . 01 MANNINGS FLOW 0 .61 CFS 0 . 004 FT/FT SLOPE 3 Ditches �0 1 Flow Rate Q = cfs 2 Manning' s n n = 3 Downstream Slope SL = ft/ft 4 Base Width b = ft 5 Side Slope ( 1-1 : 1 ) Sx H : 1 = 0 � DITCI 6 Uniform Flow Depth y„ = 0000 ft � WSE 7 Velocity V= 0 .00 ft/s FLOW 4 CFS 0 .005 T/FT SLOPE 0'0 . 0 4OP9 " G: 4 OrificeMeirs -5 -4 -3 -2 4 0 Slide On Orifice Cap, Hole High Elev. at Set Width Height >=311 Water Orifice Round Dia . Rectangle Rectangle Elev. Bottom Q Area A (ft) ( in ) ( in ) ( in ) 25 -year 50-year 100 -year High Width b Water 2-Sharp Crest Weir ( ft) Elev. (ft) Crotch Elev. (ft) h Q ti 0 .00 0 . 00P 0 . 0o0 e radians A 0 , 607 Ce 0 . 014 k L:\180364\40_Final Design\Storm Drain\180364-ACHD_SD_CALCS 2/14/2020, 10 :34AM Version 10 .0, May 2018 ACHD Quick Caics for Pipe and Ditch Capacity 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 . Quick Calculations for Pipe & Ditch Capacity User input in yellow cells. 1 Project Name Inglewood Subdivision pipe G-A2 2 Pipes PIPE 1 Enter Flow Q= 1 , 22 cfs 7 DEPTH OF FLOW 2 Manning' s n n = 0 .010 Table on QV Tab 100 5 3 Slope S= 0 , 0040 ft/ft 4 IIIIIIIIIIIh 4 Pipe Diameter D= 12 in 2 5 Uniform Flow Depth yn - 5 .4 In 6 Normal Velocity V= 3 , 57 ft/s 7 Critical Flow Depth yC = 5 , 59 in -7 rI 2 7 8 Critical Velocity V= 340 ft/s -3 8 Full Flow Qfull = 2 .93 cfs 4 9 Full Flow % 42% 5 12" DIAMETER 0 . 01 MANNINGS FLOW 1 . 22 CFS 0 .004 FT/FT SLOPE 3 Ditches 1 Flow Rate Q = cfs 2 Manning' s n n = 3 Downstream Slope Si = ft/ft 4 Base Width b = ft 5 Side Slope ( 1-1 : 1 ) Sx HA = � DITCF 6 Uniform Flow Depth Yn = 0 .00 ft — WSE 7 Velocity V= 0 .00 ft/s FLOW 4 CFS 0 . 00g0o T/FT SLOPE c04M�< JG. 4 OrificeMeirs -5 -4 -3 -2 -1 Slide On Orifice Cap, Hole High Elev, at Set Width Height >_ 311 Water Orifice Round Dia . Rectangle Rectangle Elev. Bottom Q Area A (ft) (in ) ( in ) ( in ) 25 -year 50 -year 100-year High Width b Water 2-Sharp Crest Weir (ft) Elev . (ft) Crotch Elev. (ft) h Q h 0 .00 0 .00 P 0 .000 8 radians Q 0 , 607 Ce 0 ,014 k L :\ 180364\40_Final Design\Storm Drain\180364-ACHD_SD_CALCS 2/14/2020, 10 : 34 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 . Steps for Sand/Grease Trap Velocity Calculation User input in yellow cells . 1 Project Name Inglewood Subdivision 2 Enter number of Sand /Grease Traps ( 25 max) 1 Number of Peak Flow Baffle Throat V ]fp ;V'elocity the Vault Size Spacing width Area (ft2 ) 0 S/G Traps Q- cfsinch inch 1000 G 1 1 . 22 20 48 6 . 67 Reference for Throat widths ( inch ) Boise ADS Vault Lar- ken WQU , 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 LA180364\40_Final Design\Storm Drain \ 180364-ACHD_SD_CALCS 2/ 13/2020, 149 PM Version 10 . 0, May 2018 APPENDIX B STORAGE FACILITY VOLUME CALCULATIONS THIS PAGE INTENTIONALLY LEFT BLANK O N O Y Y � s z Y 00 OR 0 N N _ C O_ Ol m i • �; J , N � V C O U O • � N cD O low C E . E Ln 00 O Ln � c-i O • O Ln II II II II � � r-I d' U U O O a) 0) a M F- F- G U C fB U o 0 0 . I !) to O1 L ) c-I N �• I • M _ � N M 00 cr) N , O V) en CU O O m Lop) > . 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M CND • M , N 00 M N i i O c-I U) L M v O O s two) � V) (a a U N U LOU T v MOZ3 c E Q) a, O r-I to O j Ln Ln N v • � QJ N N 00 N i i • a) N Ln LO M O -I O , O O O v a N o 0 .� o Q v � o Sol� CIO Ln o ul c OF 4wJ p E Q 0 V v O fl , W U O C o UiZ V CL o O m of �•- o O — •� O a ° kOD ' U Ln Ln = W E m CA H U I I L Seepage Bed 1 ; T� ® zraniln stuns Create New Storage Facility General Design Criteria Facility We Seepage Bed 1 Min . freeboard : 1 . 0 ft Detention / Retention : Retention Max drain time : 24 hrs Design storm : 100 year Water quality depth : 0 . 2 in Contributing subbasin ID : Basin 1 Water quality volume : 626 . 175 cf Tributary area : 1 . 15 acres Increase for sedimentation : 15 % Runoff coefficient : 0 . 75 Increase for carryover storm : Min . separation to groundwater : 3 ft Percolation Soil test ID . TP - 1 Measured perc rate . 18 . 5 in / hr Perc rate safety factor : 3 Design perc rate : 6 . 166666667 in / hr Groundwater elevation : 2665 . 4 ft Free - draining elevation : 2684 . 4 ft Percolation area : 912 sf Modified Rational Method runoff calculations Release Perc Net Duration • • - . . Time to ( min ) intensity ( in / hr ) Area ( acres ) ( cf s ) ( cfs ) ( cf S ) ( cfs ) ( cf ) Storage ( cf) Perc ( hr ) 10 2 . 58 1 . 15 2 . 23 0 . 0 0 . 13 2010 1260 1449 3 . 1 15 2018 1 . 15 1 . 88 0 . 0 0 . 13 1 . 75 1575 1811 3 . 9 20 1 . 81 1 . 15 1 . 56 0 . 0 0 . 13 1 . 43 1716 1973 4 . 2 30 1951 1 . 15 1 . 30 0 . 0 0 . 13 1 . 17 2106 2422 5 . 2 40 1915 1 . 15 0 . 99 0 . 0 0 . 13 0 . 86 2064 2374 5 . 1 50 1 . 00 1 . 15 0 . 86 0 . 0 0 . 13 0 . 73 2190 2519 5 . 4 60 0 . 96 1 . 15 0 . 83 040 0 . 13 0 . 70 2520 2898 6 . 2 120 0 . 54 1915 0 . 47 0 . 0 0 . 13 0 . 34 2448 2815 6 . 0 180 0 . 40 1 . 15 0 . 35 0 . 0 0 . 13 0 . 22 2376 2732 5 . 8 360 0 . 25 1 . 15 0 . 22 0 . 0 0 , 13 0 . 09 1944 2236 4 . 8 720 0 . 16 1 . 15 0 . 14 0 . 0 0 , 13 0 . 01 432 497 1 . 1 1440 0010 1 . 15 0 . 09 0 . 0 0 . 13 -0 . 04 -3456 -3974 -& 5 Storage Design Checks Total depth : 10 . 0 ft Freeboard : 2 . 0 ' provided, min . 1 . 0 ' req 'd OK Total storage : 2918 cf Drain time : 6. 2 hrs provided, max 24 hrs allowed OK Max 100 -year WSE : 2679 . 78 Groundwater separation : 6. 4 ' provided, min . 3 . 0 ' req 'd OK Freeboard : 2 . 0 ft First -flush : Volume retained : cf Percent retained : L : 180364 40 Final Design Storm Drain TO Stormwater Design 211412020 Seepage a e Bed 1 T- o wNo � N � � w ■ Seepage Bed Sizing Pond Sizing Length . 114 ft Top area : sf Width : 8 ft Bottom area . sf Depth . 8 ft Depth : ft Storage : 7296 cf Storage w 40% Voids . 2918 . 4 cf Stage storage table Contour Contour Area Incremental . Incremental Cumulative Stage . - . DescriptionROME 2671 . 78 912 0 40% 0 0 Bottom 2_679678 912 8 . 00 40% 2918 2918 WSEL 2681 . 78 0 10 . 00 0% 0 2918 Top L : 180364140 Final DesignIStorm Drain jTO Stormwater Design 211412020 Seepage Bed 2 �� Irmo � No � N � � w ■ Create New Storage Facility General Design Criteria Facility ID : Seepage Bed 2 Min . freeboard : 1 . 0 ft Detention / Retention , Retention Max drain time , 24 hrs Design storm : 100 year Water quality depth : 0 . 2 in Contributing subbasin ID : Basin 2 Water quality volume , 482 . 79 cf Tributary area : 0 . 95 acres Increase for sedimentation , 15 % Runoff coefficient : 0 . 70 Increase for carryover storm : Min . separation to groundwater : 3 ft Percolation Soil test ID , TP4 Measured perc rate : 18 . 5 in / hr Perc rate safety factor : 3 Design perc rate : 6 . 166666667 in / hr Groundwater elevation : 2665 . 4 ft Free - draining elevation : 2684 . 4 ft Percolation area : 840 sf Modified Rational Method runoff calculations Release • erc Net Duration • • - . . Time to ( min ) Intensity ( in / hr ) Area ( acres ) ( cfs ) ( cfs ) ( cf S ) ( cfs ) ( cf ) Storage ( cf ) Perc ( hr ) 10 2 . 58 0 . 95 1 . 72 0 . 0 0 , 12 1 . 60 960 1104 2 . 6 15 2 , 18 0 . 95 1 . 45 0 . 0 0 , 12 1 . 33 1197 1377 3 . 2 20 1 . 81 0495 1 . 20 060 0 . 12 1908 1296 1490 3 . 4 30 1 . 51 0 . 95 1 . 00 0 . 0 0 , 12 0 . 88 1584 1822 4 . 2 40 1 . 15 0 . 95 0 . 76 0 . 0 0 , 12 0 . 64 1536 1766 4 . 1 50 1 . 00 0 . 95 0 , 67 0 . 0 0 , 12 0 . 55 1650 1898 4 . 4 60 0 , 96 0 , 95 0 , 64 0 . 0 0 . 12 0 . 52 1872 2153 5 , 0 120 0 , 54 0 . 95 0 . 36 0 . 0 0 . 12 0 . 24 1728 1987 4 , 6 180 0 , 40 035 0 . 27 0 . 0 0 . 12 0 . 15 1620 1863 4 . 3 360 0 . 25 0 . 95 0 , 17 0 . 0 0 , 12 0 . 05 1080 1242 2 . 9 720 0 . 16 0 . 95 0 . 11 0 . 0 0 . 12 -0001 -432 -497 41 1440 0 . 10 0 , 95 0 . 07 0 . 0 0912 -0 . 05 4320 4968 41 . 5 Storage Design Checks Total depth : 8 . 5 ft Freeboard : 2 . 0 ' provided, min . 1 . 0 ' req 'd OK Total storage : 2184 cf Drain time : 5 . 0 hrs provided, max 24 hrs allowed OK Max 100 -year WSE , 2680 , 16 Groundwater separation : 8. 3 ' provided, min . 3 . 0 ' req 'd OK Freeboard : 2 . 0 ft First-flush : Volume retained : cf Percent retained , L : 180364140 FinalDesign Storm Drain lOStormwaterDesign 211412020 Seepage a e Bed 2 T o � � s � N « w ■ Seepage Bed Sizing Pond Sizing Length : 105 ft Top area : sf Width : 8 ft Bottom area : sf Depth : 6 . 5 ft Depth : ft Storage : 5460 cf Storage w 40 % Voids : 2184 cf Stage storage table Contour Contour Area Incremental . Incremental Cumulative Stage . - . Description267166 840 0 40% 0 0 Bottom 2680 , 16 840 6 . 50 40% 2184 2184 WSEL NAPPANEE 2682016 0 8 . 50 0 % 0 2184 Top L : 180364 40 Fina ! Design Storm Drain TO Stormwater Design 211412020 Seepage Bed 3 T�lo zNsi n mores Create New Storage Facility General Design Criteria Facility ID : Seepage Bed 3 Min . freeboard : 1 . 0 ft Detention / Retention : Retention Max drain time : 24 hrs Design storm : 100 year Water quality depth : 0 . 2 in Contributing subbasin ID : Basin 3 Water quality volume : 585 . 4464 cf Tributary area : 1 . 26 acres Increase for sedimentation . 15 % Runoff coefficient : 0 . 64 Increase for carryover storm : Min , separation to groundwater : 3 ft Percolation Soil test I D : TPA Measured perc rate : 18 . 5 in / hr Perc rate safety factor : 3 Design perc rate : 6 . 166666667 in / hr Groundwater elevation : 2665 . 4 ft Free - draining elevation : 2684 . 4 ft Percolation area : 1080 sf Modified Rational Method runoff calculations Release Perc Net Duration Q= CIA Flowrate Flowrate Flowrate Runoff Vol . Total Reqd Time to ( min ) Intensity ( in / hr ) Area ( acres ) ( cf s ) ( cfs ) ( cfs ) ( cf S ) ( cf ) Storage ( cf ) Perc ( hr ) 10 2 . 58 1926 2 . 08 0 . 0 0 . 15 1 . 93 1158 1332 2 . 5 15 2 . 18 1 . 26 1 . 76 0 . 0 0 . 15 1 . 61 1449 1666 3 . 1 20 1 . 81 1 . 26 1 . 46 0 . 0 0 . 15 1931 1572 1808 3 . 3 30 1 . 51 1 . 26 1 . 22 0 . 0 0 . 15 1 . 07 1926 2215 4 . 1 40 1 . 15 1 . 26 0 . 93 0 . 0 0 . 15 _0 . 78 1872_ 2153 4 . 0 50 1 . 00 1 . 26 0 . 81 0 . 0 0 . 15 0 . 66 _ 1980 2277 4 . 2 60 0 . 96 1 . 26 0 . 77 0 . 0 0 . 15 0 . 62 2232 2567 4. 8 120 0454 1 . 26 0 . 44 0 . 0 0 . 15 0 . 29 2088 2401 4A 180 0 . 40 1 . 26 0 . 32 0 . 0 0 . 15 0 . 17 1836 2111 3 . 9 360 0 . 25 1 . 26 0 . 20 0 . 0 0 . 15 0 . 05 1080 1242 2 . 3 720 0 . 16 1 . 26 0 . 13 0 . 0 0 . 15 -0 . 02 -864 -994 - L8 1440 0 . 10 1 . 26 0 . 08 0 . 0 0 . 15 407 - 6048 - 6955 42 . 9 Storage Design Checks Total depth : 8 . 0 ft Freeboard : 2 . 0 ' provided, min . 1 . 0 ' req 'd OK Total storage : 2592 cf Drain time : 4 . 8 hrs provided, max 24 hrs allowed OK Max 100 -year WSE : 2683690 Groundwater separation : 12 . 5 ' provided, min . 3 . 0 ' req 'd OK Freeboard : 2 . 0 ft First-flush : Volume retained . cf Percent retained : Lo 180364k40 Final DesignkStorm Drain TO Stormwater Design 211412020 Seepage a e Bed 3 T o � No � N � � w ■ Seepage Bed Sizing Pond Sizing Length : 72 ft Top area : sf Width : 15 ft Bottom area : sf Depth : 6 ft Depth : ft Storage : 6480 cf Storage w 40 % Voids : 2592 cf Stage storage table Contour Contour Area Incremental . Incremental Cumulative Stage . - . Description2677 . 90 1080 0 40% _ 0 0 Bottom 268190 1080 6900 40 % 2592 2592 WSEL 2685490 1080 8400 0% 0 2592 Top L : 180364k40 Final DesignkStorm Drain TO Stormwater Design 211412020 Seepage Bed 4 _ 9 T� O KNOINKIMIIl1 ® Create New Storage Facility General Design Criteria Facility ID : Seepage Bed 4 Min . freeboard : 1 . 0 ft Detention / Retention : Retention Max drain time . 24 hrs Design storm , 100 year Water quality depth : 0 . 2 in Contributing subbasin ID , Basin 4 Water quality volume , 199 . 2144 cf Tributary area : 0 . 49 acres Increase for sedimentation , 15 % Runoff coefficient . 0 . 56 Increase for carryover storm : Min . separation to groundwater , 3 ft Percolation Soil test ID , TPA Measured perc rate : 18 . 5 in / hr Perc rate safety factor : 3 Design perc rate : 6 . 166666667 in / hr Groundwater elevation , 2665 . 4 ft Free - draining elevation . 2684 . 4 ft Percolation area . 366 sf Modified Rational Method runoff calculations Release Perc Net Duration Q= CIA Flowrate Flowrate Flowrate Runoff Vol . Total Req ' d Time to ( m 1 n ) Intensity ( In / hr ) Area ( acres ) ( cf s ) ( cfs ) ( Cfs ) ( Cfs ) ( Cf) Storage ( cf ) Perc ( hr ) 10 2 . 58 0 , 49 0 . 71 0 . 0 0 . 05 0 , 66 396 455 2 . 5 15 2 . 18 0 . 49 0 . 60 0 . 0 0 . 05 0 . 55 495 569 3 , 2 20 1 . 81 0 . 49 0 . 50 0 . 0 0 . 05 0 . 45 540 621 3 . 5 WOMEN 30 1 . 51 0 . 49 0 , 41 0 . 0 0 . 05 0 . 36 648 745 4 . 1 40 1 . 15 0 . 49 0 . 32 0 . 0 0 . 05 0 . 27 648 745 4 . 1 50 1 . 00 0 . 49 0 . 27 0 . 0 0 . 05 0 . 22 660 759 4 . 2 60 0 , 96 0 . 49 0 , 26 060 0 , 05 0 . 21 756 869 4 , 8 120 0 . 54 0 . 49 0 . 15 0 . 0 0005 0 . 10 720 828 4 . 6 180 0 . 40 0 . 49 0 . 11 0 . 0 0 . 05 0 . 06 648 745 4 . 1 360 0 . 25 0 . 49 0 , 07 0 . 0 0 . 05 0 . 02 432 497 2 . 8 720 0 . 16 0 , 49 0 , 04 0 . 0 0 . 05 -0001 -432 497 -18 1440 0 . 10 0 . 49 0 . 03 0 . 0 0 . 05 -0 . 02 A728 4987 41 . 0 Storage Design Checks Total depth . 7 . 5 ft Freeboard : 1 . 5 ' provided, min . 1 . 0 ' req 'd OK Total storage : 878 cf Drain time : 4 . 8 hrs provided, max 24 hrs allowed OK Max 100 -year WSE : 2682 . 58 Groundwater separation : 11 . 2 ' provided, min . 3 . 0 ' req 'd OK Freeboard : 1 . 5 ft First-flush : Volume retained , cf Percent retained , L : 180364 40 Final Design Storm DrainkTO Stormwater Design 211412020 Seepage a e Bed 4 •, Two WN011M « w ■ Seepage Bed Sizing Pond Sizing Length : 30 . 5 ft Top area : sf Width : 12 ft Bottom area : sf Depth : 6 ft Depth : ft Storage : 2196 cf Storage w 40 % Voids : 878 . 4 cf Stage storage table Contour Contour Area Incremental . Incremental Cumulative Stage . - . Description2676 . 58 366 0 40% 0 0 Bottom 2682958 _ 366 6 . 00 40% 878 878 WSEL 2684 . 08 13176 7 . 50 0% 0 878 Top L : 180364 40 Final Design Storm Drain TO Stormwater Design 211412020 Seepage Bed 5 1�1 'roo KNOINNERE Create New Storage Facility General Design n (Criteria Facility ID : Seepage Bed 5 Min . freeboard : 1 . 0 ft Detention / Retention : Retention Max drain time : 24 hrs Design storm . 100 year Water quality depth : 0 . 2 in Contributing subbasin ID : Basin S Water quality volume . 134 . 1648 cf Tributary area : 0 . 21 acres Increase for sedimentation : 15 % Runoff coefficient : 0 . 88 Increase for carryover storm : Min . separation to groundwater . 3 ft Percolation Soil test ID : TP - 1 Measured perc rate . 18 . 5 in / hr Perc rate safety factor . 3 Design perc rate . 64166666667 in / hr Groundwater elevation : 2665 . 4 ft Free - draining elevation : 2684 . 4 ft Percolation area : 231 sf Modified Rational Method runoff calculations StorageRelease Perc Net Duration Q= CIA Flowrate Flowrate Flowrate Runoff Vol . Total Req ' d Time to ( min ) Intensity ( in / hr ) Area ( acres ) ( cf s ) ( cf S ) ( cf S ) ( cf S ) ( cf ) • 10 2 . 58 0 . 21 0 . 48 0 . 0 0 . 03 0 . 45 270 311 2 . 9 15 2 . 18 0 . 21 0 . 40 0 . 0 0 , 03 0 . 37 333 383 3 * 5 20 1 . 81 0 . 21 0 . 33 0 . 0 0 . 03 0 . 30 360 414 3 . 8 30 1 . 51 0 . 21 0 . 28 0 . 0 0 . 03 0 . 25 450 518 4 . 8 40 1 . 15 0 . 21 0 . 21 0 . 0 0 . 03 0 . 18 432 497 4 . 6 50 1 . 00 0 . 21 0 . 18 000 0 . 03 0 . 15 450 518 4 . 8 60 0 . 96 0 . 21 0 . 18 0 * 0 0 . 03 0 . 15 540 621 5 . 8 120 0 . 54 0 . 21 0 . 10 0 . 0 0 . 03 0 , 07 504 580 5 . 4 180 0 . 40 0 . 21 0 . 07 0 . 0 0 . 03 0 . 04 432 497 4 * 6 360 0 . 25 0 . 21 0 . 05 0 . 0 0 . 03 0 . 02 432 497 4 . 6 720 0 . 16 0 . 21 0 . 03 0 . 0 0 . 03 0 . 00 0 0 0 . 0 1440 0 . 10 0 . 21 0 . 02 0 . 0 0 . 03 -0 . 01 -864 -994 -9 . 2 Storage Design Checks Total depth : 9 . 0 ft Freeboard : 2 . 0 ' provided, min . 1 . 0 ' req 'd OK Total storage . 647 cf Drain time : 5. 8 hrs provided, max 24 hrs allowed OK Max 100 -year WSE : 2682 . 46 Groundwater separation : 10. 1 ' provided, min . 3 . 0 ' req 'd OK Freeboard : 2 . 0 ft First=flush : Volume retained : cf Percent retained : L : 180364 40 Final DesignkStorm Drain TO Stormwater Design 211412020 Seepage a e Bed 5 T- o ■ N ■ � N ■ ■ w ■ Seepage Bed Sizing Pond Sizing Length . 21 ft Top area : sf Width : 11 ft Bottom area : sf Depth : 7 ft Depth : ft Storage : 1617 cf Storage w 40% Voids . 646 . 8 cf Stage storage table Contour Contour Area Incremental . . Incremental Cumulative Stage D • . Description2675 . 46 231 0 40% 0 0 Bottom 2682 . 46 231 7 . 00 40% 647 647 WSEL 2684646 231 9 . 00 0% 0 647 Top spasL : 180364 40 Final Design Storm Drain TO Stormwater Design 211412020 Seepage Bed 6 I.LA 'r� o sln� ® � n� stw ■ Create New Storage Facility General Design Criteria Facility ID : Seepage Bed 6 Min . freeboard : 1 . 0 ft Detention / Retention . Retention Max drain time : 24 hrs Design storm : 100 year Water quality depth . 0 . 2 in Contributing subbasin ID : Basin 6 Water quality volume . 273 , 9924 cf Tributary area : 0 . 74 acres Increase for sedimentation : 15 % Runoff coefficient : 0 . 51 Increase for carryover storm : Min . separation to groundwater . 3 ft Percolation Soil test ID : TPA Measured perc rate : 18 . 5 in / hr Perc rate safety factor . 3 Design perc rate : 6 . 166666667 in / hr Groundwater elevation . 2665 , 4 ft Free - draining elevation : 2684 . 4 ft Percolation area : 525 sf Modified Rational Method runoff calculations Duration Release Perc Net ( min ) Intensity ( in / hr ) Area ( acres ) ( cf s ) ( cfs ) ( cfs ) ( cfs ) ( cf ) Storage ( cf ) Perc ( hr ) MENNEN 10 2 . 58 0 . 74 0 . 97 0 . 0 0 . 07 0 . 90 540 621 2 . 5 NEEMOM 15 2 . 18 0 . 74 0 , 82 080 0 . 07 0 . 75 675 776 3 . 1 MEMENI 20 1 . 81 0 . 74 0 . 68 0 . 0 0 . 07 0 . 61 732 842 3 . 3 Nowdom 30 1 . 51 0 . 74 0 . 57 0 . 0 0 . 07 0 . 50 900 1035 4 . 1 40 1 . 15 0 . 74 0 . 43 0 . 0 OX 0 . 36 864 994 3 . 9 MWENVE 50 1 . 00 0 . 74 038 0 . 0 0 . 07 0 . 31 930 1070 4 . 2 REMENE 60 036 0 . 74 0 . 36 0 . 0 0 . 07 0 . 29 1044 1201 4 . 8 120 0 . 54 0 . 74 0 . 20 0 . 0 0 . 07 0 . 13 936 1076 4 . 3 MENNEN 180 0 . 40 034 0 . 15 0 . 0 0 . 07 0 . 08 864 994 3 . 9 MENNEN 360 0 . 25 0 . 74 0 . 09 0 . 0 0 , 07 0 . 02 432 497 2 , 0 720 0 . 16 0 . 74 0 . 06 0 . 0 0 , 07 -0 . 01 432 497 s=10 1440 0 . 10 0 . 74 0 . 04 0 , 0 0 . 07 403 -2592 - 2981 - 1MENNEN 1 . 8 Storage Design Checks Total depth : 7 . 5 ft Freeboard : 1 . 5 ' provided, min . 1 . 0 ' req 'd OK Total storage : 1260 cf Drain time : 4 . 8 hrs provided, max 24 hrs allowed OK Max 100-year WSE : 2684020 Groundwater separation : 12 . 8 ' provided, min . 3 . 0 ' req 'd OK Freeboard : 1 . 5 ft First-flush : Volume retained . cf Percent retained . L : 180364 40 Final Design Storm Drain TO Stormwater Design 211412020 Seepage a e Bed 6 TWO EMMINNERE Seepage Bed Sizing Pond Sizing Length : 35 ft Top area : sf Width : 15 ft Bottom area : sf Depth : 6 ft Depth : ft Storage : 3150 cf Storage w 40% Voids : 1260 cf Stage storage table Contour Contour Area Incremental . . Incremental Cumulative Stage Elev . (ft ) ( SF ) Depth ( ft ) Ratio Vol . ( CF ) Vol . ( CF ) Description 2678020 525 0 40% 0 0 Bottom 268410 525 6 . 00 40% 1260 1260 WSEL 268530 525 7 . 50 0% 0 1260 Top L : 180364 40 Final Design Storm Drain TO Stormwater Design 211412020 Seepage Bed 7 1-- UrD � r� o � NOINt � w ■ Create New Storage Facility General Design Criteria Facility ID : Seepage Bed 7 Min . freeboard : 1 . 0 ft Detention / Retention : Retention Max drain time . 24 hrs Design storm : 100 year Water quality depth . 0 . 2 in Contributing subbasin ID : Basin 7 Water quality volume : 477 , 708 cf Tributary area : 0 . 70 acres Increase for sedimentation : 0 % Runoff coefficient , 0 . 94 Increase for carryover storm : 0% Min . separation to groundwater . 3 ft Percolation Soil test ID : TP - 1 Measured perc rate : 18 . 5 in / hr Perc rate safety factor : 3 Design perc rate : 6 , 166666667 in / hr Groundwater elevation . 2665 . 4 ft Free - draining elevation , 2684 . 4 ft Percolation area . 630 sf Modified Rational Method runoff calculations Duration Release Perc Net ( min ) Intensity ( in / hr ) Area ( acres ) ( cf s ) ( cfs ) ( cfs ) ( cfs ) ( cf ) Storage ( cf ) Perc ( hr ) 10 2 . 58 030 1 . 70 0 . 0 0009 1 . 61 966 966 3 , 0 MENNEN 15 2 , 18 0 . 70 1 . 43 060 0 . 09 1434 1206 1206 3 . 7 MENNEN 20 1 , 81 0 . 70 1919 0 . 0 0 . 09 1 . 10 1320 1320 4 . 1 30 1 , 51 030 0099 0 . 0 0 . 09 0490 1620 1620 5 , 0 40 1915 0 . 70 0 . 76 0 . 0 0909 0 . 67 1608 1608 500 50 1800 0 . 70 0 , 66 0 . 0 0 . 09 0 , 57 1710 1710 5 , 3 60 0 , 96 0 . 70 0 . 63 060 0009 0 . 54 _1944_ 1944 6 . 0 120 0 . 54 0 , 70 036 000 0 . 09 0 , 27 1944 1944 6 . 0 180 0640 0 , 70 0 , 26 080 0 . 09 0 . 17 1836 1836 5 . 7 360 0 . 25 0 , 70 0 , 16 000 0 . 09 0 , 07 1512 1512 43 720 0 . 16 0 . 70 0611 0 . 0 0809 0 , 02 864 864 247 1440 0 , 10 0 , 70 0 , 07 0 . 0 0 . 09 -0 , 02 4728 4728 -5 . 3 Storage Design Checks Total depth : ft Freeboard : Total storage : 2016 cf Drain time : 6. 0 hrs provided, max 24 hrs allowed OK Max 100-year WSE : 2684900 Groundwater separation : 10. 6 ' provided, min . 3 . 0 ' req 'd OK Freeboard : ft First-flush : Volume retained : cf Percent retained . L : 180364 40 Final Design Storm Drain TO Stormwater Design . xlsm 211912020 Seepage a e Bed 7 TWO RNMINNERE Seepage Bed Sizing Pond Sizing Length : 90 ft Top area : 840 sf Width : 7 ft Bottom area : 840 sf Depth : 8 ft Depth : ft Storage : 5040 cf Storage w 40 % Voids : 2016 cf Stage storage table Contour Contour Area Incremental . Incremental Cumulative Stage . - . Description2676 . 00 630 0 40% 0 0 Bottom 2684 * 00 630 8 . 00 40% 2016 2016 WSEL L : 180364140 Final Design Storm Drain TO Stormwater Design . xlsm 211912020 ■ o o Y Y z s z Y d Ln � rmi 00 0 LO (ZLDL; fi%oWt4ofMw N N N N N ( � I d Ln N lD 00 Ln r� 0) 00 O lD Ln Ln Ln CD lD lD w w w N N N N N O O Ln Ln O lD to P%% I� 0O O O O O O ' Ln Ln Ln Ln Ln N N N N N • in m 0rmi • O O O O O o Ln m (N N e-i L e-I c-i V -i c-i rm I a j 3 � E 0 o '4� c ' d Ln N w o0 C O N d' m Ln a 0) 00 00 00 00 ' w to LD lD lD N (N N N N O O ' ) H G a O (A (A CA H F� Fa F� F� c V O � 4 a C r1 N M OIT ill H � FM w H Oo APPENDIX C CONVEYANCE PIPE AND SAND & GREASE TRAP CALCULATIONS THIS PAGE INTENTIONALLY LEFT BLANK Junctions MrCj0 EMMI EENO Summary of junction structures Tributary • • - Total JunctionArea Subbasin Inflow Inflow Inflow Outflow TopElev . • - • CB-08 Inlet 1920 10000 1 , 60 2 . 32 2681 . 07 SGT4 Sand_ and Grease Trap 1 . 20 2 . 32 2 . 32 2681 . 75 CBM09 Inlet 1 . 00 10 . 00 1 . 23 1 . 81 2684465 C1340 Inlet 1 . 00 1 . 81 1 . 79 2685 . 12 SGT4 Sand and Grease Trap 1 . 00 139 1977 2682 . 92 CB•O7 Inlet 1 . 30 10 . 00 1 . 49 2 . 15 2686960 SGT-3 Sand and Grease Trap 1 . 30 2015 2 . 12 2686431 M01 Inlet 0 . 50 0 . 72 032 2683 . 56 CBm02 Inlet 0 . 50 10 . 00 0 . 51 0 . 72 2683 . 56 SGTA Sand and Grease Trap 0 . 50 0 . 72 0 . 72 2684 . 17 M03 Inlet 0 . 20 _2_684 . 36 M04 Inlet _ 0 . 20 10 . 00 0 . 34 0 . 45 2684 . 18 SGT-5 Sand and Grease Trap 0 . 20 0 . 45 2684 * 46 CB-05 Inlet 0 . 70 0 . 92 0 . 92 2685 . 93 CBm06 Inlet 0 . 70 10 . 00 0 . 70 0 . 92 2685 . 92 SGT-6 Sand and Grease Trap 0 . 70 0 . 92 0 . 92 2686646 CB -Al Inlet 0 . 70 1 . 70 L69 2682 . 64 MA2 Inlet 0 . 70 10 . 00 1 . 22 130 2682964 SGT-A7 Sand and Grease Trap 0 . 70 1 . 69 2682 . 92 P i L : 180364 40 Final Design kStorm Drain kTO Storm water Design 211412020 ■ N Y f� Ql Ln 00 O 00 ri N N I *� M m Y � � ri ri N Ln N Ln N M N m d • N N N N N m N m N N N N S O I *� O m m 0 00 0 tO w 0 00 N O O I� 0 0 m Z O ri 0 I� m O Ln O t0 m O tO m O O I *� O O N Y N M N N N N N N N M N N M (N N N N (N N O 00 00 m I�% t *� m m tD m m N ct 'd' d m m ri m m m Ln m I4� m rI I� m m ri i *� m m N 0 tD d m ri 1�ft I� ri a) a) m N O O1 Cl) N ri ri ri ry O Ol Ol 0) • I� I *� 00 I*� I� 00 00 00 t\ n 00 00 00 00 00 00 t\ � t\ tD tD tD tD tO tD tD tO tD tO tO tD t0 tD tO w tD tD tD N N N N N N N N N N N N N N N N N N N O ) I %� W M M i� O M to O M N Ln Zt W W M d 4C* M O Ln w m M tD i� Ln m ri m N Ln m ri w tD w ri 00 I� r-I r-I m m N O m m N N ri H C-i O m m m I� I� 00 00 I� 00 00 00 1 *� I *� 00 00 00 00 00 00 I� � t\ tD tD tD t0 w tD tO t0 tO l0 tD tD tD tD tD tD tD tD tD N N N N N N N N N N N CV N N N N N N N ri O N m ri Ln W Ln Ln ri ~ • (D co 0 (D m (D co ( (D (D c0 � • Ln U N Ln U to U Ln N v) U N ' 00 ri Ol O N I*� m N r-I 'c' w m tO m lzt Ln N % i t\ • O L ' O ri ' O ' o O ' o o L' o O ' Q Q Q 1 f- I � 1 � I 1 � I I r- 1 1 1 I CO (g m CO U CO L7 CO CO (D CO CO (7 m CO (g CO m U cn U U to U v) U U to U U N U U v) U U 0 qzr O Cr w 0I;t 0 tD 0 o tO 0 O W O O d' q* O ri 0 r r-I m O Ha 00 0 0 00 0 0 00 0 0 ri -I 0 . . �t 0 d tO OV:t O m 00 0 m w 0 m o0 0 Rt %:t O • H to Lr) to to ti O U) ^ N N f� U) rn 1p ri ey N rl O U) Ln - O 0 0 O 0 0 O Q O 0 0 • o N N r1 531 ^ U) N N N N N N N U) O Ol M CO 00 a1 Cr 1� tD N 0 0 0 0 0 0 O �i H 00 O N 5 Ln OLX) U) O Ln O O 00 O O 00 O O 00 O U) U) Cl 'L N O N �`i O N O tD N O 1p N O to N O N N O M O ni Ln O M 0 cF to O rF tp O to O M M O Ln m O O O d d tD W tD r-i ri ri M M M d Ch d II II II I� I� I� I %� t0 0 m N m m Ln m 00 00 00 m m m . . • 0 0 0 O O O O O O o 0 0 0 0 0 O O O O L � i O m O M N O I *� O n N O I\ H O O M cu N0 0 o M I� 0 'ch 0 0 ri O O ri 0 0 O N v 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 X 4 ri i r-I r r-I ri i r ri ri Hri i r r-I ri O ri c-I TMI 'II fcc0 C G N N O O O M M Ln Ln m 1�% I� I� N N N I� I� t\ r1 ri ri r-I TMI TMI ri 0 0 0 0 0 0 0 0 0 0 0 0 Ln Ln Q N roi tD rm-I tD a Ln ri ri Ln ct lD 0 00 Lq 0 N N H rmf 00 Ln ri V-i 00 N N d N ON � � N Ln rr-4 O r-I r-I L ice+ 0 0 0 O 0 O o o rn 0 O rn 0 o rn 0 0 o O o q;* 0d• o0I; ro00O� r000lqro00 0qttKt0 3 • 0 0 0 ri 0 0 0 o ri 0 0 ri O O rM4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o a o 0 0 0 0 o L 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O o 0 O 0 0 0 0 0 0 0 o O 0 0 0 0 0 0 0 0 0 O 0 O O O O 0 O o 0 — VA ' ri ri r-I ri rmq rl ri ri ri ri ri ri ri ri ri TMA H ri ri C `a L 00 o Ln O o � 0 " rn rn rn rn rn rn rn rn rn rn rn rn rn rn rn rn rn rn rn L 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 = o 0 0 0 O O 0 0 0 0 0 0 0 0 0 o O O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ln ft 15 a) u u u u u u u u u u u u u u u u u u u 0 ca n u u u ' > > > > > > > > > > > > > > > > > > > 'a L 0) d am am Om a. a. O_ a. a o_ O_ d a m D_ a. an a d a) .r u 4mJQ Q a N N N N N N N N N N N N N N CV N N N 00 LM U 0 0 d H r1 ri ri ri r1 ri ri ri H e1 ri ri ri .-i ri %-I ri ri V O 0 V) u Vf = x A , ro Wx p�'j r-1 N r•I N M ei N r'I N M ri N M ri N M Vol Q Q Mp i I • • C • Q Q m m m 0 0 0 0 0 rl rL LL. W W W Sand & Grease Traps Two ■ Ns � N ■ ■ w ■ Design Criteria Max throat velocity = 0 . 5 ft/s Min . baffle spacing = 20 in Sand and grease trap calculations BaffleWidth BaffleSpacing ThroatArea • ThroatVelocity SGT ID • of SGT- 1 1 1000 51 20 7 . 1 2 . 3 0 . 32 SGT-2 1 1000 51 20 7 . 1 1 . 8 0 . 25 SGT=3 1 1000 51 20 7 . 1 2 . 2 0 . 31 SGT4 _ 1 1000 51 20 7 . 1 0 . 7 0 . 10 SGT-S 1 1000 51 20 7 . 1 0 . 5 0 . 07 SGT=6 1 1000 51 20 7 , 1 0 . 9 0 . 13 SGT.A7 1 1000 51 20 7 . 1 1 . 7 0 . 24Y L : 180364 40 Final Design Storm Drain TO Stormwater Design 211412020 THIS PAGE INTENTIONALLY LEFT BLANK APPENDIX D PROJECT GEOTECHNICAL REPORT EXCERPTS THIS PAGE INTENTIONALLY LEFT BLANK GEOTECHNICAL EVALUATION FOR "VICTORY AND EAGLE " AN 8 . 8 + ACRE MIXED - USE DEVELOPMENT — LOCATED ON THE NORTHEAST CORNER OF EAST VICTORY ROAD AND SOUTH EAGLE ROAD MERIDIAN , IDAHO June 7 , 2018 GTI - Project No . 1955 - 03 Prepared For . MOUNTAIN VIEW , LLC . 197 W. 4860 South Salt Lake City , Utah 84107 GeoTek, Inc . k I i � • r 'v� �� }}}}.It apt J0 am Ai III 111P j t • � � , ( #• N� I 1 v `•y � f , s . 1 . tit irk r , + aA ,t �.. YIN it I Pr r' .r = , e raitar- _ `�t,,� I'mit • • r 04 I I a , d0 1'v Ld _ '�/ 00 a al W i J t J A a .46 at, '� 1 . +ice.. .N 7L 1 • � i am •, ��l - e , , 1( r � ✓�rf.� ��ypVa . l• . f v S4 mA '�� _ y _ st - rY' A . 9 .K_ s i / • , : L_ .J . � it i Z � :k �' T a 4 .00 tip t l"a$ k 4 a 3 d e ' f N a 3 t , N �' ' Late t � i la t ,v I i ` 1 « It For 10 f r _ M _ ^ � 1 _ , alto 0 to aAda 0 at . �f•�li�d, A , /. ^t ate. �riii'sw ' - i . .� �i�.." } r, - - _- - � 6 .-Jii.ia .S AI E . Victory Rd . . - - — - _ r - - i t ac ■�■■■�■1r ■■ ■r■rJC a I = _ APPROXIMATETEST PIT LOCATIONS N� Source : Google Earth 2018 , GeoTelc Field Observations , 2018 . Not to Scale FIGURE 2 SITE EXPLORATION PLAN Victory and Eagle O=OF*"_ 4 W NEC of E . Victory Rd . and S . Eagle Rd . G E 0 T E K Meridian , Idaho GEOTECHNICAL ENVIRONMENTAL MATERIALS Prepared for : Mountain View, LLC . Project No , : Report Date : Drawn By : 320 E . Corporate Dr, Suite 300 , Meridian , ID 83642 1955 - ID3 June 2018 LJL (208 ) 888 =7010 ( phone) / (208 ) 888-7924 ( FAX) UNIFIED SOIL CLASSIFICATION SYSTEM ASTM D 2487 Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests" Soil Classification Group Symbol Group Name" Gravels Clean Gravels Cu >_ 4 and 1 < Cc <_ 3, GW Well-graded gravel ° More than 50 % of coarse Less than 5% finesE Cu < 4 and/or 1 > Cc > 3° GP Poorly graded gravel ° fraction retained on No . 4 sieve Gravels with Fines Fines classify as ML or MH GM Silty gravelDiF•G More than 12 % finesE Fines classify as CL or CH GC Clayey ravel",F,G Coarse- Grained Soils fY Y Y g More than 50 % retained Sands Clean Sands Cu >_ 6 and 1 <_ Cc <_ 3c SW Well - graded sand " on No . 200 sieve 50 % or more of coarse Less than 5% fines ' fraction passes Cu < 6 and/or 1 > Cc > 3° SIP Poorly graded sand" No . 4 sieve Sands with Fines Fines classify as ML or MH SM Silty sandF•Gj" More than 12 % fines' Fines Classify as CL or CH Sc Clayey sandF•G•" Silts and Clays inorganic PI > 7 and plots on or above "A" line' CL Lean clayK,l,M Liquid limit less than 50 PI < 4 or plots below "A" line' ML SiltK,L,M organic (Liquid limit not dried ) < 0 . 75- oven dried )/( Liquid limit - OL Organic clayK,L,M," Fine-Grained Soils Organic siltK,L,M,o 50 % or more passes Silts and Clays inorganic PI plots on or above "A" line CH Fat clayK•L•M No . 200 sieve Liquid limit 50 or more PI lots below "A" line MH Elastic SiItK,l ,M organic ( Liquid limit - oven dried )/( Liquid limit " Organic clayK,L.M,P not dried ) < 0 . 75 OH Organic siltKJ ,M,a Highly organic soils Primarily organic matter , dark in color , and organic odor PT Peat Sands with 5 to 12 % fines require dual symbols : ABased on the material passing the 3-in . (75-mm ) sieve SW -SM well -graded sand with silt, a If field sample contained cobbles or boulders , or both , add "with cobbles SW-SC well -graded sand with clay , c or boulders , or both" to group name . S Cu = D60/Djo Cc = ( D30 ) /( Dio x Dso ) P-SM poorly graded sand with silt , If soil contains >_ 15 % sand , add "with sand" to group name . SP -SC poorly graded sand with clay EGravels with 5 to 12 % fines require dual symbols : J If Atterberg limits plot in shaded area , soil is a CL-ML , silty clay . GW-GM well -graded gravel with silt , K If soil contains 15 to 29 % plus No . 200 , add " "with sand " or with gravel , 11 whichever is predominant. GW -GC well -graded gravel with clay, L If soil contains >_ 30 % plus No . 200 predominantly sand , add GP - GM poorly graded gravel with silt, "sandy" to group name . GP-GC poorly graded gravel with clay . M If soil contains >_ 30 % plus No . 200 , predominantly gravel , add F If fines classify as CL-ML , use dual symbol GC-GM , or SC-SM . "gravelly" to group name . G If fines are organic , add "with organic fines" to group name . N PI >_ 4 and plots on or above "A" line . " If soil contains >_ 15% gravel , add with gravel" to group name . o PI < 4 or plots below "A" line . PPI plots on or above "A" line . o PI plots below "A" line . For classifica3ivn of tine-grained soils and fine-grained fraction / 50 of coarse-grained soils Equation of "A" - line , Horizonte at 1' 1 _1 to LL-25 , 5 , ' 40 then PI =0 .73 ( LL�20) pEquation of "Uu - line � vertical at LL= 16 to PI =7 , f 30 then P1=0 . 9 ( LL-8) , � ' 044 20 ' �� . ' MH or OH 10 , , - - CL _ ML ML or 4L D 0 10 16 20 30 40 50 60 70 go 00 100 110 LIQUID LIMIT ( LL1 TEST PIT LOG GENERAL NOTES CONSISTENCY OF FINE -GRAINED SOILS RELATIVE DENSITY OF COARSE -GRAINED SOILS Unconfined Standard Compressive Penetration or N - Consistency Standard Penetration ( SPT ) Strength , Qu , Value ( SS ) or N -Value ( SS ) Blows/ Ft Relative Density psf Blows/ Ft < 500 < 2 Very Soft 0 - 3 Very Loose 500 - 1 , 000 2 - 3 Soft 4 - 9 Loose 13001 - 21000 4 - 7 Firm 10 - 29 Medium Dense 2 , 001 - 4 , 000 8 - 16 Stiff 30 = 49 Dense 4 , 001 - 81000 17 e 32 Very Stiff 50 + Very Dense > 8 , 001 32 + Hard SPT penetration test using 140 pound hammer , with 30 inch free fall on 2 inch outside diameter ( 1 - 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 Wvalue For fine grained soil consistency , thumb penetration used per ASTM D - 2488 RELATIVE PROPORTIONS OF SAND AND GRAVEL GRAIN SIZE TERMINOLOGY Descriptive Term of other Percent of Dry Major constituents Weight Component of Particle Size Sample Trace < 15 Boulders Over 12 inches With 15 - 29 Cobbles 3 inches to 12 inches Modifier > 30 Gravel #4 Sieve to 3 inches Sand #200 Sieve to #4 Sieve Silt or Cla -A 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 'e 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 ML SILT MH Elastic SILT CL - ML Silty CLAY CL Lean CLAY CH Fat CLAY PCEM PARTIALLY CEMENTED CEM CEMENTED BDR BEDROCK SAMPLING SPT Ring Sample NR No Recovery Bulk Sample Water Table CONSISTENCY rDDense ss Soils Cohesive Soils Cementation Loose So Soft MH Moderately Hard ose F Firm H Hard m Dense S Stiff VH Very Hard VS Very Stiff Dense TEST PIT LOG LOGGED BY : LJL PROJECT # : 1955 - ID3 METHOD : Backhoe PROJECT : Victory and Eagle EXCAVATOR : JustDiglt CLIENT : Mountain View , LLC . DATE : 5/21 / 18 E 0 T E K LOCATION : Victory Ave . and Eagle Rd . ELEVATION : 2695 Feet SAMPLES C E s TEST PIT NUMBER : TP = 1 a N REMARKS a � � o M o N c o CO m MATERIAL DESCRIPTION AND COMMENTS v FILL Lt . Brown , Sandy SILT with mixture of gravels Lo Organics 1 Slightly Moist Old Irrigation Line Concrete Debris 2 Landscape Rock 3 PCEM Tan PARTIALLY CEMENETED Silty Sand MH " Hard Pan " 4 Slightly Moist to Moist 5 6 SP - SM Brown , Poorly Graded SAND with Silt D 7 Moist $ Perc Installed @ 8 . 2 ' 9 10 11 12 13 GM Light Brown Silty GRAVEL with Sand VD 14 Moist 15 = End of Test Pit @ 15 ' -0 " Ground Water Monitor Installed 16 No Ground Water Encountered 17 18 19 20 320 E . Corporate Drive , Suite 300 , Meridian , Idaho 83642 ( 208 ) 888 - 7010 Fax : ( 208 ) 888 - 7924 TEST PIT LOG LOGGED BY . LJL PROJECT # : 1955dD3 METHOD . Backhoe PROJECT . Victory and Eagle EXCAVATOR . JustDiglt CLIENT . Mountain View , LLC . DATE . 5 /21 / 18 E 0 T E K LOCATION : Victory Ave . and Eagle Rd . ELEVATION : 2685 Feet SAMPLES O CL s to TEST PIT NUMBER : TP =2 — CL REMARKS o Eo N o Cn cn m D MATERIAL DESCRIPTION AND COMMENTS V FILL Lt . Brown , Sandy SILT with mixture of gravels Lo Organics 1 Slightly Moist ML Brown , Silty SAND , Slightly Moist to Moist S 2 3 PCEM Tan PARTIALLY CEMENETED Silty Sand MH " Hard Pan " 4 Slightly Moist to Moist 5 6 SP - SM Brown , Poorly Graded SAND with Silt D 7 Moist 8 9 10 Lenses of PCEM 11 12 13 GM Light Brown Silty GRAVEL with Sand VD 14 Moist 15 End of Test Pit @ 13 ' -0 " Ground Water Monitor Installed 16 No Ground Water Encountered 17 18 19 120 ,1 320 E . Corporate Drive , Suite 300 , Meridian , Idaho 83642 ( 208 ) 888 - 7010 Fax : ( 208 ) 888 - 7924 TEST PIT LOG LOGGED BY : LJL PROJECT # : 1955dD3 METHOD : Sackhoe PROJECT : Victory and Eagle EXCAVATOR : Just ® iglt CLIENT : Mountain View , LLC , DATE : 5/21 / 18 E 0 T E K LOCATION : Victory Ave . and Eagle Rd . ELEVATION : 2686 Feet SAMPLES E a TEST PIT NUMBER : TP - 3 REMARKS CL o E o ' o v o Cn o`o MATERIAL DESCRIPTION AND COMMENTS v FILL Lt . Brown , Sandy SILT with mixture of gravels Lo Organics 1 Slightly Moist ML Brown , Silty SAND , Slightly Moist to Moist S 2 PCEM Tan PARTIALLY CEMENETED Silty Sand MH " Hard Pan " 3 Slightly Moist to Moist 4 5 6 7 8 SP - SM Brown , Poorly Graded SAND with Sill D Moist 9 10 11 12 End of Test Pit @ 12 ' -0 " 13 No Ground Water Encountered 14 15 16 17 18 19 20 320 E . Corporate Drive , Suite 300 , Meridian , Idaho 83642 (208 ) 888 -7010 Fax : (208 ) 888 - 7924 TEST PIT LOG LOGGED BY : LJL PROJECT # : 1955 - ID3 METHOD : Backhoe PROJECT : Victory and Eagle EXCAVATOR : JustDiglt CLIENT : Mountain View , LLC . DATE : 5/21 / 18 G E 0 T E K LOCATION : Victory Ave . and Eagle Rd . ELEVATION : 2686 Feet SAMPLES CL C E 0 k m a TEST PIT NUMBER : TP -4 0 ENDED REMARKS �. o E o o o u) m MATERIAL DESCRIPTION AND COMMENTS V FILL Lt . Brown , Sandy SILT with mixture of gravels Lo Organics 1 Slightly Moist ML Brown , Silty SAND , Slightly Moist to Moist S 2 3 PCEM Tan PARTIALLY CEMENETED Silty Sand MH " Hard Pan " 4 DONE Slightly Moist to Moist 5 6 DONE 7 8 SEND SP - SM Brown , Poorly Graded SAND with Silt D Moist 9 10 11 Trace 3 " Minus Cobbles 12 End of Test Pit @ 12 ' -0 " Ground Water Monitor Installed 13 = No Ground Water Encountered 14 15 16 17 18 19 20DDDD 320 E . Corporate Drive , Suite 300 , Meridian , Idaho 83642 ( 208 ) 888 - 7010 Fax : ( 208 ) 888 - 7924 TEST PIT LOG LOGGED BY : LJL PROJECT # : 1955dD3 METHOD . BackHoe PROJECT . Victory and Eagle EXCAVATOR . JustDiglt CLIENT : Mountain View , LLC . DATE : 5/21 / 18 G E 0 T E K LOCATION : Victory Ave . and Eagle Rd . ELEVATION : 2689 Feet SAMPLES C CL 0 s W TEST PIT NUMBER : TP -5 ama REMARKS a N _ co 'w o Cn C c» m D MATERIAL DESCRIPTION AND COMMENTS FILL Lt . Brown , Sandy SILT with mixture of gravels Lo Organics 1 Slightly Moist ML Brown , Silty SAND , Slightly Moist to Moist S 2 3 PCEM Tan PARTIALLY CEMENETED Silty Sand MH " Hard Pan " 4 Slightly Moist to Moist Perc Installed @ 3 . 1 ' 5 6 7 =__= 8 9 10 SP - SM Brown , Poorly Graded SAND with Silt D 11 Moist End of Test Pit @ 11 =0 Ground Water Monitor Installed 12 No Ground Water Measured 13 14 1111111 15 16fffffff 17 18 fffffff 19 20 320 E . Corporate Drive , Suite 300 , Meridian , Idaho 83642 (208 ) 888 - 7010 Fax : ( 208 ) 888 - 7924 FIELD TESTS AND OBSERVATIONS ( I 955 - 03 ) 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 Ada County requirements . Infiltration rate results are presented below . LOCATION INFILTRATION RATE ( Inches/ Hour) TP - I @ 8 . 2 ) 18 . 5 TP - 5 @ 5 . 5 ' 1 . 3 GROUND WATER MONITORING RESULTS Ground water monitoring results are presented below . Ground water elevation results are recorded in feet below existing grade . LOCATION GROUNDWATER ELEVATION TP - 1 15 . 0 + TP - 2 13 . 0 + TPA 12 . 0 + TP- 5 10 . 5 + + 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 . 0 O N }� E ca O Zi 4� rz O O +� _ > m °tw L�' • � uZi cn cn N . L .= • N � O k Q N w u � Lm n O � � � o ® ® o, a v tn '� ° o _ o v 4, rij Ln i in ct• d' d' d' Wit :zt °- 0 0 0 0 0 0 0 0 0 o m m m m m m m W ' s aN � � � � a � � � p � � � � � � � rmi 4J cd = + + + + + + + + + ® r�l r�i r�i m N cv N OL rmi V==l V=l V=� rmi T�i rmml V==q rmi 4J a ® ~ rml rH rmi rmml rmi rml rm� L O LM (� 0% 00 cn c� mc� m m 0 m 0 0 0 0 0 0 0 0 0 \ \ Ln Ln 1D �o n o0 00