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HomeMy WebLinkAboutCC - Storm Drainage Cals DRAINAGE REPORT Kingstown Subdivision — Phase 1 & Phase 2 Prepared for: E5 Development Co. 2610 E Jasmine Ln Meridian, Idaho 83646 Prepared by: Kimley-Horn and Associates, Inc. 1100 W. Idaho Street, Suite 210 Boise, Idaho 83702 291510002 February 23 Copyright©2022,Kimley-Horn and Associates, Inc Drainage Report KINGSTOWN SUBDIVISION - PHASE 1 & PHASE 2 FEBRUARY 28, 2023 Prepared By: Kimley )) Horn Kingstown Subdivision I Final Drainage Report February 23 1291510002 1. Introduction ............................................................................................................................... 1 1.1 Project Description..................................................................................................................... 1 2. FEMA Floodplain Classification ................................................................................................2 3. Offsite Hydrology ......................................................................................................................3 4. Hydrologic Analysis...................................................................................................................4 4.1 Required Storage Volume..........................................................................................................4 4.2 Provided Storage Volume..........................................................................................................5 5. Proposed Drainage Infastructure..............................................................................................6 5.1 Drainage Conveyance Systems.................................................................................................6 5.3 Finished Floor Elevations And Outfall Requirements................................................................6 6. Summary and Conclusions.......................................................................................................7 7. References................................................................................................................................8 Appendix A—Vicinity Map Appendix B — FEMA Flood Map Appendix C — Drainage Area Map and Inlet Area Map Appendix D —ACHD Stormwater Calculations and StormCAD HGL Appendix E — Project Geotechnical Report Figure 1 — Site Vicinity Map Figure 2 — FEMA FIRM Figure 3 — Drainage Area Map Figure 4 — Inlet Area Map Kingstown Subdivision I Final Drainage Report TOC February 23 1291510002 1 . INTRODUCTION 1 .1 PROJECT DESCRIPTION 1.1.1. Project Name Kingstown Subdivision is a proposed 25 building lot single-family subdivision development located in Meridian, Idaho. The site is located within Section 32 of Township 4 North, Range 1 East, south of E McMillan Road and west of N Locust Grove Road.The site is bound to the north,west and south by existing residential and to the east by residential that is currently under construction. The project site is currently zoned as RUT within Ada County. The site is currently going through annexation into the City of Meridian to be zoned as R-8`Medium Density Residential'. The subdivision to the north is zoned as R-4,to the south as R-8, and to the east as R-8 within the City of Meridian. Refer to Figure 1: Vicinity Map in Appendix A for visual representation of the site location. 1.1.3. Purpose The purpose of this report is to ensure that the assumptions and methodologies used to develop the on- site hydrologic and hydraulic design of Kingstown Subdivision are in conformance with the requirements of the City of Meridian and the Ada County Highway District(ACHD) Stormwater Design Manual. Kingstown Subdivision I Final Drainage Report February 23 1291510002 FLOODPLAIN CLASSIFICATION The project lies within Zone"X" as shown on FIRM map number 16001C0165G, dated February 19, 2003. Zone "X" is defined by FEMA as: `Areas of 0.2% annual chance flood, areas of 1% annual chance flood with average depths of less than 1 foot or with drainage areas less than 1 square mile;and areas protected by levees from 1%annual chance flood." See Figure 2: FIRM Map in Appendix B. Kingstown Subdivision I Final Drainage Report February 23 1291510002 OFFSITE3. DR• • The project site is protected from offsite flows generated from the north, south and east due to the existence of ditches that are historically routed around the site.The existing roadway stub for Rouge River Way drains away from the property and towards W Wainwright Drive. The existing roadway stub for Conley Ave drains away from the property and towards E Garber Drive. Kingstown Subdivision I Final Drainage Report February 23 1291510002 4. HYDROLOGIC 4.1 REQUIRED STORAGE VOLUME 4.1.1. Methodology and Criteria As required by ACHD, the project will provide stormwater storage for the 100-year, 1-hour storm event. The required volume was determined using the Rational Equation below: Vr= Cw(P/12)A Where: V= Runoff Volume (ac-ft) Cw=Weighted Runoff coefficient(From ACHD Policy Manual Section 8000) P = 100-year, 1-hour rainfall depth (0.96 in) (From ACHD Policy Manual Section 8200) A= Drainage area Per Section 8000 of the ACHD Policy Manual, the 100-year runoff coefficient for Residential Single-Family is 0.5. Refer to Appendix C —ACHD Calculations for the required storage volumes for this project. The total required volumes for Basin 1 and Basin 2 are shown in the table below. ProvidedName Req.Volume (CF) stage Basin 1 (BSN-1) 3,452 3,748 Basin 2 (BSN —2) 7,107 7,517 Forebay 1 (FB— 1) 384 390 Forebay 2 (FB—2) 790 921 Each infiltration facility is to drain 90% of the detained volume within 48 hours. A percolation rate of 8 in/hr was used per recommendations within the geotechnical report prepared by Atlas Technical Consultants, LLC, dated October 4, 2021 to determine the drainage time for each infiltration facility. Refer to Appendix E for the project geotechnical report. 4.1.2. Common Lot Drainage Under existing conditions, the site has a historical outfall in the southwest corner at the western end of the existing wetland and drains via existing ditches. Accounting for the percolation rate of 8 in/hr and the reduced runoff coefficient for common lot areas, the ultimate runoff volume generated in the common lot area is not anticipated to exceed the existing condition and will be captured through soil absorption before inundating other drainage areas. See Figure 3: Drainage Area Map in Appendix C for the delineation of specific drainage areas. Kingstown Subdivision I Final Drainage Report February 23 1291510002 4.2 PROVIDED STORAGE VOLUME Two infiltration basins have been designed to provide the required 100-year, 1-hour storm event volumes generated by Basins 1 and 2 per ACHD Policy Manual Section 8007.3 and 8202.21. Pretreatment is provided through the instillation of clay-lined forebays, sized to accommodate 10% of the total generated runoff volumes. The infiltration system is designed to drain 90% of the detained volume within 48 hours. A percolation rate of 8 in/hr was used per recommendations within the geotechnical report prepared by Atlas Technical Consultants, LLC, dated October 4, 2021, to determine the drainage time for the wet retention basins. The contractor is to install ground water observation wells as noted in the ACHD Policy Manual Section 8200— Stormwater Design Manual Detail 4 to ensure the system is draining appropriately. See Figure 3: Drainage Area Map in Appendix D for the delineation of specific drainage areas. Kingstown Subdivision I Final Drainage Report February 23 1291510002 5. PROPOSED DRAINAGE INFASTRUCTURE 5.1 DRAINAGE CONVEYANCE SYSTEMS 5.1.1. Street Conveyance Runoff generated onsite from lots will typically sheet flow into the adjacent roadways where it will be conveyed towards proposed catch basins. Local streets are designed to convey the 25-year peak flow at or below the top of curb with a maximum water surface level 2-inches above the crown line, and the 100- year peak runoff is contained within the right of way. The local street cross section will consist primarily of 3-inch rolled curb. Refer to StormCAD - Hydraulic Grade Lines (HGL) in Appendix D. 5.1.2. Storm Drain Conveyance There are no significant segments of storm drain proposed for conveyance onsite. All runoff will be conveyed through sheet flow and concentrated gutter and swale flow. 5.1.3. Inlet Sizing Catch basins are used to capture runoff from local roadways. Inlet openings are sized using Bentley StormCAD software in compliance with the design criteria specified by ACHD. An inlet clogging factor of 50% was used for all proposed grated inlets. See Conduit and Catch Basin Tables within Appendix D for inlet sizing calculations. See also Figure 4— Inlet Area Map located in Appendix C. 5.3 FINISHED FLOOR ELEVATIONS AND OUTFALL REQUIREMENTS The following criteria was utilized to establish the lowest finished floor elevations for this development: • Finished Floors shall be a minimum of 6-inches above the low curb of the lot and above local outfall, whichever is greater. • All lots are to be graded to drain to the street at the front of each lot, unless otherwise noted. Kingstown Subdivision I Final Drainage Report February 23 1291510002 • SUMMARY AND • • The Kingstown Subdivision is designed to meet or exceed the drainage requirements set by the City of Meridian and the Ada County Highway District(ACHD)Policy Manual. Storage will be provided for the 100- year, 1-hour storm. Storage facilities will drain 90% of the storage volume within 48 hours via percolation. Finish floor elevations are designed to be a minimum of 6-inches above the adjacent low curb. Kingstown Subdivision I Final Drainage Report February 23 1291510002 TREFERENCES August 2017. ACHD Section 8000 - Drainage and Stormwater Management, Ada County Highway District. August 2017. ACHD Section 8200 - Drainage and Stormwater Management, Ada County Highway District. Kingstown Subdivision I Final Drainage Report February 23 1291510002 Appendix A — Vicinity Map Kingstown Subdivision Vicinity Map j r ' • �' 1�, r � I ��� ti "�• -T.r Z!7 } ALI r Jj'— yyN '9i �fEEf o , v • �I\{�1rk p� ,.! a KANE— i • ! _ , a l 'n Jas . c —mi' -�•u ����,. � � .._ .�.�.. .,x D y � �s� ..2 ���• .- --�-� .I 13 ,'.': 'P ",'r"�. __�l.r � �-. S I_ �_. --- -- 7 T Oil - •<-' '�•2610 E mine Ln a � z °� :.1 � 'I air � � ! � ��• O f k r All IN V 1 a Al lk 1�� — t v o ' Google Earth R N� ' Image Landsat/Copernicus, I ! F I r Appendix B — FEMA Flood Map National Flood Hazard Layer FIRMette FEMA Legend 116o22'5"W 43o38'40"N SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT Without Base Flood Elevation(BFE) Zone A,V,A99 if SPECIAL FLOOD With BFE or Depth Zone Ae,AO,AH,Ve,AR HAZARD AREAS Regulatory Floodway 1■ " 0.2%Annual Chance Flood Hazard,Areas � of 1%annual chance flood with average depth less than one foot or with drainage ' areas of less than one square mile zone x O + Future Conditions 1%Annual + Chance Flood Hazard zonex Area with Reduced Flood Risk due to OTHER AREAS OF Levee.See Notes.zone x FLOOD HAZARD Area with Flood Risk due to Leveezone D F NO SCREEN Area of Minimal Flood Hazard zonex Q Effective LOMRs OTHER AREAS Area of Undetermined Flood Hazard zone ' x GENERAL '---- Channel,Culvert,or Storm Sewer STRUCTURES IIIIIII Levee,Dike,or Floodwall l •~ ti • V Cross Sections with 1%Annual Chance Water Surface Elevation 4RE F h+11NIh+1�4L�FL D HAZARD — — Coastal Transect a ^-^^-5f7— Base Flood Elevation Line(BFE) r Limit of Study ia011II#z, Jurisdiction Boundary _ ••JJ — Coastal Transect Baseline i I 10001 OTHER _ — - Profile Baseline FEATURES Hydrographic Feature iI r r Digital Data Available N No Digital Data Available _ A4 MAP PANELS Unmapped � — Q The pin displayed on the map is an approximate point selected by the user and does not represent +f 1#�I CIl{�lr�ll an authoritative property location. D +M 1 0180 , This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. * The basemap shown complies with FEMA's basemap accuracy standards The flood hazard information is derived directly from the authoritative NFHL web services provided by FEMA.This map was exported on 12/29/2022 at 10:50 AM and does not reflect changes or amendments subsequent to this date and time.The NFHL and effective information may change or " t become superseded by new data over time. + This map image is void if the one or more of the following map # _ elements do not appear:basemap imagery,flood zone labels, I legend,scale bar,map creation date,community identifiers, 116021'28"W 43038'13"N FIRM panel number,and FIRM effective date.Map images for Feet 1:6 000 unmapped and unmodernized areas cannot be used for 0 250 500 1,000 1,500 2,000 regulatory purposes. Basemap:USGS National Map:Orthoimagery.Data refreshed October,2020 116022'34.35"W 43040'31.54"N y x � L& Y 160001 jiffy t •Y NIL du 'a •a R' 14441 _ Y � 2W 3 xt 7"fC' • - r'�i*d•� �41111t� 6. - 1� � y ?5�- �•� � {� r 7 Pro 1 �D00 - �^ � I • �• 40 -7v W 31 + - •f •t mks LI AREA OF N4INIMAL FLODD HAZARD • _. LI F _ - i fi r J - - ti 1 Y+ ILL -Yr ..� � +` � +` y.-.. .#�. � •��* { �+ x` '� *,Ire � .at � ■ Rk J •,t-� � �•.'�`+_'�`Pft � • — - -Jr � + - ,far +r s - � - T". WWI ' : i5i4=Jt •''J�1 } ±4 - �''■nl��� +�'* ._ �,- — Y 4 k- �i • 'ai - "�7r' J '� �>r'pg AL Awe Et memo 5 OEM �sf 1 6 � �+ C''. of-%Seridian w - • �'- J .1 ISO NIL Jr L �0- Ai 116018'47.63"W 43036'20.19"N FLOOD HAZARD INFORMATION NOTES TO USERS SCALE SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP NATIONAL FLOOD INSURANCE PROGRAM FOR DRAFT FIRM PANEL LAYOUT For information and questions about this Flood Insurance Rate Map(FIRM),available products associated with Map Projection: this FIRM, including historic versions,the current map date for each FIRM panel, how to order products, GCS, Geodetic Reference System 1980; FLOOD INSURANCE RATE MAP or the National Flood Insurance Program(NFIP)in general, please call the FEMA Map Information eXchange at Vertical Datum: No elevation features on this FIRM 1-877-FEMA-MAP(1-877-336-2627)or visit the FEMA Flood Map Service Center website at https://msc.fema.gov. For information about the specific vertical datum for elevation features, datum L Without Base Flood Elevation (BFE) Available products may include previously issued Letters of Map Change,a Flood Insurance Study Report, conversions, or vertical monuments used to create this map, please see the Flood lone A, V,A99 and/or digital versions of this map. Many of these products can be ordered or obtained directly from the website.With BFE or Depth Zone AE,AO,AH, VE,AR Insurance Study(FIS) Report for your community at https://msc.fema.gov PANEL 165 OF 800 SPECIAL FLOOD Communities annexing land on adjacent FIRM panels must obtain a current copy of the adjacent panel as well .1 �f as the current FIRM Index.These may be ordered directly from the Flood Map Service Center at the number 1 inch = 1000 feet 1:12 000 , HAZARD AREAS C� Regulatory Floodway listed above. , r For community and countywide map dates, refer to the Flood Insurance Study Report for this jurisdiction. 0 500 1,000 2,000 3,000 4,000 P�4 (1) 0.2%Annual Chance Flood Hazard,Areas Feet of 1%annual chance flood with average To determine if flood insurance is available in this community,contact your Insurance agent or call the National Meters depth less than one foot or with drainage Flood Insurance Program at 1-800-638-6620. NO 105 210 420 630 840 areas of less than one square mile i q Basemap information shown on this FIRM was provided in digital format by the United States Geological Survey(USGS). ��� f• The basemap shown is the USGS National Map:Orthoimagery.Last refreshed October,2020. f �\NZFuture Conditions 1%Annual Panel Contains: Chance Flood Hazard Zone X This map was exported from FEMA's National Flood Hazard Layer(NFHL)on 12/29/2022 10:47 AM and does COMMUNITY NUMBER PANEL Area with Reduced Flood Risk due to Levee not reflect changes or amendments subsequent to this date and time.The NFHL and effective information may change or become superseded by new data over time. For additional information,please see the Flood Hazard �� ADA COUNTY 160001 0165 //// See Notes Zone X Mapping Updates Overview Fact Sheet at https://www.fema.gov/media-library/assets/documents/118418 CITY OF MERIDIAN 160180 0165 OTHER AREAS OF �//// CITY OF BOISE 160002 0165 Area with Flood Risk due to Levee This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. FLOOD HAZARD The basemap shown complies with FEMA's basemap accuracy standards.This map image is void if the one 0 or more of the following map elements do not appear: basemap imagery,flood zone labels, legend,scale bar, NO SCREEN Area of Minimal Flood Hazard Zone X map creation date,community identifiers, FIRM panel number,and FIRM effective date. Effective LOMRs �••' OTHER AREAS }" Area of Undetermined Flood Hazard _ ;P GENERAL --------- Channel, Culvert, or Storm Sewer STRUCTURES Levee, Dike, or Floodwall CIO 20.2 �J Cross Sections with 1%Annual Chance 17.5 Water Surface Elevation 08 Coastal Transect — -- — — Coastal Transect Baseline — -- - Profile Baseline Hydrographic Feature —5f3^^•-^'- Base Flood Elevation Line(BFE) OTHER Limit of Study FEATURES Jurisdiction Boundary MAP NUMBER 16001CO165G EFFECTIVE DATE February 19, 2003 Appendix C — Drainage Area Map and Inlet Area Map G I a Gi a a I a 3 n - � � -I -I- 7 T �l BASIN 1 D D s C VALUE - 0.5 m m N I m / % FUTURE KINGSTON / SUBDIVISION PHASE 2 / BASIN 2 r C VALUE - 0.5 o � � a / � F F FT E AREA CALCULATIONS ,» w� BASIN 1 2.22AC 0 �3 BASIN 2 4.57AC `N <�z BYPASS(REAR LOT) 1.41 AC I 0 ni TOTAL AREA(AC) 8.20 AC GRAPHIC SCALE IN FEET Eg KINGSTOWN SUBDIVISION PHASE 1 & 2 0 75 150 300 DRAINAGE BASIN MAP NORTH 12/29/2022 Kimley>>>Horn � - - - - - - - - - - r - - r T - - - - - - - - - - - - - Mk ff'' � ' I D > ��� N � / I I 261 ' m rn 0 • / _r , SD CB-05 FUTURE KINGSTON _ \ SUBDIVISION PHASE 2 f 1 o SD CB-06 SD CB01 m � 1 o � INLET AREA E \ \ , 0 DRAINAGE AREA Q (25-YEAR) wo (AC) (CFS) \\ N E SD CB-01 2.09 1.93 \\ \ <� SD CB-05 2.42 2.24 \� o SD CB-06 1.19 1.10 n GRAPHIC SCALE IN FEET KINGSTOWN SUBDIVISION PHASE 1 & 2 0 50 100 200 INLET AREA MAP NORTH 12/29/2022 Kimley>>>Horn Appendix D — ACHD Stormwater Calculations and StormCAD HGL ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology.These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. rge Rate using th r post-developm Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Kingstown Subdivision-Phase 1&Phase 2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 4 Enter number of storage facilities(25 max) Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 30 5 Area of Drainage Subbasin(SF or Acres) SF 96,684 Acres 2.22 6 Determine the Weighted Runoff Coefficient(C) 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.50 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 user Calculate min i0 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"I 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(ClPeak) Qpe k 2.86 CfS Urban neighborhoods 0.50-0.70 Residential 10 Calculate total runoff vol(V)(for sizing primary storage) V 3,835 ft Single Family 0.35-0.50Multi-family 0.60-0.75 V=Ci(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 2,397 W Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,cemeteries 0. Playgrounds 0.20-0.0-0.35 5 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 095 Basin Foreba V 384 ft' . Y Concrete 0.95 Primary Treatment/StorageBasin V 3,452 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel Volume Without Sediment Factor(See BMP 20 Tab) V 3,835 ft' Fields:Sandy soil Soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE \\kimley-horn\MT_BOI\PHX_Civil\291510002-Jasmine Lane\Drainage\Calculations\2022-12-22-ACHD_StormwaterCalcs-Basin 1.xlsm 12/29/2022,4:57 PM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology.These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. rge Rate using th r post-developm Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Kingstown Subdivision-Phase 1&Phase 2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 4 Enter number of storage facilities(25 max) Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 30 5 Area of Drainage Subbasin(SF or Acres) SF 96,684 Acres 2.22 6 Determine the Weighted Runoff Coefficient(C) 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.50 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 user Calculate min i0 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"I 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(ClPeak) QpeA 2.05 CfS Urban neighborhoods 0.50-0.70 Residential 10 Calculate total runoff vol(V)(for sizing primary storage) V 2,757 ft Single Family 0.35-0.50Multi-family 0.60-0.75 V=Ci(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 2,397 W Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,cemeteries 0. Playgrounds 0.20-0.0-0.35 5 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 095 Basin Foreba V 276 ft' . Y Concrete 0.95 Primary Treatment/StorageBasin V 2,481 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel Volume Without Sediment Factor(See BMP 20 Tab) V 2,757 ft' Fields:Sandy soil Soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE \\kimley-horn\MT_BOI\PHX_Civil\291510002-Jasmine Lane\Drainage\Calculations\2022-12-22-ACHD_StormwaterCalcs-Basin 1.xlsm 12/29/2022,4:59 PM Version 10.5,November 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. User input in yellow cells. 1 Project Name Kingstown Subdivision-Phase 1&Phase 2 2 Pipes -PIPE 1 Enter Flow Q= 2.05 cfs -DEPTH OF FLOW 2 Manning's n n= 0.013 Table on QV Tab 5 3 Slope S= 0.0050 ft/ft 4 4 Pipe Diameter D= 12 in s 5 Uniform Flow Depth Y.= g.2 in t 6 Normal Velocity V= 3.58 ft/s 7 Critical Flow Depth y== 7.33 in -7 5 d-3-2 h 1 2 3 a 5 7 -2 8 Critical Velocity V= 4.08 ft/s -3 8 Full Flow QfuII= 2.52 cfs d 9 Full Flow% 81% -5 12"DIAMETER -7 0.013 MANNINGS FLOW 2.05 CFS 0.005 FT/FT SLOPE \\kimley-horn\MT_BOI\PHX_Civil\291510002-Jasmine Lane\Drainage\Calculations\2022-12-22-ACHD_StormwaterCalcs-Basin l.Asm 12/29/2022,5:02 PM Version 10.0,May 2018 Profile Report Engineering Profile - CB-01 TO HW-04 (Kingstown Subdivision.stsw) SD CB-01 Rim: 2,612.73 ft SD MH 02 Invert: 2,609.84 ft Rim: 2,613.36 ft Invert: 2,609.68 ft 2,615.00 SD FES 04 Rim: 2,610.75 ft Invert: 2,609.50 ft PIPE -02: 10. 0 o Circle - 12. ] 2,610.00 (D PIPE -04: 37.8 ft @ 0.476 % w Circle - 12.0 in Concrete 2,605.00 -0+50 0+00 0+50 Station (ft) Bentley Systems,Inc. Haestad Methods Solution StormCAD Kingstown Subdivision.stsw Center [10.03.04.53] 12/30/2022 76 Watertown Road,Suite 2D Thomaston,CT Page 1 of 1 06787 USA +1-203-755-1666 ACHD Calculation Sheet for Sizing Basins NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology.These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. User input in yellow cells. 1 Project Name Kingstown Subdivision-Phase 1&Phase 2 2 Enter number of Basins(25 max) 1 3 Number of Cells(Forebay+Primary=2,Primary Only=1) 2 4 Design Storm 100 Link to: Qv 5 Weighted Runoff Coefficient C 0.50 Qv TR55 n 6 Area A(Acres) 2.22 acres 7 Approved Discharge Rate(if applicable) 0.00 cfs 8 1-Basin Forebay V 384 ft3 Toggle between Forebay and Primary Basin,enter data and print for each Sb *5.6 eISide S�poz A Ay �Shp. ( ). Side Slope Z !i i Forebay Primary Basin 9 Select Forebay Shape 3-Rectangle 10 Width of Forebay Bottom W 2.0 it 3.0 11 Length of Forebay Bottom L 3.0 ft 50.0 12 Side Slopes(H:1) H:1 3.00 3.00 13 Enter Bottom Elevation 2609.50 ft 2608.50 14 Enter Top Bank Elevation 2612.50 ft 2613.25 15 Enter Water Surface Elevation(WSE) 2612.00 ft 2612.25 16 Distance Between Forebay and Primary Basin(blank if na) 0.00 ft 0.00 17 Enter Elevation Berm 2612.50 ft 2613.25 18 Enter High Groundwater Elevation 2600.00 ft 2600.00 19 Min.Freeboard Requirement 0.50 20 Freeboard Provided 21 Infiltration Area for Forebay Infiltration? 8.00 in/hr Note:infiltration required if Design Infiltration Rate,Enter 0for no infiltration bottom sloped%or0 outflow 22 Infiltration Area for Forebay Asood 63 ftz 150 Enter 0 for no infiltration 23 Adjusted Storage Required 260 m Duration !total Q Runoff Perc Vol Pre-Dev Total Max Vol Vol Discharge Discharge Reqd Hr in/hr cfs ft3 ft3 ft3 ft3 ft3 1.00 0.96 0.67 384 42 0 1 42 1 342 24 Depth-Storage Relationship: Saved Surface Basin Basin Surface Surface Area A at Volume Saved Side Slope W icith at Length at Area A at Area A at Stage(ft) Below Stage(ft) New Stage(it) (H:V) Stage(ft) Stage(ft) Stage(ftz) Stage(ft) OVERIDE Stage(ft) 2609.50 2609.50 3.000 2.0 3.0 6 0 2612.00 3.000 17.0 18.0 306 390 2.50 it depth for storage STORAGE OK 25 Does forebay have capacity? VES d 26 Time to drain forebay 8.2 hours 90%volume in 48-hours minimum OK _ \\kimley-horn\MT_BOI\PHX_Civil\291510002-Jasmine Lane\Drainage\Calculations\2022-12-22-ACHD_StormwaterCalcs-Basin 1.xlsm 12/29/2022,1:16 PM Version 10.0,May 2018 ACHD Calculation Sheet for Sizing Basins NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology.These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. User input in yellow cells. 1 Project Name Kingstown Subdivision-Phase 1&Phase 2 2 Enter number of Basins(25 max) 1 3 Number of Cells(Forebay+Primary=2,Primary Only=1) 2 4 Design Storm 100 Link to: Qv 5 Weighted Runoff Coefficient C 0.50 Qv TR55 n 6 Area A(Acres) 2.22 acres 7 Approved Discharge Rate(if applicable) 0.00 cfs 8 2-Primary Treatment/Storage V 3,452 Toggle between Forebay and Primary Basin,enter data and print for each *5.6 ��e eI Bib spoz A A Doe y �Shp. ( ) Side Slope Z Primary Basin 9 Select Primary Basin Shape 3-Rectangle 10 Width of Primary Basin Bottom W 3.0 ft 11 Length of Primary Basin Bottom L 50.0 ft 12 Side Slopes(H:1) H:1 3.00 13 Enter Bottom Elevation 2608.50 ft 2609.50 14 Enter Top Bank Elevation 2613.25 ft 2612.50 15 Enter Water Surface Elevation(WSE) 2612.25 ft 2612.00 16 Distance Between Forebay and Primary Basin(blank if na) 0.00 ft 0.00 17 Enter Elevation Berm 2613.25 ft 2612.50 18 Enter High Groundwater Elevation 2600.00 ft 2600.00 19 Min.Freeboard Requirement 1.00 20 Freeboard Provided 21 Infiltration Area for Primary/Storage Basin Infiltration? 8.00 in/hr Note:infiltration required if Design Infiltration Rate,Enter 0for no infiltration bottom sloped%or0 outflow 22 Infiltration Area for Primary Asood 150 ftz 63 Enter 0 for no infiltration 23 Adjusted Storage Required 260 m Duration i total Q Runoff Perc Vol Pre-Dev Total Max Vol Vol Discharge Discharge Reqd Hr in/hr cfs ft3 ft3 ft3 ft3 ft3 1.00 0.96 0.40 3,452 100 0 100 3,352 24 Depth-Storage Relationship: Saved Surface Basin Basin Surface Surface Area A at Volume Saved Side Slope W icith at Length at Area A at Area A at Stage(ft) Below Stage(ft) New Stage(it) (H:V) Stage(ft) Stage(ft) Stage(ftz) Stage(ft) OVERIDE Stage(ft) 2608.50 2608.50 3.000 3.0 50.0 150 0 2612.25 3.000 25.5 72.5 1,849 3,748 3.75 it depth for storage STORAGE OK 25 Does primary/storage basin have capacity? 26 Time to drain primary/storage basin 31.1 hours 90%volume in 48-hours minimum - \\kimley-horn\MT_BOI\PHX_Civil\291510002-Jasmine Lane\Drainage\Calculations\2022-12-22-ACHD_StormwaterCalcs-Basin 1.xlsm 12/29/2022,1:17 PM Version 10.0,May 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology.These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. rge Rate using th r post-developm Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Kingstown Subdivision-Phase 1&Phase 2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 4 Enter number of storage facilities(25 max) Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 30 5 Area of Drainage Subbasin(SF or Acres) SF 199,069 Acres 4.57 6 Determine the Weighted Runoff Coefficient(C) 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.50 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 user Calculate min i0 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"I 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(ClPeak) Qpe k 5.90 CfS Urban neighborhoods 0.50-0.70 Residential 10 Calculate total runoff vol(V)(for sizing primary storage) V 7,897 ft Single Family 0.35-0.50Multi-family 0.60-0.75 V=Ci(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 4,936 W Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,cemeteries 0. Playgrounds 0.20-0.0-0.35 5 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 095 Basin Foreba V 790 ft' . Y Concrete 0.95 Primary Treatment/StorageBasin V 7,107 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel Volume Without Sediment Factor(See BMP 20 Tab) V 7,897 ft' Fields:Sandy soil Soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE \\kimley-horn\MT_BOI\PHX_Civil\291510002-Jasmine Lane\Drainage\Calculations\2022-12-22-ACHD_StormwaterCalcs-Basin 2.xlsm 12/29/2022,4:56 PM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology.These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. rge Rate using th r post-developm Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Kingstown Subdivision-Phase 1&Phase 2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 4 Enter number of storage facilities(25 max) Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 30 5 Area of Drainage Subbasin(SF or Acres) SF 199,069 Acres 4.57 6 Determine the Weighted Runoff Coefficient(C) 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.50 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 user Calculate min i0 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"I 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(ClPeak) Qpe k 4.23 CfS Urban neighborhoods 0.50-0.70 Residential 10 Calculate total runoff vol(V)(for sizing primary storage) V 5,676 ft Single Family 0.35-0.50Multi-family 0.60-0.75 V=Ci(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 4,936 W Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,cemeteries 0. Playgrounds 0.20-0.0-0.35 5 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 095 Basin Foreba V 568 ft' . Y Concrete 0.95 Primary Treatment/StorageBasin V 5,108 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel Volume Without Sediment Factor(See BMP 20 Tab) V 5,676 ft' Fields:Sandy soil Soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE \\kimley-horn\MT_BOI\PHX_Civil\291510002-Jasmine Lane\Drainage\Calculations\2022-12-22-ACHD_StormwaterCalcs-Basin 2.xlsm 12/29/2022,5:04 PM Version 10.5,November 2018 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. User input in yellow cells. 1 Project Name Kingstown Subdivision-Phase 1&Phase 2 2 Pipes -PIPE 1 Enter Flow Q= 4.23 Cfs —DEPTH OF FLOW 2 Manning's n n= 0.013 Table on QV Tab 3 Slope S= 0.0005 ft/ft 4 Pipe Diameter D= 24 in 5 Uniform Flow Depth y^= 16.7 in 141- 6 Normal Velocity V= 1.81 ft/s 7 Critical Flow Depth y�= 8.66 in -1 1109-8-7-6-5-4-3- 1 1 2 3 4 5 6 7 8 9101 3 8 Critical Velocity V= 4.14 ft/s 8 Full Flow Qfuli= 5.06 cfs 9 Full Flow% 84% - 4"DIAMETER 0.013 MANNINGS FLOW 4.23 CFS 0.0005 FT/FT SLOPE \\kimley-horn\MT_BOI\PHX_Civil\291510002-Jasmine Lane\Drainage\Calculations\2022-12-22-ACHD_StormwaterCalcs-Basin 2.xlsm 12/29/2022,5:06 PM Version 10.0,May 2018 Profile Report Engineering Profile - CB-05 TO HW-09 (Kingstown Subdivision.stsw) SD CB-05 Rim:2,614.98 ft Invert:2,611.77 ft SD CB-06 SD MH-07 Rim:2,614.82 ft Rim:2,614.95 ft Invert:2,611.51 ft Invert:2,610.92ft 2,615.00 SD HW-08 PIPE -06:98.3 ft 0. o Rim:2,612.07ft Circle-24.0 in Concrete/� Invert:2,610.82 ft 0 .6 PIPE-05:31.3 ft a w @ 0.500 /o PIPE-07:21.1 ft a Circle-15.0 in Concrete @ 0.500 /o 2,610.00 Circle-24.0 in Concrete -0+50 0+00 0+50 1+00 1+50 2+00 Station(ft) Bentley Systems,Inc. Haestad Methods Solution StormCAD Kingstown Subdivision.stsw Center [10.03.04.53] 12/30/2022 76 Watertown Road,Suite 2D Thomaston,CT Page 1 of 1 06787 USA +1-203-755-1666 ACHD Calculation Sheet for Sizing Basins NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology.These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. User input in yellow cells. 1 Project Name Kingstown Subdivision-Phase 1&Phase 2 2 Enter number of Basins(25 max) 1 3 Number of Cells(Forebay+Primary=2,Primary Only=1) 2 4 Design Storm 100 Link to: Qv 5 Weighted Runoff Coefficient C 0.50 Qv TR55 n 6 Area A(Acres) 4.57 acres 7 Approved Discharge Rate(if applicable) 0.00 cfs 8 1-Basin Forebay V 790 790 ft3 Toggle between Forebay and Primary Basin,enter data and print for each $ide�pe Z .Site Slope Z Sib spa. 10 A y t--�--> < C > Sid,siapey a�,0Sib mow: Forebay Primary Basin 9 Select Forebay Shape 4-Circle/Ellipse 10 Width of Forebay Bottom W 4.0 ft 38.0 11 Length of Forebay Bottom L 21.0 ft 38.0 12 Side Slopes(H:1) H:1 3.00 3.00 13 Enter Bottom Elevation 2610.00 ft 2608.50 14 Enter Top Bank Elevation 2613.25 ft 2613.25 15 Enter Water Surface Elevation(WSE) 2612.75 ft 2612.25 16 Distance Between Forebay and Primary Basin(blank if na) 1.00 ft 1.00 17 Enter Elevation Berm 2613.25 ft 2613.25 18 Enter High Groundwater Elevation 2600.00 ft 2600.00 19 Min.Freeboard Requirement 0.50 20 Freeboard Provided 21 Infiltration Area for Forebay Infiltration? 8.00 in/hr Note:infiltration required if Design Infiltration Rate,Enter 0for no infiltration bottom sloped%or0 outflow 22 Infiltration Area for Forebay Asaod 84 ftz 1444 Enter 0 for no infiltration 23 Adjusted Storage Required 260 m Duration i total Q Runoff Perc Vol Pre-Dev Total Max Vol Vol Discharge Discharge Reqd Hr in/hr cfs ft3 ft3 ft3 ft3 ft3 1.00 0.00 1.37 790 56 0 56 134 24 Depth-Storage Relationship: Saved Surface Basin Basin Surface Surface Area A at Volume Saved Side Slope W icith at Length at Area A at Area A at Stage(ft) Below Stage(ft) New Stage(it) (H:V) Stage(ft) Stage(ft) Stage(ftz) Stage(ft) OVERIDE Stage(ft) 2610.00 2610.00 3.000 4.0 21.0 66 0 2612.75 3.000 20.5 37.5 604 921 2.75 it depth for storage STORAGE OK 25 Does forebay have capacity? VE5 26 Time to drain forebay 12.7 hours 90%volume in 48-hours minimum OK _ \\kimley-horn\MT_BOI\PHX_Civil\291510002-Jasmine Lane\Drainage\Calculations\2022-12-22-ACHD_StormwaterCalcs-Basin 2.xlsm 12/29/2022,4:53 PM Version 10.0,May 2018 ACHD Calculation Sheet for Sizing Basins NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology.These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. User input in yellow cells. 1 Project Name Kingstown Subdivision-Phase 1&Phase 2 2 Enter number of Basins(25 max) 1 3 Number of Cells(Forebay+Primary=2,Primary Only=1) 2 4 Design Storm 100 Link to: Qv 5 Weighted Runoff Coefficient C 0.50 Qv TR55 n 6 Area A(Acres) 4.57 acres 7 Approved Discharge Rate(if applicable) 0.00 cfs 8 2-Primary Treatment/Storage V 7,107 7,110 Toggle between Forebay and Primary Basin,enter data and print for each S*S*Z site Slope Z Sib MR.. A A Flm y s rsyez Sias Shp. 1 < ). s ae slip z a i s Primary Basin 9 Select Primary Basin Shape 4-Circle/Ellipse 10 Width of Primary Basin Bottom W 38.0 ft 11 Length of Primary Basin Bottom L 38.0 ft 12 Side Slopes(H:1) H:1 3.00 13 Enter Bottom Elevation 2608.50 ft 2610.00 14 Enter Top Bank Elevation 2613.25 ft 2613.00 15 Enter Water Surface Elevation(WSE) 2612.25 ft 2612.50 16 Distance Between Forebay and Primary Basin(blank if na) 1.00 ft 1.00 17 Enter Elevation Berm 2613.25 ft 2613.00 18 Enter High Groundwater Elevation 2600.00 ft 2600.00 19 Min.Freeboard Requirement 1.00 20 Freeboard Provided 21 Infiltration Area for Primary/Storage Basin Infiltration? 8.00 in/hr Note:infiltration required if Design Infiltration Rate,Enter 0for no infiltration bottom sloped%or0 outflow 22 Infiltration Area for Primary Asood 1,444 ftz 80 Enter 0 for no infiltration 23 Adjusted Storage Required 260 m Duration i total Q Runoff Perc Vol Pre-Dev Total Max Vol Vol Discharge Discharge Reqd Hr in/hr cfs ft3 ft3 ft3 ft3 ft3 1.00 0.00 (1.37) 7,110 963 0 963 6,147 24 Depth-Storage Relationship: Saved Surface Basin Basin Surface Surface Area A at Volume Saved Side Slope W icith at Length at Area A at Area A at Stage(ft) Below Stage(ft) New Stage(it) (H:V) Stage(ft) Stage(ft) Stage(ftz) Stage(ft) OVERIDE Stage(ft) 2608.50 2608.50 3.000 38.0 38.0 1,134 0 2612.25 2612.25 3.000 60.5 60.5 2,875 7,517 3.75 it depth for storage STORAGE OK 25 Does primary/storage basin have capacity? as 26 Time to drain primary/storage basin 6.6 hours 90%volume in 48-hours minimum - \\kimley-horn\MT_BOI\PHX_Civil\291510002-Jasmine Lane\Drainage\Calculations\2022-12-22-ACHD_StormwaterCalcs-Basin 2.xlsm 12/29/2022,4:30 PM Version 10.0,May 2018 Page 1 of 1 Scenario:25-YR Current Time Step:0.000 h FlexTable: Catch Basin Table Elevation Inlet Local External System Local Local Downstream Spread/ Elevation Drainage Flow Inlet Label (Invert) Inlet C CA CA CA Intensity Conduit Inlet Top (Rim)(ft) Area Time Location (ft) (acres) (acres) (acres) (acres) (in/h) (min) Flow(cfs) Width(ft) SD CB-O5 2,614.98 2,611.77 0.500 2.420 1.210 0.000 1.210 1.850 10.000 2.26 Grate Type C-L Single Grate-Grate Type A In Sag 16.2 SD CB-06 2,614.82 2,611.51 0.500 1.190 0.595 0.000 1.805 1.850 10.000 3.35 Grate Type C-L Single Grate-Grate Type A In Sag 10.6 SD CB-01 2,612.73 2,609.84 0.500 2.090 1.045 0.000 1.045 1.850 10.000 1.95 Grate Type C-L Single Grate-Grate Type A In Sag 14.8 \\kimley-horn\MT_BOI\PHX_Civil\291510002-Jasmine Lane\Drainage\StormCAD\Kingstown Subdivision.stsw file:///C:/Users/emma.bowling/AppData/Local/Temp/Bentley/StormCAD/xtqxfler.xml 12/30/2022 Page 1 of 1 Scenario:25-YR Current Time Step:0.000 h FlexTable: Conduit Table Upstream Structure Time System Capacity Flow/ Hydraulic Hydraulic Invert Invert Upstream Upstream System Slope Length Start Upstream Flow (Pipe Flow Flow (Full Capacity Manning's Velocity Diameter Grade Grade Stop Node (Start) (Stop) Inlet Tc Inlet Area Intensity (Calculated) (Unified) Material Node (ft) (ft) (min) InletC (acres) Us) (�) (ft) (in) Line(in) Line (Total Flow) Time (in/h) (cfs) Flow) (Design) n (f Surface) (min) (min) (cfs) (%) (ft) (Out)(ft) (cfs) SD CB-05 SD CB-06 2,611.77 2,611.61 10,000 0.500 2.420 2.26 0.141 10.000 1.850 2.26 4.57 49.4 0.013 3.71 0.500 31.3 15.0 Concrete 2,612.39 2,612.29 SD CB-06 SD MH-07 2,611.51 2,611.02 10.000 0.500 1.190 1.11 0.407 10.141 1.842 3.35 16.00 21.0 0.013 4.03 0.500 98.3 24.0 Concrete 2,612.15 2,611.74 SD MH-07 SD HW-08 2,610.92 2,610.82 0.000 (N/A) (N/A) 0.00 0.088 10.547 1.818 3.31 16.00 20.7 0.013 4.01 0.500 21.1 24.0 Concrete 2,611.56 2,611.43 SD CB-01 SD MH 02 2,609.84 2,609.78 10.000 0.500 2.090 1.95 0.049 10.000 1.850 1.95 2.64 73.8 0.013 3.68 0.550 10.9 12.0 Concrete 2,610.53 2,610.50 SD MH 02 SD FES 04 2,609.68 2,609.50 0.000 (N/A) (N/A) 0.00 0.182 10.049 1.847 1.95 2.46 79.2 0.013 3.47 0.476 37.8 12.0 Concrete 2,610.35 2,610.09 \\kimley-horn\MT_BOI\PHX_Civil\291510002-Jasmine Lane\Drainage\StormCAD\Kingstown Subdivision.stsw file:///C:/Users/emma.bowling/AppData/Local/Temp/Bentley/StormCAD/tsssmyg3.xml 12/30/2022 Appendix E — Project Geotechnical Report