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Application Materials TRANSMITTALS TO AGENCIES FOR COMMENTS ON DEVELOPMENT PROJECTS WITH THE CITY OF MERIDIAN To ensure that your comments and recommendations will be considered by the Meridian Planning and Zoning Commission please submit your comments and recommendations to cityclerk@meridiancity.org To: Attention C.Jay Coles, City Clerk By: July 13, 2018 Cit y Clerk ’s Office 33 E. Broadwa y Avenue, Meridian, ID 83642 Phone 208-888-4433 Fax 208-888-4218  cityclerk@meridiancity.org www.m eridiancity.org Transmittal Date: June 15, 2018 File No: H-2018-0062 FP Hearing Date: July 17, 2018 REQUEST: A Final Plat Consisting of 41 Building Lots and 6 Common Lots on 22.86 Acres of Land in an R-4 Zoning District for East Ridge Estates Subdivision No. 1 By: DevCo, LLC. Location of Property or Project: North of East Lake Hazel Rd and West of South Eagle Rd. Planning and Zoning Commission Meridian School District Tammy de Weerd, Mayor Meridian Post Office City Council Ada County Highway District Sanitary Services Ada County Development Services Building Department Central District Health Fire Department COMPASS Police Department Nampa Meridian Irrigation District City Attorney Settlers Irrigation District City Public Works Idaho Power Company City Planner Century Link Parks Department Intermountain Gas Co. Economic Development Idaho Transportation Department New York Irrigation District Ada County Associate Land Records Boise Project Board of Cont rol – Tim Paige Downtown Projects Community Development Meridian Development Corporation Valley Transit Historical Preservation Commission South of RR/SW Meridian NW Pipeline Boise-Kuna Irrigation District Hearing Date: July 17, 2018 File No.: H-2018-0062 Project Name: East Ridge Estates Subdivision No. 1 - FP Request: (FP): Request for a final plat consisting of 41 building lots and 6 common lots on 22.86 acres of land in an R-4 zoning district, DevCo, LLC. Location: The site is located north of E. Lake Hazel Road, west of S. Eagle Road, in the southeast 1/4 of Section 32, Township 3N., Range 1E. C��fIEN DIAN:---� :SHO Planning Division DEVELOPMENT REVIEW APPLICATION STAFF USE ONLY: �/ Project name: ti 1Cr t �S ,s 'f/0o l File number(s): ' 20 fig- 00 Z Assigned Planner: J05A Be4�11^ Related files: Type of Review Requested (check all that apply) ❑ Accessory Use ❑ Planned Unit Development ❑ Administrative Design Review Preliminary Plat ❑ Alternative Compliance ❑ Private Street Annexation and Zoning ❑ Property Boundary Adjustment ❑ Certificate of Zoning Compliance ❑ Rezone ❑ City Council Review ❑ Short Plat ❑ Comprehensive Plan Map Amendment ❑ Time Extension: ❑ Comprehensive Plan Text Amendment Director/ Commission/Council (circle one) ❑ Conditional Use Permit ❑ UDC Text Amendment ❑ Conditional Use Modification ❑ Vacation: Director/Commission (circle one) Director/ Council (circle one) ❑ Development Agreement Modification ❑ Variance ❑ X Final Plat ❑ Other ❑ Final Plat Modification Applicant Information Applicant name: DevCo LLC Phone: 208.336.5355 Applicant address: 4824W. Fairview Ave. Email: jconger@congergroup.com City: Boise State: I D Zip: 83706 Applicant's interest in property: ❑ Own ❑ Rent ❑ Optioned IN Other Owner name: Brace Family Revocable Trust Owner address: 1504 S. Newport Street Email: City: Boise State:. Agent/Contact name (e.g., architect, engineer, developer, representative): Firm name: Conger Management Group Agent address: 4824 W. Fairview Ave. City: Boise Primary contact is: ❑ Applicant ❑ Owner M Agent/Contact Phone: ID Zip: 83709 Jim Conger Phone: 208.336.5355 Email: jconger@congergroup.com State: ID Zip: 83709 Subject Property Information Location/street address: E. Lake Hazel Road Township, range, section: 3N, 1 E, Sec. 32 Assessor's parcel number(s): S1132438500 Total acreage:t Zoning district: FJW , Community Development ■ Planning Division ■ 33 E. Broadway Avenue, Ste. 102 Meridian, Idaho 83642 Phone: 208-884-5533 Fax: 208-888-6854 www.meridiancitv.org(plannin¢ -1_ (Rev. 06/12/2014) Project/subdivision name: Impressive East Ridge Estates Ph 1 General description of proposed project/request: Impressive East Ridge Ph 1 is a 41 residential lot neighborhood on approximately 40 acres in south Merdian. Proposed zoning district(s) Acres of each zone proposed: R-4 and R-15 R-4: 23.34 acres and R-15: 17.65 acres Type of use proposed (check all that apply): N Residential ❑ Office ❑ Commercial ❑ Employment ❑ Industrial ❑ Other Who will own & maintain the pressurized irrigation system in this development? n/a - site does not have water rights. Which irrigation district does this property lie within? Primary irrigation source: Residential lots: municip None. water Secondary: Square footage of landscaped areas to be irrigated (if primary or secondary point of connection is City water): Residential Project Summary (if applicable) Number of residential units: 41 Number of building lots: 41 Number of common lots: Number of other lots: Proposed number of dwelling units (for multi -family developments only): 1 bedroom: 2-3 bedrooms: 4 or more bedrooms: Minimum square footage of structure (excl. garage): Maximum building height: Minimum property size (s.f): 10,987 Average property size (s.£); 19,585 Gross density (Per UDC I 1-1A-1): 1.68 Net density (Per UDC 11-1A-1): 2.30 Acreage of qualified open space: 2.36 Percentage of qualified open space: _9.7% Type and calculations of qualified open space provided in acres (Per UDC 11 -3G -3B): Common lots, park, landscape buffer, planter strips and open space Amenities provided with this development (if applicable): Please see attached narrative for complete list. Type of dwelling(s) proposed: N Single-family Detached N Single-family Attached ❑ Townhouse ❑ Duplex ❑ Multi -family ❑ Vertically Integrated ❑ Other Non-residential Project Summary (if applicable) Number of building lots: Gross floor area proposed: Hours of operation (days and hours): — Total number of parking spaces provided: Authorization Print applicant name: Applicant signature: Common lots: Other lots: Existing (if applicable): Building height: Number of compact spaces provided: Date; 06.05.2018 Community Development ■ Planning Division ■ 33 E. Broadway Avenue, Ste. 102 Meridian, Idaho 83642 Phone: 208-884-5533 Fax: 208-888-6854 wNvw.meridiancily.org/l)lanniLig -2- (Rev. 06/12/2014) Meridian City Hall, Suite 102 E IDIAN`%^`' 33 E. Broadway Avenue -Is J-) Meridian, Idaho 83642 Community Development 208.887.2211 Department Parcel Verification Date: 11/28/16 The parcel information below has been researched and verified as correct by the City of Meridian Community Development Department. Project Name: Impressive East Ridge (Brace Property) Parcel Number: S1132438500 Acres: T/R/S: Property Owner: a 3N 1E 32 Brace Family Revocable Trust 1504 S. Newport St. Boise, ID 83709 Address Verification Rev: 04/23/12 STORM DRAINAGE REPORT AND CALCULATIONS FOR IMPRESSIVE EAST RIDGE SUBDIVISION NO. 1 MERIDIAN, IDAHO 16970 CORINNE M GRAHAM, PE 5 -ISI -18 OF Revised May 14, 2018 G riva (I�ITE ORKS 921 S. ORCHARD STREET, SUITE 200 BOISE, ID 83705 (208)946-3874 cgraham@cswengineering.com INTRODUCTION The existing 24.82 -acre site for the proposed East Ridge Subdivision No. 1 is currently vacant land. The proposed development includes 41 single family residential lots, 6 common lots, and associated public roads, landscaping, and utilities. One private road will be constructed that will serve future phases. HISTORIC DRAINAGE The existing project site is located north of Lake Hazel Road between Eagle and Locust Grove Roads. Historically the majority of the site drains from southwest to northeast to the Grimmett Lateral. Slopes on site vary from relatively flat to moderately steep. Surficial soils are comprised of lean clays and sandy silt. At depths of approx. 7 feet, free draining poorly graded gravels were encountered during geotechnical exploration. Groundwater was not encountered in any test pits on site nor has groundwater and groundwater is expected to be well below storm design elevations. Because of the presence of free draining materials and the depth to groundwater, the site is suitable for the use of infiltration facilities. PROPOSED DRAINAGE The storm drainage calculations and design for the proposed improvements are intended to meet the requirements of ACHD's storm water policy. Storm water facilities are designed to store and treat runoff from a 100 -year storm event and to pretreat the water quality volume defined as the 80th percentile storm event. Storm water runoff from 40' behind the sidewalk, including residential driveways and part of the building rooftops, will be conveyed to the public stormwater system to be owned and maintained by ACRD. Remaining lot drainage will be contained within individual lots. Storm water runoff is conveyed via curb and gutter to drain inlets within the roadway then piped to three underground seepage beds where it is treated and finally infiltrated. Sand and grease traps will be installed to provide pre-treatment for the water quality event. A private road connection will be installed as part of this phase that will serve future phases of development. A private seepage bed will be installed in Lot 17 Block 2 to accommodate runoff from the private road connection and a small portion of the future phase. Design criteria for this seepage bed are intended to meet the design criteria stated above. APPENDICES • Drainage Basin Map • Storm Drainage Calculations • Project Geotechnical Report BASIN #5 BASIN #6 BASIN #7 BASIN #8 too 0 100 200 IMPRESSIVE EAST RIDGE SUBDIVISION NO. 1 DRAINAGE BASIN MAP SCALE: 1• = 200' IVIL 7-ff- Eastridge ITE ORKS Subdivision Phase 1 Storm Drainage Calculations ACHD Basin Characteristics C Values Impervious = 0.90 Landscape = 0.20 Catch Basin Flow Calcs Prepared By: Corinne Graham, PE Revised: May 14, 2018 600 SF driveway each; 1200 SF building Borrow Ditch Calcs 600 SF driveway each; 1200 SF building ACHD Basin #5 ACHD Basin #6 ACHD Basin #7 ACHD Basin #8 Total Area (SF) 35668 16494 25896 13626 Roadway Area (SF) 8315 3841 7364 3179 Sidewalk Area (SF) 2378 1069 1695 910 Landscape Area (SF) 24975 11584 16837 9537 CValue: 0Z o.41`- 0.44. 600 SF driveway each; 1200 SF building 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. User input in yellow cells. 1 Project Name Eastridge Subdivision ACHD Basin #i1 2 Is area drainage basin map provided? YES (map must he 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 ❑ 5 Area of Drainage Subbasin (SF or Acres) SF Acre: 6 Determine the Weighted Runoff Coefficient (C) C=[(ClxAl)+(C2xA2)+(CnxAn))/A Weighted Avt Subbasin 0.20.0.35 Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 29,477 7,280 21,600 45,872 Gravel 0.75 Flelds: Sandy soil Soil Type 2.39 A .....11 — --- p Flat: 0-2% 0.0A 0.07 0.11 0. Average: 2-6% 0.09 0.12 0.15 0. _Steep:>69u 0.90 0.90 0.90 0.20 0.59 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 User c kul�te min In Min. i 4,895 1,734 4,895 C:\Users\cgrah\Dropbox\Projects\17017 Eastridge Subdivision\Reports\Storm Drainage\ACHD_SD_CALCS_12-15-16 Version 9.0, December 2016 Estimated Runoff Coefficients for Various Surfac, Type of Surface Runoff Coefficients "1 Business Downtown areas 0.70-0.95 Urban neighborhoods0.50-0.70 Residential Single Family 0.35-0.50 Light areas 1 0.80 ( Playgrounds 0.20.0.35 Railroad yard areas 0.20.0.40 Unimproved areas 0.10-0.30 Streets Asphalt 0.95 Concrete 0.95 Brick 0.95 Roofs 0.95 Gravel 0.75 Flelds: Sandy soil Soil Type Slope A .....11 — --- p Flat: 0-2% 0.0A 0.07 0.11 0. Average: 2-6% 0.09 0.12 0.15 0. _Steep:>69u 0.13 0.18 0.23 0. Adapted from ASCE 5/14/2018, 12:55 PM ACHD Calculation Sheet for Sizing Seepage Bed With Optional Chambers NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Note this spreadsheet pulls information from the "Peak QV" tab Calculate Post -Development Flows (for pre -development flows, increase number of storage facilities to create new User input in yellow cells. 1 Project Name Eastridge Subdivision ACHD Basin #1 tnrer numoer or seepage peas tz7 maxi i 3 Design Storm 100 SC740 4 Weighted Runoff Coefficient C 0.59 Link to: LQV 5 Area A (Acres) 3 Installed Chamber Width CW 2.39 acres QV TR55 6 Approved discharge rate (if applicable) 2.50 0.00 cfs Installed Chamber Height Ch 7 Design Volume V 4,895 4,895 ft3 Volume Reduction (1st Hour of Drainage) V 840 ft' ft3/Unit 8 Set Total Design Width of All Drain Rock W 15.0 ft 7 Total Number of Units Required 9 Set Total Design Depth of All Drain Rock D 8.0 ft ft2 Rock Only, Do Not Include Filter Sand Depth or Cover 9 Volume Infiltration Vperc 0 ft3/hr 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 8.00 in/hr 12 Size of WQ Perf Pipe (Pert 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe (Perfs 3601), READ if Q100>3.3 cfs in 14 Calculate Total Storage per Foot Spf 48.2 ft,/ft Spf=Apf=WxD-APeff_P;PexVoids+1/2 Perf—Area 15 Calculate Design Length L 84 84 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 84 ft 17 Variable Infiltration Window W SWW 15.0 ft 18 Time to Drain 5.2 hours 90% volume in 48 -hours minimum K �r 19 Length of WQ & Overflow Perf Pipes 84 ft 20 Perf Pipe Checks. Qperf >= Qpeak; #REFI where Qperf=CdxAxd(2xgxH) 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 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 ft'/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ft2 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90% volume in 48 -hours minimum C:\Users\cgrah\Dropbox\Projects\17017 Eastridge Subdivision\Reports\Storm Drainage\ACHD_ SD_CALCS_12-15-16 5/14/2018, 12:56 PM Version 9.0, December 2016 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. CelcWete'Post-Dettelo mentFlows fiorpre'-development flows increase number of stora a facilities to create new tab User input in yellow cells. 1 Project Name Eastridge Subdivision ACHD Basin #2 2 Is area drainage basin map provided? YES (map must he included with stormwatercalculations) 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 Suhhasins rl 5 Area of Drainage Subbasin (SF or Acres) SF Acre 6 Determine the Weighted Runoff Coefficient (C) C=[(C1xA1)+(C2xA2)+(CnxAn))/A Weighted Avl Subbasin 0.95 Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 54,585 13,782 50,400 78,445 0,07 -C, Average: 2-6% 0.09 0.12 0.15 0. 4.53 0.13 0.18 0.23 0. 0.90 0.90 0.90 0.20 0.62 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 1 User Calc late min �II) Mia "t 80th 0.00 C:\Users\cgrah\Dropbox\Projects\17017 Eastridge Subdivision\Reports\Storm Drainage\ACHD_SD_CALCS_12-15-16 Version 9.0, December 2016 Estimated Runoff Coefficients for Various Surfao Type of Surface Runoff Coefficients 11, Business�....-..-�.. .....-m-�.,,. �.....,-....�.,,,...-. Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 Residential Single Family 0135-0.50 Industrial and Commercial Light areas 1 0.80 I Railroad vard areas Asphalt 0.95 Concrete 0.95 Brick 0.95 Roofs 0.95 Gravel 0.75 Fields: Sandy sail Soil Type Slope A B C D Flat: 0.2% O.tl4 0,07 -C, Average: 2-6% 0.09 0.12 0.15 0. Ste—>6% 0.13 0.18 0.23 0. 5/14/2018, 12:55 PM ACHD Calculation Sheet for Sand/Grease Traps NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. User input in yellow cells. 1 Project Name Eastridge Subdivision ACHD Basin #2 Enter number of Sand/Grease Traps (25 max) 1 Number 'Peak Baffle Throat Velocity Is the Vault Size of S/G Flow Q Spacing width Area (ft) 0.5 fps. Velocity max. Traps cis '( 3.33 20 48 6.67 0.50 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 C:\Users\cgrah\Dropbox\Projects\17017 Eastridge Subdivision\Reports\Storm Drainage\ACHD_SD_CALCS_12-1551 inch) (inch) max. ok? 1000 G 1 3.33 20 48 6.67 0.50 H4/2018, 12:55 PM Version 9.0, December 2016 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 1 Project Name Eastridge Subdivision ACHD Basin #2 L Lnter number of seepage teas (zb max) i 3 Design Storm 100 SC740 4 Weighted Runoff Coefficient C 0.62 Link to: V 5 Area A (Acres) 3 Installed Chamber Width Cw 4.53 acres 0vre55 Installed Chamber Depth Cd ` 6 Approved discharge rate (if applicable) ft 0.00 cfs 7.12 !I 7 Design Volume V - 9,725 9,725 ft' Volume Reduction (1st Hour of Drainage) V 1293 ft' 74.90 8 Set Total Design Width of All Drain Rock W 20.0 ft ea 9 Set Total Design Depth of All Drain Rock D 11.0 ft 9 Volume Infiltration Vperc Rock Only, Do Not Include Filter Sand Depth or Cover 10 Time to Drain hours 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 8.00 in/hr 12 Size of WQ Perf Pipe (Perf 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe (Perfs 3600), REQD if Q100>3.3 cfs in 14 Calculate Total Storage per Foot Spf 88.2 ft,/ft Spf=Apf=WxD-Ap.rf P,P,xVoids+1/2 Perf Area 15 Calculate Design Length L 96 97 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 97 ft 17 Variable Infiltration Window W SWW 20.0 ft 18 Time to Drain 6.8 hours 90% volume in 48 -hours minimum 4Ij �w 19 Length of WQ & Overflow Perf Pipes 97 ft 20 Perf Pipe Checks. Qperf >= Qpeak; #REFI where ODerf=CdxAxd(2xexH) Note: This assumes chambers are organized in a rectangular, layout. 1-StormTech, 1 Type of Chambers SC740 2 Volume to Store V 0 ft3 3 Installed Chamber Width Cw 4.25 ft Installed Chamber Depth Cd ` 2.50 ft Installed Chamber Height Ch 7.12 ft 4 Chamber Void Factor 5 Chamber Storage Volume, Without Rock, Per Manuf 45.90 ft`/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, 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90% volume in 48 -hours minimum C:\Users\cgrah\Dropbox\Projects\17017 Eastridge Subdivision\Reports\Storm Drainage\ACHD_ SD_CALCS_12-15-16 5/14/2018, 12:56 PM Version 9.0, December 2016 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. User input in yellow cells. 1 Project Name Eastridge Subdivision ACHD Basin #3 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 ❑ 5 Area of Drainage Subbasin (SF or Acres) SF Acre: 6 Determine the Weighted Runoff Coefficient (C) C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 User cak�lale 111 Mirt� min Subbasin Runoff Coefficients Subbasin Subbasin Subbasin 0.70-0.95 Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 19,009 3,955 1,800 25,261 1.15 0.90 0.90 0.90 0.20 0.55 80th 1.62 2,169 768 2,169 C:\Users\cgrah\Dropbox\Projects\17017 Eastridge Subdivision\Reports\Storm Drainage\ACHD_SD_CALCS_12-15-16 Version 9.0, December 2016 Estimated Runoff Coefficients for Various Surfaa Type of Surface Runoff Coefficients Business Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 Multifamily ..^_. _ 0.60.0.75 Residential (rural) 0.25.0.40 Apartment Dwelling Areas 0.70 - - Industrial and Commerciale Light areas 0.80 Railroad yard areas unimproved areas Streets Asphalt Concrete Brick_ Roofs_-. Gravel Fields: Sandy soil Slope Flat: 049n Average: 2-6% Adapted from ASCE 0.200.40 0.10-0.30 0.95 0.95 0.95 0.95 w,_.,_._.__...._.. 0.75 Soil Type III 0. 0. 0.013 10. 0.23 0.018 0.09 0112 0.15 Q. 5/14/2018,12:55 PM 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 1 Project Name Eastridge Subdivision ACHD Basin #3 2 Enter number of Seepage Beds (25 max) 1 3 Design Storm 100 SC740 4 Weighted Runoff Coefficient C 0.55 Link to:QV 5 Area A (Acres) 3 Installed Chamber Width CW 1.15 acres Tess ii 6 Approved discharge rate (if applicable) 2.50 0.00 cfs Installed Chamber Height Ch 7 Design Volume V 2,169 2,169 ft' Volume Reduction (1st Hour of Drainage) V 341 ft' ft3/Unit 8 Set Total Design Width of All Drain Rock W 8.0 ft 7 Total Number of Units Required 9 Set Total Design Depth of All Drain Rock D 9.0 ft ft2 Rock Only, Do Not Include Filter Sand Depth or Cover 9 Volume Infiltration Vperc 0 ft3/hr 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 8.00 in/hr 12 Size of WQ Perf Pipe (Perf 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe (Perfs 3601), REQD if Q100>3.3 cis in 14 Calculate Total Storage per Foot Spf 29.0 Oft Spf=Apf=WxD-Ap"rf pi,,xVoids+1/2 Perf Area 15 Calculate Design Length L 63 64 ft Override Value required for Chambers 16 Variable Infiltration Window L SWL 64 ft 17 Variable Infiltration Window W SWW 8.0 ft 18 Time to Drain 5.7 hours 90% volume in 48 -hours minimum OKE w- 19 Length of WQ & Overflow Perf Pipes 64 ft 20 Perf Pipe Checks. Qperf>= Qpeak; #REFI where Qperf=CdxAxV(2xgxH) ote: This assumes chambers are organized in a rectangular layout. 1-StormTech, 1 Type of Chambers SC740 2 Volume to Store V 0 ft3 3 Installed Chamber Width CW 4.25 ft Installed Chamber Depth Cd 2.50 ft Installed Chamber Height Ch 7.12 ft 4 Chamber Void Factor 5 Chamber Storage Volume, Without Rock, Per Manuf 45.90 ft3/Unit 6 Chamber Storage Volume, With Rock, Per Manuf 74.90 ft3/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ft2 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90% volume in 48 -hours minimum C:\Users\cgrah\Dropbox\Projects\17017 Eastridge Subdivision\Reports\Storm Drainage\ACHD_SD_CALCS_12-15-16 5/14/2018, 12:56 PM Version 9.0, December 2016 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. User input in yellow cells. 1 Project Name Eastridge Subdivision Basin #4 (Private) 2 Is area drainage basin map provided? YES (map must he 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 Suhbasins F1 5 Area of Drainage Subbasin (SF or Acres) SF Acre 6 Determine the Weighted Runoff Coefficient (C) C=[(CixAl)+(C2xA2)+(CnxAn)]/A Weighted AvI Subbasin Runoff Coefficients'`, Subbasin Subbasin Subbasin 0.70-0.95 Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 9,854 0 9,772 10,470 Average: 2-645 0.09 0.12 0.15 0. ---w- 0.13 tl.18 0.23 0. 0.69 0.90 0.90 0.90 0.20 0.66 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 1 User Catcu,ate min Type of Surface Runoff Coefficients'`, Business Concrete Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 Residential Rgo fs Single Family 0.35.0.50 Gravel 0.75 Residential (rural) 0.25-0.40 Apartment Dwelling Areas -._-� -.,..� ...... 0,70 ........ Induii and Commercial trial A -- B Light areas 0.80 Railroad vard areas Asphalt 0.95 Concrete 0.95 Brick0.95 .,..�. _. --.- Rgo fs �.....�,._._....._._.__..-_.... 05 Gravel 0.75 Fields: Sandy soil Soil Type Slope A -- B C D Flat: 0-2% 0,04 0.07 Average: 2-645 0.09 0.12 0.15 0. ---w- 0.13 tl.18 0.23 0. C:\Users\cgrah\Dropbox\Projects\17017 Eastridge Subdivision\Reports\Storm Drainage\ACHD_SD_CALCS_12-15-16 5/14/2018, 12:55 PM Version 9.0, December 2016 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 1 Project Name Eastridge Subdivision Basin #4 (Private) 2 Enter number of Seepage Beds (25 max) 1 3 Design Storm 100 SC740 4 Weighted Runoff Coefficient C 5 Area A (Acres) 0.66 0.69 acres Link to; Qv ' i QM TR55 I 6 Approved discharge rate (if applicable) 3 Installed Chamber Width Cw 0.00 cfs ft 7 Design Volume V 1,568 1,568 ft Volume Reduction (1st Hour of Drainage) V 272 ft' 8 Set Total Design Width of All Drain Rock W 8.0 ft ft3/Unit 9 Set Total Design Depth of All Drain Rock D 8.0 ft 7 Total Number of Units Required Rock Only, Do Not Include Filter Sand Depth or Cover 8 Area of Infiltration ' Aperc ft2 10 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2" drain rock and 3/4" Chips hours 90% volume in 48 -hours minimum 11 Design Infiltration Rate (8 in/hr max) Perc 8.00 in/hr 12 Size of WQ Perf Pipe (Pert 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe (Perfs 3600), REQD if Q100>3.3 cfs in 14 Calculate Total Storage per Foot Spf 25.8 25.8 ft3/ft Spf=Apf=WxD-A,,,,p,,exVoids+l/2 Perf—Area 15 Calculate Design Length L 51 51 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 51 ft 17 Variable Infiltration Window W SWW 8.0 ft 18 Time to Drain 5.2 hours 90% volume in 48 -hours minimum 19 Length of WQ & Overflow Perf Pipes 51 ft 20 Perf Pipe Checks. Qperf>= Qpeak; ` #REF! where Qperf=CdxAxV(2xgxH) ote: This assumes chambers are organized in a rectangular layout. 1-StormTech, 1 Type of Chambers SC740 2 Volume to Store V 0 ft3 3 Installed Chamber Width Cw 4.25 ft Installed Chamber Depth Cd 2.50 ft Installed Chamber Height Ch 7.12 ft 4 Chamber Void Factor 5 Chamber Storage Volume, Without Rock, Per Manuf 45.90 ft3/Unit 6 Chamber Storage Volume, With Rock, Per Manuf 74.90 ft3/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration ' Aperc ft2 9 Volume Infiltration Vperc A ft3/hr 10 Time to Drain hours 90% volume in 48 -hours minimum C:\Users\cgrah\Dropbox\Projects\17017 Eastridge Subdivision\Reports\Storm Drainage\ACHD_SD_CALCS_12-15-16 5/14/2018, 12:56 PM Version 9.0, December 2016 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. [Calculate Post -Development Flows {for pre -development flow's, increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Eastridge Subdivision ACRD Basin #5 2 Is area drainage basin map provided? YES (map must be included with stormwatercalculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 100 4 Enter number of storage facilities (25 max) 1 Ciirk to Shnw Mnrn Oihhacinc t7 5 Area of Drainage Subbasin (SF or Acres) SF Acre 6 Determine the Weighted Runoff Coefficient (C) C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avi Subbasin Industrial and Comr Subbasin Subbasin Subbasin Heavy areas_ Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 30 815 2,378 24,975 Roofs 624 ft' Gravel Fields: Sandy soil Slope 0.65 Average: 2-64b _Stee :>6� 9u mm_ Adapted from ASCE 0.90 0.90 0.20 0.28 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 lu— Caknlate la Mirt� min 0.20 624 Estimated Runoff Coefficients for Various Surfaca Type of Surface Runoff Coefficients "I Business Downtown areas 0.70.0.95 Urban neighborhoods 0.50-0.70 Residential Single Family 0.35.0.50 0.80 0.20.0.35 0.20.0.40 0.10.0.30 0.95 0.95 A (B ( C b 0.04 0.07 0.11 tl. 0.09 0.12 0.15 0. 0.13 0.18 0.23 0. C:\Users\cgrah\Dropbox\Projects\17017 Eastridge Subdivision\Reports\Storm Drainage\ACHD_SD_CALCS_12-15-16 5/14/2018,12:55 PM Version 9.0, December 2016 Industrial and Comr ).34 ]n ` Light areas a 221 r Heavy areas_ 0.00;cfs Parks, Cemeteries Playgrounds Railroad yard areas Unimproved areas Streets ft' Asphalt _ Concrete ft' Brick Roofs 624 ft' Gravel Fields: Sandy soil Slope Flat: 0-2'A Average: 2-64b _Stee :>6� 9u mm_ Adapted from ASCE 0.80 0.20.0.35 0.20.0.40 0.10.0.30 0.95 0.95 A (B ( C b 0.04 0.07 0.11 tl. 0.09 0.12 0.15 0. 0.13 0.18 0.23 0. C:\Users\cgrah\Dropbox\Projects\17017 Eastridge Subdivision\Reports\Storm Drainage\ACHD_SD_CALCS_12-15-16 5/14/2018,12:55 PM Version 9.0, December 2016 ACHD Calculation Sheet for Sizing Bioswales & Borrow Ditches NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. MENEM User input in yellow cells. 1 Project Name Eastridge Subdivision ACHD Basin #5 2 Enter number of Bioswales/Borrow Ditches (25 3 Design Storm 100 Weighted Runoff Coefficient C 0.28 Link to:[Qv 4 Area A (Acres) 0.65 acres QV TR55 Approved discharge rate for the given storm (if applicable) 0.00 cfs 5 Design Vol With 0% Sed for Swales V 624 624 ft' 6 Length of Swale 440 ft 7 Infiltration Window? (Note: infiltration required if Longitudinal Slope<1°o) Design Infiltration Rate 8.00 in/hr 8 Infiltration Window Width 0.00 ft 9 Set Swale Bottom Width b 0.00 ft 10 Set Swale Top Width 8.00 ft 11 Set Swale Depth y 1.00 ft 12 Swale Side Slopes H:1 Sxs 8.00 13 Calculate cross-sectional area AXS 8.00 8.00 ft' AX5=y'z+by 14 Total Swale Capacity Without Driveways 3,520 3520 ft 15 Does it Have Capacity? OK C:\Users\cgrah\Dropbox\Projects\17017 Eastridge Subdivision\Reports\Storm Drainage\ACHD_SD_CALCS_12-15-16 5/14/2018, 12:56 PM Version 9.0, December 2016 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. User input in yellow cells. 1 Project Name Eastridge Subdivision ACHD Basin #6 2 Is area drainage basin map provided? YES (map must he included with stormwatercalculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 100 4 Enter number of storage facilities (25 max) 1 Clirk to Shnw Mnre Suhhecins rl 5 Area of Drainage Subbasin (SF or Acres) SF Acre 6 Determine the Weighted Runoff Coefficient (C) C=[(C1xA1)+(C2xA2)+(CnxAn))/A Weighted Avg 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 User Calculate min 111 Mir i Subbasin Runoff Coefficients "1 Subbasin Subbasin Subbasin 0.70-0.95 Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 3,841 1,069 11,584 0.38 0.90 0.90 0.20 0.41 C:\Users\cgrah\Dropbox\Projects\17017 Eastridge Subdivision\Reports\Storm Drainage\ACHD_SD_CALCS_12-15-16 Version 9.0, December 2016 Estimated Runoff Coefficients for Various Surfaca Type of Surface Runoff Coefficients "1 Business Soil Type Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 Residential 0.04 0.07 Single Family 0.35-0.50 Apartment Dwelling Areas 0,70 Industrial and Commercial Light at 0.50 Heavy c 0.90 Railroad yard areas 10.200.40 Unimproved areas 0.10.0.30 Streets Asphalt 0.95 Concrete 0.95 Gravel 0.75 Fields: Sandy sail Soil Type slope A B C D Flat: 0-21y. 0.04 0.07 D.11 0. Average: 2-6% 0.09 0.12 0.15 0. Steep:�64o,_,�„__, 0.18 ry 0.23 4. Adapted from ASCE 5/14/2018,12:55 PM ACHD Calculation Sheet for Sizing Bioswales & Borrow Ditches NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. User input in yellow cells. 1 Project Name Eastridge Subdivision ACHD Basin #6 2 Enter number of Bioswales/Borrow Ditches (25 3 Design Storm 100 Weighted Runoff Coefficient C 0.41 Link to: q,v i 4 Area (Acres) 0.38 acres CLvTass 1 Approved discharge rate for the given storm (if applicable) 0.00 cfs 5 Design Vol With 0% Sed for Swales V 534 534 ft' 6 Length of Swale 220 ft 7 Infiltration Window? (Note: infiltration required if Longitudinal Slope<l%) Design Infiltration Rate 8.00 in/hr ' 8 Infiltration Window Width 0.00 ft 9 Set Swale Bottom Width b 0.00 ft 10 Set Swale Top Width 8.00 ft 11 Set Swale Depth y 1.00 ft 12 Swale Side Slopes H:1 Sxs 8.00 13 Calculate cross-sectional area Axs 8.00 8.00 ftz Axs=yzz+by 14 Total Swale Capacity Without Driveways 1,760 1760 ft' 15 Does it Have Capacity? 9K C:\Users\cgrah\Dropbox\Projects\17017 Eastridge Subdivision\Reports\Storm Drainage\ACHD_SD_CALCS_12-15-16 5/14/2018, 12:56 PM Version 9.0, December 2016 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. User input in yellow cells. 1 Project Name Eastridge Subdivision ACHD Basin H7 2 Is area drainage basin map provided? YES (map must be included with stormwatercalculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 100 4 Enter number of storage facilities (25 max) 1 5 Area of Drainage Subbasin (SF or Acres) SF Acre 6 Determine the Weighted Runoff Coefficient (C) C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avi Click to Show More Subbasins ❑ Subbasin Type of Surface Subbasin Subbasin Subbasin 0.10.0.3_0_ Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 7,364 1,695 16,837 0.59 0.90 0.90 0.20 0.44 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 luser Calaalate min IB Mir, Estimated Runoff Coefficients for Various Surfaa Type of Surface Railroad yard areas Runoff Coefficients "l Business 0.10.0.3_0_ Streets Downtown areas Asphalt 0.70-0.95 Urban neighborhoods 0.95 0.50-0.70 Residential 0.23 0, Adapted from ASCE Single Family 035.0.50 Light areas l 0.80 Playgrounds0.20.0.35 5011 Type Railroad yard areas 0.20.0.40 Unimproved areas 0.10.0.3_0_ Streets 0.04 0.07 Asphalt 0.95 Concrete 0.95 Fields: Sandy soil 5011 Type Slope A -- –B –C...— _6 Flat: 0-2% 0.04 0.07 0.11 0, Average: 2-695 0.09 0.12 0.15 0. 0.13 0.18 0.23 0, Adapted from ASCE C:\Users\cgrah\Dropbox\Projects\17017 Eastridge Subdivision\Reports\Storm Drainage\ACHD_SD_CALCS_12-15-16 5/14/2018,12:55 PM Version 9.0, December 2016 ACHD Calculation Sheet for Sizing Bioswales & Borrow Ditches NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. User input in yellow cells. 1 Project Name Eastridge Subdivision ACHD Basin #7 2 Enter number of Bioswales/Borrow Ditches (25 3 Design Storm 100 Weighted Runoff Coefficient C ` 0.44 Link to: o.V 4 Area A (Acres) 0.59 acres ovrRss Approved discharge rate for the given storm (if applicable) 0.00 cfs ([ 5 Design Vol With 0% Sed for Swales V 914 914 ft3 6 Length of Swale 160 ft 7 Infiltration Window? (Note: infiltration required if Longitudinal Slope<1°o) Design Infiltration Rate 8.00 in/hr 8 Infiltration Window Width 0.00 ft 9 Set Swale Bottom Width b 0.00 ft 10 Set Swale Top Width 8.00 ft 11 Set Swale Depth y 1.00 ft 12 Swale Side Slopes H:1 Sxs 8.00 13 Calculate cross-sectional area Axs 8.00, 8.00 ft2 Axs=y2z+by 14 Total Swale Capacity Without Driveways 1,280 1280 ft' 15 Does it Have Capacity? OK C:\Users\cgrah\Dropbox\Projects\17017 Eastridge Subdivision\Reports\Storm Drainage\ACHD_SD_CALCS_12-15-16 5/14/2018,12:56 PM Version 9.0, December 2016 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. User input in yellow cells. 1 Project Name Eastridge Subdivision ACHD Basin i#8 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 Shnw M.-Suhhacinc Fl 5 Area of Drainage Subbasin (SF or Acres) SF Acre 6 Determine the Weighted Runoff Coefficient (C) C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avl Subbasin 0.75 Subbasin Subbasin Subbasin 0.90 Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 30 3,179 910 9,537 0.15 0_18 0.23 0. Adapted from ASCE 0.31 0.90 0.90 0.20 0.41 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 It.)— C-kulute fit)Min � I min I Estimated Runoff Coefficients for Various Surface Type of Surface 0.75 Runoff Coefficients "t w.. Business Heavy areas __....d.-,._.._...._...... 0.90 Downtown areas 0.70.0.95 Urban neighborhoods Railroad yard areas 0.50-0.70 Residential 0.10.0.30 Streeks Single Family Asphalt 0,35.0.50 Industrial and Commercial 0.75 Light areas 0.80 Heavy areas __....d.-,._.._...._...... 0.90 rCes-..._..,...._._..__�...._.___�.._. Parks, Cemeteries___ _ f� Playgrounds 0.20.0.35 Railroad yard areas 0.20.0.40 _unimproved areas 0.10.0.30 Streeks 0.11 0. Asphalt 0.95 Concrete 0.95 Gravel 0.75 Fields: Sandy soil Soil Type Slope Flat: 0-298 0.04 0.01 0.11 0. Average: 2-6% 0.09 1 0.12 0.15 1 0. 0.15 0_18 0.23 0. Adapted from ASCE C:\Users\cgrah\Dropbox\Projects\17017 Eastridge Subdivision\Reports\Storm Drainage\ACHD_SD_CALCS_12-15-16 5/14/2018, 12:55 PM Version 9.0, December 2016 ACHD Calculation Sheet for Sizing Bioswales & Borrow Ditches NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. MENNOMMIEffiffifflEmli User input in yellow cells. 1 Project Name Eastridge Subdivision ACHD Basin #8 2 Enter number of Bioswales/Borrow Ditches (25 max) 3 Design Storm 100 Weighted Runoff Coefficient C 0.41 Link to: o,v 4 Area A (Acres) 0.31 acres QV TR55 3 Approved discharge rate for the given storm (if applicable) 0.00 cfs 5 Design Vol With 0% Sed for Swales V 443 443 ft 6 Length of Swale 140 ft 7 Infiltration Window? (Note: infiltration required if Longitudinal Slope loo) Design Infiltration Rate 8.00 in/hr 8 Infiltration Window Width 0.00 ft 9 Set Swale Bottom Width b 0.00 ft 10 Set Swale Top Width 8.00 ft 11 Set Swale Depth y 1.00 ft 12 Swale Side Slopes HA Sxs 8.00 13 Calculate cross-sectional area Axs 8.00 8.00 ft' Axs=y2z+by 14 Total Swale Capacity Without Driveways, 1,120 1120 ft3 15 Does it Have Capacity?1 L-' OK' C:\Users\cgrah\Dropbox\Projects\17017 Eastridge Subdivision\Reports\Storm Drainage\ACHD_SD_CALCS_12-15-16 5/14/2018,12:56 PM Version 9.0, December 2016 IVIL �N�ITEORKS May 16, 2018 City of Meridian 33 E. Broadway Ave. Meridian, ID 83642 RE: Impressive East Ridge Subdivision No. 1 Roadway Centerline Elevations To Whom It May Concern: I certify that all design street finish centerline elevations within Impressive East Ridge Subdivision No. 1 as shown in the plan set date stamped May 16, 2018 are set a minimum of three feet above the highest established normal groundwater elevation. Respectfully, Corinne M. Graham, PE Fes, Principal 16970 5-Ih-IS Ft�P�� 921 S. ORCHARD STREET, SUITE 200 BOISE, ID 83705 (208)946-3874 cgraham@cswengineering.com DEVCOLLC May 17, 2018 Mr. Josh Beach, Associate City Planner Planning Division City of Meridian 33 E. Broadway Ave., Suite 102 Meridian, Idaho 83642 RE: Impressive East Ridge 1 Final Plat Application Dear Mr. Beach: Attached for your review and favorable consideration is the Final Plat application for the Impressive East Ridge 1. This phase of construction consists of 41 residential and 6 common lots on approximately 24.39 acres of land in the R-4 zone. Statement of Conformance: This final plat is in conformance with: (1) The uses and layout as shown on the approved preliminary plat; (2) The use requirements and provisions of the UDC; and (3) Acceptable engineering and surveying practices and local standards. Annexation Application: Approved Applications: AZ, PP — H-2017-0129 On behalf of the applicant, DevCo Development respectfully requests approval of this final plat. This project will provide quality and desirable housing opportunities for Meridian residents. Thank you for your assistance with this matter, should you have any questions or require additional information please contact me or Laren Bailey at 208.336.5355. Sincerely, Jim D. Conger Managing Member JDC:lb 4824 W. Fairview Ave. • Boise, Idaho • 83706 208.336.5355 DEVCO, East Ridge Residential Community — Narrative East Ridge Estates is located in south Meridian and fronts East Lake Hazel Road just west of the South Eagle and Lake Hazel Road intersection. As you can see below; this community will be a positive addition of product mixes to this growing area. Location Map SUMMARY OF APPLICATIONS East Ridge community is a 139 -residential home -site planned development on forty acres on East Lake Hazel Road in South Meridian. The Community will consist of two product types; the Estate Home -sites on the Rim will consist of 17,000 to 37,000 square foot home -sites. The Village will be an Age Restricted Neighborhood for the mature homeowner, the Village homes are structured as maintenance free which is inclusive of all maintenance and is managed by the home owner's association. The traffic generated from The Village is less than 60% of a typical single-family home. September 7, 2017 2 1 P a g e East Ridge Narrative DevCo LLC DEVC0,C RESIDENTIAL DESIGN East Ridge Estates will consist of large Estate Home -sites on the Rim that will consist of 17,000 to 37,000 square foot transitional home -sites; which will consist of similar product to the adjacent Black Rock Subdivision Overall Development: • The Development Agreement will restrict the total number of residential homes to 98 lots for the Village housing and 41 homes for the Estate Lots. • Zoning will be R — 4 for the Estate Lots and R —15 for the Village housing. • Lake Hazel landscape to incorporate a 4 to 6 -foot -tall berms. A majority (80%) of the berm will be the requested 6 foot tall. • Phase 1 will include the connection to Lake Hazel Road as required by City Council. • Construction access will be from Lake Hazel Road. • The neighborhood park will consist of park amenities and the park that was relocated towards Black Rock neighbors per the direction of the coalition and neighbors. • Domestic Water will be looped to E. Cyanite Drive which will improve current domestic water quality for existing homeowners on City Services. Estate Homes Area —This large lot estate neighborhood is on 24.39 acres and will have 41 custom homes that will be of similar nature to the adjacent Black Rock Subdivision. The lot sizes on the rim range from 17,000 to 37,000 square feet and the overall Estate Lots average size is 19,585 square feet. The following is the Site Plan and Architectural Elevations of the proposed housing product: L East Ridge Estates September 7, 2017 3 1 P a g e East Ridge Narrative DevCo LLC h fli Estate Homes - Architectural Elevations AMENITIES: Estate Lots • Neighborhood Park • Open Field Sporting Area • Shade Structure • Sitting Areas September 7, 2017 4 1 P a g e East Ridge Narrative DevCo LLC DEVCO. In addition to the onsite project amenities, residents are able to take advantage of the planned South Meridian City Regional Park. The park will be located on approximately 77 acres of land directly across East Lake Hazel Road to the southwest of East Ridge. East Ridge neighborhood is adjacent to the Regional Park and our residents will be able to take advantage of the parks features and amenities. Park construction is scheduled to begin in 2018. South Meridian Regional Park CONCLUSION DevCo is respectfully requesting approval of the Final Plat for this spectacular new community located in South Meridian. This project will provide a quality mix of products and desirable homes at allowable densities while maintaining compatibility with Meridian City Codes as well as the surrounding properties. Thank you. September 7, 2017 5 1 P a g e East Ridge Narrative DevCo LLC Sawtooth Land Surveying, LLC P: (208) 398-8104 F: (208) 398-8105 2030 S. Washington Ave., Emmett, ID 83G 17 May 17, 2018 Boundary Legal Description BASIS OF BEARINGS FOR THIS DESCRIPTION IS NORTH 89059'28" WEST BETWEEN THE 5/8" REBAR ILLEGIBLE CAP MARKING THE E1/16 CORNER COMMON TO SECTIONS 32 AND 5, AND THE BRASS CAP MARKING THE S1/4 CORNER OF SECTION 32, BOTH IN T. 3 N., R. 1 E., B.M., ADA COUNTY, IDAHO. A PARCEL OF LAND LOCATED IN THE SW1/4 OF THE SE1/4 OF SECTION 32, T. 3 N., R. 1 E., B.M., CITY OF MERIDIAN, ADA COUNTY, IDAHO, MORE PARTICULARLY DESCRIBED AS FOLLOWS; COMMENCING AT A BRASS CAP MARKING THE S1/4 CORNER OF SAID SECTION 32; THENCE NORTH 0008'57" EAST, COINCIDENT WITH THE WEST LINE OF SAID SW1/4 OF THE SE1/4 OF SECTION 32, A DISTANCE OF 50.00 FEET TO A 5/8" REBAR PLS 14221, AND THE POINT OF BEGINNING; THENCE CONTINUING NORTH 0008'57" EAST, COINCIDENT WITH SAID WEST LINE OF THE SW1/4 OF THE SE1/4 OF SECTION 32, A DISTANCE OF 25.00 FEET TO A 5/8" REBAR PLS 14221; THENCE SOUTH 89059'28" EAST, PARALLEL WITH THE SOUTH LINE OF SAID SW1/4 OF THE SE1/4 OF SECTION 32, A DISTANCE OF 671.44 FEET TO A 5/8" REBAR PLS 14221; THENCE NORTH 45000'32" EAST, 22.63 FEET TO A 5/8" REBAR PLS 14221; THENCE NORTH 0000'32" EAST, 73.62 FEET TO A 5/8" REBAR PLS 14221; THENCE NORTH 40019'29" EAST, 183.61 FEET TO A 5/8" REBAR PLS 14221; THENCE SOUTH 89059'28" EAST, PARALLEL WITH SAID SOUTH LINE OF THE SW1/4 OF THE SEI/4 OF SECTION 32, A DISTANCE OF 136.15 FEET TO A 5/8" REBAR PLS 14221; THENCE NORTH 0000'32" EAST, 592.00 FEET TO A 5/8" REBAR PLS 14221; THENCE NORTH 89059'28" WEST, PARALLEL WITH SAID SOUTH LINE OF THE SW1/4 OF THE SE1/4 OF SECTION 32, A DISTANCE OF 940.37 FEET TO A 5/8" REBAR PLS 14221 ON SAID WEST LINE OF THE SW1/4 OF THE SE1/4 OF SECTION 32; THENCE NORTH 0008'57" EAST, COINCIDENT WITH SAID WEST LINE OF THE SW1/4 OF THE SE1/4 OF SECTION 32, A DISTANCE OF 447.60 FEET TO A 5/8" REBAR PLS 14221, MARKING THE CS1/16 CORNER OF SECTION 32; THENCE SOUTH 89051'49" EAST, COINCIDENT WITH THE NORTH LINE OF SAID SW1/4 OF THE SE1/4 OF SECTION 32, A DISTANCE OF 1329.89 FEET TO A 5/8" REBAR PLS 14221, MARKING THE SE1/16 CORNER OF SECTION 32; P:\2017\17272 -CMG EASTRIDGE SUBDIVISION\Survey\Drawings\Descriptions\17272 Boundary Legal.docx Page 11 THENCE SOUTH 0009'59" WEST, COINCIDENT WITH THE EAST LINE OF SAID SW1/4 OF THE SE1/4 OF SECTION 32, A DISTANCE OF 1291.26 FEET TO A 5/8" REBAR PLS 14221; THENCE NORTH 89059'28" WEST, PARALLEL WITH SAID SOUTH LINE OF THE SW1/4 OF THE SE1/4 OF SECTION 32, A DISTANCE OF 1329.51 FEET TO THE POINT OF BEGINNING. THE ABOVE DESCRIBED PARCEL CONTAINS 22.86 ACRES, MORE OR LESS. 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