HomeMy WebLinkAboutApplicationHearing Date: February 23, 2016
File No.: H-2016-0007
Project Name: Southridge No. 2
Request: Request for final plat consisting of forty eight (48) single family residential lots and
fourteen (14) common lots on 15.01 acres of land in the R-8 and R-4 zoning districts, by
Corey Barton Homes, hic.
Location: The site is located south of W. Overland Road on the west side of S. Linder Road, in the
Southeast '/a of Northeast '/a of Section 23, Township 3N, Range 1 W.
ECEIVE
JAN 2 0 2016
E �Planning Division
DEVEL REVIEW APPLICATION
f7Qrfrlud d��e Z -23-/(
STAFF USE ONLY:
Project name:
Filenumber(s):,%�'1:
Assigned Planner: ef.,sacl 6aIES Relatedfiles: Pr- ILI—oz;
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 ane)
O.Development Agreement Modification
❑ Variance
Final Plat
❑ Other
❑ Final Plat Modification
Applicant Information
Applicant name: Corey Barton Homes, Inc. Phone: 208.955.9900
Applicant address: 1977 E. Overland Rd. Email:
City: Meridian
State: ID Zip: 83642
Applicant's interest in property: VOwn ❑ Rent ❑ Optioned []Other
Owner name: Corey D. Barton
Owner address: 1977 E. Overland Rd.
Cin,. Meridian
Phone: 208.955.9900
Email:
State: ID Zip: 83642
Agent/Contact name (e.g., architect, engineer, developer, representative):
Firm name: The Land Group, Inc.
Agent address
462 E. Shore Dr., Suite 100
City: Cagle
Primary contact is: ❑ Applicant ❑ Owner VAgent/Contact
Jason Densmer
Phone: 208.939.4041
Email: denise@thelandgroupinc.com
State: ID Zip: 83616
Subject Property Information
Location/street address: Near SWC S. Linder & W. Overland Rds.Township, range, section: 3N 1 W 23
Assessor's parcel number(s): S1223142040 Total acreage: 15.01 Zoning district: R-4
Community Development . Planning Division n 33 E. Broadway Avenue, Ste. 102 Meridian, Idaho 83642
Phone: 208-884-5533 Fax: 208-888-6854 www.meridiancitv.org'pl<lnnine
-1- (Rev. 0611212014)
Project/subdivision name: Southridge Subdivision Phase 2
General description of proposed project/request: Final Plat for Southridge Subdivision Phase 2.
62 total lots, including 48 buildable lots and 14 common lots - Residential Subdivision.
Proposed zoning district(s): R-4
Acres of each zone proposed: 15.01
Type of use proposed (check all that apply):
li(Residential ❑ Office ❑ Commercial ❑ Employment ❑ Industrial ❑ Other
Who will own & maintain the pressurized irrigation system in this development? Homeowner's Association
Which irrigation district does this property lie within? Nampa -Meridian Irrigation District
Primary irrigation source: Ridenbaugh Canal Secondary: Meridian City
Square footage of landscaped areas to be irrigated (if primary or secondary point of connection is City water): 81,070 sq. ft.
Residential Project Summary (if applicable)
Number of residential units: 48 Number of building lots: 48
Number of common lots:
14
Number of other lots:
Proposed number of dwelling units (for multi -family developments only): N/A
I bedroom:
2-3 bedrooms:
Minimum square footage of structure (excl. garage):
Minimum property size (s.f):
Gross density (Per UDC 11-1A-1): 3.2 units/acre
Acreage of qualified open space: per Pre -Plat
4 or more bedrooms:
Maximum building height: -
Average property size (s.f.):
- Net density (Per UDC 11 -IA -1):
Percentage of qualified open space:
Der Pre -Plat
Type and calculations of qualified open space provided in acres (Per UDC 11 -3G -3B):
Refer to approved Preliminary Plat
Amenities provided with this development (if applicable): Multi -use pathway extension
Type of dwelling(s) proposed: `single-family Detached ❑ Single-family Attached ❑ Townhouse
❑ Duplex ❑ Multi -family ❑ Vertically Integrated ❑ Other
Non-residential Project Summary (if applicable) N/A
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: 01.14.2016
Community Development ■ Planning Division ■ 33 E. Broadway Avenue, Ste. 102 Meridian, Idaho 83642
Phone: 208-884-5533 Fax: 208-888-6854 www.meridiancilv.ornll7tannina_
-2- (RPV. 0611212014)
THE LAND GROUP, INC.
January 19, 2016
Planning & Development
City of Meridian
33 E. Broadway, Suite 102
Meridian, ID 83642
Re: Application for Southridge Subdivision No. 2 concerning
Final Plat Application
Dear Planning Division:
We are pleased to submit the enclosed application for approval of the Final Plat of Phase 2 of the
Southridge Subdivision. The project is located south of W. Overland Rd. and west of S. Linder Rd. within
the City of Meridian. The project is bounded to the north by Southridge Subdivision Phase 1, to the east
by S. Linder Rd., to the south by the Ridenbaugh Canal separating Southridge from Aspen Cove
Subdivision and to the west by the Ridenbaugh Canal and unplatted future phases of Southridge
Subdivision.
Background
The entire property of the Southridge Subdivision has been in front of the City for entitlement review
and approval several times in the past.
A Preliminary Plat, (PP -14-017), was approved July 21, 2015 for Southridge Subdivision Phases 2, 3, 4, 5
and 6 including a total of 48.56 acres with a total of 167 buildable lots and 32 common lots.
Current Application
With the proposed Final Plat application, all improvements necessary to serve Phase 2 of the proposed
development are to be constructed. The City of Meridian can provide sanitary sewer service and
domestic water for culinary and fire -protection purposes. Roadways within the proposed final plat are
intended to be public and will be dedicated to the Ada County Highway District. Storm water from the
project area will be collected, managed and retained in systems acceptable to ACHD within the overall
Southridge development. Pressurized irrigation for the project is available from the adjacent
Ridenbaugh Canal (Nampa -Meridian Irrigation District) and will be delivered through the existing
pressure irrigation system owned and operated by the Southridge Homeowner's Association.
The Homeowner's Association will also own and maintain the various common areas throughout the
project, which will provide open space amenities to the future residents. In addition, a public multi -use
pathway will be constructed through this phase of the project in accordance with the City's Master
Pathway Plan. As future phases of Southridge develop, further common area open spaces and amenities
will be developed as required by the project's Development Agreement.
Site Planning � Landscape Architecture Civil Engineering - Golf Course Irrigation & Engineering Graphic Design • Surveying
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January 19, 2016
Page 2 of 2
The proposed Final Plat is in conformance with:
• The approved preliminary plat and meets all the requirements or conditions thereof.
• All the requirements and provisions of the UDC.
• The acceptable engineering, architectural and surveying practices and local standards.
We appreciate the opportunity to present this application and look forward to providing any additional
information required for City of Meridian application process. If you have any questions, please do not
hesitate to contact our office, 208.939.4041 or email jason@thelandgroupinc.com
Sincerely,
so Densmer
ipal & Project Engineer
The Land Group, Inc.
Site Planning -Landscape Architecture Civil Engineering -Golf Course Irrigation & Engineering -Graphic Design Surveying
462 E. Shore Drive, Suite 100 • Eagle, Idaho 83616 - P 208.939.4041 • F 208.939.4445-www.thelandgroupinc.com
January 15, 2016
Project No. 115162
THE LAND GROUP, INC.
SOUTHRIDGE SUBDIVISION PHASE 2
FINAL PLAT DESCRIPTION
A parcel of land located in the Southeast One Quarter of the Northeast One Quarter of Section 23, Township 3
North, Range 1 West, Boise Meridian, Meridian, Ada County, Idaho, being more particularly described as follows:
Commencing at the Section Corner common to Sections 13, 14, 23 and 24 of said Township 3 North, Range 1
West, (from which point the East One Quarter Section Corner of said Section 23 bears South 00041'26" West,
2650.67 feet distant);
Thence from said Section Corner, South 00°41'26" West, a distance of 1602.93 feet on the easterly line of said
Section 23;
Thence North 89018'32" West, a distance of 80.46 feet to the southwest corner of Lot 1, Block 5 of Southridge
Subdivision Phase 1, as same is shown on the Plat thereof recorded in Book 104 of Plats at Page 14056 of Ada
County Records, said point being an the easterly right -of Way line of South Knotty Timber Avenue and also being
the POINT OF BEGINNING;
Thence South 00041'28" West a distance of 76.03 feet to a point of curve;
Thence 46.51 feet on the arc of a curve to the right, said curve having a radius of 76.00 feet, a central
angle of 35"03'36", a chord bearing of South 18013'16" West, and a chord length of 45.78 feet;
Thence South 54'50'25" East a distance of 25.78 feet;
Thence South 00°41'26" West a distance of 293.11 feet;
Thence North 89"04'41" West a distance of 110.00 feet;
Thence South 00'41'26" West a distance of 569.96 feet;
Thence North 89°02'56" West a distance of 120.36 feet to a point of curve on the centerline of the
Ridenbaugh Canal;
Thence on the centerline of the Ridenbaugh Canal the following courses and distances:
Thence 287.73 feet an the arc of a curve to the left, said curve having a radius of 600.00 feet, a central
angel of 27°28'35", a chord bearing of North 46"15'10" West, and a chord length of 284.98 feet;
Thence North 59059'27" West, a distance of 73.72 feet to a point of curve;
Thence 90.21 feet on the arc of a curve to the left, said curve having a radius of 120.00 feet, a central
angel of 43°04'24 a chord bearing of North 81"31'39" West, and a chord distance of 88.10 feet;
Thence South 76456'09" West, a distance of 93.79 feet to a point of curve;
Thence 83.95 feet on the arc of a curve to the right, said curve having a radius of 100.00 feet, a central
angle of 48°06'06", a chord bearing of North 79'00'48" West, and a chord distance of 81.51 feet;
Thence North 54°57'45" West, a distance of 108.31 feet;
Thence leaving the centerline of the Ridenbaugh Canal, North 12'54'43" East a distance of 63.07 feet;
Thence North 00'25'32" East a distance of 673.44 feet,
Thence North 89°34'28" West a distance of 101.62 feet to a point of curve;
Thence 27.08 feet on the arc of a curve to the right, said curve having a radius of 125.00 feet, a central
angle of 12'24'52", a chord bearing North 27043'59" East, and a chord length of 27.03 feet;
Site Planning • Landscape Architecture * Civil Engineering • Golf Course Irrigation & Engineering • Graphic Design • Surveying
Thence North 33°56'25" East a distance of 25.81 feet to a point of curve on the southerly boundary line
of said Southridge Subdivision Phase 1;
Thence on the southerly boundary line of said Southridge Subdivision Phase i for the following courses
and distances;
Thence 30.96 feet on the arc of a curve to the right, said curve having a radius of 20.00 feet, a central
angle of 88`40'56", a chord bearing North 78°16'53" East, and a chord length of 27.96 feet to a point of
reverse curve;
Thence 161.30 feet on the arc of a curve to the left, said curve having a radius of 765.00 feet, a central
angle of 12'04'50", a chord bearing South 63'25'04"East, and a chord length of 161.00 feet to a point of
reverse curve;
Thence 24.39 feet on a curve to the right, said curve having a radius of 20.00 feet, a central angle of
69°53'02", a chard bearing South 34"30'59" East, and a chord length of 22.91 feet;
Thence South 61013'36" East a distance of 56.81 feet;
Thence 36.04 feet on the arc of a curve to the right, said curve having a radius of 20.00 feet, a central
angle of 103°15'16", a chord bearing North 52°03'10" East, and a chord length of 31.36 feet to a point of
reverse curve;
Thence 132.04 feet on the arc of a curve to the left, said curve having a radius of 765.00 feet, a central
angle of 09"53'22", a chord bearing South 81015'53" East, and a chord length of 131.88 feet;
Thence South 86'12'34" East a distance of 29.96 feet to a point of curve;
Thence 15.26 feet on the arc of a curve to the right, said curve having a radius of 325.00 feet, a central
angle of 02"41'23", a chord bearing South 87033'16" East, and a chord length of 15.26 feet to a point of
reverse curve;
Thence 31.18 feet on the arc of a curve to the right, said curve having a radius of 20.00 feet, a central
angle of 89019'29", a chord bearing of South 44'14'13" East, and a chord length of 28.12 feet;
Thence South 89°34'28" East a distance of 50.00 feet;
Thence North 00°25'32" East a distance of 48.98 feet;
Thence South 89°34'27" East a distance of 333.99 feet;
Thence South 89018'32" East a distance of 69.02 feet to the point of beginning.
The above described parcel contains 15.01 acres more or less.
PREPARED 8Y:
THE LAND GROUP, INC.
James R. Washburn
Site Planning • landscape Architecture - Civil Engineering Golf Course Irrigation & Engineering Graphic Design • Surveying
ADA COUNTY RECORDER Christopher D. Rich 2014-102226
BOISE IDAHO Pgs=7 BONNIE OBERBILLIG 12/18/2014 04:24 PM
FIDELITY NATIONAL TITLE - BOISE $28.00
QUITCLAIM DEED
FOR VALUE RECEIVED
Corey Barton Homes, Inc., an Idaho Corporation, dba CBH Homes
do(es) hereby convey, release and forever quitclaim unto: Corey Barton Homes, Inc., an
Idaho Corporation, dba CBH Homes
whose current address Is: 1977 E. Overland Rd., Meridian, ID 83642
the following described premises, to -wit:
See attached Exhibit "A' attached hereto and made a part hereof
Date: December k1, 2014
Corey Barton Homes, Inc., dba CBH Homes
2
State of Idaho pp
County ofFG��
On this d i5 -
day of December, 2014, before me the undersigned, a Notary Public in and
for sald state, personally appeared Corey D. Barton known or identified to me to be the
President of Corey Barton Homes, Inc. the corporation that executed the Instrument or the
person(s) who executed the Instrument on behalf of said corporation, and acknowledged to
me that such corporation executed the same.
Notary Public Name: � o S� � ' 4;=' TA,Z-7�4& 1�.
Residing at bAn:< ;
My Commission Expires: b-05_140 r °
POFD,
Order No THIS INSTRUMENT FILED FOR RECORD
Deed -Quit Claim BY FIDELITY NATIONAL TITLE AS AN 12/16/14 3:20 PM
ACCOMMODATION ONLY. 1T HAS NOT
BEEN EXAMINEDASTO ITS EXECUTION
OR AS TO ITS AFFECT UPON THE TITLE.
�Pv
September 9, 2014
Project No. 114042
Southridge PBA
Parcel A Description
49.90 Acres
1111. LAND GB(It V, INC.
Exhlblt "A"
Page 1 of 4
A tract of land situated In the North One Half and the Northwest One Quarter of the Southeast One
Quarter of section 23, Township 3 North, Range 1 West, Boise Meridian, City of Meridian, Ada County,
Idaho, described as follows:
Commencing at the Northeast Corner of said Section 23, said corner being South 89.19'41" East a
distance of 2,661.73 feet from the North One Quarter Corner of said Section 23, thence following the
easterly line of said Section 23, South 00'41'26" West a distance of 2,600.67 feet;
Thence leaving said easterly line, North 89'02'56" West a distance of 48.00 feet to the westerly right-
of-way line of South Linder Road, said point being the POINT OF BEGINNING.
Thence leaving said westerly right-of-way line and following the northerly right-of-way line of
Aspen Cove Drive, North 89'02'56" West a distance of 255.36 feet to a point on the centerline
of the Ridenbaugh Canal;
Thence following said centerline of the Ridenbaugh Canal along the following 10 courses:
1. 287.73 feet along the arc of a circular curve to the left, said curve having a radius of
600.00 feet, a central angle of 27'28135", a chord bearing of North 46'15'10" West,
and a chord distance of 284.98 feet;
2. North 59059'27" West a distance of 73.72 feet;
3. 90.21 feet along the arc of a circular curve to the left, said curve having a radius of
120.00 feet, a central angle of 43'04'24", a chord bearing of North 81'31'39" West,
and a chord distance of 88.10 feet;
4. South 76056'09" West a distance of 93.79 feet;
S. 83.95 feet along the arc of a circular curve to the right, said curve having a radius of
100.00 feet, a central angle of 48'06'06", a chord bearing of North 79'00'48" West,
and a chord distance of 81.51 feet;
6. North 54657145" West a distance of 108.31 feet;
7. 90.18 feet along the arc of a circular curve to the left, said curve having a radius of
120.00 feet, a central angle of 43'03'30", a chord bearing of North 76'29'30" West,
and a chord distance of 88.07 feet;
8. South 81'58'45" West a distance of 380.01 feet;
9. 160.45 feet along the arc of a circular curve to the left, said curve having a radius of
150.00 feet, a central angle of 61'17'12", a chord bearing of South 51'20'09" West,
and a chord distance of 152.91 feet;
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'I'111 Ld]p GRUC 1'. INC.
10. South 20'41'33" West a distance of 218.36 feet to a point on the northerly line of
Aspen Cove Subdivision, Blocks 3, 4 & 5, according to the official plat thereof, filed In
Book 35 of Plats at Page 3,040, Records of Ada County, Idaho;
Thence leaving said centerline and following said northerly line along the following 6 courses:
1. North 89'02'56" West a distance of 32.62 feet;
2. South 33'08'24" West a distance of 127.52 feet;
3. South 55024'04" West a distance of 417.50 feet;
4. North 70'12'07" West a distance of 47.38 feet;
5. North 25'10'44" East a distance of 367.74 feet;
6. North 89'02'56" West a distance of 34.06 feet to a point on the said centerline of
the Ridenbaugh Canal;
Thence leaving said northerly line and following said centerline along the following 7 courses:
1. North 32'06'19" East a distance of 21.67 feet;
2. 129.34 feet along the arc of a circular curve to the left, said curve having a radius of
150.00 feet, a central angle of 49'24'12", a chord bearing of North 07'24'13" East,
and a chord distance of 125.37 feet;
3. North 17017'53" West a distance of 110.54 feet;
4. 140.75 feet along the arc of a circular curve to the right, said curve having a radius
of 150.00 feet, a central angle 53'45'48", a chord bearing of North 9'35'01" East,
and a chord distance of 135.64 feet;
S. North 36'27'55" East a distance of 34.82 feet,
6. 389.27 feet along the arc of a circular curve to the left, said curve having a radius of
300.00 feet, a central angle of 74'20'42", a chord bearing of North 00042'26" West,
and a chord distance of 362.53 feet;
7. North 37052'47" West a distance of 332.24 feet;
Thence leaving said centerline, North 52'03' 57" East a distance of 184.78 feet;
Thence North 52'07'13" East a distance of 35.00 feet;
Thence North 37'52'47" West a distance of 61.97 feet;
Thence 151.30 feet along the arc of a circular curve to the right, said curve having a radius of
225.00 feet, a central angle of 38' 31' 46", a chord bearing of North 18'36'55" West, and a
chord distance of 148.47 feet;
Thence North 00'38'58" East a distance of 394.08 feet,
Thence South 89'29'56" East a distance of 50.00 feet;
Thence South 89'19'29" East a distance of 250.00 feet;
Thence South 00'38'49" West a distance of 137.22 feet;
Thence 57.71 feet along the arc of a circular curve to the right, said curve having a radius of
325.00 feet, a central angle of 10010'24", a chord bearing of South 57017'04" East, and a chord
distance of 57.63;
Thence 94.40 feet along the arc of a circular curve to the left, said curve having a radius of
291.75 feet, a central angle of 18'32'22", a chord bearing of South 61028'03" East, and a chord
distance of 93.99 feet;
or
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1141. LAND UnO11P. INC.
Thence South 71018'33" East a distance of 261.09 feet to a point on the southerly line of
Southridge Subdivision No. 1, according to the official plat thereof, flied In Book 104 of Plats
at Page 14,056, Records of Ada County, Idaho along the following 22 courses;
1. South 18'41'27" West a distance of 50.00 feet to a curve;
2. 54.66 feet along the arc of a circular curve to the right, said curve having a radius of
20.00 feet,a central angle of 90'00'00", a chord bearing of South 26'18'33" East,
and a chord distance of 28.28 feet,
3. South 71'18'33" East a distance of 50.00 feet,
4. 31.42 feet along the arc of a circular curve to the right, said curve having a radius of
20.00 feet, a central angle of 90000'00", a chord bearing of North 63'41'27" East,
and a chord distance of 28.28 feet;
S. South 71'18'33" East a distance of 16.94 feet;
6. 157.91 feet along the arc of a circular curve to the right, said curve having radius of
275.00 feet, a central angle of 32'54'01", a chord bearing of South 54'51'32" East,
and a chord distance of 155.75 feet,
7. 165.46 feet along a the arc of a circular curve to the left, said curve having a radius
of 765.00 feet, a central angle of 12'23'32", a chord bearing of South 44'36'18" East,
and a chord distance of 165.14 feet;
8. 29.56 feet along a the arc of a circular curve to the right, said curve having a radius
of 20.00 feet, a central angle of 8444'29", a chord bearing of South 08'25'50" East,
and a chord distance of 26.96 feet;
9. South 52'30'58" East a distance of 50.10 feet;
10. 30.96 feet along the arc of a circular curve to the right, said curve having a radius of
20.00 feet, a central angle 88'40'56", a chord bearing of North 78'16'53" East, and a
chord distance of 27.96 feet;
11. 161.30 feet along a the arc of a circular curve to the left, said curve having a radius
of 765.00 feet a central angle 12'04'50", a chord bearing of South 63'25'04" East,
and a chord distance of 161.00 feet;
12. 24.39 feet along the arc of a circular curve to the right, said curve having a radius of
20.00 feet, a central angle of 69'53'02", a chord bearing of South 34'30'59" East,
and a chord distance of 22.91 feet;
13. South 61'13'36" East a distance of 56.81 feet;
14. 36.04 feet along the arc of a circular curve to the right, said curve having a radius of
20.00 feet, a central angle 103'15'16", a chord bearing of North 52'03'10" East, and
a chord distance of 31.36 feet;
15. 132.04 feet along the arc of a circular curve to the left, said curve having a radius of
765.00 feet, a central angle of 09'53'22", a chord bearing of South 81015'53" East,
and a chord distance of 131.88 feet;
16. South 86'12'34" East a distance of 29.96 feet,
17. 15.26 feet along the arc of a circular curve to the left, said curve having a radius
325.00 feet, a central angle 02'41'23", a chord bearing of South 87'33'16" East, and
a chord distance of 15.26 feet;
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'I'111: LAND (414M 1•. INC
18. 31.18 feet along the arc of a circular curve to the right, sold curve having a radius of
20.00 feet, a central angle of 89'19'29'', a chord bearing of South 44'14'13" East,
and a chord distance of 28.12 feet;
19. South 89'34'28" East a distance of 50.00 feet;
20. North DO'2S'32" East a distance of 48.98 feet;
21. South 89'34'27" East a distance of 333.99 feet;
22. South 89'18'32" East a distance of 101.48 feet to a point on the said westerly right-
of-way of South Linder Road;
Thence leaving said southerly line and following said westerly right-of-way line, South
00041'26" West a distance of 997.52 feet to the POING OF BEGINNING.
The above-described tract of land contains 49.90 acres, more or less, subject to all existing easements
and rights-of-way.
Prepared By: THE LAND GROUP, INC.
462 E. SHORE DRIVE, SUITE 100 ANL LAND
EAGLE, IDAHO 83616 dSO� MkP-
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Title: Date: 09-05-2014
Scale: 1 inch = 300 feet File:
Data and Deed Call Listing of File:
Trsot 1: 49.904 Acres: 2173835 Sq Feet: Closure - s38.2045e 0.02 Feet: Precision -11338889: Perimeter - 8338 Fed
001-n89.0256w 255.36
73.72
I.S845w 380.01
011-s20.4133w 218.36
012-n89.0256w 32.62
013-533.0824w 127.52
014-555.2404w 417.50
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AFFIDAVIT OF LEGAL INTEREST
STATE OF IDAHO
COUNTY OF ADA
Corey Barton Homes, Inc.
(name) (address)
(city) (state)
being first duly sworn upon, oath, depose and say:
1. That I am the record owner of the property described on the attached, and I grant my
permission to:
The Land Group, Inc. 462 E. Shore Dr., Eagle, ID 83616
(name) (address)
to submit the accompanying application(s) pertaining to that property.
2. I agree to indemnify, defend and hold the City of Meridian and its employees harmless
from any claim or liability resulting from any dispute as to the statements contained
herein or as to the ownership of the property which is the subject of the application.
3. 1 hereby grant permission to City of Meridian staff to enter the subject property for the
purpose of site inspections related to processing said application(s).
Dated this I bl�day of S42+e20I
(Signature)
SUBSCRIBED AND SWORN to before me the day and year first above wniiPn:—
,a 4 t N`p% (Notary Public for Idaho)
° Op�i�:8
NiltiJ
_ Residing at: m Qq,
n ,
o �
° My Commission Expires: CSS— C
a ,
°?LOFIQ °
33 E Broadway Suite 210 r Meridian, Idaho 83642
Phone: (208) 884-5533 0 Facsimile; (208) 888-6678 • Website: www.meridiancity.org
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Community Development
Parcel Verification
Date: 9/10/14
Meridian City Hall, Suite 102
33 E. Broadway Avenue
Meridian, Idaho 83642
208.887.2211
The parcel information below has been researched and verified as correct by the City of Meridian
Community Development Department.
Project Name
Parcel Numbers
T/R/S:
Southridge #2 PBA
S1223244510
S1223131360
51223131220
S1223142035
51223212404
51223120934
3N 1W 23
Address Verification Rev: 04/23/12
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THE LAND GROUP, INC.
Southridge Subdivision Phase 2
Meridian, Idaho
ACHD Storm Water Management Master Plan &
Engineering Drainage Report
Developer
Corey Barton Homes, Inc.
Engineer
The Land Group, Inc.
462 East Shore Drive, Ste. 100
Eagle, Idaho 83616
Contact: Jason Densmer, PE
Ph: 208.939.4041
December 14, 2015
Project No. 115162
\IN DEN%"%
12/14/2015
P
Site Planning • Landscape Architecture • Civil Engineering • Golf Course Irrigation & Engineering • Graphic Design • Surveying
462 E. Shore Drive, Suite 100 - Eagle, Idaho 83616 - P 208.939.4041 • F 208.939.4445 • www.thelandgroupinc.com
..i_:
2102200 THE LAND GROUP, INC.
Report Purpose
Southridge Subdivision Phase 2
Storm Water Management Report
The following report addresses the storm drainage systems for Phase 2 of the Southridge
Subdivision. Phase 1 of the subdivision contemplated the future improvements proposed in Phase
2 and provided storm drainage capacity within the system constructed by Phase 1 to
accommodate these areas.
Site Description
Phase 2 of the Southridge Subdivision is located south of Overland Rd and west of Linder Rd in
Meridian, Idaho. The site is adjacent to and southerly of the Southridge Subdivision Phase 1. The
topography of the site is gently sloping, generally rising towards the south and the border of the
site against the Ridenbaugh Canal.
Phase 2 of the project will develop an area of approximately 15.00 -acres.
Storm Drainage Routing & Treatment:
Generally, collection, routing and treatment of storm drainage from the project are as follows:
1. Roadways slope to gutters along the road edges
2. Gutters transport collected drainage to catch basins.
3. Stormwater flows through the catch basins into a storm drain piping network which
transports the stormwater to existing piping within the Phase 1 improved area.
4. Within the Phase 1 of the subdivision, the piping network conveys storm water to
treatment structures which ultimately discharge the treated stormwater to detention
ponds.
5. The detention ponds provide temporary storm water holding volumes to allow sufficient
time for the incoming flows to be attenuated and discharged at a pre -development rate.
Master Drainage Plan
Phase 1 of the Southridge Subdivision prepared a detailed drainage study of the Phase 1 area and
the upland areas which are now proposed for Phase 2. (Note —the Phase 2 area described by the
Phase 1 study will actually be developed in several phases. The current Phase 2 is only a portion
of the Phase 2 contemplated by the Phase 1 study).
The Southridge Subdivision Phase 1—Storm Water System Design Report (dated Aug. 18, 2008) is
attached to this report as Attachment A and incorporated by reference.
or
Site Planning • Landscape Architecture • Civil Engineering � Golf Course Irrigation & Engineering - Graphic Design , Surveying
462 E. Shore Drive, Suite 100 • Eagle, Idaho 83616 • P 208.939.4041 • F 208.939.4445 • www.thelandgroupinc.com
� • HE LAND GROUP, INC.
Conformance to Master Drainage Plan
Southridge Subdivision Phase 2
Storm Water Management Report
In the time since the Phase 1 study was prepared, the design of lots and roadways within the
Phase 2 area has been revised. These changes have had minor impacts to the anticipated
stormwater flows from this area contemplated by the Master Drainage Plan.
An exhibit showing the drainage basins of the proposed Phase 2 area and the resulting stormwater
flows, calculated using the current ACHD methodology are included as Attachments B and C.
Conclusion
The development of Phase 2 will not contribute more storm waterto the existing Phase 1 system
than was anticipated by the Master Drainage Plan. The Phase 2 improvements will be adequately
served by the existing system's capacity.
or
Site Planning • Landscape Architecture • Civil Engineering • Golf Course Irrigation & Engineering • Graphic Design • Surveying
462 E. Shore Drive, Suite 100 • Eagle, Idaho 83616 - P 208.939.4041 • F 208.939.4445 • www.thelandgroupinc.com
Southridge Subdivision Phase 2
Storm Water Management Report
TME LAND GROUP, INC.
Attachment A
Master Drainage Plan
Site Planning • Landscape Architecture • Civil Engineering Golf Course Irrigation & Engineering • Graphic Design • Surveying
462 E. Shore Drive, Suite 100 • Eagle, Idaho 83616 • P 208.939.4041 - F 208.939.4445 - www.thelandgroupinc.com
I n I i 4.AII II')111. 1 1 (
SOUTHRIDGE SUBDIVISION
PHASE 1
STORM WATER SYSTEM — DESIGN REPORT
DFv F?LOPI R
JLC Enterprises, Inc.
1560 Carol Street
Meridian, Idaho 83642
ENGINF.FR
The Land Group, Inc.
462 East Shore Drive
Eagle, Idaho 83616
Ph: (208) 939-4041
U
4\ press
a
ow
I ill- I.NNH (Moi 11, 1,,(..
Project No. 08099
August 6, 2008
STORM WATER SYSTEM DESCRIPTION:
Southridge Subdivision Phase 1 is a residential and commercial development occupying
approximately 33.60 acres. Phase 1 residential construction documents have been prepared
and show design details for the roadways and lots depicted on sheet 1 of the final Plat.
Phase 1 commercial lot construction documents will be prepared as stand-alone documents
and are not included in this storm water drainage report; however, all storm water generated
within the commercial lots will be retain within the commercial lots.
Storm Drainage Routing & Treatment:
Generally, collection, routing and treatment of the storm drainage arc as follows
1. Roadways slope to gutters along the road edges.
2. The gutters transport collected drainage to catch basins.
3. The storm water flows through the catch basins into a storm drain piping
conv=eyance system which transports the storm water to treatment structures.
4. Discharge from the treatment structures is delivered to detention facilities (ponds)
which will hold the peak storm water event and discharge at a pre -development rate.
The storm drain piping conveyance and treatment system within the Southridge Subdivision
Phase 1 has been sized to convey and treat the storm water runoff for all of Southridge
Subdivision Phase 1 and all of the future Southridge Subdivision Phase 2. Tributary areas for
each drainage basin are shown on the exhibits provided in the Appendix. The runoff from
each tributary area is routed via curb and gutter to catch basins which are located at a
maximum spacing of 750 feet. Storm water is collected in the street side catch basins and is
discharged to underground pipe which collects and conveys the runoff to Contech treatment
structures with an offline bypass weir (Vortechs 5000 and 11000 hydrodynamic separator).
These treatment structures have been sized to treat flows equal to 1/.3 of the 2 -Year event
(approximately 3.2 cfs & 5.5 cfs respectively) and provide an 80% removal efficiency for
particle sizes 110 /.tm and larger. After treatment, coater is discharge into
detention/amenity ponds which have been sized to provide adequate storage volume for the
100 -year storm event.
The total pre -development flow for Overland Road, Phase IA and Phase 2 is discharged to
an existing ditch on the north side of Overland road. The discharge from the
detention/amenity ponds for Phase 1 A and Phase 2 was designed and sized to only allow for
uir 1_A111) (.IuJI r, rn.(..
30% of the total combined pre -development discharge (approximately 7.5 cfs) to provide a
larger discharge rate for the Overland Road Runoff.
See Summary of Drainage Calculations for breakdown of flows.
Peak Rate of Discharge
The peak rate of discharge was calculated per Section 8005 of the ACHD Development
Policy Manual. The peak flows and resulting runoff volumes represent the maximums from
a 100 -year storm event at the time of concentration. Pipe flows have been checked using a
computer program based on the Manning's formula. Tributary areas for each drainage basin
are shown on the exhibits provided in the Appendix. As shown on the exhibits, the facilities
have been sized to accommodate future phases of the Southridgc Development.
Primary Conveyance System
The primary conveyance system (street gutters, catch basins, and pipes) have been sized to
accommodate the maximum flow from the 25 -Year Storrs Event. See construction
drawings for details and sizes.
J
Post -Development Discharge Summary
J
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III 11AU bltul 11, 111
Southridge Phase 1A (PN 08099) July 24, 2005
Storm Drainage Calculations
Drainage Area # 1 (See exhibit for location)
Area= 200,211 sf
Area = 4.60 acres
C = 0.50
Tc = 10 min. (ACHD
minimum):
i (100 -yr) = 3.20 in/hr
i (25 -yr) =
2.30
in/hr
Q (100 -yr) = 7.35 cfs
Q (25 -yr) =
5.29
cfs
Drainage Area # 2 (See exhibit for location)
Area = 177,735 sf
Area = 4.08 acres
C = 0.50
Tc = 10 min. (ACHD minimum):
i (100 -yr) = 320 in/hr
1 (25 -yr) =
2.30
in/hr
Q (100 -yr) = 6.53 cfs
Q (25 -yr) =
4.69
cfs
Drainage Area # 3 (See exhibit for location)
Area= 216,403 sf
Area = 4.97 acres
C = 0.60
Tc = 10 min.
i (100 -yr) = 3.20 in/hr
i (25 -yr) =
2.30
in/hr
Q (100 -yr) = 9.54 cfs
Q (25 -yr) =
6.86
cfs
Drainage Area # 4 (See exhibit for location)
Area= 127,370 sf
Area = 2.92 acres
C = 0.50
Tc = 10 min.
i (100 -yr) = 3.20 in/hr
i (25 -yr) =
2.30
in/hr
Q (100 -yr) = 4.68 cfs
Q (25 -yr) =
3.36
cfs
Drainage Area # 5 (See exhibit for location)
Area = 152,982 sf
Area = 3.51 acres
C = 0.50
Tc = 10 min.
i (100 -yr) = 3.20 in/hr
i (25 -yr) =
2.30
in/hr
Q (100 -yr) = 5.62 cfs
Q (25 -yr) =
4.04
cfs
a
Site Plmeiieg
Gniphh Comwilmiarlion -Stawgin8
•162 C. SGoro Ot ne. Sle. 100, Eg1e, ldnbn 83616 -P209-939.4041F208.939.440
vinum.lLekmdgmiepinumn
Drainage Area # 6 (See exhibit for location)
Area =
165,737
sf
Area =
3.80
acres
C =
0.50
Tc =
10
min.
i (100 -yr) =
3.20
in/hr
i (25 -yr) =
2.30
in/hr
Q (100 -yr) =
6.09
cfs
Q (25 -yr) =
4.38
cfs
Drainage Area # 7 (See exhibit for location)
Area =
303,228
sf
Area =
6.96
acres
C =
0.50
Tc =
10
min.
i (100 -yr) =
3.20
in/hr
i (25 -yr) =
2.30
in/hr
Q (100 -yr) =
11.14
cfs
Q (25 -yr) =
8.01
cfs
Drainage Area # 8 (See exhibit for location)
Area =
227,304
sf
Area =
5.22
acres
C =
0.70
Tc =
10
min.
i (100 -yr) =
3.20
in/hr
i (25 -yr) =
2.30
in/hr
Q (100 -yr) =
11.69
cfs
Q (25 -yr) =
8.40
cfs
Drainage Area # 9 (See exhibit for location)
Area =
107,440
sf
Area =
2.47
acres
C =
0.75
Tc =
10
min.
i (100 -yr) =
3.20
in/hr
i (25 -yr) =
2.30
in/hr
Q (100 -yr) =
5.92
cfs
Q (25 -yr) =
4.25
cfs
Drainage Area # 10 (See exhibit for location)
Area=
52,319
sf
Area =
1.20
acres
C =
0.85
Tc =
10
min.
i (100 -yr) =
3.20
in/hr
i (25 -yr) =
2.30
in/hr
Q (100 -yr) =
3.27
cfs
Q (25 -yr) =
2.35
cfs
Drainage Area # 11 (See exhibit for location)
Area=
68,463
sf
Area =
1.57
acres
C =
0.60
Tc =
10
min.
i (100 -yr) =
3.20
in/hr
i (25 -yr) =
2.30
in/hr
Q (100 -yr) =
3.02
cfs
Q (25 -yr) =
2.17
cfs
Area # 12 (Se
Area =
Area =
C=
TC =
1(100 -yr) _
Q (100 -yr) _
exhibit for
28,625
sf
0.66
acres
0.90
acres
10
min.
3.20
in/hr i (25 -yr) = 2.30 in/hr
1.89
cfs Q (25 -yr) = 1.36 cfs
Drainage Area # 13 (See exhibit for location)
Area=
146,011
sf
Area =
3.35
acres
C=
0.75
Tc =
10
min.
i (100 -yr) =
3.20
in/hr
i (25 -yr) = 2.30 in/hr
Q (100 -yr) =
8.04
cfs
Q (25 -yr) = 5.78 cfs
Drainage Area # 14 (See exhibit for location)
Area =
46,904
sf
Area =
1.08
acres
C =
0.75
Tc =
10
min.
i (100 -yr) =
3.20
in/hr
i (25 -yr) = 2.30 in/hr
Q (100 -yr) =
2.58
cfs
Q (25 -yr) = 1.86 cfs
Drainage Area # 15 (See exhibit for location)
Area =
53,782
sf
Area =
1.23
acres
C =
0.75
Tc =
10
min.
1(100 -yr) =
3.20
in/hr
i (25 -yr) = 2.30 in/hr
Q (100 -yr) =
2.96
cfs
Q (25 -yr) = 2.13 cfs
Drainage Area # 16 (See exhibit for location)
Area =
94,588
sf
Area =
2.17
acres
C =
0.75
Tc=
10
min.
i (100 -yr) =
3.20
In/hr
i (25 -yr) = 2.30 in/hr
Q (100 -yr) =
5.21
cfs
Q (25 -yr) = 3.75 cfs
Drainage Area # 17 (See exhibit for location)
Area =
19,759
sf
Area =
0.45
acres
C =
0.95
Tc =
10
min.
1 (100 -yr) =
3.20
in/hr
i (25 -yr) = 2.30 in/hr
Q (100 -yr) =
1.38
cfs
Q (25 -yr) = 0.99 cfs
Drainage Area # 76 (See exhibit for location)
Area= 66,808 sf
Area =
1.53
acres
80.95
Area of Direct Runoff (Pond 1 &2) (sf) =
24,634
C =
0.95
Actual Volume Provided (cf) =
95,743
Tc =
10
min.
i (100 -yr) =
3.20
in/hr
i (25 -yr) =
2.30
in/hr
Q (100 -yr) =
4.66
cfs
Q (25 -yr) =
3.35
cfs
Drainage Area # 20 (See exhibit for location)
Area=
29,200
sf
Area =
0.67
acres
C =
0.95
To =
10
min.
1(100 -yr) =
3.20
in/hr
i (25 -yr) =
2.30
in/hr
Q (100 -yr) =
2.04
cfs
Q (25 -yr) =
1.46
cfs
(Total for Overland Rd., Phase 1 A and Phase 2)
- East
Tc (min.)
32.55 1 15
Southridge Phase 1A and Phase 2 Pond Sizing
Allowed Predevelopment Discharge (cfs) =
7.58 (Phase 1A & Phase 2)
Total Q (cfs) =
80.95
Area of Direct Runoff (Pond 1 &2) (sf) =
24,634
Direct Runoff Volume c =
2,258
Actual Volume Provided (cf) =
95,743
®e 00
riii 1'U INm P. In
Southridge Phase 1A (PN 08099) July 17, 2008
Storm Drainage Calculations
Drainage Area # 19 (See exhibit for location)
Area =
16,660
sf
cf
Area =
0.38
acres
Seepage Bed Recovery
C =
0.95
1,071
cf
Tc =
10.00
min.
r',i
i =
3.20
in/hr
Q =
1.16
cfs
[1000 Gal.]
V=
1,071
cf
�Includes additional 15% for sediment storage
Infiltration System Characteristics
(Seepage Bed):
k =
8.0
in/hr
7.88
Width =
8.0
ft
Depth =
10.0
ft
Minus 1 -foot Freeboard
Voids =
40%
Void Volume of Media
A perc. =
553
sf
2/3 Depth x Perimeter
Q perc. =
369
cf/hr
V sb =
2,678
cf
.—Seepage Bed Volume Required (40% Voids)
I annfh =
33 d7
ft
.—Rncnano Rcd I P.Mh Ronnirod
Infiltration Volume Check:
V(90%) =
964
cf
Vperc =
8,847
cf
Seepage Bed Recovery
Time:
Vs Max=
1,071
cf
Q perc =
369
cf per hr
r',i
4.00
.-90°/ of maximum runoff developed in 24 -hours
,Total Percolation Volume in 24 -hours
,Maximum Runoff Developed
Sand and Grease
Traps Characteristics:
Baffle
12
18
24
Spacing (in.)
Area (s.f)
4.00
6.00
8.00
[1000 Gal.]
Area (s.f)
5.25
7.88
10.50
[1500 Gal.]
Velocity Through Baffle:
Type: 1-1000 Gal. Sand and Grease Trap by Boise Vault and Pre Cast
A b = 4.00 sf .-12" between baffles
Q max. = 1.16 cfs .—Max Q at 25 -Year Storm
77 it . ,i-, ;I
�11
Sac Planning - I wdwpe Anhilealliv Civil Er{;neefinq Call Colne lrnxgn/ioei e- Eugiaeea)ug - Graphic COowivaierrlion Sllnerieg
-162 h. Shore Ddve, S/,,. 100, Engle, Idaho 83616 P 108.939.4041 F 208.939.4445 wwnxlhalnndgmnpina<niu
Exhibits
ww
IIIb 1 4\U K:R(H 1', 1\1
U
Weir Report OFFL-jN6 aypASS *DIZAI,,A4c,E)
Hydraflow Express Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. Monday, Jul 28 2008
<Name>
Rectangular Weir
Highlighted
Crest
= Sharp
Depth (ft)
= 1.73
Bottom Length (ft)
= 6.00
Q (cfs)
= 45.61
Total Depth (ft)
= 3.00
Area (sqft)
= 10.41
Velocity (ft/s)
= 4.38
Calculations
Top Width (ft)
= 6.00
Weir Coeff. Cw
= 3.33
Compute by:
Known Q
Known Q (cfs)
= 45.61 X51.13 c.4 - S.5z cS-s
Depth (ft)
4.00
406111
1.00
N owe
-1.00
<Narl
Depth (ft)
4.00
3.00
i RI
1.00
M
-1.00
Weir W.S. Length (ft)
Weir Report OFF7_fN% a/PAss �c,a Cwcs� PfzArn�tic,E
Hydraflow Express Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. Monday, Jul 28 2008
<Name>
Rectangular Weir
Highlighted
Crest
= Sharp
Depth (ft)
= 1.21
Bottom Length (ft)
= 6.00
Q (cfs)
= 26.60
Total Depth (ft)
= 3.00
Area (sqft)
= 7.26
Velocity (ft/s)
= 3.66
Calculations
Top Width (ft)
= 6.00
Weir Coeff. Cw
= 3.33
Compute by:
Known Q
Known Q (cfs)
= 26.60 021.8 Z - 3.22
Depth (ft)
4.00
WIN
2.00
1.00
-1.00
<Name>
Depth (ft)
4.00
3.00
2.00
1.00
MIX
-1.00
0 1 2 3 4 5 6 7 8
Weir W.S. Length (ft)
Culvert Report FONQ D15C-AA2C1E
Hydraflow Express Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc.
Tuesday, Aug 5 2008
Cir Culvert
Invert Elev Din (ft)
= 2589.64
Calculations
Pipe Length (ft)
= 365.00
Qmin (cfs)
= 7.58
Slope (%)
= 0.65
Qmax (cfs)
= 7.58
Invert Elev Up (ft)
= 2592.00
Tailwater Elev (ft)
= 0.00
Rise (in)
= 15.0
Shape
= Cir
Highlighted
Span (in)
= 15.0
Qtotal (cfs)
= 7.58 -
No. Barrels
= 1
Qpipe (cfs)
= 7.58
n -Value
= 0.012
Qovertop (cfs)
= 0.00
Inlet Edge
= Projecting
Veloc Din (ft/s)
= 6.65
Coeff. K,M,c,Y,k
= 0.0045, 2, 0.0317, 0.69, 0.5
Veloc Up (ft/s)
= 6.18
HGL Dn (ft)
= 2590.74
Embankment
i00-ycAR �'�N
HGL Up (ft)
= 2594.91
Top Elevation (ft)
= 2600.00 --PHw Elev (ft)
`-Maw W NTE2 L6✓EL
= 2595.20
Top Width (ft)
= 300.00
Hw/D (ft)
= 2.56
Crest Width (ft)
= 100.00
Flow Regime
= Outlet Control
Eley it)
2601.00
2599.00
2597.00
2595.00
2593.00
2591.00
2589.00
2587.00
<Nemea
Hw Depth (0)
9.00
7.00
5.00
3.00
1.00
.1.00
3.00
-5.00
-Cif Culved - HGL - Embank Reach (it)
VORTECHS SYSTEM° ESTIMATED FLOW CALCULATIONS
South
Ridge Subdivision
Meridian, ID'�'
r
� r
STORMWATER
Model11000`tl"rants
5-
System VX2
Vortechs Orifice
Vortechs Weir
Bypass Weir
Cd = 0.56
Cd = 3.37Cd
= 3.3
A (ft') = 0.77
Weir Crest Length (ft) = 1.75
Weir Crest Length (ft) = 6
Crest Elevation ft = 2594.00
Crest Elevation ft = 2596.00
Crest Elevation ft = 2596.26
Head
Elevation
Orifice Flow Weir Flow
Bypass Flow Total Flow
(ft)
(ft)
(cfs)
Ids)
(cfs)
(cfs)
0.00
2594.00
0.00
0.00
0.00
0.00
0.25
2594.25
0.42
0.00
0.00
0.42
0.50
2594.50
1.19
0.00
0.00
1.19
0.75
2594.75
2.24
0.00
0.00
2.24
1.00
2595.00
2.83
0.00
0.00
2.83
1.25
2595.25
3.31
0.00
0.00
3.31
1.50
2595.50
3.74
0.00
0.00
3.74
1.75
2595.75
4.12
0.00
0.00
4.12
2.00
2596.00
4.46
0.00
0.00
4.46
2.25
2596.25
4.79
0.75
0.00
5.54
2.26
2596.26
4.80
0.78
0.00
5.58
2.50
2596.50
5.09
2.10
2.37
9.56
2.75
2596.75 1
5.37
1 3.85
6.85
16.08
3.00
2597.00
5.64
5.92
12.68
24.25
3.25
2597.25
5.90
8.27
19.59
33.77
3.50
2597.50
6.15
10.87
27.44
44.46
3.63
2597.63 1
6.28
12.32 1
31.90
50.50
Calculated by: ALS
7/22/2008 JlChecked by:
Vortechs System
Stage Discharge Curve
2598.0
_-
-
2597.5
2597.0
x
2596.5
....................
......................
Bpass Crest
=
2596.0_________:_------------------------
_.____.________.
_. Weir Crest
w
2595.5---'-------
2595.5
r-
w
2595.0
2594.5
2594.0
-------------------------------------------
Orifice Crest
2593.5
0,010.0
20.0 30.0 40.0 50.0
60.0
Discharge (cis)
VORTECHS SYSTEM® ESTIMATED FLOW CALCULATIONS
South
Ridge Subdivision
A> ��
Meridian ID
00
STORMWATER
Model 5000
S-
System VX1
Vortechs Orifice
Vortechs Weir
Bypass Weir
Cd = 0.56
Cd = 3.37
Cd = 3.3
A (ft) = 0.32
Weir Crest Length (ft) = 0.75
Weir Crest Length (ft) = 6
Crest Elevation (ft) = 2594.58
Crest Elevation (ft) = 2596.58
Crest Elevation (ft) = 2597.3
Head
Elevation Orifice Flow Weir Flow
Bypass Flow Total Flow
(ft)
(ft)
(cfs)
(cfs)
(cfs)
(cfs)
0.00
2594.58
0.00
0.00
0.00
0.00
0.25
2594.83
0.28
0.00
0.00
0.28
0.50
2595.08
0.78
0.00
0.00
0.78
0.75
2595.33
1.06
0.00
0.00
1.06
1.00
2595.58
1.28
0.00
0.00
1.28
1.25
2595.83
1.47
0.00
0.00
1.47
1.50
2596.08
1.64
0.00
0.00
1.64
1.75
2596.33
1.79
0.00
0.00
1.79
2.00
2596.58
1.93
1 0.00
0.00
1.93
2.25
2596.83
2.06
0.32
0.00
2.38
2.50
2597.08
2.18
0.90
0.00
3.09
2.72
2597.30 1
2.29
1.54
0.00
3.83
2.75
2597.33
2.30
1.65
0.12
4.07
3.00
58
2.41
2.54
2.98
7.93
3.25
83
f2598.34
2.52
3.55
7.70
13.77
3.50
08
2.62
4.66
13.72
20.99
3.75
2.72
5.88
20.90
29.50
Calculated by: ALS
7/22/2008 Checked by:
Vortechs System
Stage Discharge Curve
2599.0
_.
2598.5
2598.0
2597.5
......----- ...................
._....s___._._.......--
Bypass Crest
2597.0
c
2596.5 ... ...............,.........
,...__....:.......
_- _...... Weir Crest
m
'm
2596.0
w
2595.5
2595.0
2594.5................................._...------....._,_....-
Orifice Crest
2594.0 --...
._._
0.0 5.0
10.0
15.0 20.0
25.0 30.0 35.0
Discharge (cfs)
NOTE: INLET PIPE MUST
BE PERPENDICULAR TO
WALL RIS ENTERING ON
90 DEGREE INLET
THAT IS TANGENT LS -SWIRL CHAMBER ILS
TO SWIRL CHAMBER
LEFT SIDE
L� Ly
C
INLET y OUTLET
VORTECHS SYSTEM
R� Ry
RIGHT SIDE
tRS RS
TYPICAL INLET/OUTLET
ORIENTATION OPTIONS
LS SWIRL CHAMBER 30° MAX.
90 DEGREE INLET
THAT IS TANGENT LEFT SIDE
TO SWIRL CHAMBER 4
3W MAX.
INLET / V TqS11E
OUTLET
RE
NOTE:=INLEBEPOSITSAME FLOW
n RIGHTNOTE: ANGLED OUTLET
REQUIRES ELLIPTICAL
Lj KNOCKOUT.
rRH
NIKE
DUAL INLET ANGLED OUTLET
D ORIENTATION OP11ONS ORIENTATION OPTIONS
ENDSIR
This CARD file is for the purpose of specifying starmwater treatment equipment to be furnished by CONTECH Stonnwaler Solutions and may only be transferred to other dccumems exactly
as provided by CONTECH Slormwater Solutions. Title block Information. excluding the CONTECH. Slonnwaler Solutions logo and the Vortechs Stormwaler Treatment System designallon
and patent number, maybe deleted if necessary. Revisions to any part of this CARD Ile without prior coordination with CONTECH Stormwater Solutions shall be considered unauthorized
use of proprietary information.
_A.4I'&Vgi1EA_L4®
e% N a ��W ' TYPICAL VORTECHSO SYSTEM ORIENTATIONS
STORMWATER
SOLUTIONSK
contechstomwater.com DATE: 4III06 1 SCALE: NONE FILE NAME: TVPVX ORIENTATION DRAWN:GMC CHECKED:NDG
t y
i I
a.\ I
��������ii j®fig■■■
a
1
Phase 2 J
Project Area
Southridge Subdivision Phase 2
Storm Water Management Report
THE LAND GROUP, INC.
Attachment B
Drainage Basin Map
Site Planning - Landscape Architecture • Civil Engineering - Golf Course Irrigation & Engineering - Graphic Design - Surveying
462 E, Shore Drive, Suite 100 Eagle, Idaho 83616 P 208.939.4041- f 208.939.4445 www.thelandgroupinc.com
o4Nl IwIIPN �12 e m
samoH aoUeg A8103 deW ulsee auumeaa Lai y ase4d ualsU4p9n$ a6puygnaS
aaeonnlvlP.a
/ I
f - --
I as aS9uol Nls99a
---_� —
O O J �± _ � 1p0°lT
is lIOiI OZaHIPi
— — .
y
69999 n Nlllu! w w'nDOD
—` l9419(YL 411pe, .
1 N6 -
a59sKZao NllPaa At ow02ulaetl I
1 �.�,
DOW,- aR909 Y99VIPH
�J - 69uoanwonxa -
pL�'_
rr
C
:: ii:
THE LAND GROUP, INC.
Attachment C
Drainage Calculations
Southridge Subdivision Phase 2
Storm Water Management Report
Site Planning - Landscape Architecture • Civil Engineering • Golf Course Irrigation & Engineering • Graphic Design Surveying
462 E. Shore Drive, Suite 100 • Eagle, Idaho 83616 • P 208.939.4041 • F 208.939.4445 • www.thelandgroupinc.com
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 Engineers methodology must result in facilities that meet or exceed these calculations in order to be accepted.
_ - new.
Calculate PostDevelopmentFlows (for pre -development flows, increase number of storage facilities to createe new tab)
User input in yellow cells.
1 Project Name Southridge Phase 2
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) 7
Clid m Sbow. More Subbasim, 0
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
Typeof Surfxe
I Subbasin
Subbasin
Subbasin
Downtown areas
Subbasin
Subbasin
Subbasin
Subbasin
1
Subbasin 2
3
4
5
Subbasin 6
7
8
9
10
67,082
17,598
DSO
Heavyareas
090
Parks, cemeteries
010-02s
Playgrounds
020-035
Railroad yard areas
1.94
Unimproved areas
0.10-0-30
Streets
Asphalt
095
concrete
095
Brick
0.50
0.95
0.95
laeids: Said l
SGIType
Slope
A
a
c
D
0.59
0.04
0.07
0.11
0.15
Average2E%
009
0.12
015.
020
7 Calculate Overland Flow Time of Concentration in Minutes (Tel or use default 10 Usercakvlate
min 10 Min.
9 Calculate the Post -Development peak discharge (QPeak) Qp.,,r 2.98 cfs
SO Calculate total mmofFvol IV)(for sizing primary storage) V 3,987 ft,
V=Ci (Tc=60)Ax3600
11 Calculate Vrr(for sizing WQ facilities)
Enter Percentile Storm I(80th percent le=0.34In) 95th 0.60 in
Enter Runoff Reduction Vol (95th Percentile=0.60-1n x Area) V„ 2,492 ft,
12 Detention: Approved Discharge Rate to Surface Waters (if applicable) cis
13 Volume Summary
Surface Storage: Pond
WQ Pond Forebay V 2,492 fta
Primary Treatment/Storage Basin V 1,495 k'
Subsurface Storage
Volume With 15% Sediment Factor V 4,586 ft'
G:\2015\115162\CAD\Calcs and Reports\115162 ACHD_ 5D_CALGS_15-11-23.xlsm
Version 8.2, October 2015 With New IDF Curves
Estimated Runoff raeRxlents for Various Surfaces
Typeof Surfxe
RmwffCoefficiems'C'
eusioess
Downtown areas
0J0-0.95
Urban neighborhoodareas
050-0.70
Residential
Single-family
035-050
Muni -family
OAA -0.75
8 Mdentxc lraral)
025-0.40
Apartmemdwellingareaz
070
Industrial and Commercial
LigMareas
DSO
Heavyareas
090
Parks, cemeteries
010-02s
Playgrounds
020-035
Railroad yard areas
020-D.40
Unimproved areas
0.10-0-30
Streets
Asphalt
095
concrete
095
Brick
0.85
Roofs
0.95
laeids: Said l
SGIType
Slope
A
a
c
D
Flat 0-2%
0.04
0.07
0.11
0.15
Average2E%
009
0.12
015.
020
Steep '6%
013
0.18
023
028
Adapted from ASCE
12/14/2015, 11:46 PM
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 Engineers 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.
busing the Rational Method- calculated for post-devel
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 Southridge Phase 2, Facility 2
2 Is area drainage basin map provided? YES
(map must be included with 5tormwater calculations)
3 Enter Design Storm (100 -Yea r or 25 -Year With 100 -Yea r Flood Route) 100
5 Area of Drainage Subbasin (SF or Acres( SF
Acre -
6 Determine the Weighted Runoff Coefficient (C)
C=[(ClxAl(+(C2xA2(+(CnxAn)(/A Weighted AvE
Cllckto Show More Subbasins u
Subbasin
2.58
Subbasin
Subbasin
Subbasin
cfs
Subbasin
Subbasin
Subbasin
Subbasin
1Subbasin
2
3
4
5
Subbasin 6
7
8
9
10
12,011
5,648
30,583
20,864
12 Detention: Approved Discharge Rate to Surface Waters (if applicable(
Park, cemeteries
cfs
Playgrounds
0.20-035
Railroad yard areas
1.59
unimproved areas
0.10-030
Streets
Asphalt
OAS
Concrete
OAS
Brick
0.95
0.95
0.50
0.50
Soil Type
Slope
A
8
c
D
0.61
0.04
0.07
011
0.15
Ayerage2-6%
0-09
012
CIS
010
7 Calculate Overland Flow Time of Concentration In Minutes (Tc( or use default 10 user calculate
min Fold
8 Tc 1
2.58
in/hr
9 Calculate the Post -Development peak discharge (QPeak) Qpe,k
2.52
cfs
010-095
Urban neighborhaodareas
050-020
10 Calculate total runoff val(V)(for siring primary storage) V
3,372
ft'
V = Cl (Tc=60(Ax3600
Mulu-family
0.60-035
11 Calculate Vrr (for sizing W Q facilities)
0.25-0-40
Apartment dwelling areas
Enter Percentile Storm I (80th percentile = 0.34 in(
95th
0.60 In
Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area) V„
2,107
ft'
12 Detention: Approved Discharge Rate to Surface Waters (if applicable(
Park, cemeteries
cfs
13 Volume Summary
Surface Storage: Pond
WQ Pond Forebay V 2,107 ft'
Primary Treatment/Storage Basin V 1,264 ft'
Subsurface Storage
Volume With 15% Sediment factor V 3,878 ft°
G:\2015\115162\CAD\[airs and Reports\115162 ACH D_SID _CALCS_I5-11-23.xlsm
Version 8.2, October 2015 With New IDF Curves
Estimated Runoff Coefficients for Various surfaces
Type ofsurfare
Fareff Caeffirients "C
Business
Downtown areas
010-095
Urban neighborhaodareas
050-020
Residen0al
Single-family
0.35-050
Mulu-family
0.60-035
Residem.1(rurai)
0.25-0-40
Apartment dwelling areas
020
Industrial and commercial
Ughtareas
0.60
HcaW areas
0.90
Park, cemeteries
0.10-0.25
Playgrounds
0.20-035
Railroad yard areas
010-0.40
unimproved areas
0.10-030
Streets
Asphalt
OAS
Concrete
OAS
Brick
085
Beefs
OAS
rlelds: sandysai
Soil Type
Slope
A
8
c
D
Flat O-2%
0.04
0.07
011
0.15
Ayerage2-6%
0-09
012
CIS
010
steep>6%
OSS
0.18
023
028
Adapted from ASCE
12/14/2015, 11:46 PM
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 Engineers methodology must result in facilities that meet or exceed these calculations in order Up be accepted.
tional Method calculated ftlY�_: ,
Calculate PosEDevelopmfacilities Flows (for pre -development flows, increase number of storage facil0ies to create new tab) �_�_ "',-._ _T 17
User input in yellow cells.
1 Project Name Southridge Phase 2, Facility 3
2 Is area drainage basin map provided? YES
(map must be included with starmwater calculations)
3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 100
5 Area of Drainage Subbasin (SF or Acres) SF
Acre!
6 Determine the Weighted Runoff Coefficient (C)
C=[(C1xA1)+(C2xA2)+(CnxAn)j/A Weighted Avg
Click to Show More Subbasins e
Subbasin
V
Subbasin
Subbasin
Subbasin
Downtown areas
Subbasin
Subbasin
Subbasin
Subbasin
1
Subbasin2
3
4
5
Subbasin
7
8
9
10
6,555
5,741
0.80
cfs
0.90
Park, cemeterles
0.10-0.25
Playgrounds
13 Volume Summary
Railroad yard areas
0.28
Unimproved areas
Surface Storage: Pond
Streets
Aspect
WQ Pond Forebay
V
451
k'
0.95
0.50
271
ft'
Subsurface Storage
Slope
AB
Volume With 1S% Sediment Factor
V
0.74
ft''
007
0.11
015
Average2-6%
009
012
015
0.20
7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 D5ercAculate
min 10 Min,
9 Calculate the Post-Developmem peak discharge(CiPeak) Oowc 0.54 cfs
10 Calculate total runoff vol (V) (for sizing primary storage)
V
722
ft'
V = Ci (Tc=60)Ax3600
Downtown areas
0.10-0.95
Urban nefghborhootlareas
11 Calculate Vm (for sizing WQfacilities)
Reddendal
3ingle-farMy
Enter Percentile Storm i (80th percentile =0.34 in)
Multifamily
95th
0,60 in
Enter Runoff Reduction Vol (95th Percent]le=0.60-in x Area)
V„
451
ft,
12 Detention: Approved Discharge Rate to Surface Waters (if applicable)
Dghtareas
0.80
cfs
0.90
Park, cemeterles
0.10-0.25
Playgrounds
13 Volume Summary
Railroad yard areas
020-OAO
Unimproved areas
Surface Storage: Pond
Streets
Aspect
WQ Pond Forebay
V
451
k'
Primary Treatment/Storage Basin
V
271
ft'
Subsurface Storage
Slope
AB
Volume With 1S% Sediment Factor
V
830
ft''
G:\2015\115162\CAD\Calcs and Repons\115162 ACHD_SD_CALCS_15-11-23.xlsm
Version 8.2, October 2015 With New IDF Curves
Estimated Runoff Coefficients for Various Surfaces
Type of Saari
R.noff Coefficients 'c"
Business
Downtown areas
0.10-0.95
Urban nefghborhootlareas
0.50-0.70
Reddendal
3ingle-farMy
0.35-050
Multifamily
0.60-0.75
Resdenfial(rural)
0.25-0.90
Apartment dwelling areas
m7O
Industrial and Commercial
Dghtareas
0.80
Heavyareas
0.90
Park, cemeterles
0.10-0.25
Playgrounds
0.20-0.35
Railroad yard areas
020-OAO
Unimproved areas
010-030
Streets
Aspect
095
concrete
0.95
Brick
035
Rooh
095
Raids: Santlysoil
SOIIType
Slope
AB
C
D
Fiat 0-2%
0,04
007
0.11
015
Average2-6%
009
012
015
0.20
Steep 6%
0.13
0.18
023
028
Adapted from ASCE
12/14/2015, 11:46 PM
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.
- k Diseh lfonal Method calculated for post.developmeA�
Calculate Post -Development Flows (for pre -development flows, increase number of storage facilities to create new tab)
User input in yellow cells.
I Project Name Southridge Phase 2, Facility 4
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
5 Area of Drainage Subbasin (SF or Acres) SF
Acre.
6 Determine the Weighted Runoff Coefficient (C)
C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Av€
mirk to Show More Suhhasins e
Subbasin
1.13
Subbasin
Subbasin
Subbasin
Downtown are.
Subbasin
Subbasin
Subhasin
Subbasin
1
Subbasin2
3
4
5
Subbasin6
7
8
9
10
7,941
23,150
0.80
Meavy are.
0.90
Parks, cemeteres
0.10-0.25
Playgrounds
0.20-0.35
Railroad and are.
0.71
Unimproved areaz
0.10-03D
streets
Asphalt
0.95
concrete
0.95
Brick
0.95
0.50
095
Fields. Sandywii
Sol Type
Slope
A
B
c
D
0.61
0.04
0:07
011
015
Average 2E%
0.09
032
0.15
0.20
7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 U,ercalwlare
min 10 Min
9 Calculate the Post -Development peak discharge (QPeak)
10 Calculate total runoff vai (V) (for sizing primary storage)
V=C (Tc=60)Ax3600
11 Calculate Vrr(for sizing WQ facilities)
Enter Percentile Storm I (8Dth percentile=0.341n)
Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area)
12 Detention: Approved Discharge Rate to Surface Waters (if applicable)
13 Volume Summary
Surface Storage: Pond
W Q Pond Forebay
Primary Treatment/Storage Basin
Subsurface Storage
Volume With 15% Sediment Factor
G:\2015\115162\CAD\Cala and Reports\115162 ACHD _SD_CALCS_15-11-23.xism
Version 8.2, October 2015 With New IDF Curves
Qpea
1.13
cis
Business
Downtown are.
V
1,517
ft'
Residential
95th
0.60 in
Vrr
948
ft,
0.25-0.40
Apartment dwelling areas
chs
V 948 ft'
V 569 ft'
V 1,744 ft'
Estimated Runoff eceffwien[s tar Various
Type of5urface
Runoff Coeffrcients
Hi
Business
Downtown are.
0.70-0.95
Urban neighborhood areaz
050-0.70
Residential
5ingle-famlly
035-050
Multi -family
0.60-0.75
Residential ucel)
0.25-0.40
Apartment dwelling areas
030
Industrial and commercial
❑ghtare.
0.80
Meavy are.
0.90
Parks, cemeteres
0.10-0.25
Playgrounds
0.20-0.35
Railroad and are.
0.20-0.40
Unimproved areaz
0.10-03D
streets
Asphalt
0.95
concrete
0.95
Brick
095
Roof,
095
Fields. Sandywii
Sol Type
Slope
A
B
c
D
Flato-2%
0.04
0:07
011
015
Average 2E%
0.09
032
0.15
0.20
Sfeep>6%
011
018
023
0.28
Adapted from As[E
12/14/2015,11:46 PM
ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method
NOTE: This worksheet is intended to be a guideline to standardize ACED checking of drainage calculations and shall not replace the Engineer's calculation methodology. These
calculations shall establish a minimum requirement. The Engineers methodology must result in facilities that meet or exceed these calculations in order to be accepted.
ite using the Rational Method calculated for post-devel
iAyelop me of Flows (for pre -development flaws, increase number of storage facilities to create new tab)
User input in yellow cells.
1 Project Name Southridge Phase 2, Facility 5
2 Is area drainage basin map provided? VES
(map must be included with stormwater calculations)
3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 100
5 Area of Drainage Subbasin (SF or Acres) SF
Acres
6 Determine the Weighted Runoff Coefficient (C)
C=((C1xA1)+(C2XA2)+(CnxAn)]/A Weighted Avg
Cllckto Show More Subbasins e
Subbasin
Type of surfam
Subbasin
Subbasin
Subbasin
Dae mown areas
Subbasin
Subbasin
Subbasin
Subbasin
1
Subbasin2
3
4
5
Subbasin6
7
8
9
10
6,062
18,596
0.60
Heavy areas
0.90
Parks, cemeteries
0.10-0.25
Playgrounds
0.20-0.35
Railroad yard areas
0.57
Unimproved Be.
0.10-0.30
Streets
Asphalt
0.95
Concrete
0.95
Brek
0.95
0.50
0.95
fields: sandywil
Soil To.
Slope
A6
C
D
0.61
nos
0.07
011
0.15
Average2-6116
009
012
015
0.20
7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 user cakulme
min 110 Min
9 Calculate the Post -Development peak discharge (QPeak)
10 Calculate total runoff vol (V) (for sizing primary storage)
V = Ci (Tc=60)Ax350O
11 Calculate Vrr (for siring WQfacilities)
Enter Percera le Storm I (80th percentile = 0.341n)
Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area)
12 Detention: Approved Discharge Rate to Surface Waters (if applicable)
Surface Storage: Pond
WQ Pond Forebay
Primary Treatment/Storage Basin
Subsurface Storage
Volume With 15% Sediment Factor
G:\2015\115162\CAD\Calcs and Reports\115162 ACHD_SD_CALCS_35-11-23.xlsm
Version 8.2, October 2015 With New IDE Curves
Clew, 0.89 cis
V 1,195
95th 0.60 in
V„ 747 ft,
cfs
V 747 ft'
V 448 ft,
V 1,374 ft'
ESUmated Runoff Cceificlents for Various, Surlares
Type of surfam
nurser ecef idents'C"
Business
Dae mown areas
0.70 -095
Urban neighborhood areas
050-0,70
Residential
Single-family
035-050
Muirfamily
0.60-0.75
Residential aural)
0.25-0.40
Apartment dwelling areas
0.70
IndurbW and Commend.1
Light areas
0.60
Heavy areas
0.90
Parks, cemeteries
0.10-0.25
Playgrounds
0.20-0.35
Railroad yard areas
010-a."
Unimproved Be.
0.10-0.30
Streets
Asphalt
0.95
Concrete
0.95
Brek
095
Beefs
0.95
fields: sandywil
Soil To.
Slope
A6
C
D
Flat 0-2%
nos
0.07
011
0.15
Average2-6116
009
012
015
0.20
Steep>6%
013
0.18
424
0113
Adapted from ASCE
12/14/2015, 11:46 PM
ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method
NOTE: This worksheet is intended to be a guideline to standardite ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These
calculations shall establish a minimum requirement. The Engineers methodology must result in facilities that meet or exceed these calculations In order to be accepted.
,. Steps fol Peak Discharge the Rational Method calculated for post-deve7opmgn@' _
_ _ -
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 Southridge Phase 2, Facility 6
2 Is area drainage basin map provided? YES
(map most be included with stormwater calculations)
3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 100
5 Area of Drainage Subbasin (SForAcres) SF
Acre
6 Determine the Weighted Runoff Coefficient (C)
C=((C1xAl)+(C2xA2)+(CnxAn)j/A Weighted Av€
Click to Show More Subbasins e
Subbasin
2.58
Subbasin
Subbasin
Subbasin
cis
Subbasin
Subbasin
Subbasin
Subbasin
1
Subbalm2
3
4
5
Subbasin6
7
8
9
10
10,316
49,387
1,710
ft,
12 Detention: Approved Discharge Rate to Surface Waters (if applicable)
Parks, cemeteries
cfs
Playgrounds
010-035
Railroad yard are.
1.37
Unimproved areas
BAD _030
Streets
Asphalt
095
Concrete
0.95
&ick
0.95
0.50
095
Fields. sena oil
soil Type
slope
AB
C
D
0.58
004
0.07
0.11
0.15
Average2-6%
0.09
0.12
0.15
020
7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 ucercalcdate
min Ito me
8 Ta i
2.58
in/hr
9 Calculate the Post -Development peak discharge(QPeak) Ct-,
2X4
cis
020-0.95
urban nelghborhaodareas
050-0.70
10 Calculate total runoff vol (V) (for sizing primary storage) V
2,737
ft
V = Ci (Tc=60)Ax3600
Mult-family
0-60-0.75
11 Calculate Vrr (for sizing WQ facilities)
025-0Ao
Apartment dwelling areas
Enter Percentile Storm I(80th percentile = 0.34 in)
95th
0.60 in
Enter Runoff R eduction Vol (95th Perce utile=0.60-in xArea) V„
1,710
ft,
12 Detention: Approved Discharge Rate to Surface Waters (if applicable)
Parks, cemeteries
cfs
Volume Summary
Surface Storage: Pond
WQ Pond Forebay V 1,710 it,
Primary Treatment/Storage Basin V 1,026 It,
Subsurface Storage
Volume With 15% Sediment Factor V 3,147 ft'
G:\2015\115162\CAD\Calcs and Reports\115162 ACHD_SD_CALCS_15-I1-23.xlsm
Version 8.2, October 2015 With New IDF Curves
Estimated Run.R coefficients for Various Surtaxes
Type of surface
Rurmif Coefficients "C'
Business
Downtown areas
020-0.95
urban nelghborhaodareas
050-0.70
Residential
Singletfamily
035-050
Mult-family
0-60-0.75
Residential (mral)
025-0Ao
Apartment dwelling areas
0.70
Industrial and BommerNal
tight areas
080
Heavy are.
090
Parks, cemeteries
0.10-0.25
Playgrounds
010-035
Railroad yard are.
020-0.49
Unimproved areas
BAD _030
Streets
Asphalt
095
Concrete
0.95
&ick
0A5
Roofs
095
Fields. sena oil
soil Type
slope
AB
C
D
Flat 0-2%
004
0.07
0.11
0.15
Average2-6%
0.09
0.12
0.15
020
Steep 6%
0-13
0.18
023
0.28
Adapted from ASCE
12/14/2015, 11:46 PM
ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method
NOTE: This worksheet is intended to be a guideline to standardize ACRD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These
calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted.
Steps far Peak Okeharga Rate using the, Rational Method calculated for post-developme0
Calculate PostDevelopmentFlows (for pre -development flows, increase number of storage facilities to create new tab)
User input in yellow cells.
1 Project Name Southridge Phase 2, Facility 7
2 Is area drainage basin map provided? YES
(map must be included with stornewater calculations)
3 Enter Design Sto no(100-Yea r a 25 -Year With 100 -Year Fl ood Ra ute) 100
5 Area of Drainage Subbasi n(SF or Acres) SF
Acre
6 Determine the Weighted Runoff Coefficient (C)
C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Awl
❑Ick to Show More Suhhzzinc a
Subbasin
Type ofsarface
Subbasin
Subbasin
Subbasin
Downtown areas
Subbasin
Subbasin
Subbasin
Subbasal
1
Subbasin 2
3
4
5
Subbasin 6
7
8
9
10
4,806
20,010
030
Heavy areas
0.90
Parks, cemeteries
0.10-025
Playgrounds
020-035
Railroad yard areas
0.57
Unimproved aea.
010-030
Streets
Asphalt
0.95
concrete
0.95
Brick
0.95
0.50
095
Feids: Sandysoil
loll Type
slope
A
8
c
D
0.59
0.04
0.07
011
0.15
Averege2-6%
0.09
0.12
0.15
0.20
7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 user Calmla,e
min men.
8 Tc
9 Calculate the Past -Development peak discharge (QPeak)
10 Calculate total runoff vol (V) (for sizing primary storage)
V=Ci (Tc=60)Ax3600
11 Calculate Vrr (for sizing W Q facilities)
Enter Percentile Storm I (80th percentile = 0.34 in)
Enter Runoff Reduction Vol (95th Percentile -0.60 -in x Area)
12 Detention: Approved Discharge Rate to Surface Waters (if applicable)
13 Volume Summary
Surface Storage: Pond
W Q Pond Forebay,
Primary Treatment/Storage Basin
Subsurface Storage
Volume With 15% Sediment Factor
GA2015\115162\CAD\Cala and Reports\115162 ACHD_5D_CALCS_35-11-23.xlsm
Version 9.2, October 2015 With New IDF Curves
Q,P1 0.86 cis
V 1,156
95th 0.60 in
V 723 ft'
cfs
V 723 W
V 434 ft'
V 1,329 it,
Estimated Runoff Coetlkients for Various surfaces
Type ofsarface
Rurroff Caefliclents"C"
Business
Downtown areas
030-095
urban neighborhoodareas
D50-030
Residential
single-family
0.35-0.50
Mainfamily
0.60-035
Residential(rural)
015-0.40
Apartment dwelling areas
0.70
Industrial and commercial
Light areas
030
Heavy areas
0.90
Parks, cemeteries
0.10-025
Playgrounds
020-035
Railroad yard areas
010-0:90
Unimproved aea.
010-030
Streets
Asphalt
0.95
concrete
0.95
Brick
OA5
Roofr
095
Feids: Sandysoil
loll Type
slope
A
8
c
D
Flat 0-2%
0.04
0.07
011
0.15
Averege2-6%
0.09
0.12
0.15
0.20
steep sa%
013
0.18
0.23
0.28
Adapted frompSLe
12/14/2015,11:46 PM
k ° s'4'
_ k `.<
Aff:n-11
THE LAND GROUP, INC.
January 14, 2016
Mr. Warren Stewart, RE
City of Meridian — Planning Division
33 E. Broadway Ave
Meridian, ID 83642
Re: Southridge Subdivision Phase 2
The final plat application checklist requires a statement certifying that all street finish centerline
elevations are set a minimum of 3 feet above the highest established normal ground water.
According to the initial test pit investigations and recent construction activities, the ground water within
this project was not encountered within depth of 3 feet of the existing ground.
Based on the above information, I certify that groundwater would be greater than 36 inches below
finished street centerline elevations throughout the project.
Should you need further information, please let me know.
Sincerely,
Jason Densmer, P.E.
IF
Site Planning • Landscape Architecture • Civil Engineering • Golf Course Irrigation & Engineering • Graphic Design • Surveying
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