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Application Materials Charlene Way From:clerk@meridiancity.org Sent:Thursday, April 22, 2021 1:58 PM To:Charlene Way Subject:Development Application Transmittals - Goddard Creek Townhomes ALT FP-2021-0029 To help protect your privacy, Microsoft Office prevented automatic download of this picture from the Internet. Development Application Transmittal Link to Project Application: Goddard Creek Townhomes ALT FP-2021-0029 th Hearing Date: May 25, 2021 Assigned Planner: Joseph Dodson To view the City of Meridian Public Records Repository, Click Here The above “Link to Project Application” will provide you with any further information on the project. The City of Meridian is requesting comments and recommendations on the application referenced above. To review the application and project information please click on the application link above. The City of Meridian values transparency and makes a variety of information available to the public online through our public records repository. We request that you submit your comments or recommendations prior to the hearing date specified above. When responding, please reference the file number of the project. If responding by email, please send comments to cityclerk@meridiancity.org. For additional information associated with this application please contact the City of Meridian Planner identified above at 208-884-5533. Thank you, City Clerk’s Office 33 E. Broadway Ave., Meridian, Idaho 83642 Phone: 208.888.4433|Email: cityclerk@meridiancity.org To help protect your privacy, Microsoft Office prevented automatic download of this picture from the Internet. Built for Business, Designed for Living All e-mail messages sent to or received by City of Meridian e-mail accounts are subject to the Idaho law, in regards to both release and retention, and may be released upon request, unless exempt from disclosure by law. 1 2 Council Hearing Date: May 25, 2021 Planner: Joseph Dodson File No.: FP-2021-0029 Project Name: Goddard Creek Townhomes Request: Final Plat consisting of 34 age-restricted, attached, single-family residential building lots and nine (9) common lots on 4.62 acres of land in the R-15 zoning district, by SI Construction, LLC. Location: The site is located in the northwest corner of W. McMillan Road and N Goddard Creek Way, in the SE 1/4 of the SW 1/4 of Section 26, Township 4N., Range 1 W. �T Planning Division E IDIA �1 �' HEARING APPLICATION DAHO Type of Review Requested Final Plat File number: FP-2021-0029 Assigned Planner: Joseph Dodson Related Files: Applicant Information Applicant name: SOPHIA DURHAM Phone: Applicant address: 4824 W FAIRVIEW AVE, BOISE, ID 83706 Email: sophia@congergroup.com Owner name: STEVE SCHMIDT, SI CONSTRUCTION LLC Phone: Fax: Owner address: 1016 W SANETTA ST, NAMPA, ID 83651 Email: Agent name(e.g.architect,engineer,developer,representative): STEVE SCHMIDT Firm name: SI CONSTRUCTION Phone: Fax: Address: 1016 W SAN ETTA ST Email: Contact name: Phone: Fax: Contact address: Email: Subject Property Information Location/street address: Assessor's parcel number(s): R3182130042 Township,range,section: 4N 1 W26 Project Description Project/Application Name: Goddard Creek Townhouse - FP, ALT Description of work: Final Plat consisting of 34 age-restricted building lots and 9 common lots on 4.6 acres of land in the R-15 zoning district. 33 E Broadway Avenue,Suite 102 * Meridian,Idaho 83642 Phone:(208)884-5533 • Facsimile:(208)888-6854 • Website:www.meridaincity.org 1 Application Information ADDRESS VERIFICATION Address Verification Permit Number: LDAV-2020-0440 TYPE OF USE PROPOSED Residential: CHECKED Single-Family Attached: CHECKED PROPERTY INFORMATION General Location: East of W McMillan Rd & N Ten Mile Rd Current Land Use: Undeveloped Total Acreage: 4.62 Prior Approvals(File Numbers): H-2020-0092 ZONING DISTRICT(S) R-15: CHECKED PROJECT INFORMATION Landscape Plan Date(MM/DD/YYYY): 4/12/21 Who will own and Maintain the Pressurized Irrigation System in this Development: HOA Irrigation District: Settler's Irrigation Primary Irrigation Source: Ground Water Secondary Irrigation Source: City Square Footage of Landscaped Areas to be Irrigated by City Water Connection: 23082 Number of Residential Units: 34 Minimum Square Footage of Living Area(Excluding Garage): 1300 Gross Density: 7.35 Net Density: 8.31 In Reclaimed Water Buffer: No In Flood Zone: No PLATS ONLY Number of Building Lots: 34 Number of Common Lots: 9 Total Number of Lots: 43 I understand a secondary access is required and a separate easement application has CHECKED been applied for: Minimum Lot Size: 3496 Average Lot Size: 3648 Area of Plat: 4.62 Plat Date(MMIDD/YYYY): 4/8/2021 QUALIFYING OPEN SPACE Open Grassy Area(min.50'x 100'): CHECKED Collector Street Buffer(s): CHECKED Acres of Qualified Open Space: .44 33 E Broadway Avenue,Suite 102 • Meridian,Idaho 83642 Phone:(208)884-5533 • Facsimile:(208)888-6854 • Website:www.meridaincity.org 3 Percentage of Qualified Open Space: 9.56 QUALIFYING SITE AMENITIES Picnic Area: CHECKED APPLICATION DISCLAIMER I have read and accept the above terms: CHECKED Your signature: Sophia Durham MISC Is new record: No 33 E Broadway Avenue,Suite 102 • Meridian,Idaho 83642 Phone:(208)884-5533 • Facsimile:(208)888-6854 • Website:www.meridaincity.org 5 C � G 1Ef GROUP March 30, 2021 Planning Division City of Meridian 33 E. Broadway Avenue, Suite 102 Meridian, Idaho 83642 RE: Goddard Creek Townhouse Subdivision Final Plat Application Dear Planner: Attached for your review and favorable consideration is the Final Plat Application for the Goddard Creek Townhouse Subdivision. This 55 and over community consists of 34 residential lots and 9 common lots on 4.62 acres in the R-15 district. Goddard Creek Townhouse Subdivision is located north of W McMillan Road and east of N Ten Mile Road in Meridian. The gross density of the final plat is 7.35 dwelling units per acre,with a net density of 8.31 dwelling units per acre. The minimum lot size is 3,496 square feet, with the average property size being 3,648 square feet. Although a minimum percentage of landscaping is not required as the development is under five aces,the landscaping provided is 0.44 acres, or approximately 9.56%of the site. Statement of Conformance: This final plat is in conformance with (1) the approved preliminary plat and meeting all requirements or conditions thereof; (2) all requirements and provisions of the UDC; and (3) acceptable engineering, architectural and surveying practices, and local standards. Annexation Application: Approved Applications: ALT, MDA, PP, RZ, PS—H-2020-0092 Rezone Ordinance No. 21-1913 Recorded DA Instrument#2021-014149 Conger Group 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 at 208.336.5355. Sincerely, La rev,geUe� Laren Bailey, MRCP, PM C � G 1Ef GROUP April 15, 2021 Planning Division City of Meridian 33 E. Broadway Avenue, Suite 102 Meridian, Idaho 83642 RE: Goddard Creek Townhouse Subdivision Alternative Compliance Application Dear Planner: Attached for your review and favorable consideration is the Alternative Compliance Application for the Goddard Creek Townhouse Subdivision. This application is intended for faux gates at the entrances. This subdivision has been approved for internal private streets due to its access through an existing private street. Private street standards are intended for developments that provide a gated community. As a result of the access constraints and that this is a small compact, infill development, entrance gates are not very practical for this community. The developer is requesting alternative compliance to construct faux gates at both entrances to help the development appear to be a private subdivision. This accent would also add a nice design element to the entry. Conger Group respectfully requests approval of this alternative compliance. Thank you for your assistance with this matter, should you have any questions or require additional information please contact me at 208.336.5355. Sincerely, L2rev,g2Ue� Laren Bailey, MRCP, PM ADA COUNTY RECORDER Phil McGrane 2020-069568 BOISE IDAHO Pgs=1 CHE FOWLER 0611 012020 1 0:10 AM ALLIANCE TITLE - BOISE PRODUCTION CENTER $15.00 ALLIANCE TITLE 81 MCF1OW CORP. WARRANTYDEED Alliance Title & Escrow Corp. Order No.:421127 FOR VALUE RECEIVED Daniel G. Gibson, Jr. and Carolyn A. Gibson, Trustees of the Gibson Family Revocable Living Trust, u.ftla 114196 and as amended 311114 the grantor(s), do(es) hereby grant, bargain, sell and convey unto I Construction LLC, an Idaho Limited Liability Company whose current address is 4 1016 West Sanetta St., Nampa, ID 8 651 the grantee(s), the following described premises, in Ada County, Idaho, TO WIT: Lot 2 in Block 1 of Goddard Creek Subdivision, according to the plat thereof, filed in Book 114 of Flats, Pages 17060 to 17062, records of Ada County, Idaho. TO HAVE AND TO HOLD the said premises, with their appurtenances unto the said Grantee, heirs and assigns forever. And the said Grantor does hereby covenant to and with the said Grantee(s), that (s)he is/are the owner(s) in fee simple of said premises; that they are Free from all encumbrances Except: Current Year Taxes, conditions, covenants, restrictions, reservations, easements, rights and rights of way, apparent or of record. And that (s)he will warrant and defend the same from all lawful claims whatsoever. Dated: June S, 2020 Gibson Family Revocable Living 000 (. e—��lyn A Gibson, Sole Trustee State of Idaho} ss. County of Canyon} On this 8 day of June, 2020, before me, the undersigned, a Notary Public in and for said state, personally appeared Carolyn A Gibson known or identified to me to be the person whose name is subscribed to the foregoing instrument as trustee of the Gibson Family Revocable Living Trust, and acknowledged to me that she executed the same as Trustee. IN WITNESS WHEREOF, I have hereunto set my hand and affixed my official seal the day and ye in this certificate first above written. Notary Public for the State of Idaho Residing at: Nampa, ID CH ER EE BARTRAM Commission Expires: 05-16-23 NOTARY PUBLIC - +ATE OF 1DAHO COMM ;ICN NUMBER#5B322 File No. 421127 AFFIDAVIT OF LEGAL INTEREST STATE OF IDAHO } } COUNTY OF ADA } (naive) address) (city) (state) being first duly sworn upon,oath,depose and say:. 1. That I am the record oAaier of the property described on the attached, and I grant ivy permission to: Conger Group 4824 W.Fairview Ave Boise Idaho 83686 (name) (address) to submit the accompanying application(s)pertaining to that property.Parcel#'s R3182130042 2. 1 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 day of � z� ,'° 20 (Signature) SUBSCRIBED AND SWORN to before me the day and year first above written. -� A (Notary Public for Idaho) ra THERES 5 685 DERSEN �� moo Residing at:� � �a( s i NOTARY PUBLIC 1 7 STATE OF IDAHO My Commission Expires: / c) / 0 Community Development■Planning Division■33 E.Broadway Avenue,Ste. 102 Meridian,Idaho 83642 Phone:208-884-5533 Fax:2Q8-888-6854 www.meridiancitv.orglpIannin LE"ITT ENGINEERING Structural / Civil / Materials Handling / Planners / Surveyors March 25, 2021 City of Meridian Planning and Zoning Commission 33 E. Broadway Avenue Meridian, Idaho 83642 Reference: Street Finished Centerline Elevations Goddard Creek Townhouse Subdivision Leavitt& Associates Engineers, Inc. has prepared the street improvement drawings for Goddard Creek Townhouse Subdivision. All street finished centerline elevations are set a minimum of three-feet (T) above the highest established normal groundwater elevation. Please call if you have any questions. Sincerely, Leavitt & Associates Engineers, Inc. 1 ��• l�G�� 4 17650 Nathan J Porter, P.E. m Cc: File 29 �4re OF I'D qN J. P _ z Engineering the World / Licensed in all 50 States 1324 1 st Street So., Nampa, ID 83651 208.463.0333 Fax: 208.463.9040 leavitteng i neers.com ADA COUNTY STREET NAME REVIEW Preliminary Plat eX Review Date: March 30, 2021 Final Plat Project Name: Goddard Creek Townhouse Sub T/R/S 4N1W26 Parcel Number(s): R3182130042 Project/Plat Applicant: Conger Gorup Phone No: 208-336-5355 City/County Agency: Meridian THE FOLLOWING EXISTING STREET NAMES SHALL APPEAR ON PLAT W APGAR CREEK LN W APGAR CREEK DR N GODDARD CREEK WAY W McMILLAN RD N TEN MILE RD v v v v � 0 o v U 3 v a r- o Proposed Street Names: u Q o V m Comments 1 N PALLADIAN LN (PVT) B Aligns better w/White Cap.Change to N White Cap Ln 2 W POND STONE LN (PVT) X 3 N POWELL CREEK LN (PVT) B Aligns better w/Selway Falls.Change to N Selway Falls Ln PLEASE MAKE THE FOLLOWING CHANGES OR CORRECTIONS Replace N PALLADIAN LN with N WHITE CAP LN Replace N POWELL CREEK LN with N SELWAY FALLS LN Repalce existing W APGAR CREEK with W APGAR CREEK DR NOTE: If there are corrections and changes recommended,please make these changes on the subdivision plat and resubmit to the Ada County Assessor. A final review with no changes required and the matching plat must be presented to the Ada County Surveyor at time of recording. Codes/criteria regarding denial A Sounds like an existing street B Alignment with existing street C Duplicate street name within Ada County D Street name exceeds 13 letters E Other The overall final street names are subject to change at Final Plat phase levels due to design changes, time constraints and or previous recorded plat street alignments. Page 1 of 1 _.,Ul W Selway 2 d Rapids a) / a . Lane m �� o' J 3 ------. , '—'•—i----------� �— i----- ------------------------'-- l0 Cn — --------__..-------------------------y----- -- - Y C N W Selway Rapids Lane w�(P z \°SOD W Apgar Creek Lane W Apgar Creek Drive Y . N . N. 4N 1 W26 Ca I 5, ak IL -----i------------------------------ ----- -- ------ i--- --- ------------�i---- FS W McMillan Road ' CD Jfi ULM *00 _ N W Los Flores Court 4N1W35 8 '�°res40 CID _ � Q C o ._ x, m L , WQuint< , ale Drive ' m � m ZD s., Z Q This map is made from data copyrighted by Ada Caccur cie County shall not be liable for ADA COUNTY ASSESSOR inaccuracies this disclaimer a b this map. Maps �/ Land Records Division 1 inch - 200 feet bearing this disclaimer may be photocopied freely. Geographic Information Systems However,use in any digital form requires the 190 E.Front Street,Ste.107 written permission of Ada County. Boise,ID 83702 PLAT SHOWING GODDARD CREEK TO WNHO USE SUBDI FISSION A' A RESUBDIVISION OF LOT 2, BLOCK 1, GODDARD CREEK SUBDIVISION. LYING WITHIIN THE SE 1/4 OF THE SW 1/4 OF SECTION 26, T.4N., RAW., B.M. LOCATED IN THE CITY OF MERIDIAN, ADA COUNTY, IDAHO 2021 c O --•--- LOCx B BLOCK 1 ___--------------- f3 SELVAY APARTMENTS SUBDIVISION � O 43 W. APGAR CREEK LANE {NOTE13) - - ------ ----- -------'-� (PRIVATE) SEE NOTE 15 W. APGAR CREEK 15.Od 113.00' SSSSQ_36"E 476_28_�- 15.Dv_ 1 N88'56'46'W11100'- �._._.- - 363-28� _—'_—__—••_— o - - ----- S88'58'36'E 144.00' - 30' (NOTE 14) 5 20 ao --- --------- 29 - - -.--- -.-.�-- -.-.- -�S'158WE '36^E 93.44' lD'-,+ 29 s$e 5s 36 E 174.40 C2g �� ❑ 1❑ nv xv 67_zD-=N88'5e48"W 1DS.7D'-.-.- n f SCALE: 1" = 40' n k68'58'48'W 113.00' ' 3U �; seas$'a6^EvD' I n -1a' S685846E 113.85' LEGEND v 3 i o ' 10 25' 25' O FOUND 1/2- IRON PIN WITH -PLS 13765- - --•N8B58'46"w 113.vD'--�_-� n ; 31 ; n 41 43 26 �� PLASTIC CAP. LLt-- ----__ -- --, 20 n r L---S88'58'46"E 92.D0'-___�I �N�715'46'W 92LW---' ' FOUND 5/8" IRON PIN WITH "PLS 3286" -.sse^Sa'+9`E 11+-18' ____J D 1g n I c p r ------------� - -- PLASTIC CAP, UNLESS OTHERWISE NOTED. 10 a 3 W o -1 7 o a 4.01 ■ SET 1/2 IRON PIN WITH -PLS 18811" PLASTIC CAP. ---------------- n N88'58'46"W 113.00' i °,� 32 ¢p I N $ n T SET 5/8'IRON PIN WITH *PLS 18811" PLASTIC CAP. W N !o► H 4J ¢ ' S8858'48'E 92 D0' # N88'58'46'W 02.Op' 1 3 r N► CALCULATED POINT n 58$'58'46"E 106.44' S V r S 1�10 ; `t W 1 e�j• 7O LOT NO, Ind l g r 33 $ p g P F, g 1 9 �--�--� PROPERTY BOUNDARY LINE �' 39 M xQ y ; 24 'j i LOT LINE --� j S88'5$'48'E 92.00'___� �-_--N8B58'i8'W 52.00'1 a O ' --- SECTION LINE 1 -- ------------- I j I -1 a. RIGHT-OF-WAY TINE �In V M a $ 34 I 11nI o Ix }p•�I ryt y - CENTERLINE a "�t ��+ 38 °d Z t- 32, 29 ---------------- EASEMENT LINE AS NOTED NB8'59'48"W 113,00' I ' 2 i W I S88'58'46-E 92,00' 1 I N8858'46'W 92.00' e' d - - - - - - 10' WADE WIDE PUBLIC UTILITIES. IRRIGATION AND LOT DRAINAGE 7 EASEMENT PER GODDARD CREEK SUBDIVISION. 0 i 0 23 O 2 J ----NB$"SB'48"W 173.55'----_� � C13 M � i � 1 r+ BLDCIC 1 "- --- ---91.19'- -___-_� �_--____ 91.19'-� C17 I 1BLOCK GODDARD o 1 7a' N8858146 W 144,00' - _- --J I /8 CREEK !o . I h I I ^ L O SUBDIVISION !„p°, s ciR 36 1 J T / a`1 '.� �`vng ry o ks$s8'4s"W 305.94' 1 j c� BLOCK If FULFER SURVEYORS NARRATIVE: N88.58'46'w 114.Do' m S88'58'46"E 93.00' o "p W. POND STONE DINE [�77' SUBDIVISION THE PURPOSE OF THIS SURVEY IS TO RE-SUBDIVIOE LOT 2, BLOCK 1, GODDARD CREEK .3 (PRIVATE} �' I C7 NO, SUBDIVISION. ACCORDING TO THE OFFICIAL PLAT THEREOF, AS FILED IN BOOK 114 OF C► ` 8'58'+8'E 11 00' 0 PLATS AT PACE 17060, ADA COUNTY RECORDS. TO RE-ESTABLISH SAID LOT 2 RECORD eeA? O I S88.58' 'E 156.58' 2E INFORMATION PER SAID PLAT WAS USED IN CONJUNCTION WITH ACCEPTING THE FOUND 9.11 y�Y ,7 _ 31,00' 3&OD' jaw 33,00, 38.00' �pO" ��' MONUMENTS SHOWN HEREON_ --N88'58'46"W 92.00'--� ------- r-------- ------- 1 --------- ----- -- THE BASIS OF BEARINGS USED FOR THIS SURVEY IS PER GODDARD CREEK SUBDIVISION l � n -�--- ----� i t a I I f - f cnl AND TAKEN TO BE SOUTH B8'5646' EAST BETWEEN FOUND MONUMENTS ALONG THE ' ' l SOUTH LINE OF THE SOUTHWEST 1 I 4 OF SECTION 26, T.4N., RAW., B.M. b N88.5B'46"W 92.00' 12 i 14 rt 15 16 17 i 18 19 ?1 1 N N I y - NNL LpNQ 11 wtnI Tr i i 3'�r ` A �y5Na CE NSF sGP� 12.00' -12.DD' - 1f7 - 01 �-N8858'46"W 92.00'--� "53.00 - --38.00'--� L-3&00- --3B.00 �__38.00'-- 38 DO'-I I-38 D0-- 10.3$' ---�- 881 s5.36'--- 6 1.- - -------------58858'12"E -- S88'58.46"E 346.36-------------`------------- --------- - m a8 w� - r --_25' (NOTE 11 k 12)- - - - - -13 - lo• T."1 3� �r 9P C5 _—_---------- -------N58'58'466 W 46&5r--`__-----f------r-- 2' „�, 38' R.O.W PER s+7S. w. MoMILLAN Ro. 2ia aso5SEE SHEET 2 FOR CURVE _ _ o. TABLE AND NOTES. 2446.95' ___ ___ ---- A—y-- --`155.85 $.26 1�4 5 BASIS OF BEARING -� 2016-064167 588'58'46"E 2602.80' 0 5.35 CP&F NO, BOOK PAGE 113099207 F I DAHO 9955 W.EMERALD ST- SURVEY BOISE.IDAHO 83704 JOB NO. 211-087 (2D8)6488570 P: Goddard Creak Fnol Pfot 21-087 d lot Godd-d1 C—k PlAd 3 30 SHEET 1 OF 4 GROUP, L LC Street Name Evaluation Response Sheet Subd►visionlJurisdktion: Goddard Creek Townhouse Sub/Meridian Representatives: Comments 1 Ada County Assessor Approved As Reviewed 2 Ada County Sherrif Approved As Reviewed 3 ACHD No Response/Defer] 4 Ada County Development Services Approved As Reviewed 5 Meridian Fire No ResponselDefer 6 City of Meridian Approved As Reviewed 7 No Response/Defer $ No Response/Defer 9 No Response/Defer N AN loose■■ _3 f . _ ■ ■■i�� =I �NN�■ d �■ n 1111 1M1 1111 11 III 1 �P1� ■ ■ � �� ;* y _ 11 on •i■ �• u mils � 1■�IIu I� � 11 11 MIm immin N 1 ■�■ ��■■■�■ Nils,,Id ,■� == _ 11 ■�, � �■ — 1111 111 IF � �� N ■■■■■■■ ■ � 1 111111 111 — i�. 11111 11� 111 1 F. SYMBOLS: (n '� r. o 10 it SUBDIVISIONEXISTING SANITARY SEWER MANHOLE W �+ 00 PROJECT SITE ••.......•.:...•............... co M ...� J \ \ \ a Effiffill INSTALL SANITARY SEWER MANHOLE0m 3 \I RD REE F PRELIAIINARY I I , \ \�\,, ik \\ \ \ \\� �\ EXISTING GRAVITY IRRIGATION Q co \. .,\\. \\. .� \ . \\ \ , \ \\ \ \ a N \ �\o .\. \\ \ \,\.\ \\. \ �> INSTALL GRAVITY IRRIGATION \ , . \\ \�� \ \\ \ \ \ Q ,,,, Q x \. \ \ \\ \ \ ..................._:...........................•:...•...•......•.••.......................•••••••••••••:••••••••••••.•••••••••••..•......:.:......•::...: J \.\ \, \ \\ \. a \......... \. <.\�.\ \\ \\\ \.\\O.\ \\\\�\ �\ \\\ \ : EXISTING VALVE ,^ Q :\ \_\\\ �:\ \ V! \\\\ \ ®. \ �\��\\ \ \ \\\ \ RE SUBDIVISION OF LOT 2 BLOCK 1, GODDARD CREEK SUBDIVISION, ��„�,\\\��\ \��.. \�, \s \�� \�� ,, W � Q �,.\, �, \ \\ .:>\ \\ .\: \ \\ \ \ \ \ \ \\\ INSTALL WATER VALVE U) p \\ \ \ \ \ �\ \ . \\\ Is \ \ \ .\� \ \\: \ T.4N R.1E SEC. 26 ADA COUNTY MERIDIAN IDAHO10 \ , \\� ,. S\ARM \\\� \\�� \\ \ \\Q\�c\\\.�:: \..., \\ \\ \\\ \ \\. �. �.. \\. .:�\\.:\.\.. \-. ..\ - p\ \\ \ \.\\\ \\ :,\\ .,,;.,\,•,.•,.. \ ,\.�� \ :\ \\\. \\\ N INSTALL IRRIGATION VALVE V �. \ \ \ \ \ \\ \.\ .\\ \ \\ .. \\ \ \\ Q,\. \�\ \ \\ _ \ \ \ \��:. \\\\\�:\\�� \\\�o\\�\\ \ \.�\\\\\\ :..\ \�� \\ F\:: �:: i v, p, � �,\ \ \ .;`�\\ \�\\�\\\ \�,�\ \\\\ .\ \\.\%\\,�\\�NOM ; M` I EXISTING WATER METER � � w ...a�� .\\ \\. .:...a::::.\\..........\. \::.\\ \\\\;\\.:.\\.. \\\\\.\� \ \ V 0 \\IN \ \�\\�\\\ \�\\\ :\ ,\ \ ,, \� \ ® INSTALL WATER METER N \. .. �\, . \ \ \\ \ \\\\\ \ EXISTING BLOW-OFF VALVE � Z W o �llk :,\�\ �� \ �\\\\\\\ \� \ \\:\\a \.\i\ \\\\,\\ \\\ \\ ; ...,.. \' \\\\ \��\\ \ \ ® ' INSTALL BLOW-OFF VALVE H 5 30 90 co \\ \\\\\\\�\\\`\\\\\\ \ \\ �\' \ ...\.. ... .. \ \\ \\\\\\ \\\\\ \\ �\ \ \ \\\\\\ \\\. Q \\\\ \ \\\\ � \ �\ \....:::: „\ \ \ F- O \:, \\ \ \•\\ \ \ »" \•, EXISTING FIRE HYDRANT \ \ \ � \,\\\\ \ W cn N SELWA \ \ \\\ \\ \ \ 1-11111-1111111111Y APARTMENTS \ \\\ \. M\ �\\ \\\\,.• �,,, o;; \\ \ \\ \\ \ \ \ .\. \\ \• \.. �.\\ �\ W \. \_ \ \\ \ \ \ \ INSTALL FIRE HYDRANT 1 � �, - ZONED \.., \ \ \ \.HIGH DENSITY RESIDENTI \ \ \ \ \\\\ \\_ , SCALE. 1 - 30 AL \\. \ \ \. \\ a \ \ \ \ \ \ \ \ _. \ \ \ \ - _- _ _ _ \\\.\ , \\\ �\ \. s - - - -- - - -- � \ \\ \ \\ \\\ \ \ o - - - - -- - - - \ .\. �\ , �.,\ .;\ \ \\..\.. \ \\ \.a _ .:' \ �� \ \\\ \\ \\\ \ \ �. STORM WATER FLOW a \ \. .\�\\�\o<\ c \: \. \\ o\. \�\ \\\ I \ \... \ \\.\:. \ M\. \ \ 11 m \\ . \ �\ A ...� . ' \\... .A\V .�a��A \ \• A\•A. A V \ \ AA I N vv V\ \;.• v a:::v \..... A\y \V \� vAyy;, yvv.. a. INSTALL STREET LIGHT \ W V3 �A A n AAA �A \ ..;:_. A \ \ ,. A. A.. A.A� A y A: A \\\ A\:: \\ \� A��. A\ \ \.. v y A y v y\ �. v \� v v..� A\ v vvvv v�, � V�\�.. Avvv A v. A V\ v. ..•........ ! vv A A\\. A. .. v A.... �. 1.1 - z ........ •. 43� H .. A. v A \.A v.. A\ \ .... A .. .v �....� ::::..� v, y v_ yvvA\ ., ,w� .. EXISTING IRRIGATION UM 0 T . A v v / _� �� ..........,...•......:::: a».: .....a__::.:::::.,......» A.__.A A \ .AAA A-A V A\.....A. .. \� �• �.. �,.:. A\.. A �.v vAA��. .� �v A v A... v. car vv,. y A \vA\.. :A. .A\.: A.::: A. .�Av\ a i v A, v: �..:. +�I C11 .. ...A� >�.A \: A.AV\::vA\\\:..;:.:AVM \: AV A \. v.. AV\ .v vAAA\..AA.A V.: A\ \ :.. - -- - - --- - ® \. INSTALL IRRIGATION PUMP-OUT G�� -- - - 11 111 ® _ _ \\ SELWAY RAPIDS LN a- o 32 yy - VICINITY MAP w � TI CATCH BASIN INLET o o► W c .......\\\\\\\.. ..\\\\\\aa\\.... ...».... .... .... e, 0 D_ i ? _/ tom°�� 'v � ..... o SEEPAGE TRENCH W \ ..,.,......,,,,,,,..\ :`„"::<:. .............................~:~,.,......•_.:...,\ ,z CO r� - / SAND FlL R 8, \ " \\\ CONSTRUCT CATCH BASIN INLET �p �° (�. rz 00 \ -- �- - -- - - -- - - -- -- �`\ �'� a I 1695 SF 113.0 tli -- - - - - �, - - - -- - �11r ! _ I , , -- � CONSTRUCT PEDESTIAN RAMP 5� ►Q` , 0 04 \\ ; .•..•..•................:•••.•. may% NP �v- ; 8 ,1 Ilz 29 �� v �a as 0 0 O #1 P TEST HOLE W/ PERCOLATION TEST 2 89.s' 1296 S 89.8 28 \ .1_... TEST...HOLE...........•.•••.••.•••..••:•.••.••••.•.•..••.•••••...•.•..•.•....••....•.:•....•.:..•...•...........•.•....... �� \, cc O - 117.3 , m - - 2.7 + \ SITE SUMMARY \ _ �� to 0.03 0 850 SF ( 0 # v,- m �m "� 0.02 _ E o � co a � 4407 SF + _' o I � TOTAL ACREAGE - 4.62f AC (201,247.2 SQ.FT) \ 0.10 __'` I T ' INSTALL STOP SIGN `r ul 30 41 + "`„ I TOTAL LOTS - 42 ............................... I :•, \. 27 I ; INSTALL STREET SIGN o �' 3420 „ �' o RESIDENTIAL LOTS - 34 1 Irl \\ i 1 13.0 0.0:8 a 340 08 F M 470 1 1SF \ I m .... ., COMMON LOTS - 8 c M 2 ®® INSTALL 2 PARTY MAILBOX 90.0 sa.o I OPEN SPACE AREA - 24,415 sq.ft. = 12.1 % '" ` \ EXISTING TREE 0 _ - 117.8 QUALIFIED OPEN SPACE NOT REQUIRED a \" ' c _ I €` PRIVATE ROAD AREA - 21,588 sq.ft. = 10.73� EX �11 4407 SF o EXISTING UTILITY POLE 11 0.10 `r �, 31 0 40 I �° DENSITY LOT PER ACRE = 7.35 UNITS/AC \ W ... .........._..........•............................. o ,,� o _ 3420 SF o 26 I EXISTING UTILITY POLE GUY WIRE ao 113.0 „,,,, 3420 SF O m 0.08 0.08 I .\...\.\a\\•\ v\a..,a;\\\\,\\\\aa\\...\\s\o\\a\\\\\\\\o\\\\\.\o\\o\\\.\\\a\\ \\\\\\\\\\\\\\\\\\\\\\\\\\\\�\� a 4721 SF EXISTING ELECTRICAL BOX c , ................ ..._..............................................•.•••••.••••.••...•.........•.............•.....•.•....._.........__....._.._......._........_ w o.11 � Z 90.o Q � EXISTING TELEPHONE BOX a Z 0 4 ::•.:..•.............:.......:. W 1 18.2 4407 SF o Z i o INSTALL GLEAN OUT } O tL "I Io,10 �; 32 39 J % NOTES: LINETYPES: lk� 3420 SF ` � M o Z 3420 SF W / ? 1. CURRENT ZONING CLASSIFICATION: R-4 MEDIUM LOW DENSITY RESIDENTIAL . 1 13.0 0 08 0.08 � 25 / ) ._.___•....................... ' EXISTING:...CURB:._&:.:.GUTTER......:...... am o- I 5122 S ` � 2. SANITARY SEWER SYSTEM WILL INTERCONNECT WITH THE CITY SEWER SYSTEM Z 90: o / ; CONSTRUCT CURB & GUTTER 4) 90.0 0 0.1•� / a€ WITHIN MCMILLAN ROAD VIA PROPOSED MAIN STUBBED BY OTHERS. t U / I 3. WATER SYSTEM WILL INTERCONNECT WITH THE CITY WATER SYSTEM WITHIN ` "' EXISTING SANITARY SEWER I 4407 SF o . , MCMILLAN ROAD VIA PROPOSED MAIN STUBBED BY OTHERS. """" ......:.......::::::::::::•","'.:""I'.............•.•""......._..:...::.•.....::.:::.•:...:•::•.:.::.•::::..::.:::•::::.:•:......."-:............ 0.10 + 33 '� 38 - 1r 8 i / 4 IRRIGATION WATER WILL BE S BY SETTLERS IRRIGATION DISTRICT VIA _•••,X $ ? INSTALL SANITARY SEWER MAIN •� v SUPPLIED W 3418 SF 3420 SF / THE EXISTING LOCHSA PUMP STATION. INSTALL SEWER SERVICE m 113.0 0 0.08 0.08 / ,',I-,,,,-,-,,,........... ......... _.•...:_....................... 5. ALL LOTS HAVE A 5 FOOT UTILITY EASEMENT ON THE SIDES, A 10 FOOT EXISTING STORM DRAIN it `3m a I + 90.0 90 0 b / UTILITY EASEMENT IN THE REAR, A 10 FOOT UTILITY EASEMENT IN THE FRONT c , ; W I - coo 24 / 4�; AND A 10' UTILITY EASEMENT ON THE BOUNDARY. X SD I INSTALL STORM DRAIN MAIN 6' SF ; ..::..::• 0 6. LOTS 1, 12, 13, 22, 28, 29, AND 42 ARE COMMON LOTS TO BE OWNED AND •••••••••••_.•..•.•..•..... UA I 4407 SF �` 2 34 0 3 0.i 4 / � �; � EXISTING WATER MAIN J M 37 " MAINTAINED BY THE HOMEOWNERS ASSOCIATION. ......:.::..:..::..::::.:.:::...:::::.:.:..:••..:::::•:::.•:•••:.••........._............:....".-,...:.::::::.•:::::..••.:•..•:.:..:::..•:...::••:.:::::::.:::•::."":,................. U 1 � I 0.10 ,� / � U 3422 SF �': X" W ; INSTALL WATER MAIN a�, m ," 3420 SF / 7. THERE ARE NO TRAFFIC IMPACT STUDIES REQUIRED BY ADA COUNTY HIGHWAY p Ium 1 i 3.0 0.08 \ DISTRICT. _..........:.::..:::....:.:..::.•.. _.....•.____.__.._.•...................._...._ a 0.08 0 -------------- INSTALL WATER SERVICE �, g Z Z I 90.0 90 0 92 '; 8. LOTS 8-11, AND 18-21 WILL BE ACCESSED BY A SHARED DRIVEWAY. o JO D ="o I o / a IV of ( O I ,ri o / 9. THIS SUBDIVISION IS LABELED "ZONE X" AREA OF MINIMAL FLOOD HAZARD ON EXISTING PRESSOR IRR Z P 35 11 FIRM PANEL 1soo1co143H. X" PI INSTALL PRESSURE IRRI MAIN O U cn o O I 44090 F 3410 SF M 36 - 23 / Q EXISTING GRAVITY IRRIGATION a) v0 113.5-1 in .08 3412 SF 6160 SF t' _............. _......_......•.._ 0.08 N CO 0.14 ' I GIRR INSTALL GRAVITY IRRI. MAIN - r N 113 SEEPAGE TRENCH W/ I W It _ a I1. VERTICAL SAND FILTER W ` LOT LINE Q Q M ° I /PHASE..••LINE.....••:....••:••.•...: _ _ _ _ I x ............................... ..•:..:.:. H M ® ' �° I U w 33.0' R BOUNDARY..................•_......:........::..•.•.:..:.••.•::•..•:::..•• 0 o U Z N o& I w 4403 SF E AG TR NC kll/ - - R LINE Y > Q = .-. 0.10 s k + / . _ FlTER7+ 0 2 � U : WZ w � � Q CENTE �• O • 2.0' 5.0' ( ) 2.0 Q G I- co 24.0' BACK TO BACK ' Q EASEMENT LINE W - - _ 42 97. o ....:..:::::•:.:::.::..::.:.... 0 w ?�, CV I 105.9 \\ SEWER LINE A I o % 12.0' 12.0' .. cc z Z 30589 SF SEWER LINE C 22 O o U LU o O a •.: . . ; EXISTING CONTOUR LU �., W W 7iI U 0 ��_� ------- ____FINISH GRADE CONTOUR C� V O 2 Z �• ¢ �, EP SHARED E�RIV AY fe o os _ 2550 ...........•...:.::.•.:•:::.:.:.::::.::....""I'.....•...........::...:....::...•••.--l.:•..•... OC to -- a i I 3796 SF "n 0 31 0' 38.0' 19.0' 31 ::..:........•••........-,"'. Q Z 0.09 \ Q � 3 .O' \\ 3 0' 3 0�, 4 .6• I Z 1.75% ---* 2�- --2%� 0 EXISTING EDGE OF PAVEMENT \\. - o O o \\., .\ 1 Z - ; EXISTING OVERHEAD PO 92.0 +12 ��. 1� to " _::.._::::.::. EXISTING FIBER OPTICS O m ROLLED ............................... CUR . 3534 S ,� , PAVEMENTALT AND 11 ; EXISTING TELEPHONE a I 0.0 \" °" GUTTER I 1 oI'll Q \ ,`' 4" �4" MINUS ABBREVIATIONS: 3588 SF _ 1 4 \ 14" PIT RUN ; o.as 15 0 16 0 0 17 \ o O� I I ; cc . 5337 SF m 1 g O o 19 20 21 1 BRG BEARING MJ MECHANICAL JOINT s2.o:.•._••...............:.... 0.12 m 6 �_: TYPICAL STREET SECTIO ••• 0 3649 SF 3648 SF 3648 SF ; CENTER LINE NF ' NEAR FACE � 3648 SF 3648 SF 3 48 SF 5276 SF -NTS- J m 0.08 a_ 0.08 0.08 0.08 0.08 0.08 0.12 o H H Q K, W CLR CLEAR OP OVERHEAD POWER W w a 11 \ \. \\. •o.. 1 EG EDGE OF GRAVEL OPP. OPPOSITE U Q. O Z g = U _ a I 3616 SF N , 20.0 :--11.:..................:::• •.....:.:. ...._.._.......•.....•.._:--:--:..:::::•::..:•:.•:•:::•::::::.. Q _ OA8 30.0 \ \\. " " ............................••• .._...... ........•.....••::•.:.•:::.::::::.:••:::::::::::••.:•:.:::::.•::::. 0 0 \\..` 0, O, O, EL ELEVATION P/L PROPERTY LINE LU LU ti..•__:..:.:___:.___.__.,::,:::..•::. - cV N vI , 5 10 10 0' S ... •.•.... a a � � 92.0' y`� E , .,,: _111. :� .. ..........I........................:...• ........" ...:.......•...........:.:.._..........:::::.:.:.••••:•..••.:•.::.: 0 38 0 380 380' 654' \ Ill� W � W W • •EP EDGE OF PAVEMENT PC : POINT OF CURVE ' r- _ •�� \ I \ +•n - - - _ W - - - .. . .. ... �_ll - - - - - - - - --- \\\\\__ - - -- - - -- - - - _ I \ - - - -- - - --- - - --1 FF i FAR FACE PI � PRESSURE IRRIGATION Gt cr ---1.....:.........:::............... W W ... 3 - -11 77-- 0 2% 2% .., ...•......... 1 FINISHED GRADE PT '• to 111111111 0 G POINT OF TANGENT !Y � fn - - -- - - -- + 1-1-11 - ... - -- - -s.. ,. \ \ �„ -� - i �I I�11111111111111111" M FL FLOW LINE S SANITARY SEWER k., 0 0.33 °< .\\.. \ J - -,111" \•_. .. , a• EX EXISTING SD STORM o :: ... ... i :.:. 5� 2ki ASPHALT G11�1111111111111 ». PAVEMENT ;• : , H EXISTING STA. ' STATION \.,� .\ ME MATC \..,. " lll� :•:•....__.....•.:.......... ...----:::::::::::::.•:•:•:: •:::.::.•.. ._.................._..........•..........•::..:.....:.....:.:..... P a NUS �.: LANDSCA E 4 �' MI o " G.B. GRADE BREAK TBC TOP BACK CURB 11111W. McMILLAN RD. BUFFER o_ PIT RUN J J J } 0 14 „ . ; 111-11110 „ . GI 11111-1GRAVITY IRRIGATION TEL TELEPHONE UTILITY ................................:.•.••••.•..........•.•.•••...•..... TYP__I_CAL SHARED DRIVEWAY SECTION ........•.......•................::....:•::.::•...•••...................•:.•••• ..................:__.:::::.•_.:•.:...•.:..:..•::::::::::::::.•:::...............:..:.:.: a� a� _.................••::::::::.••••.. -NTS- o w o INV. ; INVERT TYP. ; TYPICAL N U H E N88 58 46 W 2602. Z z WATER .. 80 0 N � N :•._. „<.. R �- Afi) K F>_. OEAR.LNG. .� ....Q �' . `\ ..... z 0 �. LT-"'�ll,�'ll""I'll""I'll",ll,",---",-,"�'ll""I'l�'ll""I'll",��,�,",,-,-,,,\,,----,-,---,---"�'ll""I'll""I'llI li LEFT w THIS DOCUMENT IS THE PROPERTY OF LEAVITT & ASSOCIATES ENGINEERS, INC AND THE DESIGN AND IDEAS WITHIN ARE NOT BEGIN VERTICAL END VERTICAL SCALE: Sheet Number: o BVCS EVCS M TO BE USED IN WHOLE OR PART WITHOUT WRITTEN CONSENT : CURVE STATION : CURVE STATION BEGIN VERTICAL END VERTICAL 'I =3O 1 y OF LEAVITT & ASSOCIATES ENGINEERS, INC. ..... CAI_ �� ,- BVCE CURVE ELEVATION EVCE CURVE ELEVATION F- PLAT SHOWING GODDARD CREEK TOWNHOUSE SUBDIVISION Jv A RESUBDIVISION OF LOT 2, BLOCK 1 , GODDARD CREEK SUBDIVISION. LYING WITHIIN THE SE 1 /4 OF THE SW 1 /4 OF SECTION 26, T.4N., RAW., B.M. LOCATED IN THE CITY OF MERIDIAN, ADA COUNTY, IDAHO J L 2021 0 /' ,, ,,---------------------------------------- ---------------------------------------- BLOCK BLOCK 1 l SELWAY APARTMENTS SUBDIVISION - I 13 1 t 43' '' --------------------�--------------'' - W. APGAR CREEK DR. (NOTE 13)(PRIVATE) W. APGAR CREEK DR. S8858'36"E 476.28' SEE NOTE 15 __ ._ ....,,._...W.,. ... .... .._,_.. 15.00 113.00' - - ■------ ------ 15.00' 363.28' b 1 N8858'46"W 113.00'-• - - - • - • - •- • - • - • -. -. - . - . - . - • - 0 5 20 80 ---------------------- S88'58'36"E 144.00' ( ) '� 29 S88'58'36"E 93.44' � 00 30 NOTE 14 0 10 40 120 o 10'--i O G C29 S88'58 36 E 174.40 C25 >: ti� C23 28 7.00' o ry �-------87.20'--------i r-- ----87.20'---- n rn O I V I---5 N ry -----S88 58'36"E 108J0"--- M I ; M ( M I �' �ry I I ^ SCALE: 1" = 40' » , i n i 30 co i 42 t o I I n f o N 88'58 46 W 113.00 N I ,yM I 10'� M I 27 O 1 I I S88'S8'46"E 92.00' 5 I 1 " i N N88'58 46 W 92.00 -1 411 `� i---10' S88'58'46"E 113.85' 25 25 1 o I 3 i o 33' 10' I I �- ' LEGEND IM 'r 0i o 1 b l 1 - 1 ;� ; » 0 1 31 i 41 i o0 o 1 I b 0 O FOUND 1/2" IRON PIN WITH "PLS 13765" - ---N88'58 46 W 113.00-- --� r� I ;.� O 100 43 I 01 _ I !h I M O ap I 26 _ 1 PLASTIC CAP. - ------- ---------- -- M ---S88'58'46"E 92.00'----� N88'58'46"W 92.00'---� M i " M FOUND 5/8"06 IRON PIN WITH "PLS 3260" 1 o I "� - o ui r--------------------I r- ' - ---S88'58 49 E 114.18 ----�G I o `t rn - I I I � ________________ PLASTIC CAP UNLESS OTHERWISE NOTED 10) I I q `� - i 4.01' • SET 1 2 IRON PIN WITH "PLS 18811" PLASTIC CAP. to 10' I Cn 3 w o 1 0 o M 1 0 0 0 - I ----------------- / M ` 32 O 1 SET 5/8" IRON PIN WITH "PLS 18811" PLASTIC CAP. N88'S8'46"W 113.00' 1 i co co 40 i N 0 i M 25 I 1 S8858'46"E 92.00' i `� " ' 1 M c N M 1 CALCULATED POINT o i cn Z I 3 N88'S8 46 W 92.00 I i S88.58'46"E 106.44' N d. 1 o I O I o g 1--10' i I W I h O7 LOT NO. 0 Z M I i M N 33 0 39 ! o coo i --�--� PROPERTY BOUNDARY LINE -----N88'58'46"W 113.00'----- 1 �'� n i+� M cn O 100 d .. q 1 24 / N13► Q I I M ,� M i O C61f LOT LINE ----------O----------_--�i1 S88'58'46"E 92.00'---�I I1�_-_.N88'58'46"W 92.00'1 �I - V > ' / MMJo SECTION LINE L---S88S8'46"E 96.55'--- ----------------, r------------ - RIGHT-OF-WAY LINEo oi Io a M i °' Zw 0 ' CENTERLINE � i 4 3 Z /c`) M ' i 06 113.00 ----------------9 EASEMENT L INE AS NOTED 5 W I 1 S88'58'46"E 92.00' 1 ~ N88 58'46"W 92.00' 0' o _ _ s I . - . _ . _ . _ . 10 WIDE WIDE PUBLIC UTILITIES, IRRIGATION AND LOT DRAINAGE 1 0 ii 35 5' ...... f 37 EASEMENT PER GODDARD CREEK SUBDIVISION. o°i o 2 M 10- I 1 I i7 O co I M 1 M Q 1 z -----N88'58'46"W 113.55'------j 0 C13 II ro 3 - ---91.19'-------- --------91.19'-J C17 v BLOCK 1 ------------------------ BLOCK W GODDARD i N88'S8'46 W 144.00' -J CREEK l o � �, / SUBDIVISION 1 M I O hrO �, c+ c�A 36 �6 1 O c.� 1 ro ,? G G�h I U Q BLOCK 11 h N88.58'46"W 105.94' i % °j O� " FULFER SURVEYORS NARRATIVE: N88'58 46»W 114.00 G.�O S88'58 46 E 93.00 p SUBDIVISION THE PURPOSE OF THIS SURVEY IS TO RE-SUBDIVIDE LOT 2, BLOCK 1, GODDARD CREEK � •^3 .3 N W. POND STONE LANE ce, I 01 0 o I i °j (PRIVATE) a 22 01 0 N0. 3 SUBDIVISION, ACCORDING TO THE OFFICIAL PLAT THEREOF, AS FILED IN BOOK 114 OF 1 o0i G i "ry co � C'7 88-58-46"E 11 .00' G19 . I PLATS AT PAGE 17060, ADA COUNTY RECORDS. TO RE-ESTABLISH SAID LOT 2 RECORD A "� O S88'58 E 156.58 Z INFORMATION PER SAID PLAT WAS USED IN CONJUNCTION WITH ACCEPTING THE FOUND MONUMENTS SHOWN HEREON. M ! 911 �ry ry�O ^� `�?, 31.00' 38.00' 38.00' 33.00' 38.00' 38.00' 43.58' --N88'58'46"W 92.00'--� I C11 ----i i-------- ------- -------- _-------- ____________, I o I 1 1 5.00 I�3, - -----� - THE BASIS OF BEARINGS USED FOR THIS SURVEY IS PER GODDARD CREEK SUBDIVISION _ , I 1 I o I I 1 cni+l AND TAKEN TO BE SOUTH 88'58'46" EAST BETWEEN FOUND MONUMENTS ALONG THE 1 o i 10 10 i b i~3' ,';� i o o o b i 'Io \. SET "PLS 18811" SOUTH LINE OF THE SOUTHWEST 1/4 OF SECTION 26, T.4N., RAW., B.M. 10 I O PLASTIC CAP 0; I i M O i 0) i t0 1 (0 to I t0 J 1 00 I 3 1 3 0) i °' rn i rn 0 `. *11 N88.58'46"W 92.00' I _ ' 14 15 I 16 3 17 i a 19 i 3 3 \ 12 3 i `} i r O I : 20 � 21 �W l o o 0 I S s of o f cn 1 cn 1 1 NLLAO 10; 11 I N N t'n l I I N I to N N I cn r� I M �, I ' 10 1 1 i i 3 --i \ ttcA 5� E N S SG `G 12.00 1 12.00 i I I I I in c i I --N88'58'46"W 92.00'--� __. , 1 1 �- 10.36' 04 � • `--- 53.00'- 38.00' -� �_ 38.00''-- 38.00 - - 38.00'--- ---38.00'--j --38.00'-- ---- 65.36'--- 3 n 8811 1 - -------------S88'S8'12"E ----------- ----------------------- w o 10 ---- -----S88'58 46 E 346.36 -------------------------- to aO I --------- - 9 IM L • - • - . - • - -- - 30.00' - - 25' (NOTE 11 & 12) 13 10' o1j�M 30 �/ TFOF�I - - - - - - Q . - . - . - . _ . -. - . . . . - - - . - . - .1 _ . _ _ . _ . � o1Mg o z1 -- i--i- _ t��i1) - ------ o N88'58'46"W 468.57' - M w' Z 1 M 38' R.O.W PER -0 co: INST. No. o0 0^; SEE SHEET 2 FOR CURVE +4S. W. McMILLAN RD. 2018-o78so5 �' �M -�- --- --- _-- _-- __2446.95' _-- _-- _-1 _-- TABLE AND NOTES. Z• 155.85' S.26 1/4 S --_ ___ CP&F N0. BASIS OF BEARING --- --- 201 s-os4167 S88'58'46"E 2602.80' N S.35 CP&F NO. BOOK PAGE 113099207 IDAHO 9955 W. EMERALD ST. SURVEY BOISE, IDAHO 83704 JOB NO. 21-087 � GROUP, LLC (208)846-8570 P: Goddard Creek Final Plat 21-087 dw Plat Goddard Creek Plat.dw 4 8 2021 10:26:45 AM SHEET 1 OF 4 GODDARD CREEK TO WNHO USE SUBDI VISION NOTES CURVE TABLE 1. THIS DEVELOPMENT RECOGNIZES IDAHO CODE, TITLE 22, CHAPTER 45 RIGHT TO FARM, SECTION 22-4503, WHICH STATES NO AGRICULTURAL OPERATION OR AN APPURTENANCE TO IT SHALL BE CURVE RADIUS DELTA LENGTH CHORD BRG. CHORD DIST. OR BECOME A NUISANCE, PRIVATE OR PUBLIC, BY ANY CHANGED CONDITIONS IN OR ABOUT THE SURROUNDING NONAGRICULTURAL ACTIVITIES AFTER THE SAME HAS BEEN IN OPERATION FOR MORE C1 30.00 15'05'16" 7.90 N8'03'55"E 7.88 THAN ONE (1) YEAR, WHEN THE OPERATION WAS NOT A NUISANCE AT THE TIME THE OPERATION BEGAN; PROVIDED, THAT THE PROVISIONS OF THIS SECTION SHALL NOT APPLY WHENEVER NUISANCE C2 252.00 30'00'00" 131.95 SO'36'33"W 130.44 RESULTS FROM THE IMPROPER OR NEGLIGENT OPERATION OF ANY AGRICULTURAL OPERATION OR C3 252.00 16"14'26" 71.43 S7'29'20"W 71.19 APPURTENANCE TO IT." C4 252.00 6'51'07" 30.14 S4'03'26"E 30.12 2. THE IRRIGATION SYSTEM IS OWNED AND MAINTAINED BY SETTLER'S IRRIGATION DISTRICT. IRRIGATION WATER HAS BEEN PROVIDED BY SAID IRRIGATION DISTRICT IN COMPLIANCE WITH IDAHO CODE C5 252.00 6'S4'27" 30.38 S10'56'14"E 30.36 31-3805(1)(B). LOTS WITHIN THIS SUBDIVISION WILL BE ENTITLED TO IRRIGATION WATER RIGHTS AND WILL BE OBLIGATED FOR ASSESSMENTS FROM SETTLER'S IRRIGATION DISTRICT. C6 69.00 90'00'00" 108.38 S43'58'46"E 97.58 3. ANY RE-SUBDIVISION OF THIS PLAT SHALL COMPLY WITH THE APPLICABLE REGULATIONS IN EFFECT C7 69.00 7'13'55" 8.71 S2'35'43"E 8.70 AT THE TIME OF THE RE-SUBDIVISION. C8 69.00 12'46'42" 15.39 S12'36'01"E 15.36 4. MINIMUM BUILDING SETBACKS SHALL BE IN ACCORDANCE WITH THE APPLICABLE ZONING AND SUBDIVISION REGULATIONS AT THE TIME OF ISSUANCE OF INDIVIDUAL BUILDING PERMITS, OR AS C9 69.00 29'11'41" 35.16 S33'35'13"E 34.78 SPECIFICALLY APPROVED AND/OR REQUIRED. C10 69.00 34'58'21" 42.12 S65'40'14"E 41.47 5. LOTS 1, 12, 13, 22, 23, 28, 29, 36 AND 43, BLOCK 1 ARE COMMON LOTS AND ARE SUBJECT TO A C11 69.00 5'49'21" 7.01 S86'04b5"E 7.01 BLANKET PUBLIC UTILITIES, DRAINAGE AND IRRIGATION EASEMENT. THE LOTS SHALL BE OWNED AND MAINTAINED BY THE GODDARD CREEK TOWNHOUSE HOMEOWNER'S ASSOCIATION. C12 35.00 90'00'00" 54.98 S4358'46"E 49.50 6. LOT 43, BLOCK 1 IS A PRIVATE ROAD AND MAINTENANCE IS AS PROVIDED FOR IN THE COVENANTS, C13 35.00 12'22'25" 7.56 S5'09'59"E 7.54 CONDITIONS AND RESTRICTIONS FOR THIS SUBDIVISION. THE RESTRICTIVE COVENANT FOR MAINTENANCE OF THE PRIVATE ROAD CANNOT BE MODIFIED AND THE HOMEOWNERS ASSOCIATED C14 35.00 77'37'35" 47.42 S50'09'59"E 43.87 CANNOT BE DISSOLVED WITHOUT THE EXPRESS CONSENT OF THE CITY OF MERIDIAN. LOT OWNERS WITHIN THIS SUBDIVISION HAVE THE PERPETUAL RIGHT OF INGRESS AND EGRESS OVER SAID LOT 43, C15 35.00 90'00'00" 54.98 N46'01'14"E 49.50 BLOCK 1 AND SAID PERPETUAL EASEMENT SHALL RUN WITH THE LAND. C16 35.00 77'37'35" 47.42 N5212'27"E 43.87 7. LOT 12, BLOCK 1 IS SUBJECT TO A SHARED DRIVEWAY AGREEMENT SERVIENT TO LOTS 9, 10 AND 11, BLOCK 1. LOT 22, BLOCK 1 IS SUBJECT TO A SHARED DRIVEWAY AGREEMENT SERVIENT TO LOTS C17 35.00 12'22'25" 7.56 N7'12'27"E 7.54 19, 20 AND 21, BLOCK 1, AS PROVIDED FOR IN THE COVENANTS, CONDITIONS AND RESTRICTIONS FOR THIS SUBDIVISION. C18 69.00 90'00'00" 108.38 N46'01'14"E 97.58 8. ALL LOT LINES ADJACENT TO THE PRIVATE ROAD (LOT 43, BLOCK 1) ARE SUBJECT TO A TEN (10) C19 69.00 55'34'57" 66.94 N63'13'45"E 64.34 FOOT WIDE EASEMENT FOR PUBLIC UTILITIES, IRRIGATION AND SUEZ WATER UNLESS OTHERWISE C20 69.00 34'25'03" 41.45 N18'13'45"E 40.83 DIMENSIONED. C21 20.00 90'00'10" 31.42 S46'01'19"W 28.28 9. A THREE (3) FOOT WIDE PROPERTY DRAINAGE AND IRRIGATION EASEMENT IS HEREBY DESIGNATED ALONG THE INTERIOR LOT LINES UNLESS DIMENSIONED OTHERWISE. THE EASEMENTS ARE AS SHOWN C22 20.00 40'32'40" 14.15 S21*17'34"W 13.86 ON THIS PLAT. C23 20.00 49'27'30" 17.26 S66'17'39"W 16.73 10. A FIVE (5) FOOT WIDE PUBLIC UTILITIES, IRRIGATION AND PROPERTY DRAINAGE EASEMENT IS HEREBY DESIGNATED ALONG THE REAR LOT LINES OF LOTS 14 THROUGH 21, BLOCK 1 AND LOTS 30 C24 20.00 8959'50" 31.41 N43'58'41"W 28.28 THROUGH 35, BLOCK 1 AND LOTS 37 THROUGH 42, BLOCK 1. C25 20.00 49'27'30" 17.26 N64'14'51"W 16.73 11. EXISTING 25' WIDE LANDSCAPE BUFFER EASEMENT PER INSTRUMENT NO. 2018-058900 AND SUBJECT TO AN EASEMENT AGREEMENT PER INSTRUMENT NO. 2018-089382. C26 20.00 40'32'20" 14.15 N19'14'56"W 13.86 C27 20.00 90'00'10" 31.42 S46'01'19"W 28.28 12. EXISTING 25' WIDE A.C.H.D. PERMANENT EASEMENT PER INSTRUMENT NO. 2018-061459. C28 20.00 40'32'40" 14.15 S21*17'34"W 13.86 13. EXISTING INGRESS/EGRESS EASEMENT, PUBLIC UTILITIES EASEMENT, CITY OF MERIDIAN SANITARY SEWER EASEMENT AND CITY OF MERIDIAN DOMESTIC WATER EASEMENT PER SELWAY APARTMENTS C29 20.00 4927'30" 17.26 S66'17'39"W 16.73 SUBDIVISION (RECORDED ON APRIL 1, 2009 IN BOOK 102 OF PLATS AT PAGE 13575). 14. EXISTING 30' WIDE INGRESS/EGRESS EASEMENT, PUBLIC UTILITIES EASEMENT, CITY OF MERIDIAN SANITARY SEWER EASEMENT AND CITY OF MERIDIAN DOMESTIC WATER LINE EASEMENT PER FULFER SUBDIVISION NO. 3. (RECORDED ON MAY 23, 2005 IN BOOK 92 OF PLATS AT PAGE 1088). 15. A 5/8" IRON PIN WITH "PLS 1629" PLASTIC CAP WAS FOUND 0.6' NORTHERLY OF THE CALCULATED CORNER POSITION OF THE NORTHEAST CORNER OF LOT 2 AS NOTED ON GODDARD CREEK SUBDIVISION. REPLACED THE MONUMENT WITH A 5/8" IRON PIN WITH "PLS 18811" PLASTIC CAP. 16. THE HOMEOWNERS ASSOCIATION, UNDERLYING PROPERTY OWNERS OR ADJACENT PROPERTY OWNERS ARE RESPONSIBLE FOR ALL STORM DRAINAGE FACILITIES OUTSIDE OF THE PUBLIC RIGHT-OF-WAY, INCLUDING ALL ROUTINE AND HEAVY MAINTENANCE. 17. OTHER THAN THE ACCESS SPECIFICALLY APPROVED BY A.C.H.D., DIRECT LOT ACCESS TO W. McMILLAN RD. AND N. GODDARD CREEK WAY IS PROHIBITED. 17 LA g'N \GE N S SG 18811 NoA z ✓ 9TFOF IV S. G LE BOOK PAGE OEM IDAHO 9955 W. EMERALD ST. SURVEY BOISE, IDAHO 83704 JOB NO. 21-087 ' ; (208)846-8570 SHEET 2 OF 4 GROUP, LLC P: Goddard Creek Final Plat 21-087 dw Plat Goddard Creek Plat.dw 3 25 2021 11:04:57 AM GODDARD CREEK TOWNHOUSE SUBDIVISION CERTIFICATE OF OWNERS CERTIFICATE OF SURVEYOR Know all men by these presents, that SI Construction LLC., an Idaho Limited Liability Company, is the owner of the real property I, John S. Gletne do hereby certify that I am a Professional Land Surveyor licensed by the State of Idaho, and that this plat as hereafter described: described in the "Certificate of Owners" was drawn from an actual survey made on the ground under my direct supervision and All of Lot 2, Block 1, Goddard Creek Subdivision, according to the official plat thereof, as filed in Book 114 of Plats at Page accurately represents the points platted thereon, and is in conformity with the State of Idaho Code relating to plats and surveys. 17060, Ada County Records, lying within the SE 1/4 of the SW 1/4 of Section 26, Township 4 North, Range 1 West, Boise Meridian, Located in the City of Meridian, Ada County, Idaho, being more particularly described as follows: NP� LA \ NO COMMENCING at the Southwest corner of said Section 26 from which the South 1/4 corner of said Section 26 bears South O NS, o sG�G 88058'46" East, 2,602.80 feet; thence on the South line of said SE 1/4 of the SW 114, South 88058'46" East, 2446.95 feet; o F thence leaving said South line, North 00037'38" East, 38.00 feet to the Northerly Right-of-Way line of W. McMillan Rd. as John S. Gletne ° 18811 P.L.S. No. 18811 described in Instrument No. 2018-078805 and the REAL POINT OF BEGINNING; N� '21 ,r° v �TFOF thence on said Northerly Right-of-Way line and the Southerly boundary line of said Lot 2, North 88°58'46" West, 468.57 0y11VV S. GI-E(� feet to the Southwest corner of said Lot 2; thence on the Westerly boundary line of said Lot 2, North 01001'14" East, 435.31 feet, to the Northwest corner of said Lot 2; thence on the Northerly boundary line of said Lot 2, South 88°58'36" East, 476.28 feet, to the Northeast corner of said Lot 2; thence on the Easterly boundary line of said Lot 2 the following six (6) courses and distances: South 00°31'17" West, 107.31 feet; ACIMELEDGMENT 7.90 feet along the arc of curve to the right, having a radius of 30.00 feet, a central angle of 15°05'16" and a long chord which bears South 08°03'55" West, 7.88 feet; STATE OF IDAHO ) ) S.S. South 15°36'33" West, 96.54 feet; COUNTY OF ADA ) 131.95 feet along the arc of curve to the left, having a radius of 252.00 feet, a central angle of 30000'00" and a long On this day of , year of 20_1 before me, the undersigned, a Notary Public in and for the State of Idaho, chord which bears South 00°3633" West, 130.44 feet; personally appeared Steven L. Schmidt, known or identified to me to be an agent of SI Construction LLC., an Idaho Limited Liability Company, the limited liability company that executed the instrument or the person who executed the instrument on behalf of said limited liability company, and South 14°23'31" East, 58.02 feet; acknowledged to me that said limited liability company executed the same. South 00°37'38" West, 40.36 feet to the REAL POINT OF BEGINNING. Containing 201,181 square feet or 4.62 acres, more or less. End of Description. My Commission expires on Notary Public for Idaho Residing in , Idaho It is the intention of the undersigned to hereby include the above described property in this plat. The private roadway and easements indicated on said plat are not dedicated to the public. However, the right to use said easements is perpetually reserved for public utilities and for such other uses as designated hereon and no permanent structure other than for such utility purposes are to be erected within the limits of said easements. All lots in this plat will be eligible to receive water service from an existing City of Meridian main line located adjacent to the subject subdivision, and City of Meridian has agreed in writing to serve all the lots in this subdivision. SI Construction LLC. Steven L. Schmidt Registered Agent ONPL f ANC \GE N SF�sG�� 1881� 50 N f �O / F OF S. G 1-E� BOOK PAGE IDAHO i GROUP, LLC 9955 W. EMERALD ST. SURVEY BOISE, IDAHO 83704 JOB NO. 21-087 (208)846-8570 P: Goddard Creek Final Plat 21-087 dw Plat Goddard Creek Plat.dw 3 25 2021 11:06:39 AM SHEET 3 OF 4 � ; GODDARD CREEK TOWNHOUSE SUBDIVISION HEALTH CERTIFICATE CERTIFICATE OF COUNTY SURVEYOR Sanitary restrictions as required by Idaho Code, Title 50, Chapter 13 have been satisfied based on a review by a I, the undersigned, Professional Land Surveyor in and for Ada County, Idaho, do hereby certify that I have Qualified Licensed Professional Engineer(QLPE) representing City of Meridian Public Works, and the QLPE approval checked this plat and that it complies with the State of Idaho Code relating to plats and surveys. of the design plans and specifications and the conditions imposed on the developer for continued satisfaction of the sanitary restrictions. Buyer is cautioned that at the time of this approval, no drinking water extensions or sewer extensions were constructed. Building construction can be allowed with appropriate building permits if drinking water extensions or sewer extensions have since been constructed or if the developer is simultaneously constructing those facilities. If the developer fails to construct facilities, then sanitary restrictions may be reimposed, in accordance with Section 50-1326, Idaho Code, by the issuance of a Certificate of Disapproval, and no construction of any building or County Surveyor shelter requiring drinking water or sewer/septic facilities shall be allowed. Central District Health Date CERTIFICATE OF COUNTY TREASURER I, the undersigned, County Treasurer in and for the County of Ada, State of Idaho, per the requirements of I.C.50-1308 do hereby certify that any and all current and/or delinquent county property taxes for the property included in this subdivision have been paid in full. This certification is valid for the next thirty (30) days only. APPROVAL OF ADA COUNTY HIGHWAY DISTRICT The foregoing plat was accepted and approved by the Board of Ada County Highway District Commissioners on the day of , 20 Date County Treasurer President ACHD COUNTY RECORDER'S CERTIFICATE State of Idaho ) s.s. ' APPROVAL OF CITY ENGINEER County of Ada ) I hereby certify that this instrument was filed for record at the request of at I, the undersigned, City Engineer in and for the City of Meridian, Ada County, Idaho, hereby approve this plat. Minutes past O'clock M. on this day of , 20 , in Book of plats at Pages Instrument No. City Engineer Date Deputy Ex-Officio Recorder Fee: APPROVAL OF CITY COUNCIL I, the undersigned, City Clerk in and for the City of Meridian, Ada County, Idaho, hereby certify that at a regular meeting of the City Council held on the day of , 20 , this plat was duly accepted and approved. \�Np,L LA��s \G NS 18811 City Clerk, Meridian, Idaho VX F OF N S. W-E BOOK PAGE nl� "� " I DAH O 9955 W. EMERALD ST. SURVEY BOISE, IDAHO 83704 JOB NO. 21-087 % (208)846-8570 P: Goddard Creek Final Plat 21-087 dw Plat Goddard Creek Plat.dw 3 25 2021 11:07:13 AM SHEET 4 OF 4 GROUP, LLC A B C D E F G H I J K L M N O P STAMP:� ,...., � .• � 0 OF I'D • PLANT SCHEDULE D.RoT��O SELWAY APARTMENTS KEY BOTANICAL NAME PLANTING SIZE MATURE SIZE CLASS COMMON NAME l*NOTE: ALL TREES TO BE GRADE 01) LA-16827 ZONED HIGH DENSITY RESIDENTIAL TREES :. 0 msn9nl 6' HGt 3'X3' SQ. � — — 40' h t. 25' wide '•L9 4 • COLUMN FAUX GATE / AC Acer platanoides 'Columnarbroad' 2" 545 e CLASS II ., NDSCA . ' (BY OWNER) / Parkway Maple " -16 LINEAR FEET OF TOTAL AP Acer platanoides 'Deborah' 211545 35' hgt. 30' wide CLASS 11 DATE: ° , FRONTAGE: Deborah Maple 14 TREES REQUIRED � 1/35' PS Prunes sar entii 'Golumnaris' II 03/29/2021 W. APGAR CREEK LANE COORDINATE DRAINAGE g 2 B4B 30 het. 15 wide CLASS I 2 — — X 14 TREES PROPOSED SCALE WITH SHRUB BEDS IN Columnar Sargent Cherry 2 v -�-_- THE FIELD WITH THE OWNER 40, o cc J _ • — _ 40- KEY PLANTING 51ZE MATURE 51ZE E EXISTING TAN AND WHITE � u o A � 40'� � SHRUBS u � .N VINYL FENCE TO REMAIN ° I .� �• "' BT Berberis thunbergii 'Helmond' 2 Gal. 3' hgt. x 2' wide Q �• 40' Helmond Pillar Barberry v N CO Cornus a Iba 'Ba i Iha lo' S Gal. ro' het. x (o' wide v a @) 3 1 Ivory Halo Dogwood _ 3 S 6' HGT 3'X3' SQ. COLUMN ° I 02 JH 30 Juniperus horizontalis ' Blue Chip' 2 Gal " hgt. x 4' wide � a FAUX GATE CBY OWNER) 2.0 . 6 s S J Blue Chip Juniper i 'a 3 — — — — _ _ I 3 5 27 I RA Rhus aromatica 'Gro-Low' 5 Gal. 2' hgt. x 4' wide 3 Q m v 2.0 �Y > Lno 4 Gro-Low Fragrant Sumac a a o COORDINATE DRAINAGE 20 8" ASH g m" 9 m SCALE WITH SHRUB BEDS IN — — — — — _ _ _ ( — ADJUST THE EXISTING ° RR Rosa x Flower Carpet 5 Gal. 3 hgt. x 4 wide c LANDSCAPE AND IRRIGATION DO Merlot Flower Carpet Rose O THE FIELD WITH THE OWNER 1 — rn N m IN THE FIELD AS NECESSARY. I GROUND COVERS/ GRASSES/ PERENNIALS = W o CD I o .co 00 rn O N m N 31 41 CA Calamaerostis x. acutiflora 'Overdam' 2 Gal. a 36" O.C. 3' het. x 2' wide = Q 8" ASH Dwarf Feather Grass x PH Hemerocallis x 'Stella De Oro' I Gal. a 48" O.C. IS" het. x 2' wide ° Stella De Oro Daylilly WPA Pennisetum alopecuroides 'Hameln' 2 Gal. -8 36" O.C. 12" hgt. x IS" wide 0 W Q 4 ° ® I _ _ Hameln Dwarf Fountain Grass 4 N m m -�- a- as 32 1 40 0 4" BIRCH CITY REQUIREMENTS PRE—PLAT 1 O w ° ROADWA T' LANDSCAPE BUFFERS:W 1"1CMILLAN ROAD: U I z Cn 1 ° 4" BIRCH 25' STREET BUFFER REVISIONS: O5 J I — — _ — — 468' FEET OF STREET BUFFER 4/12/21 U- 33 i 39 43 13 TREES REQUIRED STREET NAMES STREET TREES 'a 1/35' = 13 TREES EXISTING 5 — — — _ _ — — Q EXISTING 6-Foot SELWA"r RAPIDS LANE: 5 —I PERGOLA W/ / VINYL FENCING TO 25' STREET BUFFER _ — ( w — PICNIC TABLE ( / REMAIN I U) d BBQ ° 416 FEET OF STREET BUFFER © z I 24 / 14 TREES REQUIRED� STREET TREES 1/35 = 11 TREES PROPOSED ,� LANDSCAPE t0 34 � XISTING * PROPERTY BOUNDARIES: N/A CALL PROPERTY LINES ABUT EXISTING TREES AND ( � ° REMAIN LANDSCAPE t0 REMAIN ON 1 — — — — — — _ _ 8" ASH ROADWAYS OR COMMERCIAL PROPERTY) ADJACENT PROPERTY I 37 I ®O 2 6 ° ° I �7 I O — — — — — — — } _ 5 RESIDENTIAL SUBDIVISION TREES - N/A 6 35 NO TREES SHALL BE LOCATED 2"0 * ACRES OF DEDICATED OPEN SPACE: WITHIN 10 FEET OF ANY STORM ° — — — — — — S DRAIN STRUCTURES S I 8" ASH APPROXIMATE. TOTAL ACREAGE: 23,082 SF. Z 0 40, — — — — — — — — — — — — — I I (DOES NOT INCLUDE IN THE R"O-W- S) x I I 409 LINEAR FEET OF TOTAL $ I { 40 o I FRONTAGE: * COMMON AREA PROPOSED NUMBER OF TREES: Oil S o I I 12 TREES REQUIRED 6 1/35' (1 TREE/5,000 5F. COMMON/ OPEN SPACE) a Q ° 12 TREES PROPOSED � � 40 / I I 8" ASH 3 REQUIRED, 6 PROPOSED (3 USED TO MEET NORTH BOUNJDARY I�1 40e LINEAR FEET: — — oc .o� — — _ 40, REQUIREMENTS) a 7 12 TREES REQUIRED 1/35 ate- — �� s X15TING TREES TO BE REMOVED - (NOTE: DOES NOT INCLUDE TREES NECESSARY FOR ROAD BUFFER 7 M TREES EXISTING a°1 00� 4j ® COORDINATE WITH CITY FORESTER AREAS OR PATHWAY TREES). ° a � S W. POND STONE LANE PRIOR t0 ANY DEMOLITION o * PATHWAY TREES: N/A 0 o C� 22 � ° 4" BIRCH a c1 Q * MITIGATION FOR REMOVAL OF EXISTING TREES: (o" CAL. TREE J . Q� rx P� o� REMOVE, CONFLICT WITH EMERGENCY ACCESS - TREE IN POOR �1 � / 1 ° \ / / P �� ,� J/ ° J/° ° 4" BIRCH CONDITION AND NOT MITIGATED FOR 1 Coc, I 1 I �•:,� P / I / I 1 Q�� 1 w SITE DEVELOPMENT FEATURES01 O o ��° ��00°a I I I \ L.LJ TOTAL ACREAGE - 4.62 AC (201,24-1.2 SQ.FT) �� ° 8" ASH TOTAL LOTS - 42 ■� •rl Of 14 �� 15 19 \ U RESIDENTIAL LOTS - 34 — — Z O = Ste.o� / 18 20 \ Q COMMON LOTS - 8 •� ° I I �' 1 ��A°�I 1 16 I 17 11 ' 1 I � � OPEN SPACE AREA - 23,082 scj.ft. = 11"46ro `� I o° ��•o�� / 1 QUALIFIED OPEN SPACE - 113245 s .ft. = 9.5(o% t"� CO �� I I P a`' 21 1 - cl - o G P�\°�� °°� \ /�� "/ Q PRIVATE ROAD AREA 29,500 scSt. = 14.65io a �` JG� `P ` P \ ° 8" ASH DENSITY LOT PER ACRE _ 1,35 UNITS/AC g EXISTING � / � LEGEND: 9 � LANDSCAPE — — O t0 REMAIN COMMON OPEN — SPACE , 13 PEN ° 40 PC V z ❑ LAWN AREA - Dwarf Turf Type Tall Fescue C �� L NDSC PE L VLT M IN ADJUST THE EXISTING 6' HGT. WROUGHT IRON FENCING (SEE DETAIL 4, L2.0) a O LANDSCAPE AND IRRIGATION -_ IN THE FIELD AS NECESSARY. GAL. PINE TREE t0Lr- 6' HGT. SOLID VINYL FENCING (SEE DETAIL 5, L2.0) 24 10 " CAL. PINE t E TO 3(d" W REMOVED - IN ROW BE REMOVED - IN ROW W 465 LINEAR FEET OF TOTAL 40' 10 FRONTAGE: 5 13 TREES REQUIRED a 1/35' W 3" DEPTH OF " WASHED 19 TREES EXISTING2"0 Z WSelway River Ln S ER FABRIC, 5 Selway Apartments Q S a M W Selway Rapids Ln 3� ° Z DRAWN BY: W. MCM I LLAN RD. �� dsLn £ J.D.R. Z CHECKED BY: 0 11 S I T E I (VSS n n rl PROJECT NUMBER � F L___J W McMillan Rd W McMillan Rd W McMillan Rd i.,..i.;u.,.,n i:u W McMill LAND APE PLAN LempCenal Pa a Mur h 's p p y 3 emp Canal 3 Take'N'Bake Pizza ° SHEET: SCALE: P=30'-0" ' � W Loa Flores St n Dr VICINITY MAP LleO 12 NTs 12 A B C D E F G H I J K L M N 0 P A B C D E F G H I J K L M N O P STAMP:��.....,�� OF !p '••� D ROT�� PLANT TREE AT SAME PLANT TREE At �4 m3�en17 ELEVATION AS NURSERY REMOVE DEAD/DAMAGED BRANCHES AND SAME ELEVATION REMOVE DEAD/DAMAGED BRANCHES AND '•.L9NDSCA4ti.•`�� PRUNE TO INTERNATIONAL SOCIETY OF AS NURSERY PRUNE TO INTERNATIONAL SOCIETY OF •.,,, ,,..• ARBORICULTURE STANDARDS, IMPROPERLY ARBORICULTURE STANDARDS, IMPROPERLY PRUNED TREES SHALL BE REPLACED PRUNED TREES SHALL BE REPLACED DATE: PLANT SHRUB AT SAME 2" DIA. WOODEN POLE (LENGTH ELEVATION AS NURSERY AS REQUIRED) SET STAKES 03/29/21 3" MIN. DEPTH OF 1" BLACK AND TAN ROCK ATTACH TRUNK FIRMLY TO POLE W/ PARALLEL TO PREVAILING ATTACH TRUNK FIRMLY TO POLE W/ 2 WIND. SEE NOTES CINCH TIE. SEE NOTES 2 ci MULCH (OR APPROVED EQUAL), KEEP BARK CINCH TIE. SEE NOTES a 3 R MULCH A MIN, OF I" AWAY FROM TRUNK o, RETENTION BERM APPROVED TREE WRAP v o FINISH GRADE 3" DIA. WOODEN POLE FOLD BACK BURLAP 1/4 WAY OR FROM BALL TO FIRST BRANCH u N 6 (LENGTH AS REQUIRED) Q —III III- REMOVE WIRE BASKET FROM ROOT 0 -0 BACKFILL W/ _ ROOT BALL BALL AS SUPPLIED AND REQUIRED 4" MIN. VISIBLE TRUNK a a 3 PLANTING SOIL -I III= 3" MIN. DEPTH OF 1" BLACK AND TAN ROCK FLARE v 3 UNDISTURBED MULCH (OR APPROVED EQUAL), KEEP MULCH z U a 3 —III=1 =1 =1 1= V161BLE TRUNK FLARE A MIN. OF 3" AWAY FROM TRUNK 3" MIN. DEPTH OF I" BLACK AND TAN ROCK SOIL RETENTION BERM '� MULCH (OR APPROVED EQUAL), KEEP MULCH Q m 3 3" WATER M A MIN. OF 3" AWAY FROM TRUNK RETENTION BERM = ° v Q o NOTE - DIG HOLE TWICE THE SIZE OF ROOT BALL _ SET TOP OF ROOT BALL m o = = 2" ABOVE FINISH GRADE SET TOP OF ROOT FOLD BACK BURLAP 1/4 WAY OR REMOVE WIRE -III= - s y N t BALL 2" ABOVE - 12 — BASKET FROM ROOT BALL AS SUPPLIED AND — III c -0 SHRUB PLANTING DETAIL FINISH GRADE —III III= BACKFILL W/ -I _ =I �� _ Ln N CO cV REQUIRED —I —III 1 PLANTING SOIL 1= III NO SCALE UNDISTURBED = III BACKFILL W/ _ — - 36" MIN. 601L PLANTING SOIL = UNDISTURBED OR TWICE THE SIZE OF PLANT BALL 36" MIN. SOIL OR TWICE THE SIZE OF ROOTSALL NOTES: o W Q I. THE STAKING OF TREES IS TO BE THE GONTRACTOR'6 OPTION HOWEVER, THE m m 4 NOTES: CONTRACTOR IS RESPONSIBLE TO INSURE THAT ALL TREES ARE PLANTED STRAIGHT 4 �+ I. THE STAKING OF TREES IS TO BE THE CONTRACTOR'S OPTION HOWEVER, THE AND THAT THEY REMAIN STRAIGHT FOR THE TERM OF THE WARRANTY. CONTRACTOR IS RESPONSIBLE TO INSURE THAT ALL TREES ARE PLANTED STRAIGHT kwsirl_�_ 2. WRAP RUBBER CINCH TIE (OR APPROVED EQUAL) AROUND THE TREE TRUNKS 2ND RAP RUBBER THAT THEY C E (OR APPROVED EQUAL) AROUND REMAIN INCH STRAIGHT RTHE TREE TRUNKS AND STAKES USING EITHER THE STANDARD OR FIGURE EIGHT METHOD. SECURE THE LIES t0 THE STAKES WITH GALVANIZED NAILS t0 PREVENT MOVEMENT. MW AND STAKES USING EITHER THE STANDARD OR FIGURE EIGHT METHOD. SECURE THE TIES TO THE STAKES WITH GALVANIZED NAILS TO PREVENT MOVEMENT. 3. WATER IN BACKFILL BELOW THE ROOT BALL PRIOR t0 SETTING TREE (t0 INSURE 3. WATER IN BACKFILL BELOW THE ROOT BALL PRIOR TO SETTING TREE (TO INSURE NO SETTLING WILL OCCUR). REVISIONS: NO SETTLING WILL OCCUR). 4. DEEP SOAK TREE TWICE WITHIN THE FIRST 48 HOURS. 4. DEEP SOAK TREE TWICE WITHIN THE FIRST 48 HOURS. 5 DECIDUOUS TREE PLANTING DETAIL 5 2 CONIFEROUS TREE PLANTING DETAIL 3 NO SCALE NO SCALE LANDSCAPE NOTES 6 1. All plant material shall conform to the American Nurseryman Standards for 6 type and size shown. Plants will be rejected if not in a sound and healthy condition. All plant material shall be Grade 01 or better. 2. All planting beds and tree wells in lawn areas (wells to be 3' in diameter) O shall be covered with a minimum of 3" depth of I" Black d Tan Rock mulch. Submit sample for approval by Owner. 3. All lawn areas shall be seeded with 1009. Turf Type Tall Fescue (Festuca arundinacia). Contractor shall verify and match the variety existing in the adjacent development. 5. All plant material shall be guaranteed for a period of one year beginning at the date of acceptance by Owner. Replace all plant material found dead or not in a healthy condition immediately with the same size and 7 species at no cost to the Owner. 7 6. Planting backfill for trees and planting beds shall be 5 parts topsoil and 1 part compost with straw. Stake all trees per details. 1. All seeded lawn areas shall have 6" of topsoil and all planting beds O shall have 12" of topsoil (minimum). Topsoil shall be a loose, friable, sandy 4" X 4" VINYL4 loam, clean and free of toxic materials, noxious weeds, weed seeds, rocks, POST (TYP). COLOR - ALMOND grass, or other foreign material larger than 1" in any dimension, a pH from 5.5 to -1.0. Top soil from site shall be used, if meeting these standards. Place 2" x 2" SQ. x .125" wall thickness 5/0" x 5/0" SQ. x .050" wall 8'-0 1/2" compost over all landscaped areas and rototill into top 4". Spread, compact, and fine grade topsoil to a smooth and uniform grade, I" below aluminum posts w/ flat cap, �2„ thickness aluminum pickets surface of walks and curbs in areas to be sodded and 3" in planting bed sections or per manufacturer's spaced at 4" o.c. 51/2" VINYL RAIL, areas. recommendations i" x i" SQ. x .055" top wall COLOR - ALMOND O 8 6. Fertilize all trees and shrubs with 'Agriform" planting tablets, 21 gram. thickness and .080" side 8 &111 *PEI Quantity per manufacturer's recommendation. wall, rail attached per S. Plant material shall not be substituted without the written permission of Owner. Submit names of three suppliers contacted if substitution is _ manufacturer's • requested and plant material specified is not available. recommendations to 10. Shrub planting beds shall be shovel edged to create a distinct 4) fly separation of landscape types. 4 11. Immediately clean up any topsoil, or other debris on site created from � landscape operation and dispose of properly off site. 12. All landscape areas shall have an state of the art automatic underground 6" INY sprinkler system which insures complete coverage and is properly zoned for @ PRI A Y FENCE required water uses and has a weather station capable of turning off for `Q PA EL (C LO FR 9 rain/freeze events. All shrub zones, spray zones and gear driven zones shall - ALMOND) 9 A be placed on separate zones. Do not exceed a maximum of 5 fps in all mainline and lateral lines. -1211 13. This irrigation system shall be design built by a qualified irrigation contractor. The contractor shall provide professional designed irrigation construction drawings to the owner before construction (for review by the COLOR- landscape architect). The drawings shall contain all the components in a BLACK 51/2" VINYL RAIL, professional irrigation system including but not limited to: mainlines, lateral COLOR - ALMOND PC lines, zones, valves, shut-off valves, drain valves, filtering, drip valve O 4 manifolds, wiring routes, FCC: connections, and details. All products shall be (oil H from Hunter Industries and "commercial" grade components as determined by , FINISH GRADE Q the manufacturer. No residential grade components will be accepted. If the 10 contractor has questions on irrigation products call South Landscape III p e III 2" 6" PICKETS, 10 Architecture 208.342.2999 before bidding. — CONCRETE FOOTING 12" DIA. MIN. 3ro" DEPTH 94 14. Coordinate all drainage areas and utilities with tree locations and COLOR - ALMOND 2" SPACE [�] adjust per field conditions. — EARTH 1"1 15. All existing trees shown to remain shall be retained and protected a' NOTES: 0 through out construction. 1 1. Installation to be completed in m 16. No trees shall be planted within the 10 foot clear zone of all achd storm accordance with manuf. specifications. drain pipe, structures, or facilities. 2. Alloy 6060-T5 on pickets a DRAWN BY: 11. Storm ponds must be protected from any and all contamination during 6063-T(o on posts and rails or the construction and installation of the landscape irrigation system. ONCRETE J.A.G. 16, All trees to be located a minimum of 5 feet or greater from the back of 6' ALUMINUM FENCE approved equa I. FOOTING any sidewalk 4 8 (TYPICAL) CHECKED BY: 11 NO SCALE 6' HIGH VINYL FENCE 11 J.D.R. 5 NO SCALE PROJECT NUMBER NOTE: DURATEC VINYL FENCE BY: SILVER CREEK WHOLESALE DI6TRI5UTORS SHEET: CONTACT: CASEY CLARK 208.463.0519 12 12 L2*0 A B C D E F G H I J K L M N 0 P W SELWAY &APIDS LN I I I I W APGAR CREEK LP 0 E DRI EW Y EM RGE CY AC ESS EP EP EP EP W MCMILLAN RD EP EP EP EP 30.0' 20.0' 5.0' 10.0' 10.0' 5.0' w w U U N (n z VARIES VARIES z g 2�%4% 2%-4% g U a R a a 0 U 2Y2" ASPHALT 3 PAVEMENT 0 4" 3�4" MINUS 0 ;° 10" PIT R UN 0 EMERGENCY ACCESS SECTION —NTS— Title: LEAVITT&ASSOCIATES r EMERGENCY ACCESS EXHIBIT ENGINEERS, INC. U n STRUCTURAL*CIVIL Z Owner: Project: SI CONSTRUCTION GODDARD CREEK SUBDIVISION SURVEYING > 1016 W.SANETTA Job Number: Scale: m NAMPA,IDAHO 83651 SD078.001 1"=100- D PHONE:(208)283-7427 Designed by: Drawn by: Checked by: 1324 FIRST STREET SOUTH, NAMPA, IDAHO 83651 F DL PDL NJP PHONE (208)463-0333/463-7670 FAX (208)463-9040 T:\SUBDIVISIONS\Schmidt Mcmillan-SD078.001\Drawings\Goddard Creek Mast I l l I M 00 — — — — — — I - - - - - - - - - _ _ _ _ I I I I- - - - = _l O --� � —_— _— - - � —, I l I I I I I � I I �� , I XE I I I I I I I I I I I I I m I O O I I I I I I I I I O I I O O I O I o , I m I I \ I I ml I \ 0Cn ! I I m I I I IMug& I _ m I � _ CAI I I O Iv I I I CO I I _ I I I m I I w I I O I I I 4 I I I I I J 00 I I I I mC� Iyv I I I to M I I I I I I m I I I � N I I r "I I I O D I I.. ,3 I I I IL I I I CA Ico > o I I I I I .-. o I N I;E � z SIDE I v N N N I I � � / i i I CK (TYP.) O \ � I I— — r I W 6 y ti I � o a N GODDARD CREEK WAY r71 � 0 z = 2 Cn co z mm7-) o C � O) 0 C/) /) C m- K: o — m _ Z z N D z O N 0 = z � D o � 0 r i� m � m m D 0 m - Cn Z7 Z) C/ O 0 -0 II D rn� z � O o Cf) z0 r71 = � - z0 — r- Corm z � m D Fri D z o Cn — F71 nzzD 0 D Cn mn Cn D mz � z0Fri i Cn Original LEAVITT & ASSOCIATES m w GODDARD CREEK SUBDIVISION ENGINEERS , INC . o MERIDIAN, IDAHO DRIVEWAY EXHIBIT 2 03/10/21 PDL REVISED PER CONTRACTOR REVIEW OWNER/DEVELOPER: O STRUCTURAL * CIVIL 1 02/18/21 PDL REVISED PER CLIENT SI CONSTRUCTION SURVEYING z p 02/11/21 NJP ISSUED FOR APPROVAL 1016 W. SANETTA Date O � NAMPA IDAHO 83651 siigie�al s No. DATE BY DESCRIPTION Designed Drawn IChecked Job Number: Delivery Date: g 324 FIRST STREET SOUTH NAMPA IDAHO 83651 REVISIONS PHONE (208) 283-7427 By: DL By' PDL By: NJP SD078.001 02/1 a e: An original�Jocurnentison file at the office PHONE (208)463-0333/463-7670 FAX (208)463-9040 of Leavitt&Associates Engineers,Inc. h' 33.0' h' 2.0' 5.0' 24.0' (BACK TO BACK) 2.0' J 12.0' 12.0' 9 Cn 1.75% 2% 1 2% STAMPED CONCRETE 2Y2" ASPHALT ROLLED COORDINATE COLOR PAVEMENT AND CURB AND PATTERN W/ 3 » GUTTER OWNER 4" /4 MINUS 10" PIT RUN TYPICAL STREET SECTION PER GEOTECHNICAL REPORT —NTS— N f6 Y N N U a R a a 0 U N C 3 R O O W n O C R Title: a LEAVITT&ASSOCIATES r PRIVATE ROAD CROSS SECTION ENGINEERS, INC. U STRUCTURAL*CIVIL z Owner: Project: SI CONSTRUCTION GODDARD CREEK SUBDIVISION SURVEYING > 1016 W.SAN ETTA Job Number: Scale: GoNAMPA,IDAHO 83651 SD078.001 1"=100' En PHONE:(208)283-7427 Designed by:DL Drawn by:PDL Checked by:NJP 1324 FIRST STREET SOUTH, NAMPA, IDAHO 83651 En PHONE (208)463-0333/463-7670 FAX (208)463-9040 O W W GODDARD C TOWNHOUS SUBDIVISION I— Z -i 0 0 RE—SUBDIVISION OF LOT 2 BLOCK 1, GODDARD CREEK SUBDIVISION, Q (�� — Q QD (� Uqcc C� o N TAN, RJE, SEC. 26, ADA COUNTY, MERIDIAN, IDAHO O � W � �WUj ME 31 M Ill 0 LL IN 0 IN CT LOCATION CD Lo \W e< OX VICINITY MAP � v SCALE: 1"=500' °f W \ v oa eoa, A ai N ,............. ............; IDS LN .. .............,. .....,, .tea. .��.vv��vv��m��vvvvv�vAV��v�vvv��A�a��v vQVA��„�.,.��e•��..,,, ��':;i is"v W SELWAY RAP s:+rwr..., rl �llll.� v ��v� vv��'. �yyylll��yyy�A��llly vvvvv �� ` ;a� A r ...,.,,,._._.... n�""_'.` �lY ll�l� yrw��iiliS11y"ll�ll lrllllll�w�Nl �llllll vim`' vvv� � `��;...,.,................................... 1 •� \ \\\\\llllllll\lllYtil Willy"r`irwyryy`r"niii�\\\\yyyy\\\\�yyy�\�\ � v LINETYPES: SYMBOLS: ••ZCL m O \ EXISTING CURB & GUTTER I EXISTING SANITARY SEWER MANHOLE99 c 28 ................. Q CONSTRUCT CURB & GUTTER Oi INSTALL SANITARY SEWER MANHOLE O O 3 ............................... S \\ 06 •�� EXISTING SANITARY SEWER \, _ EXISTING GRAVITY IRRIGATION � ti O ....................... O 27 W Z E G L`- INSTALL SANITARY ALL GRAVITY IRRIGATION ARY SEWER MAIN INSTALL,. 42 G QS ............................................................................................................... z v� z W Uj ocnS INSTALL SEWER SERVICE EXISTING VALVE 3 w .. ...... � EXISTING STORM DRAIN ® INSTALL WATER VALVE W 31 41 .................................................................................... ^ Z a Q v, O z CL J 26 [ D INSTALL STORM DRAIN MAIN N INSTALL IRRIGATION VALVE Z Uj ............................... v EXISTING WATER MAIN IXISTING WATER METER % ® \\ N c Wui J \> W 3 W INSTALL WATER MAIN ® ': INSTALL WATER METER = Q 32 40 W 0 0 _ Y /T : APPROXIMATE JOINT TRENCH EXISTING BLOW OFF VALVE J w . ....-------......................: EXISTING PRESSURE IRRI. INSTALL BLOW-OFF VALVE o O 3 I PI jINSTALL PRESSURE IRRI. MAIN EXISTING FIRE HYDRANT W cm Q33 43 _. _.................................................................................................................... Q EXISTING GRAVITY IRRIGATION INSTALL FIRE HYDRANT Z c` J W O N <' IRR INSTALL GRA -•— VITY IRRI. MAIN STORM WATER FLOW y 0 UV © LOT LINE �3 INSTALL STREET LIGHT PER CITY STD o z5 20 80 .......... .......... ........... ' 3 34 38 0 10 40 120 BOUNDARY/PHASE LINE EXISTING IRRIGATION PUMP-OUT cm H SCALE: » = 40' - - CENTER LINE ® INSTALL IRRIGATION PUMP-OUT o 37 I 23 EASEMENT LINE EXISTING CATCH BASIN INLET Z 7 0 0 O 35 EXISTING CONTOUR CONSTRUCT CATCH BASIN INLET — CA 255 0 FINISH GRADE CONTOUR ®` CONSTRUCT PEDESTIAN RAMP G 00 N \._. Lo o EXISTING EDGE OF PAVEMENT 1 P TEST HOLE W PERCOLATION TEST Z �.. 0 # co o �.: _ .4L d' 'a 36 S o O Cfl ..a W O coM x �..... IXISTING OVE ST HOLE co 2 RHEAD POWER TE w ET W \ SHE co ..�.. : __�:_� ..�� .�... INDEXco 0 U O o O '` � �„= I EXISTING FIBER OPTICS --r INSTALL STOP SIGN J Z N S W POND ST NE LN (PRIVATE) S z _ > Q = ,,.. COVER SHEET, SITE MAP, VICINITY MAP, LEGEND, AND SHEET INDEX 1 EXISTING TELEPHONE INSTALL`STREET`SIGN ?� Q p i!3 Q co 22 I ... — Q9 NOTES AND DETAILS 2 ........ .............................�................................................................................................ � o w Cl) N G EXISTING GAS LINE ®® INSTALL 2 PARTY MAILBOX ~ z Z Q ..� \,\ V r i & LU W W O S STORMTECH CHAMBER NOTES AND DETAILS 2.1 INSTALL UNDERGROUND POWER \ EXISTING TREE W Z .................... .,��. _ O O \.................................................. `TOP OF BANK N WHITE CAP LN, N SELWAY FALLS LN, AND W POND STONE LN PLAN AND PROFILE 3 EXISTING UTILITY POLE v Z 2 BENCHMARK 12 0. IRON PIN TOP \ �. ��--��-----�� v - OF SLOPE y.. EXISTING UTILITY POLE W GUY WIRE SEWER LINE A PLAN AND PROFILE 4 ....................................................... G EL. 2563.21 .......... FI 5 EXISTING ELECTRICAL BOX Cl TOE OF SLOPE NAVD 88 DATUM 15 ''�' G 19 SEWER LINE B PLAN AND PROFILE _..................................................:,.........................................,........................_.................,....... O EDGE OF RO ER AD i EXISTING TELEPHONE BOX ... 17 16 6 ..,....,.......,...,....,,,,:... .>.. � WATER PLAN ...:,... .......................... .............................................................................................................................. 21 C? EG EDGE OF GRAVEL o C.O. INSTALL CLEAN OUT PRESSURE IRRIGATION PLAN 7 ....................._.............................................................................._..._...___-_________,....�..........__._. SC ; SAW CUT LINE : GRADING PLAN 8 SWALE FLOW LINE BRG ; BEARING MJ MECHANICAL JOINT LU . ...... ...................................... r^g ............ 9 LINE OVERHEAD POWER � W S � ............... ,.. ,. .. .5... ._o .. . �,\\ " . opp.� OPPOSITE Jo0. CLR CLEAR J Z � ........................................ _......................, c.� L) a Z ....................................,,.,...,..::QRIGz,;,nRlllls�MRRh„�,,,,i.,,.�.�.�:a�rrY.... Q .?� kk � a m .., ........................,.....,.....,,,,,,.................................................. ..........,....... RR:;; ,..arrwb...., :,: .. . ......_�.,,,........................:::::................................................................................ ��,.,,�:...�.,` EG EDGE OF GRAVEL R PROPERTY LINE W � � � fL � O ,,,,,,,,,,, ,,,,, \ >�. W W Q a. — : EL ELEVATION PC POINT OF CURVE a Z 0. LL . >. >.. ..:.. :...................................... W McMILLAN RD .... F- O U EP EDGE OF PAVEMENT PCC POINT OF CONCURRENT CURVE W W o \.. o fA V3 0 \\\\\ W � W ] W o FLOOR PRESSURE IRRIGATION � ,, \ \\ FF FINISHED PI o d c �,. ,...... \ \ : ... .... ...:... ... 0 ...:,.. E POINT OF REVERSE CURVE W . . ,....... ......................., FG Ll Eno FINISHED GRAD PRC o ; tie err _............ us FL FLOW LINE PT POINT OF TANGENT LU ..............: 800-342-1585 ,.........................................,.................... ...,........:,.......,........................................................... co FS FINISHED SURFACE S SANITARY SEWER 0 i♦ ME I MATCH EXISTING SO STORM DRAIN } EAK STATION m GB GRADE BR STA.I co ............................... ®. aaaz -a SITE MAP \ �+ IRR i GRAVITY IRRIGATION TBC TOP BACK CURB e- N e- 0 SCALE: 1"=40' INV. INVERT TEL I TELEPHONE `UTILITY ® N O o0 Q coo REE M N N o Z RT RIGHT TYP. TYPICAL O O O O O O ...LT........;,...LEFT.................................................�.......;,....WATER................................. .......... e- O Z THIS DOCUMENT IS THE PROPERTY OF LEAVITT & ASSOCIATES ENGINEERS, INC AND THE DESIGN AND IDEAS WITHIN ARE NOT I BEGIN VERTICAL END VERTICAL SCALE: Sheet Number: TO BE USED IN WHOLE OR PART WITHOUT WRITTEN CONSENT BVCS CURVE„STATION EVCS`z CURVE„STATION OF LEAVITT & ASSOCIATES ENGINEERS, INC. BVCE ; BEGIN VERTICAL EVCE END VERTICAL 1 =40 H RVE A U ELEVATION r 0 co GENEE& wV � o LL M 1. ALL CONSTRUCTION WORK SHALL BE DONE IN ACCORDANCE WITH THE CURRENT VERSION OF THE IDAHO STANDARDS FOR PUBLIC r Z ; co 6 WORKS CONSTRUCTION (ISPWC), THE CITY OF MERIDIAN SUPPLEMENTAL SPECIFICATIONS TO THE ISPWC (AND ANY ADDENDUMS), 0 d MERIDIAN DESIGN STANDARDS, THE REQUIREMENTS OF THE ADA COUNTY HIGHWAY DISTRICT (ACHD), AND/OR THE REQUIREMENTS OFco THE IDAHO TRANSPORTATION DEPARTMENT (ITD). THE MORE STRINGENT OF ANY OF THESE STANDARDS SHALL BE THE CONTROLLING U C7 0 N STANDARDS OR SPECIFICATIONS. O LU pp J j,. aQ 2. THE CONTRACTOR SHALL HAVE A COPY OF THE LATEST CITY OF MERIDIAN STANDARD SPECIFICATIONS AND DRAWINGS ON SITE OR �p� �A Q rw Uj 2 L, READILY ACCESSIBLE AT ALL TIMES DURING CONSTRUCTION (AVAILABLE ON THE WEBSITE). FAILURE TO HAVE ACCESS TO A CURRENT 33.0' R r_ c 1//�J� , Q COPY OF THE STANDARD SPECIFICATIONS ON SITE COULD BE GROUNDS FOR A STOP WORK ORDER UNTIL THE SITUATION IS VJ Z O RESOLVED. W t0 2.0' 5.0' 24.0' (BACK TO BACK) 2 0' IN FROM \ Z 3. THE CONTRACTOR SHALL HAVE PLANS STAMPED "APPROVED FOR CONSTRUCTION" BY THE CITY OF MERIDIAN ON SITE AT ALL TIMES. CATCH �S � � co 4. ALL CONTRACTORS, SUBCONTRACTORS, AND UTILITY CONTRACTORS SHALL ATTEND A PRE-CONSTRUCTION CONFERENCE PRIOR TO 12.0 12.0 �� BASIN NO. 4 0 START OF WORK. IN FROM ( M CATCH M 5. CONTRACTORS SHALL NOTIFY THE APPROPRIATE AGENCY WHEN MATERIALS ARE ON SITE OR INSPECTION OF THE WORK IS REQUIRED. BASIN NO. 2 Z w O NO WORK MAY BEGIN ON ANY PROJECT WITHOUT TWENTY FOUR (24) HOUR PRIOR NOTICE. I I I I > W tM0 1.75% 2% 29; �.. 6. CONTRACTOR SHALL NOTIFY THE PUBLIC WORKS INSPECTOR 48 HOURS PRIOR TO THE REQUIRED TESTING. THE CONTRACTOR MAY Ly �- Q co NOT OPEN OR CLOSE WATER VALVES. W rn N ROLLED I I CHAMBER BED i I CHAMBER BED J .. 7. ALL MATERIAL FURNISHED ON, OR FOR THE PROJECT MUST MEET THE MINIMUM REQUIREMENTS OF THE APPROVING AGENCIES. AT STAMPED CONCRETE -2YZ" ASPHALT CURB 99 - W THE REQUEST OF THE APPROVING AGENCY OR THE DESIGN ENGINEER, CONTRACTORS SHALL FURNISH PROOF THAT ALL MATERIALS COORDINATE COLOR PAVEMENT NO. 1 NO. 2 z INSTALLED ON THIS PROJECT MEET THE SPECIFICATION REQUIREMENTS SET FORTH IN GENERAL CONSTRICTION NOTE NO. 1. AND PATTERN W/ 4" $'4" MINUS GUTTER - )�o AND M 0 OWNERa8. WORK SUBJECT TO APPROVAL BY ANY GOVERNMENTAL AGENCY MUST BE APPROVED PRIOR TO (A) BACKFILLING TRENCHES FOR 10" PIT RUNPIPE; (B) PLACING OF AGGREGATE BASE; (C) PLACING OF CONCRETE; (D) PLACING OF ASPHALT PAVING. TYPICAL STREET SECTION 0 0 9. INSPECTION, APPROVAL AND FINAL ACCEPTANCE OF ALL WATER AND SEWER CONSTRUCTION SHALL BE BY THE PUBLIC WORKS PER GEOTECHNICAL REPORT-NTS- DEPARTMENT, AND THEIR DECISION SHALL BE FINAL. SUCH INSPECTIONS SHALL NOT RELIEVE THE CONTRACTOR FROM THE CD 6 O RESPONSIBILITY OF PERFORMING THE WORK IN A ACCEPTABLE MANNER IN ACCORDANCE WITH THE DEQ/QLPE APPROVED J c �Lo CONSTRUCTION PLANS. 30.0 Z o ' "p 2 20.0' o `3 % 10. ANY DEVIATION FORM THE APPROVED PLANS AND SPECIFICATIONS MUST HAVE THE APPLICABLE AGENCY APPROVAL IN WRITING PRIOR > �``' 2 e TO CONSTRUCTION. LIDS GRATES TO BE FLUSH WITH LIDS GRATES TO BE FLUSH WITH S S.�Q Q' 5.0' 10.0' 10.0' 5.0' / / ;A �`Z' E5.5 w w FINISHED SURFACE HS 25 RATED TOP FINISHED SURFACE HS 25 RATED TOP O NP 11. PRIOR TO BEGINNING INSTALLATION OF STREET LIGHTS, THE ELECTRICAL CONTRACTOR SHALL OBTAIN AND ELECTRICAL PERMIT FROM 2563.82 2563.82 2563.59 2563.56 9 a THE BUILDING DIVISION OF THE MERIDIAN PUBLIC WORKS DEPARTMENT. ANY DEVIATION IN STREET LIGHT LOCATIONS FROM THE a APPROVED PLANS MUST BE APPROVED IN WRITING FROM THE CITY ENGINEER. m p g f- g _ 2562.82 2562.56 r m c ow oow a'E ROADWAY _ 1. ALL CONTRACTORS WORKING WITHIN THE PUBLIC ROAD RIGHT-OF-WAY ARE REQUIRED TO SECURE A RIGHT-OF-WAY RIBBON CURB r' SEE DETAIL N CONSTRUCTION PERMIT FROM ACHD OR ITD AT LEAST TWENTY-FOUR (24) HOURS PRIOR TO ANY CONSTRUCTION. THIS SHEET �" ASPHALT 20" 20" c � PAVEMENT C4 �' N 2. ACHD OR ITD WILL INSPECT ALL WORK WITHIN PUBLIC RIGHTS-OF-WAY TO INCLUDE UTILITY TRENCHES ABOVE THE PIPE ZONE. 4" 3/4" MINUS ' O 10" PIT RUN 2560.74 2560.65 2560.40 2560.48 2560.39 2560.14 c WATER TYPICAL SHARED DRIVEWAY SECTION INV.-IN 2558.74 INV.-OUT INV.-IN 2558.48 INV.-OUT c 0 1. CONSTRUCTION OF THE WATER SYSTEM SHALL CONFORM TO THE STANDARDS IN THE "IDAHO RULES FOR PUBLIC -NTS- j ap DRINKING WATER SYSTEMS (IDAPA 58.01.08)" AS WELL AS THE STANDARDS AND SPECIFICATIONS REFERRED TO IN p GENERAL CONSTRUCTION NOTE NO. 1. E G 2556.32 2556.06 z 2. THE HORIZONTAL SEPARATION OF POTABLE WATER MAINS AND NON-POTABLE WATER MAINS (SANITARY SEWER, STORM '� CL BOTTOM BOTTOM e DRAIN, AND IRRIGATION) SHALL BE A MINIMUM OF TEN (10) FEET. WHERE IT IS NECESSARY FOR A POTABLE WATER 28 0 1000 GAL, SAND/GREASE TRAP NO. 1 1000 GAL, SANDf GREASE TRAP N0, 2 0 MAIN AND NON-POTABLE WATER MAIN TO CROSS WITH LESS THAN EIGHTEEN (18) INCHES OF VERTICAL SEPARATION, PER ISPWC SD-624 PER ISPWC SD-624 a THE CROSSING SHALL BE CONSTRUCTED IN ACCORDANCE WITH SECTION 542.07 OF THE IDAHO RULES FOR PUBLIC 5.0' 5.0 10.0' -NTS- -NTS- � DRINKING WATER SYSTEMS (IDAPA 58.01.08) AND SECTION 430.02 OF THE WASTEWATER RULES (IDAPA 58.01.16). Q Z 3. THE HORIZONTAL SEPARATION OF NON-POTABLE SERVICES AND POTABLE WATER SERVICES OR POTABLE WATER MAINS sm SHALL BE A MINIMUM OF SIX (6) FEET. WHERE IT IS NECESSARY FOR A POTABLE WATER MAIN AND NON-POTABLE r WATER MAIN TO CROSS WITH LESS THAN EIGHTEEN (18) INCHES OF VERTICAL SEPARATION, THE CROSSING SHALL BE 1.75% ;.; CONSTRUCTED IN ACCORDANCE WITH SECTION 542.07 OF THE IDAHO RULES FOR PUBLIC DRINKING WATER SYSTEMS -- VARIEScn .......... ................ ;:,.;.. ILd (IDAPA 58.01.08) AND SECTION 430.02 OF THE WASTEWATER RULES (IDAPA 58.01.16). "" "` _.... 4. PLACE WATER SERVICE LINES IN A TWO (2) INCH DIAMETER PIPE WHEREVER THE SERVICE LINE CROSSES A STORM ROLLED 2ki" ASPHALT PAVEMENT (OR MATCH t a CURB EXISTING, WHICHEVER IS GREATER) ry WATER TREATMENT FACILITY (LE. SEEPAGE BEDS, DRAINAGE SWALES). AND 4" -Y4" MINUS (OR MATCH EXISTING, 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING CONTINUOUS WATER SERVICE TO ALL EXISTING WATER GUTTER WHICHEVER IS GREATER) Z 10" PIT RUN (OR MATCH EXISTING, I J USERS AFFECTED BY CONSTRUCTION. IF WATER SERVICE MUST BE INTERRUPTED, THE CONTRACTOR SHALL COORDINATE WHICHEVER IS GREATER WITH THE PUBLIC WORKS INSPECTOR. ) W SELWAY RAPIDS LN SECTION SEWER -NTS- C ~ INSTALL 120 SC-160LP STORMTECH it mm 1. CONSTRUCTION OF THE SEWER SYSTEM SHALL CONFORM TO THE STANDARDS IN THE WASTEWATER RULES (IDAPA I = CHAMBERS. SEE DETAILS SHEET 2.1. �, 58.01.16) AS WELL AS THE STANDARDS AND SPECIFICATIONS REFERRED TO IN GENERAL CONSTRUCTION NOTE NO. 1. 3:1 TYP. c 2. THE HORIZONTAL SEPARATION OF POTABLE WATER MAINS AND NON-POTABLE WATER MAINS (SANITARY SEWER, STORM z Z DRAIN, AND IRRIGATION) SHALL BE A MINIMUM OF TEN (10) FEET. WHERE IT IS NECESSARY FOR A POTABLE WATER O MAIN AND NON-POTABLE WATER MAIN TO CROSS WITH LESS THAN EIGHTEEN (18) INCHES OF VERTICAL SEPARATION, 777 CJ7 THE CROSSING SHALL BE CONSTRUCTED IN ACCORDANCE WITH SECTION 542.07 OF THE IDAHO RULES FOR PUBLIC INSTALL 1X- WASHED DRINKING WATER SYSTEMS (IDAPA 58.01.08) AND SECTION 430.02 OF THE WASTEWATER RULES (IDAPA 58.01.16). DRAIN ROCK r0 o SAND AND GREASE co r ~ 3. THE HORIZONTAL SEPARATION OF NON-POTABLE SERVICES AND POTABLE WATER SERVICES OR POTABLE WATER MAINS r TRAP N0. 1 =cn N SHALL BE A MINIMUM OF SIX (6) FEET. WHERE IT IS NECESSARY FOR A POTABLE WATER MAIN AND NON-POTABLE INSTALL ASTM C-33 SAND W O O ti WATER SERVICE TO CROSS WITH LESS THAN EIGHTEEN (18) INCHES OF VERTICAL SEPARATION, THE CROSSING SHALL INFILTRATION WINDOW C,/3 _ M BE CONSTRUCTED IN ACCORDANCE WITH SECTION 542.07 OF THE IDAHO RULES FOR PUBLIC DRINKING WATER = Q a ~ coco SYSTEMS (IDAPA 58.01.08) AND SECTION 430.02 OF THE WASTEWATER RULES (IDAPA 58.01.16). 6.0' co O O JO V Z O N _ - w � _ 4. PLACE SEWER SERVICE LINES IN A SIX (6) INCH DIAMETER WATER CLASS PIPE WHEREVER THE SERVICE LINE O ?s. Q LU Q co CROSSES A STORMWATER TREATMENT FACILITY (I.E., SEEPAGE BEDS, DRAINAGE SWALES). C:) 0 w (n N INFILTRAT10N SWALE DETAIL NTS O Y Z Q LU PRESSURIZED IRRIGATION LU LU O a Z LU Vow O 1. THE PRESSURIZED IRRIGATION SYSTEM MUST BE BUILT TO THE STANDARDS OF THE IRRIGATION DISTRICT IN WHICH IT IS BEING ` U CONSTRUCTED. Z a ' INSTgEL MANIFOLD SYSTEM ! Q 2. INSTALL A REDUCED PRESSURE BACKFILL PREVEN11ON IN ANY CONNECTION BETWEEN THE POTABLE WATER SYSTEM AND THE k?ER:'MANUFACTURER'S PRESSURE IRRIGATION SYSTEM. THE DEVICE MUST BE APPROVED BY THE IDAHO DEPARTMENT OF ENVIRONMENTAL QUALITY (DEQ) ,`SPECIFICATIONS p AND THE CITY OF MERIDIAN WATER DEPARTMENT. CO DRAINAGE 1. THE CONTRACTOR SHALL HAVE PLANS STAMPED "APPROVED FOR CONSTRUCTION" BY CITY OF MERIDIAN PUBLIC STORMTECH CHAMBER BEDN0. 1 WORKS DEPARTMENT ON SITE AT ALL TIMES. SCALE: 1 "=10' W } 2. ANY CHANGE FROM THE PLANS SHALL BE APPROVED BY THE DESIGNER AND THE CITY OF MERIDIAN PUBLIC WORKS W DEPARTMENT. LLJ v SAND....AND GREASE g TRAP N0. 2............ ..........._.._... Z Z � ................................................................. 3. THE CONTRACTOR SHALL CONTACT THE CITY OF MERIDIAN PUBLIC WORKS DEPARTMENT FOR INSPECTION OF ALL "` .............................. W W Q STORM WATER FACILITIES PRIOR TO THEPLACEMENT OF z LAC FILTER FABRIC. MINIMUM 24-HOUR NOTICE IS REQUIRED. � v APPROVAL IS CONTINGENT UPON INSPECTION. INSTALL 102 SC-1 STORMTECH _._._.............................................................................................................. W 0. O v CHAMBERS. SEE DETAILS SHEET 2.1. W W H W Q C" 0 4. SEPARATION FROM THE BOTTOM OF THE DRAINAGE FACILITY TO SEASONAL HIGH GROUNDWATER SHALL BE A � C" z IL V) v , F _.. I- O U v MINIMUM 0 3 . CONTACT ENGINEER FOR REVISED DRAINAGE FACILITY DESIGN IF BOTTOM OF FACILITY IS WITHIN 3 - .._........ oFEE !A U. N OF SEASONAL HIGH GROUNDWATER ELEVATION. RE-DESIGNED E APPROVED BY THE PUBLIC W W U W c� FACILITY SHALL B WORKS _. � DEPARTMENT. � .__._...... ............................. - Ip WC � 1 0 W W 3 ASPHALT PAVEMENT v a o I STALL N MANIFOLD YSTEM PER MANUFACTURER S' SPECIFICATIONS a ..; ....... J aaaaz v �4 MINUS CRUSHED GRAVEL RIBBON CURB PIT RUN N N N N N W -NTS- o N Q O) N O 00I- v \ c� N d' M M N N O O O 0. 0. 0 \_ W POND STONE LN (PRIVATE) / eo N M _ THIS DOCUMENT IS THE PROPERTY OF LEAVITT & ASSOCIATES Z o - - - - - - - - _ ENGINEERS, INC AND THE DESIGN AND IDEAS WITHIN ARE NOT SCALE: Sheet Number: m STORMTECH CHAMBER BED N0. 2 TO BE USED IN WHOLE OR PART WITHOUT WRITTEN CONSENT AS NOTED 2 - `" SCALE: 1"=10' OF LEAVITT & ASSOCIATES ENGINEERS, INC. � O WU L � O O M O SC-160LP STORMTECH CHAMBER SPECIFICATIONS INSPECTION & MAINTENANCE I- Z ; co 0 m V Q � 1. CHAMBERS SHALL BE STORMTECH SC-160LP. STEP 1) INSPECT ISOLATOR ROW PLUS FOR SEDIMENT CD A. INSPECTION PORTS (IF PRESENT) /1 0 O 2. CHAMBERS SHALL BE ARCH-SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN, A.1. REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN IMPACT-MODIFIED POLYPROPYLENE COPOLYMERS. A.2. REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED O j IL A.3. USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON Co♦^ � U. 3. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418-16a, "STANDARD MAINTENANCE LOG SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER A.4. LOWER A CAMERA INTO ISOLATOR ROW PLUS FOR VISUAL INSPECTION OF SEDIMENT Z O COLLECTION CHAMBERS". LEVELS (OPTIONAL) VJ A.5. IF SEDIMENT IS AT, OR ABOVE, 3" PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. Q W 4. CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH B. ALL ISOLATOR PLUS ROWS V 3: n NO INTERNAL SUPPORTS THAT WOULD IMPEDE FLOW OR LIMIT ACCESS FOR B.1. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUS F- M INSPECTION. B.2. USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW PLUS THROUGH OUTLET PIPE c4 '0 i) MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE P 5. THE STRUCTURAL DESIGN OF THE CHAMBERS, THE STRUCTURAL BACKFILL, AND THE ENTRY co N M INSTALLATION REQUIREMENTS SHALL ENSURE THAT THE LOAD FACTORS SPECIFIED IN ii) FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE Z M THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR: 1) B.3. IF SEDIMENT IS AT, OR ABOVE, 3" PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. _ W M LONG-DURATION DEAD LOADS AND 2) SHORT-DURATION LIVE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE STEP 2) CLEAN OUT ISOLATOR ROW PLUS USING THE JETVAC PROCESS O PRESENCES. " Q rn A. A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45 OR MORE IS � C PREFERRED 6. CHAMBERS SHALL BE DESIGNED, TESTED AND ALLOWABLE LOAD CONFIGURATIONS ui to B. APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN Ir DETERMINED IN ACCORDANCE WITH ASTM F2787, "STANDARD PRACTICE FOR J STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION C. VACUUM STRUCTURE SUMP AS REQUIRED ly Z CHAMBERS". LOAD CONFIGURATIONS SHALL INCLUDE: 1) INSTANTANEOUS (<1 MIN) STEP 3) REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS. N 0 AASHTO DESIGN TRUCK LIVE LOAD ON MINIMUM COVER 2) MAXIMUM PERMANENT M d (75-YR) COVER LOAD AND 3) ALLOWABLE COVER WITH PARKED (1-WEEK) AASHTO STEP 4) INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM. DESIGN TRUCK. 7. REQUIREMENTS FOR HANDLING AND INSTALLATION: m • TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, NOTES �\�� o�� . CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. 1. INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL g' ® Y, • TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT ® e _- OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 1.5❑. BASED ON PREVIOUS OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS. I,O o p' io 12 l • TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ��„\ ., o ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2418 2. CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS O j ,�4, ` w` NECESSARY. a SHALL BE GREATER THAN OR EQUAL TO 400 LBS/IN/IN. AND b) TO RESIST �Q Q' CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES Es (ABOVE 73' F / 23' C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. bd N V a �ad 8. ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE m m g m ALLOWED. UPON REQUEST BY THE SITE DESIGN ENGINEER OR OWNER, THE CHAMBER ACCEPTABLE FILL MATERIALS: STORMTECH SC-160LP CHAMBER SYSTEMS o coo J MANUFACTURER SHALL SUBMIT A STRUCTURAL EVALUATION FOR APPROVAL 13EFORE DELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS: • THE STRUCTURAL EVALUATION SHALL BE SEALED BY A REGISTERED PROFESSIONAL ENGINEER. MATERIAL LOCATION DESCRIPTION AASHTO MATERIAL CLASSIFICATIONS COMPACTION / DENSITY REQUIREMENT C4 N • THE STRUCTURAL EVALUATION SHALL DEMONSTRATE THAT THE SAFETY FACTORS c ARE GREATER THAN OR EQUAL TO 1.95 FOR DEAD LOAD AND 1.75 FOR LIVE FINAL FII I•• FILL MATERIAL FOR LAYER 'D' STARTS FROM LOAD, THE MINIMUM REQUIRED BY ASTM F2787 AND BY SECTIONS 3 AND 12.12 D THE TOP OF THE 'C' LAYER TO THE BOTTOM OF ANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER PREPARE PER SITE DESIGN ENGINEER'S PLANS. m C OF THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS FOR THERMOPLASTIC FLEXIBLE PAVEMENT OR UNPAVED FINISHED GRADE ENGINEER'S PLANS. CHECK PLANS FOR PAVEMENT N/A PAVED INSTALLATIONS MAY HAVE STRINGENT PIPE. ABOVE. NOTE THAT PAVEMENT SUBBASE MAY BE PART OF SUBGRADE REQUIREMENTS. MATERIAL AND PREPARATION REQUIREMENTS. it c • THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2418 SHALL BE THE 'D' LAYER. USED FOR PERMANENT DEAD LOAD DESIGN EXCEPT THAT IT SHALL BE THE W U) O 75-YEAR MODULUS USED FOR DESIGN. O BEGIN COMPACTIONS AFTER 12" OF MATERIAL OVER ,J co AASHTO M145' THE CHAMBERS IS REACHED. COMPACT ADDITIONAL m 9. CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED INme1 FII FILL MATERIAL FOR LAYER 'C' STARTS FROM GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35% A-1, A-2-4, A-3 LAYERS IN 6" MAX LIFTS TO A MIN. 95% PROCTOR Q O MANUFACTURING FACILITY. C " FINES OR PROCESSED AGGREGATE. E 0 THE TOP OF THE EMBEDMENT STONE ( B LAYER) TO 14 OR DENSITY FOR WELL GRADED MATERIAL AND 95% � �ABOVE THE TOP OF THE CHAMBER. NOTE THAT PAVEMENT AASHTO M43' RELATIVE DENSITY FOR PROCESSED AGGREGATE Z� in MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN 3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, MATERIALS. ROLLER GROSS VEHICLE WEIGHT NOT c BIDDING AND INSTALLATION OF THE SC-160LP SYSTEM SUBBASE MAY BE A PART OF THE 'C' LAYER. LIEU OF THIS LAYER. 78, 8, 89, 9, 10 TO EXCEED 12,000 lbs. DYNAMIC FORCE NOT TO .= W 1. STORMTECH SC-160LP CHAMBERS SHALL NOT BE INSTALLED UNTIL THE EXCEED 20,000 Ibs. U 0. MANUFACTURER'S REPRESENTATIVE HAS COMPLETED A PRE-CONSTRUCTION MEETING BEMBEDMENT STONE; FILL SURROUNDING THE CHAMBERS CLEAN, CRUSHED, ANGULAR STONE AASHTO M43' NO COMPACTION REQUIRED. T Q Z WITH THE INSTALLERS. FROM THE FOUNDATION STONE ('A' LAYER) TO THE 'C' 3, 357, 4, 467, 5, 56, 57 i 2. STORMTECH SC-160LP CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE LAYER ABOVE. Z Ym "STORMTECH SC-160LP CONSTRUCTION GUIDE". FOUNDATION STONE, FILL BELOW CHAMBERS FROM THE AASHTO M43' PLATE COMPACT OR ROLL TO ACHIEVE A FLAT 3. FOUNDATION STONE AND EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A W Q c A SUBGRADE UP TO THE FOOT (BOTTOM) OF THE CHAMBER. CLEAN, CRUSHED, ANGULAR STONE 3, 357, 4, 467, 5, 56, 57 SURFACE?.3 coCLEAN, CRUSHED, ANGULAR STONE; AASHTO M43 #3,357, 4, 467, 5, 56, OR 57. W J 4. THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING PLEASE NOTE: N C CHAMBERS. 1. THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: "CLEAN, CRUSHED, ANGULAR NO. 4 a 5. THE DEPTH OF FOUNDATION STONE SHALL BE DETERMINED BASED ON THE SUBGRADE (AASHTO M43) STONE". �m BEARING CAPACITY PROVIDED BY THE SITE DESIGN ENGINEER. 2. STORMTECH COMPACTION REQUIREMENTS ARE MET FOR 'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 6" (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR. O 0m 3. WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR Z o 6. THE CONTRACTOR MUST REPORT ANY DISCREPANCIES CONCERNING CHAMBER SPECIAL LOAD DESIGNS, CONTACT STORMTECH FOR COMPACTION REQUIREMENTS. FOUNDATION DESIGN AND SUBGRADE BEARING CAPACITIES TO THE SITE DESIGN 4. ONCE LAYER 'C' IS PLACED, ANY SOIL/MATERIAL CAN BE PLACED IN LAYER 'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER 'C' OR 'D' ENGINEER. AT THE SITE DESIGN ENGINEER'S DISCRETION. J G 7. JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE. ADS GEOSYNTHETICS 601T NON—WOVEN GEOTEXTILE PAVEMENT ALL AROUND CLEAN CRUSHED, ANGULAR STONE IN cm 8. CHAMBERS SHALL BE INSTALLED "TOE TO TOE". NO ADDITIONAL SPACING BETWEEN m LAYERS A & B m ROWS IS REQUIRED. NX c 9. STORMTECH RECOMMENDS 3 BACKFILL METHODS: PERIMETER STONE \\ C • STONESHOOTER LOCATED OFF THE CHAMBER BED. (SEE NOTE 4) C) BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION \\ \ °' STONE OR SUBGRADE `\ EXCAVATION WALL B • BACKFILL FROM OUTSIDE THE EXCAVATION USING A LONG BOOM HOE OR ' ` iv p (CAN BE SLOPED EXCAVATOR. ::::::::: \ . Z co COP OR VERTICAL) _.... \\ 10. . ADS RECOMMENDS THE USE OF FLEXSTORM CATCH IT INSERTS DURING € ` : Q C♦, CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACE STORMWATER " `............ ? ' Uj MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF. 12" Go = Q a W co MIN. WIDTH 12" SC-160LP NO SPACING 25" 12" CD p (� 0 CO NOTES FOR CONSTRUCTION EQUIPMENT CONCRETE COLLAR NOT REQUIRED MIN. END CAP SUBGRADE SOILS REQUIRED MIN. _ _ w Z = ^ CONCRETE COLLAR FOR UNPAVED APPLICATIONS (SEE NOTE 3) BETWEEN *THIS CROSS SECTION DETAIL Z Z w Q d C 1. THE USE OF CONSTRUCTION EQUIPMENT OVER SC-160LP CHAMBERS IS LIMITED: CHAMBERS REPRESENTS MINIMUM REQUIREMENTS Q 8 NYLOPLAST INSPECTION PORT O — CV • NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS. FOR INSTALLATION. SEE THE LAYOUT p w � ..� • NO RUBBER TIRED LOADERS, DUMP TRUCKS, OR EXCAVATORS ARE ALLOWED PAVEMENT BODY (PART #2708AG41PKIT) OR SHEET(S) FOR PROJECT SPECIFIC Y z Z UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE WITH THE TRAFFIC RATED BOX Wf SOLID REQUIREMENTS. 3 0 W "STORMTECH SC-160LP CONSTRUCTION GUIDE". LOCKING COVER W O U r 0- Z o �• WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE p 4" SDR-35"STORMTECH SC-106LP CONSTRUCTION GUIDE". NOTES: o Z 2. FULL 36" OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR M w 4" INSERTA TEE 1. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418-16a, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER ��'"`°�"`'��`�''�°��' •;:,:��'��`°"�<..�` TO BE CENTERED Q g DUMP TRUCK TRAVEL OR DUMPING. z COLLECTION CHAMBERS".°n Y ' ,.'` ON CORRUGATION CREST 3. CONTACT STORMTECH AT 1-888-892-2694 WITH ANY QUESTIONS ON INSTALLATION 2. CHAMBERS SHALL BE DESIGNED, TESTED AND ALLOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCORDANCE WITH ASTM F2787, STANDARD PRACTICE FOR p REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT. STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". LOAD CONFIGURATIONS SHALL INCLUDE INSTANTANEOUS (<1 MIN.) z Z AASHTO DESIGN TRUCK LIVE LOAD ON MINIMUM COVER 2) MAXIMUM PERMANENT (75-YR) COVER LOAD AND 3) ALLOWABLE COVER WITH PARKED (1 WEEK) AASHTO DESIGN TRUCK. `a 3. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH STORMTECH CHAMBER ° ° OF FOUNDATION STONE WITH CONSIDERATION FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS. w 4. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. j \\\\ \\ \\\ \ \\\ w J 5. REQUIREMENTS FOR HANDLING AND INSTALLATION: v0 TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. w w Q NOTE: • ch TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 1.5". Q w 0 w O Z INSPECTION PORTS MAY BE CONNECTED THROUGH • TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2418 Z U U U a O Z ANY CHAMBER CORRUGATION CREST. F' Q a c� SHALL BE GREATER THAN OR EQUAL TO 400 LBS/IN/IN. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE w Ix � w C^L Q Q 1.� s 4" PVC INSPECTION PORT DETAIL 73' F / 23' C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. w Ow. Z Ow.. cc 2 (/) o (SC SERIES CHAMBER) SC-160LP CROSS SECTION DETAIL co w v w 0 0 LU 0 NTS NTS W � w � W w � c 0 W a LLI � o Q w o � — o w 00 rl 0 0 I _I J J J a � �14SrSlST a Q aaCaCaz0° p �Storml�ch INSTRUCTIONS, _-- ' N N N N N o FOR STORMTECH o w v O N O f� DOWNLOAD THE INSTALLATION APP 4 M M (� N 0 0 O O O O O o THIS DOCUMENT IS THE PROPERTY OF LEAVITT & ASSOCIATES M N o Z Ln ENGINEERS, INC AND THE DESIGN AND IDEAS WITHIN ARE NOT SCALE: Sheet Number: m TO BE USED IN WHOLE OR PART WITHOUT WRITTEN CONSENT AS NOTED 2.1 OF LEAVITT & ASSOCIATES ENGINEERS, INC. , \ THIS NT IS THE F LEAVITT TES 0) _. ENGINDE�RSMENC AND THE DES GNYAOND DEAS WITHIN NSAREIANOT 10 It _" c _..::-:::::w::::::::.:: _.._. ,,,._ TO BE CONSENT M O D IN WHOLE OR PART WITHOUT W SELWAY RAPIDS LN _....:- _ __..a.. 6 �Ico A __....._ ._.... . :::::::::: ....: OF LEAVITT & ASSOCIATES ENGINEERS INC. , , SAI�ICUT ANII REMOVE 353.7 L1 O}I�g ��._,...........: : :::::::::1=11::.:::.: .:::::..... �. TBC _,,,,_ 2563.4 FS EP` ME o AND 'DISPOSE OF OFFSITE _..............__.,,. .........._................__..__...................._.....___. „ ............_...._........._... It "Ill \115 O 9+52.26 ? ME LN Q ME 0 14 EP V o m. z ....;..�. ME..................... ft ::.,... „ TVC EP C7 0 N �- -� ::: �'.._.. ::: EP....M .. _.. I'll EP ME ME EP ME TBC EP ME 18 - ':: ti », •.. 2563.82 FL 0 _ 2 00 1 S �"�F �' O J �• a Q . 16_,. `� - / u. 1. ✓ \. 2563.91 FL C Q FS 25G2. W o G3.�G TBC FL 11 FL . IS 29 to 2563.96 FL 19 TBC TBC 256 .!I] IRC / V. - 28 TBC TBC U _ Z I 9+50.40 FL FL 0 I- M 2564.46 1 e ; � O N11 FS 30 TBC O 2+21.13 15 1 . 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SEE 3 5 INSTALL TYPE N CATCH BASIN N0. 4 W O ° TYPE C4 DETAIL 7+01. 8 DETAIL SHEET 2. 2 +�4�__"............- \,, / Q " / Z " � 8 g 2564.33 TBC 4+54.87 ..... = � 12 SUMP PER ISPWC SD-604A. SCALE: 1 =10 ,_ r TBC 7 5+80.19 1 p, GRATE EL 2563.07 Q J O cr i .._ _ INV.-IN/OUT=2560.53 -aj 2593.45-� 0 35.0' R TBC :_. ..... ___. ;, R R ti...,. ...; U _. R 10 e 01THAtf :::::..::.::::: : 7+18. 4 0 Z :' : 0 _. 0 6 INSTALL 1000 GALLON SAND AND GREASE TRAP .. .; Q 1 <..._ . 4 �.__............ NO 1 SEE DETAIL SHEET 2 ofl 3 6 ...........:._........,....,,._.1:......___..._......_.... o -,. o ;.......t..._ _. ...__....._,...........:....... .... _. _ I _. I....___ v: d 1. t. i Cl.. .._.... ....:.... O ° D GREASE TRAP _. fir__ __................ _.......a...... � ;_:::::'= 7 INSTALL 1000 GALLON SAND AN s ....._,._.....1._:.......`.. 1.............. :.........,,.: Q V _.. 6' .._...........__......__._..___ N0. 2. 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I ; € ;.,..- p PORTAL AT HTTPS CITIZENPORTAL MERIDIANCITY ORG/CITIZENACCESS/ TO OPEN A PERMIT AND REQUEST o0 • ........ u I O ,,,,.,,..... INSPECTIONS. p .. .. 33 0 „ :, 39 / 0 � o L,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, : : I , I ` ` ONS FOR THE CONCRETE BASE REINFORCI NG, BEDDING, BACKFILL, AND FOR i .... . I I IRE INSPEGTI ,,;,,,, I ' THEAPOLEOAND IASSOCQIATED WIRING. c : : :€ ""`"\ 4. STREET LIGHT BASES SHALL BE LOCATED 10' MIN. FROM TREES, 5' MIN. FROM FIRE HYDRANTS AND 2' MIN. FROM 6 " ` WATER METERS O _ , a . , , . z 34 5. KEEP ACCURATE NOTES OF CONDUIT JUNCTION BOX LOCATIONS. ATTACH A REDLfNED AS BUILT DRAWING OF THIS O ��i . ; , „ , , . ._ ; I - PLAN SHEET TO THE STREET LIGHTING ELECTRICAL PERMIT, OR SUBMIT A HARD COPY TO THE MERIDIAN PUBLIC / mm \.,, .9 ",�,,,_, __.., „ \„ , , _ , WORKS DEPARTMENT PRIOR TO REQUESTING FINAL INSPECTION. 0 ,,,,,,,,, ,,,,,, r �; \,, �,,,, _,,,,,,,,,,,,,,,,,,,,,,,,, „ U l . : ; ; s : : t \ \, . __,,,.,...., ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, AND UTILITY COORDINATOR 208 898-5500 FOR QUESTIONS REGARDING : : \,.. ) 6. CONTACT THE CITY TRANSPORTATION ( ) .,,,,, UTILITY CONFLICT OR TO ACCESS LOCKED METER PEDESTALS , �...,.,,,: 37 :,,< ; O s 7 23 O O I I 35 I w a I _, I w ra 3m ; I „_ 1 I ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, _, .,,,,,, ,,, ,,. 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PZo Z LEAVITT & ASSOCIATES ENGINEERS, INC. 1324 11 Street South,Nampa Idaho 83651 —(208)463-7670—www.leavittnengineers.com Revision# Prepared and Certified by I Reviewed by I Project# 0 Nathan J. Porter, P.E. I Dan Lardie SD078.001 DESIGN CRITERIA: City of Nampa— Stormwater Policy Manual 100-year Design Storm Frequency for Storage Facilities 50-year Design Storm Frequency for Primary Conveyance Systems 100-year Storm Frequency for Secondary Conveyance Systems TABLE OF CONTENTS RunoffArea Map---------------------------------------------------------------------------------------------- 1 Predevelopment Flow----------------------------------------------------------------------------------------- 2 RunoffAreas--------------------------------------------------------------------------------------------------- 3 Methods--------------------------------------------------------------------------------------------------------- 6 Area 1 Post Development Flow----------------------------------------------------------------------------- 7 Area1 Facility Sizing----------------------------------------------------------------------------------------- 8 Area 2 Post Development Flow----------------------------------------------------------------------------- 9 Area2 Facility Sizing----------------------------------------------------------------------------------------10 Area 3 Post Development Flow----------------------------------------------------------------------------I I Area 3 Facility Sizing----------------------------------------------------------------------------------------12 Area 4 Post Development Flow----------------------------------------------------------------------------13 Area 4 Facility Sizing----------------------------------------------------------------------------------------14 Area 5 Post Development Flow----------------------------------------------------------------------------15 Area 5 Facility Sizing----------------------------------------------------------------------------------------16 PipeFlows-----------------------------------------------------------------------------------------------------17 Sand& Grease Trap Design--------------------------------------------------------------------------------18 Conveyance ---------------------------------------------------------------------------------------------------19 GrateInlets----------------------------------------------------------------------------------------------------20 FEBRUARY11,2021 i DRAINAGE AREA 3 TOTAL: 22,492 SQFT. PAVEMENT: 8,392 SQFT. ROOF: 6,272 SQFi. LANDSCAPE: 7,828 SQFT. DRAINAGE AREA 4 DRAINAGE AREA 5 TOTAL: 14,058 SQFT. TOTAL: 11,949 SQFT. PAVEMENT: 3,989 SQFT. PAVEMENT: 2,238 SQFT. ROOF: 3,136 SQFT. ROOF: 3,136 SQFT. LANDSCAPE: 6,933 SQFT. LANDSCAPE: 6,575 SQFT. W s DRAINAGE AREA 2 DRAINAGE AREA 1 6 TOTAL: 76,865 SOFT. TOTAL: 76,491 SQFT. E PAVEMENT: 19,090 SQFT. PAVEMENT: 17,833 SQFT. ROOF: 21,952 SQFT. ROOF: 18,816 SQFT. 3 LANDSCAPE: 35,823 SQFT. LANDSCAPE: 39,842 SQFT. s e 0 0 m 0 0 w c m E .We: LEAVITT&ASSOCIATES DRAINAGE AREA MAP ENGINEERS, INC. H STRUCTURAL*CIVIL 2 wne�SI CONSTRUCTION Project GODDARD CREEK SUBDIVISION SURVEYING N 1016 W.SANETTA ob Number; $ NAMPA,IDAHO83651 SD078.001 1"=100' PHONE:(208)283-7427 esiene y:DL raven y: ec,e y:NJP 1324 FlRSI STREET SOVIH, NAMPA IDAHO 83651 BC r PFgNE(208)463-M/463-7670 FAX (208H63-9040 PAGE LEAVITT& ASSOCIATES ENGINEERS, INC. JOB: Mitera 1324 1st Street South JOBNUMBER: SD086.001 Nampa,Idaho 83651 DATE: 2/11/2021 (208)463-0333 FILE: Design Criteria Subdivision Information Total Area: 201855 sf= 4.63 acres Type of Area: Urban Construction Type: Residential-Single Family Average Slope: 1% Policy Manual:ACHD Policy Manual-Section 8000.Drainage-2015 Rainfall Intesity Area Classification: Zone A Primary Conveyance Design Storrs Frequency: 25 yr Secondary Conveyance Design Storm Frequency: 100 yr Minimum Depth of Freeboard: 6 in (18 in preferred) Maximum Side Slope of Infiltration Swales 3:1 Minimum Depth of Bottom of Infiltration Facility to Groundwater. 3 it Minimum Depth of Bottom of Infiltration Facility to Bedrock: 3 ft Time of Infiltration Until No Visible Water Exists After Primary Storm: 48 him Time of Infiltration Until No Visible Water Exists After Secondary Storm: 72 him Predevelopment Flow 2 25 50 100 C= 0.13 Isom„ (inthr) 0.26 0.69 0.82 0.96 (INhr) 0.04 0.08 0.0E 0,10 Qu= CiA Qu somti (cfs) 0I 0 442 0.49 0.58 Qua4K1(cfs) 0,03 0.05 0.05 0.06 Storm Conveyance Statement The primary flow will be conveyed through gutters,sand&grease traps,catch basins,drop inlets&grates, and pipes with minimum impact or inconvenience to the public. The following items will be designed based an the primary flow: -sand&grease traps -pipes -catch basins -gutters(clear driving lane) -drop inlets&grates The secondary flow: -gutters(depth of water does not exceed 12 in.) PAGE 3 LEAVITT&ASSOCIATES ENGINEERS, INC. JOB: Imitera 1324 1st Street South JOB NUMBER: SDO86.O01 Nampa,Idaho 83651 DATE: 2/11/2021 (208)463-0333 FILE: 0 Runoff Areas 8 Runoff Coefficients Cd= Developed runoff coefficient = 0.50 (or use Cmo.m value if higher) Cmua m Roof Area(0.95)+Paved Area(0.90)+Landscaped Area(0.20)+Gravel Area(0.4)+Undeveloped Area(0.15) = Total Area Tc= Time of Concentration,based on Kirpichs equation for flow on concrete or asphalt Lis Tc=0.0078 x( has )On L=Length of roadway from furthest point to drainage facility,(ft) h=elevation change from furthest point to top of drainage facility(ft) ` if Tc>1 hr,use 60 min Area 1 (9 lots) ft, acres Total Area= 76,491 1.76 Total Hardsurface(ROW+500 sq ft 17,833 0.41 driveway per lot)= Roof Area= 18.816 0.43 Total Landscape 39,842 0.91 Landscape Runoff(67%of Total 26,694 0.61 Landscape)= Length of Drainage Path,L(ft)= 150 Elevation Change,h(ft)= 1.0 Effective Area=Hardsurface+Roof+ 67%Landscape 63343 1.45 Cma4Med= 0.55 Use 0.55 Tc(min)= 3 min Use 10 Area 2 (10 lots) ft acres Total Area= 76,865 1.76 Total Hardsurface(ROW+500 sq ft 19,090 0.44 driveway per lot)= Roof Area= 21,952 0.50 Total Landscape 35,823 0.82 Landscape Runoff(67%of Total 24,001 0.55 Landscape)_ Length of Drainage Path,L(ft)= 150 Elevation Change,h(ft)= 1.0 Effective Area=Hardsurface+Roof+ 67%Landscape 65043 1.49 Cmpar�= 0.59 Use 0.59 To(min)= 3 min Use 10 NOTE: Rainfall on individual lots is the responsibility of the homeowner. However,the stonnwater shall accommodate flows from the driveways and half of the area of the homes and garages in the subdivision. As a conservative measure,67%of all landscaped areas,which includes private properties and the remaining half of the roof area,has been considered to contribute to the public stormwater system. PAGE LEAVITT&ASSOCIATES ENGINEERS, INC. JOB: Mitera 1324 1st Street South JOB NUMBER: SD066.001 Nampa,Idaho 83651 DATE: 2/11/2021 (208)463-0333 FILE: 0 Runoff Areas&Runoff Coefficients Area 3 (4 lots) ft2 acres Total Area= 22,492 0.52 Total Hardsurface(ROW+500 sq It 8,392 0.19 driveway per lot)= Roof Area= 6,272 0.14 Total Landscape 7,828 0.18 Landscape Runoff(67%of Total 5,245 0.12 Landscape)= Length of Drainage Path,L(ft)= 100 Elevation Change,h(ft)= 0.5 Effective Area=Hardsurface+Roof+ 67%Landsca 19909 0.46 Cma ffie = 0.671 Use 0.67 Tc(min)= 2 min Use 10 Area 4 (2 lots) ft" acres Total Area 14,058 0.32 Total Hardsurface(ROW+500 sq ft 3,989 0.09 driveway per lot)= Roof Area= 3,136 0.07 Total Landscape 6,933 0.16 Landscape Runoff(67%of Total 4,645 0.11 Landscape)= Length of Drainage Path,L(ft)= 100 Elevation Change,h(it)= 0.5 Effective Area=Hardsurface+Roof+ 67%Landscape 11770 0.27 Cmodified= 0.57 Use 0.57 To(min)= 2 min Use 10 NOTE: Rainfall on individual lots is the responsibility of the homeowner. However,the stormwater shall accommodate flows from the driveways and half of the area of the homes and garages in the subdivision. As a conservative measure,67%of all landscaped areas,which includes private properties and the remaining half of the roof area,has been considered to contribute to the public stormwater system. PAGE LEAVITT&ASSOCIATES ENGINEERS, INC. JOB: Mitera 1324 1st Street South JOB NUMBER: SDO86021 Nampa,Idaho 83651 DATE: 211 112 62 1 (208)463-0333 FILE: 0 Runoff Areas&Runoff Coefficients Area 5 (2 lots) ftz acres Total Area 11,949 0.27 Total Hardsurface(ROW+500 sq ft 2,238 0.05 driveway per lot)= Roof Area= 3,136 0.07 Total Landscape 6,575 0.15 Landscape Hunoff(61%of I otal 4,405 0.10 Landsca e = Length of Drainage Path,L(it)= 100 Elevation Change,h(ft)= 0.5 Effective Area=Hardsurface+Roof+ 67%Landscape 9779 0.22 CmoMed= 0.531 Use 0.53 To(min)= 2 mini Use 10 NOTE: Rainfall on individual lots is the responsibility of the homeowner. However,the stonnwater shall accommodate flows from the driveways and half of the area of the homes and garages in the subdivision. As a conservative measure,67%of all landscaped areas,which includes private properties and the remaining half of the roof area,has been considered to contribute to the public stormwater system. PAGE LFJIN"S.ASSOC/AYES F INS S.INC. JOB: Miters 1324 liu Street South .IdauuMeOt SD088.001 Nampa,Idaho 83651 DATE: ZI11I2021 20814 0333 FILE: 1 0 STORM RUNOFF CALCULATIONS-RATIONAL METHOD SUMMARY OF RATIONAL METHOD FLOWCALCULATION Table l:Zone A Ralnfal intensity, I final Duration 2 25 so IN 10 0.69 1.85 2.20 2.68 Gp RUNOFF FLOW,CPS=C-i'A 15 0.59 1.56 1.86 Z18 i=Ralnfal Intensity-From Table 1:Zane Rainfal Intensity 20 0.49 1.30 1.54 1.81 A=Runoff Ares,Acres 25 0.43 1.14 1.36 1.69 C=Runoff Coefficient 30 0.41 1.00 129 1.51 35 0.34 0.80 1.07 1.25 Ou=UNDEVELOPED RUNOFF,CPS(FROM PRE-DEVELOPMENT) 40 0.31 0.82 0.95 1.16 45 029 O.P 0.91 1.D7 01=INHLTRATATION,CPS 50 0.27 022 OAS 1.00 Au=Area of Infiltration at Bofiom of Pond,sf(does not Include area of sand window) 55 026 0.69 0.82 0.95 Ie=Infiltration Rate Of Native Soil et Bottom of Ponq iNM1r 60 0.28 0.69 0.82 0.96 N=AreaoflnfillralionofTrench,sf 120 0.16 0.39 0.45 0.54 la=Infil"tlon Rale of Native Soil at Bottom of Trenr ,INhr 240 0.13 0.29 0.34 0.40 Am,=Area of Infiltration at Sand W neow,sf I 360 UN 0.18 0.21 0.25 la„=Infiltration Rate of Native Sul at Bottom of Sand Window,vJhr 1 720 1 Due 0.12 1 0.14 1 did 1,=Infiltration Rate of Deeper Soil at Sand Window,I"r I 1440 I 0.04 1 0.08 1 O.o9 1 0.10 Oi=Z(A(s0-I CNMP(1 HR1360D SEC)'(1 FT1121N) Table 2:Standard Soil Irlfilmetion Ralac' VOLUMECALCULATION Soil Class Soil Type "Nab A-1 Medium Sand 8 Vnet=NET VOLUME REQUIRED FOR POND ANDIOR SUMP STORAGE CF A-2b Fins Send,Loa Send 2 B-1 sandy Loam 1 Will= Orre1'IN seCmin)-Duration(min) B-2 Loam Sift Loam 0.5 61 Sandy or Sifty Clay Loam 0.2 G2 May Loam 13.15 Onet=NET DISCHARGE FLOW WHICH FILLS THE POND OR SUMP,CFS D Ciao,plank Muck Dunpan.Hardpan,Cla 4 0.09 =Od-Qu-OI 'Intimation rate determined by percolafion test my also be used a Minimum is ..it.Wilt lam, to.afull not be Considered as Add 25%For Sedimen candidates for infiltration facilities Vreq= Vnelx 1.25 Vs=VOLUME OF SURFACE STORAGE,CF Vs=V.I-Subsurface Storage Capacity TIME OF INFILTRATION CALCULATIONS Time to RII Subsurface Layaq sec=Volume of Subsurface StmagN Os where Gs=SAND INFILTRATATION,CPS Modified Triangular Hydrograph As=Nee of Trerwh or Send Wndmv Is=Infilma0on Rate of ASTM C413 Sark=81Nhr Gs=As(0)-Is(IND1R)-(1 HR13600 SEC)'(1 FT112 IN) Time Und No Visible Water Exists,sec=Time to Fill Subsurface Layer+Volume Surface StOrage0i Total Time of Infiltration,sec= Total Required VolumdQi PAGE-7 LEAVITT S ASSOCIATES ENGINEERS,INC. JOB: Mftera 1324 1st Street South IJOB NUMBER: SD088.001 Nampa,Idaho 83651 IDATE 12fl1/2021 2081463-0333 FILE: 1 0 STORM RUNOFF CALCULATIONS-RATIONAL METHOD POST-DEVELOPMENT FLOW Storm Runoff for Soil Profile Test Pit# 1 Area 1 Depth(ft) Classiicati Infiltration Rate 1 1.0 4.0 A-Ta S.OD From Park Test Effective Area 4.0 6.0 Cemented Should Not Be 1.4,94 acres 6.0 10.0 A-2a 18.00 Excavate to Free draining materia Design Runnoff Coefficient,C 0.65 6.0 Groundwater Time of Concentration,Tc >16 Bedrock/Impermeable Layer 10 min PondRrench Summary I Areas Depth ft I inlhr A x l Infiltration at Pond Bottom 0 0.0 NA 0.00 Infiltration Area of Trench 1783 9.5 8.0 14264.00 Sand Window,or Trench Bottom 1783 11.0 8.0 14264.00 E(Axp= 28528.00 sf x inthr Qu = Discharge flow, if allowed,see predevelompent fi 0.000 cis Assume Constant for all storm durations after to Qi= 1783 sf x in#ir x f hr/3600 sec x lft/121n= 0.660 cis Assume Constant for all storm durations after tc Qs= 1783 sf x 8lnlhr x 1 hr/3600sec x 1 fill 2m= 0.33 ds Assume Constant for all storm durations after to SECONDARY RUNOFF EVENT FREQUENCY: 100 PRIMARY RUNOFF EVENT FREQUENCY: 50 Duration(Min) i(In./hr) Qd(cfs) Vnel(of) Duration Min 1(indhr) I Qdids) Vnet(cf) 10 2.58 2.055 1116,9 10 1 2.20 1.752 874.5 15 2.18 1.736 1292.6 15 1 1.86 1A81 086.4 20 1.81 1.442 1251.4 20 1.54 1.226 906.9 25 1.58 1.258 1197.5 25 1.35 1.075 830.6 30 1.51 1.203 1303.0 30 1.29 1.027 882.0 35 1.25 0.996 939.6 35 1.07 0,852 637.7 40 1.15 0.916 818.7 40 0.98 0.780 384.9 45 1.07 0.852 691.4 45 0.91 0.725 232.1 50 1.00 0.796 544.9 50 0.85 0.677 66.5 55 0.96 0.765 459.1 55 0.82 0.653 0.0 60 0.96 0.765 500.8 60 0.82 0.653 0.0 120 0.54 0.430 0.0 120 0.46 0.366 0.0 240 0.40 0.319 0.0 240 0.34 0.271 0.0 360 0.25 0.199 0.0 360 0.21 0.167 0,0 726 0.16 0.127 0.0 720 1 0.14 0.111 0.0 1440 0.10 0.080 0.0 1 1440 1 0.09 0.072 0.0 SECONDARY CONVEYANCE FLOW RATE,Q100= 2.05 cfs(at To) PRIMARY CONVEYANCE FLOW RATE,Q50= 1.75 cfs(at To) REQUIRED STORAGE VOLUME (Add 25 For Sediment)= 1629 cf VOLUME OF SUBSURFACE STORAGE= 1882 cf REQUIRED ABOVE SURFACE STORAGE VOLUME= 0 cf TIME OF INFILTRATION INTO SUBSURFACE LAYER= 5701 sec TIME UNTIL NO VISIBLE WATER EXISTS AFTER PRIMARY STORM= 4718 sec= 1.31 firs<48hrs O.K. TIME OF UNTIL NO VISIBLE WATER EXISTS AFTER SECONDARY STORM= 5701 sec= 1.58 hrs<72hrs O.K. DEPTH FROM BOTTOM OF FACILITY TO GROUNDWATER= 3.00 It ok DEPTH FROM BOTTOM OF FACILITY TO BEDROCK= 30.00 ft ok PAGE`S LEAVITT&ASSOCIATES ENGINEERS,INC. LoB. Mitera 1324 1st Street South aoB NUMBER: SD086.001 Nampa, Idaho 83651 DATE: 2/11/2021 2081463-0333 FILE: 10 Pond&Trench Size Area 1-Private Roadway Total Required Storage Volume=1,629 cf SUBSURFACE STORAGE: SC-160LP Stormtech Storage Stormtech Area=1,783 ftsq. Number of Stormtech Chambers=108.0 Per Chamber Volume=17.43 cf. 14.98 cf plus.49 cf for 5"additional rock depth Sand Window Storage Volume= (Area x Depth x Void) 1,882 cf Total Storage Volume= 1,882 cf >Required Volume,Dimensions Good! Required Storage Volume= 1,629 cf Summary of Infiltration Areas Depth from Area(so Grade(fo Notes Infiltration at Bottom of Pond N/A 0.0 Does not include area of sand window or trench Infiltration Area(Bottom of Sand) N/A 6 Bottom of Trench Sand Window or Trench Area 1783 6.0 PAGE c) LEAVITT A ASSOCIATES ENGINEERS,INC. JOB: Miters 1324 1st Street South JOB NUMBER: SD088.001 Nampa,Idaho 83651 GATE: 2/18/2021 208/463-0333 FILE: 1 0 STORM RUNOFF CALCULATIONS-RATIONAL METHOD POST-DEVELOPMENT FLOW Storm Runoff for Sall Profile TBst plt# 1 Area 2 Depth(ft) Classifcati. In8 rellon Rate I 0.0 1 1.0 C-1 0.25 Effective Area 1.0 1 6.0 B-1 1.00 1.493 acres 6.0 1 10.0 1 A-2a 18.00 Excavate to Free draining metals Design Runnoff Coefficient,C 0.59 6.0 Groundwater Time of Concentration,Tc >16 Bedrock/Impermeable Layer 10 min Pondrrmnch Summary I Areas Depth ft 1 inlhr A x l Infiltration at Pond Bottom 0 Do NA 0.00 Infiltration Area of Trench 1935 9.5 8.0 15480.00 Sand Window or Trench Bottom 1935 11.0 8.0 15480.00 £(AxI)= 30960.00 of x in01r Ou = Discharge flow, if allowed,see predevelompem 8 0.000 cis Assume Constant for all storm durations after lc at= 1935 at x irghr x 1hr/3600 sec x 1N12in= 0.717 cfs Assume Constant for all storn durations after tc Os= 1935 sf x81nPorx lhr/3600sec x ifl/12in= 0.36 ds Assume Constant for all storn durations after tc SECONDARY RUNOFF EVENT FREQUENCY: 100 PRIMARY RUNOFF EVENT FREQUENCY: 50 Duration Min I(in./hr) OtlIds) Vnet(of) Duration Min 1 pn./hr) Qtl ds Vnet(cf) 10 2.58 2.265 1240.5 10 1 2.20 1 1.932 973.3 15 2.18 1.914 1438.8 15 1.86 1 633 1101.2 20 1.81 1.589 1397.9 20 1.54 1.352 1018.1 25 1.58 1.387 1343.0 25 1.35 1.185 938.6 30 1.51 1,326 1463.9 30 1.29 1.133 999.7 35 125 1.098 1067.9 35 1.07 0.940 624.8 40 1.15 1.010 939.1 40 0.98 0.861 460.8 45 1.07 0.940 803.3 45 0.91 0.799 296.9 50 1.00 0.878 646.4 50 0.85 0.746 118.9 55 0.96 0.843 556.3 55 0.82 0.720 14.7 60 0.96 0.843 606.9 60 0.82 0.720 16.1 120 0.54 0.474 0.0 120 0.46 0.404 0.0 240 0.40 0.351 0.0 1 240 1 0.34 0299 0.0 360 0.25 0.220 0.0 360 0.21 0.184 0.0 720 0.16 0.140 0.0 1 720 1 0.14 0.123 0.0 1440 0.10 0.088 0.0 1 1440 1 0.09 0.079 0.0 SECONDARY CONVEYANCE FLOW RATE,Q100= 2.27 cfs(at Tc) PRIMARY CONVEYANCE FLOW RATE,Q50= 1.93 cfs(at To) REQUIRED STORAGE VOLUME (Add 25 %For Sediment)= 1830 cf VOLUME OF SUBSURFACE STORAGE= 2092 cf TIME OF INFILTRIATION INTO SUBSURFACE LAYER= 5837 sec TIME UNTIL NO VISIBLE WATER EXISTS AFTER PRIMARY STORM= 4839 sec= 1.34 hrs<48hrs O.K. TIME OF UNTIL NO VISIBLE WATER EXISTS AFTER SECONDARYSTORM= 7758 sec= 2.16 hrs<72hrs O.K. DEPTH FROM BOTTOM OF FACILITY TO GROUNDWATER= 3.00 ft ok DEPTH FROM BOTTOM OF FACILITY TO BEDROCK= 30.00 R ok PAGE rp LEAV/TT 8 ASSOCIATES ENGINEERS,INC. JOB: Mitera 1324 1st Street South JOB NUMBER: SD086.O01 Nampa,Idaho 83651 onre: 2/18/2021 208/463-0333 JFI E: 10 Pond&Trench Size Area 2-Private Roadway Total Required Storage Volume=1.830 cf SUBSURFACE STORAGE: SC-16OLP Stormtech Storage Stormtech Area=1,935 ftsq. Number of Stormtech Chambers=120.0 Per Chamber Volume=17.43 cf. 14.98 cf plus.49 cf for 5"additional rock depth Sand Window Storage Volume= (Area x Depth x Void) = 2,092 cf Total Storage Volume= 2,092 cf >Required Volume,Dimensions Good! Required Storage Volume= 1,830 cf Summary of Infiltration Areas Depth from Area(so Grade(ft) Notes Infiltration at Bottom of Pond N/A 0.0 Does not include area of sand window or trench Infiltration Area(Bottom of Sand) N/A 6 Bottom of Trench Sand Window or Trench Area 1935 6.0 PAGE I LEAVITT&ASSOCIATES ENGINEERS,INC. JOB: MBera 1324 tat Street South IJOB NUMBER:ISDOSS.001 Nampa,Idaho 83651 1 DATE 1211112021 2081463.0333 FILE: 0 STORM RUNOFF CALCULATIONS-RATIONAL METHOD POST-DEVELOPMENT FLOW Stonrl Runoff for Soil Profile Test Pit# 1 Area 3 Depth(ft) Classificado Infiltration Rate I Oto 1.0 C-1 0.25 Effective Area 1.0 000 1 B-1 11.00 0.457 acres 5.0 10.0 1 A-26 18.00 Excavate to Free draining materia Design Runnoff Coefficient,C 0.67 6.0 Groundwater Time of Concentration,Tc >16 Bedrock/Impermeable Layer 10 min Pond[Trench Summary I Area De ft I in/hr A x I Infiltration at Pond Bottom 0 0.0 NA 0.00 Infiltration Area of Trench 450 9.5 8.a 3600.00 Sand Window or Trench Bottom 450 no 8.0 3600.00 £(Axl)= 7200.00 sf x in/hr Qu = Discharge flow, If allowed,see predevelumpent fl 0.000 cis Assume Constant for all storm durations after tc at= 450 sf x in/hr x lhr/3600 sec x lfU12!n= 0.167 cis Assume Constant for all storm durations after to Qs= 450 six 8 in/hr x 1 hr/3600sec x 111/12in= 0.08 cis Assume Constant for all storm durations after tc SECONDARY RUNOFF EVENT FREQUENCY: 100 PRIMARY RUNOFF EVENT FREQUENCY: 50 Duration(Min) i(InJhr) Qd(cfs) Vnet(cf) Duration Min I(in./hr) Qd(Us) Vnet(c) 10 2.58 0.790 499.6 10 2.20 0.674 406A 15 2.18 0.668 602.2 15 1.86 0.570 484A 20 1.81 0.555 621.3 20 1.54 OA72 488.8 25 1.58 0.484 635.6 25 1.35 OA14 494.5 30 1.51 0.463 711.2 30 1.29 0.395 50.2 35 1.25 0.383 606.4 35 1.07 0.328 451.8 40 1.15 0.352 594.8 40 0.98 0.300 428.0 45 1.07 0.328 580.8 45 0.91 0.279 404.2 50 1.00 0.306 559.5 50 0.85 D.260 375.4 55 0.96 0.294 561.4 55 0.82 0.251 372.5 60 0.96 0.294 612.5 60 0.82 0.251 406.4 120 0.54 0.165 0.0 120 0.46 0.141 0.0 240 0.40 0.123 0.0 240 0.34 0.104 0.0 3" 0.25 0.077 0.0 360 0.21 0.064 0.0 720 0.16 0.049 0.0 720 0.14 0.043 0.0 1440 0.10 0.031 0.0 1440 0.09 0.028 0.0 SECONDARY CONVEYANCE FLOW RATE,Q100= 0.79 Ms(at To) PRIMARY CONVEYANCE FLOW RATE,Q50= 0.67 cfs(atTc) REQUIRED STORAGE VOLUME (Add 25 %For Sediment)= 889 of VOLUME OF SUBSURFACE STORAGE= 698 cf REQUIRED ABOVE SURFACE STORAGE VOLUME= 191 cf TIME OF INFILTRATION INTO SUBSURFACE LAYER= 8370 sec TIME UNTIL NO VISIBLE WATER EXISTS AFTER PRIMARY STORM= 8304 sec= 2.31 furs<48hre O.K. TIME OF UNTIL NO VISIBLE WATER EXISTS AFTER SECONDARYSTORM= 9519 sec= 2.64 hm<72hrs O.K. DEPTH FROM BOTTOM OF FACILITY TO GROUNDWATER= 3.00 R ok DEPTH FROM BOTTOM OF FACILITY TO BEDROCK= 30.00 1t ok PAGE 1 L LEAVITT&ASSOCIATES ENGINEERS,INC. JoB: Mitera 1324 1st Street South IJOB NUMBER ISDO86.001 Nampa,Idaho 83651 JDAM 2/11/2021 2081463-0333 FILE: 10 Pond&Trench Size Area 3-Private Roadway Total Required Storage Volume=889 cf Infiltration Pond 1 Total Pond Length=75 ft. Top of Water Area= 450 sf Total Pond Width =6 ft. Bottom of Pond Area= 0 sf Water Depth=1.00 ft. Side Slope= 4: 1 Freeboard= in. Pond Storage Volume= (Top of Pond Area+Bottom of Pond Area)/2 x Water Depth = 225 cf SUBSURFACE STORAGE: Sand Window Storage 1 Sand Window Area=0 ftsq. Sand Window Depth=0.0 ft. Void =25% Sand Window Storage Volume= (Area x Depth x Void) = cf Infiltration Trench 1 Freeboard=0.00 ft. Trench Width=6.ft. Perimeter=162 ft. Trench Length=75 ft. Area=450 ftsq. Gravel Depth=2.0 ft. Void of Gravel =40% Sand Depth=3.0 ft. Void of Sand=25% Not used for storage Trench Storage Volume= (E Area x Depth x Void) = 698 cf Total Above Surface Storage Volume= 225 cf Total Subsurface Storage Volume= 698 cf Total Storage Volume= 923 cf >Required Volume,Dimensions Good! Required Storage Volume= 889 cf Summary of Infiltration Areas Depth from Area(so Grade(ft) Notes Infiltration at Bottom of Pond N/A 0.0 Does not include area of sand window or trench Infiltration Area(Bottom of Sand) 450 11.5 Bottom of Trench Sand Window or Trench Area 450 10.0 PAGE I LEAVITT&ASSOCIATES ENGINEERS,INC. JOB: Miters 1324 1st Street South JOB NUMBER: SD086.001 Nampa,Idaho 83651 IDATE, 1211112021 208/463-0333 FILE: I0 STORM RUNOFF CALCULATIONS-RATIONAL METHOD POST-DEVELOPMENT FLOW Stoml Runoff for Sol]Pro01e Test Pit# 1 Area 4 Depth(It) ClassMcali Infiltration Rate I 0te 1.0 G1 0.25 Effective Area 1.0 5.0 B-1 1.00 0.270 acres 5.0 1 10.0 A-2a 18.00 Excavate to Free draining materia Design Runnoff Coefficient,C 0.57 >76 Groundwater Time of Concentration,Tc Bedrock/Impermeable Layer 10 min Pond/Trench Summary I Area Depth ft I I inmr A x I Infiltration at Pond Bottom 0 0.0 NA I 0.00 Infitration Area of Trench 240 9.5 8.0 1920.00 Sand Window or Trench Bottom 240 11.0 8.0 1920.00 £.(Axl)= 3B40.00 sfx inlhr Qu = Discharge flow, d allowed,see predevelompent fl 0.000 ds Assume Constant for all storm durations after to Qi= 240 d x in/hr x 1hd 3600 sec x 1ft/12in= 0.089 ds Assume Constant for all storm durations after tc Os= 240 sf x 8 In/hr x 1 hd 3600sec x 1ft/12in= 0A4 ds Assume Constant for all storm durations after tc SECONDARY RUNOFF EVENT FREQUENCY: 100 PRIMARY RUNOFF EVENT FREQUENCY: 50 Duration(Min) i(in.41r) Qd(ds) Vnet(d) Duration(Min i(in./hr) I Od ds) Vnet cry 10 2.5B 0.395 244.8 10 1 2.20 1 0.336 198.3 15 2.1 B 0.333 293.7 15 1.86 0.284 234.9 20 1.81 0.277 301.0 20 1.54 0.235 234.9 25 1.58 0.242 305.8 25 1.35 0.206 235A 30 1.51 0.231 341.3 30 1.29 0.197 260.4 35 1.25 0.191 286.7 35 1.07 0.164 209.5 40 1.15 0.176 278.6 40 0.98 0.150 195.4 45 1.07 0.164 269.4 45 0.91 0.139 181.2 50 1.00 0.153 256.4 50 OAS 0.130 164.6 55 0.96 0.147 255.1 55 0.82 0.125 160.8 60 0.96 0.147 278.3 60 0.82 0.125 175.4 120 0.54 0.083 0.0 120 0.46 0.070 0.0 240 0.40 0.061 0.0 240 0.34 0.052 0.0 360 0.25 0.038 0.0 360 0.21 0.032 0.0 720 0.16 0.024 0.0 1 720 1 0.14 0.021 0.0 1440 0.10 0.015 0.0 1 1440 1 0.09 0.014 0.0 SECONDARY CONVEYANCE FLOW RATE,Q100= 0.39 cfs(at To) PRIMARY CONVEYANCE FLOW RATE,Q50= 0.34 cfs(at To) REQUIRED STORAGE VOLUME (Add 25 %For Sediment)= 427 cf VOLUME OF SUBSURFACE STORAGE= 372 cf REQUIRED ABOVE SURFACE STORAGE VOLUME= 55 cf TIME OF INFILTRIATION INTO SUBSURFACE LAYER= 8370 sec TIME UNTIL NO VISIBLE WATER EXISTS AFTER PRIMARY STORM= 7847 sec= 2.18 him<48hrs O.K. TIME OF UNTIL NO VISIBLE WATER EXISTS AFTER SECONDARYSTORM= 8984 sec= 2.50 hrs<72hrs O.K. DEPTH FROM BOTTOM OF FACILITY TO GROUNDWATER= 3.00 It ok DEPTH FROM BOTTOM OF FACILITY TO BEDROCK= 30.00 It ok PAGE 1 y LEAVITT&ASSOCIATES ENGINEERS,INC. aoB: Mitera 1324 1st Street South JOBNUMBER: ISDO86.001 Nampa,Idaho 83651 1211112021 208/463-0333 nUE: 10 Pond&Trench Size Area 4-Private Roadway Total Required Storage Volume=427 cf Infiltration Pond 1 Total Pond Length=40 ft. Top of Water Area= 240 sf Total Pond Width =6 ft. Bottom of Pond Area= 0 sf Water Depth=1.00 ft. Side Slope= 4: 1 Freeboard= in. Pond Storage Volume= (Top of Pond Area+Bottom of Pond Area)12 x Water Depth = 120 cf SUBSURFACE STORAGE: Sand Window Storage 1 Sand Window Area=0 ftsq. Sand Window Depth=0.0 ft. Void =25% Sand Window Storage Volume= (Area x Depth x Void) cf Infiltration Trench 1 Freeboard=0.00 ft. Trench Width=6.ft. Perimeter=92 ft. Trench Length=40 ft. Area=240 ftsq. Gravel Depth=2.0 ft. Void of Gravel =40% Sand Depth=3.0 ft. Void of Sand=25% Not used for storage Trench Storage Volume= (EArea x Depth x Void) = 372 cf Total Above Surface Storage Volume= 120 cf Total Subsurface Storage Volume= 372 cf Total Storage Volume= 492 cf >Required Volume,Dimensions Good! Required Storage Volume= 427 cf Summary of Infiltration Areas Depth from Area(sf) Grade(ft) Notes Infiltration at Bottom of Pond N/A 0.0 Does not include area of sand window or trench Infiltration Area(Bottom of Sand) 240 11.5 Bottom of Trench Sand Window or Trench Area 240 10.0 PAGE S LEAVITT S ASSOCIATES ENGINEERS,INC. JOB: Milan`1324 1st Street South JOB NUMBER: SD086.001 Nampa,Idaho 83651 IDATE, 1211112021 2081463-0333 FILE: 1 0 STORM RUNOFF CALCULATIONS-RATIONAL METHOD POST-DEVELOPMENT FLOW Storm Runoff for Sol]Profile Test Pit# 1 Area 5 Depth(it) ClassMcati Infiltration Rate I 0 to 1.0 G7 0.25 Effective Area 1.0 3.0 B-1 1.00 0.225 acres 3.0 1 10.0 A-2b 18.00 Excavate to Free draining materia Design Runnoff Coefficient,C 0.53 6.0 Groundwater Time of Concentration,Tc >16 Bedrock/Impermeable Layer 10 min PondlTrench Summary I Area De ft I iNhr Ax I Infiltration at Pond Bottom 0 0.0 NA 0.00 Infiltration Area of Trench 180 9.5 8.0 1440.00 Sand Window or Trench Bottom 180 1 11.0 8.0 1440.00 E(Axl)= 2880.00 sf x iruhr Qu = Dischargeftow. Wallowed.see predevelcmperd 8 0.000 cis Assume Constant for all storm durations after to Qi= 180 sf x In/hr x lhr/3600 sec x iN12in= 0.067 CIS Assume Constant for all storn durations after to Os= 180 at x 8 in/hr x 1hd 3600sec x iN12in= 0.03 Cfs Assume Constant for all storm durations after tc SECONDARY RUNOFF EVENT FREQUENCY: 100 PRIMARY RUNOFF EVENT FREQUENCY: s0 Duration Min) t(InJhr) Od(c(s) Vnet Duration(Min I(In./hr) I Qd(ds) Vnet 10 2.58 0.306 191.5 10 2.20 0.261 155.5 15 2.18 0.258 230.3 15 1.86 0.220 184.8 20 1.81 0.215 236.9 20 1.54 0.183 185.6 25 1.58 0.187 241.5 25 1.35 0.160 186.9 30 1.51 0.179 269.9 30 1.29 0.153 207.2 35 1.25 0.148 228.5 35 1.07 0.127 168.E 40 1.15 0.136 223.1 40 0.98 0.116 158.6 45 1.07 0.127 216.8 45 0.91 0.108 148.5 50 1.00 0.119 207.7 50 0.85 0.101 136.5 55 0.96 0.114 207.6 55 0.82 0.097 134.5 60 0.96 0.114 226.4 60 0.82 0.097 146.7 120 0.54 0.064 0.0 120 0.46 0.055 0.0 240 0.40 0.047 0.0 240 0.34 0.040 0.0 360 0.25 0.030 0.0 360 El 0.025 0.0 720 0.16 0.019 0.0 720 0.14 0.017 0.0 1440 0.10 0.012 0.0 1440 0.09 0.011 0.0 SECONDARY CONVEYANCE FLOW RATE,0100= 0.31 cis(at Tc) PRIMARY CONVEYANCE FLOW RATE,Q50= 0.26 cis(at Tc) REQUIRED STORAGE VOLUME (Add 25 For Sediment)= 337 cf VOLUME OF SUBSURFACE STORAGE= 279 of REQUIRED ABOVE SURFACE STORAGE VOLUME= 58 cf TIME OF INFILTRIATION INTO SUBSURFACE LAYER= 8370 sec TIME UNTIL NO VISIBLE WATER EXISTS AFTER PRIMARY STORM= 8070 see= 2.24 hrs<48hrs O.K. TIME OF UNTIL NO VISIBLE WATER EXISTS AFTER SECONDARYSTORM= 9245 see= 2.57 hrs<72hrs O.K. DEPTH FROM BOTTOM OF FACILITY TO GROUNDWATER= 3.00 it ok DEPTH FROM BOTTOM OF FACILITY TO BEDROCK= 30.00 R ok PAGE 1 6 LEAVITT 8 ASSOCIATES ENGINEERS,INC. joe: Mitera 1324 1st Street South Joe NUMBER: SD086.001 Nampa, Idaho 83651 onrE: 211112021 208/463-0333 FILE: 10 Pond&Trench Size Area 5-Private Roadway Total Required Storage Volume=337 cf Infiltration Pond 1 Total Pond Length=30 ft. Top of Water Area= 180 sf Total Pond Width =6 ft. Bottom of Pond Area= 0 sf Water Depth=1.00 ft. Side Slope= 4: 1 Freeboard= in. Pond Storage Volume= (Top of Pond Area+Bottom of Pond Area)/2 x Water Depth = 90 cf SUBSURFACE STORAGE: Sand Window Storage 1 Sand Window Area=0 flsq. Sand Window Depth=0.0 ft. Void =25% Sand Window Storage Volume= (Area x Depth x Void) = cf Infiltration Trench 1 Freeboard=1.00 ft. Trench Width=6.ft. Perimeter=72 ft. Trench Length=30 ft. Area=180 ftsq. Gravel Depth=2.0 ft. Void of Gravel =40% Sand Depth=3.0 ft. Void of Sand=25% Not used for storage Trench Storage Volume= ( Area x Depth x Void) = 279 cf Total Above Surface Storage Volume= 90 cf Total Subsurface Storage Volume= 279 cf Total Storage Volume= 369 cf >Required Volume,Dimensions Good! Required Storage Volume= 337 cf Summary of Infiltration Areas Depth from Area(so Grade(ft) Notes Infiltration at Bottom of Pond N/A 0.0 Does not include area of sand window or trench Infiltration Area(Bottom of Sand) 180 11.5 Bottom of Trench Sand Window or Trench Area 180 10.0 PAGE 1 7 LEAMT 8 ASSOCIATES ENGINEERS,INC. ,oe: IMitera Mitem 1324 1st Street South �oenur+asa SD086.001 SD086.001 Nampa,Idaho 83651 oAT . 2/11/2021 2/11/2021 2081463-0333 Pipe SWna Pipe Flow Capacity Velocity,v=1.486/n'R' S'o n=Mannings coefficient for roughness=0.009 for PVC R=Hydraulic radius=Cross-sectional Area/Wetted Perimeter s=minimum slope Max.Flow=Qm.=Velocity'Area pipe sin (in) R(it) s(%n) V(8/sec) Q..cis 12 0.250 0.22 3.07 2.41 15 0.313 0.22 3.57 4.38 18 0.375 0.22 4.03 7.12 21 0.438 0.22 4.46 10.74 24 0.500 0.22 4.88 15.33 Summary of Pipe Flows Q50 %of a Allowable Pipe Are Pi n cfs now cis Size in 1 all 1.75 100% 1.75 12 2 all 1.93 100% 1.93 12 12 24 12 12 PAGE LEAVITT&ASSOCIATES ENGINEERS, INC. JOB: IMitera 1324 1 at Street South IJOB NUMBER:ISDO86.001 Nampa,Idaho 83651 IDATE, 2/11/2021 2081463-0333 FILE: 10 SAND&GREASE TRAP SAND & GREASE TRAP DESIGN Sand & Grease Trap Capacity Design Criterion OUTLET Maximum Throat Velocity,1:Vm 0.5 ft/s Baffle Spacing I L Average Residency Time, = 20 sec. 1 7- Equations Baffle Height Qalimm based on Velocity=Vmu*Ai Average Length Q.,.a based on Residency Time=Vollt Dimensions of Amcor Product Q allowed Baffle based Baf0e Throat Average Height Throat Area,Al based on on t Size allons Spacing in Width ft) Length ft (ft) (ft' Volume Vmax cis) (cfs) Q max cfs) 1000 20 4 4.26 3.92 6.67 66.80 3.33 3.34 3.33 1500 21 5.25 3.76 5 9.1875 98.70 4.59 4.94 4.59 Q50 S&G Trap %of Number of S&G Required Area# (cfs) Used(Y/N now Q Traps Required Size(gallons) 1 1.75 Y 100% 1.75 1 1000 2 1.93 Y 100% 1.93 1 1000 3 0.00 Y 100% 0.00 0 1500 4 0.00 Y 100% 0.00 0 1500 5 0.00 Y 100% 0.00 0 1500 6 0.00 Y 100% 0.00 0 1500 PAMI q LEAW"S ASSOCIATES ENGINEERS,INC. JOB: MBem 1324 tsl Street Souls JOBNUMBER: SD086.001 Nampa,Idaho 83651 DATE: L112D21 20814wOKK I FILE: 10.00 FLOW IN GUTTER REF: Izzard,C.F. "Tentative Results on Capacity of Curb Opening Inlets,"Research report no.1 d-B on surface Unit Conversion 0.560 Mannings Number,n= 0.016 Cross Slope,l/z= 0.020 Roadway Design: Type of Street Loral Street Min.Slope of Channel: 0.4% Road Width(TBC): 24 R Flow Summary.Primary Systems Design Criteria Number Clear lanes Required:0 Width of Clear lane Required: 0 ft Max Depth at Roadway Crown:2 in Matlmum Vebdy 5fps O50 %dMw L=(Dlx) DooffisaGetten DeplialCmwn Veboy Clear Lane Width Areas (ds) el Mmmum 0 (n) (in) tin) (fps) (h) 1 1.75 50% 0.88 9.15 1.95 ow 1.32 72 okay 2 1.0 50% 0.97 a4S 2.03 0A0 1.35 7.1 okay 3 0.67 100% O.6T Tab t.T2 0.00 1.24 9.2 okay 4 0.34 1001 0.34 5..0 1.37 D.OD 1.04 12.6 okay 6 0.25 100% 0m 5.12 124 0.00 0.98 137 okay Flow Summary-Secondary Systems Design CMana Max Depth at Ginter Flow line:12 in Max Depth at Roadway Crown:6 in Maximum Velooty 8fps 0100 %of.caw L=(Oh) DepthatGuffin DepdalCmwn Velooly A ilv We) atMwmum o (it) (in) IS) (fee) 1 2.05 5066 1.03 am 2.08 0.00 1.37 Okay 2 227 5056 1.13 eG 2.15 0.00 1.41 Okay 3 0.79 100% O.n 1.84 1.88 0.00 1.29 Okay 4 0.39 100% 0.39 am 1.45 0.00 1.W Okay 5 0.31 100% 0.31 s.d9 1.32 0.00 1.02 Okay PAGES O LGAYRF C A"OCGSED fiMOMEERF IMC. MB: MMa IRL to S0ee1. eER:SBMa.M1 Names.MaM .51 WTEµ }I11rM11 'll"63C333 FILE: aL0 6MTE INLET CAPAC" CRATE INLET CAPACITY BASED ON YIEIR FORMULA: Ow=3.3'P'(H)M.5 VALUES USED Give= CAPACRY.CFS Sea Babw P=PERIMETER OF GRATE.FEET 4.75 FT H•HEAD.FEET Sae Below GRATE INLET CAPACITY BASED ON ORIFICE FORMULA: Co-0.6'A'SQRT(2W VALUES USED GO=CAPACITY.CFS See Below A- FRFEOPENAREAOFGRATESQFT 2.05 SO." G= GRAVRY 32.20 FTISEC•3 H- HEAD.FEET So.Below Dee]On inlet..city lane tan the lower value farweir or arnica Row.eee Um VloRmm Oalow DepWofFlow Qw Co QDamian CHUcal Flow lot.(1)I.IeL Bimm!on Dollar Flow INCHES OFS CFS CFS 025 0.05 1.02 0.05 Maximum Conveyance Rate= 0.97 CFS 0.50 0.13 2.01 0.13 0.75 0.26 2.47 0.2e Dept)of Flow at Maximum- 2.03 Imam 1.00 0.38 2.95 0.38 1.25 0.53 3.19 0.53 1.50 0.0 3.0 0.69 1.75 0.87 3.TS 0.87 Aetual Onle Capacity at SpeeRMO Depth.0• 1.07 LFS 2.00 1.07 E.OT 1.02 2.26 1.27 4.27 1.27 2.50 1.49 4.51 1.49 2.75 1.T2 4.73 1.TL SAD 1.96 E.94 1.98 325 2.21 5.14 2.21 oTYPEN&LETOMTE 3.50 2A7 523 2.97 3.75 22/ B.52 274 4.00 3.02 5.70 3.02 e.25 3.30 5.87 3.30 4.50 3.60 6.06 3.60 4.75 SAID 6.21 3.90 5.00 422 0.37 e.22 _ 5.25 434 6.53 4.5a Grate Qpadty 5.50 4.85 6.0 4.86 5.75 520 6.83 5.20 •• 6.00 6.541 6.98 5.64 6.25 5.0 7.12 5.89 u 6.50 6.25 7.28 6.25 6.75 6.61 7.0 6.61 700 6.98 7.54 628 1 725 7.36 7.67 7.36 7.50 7.75 7.80 7.75 •_ ____ 7.75 8.14 7.93 7.93 a B.00 8.53 9.06 9.06 wWPENIRLETGRATE - - 8.25 a." 8.18 8.18 S.50 9.34 5.31 8.31 •- 8.75 9.76 BA3 8.43 B.00 10.18 8.55 8.55 - --'--- 9.25 10.61 8.67 8.67 9.50 11.0A 8.T8 an 0.75 41.,18 BSO 8.00 ° • • •mow• w 10AC 11.92 9.01 9.01 1025 1237 9.12 9.12 -.- 10.50 12.93 923 9.23 10.75 13.29 B.30 1.1 1L00 19J8 B.AS I 9.e5 Appendix I Stormtech SC-160LP Chamber Information FEBRUARY11,2021 StormTech SC-160LP Chamber Designed to meet the most stringent industry performance standards for superior structural integrity while providing designers with a cost-effective method to save valuable land and protect water resources.The StormTech system is designed primarily to be used under parking lots,thus maximizing land usage for commercial and municipal applications. StormTech chambers c�,I'. -iisn be used in conjunction wiih Green n(rasiructure,thus enhancing the performance and extending the service life of these practices. The SC-160LP chamber was developed for infiltration and detention in shallow cover applications • Only 14(350 mm)required from top of chamber to bottom of pavement •.� R • Only 12(300 mm)tall • Installs toe to toe—no additional spacing between rows StormTech SC-160LP(not to scale) Nominal Chamber Specifications ` Size(LxWxH) 85.4 x 25.0 x 110(2170 x 635 x 305 Tom) Chamber Storage 6.8513(0.19 ml Min.Installed Storage 15.0 fN(0.42 ITS) Weight 24.0 Its.(10.9 kg) 'Assumes 6(150 mm)stone above,4(100 mm)below and stone between chambers with 40%stone porosity —I 90.7'(2304 mm)ACTUAL LENGTH (— Shipping a•(200 mm)a s•(150 mm) I I 44" CUT MARKINGS 132 chambers/pallet_ _ (112 mm) —j (— ON SOLID END CAP 144 end capslpa0 ^ et 11.7 Q 297 7 O 12 pallets/truck 18.6• III IL� (472 Mn) 8" 85.4"(2169 mm) (200 mm) INSTALLED LENGTH 12.0' (305 mm) f1 25.0' —� (635mm) EMBOME STONESWLLLBEACIFNI.CRUSHEDMDMGUIPA G(W(UMWELLL EDWIU1 GREWTEMIK S.OS% STOVEWMAMN 01643DESIGNATMN BETWEENBMMID147 FINES,CO FP Wr(Mmm)MPXLIFTSTOM%PROCTOR CHAMBERS SW MEET THE REWIREMENTS FOR DENS SEETXE TABLE OF.CCEPTABLE FILL MATEfUAUS. OR%WASTM FUIB PoLYPROPIENE IPPICHAMBERS WFAT!MLYETNnENE(PE)CHAMBERS CNNABER331VLLBEBE DES IGNEDINMGORMkNCEWTIH FM7 STMIDMO WMCDCE MR STNU=R.LL DESIGN OF THEmA0RA571C MSGEOSYIHETCSSBIT NOW WOVEN CORRUGATED WKL STORMWATER COLLECTION CHAMBERS'. GEOTEMLEALLARWNDCLWLCRUSHEO, PAVIIAENT IAY WESIGNED ANGULPREMSE➢MEMSTONE BYSRECESIGNENGWEER) Sl IYiBlS .. /\ 0 MIN 1 p lMm) MIN' MIN' MP% JAVA- PERISB:TERBTWE � 1T W mmI EXCAVATIONWALL _ _ (CMSESLOPED CEPDI OF STORE TO BE DETETUINEO ON VERTICAL) BYSDED 113 EUMOS RPI1CUmmIMIX tYl]OB mm)MIN—.11 ]S I`IS(]W mm) WITH GEOGRIO B%1RIGG BROW NOBPACINCIEMBRED (635mm) T/P BROW BETWEENCIWM0ER8 SINGLE IAYER OF GE W flID BXI24GG TO BE INSTALLED SITE DESIGN RINGERISRESPREDBLEFOR BETWEEN NON WOVEN GEOTF%DLE PNO BASESTWE THE EN CRINGTHE FSL(REDBEAWNG CPPACItt OF SUBGR40E WILS 'MINIMUM COVER TO BOTTOM OF FL RE PAVEMENr.FOR UNPAVED INSTALiAnONS MERE RUTTING FROM VEHICLES MAY OCCUR INCREASE COVER TO M(510 mmT THE INSTALLED CHAMBER SYSTEM SHALL PROVIDE THE LOAD FACTORS SPECIFIED IN ME AASHTO LRRI BRIDGE DESIGN SPECIFICATIONS SECTION 12.12 FOR EARTH AND LIVE LOADS,Wm1 CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCES. 4 Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. • StormTech- SC-160LP Cumulative Storage Volumes per chamber Assumes 40%Stone Porosity.Calculations are Based Upon a 4 (100 mm)Stone Base Under Chambers. Amount of Stone Per Chamber Wi or- : _ 22(559) _ 685(0.194) ; 1498(0yr 424) StormTech SC-160LP 1.1(0.8) 1.2(0.9) 1.3(0.9) _ 211533) t 6.85(0.194) - 14.49(0.410) 20(506) _ Stan 6.85(0.194) 14.00(0.396) _ 19(483) Cover 6.85(0.194) 13.50(0.382) StormTech SC-160LP 952(0.7) 1,074(0.8) 1,197(0.8) _ 18(457) _ 6.850.194 13.01(0.368) Note:Assumes 6(150 mm)of stone above and only embedment stone _ 17(432) 6.85(0.194 12.51(0.354) between chambers. _ 16(406) 6.85 .194 12.02(0.340) 15(381) _ 6.80(0.193) 11.49(0.325) Volume Excavation Per Chamber yd'(m') 14(356) 6.67 .189 10.92(0.309) 13 330) 6.38(0.181) 0.25(0.290) 12(305) 5.94(0.168) 9.49(0.269) StonTech SC-160LP 1.4(1.1) 1.6(1.2) 1.8(1.3) 11(279) SAO(O.153) 8.67(0.246) 10(254) 4.78(0.135) 7.81(0.221) Note:Assumes no row separation and 14(350 mm)of cover.The volume of 9 9 4.10 0.11 6.91 0.196) excavation will vary as depth of cover increases. 8 20 3.36 .095 5.97 0.169 7 78) 2.58 0,073) 5.01(0.142) 6(15 1.75(0.050) 4.02(0.114 5 1 0.89 0.025 __ 3.00.0 4 10 0(0) _ 1.98 0.05 3 Stone OR _ 1.48 0.04 2(55 Foundation 0(0) 0.119(0.028) 1 25 0(0) 0.49(0.014) Note:Add 0.49 fN(0.014 mr)of storage for each additional inch(25 mm)of stone foundation. r r ..�t11 ii 1l i l k �J � � �� ■� �; � i l l l l l � � � � I l l 1 I 111 � I f /r is a i i �t a 1 Ati 4.0 Foundation for Chambers StormTech• 4.1 FOUNDATION REQUIREMENTS moisture.A geotechnical engineer's recommendations StormTech chamber systems and embedment stone may may include increasing the stone foundation,improving be installed in various native soil types.The subgrade the bearing capacity of the sub-grade soils through bearing capacity and chamber cover height determine compaction,replacement,or other remedial measures the required depth of clean,crushed,angular stone for including the use of geogrids.The use of a thermoplastic the chamber foundation.The chamber foundation is liner may also be considered for systems installed in the clean,crushed,angular stone placed between the subgrade soils that are highly affected by moisture.The subgrade soils and the feet of the chamber. project engineer is responsible for ensuring overall site settlement is within acceptable limits.A geotechnical As cover height increases(top of chamber to top of engineer should always review installation of StormTech finished grade)the chambers foundation requirements chambers on organic soils. increase.Foundation strength is the product of the subgrade soils bearing capacity and the depth of 4.3 CHAMBER SPACING OPTION clean,crushed,angular stone below the chamber foot. No spacing is required between the SC-160LP chambers. Table 1 for the SC-1601-P,Table 2 for the SC-740 and SC- StormTech requires a minimum of 6(150 mm)clear 310,Table 3 for the SC-310-3,and Table 4 forthe DC- spacing between the feet of chambers rows for the 780 specify the required minimum foundation depth for SC-310,SC-740 and DC-780 chambers.However, varying cover heights and subgrade bearing capacities. increasing the spacing between chamber rows may For additional guidance on foundation stone design allow the application of StormTech chambers with either please see our Technical Note 6.22-StormTech Subgrade less foundation stone or with weaker subgrade soils. Performance. This may be a good option where a vertical restriction 4.2 WEAKER SOILS on site prevents the use of a deeper foundation.Contact StormTech's Technical Service Department for more For sub-grade soils with allowable bearing capacity less information on this option.In all cases,StormTech than 2000 pounds per square foot[(2.0 ksf)(96 kPa)], recommends consulting a geotechnical engineer for a geotechnical engineer should evaluate the specific subgrade soils with a bearing capacity less than 2.0 ksf conditions.These soils are often highly variable,may (96 kPa). contain organic materials and could be more sensitive to TABLE 1 -SC-160LP Bearing Capacity Table (Assumes no spacing) Minimum Required Foundation Depth in Inches(mm) 1.0 3 3 6 6 6 6 6 6 6 6 9 9 9 9 9 12 12 $3131 0.31 5 75 150 150 150 150 150 150 150 150 0 3D 2" 230 OD 300 12 3 3 3 6 6 6 6 6 6 6 fi 9 9 9 9 9 12 A 5 150 150 50 150 50 150 150 150 0 230 230 0 230 1S 3 3 3 3 3 6 6 6 6 6 6 6 9 9 9 9 9 A 5 5 5 1 150 150 150 150 50 230 230 0 30 02.0 3 3 3 3 3 3 3 3 3 3 3 6 6 6 6 6 6 0.61 5 5 150 1 1 1 1 502S 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 6 6 0. 5 5 5 5 5 5 5 150 15 3.0 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 091 5 5 33b69 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 6 197t01 5 5 5 150 65 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 6 6 5 5 150 150 7.0 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 6 6 1 5 5 75 150 150 7,5 3 1 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 6 6 6 5 5 5 5 150 150 150 &0 3 3 3 3 3 3E33 3 3 3 3 3 3 3 6 6 6 6 44 5 5 5 15D 15 150 506.5 3 3 3 3 3 3 3 3 3 3 3 3 6 6 6 6 6 5 5 50 150 15 150 15099 3 3 3 3 3 333 3 3 3 6 6 6 6 6 9 74 555 5 7 150 150 50 150 150 2309S 3 3 3 3 3 3 3 3 3 3 3 fi 6 6695 5 150 150 50 150 3010.0 3 3 3 3 3 3 3 3 3 3 6 6 fi 6 9 9 9 75 5 5 150 150 150 150 30 0 NOTE:The design enyinzer,s solely responsible for assessing the bearing resistance fallmvable ice subgrade sods and determining the depth of foundation stone.Subgrade bearing resistance should be assessed with consideration for the range of soil moisture conditions expected under a storrnwater system. Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. 17