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Jump Creek 6 Submittal Set 20220311 (2) V1(` E- K I E- D A I 1. All construction work shall be done in accordance with the current version of the Idaho Standards for Public Works Construction (ISPWC), the City of Meridian Supplemental Specifications to the ISPWC (and any addendums), Meridian Design Standards, the requirements of the Ada County Highway District (ACHD), and/or the requirements of the Idaho Transportation Department (ITD). The more stringent of any of these standards shall be the controlling standards or specifications. 2. The Contractor shall have a copy of the latest City of Meridian Standard Specifications and Drawings on site or readily accessible at all times during construction (available on the website). Failure to have access to a current copy of the Standard Specifications on site could be grounds for a stop work order until the situation is resolved. 3. The Contractor shall have plans stamped 'Approved for Construction" by the City of Meridian on site at all times. 4. All Contractors, Subcontractors, and Utility Contractors shall attend a pre -construction conference prior to start of work. 5. Contractors shall notify the appropriate agency when materials are on site or inspection of the work is required. No work may begin on any project without Twenty Four (24) hour prior notice. 6. Contactor shall notify the Public Works Inspector 48 hours prior to the required testing. The Contractor may not open or close water valves. 7. All material furnished on, or for the project must meet the minimum requirements of the approving agencies. At the request of the approving agency or the Design Engineer, Contractors shall furnish proof that all materials installed on this project meet the specification requirements set forth in General Construction Note No. 1. 8. Work subject to approval by any governmental agency must be approved prior to (A) backfilling trenches for pipe; (B) placing of aggregate base; (C) placing of concrete; (D) placing of asphalt paving. . 9 9. Inspection, approval and final acceptance of all water and sewer construction shall be b the P � PP P Y Public Works Department, and their decision shall be final. Such inspections shall not relieve the contractor from the responsibility of performing the work in an acceptable manner in accordance P Y P 9 P with the DEQ/QLPE approved construction plans. 10. Any deviation from the approved plans and specifications must have the applicable agency approval in writing prior to construction. 11. Prior to beginning installation of street lights, the electrical contractor shall obtain an Electrical 9 9 9 Permit from the Building Division of the Meridian Public Works Department. Any deviation in street light locations from the approved plans must be approved in writing from the City Engineer. 12. All lot, block street, right-of-way and easement dimensions shall be taken from the final plat of: JUMP CREEK SUBDIVISION NO. 6 13. The Contractor shall maintain all existing drainage facilities within the construction area until the drainage improvements are in place and functioning. 14. All Contractors working within the project boundaries are responsible for compliance with all applicable safety laws of an jurisdictional body. The Contractor shall be responsible for all PP Y Y 1 Y P barricades, safety devices and control of traffic within and around the construction area. 15. The locations of existing underground utilities are shown in an approximate way only. The Contractor shall determine the exact location of all existing utilities before commencing work. The Contractor assumes all responsibility for any and all damages caused by his failure to exactly locate and preserve any and all underground utilities. Digline # 1-800-342-1585. 16. All Contractors working within the public road right-of-way are required to secure a right-of-way construction permit from ACHD at least forty-eight (48) hours prior to any construction. 17. Locate subsurface stormwater disposal facilities (including infiltration beds and drywells) at least 25 feet from water mains. This requirement does not apply to catch basins or sand and grease vaults. 18. The Contractor(s) shall remove all obstructions, both above and below ground, as required for the construction of the proposed improvements. This shall include clearing and grubbing which consists of clearing the ground surface of all trees, stumps, brush, undergrowth, hedges, heavy growth of grass or weeds, fences, structures, debris, rubbish, and such material which, in the opinion of the Engineer, is unsuitable for the foundation of pavements. All material not suitable for future use on site shall be disposed of off site. 19. Survey control points which are critical to the construction of the project are located within the limits of work. The Contractor shall take precaution to protect the points in place. 20. All costs of retesting for previously failed tests shall be back charged to the Contractor by the Owner. All costs to the Contractor incurred in correcting deficient work shall be to the Contractors account. Failure to correct such work will be cause for a stop work order and possible termination. 21. The Contractor is to field verify all existing curb & gutter, storm drain, channel crossings, and sewer elevations or inverts prior to construction. When discrepancies occur between plans and specifications, the Contractor shall immediately notify the Engineer. Untimely notification shall negate any Contractors claim for additional compensation. 22. Each Contractor shall be responsible for acquiring any necessary NPDES Permits, filing any NOI's, and preparing a Polution Prevention Plan PPP in accordance with the Environmental Protection P P 9 (PPP) Agency. Contact the EPA at 208-378-5746 for the required information. 23. The pipe Contractor shall replace all pavement and concrete removed for the installation of water, sewer, or irrigation pipe. All pavement shall be replaced within seven calendar days from the time the pavement and/or concrete is removed. Concrete and pavement shall be replaced per ISPWC Standards. 24. The Contractor shall field verify all existing curb and gutter, storm drain, channel crossings and all storm drain and sewer elevations or inverts prior to construction and notify the engineer when elevations or inverts do not match plans. ROADWAY 1. All contractors working within the public road right-of-way are required to secure a right-of-way construction permit from ACHD or ITD at least forty-eight (48) hours prior to any construction. 2. ACHD or ITD will inspect all work within the public rights -of -way to include utility trenches above the pipe zone. Contact ACHD Inspection Services at 387-6284. 3. Meridian Public Works will inspect storm drainage improvements serving private roads and parking lot improvements outside the public right-of-way. 4. All construction in the public right-of-way shall conform to the current edition of the ISPWC and the ACHD Supplemental Specifications. No exception to District Policy, Standards, and the ISPWC will be allowed unless specifically and previously approved in writing by the District. 5. Set the tops of all valve boxes and sewer manholes flush with the slope of the finished street grades. The roadway contractor shall install and adjust all spacers, grade rings, manhole rings and lids. 6. Place all water valves, blow -offs and manholes so that they do not conflict with any concrete curb and gutter, valley gutter or sidewalk improvements. 7. Existing A.C. pavement shall be cut to a neat straight line (2' minimum cutback) parallel or perpendicular to the street centerline and the exposed edge shall be tacked with emulsion prior to paving. Actual field conditions during trenching may require additional pavement repair beyond the limits shown on the plans. Refer to conditions listed in the ACHD Policy Manual. 8. All water meters are to be located outside of the public right-of-way. All fire hydrants are to be located within the road right-of-way. There must be at least a one (1) foot separation between the back of sidewalk (or curb if no sidewalk) and the leading edge of any fire hydrant. 9. Over excavation and additional granular backfill may be required in high groundwater areas which are to be determined by the field inspector. 10. All materials placed as fill or backfill shall be placed and compacted in accordance with Section 306 of the current edition of ACHD Supplemental Specifications. 11. Roadway construction will meet specific details and requirements of the following Idaho Standards for Public Works Construction Standard Drawings (Current Edition): 1. Street Section, ACHD SD-801 and sections as shown on Street Details Sheet 2. Asphalt repair for street cuts: SD-301, ACHD SD-303, ACHD SD-806. 3. 4.0' Concrete Valley Gutter, ACHD SD-708 4. Rolled Curb and Gutter, ACHD SD-702 5. Pedestrian Ramp for Handicapped, SD-712C, SD 712G 6. Detectable Warning Truncated Domes Cast into concrete (adhesive mats not allowed) and colored Traffic Yellow, SD-712 7. Sidewalks, ACHD Supplemental Drawing SD-709 8. Not Utilized 9. Standard Drop Inlet Type IV w/ 12" Sump, ACHD Supplemental SD-604A 12. For subdivision sign installation; outside installers must be bonded with ACHD and obtain a no -charge right-of-way permit. 13. Prior to placement of any pavement markings contact ACHD Inspection for verification of compliance with policy and existing pavement markings. 1. Construction of the sewer system shall conform to the standards in the Wastewater Rules (IDAPA 58.1.16) as well as the standards and specifications referred to in General Construction Note No. 1. 2. The horizontal separation of potable water mains and non -potable water mains (sanitary sewer, storm drain, and irrigation) shall be a minimum of ten (10) feet. Where it is necessary for a potable water main and non -potable water main to cross with less than eighteen (18) inches of vertical separation, the crossing shall be constructed in accordance with Section 542.07 of the Idaho Rules for Public Drinking Water Systems (IDAPA 58.01.08) and Section 430.02 of the Wastewater Rules (IDAPA 58.01.16). 3. The horizontal separation of non -potable services and potable water services or potable water mains shall be a minimum of six 6 feet. Where it is necessary for potable water main and () Y non -potable water main to cross with less than eighteen (18) inches of vertical separation, the crossing shall be constructed in accordance with Section 542.07 of the Idaho Rules for Public Drinking Water Systems (IDAPA 58.01.08) and Section 430.02 of the Wastewater Rules (IDAPA 58.01.16). 4. Place sewer service lines in a six (6) inch diameter water class pipe sleeve wherever the service line crosses a storm water treatment facility (i.e., seepage beds, drainage swales). WATER 1. Construction of the water system shall conform to the standards in the 'Idaho Rules for Public DrinkingWater Systems IDAPA 58.01.08 " as well as the standards and specifications Ys ( ) P referred to in General Construction Note No. 1. 2. The horizontal separation of potable water mains and non -potable water mains (sanitary sewer, storm drain, and irrigation) shall be a minimum of ten (10) feet. Where it is necessary for a potable water main and non -potable water main to cross with less than eighteen (18) inches of vertical separation, the crossing shall be constructed in accordance with Section 542.07 of the Idaho Rules for Public DrinkingWater Systems IDAPA 58.01.08 and Section 430.02 of the Ys ( ) Wastewater Rules (IDAPA 58.01.16). 3. The horizontal separation of non -potable services and potable water services or potable water mains shall be a minimum of six 6 feet. Where it is necessary for potable water main and () Y non -potable water main to cross with less than eighteen (18) inches of vertical separation, the crossing shall be constructed in accordance with Section 542.07 of the Idaho Rules for Public Drinking Water Systems (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 sleeve wherever the service line crosses a storm water treatment facility (i.e. seepage beds, drainage swales). 5. The Contractor shall be responsible for providing continuous water service to all existing water users affected by construction. If water service must be interrupted, the contractor shall coordinate with the Public Works Inspector. PRESSURIZED IRRIGATION 1. The pressurized irrigation system must be built to the standards of the irrigation district in which it is being constructed. 2. Install a reduced pressure backflow preventer in any connection between the potable water system and the pressure irrigation system. The device must be approved by the Idaho Department of Environmental Quality (DEQ) and the City of Meridian Water Department. 3. Install all crossings of the Public Rights -of -Way, private roadways and travelways with pressure irrigation at a maximum depth of two -and one-half (2-1/2) feet and in an AWWA C-900 pipe sleeve with locator wire. The Public Works Department and ACHD shall inspect all crossings prior to backfilling. 4. The horizontal separation of potable water mains and non -potable water mains (sanitary sewer, storm drain, and irrigation) shall be a minimum of ten (10) feet. Where it is necessary for a potable water main and non -potable water main to cross with less than eighteen (18) inches of vertical separation, the crossing shall be constructed in accordance with Section 542.07 of the Idaho Rules for Public Drinking Water Systems (IDAPA 58.01.08) and Section 430.02 of the Wastewater Rules (IDAPA 58.01.16). 5. The horizontal separation of non -potable services and potable water services or potable water mains shall be a minimum of six 6 feet. Where it is necessary for o potable water main and () Y non -potable water main to cross with less than eighteen (18) inches of vertical separation, the crossing shall be constructed in accordance with Section 542.07 of the Idaho Rules for Public Drinking Water Systems (IDAPA 58.01.08) and Section 430.02 of the Wastewater Rules (IDAPA 58.01.16). 6. Install finder tape with all irrigation mains. Tape shall be two (2) inches wide, metallic red in color, with the words DANGER -UNSAFE WATER or NON -POTABLE WATER clearly marked along its length. Place the tape between six (6) inches below the surface and eighteen (18) inches above the top of the pipe. 7. Label all irrigation risers and faucets with durable togs carrying the warning 9 9 N 9 9 WATER or NON -POTABLE WATER. 6. Label all valve boxes and vaults with durable tags carrying the warning DANGER -UNSAFE WATER or NON -POTABLE WATER, and locate them a minimum of ten (10) feet outside of the Public Right -of -Way, private roadways and travelways. 8. Install a reduced pressure backflow reventer in an connection between the potable water P P Y system and the pressure irrigation system. The device must be approved by the Idaho Department of Environmental Quality (DEQ) and the City of Meridian Water Department. 9. The Engineer or Record shall inspect all pressurized irrigation unless a properly executed agreement for inspection and maintenance is in effect with the applicable Irrigation District. Forty-eight (48) hours advance notice is required. 10. Pressure irrigation mains must be along rear lot lines. Where pressure irrigation mains traverse a side lot line in order to cross a street, the domestic water service and pressure irrigation mains must be on opposite sides of a lot. 9 11. Pressure test the irrigation system to one hundred -fifty (150) pounds per square inch (psi) with allowable loss in accordance with Section 3.1 (c) of the Standard Specifications. DEVELOPER ENGINEER TRILOGY DEVELOPMENT BAILEY ENGINEERING, INC. SHAWN BROWNLEE 1119 E. STATE ST., SUITE 210 9839 W CABLE CAR ST, SUITE 101 EAGLE, ID 83616 BOISE, ID 83709 (208) 938-0013 (208) 895-8858 DBAILEY@BAILEYENGINEERS.COM SHAWN@TRI LOGYI DAHO.COM iow APPROVED FOR CONSTRUCTION These plans and/or specifications have been reviewed for compliance with Meridian City Standards and Specifications. This review does not relieve the owner, engineer, or contractor of the responsibility to design and/or construct those facilities in compliance with all current applicable federal, state and local laws, rules, regulations, ordinances, development agreements, specifications, orders or approvals, all of which the City retains the right to enforce. Inconsistencies not noted by City staff shall not be construed as approved unless specifically addressed in writing by the City. Any proposed revision to these plans must be submitted for review and compliance with the Meridian City Standards and Specifications before said revision is constructed. Name Date GENERAL LEGEND So -•-W-•- PI STATION ELEVATION 0 EXISTING SEWER LINE EXISTING WATER LINE NEW STORM DRAIN NEW WATER LINE NEW SEWER LINE NEW PRESSURE IRRIGATION LINE W/SERVICE EXISTING FENCE EXISTING EDGE OF PAVEMENT NEW EDGE OF PAVEMENT SAW CUT LINE BOUNDARY LINE ROADWAY CENTER LINE ROADWAY RIGHT-OF-WAY EASEMENT BOUNDARY LOT LINE EXISTING CONTOUR FINAL GRADE CONTOUR ELEVATION ® STATION POINT (TOP BACK OF ROLLED CURB UNLESS OTHERWISE NOTED) TVC = TOP BACK VERTICAL CURB TRC = TOP BACK ROLLED CURB TRLC = TOP REVERSE LIP CURB PC = POINT OF CURVATURE PT = POINT OF TANGENCY FL = GUTTER FLOW LINE GB = GRADE BREAK GC = GRADE CHANGE El = END INVERT SEWER SERVICE SANITARY SEWER MANHOLE EXISTING SANITARY SEWER MANHOLE 4" SEWER SERVICE LINE TYPICAL DOUBLE WATER SERVICE ID PROPOSED FIRE HYDRANT EXISTING FIRE HYDRANT OLOT NUMBER I® CATCH BASIN - ISPWC PER PLANS _ DIRECTION OF DRAINAGE FLOW Cam* STREET LIGHT EXISTING DECIDUOUS TREE (CALIPER) EXISTING POWER LINE & POLE DEVELOPMENT PLANS FOR JUMP CREEK SUBDIVISION NO. 6 A PORTION OF THE SE 1/4 OF THE SE 1/4 OF SECTION 28, TOWNSHIP 4 NORTH, RANGE 1 WEST, BOISE MERIDIAN MERIDIAN, ADA COUNTY, IDAHO 2022 MEN 1 ■ ■■■ �•••� �� ■NO. 2_ MIME _ ■■VICENZA ■ ■ . ■.'�I _ PROJECTSITE • r ..�,�j 0 j j �� CAF • j/ •BLACK ��II■■ I ■■■■J1J�� SHEET 4.1 - WILLOWSIDE SHEET 5.1 - SEWER LINE A SHEET 4.2 - LEIGHTON SHEET 5.2 - SEWER LINE A EX. SSCO Di SHEET 4.3 - JUMP CREEK SHEET 5.3 - SEWER LINE B SHEET 4.4 - ELMSTONE SHEET 5.4 - SEWER LINE C 02 m SHEET 4.5 SHEET 4.6 - MCMILLAN - MCMILLAN EX. SSMH ES rEX. SSMH El o SSMH Al SHEET 4.7 - STREET DETAILS - ~- SHEET 4.8 - DRAINAGE DETAILS ® IF EX. SSCO H1 o ---- --- ,` 0 -------- 19 -- • to 18 19 O 0 21 ® O 6BLOCK © © 4 31 ® o © I i @mi SSMH A2 -----_ JUMP CREEK SSMH Bi- SSMH Cluj i 0 IN o I O to to I SSMH �x I SMH C2 C3 SSMH A3 �.---------•------.-.-.� RIVA SSMH A4 CAPRI SSMH A5 o - Q �-�, RIVA CAPRI - BLOCK 20 MCMILLAN MCMILLAN STREET & SEWER INDEX 1 "=150' fthk IDF� IAN Puhlic 1DAMO K ,,k, n,•par, onlgn A Cen"utl Sup,km U s„cdmd ` 0 0 O BLOCK 21 VICINITY MAP NAVD 1988 DATUM 1 " = 600' PLAN SHEET INDEX SHEET DESCRIPTION 1.0 - COVER SHEET, INDEX, VICINITY MAP & NOTES 2.1-2.2 - FINAL PLAT 3.1 - EXISTING SITE/DEMO PLAN 3.2 - MASTER UTILITY PLAN 3.3 - SITE GRADING PLAN 3.4 - GRADING DETAILS 4.1-4.6 - STREET PLAN & PROFILE 4.7_ 4.8 STREET & DRAINAGE DETAILS _ 5.1 5.4 WATER & SEWER PLAN & PROFILE 6.1 - PRESSURE IRRIGATION PLAN 6.2 - STREET LIGHTING PLAN THE ENGINEER OF RECORD CERTIFIES THAT THE PLANS ARE PREPARED IN SUBSTANTIAL CONFORMANCE WITH THE ACHD POLICY MANUAL AND STANDARDS IN EFFECT AT THE TIME OF PREPARATION. THE ENGINEER ACKNOWLEDGES THAT ACHD ASSUMES NO LIABILITY FOR ERROR OR DEFICIENCIES IN THE DESIGN. ALL VARIANCES FROM ACHD POLICY SHALL BE APPROVED IN WRITING. THE FOLLOWING VARIANCES, LISTED BY DATE AND SHORT DESCRIPTION, WERE APPROVED FOR THE PROJECT: - NONE. Plans Are Accepted For Public Street Construction C� W Cas am" � a m _Nv Z Z Z 3 Z 3 g a_ Z o W W Z G7 � W Q� �o J �- � w J V �w 5g\ONAL FNc i �oQ �\sTFR�otia` 2 03/11/2022 �.�82 'F�TF OFC� t S. CRP CHECKED BY: DAVID A. BAILEY P.E. O Z M F W II Z /�0 VI �y� W D V) Y W W I U I 12 D SHEET too S83'43'26"E S89'22'25"E 48.00' 105.40' o o S06'16'34"W 2 28.55' JUMP CREEK O C1 SUBDDIVISION NO. 5 BOOK PAGE 1 O 3 S00'36'46"W 1"91.00' 1 N 4 1 S89"16'45"E 0 664.58' _ _ _ 1Q 5 LOCK 19 18 19 20 21 22 23 24 2 26 27 JUMP CREEK SUBDDIVISION NO. 1 BOOK 110 PAGES 15795-15799 S86'19'57"E 30.05' 28 1 29 1 30 S89'28'52"E _ 150.00__� r o 4 I I 6 ¢ al 1 w a 5 I p I W. APGAR ST. Z U 3 u I O to. r3 MCI Z 0 t0 1 Z 1 I 1 17 1 I 1/4 S.28 S.27 BRASS CAP CP&F #2015-079246 I I I N 601DbD Ld M �_ z 7 UNPLATTED I 8 1 I 9 W. RIVA CAPRI ST. W. RIVA CAPRIPT 7 10 1 1 I7 1 1 BLOCK 20 •------------------------------------ N00"37'35"E S89'20'19"W N89'16'45"W N00'43'15"E- - - 1 /16 .28 37_00' 497.54' _ _ _ _ W. MCMILLAN RD. 496.74' 49.00' o--- --- _ S.33 UNREADABLE 13 12 11 10 9 8 6 5 4 3 2 BLOCK 21 1 14 BLOCK 21 15 16 17 18 19 20 7 21 22 23 24 25 S00'33'57"W '1-93.16' I d I I 3 M M I:0-CV O ^ N POINT OF BEGINNING i S.28 S.27 N89°16'45"W 323.61' S.33 S.34 BRASS CAP CP&F #2015-079245 PLAT SHOWING JV.1.IP CREEK S IBDIVISION NO. 6 LOCATED IN THE SE 1 /4 OF THE SE 1 /4 OF SECTION 28, T.4N., RAW., BOISE MERIDIAN, CITY OF MERIDIAN, ADA COUNTY, IDAHO 2022 NOTES: 1. A ten (10) foot wide Pressure Irrigation Easement in favor of the Jump Creek Homeowner's Association and a Permanent Public Utilities and Property Drainage Easement is hereby designated along all lot lines common to a Public Right -of -Way and along all rear lot lines. A five (5) foot wide Public Utilities and Property Drainage Easement is hereby designated along each side of interior lot lines unless otherwise shown. 2. Portions of Lot 18, Block 19, Lot 7, Block 20 and Lot 14, Block 21 are servient to and contain the ACHD Storm Water Drainage System. These lots are encumbered by that certain Master Perpetual Storm Water Drainage Easement recorded on May 8, 2009 as Instrument No. 109053259 and First Amended Master Perpetual Storm Water Drainage Easement recorded on November 10, 2015, as Instrument No. 2015-103256, Official Records of Ada County, and incorporated herein by this reference as if set forth in full (the "Master Easement"). The Master Easement and the Storm Water Drainage System are dedicated to ACHD pursuant to Section 40-2302 Idaho Code. The Master Easement is for the Operation and Maintenance of the Storm Water Drainage System. 3. Any Re -Subdivision of this Plat shall be in compliance with the most recently approved Subdivision Standards of the City of Meridian. 4. This development recognizes Idaho Code Section 22-4503, right to farm act, which states: "No agricultural operation, agricultural facility or expansion thereof shall be or become a nuisance, private or public, by any changed conditions in or about the surrounding nonagricultural activities after it has been in operation for more than one (1) year, when the operation, facility or expansion was not a nuisance at the time it began or was constructed. The provisions of this section shall not apply when a nuisance results from the improper or negligent operation of an agricultural operation, agricultural facility or expansion thereof." 5. Maintenance of any Irrigation or Drainage pipe or Ditch crossing a lot is the responsibility of the lot owner unless such responsibility is assumed by an Irrigation/Drainage District. Irrigation water has been provided by Settlers Irrigation District in compliance with Idaho Code Section 31-3805(1)(b). Lots within the subdivision will be entitled to Irrigation Water Rights, and will be Obligated for Assessments from Settlers Irrigation District. 6. The bottom elevation of all structural footings shall be set a minimum of 12-inches above the highest established normal Ground Water Elevation. 7. Lots 18, 25, and 31, Block 19, Lots 7, 8, and 9, Block 20, and Lots 1, 7, and 14, Block 21 are common lots which shall be owned and maintained by the Jump Creek Homeowner's Association. All common lots are subject to a blanket public utility, drainage and irrigation easement. 8. ACHD License Agreement - See Inst. 9. Creason Lateral Easement - See Inst. 10. Direct Lot or parcel access to W McMillan Road is prohibited. 11. City of Meridian Water & Sewer Easement - See Inst. _____________ LEGEND ------- SUBDIVISION BOUNDARY - - - SECTION LINE Line Table Curve # C1 C2 Radius 276.00' 300.00' Curve Table Length Chord Bearing 27.28' 27.27' S03'26'40"W 29.65' 29.64' S03'26'40"W Delta 539'48" 539'48" - - - - ------------- 6 r -----� - - EASEMENT LINE (SEE NOTE 1) EXISTING EASEMENT LINE (AS NOTED) STREET CENTERLINELOT LINE EXISTING PARCEL LINE LOT NUMBER ACHD STORM DRAIN EASEMENT SEE NOTE 2 Line # Direction Length Li S06'16'34"W 28.55' L2 S06'16'34"W 28.55' L3 S44'16'45"E 19.91' L4 N45'43'15"E 19.91' L5 S18'26'17"W 4.86' L6 N72'53'43"E 4.86' C3 C4 324.00' 324.00' 32.03' 21.64' 32.01' 21.64' S03'26'40"W SO4'21'46"W 539'48" 3'49'36" • SET 1/2" x 24" IRON PIN WITH PLASTIC CAP, PLS 7729 FOUND BRASS OR ALUMINUM L7 S45'31'08"W 19.91' L8 S44'16'45"E 19.92' C5 C7 324.00' 50.00' 10.39' 78.45' 10.39' 70.64' S01'31'52"W S44'20'00"E 1*50'12" 89'53'31 CAP MONUMENT AS NOTED FOUND 5/8" IRON PIN WITH PLASTIC CAP PLS 7729 L9 N45'43'15"E 19.91' L10 S89'16'45"E 24.00' C8 26.00' 40.79' 36.73' N44'20'00"W 89*53'31" Q UNLESS NOTED OTHERWISE SET 5/8" x 24" IRON PIN WITH PLASTIC CAP, PLS 7729 L11 S00'31'08"W 19.00' L12 S00'31'08"W 24.00' C9 50.50' 30.25' 29.80' N61'29'08"W 34'19'13" L13 N00'31'08"E 43.00' ONNL LAIVp o�ca5� ENS 7729 0- G p�9TF O F Epp' �kQ `cGRYG.GPR.... 100 0 50 100 200 GREGORY G CARTER, PLS 7729 UVEY SCALE IN FEET I9955 W. E ERALDOST 1 " = 100, BOISE, ID 83704 SHEET 1 OF 4 TOTAL # LOTS: 74 C� �o p e = p - a m CJ CZ w 'wi♦ Z_ 3 W Z 3 Z = a Zw W W w Zw •-Cc Z W ¢o J � - � w� P.E. a toR x o- r (.0 j Q 0 Z Z Z 0 V) � Z W 0 m 0 J Q Y w w W 0 U (9 0 e a � J SHEET 2.1 C� �o p E = p - a m CJ w 'wi♦ Z_ W 3 Z 3 . Al Z C ag z JUrMP CREEK T T SUBDIVISION N 0. 0 W S89'22'25"E 105.40' S83'43'26"E 48.00' Zw� W a o J � - �_ m ° -- --------1 °4.00° 4.00 o S06'16'34"W C� w Io1 I 28.55' 101 2 J 10I 1 µ • ° __-N89'22'25"W---10 U U I • ° S00'36'46"W I01 O 91.00' ul)IA- iM 1 101.03------ Q 50.11' ---N89'22'25"W--- w ----- i v loi 10 p io I0 S86'19'57"E O i0 . 0 30.05' ----101.04'---- L S89'16'45"E 664.58' S89'28'52"E CHECKED BY: • 101 l01 a 10 10 W -- -- 2' 1 56.00' Z r-------� i ---- r-------� --- r-------i -- 56.00' r------ ---- S4.00' -- ---- ---- --- 54.00' 54.00' 54.00' S4.00' r------r r------r r------- r-------1 r-------1 ---___ __ 150.00, S4.00' 54.00' 53.10, O 4.00 ° 4.00 - ° r------7 r------- 1.00' A. JD/ DDRAWN BYDAVID : O vpii 5 i0 a 1 N a 3 3 3 3 20.00' 25 O 3 3 3 3 BLOCK! 3%9 3 3 3 w 31 m I�----101.00` of io1 `----101.05'----J1 n o n o 01 0 18 19 O 4 20 0 4 21 0 a 22 0 o to 0 `° o 4 h 23 7 24 o 4 M 26 4 'n 27 in 0 0 m o m 28 o 29 o ' of 4 10l O �I u l 1 Ir-N89'22'25"W--- z 0 rn o rn o a' 0 4' o rn 0 o' v o, ? rn pL__-___J a q q 30 _o v n O n ---S89'28'52"E--- • I p N (0/1 N 1 0 rn O N 0 O 0 0 o 1 0LJ 0L____J' O 0 o 0 0 rn z ____.101.00'.____ I01 OI O u)1 Ip L____-_ J L_ J L_-___-_J 1 N N N N o___20.00� 0 N N Z I �1 1 1 n 01 1 l !� 31.20' 1 56.00' _ ______ 56.00' 56.00' L___-__-I 54.00' 54.00' 54.00 L LJ L__ 16_SSJ j01 0 0 O (NJ Z --101.06'-----, Oil 0 54.00' 54.00 54.00 54.00 53.48 0 �I oI N89'22'25"W o - v N • - - N89'16'45"W 6677* N89'16'45"W 743.7T 0 N - S89'28'S2"E -- 1 I W < _ W. APGAR ST. 1 w 0 N89'16'45"W 667.37' a 41 0i OiOI o M I n l 56.00' 0 31.06 56.00' 56.00' 54.00' 54.00' 54.00' 54.00' 54.00' 54.00' 54.00' 53.6_4' !d > 0I 6 J1o1 I� Q 1 m 1101 M a = m d n 3------0 z 1 o 3------0 1 r------ 1 1697R u°i 9- J l 1 W N 3------o------o------------ 1 Ir------ W Z `---569'28'S2"E---� 3 M = w 0 N a n O 11 x 1N ___10. ;.1 x1 M xl 0 M xf O M n------: 3 320.00' ? x1 O O O O 0 M M o xr------ 1 3 o x1r-- 3 3 _ 0 t2 0 0 � O 0 O F M ____101.00 ____ N M p ' 1 1 O _ W N FQO 04 N ^1 �� o0 13 �oo� 12 _ �00� 11 �0 10 M M M M �o O �o $O o'0oob0 O o0 O M �0 IM 4O ooa S:t oo �I O 101 Mi W o"1 6 7 oIb N N N� 0 M I 0 Q N O to N N N N 1 N N N f 0/1f0/1 O O 10 M Ld w Z 0 • O I Z W r- - w r 1 J L____-__J L_______J 1 L______J 1 L______J L______J 7 L______J 1 1 3 0 - S89'28'52"E--- 1 N a ____.101.00`_-__, . M 1 56.00' Oa F ------I S6.00' - L_-___-J L-___-_J L______J L______J S6.00' S4.00' 54.00' 54.00' S4.00' S4.00' S4.00' 54.00' 54.00' O-1 M o 0 0 0I 10 _ n r_-___ , r_____ __• r r_ --___•. -- 7 r_-__ , r____-_-I r______- r______ 7Zo _____ oN k (D rn 1 1 1iIii1N 1 1 o Lo14 j 1 xi 0 C� 16 1 x3 0 o M 17 x3 0 � • M 18 3 x1 3 a .I s 0 u) u) C � 19 0 � 20 0 � 0 � 21 0 � 22 1 •I x 0 L w 1 ¢1--- x 23 o r' 24 0 ^' 25 � o NI S89'28'S2"E -- ---- ---- r 101.00^ T p? O .� 0 0 Y M M 0 o a o ? ? o M M 24.00' 24.00' 1 7 0 N C.)O 1 N O o o� O O 0 o O 1 O o O^ M C O O 0 I 0 0 M m J _______J Oe 1 -- L_-___-_J N L_____J N L__-___J j U) N N J 2O.00I L_-___-J LJ L___JL_-____J 1 N 1 N N Z 16.92' I 01 ^I 27.51' • S00'33'S7"W 7 L 56.00' S6.00' L^j S6.00' S4.00' S4.00' S4.00' S4.o0' 54.00' L-___-_J L___-__J 54.00' 54.00' 54.36' 1 1 L_____________J 93.16, N8916'45"W 656.11' �� O S89'16'45" E n 1 - N S89'16'45"E 694.27' - - - q N _ _ - - - __---190.98� - n -- -- L10 -' SEE NOTE 11 NOT •N Z W. RIVA CAPRI ST. S L13 i� W. RIVA CAPRI 9g CT. r a s---Sgg t6 g5"E--------------J • O l� cs W S8916'45"E 718.36' j 100.94 22.65' • 0 V I I . LJ,J r• ISEE NOTE 9 M I rnlh �Iv O MI N rr5p`J 1 60 0 30 60 120 �_ BLOCK 20 SCALE IN FEET Q O sas 1s' 4s E 804.19- ______ , 1' = 60' Io 1 • --------------------------------------------------- S00'3T35"W 37.00' S89'20'19"W 497.54' 0 S89'16'45"E N89'16'4-- 496.74y-------------- inI � M. O o N POINT OF BEGINNING S00'43'15"W PL LAN 55��N°eNs OSG . Fo o M W J W °UNREADABLE _ - - _ _ _ a 994.07' W. MCMILLAN RD. 49.00' 7 729 S _ - ___ ___ CPF9TF OF \,D- Y coRY13.c, O W LEGEND GREGORY G CARTER, PLS 7729 IDAHO SURVEY GROUP ------- SUBDIVISION BOUNDARY • 99 B W. EMERALD ST OISE, ID 83704 SECTION LINE SET 1/2" x 24" IRON PIN WITH PLASTIC CAP, PLS 7729 ' ` - - - _ - _ - = EASEMENT LINE (SEE NOTE 1) FOUND BRASS CAP SHEET 2 OF 4 U ----- EXISTING EASEMENT LINE (AS NOTED) MONUMENT STREET CENTERLINE QO FOUND 5/8" IRON PIN O LOT LINE WITH PLASTIC CAP PLS 7729 nn UNLESS NOTED OTHERWISE L.L EXISTING PARCEL LINE 0 SET 5/8" x 24" IRON PIN NOTE' alley Engineering, Inc. o J O6 LOT NUMBER WITH PLASTIC CAP, PLS 7729 SEE SHEET 1 OF 4 FOR NOTES. r-----� SEE SHEET 1 OF 4 FOR LINE & CIVIL ENGINEERING PLANNING CADD LJ SEE NOTE 2M DRAIN EASEMENT CURVE TABLES. 1119 E. STATE STREET, SUITE 210 TEL 208-938-0013 EAGLE, ID 83616 www.baileyengineers.com L I . DATE: 02-25-2021 PROJECT: C2013-024 SHEET (:a:)- NOTE: ACTUAL CONDITIONS DURING TRENCHING MAY REQUIRE ADDITIONAL PAVEMENT REPAIR BEYOND THE LIMITS SHOWN ON THE PLAN. THE FOLLOWING CONDITIONS ARE LISTED IN SECTION 6000 OF THE ACHD POLICY MANUAL. 1. ALL ASPHALT MATCH LINES FOR PAVEMENT REPAIR SHALL BE PARALLEL TO THE CENTERLINE OF THE STREET AND INCLUDE ANY AREA DAMAGED BY EQUIPMENT DURING TRENCHING OPERATIONS. 2.IF THE CUMULATIVE DAMAGED PAVEMENT AREA EXCEEDS 50% OF THE TOTAL ROAD SURFACE, CONTRACTOR SHALL REPLACE THE ENTIRE ROADWAY SURFACE. 3. CONTRACTOR SHALL REPLACE THE PAVEMENT SURFACE TO ENSURE MATCH LINE DOES NOT FALL WITHIN THE WHEEL PATH OF A LANE. MATCH LINE SHALL ONLY FALL IN THE CENTER OR EDGE OF A TRAVEL LANE. 4. FLOWABLE FILL OR IMPORTED MATERIAL MAY BE REQUIRED IF THE NATIVE TRENCH MATERIAL IS DEEMED UNSUITABLE BY ACHD INSPECTOR, DOES NOT MEET COMPACTION STANDARDS OR TIME IS A CRITICAL FACTOR. 5. ANY EXCEPTIONS TO THESE RULES SHALL BE PRE —APPROVED IN WRITING BY DISTRICT STAFF BEFORE CONSTRUCTION BEGINS. KEYNOTES ® COORDINATE PROTECTION OF EXISTING POWER POLES AND OVERHEAD POWER — COORDINATE LEGEND 01 PROTECT EXISTING WATER MAIN & SERVICES. W/ IDAHO POWER. TYPICAL EXISTING FENCE 02 PROTECT EXISTING SEWER MAIN, MANHOLES. 90 PROTECT PROTECTION OF UTILITY BOX WITH Tpt APPROXIMATE TEST PIT 03 PROTECT EXISTING CURB, GUTTER & SIDEWALK. CENTURYLINK. LOCATION 0 PROTECT EXISTING STREET SIGNS. NOTE: ® PROTECT EXISTING STORM DRAIN INFILTRATION ABANDONED BUILDINGS, TEST PITS OR WATERWAYS LOCATED POND. 1Q ABANDON EXISTING WELL IN ACCORDANCE W/ IDAPA WITHIN CURRENT OR FUTURE RIGHT—OF—WAY SHALL BE 05 PROTECT EXISTING PRESSURE IRRIGATION MAIN 37.03.09 WELL CONSTRUCTION STANDARDS RULES. RE —EXCAVATED TO NATIVE SOIL AND BACKFILLED WITH & SERVICES. NOTE: VERIFICATION OF DISCONNECT FROM MERIDIAN STRUCTURAL FILL PER ISPWC SPECIFICATIONS. © PROTECT EXISTING CREASON LATERAL GRAVITY PUBLIC WORKS DEPT. IS REQUIRED. NOTE: IRRIGATION BOX, ASSOCIATED PIPING & ® FILL APPROX. 45 LF OF EXISTING IRRIGATION DITCH PROTECT ALL UTILITIES, STRUCTURES, DITCHES, ETC. NOT WITHIN ACCESS ROADS [DEMO EXISTING GRAVEL ROAD & REMOVE ASSOCIATED PIPING. THE DIRECT LIMITS OF CONSTRUCTION UNLESS OTHERWISE PRESENT WITHIN ROW]. SPECIFIED. 07 FILL EXISTING IRRIGATION DITCHES & REMOVE ® PROTECT EXISTING IRRIGATION BOXES & NOTE: ASSOCIATED PIPING. ALL DITCHES EXTEND TO ASSOCIATED PIPING. ANY EXISTING SEPTIC TANKS AND SEWER DRAIN FIELDS MUST BE MCMILLAN RD. SEE JUMP CREEK PH 5 PLANS ® PROTECT EXISTING BORROW DITCH ABANDONED IN ACCORDANCE WITH CENTRAL DISTRICT HEALTH [SHEET 3.1] FOR DIMENSIONS OF DITCHES. DEPARTMENT REQUIREMENTS. CIWEA APPROVED FOR CONSTRUCTION These plans and/or specifications have been reviewed for compliance with Meridian City Standards and Specifications. This review does not relieve the owner, engineer, or contractor of the responsibility to design and/or construct those facilities in compliance with all current applicable federal, state and local laws, rules, regulations, ordinances, development agreements, specifications, orders or approvals, all of which the City retains the right to enforce. Inconsistencies not noted by City staff shall not be construed as approved unless specifically addressed in writing by the City. Any proposed revision to these plans must be submitted for review and compliance with the Meridian City Standards and Specifications before said revision is constructed. Name Date ' g ONAL c 61 3 Are Accepted For Public Q�o�� 0G\S ozi Street Construction 3/1 ��882 1 Ir TF OF 50 0 25 50 100 S. CRP SCALE IN FEET CHECKED BY: DAVID A. BAILEY P.E. 1 "=50' DRAWN BY: BD c� z 3 a 0 LLJ Q Iz IM Z Q � j J Z a- � Z 0 � W Z 0 � Z W 0 _ � 0 0 0 Z Q m V) Y W � W W 0 (' W � V) m 0 J X W SHEET 3.1 LEGEND EXISTING SEWER LINE EXISTING SANITARY SEWER MANHOLE EXISTING WATER LINE SD NEW STORM DRAIN ---------- 4" SEWER SERVICE LINE W NEW WATER LINE TYPICAL SINGLE WATER SERVICE S NEW SEWER LINE PI NEW PRESSURE IRRIGATION LINE TYPICAL DOUBLE WATER SERVICE W/SERVICE RR NEW GRAVITY IRRIGATION LINE PROPOSED FIRE HYDRANT ------------- BOUNDARY LINE 1 LOT NUMBER - ROADWAY CENTER LINE ROADWAY RIGHT-OF-WAY ® CATCH BASIN LOT LINE SANITARY SEWER MANHOLE STREET LIGHT J 50 0 25 50 100 SCALE IN FEET 1 "= 50' Plans Are Accepted For Public Street Construction W. MCMILLAN ROAD C �a c oN � o- w Z_ ~� 3 Z 3 Z g a_ t3 Z w W F W w Z_ w W <o J N— �_ w \pNAL F �.�82 0 OF F CHECKED BY: DAVID A. BAILEY P.E. o a a r U J N a W N N � N � N W N ¢ I 0 > I Q' z M Z Q (0 . U � 0 - � Z e � Z 0 - � 0 Z W � 0 � m D J W �V> Y W W W 0 W V) Q � � 0 J � >013-024 SHEET 3.2 BUCK -20- 38.9 FG 138.9 EG] 38.00 FGJ 38.70 FG-I BC 38C r 38.3 - n TBC - O I `38.70 FG f i i O2537.6 EG O 38.60 FG-,, -38.4 1 I 2540.1 MIN TBC I 38.4 TBC j 2541.3 MAX ' 38.25 FG • 38.53 FG 38.3 ' 38.7 FG 138.7 EG] 38.Sa FG 38.50 FG--).38.3 TBC j 38.3 t TBC TBC �o - c cs w Z ~ 3 W 3 Z = a zw W fZ' � W ~ w Z w �cc m Z w� Z W ¢� UJ 38.50 FG r 2537.4 EG I J N o nn� 2539.6 MIN I w 38.SOFG• 2541.1 MAX , NOTE: CONTRACTOR SHALL DELIVER 38.34 FG --3.15 00 ;., DEPICTED GRADING PLAN TO DEVELOPER. 38.4 FG I 38.34 FG T C [38.4 EG] Z I 2540.E MIN - _ _- - 5g\ONAL FNc 2540.9 MAX G\STFR� OO s I e I Quo �03/11/2022� 2537.4 EG - F - 1 39 G I pp2 38 2 FG 38.1 FG39.38 $ F i i G 39.5 FG 40.7 FG 40.8 FG 4 F i 39.8 FG 40.0 FG � 0 8 G A 38.5 EG •9 EG 41.1 FG 40.7 FG � , � u , - N [ ] ]EG] 39.3 38.13 FG39.5 EG 40.7 EG � ' 37.940.8 EG [ [ ] [ ] 4 40.8 EG 39 8 EG 0 0 EG [ ] 4. F i [ ] [ ] [ ] 06 G s i 41.1 EG _ 40.7 EG 38.5 FG 38.73 FG TBC __-_ __� --__ __-__-_ . [ ] [ _-_] � ' I 9p 138.5 EG] 2539.2 MIN �� =a, --__- _-__ [40--EG] 40.5+00_ �0.5______�__�__�__ 6 TBC BC S. B 2540.7 MAX fTl N 404 42A4 F(3 . I �40.70 FG CHECKED BY: ,� 34OCK 19 5 I 40.70 F ` i 40.70 FG� il O ID 38.7 38.91 FG 39.13 FG 39.36 FG 39.58 FG 41.50 FG 7.4 EG � � 40.98 FG � i I DAVID A. BAILEY P.E. .fTl 2538.7 EG 25 .8 EG 2539.1 EG 2539.3 EG 2539.5 EG ��o.00 FG Y, 41.25 FG ' 2540.5 EG 38.E FG 37s2 FG 37.7 00 i9 20 6 21 g 22 B 23 24 '�tW 6 EG © 2540.5 EG 2540.8 EG •Qi 2540.8 EG • t 2540.7 EG t 2542.0 MIN FUTURE JUMP DRAWN BY: 37.92 FG -TBC l © © 25 27 © 28 © 29 30 31 2543.5 MAX - -CREEK SUBDIVISION BD 2540.0 MIN 25 .3 MIN 2540.5 MIN �l 2541:6,MIN I��JJ [38.6 EG] 2541.5 MAX 2542.0 MAX 2542.2 MAX 2542.4 MAX 2542.7 MAX 2543 0 AX 2541.8 MIN 2542.4 MIN I TBC 2540.5 MIN 25 .8 MAX Y( 2543.3 MAX 2543.E MAX _ 40 7 © 2540.5 MAX _ 2539.8 EG 2543.9 MAX 2544.1E MAX I ao.6s FG ao.6s FG 6 37.80 FG 40.70 FG 40.98 FG 1 l 38.70 FG 38.91 F 39.13 FG i O 37.6 3 ` 39.36 FG 39.58 FG 39.80 FG 40.00 FG f i - 41.01 FG 41.01 FG 37.80 FG TBC TB .� 40.20 FG 41.25 FG 41.50 FG 40.8 40.8 z 2537.3 EGEl a0.44 FG TBC TBC 5 � 3 37.9 38.1 38.5 38.7 2; 9.0 39.2 I 2540.7 EG r 38.E FG 39.4 39.E 39.8 39. 0` 40 2 40.5 40.8 41.1 41.3 i I I 2542.3 MIN AO 38.05 FG 38.05 FG TBC C TBC TBC TBC [38.6 EG] aj� TBC TBC TBC TBC TBC C 2539.8 MIN 4J y�j o Z�j39 \ TBC TBC T T 00 2543.8 MAX n . © 2541.3 MAX h�+� t---- -o -- - o o o -Z54�1.0 a1.13 Fc, �I o x ��-�- o 41.13 FG z W. APGAR �] a 0 CL 1 38.5 38.7 3BC TBC 39.4 -•TBC 9.9 40.0 .2 �40.55 ST• 40.8� 41.1 �4 41.0 BC 2544.0 MAX 2542.5 MINv a a 2537.4 EG TBC • -: TBC TBC 6' w N �38.66 FG 38.5 I - "TBC BC C TBC TBC TBC TBC TBC 2540.8 EG O o 38.6E FG 38.E FG ti TBC +00 38.5 i N o N 38.5 39.41 FG 38.6 EG J © TBC TBC �38.70 FG 38.92 F 39.17 FG 40.44 FG 40 70 fG 1 .2 �m 41.2 /- O W [ ] 38.70 F 38.70 FG 39.65 FG 39.89 FG r- 41.32 FG I N 2540.1 MIN BC TBC a1.32 FGJ to o (n 41.2 W o r%) t, 41.30 FG 41.50 FG-/ i 41.37 FG 2541.E MAX 0.10 FG� l\ ' O 41.37 FG � � Z 2538.0 EG 2 38.2 EG `a0.20 FG 41•�0 F�. ' ---I TBC 39.00 FG 2538.4 EG 2538.E EG 2538.8 EG 38.8 2540.0 MIN 2 40.3 MIN 2540.5 MIN 2540.7 MIN 2540.9 MIN 2539.1 EG 39.00 FG - TBC 2541.5 MAX 2 41.8 MAX 2542.0 MAX 2542.2 MAX 2542.4 MAX 2541.2 IN 2541.5 MIN 2541.8 MIN 2542.1, MIN �,�2542.4 MIN 2542.6 MIN IZ 2538.2 EG 2542.7 MAX 2543.0 MAX 2543.3 MAX 2543.E .MAX 2@43.9 MAX 2544.1 MAX m 38.94 FGJ 38.8 r • O © O © 0 © 0 © 0 © O 2539.4 EG © 2539.5 EG 2538.7 EG /\ 25�3@�S,EG 1& 2542.7 MIN O 38.E FG TBC 13 12 11 10 g B 138.6 EG] 38.94 FG T 2542.2 EG !!!///�� 2544.2 MAX 7 //� • © 2540.1 MIN I Z , © O'', ©:�.© © 2541.o Ec FUTURE JUMP �/ 2541.6 MAX `38.70 FG 38.92 FG J 39.17 FG 39.41 FG 39.65 FG 39 40.10 FG 40.20 FG • 40.44 FG 40,7 • i 41.61 FG 41.6 FG CREEK SUBDIVISION 41.30 FG 41.50 FG-1 41.00 FG 41.4 41.4 • F r^i TBC I TBC • 2537.1 EG - 3 36 FG 39.80 FG 40.00 FG 40.20 FG 40.40 FG 40.60 FG 40.90 FG 41' 41.50 FG 2541.2 EG O 38.6 FG 38.74 FG1 38.E 1 41.5 I I O TBC N 138.6 EG] 38.74 (/) 41.90 FG 42.20 FG - atso FG 4 I TBC 41.E © 2539.9 MIN BLO I TBC 2543.0 MIN ® r - 2541.4 MAX 38.10 FG 38.31 FG 38.5 .76 FG 38.98 FG i 2544.5 MAX m I 39.20 FG i' 40.6P,FG l41.5FG D J 39.50 FG i 41.85 FG i 39.40 FG 39.74 FG 40.00 FG L 2536.9 EG © 15 © 16 B 17 B 40.21 FG a0 4Y �G TBC • 38.55 FG : 38.4 M 18 © 19 © 20 7 21 © 22 © 23 © 24 © 25 I41.7 f41.90 FG �• f41. 0 F lit 10 t 2540.1 MIN 2540.3 MIN MIN �� TBC 2543.2 MIN 38.E FG \ 1 Ln 2539.5 MIN 2539.7 MIN 2539.9 MIN 2540 5 N 2541.0 MAX 2541.2 MAX 2541.5 MIN 2542.3 MIN 2543.2 MIN I W TBC 252.3 MAX 2542.6 MIAX 2543.0 MAX $+00 [38.6 EG] `38.55 FG i 2541.4 MAX 2541.E MAX 2541.8 MAX 2542.0 MAX 2544.7 MAX - l 38.50 FGJ, ' 38.3 2537.4 EG 2537.E EG 2543.8 MAX 2539.7 MAX `38.50 FG TBC I TBC I • 2537.8 EG 2538.1 EG 2538.3 EG 2538.5 EG 2538.7 EG 2538.9 EG 2539.2 EG 2539.5 EG 2539.4 EG T 2536.9 E�7 i, r; 38.10 FG 38.7E FG O O 38.31 FG 38.53 FG 38.98 FG 39.20 FG 39.40 FG�41.9 40.00 FG • • f ; 2541.3 EG • 2549.2 MAX .7 MIN2sU \xO� 38.2 38.4i ''38.6 38.8 39.50 FG 9.74 FG 40.21 FG 40.41 FG 40.60 FG TBCI 7J\9 �42.10 FG 39 0 39.2 39.3 L L x TBC 39.5 42.10 FG 8 \ 37.9 39.8 40.2 TBC TBC 41.0 i 38.E EG �38.308FG .10 FG1 TBC 37.9 TBC - - o W, R I VA C A P R I S T. oo - _ - _ - TBCo 2539 o C TBC TBC o TBC ��O BC � �1 TBC Nti TBC 25� 1 42 6 42.0 [ ] N - �i--- �+ ----�� o W 2539.2 MIN 253 rn o +�F----- W' -��VA �11� �c-+ - *1 +{:TB 2539.2 MAX 8 -� ---- RI ST. a1.35 TBC - 37.7 - 37,9 37.9 3 38.4 38.6 38.8 39.0 .2 39.3 39.5 2536.8 EG TBC 37.8 , ''TB TBC TBC 39.7 .2 40C 41.7 'C 4c.6 2C �37.6� TBC i TBC : ;: TBC TBC TBC TBC TBC TBC TBC BC TBC 7.90 FGJ• TBC i ]TBC TBC: TBC \ n 38.10 F �38.14 FG - - 41.06 / 42.25 F I , I 38.5E FGl 38.78 FG� 38.99 FG� 39.21 FG� 39.71 FG� 39.94 FG� 40.1E FGi � 40.60 FG� %% I -42.40 FG BLO4 K T0f 42.19 FGO 4200 FG ' W \ t 40.39 FG 1 1 �37.80 FG �38.35 FG 39.40 FGJ \-39.50 FG I o Y 2540.3 MIN i 2540.2 EG 2543.8 MIN L� 2539.2 MIN 2539.4 MIN 2539.7 MIN 2539.9 MIN 2540.1 MIN 2540.5 MIN 2542.3 MIN © 2543.5 MIN 2545.3 MAX 2540.7 MAX 2540.9 MAX 2541.2 MAX 2541.4 MAX 2541.6 MAX 2541.8 MAX 2542.0 MAX 2542.3 MAX 2541.0 MIN 2 41.5 MIN 2542.2 MIN 2543.0 MIN W 2536.9 EG 2536.9 EG 2536.9 EG 2537.1 EG 2537.3 EG 2537.5 EG 2537.7 EG 2538.0 EG 2542.5 MAX 2 43.0 MAX 2543.7 MAX 2544.5 MAX 2545.0 MAX 2540.6 EG 37.90 FG . O O B O O O O -Q © O © © O 42.40 FG • © W • 37.80 FG B B O 38.78 FGB B B O 2538.1 EG 538.4 EG 2539.4 EG 2539.5 EG i /f FUTURE JUMP I • . , 39.40 FG 39.50 FG 40.1E FG 40.39 F� 40 60 FG I 42.00 FG 1 f 42.25 F,1 CREEK SUBDIVISION U % ♦ j 39.94 FG i 42.19 FG / - - N 38.10 FGJ �38.14 FG 38.35 FGJ 38.56 FGJ G 39.21 FGf 39.71 FGf 38.4 FG _ BL �� O r � a3.20 FG 38.4 EG] -2539 253E f39.95 FG 40.02 FG 40.15 FG 40.21 FG 40. FG� 40.39 FG� 40.44 FG 10.18 FG 40.69 FG-\ 40.90 FG� - - - - - - - - - � 41.51 FG 41.92 FG i /yam 43.50 FGJ - .00 FG 39.77 FG i �41 12 FG � 40 0 20 40 80 I f39.48 FG f39.65 FG f39.72 FG 39 85 FG 39 91 O 39.94 FG 40.00 FG 40.09 FG 40.14 FG 40.18 FG � I S J f _ i 40.39 FG 40.60 FG 2 FG 41.21 FG i 41.62 FG 4. G 41.95 F SCALE IN FEET k 1 "=40' im�� _ - emu .. �----------------------- -- - ------------- - I -gnu a-�rr��rc��rc..iw-.7a-�r�maw-.mart i..-in-�.. F.�rdu�r�a„eu-w!�d_mur_uuu�n :_,m: dui, r�-�.n•re-�uuu�a i�n.�: =i i..e=rn.�ww-.-r-awaa-. •ice-u�,y�u--.,ny: �-_-...ice-,arm-awrr� rs..P:----- - -- ------------- -------mum L • • • • • • •• • • . Plan re Acce ted For Public --a , p o Street Construction N � MCMILLAN ROAD o 0 0 o DATE: � 0 7+00 -�� - ____-----2saoEn_ _�� - al -_ _�-- �I----- � - ---+ice-_ 02-25-2021 - N PROJECT: ---- C2013-024 __- SHEET 13 I I SITE GRADING 1. ALL GRADING SHALL BE IN ACCORDANCE WITH THE APPROVED GRADING PLAN 2. A CONSTRUCTION PROJECT SCHEDULE SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL AND SHALL BE PERIODICALLY UPDATED IF CONDITIONS OR SCHEDULES CHANGE. CONSTRUCTION SHALL BE SCHEDULED TO MINIMIZE SOIL DISTURBANCE. ALL DISTURBED SURFACES SHALL BE STABILIZED IN A TEMPORARY OR PERMANENT MANNER AS APPROPRIATE DURING CONSTRUCTION TO PREVENT SOIL EROSION. 3. THE CONTRACTOR SHALL REVIEW AND FOLLOW ALL RECOMMENDATIONS PROVIDED IN THE GEOTECHNICAL ENGINEERING REPORT PREPARED BY SITE CONSULTING, LLC DATED 06/05/2014. 4. ORGANIC SOILS SHALL BE REMOVED AS RECOMMENDED IN THE GEOTECHNICAL REPORT AND WASTED OR STOCKPILED FOR USE IN FINE GRADING. 5. PRIOR TO COMMENCING STRUCTURAL FILL, THE EXISTING SITE DEBRIS MUST BE REMOVED, THE NATIVE SOILS STRIPPED OF ALL ORGANIC MATERIAL, STOCKPILES OF SUITABLE MATERIAL SHALL BE SEGREGATED FROM UNSUITABLE MATERIALS. ALL WASTE AND HIGHLY ORGANIC OR OTHERWISE CONTAMINATED SOILS SHALL BE REMOVED FROM THE SITE AND NOT STOCKPILED FOR ANY PERIOD OF TIME. WHERE PRACTICAL, STOCKPILES OF MATERIALS TO BE USED AS STRUCTURAL FILL SHALL BE PLACED ON NATIVE, STRIPPED SOILS TO PREVENT CONTAMINATION. 6. EXACT REMOVAL DEPTHS OF ORGANIC MATERIALS SHALL BE DETERMINED DURING GRADING OPERATIONS BY A QUALIFIED GEOTECHNICAL REPRESENTATIVE AND/OR THE PROJECT ENGINEER, AND SHALL BE BASED ON SUBGRADE SOIL TYPE, COMPOSITION, AND FIRMNESS OR SOIL STABILITY. 7. ALL MATERIAL USED FOR STRUCTURAL FILL SHALL MEET THE REQUIREMENTS FOR STRUCTURAL FILL AS DESCRIBED IN THE GEOLOGY AND GEOTECHNICAL REPORT. STRUCTURAL FILL MUST BE USED WHERE FILL HEIGHT EXCEEDS ONE (1) VERTICAL FOOT OR WHERE RECOMMENDED BY REFERENCED GEOTECHNICAL REPORT. 8. STRUCTURAL FILL SHALL BE PLACED IN ACCORDANCE WITH THE REQUIREMENTS OF THE GEOLOGY AND GEOTECHNICAL REPORT AND COMPACTION SHALL BE SUPERVISED BY A QUALIFIED GEOTECHNICAL REPRESENTATIVE AND/OR THE PROJECT ENGINEER. MATERIAL SHALL BE PLACED IN 8" LIFTS UNLESS OTHERWISE APPROVED BY THE GEOTECHNICAL ENGINEER. 9. ALL STRUCTURAL FILL SHALL BE COMPACTED TO A MINIMUM OF 95% OF MAXIMUM DRY DENSITY AS DETERMINED BY ASTM D 1557 FOR BUILDING LOTS OR D 698 FOR ROAD AREAS. ONE IN —PLACE DENSITY TEST PER LIFT SHALL BE CONDUCTED FOR EVERY 5000 SQUARE FEET OF LIFT AREA FOR BUILDING STRUCTURES (ONE PER LOT) OR FOR EVERY 100 LINEAR FEET OF LIFT AREA IN PARKING AND DRIVEWAY AREAS. 10. SHALLOW EXCAVATIONS THAT DO NOT EXCEED 4 FEET MAY BE CONSTRUCTED WITH SIDE SLOPES APPROACHING VERTICAL. BELOW THIS DEPTH, SLOPES SHALL NOT EXCEED 1-1/2 FOOT VERTICAL TO 1 FOOT HORIZONTAL. 11. FINAL SITE GRADES (CUT OR FILL) SHALL NOT EXCEED 1 FOOT VERTICAL TO 2 FEET HORIZONTAL. 12. PRIOR TO PLACEMENT OF STRUCTURAL FILL, THE GROUND SHALL BE PREPARED IN ACCORDANCE WITH APPENDIX J, 'GRADING' OF THE INTERNATIONAL BUILDING CODE. FIGURE J107.3 AND AS DIRECTED BY THE PROJECT ENGINEER AND/OR THE GEOTECHNICAL ENGINEER. 13. ALL FINAL GRADING SHALL EMPLOY SLOPE ROUNDING AT TOPS OF SLOPES AND AT CHANGES IN HORIZONTAL SLOPE ALIGNMENT TO FACILITATE REVEGETATION AND PROVIDE AN ASTHETICALLY ACCEPTABLE APPEARANCE. 14. DURING ALL GRADING OPERATIONS AND UNTIL THE ESTABLISHMENT OF PERMANENT REVEGETATION, THE CONTRACTOR SHALL PROVIDE EROSION AND SEDIMENT CONTROL MEASURES IN ACCORDANCE WITH THE APPROVED STORMWATER PREVENTION PLAN. REAR LOT LINE 0 I z F Z (r Z U-) L� MID POINT OF LOT IZ Z I� b\ I SIDEWALK J� CURB & J GUTTER STREET TYPE 'A' LOT DRAINAGE DETAIL NOT TO SCALE REAR LOT LINE SLOPE VARIES 1% MIN. 5% MIN. Z I Z b\ I I b\ I I I J� SIDEWALK CURB & J STREET GUTTER TYPE ' B' LOT DRAINAGE DETAIL NOT TO SCALE TOP OF FILL w LU C9 0_ O Im NOTES: 1. THE BUILDING ENVELOPES ARE BASED ON CITY OF MERIDIAN SETBACKS APPROVED WITH THE JUMP CREEK SUBDIVISION DEVELOPMENT. �-H/5 OR 2' MIN KEY MUST BE PROVIDED PER IBC J107.3 IF FILL HEIGHT EXCEEDS 5 VERTICAL FEET. 2. THE MINIMUM TOP OF STEM WALL ELEVATIONS ARE BASED ON A 6" REVEAL, A 6" DROP IN THE FIRST TEN FEET, AND THEN 2% TO THE LOWEST TOP BACK OF CURB FOR THE LOT OR 1% TO THE TOP OF BACKYARD SWALE (WHICHEVER IS GREATER). MIN TOP OF STEM WALL IS BASED ON IRC, SECTION R401.3. 3. FOUNDATIONS MAY BE STEPPED A MAXIMUM OF 2 FEET 4. REAR YARD SWALES SHOULD BE NO CLOSER THAN 10 FEET FROM THE STRUCTURE. 5. THE HOMEBUILDER SHALL REVIEW & FOLLOW ALL RECOMMENDATIONS SET FORTH FOR THE SUBDIVISION IN THE 'RECOMMENDATIONS FOR HOMEBUILDERS' REPORT BY SITE CONSULTING, LLC, DATED NOVEMBER 2014. 6. EACH BUILDER SHALL CONTINUE BACKYARD SWALE. 7. EXCEPTIONS TO THIS GRADING PLAN MAY BE APPROVED BY THE CITY OF MERIDIAN BUILDING OFFICIAL AT ISSUANCE OF BUILDING PERMIT BASED UPON REVIEW OF AN ENGINEERED INDIVIDUAL LOT GRADING PLAN. 8. QUANTITIES ARE APPROXIMATE RAW VOLUMES WITHOUT ADJUSTMENT FOR COMPACTION: 9. FUTURE PHASE CALCULATIONS PROVIDED FOR DEVELOPER REFERENCE ONLY GRADING NOTES AND VOLUMES JUMP CREEK SUBDIVISION NO. 6 AND 7 STRIP VOLUME 4" = t8,862 cy CUT ROAD EXCAVATION TO SUBGRADE CUT TO SUBGRADE= t3,690 cy FILL TO SUBGRADE = ±952 cy NET = t2,738 cy CUT NET EXCAVATE UTILITIES = ±910 cy CUT CUT/FILL TO FINAL GRADE ON LOTS FROM STRIPPED SURFACE CUT TO FG = t1,783 cy FILL TO FG = ±25,473 cy NET = ±23,690 cy FILL NET IMPORT = t11,180 cy FILL ALL CALCULATIONS ARE RAW VOLUMES BASED ON ROAD AND FINAL SURFACE MODELS DEPICTED ON THIS GRADING PLAN. THESE NUMBERS MAY VARY DUE TO ACTUAL SOIL COMPACTION AND SOIL SHRINKAGE. FILL SLOPE 2:1 MAx NATURAL SLOPE FILL SOILS — ON SITE MATERIAL AS APPROVED BY GEOTECHNICAL ENGINEER 1 BENCH HEIGHTS SHALL NOT EXCEED 5 FEET REMOVE UNSUITABLE MATERIAL STRUCTURAL FILL PLACEMENT BASED ON 2012 IBC FIGURES J107.3 & J108.1 NOT TO SCALE THIS ISEANDIS TRUCTURAL DETAIL HOWN FOR 7ORMAXGRADINES ONLY. 6" MIN 8" RECOMMENDED BOTTOM OF FOOTING MIN OR MAX ELEVATION CAN 24" BE CALCULATED BY TOP OF WALL SUBTRACT 30" 8 TYPICAL FOOTING ELEVATION DETAIL NOT TO SCALE P/L z 10' w 2, I 6, I 2, 9" BACKYARD SWALE TYPICAL SECTION NOT TO SCALE Plans Are Accepted For Public Street Construction �o �. C p bA v w Z_ W Z 3 = a Zw W d' W ~ w Z_ u' 'cc m Z W <o J N— w V m w 5g\ONAL FNc G\STER�o LF F 2 03/11/2022 � �82 F�TF OFQ) S. CRP CHECKED BY: DAVID A. BAILEY P.E. (N 0 Z 3 0 o a a = r U N Q N w 0 N N � N N N p N > N 1 �Z O M 0 (0 j _j 0 z Q Z 0 � Z W d m J �Ni Y w W � Q U a (9 0 SHEET 3*4 �.-■-JIIIlIS ow ■i I4+47.23 1 2538.16 TRC DAPGAR 2+00.00 - - - - SEE SHEET 4.3 2538.53 TRC 1 2+28.55 3+49.1� o 2538.41 TRC 2537.92 TRi � I 2+58.20 GC 3 r, ro 2538.28 TRC 4+27.23 Y _ 2537.61 TRC U O 8+73.53 2538.37 TRC 8+17.53 2538.15 TRC 7+61.53 O2537.93 TRC 7+46.89 LP/CB 66 2538.08 TVC� 2538.26 TRC 7+42.70 6+60.06 GC 2537.90 TRC 2538.30 TRC 4+81.23 2538.37 TRC II - p 5+01.23 �� v v 2538.51 TRC -- 5+27.58 HP- / Q2 2538.83 TR W C O z g�1.211 •o. d a c' tom° 37.99 F�L �� Nf-----_ _ � �_ 0- IDE AVE. 0 6 N. WILLOWSIDE AVE STA:9+00.00 MATCH SHEET 4.2 00 9.1 41 8+68'06 2538.35 TRC NN� L.L I Q I 4t8' 4 I 8+12.06 I 2538.13 TRC I 80 CO N i 7+56.06 2537.91 TRC 7+46.89 GC 2537.87 TRC 7+37.12 0 2537.79 TRC 7+17.09 2537.61 TRC 7+11.75 LP/CB/GC 2537.77 TVC y a i 1 n - - 253a - � - -i-- - 2S3 0 - - - �'� - -I � 8 5 1 8 Q 449 V� B9�o _ C 18D.7" 0 l 1 2+28.55 ^ 2538.28 TRC 3+47.82 4+27.23 LP I� 2538.41 TRC 2+48.37 2537.93 TRC 2537.61 TRC01 \V \ 2+00.00 2538.33 TRC 2+97.82 2538.13 TRC 4+47.82 4+97.82 5+47.82 5+97.82 2538.53 TRC 1 2537.86 TRC 2538.47 TRC 2538.75 TRC 2538.55 TRC o o 7+03.48 \\ \ 3+97.82 2537.73 TRC 5+27.58 HP 6+47.82 6+69.83 GC 2538.24 TRC 2537.69 TRC \\ \ I 2538.83 TRC 2538.35 TRC 6+89.74 \ 1 1 6+60.06 GC 2537.91 TRC AV \ 2538.30 TRC \\ \ BLOCK 20 BLOCK 20 \ yv 2550- 2547 2544 0 w OaNUZ O MXaQ NMZ OOMa W LO +NW 254'4 NNLf Oa �U�� N O H -QW= fA WINO_ J< NW 0 -0.42% - - - - - 2538- -- - - - - - - - - - 2535- KEYNOTES OMATCH EXIST. CURB, GUTTER, & SIDEWALK FIELD VERIFY PRIOR TO CONSTRUCTION 20 CONSTRUCT VALLEY GUTTER PER ISPWC SD-708. 03 CONSTRUCT PEDESTRIAN RAMP, TYPE 'H4' FOR ROLLED CURB. SEE DETAIL SHEET 4.7. ® CONST. 5' MEANDERING SIDEWALK PER ACHD SD-709. VERIFY CONSTRUCTION & LOCATION W/ LANDSCAPE PLAN. NOTE: ADA STANDARDS REQUIRE THAT CROSS SLOPES SHALL NOT EXCEED 2% ON ANY PEDESTRIAN RAMP OR SIDEWALK. ACHD WILL NOT ALLOW ANY TOLERANCE FROM THIS REQUIREMENT. LONGITUDINAL SLOPE ON PATHWAYS SHALL NOT EXCEED 5.007 NOTE: ALL PEDESTRIAN RAMPS MUST HAVE DETECTABLE WARNING PER ISPWC SD-712. O CB #1B - INV ELEV: 2534.23 W/ 1' SUMP PER ACHD SD-604A, 1Q TYPE IV. CONST. 30 LF 12" C-900 ® 0.33% TO CB #1A. (QP,a 0.63 cfs, QPa 0.45 cfs) © CB #1A W/ 1' SUMP PER ACHD SD-604A, TYPE IV. 1� INV IN AND OUT (12"):2534.13 CONST. 5 LF 12" C-900 ® 2.00% TO SDMH #1. (QP, o 2.47 cfs, QPm 1.78 cfs) O7 DRAINAGE POND #1 & SDMH #1 - SEE DETAIL SHEET 4.8. ® CB #2 - INV ELEV: 2535.92, 8.5 LF 12" C-900 ® 1.177 TO SDMH #2. SHALLOW INLET W/1' SUMP PER ACHD SO 601A. (QP, o 1.88 cfs, QPm 1.36 cfs) 90 DRAINAGE POND #2 & SDMH #2 - SEE DETAIL SHEET 4.8. ® CB #3 - INV ELEV: 2535.92, 11 LF 12" C-900 ® 0.91% TO SDMH #3. SHALLOW INLET W/1' SUMP PER ACHD SO 601A. (QP,m 1.29 cfs, QPu 0.93 cfs) Q1© DRAINAGE POND #3 FOREBAY, PRIMARY & SDMH #3 - SEE 1 DETAIL SHEET 4.8. ® CONSTRUCT MONITORING WELL #2 PER ACHD SD-627. SEE DETAIL SHEET 4.7. ® CONSTRUCT MONITORING WELL #3 PER ACHD SD-627. SEE DETAIL SHEET 4.7. Q® CONSTRUCT MID -BLOCK PEDESTRIAN RAMP PER ACHDSD-/ 30 0 15 30 SCALE IN FEET 1 " = 30' 04 M � 400 �x QM �N 5 l7Na :(i< U +r, N1L.�1,I 03 IMU) F ri NM + d >� 2 NZ O0 n VI+N 0_ W a N W N I''I= FINAL GRADE AT HJO NWC31Q ROAD CL NWO NWO V)W J 1.21 -0.40% 1.21% - - - - - - - - - - - EXISTING GRADE - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - AT ROAD CL 12" C-900_/� STORM DRAIN 2532- WILLOWSIDE - RIVA CAPRI PROFILE HOR: 1 "=30' g� VER: 1 "=3' 252T+'80 2+10 2+40 2+70 3+00 3+30 3+60 3+90 4+20 4+50 4+80 5+10 5+40 5+70 6+100 6+130 6+160 6+190 7+20 7+50 7+80 8+10 8+40 8+70 94 2550 2547 N 4 F_ W 2544 2 V) F_ 2541 _-=2538 2535 2532 9++30 29 �o w Z ~ 3 W 3 a� Z g = a zw W W ~ w Z w �CC m Z W <o J N- iw V w \pNAL F �� f 882 F�TF OFF S. CRP CHECKED BY: DAVID A. BAILEY P.E. IN 0 z 0 � W 0 LLJ Q o a It = r U V)Q N w 0 N N a [� 0 N I O h z W J , W U 0 Z 0 Z I � Z � 0 Z (1) W 0 Z m 0 Q V) W n L.L Y W W Q U r� V C) 0 Q 0 Plans Are Accepted For Public Street Construction >013-024 SHEET 4*1 a _ 0 o w F I a co I SLOPE 0.5% MIN TO SAND o -I LENS z CONST. SAND LENS EXCAVATE TO FREE (ASTM C-33 DRAINING MATERIALS SAND REQUIRED) WHERE SAND LENS IS SPECIFIED (LENS JUMP CREEK 6 TYPICAL SHOWN IN PLAN VIEW SHEET 3.5). BACKFILL INFILTRATION SWALE SECTION WITH REJECT SAND OR -NTS- -3/4" CRUSHED GRAVEL - TOB - 50-YR HW 1 � 00 Z Z Z zo W - BOTTOM HIGH GROUNDWATER AT APPROX ELEV: 2532.18 (3' MIN SEPARATION) PROVIDE TRASH RACK & RIP RAP AT POND INLET. CONTRACTOR TO NOTIFY QUALIFIED GEOTECHNICAL ENGINEER AND/OR PROJECT ENGINEER TO WITNESS SWALE EXCAVATION. POND DESIGN TABLE CLEANOUT LIDS TO BE FLUSH WITH SIDEWALK. PROVIDE GRADE RINGS AS NEEDED 12" MAX STRUCTURE TO -TOP HAVE HS 25 TRAFFIC OSTRUCTURE RATED TOP. TOP OF BAFFLE ELEV 'D' 20" BOTTOM 4V 0, OF BAFFLE, 7N � C• TYPICAL 1000 GALLON ORIENTATION VARIES. SAND/GREASE TRAP SEE PLAN VIEW, PRIVATE (PER ACHD BMP 01) SHEET 3.5 -NTS- DESCRIPTION DESIGN STORM V100 (cu ft) CAPACITY (cu ft) TOP OF BANK ELEV 50-YR WATER SURFACE ELEV FREEBOARD PROVIDED BOTTOM POND ELEVATION 50-YR WATER DEPTH TOTAL WATER DEPTH SAND AREA (SO HIGHEST GW ELEVATION POND 4 50-YR 3,227 3,337 2539.12 2538.62 0.50' 2537.12 1.50' 2.00' 1,203 sf ±2532.18 9+29.53 2538.60 TRC 0 0� ow w rn o u) TABLE OF SAND AND GREASE TRAP DIMENSIONS DESCRIPTION FG AT SG TRAPS INV. IN. ELEV 'C' TOP OF BAFFLE ELEV 'D' INV. OUT ELEV 'E' STORMWATER PIPING TO POND FROM SGTRAP TO POND INV ® POND S&G TRAP #P2S 2539.84 2537.96 2537.86 2537.61 6 LF 12" SDR-35 0 6.50% 2537.22 19 20 7 21 22 23 24 25 v� 14+19.84ELMSTONE O 10+91.53 2541.90 TRC SEE SHEET 4.4 2539.25 TRC 9+83.53 10+37.53 11 +11.53 2538.81 TRC 2539 03 TRC 11+65.53 12+19.53 12+73.53 13+27.53 2Q0, 14+53.89 9+24.06 9+80.06 2538.58 TRC 2538.80 TRC 2550- 2547- 2539.33 TRC 2539.54 TRC 2539.76 TRC 2540.23 TRC 2541.04 TRC - 2542.08 TRC .84 HP-,7 2542.13 TRC 7 O 14+68.89 h$ Q- 2542.41 TRC b°Z�kZ7 Cr 42.27 2 ! 6 0 0 tiy�° W. RIVA ��PRI S 9 J14 T422.64 NQ - --+-- --+-- - d. ti�°o - -t---tom-- -+E-- --�-- /6 g n 10 N 0.50%1 K. 42.57 42.22 NC NC 0 14+68.89 HP 10+36.06 11+12.06 2539.03 TRC 11+64.06 1 16.06 12+68.06 13+20.06 2142.41 TRC 2539.33 TRC 2539.54 TRC 39.75 TRC 2540.15 TRC 2540.93 TRC BLOCK 20 10+92.06 13+72.06 14+22.06 2539.25 TRC 2541.71 TRC 2542.24 TRC b 0 13+99.84 GC 2542.13 TRC Z 0 0 2550 2547 2544- DIH �'�° z alWuj tiIJ W ti�W w 2544 2541- 2538- 2535- 2532- 252� 2541 2538 2535 2532 70 15t0029 v KEYNOTES O NOT USED. 1 2 NOT USED. Q3 NOT USED. ® CONSTRUCT 5' TRANSITION FROM VERTICAL TO ROLLED CURB. 05 CONST. 5' MEANDERING SIDEWALK PER ACHD SD-709. VERIFY CONSTRUCTION & LOCATION W/ LANDSCAPE PLAN. © CONSTRUCT MID -BLOCK PEDESTRIAN RAMP PER ACHD SD-712G. Q7 CONSTRUCT PEDESTRIAN RAMP, TYPE 'H4' FOR ROLLED CURB. SEE DETAIL SHEET 4.7. NOTE: ADA STANDARDS REQUIRE THAT CROSS SLOPES SHALL NOT EXCEED 2% ON ANY PEDESTRIAN RAMP OR SIDEWALK. ACHD WILL NOT ALLOW ANY TOLERANCE FROM THIS REQUIREMENT. LONGITUDINAL SLOPE ON PATHWAYS SHALL NOT EXCEED 5.00%. NOTE: ALL PEDESTRIAN RAMPS MUST HAVE DETECTABLE WARNING PER ISPWC SD-712. ® INSTALL 'PRIVATE DRIVE' SIGN ON THE NORTH SIDE OF Q STREET. Qg CONSTRUCT CONCRETE DRIVEWAY APPROACH PER ACHD SD-710B W/ 12' THROAT WIDTH. NOTE: SIDEWALK DIRECTLY IN THROAT MUST BE 6" THICK. eLIDCONSTRUCT 14' GRAVEL ACCESS PAD PER DETAIL THIS SHEET. AD1 SMOOTH TRANSITION FROM DRIVEWAY APPROACH TO GRAVEL ROAD. II ® INSTALL TYPE II SIDEWALK BARRICADE ® INSTALL TYPE III TERMINUS BARRICADE PER ISPWC _ SD-1132 ® INFILTRATION BASIN POND 4 - SEE DETAIL/TABLE THIS 111 SHEET 1 I ® SAND & GREASE TRAP #P2S - SEE DETAIL/TABLE THIS SHEET I CB ® 2S - 2538.06 INV W 1' SUMP PER ISPWC SD-603. CONST. 30 LF C-900 0 0.33% TO SG TRAP #P2S. (QPm 0.71 CFS, QPs 0.60 CFS) �o (� o w •wL� Z_ ~� 3 W Z 3 = a zw W W ~ w Z_ u' �cc C3 m W <o J N- w /i V w 5g\ONAL FNc O\STFR�o LF 2 03/11//20022 �' H Z Ir OF (Z' S. CRP CHECKED BY: DAVID A. BAILEY P.E. V) 0 z 0 © 5' TRANSITION FROM VERTICAL TO ROLLED CURB a a = r ® THICKENED EDGE SIDEWALK - SEE DETAIL SHEET 3.8 N a a N ® PARKING LOT SECTON - SEE DETAIL SHEET 3.8 w o N J 141.97 - C 41.90 � NC _ 41.40 TOA 1 ® 0 FUTURE JUMP CRE I I SUBDIVISIO 1 I I 41.06 GRATE I 41.7 NC 41.21 TOA N >013-024 SHEET 4.2 1s 20 O O WILLOWSIDE 2+36.93 SEE SHEET 4.1 2538.16 TRC 2+16.93 _.2537_6 .SRC 2+54.00 GC 2538.46 TRC 2 69 21 24 5+93.54 GC 2539.82 TRC \ + 2538.52 TRC 3+25.21 2538.75 TRC5+4521 3+81.21 2538.97 TRC 4+37.21 4+91.21 2539.20 TRC 2539.41 TRC 2539.63 TRC I oz� 2 P 0�� 'L5� 1.72% 253g 0 '^ !�'J N M�-_-�_ _ __ Y _f-- _ I �I -_-i__ N 0 0.53% W. APGAR S � 1 2 54100 t - .01 2+69.21 2538.52 TRC 2538.75 TRC 3+81.21 2538.97 TRC 4+91.21 5+45.21 2+54.00 GC 2539.20 TRC 2539.41 TRC 2539.63 TRC 2538.46 TRC WILLOWSIDE 2+17 07 2538.51 TRC 5+93.s4 GC SEE SHEET 4.1 2539 82 TRC 2+37.07 2538.37 TRC 5+99.21- 2539.85 TRC 12 11 10 O O 2550- 2547 BLOCK 19 9+26.64- 2540.80 TRC 25 26 27 28 29 9+06.64 2541.16 TRC 30 1 8+94.77 GC 2541.29 TRC 5+99.21 8+88.71 2539.85 TRC 8+35.21 2541.31 TRC 2541.07 TRC 6+19.21 6+73.21 7+27.21 HP 81.21 8+84.77 HP 2539.95 TRC 2540.23 TRC 2540.51 TRC 421540�39 TRC 2541.33 TRC KEYNOTES OCONST. 5' MEANDERING SIDEWALK PER ACHD SD-709. VERIFY CONSTRUCTION & LOCATION W/ LANDSCAPE PLAN. 02 CONSTRUCT MID -BLOCK PEDESTRIAN RAMP PER ACHD SD-712G. NOTE: ADA STANDARDS REQUIRE THAT CROSS SLOPES SHALL NOT EXCEED 2% ON ANY PEDESTRIAN RAMP OR SIDEWALK. ACHD WILL NOT ALLOW ANY TOLERANCE FROM THIS REQUIREMENT. LONGITUDINAL SLOPE ON PATHWAYS SHALL NOT EXCEED 5.00%. NOTE: ALL PEDESTRIAN RAMPS MUST HAVE DETECTABLE WARNING PER ISPWC SD-712. Q3 CONSTRUCT CONCRETE DRIVEWAY APPROACH W/ WING ON WEST SIDE ONLY PER ACHD SD-7108 W/ 12' THROAT WIDTH. NOTE: SIDEWALK DIRECTLY IN THROAT MUST BE 6" THICK. ¢ CONSTRUCT GRAVEL ACCESS PAD PER DETAIL SHEET 4.2. 5g\ONAL FNc �\STER�o GF F 2 03/11//2022 � H 2 'FETE OFF S. CRP CHECKED BY: DAVID A. BAILEY P.E. V) 31 z 3 ELMSTONE o SEE SHEET 4.4 n x I a 0- a a = r U 4 N a N W N N O N � N N i- ,7` ,.n% > »q, 3 00 W to a o N i540 o 254� 3 2547 > N 0 wZ O M °' m 3 o m W. APGAR ST. 07 C 70% W N N J V7+81.21 8+84.77 HP m • -6+19.21 2539.95 TRC 6+73.21\_7+27.21 2540.23 TRC HP 2541.33 TRC .31 TRC 254131 TRC it • 2540.51 TRC 2540.79 TRC 4 LL 8+94.77 GC p I5 O 8+35.21 2541.29 TRC Z 2541.07 TRC e' O ELMSTONE 9+06.90 2541 20 TRC SEE SHEET 4.4 9+26.90 O O O O 2541.17 TRC O 2544 M W o a 0 +'M = U pl OWO O'� OLO ZO MQ U) LLJ OM2q, I 10�U N+n FINAL GRADE AT W Q / O W ROAD NW 0 - - - - - - - N > NWCA W-�- 0.52%AJ - \ -- �� Q+N --------- N (iiNW -2 200+ ------------- ------- 0.40%---------- ----- - - - - - - - J 2538- STA: 2 EXISTING GRADE AT ROAD CL ELEV: 2537.85 2535 2532- -------------�-- STA: 9+24.77 ELEV. 2540.78 42" RCP CL V 30 0 15 30 60 SCALE IN FEET 1"=30' Ld- Z 0 I-n \ L� L Z 2550 0 Z m 0 2547 W (n W Z i N 2544 L w Y W Cj W I'I 2541 Q W U � 2538 Q OI m Q C J 2535 O Plans Are Accepted For Public 2532 Street Construction DATE: DAPGAR PROFILE HOR: 1 "=30' g� VER: 1 "-3' 25 252T+'80 2+10 2+40 2+70 3+00 3+30 3+60 3+90 4+20 4+50 4+80 5+10 5+40 5+70 6+�00 6+�30 6+�60 6+�90 7+20 7+50 7+80 8+10 8+40 8+70 9+00 9+30 9++60 29 '013'013-0244 SHEET AU) O O O O O O 5+01.10 GC 2+50.00 2+76.41 GC 2540.70 TRC 2540.80 TRC �2+00.00 2540.50 TRC + - -I - - M a 4 2+00.00 O 2540.50 TRC M o 43' EXISTING JUMP CREEK SUBDIVISION NO. 1 2+76.41 GC-7 � 2540.80 TRC 1 2+96.41- I2541.16 TRC � M 2550- 1 GC 4+18.00 GC 2541.78 TRC 5+54.66-\ 2541.1741.17 TRC 2541.44 TRCA 4+74.00 2542.41 TRC 2541.67 TRC 3+05.99 3+62.00 2540.95 TRC 2541.22 TRC 4+45.03 5+39.66 •0 2541.55 TRC 2542.08 TRC Zrj41 1.37% o ELvIS ! ACE _ - - O 44 M -TI--- 0.60% ?40.79FA0.50% 12 Ea 01.10 rj. 2541.78 T FTC N 3+50.41 GC 9+{00 3 •002� 2541.17 TR4 18 00 GC _ 4+38.49 O 2541.53 TRC 5+26.42 2541.93 TRC o 2541.44 TRC I JUMP CREEK SEE SHEET 4.3 3+30.41 2541.20 TRC 5+46.42 HP 2542.13 TRC O I N H/' RIVA CAPRI SEE SHEET 4.2 ^14+69 s T I � s I �s14 2.0_ X 1 RIVA CAPRI SEE SHEET 4.2 2547- w Z w ULO_ Z� 'n*w LO M N Q U' W O CD ��Z 't W N Z O = 2- U+N Coto U OWZW p�F� tO OQ 1A�Q Md 0 if1�2 < +�U �N W� 1t7 Q >_ OONUZ 2544- r, m �� +NU M p 0..� QQ QW w +NwmJ 0_ NNW M C9 HJ< N W (7 �N W VI Cn W C� N m' Q>Q Q W Q H (n J O_ W C9 FINAL GRADE AT ROAD CL H la1 W Q W = � W C0.9 V) Ld 0.5076 NW M(n 0_ 0 - - 2541- 0.40% -------------- ----- EXISTING GRADE AT ROAD CL 11 Q- v 2538- 2535- 2532- C) �1 2550 2547 2544 2541 2538 2535 2532 ELMSTONE PROFILE HOR: 1 "-30' q� VER: 1 "--3' 25 252T+80 2+10 2+40 2+70 3+00 3+30 3+60 3+90 4+20 4+50 4+80 5+10 5+40 5+70 6+0029 /111111111 I � � �/111111111 I � 1 �IIIIIIIIIIIL■�I � 30 0 15 30 60 SCALE IN FEET 1"=30' KEYNOTES OMATCH EXIST. CURB, GUTTER, & SIDEWALK FIELD VERIFY PRIOR TO CONSTRUCTION 02 CONSTRUCT VALLEY GUTTER PER ISPWC SD-708. O CONSTRUCT PEDESTRIAN RAMP, TYPE 'H4' FOR ROLLED CURB. SEE DETAIL SHEET 4.7. NOTE: ADA STANDARDS REQUIRE THAT CROSS SLOPES SHALL NOT EXCEED 2% ON ANY PEDESTRIAN RAMP OR SIDEWALK. ACHD WILL NOT ALLOW ANY TOLERANCE FROM THIS REQUIREMENT. LONGITUDINAL SLOPE ON PATHWAYS SHALL NOT EXCEED 5.00%. NOTE: ALL PEDESTRIAN RAMPS MUST HAVE DETECTABLE WARNING PER ISPWC SD-712. q WIDEN SIDEWALK FOR MAILBOX CLUSTERS PER ACHD 1 SD-709A. COORDINATE EXACT EXTENDS W/ DEVELOPER AND USPS. �o Z ~� W Z 3 = a W zw fr W ~ w Z w 'cc Z m W <o J N- /i w V w 5g\ONAL FNc G\STER�o LF F 2 03/11/2022 � �82 F�TF OFF S. CRP CHECKED BY: DAVID A. BAILEY P.E. � W (n > W Q�Z o F a = U N Q w 0 N a 0 N N O O z 3 0 n a r N N I M W LL U 0 0/ z 7 w O z (1) W C z m Q w Y W W Q � U Q 0 Plans Are Accepted For Public Street Construction '013-0244 SHEET 4.4 BLOCK 20 2+50.00 �2539.52 SW 3+00.00 3+50.00 4+00.00 �2539 53 SW �2539.56 SW 2539 63 SW 6+00.00 6+50.00 4+50.00 2539.86 SW 5+00 .00 O$ 2539.80 2539.99 SW 2539.76 SW 2539.80 SW 2539.83 SW _ _.._.._.._.._.._.._.._.. .._.._.._.._.._.._.._ A- - milliP-�m7m-mi--rtr•-nrrt •,�-�ijr im�rti; l➢ lalli�tlDa)�i;ult��tlll:ul�inD�a�li:u)�ra111�^r�^'^r- ,#yI;nS�iu➢=�IUH�uliul�ia _ INDEX MAP 1 "= 250' ,11111 11111 ,11111 11111 wcwww 2539.99 SW 7+50.00 8+00.06 8+50.00 2540.09 SW 2540.31 SW 2540.50 SW KEYNOTES O MATCH EXISTING SIDEWALK. FIELD VERIFY PRIOR TO CONSTRUCTION O CONST. 5' MEANDERING SIDEWALK PER ACHD SD-709. VERIFY CONSTRUCTION & LOCATION W/ LANDSCAPE PLAN. 3 CONSTRUCT BORROW DITCH - SEE DETAIL SHEET 4.8. (V100=3,911 FT"3, CAPACITY= 13,455 FT"3) 1-1 w N W w w W W w w w W w w W CD 3 w O3 Ww w Ni --- --- --- --� --- - - --- 0 --- --- - --76+00.00 --- - -- --- --- -_ TCL W. MEMILLAN ROAD 7 U 2+50.00 CL 3+00.00 CL Q -- I -- _ 2539.01 EG 2539.02 EG 3+50.00 CL 2539.04 EG S+SOAO CL CL 6+50.00 CL 2+00.00 CL 5+00.00 CL 2539.31 EG 2539.34 EG 2539.47 EG2538.84 EG 4+50.00 CL 7+50.00 CL 8+00.00 CL 4+00.00 CL 2539.24 EG 2539.28 EG2539.57 EG 2539.79 _EG2539.11 EG7+00.00 CL �30 2539.47 EG 8°k50.00- -- -- --- 25S�198 EG `-_-- ------------------ ----- - O 2550- 2550 c� 2547- O 2547 o� 00 w +_ 2544- 0 (/) 2544 a= F- (n a 2541- 2541 ------------------------------------------------ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - EXISTING GRADE 2538 2538 AT ROAD CL 2535- 2535 2532- MCMILLAN ROAD PROFILE 2532 HOR: 1 "-30' VER: 1 "3' I I I I I I I I I I I I I I I I I I I I I I I 253 +80 2+10 2+40 2+70 3+00 3+30 3+60 3+90 4+20 4+50 4+80 5+10 5+40 5+70 6+00 6+30 6+60 6+90 7+20 7+50 7+80 8+10 8+40 8+70 9+00 9+W0 0 15 30 SCALE IN FEET 1"=30' Plans Are Accepted For Public Street Construction �o - bA v w Z_ ~� W Z 3 = a Zw W W w w Z w cc• Z t~ 'n �V W F o J N- w /i V w 5g\ONAL FNc O\STFR�o LF F 2 03/11/2022 � �82 'FETE OFF S. CRP CHECKED BY: DAVID A. BAILEY P.E. 6 Z Q J N 0 Z Z 0 V / 0 m D V) I 12 D >013-024 SHEET U 0 Z INDEX MAP 1 "=250' ,11111 11111 ,11111 11111 KEYNOTES QO CONSTRUCT BORROW DITCH - SEE DETAIL SHEET 4.8. (V,00=3,911 FT^3, CAPACITY= 13,455 FT^3) 02 TERMINATE BURROW DITCH AT STA 11+94.07 03 CONSTRUCT 4' ASPHALT LANDING ® INSTALL TYPE II SIDEWALK BARRICADE �o �. C p - bA v C w Z_ ~� W Z 3 = a zw W W ~ w Z u' cc• Z t~ 'n �V W F o J N- w /i V w \pNAL F TF OF S. CRP% DAVID A. BAILEY P.E. DRAWNI I BD/DES BY: I 1 I I I I I I I I I I � 1 I I 1 to Z L_____________._________________________ - I I p I I x -------------------------- I O \ 9+00.00 Er o m EG 2540.71 SW 9+50.00 I 10+00.00 10+50.22 11+50.22 1 a i 1+00.22 2541.09 SW 2541.Er 49 SW 2541.79 SW 2541.80 SW 2541.82 SW N a a L..EG FF N --- �..— .� _..—..—.._—..—.._. ' � W N N .i[' i¢xiL^Q'-.IP S=^T.'Z=-g. =1 iC g'iG-:.t�6':lC- tl`-: i> SIC- iC F iC--:.IE N o _ 20 . N LO.. .._.._.._.. ._.._....._.._. i N O 4 LLJ Ci Z O M O W W W W W W W W W W W O W p N 2 O W � + _ _ O o o J � Q N • 9+50.00 CL 10+00.00 CL F1O+50.00 CL • 9+00.00 CL 2540.57 EG 2540.97 EG 11+00.00 CL 11+50.00 CL O 2541.28 EG 2541.28 EG 2541.30 EG O Z 2540.19 EG /'�' 1. 30 0 15 30 60 Z L� SCALE IN FEET 0 L 1"=30' I—n Z I� W 2550— 2550 �n � 0 A 04 Z 2547— 0 W 2547 m O mN = J V) W + 2544— < U 2544 cn Q Y W 2541—— — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — 2541 } `` - — — — EXISTING GRADE `� / AT ROAD 2538— 2538 Q 0 Q 2535— 2535 0 Plans Are Accepted For Public Street Construction 2532— 2532 DATE: MCMILLAN ROAD PROFILE c 013-024 HOR: 1 "=30' SHEET g� VER: 1 "=3' 25 2528+70 9+00 9+30 9+60 9+90 10�20 10�50 10�80 11�10 11�40 11�70 12�00 12t3029 i o STANDARD FRAME AND GRATE PER MONITORING WELL = C U ACHD SD-610A LIP OF GUTTER 6" VERTICAL CURB Q m PER ACHD SD-701 PER ACHD SD-627) v o 2, STREET SLOPE SIDEWALK 1.75% t NOT TO SCALE — 0.25% PER ACHD SD-709 = 0 w 2' RING & COVER PER Z ~ MH RIM ELEV ISPWC SD-617 � Z 3 #4 EPDXY 1 2 Z ASPHALT BAR FINISH GRADE WNI d & GRAVEL"B-B _ �Q BYPASS' r-BACK OF VERTICAL SECTION I� 1 42'INVERT OUT = Z F CURB TO PRIMARY 3 W SIDEWALK 3 PLAN CONCRETE COLLAR W w w�0 N INVERT OUT 18 �� W N6" TYP.TCH TO FOREBAY a°'w�(D 12" TYPICAL C-900 TO ¢ 8 V w OR 12" C-900 PIPE TO SPUTTER MANHOLE AN c N 3 m SECTIONSECTION CONCRETE COLLARSNOT TO SCALE L o 0 0�� ST6,� SHALLOW INLET— ATTACHED WALK (SEE ACHD DRAIN MANHOLE PER �z ISPWC SD-611 o a 6 2 03/11/2022 SD-715A FOR REFERENCE) (No CONE) MH SUMP ELEV 03c LEGEND: o; 1. WELL COVER, 8" DIAM. WATERTIGHT GALVANIZED 7882 00 o STEEL COVER AND CANISTER. N A NOT TO SCALE SEE INDIVIDUAL POND DETAILS ON p m 2. 2 OR 3 BOLT LID WITH 9S•" HEAD AND SAE yT E SHEET 4.8 FOR MANHOLE ELEVATIONS THREADS, GASKETED. w- 4 3. CONCRETE (COLLAR), CLASS 3000 (ISPWC OF w SECTION 703). /N S. CRP Row 48' p' ROW PEDESTRIAN RAMP FOR ROLLED CURB a s a. AT%DIAMETER HOLES OR SLOTS CUT INTO PIPE AT 3" ON CENTER. CHECKED BY: �_ 5.TRACERWIRE I MEN MUML 18E GAUGCE,DON INSULATEDIDE OF DAVID A. BAILEY P.E. NOT TO SCALE aPVC DRAWN BY: w ;,� SINGLE -CONDUCTOR COPPER WIRE, INSULATION NOTES COLOR SHALL BE GREEN WITH THREE 6" BD RAMPS FOR CORNERS W/ MIN 15' RADIUS AND DIAMETER COILS. 1'-0" MIN. FLAT LANDING UTILIZING ROLLED CURB 6. PIPE SHALL BE PERFORATED PVC, ASTM D-3035, 1'-0" MIN. 1' BACK OF WALK �e RAMPS ARE CONTAINED WITHIN THE CURB RADIUS SDR 35. WELLS BACKFILLED IN A PIT REQUIRE FLAT LANDING TYPE H4 8 RAMP DIMENSIONS 6" PIPE. DRILLED WELLS MAY USE 4" PIPE. AT BACK OF SLOPE SIDEWALK 1.75% t CURB TYPE= STANDARD 3" ROLLED CURB PER 7. NONWOVEN FILTER FABRIC AROUND OPENINGS ISPWC SD-702 AND BOTTOM, FABRIC OVER CHIPS DRAIN ROCK. WALK 0.25% PER ACHD SD 709 / Z THROAT DEPTH= 4' FROM FACE OF CURB 8. POLYPROPYLENE FIVER REINFORCEMENT AT 1 Y2 4 THROAT WIDTH= 4' MIN 7 8„ LBS/CY. WING= 3' TRAVERSABLE 9. BACKFILL MATERIAL TO MATCH STORAGE MEDIA o 4' Do WING= 1.5' NON TRAVERSABLE WELL SECTION FOR OBSERVATION WELLS LOCATED WITHIN A BMP 0 RAMPS REQUIRE A MINIMUM 4'x4' LANDING IN FACILITY. USE PIPE BEDDING CHIPS FOR a SIDEWALK ® 1.5% +/- 0.5% (2% MAX SLOPE) OBSERVATION WELLS LOCATED OUTSIDE BMP 4" - 3/4" MINUS CRUSHED GRAVEL CL 5" THICK CONCRETE © RAMPS SHALL NOT EXCEED 12:1 (8.3%) SLOPE FACILITIES. zo = SIDEWALK (TYP.) TRAVERSABLE WINGS SHALL NOT EXCEED 10:1 NOTES: a o a 2 1/2" ASPHALT 4" - 3/4" MINUS CRUSHED NON(TRAVER SLOPE A. AREA- PATTERNED A. GOUNDWATER OBSERVATION WELLS ARE FOR N a a GRAVEL (COMPACTION REQUIRED) MEASUREMENT OF GROUNDWATER LEVELS WITHIN w N PAVEMENT (SP-3, CONCRETE\LANDSCAPED AREA OR NEAR STORM DRAINAGE FACILITIES. N N 0.50-INCH (1/2")Qj EXTEND GRAVEL AND PIT © 4'x4' FLAT STREET SIDE LANDING REQUIRED B. THIS DETAIL IS FOR WELLS INSTALLED BY o N MIX, PG 58-28 RUN 6" PAST CURB. (TYP.) CURB IS NOT REQUIRED TO BE FULL HEIGHT DRILLING OR BY EXCAVATED PITS. �I N ( DETECTABLE WARNING PER ISPWC SD-712 C. LOCATION OF GROUNDWATER WELLS SHALL BE w a ,n STANDARD ROLLED N o N CURB & GUTTER (TYP.) AS PER APPROVED BY ACHD N p D. OBSERVATION WELLS NOT ALLOWED IN CURB OR W o n 48 RIGHT—OF—WAY ACHD SD-702 LEGEND VALLEY GUTTER SECTION. Lj z 1.5%t0.5% (2% MAX SLOPE) TYPICAL STREET SECTION ♦ 7.3%±1.0% (8.3% MAX SLOPE) MONITOR WELL LOCATIONS NOT TO SCALE 9%f1.0% (10% MAX SLOPE) 12" - 6" MINUS PIT RUN �/ � //1 • SECTION • Z ROW 49.00' LINE O — 42.00' 2. 00 W Z 5.00' VARIES VARIES n 1 .50% 3.00' MIN 1' FLAT LANDING VARIES REQUIRED ON BOTH-,—t 0.50% VARIES Q SIDES OF SIDEWALK VARIES g' 6' GRAVEL PROVIDE SECTION PER Z SHOULDER THIS SHEET OR MATCH L 1'-6" EXISTING 2% EXISTING BLACK CAT Z 4" OF -3/4" BASE 4; A;1 RD. SECTION - 0 WHICHEVER IS GREATER I' I 5' WIDE 5" THICK CONCRETE SOD W , A �++ SIDEWALK (ACHD SD 709) T4' ASPHALT PAVEMENT V/I SIDEWALK ELEVATION MUST BE , ^ f0.5' MCMILLAN CENTERLINE 3/4" AGGREGATE BASE V — 2'x3' SAND INFILTRATION WINDOW 2' 34" 6" -6" PIT RUN ALONG FRONTAGE. REFER TO yh~ EXTEND 4 MINUS AND PITRUN 6" PAST CURB. — SHEET 4.5-4.6, WHERE TO BREAK (TYP ) THE SAND LENSES TO 6" OF 3/4" AVOID POWER POLES] MINUS SHOULDER Z 0 (INFILTRATION WINDOW TO EXTEND GRAVEL SIDE SLOPES m A MIN. OF 2' INTO FREE DRAINING ONLY (THIS SIDE), W J MATERIAL PER DETAIL 8, ACHD DO NOT COVER SAND SECTION 8200) SOD SIDE SLOPE WINDOW BORROW DITCH: ONLY (THIS SIDE), STORAGE VOLUME 9 CU.FT./LF DO NOT COVER SAND rn INFILTRATION RATE ^- 6 IN/HR WINDOW V / '&TYPICAL MCMILLAN ROAD SECTION Q W NOT TO SCALE Y Q W L.L w p W J Plans Are Accepted For Public Street Construction DATE: 02-25-2021 PROJECT: C2013-024 SHEET (4073 34'-O" -p"5'-0' 17'-0" 17'-O" 5'-0" -0 15'-0" 15'-0" �- SLOPE 200% SLOPE 2.00% -� WELL NORTH EAST LOCATION 1 4581.58 7660.81 50' FROM POND 2 4410.37 7619.89 50' FROM POND 3 4331.63 7668.16 50' FROM POND �I I I 00 M 0 I I. POND 1 PRIMARY V100: 7,456 FT"3 CAPACITY: 8,278 FT^3 to TOP OF BANK: 2537.28 100-YR HW LINE: 2536.78 b N SIDE SLOPES: 3H:1V BOTTOM OF POND: 2533.78 BSM LENS AREA: 1,690 FT"2 1 8 MAX WATER DEPTH: 3.0 FT D I HIGHEST GW: ±2530.78 - Im 19 410* 0 I II BERM: 2536.78 y 18 LF OF 12" SDR-35 00.28% 3 .03 FG START INV:2533.83 k a� END INV:2533.78 38. FG V I ISDMH 1 36.78 \ 37.28 FG J POND 1 FOREBAY -V100: 828 FT-3 . CAPACITY: 1,057 FT"3 TOP OF BANK: 2537.28 100-YR HW LINE: 2536.78 SIDE SLOPES: 3H:1V BOTTOM OF POND SLOPES: 2534.03-2533.83 MAX WATER DEPTH:2.95 FT HIGHEST GW: ±2530.78 0 STORM DRAIN POND #1 PLAN VIEW SCALE: 1 "=20' POND 2 V100: 3,745 FT"3 CAPACITY: 6,658 FT^3 TOP OF BANK: 2537.62 NJ 100-YR HW LINE 2537.12 SIDE SLOPES: 3H:1V POND TOE: 2535.72 BOTTOM OF POND/BSM LENS ELEVATION: 2535.62 BSM LENS AREA: 1,467 FT^2 MAX WATER DEPTH: 1.50 FT HIGHEST GW ELEV:2532.62 SDMH SDMH 2. RIM: 2538.12 INV IN: 2535.82 12"NE INV OUT:2535.82 12"SW SUMP: 2533.82 CONSTRUCT 4 LF -, 12" SDR 35 @ 2.50%. _ (FROM SDMH 2 TO POND 2) INV ® POND: 2535.72 - A STORM DRAIN POND #2 PLAN VIEW SCALE: 1 "=20' / *HYDROSEED PROVIDE INLET FINISH MIX TO BE ACCORDING TO EMBANKMENT AND DIVIDER PROTECTION APRON & RIP THE 'ACHD STORMWATER MANAGEMENT BASIN BERM MATERIAL PER SOILS RAP PER ACHD SD-628 REVEGETATION GUIDANCE MANUAL" (OCTOBER ENGINEER AND COMPACTION 0 POND INLETS 2017) IN APPENDIX D. BIORETENTION PLANTERS TO 95% REQUIRED (PER SHALL BE LANDSCAPED ACCORDING TO ACHD'S AASHTO T180). ARMORED SPILL CHANNEL. "PLANT MATERIALS FOR BIORETENTON FACILITITES FREEBOARD SEE DETAIL THIS SHEET. IN THE RIGHT-OF-WAY" _ ..- ... -... -... -... - ... -..-...- ... - ... - ... - ... 100 YEAR LEVEL (- I SIDE SLOPES AS -I SPECIFIED II *HYDROSEED FINISH I a -I EXCEPT FOR BSM I w LENS w INFLOW I- 3 a SLOPE 1% MIN (- LINE POND W/ 4" MIN TO BSM LENS TOP SOIL OR AMENDED - NATIVE MATERIAL MIN. 3' SEPARATION -III-III-III-III III -III FROM SEASONAL HIGH G.W. BOTTOM OF BSM = MAX. EXCAVATION DEPTH TYPICAL POND SECTION [POND 21 GROUNDWATER WAS ENCOUNTERED IN (INFILTRATION BASIN TEST EXCAVATIONS - SEE INDIVIDUAL POND DETAJ PER ACHD BMP 10) ELLEVATIONS.LS FOR EXPECTED HIGH GW -NTS- NOTE: 1. NOT USED. 2. GROUNDWATER WAS ENCOUNTERED IN TEST EXCAVATIONS ON THIS SITE. IF GROUNDWATER IS ENCOUNTERED HIGHER THAN INDICATED ON THE PLANS, THE CONTRACTOR SHALL NOTIFY THE ENGINEER IMMEDIATELY FOR REDESIGN TO PROVIDE 3' MINIMUM CLEARANCE BETWEEN GROUNDWATER AND THE BOTTOM OF THE DRAINAGE FACILITY. UNTIMELY NOTIFICATION OF THE ENGINEER MAY RESULT IN ADDITIONAL COSTS TO THE CONTRACTOR. REFER TO GEOTECHNICAL ENGINEERING REPORT BY SITE CONSULTING, LLC, DATED 06/04/2014 AND UPDATED GROUNDWATER MONITORING REPORT DATED 10/28/2019. 3. ALL MONITOR WELLS SHALL HAVE A CONCRETE APRON POURED AROUND THE CAP. 4. CONTRACTOR TO HAVE PERCOLATION TEST PERFORMED BY SOILS ENGINEER AFTER POND IS FULLY EXCAVATED. CONTRACTOR WILL NEED TO BLAST (OR BORE) TO CREATE CONDUIT FOR DRAINAGE TO OCCUR. THIS BLASTING (OR BORING) WILL BE REQUIRED TO ACHIEVE DESIGN INFILTRATION OF 5 IN/HR. IF THE PERCOLATION IS LESS THAN SPECIFIED BY THE SOILS REPORT AND ENGINEER (5"/HOUR) REDESIGN OF THE SYSTEM WILL BE REQUIRED. 5. COORDINATE W/ LANDSCAPE PLAN FOR VEGETATION. J CV 11 TII 38.02 FG 37.52 FG 13 �. z I POND 3 PRIMARY V100: 3,213 FT"3 CAPACITY: 5,298 FT^3 M TOP OF BANK: 2538.02 �N 100-YR HW LINE: 2537.52 SIDE SLOPES: 3H:1V BOTTOM OF POND: 2 O BSM LENS AREA: 1,475 475 FT"2 MAX WATER DEPTH: 1.90 FT CC 6+100\n cw HIGHEST GW: ±2532.62 - C / I'I 14 I I� rn 15 12" SDR-35 00.44% START INV:2535.67 M, END INV:2535.62 35. 7 FG N, BOTH SPUTTER MANHOLES ARE TO BE 48" ID PRECAST PER ISPWC SD-611 W/ 2' SUMP z1 1 KEYNOTES QQ Q1 PROVIDE METAL END SECTION WITH TRAS:RACK & RIP RAP AT THE POND INLET. z 0 a o VARIES z 0 w VARIES I 6'- m VARIES N 2" DRAIN ROCK COVER co 2i CONTT. SAND LENS ----- (ASTM C-33 ----- SAND REQUIRED) ----- EXCAVATE TO FREE DRAINING MATERIALS - - WHERE SAND LENS IS ----- SPECIFIED (LENS SHOWN IN PLAN VIEW THIS SHEET). BACKFILL WITH REJECT SAND OR -3/4" CRUSHED GRAVEL 24"- 3' MIN *3II�I&0I; _�IW111 DRAINAGE SDMH INV IN SDMH SDMH INV OUT PIPE LENGTH/SLOPE INV CAD FOREBAY INV OUT PIPE LENGTH/SLOPE INV 0 PRIMARY AREA RIM ELEV SUMP ELEV (TO FOREBAY) [SDMH TO FOREBAY] (TO PRIMARY) [SDMH TO PRIMARY] 1 2534.13 12" 2537.28 2532.13 2534.13 12" 12 LF 12" SDR-35 0 0.83% 2534.03 12" 2534.33 12" 20 LF 12" SDR-35 0 2.75% 2533.78 12" 3 2535.92 12" 2538.00 2533.92 2535.92 12" 6 LF 12" SDR-35 0 0.83% 2535.87 12" 2536.12 12" 14 LF 12" SDR-35 0 3.57% 2535.62 12" / WIDTH PER PLAN TOOLED JOINT 1" BATTER n 1.75% f.25% SLOPE 00 _�....# _ _ , _�.. _ =g . _� =v _ __ "� _ "4= •; 'S`%.= ; " �' _�" a ,. ASPHALT PAVEMENT �... .v SLOPE `m. MINUS �• CRUSHED GRAVEL • ; , NOTE:CROSS SLOPE SHALL NOT EXCEED THICKENED EDGE SIDEWALK DETAIL 2.00% AT ANY SIDEWALK, HANDICAP PARKING OR OTHER ACCESSIBLE ROUTE - -NTS- THERE IS NO TOLERANCE ALLOWED ABOVE 2.00% LINING TO EXTEND TO TOP OF BANK & CENTER OF BERM (MIN) o -I W.S. 100 YEAR LEVEL SOD FINISH EXCEPT I- -I FOR BSM LENS I Q z (BSM TO BE PRIMARY w 3 w HYDROSEEDED*) ¢ '�• =I ' 6" CLAY e 'ti• EMBANKMENT AND DIVIDER a > LINER BERM MATERIAL PER SOILS SLOPE 1% MIN PROVIDE METAL SEE CUT -THROUGH SLOPE 1% MIN III ENGINEER AND COMPACTION TO BSM LENS END SECTION W/ DETAIL THIS SHEET TO OUTLET TO 95% REQUIRED (PER -RACK-&- AASHTO T180TRASH ). RIP RAP AT INLET III -III -III -III -_-_-_- 1=I I I=I I I=I I I=I I I I I Ed I I=I I Ed I I CLAY LINER AS SPECIFIED - -I (FOREBAY ONLY) VARIES, EXTEND 2' INTO FREE DRAINING MATERIAL. HIGHEST RECORDED GW ELEVATION= VARIES EXCAVATION OF PONDS IS TO OCCUR WITH A QUALIFIED TYPICAL POND SECTION [PONDS 1 & 31,& GEOTECHNICAL ENGINEER AND/OR PROJECT ENGINEER (PER ACHD BMPS 10&11Z BIORETENTION SOIL MIX SPECIFICATIONS ON -SITE. -NTS- 60% SAND 20% SANDY LOAM (SILT, SAND, CLAY) 20% COMPOST zi WIDTH PER KEYNOTES 2' FLAT LANDING I GL PLACE 8" MIN. OF 3/4" MINUS CHRUSHED AGGREGATE COMPACTED TO 95% DRY DENSITY. OVER COMPACTED EQUALIZATION SUBGRADE. BASIN SLOPE SEE PUMP STATION PLANS Q GRAVEL ACCESS PAD TYPICAL SECTION NOT TO SCALE TOP OF BERM- ELEV PER PLAN 12" STAINLESS STEEL PIPE CAP WEDGE PRODUCT PART NUMBER 6015.S OR APPROVED EQUIVALENT. SECURELY ATTACH CAP TO PIPE. DO NOT GLUE. CUT OPENING A'. SHOWN IN END POND PRIMARY CAPS 1 �I SDR-35 OUTLET PIPE PRIMARY BOTTOM PIPE SIZE & FLOW SLOPE PER PLAN FOREBAY BOTTOM OPENING INV = PIPE It SLOPED 1% TO SLOPED 1% TO BSM INLET PROVIDE TRASH PROVIDE TRASH POND FOREBAY BSM LENS:i::2 RACK & RIP RACK 0 INLET RAP 0 OUTLET FOREBAY/PRIMARY CUT -THROUGH DETAIL z, -NTS- PL I CAPACITY OF SWALE AS SHOWN 3.0 ft^3/ft NO SOD OVER SAND LENS CREATE POSITIVE SLOPE OF 0.2% MIN TO SAND LENS FILTER FABRIC SIDES & TOP OF INFILTRATION WINDOW �o Z •wL� 3 W Z 3 = a W zw fY � W ~ w Z_ u' 'cc Z m W �o J N- /i w V w 5g\ONAL FNc O\STE,, o GF 2 03/11AA/2022 � H 2 F�TF OFF S. CRP CHECKED BY: DAVID A. BAILEY P.E. (N 0 0 0 a F a = r U N a N w 0 � w N a N 1 Ln p N > N 1 W O O M z%� • V / I/\ �i/ J U • Z Q W 0 Z Q 7 0 Z 2 1/2" ASPHALT 4" OF 3/4" MINUS CRUSHED AGGREGATE 12" OF 6" MINUS PIT RUN (PARKING) PARKING LOT SECTION NOT TO SCALE 20 0 10 20 40 SCALE IN FEET 1 "=20' W rW^ Z om 0 - W J1 Q W /�� V % W0 Y W 00 NW L.L Plans Are Accepted For Public W W 0 J Street Construction '013-024 SHEET U LENGTH AS REQUIRED FOR DEPTH CORTEN ALL -THREAD FITTING TO FITTING, ONE (1) EACH SIDE. THRUST BLOCK AS PER ISPWC SD - 403 (TYP.) 2547- EXISTING GROUND EXISTING OR PROPOSED PIPING AT CROSSING / z SUPPORT NWPL AT CROSSING I PER SD-407 CORTEN ALL -THREAD FITTING TO FITTING, ONE (1) EACH SIDE. MAIN LOWERING AT CROSSINGS NOT TO SCALE EX. SSMH C4 O 1 I w CONSTRUCT 42 LF r8" WATER MAIN CONSTRUCT 207 LF 8" WATER MAIN 45' ELBOW (TYP.) (MJXMJ) -CORTEN ALL -THREAD FITTING TO FITTING, ONE (1) EACH SIDE. THRUST BLOCKS WITH CORTEN STRAPS WITH DUC-LUGS OR EYE BOLTS I 1 - SEWER LINE B SEE SHEET 5.3 5.0, ,oz l 77 �IDE _AVE. sTsts------------sT- $ I I I I � I __----- 2+85.96 r------ I r------ I r------+------ I r------+------- 4' 29'R 3+33.44 3+80.75 4+30.75 4+80.75 1 El 2530.93 41 29'R 4" 29'R 4" 29'R 4" 29'R I El 2530.77 I El 2530.62 El 2530.45 El 2530.29 I EX. SSCO D1 „ I I I I I I I I 1 I SSMH Al I I I I I I I I I I I I I I I I I SSMH A2 I I I I I I I I I I l i i I I I I I I i i I I I I I I I i I I I I I I I I I I I I I I I I I 1 I I 1 1 I I i i t I I I I I I I I I I I BLOCK 1 I I I I I 120 I I I I I I I I I 1 d fN 00 2544- 000 O 7 U O N N O^N00 ((/I+MNLO 2541- VI X C.1Nz0 F :i » WV)Rz z 2538- I -------- II 2535- II II II II 2532- II II II II 2529- II II II II 2526- II II II II II 2523- II II I I------------------ 55 LF 8' PVC 00.41 (57 LF C-C) 252T+80 2+10 2+40 8+11.54 --� 4" 39'R El 2530.90 �� N. WILLOWSIDE AVE. Wi� $� - - ---- - - $ 3 2 0 1 s 1 s IFTF - o - sus -ems s�-s o s i U -01 $ 1 °'10 I I 5+30.75 I 5+80.75 I 1 i 6+30.75 6+80.75 I 4" 29'R 4" 29'R 4" 29'R 4" 29'R 1 El 2530.74 El 2531.35 El 2531.20 El 2531.03 7+42.52 4" 39'R OEl 2531,07 n BL OCK 20 ' KEYNOTES O REMOVE EXISTING BLOW -OFF ASSEMBLY AND CONNECT TO EXISTING 8" WATER MAIN. CONTRACTOR TO FIELD VERIFY LOCATION & ELEVATION OF EXISTING WATER MAIN O 11-1/4' BEND (MJ) 03 45' BEND (MJ) ® 8"x8"x8" TEE (FLG) 2- 8" VALVES (MJxFLG) 1- 8" ADAPTER (FLGxMJ) O CONSTRUCT 11 LF 6" WATER MAIN 8"x8"x6" TEE (MJxMJxFLG) 6" VAVLE FIRE HYDRANT PER CITY OF MERIDIAN SD-W8 © REMOVE EXISTING SEWER CLEANOUT AND CONNECT TO EXISTING SEWER STUB. CONTRACTOR TO FIELD -VERIFY LOCATION & INVERT ELEVATION OF EXISTING SEWER MAIN. O POTABLE/NON POTABLE MAIN CROSSING. REFER TO WATER NOTE 2 - SEE COVER SHEET 1.0. ® POTABLE/NON POTABLE SERVICE CROSSING. REFER TO WATER NOTE 3 - SEE COVER SHEET 1.0. A 30 0 15 30 60 SCALE IN FEET 1 "= 30' nCA� 2+70 3+00 3+30 3+60 3+90 4+20 4+50 4+80 5+10 5+40 5+70 6+00 6+30 6+60 6+90 7+20 7+50 7+80 8+10 8+40 8-M"_ WATER METER LEGEND (PER CITY OF MERIDIAN STANDARD DRAWINGS W1,W2,W3 & W5) LOCATION PER MERIDIAN SD-W9 IF METER SHARES LOT LINE WITH FIRE HYDRANT. 3/4" DOUBLE METER SERVICE WITH 3/4" METER SETTERS 3/4" SINGLE METER SERVICE WITH 3/4" METER SETTER SERVICE MARKERS TO BE PROVIDED PER MERIDIAN SD SW-3. THECITYOF MERIDIAN REQUIRES THAT ALL WATER METERS AND WATERWORKS BRASS BE ANSI/NSF 61 CERTIFIED. NOTE: ALL SEWER MANHOLES ARE TO BE 48" INNER DIAMETER, CONSTRUCTED PER ISPWC SD-501. THE SLOPE AND LENGTH OF SEWER MAIN IS CALCULATED FROM INSIDE FACE OF MANHOLE TO INSIDE FACE OF MANHOLE. ALL SEWER SERVICES ARE TO BE 4" DIA, PER ISPWC SD-511A, CONSTRUCTED AT 2.00% MINIMUM SLOPE. *SEWER SERVICE MUST BE CONSTRUCTED W/ CLASS 200 (SDR-21) PIPE. SEE WATER NOTE 3. BENCH MARKS WITBM TBM #1 - 2540.20 - RIM OF EXISTING SEWER MANHOLE AT ELMSTONE AVE PRESENT IN JUMP CREEK SUBDIVISION NO. 1. SEE SHEET 5.4. TBM #2 - 2542.33 - RIM OF EXISTING IRRIGATION MANHOLE PRESENT NORTH AT THE INTERSECTION OF BLACK CAT AND MCMILLAN ROAD. SEE SHEET 5.5. lc>( APPROVED FOR �p CONSTRUCTION These plans and/or specifications have been reviewed for compliance with Meridian City Standards and Specifications. This review does not relieve the owner, engineer, or contractor of the responsibility to design and/or construct those facilities in compliance with all current applicable federal, state and local laws, rules, regulations, ordinances, development agreements, specifications, orders or approvals, all of which the City retains the right to enforce. Inconsistencies not noted by City staff shall not be construed as approved unless specifically addressed in writing by the City. Any proposed revision to these plans must be submitted for review and compliance with the Meridian City Standards and Specifications before said revision is constructed. Name Date 5g\ONAL FNc C,tSTFR�o GF 2 03/11/2022 � �82 F�TF OF C.) S. CRP CHECKED BY: DAVID A. BAILEY P.E. I Q IzIM W LL 0 n� I..L S Z Q J 0- 0. W Q ►� N Y W NW L.L U w 12 w� M13-024 SHEET I 11,111I11111 � I I BLOCK I I I I 21 I I I I I I I I I I I I CONSTRUCT 32 LF 15 16 17 18 19 8" WATER MAIN' CONSTRUCT 102 LF I I I I i i i ; I I I I I , ; i I I I 8" WATER MAIN CONSTRUCT 347 LF I CONSTRUCT 223 LF 'CONSTRUCT 3 LF1 8" WATER MAIN 8" WATER MAIN 8" WATER MAIN 1 8+78.81 4' 39'L 9+34.81 4" 39'L 9+90.81 4" 39'L 10+45.81 4" 391 10+99.81 4" 391 11+53.81 12+27.81 12+81.81 13+35.81 13+89.81 14+36.40 El 2530.85 ?------- - _El 2531.07 T------- --- El 2531,29 i_ -r------- --- El 2531.51 J --- t ------ EI 2531.72 ------ � t ------ 4" 39 L �----EI_2531.94------ 4" 39'L El 2532.26 1 1 4" 39'L El 2532.49 4" 39'L 1 El 2532.71 1 4" 39'L 4" 39'L 1 2 r------ ------------ t------ J El 2532.94 ------ J---- t------ El 2533.14 J r--------- Q ( I I 2 2 2 2 Lj _I. W I � CDW o = 2 W DIVA �CAPRI T 2 2 2 SSMH AA 2 3 - 2 + sus s0 1 sus sl 0 �!s 0 T----I- U Qj 2 OS o N 2 2 N a< -. t 4 _t. N 8+72.81 + + 9+28.81 9+84.81 4" 29'R 4" 29'R 4" 29'R 10+39.81 4" 29'R + 10+93.81 4" 29'R i 117.81 +4 12+21.81 El 2530.63 El 2530.85 El 2531.07 El 2531.28 El 2531.50 El 25311.72 El 2532.03 BLOCK 20 noon I N I FA 0 I N t 12+75.81 4" 29'R El 2532.26 I I � I � -sTls� i I 13+29.81 4" 29'R El 2532.49 O W. RIVA APRI! ST.Q-'- O Tls �-s \^ a v I I I 2s , 4r I I 13+83.34 , , 14+30.40 4„ 29'R 4" 29'R El 2532.72 El 2532.92 SSMH A5 CONSTRUCT 4 LFJ 8" WATER MAIN CONSTRUCT 22 LF 8" WATER MAIN u U W Z F- 90. J W N = co w w w �w SSMH CEL 2550 2547 2544 2541 2538 2535 2532 2529 "-9-1440 8+70 9+00 9+30 9+60 9+90 10-�20 10-�50 10-�80 11 -� 10 11 -�40 11-M 12-�00 12-�30 1240 12--90 13--20 13--50 13--80 1410 1440 14-00 15--00 15-M / KEYNOTES 01 CONSTRUCT 11 LF 6" WATER MAIN 8"x8"x6" TEE (MJxMJxFLG) 6" VAVLE FIRE HYDRANT PER CITY OF MERIDIAN SD-W8 O POTABLE/NON POTABLE SERVICE CROSSING. REFER TO WATER NOTE 3 - SEE COVER SHEET 1.0. O POTABLE/NON POTABLE MAIN CROSSING. REFER TO WATER NOTE 2 - SEE COVER SHEET 1.0. ® LOWER WATER MAIN THROUGH EX. 16" STEEL SLEEVE ® 0.00% PER DETAIL SHEET 5.1. (1) 4 LF SECTION 8" WATER MAIN (1) 3 LF SECTION 8" WATER MAIN CONST. 22 LF 8" WATER MAIN (CENTER 20 LF SECTION UNDER GIRR CROSSING IN SLEEVE). (2) 45' BENDS (MJ) CONST. INVERT OF SLEEVE:2531.40 30 0 15 30 60 SCALE IN FEET 1 "=30' �o APPROVED FOR CONSTRUCTION These plans and/or specifications have been reviewed for compliance with Meridian City Standards and Specifications. This review does not relieve the owner, engineer, or contractor of the responsibility to design and/or construct those facilities in compliance with all current applicable federal, state and local laws, rules, regulations, ordinances, development agreements, specifications, orders or approvals, all of which the City retains the right to enforce. Inconsistencies not noted by City staff shall not be construed as approved unless specifically addressed in writing by the City. Any proposed revision to these plans must be submitted for review and compliance with the Meridian City Standards and Specifications before said revision is constructed. Name Date WATER METER LEGEND (PER CITY OF MERIDIAN STANDARD DRAWINGS W1,W2,W3 & W5) LOCATION PER MERIDIAN SD-W9 IF METER SHARES LOT LINE WITH FIRE HYDRANT. 3/4" DOUBLE METER SERVICE WITH 3/4" METER SETTERS 3/4" SINGLE METER SERVICE WITH 3/4" METER SETTER SERVICE MARKERS TO BE PROVIDED PER MERIDIAN SD SW-3. THECITYOF MERIDIAN REQUIRES THAT ALL WATER METERS AND WATERWORKS BRASS BE ANSI/NSF 61 CERTIFIED. ALL SEWER MANHOLES ARE TO BE 48" INNER DIAMETER, CONSTRUCTED PER ISPWC SD-501. THE SLOPE AND LENGTH OF SEWER MAIN IS CALCULATED FROM INSIDE FACE OF MANHOLE TO INSIDE FACE OF MANHOLE. ALL SEWER SERVICES ARE TO BE 4" DIA, PER ISPWC SD-511A, CONSTRUCTED AT 2.00% MINIMUM SLOPE. *SEWER SERVICE MUST BE CONSTRUCTED W/ CLASS 200 (SDR-21) PIPE. SEE WATER NOTE 3. BENCH MARKS WITBM TBM #1 - 2540.20 - RIM OF EXISTING SEWER MANHOLE AT ELMSTONE AVE PRESENT IN JUMP CREEK SUBDIVISION NO. 1. SEE SHEET 5.4. TBM #2 - 2542.33 - RIM OF EXISTING IRRIGATION MANHOLE PRESENT NORTH AT THE INTERSECTION OF BLACK CAT AND MCMILLAN ROAD. SEE SHEET 5.5. C R C oN Q �d V o w Z ~� 3 Z 3 Z a � o Z W w Z_ w W <o J N- w V w \pNAL F TF OF S. CRP% .E. N Z a Q IdZIM W -i LL 0/�/ LL LL � Z 0� 0 %L W Z V / - J > n� L.L m O J � � W W W Q Y W W 0S "V U � � 0 � Ld J Ld >013-024 SHEET (:U�) SEWER LINE A SEE SHEET 5.1 ---" 17.0' I 1 SS*H IA2-) I 90. I SEWER LINE A SEE SHEET 5.1 2550- 2547- 2544- 254'-- 2538- 2535- 2532- 2529- 2526- 30 0 15 30 60 SCALE IN FEET 1 "=30' CIWER APPROVED FOR CONSTRUCTION These plans and/or specifications have been reviewed for compliance with Meridian City Standards and Specifications. This review does not relieve the owner, engineer, or contractor of the responsibility to design and/or construct those facilities in compliance with all current applicable federal, state and local laws, rules, regulations, ordinances, development agreements, specifications, orders or approvals, all of which the City retains the right to enforce. Inconsistencies not noted by City staff shall not be construed as approved unless specifically addressed in writing by the City. Any proposed revision to these plans must be submitted for review and compliance with the Meridian City Standards and Specifications before said revision is constructed. I 1 I I I I I I I I I 1 I 1 i I i i I I i I I i BLOCK! I I i 19 I I I i I I I I 1 I 1 O i 20 i O i I I i 21 I I I i 22 23 i i 24 I 25 1 I I 26 i i 27 i i 28 I O I i CONSTRUCT 31 LIF 8" WATER MAIN I I I i I I I I I i I I I I 29 I I 30 I O I I I I I CONSTRUCT 332 LF 1 I I I I I I I 1 I I CONSTRUCT 340 LF 8" WATER MAIN I I 1 1 I CONSTRUCT 5 LF 1 - _. 8" WATER MAIN 8" WATER MAIN 1 1 I 1 4" 39' 0 4 39 L I El 2531.45 3+61.2Q I 4" 39'L I El 2 4+17.20 4" 39'L I I 4+72.20 4" 39'L 1 I 1 1 1 5+26.20 1 I 1 4" 39'L 1 1 5+80.20 I 4" 39'L 1 I j 1 6+54.20 I I 4" 39'L 1 1 1 7+08.20 4" 39'L 1 1 7+62.20 1 4" 39'L 1 1 1 8+16.20 1 1 1 1 1 8+59.43 I I _____ 1 ---_- -------1-1.78 --- -----EI_2532.00 1------ �_ EI 2532.22 ------t----- __-_ El 2532.43 t----- �- El 2532.57 ------t----- El 2533.41 `------- -Y-----` `- EI 2534.25 -----t-----J `--------t------` El 2534.51 4" 39'L `---- El 2t4.33 Ji 4" 39'L I El 2534.19 I J__1 I I i I I 1 1 1 I I 1 I 2 o 2 -� w l 3 o o �-- I 3 w - - w 3 w l 1 3 w " 3 w 1 iso w SSMH B1 w 3 V w ow w N w 3 3 w w w 3 w w 3 w ( I w s s {w W. APGAR - o SST - -�- I o- -T-- - 3 o-i- ��- - � - - } s SSM 62w Z N W 10 00 W N OO (0 N �[) N V)N IN N 0 M 1 > 1 K Z Z Z I -+99.20 ---- 2+99.20 I +-------- 3+55.20 +-------- 4+11.20----4+66.20 , ------- r----- - r-----+-------� 4" 29'R 4" 29�R 4" 29'R 4 29'R 5+20.20 5+74.20 El 2531.21 El 2531.56 El 2531.78 El 2532.00 29 R 4 29 R I I I I I I I I I I I I I I I I 1 1 1 1 I I I I 1 1 1 1 1 I 1 I El 2532.41 I El 1 I 1 I 1 I 1 I I El 2532.56 I I I I I I I I I I I I I 13 i I I I I I I I I I i 12 I I I 1 I I I I I I 11 1 I 1 1 I 1 1 I 1 1 10 I I 1 1 1 I 1 I 1 I 1 I I O i I I 1 I I I I I I I I I i O I I I w 00 00 N '0:to O M u') V) N LO to N ? O � Z Z FINAL GRADE ----- z EXISTING GRADE 4" PIRR -(8" 900 SLEECE) 8" WATER MAIN 3 W. APGAR IS 3 3 0 1 r------------r 6+48 r--------------------------- 7+02.20 I r----- r----- _--a ------------- r-- 4' 29'R 4" 29'R 7+56.20 4^ 29 R 4" 29' 0 4„ 29,R 4- 29' 3 4" 29,R El 2533.11 I I I I El 2533.96 I I I 1 El 2534.33 1 I I El 2534.15 I I I I El 2534.01 I I I I i 1 1 1 1 I CONSTRUCT 7 LF I I I I 8" WATER MAIN I I CONSTRUCT 6 LF I I 8" WATER MAIN O O O O 0 CONSTRUCT 22 LFJ 8" WATER MAIN 8" WATER MAIN 3 00 0 Lq N rn Lo N N Mcot 200N0 V) z N (n 0_z EX. 20 LF 16" STEEL SLEEVE O 0.00X INV ELEV: 2530.80 ro SEWER LINE C SEE SHEET 5.4 .091 (1FT C IF s f SEWER LINE C SEE SHEET 5.4 / KEYNOTES 01 CONSTRUCT 11 LF 6" WATER MAIN 8"x8"x6" TEE (MJxMJxFLG) 6" VAVLE FIRE HYDRANT PER CITY OF MERIDIAN SD-W8 O POTABLE/NON POTABLE MAIN CROSSING. REFER TO WATER NOTE 2 - SEE COVER SHEET 1.0. 03 POTABLE/NON POTABLE SERVICE CROSSING. REFER TO WATER NOTE 3 - SEE COVER SHEET 1.0. ® LOWER WATER MAIN THROUGH EX. 16" STEEL SLEEVE ® 0.00% PER DETAIL SHEET 5.1. (2) 5 LF SECTIONS 8" WATER MAIN CONST. 22 LF 8" WATER MAIN (CENTER 20 LF SECTION UNDER GIRR CROSSING IN SLEEVE). (2) 45' BENDS (MJ) EX. INVERT OF SLEEVE:2530.80 WATER METER LEGEND (PER CITY OF MERIDIAN STANDARD DRAWINGS W1,W2,W3 & W5) LOCATION PER MERIDIAN SD-W9 IF METER SHARES LOT LINE WITH FIRE HYDRANT. 3/4" DOUBLE METER SERVICE WITH 3/4" METER SETTERS 3/4" SINGLE METER SERVICE b WITH 3/4" METER SETTER SERVICE MARKERS TO BE PROVIDED PER MERIDIAN SO SW-3. THE CITY OF MERIDIAN REQUIRES THAT ALL WATER METERS AND WATERWORKS BRASS BE ANSI/NSF 61 CERTIFIED. ALNOT SEWER MANHOLES ARE TO BE 48" INNER DIAMETER, CONSTRUCTED PER ISPWC SD-501. THE SLOPE AND LENGTH OF SEWER MAIN IS CALCULATED FROM INSIDE FACE OF MANHOLE TO INSIDE FACE OF MANHOLE. ALL SEWER SERVICES ARE TO BE 4" DIA, PER ISPWC SD-511A, CONSTRUCTED AT 2.00% MINIMUM SLOPE. *SEWER SERVICE MUST BE CONSTRUCTED W/ CLASS 200 (SDR-21) PIPE. SEE WATER NOTE 3. BENCH MARKS 69TBM TBM #1 - 2540.20 - RIM OF EXISTING SEWER MANHOLE AT ELMSTONE AVE PRESENT IN JUMP CREEK SUBDIVISION NO. 1. SEE SHEET 5.4. TBM #2 - 2542.33 - RIM OF EXISTING IRRIGATION MANHOLE PRESENT NORTH AT THE INTERSECTION OF BLACK CAT AND MCMILLAN ROAD. SEE SHEET 5.5. 2550 2547 2544 2541 RCP GIRR 2538 2535 2532 2529 2526 SEWER LINE B PROFILE HOR: 1 "30' VER: 1 "=3' I I I I I I I I I I I I I I I I I I I I I I I I I 252 +80 2+10 2+40 2+70 3+00 3+30 3+60 3+90 4+20 4+50 4+80 5+10 5+40 5+70 6+00 6+30 6+60 6+90 7+20 7+50 7+80 8+10 8+40 8+70 9+00 9+30 9+60 23 \pNAL F .E. o aF a r U J a N W N N N o N w a I fN o Lj n z W (D j _j L.L • Z O O Q� Z L Z 0� 0 Z W Z J m O J I W W W Q Y W U (� O Ld J Ld >013-024 SHEET 5.3 2550- 2547- 2544r 2541- 2538r 2535- 253c 2529- 2526- 2523- 2520- 251 f+80 Z I I II II I I TBM #1 EX. SSMH E5 II II I I III I I �I �1 3 I � II II I I III I � " II II I I EXISTING JUMP CREEK R SUBDIVISION NO. 1 I BLOCK O I O CONSTRUCT 101 LF "391 3+55.89 4" 39'L EI 1533.55 �EX! SSCO H1 5 " " 4 SSMH I C O ----------, I I MERIDIAN SEWER AND WATER EASEMENT_--� ^ I I I I I I oT 1 BLOCK 1 CONSTRUCT 137 LF O O IS 8' WATER MAIN CONSTRUCT 9 LF 8" WATER MAIN CONSTRUCT 234 LF CONSTRUCT 13 LF 8" WATER MAIN 8" WATER MAIN 4+11.89 4+67.89 5+23.89 5+78.11 4" 39'L 4" 39'L 4" 39'L 4" 39'L EI 1533.77 El 2534.00 El 2534.29 El 2534.61 � ! C5X T I r C3 11.0' 7+43.48 4" 27'R El 2534.41 O N 7100 w w I w w w w a I" 5 . ELMSTONE IAVE. 5 5 2 41 r�---r--- o s s F �..� � 9+44 (4Y Si SEWER LINE B SEE SHEET 5.3 n SEWER LINE A SEE SHEET 5.2 U MO 6+73.48 -� 4" 27'R El 2534.99 _SSMH C2 �111111111 I � � � �111111111 I ` r �IIIIIIIIIIIL -- Z tj 00 Z N 00 00 Na0 000 Sri W � N� 04 'N N SS H C3 00(0 (o 0'r3 �°�' Oo r� NODry 0 a STA:8 25.07 iO 00 co'?N ro 00 00 _ rn�'nN 00 N U) �oNLO � LOIN Z: ID 0 INV IN:2529.05 RIM:2 8"E BLO 41.33 KOUT W C21 6 Or 'In CV U0)�N� tnF� > _ N+U)N» o o N N 0+ NNN�0 Lo O S �aM» M N z 0 0N N z00 XH�>> NN F'ZZ INAL GRADE ' Q>>> z z I Ld in — — — — — — — — — -- EXISTING GRADE-----) 12" C-900 STORM DRAIN 8" ATER MAIN II 8" W TER MAIN II II II II II II II II II II 173 4 e II 0 7i" LFV C C) II ®.S E. II II II 240 252 LF — pVC ` LF C�Ci I I 111 12� C�G� SEWER LINE C PROFILE I HOR: 1 "=30' u VER: 1 "=3' 2+10 2+40 2+70 3+00 3+30 3+60 3+90 4+20 4+50 4+80 5+10 5+40 5+70 6+00 6+30 6+60 6+90 7+20 7+50 7+80 8+10 2550 2547 2544 2541 2538 4-MM 4*41 2523 4*01 KEYNOTES Q1 REMOVE EXISTING BLOW -OFF ASSEMBLY AND CONNECT TO EXISTING 8" WATER MAIN. CONTRACTOR TO FIELD VERIFY LOCATION & ELEVATION OF EXISTING WATER MAIN O 8"x8"x8" TEE (FLG) 2- 8" VALVES (MJxFLG) 1- 8" ADAPTER (FLGxMJ) Q3 REMOVE EXISTING SEWER CLEANOUT AND CONNECT TO EXISTING SEWER STUB. CONTRACTOR TO FIELD -VERIFY LOCATION & INVERT ELEVATION OF EXISTING SEWER MAIN. ® POTABLE/NON POTABLE MAIN CROSSING. REFER TO WATER NOTE 2 - SEE COVER SHEET 1.0. Q5 POTABLE/NON POTABLE SERVICE CROSSING. REFER TO WATER NOTE 3 - SEE COVER SHEET 1.0. © CONSTRUCT 11 LF 6" WATER MAIN 8"x8"x6" TEE (MJxMJxFLG) 6" VAVLE FIRE HYDRANT PER CITY OF MERIDIAN SD-W8 Q7 CONSTRUCT 2" BLOW OFF ASSEMBLY PER MERIDIAN W12 ® 90' ELBOW (MJ) WATER METER LEGEND (PER CITY OF MERIDIAN STANDARD DRAWINGS W1,W2,W3 & W5) LOCATION PER MERIDIAN SD-W9 IF METER SHARES LOT LINE WITH FIRE HYDRANT. 3/4" DOUBLE METER SERVICE WITH 3/4" METER SETTERS 3/4" SINGLE METER SERVICE WITH 3/4" METER SETTER SERVICE MARKERS TO BE PROVIDED PER MERIDIAN SO SW-3. THECITYOF MERIDIAN REQUIRES THAT ALL WATER METERS AND WATERWORKS BRASS BE ANSI/NSF 61 CERTIFIED. ALL MANHOLES ARE TO BE 48" INNER DIAMETER, CONSTRUCTED PER ISPWC SD-501. THE SLOPE AND LENGTH OF SEWER MAIN IS CALCULATED FROM INSIDE FACE OF MANHOLE TO INSIDE FACE OF MANHOLE. ALL SEWER SERVICES ARE TO BE 4" DIA, PER ISPWC SD-511A, CONSTRUCTED AT 2.00% MINIMUM SLOPE. *SEWER SERVICE MUST BE CONSTRUCTED W/ CLASS 200 (SDR-21) PIPE. SEE WATER NOTE 3. BENCH MARKS WITBM TBM #1 - 2540.20 - RIM OF EXISTING SEWER MANHOLE AT ELMSTONE AVE PRESENT IN JUMP CREEK SUBDIVISION NO. 1. SEE SHEET 5.4. TBM #2 - 2542.33 - RIM OF EXISTING IRRIGATION MANHOLE PRESENT NORTH AT THE INTERSECTION OF BLACK CAT AND MCMILLAN ROAD. SEE SHEET 5.5. CNl APPROVED FOR CONSTRUCTION These plans and/or specifications have been reviewed for compliance with Meridian City Standards and Specifications. This review does not relieve the owner, engineer, or contractor of the responsibility to design and/or construct those facilities in compliance with all current applicable federal, state and local laws, rules, regulations, ordinances, development agreements, specifications, orders or approvals, all of which the City retains the right to enforce. Inconsistencies not noted by City staff shall not be construed as approved unless specifically addressed in writing by the City. Any proposed revision to these plans must be submitted for review and compliance with the Meridian City Standards and Specifications before said revision is constructed. Name Date �o V o = C7 Z ~� W 3 Z = a Zw W fZ' � W w w Z w 'cc m Z LLI < o J N- w w \pNAL F TF OF S. CRP% .E. z a 0 o a a r U J a N w N N N o N w a I fN o > I M Q' Z W (D • U IJ L.L • Z O O U_ Z LL Z 0� Q Z W Z V / - J � n� L.L m 0 J I W W W Q Y W W U (� L.L O n W J � I rn 5A. 3" SDR 21" PVC RISER EXTED 18" ABOVE GROUND Q 3" x 4" x 6" CINDER BLOCK (OR EQUAL) Q3 4" x 3/4" SADDLE MINIMUM ® 4" MAIN LINE MINIMUM QS 3/4" POLY PIPE 200 PSI © 6" x 3/4" 200 PSI POLY 18" ABOVE GROUND Q 3/4" BASS COMP. COUPLINGS ® 3/4" BRASS CURB STOP Q9 ROCK CHIPS ® 3" FEMALE ADD. �1 LOCATOR WIRE ® 3" PVC PLUG ® MARKER STEEL "T' POST v N.M.I.D "MODIFIED" TYPE A RISER LONG SIDE SERVICE DETAIL NOT TO SCALE 1Q 3" SDR 21" PVC RISER EXTED 18" ABOVE Q 3" x 4" x 6" CINDER BLOCK (OR EQUAL) Q3 4" x 3/4" SADDLE MINIMUM ® 4" MAIN LINE MINIMUM Q5 8" x 3/4" BRASS NIPPLE © 6" x 3/4" 200 PSI POLY 18" ABOVE GROUI Q7 3/4" BRASS CURB STOP ® ROCK CHIPS Q9 3" FEMALE ADD. ® LOCATOR WIRE Q 3" PVC PLUG ® MARKER STEEL " T" POST v N.M.LD "MODIFIED" TYPE A RISER SHORT SIDE SERVICE DETAIL NOT TO SCALE DOMESTIC WATER METER AIR RELEASE VALVE BOX COVER OBLITERATE 1 )4 " 200 PSI RATED WORDS "WATER METER" OR EQUIVALENT FORD NO. X43 CAST IRON WITH 13 Yz "LOCKING LIDS 6„ z (V 20" PVC IN 1 CU. YD. DRAIN ROCK TO BOTTOM OF VALVE FOR SUPPORT AIR VENT STATION DETAIL NOT TO SCALE -------------- DOMESTIC WATER METER 1 J4 " CURB STOP BALL BOX COVER. OBLITERATE VALVE SUCH AS FORD WORDS "WATER METER" B11-666SW FROM LID. FORD NO. X43 CAST IRON WITH 13 Xz " LOCKING LIDS 1 20" PVC Xz " BRASS IN 1 CU. YD. PIPE RAIN ROCK TO 07 \TFOR OTTOM OF VALVE SUPPORT DRAIN VALVE DETAIL NOT TO SCALE = ID o KEYNOTES 0 CONNECT TO EX. 4" VALVE �_ a it d 0 CONNECT TO EX. 8" VALVE C C3 w 30 CONSTRUCT DRAIN VALVE PER DETAIL THIS SHEET. •wig z_ ~ 3 ® CONSTRUCT AIR VENT PER DETAIL THIS SHEET. W z 3 z = 50 LOWER PIRR MAIN THROUGH EX. 16" STEEL SLEEVE ® d 0.00% PER DETAIL SHEET 5.1 �Q (2) 5 LF SECTIONS 8" PIRR MAIN = Z w CONST. 22 LF 8" PIRR MAIN (CENTER 20 LF SECTION W UNDER GIRR CROSSING IN SLEEVE). LLJ (2) 45- BENDS (MJ) LLJ Z CONST. INVERT OF SLEEVE:2533.00 'CU C4 � Z WO NOTE: CONTRACTOR TO VERIFY ELEVATION, LOCATION W < o & SIZE PRIOR TO CONNECTION TO EX. VALVES — INSTALL (2) 2" SCH 80 SLEEVES AS SHOWN IN C± w THE SHEET. ADDITIONAL SLEEVES MAY BE NECESSARY. COORDINATE W/ DEVELOPER. NAL cj�o ST ERFc'LF� LEGEND 03/11/2022� Q� SUBDIVISION BOUNDARY LINE 7 8 8 2 - CENTERLINE 1 RIGHT-OF-WAY LINE fF� N t-. \ � LOT LINE PIT CONST. PRESSURE IRRIGATION LINE CHECKED BY: WITH IRRIGATION RISER DAVID A. BAILEY P.E. DRAWN BY: ® GATE VALVE W/RISER BD Q MAINLINE DRAIN Q AIR RELEASE VALVE SCALE IN FEET 1 "=50' Plans Are Accepted For Public Street Construction O -!.W APPROVED FOR CONSTRUCTION These plans and/or specifications have been reviewed for compliance with Meridian City Standards and Specifications. This review does not relieve the owner, engineer, or contractor of the responsibility to design and/or construct those facilities in compliance with all current applicable federal, state and local laws, rules, regulations, ordinances, development agreements, specifications, orders or approvals, all of which the City retains the right to enforce. Inconsistencies not noted by City staff shall not be construed as approved unless specifically addressed in writing by the City. Any proposed revision to these plans must be submitted for review and compliance with the Meridian City Standards and Specifications before said revision is constructed. M 0 z 3 0 Lj N Uj Q� o r tO a is it V J w d o � N 6 N o I z Z (0 • Q�jJ U J Z � O Z � Z Z Z 0 U _ W _ Q > 0 0 - m J W cn > - W Y 0 W W W U V) U V 0 W � J n >013-024 SHEET 6st r L BLOCK 22 �_________________� I I I I I I I I Q I I Ir----------------- I I O 3 I ' n I r------------ N I I 0 II � I I Ir ---- -----------I I I I I O ; 8 I I ' I L_____ _________J r---- --------I I ' I I II O I I I I 5 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I J I I r-----� I I r-----1 I I r------ I 1 I r------ 1 I I r------ 1 I I 17 I I I 18 I I I I I I 13 I I I I I I I I 14 I I I I I I I I 13 I I I I I I I I 12 I I I I I I I I 11 I I I I I I I I 10 I I I I I I I I O9 I I I I I 8 I I I O I I I I I I I I I I OB I I I I I I I I I I O5 I I I I I I I I I I O I I I I I I I I O3 I I I I I I I I I I I I O I I I I I I I I I I Oj I I I I I 17 I I I I I I L_____J I I Ip I J I I I I L__J I I I I I I I I L----- J I I I I L----- J I I I I L----- J I I I I L_____J I I I I L_____J I I I I L----- J I I I I L----- J I I I I L----- J I I L----- I I J I I I I L----- J I I I I L----- J X I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I L L I I I I I I I I I ------ ------ ---- W. APGAR ST. I I I I I I I I I I I BLOCK; 19 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 28 I I 27 I I O j I 29 I I ® ; 31 I I I I I I I I I I I I I I I I I I I I I I --------------------------------- + W. APGAR ST. I I I I --------- I I I --------- I I I I I I I , I I I I -------- I I I I r__—___—_r I I I I ' I I I I �I I I II I 13 I I I I I II I I 12 I I I I I I II I I 11 I I I I I I I II I I I 10 I I I I I I II I I O I I I I I I I I I O z • I I I I S I ' I I I I I I I I I— r III ID N r--------� I I r--------� I I I r________r r________r Q .... .III I I I I I I I I I I I I I I I I I I I Im I I I I I I I I I I I I I I I I I I I I I I I ; I 13 ; ; lg i i 17 i I 19 I I 19 I I I 20 I I• �.. � I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I W. RIVA CAPRI ST. E0 BLOCK 20 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I © II ® II O II O II I I I I I I I I I I I I I I I I I I I I BLOC{; 21 i I I I I I I I I I I I I I I I I I I I I I I I I I 21 I I O I I O j j 24 I I 23 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I O W. MCMILLAN ROAD _ W. RIVA CAPRI ST M r---------------- IL I r----- I - - - - - - - - - I I I I I I OI I RI r---- --------- i z I I v I I I m I I O r---- O D I� I I ' I ' 1 I L --------------- Ir ---- --------� I I I L---------- � III ---------------- L------------- -- I --------r I I I I BLOCK 20 I 1 I I 0 � FUTURE JUMP CREEK SUBDIVISION STREET LIGHTING 1. All street light construction shall be done in accordance with the current version of the ISPWC, the Meridian Supplemental Specifications to the ISPWC, and the National Electric Code. 2. A street lighting electrical permit shall be opened prior to starting work. Use the online Citizen Portal at https://citizenportal.merldiancity.org/CitizenAccess/ to open a permit and request inspections. 3. Installation will require inspections for the concrete base reinforcing, bedding, backfill, and for the pole and associated wiring. 4. Street light bases shall be located 10'min. from trees, 5'min. from fire hydrants and 2'min. from water meters. 5. Keep accurate notes of conduit, junction box locations. Attach a redlined as built drawing of this plan sheet to the street lighting electrical permit, or submit a hard copy to the Meridian Public Works Department prior to requesting final inspection. 6. Contact the City Transportation and Utility Coordinator (208) 898-5500 for questions regarding Utility Conflicts, or to access locked meter pedestals. LEGEND ----- SUBDIVISION BOUNDARY LINE CENTERLINE RIGHT-OF-WAY LINE LOT LINE PI T CONST. PRESSURE IRRIGATION LINE WITH IRRIGATION RISER ® GATE VALVE W/RISER QD MAINLINE DRAIN G AIR RELEASE VALVE #77777C STREET LIGHT NUMBER NOTE: UNLESS OTHERWISE SPECIFIED, STREET LIGHTS ARE TO BE TYPE 2 PER MERIDIAN STANDARD DRAWINGS T1 & T2. ALL TYPE 1 LIGHTS ARE TO BE METERED. STREET LIGHTS ARE TO BE INSTALLED PER CURRENT CITY OF MERIDIAN SUPPLEMENTAL SPECIFICATIONS. SCALE IN FEET 1 "=50' Plans Are Accepted For Public Street Construction to APPROVED FOR CONSTRUCTION These plans and/or specifications have been reviewed for compliance with Meridian City Standards and Specifications. This review does not relieve the owner, engineer, or contractor of the responsibility to design and/or construct those facilities in compliance with all current applicable federal, state and local laws, rules, regulations, ordinances, development agreements, specifications, orders or approvals, all of which the City retains the right to enforce. Inconsistencies not noted by City staff shall not be construed as approved unless specifically addressed in writing by the City. Any proposed revision to these plans must be submitted for review and compliance with the Meridian City Standards and Specifications before said revision is constructed. �o V o = C7 w Z_ ~� W Z 3 = a Zw W W w w Z_ w 'cc W 0 Z wo Z W �o J N— w V m w 5g\ONAL FNc �oQ 10 C,\STFR�o GF F 2 03/11/2022 1 .�82 F�TF OFQ) S. CRP CHECKED BY: DAVID A. BAILEY P.E. Z I 0 W (n ILLJ o a = a a- o a rn N N 0 N z 7 Z (0 • UU Q • Z _J O _ Z � Z Z 0 o W Z V b o 0 m J V / / W � Y 0 W �W/ LL W U U W p J M13-024 SHEET (:U�)