HomeMy WebLinkAboutCC - Storm Drainage Report RACKERMAN
ESTVOLD
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Pinedale Subdivision
Stormwater Report
December 2022
EXECUTIVE SUMMARY
The purpose of this report is to confirm that the storm water management system design for Pinedale
Subdivision is adequate for the specified design storms per the City of Meridian,Ada County, and Idaho
Department of Environmental Quality standards.
DESCRIPTION
The subject property is located at 3679 W Newland Street, Meridian, ID, consisting of a portion of the SE
1/4 of Section 10,Township 3 North, Range 1 West, Boise Meridian,Ada County, Idaho. The limits of
construction are approximately 0.27 acres, as shown on the attached construction documents. See
Appendix A for a copy of the construction documents.
Currently,the site consists of relatively flat terrain, and drainage is achieved by percolation through
surface soils.
Proposed improvements consist of cuts and fill earthwork to extend an existing asphalt public road
along with water, sewer, irrigation, and stormwater management to support the improvements.The
project consists of 7 residential lots and 2 common lots. Stormwater from the residential lots, roadway
and sidewalks will drain to a proposed catch basin. From the catch basin, stormwater will then drain into
a proposed seepage bed on site. All stormwater within the limits of the construction will be contained
on site. Infiltration rate is estimated at 3.72 in/hr per the Geotechnical report.The Geotechnical report
can be found in Appendix C.
DESIGN CRITERIA
Criteria
The system is designed to accommodate the peak flow for the 100-year design storm in accordance with
the latest edition of the Stormwater Manual.
The storm water peak runoff flows are calculated using the Rational Method with a weighted post
development runoff coefficient calculated for each drainage area and duration equal to the calculated
time of concentration.The rainfall intensity used was taken from the Areas Intensity-Du ration-
Frequency.
11PAGE
Pinedale Subdivision
Stormwater Report
December 2022
PEAK FLOW
The proposed storm drainage conveyance facilities are sized to provide the necessary capacity to convey
the design storm, as required. The following steps were taken to design the storm conveyance facilities.
1. Calculate the individual drainage basin areas (A),the Runoff Coefficient (C) and Time of
Concentration (Tc)values for the developed basins. Combine basins, as appropriate,to
determine flow at specific Design Points.
2. Determine the peak flow for each basin and Design Point using the Rational Equation (Q=CIA),
utilizing the Rainfall Intensity(1)from the appropriate Intensity-Duration-Frequency curves
based on the Tc value.
3. Verify capacity of the permeable pavers and other storm water conveyance facilities to
accommodate the peak flows.
The proposed storm drainage conveyance system has been sized to accommodate the 100-year peak
flow rates. All facilities have been verified to adequately pass the peak flow and convey the stormwater
to a facility for disposal by infiltration and off-site discharge at below pre-development conditions. See
Appendix B for detailed calculations.
DESIGN STORM RETENTION VOLUME
The proposed storm drainage retention facilities are sized to provide the necessary capacity to store the
100-year storm event,to provide for initial settlement of sediments in the runoff and dispose by
infiltration within the required time frame. The following steps were taken to design the storm drain
facility.
1. Calculate the individual drainage basin areas (A) and estimate the Runoff Coefficient (C)for the
developed basins. Combine basins, as appropriate,to determine volume at specific Design
Points.
2. Determine the Rainfall Intensity (1)from the appropriate Intensity-Duration-Frequency curves
based on the design storm event and storm duration (T) of one hour.
3. Verify capacity of facilities for design volume and maximum drain time.
100 YEAR RETENTION
The proposed drainage facilities have been designed to adequately detain and dispose of the 100-year
design storm event. See Appendix B for detailed calculations.
2 1 P A G E
Pinedale Subdivision
Stormwater Report
December 2022
PRE-DEVELOPMENT DRAINAGE BASIN
Using the rational method to calculate the pre-development runoff in the area impacted by the
proposed project contained within the parcel,we obtain 0.17 cfs.
C=0.25
A= 0.27
Tc= 10
l ioo= 2.58
Qioo= CIA=0.17 cfs
POST DEVELOPMENT DRAINAGE BASIN
For the Post-development analysis, the drainage patterns for the proposed site connect to one seepage
bed with a vertical sand filter as shown in Appendix A.
Drainage Basin 1
Basin 1 contains 11,976 sf of asphalt roadway and concrete sidewalk with a C=0.95.
Using the rational method to calculate the post-development runoff for the proposed project, we obtain
a Q2 of 0.18 cfs and a Qioo of 0.67 cfs.
C=0.95
A= 0.27
Tc= 10
12=0.69
Q2= CIA=0.18cfs
I ioo= 2.58
Qioo= CIA=0.67 cfs
Calculations for 2-year design seepage bed 1 are as follows:
From ACHD calculator,V2= 244 CF
The seepage bed required for this volume of storage is 3'W x 46'L x 35D, which is smaller than the
proposed 3'W x 1001 x 3.5'D seepage bed.
3 1 P A G E
Pinedale Subdivision
Stormwater Report
December 2022
Calculations for 100-year design seepage bed 1 are as follows:
From ACHD calculator,Vim= 903 CF
The seepage bed required for this volume of storage is 5.5'W x 94'L x 3.5'D,which is smaller than the
proposed 5.5'W x 100'L x 3.5'D seepage bed.
Calculations for the sand and grease trap and seepage bed are provided in Appendix B.
4 1 P A G E
Appendix A
Construction Documents
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NOTE
THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION AND/OR ELEVATION OF EXISTING UTILITIES AS
SHOWN ON THESE PLANS IS BASED ON RECORDS OF THE VARIOUS UTILITY COMPANIES AND, WHERE POSSIBLE,
MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION IS NOT TO BE RELIED ON AS BEING EXACT OR
COMPLETE. THE CONTRACTOR MUST CALL THE LOCAL UTILITY LOCATION CENTER AT LEAST 48 HOURS BEFORE
ANY EXCAVATION TO REQUEST EXACT FIELD LOCATIONS OF THE UTILITIES. IT SHALL BE THE RESPONSIBILITY OF CERTIFICATE OF COMPL ANCE
THE CONTRACTOR TO RELOCATE ALL EXISTING UTILITIES WHICH CONFLICT WITH THE PROPOSED IMPROVEMENTS
SHOWN ON THE PLANS. ALL EXISTING CONDITIONS AND STRUCTURES, NOT SPECIFICALLY NOTED FOR REMOVAL, THE ENGINEER OF RECORD CERTIFIES THAT THE PLANS ARE PREPARED IN
SHALL BE RETAINED AND PROTECTED. EXISTING CONDITIONS AND STRUCTURES THAT ARE DAMAGED DURING THE SUBSTANTIAL CONFORMANCE WITH THE ACHD POLICY AND STANDARDS IN
COURSE OF CONSTRUCTIONS SHALL BE REPLACED BY THE CONTRACTOR AT NO ADDITIONAL COST TO THE OWNER. EFFECT AT THE TIME OF PREPARATION. THE DESIGN PROFESSIONAL DRAWN BY: KES
THE CONTRACTOR SHALL BE REQUIRED AND RESPONSIBLE TO POTHOLE FOR ALL EXISTING UTILITIES TO VERIFY ACKNOWLEDGES THAT ACHD ASSUMES NO LIABILITY FOR ERRORS OR CHECKED BY: AMC
EXISTING CONDITIONS PRIOR TO COMMENCEMENT OF DEMOLITION AND EXCAVATION ACTIVITIES. DEFICIENCIES IN THE DESIGN. ALL VARIANCES, LISTED BY DATE AND SHORT
DESCRIPTIONS, WERE APPROVED FOR THE PROJECT: NONE DATE: 12/16/2022
Project Contacts Datum: Notes: Disclaimer: REVISIONS
Developer: Planning and Zoning: Utility Locator Service: BASIS OF BEARING: 1 . ALL CONSTRUCTION SHALL CONFORM WITH LOCAL & STATE BUILDING, PLUMBING, AND ELECTRICAL CODE. It is understood that these plans # DATE
Pine Project, LLC. City of Meridian Planning and Dig Line were designed in accordance with z __/--/----
2338 West Boulder Bar Drive Development Services Ph: 1(800)-342-1585 WESTERLY LINE OF SUBJECT PROPERTY BEING N00°52'04"E AS 2. LOCATIONS OF EXISTING UTILITIES SHOWN ARE APPROXIMATE AND BASED UPON INFORMATION PROVIDED BY standard practices widely accepted # --/--/----
Meridian, Idaho 83646 Ph: (208) 884-5533 UTILITY COMPANIES AND FIELD OBSERVATIONS. ACCURACY OF LOCATIONS OF ALL UNDERGROUND UTILITIES IS through the field of civil engineering Contact: Bruce Hessing ESTABLISHED BETWEEN FOUND MONUMENTS g g g #
Email: bruce.hesscom@aol.com Sewer & Water: NEITHER GUARANTEED NOR WARRANTED. CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING AND and surveying. Although the plans
City of Meridian Public Works VERTICAL DATUM: VERIFYING ALL UNDERGROUND UTILITIES PRIOR TO CONSTRUCTION. represented here have been Project No.
Ph: (208) 898-5500 designed by, or under the direct R21228
NAVD 88, BROUGHT TO THE SITE VIA STATIC OBSERVATION 3. PRIOR TO THE COMMENCEMENT OF ANY WORK, THE CONTRACTOR SHALL FILE A "NOTICE OF INTENT TO supervision of, a registered S\OONAL EN
Civil Engineer & Surveyor: Powerho : PROCESSED PROCESSED THROUGH THE NGS OPUS UTILITY OBTAIN COVERAGE UNDER THE NDPDES GENERAL PERMIT FOR STORM WATER DISCHARGE ASSOCIATED WITH professional engineer, � \STER� �'�F�
Ackerman-Estvold Ida (208) 388-6320 CONSTRUCTION ACTIVITY o
Ph: (NOI). Ackerman-Estvold will not be TITLESHEET
7661 W Riverside Dr. Ste 102 responsible for the accuracy of any
Garden City, ID 83714 Gas: physical work that is not 6
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Ph: (208) 853-6470 Intermountain Gas Company constructed under the direct full 7 �T P
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Contact: Antonio Conti, PE, PLS Ph; (208) 377-6863 time observation of personnel ��� F OF o�' C0.0
antonio.conti@ackerman—estvold.com p G
Digline: (800) 342-1585 �0 M
employed by Ackerman-Estvold.
CITY OF MERIDIAN STANDARD NOTES (MARCH 2O18� M
GENERAL CONSTRUCTION PRESSURIZED IRRIGATION PROPOSED TOPOGRAPHY FEATURES PROPOSED UTILITIES GENERAL ABBREVIATIONS o�
A Z o .
FM FM Sanitary Sewer Force Main }-' C-)1. ALL CONSTRUCTION WORK SHALL BE DONE IN ACCORDANCE WITH THE 1. THE PRESSURIZED IRRIGATION SYSTEM MUST BE BUILT TO THE STANDARDS ARV -Air Release Valve O U _C:5
CURRENT VERSION OF THE IDAHO STANDARDS FOR PUBLIC WORKS OF THE IRRIGATION DISTRICT IN WHICH IT IS BEING CONSTRUCTED. 1905 Proposed Topographic Contour (Major) ASME -American Society Of Mechanical Engineers OC On Center o m
CONSTRUCTION (ISPWC), THE CITY OF MERIDIAN SUPPLEMENTAL 2. INSTALL A REDUCED PRESSURE BACKFLOW PREVENTER IN ANY O Sanitary Sewer Manhole ASTM -American Society Of Testing Materials OD -Outside Diameter O N -
SPECIFICATIONS TO THE ISPWC (AND ANY ADDENDUMS), MERIDIAN DESIGN CONNECTION BETWEEN THE POTABLE WATER SYSTEM AND THE PRESSURE 1902 Proposed Topographic Contour (Minor) AVAR -Air Vacuum And Air Release � °� cm
STANDARDS, THE REQUIREMENTS OF THE ADA COUNTY HIGHWAY DISTRICT IRRIGATION SYSTEM. THE DEVICE MUST BE APPROVED BY THE IDAHO P -
0 Sanitary Sewer Cleanout w
(ACHD), AND/OR THE REQUIREMENTS OF THE IDAHO TRANSPORTATION DEPARTMENT OF ENVIRONMENTAL QUALITY (DEQ) AND THE CITY OF B PV -Pavement I--' E o
DEPARTMENT (ITD). THE MORE STRINGENT OF ANY OF THESE STANDARDS MERIDIAN WATER DEPARTMENT. Proposed Curb & Gutter BFP -Backflow Preventer PSI -Pounds Per Square Inch o .L'
SHALL BE THE CONTROLLING STANDARDS OR SPECIFICATIONS. -ss ss Sanitary Sewer Gravity Main BLDG -Building PVC -Polyvinyl Chloride r r C
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2. THE CONTRACTOR SHALL HAVE A COPY OF THE LATEST CITY OF MERIDIAN DRAINAGE Sign (Single or Double Post) C (� � -
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STANDARD SPECIFICATIONS AND DRAWINGS ON SITE OR READILY Storm Sewer Catch Basin 3 z
CB -Catch Basin QTY -Quantity
ACCESSIBLE AT ALL TIMES DURING CONSTRUCTION (AVAILABLE ON THE 0 Post or Bollard CF -Cubic Foot 0
WEBSITE). FAILURE TO HAVE ACCESS TO A CURRENT COPY OF THE 1. FOR ANY DRAINAGE FACILITIES WITHIN A PUBLIC RIGHT OF WAY, ACHD OR Storm Sewer Inlet Manhole CFS -Cubic Feet Per Second R 001, C:) Cz
STANDARD SPECIFICATIONS ON SITE COULD BE GROUNDS FOR A STOP ITD SHALL BE RESPONSIBLE FOR INSPECTION. FOR ANY PRIVATE DRAINAGE 0CI -Cast Iron RBR -Rebar
WORK ORDER UNTIL THE SITUATION IS RESOLVED. FACILITIES THE PROJECT ENGINEER OR ARCHITECT SHALL BE RESPONSIBLE d Mail Box
FOR INSPECTION AND CERTIFICATION OF DRAINAGE FACILITIES; HOWEVER O CJ -Construction Joint RCP -Reinforced Concrete Pipe N c� o
3. THE CONTRACTOR SHALL HAVE PLANS STAMPED "APPROVED FOR Storm Sewer Manhole
ANY ROOF DRAINAGE AND PIPING TO THE DRAINAGE FACILITIES WILL BE -Control Joint RJ -Restrained Joint M z
CONSTRUCTION" BY THE CITY OF MERIDIAN ON SITE AT ALL TIMES. Asphalt Pavement Hatch CL -Centerline o�O �'
INSPECTED BY THE MERIDIAN PLUMBING OFFICIAL UNDER THE 0
4. ALL CONTRACTORS, SUBCONTRACTORS, AND UTILITY CONTRACTORS SHALL APPROPRIATE PERMIT. Storm Sewer End Section CLR -Clear S Cn o
ATTEND A PRE-CONSTRUCTION CONFERENCE PRIOR TO START OF WORK. Concrete Pavement Hatch CMP -Corrugated Metal Pipe S -Slope CD N
5. CONTRACTORS SHALL NOTIFY THE APPROPRIATE AGENCY WHEN MATERIALS sT sT Storm Sewer Gravity Main CO -Cleanout SF -Square Feet
ARE ON SITE OR INSPECTION OF THE WORK IS REQUIRED. NO WORK MAY CNC -Concrete SS -Sanitary Sewer
Gravel Pavement Hatch
BEGIN ON ANY PROJECT WITHOUT TWENTY FOUR (24) HOUR PRIOR CU -Cubic SSMH -Sanitary Sewer Manhole
NOTICE. OO Water Manhole CY -Cubic Yard SD -Storm Sewer
NOTES:GENERAL ti
STA -Station
6. CONTACTOR SHALL NOTIFY THE PUBLIC WORKS INSPECTOR 48 HOURS D STD -Standard
PRIOR TO THE REQUIRED TESTING. THE CONTRACTOR MAY NOT OPEN OR 1 . ALL WORK SHALL CONFORM TO THE PROJECT NOTES, DETAILS, CONSTRUCTED BY THEIR WORK CREWS UNTIL THE WORK IS Fire Hydrant DTL -Detail SDMH -Storm Sewer Manhole
CLOSE WATER VALVES. SPECIFICATIONS, AND THE CITY OF MERIDIAN STANDARDS. WHERE ACCEPTED BY THE OWNER FOR CONTINUOUS OPERATION AND DI -Ductile Iron
7. ALL MATERIAL FURNISHED ON, OR FOR THE PROJECT MUST MEET THE NOT SPECIFIED, ALL WORK SHALL CONFORM TO THE 2020, OR MAINTENANCE. N Water Valve DIA -Diameter T
MINIMUM REQUIREMENTS OF THE APPROVING AGENCIES. AT THE REQUEST MOST CURRENT, EDITION OF THE IDAHO STANDARDS FOR PUBLIC DIM -Dimension
OF THE APPROVING AGENCY OR THE DESIGN ENGINEER, CONTRACTORS WORKS CONSTRUCTION (ISPWC). IN THE EVENT THAT ANY OF THESE 18. THE CONTRACTOR IS RESPONSIBLE FOR COMPLIANCE WITH ALL DIP -Ductile Iron Pipe TBC -Top Back Curb
SHALL FURNISH PROOF THAT ALL MATERIALS INSTALLED ON THIS PROJECT STANDARDS CONFLICT, THE MORE STRINGENT SHALL BE THE APPLICABLE SAFETY LAWS OF ANY JURISDICTIONAL BODY INCLUDING, 9 Water Curb Stop DR -Drain TOC -Top Of Concrete
MEET THE SPECIFICATION REQUIREMENTS SET FORTH IN GENERAL CONTROLLING STANDARDS OR SPECIFICATIONS. BUT NOT LIMITED TO, SAFE WORKING PRACTICES WITHIN AND DWG -Drawing TOG -Top Of Grout
CONSTRUCTION NOTE NO. 1. AROUND THE CONSTRUCTION AREA. IN ADDITION, JURISDICTIONAL -W-W Water Main TOW -Top Of Wall
8. WORK SUBJECT TO APPROVAL BY ANY GOVERNMENTAL AGENCY MUST BE 2. ONLY PLAN SETS STAMPED "APPROVED FOR CONSTRUCTION" SHALL AGENCIES, THE OWNER, AND THE PROJECT ENGINEER SHALL NOT E TYP -Typical
BE USED BY THE PROJECT CONTRACTOR(S). USE OF ANY PLANS BE RESPONSIBLE FOR ENFORCING SAFETY REGULATIONS.
APPROVED PRIOR TO (A) BACKFILLING TRENCHES FOR PIPE; (B) PLACING , _ EX -Existing
ON THE JOB WITHOUT THE "APPROVED FOR CONSTRUCTION" STAMP i i i i i-i i Water Fittings
OF AGGREGATE BASE; (C) PLACING OF CONCRETE; (D) PLACING OF - - EL -Elevation U
ASPHALT PAVING. SHALL BE GROUNDS FOR THE ISSUANCE OF A STOP WORK ORDER. 19. THE CONTRACTOR IS TO OBTAIN ALL APPLICABLE PERMITS. EP -Edge Of Pavement U -U Post
9. INSPECTION, APPROVAL AND FINAL ACCEPTANCE OF ALL WATER AND 3. THE CONTRACTOR SHALL KEEP ONSITE AT ALL TIMES A COPY OF 20. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE REMOVAL AND Water Reducer EJ -Expansion Joint UV -Ultra Violet
SEWER CONSTRUCTION SHALL BE BY THE PUBLIC WORKS DEPARTMENT, THE APPROVED CONSTRUCTION PLANS. THESE PLANS SHALL BE DISPOSAL OF ANY EXCESS ONSITE MATERIALS AS NECESSARY TO
AND THEIR DECISION SHALL BE FINAL. SUCH INSPECTIONS SHALL NOT USED TO RECORD THE ACTUAL LOCATIONS OF THE CONSTRUCTED COMPLETE THE PROJECT. IF V
7 Water Cap FF -Finish Floor VERT -Vertical
RELIEVE THE CONTRACTOR FROM THE RESPONSIBILITY OF PERFORMING THE PIPELINES) AND ANY OTHER UTILITIES ENCOUNTERED. THE
WORK IN AN ACCEPTABLE MANNER IN ACCORDANCE WITH THE DEQ/QLPE CONTRACTOR SHALL PROVIDE THESE RECORDED LOCATIONS TO THE 21 . IF ANY ITEMS OF SUSPECTED HISTORICAL OR ARCHAEOLOGICAL FG -Finish Grade VCP -Vitrified Clay Pipe
APPROVED CONSTRUCTION PLANS. PROJECT ENGINEER FOR USE IN THE PRODUCTION OF RECORD VALUE ARE DISCOVERED DURING CONSTRUCTION, THE CONTRACTOR FH -Fire Hydrant
DRAWINGS PRIOR TO FINAL APPROVAL/ACCEPTANCE OF THE WILL BE REQUIRED TO STOP WORK AND CONTACT THE OWNER, FL -Flowline W
10. ANY DEVIATION FROM THE APPROVED PLANS AND SPECIFICATIONS MUST PROJECT. PROJECT ENGINEER, AS WELL AS THE STATE HISTORICAL FT -Feet W -Water
HAVE THE APPLICABLE AGENCY APPROVAL IN WRITING PRIOR TO PRESERVATION OFFICE. W/ -With
CONSTRUCTION. 4. EXISTING SITE INFORMATION INCLUDING THE LOCATION OF EXISTING G W/O -Without
1 1. PRIOR TO BEGINNING INSTALLATION OF STREET LIGHTS, THE ELECTRICAL SITE CONDITIONS AND SURFACE TOPOGRAPHY AS SHOWN ON THESE 22. IF DURING CONSTRUCTION OF THE PROJECT, AN UNDERGROUND GAL Gallon WS -Water Surface
CONTRACTOR SHALL OBTAIN AN ELECTRICAL PERMIT FROM THE BUILDING PLANS HAS BEEN PROVIDED BY ACKERMAN-ESTVOLD. THE EXISTING STORAGE TANK, BURIED DRUM, OTHER CONTAINER, CONTAMINATED GPM -Gallons Per Minute WSP -Welded Steel Pipe
DIVISION OF THE MERIDIAN PUBLIC WORKS DEPARTMENT. ANY DEVIATION IN SITE INFORMATION IS PROVIDED FOR THE CONVENIENCE OF THE SOIL, OR DEBRIS NOT SCHEDULED FOR REMOVAL UNDER THE GV -Gate Valve
STREET LIGHT LOCATIONS FROM THE APPROVED PLANS MUST BE CONTRACTOR AND SHALL BE FIELD VERIFIED BY THE CONTRACTOR'S CONTRACT IS DISCOVERED, THE CONTRACTOR SHALL IMMEDIATELY X
APPROVED IN WRITING FROM THE CITY ENGINEER. CONSTRUCTION SURVEY PRIOR TO THE START OF ANY PROJECT NOTIFY THE OWNER AND THE PROJECT ENGINEER. NO ATTEMPT H X Chisel 'X'
CONSTRUCTION. THE CONTRACTOR SHALL BE RESPONSIBLE FOR SHALL BE MADE TO EXCAVATE, OPEN, OR REMOVE SUCH MATERIAL HP -Horsepower
WATER PROVIDING ALL CONSTRUCTION STAKING. WITHOUT WRITTEN APPROVAL. HWL -High Water Level Y
5. THE TYPES, LOCATIONS, SIZES AND/OR DEPTHS OF EXISTING YD -Yard w
1. CONSTRUCTION OF THE WATER SYSTEM SHALL CONFORM TO THE UNDERGROUND UTILITIES AS SHOWN ON THESE DRAWINGS WERE YR -Year
OBTAINED FROM SOURCES OF VARYING RELIABILITY. THE ID -Inside Diameter w
STANDARDS IN THE WELAHO RULES FOR PUBLIC DRINKING WATER SYSTEMS CONTRACTOR IS CAUTIONED THAT ONLY ACTUAL EXCAVATION WILL ACHD STANDARD NOTES IN -Inch Z O
(IDAPA 58.01.08)" AS WELL AS THE STANDARDS AND SPECIFICATIONS REVEAL THE TYPES, EXTENT, SIZES, LOCATIONS AND DEPTHS OF INV -Invert Elevation ZON -Zoning
REFERRED TO IN GENERAL CONSTRUCTION NOTE NO. 1. SUCH UNDERGROUND UTILITIES. THE PROJECT ENGINEER ASSUMES IP -Iron Pin
2. THE HORIZONTAL SEPARATION OF POTABLE WATER MAINS AND NO RESPONSIBILITY FOR THE COMPLETENESS OR ACCURACY OF THE 1. ALL CONSTRUCTION WITHIN THE ADA COUNTY HIGHWAY DISTRICT ENSURE MATCH LINE DOES NOT FALL WITHIN THE WHEEL PATH OF � /�
NON-POTABLE WATER MAINS (SANITARY SEWER, STORM DRAIN, AND DELINEATION OF SUCH UNDERGROUND UTILITIES, OR THE EXISTENCE (ACHD) RIGHT-OF-WAY SHALL CONFORM TO THE CURRENT EDITION A LANE. MATCH LINE SHALL ONLY FALL IN THE CENTER OR EDGE J �/
IRRIGATION) SHALL BE A MINIMUM OF TEN (10) FEET. WHERE IT IS OF OTHER BURIED OBJECTS OR UTILITIES WHICH MAY BE OF THE IDAHO STANDARDS FOR PUBLIC WORKS CONSTRUCTION OF A TRAVEL LANE. JT -Joint
NECESSARY FOR A POTABLE WATER MAIN AND NON-POTABLE WATER MAIN ENCOUNTERED, BUT WHICH ARE NOT SHOWN ON THESE DRAWINGS. (ISPWC) AND THE ACHD SUPPLEMENTAL SPECIFICATIONS. NO 4). PLOWABLE FILL OR IMPORTED MATERIAL MAY BE REQUIRED IF
TO CROSS WITH LESS THAN EIGHTEEN (18) INCHES OF VERTICAL IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO IDENTIFY EXACT EXCEPTIONS TO DISTRICT POLICY, STANDARDS, AND THE ISPWC THE NATIVE TRENCH MATERIAL IS DEEMED UNSUITABLE BY ACHD M Q
SEPARATION, THE CROSSING SHALL BE CONSTRUCTED IN ACCORDANCE LOCATIONS OF EXISTING UTILITIES PRIOR TO THE START OF ANY WILL BE ALLOWED UNLESS SPECIFICALLY AND PREVIOUSLY INSPECTOR, DOES NOT MEET COMPACTION STANDARDS OR TIME IS M Meter APPROVED APPROVED IN WRITING BY THE DISTRICT. A CRITICAL FACTOR.
WITH SECTION 542.07 OF THE IDAHO RULES FOR PUBLIC DRINKING WATER PROJECT CONSTRUCTION. ANY LOCATION WHICH MAY POSE A MGD -Million Gallons Per Day Z D__5). ANY EXCEPTIONS TO THESE RULES SHALL BE PRE-APPROVED
SYSTEMS (IDAPA 58.01.08) AND SECTION 430.02 OF THE WASTEWATER CONFLICT WITH THE PROPOSED CONSTRUCTION MUST BE REPORTED MH -Manhole Q
2. ACHD WILL INSPECT ALL IMPROVEMENTS WHICH FALL WITHIN THE IN WRITING BY DISTRICT STAFF BEFORE CONSTRUCTION BEGINS.
RULES IDAPA 58.01.16). TO THE PROJECT ENGINEER PRIOR TO THE START OF ANY PROJECT MISC -Miscellaneous
( ) CONSTRUCTION. ACHD RIGHT-OF-WAY OR EASEMENT INCLUDING BUT NOT LIMITED MJ -Mechanical Joint -
3. THE HORIZONTAL SEPARATION OF NON-POTABLE SERVICES AND POTABLE TO STORM DRAIN CONSTRUCTION, TRENCH BACKFILL PROCEDURES, 11. ABANDONED TEST PITS OR WATERWAYS LOCATED WITHIN CURRENT
WATER SERVICES OR POTABLE WATER MAINS SHALL BE A MINIMUM OF SIX 6. THE CONTRACTOR SHALL CALL DIG LINE (800-342-1585) TO ROAD WAY CONSTRUCTION AND CONCRETE WORK. ANY WORK TO OR FUTURE RIGHT-OF-WAY SHALL BE RE-EXCAVATED TO NATIVE BE J Z
( )
(6) FEET. WHERE IT IS NECESSARY FOR A POTABLE WATER MAIN AND LOCATE ALL EXISTING UTILITIES AT LEAST THREE 3 DAYS PRIOR BE DONE WITHIN THE EXISTING RIGHT-OF-WAY WILL REQUIRE A SOIL AND BACKFILLED WITH STRUCTURAL FILL PER ISPWC - � /1 Q
SEPARATE PERMIT THROUGH ACHD CONSTRUCTION SERVICES SPECIFICATIONS. PROVIDE SOILS DATA TO VERIFY NATIVE NTS -Not To Scale `/ J
NON-POTABLE WATER MAIN TO CROSS WITH LESS THAN EIGHTEEN (18) TO THE START OF CONSTRUCTION. DIVISION. THE CONTRACTOR WILL SCHEDULE AND INSPECTION, MATERIAL MEETS THE REQUIREMENTS FOR ENGINEERED FILL PER Q
INCHES OF VERTICAL SEPARATION, THE CROSSING SHALL BE CONSTRUCTED REQUESTED THROUGH ACHD INSPECTION SERVICES, 208-387-6284, ISPWC SPECIFICATIONS AND A COPY OF THE COMPACTION TESTS.
IN ACCORDANCE WITH SECTION 542.07 OF THE IDAHO RULES FOR PUBLIC 7. THE CONTRACTOR SHALL NOTIFY THE PROJECT ENGINEER A MINIMUM U J w
DRINKING WATER SYSTEMS (IDAPA 58.01.08) AND SECTION 430.02 OF THE OF SEVENTY-TWO (72) HOURS PRIOR TO THE START OF PROJECT A MINIMUM OF 24 HRS. PRIOR TO CONSTRUCTION STARTING. J L1J
CONSTRUCTION. 12. PRIOR TO PLACEMENT OF ANY PAVEMENT MARKINGS CONTACT 7
WASTEWATER RULES (IDAPA 58.01.16). 3. TRAFFIC PLANS AND SAWCUTS ASSOCIATED WITH THE ACHD INSPECTION FOR VERIFICATION OF COMPLIANCE WITH POLICY L
4. PLACE WATER SERVICE LINES IN A TWO (2) INCH DIAMETER PIPE SLEEVE 8. THE CONTRACTOR SHALL OBTAIN A PERMIT TO EXCAVATE IN PUBLIC CONSTRUCTION OF ANY UTILITY WILL BE COORDINATED AND AND EXISTING PAVEMENT MARKINGS.
WHEREVER THE SERVICE LINE CROSSES A STORM WATER TREATMENT RIGHT OF WAY, FROM THE CITY OF MERIDIAN PRIOR TO THE START APPROVED THROUGH CONSTRUCTION SERVICES OF ACHD, Q
FACILITY (I.E. SEEPAGE BEDS, DRAINAGE SWALES). OF PROJECT CONSTRUCTION. 208-387-6280, PRIOR TO INITIATING ANY CONSTRUCTION. 13. FOR SUBDIVISION SIGN INSTALLATION; OUTSIDE INSTALLERS MUST
BE BONDED WITH ACHD AND OBTAIN A NO-CHARGE
5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING CONTINUOUS g THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL TRAFFIC 4. ACHD INSPECTION STAFF WILL BE MORE CLOSELY MONITORING RIGHT-OF-WAY PERMIT. w
WATER SERVICE TO ALL EXISTING WATER USERS AFFECTED BY PEDESTRIAN FACILITIES FOR COMPLIANCE WITH ADA STANDARDS. A
CONSTRUCTION. IF WATER SERVICE MUST BE INTERRUPTED, THE CONTROL ASSOCIATED WITH THE PROJECT AND SHALL AS A REMINDER, SIDEWALK CROSS SLOPE SHALL NOT EXCEED 7 lJ`
CONTRACTOR SHALL COORDINATE WITH THE PUBLIC WORKS INSPECTOR. DEVELOP/SUBMIT A PLAN TO THE PROJECT ENGINEER FOR 2.0%; THERE ARE NO "TOLERANCES" ALLOWED. GRADING, DRAINAGE, AND EROSION CONTROL NOTES: Z
APPROVAL PRIOR TO THE START OR PROJECT CONSTRUCTION. PLAN
TO BE IN ACCORDANCE WITH MUTCD, THE CITY OF MERIDIAN AND 5. TRUNCATED DOMES SHALL BE CONSTRUCTED ON ALL PEDESTRIAN
SEWER PROVIDED AT NO ADDITIONAL COST TO THE OWNER. RAMPS WITHIN ACHD RIGHT-OF-WAY. DOMES SHALL BE 1 . ANY DISTURBED SOILS SHALL BE RECOMPACTED OR REMOVED AND
10. THE CONTRACTOR SHALL MAINTAIN TRAFFIC ACCESS AT THE END OF
CONSTRUCTED PER ISPWC SD-712. DOMES SHALL BE CAST INTO REPLACED WITH CONTROLLED, COMPACTED FILL. LOOSE LIFT M 1. CONSTRUCTION OF THE SEWER SYSTEM SHALL CONFORM TO THE EACH DAY AND PROVIDE DETOURS OR ONE-WAY TRAFFIC DURING THE CONCRETE (STAMPED CONCRETE AND ADHESIVE MATS NOT THICKNESS SHALL NOT EXCEED SIX (6) INCHES. FILL SHALL BE
ALLOWED) AND SHALL BE COLORED 'TRAFFIC YELLOW. COMPACTED TO AT LEAST 98% OF ASTM D698 (STANDARD PROCTOR)
STANDARDS IN THE WASTEWATER RULES (IDAPA 58.01.16) AS WELL AS CONSTRUCTION. WHEN CONSTRUCTION TECHNIQUES ALLOW, WITHIN -3% TO +3% OF OPTIMUM MOISTURE CONTENT. COMPACTION
THE STANDARDS AND SPECIFICATIONS REFERRED TO IN GENERAL CONTRACTOR SHALL PROVIDE ACCESS THROUGH THE CONSTRUCTION 6. ALL UTILITY IMPROVEMENTS ARE TO BE CONSTRUCTED TO IN TRENCHES SHALL BE OBTAINED USING A VIBRATORY SHEEPS FOOT
CONSTRUCTION NOTE NO. 1. ZONE TO PRIVATE PROPERTIES. ACCOMMODATE THE COLLAR REQUIREMENT PER ISPWC SD-616 AND COMPACTOR.
2. THE HORIZONTAL SEPARATION OF POTABLE WATER MAINS AND 11 . CONTRACTOR SHALL SECURE ALL NECESSARY PERMITTING FROM THE BE IN ACCORDANCE WITH SECTION 703 OF THE ISPWC.
NON-POTABLE WATER MAINS (SANITARY SEWER, STORM DRAIN, AND IDAHO DEPARTMENT OF ENVIRONMENTAL QUALITY (IDEA) PRIOR TO 2. SUBGRADE PREPARATION SHALL BE PERFORMED BENEATH ALL
IRRIGATION) SHALL BE A MINIMUM OF TEN (10) FEET. WHERE IT IS 7. ALL WATER VALVES, BLOW-OFFS, AND MANHOLES SHALL BE PROPOSED PAVEMENTS. THE SOIL SHALL BE SCARIFIED TO A DEPTH
NECESSARY FOR A POTABLE WATER MAIN AND NON-POTABLE WATER MAIN THE START OF PROJECT CONSTRUCTION, IF TRENCH DEWATERING IS REQUIRED, CONTRACTOR SHALL SUBMIT A DEWATERING PLAN TO THE GRADED AND PLACED SO AS NOT TO CONFLICT WITH ANY OF 12" BELOW SUBGRADE AND RECOMPACTED TO AT LEAST 98% OF
ASTM D698 STANDARD PROCTOR WITHIN -3% TO +3% OF OPTIMUM
TO CROSS WITH LESS THAN EIGHTEEN (18) INCHES OF VERTICAL PROJECT ENGINEER PRIOR TO COMMENCEMENT OF DEWATERING CONCRETE CURB, GUTTERS, SIDEWALK OR OTHER STREET ( )
SEPARATION, THE CROSSING SHALL BE CONSTRUCTED IN ACCORDANCE OPERATIONS. IMPROVEMENTS. MOISTURE CONTENT.
WITH SECTION 542.07 OF THE IDAHO RULES FOR PUBLIC DRINKING WATER 3. ALL TOPSOIL IN CONSTRUCTION AREAS SHALL BE STRIPPED AND
SYSTEMS (IDAPA 58.01.08) AND SECTION 430.02 OF THE WASTEWATER 12. DURING SERVICE CONNECTIONS, GROUNDWATER LEVELS SHALL BE 8. UTILITY STREET CUTS IN PAVEMENT LESS THAN FIVE YEARS OLD
. MAINTAINED ONE 1 ' FOOT OR MORE BELOW PIPE INVERTS PER ARE NOT ALLOWED UNLESS APPROVED IN WRITING BY THE SEPARATED FROM OTHER INORGANIC SOIL MATERIALS. THE
RULES IDAPA 58.01.16
( ) ( ) CONTRACTOR SHALL TAKE NECESSARY PRECAUTIONS TO PREVENT THE DRAWN BY: KES
ISPWC. ONCE DEWATERING OPERATIONS CEASE, CONTRACTOR SHALL DISTRICT. CONTACT THE DISTRICTS UTILITY COORDINATOR AT
3. THE HORIZONTAL SEPARATION OF NON-POTABLE SERVICES AND POTABLE CLEAN AND RESTORE TO THEIR ORIGINAL STATE ANY DITCHES HA 208-387-6258 (WITH FILE NUMBERS) FOR DETAILS. MIXING OF TOPSOIL WITH OTHER MATERIALS. THE TOPSOIL SHALL BE CHECKED BY: AMC
WATER SERVICES OR POTABLE WATER MAINS SHALL BE A MINIMUM OF SIX RESPREAD TO A DEPTH OF AT LEAST SIX (6) INCHES. REFER TO
STORM DRAIN FACILITIES THAT ARE SILTED DUE TO THEIR DEWATERING
(6) FEET. WHERE IT IS NECESSARY FOR A POTABLE WATER MAIN AND EFFORTS 9. CONSTRUCT ALL PAVEMENT MATCHES (INCLUDING DRIVEWAY THE SPECIFICATIONS FOR SEEDING REQUIREMENTS. NOTE:
.
NON-POTABLE WATER MAIN TO CROSS WITH LESS THAN EIGHTEEN (18) APPROACHES AND UTILITY CUT STREET REPAIRS) WITHIN ACHD DATE: 12/16/2022
INCHES OF VERTICAL SEPARATION, THE CROSSING SHALL BE CONSTRUCTED 13. THE CONTRACTOR SHALL PROTECT ALL EXISTING MONUMENTS, RIGHT-OF-WAY TO MATCH THE EXISTING STREET PAVEMENT 4. EXCESS MATERIAL (TOPSOIL/CLAY/GRAVEL, ETC.) SHALL BECOME THE THIS IS A GENERAL LIST OF SYMBOLS, LINES
SURVEY MARKERS, STREET SIGNS, UTILITIES, IRRIGATION LINES,
IN ACCORDANCE WITH SECTION 542.07 OF THE IDAHO RULES FOR PUBLIC SECTION OR TO USE THE FOLLOWING: PRINCIPAL ARTERIAL PROPERTY OF THE CONTRACTOR AND SHALL BE DISPOSED OF OFF AND ABBREVIATIONS. NOT ALL ARE USED ON REVISIONS
DRINKING WATER SYSTEMS (IDAPA 58.01.08) AND SECTION 430.02 OF THE ROADWAYS SHALL BE SP-3, 0.50 INCH ( ") MIX, PG 64-28 FIVE SITE.
PAVEMENT, TREES, FENCES, AND ANY OTHER IMPORTANT OBJECTS 3„
WASTEWATER RULES (IDAPA 58.01.16). ON/OR ADJACENT TO THE JOB SITE FROM DAMAGE AND REPAIR OR (5 ) INCHES OF ASPHALT, AS A MINIMUM WITH 4 INCHES OF a 5. CONTRACTOR SHALL PLACE EROSION CONTROLS AS NECESSARY THIS PROJECT AND SOME MAY NOT BE SHOWN. # DATE
REPLACE DAMAGED FACILITIES AS REQUIRED BY THE OWNER AND MINUS CRUSHED AGGREGATE, AND 25 INCHES OF 6 MINUS PIT
4. PLACE SEWER SERVICE LINES IN A SIX (6) INCH DIAMETER WATER CLASS RUN. USE WHICHEVER PAVEMENT SECTION IS GREATER. ALL DURING CONSTRUCTION. FINAL EROSION CONTROL MEASURES SHALL
PIPE SLEEVE WHEREVER THE SERVICE LINE CROSSES A STORM WATER THE PROJECT ENGINEER. ASPHALT MATCH LINES FOR PAVEMENT REPAIR SHALL BE BE CONSTRUCTED WITHIN 30 DAYS OF COMPLETING UNDERGROUND -/ -/
TREATMENT FACILITY (I.E., SEEPAGE BEDS, DRAINAGE SWALES). 14. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS BEFORE STARTING PARALLEL TO THE CENTERLINE OF THE STREET AND INCLUDE ANY UTILITY CONSTRUCTION. #WORK AND SHALL IMMEDIATELY NOTIFY THE PROJECT ENGINEER OF AREA DAMAGED BY EQUIPMENT DURING TRENCHING OPERATIONS. 6. CONTRACTOR SHALL BE RESPONSIBLE TO MAINTAIN SITE AND SHALL # __/--/----
ROADWAY ANY DISCREPANCIES. 10. ACTUAL FIELD CONDITIONS DURING TRENCHING MAY REQUIRE CORRECT ANY EROSION ISSUES IMMEDIATELY.
15. ANY CHANGES TO THE DESIGN AS SHOWN IN THESE CONSTRUCTION ADDITIONAL PAVEMENT REPAIR BEYOND THE LIMITS SHOWN ON THE Project No.
1. ALL CONTRACTORS WORKING WITHIN THE PUBLIC ROAD RIGHT-OF-WAY DRAWINGS MUST BE REVIEWED AND APPROVED BY THE PROJECT PLAN. THE FOLLOWING CONDITIONS ARE LISTED IN SECTION 6000 7. SEEDING TYPE, LOCATION, AND APPLICATION RATES SHALL BE PER R21228
THE ISPWC. CONTRACTOR SHALL ONLY SEED BETWEEN MAY 1 AND
ARE REQUIRED TO SECURE ARIGHT-OF-WAY CONSTRUCTION PERMIT FROM ENGINEER BEFORE CHANGES ARE MADE. THIS INCLUDES CHANGES HIGHWAY CUTS OF THE ACHD POLICY MANUAL. JUNE 15 OR SEPTEMBER 1 TO OCTOBER 15. �S�ONAL E
ACHD OR ITD AT LEAST TWENTY-FOUR (24) HOURS PRIOR TO ANY REQUESTED BY THE OWNER AND SUBCONTRACTORS. 1). ALL ASPHALT MATCH LINES FOR PAVEMENT REPAIR SHALL BE �0\ST
CONSTRUCTION. PARALLEL TO THE CENTERLINE OF THE STREET AND INCLUDE ANY 8 CONTRACTOR SHALL WARRANTY SEEDING UNTIL VEGETATION IS �� LEGEND &
16. CONTRACTOR SHALL PROVIDE THE PROJECT ENGINEER WITH ONE AREA DAMAGED BY EQUIPMENT DURING TRENCHING OPERATIONS.
2. ACHD OR ITD WILL INSPECT ALL WORK WITHIN THE PUBLIC COPY OF REDLINED AS-BUILT DRAWINGS PRIOR TO PROJECT 2). IF THE CUMULATIVE DAMAGED PAVEMENT AREA EXCEEDS 50% ESTABLISHED AT A RATE OF NOT LESS THAN 80% COVERAGE. NOTES
RIGHTS-OF-WAY TO INCLUDE UTILITY TRENCHES ABOVE THE PIPE ZONE. OF THE TOTAL ROAD SURFACE, CONTRACTOR SHALL REPLACE THE �c�j
ACCEPTANCE IF DEEMED NECESSARY. ENTIRE ROADWAY SURFACE. g'`
3). CONTRACTOR SHALL REPLACE THE PAVEMENT SURFACE TO Q,oF \Oy
17. THE CONTRACTOR IS RESPONSIBLE FOR PROTECTING ALL WORK �0 GO C 1 .0
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# DATE
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REFER TO SD-709 CONSTRUCT 3" ROLLED CURB PER SP-3, 0.50-INCH (2") MIX, PG SIX INCH (6") MINUS PIT RUN 1\ __/--/----
ACHD 2017 SUPPLEMENTAL 58-28 TWO AND A HALF AGGREGATE BASE FOUR
SPECIFICATIONS STD DWG SD-702. INCHES (2.5") THICK. INCHES (4") THICK. NINE INCHES ") THICK. #6
EXTEND MIN. " BEHIND
CURB #
2550 2550 --/--/----
Project No.
R21228
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\ \ \ O VERIFY DEPTH PRIOR TO COMMENCING CONSTRUCTION.
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\ \ ROW.CONTRACTOR TO REMOVE EXISTING BLOW OFF. J Z
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INSTALL 4"SINGLE WATER METER AND SETTER PER CITY
10 OF MERIDIAN SUPPLEMENTAL SPECIFICATIONS TO THE `^
ISPWC DETAILS SW3,W1,W2,AND W6. �J
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11 SUPPLEMENTAL SPECIFICATIONS TO THE ISPWC DETAIL
W8 AND W9.
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12
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SAWCUT,REMOVE,AND REPLACE EXISTING PAVEMENT
3 13 TO FACILITATE UTILITY INSTALLATION.CONSTRUCT
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PAGE C1.0.ASPHALT REPAIR PER ISPWC AND ACHD
SUPPLEMENTAL FOR STREET REPAIRS PER SD-301,
AD-303,AND SD-806(MINIMUM CROSS SLOPE).
DRAWN BY: KES
CHECKED BY: AMC
1
\ O DATE: 12/16/2022
14T-8"PVC@0.60
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REVISIONS
2550 2550
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\ \ Attention is Drawn to the Fact That Drawing Scales May be r
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INSTALL 7 LF OF 18" \ Hereon are Based on a Full Scale Sheet Size of 24"x 36". ti
i � \ PCV SD35 @ 1.0% \
\ \
Scale: 1"=20'
GREASE TRAP
\ RIM=2467.95
A=2553.52
�\ B=2553.42 DRAINAGE NOTES
C=—I 2553.32 \ CONTRACTOR TO COORDINATE WITH ACHD INSPECTION FOR— D=255 . 2 \ PLACEMENT OF THE MARKERS DURING CONSTRUCTION A PRIOR
\ \ TO BACKFILL FOR UNDERGROUND INFILTRATION SYSTEMS.
I \
1 \\ STORM KEY NOTES
CATCH BASIN INSTALL 7 LF OF 18" \ \
a^ss 8,,ss RIM=2557.20 ° \ \ CD
INSTALL TYPE IV CATCH BASIN PER ACHD SUPPLEMENT
INV OUT=2553.59 \V SD35 @ 1.0/o -[8 \\
TO ISPWC SD-604A
9,971 SF \ O CONTRACTOR SHALL MAINTAIN 18"VERTICAL
` \ CLEARANCE BETWEEN POTABLE AND NON-POTABLE
I 1 \ \\ PIPE SYSTEMS
a°w $"w \ \ O INSTALL 1,000 GALLON GREASE TRAP PER ACHD
\ 3
STORMWATER DESIGN GUIDELINES SECTION 8200
\ \ STANDARD DRAWING BMP-01. ELEVATIONS AS SHOWN.
\ \\ O CONSTRUCT SEEPAGE BED PER ACHD STORMWATER
\ \ DESIGN GUIDELINES SECTION 8200 STANDARD DRAWING
\ BMP-20.CONTRACTOR SHALL COORDINATE WITH ACHD
PRIOR TO CONSTRUCTION FOR LOCATION OF
Block I \ \\ ELECTRONIC MARKERS.SEEPAGE BED ELEVATIONS PER
\\ \ DETAIL.SEE SEEPAGE BED DETAILS.
Public A A\ INSTALL MONITORING WELL PER ACHD 2017
\ \ O STORMWATER DESIGN GUIDELINES SECTION 8200
\ 12,347 SF \ \ a \ STANDARD DRAWING BMP 20 AND STANDARD DRAWING
\ \ \ \ DETAIL 06. INTERNAL WELL SHALL BE INSTALLED 5'FROM
Q
\ \ \ THE END AND EDGE OF THE BED.OUTSIDE WELL SHALL
/ \ Lot 3 \ \ \ BE INSTALLED A MINIMUM OF 50'FROM THE PERIMETER
� v W
\ \ 5,522 SF V \ OF THE WELL. Z LU
a
\ \ \\ \ INSTALL STANDARD CONCRETE CATCH MANHOLE PER
V A \ \ A CD ACHD SUPPLEMENTAL SPECIFICATION SD-611 0
CONSTRUCT HORIZONTAL SAND FILTER PER ACHD 2017
\ \ STORMWATER DESIGN GUIDELINES SECTION 8200
\ V A STANDARD DRAWING BMP 21.CONTRACTOR TO V,
\ \ \ V A COORDINATE WITH ACHD FOR INSTALLATION OF
A A \ V A \ ELECTRONIC MARKERS AT THE CORNER OF THE
\ Lot 4 \ \ \ SEEPAGE BED SEE DETAILS. 0
/ \ \
\ \� 4,326 SF \\ \V A
Lot 7 I \ \\ \\ \� \ \\
_
4,148 SF Z
Lot 6 ,
4,029 SF Lot 5 \ \ \ V A A
� 4,112 SF
Z
I vvv Q
— — — — — — — — — — — — — — — — — � \\ - — — — — — — — — — V A �� �� A Q
SEEPAGE BED 1 NOTES: ,
— — — — — — — — — — — — V100: 903 CU.FT. LL1
\ V2: 244 CU.FT. Z
\ DESIGN INFILTRATION RATE: 3.72 IN/HR
2 ENGINEER MUST VERIFY THE INFILTRATION RATE
AFTER THE FACILITY IS FULLY EXCAVATED Q
• CONTRACTOR SHALL NOTIFY ENGINEER IMMEDIATELY
IF GROUNDWATER IS ENCOUNTERED WITHIN 1-FOOT
OF THE BOTTOM DESIGN ELEVATION FOR ANY w
PLAN VIEW INFILTRATION FACILITY A
6 V`
6 N.T.S.
A
3 __ _ _ SEEPAGE BED 1 DETAILS `n
..,
� J
z 10'
5.5' 3.0'
s a FINISHED GRADE EL 2,557.75
ILLo UTLET 5'
TOP OF GRAVEL EL: 2,556.25
FLOW BAFFLE WALL 2" WASHED DRAIN ROCK
ELEV B FLOW 3.5'
i.
LEV A 8" PIPE INVERT EL: 2,553.25
4
ELEV � �% BOTTOM OF 2" DRAIN ROCK EL: 2,552J5
INLET BAFFLE WALL a
ELEV C
20 " STD WOVEN GEOTEXTILE FABRIC
1.5' FILTER SAND ASTM C-33 OR PVC LINER ESTIMATED MAX HSGW AT 2,551.75 DRAWN BY: KES
SECTION A-A ISPWC SECTION 801 (6.0' BGS) PER GEOTECHNICAL REPORT CHECKED BY: AMC
BY ATLAS DECEMBER 14, 2021
N.T.S. DATE: 12/16/2022
SAND AND GREASE TRAP
10 0'
REVISIONS
INSTALL NON WOVEN # DATE
GEOTEXTILE FABRIC US
NOTES 120NW OR APPROVED --/--/----
1. SAND AND GREASE TRAP USED FOR SUBSURFACE FACILITIES ONLY 18" PERFORATED PIPE EQUAL
LEGEND:
MANHOLE FRAME AND COVER PER SD-617(TYPICAL) -- -- ----
:''f.: -
z LOCATION AND FL ELEV. PER DESIGN PLANS TYPICAL MONITORING WELL
H 1-FT USE GRADE RINGS TYPICAL
3 ( )
1-FT<H—2-FT USE 24"DIA RCP RISER Project No.
2-FT<H—10-FT USE MANHOLE CONE&48"DIA RISERS MAX HSGW PER R21228
aO EL.A>EL.B BY 0.10'MIN GEOTECHNICAL REPORT TONAL E
EL.D<EL.BBY0.10'MIN
EL.C<EL.B BY 0.50'MIN. 5 ��G\STD
s WATERTIGHT SEAL 4
UTILITIES
s PRECAST BOX MANUFACTURER SHALL MARK FLOW DIRECTION AND LABEL �
IN L T OR OUTLET ON SIDE OF BOX
���,o°M M . ��� C5.0
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SDR 21"PVC RISER EXTEND 18"ABOVE GROUND U i T i T C
X 4"X 6"CINDER BLOCK(OR EQUAL) 1-�--1 -
� / \ DOMESTIC WATER METER
\\ 3 4"X 3/4"SADDLE MINIMUM BOX COVER OBLITERATE AIR RELEASE VALVE 1 1/2" Graphic Scale: � �
/ \ 4 4"MAIN LINE MINIMUM O O O O O WORDS"WATER METER" 200 PSI RATER OR z
5 3/4"POLY PIPE 200 PSI 13 FORD No.K43 CAST IRON EQUIVALENT >\> O
\ WITH 13 1/2"LOCKING LIDS Attention is Drawn to the Fact That Drawing Scales May be ' L_ am
30' 4" 1 \ \ 6 6"X 3/4"200 PSI POLY 18"ABOVE GROUND 12 = Altered During Reproduction Processes. Scales Shown O O CZ
\ 8 3/4"BRASS COMP.COUPLINGS 10 O O O O Q)
5 Hereon are Based on a Full Scale Sheet Size of 24"x 36". � � -
\ - \ 8 3/4"BRASS CURB STOP 11 ao
INV:2553.75 / \ 9 ROCK CHIPS 1 THROUGH LINE CONNECTION,TEE 20"PVC L_ Gfl
\ _ Scale: 1"=20' ` N M z
10 3"FEMALE ADD. 1 _ 2 THROUGH LINE CONNECTION,CROSS USED AS TEE z > Ln
co
4"P R \ 11 LOCATOR WIRE 7 3 CHANGE IN LINE SIZE WITH REDUCER
2 \\ 12 3"PVC PLUG 3 6 4 DIRECTION CHANGE,CROSS USED AS ELBOW N 00
\ 13 MARKER STEEL"T"POST 2 5 DIRECTION CHANGE 90'ELBOW N
8 3 Q \ \ 4 5 6 DIRECTION CHANGE,TEE USED AS ELBOW
Grp \ 8 7 DIRECTION CHANGE T
\; ° \\ 9 8 THROUGH LINE CONNECTION,WYE NAMPA MERIDIAN IRRIGATION DISTRICT NOTES
"MODI FI ED" 9 VERTICAL DIRECTION CHANGE,BEND ANCHOR,SEE NOTE BELOW
MIN 1 CU.YD. 1. THE NAMPA MERIDIAN IRRIGATION DISTRICT SHALL
/ I \ 10 VALVE ANCHOR,SEE NOTE BELOW DRAIN ROCK TO INSPECT ALL PRESSURIZED IRRIGATION UNLESS A
TYPE A RISER BOTTOM OF VALVE
/ A,p �• \ FOR SUPPORT PROPERLY EXECUTED AGREEMENT FOR
LONG SIDE SERVICE NOTE:IF THRUST,DUE TO HIGH PRESSURE,ARE EXPECTED,ANCHOR VALVES AS INSPECTION AND MAINTENANCE IS IN EFFECT PRIOR
3 \ \ --NTS-- SHOWN IN DETAIL#10,AT VERTICAL BENS,ANCHOR TO RESIST OUTWARD THRUSTS. TO THE PRECONSTRUCTION MEETING. FORTY-EIGHT
o \ SINGLE FAMILY RESIDENT THRUST BLOCKING AIR RELEASE VALVE (48)HOURS ADVANCED NOTICE IS REQUIRED.
\ NAMPA&MERIDIAN IRRIGATION DISTRICT NAMPA&MERIDIAN IRRIGATION DISTRICT NAMPA&MERIDIAN IRRIGATION DISTRICT 2. REFER TO NAMPA MERIDIAN IRRIGATION DISTRICT
4. "PRESSURE URBAN IRRIGATION SPECIFICATIONS"
ArP \\ FOR ADDITIONAL INFORMATION AND
� \ \ REQUIREMENTS.
\ 1 3"SDR 21"PVC RISER EXTEND 18"ABOVE GROUND GRAVEL SURFACE PAVED SURFACE
\ \ 2 3"X 4"X 6"CINDER BLOCK(OR EQUAL)
4 0 \ 5/8"MINUS GRAVEL 2" AC PAVEMENT,CLASS G,FURNISHED AND DOMESTIC WATER METER
rQ \ 3 4"X 3/4"SADDLE MINIMUM MIN.DEPTH PLACE IN ACCORDANCE WITH APWA SEC BOX COVER OBLITERATE
20"PVC
\° 4 4"MAIN LINE MINIMUM 34.AS REQUIRED BY CONTROLLING WORDS"WATER METER"
\ 5 6"X 3/4"BRASS NIPPLE 12 NATIVE MATERIAL AS CALLED FOR IN AGENCY,MIN,OF 2" FORD No.K43 CAST IRON
Lot 1 I \ \ THE SPECIFICATIONS COMPACTED TO NEAT PAVEMENT CUT. WITH 13 1/2"LOCKING LIDS IRRIGATION NOTES
6 6"X 3/4"200 PSI POLY 18"ABOVE GROUND 95%IN ACCORDANCE WITH ASTM D APPLE CCS-1
4,552 SF I Lot 2 vA \ \\ 7 3/4"BRASS CURB STOP 9 11 ... . EMULSIFIED ASPHALT
rp � _ TO JOINTS PRIOR TO
\ \\ 8 OCK CHIPS 10 _ r ff rrf f - REPLACING PAVEMENT 1' 4" 1 PVC PRESSURE IRRIGATION LINE.SIZE AS INDICATED.
e ` 9 3"FEMALE ADD. 7NIJ:�l
r r f UNDISTURBED162 4" 1 \ \ \ 36"MIN.WITHI / J - 1 1/2"CURB STOP10 LOCATOR WIRE = COUNTY STREET r r BALL VALVE SUCH
rr5/8"N-MINUS GRAVEL AS FORD11 3"PVC PLUGrr rr r I CONNECT NEW 4"PRESSURE IRRIGATION MAINLINE TO 6"
4or� 7 COMPACTED T095% 611-666SW� A 12 MARKER STEEL"T"POST 4 � IN ACCORDANCE CT) PRESSURE IRRIGATION LINE INSTALLED BY
\ \ 5 I WITH ASTM D 698 CHESTERFIELD SUBDIVISION NO.4.
\ \ 5 2 I PIPE BEDDING AS CALLED
FOR IN THE SPECIFICATIONS
L - _ _ _ _ _ _ Q., \ AND COMPACTED TO 95%IN INSTALL SERVICE STUB AS PER NAMPA&MERIDIAN
\\ I ACCORDANCE WITH ASTM D
698. BRASS O IRRIGATION DISTRICT STANDARDS.SIZE AS 4"UNLESS
"MODIFIED" _ _ _ CLASS zoo,sDRz1
PIPE MIN 1 CU.YD. OTHERWISE NOTED.
\ I PVC PIPE DRAIN ROCK TO
TYPE A RISER - - - - - BOTTOM OF VALVE
SHORT SIDE SERVICE MAX O MAX FOR SUPPORT 4 90 DEGREE ELBOW WITH CONCRETE THRUST BLOCK AS
\ \ O PER NAMPA&MERIDIAN IRRIGATION DISTRICT
- - - - - - - WM r \ \\ --NTS-- MANUAL DRAIN VALVE STANDARDS.
SINGLE FAMILY RESIDENT STREET CROSSING
r 6 \ NAMPA&MERIDIAN IRRIGATION DISTRICT NAMPA&MERIDIAN IRRIGATION DISTRICT
6
q�,p/R� \ NAMPA&MERIDIAN IRRIGATION DISTRICT
INV:2554.50 O 45 DEGREE ELBOW WITH CONCRETE THRUST BLOCK AS
INV:2554.50 O \\ 5 PER NAMPA&MERIDIAN IRRIGATION DISTRICT
STANDARDS. UJ
ss -6"ss $„Ss 8"SS 13' 4" 1
"SS 8"SS 8"SS Lot 8 FINISH GRADE\ 22.5 DEGREE ELBOW WITH CONCRETE THRUST BLOCK AS w
6
\ O PER NAMPA&MERIDIAN IRRIGATION DISTRICT
\ 9,971 SF \ 5 1/4"LOCKING LID WITH LIP
O
LABELED IRRIGATION. STANDARDS.
Z
A A a ADJUSTABLE CAST IRON VALVE
I \ BOX WITH SLOTTED BASE BY
\ \ \ A TYLER OR APPROVED EQUAL. PROVIDE REQUIRED SEPARATIONS IN ACCORDANCE WITH
8"W $ W W \ � BELL X BELL MECHANICALLY O SECTION 542.07 OF THE IDAHO RULES FOR PUBLIC
$ C� r n
g^yy 8"W 8,W- \ SELF-RESTRAINED,RESILIENT DRINKING WATER SYSTEMS(IDAPA 58.01.08)AND SECTION �+
W WEDGE GATE VALVE.INSTALL PER
\ MANUFACTURERS 430.02 OF THE WASTEWATER RULES(IDAPA 58.01.16).
\ RECOMMENDATIONS AND NMID
STANDARDS > C)
\ \ C INSTALL 4"GATE VALVE. O
a ° 1 \ C Z _
- � "MIN Block 1 )\
Public ° 271' 4" 1 \ MAINLINE PVC
CONCRETE THRUST BLOCK Q
\ •,. WITH REBAR ANCHORS
12,347 SF
Lot 3 \ \\ MAIN LINE ISOLATION VALVE
5,522 SF \ NAMPA&MERIDIAN IRRIGATION DISTRICT
I °
LU
\ \ \ 6 A
Lot 4 �\ \� INV:2555.00 \\ LU
4,326 SF 7
Lot 7
4,148 SF Lot 6
4,029 SF Lot 5 \A \ \
40' 4" 1 A
2 3 6
3
\ 3 \ 3 INV:2555.25 \ \
4"PIR 4"PIR 4"PIR \ \ \
4"PIR 4"PIR 4"PIR 4"PIR \
- - - - 4"PIR 4"PIR 4"PIR
- - - - - - 4"PIR 4"PIR 4"PIR
- - �Ll O'C4" C 1
275' 4" 1 4 - - - \-
\
INV:2555.20 \
\
\
DRAWN BY: KES
PRESSURIZED IRRIGATION NOTES IRRIGATION CONSTRUCTION NOTES CHECKED BY: AMC
1. INSTALL FINDER TAPE WITH ALL IRRIGATION MAINS.TAPE SHALL BE TWO(2)INCHES WIDE, METALLIC IN COLOR,WITH THE WORDS"DANGER-UNSAFE WATER" 1. CONTRACTOR TO VERIFY LOCATION OF ALL UTILITIES PRIOR TO INITIATION OF ANY DEMOLITION OR CONSTRUCTION OPERATIONS.ANY DAMAGE TO EXISTING UTILITIES SHALL BE CONTRACTOR'S RESPONSIBILITY.
OR"NON-POTABLE WATER"CLEARLY MARKED ALONG ITS LENGTH. PLACE THE TAPE BETWEEN SIX(6)INCHES BELOW THE SURFACE AND EIGHTEEN(18) 2. COORDINATE ALL IRRIGATION INSTALLATION OPERATIONS WITH CIVIL, MECHANICAL,AND ELECTRICAL ENGINEERING SHEETS.
INCHES ABOVE THE TOP OF THE PIPE. DATE: 1 1/04/2022
2. LABEL ALL IRRIGATION RISERS AND FAUCETS WITH DURABLE TAGS CARRYING THE WARNING"DANGER-UNSAFE WATER"(OR EQUIVALENT). 3. CONTRACTOR SHALL COORDINATE INSTALLATION OF IRRIGATION CONDUIT AND SLEEVES UNDER HARD SURFACES WITH RESPECTIVE CONTRACTORS.
3. LABEL ALL VALVE BOXES AND VAULTS WITH THE WARNING"DANGER-UNSAFE WATER"OR"NON-POTABLE WATER",AND LOCATE THEM A MINIMUM OF TEN(10) 4. ALL SLEEVES SHALL BE INSTALLED AS PART OF IRRIGATION CONTRACT.APPROXIMATE LOCATION OF SLEEVES ARE SHOWN ON THE IRRIGATION PLAN. FIELD VERIFY LOCATION.ALL ENDS OF SLEEVES SHALL BE TAPED OR CAPPED AND
FEET OUTSIDE OF THE PUBLIC RIGHT-OF-WAY.WAY. MARKED WITH A 2"X4"PAINTED STAKE EXTENDING TO 24"ABOVE GRADE.STAKES SHALL NOT BE REMOVED UNTIL THE IRRIGATION SYSTEM IS COMPLETE.ALL SLEEVES SHALL EXTEND A MINIMUM OF 18"BEYOND BACK OF CURB OR REVISIONS
4. THE HORIZONTAL SEPARATION OF WATER AND SEWER MAINS SHALL BE A MINIMUM OF TEN(10)FEET,WHERE IT IS NECESSARY FOR SEWER(SANITARY EDGE OF PAVEMENT.PROVIDE COMPACTED BACKFILL AS NECESSARY AT HARD SURFACE LOCATIONS.
5. CONTRACTOR SHALL OBTAIN AND PAY FOR ALL PERMITS AND FEES REQUIRED FOR THIS WORK.
SEWER,STORM DRAIN,AND IRRIGATION)AND WATER LINES TO CROSS EACH OTHER,AND THE SEWER LINE IS LESS THAN EIGHTEEN(18)INCHES BELOW OR
ABOVE WATER MAIN,THE SEWER LINE SHALL BE CLASS 200 ASTM D-2241 PVC PIPE WITH WATER-TIGHT JOINTS,OR EQUAL CONSTRUCTION FOR A DISTANCE 6. OTHERS SHALL SUPPLY AND INSTALL TAP AND METER WHERE APPLICABLE.VERIFY TYPE METER AND INSTALLATION REQUIREMENTS WITH MUNICIPALITY OR WATER DISTRICT. # DATE
OF TEN (10)FEET ON BOTH SIDES OF WATER LINE IN ACCORDANCE WITH SECTION 550.06 OF THE IDAHO RULES FOR PUBLIC DRINKING WATER SYSTEMS 7. ALL ELECTRICAL WORK MEET OR EXCEED N.E.C,STATE CODES,LOCAL CODES,AND MANUFACTURER'S RECOMMENDATION.
(IDAPA 58.01.08).ONE FULL LENGTH OF BOTH WATER AND SEWER LINES SHALL BE CENTERED AT THE CROSSING POINT SO THAT ALL JOINTS WILL BE AS FAR 8. CONTRACTOR SHALL REMOVE AND DISPOSE OF ALL ROCK AND DEBRIS BROUGHT TO THE SURFACE AS A RESULT OF TRENCHING OPERATIONS. -- --�----
FROM THE CROSSING AS POSSIBLE IN LIEU OF CONSTRUCTION OR RECONSTRUCTING THE SEWER TO CONFORM TO WATER MAIN STANDARDS,THE WATER CONTRACTOR SHALL REFER TO SPECIFICATIONS AND DETAIL DRAWINGS FOR ADDITIONAL REQUIREMENTS.
1
LINE MAYBE SLEEVED IN CLASS 200 PVC FOR A DISTANCE OFTEN(10)FEET ON BOTH SIDES OF THE CROSSING. 10. INSTALLATION SHALL COMPLY WITH ALL NATIONAL,STATE,CODES,AND LOCAL LAWS AND ORDINANCES. # --�--�----
5. INSTALL A REDUCED PRESSURE BACKFL PREVENTER IN ANY CONNECTION BETWEEN THE POTABLE WATER SYSTEM AND THE PRESSURE IRRIGATION 11. IRRIGATION CONTRACTOR SHALL PROVIDE A COMPLETE AS-BUILT DRAWING ON MYLAR AND IN PDF FORMAT UPON COMPLETION OF INSTALLATION AND PRIOR TO FINAL PAYMENT.
SYSTEM.(CALL WATER DEPARTMENT TO VERIFY THAT THE DEVICE IS APPROVED FOR USE IN THE CITY). 12. THE ENTIRE SYSTEM SHALL BE GUARANTEED TO BE COMPLETE AND PERFECT IN EVERY DETAIL FOR A PERIOD OF ONE YEAR FROM THE DATE OF ITS ACCEPTANCE. REPAIR OR REPLACEMENT OF ANY DEFECTS OCCURRING WITHIN # -- --�----
6. INSTALL ALL CROSSINGS OF THE RIGHTS-OF-WAY WITH PRESSURE IRRIGATION AT A MAXIMUM DEPTH OF TWO-AND ONE-HALF(2-1/2)FEET AND IN AN AWWA THAT YEAR SHALL BE FREE , EXPENSE TO THE OWNER.
C900 PIPE SLEEVE WITH LOCATOR WIRE.THE PUBLIC WORKS DEPARTMENT SHALL INSPECT CROSSINGS PRIOR TO BACKFILLING. 13. AS PART OF THIS CONTRACT, PERFORM AT NO EXTRA COST WINTERIZATION AND SPRING START UP OF THE SYSTEM DURING THE WARRANTY PERIOD.
7. PRESSURE IRRIGATION MAINS MUST BE ALONG REAR LOT LINES.WHERE PRESSURE IRRIGATION MAINS TRAVERSE A SIDE LOT LINE IN ORDER TO CROSS A 14. ALL MATERIALS SHALL BE NEW AND WITHOUT FLAWS OR DEFECTS OF THE QUALITY AND PERFORMANCE SPECIFIED,AND SHALL MEET THE REQUIREMENTS OF THIS SYSTEM. USE MATERIALS AS SPECIFIED, NO SUBSTITUTIONS SHALL BE Project No.
PERMITTED WITHOUT PRIOR WRITTEN PERMISSION
STREET,THE DOMESTIC WATER SERVICE AND PRESSURE IRRIGATION MAINS MUST BE ON OPPOSITE SIDES OF A LOT. A THE OWNER. R21228
8. PRESSURE TEST THE IRRIGATION SYSTEM TO ONE HUNDRED-FIFTY(150)POUND PER SQUARE INCH(PSI) 15. BASE PLAN AND LOCATION OF EXISTING EQUIPMENT ARE SCHEMATIC IN NATURE.FIELD VERIFY ALL BASE AND EXISTING IRRIGATION ELEMENTS AND CONDITIONS PRIOR TO CONSTRUCTION AND PROVIDE NECESSARY ADJUSTMENTS. �jNAL
9. THE NAMPA AND MERIDIAN IRRIGATION DISTRICT SHALL INSPECT ALL PRESSURIZED IRRIGATION UNLESS A PROPERLY EXECUTED AGREEMENT FOR 16. ALL MAIN LINE FITTINGS SHALL BE DUCTILE IRON PUSH ON TYPE MEETING NMID STANDARDS UNLESS NOTED FOR LATERAL SERVICE. SS
INSPECTION AND MAINTENANCE IS IN EFFECT PRIOR TO THE PRECONSTRUCTION MEETING. FORTY-EIGHT(48)HOURS ADVANCE NOTICE IS REQUIRED. 17. IRRIGATION CONTRACTOR SHALL ENSURE THAT THE EXISTING IRRIGATION SYSTEM REMAINS OPERABLE DURING CONSTRUCTION. �C'\ST
10. IRRIGATION PIPE SHALL BE GASKETED PVC ASTM-D2241 CLASS 200,SDR-21 OR BETTER.
18. ANY DAMAGE TO THE EXISTING IRRIGATION SYSTEM SHALL BE IMMEDIATELY RECTIFIED.DAMAGED ELEMENTS SHALL BE REPLACED WITH NEW PRODUCTS OF EQUAL OR GREATER VALUE BY THE IRRIGATION CONTRACTOR,AT NO
�
11. ALL PRESSURE IRRIGATION PIPE SHALL BE CONSTRUCTED TO SLOPE TO DRAINS AND/OR PUMP OUTSTATIONS AS SHOWN ON PLANS. EXPENSE TO THE OWNER.
12. TRENCH BACKFILL FOR PIPELINES WITHIN THE PUBLIC RIGHT-OF-WAY SHALL BE COMPACTED TO TYPE"A"BACKFILL REQUIREMENTS PER ISPWC SECTION 306 19. CONTRACTOR SHALL ADJUST EXISTING HEADS IN AREAS IMPACTED BY GRADING OPERATIONS TO ENSURE HEAD TO HEAD COVERAGE AND TO BE FLUSH WITH NEW FINISH GRADES. IRRIGATION
AND SHALL MEET ADA COUNTY HIGHWAY DISTRICT(ACHD)REQUIREMENTS.PIPES SHALL BE BEDDED PER ISPWC SECTION 305 20. SEEPAGE BEDS MUST BE PROTECTED FROM ANY AND ALL CONTAMINATION DURING THE CONSTRUCTION AND INSTALLATION OF THE LANDSCAPE IRRIGATION SYSTEM. 4�12 O 21. IN THE EVENT OF DISCREPANCY, IMMEDIATELY NOTIFY THE DESIGN PROFESSIONAL.
22. ALL IRRIGATION CROSSINGS SHALL BE AIR(OR HYDROSTATIC)TESTED AT THE TIME OF ROADWAY CONSTRUCTION. MEASURES SHOULD BE TAKEN DURING CONSTRUCTION OF THE ROADWAY TO PROTECT THE PIPE. Q� OPT
23. FOR GRAVITY IRRIGATION INSTALLATION PRIOR TO ISSUANCE OF ACHD PERMITS SHALL SUPPLY BACKFILL DENSITY TESTING FROM INDEPENDENT FIRM. REPORTS SHALL BE SUBMITTED TO ACHD PRIOR TO THE PRECONSTRUCTION �OF GO� C7.0
1�•O
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/ / \ Hereon are Based on a Full Scale Sheet Size of 24"x 36". ti
/ \ Scale: 1"=20'
\ \ \\\ CITY OF MERIDIAN STREET LIGHT NOTES
\ 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.
I I \ \
\ ` 2. A STREET LIGHTING ELECTRICAL PERMIT SHALL BE
\ OPENED PRIOR TO STARTING WORK. USE THE
\ ONLINE CITIZEN PORTAL AT
` HTTPS://CITIZENPORTAL.MERIDIANCITY.ORG/CITIZENACCESS/
\ \\Lot 1 TO OPEN A PERMIT AND REQUEST INSPECTIONS.
I \ \
4,552 SF I Lot 2 \ \ 3. INSTALLATION WILL REQUIRE INSPECTIONS FOR THE
\
4,107 SF \ CONCRETE BASE REINFORCING, BEDDING, BACKFILL,
I \
\ \ 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 Z L U
\ LOCATIONS. ATTACH A REDLINED AS BUILT DRAWING w
OF THIS PLAN SHEET TO THE STREET LIGHTING
ELECTRICAL PERMIT, OR SUBMIT A HARD COPY TO O
\ \\ THE MERIDIAN PUBLIC WORKS DEPARTMENT PRIOR
54694C Type 2
I \ TO REQUESTING FINAL INSPECTION. V1
�\ `\ 6. CONTACT THE CITY TRANSPORTATION AND UTILITY \
\ \ COORDINATOR (208) 898-5500 FOR QUESTIONS / Q
\ \\ REGARDING UTILITY CONFLICTS, OR TO ACCESS O
\ Lot 8 \9,971 SF LOCKED METER PEDESTALS. Q\ IZ
z
\ Q
Block 1 \ \`\ LIGHTING CALLOUT J w E
I - - / \ \ \
w
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54694C Type 2 \ INSTALL 25' TYPE II STREET LIGHT SQUARE
Public \ \ 1 (
12,347 SF \ O STEEL WITH BRONZE POLYESTER COATING)
\ \ \ AND BASE PER CITY OF MERIDIAN STANDARD 0
DETAIL T2 AND T3. INSTALLATION SHALL w
/ Lot 3 \ \ \ CONFORM TO THE CITY OF MERIDIAN PUBLIC
5,522 SF \ WORKS DEPARTMENT DESIGN STANDARD
\ \ 2016, SECTION 6.
CIL .0
\ O LUMINAIRES SHALL BE LED FIXTURES THAT M
I \ \ ARE ON THE APPROVED FIXTURE LIST OR Cy)
,
\ \ HAVE BEEN PRE-APPROVED IN WRITING BY
\ \ \ THE CITY'S TRANSPORTATION AND UTILITY
Lot 4 \ \ COORDINATOR. SEE MERIDIAN DESIGN
4,326 SF \ STANDARDS DRAWING 6C, NOTE 2 FOR
Lot 7 \ ADDITIONAL DETAILS.
4,148 SF Lot 6 \ \ \ \
4,029 SF Lot 5 \ \ \ \
I I 4,112 SIF ` \
\ \ \ \\ DRAWN BY: KES
— — \ CHECKED BY: AMC
— — \ DATE: 12/16/2022
\ REVISIONS
\ # DATE
\ 0 --/--/----
# --/--/----
# --/--/----
Project No.
R21228
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\ Attention is Drawn to the Fact That Drawing Scales May be T
\ Altered During Reproduction Processes. Scales Shown C.0
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\ \\ Scale: 1"=20'
I I \ \
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- Area = 11,976 sf \ \\ w
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I 4,326 SF \
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- - - - - - - - - - - - - - - - �
\ DRAWN BY: KES
\ CHECKED BY: AMC
\ DATE: 12/16/2022
REVISIONS
# DATE
0 --/--/----
# --/--/----
# --/--/----
Project No.
R21228
US � DRAINAGE
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0
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Appendix B
Stormwater Calculations
ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method
NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology.These
calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted.
al rviernoocacuae
Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab)
User input in yellow cells.
1 Project Name Pinedale
2 Is area drainage basin map provided? YES
(map must be included with stormwater calculations)
3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 2
4 Enter number of storage facilities(25 max) 1
Click to Show More Subbasins ❑
Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin
1 Subbasin 2 3 4 5 6 7 8 9 10
5 Area of Drainage Subbasin(SF or Acres) SF 11,976
Acres 0.27
6 Determine the Weighted Runoff Coefficient(C) 0.95
C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.95
7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 (ser Calculate
min 0 Min. Estimated Runoff Coefficients for Various Surface
Type of Surface Runoff Coefficients"1
8 Tc i 0.69 in/hr Business
Downtown areas 0.70-0.95
9 Calculate the Post-Development peak discharge(QPeak) Qp.k 0.18 cfs Urban neighborhoods 0.50-0.70
Residential
Single Family 0.35-0.50
10 Calculate total runoff vol(V)(for sizing primary storage) V 244 ft Multi-family 0.60-0.75
V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40
11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70
Industrial and Commercial
Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80
Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 564 ft3 heavy areas 0.90
12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,Cemeteries 0.10-0.25
Playgrounds 0.20-0.35
Railroad yard areas 0.20-0.40
13 Volume Summary Unimproved areas 0.10-0.30
Surface Storage:Basin Streets
Asphalt 0.95
Basin Forebay V 24 ft' Concrete 0.95
Primary Treatment/StorageBasin V 220 ft' Brick 0.95
Subsurface Storage Roofs 0.95
Gravel 0.75
Volume Without Sediment Factor(See BMP 20 Tab) V 244 ft' Fields:sandy soil soil Type
Slope A B C D
Flat:0-2% 0.04 0.07 0.11 0.
Average:2-6% 0.09 0.12 0.15 0.
Steep:>6% 0.13 0.18 0.23 0.
Adapted from ASCE
G:\Projects\R21228_PinedaleSubdivision\EngArch\Reports\Stormwater\ACHD_SD_CALCS 12/15/2022,4:16 PM
Version 10.5,November 2018
ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method
NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology.These
calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted.
al rviernoocacuae
Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab)
User input in yellow cells.
1 Project Name Pinedale
2 Is area drainage basin map provided? YES
(map must be included with stormwater calculations)
3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 300
4 Enter number of storage facilities(25 max) 1
Click to Show More Subbasins ❑
Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin
1 Subbasin 2 3 4 5 6 7 8 9 10
5 Area of Drainage Subbasin(SF or Acres) SF 11,976
Acres 0.27
6 Determine the Weighted Runoff Coefficient(C) 0.95
C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.95
7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 (ser Calculate
min 0 Min. Estimated Runoff Coefficients for Various Surface
Type of Surface Runoff Coefficients"1
8 Tc in/hr Business
Downtown areas 0.70-0.95
9 Calculate the Post-Development peak discharge(QPeak) QSIF67 cfs Urban neighborhoods 0.50-0.70
Residential
Single Family 0.35-0.50
10 Calculate total runoff vol(V)(for sizing primary storage) 903 ft Multi-family 0.60-0.75
V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40
11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70
Industrial and Commercial
Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80
Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 564 ft3 heavy areas 0.90
12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,Cemeteries 0.10-0.25
Playgrounds 0.20-0.35
Railroad yard areas 0.20-0.40
13 Volume Summary Unimproved areas 0.10-0.30
Surface Storage:Basin Streets
Asphalt 0.95
Basin Forebay V 90 ft' Concrete 0.95
Primary Treatment/StorageBasin V 812 ft' Brick 0.95
Subsurface Storage Roofs 0.95
Gravel 0.75
Volume Without Sediment Factor(See BMP 20 Tab) V 903 ft Fields:sandy soil soil Type
Slope A B C D
Flat:0-2% 0.04 0.07 0.11 0.
Average:2-6% 0.09 0.12 0.15 0.
Steep:>6% 0.13 0.18 0.23 0.
Adapted from ASCE
G:\Projects\R21228_PinedaleSubdivision\EngArch\Reports\Stormwater\ACHD_SD_CALCS 12/15/2022,4:16 PM
Version 10.5,November 2018
ACHD Calculation Sheet for Sizing Seepage Bed With Optional Chambers
NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the
Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in
facilities that meet or exceed these calculations in order to be accepted.
Note this spreadsheet pulls information from the"Peak QV"tab
Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab)
User input in yellow cells.
1 Project Name Pinedale
2 Enter number of Seepage Beds(25 max) 1
3 Design Storm 2
4 Weighted Runoff Coefficient C 0.95 Link to: IQV
5 Area A(Acres) 0.27 acres QV TR55
6 Approved discharge rate(if applicable) 0.00 cfs
7 Is Seepage Bed in Common Lot? Yes V 244 ft3 0%Sediment
8 Set Total Design Width of All Drain Rock W 3.0 ft
9 Set Total Design Depth of All Drain Rock D 3.5 ft
Rock Only,Do Not Include Filter Sand Depth or Cover
10 Void Ratio of Drain Rock Voids 0.4
0.4 for 1.5"-2"drain rock and 3/4"Chips
11 Design Infiltration Rate(8 in/hr max) Perc 3.72 in/hr
12 Size of WQ Perf Pipe(Perf 180°) Dia pipe 18 in
13 Size of Overflow Perf Pipe(Perfs 360°),REQD if Q100>3.3 cfs in
14 Calculate Total Storage per Foot Spf 5.3 ft3/ft
15 Calculate Design Length L 46 ft
Override Value Required for Chambers
16 Variable Infiltration Window L SWL 46 ft
17 Variable Infiltration Window W SWW 3.0 ft
18 Time to Drain 5.1 hours
90%volume in 48-hours minimum
19 Length of WQ&Overflow Perf Pipes 46 ft
20 Perf Pipe Checks.Qperf>=Qpeak;
where Qperf=CdxAxV(2xgxH)
G:\Projects\R21228_PinedaleSubdivision\EngArch\Reports\Stormwater\ACHD_SD_CALCS 12/15/2022,4:30 PM
Version 10.0,May 2018
ACHD Calculation Sheet for Sizing Seepage Bed With Optional Chambers
NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the
Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in
facilities that meet or exceed these calculations in order to be accepted.
Note this spreadsheet pulls information from the"Peak QV"tab
Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab)
User input in yellow cells.
1 Project Name Pinedale
2 Enter number of Seepage Beds(25 max) 1
3 Design Storm 100
4 Weighted Runoff Coefficient C 0.95 Link to: IQV
5 Area A(Acres) 0.27 acres QV TR55
6 Approved discharge rate(if applicable) 0.00 cfs
7 Is Seepage Bed in Common Lot? Yes V 903 ft3 0%Sediment
8 Set Total Design Width of All Drain Rock W 5.5 ft
9 Set Total Design Depth of All Drain Rock D 3.5 ft
Rock Only,Do Not Include Filter Sand Depth or Cover
10 Void Ratio of Drain Rock Voids 0.4
0.4 for 1.5"-2"drain rock and 3/4"Chips
11 Design Infiltration Rate(8 in/hr max) Perc 3.72 in/hr
12 Size of WQ Perf Pipe(Perf 180°) Dia pipe 18 in
13 Size of Overflow Perf Pipe(Perfs 360°),REQD if Q100>3.3 cfs in
14 Calculate Total Storage per Foot Spf 9.6 ft3/ft
15 Calculate Design Length L 94 ft
Override Value Required for Chambers
16 Variable Infiltration Window L SWL 94 ft
17 Variable Infiltration Window W SWW 5.5 ft
18 Time to Drain 5.1 hours
90%volume in 48-hours minimum
19 Length of WQ&Overflow Perf Pipes 94 ft
20 Perf Pipe Checks.Qperf>=Qpeak;
where Qperf=CdxAxV(2xgxH)
G:\Projects\R21228_PinedaleSubdivision\EngArch\Reports\Stormwater\ACHD_SD_CALCS 12/15/2022,4:29 PM
Version 10.0,May 2018
ACHD Calculation Sheet for Sand/Grease Traps
NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace
the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's
methodology must result in facilities that meet or exceed these calculations in order to be accepted.
User input in yellow cells.
1 Project Name Pinedale
2 Enter number of Sand/Grease Traps(25 max) 1
Number Peak Baffle Throat Velocity Is the
Vault Size of S/G Flow Q. Spacing width Area(ft) 0.5 fps Velocity
Traps cfs (inch) (inch) max. ok?
1000 G 1 0.67 20 48 6.67 0.10
Reference for Throat widths(inch)
ADS
Boise Lar-ken WQU,
Vault BMP 16
1000 G 48.0 50.5 n/a
1500 G 60.0 61.5 n/a
WQU1000 n/a n/a 60
WQU1500 n/a n/a 60
G:\Projects\R21228_PinedaleSubdivision\EngArch\Reports\Stormwater\ACHD_SD_CALCS 12/15/2022,4:17 PM
Version 10.0, May 2018
Appendix C
Geotechnical Report