PZ - Storm Drainage Report ACKERMAN
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Bordeaux Estates Subdivision
5665 N Meridian Rd
Meridian, ID 83646
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STORMWATER REPORT
10.19.22 Project #R22049
5665 N Meridian Rd
Stormwater Report
October 2022
EXECUTIVE SUMMARY
The purpose of this report is to confirm that the storm water management system design for the
proposed 4-lot subdivision is adequate for the specified design storms per the city of Meridian design
standards.
DESCRIPTION
The subject property is located at 5665 N Meridian Road, ID. The limits of construction are
approximately 0.5-acres, as shown on the attached construction documents. See Appendix A for a copy
of the drainage exhibit.
Currently,the site consists of mostly undeveloped terrain with minimal slope, and drainage is achieved
mostly by percolation through surface soils.
Proposed improvements consist of one internal private road, utilities to service 4 residential building
lots and road widening along N Meridian Road. Stormwater from the paved private road and N Meridian
Road will sheet flow directly to proposed borrow ditches, which were designed to ACHD specifications.
Stormwater that falls on the unimproved building lots will be self-contained.All stormwater within the
limits of construction will be contained on site to the extent possible with the addition of the proposed
improvements and with the use of the proposed borrow ditch.
Infiltration rate is estimated at 8 in/hr conservatively per the Geotechnical Report prepared by Innovate
Geotechnical on Mach 31, 2022.
BORROW DITCH DESIGN
Based on the attached borrow ditch calculations,they are adequately sized to ensure no ponding occurs
on the surface and that storm water will infiltrate within the infiltration windows.The geotechnical
engineering report prepared by Innovate Geotechnical (IGEO), dated March 21, 2022, assumes
groundwater levels to remain greater than 10-feet below the existing ground surface.
For the on-site borrow ditch, a design infiltration rate of 8 inches per hour was used for the design per
soil classifications identified in the report by IGEO.The on-site borrow ditch will have 1-foot wide
infiltration windows where indicated on the storm drainage exhibit. For storage and conveyance, the
borrow ditch has a 1-foot bottom width and a 7-foot top width, allowing for 1-foot depth of storage.The
required volume to retain is 1,002 CF.This required volume was calculated by accounting for 1-inch of
storm water over the tributary area draining to the on-site borrow ditch.The ditch will provide 1,960 CF
of storage, with infiltration windows at low points to ensure drainage occurs in under 48hrs.
11PAGE
5665 N Meridian Rd
Stormwater Report
October 2022
For the off-site borrow ditch, a design infiltration rate of 8 inches per hour was used for the design per
soil classifications identified in the report by IGEO.The off-site borrow ditch will have a 2-foot wide
infiltration window where indicated on the storm drainage exhibit. For storage and conveyance,the
borrow ditch has a 2-foot bottom width and a 9-foot top width, allowing for 1-foot depth of storage.The
required volume to retain is 758 CF.This required volume was calculated by accounting for 1-inch of
storm water over the tributary area draining to the on-site borrow ditch.The ditch will provide 1,285 CF
of storage, with an infiltration window at the low point to ensure drainage occurs in under 48hrs.
2 1 P A G E
Appendix A
Construction Sheets
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BORDEAUX ESTATES SUBDIVISION
5665 N MERIDIAN ROAD
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C0.0 Cover Sheet C-p
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C0.1 Legend and Notes f`
C0.2 Details
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9 � C0.3 Demolition Plan
C1.0 Overall Grading Plan = U
Z C2.p N Hayfield Plan&Profile d d
Y. C2.1 Meridian Road Improvements 2 0 Q N
_ C3.0 Overall Utility Plan Wa Wa p m � N
1 C3.1 Sewer Plan&Profile } m �
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C40 S Plan cL ` W u
C5.0 Lighting Plan W W z z Y
C6.0 Erosion&Sediment Control Plan Q Q Q U) W
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MCMILLAN ROAD
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VICINITY MAP p p
NOT TO SCALE
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NOTE L
THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION AND/OR ELEVATION OF EXISTING UTILITIES AS Q W< C
SHOWN ON THESE PLANS IS BASED ON RECORDS OF THE VARIOUS UTILITY COMPANIES AND, WHERE POSSIBLE, G
MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION IS NOT TO BE RELIED ON AS BEING EXACT OR W Z
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 L0
THE CONTRACTOR TO RELOCATE ALL EXISTING UTILITIES WHICH CONFLICT WITH THE PROPOSED IMPROVEMENTS (0
SHOWN ON THE PLANS. ALL EXISTING CONDITIONS AND STRUCTURES, NOT SPECIFICALLY NOTED FOR REMOVAL, Z) (.
SHALL BE RETAINED AND PROTECTED. EXISTING CONDITIONS AND STRUCTURES THAT ARE DAMAGED DURING THE Q Lr)
COURSE OF CONSTRUCTIONS SHALL BE REPLACED BY THE CONTRACTOR AT NO ADDITIONAL COST TO THE OWNER. W
THE CONTRACTOR SHALL BE REQUIRED AND RESPONSIBLE TO POTHOLE FOR ALL EXISTING UTILITIES TO VERIFY Q
EXISTING CONDITIONS PRIOR TO COMMENCEMENT OF DEMOLITION AND EXCAVATION ACTIVITIES.
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Project Contacts Datum: Notes: Disclaimer:
Owner: Planning and Zoning: Health Autority: BASIS OF BEARING: 1 . ALL CONSTRUCTION SHALL CONFORM WITH LOCAL & STATE It is understood that these plans were c,S�DN� ENc,
Michael Jobes City of Meridian Planning and Zoning Central District Health Department BUILDING, PLUMBING, AND ELECTRICAL CODE. designed in accordance with standard �o ��\STER�.o'1'�
PO Box 140798 Department Ph: (208) 375-5211 IDAHO STATE PLANE WEST ZONE, NAD 83 2011 practices wide) accepted through the field of
Boise, ID 83714 Ph: (208) 884-5533 ( ) p y p g
Utility Locator Service: PROJECT ORIGIN COORDINATES 2. LOCATIONS OF EXISTING UTILITIES SHOWN ARE APPROXIMATE civil engineering and surveying. Although the 16369
Civil Engineer: Sewer&Water: Dig Line N=730449.35 AND BASED UPON INFORMATION PROVIDED BY UTILITY COMPANIES plans represented here have been designed 10/1 /2 0
Ackerman-Estvold City of Meridian Ph: 1(800)-342-1585 E=2449403.99 AND FIELD OBSERVATIONS. ACCURACY OF LOCATIONS OF ALL by, or under the direct supervision of, a qTF
7661 W Riverside Dr. Ste 102 Ph: (208) 888-4433 Z=2570.79 UNDERGROUND UTILITIES IS NEITHER GUARANTEED NOR registered professional engineer, G
Garden City, ID 83714 COMBINED SCALE FACTOR=1.000149102885 WARRANTED. CONTRACTOR SHALL BE RESPONSIBLE FOR Ackerman-Estvold will not be responsible for 0 M .
Ph: (208) 853-6470 Power:
Contact: Antonio Conti, PE, PLS Idaho Power VERTICAL DATUM NAVD88 LOCATING AND VERIFYING ALL UNDERGROUND UTILITIES PRIOR TO the accuracy of any physical work that is not PROJECT NO.
antonio.conti(a-_)ackerman-estvold.com Ph: (208) 388-6320 GEOID 2018 CONSTRUCTION. constructed under the direct full time R22049
observation of personnel employed by
Surveyor: Gas: 3. PRIOR TO THE COMMENCEMENT OF ANY WORK, THE CONTRACTOR Ackerman-Estvold. COVER SHEET
JJ Howard LLC Intermountain Gas Company SHALL FILE A "NOTICE OF INTENT TO OBTAIN COVERAGE UNDER
5983 W State St, Suite D Ph: (208) 377-6863 THE NDPDES GENERAL PERMIT FOR STORM WATER DISCHARGE
Boise, ID 83703 Digline: (800) 342-1585
ASSOCIATED WITH CONSTRUCTION ACTIVITY" (NOI). CO.O
CITY OF MERIDIAN STANDARD NOTES (MARCH = 8)
GENERAL ABBREVIATIONS
GENERAL CONSTRUCTION PRESSURIZED IRRIGATION PROPOSED TOPOGRAPHY FEATURES PROPOSED UTILITIES Q
A
1. ALL CONSTRUCTION WORK SHALL BE DONE IN ACCORDANCE WITH THE 1. THE PRESSURE IRRIGATION SOURCE IS THE NORTH SLOUGH. FM FM Sanitary Sewer Force Main ARV -Air Release Valve O
CURRENT VERSION OF THE IDAHO STANDARDS FOR PUBLIC WORKS 1905 - Proposed Topographic Contour (Major) ASME -American Society Of Mechanical Engineers OC On Center
2. THE PRESSURE IRRIGATION SYSTEM IS TO BE OWNED AND MAINTAINED BY M
CONSTRUCTION (ISPWC), THE CITY OF MERIDIAN SUPPLEMENTAL THE BORDEAUX ESTATES SUBDIVISION HOA. O Sanitary Sewer Manhole ASTM -American Society Of Testing Materials OD -Outside Diameter ❑
SPECIFICATIONS TO THE ISPWC (AND ANY ADDENDUMS), MERIDIAN DESIGN 1902 Proposed Topographic Contour (Minor) AVAR -Air Vacuum And Air Release
STANDARDS, THE REQUIREMENTS OF THE ADA COUNTY HIGHWAY DISTRICT 3. THE BACKUP SOURCE FOR THE PRESSURE IRRIGATION SYSTEM IS CITY P
(ACHD), AND/OR THE REQUIREMENTS OF THE IDAHO TRANSPORTATION WATER.
0 Sanitary ewer eanout
B PV - T
Pavement m
DEPARTMENT (ITD). THE MORE STRINGENT OF ANY OF THESE STANDARDS 4. THE PRESSURIZED IRRIGATION SYSTEM MUST BE BUILT TO THE STANDARDS Proposed Curb & Gutter BFP -Backflow Preventer PSI -Pounds Per Square Inch
SHALL BE THE CONTROLLING STANDARDS OR SPECIFICATIONS. OF THE IRRIGATION DISTRICT IN WHICH IT IS BEING CONSTRUCTED. _SS ss Sanitary Sewer Gravity Main BLDG -Building PVC -Polyvinyl Chloride
2. THE CONTRACTOR SHALL HAVE A COPY OF THE LATEST CITY OF MERIDIAN 5. INSTALL A REDUCED PRESSURE BACKFLOW PREVENTER IN ANY Sign (Single or Double Post)
CONNECTION BETWEEN THE POTABLE WATER SYSTEM AND THE PRESSURE C Q
STANDARD SPECIFICATIONS AND DRAWINGS ON SITE OR READILY � Storm Sewer Catch Basin
IRRIGATION SYSTEM. THE DEVICE MUST BE APPROVED BY THE IDAHO CB -Catch Basin QTY -Quantity
ACCESSIBLE AT ALL TIMES DURING CONSTRUCTION (AVAILABLE ON THE Post or Bollard CIF -Cubic Foot
WEBSITE). FAILURE TO HAVE ACCESS TO A CURRENT COPY OF THE DEPARTMENT OF ENVIRONMENTAL QUALITY (DEQ) AND THE CITY OF
MERIDIAN WATER DEPARTMENT. O Storm Sewer Inlet Manhole CFS -Cubic Feet Per Second R
STANDARD SPECIFICATIONS ON SITE COULD BE GROUNDS FOR A STOP
WORK ORDER UNTIL THE SITUATION IS RESOLVED. d Mail Box Cl -Cast Iron RBR -Rebar
3. THE CONTRACTOR SHALL HAVE PLANS STAMPED "APPROVED FOR DRAINAGE O Storm Sewer Manhole CJ -Construction Joint RCP -Reinforced Concrete Pipe
-Control Joint RJ -Restrained Joint
CONSTRUCTION" BY THE CITY OF MERIDIAN ON SITE AT ALL TIMES. Asphalt Pavement Hatch CL -Centerline
4. ALL CONTRACTORS, SUBCONTRACTORS, AND UTILITY CONTRACTORS SHALL Storm Sewer End Section CLR -Clear S
1. FOR ANY DRAINAGE FACILITIES WITHIN A PUBLIC RIGHT OF WAY, ACHD OR
ATTEND A PRE-CONSTRUCTION CONFERENCE PRIOR TO START OF WORK. ITD SHALL BE RESPONSIBLE FOR INSPECTION. FOR ANY PRIVATE DRAINAGE Concrete Pavement Hatch CMP -Corrugated Metal Pipe S -Slope
5. CONTRACTORS SHALL NOTIFY THE APPROPRIATE AGENCY WHEN MATERIALS FACILITIES THE PROJECT ENGINEER OR ARCHITECT SHALL BE RESPONSIBLE sT sT Storm Sewer Gravity Main CO -Cleanout SF -Square Feet
ARE ON SITE OR INSPECTION OF THE WORK IS REQUIRED. NO WORK MAY FOR INSPECTION AND CERTIFICATION OF DRAINAGE FACILITIES; HOWEVER o CNC -Concrete SS -Sanitary Sewer
BEGIN ON ANY PROJECT WITHOUT TWENTY FOUR (24) HOUR PRIOR ANY ROOF DRAINAGE AND PIPING TO THE DRAINAGE FACILITIES WILL BE __ Gravel Pavement Hatch CU -Cubic SSMH -Sanitary Sewer Manhole
NOTICE. INSPECTED BY THE MERIDIAN PLUMBING OFFICIAL UNDER THE O Water Manhole CY -Cubic Yard SD -Storm Sewer
APPROPRIATE PERMIT. 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 GENERAL NOTES: Fire Hydrant DTL -Detail SDMH -Storm Sewer Manhole o
CLOSE WATER VALVES.
DI -Ductile Iron T
7. ALL MATERIAL FURNISHED ON, OR FOR THE PROJECT MUST MEET THE Water Valve DIA -Diameter T
MINIMUM REQUIREMENTS OF THE APPROVING AGENCIES. AT THE REQUEST 1 . ALL WORK SHALL CONFORM TO THE PROJECT NOTES, DETAILS, CONSTRUCTED BY THEIR WORK CREWS UNTIL THE WORK IS -
SPECIFICATIONS, AND THE CITY OF MERIDIAN STANDARDS. WHERE ACCEPTED BY THE OWNER FOR CONTINUOUS OPERATION AND DIM -Dimension
OF THE APPROVING AGENCY OR THE DESIGN ENGINEER, CONTRACTORS NOT SPECIFIED ALL WORK SHALL CONFORM TO THE 2017 OR MAINTENANCE. DIP -Ductile Iron Pipe TBC -Top Back Curb
, ,
SHALL FURNISH PROOF THAT ALL MATERIALS INSTALLED ON THIS PROJECT 9 Water Curb Stop C;MOST CURRENT, EDITION OF THE IDAHO STANDARDS FOR PUBLIC DR -Drain TOC -Top Of Concrete z
MEET THE SPECIFICATION REQUIREMENTS SET FORTH IN GENERAL WORKS CONSTRUCTION (ISPWC). IN THE EVENT THAT ANY OF THESE 18. THE CONTRACTOR IS RESPONSIBLE FOR COMPLIANCE WITH ALL DWG -Drawing TOG -Top Of Grout
CONSTRUCTION NOTE N0. 1. STANDARDS CONFLICT, THE MORE STRINGENT SHALL BE THE APPLICABLE SAFETY LAWS OF ANY JURISDICTIONAL BODY INCLUDING, W W Water Main TOW -Top Of Wall
8. WORK SUBJECT TO APPROVAL BY ANY GOVERNMENTAL AGENCY MUST BE CONTROLLING STANDARDS OR SPECIFICATIONS. BUT NOT LIMITED TO, SAFE WORKING PRACTICES WITHIN AND E TYP -Typical
APPROVED PRIOR TO (A) BACKFILLING TRENCHES FOR PIPE; (B) PLACING AROUND THE CONSTRUCTION AREA. IN ADDITION, JURISDICTIONAL , _ EX -Existing
OF AGGREGATE BASE; (C) PLACING OF CONCRETE; (D) PLACING OF 2. ONLY PLAN SETS STAMPED "APPROVED FOR CONSTRUCTION" SHALL AGENCIES, THE OWNER, AND THE PROJECT ENGINEER SHALL NOT -� -� Water Fittings EL -Elevation U p
ASPHALT PAVING. BE USED BY THE PROJECT CONTRACTOR(S). USE OF ANY PLANS BE RESPONSIBLE FOR ENFORCING SAFETY REGULATIONS. EP -Edge Of Pavement U -U Post �? o
ON THE JOB WITHOUT THE "APPROVED FOR CONSTRUCTION" STAMP Water Red EJ -Expansion Joint UV -Ultra Violet Z T -0
9. INSPECTION, APPROVAL AND FINAL ACCEPTANCE OF ALL WATER AND Reducer Q C:) 0 N
SHALL BE GROUNDS FOR THE ISSUANCE OF A STOP WORK ORDER. 19. THE CONTRACTOR IS TO OBTAIN ALL APPLICABLE PERMITS. t`
SEWER CONSTRUCTION SHALL BE BY THE PUBLIC WORKS DEPARTMENT, 00 N m
AND THEIR DECISION SHALL BE FINAL. SUCH INSPECTIONS SHALL NOT 3. THE CONTRACTOR SHALL KEEP ONSITE AT ALL TIMES A COPY OF 20. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE REMOVAL AND � Water Cap F V � � � � -
RELIEVE THE CONTRACTOR FROM THE RESPONSIBILITY OF PERFORMING THE FF -Finish Floor VERT -Vertical y 0 �
THE APPROVED CONSTRUCTION PLANS. THESE PLANS SHALL BE DISPOSAL OF ANY EXCESS ONSITE MATERIALS AS NECESSARY TO FG -Finish Grade VCP -Vitrified Clay Pipe z
WORK IN AN ACCEPTABLE MANNER IN ACCORDANCE WITH THE DEQ/QLPE > z
USED TO RECORD THE ACTUAL LOCATIONS OF THE CONSTRUCTED COMPLETE THE PROJECT. FH -Fire Hydrant
cz
APPROVED CONSTRUCTION PLANS. y + E
PIPELINE(S) AND ANY OTHER UTILITIES ENCOUNTERED. THE FL -Flowline W � o
10. ANY DEVIATION FROM THE APPROVED PLANS AND SPECIFICATIONS MUST CONTRACTOR SHALL PROVIDE THESE RECORDED LOCATIONS TO THE 21 . IF ANY ITEMS OF SUSPECTED HISTORICAL OR ARCHAEOLOGICAL FT -Feet W Water T�
HAVE THE APPLICABLE AGENCY APPROVAL IN WRITING PRIOR TO PROJECT ENGINEER FOR USE IN THE PRODUCTION OF RECORD VALUE ARE DISCOVERED DURING CONSTRUCTION, THE CONTRACTOR W/ -With t } vl
CONSTRUCTION. DRAWINGS PRIOR TO FINAL APPROVAL/ACCEPTANCE OF THE WILL BE REQUIRED TO STOP WORK AND CONTACT THE OWNER, G W/O -Without v w
11. PRIOR TO BEGINNING INSTALLATION OF STREET LIGHTS, THE ELECTRICAL PROJECT. PROJECT ENGINEER, AS WELL AS THE STATE HISTORICAL - LU
GAL -Gallon WS -Water Surface
CONTRACTOR SHALL OBTAIN AN ELECTRICAL PERMIT FROM THE BUILDING PRESERVATION OFFICE. GPM -Gallons Per Minute WSP -Welded Steel Pipe +r z
DIVISION OF THE MERIDIAN PUBLIC WORKS DEPARTMENT. ANY DEVIATION IN 4. EXISTING SITE INFORMATION INCLUDING THE LOCATION OF EXISTING Cn
GV -Gate Valve o
STREET LIGHT LOCATIONS FROM THE APPROVED PLANS MUST BE SITE CONDITIONS AND SURFACE TOPOGRAPHY AS SHOWN ON THESE 22. IF DURING CONSTRUCTION OF THE PROJECT, AN UNDERGROUND �_
APPROVED IN WRITING FROM THE CITY ENGINEER. PLANS HAS BEEN PROVIDED BY JJ HOWARD SURVEYING. THE STORAGE TANK, BURIED DRUM, OTHER CONTAINER, CONTAMINATED X ti C) Ui
EXISTING SITE INFORMATION IS PROVIDED FOR THE CONVENIENCE OF SOIL, OR DEBRIS NOT SCHEDULED FOR REMOVAL UNDER THE H X Chisel X r
THE CONTRACTOR AND SHALL BE FIELD VERIFIED BY THE CONTRACT IS DISCOVERED, THE CONTRACTOR SHALL IMMEDIATELY HP -Horsepower ti oo -
WATER CONTRACTOR'S CONSTRUCTION SURVEY PRIOR TO THE START OF NOTIFY THE OWNER AND THE PROJECT ENGINEER. NO ATTEMPT HWL -High Water Level Y M z
ANY PROJECT CONSTRUCTION. THE CONTRACTOR SHALL BE SHALL BE MADE TO EXCAVATE, OPEN, OR REMOVE SUCH MATERIAL YD -Yard ` r op o
1. CONSTRUCTION OF THE WATER SYSTEM SHALL CONFORM TO THE RESPONSIBLE FOR PROVIDING ALL CONSTRUCTION STAKING. WITHOUT WRITTEN APPROVAL. I YR -Year r .�
ID -Inside Diameter C=)
STANDARDS IN THE "IDAHO RULES FOR PUBLIC DRINKING WATER SYSTEMS 5. THE TYPES, LOCATIONS, SIZES AND/OR DEPTHS OF EXISTING IN -Inch z ti
(IDAPA 58.01.08)" AS WELL AS THE STANDARDS AND SPECIFICATIONS UNDERGROUND UTILITIES AS SHOWN ON THESE DRAWINGS WERE ACHD STANDARD NOTES INV -Invert Elevation ZON -Zoning
REFERRED TO IN GENERAL CONSTRUCTION NOTE NO. 1. OBTAINED FROM SOURCES OF VARYING RELIABILITY. THE IP -Iron Pin
2. THE HORIZONTAL SEPARATION OF POTABLE WATER MAINS AND CONTRACTOR IS CAUTIONED THAT ONLY ACTUAL EXCAVATION WILL 1. ALL CONSTRUCTION WITHIN THE ADA COUNTY HIGHWAY DISTRICT 4). FLOWABLE FILL OR IMPORTED MATERIAL MAY BE REQUIRED IF
NON-POTABLE WATER MAINS (SANITARY SEWER, STORM DRAIN, AND REVEAL THE TYPES, EXTENT, SIZES, LOCATIONS AND DEPTHS OF (ACHD) RIGHT-OF-WAY SHALL CONFORM TO THE CURRENT EDITION THE NATIVE TRENCH MATERIAL IS DEEMED UNSUITABLE BY ACHD J
IRRIGATION) SHALL BE A MINIMUM OF TEN (10) FEET. WHERE IT IS SUCH UNDERGROUND UTILITIES. THE PROJECT ENGINEER ASSUMES OF THE IDAHO STANDARDS FOR PUBLIC WORKS CONSTRUCTION INSPECTOR, DOES NOT MEET COMPACTION STANDARDS OR TIME IS JT -Joint
NO RESPONSIBILITY FOR THE COMPLETENESS OR ACCURACY OF THE (ISPWC) AND THE ACHD SUPPLEMENTAL SPECIFICATIONS. NO A CRITICAL FACTOR. z z
NECESSARY FOR A POTABLE WATER MAIN AND NON-POTABLE WATER MAIN Q Q
DELINEATION OF SUCH UNDERGROUND UTILITIES, OR THE EXISTENCE EXCEPTIONS TO DISTRICT POLICY, STANDARDS, AND THE ISPWC 5). ANY EXCEPTIONS TO THESE RULES SHALL BE PRE-APPROVED M J J v
TO CROSS WITH LESS THAN EIGHTEEN (18) INCHES OF VERTICAL - a a N
OF OTHER BURIED OBJECTS OR UTILITIES WHICH MAY BE WILL BE ALLOWED UNLESS SPECIFICALLY AND PREVIOUSLY IN WRITING BY DISTRICT STAFF BEFORE CONSTRUCTION BEGINS. M -Meter = Q N
SEPARATION, THE CROSSING SHALL BE CONSTRUCTED IN ACCORDANCE o
ENCOUNTERED, BUT WHICH ARE NOT SHOWN ON THESE DRAWINGS. APPROVED IN WRITING BY THE DISTRICT. MGD -Million Gallons Per Da w w o } N
WITH SECTION 542.07 OF THE IDAHO RULES FOR PUBLIC DRINKING WATER IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO IDENTIFY EXACT 11. ABANDONED TEST PITS OR WATERWAYS LOCATED WITHIN CURRENT y 0- 0-
m m rn
SYSTEMS (IDAPA 58.01 .08) AND SECTION 430.02 OF THE WASTEWATER MH -Manhole �.: ❑ ❑ \
LOCATIONS OF EXISTING UTILITIES PRIOR TO THE START OF ANY 2. ACHD WILL INSPECT ALL IMPROVEMENTS WHICH FALL WITHIN THE OR FUTURE RIGHT-OF-WAY SHALL BE RE-EXCAVATED TO NATIVE = m w o
MISC -Miscellaneous �- > w
RULES (IDAPA 58.01.16). PROJECT CONSTRUCTION. ANY LOCATION WHICH MAY POSE A ACHD RIGHT-OF-WAY OR EASEMENT INCLUDING BUT NOT LIMITED SOIL AND BACKFILLED WITH STRUCTURAL FILL PER ISPWC w w z z Y
CONFLICT WITH THE PROPOSED CONSTRUCTION MUST BE REPORTED TO STORM DRAIN CONSTRUCTION, TRENCH BACKFILL PROCEDURES, SPECIFICATIONS. PROVIDE SOILS DATA TO VERIFY NATIVE MJ -Mechanical Joint J J 3: LD U ui
3. THE HORIZONTAL SEPARATION OF NON-POTABLE SERVICES AND POTABLE Q Q Q U) w
WATER SERVICES OR POTABLE WATER MAINS SHALL BE A MINIMUM OF SIX TO THE PROJECT ENGINEER PRIOR TO THE START OF ANY PROJECT ROAD WAY CONSTRUCTION AND CONCRETE WORK. ANY WORK TO MATERIAL MEETS THE REQUIREMENTS FOR ENGINEERED FILL PER N 0 0 W w v o
(6) FEET. WHERE IT IS NECESSARY FOR A POTABLE WATER MAIN AND CONSTRUCTION. BE DONE WITHIN THE EXISTING RIGHT-OF-WAY WILL REQUIRE A ISPWC SPECIFICATIONS AND A COPY OF THE COMPACTION TESTS. NITS -Not To Scale
NON-POTABLE WATER MAIN TO CROSS WITH LESS THAN EIGHTEEN (18) SEPARATE PERMIT THROUGH ACHD CONSTRUCTION SERVICES
INCHES OF VERTICAL SEPARATION, THE CROSSING SHALL BE CONSTRUCTED 6. THE CONTRACTOR SHALL CALL DIG LINE (800-342-1585) TO DIVISION. THE CONTRACTOR WILL SCHEDULE AND INSPECTION, 12. PRIOR TO PLACEMENT OF ANY PAVEMENT MARKINGS CONTACT
IN ACCORDANCE WITH SECTION 542.07 OF THE IDAHO RULES FOR PUBLIC LOCATE ALL EXISTING UTILITIES AT LEAST THREE (3) DAYS PRIOR REQUESTED THROUGH ACHD INSPECTION SERVICES, 208-387-6284, ACHD INSPECTION FOR VERIFICATION OF COMPLIANCE WITH POLICY z
DRINKING WATER SYSTEMS (IDAPA 58.01.08) AND SECTION 430.02 OF THE TO THE START OF CONSTRUCTION. A MINIMUM OF 24 HRS. PRIOR TO CONSTRUCTION STARTING. AND EXISTING PAVEMENT MARKINGS. 0
WASTEWATER RULES (IDAPA 58.01.16). 7. THE CONTRACTOR SHALL NOTIFY THE PROJECT ENGINEER A MINIMUM 3. TRAFFIC PLANS AND SAWCUTS ASSOCIATED WITH THE 13. FOR SUBDIVISION SIGN INSTALLATION; OUTSIDE INSTALLERS MUST
4. PLACE WATER SERVICE LINES IN A TWO (2) INCH DIAMETER PIPE SLEEVE OF SEVENTY-TWO (72) HOURS PRIOR TO THE START OF PROJECT CONSTRUCTION OF ANY UTILITY WILL BE COORDINATED AND BE BONDED WITH ACHD AND OBTAIN A NO-CHARGE v)
WHEREVER THE SERVICE LINE CROSSES A STORM WATER TREATMENT CONSTRUCTION. APPROVED THROUGH CONSTRUCTION SERVICES OF ACHD, RIGHT-OF-WAY PERMIT. `
FACILITY (I.E. SEEPAGE BEDS, DRAINAGE SWALES). 208-387-6280, PRIOR TO INITIATING ANY CONSTRUCTION. '_
8. THE CONTRACTOR SHALL OBTAIN A PERMIT TO EXCAVATE IN PUBLIC 0 0
5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING CONTINUOUS RIGHT OF WAY, FROM THE CITY OF MERIDIAN PRIOR TO THE START 4. ACHD INSPECTION STAFF WILL BE MORE CLOSELY MONITORING
WATER SERVICE TO ALL EXISTING WATER USERS AFFECTED BY OF PROJECT CONSTRUCTION. PEDESTRIAN FACILITIES FOR COMPLIANCE WITH ADA STANDARDS. GRADING, DRAINAGE, AND EROSION CONTROL NOTES: M
CONSTRUCTION. IF WATER SERVICE MUST BE INTERRUPTED, THE AS A REMINDER, SIDEWALK CROSS SLOPE SHALL NOT EXCEED W ..
CONTRACTOR SHALL COORDINATE WITH THE PUBLIC WORKS INSPECTOR. 9. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL TRAFFIC 2.0%; THERE ARE NO "TOLERANCES" ALLOWED.
CONTROL ASSOCIATED WITH THE PROJECT AND SHALL 1 . ANY DISTURBED SOILS SHALL BE RECOMPACTED OR REMOVED AND �^ Z
DEVELOP/SUBMIT A PLAN TO THE PROJECT ENGINEER FOR 5. TRUNCATED DOMES SHALL BE CONSTRUCTED ON ALL PEDESTRIAN REPLACED WITH CONTROLLED, COMPACTED FILL. LOOSE LIFT vJ a
SEWER THICKNESS SHALL NOT EXCEED SIX (6) INCHES. FILL SHALL BE
APPROVAL PRIOR TO THE START OR PROJECT CONSTRUCTION. PLAN RAMPS WITHIN ACHD RIGHT-OF-WAY. DOMES SHALL BE COMPACTED TO AT LEAST 98% OF ASTM D698 (STANDARD PROCTOR)
TO BE IN ACCORDANCE WITH MUTCD, THE CITY OF MERIDIAN AND CONSTRUCTED PER ISPWC SD-712. DOMES SHALL BE CAST INTO Q
PROVIDED AT NO ADDITIONAL COST TO THE OWNER. THE CONCRETE STAMPED CONCRETE AND ADHESIVE MATS NOT WITHIN TRENCHES
TO +3% OF OPTIMUM MOISTURE CONTENT. COMPACTION
1. CONSTRUCTION OF THE SEWER SYSTEM SHALL CONFORM TO THE ( IN TRENCHES SHALL BE OBTAINED USING A VIBRATORY SHEEPS FOOT w �/
STANDARDS IN THE WASTEWATER RULES (IDAPA 58.01.16) AS WELL AS ALLOWED) AND SHALL BE COLORED 'TRAFFIC YELLOW. COMPACTOR. 0.
THE STANDARDS AND SPECIFICATIONS REFERRED TO IN GENERAL 10. THE CONTRACTOR SHALL MAINTAIN TRAFFIC ACCESS AT THE END OF
CONSTRUCTION NOTE SPECIFICATIONS
1. EACH DAY AND PROVIDE DETOURS OR ONE-WAY TRAFFIC DURING 6. ALL UTILITY IMPROVEMENTS ARE TO BE CONSTRUCTED TO .2 SUBGRADE PREPARATION SHALL BE PERFORMED
THE SOIL SHALL DEPTH
R SCARIFIED TO MED BENEATH ALL CC
CONSTRUCTION. WHEN CONSTRUCTION TECHNIQUES ALLOW, ACCOMMODATE THE COLLAR REQUIREMENT PER ISPWC SD-616 AND PROPOSED PAVEMENTS G
2. THE HORIZONTAL SEPARATION OF POTABLE WATER MAINS AND CONTRACTOR SHALL PROVIDE ACCESS THROUGH THE CONSTRUCTION BE IN ACCORDANCE WITH SECTION 703 OF THE ISPWC. �^
NON-POTABLE WATER MAINS (SANITARY SEWER, STORM DRAIN, AND ZONE TO PRIVATE PROPERTIES. OF 12" BELOW SUBGRADE AND RECOMPACTED TO AT LEAST 98% OF vJ
IRRIGATION) SHALL BE A MINIMUM OF TEN (10) FEET. WHERE IT IS 7. ALL WATER VALVES, BLOW-OFFS, AND MANHOLES SHALL BE ASTM D698 (STANDARD PROCTOR) WITHIN -3% TO +3% OF OPTIMUM w Z
NECESSARY FOR A POTABLE WATER MAIN AND NON-POTABLE WATER MAIN 11 . CONTRACTOR SHALL SECURE ALL NECESSARY PERMITTING FROM THE GRADED AND PLACED SO AS NOT TO CONFLICT WITH ANY MOISTURE CONTENT.
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TO CROSS WITH LESS THAN EIGHTEEN (18) INCHES OF VERTICAL IDAHO DEPARTMENT OF ENVIRONMENTAL QUALITY (IDEA) PRIOR TO CONCRETE CURB, GUTTERS, SIDEWALK OR OTHER STREET
SEPARATION, THE CROSSING SHALL BE CONSTRUCTED IN ACCORDANCE THE START OF PROJECT CONSTRUCTION, IF TRENCH DEWATERING IS IMPROVEMENTS. 3. ALL TOPSOIL IN CONSTRUCTION AREAS SHALL BE STRIPPED AND
SEPARATED FROM OTHER INORGANIC SOIL MATERIALS. THE
WITH SECTION 542.07 OF THE IDAHO RULES FOR PUBLIC DRINKING WATER REQUIRED, CONTRACTOR SHALL SUBMIT A DEWATERING PLAN TO THE CONTRACTOR SHALL TAKE NECESSARY PRECAUTIONS TO PREVENT THE co
SYSTEMS (IDAPA 58.01 .08) AND SECTION 430.02 OF THE WASTEWATER PROJECT ENGINEER PRIOR TO COMMENCEMENT OF DEWATERING 8. UTILITY STREET CUTS IN PAVEMENT LESS THAN FIVE YEARS OLD MIXING OF TOPSOIL WITH OTHER MATERIALS. THE TOPSOIL SHALL BE Q LO
RULES (IDAPA 58.01.16). OPERATIONS. ARE NOT ALLOWED UNLESS APPROVED IN WRITING BY THE RESPREAD TO A DEPTH OF AT LEAST SIX (6) INCHES. REFER TO w
DISTRICT. CONTACT THE DISTRICT'S UTILITY COORDINATOR AT THE SPECIFICATIONS FOR SEEDING REQUIREMENTS.
3. THE HORIZONTAL SEPARATION OF NON-POTABLE SERVICES AND POTABLE 12. DURING SERVICE CONNECTIONS, GROUNDWATER LEVELS SHALL BE 208-387-6258 (WITH FILE NUMBERS) FOR DETAILS. Q
WATER SERVICES OR POTABLE WATER MAINS SHALL BE A MINIMUM OF SIX MAINTAINED ONE (1 ') FOOT OR MORE BELOW PIPE INVERTS PER
(6) FEET. WHERE IT IS NECESSARY FOR A POTABLE WATER MAIN AND ISPWC. ONCE DEWATERING OPERATIONS CEASE, CONTRACTOR SHALL 9C. CONSTRUCT ALL PAVEMENT MATCHES (INCLUDING DRIVEWAY 4. EXCESS MATERIAL (TOPSOIL/CLAY/GRAVEL, ETC.) SHALL BECOME THE NOTE:
NON-POTABLE WATER MAIN TO CROSS WITH LESS THAN EIGHTEEN (18) CLEAN AND RESTORE TO THEIR ORIGINAL STATE ANY DITCHES OR APPROACHES AND UTILITY CUT STREET REPAIRS) WITHIN ACHD PROPERTY OF THE CONTRACTOR AND SHALL BE DISPOSED OF OFF
INCHES OF VERTICAL SEPARATION, THE CROSSING SHALL BE CONSTRUCTED STORMDRAIN FACILITIES THAT ARE SILTED DUE TO THEIR DEWATERING RIGHT-OF-WAY TO MATCH THE EXISTING STREET PAVEMENT SITE. THIS IS A GENERAL LIST OF SYMBOLS, LINES 0
IN ACCORDANCE WITH SECTION 542.07 OF THE IDAHO RULES FOR PUBLIC EFFORTS. SECTION OR TO USE THE FOLLOWING: PRINCIPAL ARTERIAL AND ABBREVIATIONS. NOT ALL ARE USED ON
) MIX, PG 64-28 FIVE
m
DRINKING WATER SYSTEMS (IDAPA 58.01.08) AND SECTION 430.02 OF THE ROADWAYS SHALL BE SP-3, 0.50 INCH ("' 5. CONTRACTOR SHALL PLACE EROSION CONTROLS AS NECESSARY
WASTEWATER RULES (IDAPA 58.01.16). 13. THE CONTRACTOR SHALL PROTECT ALL EXISTING MONUMENTS, (5") INCHES OF ASPHALT, AS A MINIMUM WITH 4 INCHES OF 4" DURING CONSTRUCTION. FINAL EROSION CONTROL MEASURES SHALL THIS PROJECT AND SOME MAY NOT BE SHOWN.
SURVEY MARKERS STREET SIGNS UTILITIES IRRIGATION LINES MINUS CRUSHED AGGREGATE, AND 25 INCHES OF 6" MINUS PIT BE CONSTRUCTED WITHIN 30 DAYS OF COMPLETING UNDERGROUND
4. PLACE SEWER SERVICE LINES IN A SIX 6 INCH DIAMETER WATER CLASS UTILITY CONSTRUCTION. �pNAL E
( ) PAVEMENT TREES FENCES AND ANY OTHER IMPORTANT OBJECTS RUN. USE WHICHEVER PAVEMENT SECTION IS GREATER. ALL c,S
PIPE SLEEVE WHEREVER THE SERVICE LINE CROSSES A STORM WATER ON/OR ADJACENT TO THE JOB SITE FROM DAMAGE AND REPAIR OR ASPHALT MATCH LINES FOR PAVEMENT REPAIR SHALL BE pF�' G\STE 'L
CONTRACTOR SHALL BE RESPONSIBLE TO MAINTAIN SITE AND SHALL Q�- O
TREATMENT FACILITY (I.E., SEEPAGE BEDS, DRAINAGE SWALES). REPLACE DAMAGED FACILITIES AS REQUIRED BY THE OWNER AND PARALLEL TO THE CENTERLINE OF THE STREET AND INCLUDE ANY 6. CORRECT ANY EROSION ISSUES IMMEDIATELY.
THE PROJECT ENGINEER. AREA DAMAGED BY EQUIPMENT DURING TRENCHING OPERATIONS.
16369
ROADWAY 7. SEEDING TYPE, LOCATION AND APPLICATION RATES SHALL BE PER
14. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS BEFORE STARTING 10. ACTUAL FIELD CONDITIONS DURING TRENCHING MAY REQUIRE �1,0/1 /2 0
THE ISPWC. CONTRACTOR SHALL ONLY SEED BETWEEN MAY 1 AND
1. ALL CONTRACTORS WORKING WITHIN THE PUBLIC ROAD RIGHT-OF-WAY
WORK AND SHALL IMMEDIATELY NOTIFY THE PROJECT ENGINEER OF ADDITIONAL PAVEMENT REPAIR BEYOND THE LIMITS SHOWN ON THE JUNE 15 OR ETRACTOR 1 TO OCTOBER 15. J 9TF
ANY DISCREPANCIES. PLAN. THE FOLLOWING CONDITIONS ARE LISTED IN SECTION 6000
G
ARE REQUIRED TO SECURE A RIGHT-OF-WAY CONSTRUCTION PERMIT FROM HIGHWAY CUTS OF THE ACHD POLICY MANUAL. 8. CONTRACTOR SHALL WARRANTY SEEDING UNTIL VEGETATION IS 0 M
ACHD OR ITD AT LEAST TWENTY-FOUR (24) HOURS PRIOR TO ANY 15. ANY CHANGES TO THE DESIGN AS SHOWN IN THESE CONSTRUCTION 1). ALL ASPHALT MATCH LINES FOR PAVEMENT REPAIR SHALL BE ESTABLISHED AT A RATE OF NOT LESS THAN 80% COVERAGE.
CONSTRUCTION. DRAWINGS MUST BE REVIEWED AND APPROVED BY THE PROJECT PARALLEL TO THE CENTERLINE OF THE STREET AND INCLUDE ANY PROJECT NO.
ENGINEER BEFORE CHANGES ARE MADE. THIS INCLUDES CHANGES AREA DAMAGED BY EQUIPMENT DURING TRENCHING OPERATIONS. R22049
2. ACHD OR ITD WILL INSPECT ALL WORK WITHIN THE PUBLIC REQUESTED BY THE OWNER AND SUBCONTRACTORS. 2). IF THE CUMULATIVE DAMAGED PAVEMENT AREA EXCEEDS 50%
RIGHTS-OF-WAY TO INCLUDE UTILITY TRENCHES ABOVE THE PIPE ZONE. OF THE TOTAL ROAD SURFACE, CONTRACTOR SHALL REPLACE THE
16. CONTRACTOR SHALL PROVIDE THE PROJECT ENGINEER WITH ONE ENTIRE ROADWAY SURFACE. NOTES
COPY OF REDLINED AS-BUILT DRAWINGS PRIOR TO PROJECT 3). CONTRACTOR SHALL REPLACE THE PAVEMENT SURFACE TO
ACCEPTANCE IF DEEMED NECESSARY. ENSURE MATCH LINE DOES NOT FALL WITHIN THE WHEEL PATH OF
A LANE. MATCH LINE SHALL ONLY FALL IN THE CENTER OR EDGE Co. 1
17. THE CONTRACTOR IS RESPONSIBLE FOR PROTECTING ALL WORK OF A TRAVEL LANE.
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COMPACTED SUBGRADE MATERIAL
APPROVED BY GEOTECHNICAL CONSULTANT 3. " a• 3. ° o,
2"MINUS AGGREGATE BASE COURSE
3/4"MINUS AGGREGATE BASE COURSE
INSTALL GRASS PER LANDSCAPE INSTALL GRASS PER LANDSCAPE INSTALL GRASS PER LANDSCAPE
CLASS III PLANT MIX PG58-28,Y4"MIX DESIGN ARCHITECT PLANS ARCHITECT PLANS ARCHITECT PLANS
INSTALL GRASS PER LANDSCAPE
NOTES: ARCHITECT PLANS
BIORETENTION SOIL MEDIA PER SECTION c
• SEE GEOTECHNICAL REPORT BY INNOVATE GEO, 8200 OF THE 2015 ACHD STORMWATER g
DATED 03/31/22 FOR ADDITIONAL INFORMATION DESIGN GUIDELINES
• IF FILL MATERIALS REMAIN AFTER
a�
OVER—EXCAVATION, THE EXPOSED SUBGRADE MUST Of
BE COMPACTED TO AT LEAST 95% OF THE
MAXIMUM DRY DENSITY AS DETERMINED BY ASTM
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REFERENCE SHEET C4.0 FOR LIMIT
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0/1 /2 0
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PROJECT NO.
MERIDIAN ROAD WIDENING SECTION R22049
DETAILS
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NO' 26' 39"E 354.33'II I I I \ -- - - - -
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\_CD DEMOLITION NOTES
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1. PROTECT ALL EXISTING UTILITIES IN PLACE UNLESS
OTHERWISE NOTED ON THIS PLAN
2. CONTRACTOR SHALL COORDINATE WITH OWNER AND 0
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— CENTRAL HEALTH DISTRICT ON .Ln
REMOVAL/ABANDONMENT OF ANY EXISTING SEPTIC
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L 3. CONTRACTOR SHALL COORDINATE WITH OWNER AND
IDAHO POWER ON REMOVAL/ABANDONMENT OF ANY Z
ON-SITE POWER.
----
4. CONTRACTOR SHALL COORDINATE WITH OWNER AND
I INTERMOUNTAIN GAS ON REMOVAL/ABANDONMENT
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/ NORTH MERIDIAN ROAD q0/1 /2 0
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- - - - - - - - - _ - PROJECT NO.
- - - - - - - - - - - - - R22049
DEMOLITION PLAN
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Scale: 1"= 10'
I STA=2+03.80
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2588 2017 ACHD SUPPLEMENT TO ISPWC SD-703
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16369
EXISTING GRADE 10/1 /2 0
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PROPOSED 15" GIRR PIPE
2585 IE = 2585.50 2585 PROJECT NO.
R22049
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N N N N N N
PLAN & PROFILE
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ROADWAY PLAN KEY NOTES
OMATCH EXISTING PAVEMENT
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PAVEMENT MATCHES AND REPAIRS TO MATCH C
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16369
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PROJECT NO.
R22049
ROADWAY PLAN
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CONTRACTOR SHALL CONFIRM OPEN DITCH Graphic Scale:
AT NORTHWEST PROPERTY CORNER AND Attention is Drawn to the Fact That Drawing Scales May be
SHALL NOTIFY CIVIL PROJECT ENGINEER Altered During Reproduction Processes. Scales Shown
IMMEDIATELY IF DITCH IS CLOSED AT Hereon are Based on a Full Scale Sheet Size of 24"x 36".
PROPERTY LINE.
Scale: 1"=20'
CUDIE 2586.58
UTILITY PLAN GENERAL NOTES
1. GRAVITY IRRIGATION PIPE SHALL BE 10 GAGE
GIRR BOX 10CMP,CLASS III RCP OR CLASS 200 HDPE
RIM = 2590.15
EX 12" IE = 2587.79 (W) GIRR BOX 2• CONTRACTOR HALL COORDINATE WITH THE
OWNER 117 1° RIM = 2590.0 ON-SITE AONDSHALLL COMPLY WITH ANDON ANY WELLS DAPA EXISTING
14 15" IE = 2587.62 (E) 18" IE = 2586.60 (N) c
37.03.09 WELL CONSTRUCTION STANDARDS
18" IE = 2586.60 (E) / RULES AND ALL REQUIREMENTS OF THE STATE 5
/ OF IDAHO DEPARTMENT OF WATER
RESOURCES
O
Z
8 I �
UTILITY PLAN KEY NOTES
/ O INSTALL NEW 48"SEWER MANHOLE PER ISPWC
SD-501 AND DIVISION 500 OF THE"CITY OF MERIDIAN
13 INSTALL 107 LF OF 15" / o
SUPPLEMENTAL SPECIFICATIONS TO THE ISPWC".
GRAVITY IRRIGATION
CONTRACTOR SHALL POTHOLE EXISTING SEWER CU
PIPE @ 2.0% MAIN TO VERIFY EXACT LOCATION,DEPTH AND SIZE r - -
AND SHALL NOTIFY THE CIVIL PROJECT ENGINEER IF 0 O� O
ANY DISCREPANCIES EXIST BETWEEN THE FIELD AND J AC) N
L Ib
C / PLANS. -
GIRR BOX 5 / O2 INSTALL NEW 48"SEWER MANHOLE PER ISPWC i�TL.T > z c z
RIM = 2589.50 1 wM SD-501 AND DIVISION 500 OF THE"CITY OF MERIDIAN Uj j_ �p L c
15" IE = 2585.50 (W) '� IT n� U o
15" IE = 2585.50 (E) SUPPLEMENTAL SPECIFICATIONS TO THE ISPWC". �J 1 _
OPROVIDE REQUIRED SEPARATION,SEE CITY OF i , T
MERIDIAN SEWER NOTES 2&3,SHEET C1.0 AND I.J..I w -
INSTALL 40 LF OF 15" / "CITY OF MERIDIAN SUPPLEMENTAL SPECIFICATIONS p
GRAVITY IRRIGATION I I I / TO THE ISPWC." j z
PIPE @ 0.0% A
OHOT TAP INTO EXISTING 12"WATER MAIN AND CO li
7 INSTALL: r (`
298 LF 6 3 1 -8"GATE VALVE ti 0 o
4 3 I 1 -12"GATE VALVE O z
50 LF II 55 / CO
1 -THRUST BLOCK ` 0c) o
- J L- / CONTRACTOR SHALL POTHOLE AND DETERMINE � r �_
m 3 9 EXISTING LOCATION AND SIZE PRIOR TO (�
p p . p ? 1_
CONSTRUCTION AND SHALL COORDINATE WITH CIVIL
STEEL CASING STEL CASING m
PROJECT ENGINEER IF ANY DISCREPANCIES EXIST
z 17 D N HAYFIELD COURT �� PRIOR TO CONSTRUCTION.
0+00 _ _ _ - 0 wo 2+00 p. n 3+00 3+35
70' A-
4 STEEL CASING a / O5 INSTALL Y4"DOUBLE WATER METER&SETTER PER
m 8",Is -m e"Ss a"Ss s°SS e" p "CITY OF MERIDIAN SUPPLEMENTAL SPECIFICATIONS
CD 3
? 3 / TO THE ISPWC"DETAILS SW3E,W1,W3,AND W6". Z Z
NEW SSMH - 6 INSTALL 1"POLYETHYLENE DOMESTIC WATER Q N
p o
Zj
EX. I E 2567.02' A
'PIPSERVICE LINE PER"CITY OF MERIDIAN W W p m N
C 6 SUPPLEMENTAL SPECIFICATIONS TO THE ISPWC"
IE 2567.85 (N) a d } Q rn
(� 66 LF \ DETAIL W1.LENGTH AS INDICATED ON PLAN. 2 mLU CD
CD
m
36" GIRR IE = 2573.33 I " p \ \ NEW SSMH 2 / J J � 2 U w
15 GIRR IE = 2585.50
/ 7 RIM 2590.36 INSTALL 8"C900 PVC WATER MAIN. LENGTH AS
a
8 SS IE = 2570.66 8 SS IE = 2573.53 Fs IE 2582.27 (S) INDICATED ON PLAN. U) co o o U o
s..
< n
m p a O8 EXISTING WATER MAIN
GIRR BOX
RIM = 2589.50 1 O INSTALL FIRE HDYRANT PER"CITY OF MERIDIAN z
15" IE = 2585.50 (E) / SUPPLEMENTAL SPECIFICATIONS TO THE ISPWC"
I 15" IE = 2585.50 (W) Mw CD / DETAIL W8". �_
5 1 10 INSTALL GRAVITY IRRIGATION BOX PER ISPWC v
G�
SD-619
11 PROTECT EXISTING TREE IN PLACE. IF ROOTS EXIST Q Q
/ WHERE TRENCHING,CONTRACTOR SHALL PERFORM
ROOT CUTS PER CONTRACTOR'S METHODS AND
8 /13 SHALL ENSURE THE CUTTING ACTIVITY WILL NOT BE
I INSTALL 117 LF OF 15" FATAL FOR THE TREE.CONTRACTOR SHALL NOTIFY �J J
Z
GRAVITY IRRIGATION
PROJECT ENGINEER IMMEDIATELY IF THE TREE �^
G PIPE @ 2.12% CANNOT BE PRESERVED DURING CONSTRUCTION
ACTIVITIES. U) Q
/ 12 EMBED PIPE 0.2'INTO DITCH FLOWLINE. INSTALL W
14 / 4'x10'RIP RAP DISSIPATION DEVICE AT OUTFLOW OF
GIRR BOX 10 PIPE. W
RIM = 2591.0
15" IE = 2587.98 (W) 13 EXISTING 36"GRAVITY IRRIGATION PIPE
� 18" IE = 2587.83 (N)
18" IE = 2587.83 (S) INSTALL 245 LF OF 18" GIRR BOX 10 14 EXISTING 18"SANITARY SEWER MAIN z
GRAVITY IRRIGATION / RIM = 2590.0 W
PIPE @ 0.50% / 18" IE = 2586.78 (S) 15 PROVIDE 2'MIN.ASPHALT PATCH BACK AND SAWCUT L
18" IE = 2586.78 (E) PER ISPWC SD-301,SD-303 AND SD-806.ALL X (.0 co11 PAVEMENT MATCHES AND REPAIRS TO MATCH c1'o
EXISTING STREET SECTION.
GI GI GI GI �I �I ;I INSTALL 21LF OF 18" LO
G G GRAVITY IRRIGATION 16 FILL GRAVITY IRRIGATION BOX WATERTIGHT AT TWO w
S!2:
/ PIPE @ 0.33% EXISTING NORTH INVERTS(18"&12")AND INSTALL
16 EXISTING GIRR BOX 11 / NEW 18"CONNECTION AS INDICATED ON THE PLAN.
RIM = 2591.11
GIRR BOX 17 PROVIDE REQUIRED SEPARATION AND INSTALL O
EX 36" IE = 2586.11 A ;. ,gyp p . .. . .b 10. STEEL CASING OVER PROPOSED WATER AND SEWER
EX 36" IE = 2586.81 �.' o p I� ;. .< .. \ C. p o p � RIM = 2590.50
18" IE = 2587.31 18" IE = 2586.69 (N) MAIN PER CITY OF MERIDIAN STANDARD DETAILS SW1
18" IE = 2586.69 (W) AND SW2.SIZE AND LENGTH OF CASING PER PLAN. LJJ
INSTALL 30 LF OF 18"
GRAVITY IRRIGATION EG EG EG EG EG Ec EG EG EG �pNAL E
PIPE @ 1.73% EP �P EP EP EP EP EP EP EP EP
IE 2586.68 GD Q� �G\STE�.O'�'��
16369
INSTALL 4 LF OF 18"
0/1 /2
GRAVITY IRRIGATION � O
9�F
PIPE @ 0.33% • G
0 M .
NORTH MERIDIAN ROAD
PROJECT NO.
R22049
OVERALL UTILITY PLAN
C3.0
L
Q
Q
Q
M
I
WM
4" PVC SERVICE 4" PVC SERVICE
MAIN STA: MAIN STA:
1+91.62 L 3 2+37.52 L Graphic Scale:
45' @2.0% MIN 3 74' @2.0% MIN
END Attention is Drawn to the Fact That Drawing Scales May be
INV. @END INV. @ Altered During Reproduction Processes. Scales Shown
2583.50 2583.87 Hereon are Based on a Full Scale Sheet Size of 24"x 36".
A
Scale: 1"=20'
NEW SSMH
O EX. IE 2567.02' (E) _
EX. IE 2567.02' (W) 5�
P
IE 2567.85 (N) ROADWAY PLAN KEY NOTES
d o o A 4
4 O INSTALL NEW 48"SEWER MANHOLE PER ISPWC
SD-501 AND DIVISION 500 OF THE"CITY OF MERIDIAN
N HAYFIELD COURT SUPPLEMENTAL SPECIFICATIONS TO THE ISPWC".
1+I o 2+00 2� 3+00 3+35 CONTRACTOR SHALL POTHOLE EXISTING SEWER to
C
206'-8"PVC @ 7.00% MAIN TO VERIFY EXACT LOCATION,DEPTH AND SIZE p
M s" a"ss 8"ss 8"SS 8°ss 8"s m o AND SHALL NOTIFY THE CIVIL PROJECT ENGINEER IF
ANY DISCREPANCIES EXIST BETWEEN THE FIELD AND
4 PLANS.
O A ps8 02 INSTALL NEW 48"SEWER MANHOLE PER DIVISION 500 z
� �_ OF THE"CITY OF MERIDIAN SUPPLEMENTAL
° NEW SSMH 2 SPECIFICATIONS TO THE ISPWC".
frl 36" GIRR IE = 2573.33 CD 15" GIRR IE = 2585.50 O RIM = 2590.3,
8" SS IE = 2570.66 8" SS IE = 2573.53
� IE = 2582.27 (S) O INSTALL 4"SANITARY SEWER SERVICE @ 2.0%MIN.
V-: ° SLOPE PER STANDARD DETAIL SW3 AND DIVISION 500 O
4" PVC SERVICE 'PIP 4" PVC SERVICE OF THE"CITY OF MERIDIAN SUPPLEMENTAL U 0
mMAIN STA: MAIN STA: SPECIFICATIONS TO THE ISPWC".
1+93.62 R 2+35.52 R Q o °;
38' @ 2.0% MIN 3 3 67' @ 2.0% MIN 40 PROVIDE REQUIRED SEPARATION,SEE CITY OF 00 N Ib
INV. @END INV. @ END MERIDIAN SEWER NOTES 2&3,SHEET C0.1 AND O y _
2583.50 2583.59 "CITY OF MERIDIAN SUPPLEMENTAL SPECIFICATIONS t 0
O
MW TO THE ISPWC." > z z
ail ---;-
O L—
i O o
C
Uw wW
Alignment Road Cn
. o
0+00 to 3+30 ti M I_L
PT
Horz. Scale: 1 "=20' CO ti
CD z
Vert. Scale: 1 "=4' �' CO _o
2590 2590 Q Q = U
a a g N p
_ Q o
d m m
� 0
_ m W 0 0
W W Z z Y
�
2 U lii
SSMH 2 U U 0' W = Q
STA=2+42.52,5.0'R fn (n 0 0 U
Rim=2590.38
INV Out=2582.27(8")
Z
O
SSMH 1 ^,
2580 STA=0+36.54,5.0'R 2580 v/
Rim=2587.62
INV In=2567. ( 8
INV In=2567.02 02(18")
INV Out=2567.02(18")
0
W ..
^ Z
2p6,.9 PJO v/
v/ Q
W
~2570 2570 W
I—
VJ 7
0 W L
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2565 2565 coLO
° M WC600
� C CO � O � CO
N N N N N N N N
0+00 1+00 2+00 3+00 3+30
MO
W
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Q�oFF'�o\STE .O
16369
10/1 /2 0
9�F
0 M . G
PROJECT NO.
R22049
SEWER PLAN &
PROFILE
C3. 1
i
Q
Q
m
0
m
�o
JJ Graphic Scale:
Attention is Drawn to the Fact That Drawing Scales May be
I Altered During Reproduction Processes. Scales Shown
y — — — — — — — — — — — — — — — — — — — — — — — — — — — Hereon are Based on a Full Scale Sheet Size of 24"x 36".
Scale: 1"=20'
I
U)
o
I >
I j
I
I I / Z
I /
I
I •
I I 25�9 E
I j / 0 0
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/ 0O O
ti
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LO
I DETAIL ON SHEET C0.2 O —
BORROW DITCH PER > z
� z
i T T
DETAIL ON SHEET C0.2 W' o / 0 o
'AAAW
BORROW DITCH WITH 2OLF __
INFILTRATION SAND WINDOW / U w CZ
PER DETAIL ON SHEET C0.2 `
` . BORROW DITCH WITH 5LF OF + z
INFILTRATION WINDOW PER
— ` DETAIL ON SHEET C0.2
/ 0 CD
CO
0
CO z
OR
Z~ N HAYFIELD COURT ON-SITE DRAINAGE AREA T
IMPERVIOUS AREA = 9,509 SF
m I PERVIOUS AREA = 3,600 SF /
�
Z7 , BORROW DITCH WITH 5LF OF
0 INFILTRATION SAND WINDOW
0 ' PER DETAIL ON SHEET C0.2 z z
J J
2 U
m o Q N
m � j '° / w w 0 >- � o
C"i
BORROW DITCH WITH 2OLF /
n. a m
INFILTRATION SAND WINDOW �. . BORROW DITCH PER = m o 0 0
m PER DETAIL ON SHEET C0.2 ° ` DETAIL ON SHEET C0.2 J J z z Y
BORROW DITCH PER U w
U) co 0 0 U 0
DETAIL ON SHEET C0.2
j Z
I
O
/ V)
00 0
/ �^ Z
/ VJ
u
V) Q
/ W
m', v W/ Z
by
j 2590 u
LO
W
.a .. .. ..
LN
EG �G EG EG EG EG EG EG W
EP �P EP EP EP EP EP EP EP EP ■
I
ACHD BORROW DITCH OFF-SITE DRAINAGE AREA ACHD BORROW DITCH WITH 15LF
INFILTRATION WINDOW �c��ONAL E�-,i
IMPERVIOUS AREA = 6,582 SF � Q�oFF0STE,�.o'1'��
PERVIOUS AREA - 3,301 SF
16369
10/1 /2 0
NORTH MERIDIAN ROAD y�F
0 M • G
PROJECT NO.
R22049
STORMWATER PLAN
C4.0
L
Q
Q
Q
m
0
M�
W
Graphic Scale:
Attention is Drawn to the Fact That Drawing Scales May be
Altered During Reproduction Processes. Scales Shown
Hereon are Based on a Full Scale Sheet Size of 24"x 36".
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 U)
SUPPLEMENTAL SPECIFICATIONS TO THE 0
O
/ ISPWC,AND THE NATIONAL ELECTRIC CODE. Ln
/ 2. A STREET LIGHTING ELECTRICAL PERMIT SHALL CD
BE OPENED PRIOR TO STARTING WORK. USE
THE ONLINE CITIZEN PORTAL AT
HTTPS://CITIZENPORTAL.MERIDIANCITY.ORG/CITIZENACCESS/ Z
TO OPEN A PERMIT AND REQUEST
INSPECTIONS.
/ 3. INSTALLATION WILL REQUIRE INSPECTIONS
/ FOR THE CONCRETE BASE REINFORCING, E
BEDDING, BACKFILL,AND FOR THE POLE AND O
ASSOCIATED WIRING. C..)
4. STREET LIGHT BASES SHALL BE LOCATED 10' T
O a�
MIN. FROM TREES,5'MIN. FROM FIRE 0 r` >
HYDRANTS AND 2'MIN. FROM WATER METERS.
/ 5. KEEP ACCURATE NOTES OF CONDUIT, —
/ JUNCTION BOX LOCATIONS.ATTACH A z coz
REDLINED AS BUILT DRAWING OF THIS PLAN i T i }; co
SHEE�d� w
THE STREET LIGHTING ELECTRICAL I-- C L
PERMIT,OR SUBMIT A HARD COPY TO THE j n U 41
MERIDIAN PUBLIC WORKS DEPARTMENT PRIOR T �Jf �
TO REQUESTING FINAL INSPECTION. U
/ 6. CONTACT THE CITY TRANSPORTATION AND LJJ
/ UTILITY COORDINATOR(208)898-5500 FOR >j Z
QUESTIONS REGARDING UTILITY CONFLICTS, Cn
I o
OR TO ACCESS LOCKED METER PEDESTALS.
7. TYPE 1 LIGHTS ON McDERMOTT ROAD SHALL BE ~ COLL
T
METERED AND CONDUIT TO BE STUBBED TO 00
THE PROPERTY LINE PURSUANT TO SECTION C M z
/ 6-9 H OF THE MERIDIAN DESIGN STANDARDS. ` r O }
f / o
UTILITY PLAN KEY NOTES
N HAYFIELD COURT
INSTALL 25'TYPE II STREET LIGHT(SQUARE STEEL
WITH BRONZE POLYESTER COATING)AND BASE PER
m / CITY OF MERIDIAN STANDARD DETAIL T2 AND T3.
(q ! ° INSTALLATION SHALL CONFORM TO THE CITY OF
—I / MERIDIAN PUBLIC WORKS DEPARTMENT DESIGN Z Z
STANDARD 2016,SECTION 6. Q Q m U
O w w Co
� N
C7 = j m o o 0
! 54695C TYPE II / W J U lii
0 a
/ Q Q Q cn w
o o 0 o
m
z
0
I U)
/ 0
! D Z
U Q
u w
/ LLJ
/ X L0
D �
Q Lo
/ LU
a
C
EG EG EG Ec EG EG G EG EG C'\CNpL EN
EP �P EP EP EP EP EP EP EP EP FCC' G�STE Ceti
16369
10/1 /2 0
0 M • G
NORTH MERIDIAN ROAD
PROJECT NO.
R22049
LIGHTING PLAN
C5.0
\ Q
Q
ion
4)
N
m
M — 1
Graphic Scale:
00 Attention is Drawn to the Fact That Drawing Scales May be
N Altered During Reproduction Processes. Scales Shown
G) TT� � Hereon are Based on a Full Scale Sheet Size of 24"x 36".
Scale: 1"=20'
EROSION CONTROL NOTES
f
FIBER ROLL LIMIT OF DISTURBANCE c
0
EROSION CONTROL KEY NOTES o
z
INSTALL FIBER O R B MANLLS PER STATE AGEMENT EST AG MENO F IDAHO CATALOG OF
STORM WATT PRACTICES B P#64.
CD
CONSTRUCTION ENTRANCE.PRIOR TO
+ 2 CONSTRUCTION, INSTALL AND MAINTAIN 50 FEET OF 6"
I / 0 MINUS PITRUN MATERIAL AS INDICATED BY THE STATE O
/ OF IDAHO CATALOG OF STORM WATER BEST U p
/ MANAGEMENT PRACTICES BMP#40.THIS SHALL BE Z
f MAINTAINED THROUGHOUT CONSTRUCTION UNTIL BASE I—� O� O °'
MATERIAL IS INSTALLED. PROVIDE SWEEPING DAILY OR ii > 'o
wM / AS NEEDED TO REMOVE ANY TRACKING OF MUD OR DIRT J U m
ONTO EXISTING ASPHALT. O —
/ iTT O
— 2588 — STAGING AREA.CONTRACTOR TO ADJUST AS w � z coz
NECESSARY. Uj 0 L
U w w -
CO LL
C) / r ti _
1
00
:T p n Q
CMP40
z
T oR +
2 N HAYFIELD COURT /
� f
Cn
m
V p /
O
0 z z
C Q Q 2 U
m Q N
m m rn
p p w w
00 w o 0
< p / W W z z Y
J J
m I U U < w W Q
3
cn c� 0 0 U
MW // 7
/ 1 / U)
f/
0
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w
I
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25gp
'
by W
X LO
GI GI GI GI GI GI GI GI GI /
—
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EG I0 G EG EG EG EG EG—
EP �P EP EP EP EP EP EP EP EP ■
I ��S�ONAL EN�i
Q �
16369
10/1 /2 0
NORTH MERIDIAN ROAD y�F
0 M . G
PROJECT NO.
R22049
EROSION & SEDIMENT
CONTROL PLAN
C6.0
Appendix B
Calculations
ACHD Calculation Sheet for Sizing Bioswales & Borrow Ditches
NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the
Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in
facilities that meet or exceed these calculations in order to be accepted.
User input in yellow cells.
1 Project Name Bordeaux Estates Subdivision-Onsite Ditch
2 Enter number of Bioswales/Borrow Ditches(25 max) 1
3 Design Storm 100
Weighted Runoff Coefficient C 0.96 Link to:LQ,v
4 Area A(Acres) 0.30 acres QV TR55
Approved discharge rate for the given storm(if applicable) 0.00 cfs
S Design Vol With 0%Sed for Swales V 1,002 ft 3
6 Length of Swale 490 ft
7 Infiltration Window?(Note:infiltration required if Longitudinal Slope<10%)
Design Infiltration Rate 8.00 in/hr
8 Infiltration Window Width 1.00 ft
9 Set Swale Bottom Width b 1.00 ft
10 Set Swale Top Width 8.00 ft
11 Set Swale Depth y 1.00 ft
12 Swale Side Slopes H:1 Sxs 3.00
13 Calculate cross-sectional area Axs 4.00 ftz
Axs=Y zz+by
14 Total Swale Capacity Without Driveways 1,960 ft 3
15 Does it Have Capacity? OK
16 Time to Drain 3.1 hr
90%volume in 48-hours minimum OK
Check Swale With Driveways
17 Avg.Driveway Fill Slope in Swale (H/V) 3.00 ft/ft
18 Enter Total Number of Driveways 4 ea (12.0) ft3 Deduct driveway slope
19 Enter Total Length of all Driveways 24 ft (96.0) ft3 Deduct driveway length
20 Lost Swale Length From Trees,etc. 0 ft 0.0 ft 3 Deduct other
21 Adjusted Length of Infiltration Area 454.0 ft
22 Excess Capacity=Storage-Deductions-Runoff Volume 849.7 ft3
23 Is Capacity Good? YES
24 Time to Drain 3.7 hr
90%volume in 48-hours minimum OK
G:\Projects\R22049_2NH Meridian RD\EngArch\Calcs\ACHD_SD_CALCS_112018 6/21/2022,4:11 PM
Version 10.0,May 2018
ACHD Calculation Sheet for Sizing Bioswales & Borrow Ditches
NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the
Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in
facilities that meet or exceed these calculations in order to be accepted.
User input in yellow cells.
1 Project Name Bordeaux Estates Subdivision-Offsite Ditch
2 Enter number of Bioswales/Borrow Ditches(25 max) 1
3 Design Storm 100
Weighted Runoff Coefficient C 0.97 Link to:LQ,v
4 Area A(Acres) 0.23 acres QV TR55
Approved discharge rate for the given storm(if applicable) 0.00 cfs
5 Design Vol With 0%Sed for Swales V 758 ft3
6 Length of Swale 257 ft
7 Infiltration Window?(Note:infiltration required if Longitudinal Slope<10%)
Design Infiltration Rate 8.00 in/hr
8 Infiltration Window Width 2.00 ft
9 Set Swale Bottom Width b 2.00 ft
10 Set Swale Top Width 9.00 ft
11 Set Swale Depth y 1.00 ft
12 Swale Side Slopes H:1 Sxs 3.00
13 Calculate cross-sectional area Axs 5.00 ftz
Axs=Y zz+by
14 Total Swale Capacity Without Driveways 1,285 ft3
15 Does it Have Capacity? OK
16 Time to Drain 2.2 hr
90%volume in 48-hours minimum OK
Check Swale With Driveways
17 Avg.Driveway Fill Slope in Swale (H/V) 0.00 ft/ft
18 Enter Total Number of Driveways 0 ea 0.0 ft3 Deduct driveway slope
19 Enter Total Length of all Driveways ft 0.0 ft3 Deduct driveway length
20 Lost Swale Length From Trees,etc. ft 0.0 ft3 Deduct other
21 Adjusted Length of Infiltration Area 0.0 ft
22 Excess Capacity=Storage-Deductions-Runoff Volume 527.0 ft3
23 Is Capacity Good? YES
24 Time to Drain 0.0 hr
90%volume in 48-hours minimum OK
G:\Projects\R22049_2NH Meridian RD\EngArch\Calcs\ACHD_SD_CALCS_112018-OFFSITE 6/21/2022,4:11 PM
Version 10.0,May 2018
Appendix C
Geotechnical Report
Geotechnical Engineering Evaluation
5665 N Meridian Rd Development
Meridian, Idaho
PREPARED FOR:
2 North Homes
PO Box 140798
Garden City, ID 83714
PREPARED BY:
Innovate Geotechnical
IGEO Project No. 322015
March 31, 2022
INNOVATE
tG E 0 GEUTEUNTAL
mEn INNOVATE
GEOTEOHNICAL Page 1 of 13
March 31, 2022
2 North Homes
PO Box 140798
Garden City, ID 83714
Attention: Michael Jobes
Subject: Geotechnical Engineering Evaluation
5665 N Meridian Rd Development
Meridian, Idaho
IGEO Project No. 322015
Michael,
Submitted herewith is the report of our geotechnical engineering evaluation for the subject site.
This report contains the results of our findings and an engineering interpretation of the results
with respect to the available project characteristics. It also contains recommendations to aid in
the design and construction of the earth related phases of this project.
On March 3, 2022, an Innovate Geotechnical (IGEO) representative was on-site and completed
test pits up to 11 feet below the existing ground surface. Soil samples were obtained during the
field operations and were then transported to our office for further testing.
Based on the findings of the subsurface investigation and other information, the site soils are
suitable for the support using conventional shallow foundations and pavements provided the
recommendations in this report are followed. A detailed discussion of design and construction
criteria is presented in this report.
We appreciate the opportunity to work with you on this project. If we can be of further assistance
or if you have any questions regarding this project, please do not hesitate to contact us at (208)
484-1090. RQL
0 S
Sincerely, ®� ����NS$®�✓�%
Innovate Geotechnical 0.
-31-z:z—
A
Clara Klamm, E.I.T Seth P. Olsen, P.E.
Engineering Intern Senior Geotechnical Engineer
GEOTECHNICAL ENGINEERING
MERIDIAN,ID (208)484-1090
W W W.I N NOVATEG EO.COM
mEn INNOVATE
GEOTEOHNICAL Page 2 of 13
Table of Contents
Attention: Michael Jobes ................................................................................................................ 1
1.0 INTRODUCTION .................................................................................................................... 3
2.0 PROJECT UNDERSTANDING .............................................................................................. 3
3.0 SCOPE OF SERVICES............................................................................................................ 3
4.0 SITE CONDITIONS AND FIELD EVALUATION................................................................ 3
4.1 Surface Conditions..................................................................................................................4
4.2 Field Evaluation......................................................................................................................4
4.3 Subsurface Soils ......................................................................................................................4
4.4 Groundwater........................................................................................................................... 5
4.5 Site Subsurface Variations..................................................................................................... 5
4.6 Seismic Setting......................................................................................................................... 5
4.7 Infiltration Testing.................................................................................................................. 6
5.0 CONCLUSIONS AND RECOMMENDATIONS ................................................................... 6
5.1 Site Preparation and Earthwork........................................................................................... 6
5.2 Structural Fill.......................................................................................................................... 7
5.3 Fill Placement and Compaction............................................................................................. 8
5.4 Foundation Support................................................................................................................ 9
5.5 Lateral Resistance................................................................................................................... 9
5.6 Floor Slabs............................................................................................................................. 10
5.7 Drainage................................................................................................................................. 10
5.8 Pavements.............................................................................................................................. 11
5.9 Infiltration ............................................................................................................................. 11
6.0 QUALITY CONTROL........................................................................................................... 12
6.1 Field Observations................................................................................................................ 12
6.2 Fill Compaction..................................................................................................................... 12
6.3 Concrete Quality................................................................................................................... 12
7.0 LIMITATIONS....................................................................................................................... 12
8.0 REFERENCES ....................................................................................................................... 13
List of Figures Appendices
Figure 1 —Vicinity Map Appendix A— Boring Logs
Figure 2 —Site Map Appendix B— Laboratory Test Results
Appendix C— DCP Test Results
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1.0 INTRODUCTION
Innovate Geotechnical (IGEO) is pleased to present this report which summarizes the results of
our geotechnical engineering evaluation for the proposed development at 5665 N Meridian Road
in Meridian, Idaho. The project area is located approximately as shown in the Vicinity Map, Figure
1.
2.0 PROJECT UNDERSTANDING
The proposed development is on the northwest corner of N Meridian Road and W Producer Dr
in Meridian, Idaho. The project entails developing the approximately 2-acre property into 4
residential lots and 1 landscape buffer along N Meridian Road. An existing house on the property
will remain and the 4 residential lots will share a common driveway. The proposed project
includes evaluating the site for subsurface characteristics and providing pavement, foundation,
and infiltration recommendations.
Wall loads are expected to be up to 4.0 kips per lineal foot and column loads are anticipated to
be less than 20 kips. If the loading conditions are different than we have anticipated, please
notify us so that any appropriate modifications to our conclusions and recommendations
contained herein may be made.
Our understanding of the project is based on our voice and email communications with you and
the Preliminary Short Plat Layout prepared by J.J. Howard and dated December 16, 2021. A Site
Plan for this evaluation is presented in Figure 2.
3.0 SCOPE OF SERVICES
The purpose of our geotechnical engineering evaluation was to provide recommendations for
site preparation and earthwork, and foundation design and construction based on our site
evaluation, laboratory testing, and engineering analyses. Our specific scope of services included:
• Exploration of soil and groundwater conditions underlying the site by completing three
test pits on the site to depths of up to 11 feet below the existing ground surface.
• Laboratory testing to assess pertinent physical and engineering properties of the soil
observed.
• Preparation of this report.
4.0 SITE CONDITIONS AND FIELD EVALUATION
Existing surface and subsurface conditions associated with the subject property are presented in
this section.
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4.1 Surface Conditions
The proposed site for the 5665 N. Meridian Road Development is located in Meridian, Idaho (see
Figures 1 and 2). It is currently partially developed with some of the existing structures to remain
in place. Topographically, the site to be developed is relatively level with an existing ground
surface elevation of approximately 2574 feet above mean sea level (MSL)to approximately 2572
feet above MSL. North Meridian Road forms the eastern boundary of the site and W Producer
Rd forms the southern boundary. Photos 1 through 4 present the existing conditions at the time
of our field evaluation.
RA
Photo 1: Looking east Photo 2: Looking north
f s
' r
Photo 3: Looking west Photo 4: Looking southwest
4.2 Field Evaluation
The subsurface soil conditions were determined by performing 3 test pits (TP-1 through TP-3) at
the approximate locations shown on Figure 2. An excavator was used to advance the test pits.
Soil samples were obtained at significant change of strata and in general accordance with ASTM
D-420 and ASTM D-2488. The subsurface conditions observed during the field evaluation are
discussed in Section 4.3. Logs of the test pits, including a description of all soil strata encountered
is presented in Appendix A.
4.3 Subsurface Soils
After completion of the field evaluation, soil samples were tested for their engineering
properties. The results of the laboratory testing are presented in Appendix B and shown on the
boring logs in Appendix A.
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The results of our field evaluation and our laboratory testing indicate a fairly consistent subgrade
across the site. In general, the existing ground surface is underlain by a stiff sil/lean clay with
sand to a depth of approximately 2 feet (TP-1 and TP-3) to approximately 2.5 feet (TP-2) below
the existing ground surface. This layer is underlain by a medium dense silty sand to a depth of
approximately 5.5 feet (TP-1 and TP-2) to approximately 6 feet (TP-3) below the existing ground
surface. These layers overly poorly graded gravel with sand and cobbles to the full depth
explored (approximately 11 feet below the existing ground surface).
For a detailed description of the soil profiles observed in this evaluation, see the boring logs in
Appendix A. See Figure 2 for the approximate boring locations.
4.4 Groundwater
Groundwater was not observed during our field evaluation. Numerous factors such as heavy
precipitation, irrigation practices, and other unforeseen factors may influence groundwater
elevations at the site. The detailed evaluation of these and other factors, which may be
responsible for groundwater fluctuations, is beyond the scope of this study.
We estimate the seasonal high groundwater elevations to be more than 10 feet. Groundwater
observations will be performed and reported monthly to assess on going groundwater elevations.
4.5 Site Subsurface Variations
Based on the results of the subsurface exploration and our experience, variations in continuity
and nature of subsurface conditions should be anticipated. Due to the heterogeneous
characteristics of soils, care should be taken in interpolating or extrapolating subsurface
conditions between or beyond the exploratory borings. Seasonal fluctuations in groundwater
conditions may also occur.
4.6 Seismic Setting
According to the findings of our subsurface evaluation and the guidelines of the International
Building Code (IBC, 2018) the Site Classification is D (IBC, 2018, section 1613).
The following values should be used for site structural coefficients:
Short Period Spectral Response Acceleration SS = 0.296g
One Second Period Spectral Response Acceleration SI = 0.107g
Short Period Spectral Response Design Acceleration SDs = 0.3089
One Second Period Spectral Design Acceleration SDI = 0.1719
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Liquefaction of a soil is defined as the condition when a saturated, loose, cohesion-less, (fine
sand-type) soils have a sudden, large decrease, in their ability to support loads. This is because
of excessive pore water pressure which develops during a seismic event. Cohesive (clay type)
and dense sand and gravel soils typically do not liquefy during a seismic event.
Because of the cohesive nature of the soils at the site and depth to groundwater, it is our opinion
that the potential for liquefaction at this site is low under seismic conditions.
4.7 Infiltration Testing
Infiltration testing was performed in TP-1 and TP-3 at a depth of 3.5 feet to 6.5 feet below the
existing ground surface. The infiltration testing was performed in clayey or silty sand. The
measured infiltration rates are presented in Table 1. The recommended design infiltration rates
are presented in Section 5.9 Infiltration.
TABLE 1— Measured Infiltration Rates
Location Soil Classification Average
TP-1 3.5 Silty sand Test 1 through 4 >20
inches/hour
TP-3 3 Silty sand with Test 1 through 4 >20
gravel inches/hour
TP-3 6.5 Poorly graded Test 1 through 4 >20
gravel with sand inches/hour
5.0 CONCLUSIONS AND RECOMMENDATIONS
Based on the results of our site exploration, laboratory testing, and engineering analyses, it is our
opinion that the proposed development may be designed and constructed as envisioned.
Specific recommendations for proposed foundation design, pavement design, and construction
are presented in the following sections of this report.
5.1 Site Preparation and Earthwork
5.1.1 Initial Preparation
We recommend that proposed areas for improvements be cleared of surface and subsurface
deleterious and organic matter, debris be removed, and roots greater than % inch diameter be
thoroughly grubbed, when encountered. Based on our observations, we anticipate
approximately 2-4 inches of stripping will be required.
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5.1.2 Grading, Excavations, and Subgrade Preparation
Current site grades within the proposed improvements are relatively level. We anticipate
excavation depths to be fairly consistent on site. However, the relative amounts of silt and clay
within the soil varies resulting in varying strengths. Therefore, in order to provide uniform
bearing conditions for the proposed structures and pavements,we recommend the following site
preparation activities:
• Within foundation limits for homes, the native silty/clayey sand soils are to be proof-
rolled and compacted to establish final foundation elevations.
• Within floor-slab limits. The on-site silty/clayey sand should be proof-rolled before
placing capillary break material. Floor-slab areas are to be supported by at least 4 inches
of properly compacted capillary break material.
• Within the pavement areas, the on-site sand should be proof-rolled before placing the
aggregate for flexible pavement section.
If earthwork activities cause excessive subgrade disturbance, replacement with structural fill may
be necessary. A greater depth of disturbance of the subgrade soil may be expected if site
preparation work is conducted during periods of wet weather when the moisture content of the
soil exceeds optimum. Any soft, loose, wet or otherwise unsuitable soil, which is encountered
during proof rolling, is to be overexcavated to firm soil, or a depth of 2 feet, whichever is less,
and replaced with structural fill, as described below.
5.1.3 Temporary Excavations
For temporary excavation less than 5 feet deep, side slopes should not be made steeper than
0.5:1 (horizontal to vertical). Temporary excavations extending more than 5 feet and up to 10
feet in depth should not be made steeper than 1:1. If unstable conditions or groundwater
seepage are encountered, flatter slopes, shoring, or bracing may be required for all conditions.
All excavations should be made following OSHA safety guidelines.
5.2 Structural Fill
Soil used to support foundations, slab-on-grade floors, and pavement is classified as structural
fill for the purposes of this report. Structural fill requirements vary depending on its use as
described below.
5.2.1 Structural Fill
Structural fill should be well-graded granular soils free of organics, debris, or other deleterious
materials and no particles larger than 4 inches in maximum dimension. Depending on the
intended use, structural fill should meet the specifications described below:
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• Structural fill placed within building limits, pavement limits, and below structural
foundations should consist of well-graded, sandy gravel material with no more than 12%
passing the#200 sieve. Equivalent specifications may be used if approved by the project
geotechnical engineer.
• Structural fill placed as capillary break material below floor slabs should consist of 1 % -
inch-minus, free-draining, crushed gravel with less than 10 percent passing the U.S. No. 4
sieve and the fines content should not exceed 3 percent.
5.2.2 Use of on-site Soil
The on-site silt and clays observed in our test pits may not be reused as structural fill, unless it
can be demonstrated that it meets the specified gradation above. The underlying silty sand and
poorly graded gravel may be used as structural fill, provided it meets the specified gradation.
5.3 Fill Placement and Compaction
The various types of compaction equipment have their limitations as to the maximum lift
thickness that can be compacted. For example, hand operated equipment is limited to lifts of
about 4 inches and most "trench compactors" have a maximum, consistent compaction depth of
about 6 inches. Large rollers, depending on soil and moisture conditions can achieve compaction
at 8 to 12 inches. The full thickness of each lift should be compacted to at least the following
percentages of the maximum dry density as determined by ASTM D-1557:
1. Compacted fill, supporting foundations 95%
2. Compacted fill, below floor slabs 95%
3. Backfill of trenches
a. Below foundations 95%
b. Below floor slabs 95%
c. Below pavements 95%
d. Others 90%
4. Compacted fill, below pavements 95%
Field density tests should be performed on each lift as necessary to insure that compaction is
being achieved. As a minimum, 33% of all spot footings, and one test for every 50 lineal feet of
continuous wall footings shall be tested for each lift.
We recommend that a geotechnical representative be on site during earthwork operations to
observe site preparation and fill placement. Conditions of the structural fill and compacted
native soil should be evaluated by in-place density tests, visual evaluations, probing and proof-
rolling as these materials are prepared to determine compliance with the contract documents
and recommendations in this report.
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5.4 Foundation Support
We anticipate that the footings will be established at approximately 2 feet below the existing
ground surface. To establish uniform bearing conditions the footings should be established
entirely on a specific zone of proof-rolled and compacted native soils.
Foundations may be designed using a maximum allowable bearing pressure of 1,800 psf. If
structural loads exceed the levels projected in Section 2.0 we should be notified to review our
recommendations and provide additional recommendations if needed.
In addition to the fill recommendations presented previously in this report, the following
recommendations should be implemented:
• Continuous footing width should be maintained at a minimum of 24 inches.
• Spot footings should be a minimum of 30 inches in width.
• Exterior footings should be placed a minimum of 24 inches below final grade for frost
protection, and interior footing shall be placed a minimum of 16 inches below grade.
• Drainage around the site should be created so that water is not allowed to flow into the
excavation during or after construction.
The allowable bearing pressure may be increased by 1/3 for temporary loads such as wind and
seismic forces.
Based on the preliminary maximum foundation loads, as presented above, and given that the
foundations are supported as described in this report, we estimate that total settlement will be
less than about 1 inch. Differential settlement is estimated to be less than about % of the total
settlement. Settlement should occur rapidly, essentially as loads are applied. Post-construction
settlement should be minor. Loose soil or otherwise unsuitable soil not removed from footing
excavations, or disturbance of soil at foundation grade during construction could result in larger
settlements than estimated.
5.5 Lateral Resistance
The soil pressure available to resist lateral foundation loads is a function of the frictional
resistance against the foundation base and the passive resistance which can develop on the face
of below-grade elements of the structure as those elements move horizontally into the soil. For
foundations bearing in soil prepared as recommended above, the allowable frictional resistance
may be computed using a coefficient of friction of 0.38 applied to vertical dead load forces for
the contact between cast-in-place concrete and soil at foundation grade. The allowable passive
resistance on the face of footings may be computed using an equivalent fluid density of 210
pounds per cubic foot (pcf), triangular distribution, for structural fill, provided backfill placed
against foundations is compacted to at least 95 percent of the MDD. Each of the above values
includes a safety factor of approximately 1.5.
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5.6 Floor Slabs
Floor slabs may be supported on on-site gravel and sand as recommended in the previous
sections of this report. We recommend the slab be designed using a modulus of vertical subgrade
reaction (k) of 100 pounds per cubic inch (pci).
To retard the upward wicking of moisture beneath the floor slab, we recommend that a capillary
break be placed over the subgrade. Therefore, we recommend floor slabs be underlain by a
minimum of 4 inches of free-draining crushed rock meeting gradation and compaction
specifications described in Section 5.2.1 of this report. Alternate gradation specifications may be
used provided they meet the requirements outlined above and are accepted by the geotechnical
engineer of record. To help control normal shrinkage and stress cracking, the floor slabs should
have the following features:
• Adequate reinforcement for the anticipated floor loads with the reinforcement
continuous through interior floor joints
• Frequent crack control joints
• Non-rigid attachment of the slabs to foundation walls and bearing slabs
If moisture sensitive floor coverings are used, blotter, vapor retarder, and choker should be
implemented.
5.7 Drainage
All soils can experience some volume change when exposed to water. Therefore, adequate site
drainage is always important. Site grading design and construction should be implemented to
assure that all surface water is directed away from the foundation bearing soils. We recommend
the following actions be taken:
1. All areas around the structure should be sloped to provide drainage away from the
structures. We recommend a minimum slope of 6 inches in the first 10 feet away from
the structure.
2. All roof drainage should be collected in rain gutters with downspouts designed to
discharge well beyond the backfill limits.
3. Adequate compaction of the foundation backfill should be provided. We suggest a
minimum of 90% of the maximum laboratory density as determined by ASTM D-1557.
Water consolidation methods should not be used under any circumstances.
4. Sprinklers should be aimed away from the foundation walls. The sprinkling systems
should be designed with proper drainage and be well-maintained. Over watering should
be avoided.
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5. Other precautions may become evident during construction.
5.8 Pavements
The flexible pavement evaluation was performed using the Gravel Equivalence (GE) method. In
our evaluation we analyzed a common driveway. In general, the thickness of the asphalt
pavement is predominantly controlled by the traffic and the thickness of the base and sub-base
layers is predominantly controlled by the subgrade conditions.
The results of the R-value testing indicated an R-value of 5 (TP-2).The total thickness analysis was
developed based on an estimated R-value of the subgrade soil (5), our experience, and
recommended traffic data. We recommend using a traffic index (TI) of 4 for the common
driveway. The flexible pavement design criteria are summarized in Table 2.
TABLE 2-Flexible Pavement Design Criteria
Design Characteristic Design Value
Design Life 20 Years
Traffic T.I.=6.0
Idaho Climatic Factor 1
Subgrade R-Value=4
Subbase R-Value=60
Untreated Base Course (UTBC)—%" crushed aggregate R-Value=80
Asphalt 1.95:1.0
Substitution Ratios Base 1.10:1.0
Subbase 1.0:1.0
The recommended total design pavement section forthe common driveway is presented in Table
3.
TABLE 3- Flexible Pavement Section
Subbase
Pavement Section Flexible Pavement :Thickness Thickness Total Thickness
Thickness (inches) (inches)
jinches) (inches)
Common Driveway 2.5 4 6 12.5
5.9 Infiltration
Based on our field evaluation and our understanding of the soils anticipated at the site, applying
a factor of safety of 2 for the measured infiltration rate,we recommend using a design infiltration
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rate of 8 inches/hour for the drainage facilities on site in the silty sand and poorly graded gravel.
Variations in the infiltration properties of the soils on site can be expected including with
depth. We recommend performing an infiltration test to verify the facility specific infiltration
rate at the design depth during construction.
We estimate the seasonal high groundwater elevation to be more than 10 feet below the existing
ground surface. Monthly groundwater readings will be obtained from the piezometers on site
over the irrigation season 2022 to confirm this estimate.
6.0 QUALITY CONTROL
Our recommendations in this report are based on the assumption that adequate quality control
testing and observations will be conducted during construction to verify compliance. This may
include but not necessarily be limited to the following:
6.1 Field Observations
Observations should be completed during all phases of construction such as site preparation,
foundation excavation, structural fill placement and concrete placement.
6.2 Fill Compaction
Compaction testing is required for all structural supporting fill materials. Maximum Dry Density
(Proctor-ASTM 1557) tests should be requested by the contractor immediately after delivery of
any granular fill materials. The maximum density information should then be used for field
density tests on each lift as necessary to ensure that the required compaction is being achieved.
6.3 Concrete Quality
We recommend that freshly mixed concrete be tested in accordance with ASTM designations.
Testing should include slump, temperature, unit weight, yield, entrained air and compressive
strength tests.
7.0 LIMITATIONS
The recommendations provided herein were developed by evaluating the information obtained
from the subsurface investigation. The exploration data reflects the subsurface conditions only
at the specific locations at the particular time designated on the logs. Soil and ground water
conditions may differ from conditions encountered at the actual exploration locations. The
nature and extent of any variation in the explorations may not become evident until during the
course of construction. If variations do appear, it may become necessary to re-evaluate the
recommendations of this report after we have observed the variation.
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Our professional services have been performed, our findings obtained, and our
recommendations prepared in accordance with generally accepted geotechnical engineering
principles and practices. This warranty is in lieu of all other warranties, either expressed or
implied.
8.0 REFERENCES
ASTM, American Society for Testing and Materials
ASCE 7-16, Minimum Design Loads for Buildings and Other Structures, American Society of Civil
Engineers (2016)
IBC, International Building Code, 2018 Edition, International Conference of Building Officials,
Whittier, CA.
AASHTO Guide for Design of Pavement Structures, American Association of State Highway and
Transportation Officials (1993)
Foundation Engineering— Peck, Hanson, and Thornburn (1994)
Fundamentals of Geotechnical Analysis— Dunn, Anderson, and Kiefer (1980)
Essentials of Soil Mechanics and Foundations— David F. McCarthy (2007)
Idaho Standards for Public Works Construction (2020)
Principles of Foundation Engineering, Braja M. Das. (2004)
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GEOTECHNICAL 5665 N Meridian Road Development
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Appendix A
UNIFIED SOIL CLASSIFICATION SYSTEM
FIELD IDENTIFICATION PROCEDURES gvmtia` rm Typical Descriptions
Gravels Wide range of grain size and substantial amounts of all ` GW Well graded gravels,gravel-sand mixtures,little or
Clean Gravels intermediate particle sizes no fines
More than half of mars,
frartion Is lamer men No. land.or no fire) Predominantly one size of a range of sizes with some intermediate a n o GP Poorly graded gravels,gravel-sand mixtures,little
a sieve size sizes missing [-]I or no fines
(For Nsual Gravel with Fines Non-plastic fines(for identification procedures see ML below) o GM Silty gravels,poorly graded gravel-sand-silt
Coarse Grained dasswmnons,the 1/" mixtures
.is.may ba rs.d as
Soils equtyalentt,th,N,,4 (appreciable amount of Clayey gravels,poorly graded gravel-sand-clay
sieve size) treat Plastic fines(for identification procedures see CL below) GC mixtures
More than narc or material Is
larger than No.200 sieve size
Sards Wide range of grain size and substantial amounts of all
m,No.ztro aieve size is about Clean Sands intermediate particle sizes SW Well graded sands,gravelly sands,little or no fines
the smallest p..de Msible to More than half or coarse
Me naked eye) rrectx,I,smaller than gm;,or no fines) Predominantly one size of a range of sizes with some intermediate .- SP Poorly graded sands,gravelly sands,little or no
No aarva sea sizes missing fines
(Forvisual
classifiealions,the va" Sands with Fines Nan-plastic fines(for identification procedures see ML below) $M Silty sands,poorly graded sand-silt mixtures
may be used as
equ,,lent to the No.4 (appreciable a mount of
e
l-r-e) firs) Plastic fines(for identification procedures see CL below) SC Clayey sands,poorly graded sand-clay mixtures
IDENTIFICATION PROCEDURES ON FRACTION SMALLER THAN NO.4 SIEVE SIZE
Dry Strength(Cmshing Dilessnoy(Readion to Toughness(C.h.,aency
Characteristics) Shaking) Near Plasta Limit) I
Nor[o Slight nulckb slow None M L Inorganic silts and very fine sands,rock flour,silty
Silts and Clays or clayey fine sand with slight plasticity
Fine Grained Inorganic clays of low to medium plasticity,gravelly
Soils Liquid limit le„men 50 Medium to Hlgh None to Very slow Medum CL
clays,sandy clays,silty clays,lean clays
L.sa than harc or matadal is
larger than No.200 sieve size Slight to Medium Slow slight — OL Organic silts and organic silt-class of low plasticity
(ma No.zoo sieve size is about Inorganic silts,micaceous or diatomaceous fine
the ame,,,at Patti".vi-in" slight to kydum slow to None ShgM to Medium sand mi5 ous or diatomaceous
the naked eye) y silty
ic silts
Silts and Clays
High to Very High None High CH Inorganic clays of high plasticity,fat clays
Uquid limit greater men 50
Medium to High None to Very Slow Slight to Medium OH Organic clays of medium to high plasticity
High Organic Soils PT Peat and other highly organic soils
r r
1)Boundary Classifications:Soils possessing characteristics of two groups are designated by combinations of gropu symbols.For example GW-GC,well graded gravel-sand mixture with clay binder.
2)All sieve sizes on this chart are U.S.standard.
Sampling Methods
r i Auger r Grab //�� Modified No Rock
AU Cuttings GB Sample MC
California NR Recovery RG Core
Sampler
SPTStandard Slit ShelbyI I Undisturbed ! Vane
Penetration �S Spoon 5T Tube V Sample V A Shear
Test X
General Notes Modifiers Moisture Content
Description Criteria
1)In general,Unified Soil Classification Designation presented on the logs were evaluated Fine Grained Soils Coarse Grained Soils d,ay.d,r em
by visual methods only.Therefore,adu,l designations(based on lalo—lory testing)may pypaA,'mwim,e.wt eelwvopu um
differ. Granular Portion Granular Portion Fine Grained Portion
2)Drs eepeodr,strata oa the logs represent approximate boundaries only.Adual Description % Desonption % Desoription %
transitions may be gradual.
Trace 5-15 Trace 5-15 Trace 0-5
3)Logsrepresentgenerelcoilconditionsobservedatthepointof..pi..iiononth¢date With 15-30 With >15 With 5-12 Cementation
inho.a l Description Caton,
4)Nowarrentyia pmyidada.tothecontiouity of.oil conditionsbetween indiv;dualsample use Modifier >30 Use Modifier >12
locations. Coarse grained..it.with 5 to 12%fines require dual symbols
Coarse Grained Soils l� Water Level Symbols
Apparent SPT Relative Density Field Test Water Level
Density (blows/ft) (%)
Very Lmse <4 0-15 Easily peneths-wlth l 'reIfmng rod pushed by hand (wherefirst encountered)
Loose 4.10 15-35 Diffi It to penetrate with 1/2'reinfordng rod pushed by hand
Medium Dense 10-30 35-as Easily penetrated a toot wfth 1/2"relnmming rod dr—by a 516 hemmer Water Level
Dense 30-50 85-85 Mount.penetrate a foot with 1/2"reinforcing had almen by a 5lb hammer
.50 85-100 Penetrated only a few inches with 1/2"reinfordng rod dnvan by a 51b hammer (after completion)
Fine Grained Soils Stratification
Torvane Pocket Penetrometer
Consistency SPT(blowa/ft) Undrained Shear Unconfined Compressive Field Test oaspoption miaress Figure:
Strength(tsf) Strength(tsf) Seam
VerySoft 12 <0.125 <0,25 Easilypen,baterilin&,,bythumb.Squeezesthroughfinger. Layer A 1
Soft 2-4 0.125-0.25 0.25-0.5 Easily penetrated V by thumb.Molded by light finger pressure.
Firm 4.8 0.25.0.5 0.5.1.0 Penetrated over 1/2"by thumb with slight effort.Mall by strong finger pre _ssure, Will
Stiff 8-15 0.5-1.0 1.0.20 Indented about 10 by thumb but penetrated only with great effort. Ocra.ional as
Very Stir 15-30 10-2.0 2.0-4.0 Readily indented by thumbnail.
Hard >30 >2S >40 1 Indented with dill by mumbna;l. Frequent or "ess
INNOVATE Innovate Geotechnical TEST PIT NUMBER TP-1
2006 E Franklin Rd,Ste. 110 PAGE 1 OF 1
Meridian, Idaho 83642
GEDTFEWEAL Telephone: (208)484-1090
CLIENT 2 North Homes PROJECT NAME 5665 N Meridian Road Development
PROJECT NUMBER 322015 PROJECT LOCATION Meridian, Idaho
DATE STARTED 3/3/22 COMPLETED 3/3/22 GROUND ELEVATION 2574 ft TEST PIT SIZE --inches
EXCAVATION CONTRACTOR Client GROUND WATER LEVELS:
EXCAVATION METHOD Excavator AT TIME OF EXCAVATION --
LOGGED BY C.Klamm CHECKED BY S.Olsen AT END OF EXCAVATION --
NOTES Approximate Location:43.65627,-116.39369 AFTER EXCAVATION --
ATTERBERG
I z w a LIMITS w
U �� >- U W w L H
a 0 MATERIAL DESCRIPTION w m w a o z N z 0 �z o U x OZ o
(D Wv W J dj O>S mO� Y� �a U� �� �� Hw U_-
o O Qz w UZ O �O 0� �- Qz W
z U o U d Z
a LL
s 0.0 0_
W 3"of grass
N
F
w
2
O
w
o SILT WITH SAND,(ML)1 %gravel, 17%sand,82%fines,brown, GB 23 82
o moist,some tree roots up to 2"diameter 1
z
0 2.5
ui
z
N
N
N
O
N
N
M
SILTY SAND,(SM)light brown,dry to moist,some cementation GB
w 2
0
IL
IL
z 5.0
Highly cemented section from 5'-5.5'
U
O
o' D: POORLY GRADED GRAVEL WITH SAND,COBBLES,(GP)78% GB
C�. gravel,22%sand, 1 %fines,light brown,subrounded,dry to moist 3 4 1
Q
J
� Q
w
7.5
o ,
0 0, D.
z 10.0 .o. °
o'J3
z
c. � GB
J 4
m Bottom of test pit at 11.0 feet.
x
U
W
F
O
w
INN OVATE Innovate Geotechnical TEST PIT NUMBER TP-2
2006 E Franklin Rd,Ste. 110 PAGE 1 OF 1
Meridian, Idaho 83642
] GLUGEDTFEWEA1 Telephone: (208)484-1090
CLIENT 2 North Homes PROJECT NAME 5665 N Meridian Road Development
PROJECT NUMBER 322015 PROJECT LOCATION Meridian, Idaho
DATE STARTED 3/3/22 COMPLETED 3/3/22 GROUND ELEVATION 2572 ft TEST PIT SIZE --inches
EXCAVATION CONTRACTOR Client GROUND WATER LEVELS:
EXCAVATION METHOD Excavator AT TIME OF EXCAVATION --
LOGGED BY C.Klamm CHECKED BY S.Olsen AT END OF EXCAVATION --
NOTES Approximate Location:43.65646,-116.39463 AFTER EXCAVATION --
ATTERBERG
I z w a LIMITS w
U �� >- U W w L H
a 0 MATERIAL DESCRIPTION w m w a o z N z 0 �z o U x OZ o
c(7 Wv WJ dj O>S mO� Y� �a U� �� �� Hw U_-
o O Qz w UZ O �O 0� �- Qz W
z U o U d Z
a
s 0.0 0_
LL
W 1"of grass
N
W Bulk(bucket)sample
a- LEAN CLAY,(CL)0%gravel,4%sand,96%fines,brown,moist GB
0 1 24 42 21 21 96
w
0
0
z
0 2.5
Uj
w
z
N
N
N
O
N
M
SILTY SAND,(SM)12%gravel,63%sand,26%fines,light brown, GB
W subangular,medium to coarse grained,moist 2 23 26
0
a
5.0
z
w
Highly cemented section from 5.25'-5.5'
0
o
o' D: POORLY GRADED GRAVEL WITH SAND,COBBLES,(GP)light GB
3
Q< °�o brown,subrounded,moist
J
� Q
w
7.5
o ,
0
0 0'J3
CJ GB
~ 10.0 °.: 4
z
Bottom of test pit at 10.0 feet.
z
z
J
O
U
2
co
2
U
W
F
O
w
0
INNOVATE Innovate Geotechnical TEST PIT NUMBER TP-3
2006 E Franklin Rd,Ste. 110 PAGE 1 OF 1
Meridian, Idaho 83642
GEDTFEWEAL Telephone: (208)484-1090
CLIENT 2 North Homes PROJECT NAME 5665 N Meridian Road Development
PROJECT NUMBER 322015 PROJECT LOCATION Meridian, Idaho
DATE STARTED 3/3/22 COMPLETED 3/3/22 GROUND ELEVATION 2573 ft TEST PIT SIZE --inches
EXCAVATION CONTRACTOR Client GROUND WATER LEVELS:
EXCAVATION METHOD Excavator AT TIME OF EXCAVATION --
LOGGED BY C.Klamm CHECKED BY S.Olsen AT END OF EXCAVATION --
NOTES Approximate Location:43.65574,-116.39471 AFTER EXCAVATION --
ATTERBERG
I z w a LIMITS w
U �� >- U W w L H
a 0 MATERIAL DESCRIPTION w m w a o z N z 0 �z o U x OZ o
(D Wv W J dj O>S mO� Y� �a U� �� �� Hw U_-
o O Qz w UZ O �O 0� �- Qz W
z U o U d Z
a LL
s 0.0 0_
W 1"of grass
N
N
F
z
w
a-
d
O
J
W
o SANDY SILT,(ML)50%fines,brown,moist GB 26 34 26 8 50
0 1
z
a
0 2.5
LU
w
z
N
N
N
O
N
N
M
U
w
O
a SILTY SAND WITH GRAVEL,(SM)25%gravel,54%sand,21 % FGB 23 21
5.0fines,light brown,subangular,medium to coarse grained,moist
w
U
o Larger gravel and some cobbles,some cementation,harder digging GB
3
J
g .o'•D:
W
7.5 O
POORLY GRADED GRAVEL WITH SAND,COBBLES,(GP)light GB
brown,subrounded,moist 4
N
M O.B0.
U .o'•D:
o
••O
0. 0' GB
z 10.0 5
Bottom of test pit at 10.0 feet.
z
z
J
0
U
2
co
2
U
W
F
O
w
INNOVATE
GEOTECHNICAL
Appendix B
U.S. STANDARD SIEVE SIZE
3" 1.5" 3/4" 3/8" #4 #10 #20 #40 #60 #100 #200
100
90
80
0 70
w
} 60
m �
0
z 50
U)
Q
40
z
U 30
w
a
20
10
0 11
1000 100 10 1 0.1 0.01 0.001
GRAIN SIZE IN MILLIMETERS
GRAVEL SAND
COBBLES SILT OR CLAY
COARSE I FINE COARSE MEDIUM FINE
----------- ---------------------------------------------------------------------------------------------------
Sample Moisture IQ
INNOVATE 5665 N Meridian Road Development
Boring/Symbol Test Pit ...(feet) (%I o) .1 Class Soil Classification I U L U GECTECHNIN.
Date:
TP-1 1.5 22.9 1 17 82 ML Silt with sand Sieve Analysis 3/29/2022
❑ TP-1 6 4.2 78 22 1 GP Poorly graded gravel with Results Figure.
sand Project:
0 TP-2 4 22.7 12 63 26 SM Silty sand 322015 B- 1
Meridian,
0 TP-3 1.5 26.0 - - 50 ML Sandy silt Idaho Client: 2 North
TP-3 4.5 22.9 25 54 21 SM Silty sand with gravel Homes
60 ,
r
O
50 ,'
' G
x ;
w
Z 40 0000,
.
U
J 30 O 000,
%�G O
20 ,
'
MH or OH
10
CILWI. ML or OL
0
0 10 20 30 40 50 60 70 80 90 100 110
LIQUID LIMIT(ILL)
Sample Liquid Plastic INNOVATE 5665 N Meridian Road Development
SymbolPlasticity USCS ii rn
Depth GEGTEEHNIEAL
Date:
Atterberg 3/29/2022
TP-3 1.5 34 26 8 ML Sandy silt Limits Results Figure.
Project:
Meridian, 322015 B-2
Idaho Client:2 North
Homes
*Based on Sieve Analysis Results
S—IIISHMNON MLSON
Shannon&Wilson
Project Information
Report to: Innovate Geotechnical
Project: 5665 N. Meridian Rd.
Report Date: 3/21/2022
File No.: 108473-006
Material Information
Date Sampled: 3/3/2022
Sampled By: Client
Date Received: 3/8/2022
Date Tested: 3/14 to 3/18/2022
SUMMARY OF LABORATORY RESULTS
Lab Sample Depth Water %Passing Liquid Plasticity Soil
Number Borehole Type (ft) Content #200 Limit Index Type Remarks
(%) Sieve (%)
22-0253 TP-2 Bulk 1.0' 23.9 96.3 42 21 CL --
Prepared By: Travis Thomsen
Shannon &Wilson
ATTERBERG LIMITS REPORT =111SHANNON6WLSON
CLIENT: Innovate Geotechnical PROJECT NAME: 5665 N. Meridian Rd.
FILE NUMBER: 108473-006 PROJECT LOCATION:Ada County, Idaho
60
CL CH
50
x 40
w
0
z_
30
Q
J
a 20
10
CL-ML ML MH
0
0 20 40 60 80 100
LIQUID LIMIT(%)
Specimen Identification MC LL PL PI Fines Classification
0 TP-2 Bulk 1.0 23.9 42 21 21 96 LEAN CLAY(CL)
Prepared By: Travis Thomsen
Shannon &Wilson
PARTICLE-SIZE DISTRIBUTION REPORT 01ISHANNON&WILSON
CLIENT: Innovate Geotechnical PROJECT NAME:5665 N. Meridian Rd.
FILE NUMBER: 108473-006 PROJECT LOCATION:Ada County, Idaho
U.S.SIEVE OPENING IN INCHES I U.S.SIEVE NUMBERS I HYDROMETER
6 4 3 2 1.5 1 3/4 1/23/8 3 4 6 810 1416 20 30 50 60 100 140 200
100
95
90
85
80
75
70
65
x
60
w
>_ 55
m
w 50
z
w
45
z
w
40
w
a
35
30
25
20
15
10
5
0
100 10 1 0.1 0.01 0.001
GRAIN SIZE IN MILLIMETERS
LCOBBLES GRAVEL SAND SILT OR CLAY
Os,
fine coarse medium fine
Specimen Identification Classification D10 D30 D60
• TP-2 Bulk 1.0 LEAN CLAY(CL) -- -- --
Specimen Identification %Gravel %Sand %Fines D15 D50 D85 Cc Cu MC ILL PI
• TP-2 Bulk 1.0 0.0 3.7 96.3 -- -- -- -- -- 23.9 42 21
Prepared By: Travis Thomsen
Shannon & Wilson
Shannon & Wilson
5260 Chinden Blvd. SIII SHANNON 6WILSON
Boise, Idaho 83714
Phone:(208) 658-8700
Fax: (208) 658-8703
Report To: Innovate Geotechnical Report Date: 3/21/2022
Project: 5665 N. Meridian Date Sampled: 3/3/2021
Project No.: 108473-006 Date Received: 3/8/2022
Sample ID: TP-2, Bulk' Tested By: HL
Soil Description: Lean Clay(CL) Lab Number: 22-0253
R-VALUE
IDAHO T-8
Point 1 Point 2 Point 3
Drainage Description Zero Zero R-Value @ 200 PSI
Dry Density, PCF 99.2 100.5 Exudation Pressure
Moisture Content, % 23.2 22.6
Exudation, PSI 308 423 < 5
R-Value (Corrected) 5 8 Specimen would not exudate at
Expansion, PSI 0.06 0.22 2500 lb; Test terminated per
procedure.
200 psi 6 R-Value Expansion
Gradation: AASHTO T-11, T-27
4.0 9000
Screen %Passing %Passing
8000 Sizes As Received As Tested
4"
3.0 7000 3"
h J 2"
IL
6000 L 1„
N
d 2.0 5000 d 3/4"
o 1/2"
.y
4000 ° 3/8"
C l4
a = No. 4 100 100
w 1.0 3000 w
No. 8
2000 No. 16
No. 30
0.0 LUI d 1000 No. 50
90 80 70 60 50 40 30 20 10 0
R-Value(Corrected) No. 100
No. 200
-J
*This report covers only material as represented by this sample and
does not necessarily cover all soils from this layer or source.
Reviewed By: Travis Thomsen
INNOVATE
GEOTECHNICAL
Appendix C
DCP TEST DATA - Sowers
Project: 5665 N Meridian Road Development Date: 3-Mar-22
Location: TP-1 @ 2' Soil Type(s): Silt with sand (ML)
No. of Accumulative Standard "N" Resistance (blows per foot)
Blows Penetration
(mm) (inches)
0 609.60 24.0 0.0 5.0 10.0 15.0 20.0
5 633.41 24.9 24 609.6
5 642.94 25.3
10 661.99 26.1
20 684.21 26.9
25 635
c E
2 3
t— F_
G26 660.4 W
G
27 685.8
28 711.2
0.0 5.0 10.0 15.0 20.0
Reference: George F. Sowers and Charles S. Hedges. Dynamic Cone for Shallow In-Situ Penetration Testing,
Vane Shear and Cone Penetrations Resistance Testing of In-Situ Soils, ASTM STP 399, American Society of
Testing and Materials, 1966, pg. 29.
Figure
- 1
DCP TEST DATA - Sowers
Project: 5665 N Meridian Road Development Date: 3-Mar-22
Location: TP-2 @ 2' Soil Type(s): Lean clay(CL)
No. of Accumulative
Blows Penetration Standard "N" Resistance (blows per foot)
(mm) (inches)
0 609.60 24.0 0.0 5.0 10.0 15.0
5 658.81 25.9 24 609.6
5 674.69 26.6
10 715.96 28.2
20 760.41 29.9
26 660.4
c E
- E
2 2
H �
W 28 711.2 W
0 �
30 762
32 812.8
0.0 5.0 10.0 15.0
Reference: George F. Sowers and Charles S. Hedges. Dynamic Cone for Shallow In-Situ Penetration Testing,
Vane Shear and Cone Penetrations Resistance Testing of In-Situ Soils, ASTM STP 399, American Society of
Testing and Materials, 1966, pg. 29.
Figure C-
DCP TEST DATA - Sowers
Project: 5665 N Meridian Road Development Date: 3-Mar-22
Location: TP-3 @ 2' Soil Type(s): Sandy silt (ML)
No. of Accumulative
Blows Penetration Standard "N" Resistance (blows per foot)
(mm) (inches)
0 609.60 24.0 0.0 5.0 10.0 15.0
5 674.69 26.6 24 609.6
5 712.79 28.1
10 744.54 29.3
20 800.10 31.5
26 L660.4
c E
- E
3 3
H �
W 28 711.2 W
0 �
30 762
32 812.8
0.0 5.0 10.0 15.0
Reference: George F. Sowers and Charles S. Hedges. Dynamic Cone for Shallow In-Situ Penetration Testing,
Vane Shear and Cone Penetrations Resistance Testing of In-Situ Soils, ASTM STP 399, American Society of
Testing and Materials, 1966, pg. 29.
Figure C-
Ir INNOVATE
G L 0 GEOTEEHNICAL