HomeMy WebLinkAboutRIDGEWOOD HILLS AMENDMENT TRACT B - MA210028 - SUBMITTAL DOCUMENTS - ROUND 5 - Responses05
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NORTH
FINAL DEVELOPMENT PLAN
VICINITY MAP
SCALE: 1"=1000'
RIDGEWOOD HILLS FIFTH FILING - MALEGAL DESCRIPTION
A PARCEL OF LAND LOCATED IN SECTION 14, T.6N., R.69W., OF THE 6TH P.M., CITY OF
FORT COLLINS, COUNTY OF LARIMER, STATE OF COLORADO AND BEING PARTICULARLY
DESCRIBED AS FOLLOWS:
TRACT B OF RIDGEWOOD HILLS P.U.D., FOURTH FILING ACCORDING TO THE RECORDED
PLAT THEREOF AS RECORDED BY THE LARIMER COUNTY CLERK AND RECORDER ON
JANUARY 20, 2017 AT RECEPTION NO. 20170004364.
. . . (WHICH ABOVE DESCRIBED TRACT CONTAINS 5.195 ACRES, MORE OR LESS)
INDEX TO DRAWINGS
MAY 30, 2023
BEING A REPLAT OF TRACT B, RIDGEWOOD HILLS FOURTH FILING, SITUATED IN
THE SOUTHEAST QUARTER OF SECTION 14, TOWNSHIP 6 NORTH, RANGE 69 WEST,
OF THE 6TH PRINCIPAL MERIDIAN, CITY OF FORT COLLINS, COUNTY OF LARIMER,
STATE OF COLORADO.
FINAL UTILITY PLANS FOR
SUPPLEMENTAL GENERAL NOTES
LEGEND
ALL SANITARY SEWER LINE CONSTRUCTION SHALL CONFORM TO THE SOUTH FORT
COLLINS SANITATION DISTRICT STANDARDS AND SPECIFICATIONS CURRENT TO THE
DATE OF CONSTRUCTION.
ALL WATER LINE CONSTRUCTION SHALL CONFORM TO THE FORT COLLINS - LOVELAND
WATER DISTRICT STANDARDS AND SPECIFICATIONS CURRENT TO THE DATE OF
CONSTRUCTION.
REDUCED PRESSURE PRINCIPLE (RP) BACK-FLOW-PREVENTION-DEVICES TO BE INSTALL
ON THE FIRE LINE RISER AND DOMESTIC WATER SERVICES.
ALL SANITARY SEWER LINE CONSTRUCTION SHALL CONFORM TO THE SOUTH FORT
COLLINS SANITATION DISTRICT STANDARDS AND SPECIFICATIONS CURRENT TO THE
DATE OF CONSTRUCTION.
SEE SHEET 3 FOR THE LARIMER COUNTY URBAN AREA STREET STANDARDS STANDARD
GENERAL NOTES AND STANDARD CONSTRUCTION NOTES.
LIMITS OF STREET CUTS SHOWN ARE APPROXIMATE. FINAL LIMITS ARE TO BE
DETERMINED IN THE FIELD BY THE CITY ENGINEERING INSPECTOR. ALL REPAIRS
ARE TO BE IN ACCORDANCE WITH CITY STREET REPAIR STANDARDS.
THE FORT COLLINS - LOVELAND WATER DISTRICT SHALL NOT BE RESPONSIBLE FOR THE
MAINTENANCE OF STORM DRAINAGE FACILITIES LOCATED ON PRIVATE PROPERTY.
THE PROPERTY OWNER WILL BE RESPONSIBLE FOR THE MAINTENANCE OF ALL
ONSITE AND OFFSITE DRAINAGE FACILITIES ASSOCIATED WITH THIS PROJECT THAT
ARE OUTSIDE THE PUBLIC RIGHT OF WAY. THIS INCLUDES ALL TRACTS AND
PRIVATE DRIVES.
A DRAINAGE AND EROSION CONTROL REPORT HAS BEEN PREPARED SPECIFICALLY FOR
RIDGEWOOD HILLS. ALL RECOMMENDATIONS INCLUDED IN SAID REPORT SHALL BE
CONSIDERED A PART OF THESE GENERAL NOTES AND SPECIFICATIONS AND SHALL
BE FOLLOWED DURING CONSTRUCTION.
ALL SITE WORK CONSTRUCTION MUST CONFORM TO ADA (AMERICAN DISABILITIES ACT)
REQUIREMENTS FOR HANDICAP ACCESS IN ACCORDANCE WITH THE
INTERNATIONAL BUILDING CODE. CONTRACTOR AND ALL SUBCONTRACTORS TO
THOROUGHLY FAMILIARIZE THEMSELVES WITH THESE DOCUMENTS.
ALL STORM DRAIN PIPES SHALL BE CLASS III REINFORCED CONCRETE PIPE (RCP) WITH
R4 JOINTS MEETING THE REQUIREMENTS OF ASTM STANDARD SPECIFICATION C443,
LATEST VERSION, UNLESS OTHERWISE SPECIFIED.
PROPOSED STORM DRAIN
WITH MANHOLE
PROPOSED STORM INLET
PROPOSED SANITARY SEWER
WITH MANHOLE
PROPOSED WATERLINE WITH
VALVE & FIRE HYDRANT
PROPOSED WATERLINE TAP METER
PROPOSED FIRELINE TAP
PROPOSED IRRIGATION LINE
WITH METER
PROPOSED ELECTRIC LINE
PROJECT DATUM
THE ORIGINAL GROUND SURVEY OF THE SITE OF THIS PROJECT WAS REFERENCED TO
TWO CITY OF FORT COLLINS VERTICAL CONTROL BENCH MARKS, INFORMATION FOR
WHICH IS PRESENTED BELOW.
AT THE TIME OF THE SURVEY, THE PUBLISHED ELEVATIONS OF THE REFERENCE
BENCHMARKS WERE BASED ON THE NGVD29 UNADJUSTED DATUM. CONSEQUENTLY, THE
DESIGN OF THE SITE IMPROVEMENTS, AND ALL THE VERTICAL INFORMATION (GROUND
CONTOURS, SPOT ELEVATIONS, PIPE AND APPURTENANCE INVERT ELEVATIONS, ETC.)
PRESENTED ON THE PROJECT DRAWINGS ARE ALSO BASED ON THE NGVD29
UNADJUSTED DATUM.
SHOULD IT BECOME NECESSARY TO CORRELATE INFORMATION FROM THE
DESIGN/CONSTRUCTION DRAWINGS FOR THIS PROJECT, OR ANY AS-BUILT PHYSICAL
PROJECT IMPROVEMENTS, TO THE NAVD88 DATUM, THE APPROPRIATE ELEVATION
CONVERSION IS +3.19 FT. (I.E., ADD 3.19 FT TO THE DESIGN OR AS-BUILT ELEVATIONS, TO
CONVERT THOSE TO AN ELEVATION BASED ON THE NAVD88 DATUM).
BENCHMARK #1: EAST SIDE OF COLLEGE AVE, APPROXIMATELY 190' NORTH OF TRIANGLE
DR., ON TOP OF THE S.E. CORNER OF AN INLET
ELEVATION: 5018.8 FT (NGVD29 UNADJUSTED), 5021.99 FT (NAVD88)
BENCHMARK #2: AZIMUTH MARK (3¼” ALUMINUM CAP) ON THE NORTH SIDE OF TRILBY RD.,
½ MILE WEST OF COLLEGE AVE., AT THE SOUTHWEST CORNER OF 508 W. TRILBY RD.,
(GOOD SAMARITAN RETIREMENT CENTER), ALSO 5.5 FT WEST OF A POWER POLE AND 24.5
FT. SOUTH OF A WOOD FENCE.
ELEVATION: 5090.58 FT (NGVD29 UNADJUSTED), 5093.77 FT (NAVD88)
All changes, addendums, additions, deletions and
modifications to these drawings must be approved,
in writing, by the Fort Collins-Loveland
Water District and the South Fort Collins Sanitation District.
District Engineer Date
FORT COLLINS - LOVELAND
WATER DISTRICT
SOUTH FORT COLLINS
SANITATION DISTRICT
SURVEYOR:
ENGINEER:
PLANNER:
OWNER/APPLICANT:
APPROVED:
City Engineer,Approved Sheets Date
APPROVED:
Water & Wastewater Utility,Approved Sheets Date
APPROVED:
Stormwater Utility,Approved Sheets Date
APPROVED:
Park Planning and Development,Approved Sheets Date
APPROVED:
Traffic Operations,Approved Sheets Date
APPROVED:
Environmental Planner,Approved Sheets Date
City of Fort Collins, Colorado
UTILITY PLAN APPROVAL
61
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PROPOSED GAS LINE
EXISTING SANITARY SEWER
EXISTING WATERLINE
EXISTING STORM DRAIN PIPE
ROAD OR DRIVE AISLE
CENTERLINE
BUILDING SETBACK LINE
EASEMENT LINE
BOUNDARY LINE
PROPOSED CONTOUR
PROPOSED INDEX CONTOUR
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CONSTRUCTION NOTES
A. STANDARD GRADING AND EROSION AND SEDIMENT CONTROL CONSTRUCTION PLAN NOTES
THE EROSION CONTROL INSPECTOR MUST BE NOTIFIED AT LEAST TWENTY-FOUR (24) HOURS PRIOR TO ANY
CONSTRUCTION ON THIS SITE.
THERE SHALL BE NO EARTH DISTURBING ACTIVITY OUTSIDE THE LIMITS DESIGNATED ON THE ACCEPTED PLANS.
ALL REQUIRED PERIMETER SILT AND CONSTRUCTION FENCING SHALL BE INSTALLED PRIOR TO ANY LAND
DISTURBING ACTIVITIES (STOCKPILING, STRIPPING, GRADING, ETC.). ALL OTHER REQUIRED EROSION CONTROL
MEASURES SHALL BE INSTALLED AT THE APPROPRIATE TIME IN THE CONSTRUCTION SEQUENCE AS INDICATED IN
THE APPROVED PROJECT SCHEDULE, CONSTRUCTION PLANS, AND EROSION CONTROL REPORT.
AT ALL TIMES DURING CONSTRUCTION, THE DEVELOPER SHALL BE RESPONSIBLE FOR PREVENTING AND
CONTROLLING ON-SITE EROSION INCLUDING KEEPING THE PROPERTY SUFFICIENTLY WATERED SO AS TO
MINIMIZE WIND BLOWN SEDIMENT. THE DEVELOPER SHALL ALSO BE RESPONSIBLE FOR INSTALLING AND
MAINTAINING ALL EROSION CONTROL FACILITIES SHOWN TO THEM.
PRE-DISTURBANCE VEGETATION SHALL BE PROTECTED AND RETAINED WHEREVER POSSIBLE. REMOVAL OR
DISTURBANCE OF EXISTING VEGETATION SHALL BE LIMITED TO THE AREA(S) REQUIRED FOR IMMEDIATE
CONSTRUCTION OPERATION, AND FOR THE SHORTEST PRACTICAL PERIOD OF TIME.
ALL SOILS EXPOSED DURING LAND DISTURBING ACTIVITY (STRIPPING, GRADING, UTILITY INSTALLATIONS,
STOCKPILING, FILLING, ETC.) SHALL BE KEPT IN A ROUGHENED CONDITION BY RIPPING OR DISKING ALONG LAND
CONTOURS UNTIL MULCH, VEGETATION, OR OTHER PERMANENT EROSION CONTROL BMP'S ARE INSTALLED. NO
SOILS IN AREAS OUTSIDE PROJECT STREET RIGHTS-OF-WAY SHALL REMAIN EXPOSED BY LAND DISTURBING
ACTIVITIES FOR MORE THAN THIRTY (30) DAYS BEFORE REQUIRED TEMPORARY OR PERMANENT EROSION
CONTROL (E.G. SEED/MULCH, LANDSCAPING, ETC.) IS INSTALLED, UNLESS OTHERWISE APPROVED BY THE CITY OF
FORT COLLINS.
IN ORDER TO MINIMIZE EROSION POTENTIAL, ALL TEMPORARY (STRUCTURAL) EROSION CONTROL MEASURES
SHALL:
A. BE INSPECTED AT A MINIMUM OF EVERY TWO (2) WEEKS AND AFTER EACH SIGNIFICANT STORM EVENT
AND REPAIRED OR RECONSTRUCTED AS NECESSARY IN ORDER TO ENSURE THE CONTINUED PERFORMANCE OF
THEIR INTENDED FUNCTION.
B. REMAIN IN PLACE UNTIL SUCH TIME AS ALL THE SURROUNDING DISTURBED AREAS ARE SUFFICIENTLY
STABILIZED AS DETERMINED BY THE EROSION CONTROL INSPECTOR.
C. BE REMOVED AFTER THE SITE HAS BEEN SUFFICIENTLY STABILIZED AS DETERMINED BY THE EROSION
CONTROL INSPECTOR.
WHEN TEMPORARY EROSION CONTROL MEASURES ARE REMOVED, THE DEVELOPER SHALL BE RESPONSIBLE FOR
THE CLEAN UP AND REMOVAL OF ALL SEDIMENT AND DEBRIS FROM ALL DRAINAGE INFRASTRUCTURE AND OTHER
PUBLIC FACILITIES.
THE CONTRACTOR SHALL CLEAN UP ANY INADVERTENT DEPOSITED MATERIAL IMMEDIATELY AND MAKE SURE
STREETS ARE FREE OF ALL MATERIALS BY THE END OF EACH WORKING DAY.
ALL RETAINED SEDIMENTS, PARTICULARLY THOSE ON PAVED ROADWAY SURFACES, SHALL BE REMOVED AND
DISPOSED OF IN A MANNER AND LOCATION SO AS NOT TO CAUSE THEIR RELEASE INTO ANY WATERS OF THE
UNITED STATES.
NO SOIL STOCKPILE SHALL EXCEED TEN (10) FEET IN HEIGHT. ALL SOIL STOCKPILES SHALL BE PROTECTED FROM
SEDIMENT TRANSPORT BY SURFACE ROUGHENING, WATERING, AND PERIMETER SILT FENCING. ANY SOIL
STOCKPILE REMAINING AFTER THIRTY (30) DAYS SHALL BE SEEDED AND MULCHED.
THE STORMWATER VOLUME CAPACITY OF DETENTION PONDS WILL BE RESTORED AND STORM SEWER LINES WILL
BE CLEANED UPON COMPLETION OF THE PROJECT AND BEFORE TURNING THE MAINTENANCE OVER TO THE CITY
OF FORT COLLINS OR HOMEOWNERS ASSOCIATION (HOA).
CITY ORDINANCE AND COLORADO DISCHARGE PERMIT SYSTEM (CDPS) REQUIREMENTS MAKE IT UNLAWFUL TO
DISCHARGE OR ALLOW THE DISCHARGE OF ANY POLLUTANT OR CONTAMINATED WATER FROM CONSTRUCTION
SITES. POLLUTANTS INCLUDE, BUT ARE NOT LIMITED TO DISCARDED BUILDINGS MATERIALS, CONCRETE TRUCK
WASHOUT, CHEMICALS, OIL AND GAS PRODUCTS, LITTER, AND SANITARY WASTE. THE DEVELOPER SHALL AT ALL
TIMES TAKE WHATEVER MEASURES ARE NECESSARY TO ASSURE THE PROPER CONTAINMENT AND DISPOSAL OF
POLLUTANTS ON THE SITE IN ACCORDANCE WITH ANY AND ALL APPLICABLE LOCAL, STATE, AND FEDERAL
REGULATIONS.
A DESIGNATED AREA SHALL BE PROVIDED ON SITE FOR CONCRETE TRUCK CHUTE WASHOUT. THE AREA SHALL BE
CONSTRUCTED SO AS TO CONTAIN WASHOUT MATERIAL AND LOCATED AT LEAST FIFTY (50) FEET AWAY FROM ANY
WATERWAY DURING CONSTRUCTION. UPON COMPLETION OF CONSTRUCTION ACTIVITIES THE CONCRETE
WASHOUT MATERIAL WILL BE REMOVED AND PROPERLY DISPOSED OF PRIOR TO THE AREA BEING RESTORED.
CONDITIONS IN THE FIELD MAY WARRANT EROSION CONTROL MEASURES IN ADDITION TO WHAT IS SHOWN ON
THESE PLANS. THE DEVELOPER SHALL IMPLEMENT WHATEVER MEASURES ARE DETERMINED NECESSARY, AS
DIRECTED BY THE CITY OF FORT COLLINS.
ALL VEHICLE TRACKING CONTROL PAD SHALL BE INSTALLED WHEN NEEDED FOR CONSTRUCTION EQUIPMENT,
INCLUDING BUT NOT LIMITED TO PERSONAL VEHICLES EXITING EXISTING ROADWAYS. NO EARTHEN MATERIALS,
I.E. STONE, DIRT, ETC. SHALL BE PLACED IN THE CURB AND GUTTER OR ROADWAY AS A RAMP TO ACCESS
TEMPORARY STOCKPILES, STAGING AREAS, CONSTRUCTION MATERIALS, CONCRETE WASHOUT AREAS, AND/OR
BUILDING SITES.
B. STREET IMPROVEMENTS NOTES:
1. ALL STREET CONSTRUCTION IS SUBJECT TO THE GENERAL NOTES ON THESE PLANS AS WELL AS THE STREET
IMPROVEMENTS NOTES LISTED HERE.
2. A PAVING SECTION DESIGN, SIGNED AND STAMPED BY A COLORADO LICENSED TRAFFIC ENGINEER, MUST BE
SUBMITTED TO THE CITY OF FORT COLLINS TRAFFIC ENGINEER FOR APPROVAL, PRIOR TO ANY STREET
CONSTRUCTION ACTIVITY, (FULL DEPTH ASPHALT SECTIONS ARE NOT PERMITTED AT A DEPTH GREATER THAN 8
INCHES OF ASPHALT). THE JOB MIX SHALL BE SUBMITTED FOR APPROVAL PRIOR TO PLACEMENT OF ANY ASPHALT.
2. PRIOR TO FINAL INSPECTION AND ACCEPTANCE BY THE CITY OF FORT COLLINS, CERTIFICATION OF THE
DRAINAGE FACILITIES, BY A REGISTERED ENGINEER, MUST BY SUBMITTED TO AND APPROVED BY THE
STORMWATER UTILITY DEPARTMENT. CERTIFICATION SHALL BE SUBMITTED TO THE STORMWATER UTILITY
DEPARTMENT AT LEAST TWO WEEKS PRIOR TO THE RELEASE OF A CERTIFICATE OF OCCUPANCY FOR SINGLE
FAMILY UNITS. FOR COMMERCIAL PROPERTIES, CERTIFICATION SHALL BY SUBMITTED TO THE STORMWATER
UTILITY DEPARTMENT AT LEAST TWO WEEKS PRIOR TO THE RELEASE OF ANY BUILDING PERMITS IN EXCESS OF
THOSE ALLOWED PRIOR TO CERTIFICATION PER THE DEVELOPMENT AGREEMENT.
E. WATERLINE NOTES:
1. THE MINIMUM COVER OVER WATER LINES IS 4.5 FEET AND THE MAXIMUM COVER IS 5.5 FEET UNLESS
OTHERWISE NOTED IN THE PLANS AND APPROVED BY THE CITY OF FORT COLLINS WATER UTILITY DEPARTMENT.
F. SEWER MAIN NOTES AND SPECIFICATIONS:
1. SANITARY SEWER MAIN CONSTRUCTION SHALL CONFORM TO THE CITY OF FORT COLLINS' MOST RECENT
SANITARY SEWER SPECIFICATIONS. A COPY OF THE SPECIFICATIONS MAY BE OBTAINED FROM THE CITY OF
FORT COLLINS WATER/WASTEWATER UTILITY DEPARTMENT AT 700 NORTH WOOD STREET IN FORT COLLINS.
2. SANITARY SEWER PIPE MATERIAL SPECIFICATIONS ARE AS FOLLOWS:
A. POLYVINYL CHLORIDE PIPE (PVC) - ALL PVC SEWER PIPE SHALL BE UNPLASTICIZED POLYVINYL CHLORIDE
PLASTIC GRAVITY SEWER PIPE "J-M RING-TITE PVC SEWER", "CERTAIN TEED FLUID-TITE PVC GRAVITY SEWER
PIPE", OR APPROVED EQUAL WITH INTEGRAL WALL BELL AND SPIGOT JOINTS. PIPE SHALL BE MADE FROM
MATERIALS CONFORMING TO ASTM D1784. THE PIPE SHALL BE SUITABLE FOR USE AS A GRAVITY SEWER
CONDUIT WITH PROVISIONS MADE FOR CONTRACTION AND EXPANSION AT EACH JOINT WITH A RUBBER RING.
ALL GRAVITY SEWER PIPE AND FITTINGS SHALL MEET THE REQUIREMENTS OF ASTM D3034 AND HAVE A
STANDARD DIMENSION RATIO (SDR) OF 35 OR LESS. THE MINIMUM PIPE STIFFNESS AT 5% DEFLECTION SHALL BE
46 PSI WHEN TESTED IN ACCORDANCE WITH ASTM D24212.
3. ALL SEWER LINES SHALL BE TESTED BY THE CONTRACTOR FOR WATER TIGHTNESS PRIOR TO BEING PLACED
INTO SERVICE. ALL SERVICE CONNECTIONS SHALL BE COMPLETED PRIOR TO TESTING. TESTING SHALL BE
DONE BY AIR PRESSURE TESTING IN ACCORDANCE WITH THE CITY'S SPECIFICATIONS. IF ANY LEAKS ARE
DISCOVERED THEY SHALL BE LOCATED AND REPAIRED AT THE CONTRACTOR'S EXPENSE AND THE LINE
RE-TESTED. ALL TESTING SHALL BE OBSERVED BY THE CITY OF FORT COLLINS INSPECTOR.
4. DISTANCES SHOWN FOR SANITARY SEWER ARE THE HORIZONTAL DISTANCES FROM CENTER OF MANHOLE TO
CENTER OF MANHOLE. THEREFORE, DISTANCES SHOWN ON THE PLANS ARE APPROXIMATE AND COULD VARY
DUE TO VERTICAL ALIGNMENT AND MANHOLE WIDTHS.
5. SANITARY SEWER SERVICE WYES SHALL BE LOCATED A MINIMUM OF 10 FEET FROM ANY WATER SERVICE.
6. RIM ELEVATIONS SHOWN ARE APPROXIMATED ONLY AND ARE NOT TO BE TAKEN AS FINAL ELEVATIONS. THE
CONTRACTOR SHALL USE PRE CAST CONCRETE ADJUSTMENT RINGS TO ADJUST THE MANHOLE FRAME TO
MATCH THE FINISHED STREET SURFACE, SUCH THAT THERE ARE NO MORE THAN SIXTEEN (16) INCHES FROM
FINISHED GRADE TO THE TOP OF THE CONE SECTION.
7. MANHOLE COVERS SHALL BE ALIGNED TO PROVIDE A MINIMUM OF THREE (3) FEET CLEARANCE BETWEEN THE
MANHOLE RING AND THE LIP OF GUTTER.
8. ALL EXISTING AND PROPOSED MANHOLE COVERS SHALL BE ADJUSTED TO 1/4 INCH BELOW THE FINISHED
STREET SURFACE.
9. THE CONTRACTOR SHALL VERIFY THE HORIZONTAL AND VERTICAL ALIGNMENT OF ALL POINTS OF
CONNECTION AND UTILITY CROSSINGS PRIOR TO INSTALLING ANY SEWER MAIN PIPE. IF A DESIGN
MODIFICATION IS REQUIRED IT SHALL BE COORDINATED WITH THE ENGINEER AND APPROVED BY THE CITY OF
FORT COLLINS.
10. THE CONTRACTOR SHALL CONSTRUCT THE SEWER SERVICES TO THE BACK OF THE UTILITY EASEMENT AND
SHALL MARK THE LOCATION OF THE END OF THE SERVICE WITH A 4" X 4" WOOD POST EXTENDING FROM THE
SANITARY SEWER SERVICE TO TWO (2) FOOT ABOVE FINISHED GRADE.
11. THE CONTRACTOR SHALL VACUUM TEST ALL SANITARY SEWER MANHOLES PRIOR TO ACCEPTANCE.
12. OUTSIDE DROP OF DROP MANHOLES SHALL BE ENCASED IN CONCRETE PER CITY'S REQUIREMENTS.
13. ALL FOUR INCH (4") SANITARY SEWER LATERALS SHALL BE INSTALLED AT A POSITIVE GRADE OF 2.0% (1/4"
PER FOOT) FROM THEIR CONNECTION TO THE SANITARY SEWER MAIN TOWARDS THE PROPOSED STRUCTURE.
THIS GRADE SHALL BE HELD TO ACHIEVE THE MAXIMUM DEPTH POSSIBLE FOR THE SANITARY SEWER LATERAL
AT THE BUILDING FOUNDATION. A DECREASE OR FLATTENING OF THE GRADE SHALL NOT BE ALLOWED. AN
INCREASE OR STEEPENING OF THE GRADE MAY BE ALLOWED IN CERTAIN SITUATIONS ONLY UPON APPROVAL
OF THE ENGINEER.
3. WHERE PROPOSED PAVING ADJOINS EXISTING ASPHALT, THE EXISTING ASPHALT SHALL BE SAW CUT, A
MINIMUM DISTANCE OF 12 INCHES FROM THE EXISTING EDGE, TO CREATE A CLEAN CONSTRUCTION JOINT. THE
DEVELOPER SHALL BE REQUIRED TO REMOVE EXISTING PAVEMENT TO A DISTANCE WHERE A CLEAN
CONSTRUCTION JOINT CAN BE MADE. WHEEL CUTS SHALL NOT BE ALLOWED UNLESS APPROVED BY THE CITY OF
FORT COLLINS ENGINEER.
4. STREET SUBGRADES SHALL BE SCARIFIED THE TOP 12 INCHES AND RE-COMPACTED PRIOR TO SUBBASE
INSTALLATION. NO BASE MATERIAL SHALL BE LAID UNTIL THE SUBGRADE HAS BEEN
INSPECTED AND APPROVED BY THE CITY OF FORT COLLINS TRAFFIC ENGINEER.
5. VALVE BOXES AND MANHOLES ARE TO BE BROUGHT UP TO GRADE AT THE TIME OF PAVEMENT PLACEMENT OR
OVERLAY. VALVE BOX ADJUSTING RINGS ARE NOT ALLOWED.
6. WHEN AN EXISTING ASPHALT STREET MUST BE CUT, THE STREET MUST BE RESTORED TO A CONDITION EQUAL
TO OR BETTER THAN ITS ORIGINAL CONDITION. THE EXISTING STREET CONDITION SHALL BE DOCUMENTED BY THE
INSPECTOR BEFORE ANY CUTS ARE MADE. CUTTING AND PATCHING SHALL BE DONE IN CONFORMANCE WITH
CHAPTER 25, RECONSTRUCTION AND REPAIR. THE FINISHED PATCH SHALL BLEND SMOOTHLY INTO THE EXISTING
SURFACE. THE DETERMINATION OF NEED FOR A COMPLETE OVERLAY SHALL BE MADE BY THE CITY OF FORT
COLLINS ENGINEER. ALL OVERLAY WORK SHALL BE COORDINATED WITH ADJACENT LANDOWNERS SUCH THAT
FUTURE PROJECTS DO NOT CUT THE NEW ASPHALT OVERLAY WORK.
7. ALL TRAFFIC CONTROL DEVICES SHALL BE IN CONFORMANCE WITH THESE PLANS OR AS OTHERWISE SPECIFIED
IN M.U.T.C.D. (INCLUDING COLORADO SUPPLEMENT) AND AS PER THE RIGHT-OF-WAY WORK PERMIT TRAFFIC
CONTROL PLAN.
8. THE DEVELOPER IS REQUIRED TO PERFORM A GUTTER WATER FLOW TEST IN THE PRESENCE OF THE CITY OF
FORT COLLINS INSPECTOR AND PRIOR TO INSTALLATION OF ASPHALT. GUTTERS THAT HOLD MORE THAN ¼ INCH
DEEP OR 5 FEET LONGITUDINALLY, OF WATER, SHALL BE COMPLETELY REMOVED AND RECONSTRUCTED TO DRAIN
PROPERLY.
9. PRIOR TO PLACEMENT OF H.B.P. OR CONCRETE WITHIN THE STREET AND AFTER MOISTURE/DENSITY TESTS
HAVE BEEN TAKEN ON THE SUBGRADE MATERIAL (WHEN A FULL DEPTH SECTION IS PROPOSED) OR ON THE
SUBGRADE AND BASE MATERIAL (WHEN A COMPOSITE SECTION IS PROPOSED), A MECHANICAL "PROOF ROLL"
WILL BE REQUIRED. THE ENTIRE SUBGRADE AND/OR BASE MATERIAL SHALL BE ROLLED WITH A HEAVILY LOADED
VEHICLE HAVING A TOTAL GVW OF NOT LESS THAN 50,000 LBS. AND A SINGLE AXLE WEIGHT OF AT LEAST 18,000
LBS. WITH PNEUMATIC TIRES INFLATED TO NOT LESS THAN 90 P.S.I.G. "PROOF ROLL" VEHICLES SHALL NOT TRAVEL
AT SPEEDS GREATER THAN 3 M.P.H. ANY PORTION OF THE SUBGRADE OR BASE MATERIAL WHICH EXHIBITS
EXCESSIVE PUMPING OR DEFORMATION, AS DETERMINED BY THE CITY OF FORT COLLINS TRAFFIC ENGINEER,
SHALL BE REWORKED, REPLACED OR OTHERWISE MODIFIED TO FORM A SMOOTH, NON-YIELDING SURFACE. THE
CITY OF FORT COLLINS ENGINEER SHALL BE NOTIFIED AT LEAST 24 HOURS PRIOR TO THE "PROOF ROLL." ALL
"PROOF ROLLS" SHALL BE PREFORMED IN THE PRESENCE OF AN INSPECTOR.
C. TRAFFIC SIGNS AND PAVEMENT MARKING CONSTRUCTION NOTES:
1. ALL SIGNAGE AND MARKING IS SUBJECT TO THE GENERAL NOTES ON THESE PLANS, AS WELL AS THE TRAFFIC
SIGNING AND MARKING CONSTRUCTION NOTES LISTED HERE.
2. ALL SYMBOLS, INCLUDING ARROWS, ONLYS, CROSSWALKS, STOP BARS, ETC. SHALL BE PRE-FORMED
THERMO-PLASTIC.
3. ALL SIGNAGE SHALL BE PER CITY OF FORT COLLINS STANDARDS AND THESE PLANS OR AS OTHERWISE
SPECIFIED IN MUTCD.
4. ALL LANE LINES FOR ASPHALT PAVEMENT SHALL RECEIVE TWO COATS OF LATEX PAINT WITH GLASS BEADS.
5. ALL LANE LINES FOR CONCRETE PAVEMENT SHOULD BE EPOXY PAINT.
6. PRIOR TO PERMANENT INSTALLATION OF TRAFFIC STRIPING AND SYMBOLS, THE DEVELOPER SHALL PLACE
TEMPORARY TABS OR TAPE DEPICTING ALIGNMENT AND PLACEMENT OF THE SAME. THEIR PLACEMENT SHALL BE
APPROVED BY THE CITY OF FORT COLLINS TRAFFIC ENGINEER PRIOR TO PERMANENT INSTALLATION OF STRIPING
AND SYMBOLS.
7. PRE-FORMED THERMO-PLASTIC APPLICATIONS SHALL BE AS SPECIFIED IN THESE PLANS AND/OR THESE
STANDARDS.
8. EPOXY APPLICATIONS SHALL BE APPLIED AS SPECIFIED IN CDOT STANDARD SPECIFICATIONS FOR ROAD AND
BRIDGE CONSTRUCTION.
9. ALL SURFACES SHALL BE THOROUGHLY CLEANED PRIOR TO INSTALLATION OF STRIPING OR MARKINGS.
10. ALL SIGN POSTS SHALL UTILIZE BREAK-AWAY ASSEMBLIES AND FASTENERS PER THE STANDARDS.
11. A FIELD INSPECTION OF LOCATION AND INSTALLATION OF ALL SIGNS SHALL BE PERFORMED BY THE CITY OF
FORT COLLINS TRAFFIC ENGINEER. ALL DISCREPANCIES IDENTIFIED DURING THE FIELD INSPECTION MUST BE
CORRECTED BEFORE THE 2-YEAR WARRANTY PERIOD WILL BEGIN.
12. THE DEVELOPER INSTALLING SIGNS SHALL BE RESPONSIBLE FOR LOCATING AND PROTECTING ALL
UNDERGROUND UTILITIES.
13. SPECIAL CARE SHALL BE TAKEN IN SIGN LOCATION TO ENSURE AN UNOBSTRUCTED VIEW OF EACH SIGN.
14. SIGNAGE AND STRIPING HAS BEEN DETERMINED BY INFORMATION AVAILABLE AT THE TIME OF REVIEW. PRIOR
TO INITIATION OF THE WARRANTY PERIOD, THE CITY OF FORT COLLINS TRAFFIC ENGINEER RESERVES THE RIGHT
TO REQUIRE ADDITIONAL SIGNAGE AND/OR STRIPING IF THE CITY OF FORT COLLINS TRAFFIC ENGINEER
DETERMINES THAT AN UNFORESEEN CONDITION WARRANTS SUCH SIGNAGE ACCORDING TO THE MUTCD OR THE
CDOT M AND S STANDARDS. ALL SIGNAGE AND STRIPING SHALL FALL UNDER THE REQUIREMENTS OF THE 2-YEAR
WARRANTY PERIOD FOR NEW CONSTRUCTION (EXCEPT FAIR WEAR ON TRAFFIC MARKINGS).
15. SLEEVES FOR SIGN POSTS SHALL BE REQUIRED FOR USE IN ISLANDS/MEDIANS. REFER TO CHAPTER 14,
TRAFFIC CONTROL DEVICES, FOR ADDITIONAL DETAIL.
D. STORM DRAINAGE NOTES:
1. THE CITY OF FORT COLLINS SHALL NOT BE RESPONSIBLE FOR THE MAINTENANCE OF STORM DRAINAGE
FACILITIES LOCATED ON PRIVATE PROPERTY. MAINTENANCE OF ONSITE DRAINAGE FACILITIES SHALL BE THE
RESPONSIBILITY OF THE PROPERTY OWNER(S).
61
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293
GENERAL NOTES
AS ADOPTED FROM LARIMER COUNTY URBAN AREA STREET STANDARDS APPENDIX E
1. ALL MATERIALS, WORKMANSHIP, AND CONSTRUCTION OF PUBLIC IMPROVEMENTS SHALL MEET OR EXCEED THE
STANDARDS AND SPECIFICATIONS SET FORTH IN THE LARIMER COUNTY URBAN AREA STREET STANDARDS AND
APPLICABLE STATE AND FEDERAL REGULATIONS. WHERE THERE IS CONFLICT BETWEEN THESE PLANS AND THE
SPECIFICATIONS, OR ANY APPLICABLE STANDARDS, THE MOST RESTRICTIVE STANDARD SHALL APPLY. ALL WORK
SHALL BE INSPECTED AND APPROVED BY THE CITY OF FORT COLLINS.
2. ALL REFERENCES TO ANY PUBLISHED STANDARDS SHALL REFER TO THE LATEST REVISION OF SAID
STANDARD, UNLESS SPECIFICALLY STATED OTHERWISE.
3. THESE PUBLIC IMPROVEMENT CONSTRUCTION PLANS SHALL BE VALID FOR A PERIOD OF THREE YEARS FROM
THE DATE OF APPROVAL BY THE CITY OF FORT COLLINS ENGINEER. USE OF THESE PLANS AFTER THE EXPIRATION
DATE WILL REQUIRE A NEW REVIEW AND APPROVAL PROCESS BY THE CITY OF FORT COLLINS PRIOR TO
COMMENCEMENT OF ANY WORK SHOWN IN THESE PLANS.
4. THE ENGINEER WHO HAS PREPARED THESE PLANS, BY EXECUTION AND/OR SEAL HEREOF, DOES HEREBY
AFFIRM RESPONSIBILITY TO THE CITY OF FORT COLLINS, AS BENEFICIARY OF SAID ENGINEER'S WORK, FOR ANY
ERRORS AND OMISSIONS CONTAINED IN THESE PLANS, AND APPROVAL OF THESE PLANS BY THE CITY OF FORT
COLLINS ENGINEER SHALL NOT RELIEVE THE ENGINEER WHO HAS PREPARED THESE PLANS OF ALL SUCH
RESPONSIBILITY. FURTHER, TO THE EXTENT PERMITTED BY LAW, THE ENGINEER HEREBY AGREES TO HOLD
HARMLESS AND INDEMNIFY THE CITY OF FORT COLLINS, AND ITS OFFICERS AND EMPLOYEES, FROM AND
AGAINST ALL LIABILITIES, CLAIMS, AND DEMANDS WHICH MAY ARISE FROM ANY ERRORS AND OMISSIONS
CONTAINED IN THESE PLANS.
5. ALL SANITARY SEWER AND WATER LINE CONSTRUCTION AND ALL POWER AND OTHER "DRY" UTILITY
INSTALLATIONS, SHALL CONFORM TO THE CITY OF FORT COLLINS STANDARDS AND SPECIFICATIONS CURRENT AT
THE DATE OF APPROVAL OF THE PLANS BY THE CITY OF FORT COLLINS ENGINEER.
6. THE TYPE, SIZE, LOCATION AND NUMBER OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN
SHOWN ON THE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE DEVELOPER TO VERIFY THE EXISTENCE
AND LOCATION OF ALL UNDERGROUND UTILITIES ALONG THE ROUTE OF THE WORK BEFORE COMMENCING NEW
CONSTRUCTION. THE DEVELOPER SHALL BE RESPONSIBLE FOR UNKNOWN UNDERGROUND UTILITIES.
7. THE ENGINEER SHALL CONTACT THE UTILITY NOTIFICATION CENTER OF COLORADO (UNCC) AT 1-800-922-1987,
AT LEAST 2 WORKING DAYS PRIOR TO BEGINNING EXCAVATION OR GRADING, TO HAVE ALL REGISTERED UTILITY
LOCATIONS MARKED. OTHER UNREGISTERED UTILITY ENTITIES (I.E. DITCH/IRRIGATION COMPANY) ARE TO BE
LOCATED BY CONTACTING THE RESPECTIVE REPRESENTATIVE. UTILITY SERVICE LATERALS ARE ALSO TO BE
LOCATED PRIOR TO BEGINNING EXCAVATION OR GRADING. IT SHALL BE THE RESPONSIBILITY OF THE DEVELOPER
TO RELOCATE ALL EXISTING UTILITIES THAT CONFLICT WITH THE PROPOSED IMPROVEMENTS SHOWN ON THESE
PLANS.
8. THE DEVELOPER SHALL BE RESPONSIBLE FOR PROTECTING ALL UTILITIES DURING CONSTRUCTION AND FOR
COORDINATING WITH THE APPROPRIATE UTILITY COMPANY FOR ANY UTILITY CROSSINGS REQUIRED.
9. IF A CONFLICT EXISTS BETWEEN EXISTING AND PROPOSED UTILITIES AND/OR A DESIGN MODIFICATION IS
REQUIRED, THE DEVELOPER SHALL COORDINATE WITH THE ENGINEER TO MODIFY THE DESIGN. DESIGN
MODIFICATION(S) MUST BE APPROVED BY THE CITY OF FORT COLLINS PRIOR TO BEGINNING CONSTRUCTION.
10. THE DEVELOPER SHALL COORDINATE AND COOPERATE WITH THE CITY OF FORT COLLINS, AND ALL UTILITY
COMPANIES INVOLVED, TO ASSURE THAT THE WORK IS ACCOMPLISHED IN A TIMELY FASHION AND WITH A
MINIMUM DISRUPTION OF SERVICE. THE DEVELOPER SHALL BE RESPONSIBLE FOR CONTACTING, IN ADVANCE, ALL
PARTIES AFFECTED BY ANY DISRUPTION OF ANY UTILITY SERVICE AS WELL AS THE UTILITY COMPANIES.
11. NO WORK MAY COMMENCE WITHIN ANY PUBLIC STORM WATER, SANITARY SEWER OR POTABLE WATER
SYSTEM UNTIL THE DEVELOPER NOTIFIES THE UTILITY PROVIDER. NOTIFICATION SHALL BE A MINIMUM OF 2
WORKING DAYS PRIOR TO COMMENCEMENT OF ANY WORK. AT THE DISCRETION OF THE WATER UTILITY
PROVIDER, A PRE-CONSTRUCTION MEETING MAY BE REQUIRED PRIOR TO COMMENCEMENT OF ANY WORK.
12. THE DEVELOPER SHALL SEQUENCE INSTALLATION OF UTILITIES IN SUCH A MANNER AS TO MINIMIZE POTENTIAL
UTILITY CONFLICTS. IN GENERAL, STORM SEWER AND SANITARY SEWER SHOULD BE CONSTRUCTED PRIOR TO
INSTALLATION OF THE WATER LINES AND DRY UTILITIES.
13. THE MINIMUM COVER OVER WATER LINES IS 4.5 FEET AND THE MAXIMUM COVER IS 5.5 FEET UNLESS
OTHERWISE NOTED IN THE PLANS AND APPROVED BY THE WATER UTILITY.
14. A STATE CONSTRUCTION DEWATERING WASTEWATER DISCHARGE PERMIT IS REQUIRED IF DEWATERING IS
REQUIRED IN ORDER TO INSTALL UTILITIES OR WATER IS DISCHARGED INTO A STORM SEWER, CHANNEL,
IRRIGATION DITCH OR ANY WATERS OF THE UNITED STATES.
15. THE DEVELOPER SHALL COMPLY WITH ALL TERMS AND CONDITIONS OF THE COLORADO PERMIT FOR STORM
WATER DISCHARGE (CONTACT COLORADO DEPARTMENT OF HEALTH, WATER QUALITY CONTROL DIVISION, (303)
692-3590), THE STORM WATER MANAGEMENT PLAN, AND THE EROSION CONTROL PLAN.
16. THE CITY OF FORT COLLINS SHALL NOT BE RESPONSIBLE FOR THE MAINTENANCE OF STORM DRAINAGE
FACILITIES LOCATED ON PRIVATE PROPERTY. MAINTENANCE OF ONSITE DRAINAGE FACILITIES SHALL BE THE
RESPONSIBILITY OF THE PROPERTY OWNER(S).
17. PRIOR TO FINAL INSPECTION AND ACCEPTANCE BY THE CITY OF FORT COLLINS, CERTIFICATION OF THE
DRAINAGE FACILITIES, BY A REGISTERED ENGINEER, MUST BE SUBMITTED TO AND APPROVED BY THE
STORMWATER UTILITY DEPARTMENT. CERTIFICATION SHALL BE SUBMITTED TO THE STORMWATER UTILITY
DEPARTMENT AT LEAST TWO WEEKS PRIOR TO THE RELEASE OF A CERTIFICATE OF OCCUPANCY FOR SINGLE
FAMILY UNITS. FOR COMMERCIAL PROPERTIES, CERTIFICATION SHALL BE SUBMITTED TO THE STORMWATER
UTILITY DEPARTMENT AT LEAST TWO WEEKS PRIOR TO THE RELEASE OF ANY BUILDING PERMITS IN EXCESS OF
THOSE ALLOWED PRIOR TO CERTIFICATION PER THE DEVELOPMENT AGREEMENT.
18. THE CITY OF FORT COLLINS SHALL NOT BE RESPONSIBLE FOR ANY DAMAGES OR INJURIES SUSTAINED IN THIS
DEVELOPMENT AS A RESULT OF GROUNDWATER SEEPAGE, WHETHER RESULTING FROM GROUNDWATER
FLOODING, STRUCTURAL DAMAGE OR OTHER DAMAGE UNLESS SUCH DAMAGE OR INJURIES ARE SUSTAINED AS A
RESULT OF THE CITY OF FORT COLLINS FAILURE TO PROPERLY MAINTAIN ITS WATER, WASTEWATER, AND/OR
STORM DRAINAGE FACILITIES IN THE DEVELOPMENT.
19. TEMPORARY EROSION CONTROL DURING CONSTRUCTION SHALL BE PROVIDED AS SHOWN ON THE EROSION
CONTROL PLAN. ALL EROSION CONTROL MEASURES SHALL BE MAINTAINED IN GOOD REPAIR BY THE DEVELOPER,
UNTIL SUCH TIME AS THE ENTIRE DISTURBED AREAS IS STABILIZED WITH HARD SURFACE OR LANDSCAPING.
20. THE DEVELOPER SHALL BE RESPONSIBLE FOR INSURING THAT NO MUD OR DEBRIS SHALL BE TRACKED ONTO
THE EXISTING PUBLIC STREET SYSTEM. MUD AND DEBRIS MUST BE REMOVED WITHIN 24 HOURS BY AN
APPROPRIATE MECHANICAL METHOD (I.E. MACHINE BROOM SWEEP, LIGHT DUTY FRONT-END LOADER, ETC.) OR
AS APPROVED BY THE CITY OF FORT COLLINS STREET INSPECTOR.
21. NO WORK MAY COMMENCE WITHIN ANY IMPROVED OR UNIMPROVED PUBLIC RIGHT-OF-WAY UNTIL A
RIGHT-OF-WAY PERMIT OR DEVELOPMENT CONSTRUCTION PERMIT IS OBTAINED, IF APPLICABLE.
22. THE DEVELOPER SHALL BE RESPONSIBLE FOR OBTAINING ALL NECESSARY PERMITS FOR ALL APPLICABLE
AGENCIES PRIOR TO COMMENCEMENT OF CONSTRUCTION. THE DEVELOPER SHALL NOTIFY THE CITY OF FORT
COLLINS ENGINEERING INSPECTOR (FORT COLLINS - 221-6605) AND THE CITY OF FORT COLLINS EROSION
CONTROL INSPECTOR (FORT COLLINS - 221-6700) AT LEAST 2 WORKING DAYS PRIOR TO THE START OF ANY EARTH
DISTURBING ACTIVITY, OR CONSTRUCTION ON ANY AND ALL PUBLIC IMPROVEMENTS. IF THE CITY OF FORT
COLLINS ENGINEER IS NOT AVAILABLE AFTER PROPER NOTICE OF CONSTRUCTION ACTIVITY HAS BEEN
PROVIDED, THE DEVELOPER MAY COMMENCE WORK IN THE ENGINEERS ABSENCE. HOWEVER, THE CITY OF FORT
COLLINS RESERVES THE RIGHT NOT TO ACCEPT THE IMPROVEMENT IF SUBSEQUENT TESTING REVEALS AN
IMPROPER INSTALLATION.
23. THE DEVELOPER SHALL BE RESPONSIBLE FOR OBTAINING SOILS TESTS WITHIN THE PUBLIC RIGHT-OF-WAY
AFTER RIGHT OF WAY GRADING AND ALL UTILITY TRENCH WORK IS COMPLETE AND PRIOR TO THE PLACEMENT OF
CURB, GUTTER, SIDEWALK AND PAVEMENT. IF THE FINAL SOILS/PAVEMENT DESIGN REPORT DOES NOT
CORRESPOND WITH THE RESULTS OF THE ORIGINAL GEOTECHNICAL REPORT, THE DEVELOPER SHALL BE
RESPONSIBLE FOR A RE-DESIGN OF THE SUBJECT PAVEMENT SECTION OR, THE DEVELOPER MAY USE THE CITY
OF FORT COLLINS'S DEFAULT PAVEMENT THICKNESS SECTION(S). REGARDLESS OF THE OPTION USED, ALL FINAL
SOILS/PAVEMENT DESIGN REPORTS SHALL BE PREPARED BY A LICENSED PROFESSIONAL ENGINEER. THE FINAL
REPORT SHALL BE SUBMITTED TO THE INSPECTOR A MINIMUM OF 10 WORKING DAYS PRIOR TO PLACEMENT
OF BASE AND ASPHALT. PLACEMENT OF CURB, GUTTER, SIDEWALK, BASE AND ASPHALT SHALL NOT OCCUR UNTIL
THE CITY OF FORT COLLINS ENGINEER APPROVES THE FINAL REPORT.
24. THE CONTRACTOR SHALL HIRE A LICENSED ENGINEER OR LAND SURVEYOR TO SURVEY THE CONSTRUCTED
ELEVATIONS OF THE STREET SUBGRADE AND THE GUTTER FLOWLINE AT ALL INTERSECTIONS, INLETS, AND OTHER
LOCATIONS REQUESTED BY THE CITY OF FORT COLLINS INSPECTOR. THE ENGINEER OR SURVEYOR MUST
CERTIFY IN A LETTER TO THE CITY OF FORT COLLINS THAT THESE ELEVATIONS CONFORM TO THE APPROVED
PLANS AND SPECIFICATIONS. ANY DEVIATIONS SHALL BE NOTED IN THE LETTER AND THEN RESOLVED WITH THE
CITY OF FORT COLLINS BEFORE INSTALLATION OF BASE COURSE OR ASPHALT WILL BE ALLOWED ON THE
STREETS.
25. ALL UTILITY INSTALLATIONS WITHIN OR ACROSS THE ROADBED OF NEW RESIDENTIAL ROADS MUST BE
COMPLETED PRIOR TO THE FINAL STAGES OF ROAD CONSTRUCTION. FOR THE PURPOSES OF THESE STANDARDS,
ANY WORK EXCEPT C/G ABOVE THE SUBGRADE IS CONSIDERED FINAL STAGE WORK. ALL SERVICE LINES MUST BE
STUBBED TO THE PROPERTY LINES AND MARKED SO AS TO REDUCE THE EXCAVATION NECESSARY FOR BUILDING
CONNECTIONS.
26. PORTIONS OF LARIMER COUNTY ARE WITHIN OVERLAY DISTRICTS. THE LARIMER COUNTY FLOODPLAIN
RESOLUTION SHOULD BE REFERRED TO FOR ADDITIONAL CRITERIA FOR ROADS WITHIN THESE DISTRICTS.
27. ALL ROAD CONSTRUCTION IN AREAS DESIGNATED AS WILD FIRE HAZARD AREAS SHALL BE DONE IN
ACCORDANCE WITH THE CONSTRUCTION CRITERIA AS ESTABLISHED IN THE WILD FIRE HAZARD AREA MITIGATION
REGULATIONS IN FORCE AT THE TIME OF FINAL PLAT APPROVAL.
28. PRIOR TO THE COMMENCEMENT OF ANY CONSTRUCTION, THE CONTRACTOR SHALL CONTACT THE CITY OF
FORT COLLINS FORESTER TO SCHEDULE A SITE INSPECTION FOR ANY TREE REMOVAL REQUIRING A PERMIT.
29. THE DEVELOPER SHALL BE RESPONSIBLE FOR ALL ASPECTS OF SAFETY INCLUDING, BUT NOT LIMITED
TO, EXCAVATION, TRENCHING, SHORING, TRAFFIC CONTROL, AND SECURITY. REFER TO OSHA PUBLICATION 2226,
EXCAVATING AND TRENCHING.
30. THE DEVELOPER SHALL SUBMIT A CONSTRUCTION TRAFFIC CONTROL PLAN, IN ACCORDANCE WITH
MUTCD, TO THE APPROPRIATE RIGHT-OF-WAY AUTHORITY (CITY OF FORT COLLINS, COUNTY, OR STATE), FOR
APPROVAL, PRIOR TO ANY CONSTRUCTION ACTIVITIES WITHIN, OR AFFECTING, THE RIGHT-OF-WAY. THE
DEVELOPER SHALL BE RESPONSIBLE FOR PROVIDING ANY AND ALL TRAFFIC CONTROL DEVICES AS MAY BE
REQUIRED BY THE CONSTRUCTION ACTIVITIES.
31. PRIOR TO THE COMMENCEMENT OF ANY CONSTRUCTION THAT WILL AFFECT TRAFFIC SIGNS OF ANY TYPE, THE
CONTRACTOR SHALL CONTACT CITY OF FORT COLLINS TRAFFIC OPERATIONS DEPARTMENT, WHO WILL
TEMPORARILY REMOVE OR RELOCATE THE SIGN AT NO COST TO THE CONTRACTOR; HOWEVER, IF THE
CONTRACTOR MOVES THE TRAFFIC SIGN THEN THE CONTRACTOR WILL BE CHARGED FOR THE LABOR, MATERIALS
AND EQUIPMENT TO REINSTALL THE SIGN AS NEEDED.
32. THE DEVELOPER IS RESPONSIBLE FOR ALL COSTS FOR THE INITIAL INSTALLATION OF TRAFFIC SIGNING AND
STRIPING FOR THE DEVELOPMENT RELATED TO THE DEVELOPMENT'S LOCAL STREET OPERATIONS. IN ADDITION,
THE DEVELOPER IS RESPONSIBLE FOR ALL COSTS FOR TRAFFIC SIGNING AND STRIPING RELATED TO DIRECTING
TRAFFIC ACCESS TO AND FROM THE DEVELOPMENT.
33. THERE SHALL BE NO SITE CONSTRUCTION ACTIVITIES ON SATURDAYS, UNLESS SPECIFICALLY APPROVED BY
THE CITY OF FORT COLLINS ENGINEER, AND NO SITE CONSTRUCTION ACTIVITIES ON SUNDAYS OR HOLIDAYS,
UNLESS THERE IS PRIOR WRITTEN APPROVAL BY THE CITY OF FORT COLLINS.
34. THE DEVELOPER IS RESPONSIBLE FOR PROVIDING ALL LABOR AND MATERIALS NECESSARY FOR THE
COMPLETION OF THE INTENDED IMPROVEMENTS, SHOWN ON THESE DRAWINGS, OR DESIGNATED TO BE
PROVIDED, INSTALLED, OR CONSTRUCTED, UNLESS SPECIFICALLY NOTED OTHERWISE.
35. DIMENSIONS FOR LAYOUT AND CONSTRUCTION ARE NOT TO BE SCALED FROM ANY DRAWING. IF
PERTINENT DIMENSIONS ARE NOT SHOWN, CONTACT THE DESIGNER FOR CLARIFICATION, AND ANNOTATE THE
DIMENSION ON THE AS-BUILT RECORD DRAWINGS.
36. THE DEVELOPER SHALL HAVE, ONSITE AT ALL TIMES, ONE (1) SIGNED COPY OF THE APPROVED PLANS, ONE
(1) COPY OF THE APPROPRIATE STANDARDS AND SPECIFICATIONS, AND A COPY OF ANY PERMITS AND
EXTENSION AGREEMENTS NEEDED FOR THE JOB.
37. IF, DURING THE CONSTRUCTION PROCESS, CONDITIONS ARE ENCOUNTERED WHICH COULD INDICATE A
SITUATION THAT IS NOT IDENTIFIED IN THE PLANS OR SPECIFICATIONS, THE DEVELOPER SHALL CONTACT THE
DESIGNER AND THE CITY OF FORT COLLINS ENGINEER IMMEDIATELY.
38. THE DEVELOPER SHALL BE RESPONSIBLE FOR RECORDING AS-BUILT INFORMATION ON A SET OF RECORD
DRAWINGS KEPT ON THE CONSTRUCTION SITE, AND AVAILABLE TO THE CITY OF FORT COLLINS'S INSPECTOR
AT ALL TIMES. UPON COMPLETION OF THE WORK, THE CONTRACTOR(S) SHALL SUBMIT RECORD DRAWINGS TO
THE CITY OF FORT COLLINS ENGINEER.
39. PROJECT BENCHMARKS: SEE INFORMATION PRESENTED UNDER THE HEADING “PROJECT DATUM” ON THE
TITLE SHEET.
40. ALL STATIONING IS BASED ON CENTERLINE OF ROADWAYS EXCEPT AT FLOWLINE PROFILES OR UNLESS
OTHERWISE NOTED.
41. DAMAGED CURB, GUTTER AND SIDEWALK EXISTING PRIOR TO CONSTRUCTION, AS WELL AS EXISTING
FENCES, TREES, STREETS, SIDEWALKS, CURBS AND GUTTERS, LANDSCAPING, STRUCTURES, AND
IMPROVEMENTS DESTROYED, DAMAGED OR REMOVED DUE TO CONSTRUCTION OF THIS PROJECT, SHALL BE
REPLACED OR RESTORED IN LIKE KIND AT THE DEVELOPER'S EXPENSE, UNLESS OTHERWISE INDICATED ON
THESE PLANS, PRIOR TO THE ACCEPTANCE OF COMPLETED IMPROVEMENTS AND/OR PRIOR TO THE
ISSUANCE OF THE FIRST CERTIFICATE OF OCCUPANCY.
42. WHEN AN EXISTING ASPHALT STREET MUST BE CUT, THE STREET MUST BE RESTORED TO A CONDITION
EQUAL TO OR BETTER THAN ITS ORIGINAL CONDITION. THE ORIGINAL STREET CONDITION SHALL BE
DOCUMENTED BY THE CITY OF FORT COLLINS CONSTRUCTION INSPECTOR BEFORE ANY CUTS ARE MADE.
PATCHING SHALL BE DONE IN ACCORDANCE WITH THE CITY OF FORT COLLINS STREET REPAIR STANDARDS.
THE FINISHED PATCH SHALL BLEND IN SMOOTHLY INTO THE EXISTING SURFACE. ALL LARGE PATCHES SHALL
BE PAVED WITH AN ASPHALT LAY-DOWN MACHINE. IN STREETS WHERE MORE THAN ONE CUT IS MADE, AN
OVERLAY OF THE ENTIRE STREET WIDTH, INCLUDING THE PATCHED AREA, MAY BE REQUIRED. THE
DETERMINATION OF NEED FOR A COMPLETE OVERLAY SHALL BE MADE BY THE CITY OF FORT COLLINS TRAFFIC
ENGINEER AND/OR THE CITY OF FORT COLLINS INSPECTOR AT THE TIME THE CUTS ARE MADE.
43. UPON COMPLETION OF CONSTRUCTION, THE SITE SHALL BE CLEANED AND RESTORED TO A CONDITION
EQUAL TO, OR BETTER THAN, THAT WHICH EXISTED BEFORE CONSTRUCTION, OR TO THE GRADES AND
CONDITION AS REQUIRED BY THESE PLANS.
44. STANDARD HANDICAP RAMPS ARE TO BE CONSTRUCTED AT ALL CURB RETURNS AND AT ALL "T"
INTERSECTIONS.
45. AFTER ACCEPTANCE BY THE CITY OF FORT COLLINS, PUBLIC IMPROVEMENTS DEPICTED IN THESE PLANS
SHALL BE GUARANTEED TO BE FREE FROM MATERIAL AND WORKMANSHIP DEFECTS FOR A MINIMUM PERIOD
OF TWO YEARS FROM THE DATE OF ACCEPTANCE.
46. THE CITY OF FORT COLLINS SHALL NOT BE RESPONSIBLE FOR THE MAINTENANCE OF ROADWAY AND
APPURTENANT IMPROVEMENTS, INCLUDING STORM DRAINAGE STRUCTURES AND PIPES, FOR THE FOLLOWING
PRIVATE STREETS:
47. APPROVED VARIANCES ARE LISTED AS FOLLOWS: NONE
61
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UPPER RAIN GARDEN
LOWER RAIN
GARDEN
SHELTER
SPORT
COURT
DOG PARK
TOT-LOT
BUILDING B
BUILDING C
BUILDING D
BUILDING E
BUILDING F
UPPER RAIN GARDEN
LOWER RAIN
GARDEN
FFE
5100.30
FFE
5094.20
FFE
5089.00
FFE
5084.35
FFE
5095.50
FFE
5092.50
FFE
5099.37
FFE
5099.52
FFE
5099.37
FFE
509
4
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509
1
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7
5
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5
FFE5091.7
5
FFE5091.5
5
FFE5091.3
5
FFE5091.1
5
FFE5090.9
5
BUILDING A
SF
DIP
DIP
DIP
SF
SF
SF
SF
DIP
DIP
DIP
DIP
DIP
DIP
VTC
DIP
DIP
DIP
DIP
SFSF
RD
DIP
DIP
RD
DIP
VTC
Sheet:
Of:
Date:
Job No:
Drawn:
Design:
Scale:
Checked:
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MAY 30, 2023
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SCALE:1" = 30'
15'30'60'90'
294
LEGEND
STANDARD EROSION AND SEDIMENT CONTROL CONSTRUCTION PLAN NOTES
(1.) THE EROSION CONTROL INSPECTOR MUST BE NOTIFIED AT LEAST TWENTY-FOUR (24)
HOURS PRIOR TO ANY CONSTRUCTION ON THIS SITE.
(2.)THERE SHALL BE NO EARTH-DISTURBING ACTIVITY OUTSIDE THE LIMITS DESIGNATED ON
THE ACCEPTED PLANS.
(3.)ALL REQUIRED PERIMETER SILT AND CONSTRUCTION FENCING SHALL BE INSTALLED
PRIOR TO ANY LAND DISTURBING ACTIVITY (STOCKPILING, STRIPPING, GRADING, ETC).
ALL OTHER REQUIRED EROSION CONTROL MEASURES SHALL BE INSTALLED AT THE
APPROPRIATE TIME IN THE CONSTRUCTION SEQUENCE AS INDICATED IN THE APPROVED
PROJECT SCHEDULE, CONSTRUCTION PLANS, AND EROSION CONTROL REPORT.
(4.)AT ALL TIMES DURING CONSTRUCTION, THE DEVELOPER SHALL BE RESPONSIBLE FOR
PREVENTING AND CONTROLLING ON-SITE EROSION INCLUDING KEEPING THE PROPERTY
SUFFICIENTLY WATERED SO AS TO MINIMIZE WIND BLOWN SEDIMENT. THE DEVELOPER
SHALL ALSO BE RESPONSIBLE FOR INSTALLING AND MAINTAINING ALL EROSION
CONTROL FACILITIES SHOWN HEREIN.
(5.)PRE-DISTURBANCE VEGETATION SHALL BE PROTECTED AND RETAINED WHEREVER
POSSIBLE. REMOVAL OR DISTURBANCE OF EXISTING VEGETATION SHALL BE LIMITED TO
THE AREA(S) REQUIRED FOR IMMEDIATE CONSTRUCTION OPERATIONS, AND FOR THE
SHORTEST PRACTICAL PERIOD OF TIME.
(6.)ALL SOILS EXPOSED DURING LAND DISTURBING ACTIVITY (STRIPPING, GRADING, UTILITY
INSTALLATIONS, STOCKPILING, FILLING, ETC.) SHALL BE KEPT IN A ROUGHENED
CONDITION BY RIPPING OR DISKING ALONG LAND CONTOURS UNTIL MULCH,
VEGETATION, OR OTHER PERMANENT EROSION CONTROL BMPS ARE INSTALLED. NO
SOILS IN AREAS OUTSIDE PROJECT STREET RIGHTS-OF-WAY SHALL REMAIN EXPOSED BY
LAND DISTURBING ACTIVITY FOR MORE THAN THIRTY (30) DAYS BEFORE REQUIRED
TEMPORARY OR PERMANENT EROSION CONTROL (E.G. SEED/MULCH, LANDSCAPING,
ETC.) IS INSTALLED, UNLESS OTHERWISE APPROVED BY THE CITY/COUNTY.
(7.)IN ORDER TO MINIMIZE EROSION POTENTIAL, ALL TEMPORARY (STRUCTURAL) EROSION
CONTROL MEASURES SHALL:
(A.)BE INSPECTED AT A MINIMUM OF ONCE EVERY TWO (2) WEEKS AND AFTER EACH
SIGNIFICANT STORM EVENT AND REPAIRED OR RECONSTRUCTED AS NECESSARY IN
ORDER TO ENSURE THE CONTINUED PERFORMANCE OF THEIR INTENDED FUNCTION.
(B.)REMAIN IN PLACE UNTIL SUCH TIME AS ALL THE SURROUNDING DISTURBED AREAS
ARE SUFFICIENTLY STABILIZED AS DETERMINED BY THE EROSION CONTROL
INSPECTOR.
(C.)BE REMOVED AFTER THE SITE HAS BEEN SUFFICIENTLY STABILIZED AS DETERMINED
BY THE EROSION CONTROL INSPECTOR.
(8.)WHEN TEMPORARY EROSION CONTROL MEASURES ARE REMOVED, THE DEVELOPER
SHALL BE RESPONSIBLE FOR THE CLEAN UP AND REMOVAL OF ALL SEDIMENT AND
DEBRIS FROM ALL DRAINAGE INFRASTRUCTURE AND OTHER PUBLIC FACILITIES.
(9.)THE CONTRACTOR SHALL IMMEDIATELY CLEAN UP ANY CONSTRUCTION MATERIALS
INADVERTENTLY DEPOSITED ON EXISTING STREETS, SIDEWALKS, OR OTHER PUBLIC
RIGHTS OF WAY, AND MAKE SURE STREETS AND WALKWAYS ARE CLEANED AT THE END
OF EACH WORKING DAY.
(10.) ALL RETAINED SEDIMENTS, PARTICULARLY THOSE ON PAVED ROADWAY SURFACES,
SHALL BE REMOVED AND DISPOSED OF IN A MANNER AND LOCATION SO AS NOT TO
CAUSE THEIR RELEASE INTO ANY WATERS OF THE UNITED STATES.
(11.) NO SOIL STOCKPILE SHALL EXCEED TEN (10) FEET IN HEIGHT. ALL SOIL STOCKPILES
SHALL BE PROTECTED FROM SEDIMENT TRANSPORT BY SURFACE ROUGHENING,
WATERING, AND PERIMETER SILT FENCING. ANY SOIL STOCKPILE REMAINING AFTER
THIRTY (30) DAYS SHALL BE SEEDED AND MULCHED.
(12.) THE STORMWATER VOLUME CAPACITY OF DETENTION PONDS WILL BE RESTORED AND
STORM SEWER LINES WILL BE CLEANED UPON COMPLETION OF THE PROJECT AND
BEFORE TURNING THE MAINTENANCE OVER TO THE CITY/COUNTY OR HOMEOWNERS
ASSOCIATION (HOA).
(13.) CITY ORDINANCE AND COLORADO DISCHARGE PERMIT SYSTEM (CDPS) REQUIREMENTS
MAKE IT UNLAWFUL TO DISCHARGE OR ALLOW THE DISCHARGE OF ANY POLLUTANT OR
CONTAMINATED WATER FROM CONSTRUCTION SITES. POLLUTANTS INCLUDE, BUT ARE
NOT LIMITED TO DISCARDED BUILDING MATERIALS, CONCRETE TRUCK WASHOUT,
CHEMICALS, OIL AND GAS PRODUCTS, LITTER, AND SANITARY WASTE. THE DEVELOPER
SHALL AT ALL TIMES TAKE WHATEVER MEASURES ARE NECESSARY TO ASSURE THE
PROPER CONTAINMENT AND DISPOSAL OF POLLUTANTS ON THE SITE IN ACCORDANCE
WITH ANY AND ALL APPLICABLE LOCAL, STATE, AND FEDERAL REGULATIONS.
(14.) A DESIGNATED AREA SHALL BE PROVIDED ON SITE FOR CONCRETE TRUCK CHUTE
WASHOUT. THE AREA SHALL BE CONSTRUCTED SO AS TO CONTAIN WASHOUT MATERIAL
AND LOCATED AT LEAST FIFTY (50) FEET AWAY FROM ANY WATERWAY DURING
CONSTRUCTION. UPON COMPLETION OF CONSTRUCTION ACTIVITIES THE CONCRETE
WASHOUT MATERIAL WILL BE REMOVED AND PROPERLY DISPOSED OF PRIOR TO THE
AREA BEING RESTORED.
(15.) TO ENSURE THAT SEDIMENT DOES NOT MOVE OFF OF INDIVIDUAL LOTS ONE OR MORE
OF THE FOLLOWING SEDIMENT/EROSION CONTROL BMPS SHALL BE INSTALLED AND
MAINTAINED UNTIL THE LOTS ARE SUFFICIENTLY STABILIZED, AS DETERMINED BY THE
EROSION CONTROL INSPECTOR.
(A.)ALONG LOT PERIMETER.
(B.)OTHER LOCATIONS, IF NEEDED.
(16.) CONDITIONS IN THE FIELD MAY WARRANT EROSION CONTROL MEASURES IN ADDITION
TO WHAT IS SHOWN ON THESE PLANS. THE DEVELOPER SHALL IMPLEMENT WHATEVER
MEASURES ARE DETERMINED NECESSARY, AS DIRECTED BY THE CITY/COUNTY.
SEPTEMBER 2003 (REVISED JULY 2010)
NORTH
5095
5094
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Best Management Practices (BMP's)Mobilization Foundation Excavation Site Grading Vertical Construction Flatwork Installaton Landscaping Demobilization
STRUCTURAL "INSTALLATION"
Silt Fence
Vehicle Tracking Pad
Inlet Protection (Any existing inlets downstream of site)
Sediment Trap / Filter (in the rain garden forebays)
Contour Furrows (Ripping / Disking)
Flow Barriers / Wattle Dikes
Riprap Armoring
*All BMP's are to be removed once construction is
complete
VEGETATIVE
Temporary Seeding / Planting
Any time the site will sit dormant
longer than 30 days.
Mulching / Sealant
Any time the site will sit dormant
longer than 30 days.
Sod Installation
Permanent Seeding / Planting
Rolled Products (Netting / Blankets / Mats)Any time the site will sit dormant
longer than 30 days.
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EXISTING INLET CORE
SOUTH WALL OF INLET BOX
TO ACCEPT PIPING FROM
PROPOSED DEVELOPMENT
PIPE ELEVATION AT
ENTRANCE TO STORM INLET
APPROXIMATELY 5070.69'
BUILDING
B
BUILDING
C
BUILDING
D
BUILDING
E
BUILDING
F
10' TYPE 'R' INLET
INLET
STRUCTURE
MANHOLE LID-2
DAYLIGHT HDPE STORM DRAIN IN EROSION
PROTECTED RUNDOWN TO RAIN GARDEN, (TYP)
SEE AREA DRAINAGE PLAN.
TEE INVERT ELEV. = 5081.15
8.6 LF 12" HDPE
N-12 STORM
DRAIN @ 2.33%
APPROX. CENTERLINE OF
DRAINAGE SWALE @ 2.0% +/-
SLOPE (TYP)
43.7 LF 12" HDPE N-12 STORM
DRAIN @ 1.20%
98.1 LF 12" HDPE N-12
STORM DRAIN @ 4.43%
TEE INVERT EL. = 5086.05
INLET INV. EL. = 5091.2
NYLOPLAST AREA INLET W/ 12" SQ. STD.
GRATE (TYP) SEE DETAIL SHT. 12
INLET INV. EL. = 5087.0
156.5 LF HDPE N-12
STORM DRAIN @ 3.13%
12.0 LF 12" HDPE N-12
STORM DRAIN @ 0.80%
31.4 LF 12" HDPE N-12
STORM DRAIN @ 1.59%
123.5 LF 12" HDPE N-12
STORM DRAIN @ 6.5% +/-
40.5 LF HDPE N-12
STORM DRAIN
@ 0.5% +/-
INLET INVERT
ELEV. = 5092.0
EXISTING 24" RCP
EXISTING 36" RCP
FOREBAY OVERFLOW WEIR, 12" TALL, WITH 1"
WIDE, FULL-DEPTH DRAINAGE SLOTS @ 1.5' +/-
CENTERS. KEY WEIR INTO SIDE EMBANKMENTS.
RAIN GARDEN CONCRETE FOREBAY WITH OVERFLOW WEIR,
FOR DETAILS, SEE SHEET 13
FOREBAY OVERFLOW WEIR, 12" TALL, WITH 1"
WIDE, FULL-DEPTH DRAINAGE SLOTS @ 1.5' +/-
CENTERS. KEY WEIR INTO SIDE EMBANKMENTS.
RAIN GARDEN CONCRETE FOREBAY WITH OVERFLOW WEIR,
FOR DETAILS, SEE SHEET 13
LOWER RAIN GARDEN OUTLET
CONTROL STRUCTURE. FOR
DETAILS, SEE SHEET 13
INDICATED INVERT OF EXISTING INLET = 7070.69
TO BE CONFIRMED PRIOR TO COMMENCEMENT
OF CONSTRUCTION.
MANHOLE LID-1
INFLOW ENERGY
DISSIPATION STRUCTURE - 1
LID SYSTEM PIPING
(SEE PROFILE ON SEPARATE SHEET)
BUILDING
A
32.7 LF HDPE
N-12 STORM
DRAIN @ 1.2% ±
TEE INV. EL. = 5086.40
106.1 LF 12" HDPE N-12
STORM DRAIN @ 4.7% +/-
TEE INVERT ELEV. = 5081.00
24.6 LF HDPE N-12 STORM
DRAIN @ 1.22%
OUTLET CONTROL
STRUCTURE - 1
107.0 LF 12" HDPE N-12
STORM DRAIN @ 1.9% +/-
4" DIA. SLOTTED PVC SUB-DRAIN PIPES
FOR DETAILS, SEE SHEET 13
4" DIA. SLOTTED PVC SUB-DRAIN PIPES
FOR DETAILS, SEE SHEET 13
10.6 LF 12" HDPE N-12
STORM DRAIN @ 1.00%
EXISTING INLET CORE
SOUTH WALL OF INLET BOX
TO ACCEPT PIPING FROM
PROPOSED DEVELOPMENT
PIPE ELEVATION AT
ENTRANCE TO STORM INLET
APPROXIMATELY 5070.69'
UPPER RAIN GARDEN
LOWER RAIN
GARDEN
SHELTER
SPORT
COURT
DOG PARK
TOT-LOT
FL
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EXISTING DETENTION
POND
11b
1
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15
6
12
1
2
4
5
6
9
11
0.493 0.48
0.789 0.71
1.313 0.64
0.193 0.37
0.064 0.50
0.116 0.44
0.640 0.04
11
14
8
0.170 0.42
10
0.190 0.11
13
4
10
8
9
7
3
1.081 0.09
3
FFE
5100.30
FFE
5092.50
FFE
5095.50
FFE
5094.20
FFE
5089.00
FFE
5084.35
7
0.144 0.44
NORTH
0
SCALE:1" = 30'
15'30'60'90'
Sheet:
Of:
Date:
Job No:
Drawn:
Design:
Scale:
Checked:
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MAY 30, 2023
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295
NOTES
1.SEE SHEETS 13-14 FOR STORM DRAIN
PLANS & PROFILES.
LEGEND
DRAINAGE BASIN I.D.
DESIGN POINT
OVERLAND
FLOW DIRECTION
#
#
0.000.000 MINOR STORM RUNOFF COEFFICIENT
DRAINAGE BASIN AREA (AC)
DRAINAGE BASIN
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1
Ridgewood Hills Fifth Filing
DRAINAGE DATA SUMMARY TABLE
Drainage Basin
No.Design Point Basin Area (ac)
Comp. Runoff Coeff.Design Runoff
2-Year 100-Year 2-Year 100-Year
(cfs)(cfs)
1 1 0.493 0.48 0.73 0.62 3.18
2 2 0.789 0.71 0.85 1.49 5.87
3 3 1.081 0.09 0.53 0.22 9.30
4 4 1.313 0.64 0.81 2.08 8.77
5 6 0.193 0.37 0.67 0.21 1.28
6 7 0.064 0.50 0.73 0.09 0.47
7 8 0.144 0.44 0.70 0.18 1.00
8 9 0.170 0.42 0.69 0.20 1.17
9 10, 11, 12, 13 0.116 0.44 0.70 0.14 0.81
10 5, 14 0.190 0.11 0.54 0.06 1.01
11 15 0.640 0.04 0.50 0.06 2.61
05
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10
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AV
O
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E
D
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E
BUILDING B
BUILDING C
BUILDING D
BUILDING E
BUILDING F
BUILDING A
DOG PARK
SHELTER
SPORTS COURT
TOT-LOT 31.4 LF 12" HDPE N-12
STORM DRAIN @ 1.59%
TEE INVERT ELEV. = 5081.15
TEE INVERT ELEV. = 5081.00
24.6 LF HDPE N-12 STORM
DRAIN @ 1.22%
8.6 LF 12" HDPE
N-12 STORM
DRAIN @ 2.33%
TEE INV. EL. = 5086.40
98.1 LF 12" HDPE N-12
STORM DRAIN @ 4.43%
TEE INVERT EL. = 5086.05
AREA INLET
GR. EL. = 5092.70
INV. EL. = 5091.20
AREA INLET
GR. EL. = 5092.9
INV. EL. = 5091.9
AREA INLET
GR. EL. = 5092.30
INV. EL. = 5091.30
98.4 LF 12" HDPE N-12
STORM DRAIN @ 4.98%
AREA INLET
GR. EL. = 5087.65
INV. EL. = 5086.15
10.6 LF 12" HDPE N-12
STORM DRAIN @ 1.00%
AREA INLET
GR. EL. = 5091.90
INV. EL. = 5090.40
AREA INLET
GR. EL. = 5087.60
INV. EL. = 5086.60
AREA INLET
GR. EL. = 5082.80
INV. EL. = 5081.30
AREA INLET
GR. EL. = 5082.75
INV. EL. = 5081.25
AREA INLET
GR. EL. = 5082.15
INV. EL. = 5080.65
AREA INLET
GR. EL. = 5094.00
INV. EL. = 5092.50
AREA INLET
GR. EL. = 5094.30
INV. EL. = 5092.20
AREA INLET
GR. EL. = 5094.50
INV. EL. = 5091.84
34.1 LF 8" HDPE N-12
STORM DRAIN @ 1.00%
43.7 LF 12" HDPE N-12 STORM
DRAIN @ 1.20%
12.0 LF 12" HDPE N-12
STORM DRAIN @ 0.80%
36.2 LF 10" HDPE N- 12
STORM DRAIN @ 1.00%
AREA INLET
GR. EL. = 5091.30
INV. EL. = 5089.80
53.82 LF 12" HSPE N-12
STORM DRAIN @ 4.03%
TEE INV. EL. = 5089.67
13.15 LF 8" HDPE N-12
STORM DRAIN @ 1.00%
61.7 LF 12" HDPE N-12
STORM DRAIN @ 1.40%
AREA INLET
GR. EL. = 5091.50
INV. EL. = 5088.81
AREA INLET
GR. EL. = 5091.50
INV. EL. = 5088.50
21.3 LF 12" HDPE N-12
STORM DRAIN @ 1.40%
35.6 LF 12" HDPE N-12
STORM DRAIN @ 1.43%
34.5 LF 12" HDPE N-12
STORM DRAIN @ 1.43%
12" HDPE BEND
INV. EL. = 87.99
DAYLIGHT HDPE STORM DRAIN W/ F.E.S.
AT UPPER END OF RIPRAP RUNDOWN
INV.EL. = 5077.0 +/-
DAYLIGHT HDPE STORM DRAIN W/ F.E.S.
AT UPPER END OF RIPRAP RUNDOWN
INV.EL. = 5077.0 +/-
100.6 LF 12" HDPE N-12
STORM DRAIN @ 3.63%
NORTH
0
SCALE:1" = 30'
15'30'60'90'
Sheet:
Of:
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Design:
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MAY 30, 2023
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LEGEND
OVERLAND
FLOW DIRECTION
61
1
2
E
.
S
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HP?
BUILDING B
BUILDING C
BUILDING D
BUILDING E
BUILDING F
UPPER RAIN GARDEN
LOWER RAIN
GARDEN
FFE
5100.30
FFE
5094.20
FFE
5089.00
FFE
5084.35
FFE
5095.50
FFE
5092.50
FFE
5099.37
FFE
5099.52
FFE
5099.37
FFE
509
4
.
2
5
FFE
509
3
.
7
5
FFE
509
3
.
2
5
FFE
509
2
.
7
5
FFE
509
2
.
2
5
FFE
509
1
.
7
5
FFE5091.9
5
FFE5091.7
5
FFE5091.5
5
FFE5091.3
5
FFE5091.1
5
FFE5090.9
5
SHELTER
SPORT
COURT
DOG PARK
TOT-LOT
BUILDING A
APPROXIMATE LOCATION OF EXISTING
SPEED HUMP. REMOVE, TO FACILITATE
CONSTRUCTION OF WATER AND
SEWER TIE-INS, AND RECONSTRUCT AT
NEW LOCATION 50' EAST. FOR SPEED
HUMP DETAILS, SEE STD DETAIL 1802F
ON SHT. 27.
PROPOSED RELOCATION
OF SPEED HUMP
EXISTING SAN. MANHOLE
98.00
97.73
97.87
97.40
97.97
98.51
98.56
98.39
98.29
98.42
BVC
0+60.00
98.82
98.77
95.00
95.00
95.00
95.00
92.00
92.00
92.00
92.00
99.80
99.80
99.80
99.80
93.70
93.70
93.70
93.70
88.50
88.50
88.50
88.50
83.60
83.60
83.60
83.60
92.90
96.16
95.42
97.24 95.81
97.06
96.95
97.03
96.75
99.05
99.50
99.35
98.62
98.63
98.69
90.33
98.93
98.45
98.77
HP
0+91.45
99.13
INT
1+70.33
0+00.00 (SOUTH DRIVE)
97.19
98.86
98.45
EVC
1+60.00
97.64
82.63
82.55
97.73
90.29
90.13
89.65
BVC
3+48.10
89.89
PT
3+26.12
90.11
EVC
3+98.10
89.89
90.13
89.65
90.00
89.65
89.65
90.43 90.12
92.06
93.67
PC
2+68.00
90.69
94.93
90.31
85.85
86.32
85.30
85.81
84.83
83.20
83.35
86.84
87.09
86.52
81.21
83.45
83.94
93.77
93.80
93.36
83.92
84.0290.85
90.7789.57
84.68
89.67
88.82
89.81
PT
2+52.85
90.84
EVC
2+38.11
90.99
91.57
91.32
91.12
92.28
92.49
92.88
94.60
93.51
94.84
86.13
93.43
93.91
94.17
93.03
BVC
1+38.11
93.6293.84
93.80
86.36
94.35
89.86
89.73
89.97
90.86
94.12
98.52
94.00
93.58
92.00
91.9391.81
91.62
99.24
99.01
99.00
95.17
EVC
0+62.0
96.86
97.11 97.19
97.67
97.53
BVC
0+38.11
97.4398.20
98.42
97.90
97.32
98.45
97.83
97.40
95.49
95.54
PT
3+15.10
90.87
90.40
90.61 90.38
89.61
87.02
BVC
4+48.00
85.08
EVC
5+48.00
81.40
80.97
80.73
81.79
81.06
81.00
81.16
85.98
84.77
85.36
B.P.
97.96 92.27
85.08
85.69
84.61
84.44
84.40
84.58
84.67
84.89
84.39
85.87
86.26
86.85
86.46 84.76
84.97
78.60
93.60
93.05
93.70
93.71
LP
93.57
91.90
95.33
91.35
91.79
91.79
91.3591.50
91.45
RETAINING WALL
(18" MAX. HT.)
97.01
97.78
97.85
98.00
92.39
91.75 EVC
90.85
90.92
RETAINING WALL
RETAINING
WALL
85.00
85.00
84.00
84.00
BVC
91.86
(3) STEPS
(4) STEPS
(3) STEPS
(2) STEPS
Sheet:
Of:
Date:
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Scale:
Checked:
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MAY 30, 2023
RI
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NORTH
0
SCALE:1" = 30'
15'30'60'90'
61
1
2
E
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S
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3
1
GRADING NOTES
1. ALL EASEMENTS ARE PROPOSED AND WILL BE DEDICATED BY THE PLAT. EASEMENTS ARE
LABELED ON THE UTILITY PLAN.
2. THE DRIVES WITHIN THE SITE WILL BE PRIVATELY OWNED AND MAINTAINED. THERE WILL
BE NO PUBLIC MAINTENANCE OF THE DRIVES.
3.LIMITS OF STREET CUT SHOWN ARE APPROXIMATE. FINAL LIMITS ARE TO BE DETERMINED
IN THE FIELD BY THE CITY ENGINEERING INSPECTOR. ALL REPAIRS SHALL BE IN
ACCORDANCE WITH THE CITY STREET REPAIR STANDARDS.
4.NO OFF SITE GRADING IS PROPOSED WITH THIS DEVELOPMENT.
5.SEE LANDSCAPE PLAN FOR REVEGETATION METHODS AND DETAILS.
6.ALL SPOT ELEVATIONS SHOWN ARE FLOWLINE UNLESS NOTED OTHERWISE.
7.ALL RETAINING WALLS FOUR (4) FEET OR HIGHER WILL REQUIRE A BUILDING PERMIT.
LEGEND
5095
5094
5095
5094
BUILDING C
BUILDING D
BUILDING E
BUILDING F
UPPER RAIN GARDEN
LOWER RAIN
GARDEN
FFE
5100.30
FFE
5094.20
FFE
5089.00
FFE
5084.35
FFE
5095.50
FFE
5092.50
FFE
5099.37
FFE
5099.52
FFE
5099.37
FFE
509
4
.
2
5
FFE
509
3
.
7
5
FFE
509
3
.
2
5
FFE
509
2
.
7
5
FFE
509
2
.
2
5
FFE
509
1
.
7
5
FFE5091.9
5
FFE5091.7
5
FFE5091.5
5
FFE5091.3
5
FFE5091.1
5
FFE5090.9
5
SHELTER
SPORT
COURT
DOG PARK
TOT-LOT
BUILDING A
WO
O
D
R
O
W
DR
I
V
E
TR
I
A
N
G
L
E
D
R
I
V
E
9' E
X
I
S
T
I
N
G
U&D
E
9' EX
I
S
T
I
N
G
U&DE
6'
EX
I
S
T
I
N
G
U&
D
E
76' R
O
W
30
'
U,D
,
A
,
E
A
E
30'U,D,
A
,
E
A
E
30
'
U,
D
,
A
,
E
A
E
6'
E
X
I
S
T
I
N
G
U&
D
E
30
'
D
E
30'
U,D
,
A
,
E
A
E
EXI
S
T
I
N
G
5
7
'
R
O
W
30'
U,D,A
,
E
A
E
9'
U&D
E
5'3' A
C
C
E
S
S
EAS
E
M
E
N
T
R51'
AE
30
'
U,D
,
A
,
E
A
E
30
'
D
E
50
'
D
E
EX SANITARY MH
RIM=5101.43
INV NW=5090.24
INV NE=5090.20
EX SANITARY MH
RIM=5075.75
INV E=5067.17
INV SW=5072.65
INV SW=5067.52
EXISTING INLET AND
STORM DRAINS
EX SANITARY MH
RIM=5101.46
INV NE=5091.40
INV SW=5091.53
CUT INTO EXISTING WATER MAIN
NEW 8" X 8" TEE W/ T.B. AND TWO
(2) 8" GATE VALVES
8" X 6" TEE W/ TB
6" GV & 8" GV
81.21 LF 8" PVC SEWERLINE
72.59 LF 8" PVC
WATERLINE
SMH-3
22.8 LF 12" HDPE STORM DRAIN
43.5 LF 12" HDPE
STORM DRAIN
109.7 LF 15" HDPE
STORM DRAIN
330 LF 4" PERFORATED PIPE,
SEE LID PLANS
SAWCUT AND REPLACE
EXISTING PAVEMENT
IN THIS AREA
27.95 LF 24" HDPE
STORM DRAIN
217.8 LF 4" SLOTTED PVC PIPE,
SEE LID PLANS
8" X 6"
TEE W/
TB
6" GV
90 DEG. BEND W/
TB AND 8" GV
SMH-2
EX SANITARY MH
RIM=5087.07
INV NW=5076.63
INV NE=5076.50
INV SW=5076.60
4" FIRE LINE
1-1/2" WATER
SERVICE
IRRIGATION CONTROLLER
1.5" WATER IRRIGATION
SERVICE W/ METER
4" FIRE LINE
1-1/2" WATER SERVICE
4" SEWER SERVICE
4" SEWER
SERVICE
4" FIRE LINE
1-1/2" WATER SERVICE
4" SEWER SERVICE
HYDRANT ASSEMBLY
4" SEWER SERVICE
EX SANITARY MH
RIM=5081.77
INV NE=5074.65
INV SW=5074.84
149.34 LF 8" PVC
WATERLINE
4" FIRE LINE
3/4" WATER SERVICE
1-1/2" WATER SERVICE
79 LF 12" HDPE
STORM DRAIN
168.14 LF 8" PVC
SEWERLINE
8" X 4" TEE W/ TB 4" GV
8" X 4" TEE
W/ TB 4" GV
8" X 4" TEE
W/ TB 4" GV
8" X 4" TEE
W/ TB 4" GV
EXISTING 1-1/2"
WATER SERVICE
10' TYPE 'R' INLET
MANHOLE LID-1
12" HDPE FES
OUTLET CONTROL
STRUCTURE - 1
10' TYPE "R" INLET
MANHOLE LID-2
OUTLET CONTROL
STRUCTURE - 2
111.8 LF 12" HDPE
STORM DRAIN63.3 LF 12" HDPE
STORM DRAIN
161.2 LF 15" HDPE
STORM DRAIN
98.2 LF 12" HDPE
STORM DRAIN
156.52 LF 12" HDPE
STORM DRAIN
10.6 LF 12" HDPE
STORM DRAIN
31.4 LF 12" HDPE
STORM DRAIN
12.0 LF 12" HDPE
STORM DRAIN
96.5 LF 12" HDPE
STORM DRAIN
24.5 LF 12" HDPE
STORM DRAIN
106.0 LF 12" HDPE
STORM DRAIN
1.7 LF 12" HDPE
STORM DRAIN
8.4 LF 12" HDPE
STORM DRAIN95.8 LF 12" HDPE
STORM DRAIN
32.7 LF 12" HDPE
STORM DRAIN
1.2 LF 12" HDPE
STORM DRAIN
40.5 LF 12" HDPE
STORM DRAIN
EXISTING
RELOCATED FIRE
HYDRANT
376.62 LF 8" PVC
WATERLINE
215.28 LF 8" PVC
SEWERLINE
SMH-4
EXISTING 8 X 8 TEE
EXISTING 8" WATER LINE
EXISTING 4"
FIRE LINE
EXISTING 1-1/2"
WATER SERVICE
EXISTING 4"
FIRE LINE
EXISTING 4"
SEWER
SERVICE
EXISTING 4"
SEWER
SERVICE
4" SEWER
SERVICE
4" SEWER
SERVICE
10 LF 4" SOLID PVC PIPE 16.5 LF 12" HDPE STORM DRAIN
MANHOLE LID-3
12" HDPE FES
REMOVE EXISTING
TEMPORARY HYDRANT,
EXTEND HYDRANT LEAD
15.0', AND REINSTALL
HYDRANT, WITH PUMPER
PORT FACING DRIVE AISLE
EXISTING
STREET LIGHT
SIDEWALK
CHASE,
(TYP)METER
BANK (TYP)
TRANSFORMER
(TYP)
EXISTING SPEED HUMP TO BE
REMOVED AND RELOCATED
BUILDING B
RETAINING WALL
RETAINING
WALL
(3) STEPS
(4) STEPS
(3) STEPS
(2) STEPS
RETAINING WALL
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NEW MANHOLE CONSTRUCTED
OVER EXISTING SANITARY MAIN
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LEGEND
PROPOSED STORM DRAIN
WITH MANHOLE
PROPOSED STORM INLET
PROPOSED SANITARY SEWER
WITH MANHOLE
PROPOSED WATERLINE WITH
VALVE & FIRE HYDRANT
PROPOSED WATERLINE TAP METER
PROPOSED FIRELINE TAP
PROPOSED PRIMARY ELECTRIC LINE
PROPOSED SECONDARY ELECTRIC LINE
PROPOSED IRRIGATION LINE
WITH METER
EXISTING SANITARY SEWER
EXISTING WATERLINE
EXISTING STORM DRAIN PIPE
EXISTING STREET LIGHT
EXISTING FIRE HYDRANT
EXISTING ELECTRIC LINE
EXISTING GAS LINE
UTILITY NOTES
1.ALL SANITARY SEWER PIPE IS 8" PVC SDR-35, UNLESS NOTED OTHERWISE..
2.ALL SANITARY SEWER, WATER AND STORMWATER CONSTRUCTION SHALL
CONFORM TO SOUTH FORT COLLINS SANITATION DISTRICT, FORT
COLLINS-LOVELAND WATER DISTRICT, AND CITY OF FORT COLLINS STORMWATER
DEVELOPMENT, RESPECTIVELY CONSTRUCTION STANDARDS AND DETAILS.
3.ALL REINFORCED CONCRETE PIPE (RCP) SHALL BE CLASS III OR BETTER UNLESS
NOTED OTHERWISE.
4.ALL WATERLINE TO BE CONSTRUCTED A MINIMUM OF 5' AND A MAXIMUM OF 6' (5'
TYPICAL) BELOW FINISHED GRADE UNLESS OTHERWISE NOTED.
5.ALL WATERLINE SERVICES TO BE SIZED AS SHOWN ON THE UTILITY PLANS.
6.PROVIDE 10' HORIZONTAL CLEARANCE BETWEEN WATER AND SEWER PIPES.
7.SEE UTILITY PLANS FOR EASEMENT DELINEATION, DIMENSIONS AND DETAILS.
8.SEE UTILITY DETAIL SHEETS FOR SERVICE CONNECTION DETAILS.
9.REDUCED PRESSURE PRINCIPLE (RP) BACK-FLOW-PREVENTION-DEVICES TO BE
INSTALLED ON THE FIRE LINE RISERS AND DOMESTIC WATER SERVICES.
10.TELEPHONE AND CATV TO BE INSTALLED IN COMMON TRENCH WITH POWER.
NORTH
0
SCALE:1" = 30'
15'30'60'90'
61
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BUILDING B
BUILDING C
BUILDING D
BUILDING E
BUILDING F
UPPER RAIN GARDEN
LOWER RAIN
GARDEN
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SHELTER
SPORT
COURT
DOG PARK
TOT-LOT
BUILDING A
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24'
76'
R
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24
'
24'
N: 1419764.910
E: 3116746.426
N: 1419821.871
E: 3116641.824
N: 1419925.535
E: 3116734.930
N: 1420022.597
E: 3116820.262
N: 1420133.420
E: 3116843.218
24'
8'
8'
8'
9'
5'
11'
20
'
20
'
N: 1419621.050
E: 3116944.340
N: 1419692.656
E: 3116863.577
N: 1419674.038
E: 3116804.669
N: 1419934.833
E: 3116648.760
N: 1420038.497
E: 3116741.866
N: 1420126.008
E: 3116919.543
N: 1420209.396
E: 3116988.073
EXISTING
STREET LIGHT
5'
5'
5'
5'
PROPOSED
LOCATION FOR
SPEED HUMP
RELOCATION
17'
17'
5'
11'
TYP. STD.
PARKING
STALL
TYP. VAN
ACCESSIBLE
PARKING
STALL
TYP. H.C.
PARKING
STALL
EXISTING H.C. RAMP
20' ROLL-OVER
CURB SECTION
SIDEWALK
CHASE WITH
SIDEWALK
WIDENING PER
CITY
STANDARD
DETAIL.
(TYP)
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NORTH
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SCALE:1" = 30'
15'30'60'90'
61
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APPROXIMATE LIMITS OF PAVEMENT
REMOVAL FOR TIE-IN OF WATER AND
SEWER MAINS SHOWN HATCHED.
APPROXIMATE LOCATION OF EXISTING
SPEED HUMP. REMOVE TO FACILITATE
TIE-IN OF WATER AND SEWER MAINS,
AND RELOCATE 50' NORTH.
REMOVE 30' OF EXISTING CURB & GUTTER
AND REPLACE WITH 20' ROLL-OVER
CURB & GUTTER, WITH 5' TRANSITION
SECTIONS ON EACH END.
INSTALL 20' WIDE X 6" THICK CONCRETE
PAD FOR EMERGENCY ACCESS.
LINE TABLE
LINE ID
L100
L101
L102
L103
L104
L105
L106
L107
LENGTH
132.33'
144.76'
62.00'
12.00'
125.50'
95.33'
15.15'
49.97'
DIRECTION
N41° 56' 11"E
N41° 56' 11"E
S33° 38' 17"E
N33° 38' 17"W
N33° 38' 17"W
N15° 09' 14"E
N74° 50' 46"W
N48° 03' 49"W
LINE TABLE
LINE ID
L142
L143
LENGTH
35.83'
15.13'
DIRECTION
N15° 09' 14"E
N07° 33' 33"E
LINE TABLE
LINE ID
L108
L109
L110
L111
L112
L113
L114
L115
L116
L117
L118
L119
L120
L121
L122
L123
L124
L125
L126
L127
LENGTH
14.94'
15.20'
12.00'
115.00'
12.00'
9.43'
12.00'
107.46'
12.02'
12.02'
12.02'
11.94'
12.11'
12.00'
12.00'
23.74'
12.00'
12.00'
23.75'
2.08'
DIRECTION
N49° 31' 40"E
N41° 58' 05"E
N48° 03' 49"W
N41° 55' 56"E
S48° 03' 49"E
N41° 56' 11"E
N48° 03' 49"W
N41° 56' 11"E
S47° 08' 49"E
N45° 22' 52"W
S35° 11' 27"E
N33° 02' 49"W
S25° 15' 36"E
S24° 46' 46"E
S24° 46' 46"E
S33° 38' 41"E
S56° 21' 19"W
S56° 21' 19"W
N33° 38' 41"W
S52° 22' 45"W
LINE TABLE
LINE ID
L128
L129
L130
L131
L132
L133
L134
L135
L136
L137
L138
L139
L140
L141
L144
L145
L146
L147
L148
L149
LENGTH
11.36'
11.98'
1.00'
67.67'
10.00'
22.08'
12.97'
11.97'
11.97'
0.70'
67.67'
0.71'
13.07'
44.50'
15.13'
80.33'
11.99'
10.78'
12.03'
12.03'
DIRECTION
S38° 13' 49"E
N44° 44' 03"W
S48° 03' 49"E
S41° 56' 11"W
S41° 56' 11"W
S41° 56' 11"W
S48° 03' 49"E
N41° 13' 28"E
S27° 38' 35"W
N20° 03' 41"E
S69° 56' 19"E
S20° 03' 41"W
S74° 50' 46"E
S15° 09' 14"W
N22° 44' 55"E
N15° 09' 14"E
S15° 09' 14"W
N74° 50' 46"W
N25° 19' 50"E
S27° 38' 35"W
LINE TABLE
LINE ID
L150
L151
L152
L153
L154
L155
L156
LENGTH
2.32'
0.27'
11.86'
5.36'
0.99'
70.67'
15.14'
DIRECTION
N48° 03' 49"W
N41° 56' 11"E
N40° 29' 15"E
N48° 03' 49"W
S48° 03' 49"E
S41° 56' 11"W
S34° 20' 42"W
CURVE TABLE
CURVE ID
C100
C101
C102
C103
C104
ARC LENGTH
139.76'
7.28'
100.30'
58.12'
202.87'
RADIUS
584.00'
584.00'
584.00'
37.00'
434.00'
DELTA ANGLE
013°42'41"
000°42'50"
009°50'24"
090°00'00"
026°46'57"
CHORD BEARING
N48°47'32"E
N56°00'18"E
N61°16'55"E
N29°50'46"W
N61°27'17"W
CHORD LENGTH
139.42'
7.28'
100.17'
52.33'
201.03'
CURVE TABLE
CURVE ID
C105
C106
C107
C108
C109
C110
C111
C112
C113
C114
C115
C116
C117
C118
C119
C120
C121
C122
C123
C124
C125
C126
C127
ARC LENGTH
7.85'
7.85'
7.85'
9.81'
7.81'
8.45'
7.81'
109.02'
7.81'
11.19'
11.11'
7.90'
83.31'
7.73'
0.12'
59.72'
40.96'
40.97'
8.53'
63.00'
7.90'
27.20'
6.29'
RADIUS
5.00'
5.00'
5.00'
613.00'
5.00'
596.00'
5.00'
613.00'
5.00'
596.00'
596.00'
5.00'
613.00'
5.00'
595.98'
572.00'
25.00'
24.98'
5.04'
555.00'
5.00'
572.00'
4.00'
DELTA ANGLE
090°00'00"
090°00'00"
090°00'00"
000°55'00"
089°31'24"
000°48'45"
089°31'24"
010°11'25"
089°31'24"
001°04'34"
001°04'04"
090°28'36"
007°47'13"
088°34'11"
000°00'43"
005°58'56"
093°53'05"
093°59'41"
096°51'11"
006°30'14"
090°30'19"
002°43'29"
090°05'58"
CHORD BEARING
N3°03'49"W
N86°56'11"E
N3°03'49"W
N42°23'41"E
N88°05'28"E
N43°44'10"E
N0°37'10"W
N49°42'50"E
S79°57'09"E
N55°49'26"E
N56°53'45"E
N12°11'29"E
N61°46'53"E
S69°32'42"E
N66°10'34"E
S63°13'53"W
S13°17'52"W
N80°34'51"W
S3°42'54"W
S48°31'04"W
N89°59'12"W
S43°23'54"W
S3°00'50"E
CHORD LENGTH
7.07'
7.07'
7.07'
9.81'
7.04'
8.45'
7.04'
108.88'
7.04'
11.19'
11.11'
7.10'
83.25'
6.98'
0.12'
59.69'
36.53'
36.53'
7.55'
62.97'
7.10'
27.20'
5.66'
CURVE TABLE
CURVE ID
C128
C129
C130
C131
C132
C133
C134
C135
C136
C137
C138
C139
C140
C141
C142
C143
C144
C145
C146
C147
C148
C149
C150
ARC LENGTH
7.85'
39.27'
0.18'
7.91'
96.00'
7.91'
12.53'
6.65'
6.63'
76.97'
9.81'
98.13'
38.48'
8.01'
82.24'
7.80'
8.11'
7.80'
115.50'
7.73'
40.06'
6.16'
7.85'
RADIUS
5.00'
25.00'
422.00'
5.00'
405.00'
5.00'
422.00'
4.00'
4.00'
49.00'
5.00'
50.00'
25.00'
5.00'
463.00'
5.00'
446.00'
5.00'
463.00'
5.00'
25.00'
4.00'
5.00'
DELTA ANGLE
090°00'00"
090°00'00"
000°01'30"
090°41'13"
013°34'52"
090°41'13"
001°42'07"
095°11'35"
094°54'26"
090°00'00"
112°26'47"
112°26'47"
088°11'31"
091°48'29"
010°10'36"
089°21'53"
001°02'32"
089°21'53"
014°17'36"
088°33'04"
091°49'09"
088°10'51"
090°00'00"
CHORD BEARING
S86°56'11"W
S3°03'49"E
S48°04'34"E
N86°34'04"E
S55°33'59"E
S17°42'01"E
S63°53'41"E
N67°39'28"E
S27°23'33"E
S29°50'46"E
S41°04'09"E
S41°04'09"E
N28°56'31"W
S61°03'29"W
N69°45'28"W
N19°21'07"W
N63°30'47"W
S72°19'32"W
N55°12'37"W
N3°47'17"W
S86°01'37"W
S3°58'23"E
S86°56'11"W
CHORD LENGTH
7.07'
35.36'
0.18'
7.11'
95.78'
7.11'
12.53'
5.91'
5.89'
69.30'
8.31'
83.12'
34.79'
7.18'
82.13'
7.03'
8.11'
7.03'
115.20'
6.98'
35.91'
5.57'
7.07'
Sheet:
Of:
Date:
Job No:
Drawn:
Design:
Scale:
Checked:
NO
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MAY 30, 2023
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D
TRIANGLE DRIVE
509
9
51
0
0
50
9
8
50
9
7
50
9
6
50
9
5
50
9
4
50
9
3
50
9
2
50
9
1
50
9
0
50
8
9
50
8
8
50
8
7
50
8
6
50
8
5
50
8
4
50
8
3
50
8
5
50
8
550
8
6
50
8
7
50
8
4
5083
5087 5086
508
5
508
4
EXISTING 8" PVC
WATER MAIN
EXISTING 8" PVC
WATER MAIN STUB
REMOVE EXISTING
TEMPORARY HYDRANT
AND EXTEND WATER MAIN
PER PLAN & PROFILE
SALVAGE AND REINSTALL
HYDRANT AT STA. 0+59.20
8" x 6" TEE (W) FOR
HYDRANT ASSEMBLY STA.
0+59.20, O/S 5' L 1.5" WATER SERVICE (W)
STA. 1+13.55, O/S 5' L
8" x 4" FIRE LINE TEE & G.V.(W)
STA. 1+ 27.85, O/S 5' L
0.75" WATER SERVICE (E)
STA. 2+36.07, O/S 5' L
1.5" WATER SERVICE (W)
STA. 2+52.89, O/S 5' L 8" x 4" FIRE LINE TEE & G.V. (W)
STA. 2+67.19, O/S 5' L
11.25 DEG. BEND
STA. 3+86.60, O/S 9.49' L
1.5" WATER SERVICE (W)
STA. 3+79.98, O/S 8.62' L
8' x 4" FIRE LINE TEE & G.V. (W)
STA. 3+89.90, O/S 9.08' L
90 DEG. BEND
STA. 4+57.27, O/S 5' L
8" X 6" SWIVEL TEE (S)
FOR HYDRANT ASSEMBLY
STA. 1+17.55, O/S 5.0' L
1.5" WATER SERVICE (N)
STA. 1+53.11, O/S 5.0' L
8" X 4" FIRE LINE TEE & G.V.
(N) STA. 2+14.27, O/S 5.0' L
BUILDING
B
BUILDING
C
BUILDING
D
BUILDING
E
BUILDING
F
SHELTER
TOT-LOT SPORT
COURT
CUT EXISTING WATER MAIN AND INSTALL NEW 8" X 8"
TEE W/ T.B. AND TWO 8" GATE VALVES.
CONTRACTOR TO EXPOSE EXISTING WATER MAIN AND
CONFIRM ELEVATION PRIOR TO COMMENCING
CONSTRUCTION. NEW WATER MAIN IS TO BE
INSTALLED EASTWARD FROM EXISTING WATER MAIN.
50995099
509
9
509
9
51
0
2
510
1
510
0
50
9
9
50
9
8
50
9
7
50
9
6
50
9
5
50
9
4
50
9
3
50
8
6
50
8
5
50
8
4
50
8
3
50
8
2
50
8
1
5097
50
8
6
508
3
5095
5096
509
8
5065
5070
5075
5080
5085
5090
5095
5065
5070
5080
5090
0+00 1+00 2+00 3+00 4+00
0+00 1+00 2+00 3+00 4+00
1.
5
'
M
I
N
.
CL
E
A
R
8"
X
6
"
S
W
I
V
E
L
T
E
E
(
S
)
FO
R
H
Y
D
R
A
N
T
A
S
S
E
M
B
L
Y
ST
A
.
1
+
1
7
.
5
5
1.
5
"
W
A
T
E
R
S
E
R
V
I
C
E
T
A
P
(
N
)
ST
A
.
1
+
5
3
.
1
1
8"
X
4
"
F
I
R
E
L
I
N
E
T
E
E
&
G
.
V
.
(N
)
S
T
A
.
2
+
1
4
.
2
7
FFE OF ADJACENT
BUILDING NORTH
4" SAN SEWER LATERAL CROSSING
STA.1+81.31
MIN. INV. EL. AT CROSSING = 5080.84
MAX. INV. EL. AT CROSSING = 5084.91
EXISTING 8" PVC WATER MAIN
5070
5075
5080
5085
5090
5095
5100
5105
5110
5115
5070
5080
5090
5100
5110
-1+00 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00
-1+00 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00
1.
5
'
M
I
N
.
CL
E
A
R
1.
5
'
M
I
N
.
CL
E
A
R
8"
x
6
"
S
W
I
V
E
L
T
E
E
(
W
)
FO
R
H
Y
D
R
A
N
T
A
S
S
E
M
B
L
Y
ST
A
.
0
+
5
9
.
2
0
1.
5
"
W
A
T
E
R
S
E
R
V
I
C
E
T
A
P
(
W
)
ST
A
.
1
+
1
3
.
5
5
8"
x
4
"
F
I
R
E
L
I
N
E
T
E
E
W
/
G
.
V
.
(
W
)
ST
A
.
1
+
2
7
.
8
5
8"
9
0
D
E
G
.
B
E
N
D
ST
A
.
5
+
5
7
.
2
7
1.
5
"
W
A
T
E
R
S
E
R
V
I
C
E
T
A
P
(
W
)
ST
A
.
2
+
5
2
.
8
9
8"
x
4
"
F
I
R
E
L
I
N
E
T
E
E
&
G
.
V
.
(W
)
S
T
A
.
2
+
6
7
.
1
9
1.
5
"
W
A
T
E
R
S
E
R
V
I
C
E
T
A
P
(
W
)
ST
A
.
3
+
7
9
.
9
8
8"
x
4
"
F
I
R
E
L
I
N
E
T
E
E
&
G
.
V
.
(
W
)
ST
A
.
3
+
8
9
.
9
0
8"
1
1
.
2
5
D
E
G
.
B
E
N
D
ST
A
.
3
+
8
6
.
6
0
0.
7
5
"
W
A
T
E
R
S
E
R
V
I
C
E
T
A
P
(
E
)
2+
3
6
.
0
7
,
ST
A
=
5
+
6
2
.
4
3
1.99%
-4.36
%
ST
A
=
0
+
3
3
.
0
0
EL
E
V
=
5
0
9
8
.
2
9
EL
E
V
=
5
0
8
0
.
9
7
-3.00%
4" SAN. SEWER LATERAL CROSSING.
STA.1+75.00
MIN.INV. EL. AT CROSSING POINT = 5093.45
MAX.INV. EL. AT CROSSING POINT = 5095.28
EXISTING 8" PVC
WATER MAIN IN AVONDALE RD.
STA. 0+00.00
EXISTING 8" PVC
WATER MAIN STUB,
APPROX. 30 L.F.
4" SAN. SEWER LATERAL CROSSING
STA. 3+14.40
MIN. INV. EL. AT CROSSING = 5087.31
MAX. INV. EL. AT CROSSING = 5089.18
DRIVE AISLE CENTERLINE PROFILE
EXISTING GROUND PROFILE ALONG DRIVE AISLE CENTERLINE
Sheet:
Of:
Date:
Job No:
Drawn:
Design:
Scale:
Checked:
NO
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B
H
O
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E
MAY 30, 2023
RI
D
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E
W
O
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F
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F
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A
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05
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3
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2
0
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3
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D
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M
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A
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12
/
2
0
/
2
0
2
3
RE
S
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B
M
I
T
T
A
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0
SCALE:1"=40'
20'40'80'120'
NORTH
WEST ACCESS DRIVE - WATER
PROFILE
WEST ACCESS DRIVE & EMERGENCY ACCESS - WATER
PLAN
HORIZONTAL SCALE: 1" = 40'
VERTICAL SCALE: 1" = 4'
EMERGENCY ACCESS - WATER
PROFILE
HORIZONTAL SCALE: 1" = 40'
VERTICAL SCALE: 1" = 4'
61
1
2
E
.
S
i
e
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n
a
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509
9
50
9
8
50
9
7
50
9
6
50
9
5
50
9
4
50
9
3
50
9
2
50
9
1
50
9
0
50
8
9
50
8
8
50
8
7
50
8
6
50
8
5
50
8
4
50
8
3
50
8
2
50
8
7
50
8
6
50
8
4
5083
50
8
4
50
8
7
5086
5085 5084
508
3
50
8
8
SMH N-4
STA. 1+70.33, O/S 5' R
4" SAN SERVICE (W)
STA. 1+77.00
4" SAN SEWER SERVICE (W)
STA. 3+16.40
4" SAN SEWER SERVICE (E)
STA. 3+24.50
SMH N-2
STA. 4+67.21, O/S 5' R
SMH N-3
STA. 3+85.63, O/S 0.59' R
SAN. C.O.
INV. = 5096.80
SAN. C.O.
INV. = 5090.70
SAN. C.O.
INV. = 5091.76
SAN. C.O.
INV. = 5092.60
SMH N-1
STA. 2+67.02, O/S 5' R
4" SAN SEWER SERVICE
STA. 1+91.21, O/S 5.0' R
4" SAN SEWER SERVICE
STA. 1+83.31, O/S 5.0' R
SAN.C.O.
INV. = 5085.50
SAN.C.O.
INV. = 5080.60
BUILDING E
FFE = 5089.00
BUILDING F
FFE = 5084.35
BUILDING DBUILDING C
BUILDING B
TOT-LOT
SHELTER
SPORTS
COURT
509
5
5096
5097
509
8
509
9
510
0
510
2
5101
510
0
509
9
50
9
8
50
9
7
50
9
6
50
9
5
50
9
4
50
9
3
50
9
2
509
1
50
9
0
508
9
50
8
8
508
7
508
6
508
5
5083
5082
0+00 1+00 2+00 3+00
4+00
5+00
5+99
0+
0
0
1+
0
0
2+
0
0
3+
0
0
5070
5075
5080
5085
5090
5095
5100
5105
5110
5115
5070
5080
5090
5100
5110
-1+00 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00
-1+00 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00
SM
H
N
-
2
ST
A
.
4
+
6
7
.
2
1
,
O
/
S
5
'
R
RI
M
=
5
0
8
4
.
3
7
IN
V
.
I
N
(
S
)
=
5
0
7
7
.
1
4
IN
V
.
O
U
T
(
W
)
=
5
0
7
6
.
9
4
SM
H
N
-
3
ST
A
.
3
+
8
5
.
6
3
,
O
/
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0
.
5
9
R
RI
M
=
5
0
8
7
.
7
6
IN
V
.
I
N
(
S
)
=
5
0
8
0
.
6
9
IN
V
.
O
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T
(
N
)
=
5
0
8
0
.
4
9
SM
H
N
-
4
ST
A
.
1
+
7
0
.
3
3
RI
M
=
5
0
9
7
.
2
9
.
IN
V
.
O
U
T
(
N
)
=
5
0
8
9
.
8
3
6"
S
A
N
.
S
E
R
V
I
C
E
(
W
)
ST
A
.
1
+
7
7
.
0
0
6"
S
A
N
.
S
E
R
V
I
C
E
(
W
)
ST
A
.
3
+
1
6
.
4
0
ST
A
=
5
+
6
2
.
4
3
1.99%
-4.36
%
ST
A
=
0
+
3
3
.
0
0
EL
E
V
=
5
0
9
8
.
2
9
EL
E
V
=
5
0
8
0
.
9
7
-3.00%
DRIVE AISLE CENTERLINE PROFILE
EXISTING GROUND PROFILE
ALONG DRIVE AISLE CENTERLINE
0.75" WATER SERVICE (E)
STA. 2+36.07, EL. 5058.9 ±
215.3 LF 8" PVC SDR 35
SAN. SEWER MAIN @
4.33%
81.58 LF 8" PVC SDR 35 SAN.
SEWER MAIN @ 4.32%
5065
5070
5075
5080
5085
5090
5095
5065
5070
5080
5090
0+00 1+00 2+00 3+00 4+00
0+00 1+00 2+00 3+00 4+00
SM
H
N
-
2
ST
A
.
0
+
9
5
.
0
0
,
O
/
S
5
.
0
0
'
R
RI
M
=
5
0
8
4
.
3
7
IN
V
.
I
N
(
S
)
=
5
0
7
7
.
1
4
IN
V
.
O
U
T
(
W
)
=
5
0
7
6
.
9
4
SM
H
N
-
1
ST
A
.
2
+
6
7
.
0
2
,
O
/
S
5
.
0
'
R
RI
M
=
5
0
8
4
.
3
8
IN
V
.
I
N
(
E
)
=
5
0
7
5
.
8
3
IN
V
.
O
U
T
(
N
)
=
5
0
7
5
.
6
3
4"
S
A
N
S
E
R
V
I
C
E
(
N
)
ST
A
.
1
+
9
1
.
2
1
6"
S
A
N
S
E
R
V
I
C
E
(
S
)
ST
A
.
1
+
8
3
.
3
1
172.00 L.F. 8" PVC SAN
SEWER @ 0.66%
Sheet:
Of:
Date:
Job No:
Drawn:
Design:
Scale:
Checked:
NO
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:
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W
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R
P
L
A
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&
P
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F
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10
/
2
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/
2
0
2
2
2N
D
R
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S
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B
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I
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T
A
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-
N
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S
E
MAY 30, 2023
RI
D
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W
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I
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F
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F
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2912
05
/
3
0
/
2
0
2
3
3R
D
R
E
S
U
B
M
I
T
T
A
L
12
/
2
0
/
2
0
2
3
RE
S
U
B
M
I
T
T
A
L
NORTH
0
SCALE:1"=40'
20'40'80'120'
WEST ACCESS DRIVE - SANITARY SEWER
PROFILE
WEST ACCESS DRIVE & EMERGENCY ACCESS - SANITARY SEWER
PLAN
HORIZONTAL SCALE: 1" = 40'
VERTICAL SCALE: 1" = 4'
EMERGENCY ACCESS - SANITARY SEWER
PROFILE
HORIZONTAL SCALE: 1" = 40'
VERTICAL SCALE: 1" = 4'
61
1
2
E
.
S
i
e
n
n
a
B
o
u
q
u
e
t
P
l
.
Ca
v
e
C
r
e
e
k
,
A
Z
8
5
3
3
1
TRIANGLE DRIVE
A
V
O
N
D
A
L
E
R
O
A
D
BUILDING F
5079
507
8
5081 5080
5079
5078
5077 5076
5075
5075
5076
5077
50
7
5
50
7
6
50
7
7
50
7
8
LOWER RAIN
GARDEN
MANHOLE LID-3
STA: 0+36.49
FOREBAY
UNDERDRAIN PIPINGUNDERDRAIN
CLEANOUT, (TYP)
LOWER RAIN GARDEN OUTLET
CONTROL STRUCTURE
STA: 1+37.52
EXISTING INLET IN TRIANGLE DR.
STA: 1+73.52
5060
5065
5070
5075
5080
5085
5090
5095
5100
5060
5070
5080
5090
5100
0+00 1+00 2+00
0+00 1+00 2+00
10
'
T
Y
P
E
"
R
"
I
N
L
E
T
ST
A
:
0
+
2
0
.
0
0
IN
V
.
O
U
T
:
5
0
7
6
.
7
0
MA
N
H
O
L
E
L
I
D
-
3
ST
A
:
0
+
3
6
.
4
9
IN
V
.
I
N
:
5
0
7
6
.
2
8
IN
V
.
O
U
T
:
5
0
7
5
.
9
9
12
"
D
I
A
.
H
D
P
E
F
E
S
ST
A
:
0
+
5
9
.
2
8
IN
V
.
:
5
0
7
5
.
0
0
OU
T
L
E
T
C
O
N
T
R
O
L
S
T
R
U
C
T
U
R
E
ST
A
:
1
+
3
7
.
5
2
OV
E
R
F
L
O
W
W
E
I
R
E
L
E
V
:
5
0
7
5
.
7
5
IN
V
.
E
L
E
V
:
5
0
7
2
.
5
0
SE
E
T
Y
P
I
C
A
L
D
E
T
A
I
L
,
T
H
I
S
S
H
E
E
T
EX
I
S
T
I
N
G
2
0
'
T
Y
P
E
"
R
"
I
N
L
E
T
ST
A
:
1
+
6
2
.
6
2
IN
V
.
I
N
:
5
0
7
0
.
6
9
16.49 LF 12" HDPE
N-12 STORM
PIPE @ 5.00%
15" DIA. HDPE STORM PIPE
STA.: 0+45.00
T.O.P. ELEV.: 5073.55
22.79 LF 12" HDPE N-12
STORM PIPE @ 5.00%
2.
0
'
CL
R
4" DIAPHRAGM AGGREGATE LAYER
4" DIA. SLOTTED / PERFORATED
PVC UNDERDRAIN PIPE
FOR SPECIFICATION, SEE SHT. 28
8" RESERVOIR AGGREGATE LAYER
LOWER RAIN GARDEN
PONDING DEPTH = 9"
18" BIORETENTION SAND
MEDIA LAYER SEE DETAIL,
SHT. 28
FLOOR OF RAIN GARDEN
ELEV.: 5075.0
SUB-DRAIN CLEANOUT ONE
PER PIPE RUN SEE DETAIL,
SHT. 28
LOWER RAIN GARDEN FOREBAY
SEE DETAIL, THIS SHEET
FINISHED GROUND PROFILE
OVER STORM PIPING (TYP)
27.87 LF 12" HDPE N-12
STORM PIPE @ 6.49%
5.0'
(TYPICAL ALL SIDES)
6"
(T
Y
P
)
EXCESS RUNOFF OUTLET PIPE
(SIZE VARIES, SEE TABLE THIS SHEET)
A
REINFORCED CONCRETE OUTLET CONTROL STRUCTURE
#5 REBAR @ 1.0' O/C E/W (TYPICAL ALL WALLS)
4" SUB-DRAIN DISCHARGE PIPE
A
1
4
EXCESS
RUNOFF
OUTLET
PIPE
8"
4" DIA. SLOTTED / PERFORATED PVC
UNDERDRAIN PIPE
8" RESERVOIR AGGREGATE LAYER
18" BIOREMEDIATION SAND MEDIA LAYER
FLOOR OF RAIN GARDEN
WATER QUALITY CAPTURE VOLUME
WATER SURFACE
(SEE TABLE FOR ELEV.)
OUTLINE OF CONCRETE
STRUCTURE BENEATH
"U" BRACKET HINGE W/ 3/4"
S.S. ANCHOR BOLTS (2 REQ'D)
WELD EACH BAR ALL AROUND
PRIOR TO GALVANIZING
1-1/2" ANGLE IRON FRAME
1" DIA. TRASH RACK BARS
4" MAX. OPENING (TYP)
6" x 2" x 5/8" THICK LOCK-DOWN
BAR W/ 2-1/4" x 1/2" SLOT FOR
LOCKING TAB, WELDED TO TOP OF
TRASH RACK.
2" x 3/8" x 6" LONG LOCKING TAB W/ 1/4"
HOLE FOR PAD LOCK, INSET IN CONCRETE,
PROJECTING 2-1/2" ABOVE CONCRETE4'-9"
5'
4" DIAPHRAGM AGGREGATE LAYER
3"
C
L
R
4
1
6" W x 12" H x 30" L REINFORCED CONCRETE
ENERGY DISSIPATION BAFFLE, CENTERED
ON ALIGNMENT OF INFLOW STORM PIPE
#5 REBAR @ 6" O/C E/W
VARIES (10.0' MAX.)
REINFORCED CONCRETE FOREBAY PAN
#5 REBAR @ 12" O/C E/W
FLOOR OF RAIN GARDEN
NON-WOVEN GEOTEXTILE
FILTER BLANKET
DIAPHRAGM AGGREGATE LAYER
1.
5
'
±
1" WIDE x FULL DEPTH
DRAINAGE SLOTS IN
FOREBAY OVERFLOW WEIR
6"
12
"
6"
RIP RAP EROSION BLANKET
(3' WIDE x 6" DEEP ALONG FULL
LENGTH OF OVERFLOW WEIR
AND UP THE SIDE SLOPES OF
THE RAIN GARDEN TO A HEIGHT
APPROX. 6" ABOVE THE TOP OF
THE OVERFLOW WEIR.)
BIORETENTION SAND
MEDIA LAYER
18
"
4"
8"
RESERVOIR AGGREGATE LAYER
WITH UNDERDRAIN
12" H x 6" W REINFORCED CONCRETE
FOREBAY OVERFLOW WEIR
12" HDPE N-12 INFLOWS STORM PIPE
W/ FLARED END SECTION
12"
508
6
508
5
508
4
508
3
50
8
2
50
8
1
508
0
50
7
9
50
7
8
5079
5078
5077
5076
REINFORCED CONCRETE
FOREBAY FLOOR
RIPRAP EROSION
PROTECTION BLANKET
6'
TOE OF SLOPE
12"
3'
RIPRAP EROSION
PROTECTION BLANKET
SLOTTED CONCRETE
OVERFLOW WEIR
INFLOW STORM PIPE
FES
REINFORCED
CONCRETE ENERGY
DISSIPATION BAFFLE
(6" THICK)
Sheet:
Of:
Date:
Job No:
Drawn:
Design:
Scale:
Checked:
NO
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S
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9
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/
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0
2
3
9
:
2
8
A
M
PL
O
T
D
A
T
E
:
14
ST
O
R
M
P
L
A
N
&
P
R
O
F
I
L
E
-
L
O
W
E
R
R
A
I
N
G
A
R
D
E
N
10
/
2
8
/
2
0
2
2
2N
D
R
E
S
U
B
M
I
T
T
A
L
-
N
O
C
L
U
B
H
O
U
S
E
MAY 30, 2023
RI
D
G
E
W
O
O
D
H
I
L
L
S
F
I
F
T
H
F
I
L
I
N
G
-
M
A
FI
N
A
L
U
T
I
L
I
T
Y
P
L
A
N
S
FO
R
T
C
O
L
L
I
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S
,
CO
L
O
R
A
D
O
2914
05
/
3
0
/
2
0
2
3
3R
D
R
E
S
U
B
M
I
T
T
A
L
12
/
2
0
/
2
0
2
3
RE
S
U
B
M
I
T
T
A
L
0
SCALE:1" = 20'
10'20'40'60'
0
HORIZONTAL SCALE:1" = 20'
10'20'40'60'
VERTICAL SCALE: 1"=4'
STORM - PLAN LOWER RAIN GARDEN PROFILE
STORM - PROFILE LOWER RAIN GARDEN
DETAIL - RAIN GARDEN FOREBAY
DETAIL - RAIN GARDEN OUTLET CONTROL STRUCTURE (PLAN)
DETAIL - OUTLET CONTROL STRUCTURE (SECTION A-A)DETAIL - TRASH RACK (2 REQUIRED)
RAIN GARDEN COMPONENT ELEVATIONS & THICKNESS
UPPER RAIN GARDEN LOWER RAIN GARDEN
Rain Garden Floor Elevation:5076.00 ft.5075.00 ft.
WQCV Water Surface / Overflow Weir Sill Elevation:5076.50 ft.5075.75 ft.
Outlet Control Structure Invert Elevation:5073.50 ft.5072.50 ft.
Bioremediation Sand Media Thickness:18 in.18 in.
Diaphragm Aggregate Layer Thickness:4 in.4 in.
Reservoir Aggregate Layer Thickness:8 in.8in.
61
1
2
E
.
S
i
e
n
n
a
B
o
u
q
u
e
t
P
l
.
Ca
v
e
C
r
e
e
k
,
A
Z
8
5
3
3
1
TR
I
A
N
G
L
E
D
R
I
V
E
BUILDING F
5088
5090
5089 5088
508
7
508
6
508
5
508
4
508
3
50
8
2
50
8
1
508
0
50
7
9
50
7
8
5079
5078
5077
5076
5076
5077
5078
5078
5077
5076
5075
5074
5079
507
9
5079
507
8
5081 5080
5079
5078
5077 5076
5075
5075
5076
5077
50
7
5
50
7
6
50
7
7
50
7
8
UPPER RAIN GARDEN
LOWER RAIN
GARDEN
FOREBAY
UNDERDRAIN PIPING
UNDERDRAIN
CLEANOUT, (TYP)
10' TYPE "R" INLET
STA: 0+20.00
MANHOLE LID-3
STA: 0+36.49
FOREBAY
UNDERDRAIN PIPINGUNDERDRAIN
CLEANOUT, (TYP)
LOWER RAIN GARDEN OUTLET
CONTROL STRUCTURE
STA: 1+37.52
EXISTING INLET IN TRIANGLE DR.
STA: 1+73.52
HDPE FES
STA: 2+11.80
MANHOLE LID-1 (4' DIA.)
STA: 1+00.0010' TYPE 'R' INLET
STA: 0+36.70
UPPER RAIN GARDEN
OUTLET CONTROL STRUCTURE
STA: 3+92.52 U/S, 3+98.42 D/S
MANHOLE LID - 2 (5' DIA.)
STA: 5+12.19
5060
5065
5070
5075
5080
5085
5090
5095
5100
5060
5070
5080
5090
5100
0+00 1+00 2+00 4+00 5+00 6+00 7+00
0+00 1+00 2+00 3+00 4+00 5+00 6+00
ST
A
:
3+
9
2
.
5
2
U
/
S
=
3
+
9
8
.
4
2
D
/
S
ST
B
:
OU
T
L
E
T
C
O
N
T
R
O
L
S
T
R
U
C
T
U
R
E
UP
P
E
R
R
A
I
N
G
A
R
D
E
N
I
N
V
.
5
0
7
3
.
5
0
ST
A
:
0
+
3
6
.
7
0
IN
V
.
O
U
T
:
5
0
8
6
.
3
8
10
'
T
Y
P
E
"
R
"
I
N
L
E
T
ST
A
:
1
+
0
0
.
0
0
MA
N
H
O
L
E
L
I
D
-
1
IN
V
.
I
N
:
5
0
8
4
.
5
3
IN
V
.
O
U
T
:
5
0
8
4
.
3
1
ST
A
:
2
+
1
1
.
8
0
IN
V
.
:
5
0
7
6
.
0
0
12
"
D
I
A
.
H
D
P
E
F
E
S
ST
A
:
5
+
1
2
.
1
9
MA
N
H
O
L
E
L
I
D
-
2
IN
V
.
I
N
:
5
0
7
2
.
6
9
IN
V
.
O
U
T
:
5
0
7
2
.
6
4
ST
A
:
6
+
7
3
.
3
5
EX
I
S
T
I
N
G
2
0
'
T
Y
P
E
"
R
"
I
N
L
E
T
IN
V
.
:
5
0
7
0
.
6
9
63.30 LF 12" DIA. HDPE N-12 PIPE @ 2.92%
111.80 LF 12" HDPE N-12 STORM PIPE @ 7.53%
UPPER RAIN GARDEN
FOREBAY SEE DETAIL SHT. 13
SUB-DRAIN CLEANOUT (TYP)
FOR LOCATIONS, SEE PLAN VIEW
FLOOR OF RAIN GARDEN
ELEV.: 5076.0
1.
9
7
'
CL
R
FINISHED GROUND PROFILE
OVER STORM DRAIN
4" DIAPHRAGM AGGREGATE LAYER
18" BIOREMEDIATION SAND MEDIA
LAYER SEE TYPICAL DETAIL, SHT. 28
4" DIA. SLOTTED / PERFORATED PVC UNDERDRAIN PIPE
FOR SPECIFICATION, SEE SHT. 28
UPPER RAIN GARDEN
PONDING DEPTH = 6"
113.77 LF 18" HDPE N-12 STORM PIPE @ 1.02%
12" DIA. HDPE STORM PIPE STA:
5+51.58 B.O.P. ELEV. 5075.73
161.16 LF 18" DIA HDPE N-12 STORM
PIPE @ 1.02%
CORE DRILL EAST FACE OF
EXISTING INLET BOX TO CREATE
OPENING FOR NEW STORM PIPING
UPPER RAIN GARDEN OUTLET CONTROL STRUCTURE
FOR DETAILS, SEE SHT. 13
8" RESERVOIR AGGREGATE LAYER
Sheet:
Of:
Date:
Job No:
Drawn:
Design:
Scale:
Checked:
NO
DA
T
E
BY
CH
K
RE
V
I
S
I
O
N
S
DE
S
C
R
I
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O
N
123456
Ph
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(
3
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3
)
9
1
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5
3
8
2
la
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c
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c
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n
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CO
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:
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1
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2
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1
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B
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A
-
0
2
\
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\
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3
D
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M
-
L
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d
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L
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L
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A
T
I
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N
:
12
/
2
0
/
2
0
2
3
9
:
2
8
A
M
PL
O
T
D
A
T
E
:
13
ST
O
R
M
P
L
A
N
&
P
R
O
F
I
L
E
-
U
P
P
E
R
R
A
I
N
G
A
R
D
E
N
10
/
2
8
/
2
0
2
2
2N
D
R
E
S
U
B
M
I
T
T
A
L
-
N
O
C
L
U
B
H
O
U
S
E
MAY 30, 2023
RI
D
G
E
W
O
O
D
H
I
L
L
S
F
I
F
T
H
F
I
L
I
N
G
-
M
A
FI
N
A
L
U
T
I
L
I
T
Y
P
L
A
N
S
FO
R
T
C
O
L
L
I
N
S
,
CO
L
O
R
A
D
O
2913
05
/
3
0
/
2
0
2
3
3R
D
R
E
S
U
B
M
I
T
T
A
L
12
/
2
0
/
2
0
2
3
RE
S
U
B
M
I
T
T
A
L
0
SCALE:1" = 20'
10'20'40'60'
0
HORIZONTAL SCALE:1" = 20'
10'20'40'60'
VERTICAL SCALE: 1"=4'
STORM - PLAN UPPER RAIN GARDEN
STORM - PROFILE UPPER RAIN GARDEN
61
1
2
E
.
S
i
e
n
n
a
B
o
u
q
u
e
t
P
l
.
Ca
v
e
C
r
e
e
k
,
A
Z
8
5
3
3
1
TR
I
A
N
G
L
E
D
R
I
V
E
0+00 1+00 2+00 3+00
4+00
5+00
5+99
0+
0
0
1+
0
0
BUILDING C BUILDING D BUILDING E
BUILDING F
BUILDING B
TOT-LOT
SHELTER
SPORT
COURT
510
0
509
9
509
8
5097
509
6
509
5
50
8
7
50
8
6
50
8
5
50
8
4
50
8
3
51
0
0
509
9
5099
50
9
8
50
9
7
50
9
5
50
9
4
50
9
3
50
9
2
50
9
1
50
8
9
50
8
8
50
8
7
50
8
6
50
8
6
50
8
5
50
8
4
50
8
3
0+
0
0
1+
0
0
2+
0
0
3+
0
0
5070
5075
5080
5085
5090
5095
5100
5105
5110
5115
5070
5080
5090
5100
5110
-1+00 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00
-1+00 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00
EA
S
T
P
R
O
P
E
R
T
Y
L
I
N
E
PVI STA: 4+98.00
PVI ELEV: 5082.90
LVC: 100.00
BV
C
S
:
4
+
4
8
.
0
0
BV
C
E
:
5
0
8
5
.
0
8
EV
C
S
:
5
+
4
8
.
0
0
EV
C
E
:
5
0
8
1
.
4
0
PVI STA: 1+10.00
PVI ELEV: 5099.82
LVC: 100.00
BV
C
S
:
0
+
6
0
.
0
0
BV
C
E
:
5
0
9
8
.
8
3
EV
C
S
:
1
+
6
0
.
0
0
EV
C
E
:
5
0
9
7
.
6
4
DRIVE AISLE CENTERLINE PROFILE
EXISTING GROUND PROFILE
ALONG DRIVE AISLE CENTERLINE
K = 15.75
K = 73.53
4+
6
8
.
0
0
50
8
4
.
2
4
4+
8
8
.
0
0
50
8
3
.
4
4
5+
0
8
.
0
0
50
8
2
.
7
1
5+
2
8
.
0
0
50
8
2
.
0
3
0+
8
0
.
0
0
50
9
9
.
0
9
1+
0
0
.
0
0
50
9
9
.
1
1
1+
2
0
.
0
0
50
9
8
.
8
7
1+
4
0
.
0
0
50
9
8
.
3
8
ST
A
=
5
+
6
2
.
4
3
1.99%
-4.36
%
ST
A
=
0
+
3
3
.
0
0
EL
E
V
=
5
0
9
8
.
2
9
EL
E
V
=
5
0
8
0
.
9
7
-3.00%
7' SIDEWALK
17' PARKING 24' DRIVE AISLE
12' TRAVEL LANE 12' TRAVEL LANE
5'
GARAGE
APRON
3' CONCRETE VALLEY PANVERTICAL CURB W/
18" GUTTER, (TYP)
Sheet:
Of:
Date:
Job No:
Drawn:
Design:
Scale:
Checked:
NO
DA
T
E
BY
CH
K
RE
V
I
S
I
O
N
S
DE
S
C
R
I
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O
N
123456
Ph
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:
(
3
0
3
)
9
1
3
-
5
3
8
2
la
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c
o
w
e
n
@
c
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m
c
a
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t
.
n
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E
N
CO
N
S
U
L
T
I
N
G
GR
O
U
P
,
I
N
C
.
DR
A
W
N
B
Y
:
da
v
i
d
Z:
\
S
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a
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d
\
P
r
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c
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s
\
1
1
1
O
w
e
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C
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n
s
u
l
t
i
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g
\
1
1
1
-
2
0
0
1
F
C
R
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d
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w
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H
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l
l
s
N
o
r
t
h
\
A
u
t
o
C
A
D
\
1
1
1
-
2
0
0
1
F
C
R
i
d
g
e
w
o
o
d
H
i
l
l
s
T
r
a
c
t
B
M
A
-
0
2
\
D
W
G
\
C
3
D
_
R
O
A
D
-
P
P
.
d
w
g
FI
L
E
L
O
C
A
T
I
O
N
:
12
/
2
0
/
2
0
2
3
9
:
2
8
A
M
PL
O
T
D
A
T
E
:
15
WE
S
T
A
C
C
E
S
S
D
R
I
V
E
P
L
A
N
&
P
R
O
F
I
L
E
10
/
2
8
/
2
0
2
2
2N
D
R
E
S
U
B
M
I
T
T
A
L
-
N
O
C
L
U
B
H
O
U
S
E
MAY 30, 2023
RI
D
G
E
W
O
O
D
H
I
L
L
S
F
I
F
T
H
F
I
L
I
N
G
-
M
A
FI
N
A
L
U
T
I
L
I
T
Y
P
L
A
N
S
FO
R
T
C
O
L
L
I
N
S
,
CO
L
O
R
A
D
O
0
SCALE:1" = 40'
20'40'80'120'
2915
SEE PLAN
05
/
3
0
/
2
0
2
3
3R
D
R
E
S
U
B
M
I
T
T
A
L
12
/
2
0
/
2
0
2
3
RE
S
U
B
M
I
T
T
A
L
NORTH
HORIZONTAL SCALE: 1" = 40'
VERTICAL SCALE:
HORIZONTAL SCALE
WEST ACCESS DRIVE
ROAD PROFILE
WEST ACCESS DRIVE
ROAD PLAN
TYPICAL INTERIOR DRIVE AISLE SECTION W/ GARAGE
N.T.S.
61
1
2
E
.
S
i
e
n
n
a
B
o
u
q
u
e
t
P
l
.
Ca
v
e
C
r
e
e
k
,
A
Z
8
5
3
3
1
TRIANGLE DRIVE
A
V
O
N
D
A
L
E
R
O
A
D
0+
0
0
1+
0
0
2+
0
0
0+00
1+00 2+00
3+0
0
4+
0
0
4+
5
9
BUILDING B BUILDING A
50
9
9
50
9
8
50
9
7
50
9
6
50
9
5
50
9
9
50
9
9
509
8
5097
5080
5085
5090
5095
5100
5105
5110
5115
5080
5090
5100
5110
-1+50 -1+00 0+00 1+00 2+00 3+00 4+00 5+00 6+00
-1+50 -1+00 0+00 1+00 2+00 3+00 4+00 5+00 6+00
1.98%-4.26
%
-1.00%
1.00%
PVI STA: 1+88.11
PVI ELEV: 5091.49
LVC: 100.00
BV
C
S
:
1
+
3
8
.
1
1
BV
C
E
:
5
0
9
3
.
6
2
EV
C
S
:
2
+
3
8
.
1
1
EV
C
E
:
5
0
9
0
.
9
9
PVI STA: 3+73.10
PVI ELEV: 5089.64
LVC: 50.00
BV
C
S
:
3
+
4
8
.
1
0
BV
C
E
:
5
0
8
9
.
8
9
EV
C
S
:
3
+
9
8
.
1
0
EV
C
E
:
5
0
8
9
.
8
9
PVI STA: 0+37.00
PVI ELEV: 5097.92
LVC: 50.00
BV
C
S
:
0
+
1
2
.
0
0
BV
C
E
:
5
0
9
7
.
4
3
EV
C
S
:
0
+
6
2
.
0
0
EV
C
E
:
5
0
9
6
.
8
6
ST
A
=
0
+
0
0
.
0
0
EL
E
V
=
5
0
9
7
.
1
9
ST
A
=
4
+
2
1
.
2
8
EL
E
V
=
5
0
9
0
.
1
2
EL
E
V
=
5
0
8
9
.
9
8
PR
O
P
E
R
T
Y
L
I
N
E
/
B
.
O
.
W
.
ST
A
=
4
+
5
9
.
2
8
C/
L
A
V
O
N
D
A
L
E
R
D
.
V.C. CENTERLINE
INT. STNS & ELEVS
0+22.00 5097.57
0+32.00 5097.58
0+42.00 5097.47
0+52.00 5097.23
1+
5
8
.
1
1
50
9
2
.
8
3
1+
7
8
.
1
1
50
9
2
.
1
8
1+
9
8
.
1
1
50
9
1
.
6
5
2+
1
8
.
1
1
50
9
1
.
2
5
V.C. CENTERLINE
INT. STNS & ELEVS
3+58.10 5089.81
3+68.10 5089.77
3+78.10 5089.77
3+88.10 5089.81
K= 8.01 K= 30.67 K= 25.00
DESIGN
CENTERLINE
PROFILE
Sheet:
Of:
Date:
Job No:
Drawn:
Design:
Scale:
Checked:
NO
DA
T
E
BY
CH
K
RE
V
I
S
I
O
N
S
DE
S
C
R
I
P
T
I
O
N
123456
Ph
o
n
e
:
(
3
0
3
)
9
1
3
-
5
3
8
2
la
r
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y
c
o
w
e
n
@
c
o
m
c
a
s
t
.
n
e
t
OW
E
N
CO
N
S
U
L
T
I
N
G
GR
O
U
P
,
I
N
C
.
DR
A
W
N
B
Y
:
da
v
i
d
Z:
\
S
h
a
r
e
d
\
P
r
o
j
e
c
t
s
\
1
1
1
O
w
e
n
C
o
n
s
u
l
t
i
n
g
\
1
1
1
-
2
0
0
1
F
C
R
i
d
g
e
w
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d
H
i
l
l
s
N
o
r
t
h
\
A
u
t
o
C
A
D
\
1
1
1
-
2
0
0
1
F
C
R
i
d
g
e
w
o
o
d
H
i
l
l
s
T
r
a
c
t
B
M
A
-
0
2
\
D
W
G
\
C
3
D
_
R
O
A
D
-
P
P
.
d
w
g
FI
L
E
L
O
C
A
T
I
O
N
:
12
/
2
0
/
2
0
2
3
9
:
2
9
A
M
PL
O
T
D
A
T
E
:
16
WE
S
T
T
O
E
A
S
T
D
R
I
V
E
P
L
A
N
&
P
R
O
F
I
L
E
10
/
2
8
/
2
0
2
2
2N
D
R
E
S
U
B
M
I
T
T
A
L
-
N
O
C
L
U
B
H
O
U
S
E
MAY 30, 2023
RI
D
G
E
W
O
O
D
H
I
L
L
S
F
I
F
T
H
F
I
L
I
N
G
-
M
A
FI
N
A
L
U
T
I
L
I
T
Y
P
L
A
N
S
FO
R
T
C
O
L
L
I
N
S
,
CO
L
O
R
A
D
O
0
SCALE:1" = 40'
20'40'80'120'
2916
05
/
3
0
/
2
0
2
3
3R
D
R
E
S
U
B
M
I
T
T
A
L
12
/
2
0
/
2
0
2
3
RE
S
U
B
M
I
T
T
A
L
WEST to EAST ACCESS DRIVE
ROAD PROFILE
WEST to EAST ACCESS DRIVE
ROAD PLAN
NORTH
HORIZONTAL SCALE: 1" = 40'
VERTICAL SCALE:
HORIZONTAL SCALE
61
1
2
E
.
S
i
e
n
n
a
B
o
u
q
u
e
t
P
l
.
Ca
v
e
C
r
e
e
k
,
A
Z
8
5
3
3
1
AVOND
A
L
E
R
O
A
D
5065
5070
5075
5080
5085
5090
5095
5065
5070
5080
5090
0+00 1+00 2+00 3+00 4+00
0+00 1+00 2+00 3+00 4+00
EMERGENCY
ACCESS
CENTERLINE
PROFILE
EXISTING GROUND PROFILE ALONG
EMERGENCY ACCESS CENTERLINE
2.74%
1.00%
BV
C
1
+
5
5
.
0
0
50
8
4
.
7
8
1+
6
5
.
0
0
50
8
4
.
5
4
1+
7
5
.
0
0
50
8
4
.
3
8
VP
I
1
+
8
0
.
0
0
50
8
4
.
1
0
1+
8
5
.
0
0
50
8
4
.
2
9
1+
9
5
.
0
0
50
8
4
.
2
8
EV
C
2
+
0
5
.
0
0
50
8
4
.
3
5
2.00%
BA
C
K
O
F
W
A
L
K
2
+
3
4
.
4
4
50
8
4
.
6
4
50' VERTICAL
CURVE
VPI STA: 1+80.00
VPI ELEV: 5084.10
K = 13.37
BA
C
K
O
F
W
A
L
K
1
+
3
6
.
0
0
50
8
5
.
3
0
EN
D
O
F
H
A
M
M
E
R
H
E
A
D
FL
O
W
L
I
N
E
0
+
3
8
.
0
0
50
8
6
.
1
7
WE
S
T
F
L
O
W
L
I
N
E
1
+
1
2
.
0
0
50
8
4
.
1
5
EA
S
T
F
L
O
W
L
I
N
E
0
+
8
8
.
0
0
50
8
4
.
7
2
4+
0
0
5+
0
0
BUILDING E
BUILDING F
5087
5086
5085
5084
5083
5087
5086
5086
5085
508
4
508
3
0+00 1+00 2+00 3+00 3+25
Sheet:
Of:
Date:
Job No:
Drawn:
Design:
Scale:
Checked:
NO
DA
T
E
BY
CH
K
RE
V
I
S
I
O
N
S
DE
S
C
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I
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T
I
O
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123456
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:
(
3
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)
9
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:
12
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2
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2
0
2
3
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:
2
9
A
M
PL
O
T
D
A
T
E
:
17
EM
E
R
G
E
N
C
Y
A
C
C
E
S
S
P
L
A
N
&
P
R
O
F
I
L
E
10
/
2
8
/
2
0
2
2
2N
D
R
E
S
U
B
M
I
T
T
A
L
-
N
O
C
L
U
B
H
O
U
S
E
MAY 30, 2023
RI
D
G
E
W
O
O
D
H
I
L
L
S
F
I
F
T
H
F
I
L
I
N
G
-
M
A
FI
N
A
L
U
T
I
L
I
T
Y
P
L
A
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S
FO
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O
L
L
I
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S
,
CO
L
O
R
A
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2917
05
/
3
0
/
2
0
2
3
3R
D
R
E
S
U
B
M
I
T
T
A
L
12
/
2
0
/
2
0
2
3
RE
S
U
B
M
I
T
T
A
L
0
SCALE:1" = 40'
20'40'80'120'
EMERGENCY ACCESS
ROAD PROFILE
EMERGENCY ACCESS
PLAN
NORTH
HORIZONTAL SCALE: 1" = 40'
VERTICAL SCALE: 1" = 4'
61
1
2
E
.
S
i
e
n
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a
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P
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.
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3
1
EMERGENCY
T
R
I
A
N
G
L
E
D
R
I
V
E
ACCESS
BUILDING B
BUILDING C
BUILDING D
BUILDING E
BUILDING F
BUILDING A
DOG PARK
SHELTER
SPORTS COURT
TOT-LOT
BUILDING B
BUILDING C
BUILDING D
BUILDING E
BUILDING F
AV
O
N
D
A
L
E
R
O
A
D
BUILDING A
WO
O
D
R
O
W
DR
I
V
E
TR
I
A
N
G
L
E
D
R
I
V
E
TYPE III
BARRICADE
INSTALL
ENHANCED
CROSSWALK
EXISTING
STRIPING,
(TYP)
EXISTING
CHEVRON
ARROW
SIGNS
18.2
'
23.
6
'
26.2
'
12'
SIGN ON ACCESS
GATE TO FACE
TRIANGLE AVENUE
A
BB
B
B F
G
E
D
G
G
H
A
H
J
J
B
B B
B
C
K
K
J
L
L
L
L
L
L
L
L
L
L
L L
L
L
L
L
L
L L L
L
L L
L
L
Sheet:
Of:
Date:
Job No:
Drawn:
Design:
Scale:
Checked:
NO
DA
T
E
BY
CH
K
RE
V
I
S
I
O
N
S
DE
S
C
R
I
P
T
I
O
N
123456
Ph
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n
e
:
(
3
0
3
)
9
1
3
-
5
3
8
2
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c
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w
e
n
@
c
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m
c
a
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t
.
n
e
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N
CO
N
S
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L
T
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G
GR
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P
,
I
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C
.
DR
A
W
N
B
Y
:
da
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1
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1
1
1
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2
0
0
1
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\
1
1
1
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2
0
0
1
F
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i
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l
s
T
r
a
c
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A
-
0
2
\
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\
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3
D
_
H
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T
A
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.
d
w
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FI
L
E
L
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C
A
T
I
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N
:
12
/
2
0
/
2
0
2
3
9
:
2
9
A
M
PL
O
T
D
A
T
E
:
18
SI
G
N
I
N
G
&
S
T
R
I
P
I
N
G
P
L
A
N
10
/
2
8
/
2
0
2
2
2N
D
R
E
S
U
B
M
I
T
T
A
L
-
N
O
C
L
U
B
H
O
U
S
E
MAY 30, 2023
RI
D
G
E
W
O
O
D
H
I
L
L
S
F
I
F
T
H
F
I
L
I
N
G
-
M
A
FI
N
A
L
U
T
I
L
I
T
Y
P
L
A
N
S
FO
R
T
C
O
L
L
I
N
S
,
CO
L
O
R
A
D
O
NORTH
0
SCALE:1" = 30'
15'30'60'90'2918
05
/
3
0
/
2
0
2
3
3R
D
R
E
S
U
B
M
I
T
T
A
L
12
/
2
0
/
2
0
2
3
RE
S
U
B
M
I
T
T
A
L
SIGN LEGEND:
R1-2 YIELD SIGN 36"X36"X36" WITH
STREET NAME SIGNS ABOVE
W-11-2 "PED XING" SIGN 30"X30"
AND W16-7P "ARROW" SIGN
24"X18" (AS DIRECTED BY THE
LOCAL ENTITY ENGINEER)
"NO PARKING ANYTIME" SIGN
1. SEE SHEET 27 FOR STANDARD SIGN DETAILS
2. FIRE LANE STRIPING AND SIGNAGE SHALL MEET
LCUASS AND IFC STANDARDS.
NOTES:
STRIPING LEGEND:
SOLID DOUBLE YELLOW 4" WIDE
SOLID WHITE LINE 6" WIDE
SOLID WHITE LINE 8" WIDE
DO NOT ADD THE WHITE DASHED
LINE THAT DELINEATES THE OUTER
EDGE OF THE ROUNDABOUT AS IT
EXISTS ON THE OTHER 3 LEGS
"NO PARKING ANYTIME" SIGN
ONE WITH ARROW POINTING
EAST AND ONE WITH ARROW
POINTING WEST
"EMERGENCY ACCESS
ONLY" SIGN
61
1
2
E
.
S
i
e
n
n
a
B
o
u
q
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t
P
l
.
Ca
v
e
C
r
e
e
k
,
A
Z
8
5
3
3
1
"STOP" SIGN
"NO PARKING-FIRE LANE"
SIGN
RED PAINTED CURB, SEE SHEET 27
L
K
H
D
C
B
A
G
F
E
J
1'
M
I
N
.
BE
D
D
I
N
G
Z
O
N
E
14th
O
.
D
.
/
4
"
M
I
N
.
TRENCH BACKFILL
BEDDING ZONE (SEE ABOVE)
CASING PIPE
STAINLESS STEEL WITH
POLYMER CASING CHOCKS PIPE JOINT RESTRAINT
MAX. SPACING FROM
PIPE JOINT
12"12"
CARRIER PIPE
EACH BARREL SECTION OF PIPE WITHIN THE CASING SHALL HAVE A MINIMUM OF (3) CASING CHOCKS. THE
MIDDLE CHOCK SHALL BE CENTERED BETWEEN EACH PIPE JOINT.
1.
NOTES:
MAGNESIUM ANODE INSTALLED IN NATIVE SOIL, A
MINIMUM OF 3 FEET FROM CASING. PLACE THE TOP
OF THE ANODE BELOW THE CENTERLINE OF THE
CASING, AS REQUIRED.
CASING LENGTH PER PLAN
DOUBLE STAINLESS
STEEL BAND (TYP.)
LEAD WIRE
(10' MIN.)
RUBBER
CASING SEAL
(TYP) EACH END
PROVIDE
CATHODIC PROTECTION
TEST STATION
STEEL CASING
CARRIER PIPE
TRACER
WIRE
ANODE LEADS BLACK
PIPELINE TEST WIRES RED FOR STEEL BLUE FOR
DI
CASINGS ORANGE
REF ELECTRODE YELLOW
TRACER WIRE WHITE
1/2" MAXIMUM
CASING WIRE
0.01 OHM
HOLOWAY SHUNT
ANODE
CASING WIRE
REFERENCE
TRACER WIRE
(BUNDLED)
4'-0" I.D.
4'-0"
1' MIN. COVER
4" TYP
Sheet:
Of:
Date:
Job No:
Drawn:
Design:
Scale:
Checked:
NO
DA
T
E
BY
CH
K
RE
V
I
S
I
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N
S
DE
S
C
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I
P
T
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N
123456
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:
(
3
0
3
)
9
1
3
-
5
3
8
2
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c
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n
@
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c
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t
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GR
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C
.
DR
A
W
N
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Y
:
sa
r
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1
1
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1
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2
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1
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2
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A
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1
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I
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:
12
/
2
0
/
2
0
2
3
9
:
2
9
A
M
PL
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T
D
A
T
E
:
19
SE
W
E
R
D
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T
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S
10
/
2
8
/
2
0
2
2
2N
D
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S
U
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T
T
A
L
-
N
O
C
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B
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O
U
S
E
MAY 30, 2023
RI
D
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E
W
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D
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F
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F
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I
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M
A
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N
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L
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,
CO
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2919
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2
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12
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2
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2
3
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61
1
2
E
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8
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3
3
1
FORT COLLINS ONLY
Ar
e
a
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c
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d
Co
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c
.
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a
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k
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0.
5
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6.
0
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4.
5
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Tr
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0.
5
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1:
2
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5
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12
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12
.
0
'
PL
A
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V
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NT
S
PT Curb
4.
5
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0"
C
u
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b
Ramp
Ar
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2
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2
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1-
2
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2
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5
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Ra
m
p
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9
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PL
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PL
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c
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1.
5
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6"
C
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r
b
0"
C
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c
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2'
-
0
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L
4'
-
6
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PLE
G
E
N
D
:
2'
-
0
"
2'
-
6
"
Va
r
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e
s
6"
Cu
r
b
or
Pa
n
e
l
s
Ap
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n
Pa
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l
s
Flow line Curb and Gutter
5'
-
6
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.
1:12 max.
X=2' min.Driveway Width Varies
2'
-
0
"
6"
Attached
Sidewalk
Lip
FL
Back of curb
Right of Way line
Detached Attached
Right of W
a
y
L
i
n
e
Detached
Sidewalk
1:
2
4
(
m
a
x
.
)
NOTE:
1. Concrete driveway must be
provided to the property line.
Refer to Chapter 25 for minimum removal dimensions.
X
Y
W
X
Y
W = Width
1:
1
2
(
m
a
x
.
)
P
r
o
p
e
r
t
y
L
i
n
e
t
1/4" PER FT.
N.T.S.
SECTION A-A 2"
t
1:12 (max.)
t
X = Curb Transition Length
Y = Parkway Width in Type I Approach
W = Driveway Width (See Drawing 707)
t = Concrete Thickness - minimum 6"
Type I = With Detached Sidewalk
Type II = With Attached Sidewalk
TYPE I TYPE II
1:
1
2
(
m
a
x
.
)
1:
4
8
A
A
PERSPECTIVE
X=6'-0"
1:48 SLOPE
1:12 max.
B
B
WALK
Y
t
t
WALK
t
2"
FL
O
W
L
I
N
E
JOINT
EXPANSION
BO
W
1:12 (max.)
1:24
SECTION B-B
N.T.S.
Ramp if necessary
1:12
max.
Expansion joint if drive
continues as concrete
WALK
6"
(m
a
x
.
)
1/
2
"
2"
R
.
N.T.S.
INFLOW CURB AND GUTTER
N.T.S.
OUTFALL CURB & GUTTER2' VALLEY PAN DETAIL
N.T.S.
FL
N.T.S.
2' CURBED CHANNEL
PRIVATE DRIVE/PARKING DETAILS
N.T.S.
PRIVATE DRIVE SIDEWALK CHASE
5/8" GALV.
STEEL PLATE
3/8" BRASS SCREW 18" O.C.
WITH COUNTERSUNK HEAD
FLUSH WITH PLATE
2.0'OPENING
EDGE OF STREET
BACK OF CURB
3" TYP.FLOW LINE
SL
O
P
E
6"X6" - 10/10 W.W.F.
12"
6"
6"2.0'6"
3.0'
12"
6"
4.5"
6"
1"
12"
1.5"
1.5"R
1.5"R
6"
12"12"
1"
6"X6" - 10/10 W.W.F.
6"
1"
1'-6"
6"1.5"R
2"R 6"
6"
12"
6"
2"R.2"
6"
6"
12
"
1 1/2"R.
2'-6"
6"
4 1/2"
VERTICAL
Gutter edge may be
tapered or battered.
(Typical for all Curb &
& Gutter Types)
8
5
/
8
"
1
3
/
8
"
3
3
/
8
"
14"17"
31"
FL
R
1
6
"
R1
6
"
7
1
/
4
"
DRIVE-OVER CURB & GUTTER
Sheet:
Of:
Date:
Job No:
Drawn:
Design:
Scale:
Checked:
NO
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MAY 30, 2023
RI
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3
1
Final asphalt lift,
overlay or grade
adjustment
Depress ring 1/4" to 5/8" below
adjacent finished street grade
Slope up to match
finished pavement
Straight cut
around ring
Concrete grade ring
to match slope or
finished grade
Grade ringExisting base course
Manhole
Shim / Grout
16
"
m
a
x
.
NOTE:
1. Grout shall be a mixture of 100 lbs Grout mix, 26 lbs
water (3.12 Gal), and 100 lbs of sand conforming to ASTM C-35.
2. Manholes shall not be located in crosspans, gutters, or wheel path.
3. Shim and grout to make ring and cover flush with the finished
pavement surface.
Cover
Support with Steel Shims and
pack with High Strength Grout
3'
-
0
"
2'
-
0
"
PVC
Conduit
15'-0"
NOTES:
1. Match location of sleeves on curb head.
2. Depth of sleeve shall be no less than 3'-0" below street grade.
3. Bundles of sleeves are permitted.
4. Sleeves shall be installed with "Pull Wires".
A A
Score concrete curb
head with "X" to mark
location of sleeves.
SECTION A-A
(M
I
N
.
)
(M
I
N
.
)
DETAIL
Sidewalk
Base
Bundles of
Conduits permitted
(Schedule 40 min.)
1'
Sleeve
1'
Sidewalk
Driveway
LIP
F.L.
T.C.
DRIVEWAY SIDEWALK
SECTION A-A
NOTE:
1. Sidewalk grade shall remain consistent across driveway
3. This detail applies to Residential & Commercial driveways.
6"
6" Residential
Detached Sidewalk
Attached Sidewalk
1/2" Expansion
Joint Material 1/2" Expansion
Joint Material
A
A
2. For driveway design requirements, see CONST. DWG. 706 & 707.
ATTACHEDDETACHED
3'-0"6'-0"
All Sidewalk Thickness Shall Be 6" minimum.
Min.
SIDEWALK
8" Commercial
Cu
r
b
Fl
a
r
e
Varies
Cu
r
b
2'
-
0
"
Fl
a
r
e
Ra
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p
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n
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t
e
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d
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e
d
i
n
t
h
e
Ap
r
o
n
Gu
t
t
e
r
or
Curb and Gutter
Flow line1:
2
0
S
l
o
p
e
1:
1
2
M
A
X
S
l
o
p
e
Se
c
t
i
o
n
A
-
A
NT
S
Va
r
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e
s
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i
e
s
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b
Curb
Fl
a
r
e
Ra
m
p
2'-0
"
Varies
Pa
n
e
l
s
Pa
n
e
l
s
6"
AA
CLPedestrian flow
Aligned with
Ra
m
p
Wi
d
t
h
:
4.
5
'
5.
0
'
6.
0
'
7.
0
'
8.
0
'
No
t
e
:
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a
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2
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x
2
'
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a
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d
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x
2
.
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.
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e
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1
.
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'
s
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e
.
Pa
n
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l
W
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d
t
h
Co
m
b
i
n
a
t
i
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n
s
:
2'
+
2
.
5
'
2.
5
'
+
2
.
5
'
2'
+
2
'
+
2
'
2.
5
'
+
2
'
+
2
.
5
'
2'
+
2
'
+
2
'
+
2
'
No
t
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:
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.
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a
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a
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m
p
)
CL
BO
C
BO
C
BO
C
FO
C
FLor
FL
FO
C
BO
C
LF
-B
a
c
k
o
f
C
u
r
b
-F
a
c
e
o
f
C
u
r
b
-F
l
o
w
l
i
n
e
2'
FORT COLLINS ONLY
1. NO JOINTS ARE ALLOWED IN THE FLOWLINE. SIX INCH WIDE CURB OR "DUMMY JOINT" MAY BE TOOLED NO CLOSER
THAN 6 INCHES FROM FLOW LINE AS SHOWN.
2. MINIMUM CONCRETE THICKNESS IS 6 INCHES.
3. JOINT PATTERN TO BE ACCORDING TO 'INTERSECTION GUTTER DETAIL' OR AS DETERMINED BY THE LOCAL ENTITY.
4. WOOD FLOAT FINISH IS REQUIRED OVER THE SLOPED SURFACE OF RAMP AND FLARES.
5. A 6 INCH WIDE CURB MAY BE POURED AT THE BACK OF THE RAMP AS SHOWN IF REQUIRED. IF CURB IS USED IT
SHALL MATCH THE CURB AND GUTTER STYLE OF ADJACENT CURB AND GUTTER.
6. MINIMUM RAMP WIDTH SHALL BE FOUR FEET, OR THE SAME AS THE WIDEST ADJACENT SIDEWALK, WHICHEVER IS
GREATER, UP TO A MAXIMUM WIDTH OF 8 FEET.
7. THE RAMP LANDING MAY BE POURED MONOLITHIC WITH THE ADJACENT TRANSITIONS PROVIDED THAT AN APPROVED
"SHAKE-ON" PIGMENT BE USED TO COLOR THE LANDING AREA.
8. T= THICKNESS (AS SPECIFIED ON PLANS OR LOCAL ENTITY ENGINEER).
NOTES:
-C
e
n
t
e
r
l
i
n
e
o
f
r
a
m
p
Transition back of walk (typ.)
Broom finishBroom finish
*
SECTION A-A
MID-BLOCK LOCATION
(min.)
6'
1:12
Slope
(max.)
1:25** slope (max.)
Fl
o
w
l
i
n
e
(min.)
(max.)
Slope
1:12
5'
A
Sl
o
p
e
1:
2
5
(m
a
x
.
)
6'
Wood float finish thru ramp
Slo
p
e
1:1
2
Slope
1:12
CORNER LOCATION
ramp
finish thru
Wood float
Broom finish
A
(min
.
)
6'
1:25
(ma
x
.
)
Slop
e
(max
.
)
A
A
4'
(m
a
x
)
(Radius varies)
(typ.)
back of walk
Transition
2
Br
o
o
m
f
i
n
i
s
h
6"
*
BA
C
K
O
F
W
A
L
K
/
L
A
N
D
I
N
G
Curb (optional)
6"
(m
i
n
.
)
(m
i
n
.
)
6"
Walk
Curb
Gutter
NOTES:
1. * 6" Thickness applies to entire ramp area.
2. ** 1:25 Unless a landing behind ramp (then ramp can be 1:12
with 1:20 on the truncated dome warning.)
3. See CONST. DWG. 1606(a) and 1607 for Fort Collins.
4. See CONST. DWG. 1614, 1615 and 1616 for Loveland.
2'-0"6"
Walk
Gutter
Curb
Only if needed
(m
i
n
.
)
6'
(mi
n
.
)
or s
a
m
e
wid
t
h
a
s
the
w
i
d
e
s
t
wal
k
6' (
m
a
x
.
)
walk, if needed.
ground behind the
Curb to retain
Warning Detection
Truncated Dome
at the corners of the
truncated dome warning
curb
0"
curb
6"
cu
r
b
0"
curb
6"
truncated dome warning
detection
Warning Detection
Truncated Dome
7 3/8" (L)1 3/8"
17
"
6"
3 3/8"
14
"
FL
R 16"
R 16"
DR
I
V
E
-
O
V
E
R
C
U
R
B
,
G
U
T
T
E
R
A
N
D
D
E
T
A
C
H
E
D
S
I
D
E
W
A
L
K
31
"
Se
e
D
r
a
w
i
n
g
1
6
0
1
10 3/4"(L)
R 16"
DR
I
V
E
-
O
V
E
R
C
U
R
B
,
G
U
T
T
E
R
A
N
D
A
T
T
A
C
H
E
D
S
I
D
E
W
A
L
K
18
"
18
"
3 3/8"
1 3/8"
6"
R 16"
FL
14
"
6"
17
"
1
1
/
2
"
5'
(
L
)
8 5/8" (F.C.)
7 1/4" F.C.
12" (F.C.)
Sl
o
p
e
t
o
c
u
r
b
1
/
4
"
/
F
t
.
1'
m
i
n
.
(
F
.
C
.
)
48
:
1
m
i
n
.
4:
1
m
a
x
.
Ex
c
a
v
a
t
i
o
n
Fi
l
l
1'
m
i
n
.
2'
m
i
n
.
1/
4
"
/
F
t
.
CU
R
B
&
G
U
T
T
E
R
I
N
A
C
U
T
O
R
F
I
L
L
6"
3'
-
9
"
(
F
.
C
.
)
Fo
r
T
h
i
c
k
n
e
s
s
2'
m
i
n
.
(
L
)
Sheet:
Of:
Date:
Job No:
Drawn:
Design:
Scale:
Checked:
NO
DA
T
E
BY
CH
K
RE
V
I
S
I
O
N
S
DE
S
C
R
I
P
T
I
O
N
123456
Ph
o
n
e
:
(
3
0
3
)
9
1
3
-
5
3
8
2
la
r
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y
c
o
w
e
n
@
c
o
m
c
a
s
t
.
n
e
t
OW
E
N
CO
N
S
U
L
T
I
N
G
GR
O
U
P
,
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C
.
DR
A
W
N
B
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:
sa
r
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Z:
\
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1
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1
1
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1
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r
a
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M
A
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0
2
\
D
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G
\
F
U
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\
2
0
S
T
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E
T
D
E
T
A
I
L
S
.
d
w
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L
E
L
O
C
A
T
I
O
N
:
12
/
2
0
/
2
0
2
3
9
:
3
1
A
M
PL
O
T
D
A
T
E
:
21
ST
R
E
E
T
D
E
T
A
I
L
S
10
/
2
8
/
2
0
2
2
2N
D
R
E
S
U
B
M
I
T
T
A
L
-
N
O
C
L
U
B
H
O
U
S
E
MAY 30, 2023
RI
D
G
E
W
O
O
D
H
I
L
L
S
F
I
F
T
H
F
I
L
I
N
G
-
M
A
FI
N
A
L
U
T
I
L
I
T
Y
P
L
A
N
S
FO
R
T
C
O
L
L
I
N
S
,
CO
L
O
R
A
D
O
2921
05
/
3
0
/
2
0
2
3
3R
D
R
E
S
U
B
M
I
T
T
A
L
12
/
2
0
/
2
0
2
3
RE
S
U
B
M
I
T
T
A
L
61
1
2
E
.
S
i
e
n
n
a
B
o
u
q
u
e
t
P
l
.
Ca
v
e
C
r
e
e
k
,
A
Z
8
5
3
3
1
COMPACTED GRANULAR MATERIAL
CONFORMING TO CDDH #67
LOWER LIMIT OF
TRENCH WALL
SLOPING
INITIAL LIFT *
12 IN. MIN.
PIPE O.D.
4 IN. MIN.
TRENCH WIDTH AS SPECIFIED
IN SECTION 02221
COMPACTED GRANULAR MATERIAL
CONFORMING TO CDDH #67
ALTERNATE BASE
POURED INVERT
PRECAST MANHOLE BASE
2 IN. MIN.
SLOPE
1 IN. MIN.
8 IN. MIN.
6 IN.
15 IN. OR LESS 48 IN.
60 IN.18 IN. TO 30 IN.
72 IN.OVER 30 INCHES
MIN. MANHOLE
MINIMUM INSIDE DIAMETER OF
DIAMETER
MANHOLE SHALL BE AS FOLLOWS:
PIPE SIZE
5
F
T
.
M
I
N
.
D
E
P
T
H
CONCRETE ADJUSTMENT SHIMS
GROUTED INSIDE
ASTM C-478 ECCENTRIC CONE
PRE-FORMED PLASTIC GASKET
ASTM C-478 MANHOLE SECTIONS
GROUT BASE TO BARREL
SECTION ON INSIDE
PRE-FORMED PLASTIC GASKET
CAST-IN-PLACE CONCRETE BASE
16 IN. MAX.
FINISHED GRADE
30
I
N
.
M
I
N
.
48
I
N
.
M
A
X
.
VA
R
I
A
B
L
E
28 IN. MAX.
24 IN.
SEE TABLE
6 IN.
12 IN.
SLOPE
1 IN./FT.
18 IN.
MAX.
MANHOLE RUNGS
12 IN. O.C.
8 IN. MIN
GENERAL NOTES
A
A
B B
SECTION A-A SECTION B-B
SLOT DETAIL
PLATE DETAIL
HOLD DOWN
ALTERNATE SLOT AND
DETAIL
GRATE INSTALLATION
PLAN LEGEND
AA
ABBREVIATIONS
OUTLET
PIPE D H
MIN.
Sheet:
Of:
Date:
Job No:
Drawn:
Design:
Scale:
Checked:
NO
DA
T
E
BY
CH
K
RE
V
I
S
I
O
N
S
DE
S
C
R
I
P
T
I
O
N
123456
Ph
o
n
e
:
(
3
0
3
)
9
1
3
-
5
3
8
2
la
r
r
y
c
o
w
e
n
@
c
o
m
c
a
s
t
.
n
e
t
OW
E
N
CO
N
S
U
L
T
I
N
G
GR
O
U
P
,
I
N
C
.
DR
A
W
N
B
Y
:
sa
r
a
Z:
\
S
h
a
r
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\
P
r
o
j
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c
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s
\
1
1
1
O
w
e
n
C
o
n
s
u
l
t
i
n
g
\
1
1
1
-
2
0
0
1
F
C
R
i
d
g
e
w
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H
i
l
l
s
N
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r
t
h
\
A
u
t
o
C
A
D
\
1
1
1
-
2
0
0
1
F
C
R
i
d
g
e
w
o
o
d
H
i
l
l
s
T
r
a
c
t
B
M
A
-
0
2
\
D
W
G
\
F
U
P
\
2
1
S
T
O
R
M
D
R
A
I
N
D
E
T
A
I
L
S
.
d
w
g
FI
L
E
L
O
C
A
T
I
O
N
:
12
/
2
0
/
2
0
2
3
9
:
3
1
A
M
PL
O
T
D
A
T
E
:
22
ST
O
R
M
D
R
A
I
N
D
E
T
A
I
L
S
10
/
2
8
/
2
0
2
2
2N
D
R
E
S
U
B
M
I
T
T
A
L
-
N
O
C
L
U
B
H
O
U
S
E
MAY 30, 2023
RI
D
G
E
W
O
O
D
H
I
L
L
S
F
I
F
T
H
F
I
L
I
N
G
-
M
A
FI
N
A
L
U
T
I
L
I
T
Y
P
L
A
N
S
FO
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C
O
L
L
I
N
S
,
CO
L
O
R
A
D
O
2922
05
/
3
0
/
2
0
2
3
3R
D
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E
S
U
B
M
I
T
T
A
L
12
/
2
0
/
2
0
2
3
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S
U
B
M
I
T
T
A
L
61
1
2
E
.
S
i
e
n
n
a
B
o
u
q
u
e
t
P
l
.
Ca
v
e
C
r
e
e
k
,
A
Z
8
5
3
3
1
UNDERDRAIN PIPE AND FITTING
DETAILS
INLINE
DRAINS
ADS NYLOPLAST
INLINE DRAIN WITH
12" X 12" DUCTILE
IRON FRAME AND
GRATE
TEE, OFFSET LATERAL & ELBOW
AS NECESSARY PER PLAN
RISER AND PIPE:
12" DIA. ADS N-12 PIPE
12" DIA. RISER (TYP)
ELBOW, ADS 1299ST
Sheet:
Of:
Date:
Job No:
Drawn:
Design:
Scale:
Checked:
NO
DA
T
E
BY
CH
K
RE
V
I
S
I
O
N
S
DE
S
C
R
I
P
T
I
O
N
123456
Ph
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e
:
(
3
0
3
)
9
1
3
-
5
3
8
2
la
r
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c
o
w
e
n
@
c
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m
c
a
s
t
.
n
e
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E
N
CO
N
S
U
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GR
O
U
P
,
I
N
C
.
DR
A
W
N
B
Y
:
sa
r
a
Z:
\
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1
1
1
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C
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u
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i
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1
1
1
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2
0
0
1
F
C
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1
1
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2
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1
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T
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t
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M
A
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0
2
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\
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2
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T
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A
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T
A
I
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.
d
w
g
FI
L
E
L
O
C
A
T
I
O
N
:
12
/
2
0
/
2
0
2
3
9
:
3
2
A
M
PL
O
T
D
A
T
E
:
23
ST
O
R
M
D
R
A
I
N
D
E
T
A
I
L
S
10
/
2
8
/
2
0
2
2
2N
D
R
E
S
U
B
M
I
T
T
A
L
-
N
O
C
L
U
B
H
O
U
S
E
MAY 30, 2023
RI
D
G
E
W
O
O
D
H
I
L
L
S
F
I
F
T
H
F
I
L
I
N
G
-
M
A
FI
N
A
L
U
T
I
L
I
T
Y
P
L
A
N
S
FO
R
T
C
O
L
L
I
N
S
,
CO
L
O
R
A
D
O
2923
05
/
3
0
/
2
0
2
3
3R
D
R
E
S
U
B
M
I
T
T
A
L
12
/
2
0
/
2
0
2
3
RE
S
U
B
M
I
T
T
A
L
61
1
2
E
.
S
i
e
n
n
a
B
o
u
q
u
e
t
P
l
.
Ca
v
e
C
r
e
e
k
,
A
Z
8
5
3
3
1
4"-6"
5'0" MIN
45°
2'-0"
5'-0"
TYPICAL
1'-0"
1'-6"
1' M
I
N
.
BE
D
D
I
N
G
Z
O
N
E
14th
O
.
D
.
/
4
"
M
I
N
.
TRENCH BACKFILL
BEDDING ZONE (SEE ABOVE)
GENERAL NOTES:
1. Bearing surface areas shown in chart are minimum.
2. All fittings to be wrapped with polyethylene.
3. Data in table is based on a pipeline test pressure of
150 psi (min.) and a soil bearing capacity of 1,000 lb/sq. ft.
Adjust the dimensions as required to suit the field conditions
encountered by Engineer.
4. Thrust blocks on pipe larger than 12 inches diameter shall
be designed for conditions existing at the installation site.
5. Refer to Section 03300 and 02713.
Sheet:
Of:
Date:
Job No:
Drawn:
Design:
Scale:
Checked:
NO
DA
T
E
BY
CH
K
RE
V
I
S
I
O
N
S
DE
S
C
R
I
P
T
I
O
N
123456
Ph
o
n
e
:
(
3
0
3
)
9
1
3
-
5
3
8
2
la
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c
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w
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n
@
c
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c
a
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t
.
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E
N
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N
S
U
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G
GR
O
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P
,
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N
C
.
DR
A
W
N
B
Y
:
sa
r
a
Z:
\
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d
\
P
r
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1
1
1
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1
1
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CP
TEST STATION
WJEI
USA ASU
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STATION
LOCATOR
LID PLAN VIEW
LID SECTION VIEW
VALVE BOX SECTION VIEW
6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6
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FLOW
ROCK
4"-6"
LF DITCH
2:1 O
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h/2
6" (EXCEPT AT TRICKLE PAN)
FILTER GEOTEXTILE
OUTLET STRUCTUREh
1.0 x h
Sheet:
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Date:
Job No:
Drawn:
Design:
Scale:
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1
Max. Sign Panel
1. Attach the sign panels tightly to the post and use oversized washers to keep the sign from
breaking loose from the post when hit by a vehicle.
2. Sign panels should be mounted a minimum of 7 feet above the pavement or ground.
Cross section of post
3" - 6" ABOVE GRADE
2 1/4" Anchor
3. Signs larger than 36 inches in length or width require wind bracing and special post design.
NOTES:
4. Anchor Stub and post are square steel tube (perforated).
Anchor/Stub Post Size
CRITERIA FOR SINGLE POST
36" x 36"2.25" x 2.25" x 3'-0"2" x 2" x 12'-0"
5. All "No Parking" signs shall be installed at 45° from Flow Line.
**
2" x 2" x 10' OR 12'
12 GAUGE TELESPAR POST
(22F12A31)
7'
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Street Curb
See Figure 16-1
SW SAMPLE AVE
2400
R1-1 "STOP" SIGN 30" HIGH DENSITY/DIAMOND GRADE.
SIGN MOUNTED TO POST WITH 1 EACH DRIVE RIVET
WITH NYLON WASHER AGAINST SIGN FACE (ON TOP OF
THE SIGN). THE BOTTOM OF THE SIGN SHALL BE
MOUNTED WITH 1 EACH 5/16"x2-1/2" HEW BOLT WITH
METAL AND FROM NYLON WASHERS (NYLON WASHER
AGAINST SIGN FACE) AND SECURED WITH 1 EACH 5/16"
HEX NUT ON THE BACK SIDE OF POST.L
2-1/4" x 2-1/4" x 3'
ANCHOR/STUB
2 EACH 8" BLADES
MOUNTED TO POST
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RIVETS WITH NYLON
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30
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COLOR SCHEDULE
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SCALE:1" = 30'
15'30'60'90'
LEGEND:
RAIN GARDEN MEDIA
GENERAL NOTES:
1. THESE LID (LOW IMPACT DEVELOPMENT) PLANS SHALL BE READ IN
CONJUNCTION WITH THE LANDSCAPE, DRAINAGE AND GRADING PLANS FOR A
COMPLETE SET OF PLANS.
NOTES:
1. WATER QUALITY CAPTURE VOLUME IS CALCULATED IN ACCORDANCE WITH THE REQUIREMENTS OF THE CITY OF FORT COLLINS
STORMWATER CRITERIA MANUAL.
2. REQUIRED LID TREATMENT VOLUME CALCULATED TO BE THE RUNOFF FROM 75% OF THE IMPERVIOUS AREAS IN THE DRAINAGE
SUB-BASIN SERVED BY THE LID FACILITY, IN ACCORDANCE WITH SECTION 3.1(a) OF VOLUME 3, CHAPTER 2, SECTION K OF THE FORT
COLLINS AMENDMENTS, PER ORDINANCE NO. 007,2016.
61
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12" MAX
4" MIN DIAMETER
PERFORATED PVC
UNDERDRAIN
GEOTEXTILE FABRIC OR
LINER (AS PER PLAN)
FLAT AREA - SEE DESIGN
PLANS FOR EXTENTS OF
BIORETENTION FLAT
SURFACES
NATIVE SOIL ZONE
8" MIN DEPTH OF
RESERVOIR
AGGREGATE
4" MIN DEPTH OF
DIAPHRAGM
AGGREGATE
18" MIN DEPTH OF
BIORETENTION SAND
MEDIA
RUNDOWN OR SCOUR
PROTECTION NEEDED
ON STEEP SLOPES
MAXIMUM ALLOWABLE
PONDING DEPTH IS 12" FROM
THE TOP OF THE MULCH
LANDSCAPING TO BE
INSTALLED PER APPROVE
LANDSCAPING PLAN
FLAT
4 MAX
1
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NOTES:
1.CONTRACTOR SHALL INSTALL BIORETENTION BASINS ACCORDING TO THE APPROVED PLANS AND/OR
CONSTRUCTION SPECIFICATIONS.
2.PRE-CONSTRUCTION
2.1.CONTRACTOR SHALL AVOID COMPACTION OF THE BIORETENTION BASIN AREA TO PRESERVE EXISTING INFILTRATION RATES.
2.2.CONTRACTOR SHALL CALL FOR CITY INSPECTIONS AT THE INTERVALS STIPULATED IN THE "DURING CONSTRUCTION INSPECTION CHECKLISTS".
3.DURING CONSTRUCTION:
3.1.CONTRACTOR SHALL PROVIDE CONSTRUCTION OBSERVATION DURING CONSTRUCTION OF THE BIORETENTION BASIN TO ENSURE COMPLIANCE WITH THE APPROVED PLANS AND DESIGN
SPECIFICATIONS.
3.2.LOOSE MATERIALS SHALL NOT BE STORED ON THE BIORETENTION AREA.
3.3.THE CONTRACTOR SHALL, AT ALL TIMES DURING AND AFTER SYSTEM INSTALLATION, PREVENT SEDIMENT, DEBRIS AND DIRT FROM ANY SOURCE FROM ENTERING THE BIORETENTION SYSTEM.
4.GEOTEXTILE LINERS:
4.1.WHERE USED, GEOTEXTILE LINERS (PERMEABLE OR IMPERMEABLE AS PER PLAN) SHALL BE INSTALLED ALONG PERIMETER OF CROSS-SECTION OF THE BIORETENTION CELL.
4.2.WHERE USED, GEOTEXTILE LINERS SHALL BE PLACED IN ACCORDANCE WITH MANUFACTURER'S STANDARDS AND RECOMMENDATIONS. ALL SEAMS AND OPENINGS IN THE LINER SHALL BE SEALED
ACCORDING TO MANUFACTURER'S RECOMMENDATIONS AND SPECIFICATIONS.
4.3.WHERE USED, IMPERMEABLE GEOMEMBRANE SHEET / LINER SHALL BE 40 MIL THICK, HIGH-DENSITY POLYETHYLENE DESIGNED SPECIFICALLY FOR FLEXIBLE GEOMEMBRANE APPLICATIONS. ADJACENT
STRIPS OF IMPERMEABLE LINER SHALL OVERLAP A MINIMUM OF 18", OR PER MANUFACTURER'S SPECIFICATION.
4.4.WHERE USED, CONTRACTOR TO PLACE LINER IN A WAY THAT ENSURES ENOUGH SLACK IN THE LINER TO ALLOW FOR BACKFILL AND SETTLING WITHOUT TEARING THE LINER.
5.AGGREGATES AND BSM:
5.1.ALL AGGREGATES SHALL BE ANGULAR, CRUSHED, WASHED ROCK, CLEAN OF DEBRIS AND WITH NO MORE THAN 1% FINES.
5.2.RESERVOIR AGGREGATE SHALL BE GRADATION ASTM #57 OR #67.
5.3.DIAPHRAGM AGGREGATE SHALL BE "PEA GRAVEL", WITH GRADATION ASTM #8, #89 OR #9.
5.4.THE BIORETENTION SOIL SHALL MEET THE CITY BIORETENTION SAND MEDIA ("BSM") SPECIFICATION FOUND
AT:https://www.fcgov.com/utilities/business/builders-and-developers/development-forms-guidelines-regulations/
6. UNDERDRAIN:
6.1.UNDERDRAIN PIPE TO BE PERFORATED OR SLOTTED. PERFORATIONS OR SLOTS TO BE SMALLER THAN SURROUNDING AGGREGATE TO ENSURE AGGREGATE DOES NOT FALL INTO OR CLOG THE
OPENINGS.
6.2.DO NOT WRAP UNDERDRAIN WITH GEOTEXTILE OR SOCK.
6.3.UNDERDRAIN PIPE MUST OUTFALL BY GRAVITY AND MUST TIE INTO A STORMWATER PIPE, INLET OR SYSTEM AND THE LOCATION MUST BE APPROVED BY THE CITY. THE UNDERDRAIN TIE-IN SHALL
MEET ALL REQUIRED PIPE SIZE, TYPES, AND COVER REQUIREMENTS THAT MAY APPLY TO PIPING THAT EXTENDS BEYOND THE LIMITS OF THE BIORETENTION CELL AND ENCROACHES INTO PUBLIC
RIGHT-OF-WAY OR OTHER PROPERTY.
7.OVERFLOW INLET:
7.1.A 100-YEAR OVERFLOW SPILLWAY OR INLET MUST BE PROVIDED.
7.2.ALL OVERFLOW INLETS SHALL BE CAPPED WITH A DOME-SHAPED GRATE, OR PER PLAN.
7.3. IN ALL CASES, AN EMERGENCY OVERFLOW ROUTE SHALL BE PROVIDED AND THE LOCATION SHALL BE IDENTIFIED ON THE PLANS (THIS MAY BE COINCIDENT WITH THE 100 YEAR OVERFLOW SPILLWAY).
8.CLEANOUTS:
8.1.PROVIDE CLEANOUTS (AS PER PLAN) TO ALLOW INSPECTION (BY CAMERA) OF THE UNDERDRAIN SYSTEM DURING AND AFTER CONSTRUCTION.
8.2.CLEANOUTS SHALL BE PROVIDED AT EACH BEND GREATER THAN OR EQUAL TO 90° AND EVERY 100' ALONG A STRAIGHT RUN. CLEANOUT SHALL BE INSTALLED PER THE APPROVED PLANS.
8.3.CLEANOUTS SHALL BE A SOLID WALL PVC STRUCTURE FOR ALL VERTICAL SECTIONS WITH FITTINGS TO CONNECT TO DISTRIBUTION AND UNDERDRAIN PIPING MATERIALS, AS REQUIRED.
9.FOREBAY:
9.1.THE FOREBAY SHALL BE EASILY ACCESSIBLE WITH A HARD SURFACED BOTTOM FOR MAINTENANCE PURPOSES.
10.LANDSCAPE MATERIALS
10.1.CONTRACTOR SHALL NOT PLACE WEED BARRIER ANYWHERE WITHIN THE BIORETENTION BASIN. IF MULCH IS PLACED IN THE BIORETENTION BASIN, IT MUST BE NON-FLOATABLE.
10.2.IF MULCH OR COBBLES ARE PLACED IN THE BIORETENTION BASIN, THE MAXIMUM ALLOWABLE WATER DEPTH OF 12" AND REQUIRED BASIN VOLUME MUST BE MEASURED FROM THE TOP SURFACE OF
THE MULCH OR COBBLE.
10.3.ROLLED TURF OR SOD IS NOT AN ALLOWABLE LANDSCAPE MATERIAL FOR BIORETENTION BASINS. LOW WATER CONSUMPTION LANDSCAPE PLANTINGS ARE PREFERRED FOR BIORETENTION BASINS.
10.4.LANDSCAPE PLANTINGS SHALL NOT BE PLACED TO IMPEDE DRAINAGE INTO OR OUT OF THE BIORETENTION BASIN.
10.5.TEMPORARY IRRIGATION MAY BE INSTALLED TO ESTABLISH LANDSCAPING OR SEED IN THE BIORETENTION BASIN.
CITY OF FORT COLLINS
BIORETENTION SAND MEDIA SPECIFICATION
PART 1 - GENERAL
A.Bioretention Sand Media (BSM) shall be uniformly mixed, uncompacted, free of stones, stumps, roots, or other similar objects larger than
two inches. No other materials or substances shall be mixed or dumped within the bioretention area that may be harmful to plant growth or
prove a hindrance to the facility's function and maintenance.
B.BSM shall be free of plant or seed material of non-native, invasive species, or weeds.
C.Fully mixed BSM shall be tested prior to installation and meet the following criteria:
1.P-Index of less than 30
2. pH of 5.5-6.5. Should pH fall outside of the acceptable range, it may be modified with lime (to raise) or iron sulfate plus sulfur (to
lower). The lime or iron sulfate must be mixed uniformly into the BSM prior to use in the bioretention facility.
3. Cation Exchange Capacity (CEC) greater than 10
4. Phosphorous (Phosphate, P2O5) not to exceed 69 ppm
5. BSM that fails to meet the minimum requirements shall be replaced at the Contractor's expense.
D.BSM shall be delivered fully mixed in a drum mixer. Onsite mixing of piles will not be allowed. Mixing of the BSM to a homogeneous
consistency shall be done to the satisfaction of the Owner.
PART 2 - SOIL MATERIALS
A.Sand
1.BSM shall consist of 60% sand by volume meeting ASTM C-33.
B.Shredded Cedar Mulch
1.BSM shall consist of 5% shredded cedar mulch by volume.
2.Shredded mulch shall be loosely packed, approximate bulk density of 50-100 lbs/CY.
C.Topsoil
1.BSM shall consist of 30% topsoil by volume.
2.Topsoil shall be classified as sandy loam, loamy sand, or loam per USDA textural triangle with less than 5% clay material.
3.Onsite, native material shall not be used as topsoil.
4.Textural analysis shall be performed on topsoil, preferably at its source, prior to including topsoil in the mix. Topsoil shall be free of subsoil,
debris, weeds, foreign matter, and any other material deleterious to plant health.
5.Topsoil shall have a pH range of 5.5 to 7.5 and moisture content between 25-55%.
6.Contractor shall certify that topsoil meets these specifications.
D.Leaf Compost
1.BSM shall consist of 5% leaf compost by volume.
2.Leaf compost shall consist of Class 1 organic leaf compost consisting of aged leaf mulch resulting from biological degradation and
transformation of plant-derived materials under controlled conditions designed to promote aerobic decomposition.
3.The material shall be well composted, free of viable weed seeds and contain material of a generally humus nature capable of sustaining
growth of vegetation, with no materials toxic to plant growth.
4.Compost shall be provided by a local US Composting Council Seal of Testing Assurance (STA) member. A copy of the provider's most recent
independent STA test report shall be submitted to and approved by the Owner prior to delivery of BSM to the project site.
5.Compost material shall also meet the following criteria:
a.100 percent of the material shall pass through a 1/2 inch screen
b.PH of the material shall be between 6.0 and 8.4
c.Moisture content shall be between 35 and 50 percent
d.Maturity greater than 80 percent (maturity indicator expressed as percentage of germination/vigor, 80+/80+)
e.Maturity indicator expressed as Carbon to Nitrogen ration < 12
f.Maturity indicator expressed as AmmoniaN/NitrateN Ratio <4
g.Minimum organic matter shall be 40 percent dry weight basis
h.Soluble salt content shall be no greater than 5500 parts per million or 0-5mmhos/cm
i.Phosphorus content shall be no greater than 325 parts per million
j.Heavy metals (trace) shall not exceed 0.5 parts per million
k.Chemical contaminants: meet or exceed US EPA Class A standard, 40 CFR 503.13, Tables 1 & 3 levels
l.Pathogens: meet or exceed US EPA Class A standard, 40 CFR 503.32(a) levels
PART 3 - EXECUTION
A.General
1.Refer to project specifications for excavation requirements.
B.Placement Method
1.BSM material shall be spread evenly in horizontal layers.
2.Thickness of loose material in each layer shall not exceed 9-inches.
3.Compaction of BSM material is not required.