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HomeMy WebLinkAboutMONTAVA - PHASE D CORE AND IRRIGATION POND - BDR240006 - SUBMITTAL DOCUMENTS - ROUND 3 - Utility Plans (5) z MONTAVA NON � POT PUMP STATION UTILITY PLANS FOR (n a_ z it SITUATE IN THE SOUTHEAST QUARTER OF SECTION 32, TOWNSHIP 8 NORTH, oco w RANGE 68 WEST, OF THE 6TH P.M; CITY OF FORT COLLINS, COUNTY OF LARIMER, STATE OF COLORADO SEPTEMBER 2024 0 LEGEND ABBREVIATIONS INDEX TO PLANS DRAWN ® EXISTING FIRE HYDRANT G( AC-FT ACRE FEET RFB ASSY. ASSEMBLY COVER SHEET 1 CHECKED EXISTING 5' CONT. / l _4g2s` _/ B.O. BLOW OFF JFS ®® .RICHARDS LAKE RD. � B.V.C. BEGIN VERTICAL CURVE DESIGNED EXISTING 1' CONT. \4g27� _ / DIA DIAMETER GENERAL NOTES 2 RFB ESMT EASEMENT MM M EXISTING RIGHT-OF-WAY - - E.V.C. END VERTICAL CURVE FILENAME FES FLARED END SECTION 0005-COVER EXISTING CABLE TV TV F.H. FIRE HYDRANT SITE PLAN 3 FL FLOW LINE FG FINISHED GRADE P00 mmmm EXISTING ELECTRIC E E GTV GATE VALVE GRADING & EROSION CONTROL PLAN 4-5 aQ�•''N•'' EXISTING FIBER OPTIC FO H. P E HIGH DENSITY POLYETHYLENE PIPE V•�•'� QQ�O�G,�O� EXISTING GAS —G G IN INCH UTILITY PLAN 6-9 INV INVERT • EXISTING IRRIGATION —1—1 L LEFT 0� •....••'•G� L.F. LINEAL FEET STORM PLAN & PROFILES 10 � �ONALE� ®® EXISTING OVERHEAD ELECTRIC OHE LP LOW POINT M.H. MANHOLE EXISTING SANITARY SEWER SSA MIN. MINIMUM M ON TAVA IRRIGATION LATERAL 11 -17 MRJ (ABBR) MECHANICALLY RESTRAINED JOINT PROJECT EXISTING STORM DRAIN N.T.S. NOT TO SCALE P.C. POINT OF CURVATURE NON-POT SYSTEM MAP 18 LOCATION EXISTING TELEPHONE —T T P.C.R. POINT OF CURVE RETURN P.I. POINT OF INTERSECTION EXISTING UTILITY PEDESTAL/VAULT Fp P.R.C. POINT OF REVERSE CURVE P.T. POINT OF TANGENCY NON-POT PLAN & PROFILES 19 P.V.C. POLY VINYL CHLORIDE (PIPE) EXISTING WATER W/ VALVE W P.V.I. POINT OF VERTICAL INTERSECTION EXISTING EASEMENT PKG PARKING CONSTRUCTION DETAILS 20-25 LLI R RADIUS z z PROPOSED EASEMENT - - - - - - - - R.O.W. RIGHT OF WAY J N SEWER SANITARY SEWER PUMP HOUSE BUILDING 26 PROPOSED RIGHT-OF-WAY S SLOPE STA. STATION MOUNTAIN VISTA DR. VAULT LAYOUT 27 ~ M � PROPOSED 1' CONTOUR ST-X STORM SEWER�4g?��� Q T.B. THRUST BLOCK 0 PROPOSED 5 T.O.P. TOP OF PIPE CONTOUR g2s� T.R.M. TURF REINFORCEMENT MAT STRUCTURAL PLANS 28-37 S1 -S10) co PROPOSED FLOW ARROW TYP. TYPICAL V) W/ WITH z TOP OF FOUNDATION ELEVATION TOF=51.13 V/ A L WATER LINE CURVE I.IJ 0 FINISHED GRADE F.G.=50.63 W PROPOSED IRRIGATION LINE � co PROPOSED IRRIGATION SERVICE _ 0 PROPOSED STORM LINE W/MANHOLE 0. cc Z > 0 0 VICINITY MAP INDEMNIFICATION STATEMENT Z C� THESE PLANS HAVE BEEN REVIEWED BY THE LOCAL ENTITY FOR CONCEPT Q ONLY. THE REVIEW DOES NOT IMPLY RESPONSIBILITY BY THE REVIEWING SCALE: 1"=1000' DEPARTMENT, THE LOCAL ENTITY ENGINEER, OR THE LOCAL ENTITY FOR > ACCURACY AND CORRECTNESS OF THE CALCULATIONS. FURTHERMORE, THE Q REVIEW DOES NOT IMPLY THAT QUANTITIES OF ITEMS ON THE PLANS ARE THE FINAL QUANTITIES REQUIRED. THE REVIEW SHALL NOT BE CONSTRUED FOR ANY REASON AS ACCEPTANCE OF FINANCIAL RESPONSIBILITY BY THE Z ENTITYDEVELOPER ENGINEERING & SURVEYING IRRIGATION CONSULTANT ECAL RE QUIRED D DUORINGDDITIONAL THE CONSTRUCTIONS PHASE.ITEMS SHOWN TT�AT MAY MONTAVA DEVELOPMENT & TST, INC. CONSULTING ENGINEERS HINES, INC. I HEREBY AFFIRM THAT THESE FINAL CONSTRUCTION PLANS WERE CONSTRUCTION LLC 748 WHALERS WAY, SUITE 200 SITE WATER ENGINEERING SERVICES PREPARED UNDER MY DIRECT SUPERVISION, IN ACCORDANCE WITH ALL APPLICABLE CITY OF FORT COLLINS AND STATE OF COLORADO STANDARDS 430 N. COLLEGE AVENUE, SUITE 410 FORT COLLINS, CO 80525 323 W. DRAKE RD, SUITE 204 AND STATUTES, RESPECTIVELY; AND THAT I AM FULLY RESPONSIBLE FOR FORT COLLINS, CO 80524 (970) 226-0557 FORT COLLINS, CO 80526 THE ACCURACY OF ALL DESIGN, REVISIONS, AND RECORD CONDITIONS (303) 815-5769 (970) 282-1800 THAT I HAVE NOTED ON THESE PLANS. PROJECT DATUM: NAVD88 BENCHMARK #1 : CITY OF FORT COLLINS VERTICAL CONTROL 36-01 . A 3 J" BRASS CAPPED MONUMENT IN OLD JONATHAN F. SWEET, P.E. MONUMENT BOX. ON THE CENTERLINE OF GIDDINGS RD., APPROX. 0.5 MILES NORTH OF EAST MOUNTAIN VISTA DR. ON THE 1/4 CORNER MONUMENT. ELEVATION: 5006.60 City of Fort Collins, Colorado UTILITY PLAN APPROVAL BENCHMARK #2: CITY OF FORT COLLINS VERTICAL CONTROL 34-01 . A 2" ALUMINUM DISK ON THE EAST END OF A APPROVED: HEADWALL OVER AN IRRIGATION DITCH THAT IS APPROXIMATELY 110 FEET NORTH OF RICHARDS LAKE ROAD AND 200 TST, INC. City Engineer, Approved Sheets Date CONSULTING ENGINEERS FEET EAST OF TH REAU DRIVE. 748 Whalers Way ELEVATION: 5026.59' APPROVED: Suite 200 Fort Collins Water&Wastewater Utility, Approved Sheets Date Colorado 80525 Phone: 970.226.0557 PLEASE NOTE: THIS PLAN SET IS USING NAVD88 FOR A VERTICAL DATUM. SURROUNDING DEVELOPMENTS HAVE USED APPROVED: JOB NO. NGVD 29 UNADJUSTED DATUM (PRIOR CITY OF FORT COLLINS DATUM) FOR THEIR VERTICAL DATUMS. BASIS OF BEARING STATEMENT Stormwater Utility, Approved Sheets Date 1230.0005.00 SCALE THE NORTHERN LINE OF THE SOUTHEAST QUARTER OF SECTION APPROVED: N.T.S. IF NGVD29 UNADJUSTED DATUM (PRIOR CITY OF FORT COLLINS DATUM) IS REQUIRED FOR ANY PURPOSE, THE 32, TOWNSHIP 8 NORTH, RANGE 68 WEST OF THE 6TH ParkPlanningandDevelopment, Approved Sheets Date DATE FOLLOWING EQUATION SHOULD BE USED: NGVD29 UNADJUSTED DATUM (PRIOR CITY OF FORT COLLINS DATUM) = PRINCIPAL MERIDIAN, BEING MONUMENTED AS SHOWN HEREON APPROVED: SEPTEMBER 2024 NAVD88 DATUM — 3.18' IS ASSUMED TO BEAR N89.49'30"W A DISTANCE OF 2639.74'. Traffic Operations, Approved Sheets Date SHEET APPROVED: 1 of 37 Environmental Planner, Approved Sheets Date A QENERAL NOTES 26. ALL UTILITY INSTALLATIONS WITHIN OR ACROSS THE ROADBED OF NEW RESIDENTIAL ROADS MUST BE REMOVAL OR DISTURBANCE OF EXISTING VEGETATION SHALL BE LIMITED TO THE AREA(S) 6. PRIOR TO PERMANENT INSTALLATION OF TRAFFIC STRIPING AND SYMBOLS, THE COMPLETED PRIOR TO THE FINAL STAGES OF ROAD CONSTRUCTION. FOR THE PURPOSES OF THESE REQUIRED FOR IMMEDIATE CONSTRUCTION OPERATIONS, AND FOR THE SHORTEST PRACTICAL DEVELOPER SHALL PLACE TEMPORARY TABS OR TAPE DEPICTING ALIGNMENT AND 1. ALL MATERIALS, WORKMANSHIP, AND CONSTRUCTION OF PUBLIC IMPROVEMENTS SHALL MEET OR STANDARDS, ANY WORK EXCEPT C/G ABOVE THE SUBGRADE IS CONSIDERED FINAL STAGE WORK. ALL PERIOD OF TIME. PLACEMENT OF THE SAME. THEIR PLACEMENT SHALL BE APPROVED BY THE LOCAL EXCEED THE STANDARDS AND SPECIFICATIONS SET FORTH IN THE LARIMER COUNTY URBAN AREA SERVICE LINES MUST BE STUBBED TO THE PROPERTY LINES AND MARKED SO AS TO REDUCE THE ENTITY ENGINEER PRIOR TO PERMANENT INSTALLATION OF STRIPING AND SYMBOLS. STREET STANDARDS AND APPLICABLE STATE AND FEDERAL REGULATIONS. WHERE THERE IS CONFLICT EXCAVATION NECESSARY FOR BUILDING CONNECTIONS. 6. ALL SOILS EXPOSED DURING LAND DISTURBING ACTIVITY (STRIPPING, GRADING, UTILITY BETWEEN THESE PLANS AND THE SPECIFICATIONS, OR ANY APPLICABLE STANDARDS, THE MOST INSTALLATIONS, STOCKPILING, FILLING, ETC.) SHALL BE KEPT IN A ROUGHENED CONDITION BY 7. PRE-FORMED THERMO-PLASTIC APPLICATIONS SHALL BE AS SPECIFIED IN THESE PLANS RESTRICTIVE STANDARD SHALL APPLY. ALL WORK SHALL BE INSPECTED AND APPROVED BY THE LOCAL 27. PORTIONS OF LARIMER COUNTY ARE WITHIN OVERLAY DISTRICTS. THE LARIMER COUNTY RIPPING OR DISKING ALONG LAND CONTOURS UNTIL MULCH, VEGETATION, OR OTHER PERMANENT AND/OR THESE STANDARDS. ENTITY. FLOODPLAIN RESOLUTION SHOULD BE REFERRED TO FOR ADDITIONAL CRITERIA FOR ROADS WITHIN THESE EROSION CONTROL BMPS ARE INSTALLED. NO SOILS IN AREAS OUTSIDE PROJECT STREET RIGHTS OF-WAY SHALL DISTRICTS. REMAIN EXPOSED BY LAND DISTURBING ACTIVITY FOR MORE THAN THIRTY (30) 8. LATEX PAINT APPLICATIONS SHALL BE APPLIED AS SPECIFIED IN CDOT STANDARD 2. ALL REFERENCES TO ANY PUBLISHED STANDARDS SHALL REFER TO THE LATEST REVISION OF SAID DAYS BEFORE REQUIRED TEMPORARY OR PERMANENT EROSION CONTROL (E.G. SEED/MULCH, LANDSCAPING, SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION. oz STANDARD, UNLESS SPECIFICALLY STATED OTHERWISE. 28. ALL ROAD CONSTRUCTION IN AREAS DESIGNATED AS WILD FIRE HAZARD AREAS SHALL BE DONE IN ETC.) IS INSTALLED, UNLESS OTHERWISE APPROVED BY THE CITY OF FT COLLINS. ­ ACCORDANCE WITH THE CONSTRUCTION CRITERIA AS ESTABLISHED IN THE WILD FIRE HAZARD AREA 9. ALL SURFACES SHALL BE THOROUGHLY CLEANED PRIOR TO INSTALLATION OF STRIPING OR z 3. THESE PUBLIC IMPROVEMENT CONSTRUCTION PLANS SHALL BE VALID FOR A PERIOD OF THREE YEARS MITIGATION REGULATIONS IN FORCE AT THE TIME OF FINAL PLAT APPROVAL 7. IN ORDER TO MINIMIZE EROSION POTENTIAL, ALL TEMPORARY (STRUCTURAL) EROSION MARKINGS. O U FROM THE DATE OF APPROVAL BY THE LOCAL ENTITY ENGINEER. USE OF THESE PLANS AFTER THE CONTROL MEASURES SHALL: 5 o EXPIRATION DATE WILL REQUIRE A NEW REVIEW AND APPROVAL PROCESS BY THE LOCAL ENTITY PRIOR 29. PRIOR TO THE COMMENCEMENT OF ANY CONSTRUCTION, THE CONTRACTOR SHALL CONTACT THE LOCAL a. BE INSPECTED AT A MINIMUM OF ONCE EVERY TWO (2) WEEKS AND AFTER 10. ALL SIGN POSTS SHALL UTILIZE BREAK-AWAY ASSEMBLIES AND FASTENERS PER THE 5; TO COMMENCEMENT OF ANY WORK SHOWN IN THESE PLANS. ENTITY FORESTER TO SCHEDULE A SITE INSPECTION FOR ANY TREE REMOVAL REQUIRING A PERMIT. EACH SIGNIFICANT STORM EVENT AND REPAIRED OR RECONSTRUCTED AS NECESSARY IN ORDER TO ENSURE STANDARDS. THE CONTINUED PERFORMANCE OF THEIR 4. THE ENGINEER WHO HAS PREPARED THESE PLANS, BY EXECUTION AND/OR SEAL HEREOF, DOES 30. THE DEVELOPER SHALL BE RESPONSIBLE FOR ALL ASPECTS OF SAFETY INCLUDING, BUT NOT LIMITED INTENDED FUNCTION. 11. A FlELD INSPECTION OF LOCATION AND INSTALLATION OF ALL SIGNS SHALL BE HEREBY AFFIRM RESPONSIBILITY TO THE LOCAL ENTITY, AS BENEFICIARY OF SAID ENGINEERS WORK, TO, EXCAVATION, TRENCHING, SHORING, TRAFFIC CONTROL, AND SECURITY. REFER TO OSHA b. REMAIN IN PLACE UNTIL SUCH TIME AS ALL THE SURROUNDING DISTURBED PERFORMED BY THE LOCAL ENTITY ENGINEER. ALL DISCREPANCIES IDENTIFIED FOR ANY ERRORS AND OMISSIONS CONTAINED IN THESE PLANS, AND APPROVAL OF THESE PLANS BY THE PUBLICATION 2226, EXCAVATING AND TRENCHING. AREAS ARE SUFFICIENTLY STABILIZED AS DETERMINED BY THE EROSION DURING THE FIELD INSPECTION MUST BE CORRECTED BEFORE THE 2-YEAR WARRANTY LOCAL ENTITY ENGINEER SHALL NOT RELIEVE THE ENGINEER WHO HAS PREPARED THESE PLANS OF ALL CONTROL INSPECTOR. PERIOD WILL BEGIN. SUCH RESPONSIBILITY. FURTHER, TO THE EXTENT PERMITTED BY LAW, THE ENGINEER HEREBY AGREES TO 31. THE DEVELOPER SHALL SUBMIT A CONSTRUCTION TRAFFIC CONTROL PLAN, IN ACCORDANCE WITH c. BE REMOVED AFTER THE SITE HAS BEEN SUFFICIENTLY STABILIZED AS HOLD HARMLESS AND INDEMNIFY THE LOCAL ENTITY, AND ITS OFFICERS AND EMPLOYEES, FROM AND MUTCD, TO THE APPROPRIATE RIGHT-OF-WAY AUTHORITY. (LOCAL ENTITY, COUNTY OR STATE), FOR DETERMINED BY THE EROSION CONTROL INSPECTOR. 12. THE DEVELOPER INSTALLING SIGNS SHALL BE RESPONSIBLE FOR LOCATING AND AGAINST ALL LIABILITIES, CLAIMS, AND DEMANDS WHICH MAY ARISE FROM ANY ERRORS AND APPROVAL, PRIOR TO ANY CONSTRUCTION ACTIVITIES WITHIN, OR AFFECTING, THE RIGHT-OF-WAY. THE PROTECTING ALL UNDERGROUND UTILITIES. OMISSIONS CONTAINED IN THESE PLANS. DEVELOPER SHALL BE RESPONSIBLE FOR PROVIDING ANY AND ALL TRAFFIC CONTROL DEVICES AS MAY BE 8. WHEN TEMPORARY EROSION CONTROL MEASURES ARE REMOVED, THE DEVELOPER SHALL BE o REQUIRED BY THE CONSTRUCTION ACTIVITIES. RESPONSIBLE FOR THE CLEAN UP AND REMOVAL OF ALL SEDIMENT AND DEBRIS FROM ALL 13. SPECIAL CARE SHALL BE TAKEN IN SIGN LOCATION TO ENSURE AN UNOBSTRUCTED VIEW 5. ALL SANITARY SEWER, STORM SEWER, AND WATER LINE CONSTRUCTION, AS WELL AS POWER AND DRAINAGE INFRASTRUCTURE AND OTHER PUBLIC FACILITIES. OF EACH SIGN. OTHER 'DRY"UTILITY INSTALLATIONS, SHALL CONFORM TO THE LOCAL ENTITY STANDARDS AND 32. PRIOR TO THE COMMENCEMENT OF ANY CONSTRUCTION THAT WILL AFFECT TRAFFIC SIGNS OF ANY m SPECIFICATIONS CURRENT AT THE DATE OF APPROVAL OF THE PLANS BY THE LOCAL ENTITY ENGINEER. TYPE, THE CONTRACTOR SHALL CONTACT LOCAL ENTITY TRAFFIC OPERATIONS DEPARTMENT, WHO WILL 9. THE CONTRACTOR SHALL IMMEDIATELY CLEAN UP ANY CONSTRUCTION MATERIALS 14. SIGNAGE AND STRIPING HAS BEEN DETERMINED BY INFORMATION AVAILABLE AT THE TEMPORARILY REMOVE OR RELOCATE THE SIGN AT NO COST TO THE CONTRACTOR; HOWEVER, IF THE INADVERTENTLY DEPOSITED ON EXISTING STREETS, SIDEWALKS, OR OTHER PUBLIC RIGHTS OF TIME OF REVIEW. PRIOR TO INITIATION OF THE WARRANTY PERIOD, THE LOCAL ENTITY DRAWN 6. THE TYPE, SIZE, LOCATION AND NUMBER OF ALL KNOWN UNDERGROUND UTILITIES ARE CONTRACTOR MOVES THE TRAFFIC SIGN THEN THE CONTRACTOR WILL BE CHARGED FOR THE LABOR, WAY, AND MAKE SURE STREETS AND WALKWAYS ARE CLEANED AT THE END OF EACH WORKING DAY ENGINEER RESERVES THE RIGHT TO REQUIRE ADDITIONAL SIGNAGE AND/OR STRIPING IF RFB APPROXIMATE WHEN SHOWN ON THE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE DEVELOPER MATERIALS AND EQUIPMENT TO REINSTALL THE SIGN AS NEEDED. THE LOCAL ENTITY ENGINEER DETERMINES THAT AN UNFORESEEN CONDITION TO VERIFY THE EXISTENCE AND LOCATION OF ALL UNDERGROUND UTILITIES ALONG THE ROUTE OF THE 10. ALL RETAINED SEDIMENTS, PARTICULARLY THOSE ON PAVED ROADWAY SURFACES, SHALL BE WARRANTS SUCH SIGNAGE ACCORDING TO THE MUTCD OR THE CDOT M AND S CHECKED WORK BEFORE COMMENCING NEW CONSTRUCTION. THE DEVELOPER SHALL BE RESPONSIBLE FOR 33. THE DEVELOPER IS RESPONSIBLE FOR ALL COSTS FOR THE INITIAL INSTALLATION OF TRAFFIC SIGNING REMOVED AND DISPOSED OF IN A MANNER AND LOCATION SO AS NOT TO CAUSE THEIR RELEASE STANDARDS. ALL SIGNAGE AND STRIPING SHALL FALL UNDER THE REQUIREMENTS OF THE JFS UNKNOWN UNDERGROUND UTILITIES. AND STRIPING FOR THE DEVELOPMENT RELATED TO THE DEVELOPMENTS LOCAL STREET OPERATIONS. IN INTO ANY WATERS OF THE UNITED STATES. 2-YEAR WARRANTY PERIOD FOR NEW CONSTRUCTION (EXCEPT FAIR WEAR ON TRAFFIC ADDITION, THE DEVELOPER IS RESPONSIBLE FOR ALL COSTS FOR TRAFFIC SIGNING AND STRIPING RELATED MARKINGS). DESIGNED 7. THE ENGINEER SHALL CONTACT THE UTILITY NOTIFICATION CENTER OF COLORADO (UNCC) AT TO DIRECTING TRAFFIC ACCESS TO AND FROM THE DEVELOPMENT. 11. NO SOIL STOCKPILE SHALL EXCEED TEN (10) FEET IN HEIGHT. ALL SOIL STOCKPILES SHALL RFB 1-800-922-1987, AT LEAST 2 WORKING DAYS PRIOR TO BEGINNING EXCAVATION OR GRADING, TO HAVE BE PROTECTED FROM SEDIMENT TRANSPORT BY SURFACE ROUGHENING, WATERING, AND 15. SLEEVES FOR SIGN POSTS SHALL BE REQUIRED FOR USE IN ISLANDS/MEDIANS. REFER FILENAME ALL REGISTERED UTILITY LOCATIONS MARKED. OTHER UNREGISTERED UTILITY ENTITIES (I.E. DITCH / 34. THERE SHALL BE NO SITE CONSTRUCTION ACTIVITIES ON SATURDAYS, UNLESS SPECIFICALLY PERIMETER SILT FENCING. ANY SOIL STOCKPILE REMAINING AFTER THIRTY (30) DAYS SHALL BE TO CHAPTER 14, TRAFFIC CONTROL DEVICES, FOR ADDITIONAL DETAIL 0005_COVER IRRIGATION COMPANY) ARE TO BE LOCATED BY CONTACTING THE RESPECTIVE REPRESENTATIVE. UTILITY APPROVED BY THE LOCAL ENTITY ENGINEER, AND NO SITE CONSTRUCTION ACTIVITIES ON SUNDAYS OR SEEDED AND MULCHED. SERVICE LATERALS ARE ALSO TO BE LOCATED PRIOR TO BEGINNING EXCAVATION OR GRADING. IT SHALL BE THE HOLIDAYS, UNLESS THERE IS PRIOR WRITTEN APPROVAL BY THE LOCAL ENTITY. 16. CONTRACTOR IS RESPONSIBLE FOR REMOVING ALL ANCHORS, POSTS, SIGNS AND/OR RESPONSIBILITY OF THE DEVELOPER TO RELOCATE ALL EXISTING UTILITIES THAT CONFLICT WITH THE 12. THE STORMWATER VOLUME CAPACITY OF DETENTION PONDS WILL BE RESTORED AND DELINEATORS IN CONSTRUCTION AREA. CONTRACTOR MAY KEEP THE SIGNS, OR CALL PROPOSED IMPROVEMENTS SHOWN ON THESE PLANS. 35. THE DEVELOPER IS RESPONSIBLE FOR PROVIDING ALL LABOR AND MATERIALS NECESSARY FOR THE STORM SEWER LINES WILL BE CLEANED UPON COMPLETION OF THE PROJECT AND BEFORE THE CITY TRAFFIC DIVISION TO HAVE THEM REMOVED. �p,00 L/� COMPLETION OF THE INTENDED IMPROVEMENTS, SHOWN ON THESE DRAWINGS, OR DESIGNATED TO BE TURNING THE MAINTENANCE OVER TO THE CITY OF FT COLLINS OR HOMEOWNERS ASSOCIATION Q ' 8. THE DEVELOPER SHALL BE RESPONSIBLE FOR PROTECTING ALL UTILITIES DURING CONSTRUCTION AND PROVIDED, INSTALLED, OR CONSTRUCTED, UNLESS SPECIFICALLY NOTED OTHERWISE. (HOA). 17. NO 'RESET"ANCHORS, POSTS, SIGNS, AND/OR DELINEATORS WILL BE ACCEPTED. V" •'� N FOR COORDINATING WITH THE APPROPRIATE UTILITY COMPANY FOR ANY UTILITY CROSSINGS REQUIRED. 36. DIMENSIONS FOR LAYOUT AND CONSTRUCTION ARE NOT TO BE SCALED FROM ANY DRAWING. IF 13. CITY ORDINANCE AND COLORADO DISCHARGE PERMIT SYSTEM (CDPS) REQUIREMENTS 18. ALL ANCHORS, POSTS, SIGNS, AND/OR DELINEATORS SHALL BE NEW AND BE CONSISTENT 9. IF A CONFLICT EXISTS BETWEEN EXISTING AND PROPOSED UTILITIES AND/OR A DESIGN PERTINENT DIMENSIONS ARE NOT SHOWN, CONTACT THE DESIGNER FOR CLARIFICATION, AND ANNOTATE MAKE IT UNLAWFUL TO DISCHARGE OR ALLOW THE DISCHARGE OF ANY POLLUTANT OR WITH THE LCUASS CRITERIA. MODIFICATION IS REQUIRED, THE DEVELOPER SHALL COORDINATE WITH THE ENGINEER TO MODIFY THE THE DIMENSION ON THE AS-BUILT RECORD DRAWINGS. CONTAMINATED WATER FROM CONSTRUCTION SITES. POLLUTANTS INCLUDE, BUT ARE NOT LIMITED LARIMER COUNTY URBAN AREA STREET STANDARDS -REPEALED AND REENACTED AUGUST 1, 2021 PAGE E-2-6 Q FOB •� <v DESIGN. DESIGN MODIFICATION(S) MUST BE APPROVED BY THE LOCAL ENTITY PRIOR TO BEGINNING TO DISCARDED BUILDING MATERIALS, CONCRETE TRUCK WASHOUT, CHEMICALS, OIL AND GAS ADOPTED BY LARIMER COUNTY, CITY OF LOVELAND, CITY OF FORT COLLINS O� •....••'�G� CONSTRUCTION. 37. THE DEVELOPER SHALL HAVE, ONSITE AT ALL TIMES, ONE (1) SIGNED COPY OF THE APPROVED PRODUCTS, LITTER, AND SANITARY WASTE. THE DEVELOPER SHALL AT ALL TIMES TAKE WHATEVER PLANS, ONE (1) COPY OF THE APPROPRIATE STANDARDS AND SPECIFICATIONS, AND A COPY OF ANY MEASURES ARE NECESSARY TO ASSURE THE PROPER CONTAINMENT AND DISPOSAL OF E 10. THE DEVELOPER SHALL COORDINATE AND COOPERATE WITH THE LOCAL ENTITY, AND ALL UTILITY PERMITS AND EXTENSION AGREEMENTS NEEDED FOR THE JOB. POLLUTANTS ON THE SITE IN ACCORDANCE WITH ANY AND ALL APPLICABLE LOCAL, STATE, AND COMPANIES INVOLVED, TO ASSURE THAT THE WORK IS ACCOMPLISHED IN A TIMELY FASHION AND WITH FEDERAL REGULATIONS. 1. THE CITY OF FORT COLLINS SHALL NOT BE RESPONSIBLE FOR THE MAINTENANCE OF A MINIMUM DISRUPTION OF SERVICE. THE DEVELOPER SHALL BE RESPONSIBLE FOR CONTACTING, IN 38. IF, DURING THE CONSTRUCTION PROCESS, CONDITIONS ARE ENCOUNTERED WHICH COULD INDICATE A STORM DRAINAGE FACILITIES LOCATED ON PRIVATE PROPERTY. MAINTENANCE OF ADVANCE, ALL PARTIES AFFECTED BY ANY DISRUPTION OF ANY UTILITY SERVICE AS WELL AS THE UTILITY SITUATION THAT IS NOT IDENTIFIED IN THE PLANS OR SPECIFICATIONS, THE DEVELOPER SHALL CONTACT 14. A DESIGNATED AREA SHALL BE PROVIDED ON SITE FOR CONCRETE TRUCK CHUTE WASHOUT. ONSITE DRAINAGE FACILITIES SHALL BE THE RESPONSIBILITY OF THE PROPERTY COMPANIES. THE DESIGNER AND THE LOCAL ENTITY ENGINEER IMMEDIATELY. THE AREA SHALL BE CONSTRUCTED SO AS TO CONTAIN WASHOUT MATERIAL AND LOCATED AT OWNER(S). LEAST FlFTY (50) FEET AWAY FROM ANY WATERWAY DURING CONSTRUCTION. UPON 11. NO WORK MAY COMMENCE WITHIN ANY PUBLIC STORM WATER, SANITARY SEWER OR POTABLE 39. THE DEVELOPER SHALL BE RESPONSIBLE FOR RECORDING AS-BUILT INFORMATION ON A SET OF COMPLETION OF CONSTRUCTION ACTIVITIES THE CONCRETE WASHOUT MATERIAL WILL BE 2. ALL RECOMMENDATIONS OF THE FINAL DRAINAGE AND EROSION CONTROL STUDY "MONTAVA PHASE E OFFSITE WATER SYSTEM UNTIL THE DEVELOPER NOTIFIES THE UTILITY PROVIDER. NOTIFICATION SHALL BE A RECORD DRAWINGS KEPT ON THE CONSTRUCTION SITE, AND AVAILABLE TO THE LOCAL ENTITYS REMOVED AND PROPERLY DISPOSED OF PRIOR TO THE AREA BEING RESTORED. STORM INFRASTRUCTURE" BY MARTIN/MARTIN CONSULTING ENGINEERS SHALL BE FOLLOWED MINIMUM OF 2 WORKING DAYS PRIOR TO COMMENCEMENT OF ANY WORK. AT THE DISCRETION OF THE INSPECTOR AT ALL TIMES. UPON COMPLETION OF THE WORK, THE CONTRACTOR(S) SHALL SUBMIT RECORD AND IMPLEMENTED. WATER UTILITY PROVIDER, A PRE-CONSTRUCTION MEETING MAY BE REQUIRED PRIOR TO DRAWINGS TO THE LOCAL ENTITY ENGINEER. 15. TO ENSURE THAT SEDIMENT DOES NOT MOVE OFF OF INDIVIDUAL LOTS ONE OR MORE OF COMMENCEMENT OF ANY WORK. THE FOLLOWING SEDIMENT/EROSION CONTROL BMPS SHALL BE INSTALLED AND MAINTAINED UNTIL THE LOTS ARE 3. PRIOR TO FINAL INSPECTION AND ACCEPTANCE BY THE CITY OF FORT COLLINS, 40. THE DESIGNER SHALL PROVIDE, IN THIS LOCATION ON THE PLAN, THE LOCATION AND DESCRIPTION SUFFICIENTLY STABILIZED, AS DETERMINED BY THE EROSION CONTROL CERTIFICATION OF THE DRAINAGE FACILITIES, BY A REGISTERED ENGINEER, MUST BY 12. THE DEVELOPER SHALL SEQUENCE INSTALLATION OF UTILITIES IN SUCH A MANNER AS TO MINIMIZE OF THE NEAREST SURVEY BENCHMARKS (2) FOR THE PROJECT AS WELL AS THE BASIS OF BEARINGS. THE INSPECTOR, (FT COLLINS GMA & CITY LIMITS ONLY). SUBMITTED TO AND APPROVED BY THE STORMWATER UTILITY DEPARTMENT. POTENTIAL UTILITY CONFLICTS. IN GENERAL, STORM SEWER AND SANITARY SEWER SHOULD BE INFORMATION SHALL BE AS FOLLOWS: (A.) BELOW ALL GUTTER DOWNSPOUTS. CERTIFICATION SHALL BE SUBMITTED TO THE STORMWATER UTILITY DEPARTMENT AT CONSTRUCTED PRIOR TO INSTALLATION OF THE WATER LINES AND DRY UTILITIES. BENCHMARKS-LOCAL ENTITY SURVEY. (B.) OUT TO DRAINAGE SWALES. LEAST TWO WEEKS PRIOR TO THE RELEASE OF A CERTIFICATE OF OCCUPANCY FOR SINGLE (C.) ALONG LOT PERIMETER. FAMILY UNITS. FOR COMMERCIAL PROPERTIES, CERTIFICATION SHALL BY SUBMITTED O 13. THE MINIMUM COVER OVER WATER LINES IS 4.5 FEET AND THE MAXIMUM COVER IS 5.5 FEET PROJECT DATUM: NAVD88 (D.) OTHER LOCATIONS, IF NEEDED. TO THE STORMWATER UTILITY DEPARTMENT AT LEAST TWO WEEKS PRIOR TO THE UNLESS OTHERWISE NOTED IN THE PLANS AND APPROVED BY THE WATER UTILITY. RELEASE OF ANY BUILDING PERMITS IN EXCESS OF THOSE ALLOWED PRIOR TO BENCHMARK #1: CITY OF FORT COLLINS VERTICAL CONTROL 36-01. A 3 J" BRASS CAPPED MONUMENT IN OLD 16. CONDITIONS IN THE FIELD MAY WARRANT EROSION CONTROL MEASURES IN ADDITION TO WHAT IS CERTIFICATION PER THE DEVELOPMENT AGREEMENT. 14. A STATE CONSTRUCTION DEWATERING WASTEWATER DISCHARGE PERMIT IS REQUIRED IF MONUMENT BOX. ON THE CENTERLINE OF GIDDINGS RD., APPROX. 0.5 MILES NORTH OF EAST MOUNTAIN VISTA DR. SHOWN ON THESE PLANS. THE DEVELOPER SHALL IMPLEMENT WHATEVER MEASURES ARE DETERMINED Q DEWATERING IS REQUIRED IN ORDER TO INSTALL UTILITIES OR WATER IS DISCHARGED INTO A STORM ON THE 1/4 CORNER MONUMENT. NECESSARY, AS DIRECTED BY THE CITY OF FT COLLINS. 4. SEE CITY OF FORT COLLINS STORMWATER CRITERIA MANUAL -APPENDIX F SEWER, CHANNEL, IRRIGATION DITCH OR ANY WATERS OF THE UNITED STATES. ELEVATION: 5006.60' CONSTRUCTION CONTROL MEASURES STANDARD NOTES AND STANDARD EROSION 17. A VEHICLE TRACKING CONTROL PAD SHALL BE INSTALLED WHENEVER IT IS NECESSARY FOR CONTROL NOTES. CIO 15. THE DEVELOPER SHALL COMPLY WITH ALL TERMS AND CONDITIONS OF THE COLORADO PERMIT FOR BENCHMARK #2: CITY OF FORT COLLINS VERTICAL CONTROL 34-01. A 2" ALUMINUM DISK ON THE EAST END OF A CONSTRUCTION EQUIPMENT INCLUDING BUT NOT LIMITED TO PERSONAL VEHICLES EXITING EXISTING STORM WATER DISCHARGE (CONTACT COLORADO DEPARTMENT OF HEALTH, WATER QUALITY CONTROL HEADWALL OVER AN IRRIGATION DITCH THAT IS APPROXIMATELY 110 FEET NORTH OF RICHARDS LAKE ROAD AND 200 ROADWAYS. NO EARTHEN MATERIALS, I.E., STONE, DIRT, ETC., SHALL BE PLACED IN THE CURB & GUTTER F. WAIT ENE HIM /1 DIVISION, (303) 692-3590), THE STORM WATER MANAGEMENT PLAN, AND THE EROSION CONTROL FEET EAST OF THOREAU DRIVE. OR ROADWAY AS A RAMP TO ACCESS TEMPORARY STOCKPILE(S), STAGING AREA(S), CONSTRUCTION li PLAN. ELEVATION: 5026.59' MATERIAL(S), CONCRETE WASHOUT AREA(S) AND/OR BUILDING SITE(S). 1. THE MINIMUM COVER OVER WATER LINES IS 4.5 FEET AND THE MAXIMUM COVER IS W 5.5 FEET UNLESS OTHERWISE NOTED IN THE PLANS AND APPROVED BY THE WATER 16. THE LOCAL ENTITY SHALL NOT BE RESPONSIBLE FOR THE MAINTENANCE OF STORM DRAINAGE PLEASE NOTE: THIS PLAN SET IS USING NAVD88 FOR A VERTICAL DATUM. SURROUNDING DEVELOPMENTS HAVE USED CL STREET IMPROVEMENTS NOTES UTILITY. D FACILITIES LOCATED ON PRIVATE PROPERTY. MAINTENANCE OF ONSITE DRAINAGE FACILITIES SHALL BE NGVD 29 UNADJUSTED DATUM (PRIOR CITY OF FORT COLLINS DATUM) FOR THEIR VERTICAL DATUMS. O THE RESPONSIBILITY OF THE PROPERTY OWNER(S). 1. ALL STREET CONSTRUCTION IS SUBJECT TO THE GENERAL NOTES ON THE COVER SHEET OF THESE PLANS AS WELL IF NGVD29 UNADJUSTED DATUM (PRIOR CITY OF FORT COLLINS DATUM) IS REQUIRED FOR ANY PURPOSE, THE AS THE STREET IMPROVEMENTS NOTES LISTED HERE. Z 17. PRIOR TO FINAL INSPECTION AND ACCEPTANCE BY THE LOCAL ENTITY, CERTIFICATION OF THE FOLLOWING EQUATION SHOULD BE USED: NGVD29 UNADJUSTED DATUM (PRIOR CITY OF FORT COLLINS DATUM) = DRAINAGE FACILITIES, BY A REGISTERED ENGINEER, MUST BE SUBMITTED TO AND APPROVED BY THE NAVD88 DATUM - 3.18' 2. A PAVING SECTION DESIGN, SIGNED AND STAMPED BY A COLORADO LICENSED ENGINEER, MUST BE SUBMITTED TO J STORMWATER UTILITY DEPARTMENT. CERTIFICATION SHALL BE SUBMITTED TO THE STORMWATER UTILITY THE LOCAL ENTITY ENGINEER FOR APPROVAL, PRIOR TO ANY STREET CONSTRUCTION ACTIVITY, (FULL DEPTH O DEPARTMENT AT LEAST TWO WEEKS PRIOR TO THE RELEASE OF A CERTIFICATE OF OCCUPANCY FOR SINGLE ASPHALT SECTIONS ARE NOT PERMITTED AT A DEPTH GREATER THAN 8 INCHES OF ASPHALT). THE JOB MIX SHALL Q FAMILY UNITS. FOR COMMERCIAL PROPERTIES, CERTIFICATION SHALL BE SUBMITTED TO THE 41. ALL STATIONING IS BASED ON CENTERLINE OF ROADWAYS UNLESS OTHERWISE NOTED. BE SUBMITTED FOR APPROVAL PRIOR TO PLACEMENT OF ANY ASPHALT. 1 STORMWATER UTILITY DEPARTMENT AT LEAST TWO WEEKS PRIOR TO THE RELEASE OF ANY BUILDING 3. WHERE PROPOSED PAVING ADJOINS EXISTING ASPHALT, THE EXISTING ASPHALT SHALL BE SAW CUT, A MINIMUM Z W PERMITS IN EXCESS OF THOSE ALLOWED PRIOR TO CERTIFICATION PER THE DEVELOPMENT AGREEMENT. 42. DAMAGED CURB, GUTTER AND SIDEWALK EXISTING PRIOR TO CONSTRUCTION, AS WELL AS EXISTING DISTANCE OF 12 INCHES FROM THE EXISTING EDGE, TO CREATE A CLEAN CONSTRUCTION JOINT. THE DEVELOPER FENCES, TREES, STREETS, SIDEWALKS, CURBS AND GUTTERS, LANDSCAPING, STRUCTURES, AND SHALL BE REQUIRED TO REMOVE EXISTING PAVEMENT TO A DISTANCE WHERE A CLEAN CONSTRUCTION JOINT CAN O Z 18. THE LOCAL ENTITY SHALL NOT BE RESPONSIBLE FOR ANY DAMAGES OR INJURIES SUSTAINED IN THIS IMPROVEMENTS DESTROYED, DAMAGED OR REMOVED DUE TO CONSTRUCTION OF THIS PROJECT, SHALL BE MADE. WHEEL CUTS SHALL NOT BE ALLOWED UNLESS APPROVED BY THE LOCAL ENTITY ENGINEER IN FORT 0 z DEVELOPMENT AS A RESULT OF GROUNDWATER SEEPAGE, WHETHER RESULTING FROM GROUNDWATER FLOODING, BE REPLACED OR RESTORED IN LIKE KIND AT THE DEVELOPERS EXPENSE, UNLESS OTHERWISE COLLINS. STRUCTURAL DAMAGE OR OTHER DAMAGE UNLESS SUCH DAMAGE OR INJURIES ARE SUSTAINED INDICATED ON THESE PLANS, PRIOR TO THE ACCEPTANCE OF COMPLETED IMPROVEMENTS AND/OR PRIOR AS A RESULT OF THE LOCAL ENTITY FAILURE TO PROPERLY MAINTAIN ITS WATER, WASTEWATER, AND/OR TO THE ISSUANCE OF THE FIRST CERTIFICATE OF OCCUPANCY. 4. STREET SUBGRADES SHALL BE SCARIFIED THE TOP 12 INCITES AND RE-COMPACTED PRIOR TO SUBBASE STORM DRAINAGE FACILITIES IN THE DEVELOPMENT. INSTALLATION. NO BASE MATERIAL SHALL BE LAID UNTIL THE SUBGRADE HAS BEEN INSPECTED AND APPROVED BY 43. WHEN AN EXISTING ASPHALT STREET MUST BE CUT, THE STREET MUST BE RESTORED TO A CONDITION THE LOCAL ENTITY ENGINEER. 19. ALL RECOMMENDATIONS OF THE FINAL DRAINAGE AND EROSION CONTROL STUDY "MONTAVA PHASE E OFFSITE EQUAL TO OR BETTER THAN ITS ORIGINAL CONDITION. THE EXISTING STREET CONDITION SHALL BE 5. VALVE BOXES AND MANHOLES ARE TO BE BROUGHT UP TO GRADE AT THE TIME OF PAVEMENT PLACEMENT OR Q STORM INFRASTRUCTURE" BY MARTIN/MARTIN CONSULTING ENGINEERS SHALL BE FOLLOWED AND IMPLEMENTED. DOCUMENTED BY THE LOCAL ENTITY CONSTRUCTION INSPECTOR BEFORE ANY CUTS ARE MADE. OVERLAY. VALVE BOX ADJUSTING RINGS ARE NOT ALLOWED. PATCHING SHALL BE DONE IN ACCORDANCE WITH THE LOCAL ENTITY STREET REPAIR STANDARDS. THE 20. TEMPORARY EROSION CONTROL DURING CONSTRUCTION SHALL BE PROVIDED AS SHOWN ON THE FINISHED PATCH SHALL BLEND IN SMOOTHLY INTO THE EXISTING SURFACE. ALL LARGE PATCHES SHALL BE 6. WHEN AN EXISTING ASPHALT STREET MUST BE CUT, THE STREET MUST BE RESTORED TO A CONDITION EQUAL TO EROSION CONTROL PLAN. ALL EROSION CONTROL MEASURES SHALL BE MAINTAINED IN GOOD REPAIR BY PAVED WITH AN ASPHALT LAY-DOWN MACHINE. IN STREETS WHERE MORE THAN ONE CUT IS MADE, AN OR BETTER THAN ITS ORIGINAL CONDITION. THE EXISTING STREET CONDITION SHALL BE DOCUMENTED BY THE THE DEVELOPER, UNTIL SUCH TIME AS THE ENTIRE DISTURBED AREAS IS STABILIZED WITH HARD SURFACE OVERLAY OF THE ENTIRE STREET WIDTH, INCLUDING THE PATCHED AREA, MAY BE REQUIRED. THE INSPECTOR BEFORE ANY CUTS ARE MADE. CUTTING AND PATCHING SHALL BE DONE IN CONFORMANCE WITH O OR LANDSCAPING. DETERMINATION OF NEED FOR A COMPLETE OVERLAY SHALL BE MADE BY THE LOCAL ENTITY ENGINEER CHAPTER 25, RECONSTRUCTION AND REPAIR. THE FINISHED PATCH SHALL BLEND SMOOTHLY INTO THE EXISTING OR THE LOCAL ENTITY INSPECTOR AT THE TIME THE CUTS ARE MADE. SURFACE. THE DETERMINATION OF NEED FOR A COMPLETE OVERLAY SHALL BE MADE BY THE LOCAL ENTITY AND/OR ENGINEER. ALL OVERLAY WORK SHALL BE COORDINATED WITH ADJACENT LANDOWNERS SUCH THAT FUTURE 21. THE DEVELOPER SHALL BE RESPONSIBLE FOR INSURING THAT NO MUD OR DEBRIS SHALL BE TRACKED PROJECTS DO NOT CUT THE NEW ASPHALT OVERLAY WORK. ONTO THE EXISTING PUBLIC STREET SYSTEM. MUD AND DEBRIS MUST BE REMOVED WITHIN 24 HOURS 44. UPON COMPLETION OF CONSTRUCTION, THE SITE SHALL BE CLEANED AND RESTORED TO A CONDITION BY AN APPROPRIATE MECHANICAL METHOD (I.E. MACHINE BROOM SWEEP, LIGHT DUTY FRONT-END EQUAL TO, OR BETTER THAN, THAT WHICH EXISTED BEFORE CONSTRUCTION, OR TO THE GRADES AND 7. ALL TRAFFIC CONTROL DEVICES SHALL BE IN CONFORMANCE WITH THESE PLANS OR AS OTHERWISE SPECIFIED IN LOADER, ETC.) OR AS APPROVED BY THE LOCAL ENTITY STREET INSPECTOR. CONDITION AS REQUIRED BY THESE PLANS. M.U.T.C.D. (INCLUDING COLORADO SUPPLEMENT) AND AS PER THE RIGHT-OF-WAY WORK PERMIT TRAFFIC CONTROL PLAN. bi 22. NO WORK MAY COMMENCE WITHIN ANY IMPROVED OR UNIMPROVED PUBLIC RIGHT-OF-WAY 45. STANDARD HANDICAP RAMPS ARE TO BE CONSTRUCTED AT ALL CURB RETURNS AND AT ALL 'T" w UNTIL ARIGHT-OF-WAY PERMIT OR DEVELOPMENT CONSTRUCTION PERMIT IS OBTAINED, IF INTERSECTIONS. 8. THE DEVELOPER IS REQUIRED TO PERFORM A GUTTER WATER FLOW TEST IN THE PRESENCE OF THE LOCAL ENTITY O INSPECTOR AND PRIOR TO INSTALLATION OF ASPHALT. GUTTERS THAT HOLD MORE THAN 34 INCH DEEP OR 5 FEET APPLICABLE. 46. AFTER ACCEPTANCE BY THE LOCAL ENTITY, PUBLIC IMPROVEMENTS DEPICTED IN THESE PLANS LONGITUDINALLY, OF WATER, SHALL BE COMPLETELY REMOVED AND RECONSTRUCTED TO DRAIN PROPERLY. 0 23. THE DEVELOPER SHALL BE RESPONSIBLE FOR OBTAINING ALL NECESSARY PERMITS FOR ALL SHALL BE GUARANTEED TO BE FREE FROM MATERIAL AND WORKMANSHIP DEFECTS FOR A MINIMUM 9. PRIOR TO PLACEMENT OF H.B.P. OR CONCRETE WITHIN THE STREET AND AFTER MOISTURE/DENSITY TESTS HAVE O APPLICABLE AGENCIES PRIOR TO COMMENCEMENT OF CONSTRUCTION. THE DEVELOPER SHALL NOTIFY PERIOD OF TWO YEARS FROM THE DATE OF ACCEPTANCE. BEEN TAKEN ON THE SUBGRADE MATERIAL (WHEN A FULL DEPTH SECTION IS PROPOSED) OR ON THE SUBGRADE j THE LOCAL ENTITY ENGINEERING INSPECTOR (FORT COLLINS - 221-6605) AND THE LOCAL ENTITY AND BASE MATERIAL (WHEN A COMPOSITE SECTION IS PROPOSED), A MECHANICAL "PROOF ROLL" WILL BE EROSION CONTROL INSPECTOR (FORT COLLINS -221-6700) AT LEAST 2 WORKING DAYS PRIOR TO THE 47. THE LOCAL ENTITY SHALL NOT BE RESPONSIBLE FOR THE MAINTENANCE OF ROADWAY AND REQUIRED. THE ENTIRE SUBGRADE AND/OR BASE MATERIAL SHALL BE ROLLED WITH A HEAVILY LOADED VEHICLE o START OF ANY EARTH DISTURBING ACTIVITY, OR CONSTRUCTION ON ANY AND ALL PUBLIC IMPROVEMENTS. APPURTENANT IMPROVEMENTS, INCLUDING STORM DRAINAGE STRUCTURES AND PIPES, FOR THE HAVING A TOTAL GVW OF NOT LESS THAN 50,000 LBS. AND A SINGLE AXLE WEIGHT OF AT LEAST 18,000 LBS. IF THE LOCAL ENTITY ENGINEER IS NOT AVAILABLE AFTER PROPER NOTICE OF CONSTRUCTION ACTIVITY FOLLOWING PRIVATE STREETS: N/A WITH PNEUMATIC TIRES INFLATED TO NOT LESS THAT 90 P.S.I.G. 'PROOF ROLL" VEHICLES SHALL NOT TRAVEL AT +� HAS BEEN PROVIDED, THE DEVELOPER MAY COMMENCE WORK IN THE ENGINEER ABSENCE. SPEEDS GREATER THAN 3 M.P.H. ANY PORTION OF THE SUBGRADE OR BASE MATERIAL WHICH EXHIBITS EXCESSIVE HOWEVER, THE LOCAL ENTITY RESERVES THE RIGHT NOT TO ACCEPT THE IMPROVEMENT IF SUBSEQUENT 48. APPROVED VARIANCES ARE LISTED AS FOLLOWS: N/A PUMPING OR DEFORMATION, AS DETERMINED BY THE LOCAL ENTITY ENGINEER, SHALL BE REWORKED, REPLACED OR TESTING REVEALS AN IMPROPER INSTALLATION. OTHERWISE MODIFIED TO FORM A SMOOTH, NON-YIELDING SURFACE. THE LOCAL ENTITY ENGINEER SHALL BE o NOTIFIED AT LEAST 24 HOURS PRIOR TO THE 'PROOF ROLL" ALL 'PROOF ROLLS" SHALL BE PREFORMED IN THE j 24. THE DEVELOPER SHALL BE RESPONSIBLE FOR OBTAINING SOILS TESTS WITHIN THE PUBLIC RIGHT OF-WAY AFTER 0L STANDARD GRADING AND EF'NAM AND SEDIMENT CONTROL NOTES PRESENCE OF AN INSPECTOR. RIGHT OF WAY GRADING AND ALL UTILITY TRENCH WORK IS COMPLETE AND PRIOR TO THE 0:1 U PLACEMENT OF CURB, GUTTER, SIDEWALK AND PAVEMENT. IF THE FINAL SOILS/PAVEMENT DESIGN 1. THE EROSION CONTROL INSPECTOR MUST BE NOTIFIED AT LEAST TWENTY-FOUR (24) HOURS D.TRAFFIC SIGNING AND PAVEMENT MARIONO NOTES REPORT DOES NOT CORRESPOND WITH THE RESULTS OF THE ORIGINAL GEOTECHNICAL REPORT, THE PRIOR TO ANY CONSTRUCTION ON THIS SITE. TST, INC. DEVELOPER SHALL BE RESPONSIBLE FOR A RE-DESIGN OF THE SUBJECT PAVEMENT SECTION OR, THE 1. ALL SIGNAGE AND MARKING IS SUBJECT TO THE GENERAL NOTES ON THE COVER SHEET CONSULTING ENGINEERS DEVELOPER MAY USE THE LOCAL ENTITYS DEFAULT PAVEMENT THICKNESS SECTION(S). REGARDLESS 2. THERE SHALL BE NO EARTH-DISTURBING ACTIVITY OUTSIDE THE LIMITS DESIGNATED ON THE OF THESE PLANS, AS WELL AS THE TRAFFIC SIGNING AND MARKING CONSTRUCTION 7e Whalers Way OF THE OPTION USED, ALL FINAL SOILS/PAVEMENT DESIGN REPORTS SHALL BE PREPARED BY A LICENSED ACCEPTED PLANS. NOTES LISTED HERE. Suite 200 Fort Collins % PROFESSIONAL ENGINEER. THE FINAL REPORT SHALL BE SUBMITTED TO THE INSPECTOR A MINIMUM OF Colorado 80525 10 WORKING DAYS PRIOR TO PLACEMENT OF BASE AND ASPHALT. PLACEMENT OF CURB, GUTTER, 3. ALL REQUIRED PERIMETER SILT AND CONSTRUCTION FENCING SHALL BE INSTALLED PRIOR TO Phone: 970.226.0557 rn 2. ALL SYMBOLS, INCLUDING ARROWS, ONLYS, CROSSWALKS, STOP BARS, ETC. SHALL SIDEWALK, BASE AND ASPHALT SHALL NOT OCCUR UNTIL THE LOCAL ENTITY ENGINEER APPROVES THE ANY LAND DISTURBING ACTIVITY (STOCKPILING, STRIPPING, GRADING, ETC). ALL OTHER BE PRE-FORMED THERMO-PLASTIC. JOB N0. FINAL REPORT. REQUIRED EROSION CONTROL MEASURES SHALL BE INSTALLED AT THE APPROPRIATE TIME IN THE 1230.0005.00 o CONSTRUCTION SEQUENCE AS INDICATED IN THE APPROVED PROJECT SCHEDULE, CONSTRUCTION 3. ALL SIGNAGE SHALL BE PER LOCAL ENTITY STANDARDS AND THESE PLANS OR AS SCALE 25. THE CONTRACTOR SHALL HIRE A LICENSED ENGINEER OR LAND SURVEYOR TO SURVEY THE PLANS, AND EROSION CONTROL REPORT. OTHERWISE SPECIFIED IN MUTCD. N.T.S. 0 CONSTRUCTED ELEVATIONS OF THE STREET SUBGRADE AND THE GUTTER FLOWUNE AT ALL INTERSECTIONS, LARIMER COUNTY URBAN AREA STREET STANDARDS -REPEALED AND REENACTED AUGUST 1, 2021 PAGE E-2-5 � ADOPTED BY LARIMER COUNTY, CITY OF LOVELAND, CITY OF FORT COLLINSINLETS, AND OTHER LOCATIONS REQUESTED BY THE LOCAL ENTITY INSPECTOR. THE ENGINEER OR 4. AT ALL TIMES DURING CONSTRUCTION, THE DEVELOPER SHALL BE RESPONSIBLE FOR DATE o SURVEYOR MUST CERTIFY IN A LETTER TO THE LOCAL ENTITY THAT THESE ELEVATIONS CONFORM TO THE PREVENTING AND CONTROLLING ON-SITE EROSION INCLUDING KEEPING THE PROPERLY SEPTEMBER 2024 o APPROVED PLANS AND SPECIFICATIONS. ANY DEVIATIONS SHALL BE NOTED IN THE LETTER AND THEN SUFFICIENTLY WATERED SO AS TO MINIMIZE WIND BLOWN SEDIMENT. THE DEVELOPER SHALL 4. ALL LANE LINES FOR ASPHALT PAVEMENT SHALL RECEIVE TWO COATS OF LATE)( PAINT SHEET / RESOLVED WITH THE LOCAL ENTITY BEFORE INSTALLATION OF BASE COURSE OR ASPHALT WILL BE ALSO BE RESPONSIBLE FOR INSTALLING AND MAINTAINING ALL EROSION CONTROL FACILITIES WITH GLASS BEADS. O ALLOWED ON THE STREETS. SHOWN HEREIN. C1' 2of 37 N 5. ALL LANE LINES SHALL BE LATEX PAINT. j 5. PRE-DISTURBANCE VEGETATION SHALL BE PROTECTED AND RETAINED WHEREVER POSSIBLE. Y RICHARDS LAKE ROAD W 0 O W O W kn O , C W C W O W O W 0 W O W 0 W — W 40� RICHARDS LAKE ROAD - N 7 ss— (IM am 40� (IM 40� GM GM Cn LOD LOD LOD LOD LOD LOD LOD LOD �� s PROPOSED 18" MONTAVA INSTALL SETTLING STRUCTURE p o IRRIGATION LATERAL TO CAPTURE DEBRIS FROM � cn EX. IRRIGATION DITCH z NON—POTABLE VAULTS FOR WELL WATER EXTRACTION CO Ld oco ° r (SEE SHEET 27 FOR DETAILS) w OD FITZSIMONS WELLS 1 & 2=4 CFS COUNTRY CLUB ROAD OJ p0 ��<< v TIE TO EXISTING 15" CONCRETE IRRIGATION PIPE V) 0 INSTALL SPUTTER S r STRUCTURE TO SEPARATE Z O NPIC FROM WSSC WATER O m O TIE TO EXISTING 15" J CONCRETE IRRIGATION PIPE MOUNTAIN VISTA DRIVE °> KEY MAP DRAWN RFB N•T.S. CHECKED JFS r I? DESIGNED l O RFB p PROPOSED 18" MONTAVA IRRIGATION LATERAL o FILENAME I <Z 0005_SITE PLAN M NOTES y �P,,DO L/C 1. NPIC�WSSC WATER TO BE DELIVERED FROM EXISTING 15" �.O••0•00 •0• LIMIT OF DISTURBANCE � O •��PN OAP\- 0� NON-POTABLE IRRIGATION LINE LOCATED SOUTHWEST OF RICHARDS LAKE ROAD AND N. GIDDINGS ROAD THROUGH A 0 r0 PQQ �G W ®° 0 PROPOSED 18" NON-POTABLE IRRIGATION LINE. •� S� a 75' OO 2. NEW WELL WATER WILL TYPICALLY BE USED FOR INITIAL POND O'� G� NO. 8 :�E FILLING AND TO OFFSET EVAPORATIVE LOSSES DURING S/ONAL DITCH NON-IRRIGATION SEASON. ROW 3. WATER SUPPLY & STORAGE COMPANY (WSSC) SHARES SHALL NOT BE STORED IN IRRIGATION POND FOR MORE THAN 72 MAPLE HILL SUBDIVISION ° 17- 0 HOURS. (EXISTING) 0 p 4. ALL UTILITIES NEAR CONSTRUCTION ACTIVITY NEED TO BE O VERIFIED HORIZONTALLY AND VERTICALLY BY THE CONTRACTOR J LO PRIOR TO CONSTRUCTION. Cr Cr 5. ALL PRESSURIZED IRRIGATION LINES SHALL BE BURIED A MINIMUM OF 5-FEET BELOW FINISHED GRADE UNLESS OTHERWISE NOTED. r0 F, 6. ALL IRRIGATION LINES FOR THE MONTAVA & PSD PUMP STATION Z o p 12" AND SMALLER SHALL BE CLASS C900, DR 18 PURPLE PVC O PIPE WITH A MINIMUM 12 GAGE INSULATED TRACER WIRE. O L I_;w 7. ALL IRRIGATION LINES FOR THE PARKS DEPARTMENT SHALL BE Q HIGH DENSITY POLYETHYLENE (HDPE) WITH A MINIMUM 12 GAGE INSULATED TRACER WIRE. co DISCHARGE PIPE FROM THE MONTAVA IRRIGATION <\ \\ > `/� ? 8. ALL 18" IRRIGATION LINES SHALL BE CLASS C905, DR 18 m m ` r LATERAL. ESTIMATED INTAKE FLOW=4.05 CFS PURPLE PVC WITH A MINIMUM 12 GAGE INSULATED TRACER WIRE. 0 DITCH FLOW AND 4 CFS WELL FLOW 9. CONTRACTOR SHALL PROVIDE A MINIMUM OF 18-INCHES O PROPOSED 5.0 SOFT SURFACE TRAIL-REFER / ��/ �� / VERTICAL SEPARATION BETWEEN IRRIGATION LINE AND ALL D Z v J TO PHASE D PLAN SET FOR DETAIL �,, `�� ��%/ OTHER EXISTING UTILITIES. 0. m m MONTAVA WEST POND > �/�� �� s 10. ALL IRRIGATION LINES SHALL BE CONSTRUCTED TO THE SAME J NON-POTABLE VAULT FOR WELL WATER EXTRACTION(SEE SHEET 27 FOR DETAILS) STANDARDS AND SPECIFICATIONS AS THE POTABLE > / �y�� WATERLINES. O U' p DISCHARGE PIPE FROM MONTAVA WEST WELL-2.00 CFS 11. ALL IMPROVEMENTS SHALL CONFORM TO THE MOST CURRENT �j W p 401 �iJ�7 ` , �� �� . CITY OF FORT COLLINS CONSTRUCTION SPECIFICATIONS. CO COUNTRY CLUB ROAD ° W °�S 36" INTAKE PIPE TO FEED ALL NON-POTABLE SYSTEMS r O PUMPHOUSE BUILDING FOR MONTAVA & PSD NON—POTABLE SYSTEM IRRIGATION/STORM POND FUTURE PARKS DEPARTMENT PUMP HOUSE \ / Q 4 AC FOOTPRINT �✓ //, J /> �v�< /�� > i �MONTAVA V\J� ///j�� SUBDIVISION PHASE D PROPOSED CONNECTION TO �- TRACT SS PHASE D IRRIGATION MAIN < \\\ /// z O J J � /` L NON—POTABLE VAULTS FOR WELL WATER EXTRACTION (SEE SHEET 27 FOR DETAILS) v< /i^� %� \ C' ^ \ C\\\JJJ ^J<\\� KLUVER PS WELLS 1 & 2 = 3.34 CFS < � PROPOSED OUTLET STRUCTURE \ ULTIMATE DISCHARGE PIPE FROM IRRIGATION �' / ,� WELLS TO POND = 7.34 CFS ONCE FUTURE LOD PROPOSED STUB TO FUTURE / MONTAVA PHASE D / PHASE E IRRIGATION MAIN PORTNER WELLS 1 & 2 CONNECT TO SAME PIPE PROPOSED 8" ` f "< / A \A c�,� RETURN FLOW PIPE �','� � �� /��� 0�OVA J MONTAVA PHASE E v� /�'\� 00 JVA�J�� � (FUTURE) ��� ,> X TST, INC. CONSULTING ENGINEERS 748 Whalers Way Suite 200 Fort Collins U \ m Colorado 80525 Cr) </ \\ Phone: 970.226.0557 �O JOB No. 1230.0005.00 v \ \ SCALE 1" = 200' ��I � DATE SEPTEMBER 2024 SHEET 200 ° 200 4°° 3of 37 scale 1"=200' feet SEE SHEET 5 POND CROSS SECTION FG = 5002.00 NOT TO SCALE I EX. 21" SANITARY (BOXELDER) \ EX. 12" ABANDONED SANITARY (BOXELDER) EX. 30.0' N7 100-YR WSEL= 5001.00 \ \ SANITARY ESMT 4.1 SLOpE -1 II I IIII " ` 4999 75 z- �NON POT HIGH WATER LEVEL _ 4998.75 WALL.STACKED STONE _II 2 DAY DRAW DOWN - 4996.92 o� - - - - - - - - - - - - SE DETAIL SHEET20 w3 DAY DRAW DOWN 4996.00PROP. 4.75' STONE BATTERED WALL 4995.00 FROM ELEVATIONS 4999.75 _4995.00 - w S NORMAL BOTTOM OF / ' SEE DETAIL SHEET 21 LOpE . . ... .. ::....... . ......... . I POND ELEV = 4987.00 .. :' LOW WSEL 4986 67 -'UPROP. SE SOFT SURFACE TRAIL-REFER PUMP INTAKE ELEV = 4986.67 BOTTOM OF POND O IIII TO PHASE D PLAN SET FOR DETAIL \ J ELEV = 4982.00 III � 1 LEGEND III i Q o / PROP. ' 'TYPE L, 4X3 RIPRAP PAD \ �5925� IIII EXISTING 5 CONTOUR II�II � M I / I EXISTING 1' CONTOUR �5921 \ m I / I III I EXISTING RIGHT-OF-WAY - - DRAWN RFB III PROP. 18" MONTAVA IRRIGATION LATERAL DISCHARGE PIPE AND / IIIII I EXISTING STORM DRAIN CHECKED I+ 6'X5' RIPRAP PAD, SEE SHEETS 11-17 FOR MORE DETAILS o JFS I I I I EXISTING EASEMENT DESIGNED RFB � I I � I \ CWA 1 30 0 30 60 PROPOSED EASEMENT STORM FES AND RIPRAP PAD, SEE PHASED I Q - - FILENAME PLANS FOR MORE DETAIL. ROCK WALL \ scale 1"=30' feet PROPOSED RIGHT-OF-WAY 0005_GRADING PLAN III I PENETRATION DESIGN TO BE COORDINATED III 1 1 I WITH STRUCTURAL ENGINEER. PROPOSED LOT LINE p0 L/C \o PROPOSED CENTERLINE 3'08 PROP. DISCHARGE LOCATION FOR 'PN••'• JP�\ IIII I IRRIGATION & STORM DETENTION POND SAND & OIL INTERCEPTOR LINE ?.83 .' TIE TO MONTAVA PROPOSED 1 CONTOUR '\,__,5921 441 II I4. _' NORMAL BOTTOM OF POND = 4987.00 �' > • . PHASE D GRADES I� I 3 BOTTOM OF POND AT INTAKE = 4982.00 p ;50 , < \ AT BACK OF WALK MONTAVA PH D PROPOSED 5' CONTOUR �5925�� II I LOW WATER SURFACE ELEVATION = 4986.67 PROP. DISCHARGE LOCATION 2.83 ��• o\ i 4� ••..•••' G� II FOR 4" BACKWASH LINE ;�6+ 3.36 i i PROPOSED FLOW ARROW S/ONA\_E�III I NORMAL HIGH WATER LEVEL = 4998.75 \ I I I 100-YR WATER SURFACE LEVEL = 5001.00 II IRRIGATION STORAGE VOLUME = 53 AC-FT \ FINISHED GRADE ELEVATION x 5026.1e II I STORMWATER DETENTION VOLUME = 9 AC-FT II I I TOTAL 3-DAY IRRIGATION DRAW DOWN = 10.35 AC-FT I oo,y��o 3so PROPOSED STORM LINE W/MANHOLE I TOTAL POND DEPTH III SPILLWAY TO INTAKE AREA = 19.50 FEET C I F�'• '�' ' �� a , : PROPOSED RIPRAP PAD I FF � �` ` \`. a 2.940� III I �O I ROCK BERM TO PROTECT INTAKE, PROPOSED SWALE _ yIl O I SEE DETAIL SHEET 20 ry I I h \ � INLET PROTECTION �P ❑® ^� / SEDIMENT CONTROL LOG scL y III I �O� v CONCRETE WASHOUT AREA cwA O Z III Z Q MONTAVA SUBDIVISION I v TC Ifi I � PHASE D TRACT SS VEHICLE TRACKING CONTROL 0 O III I � / IIII ° a. I /I SILT FENCE sF �r N II I I Q J IIIII I / g STORM FES AND RIPRAP PAD, SEE PHASED " : � RIP RAP RP PLANS FOR MORE DETAIL. ROCK WALL O� O III I I co PENETRATION DESIGN TO BE COORDINATED NOTES Er WITH STRUCTURAL ENGINEER. PROP. 18" CRP & ARE NIA LET o 1. ALL AREAS DISTURBED BY CONSTRUCTION SHALL BE Z �i II 1 I I OUTLET STRUCTURE TO BE o SEEDED. SEE "NATIVE SEED-TYPE 2" TABLE ON THIS O INSTALLED IN ROCK WALL, SEE SHEET FOR RECOMMENDED SEED MIX. II I DETAIL SHEET 22 p III I PROP. 8" RETURN FLOW PIPE TO ,> 2. POND SHALL BE LINED WITH A MINIMUM 3 OF COMPACTED CLAY OVER A SYNTHETIC LINER HAVING A MINIMUM WIDTH / I TIE TO PROP. OUTLET STRUCTURE F Z III I OF 10 MIL. O O 3. POND LINER SHALL BE CONSTRUCTED IN ACCORDANCE WITH RECOMMENDATION MADE IN "THE SUBSURFACE 1 co PROP. LOCATION OF STORM fill 1 PROP. TYPE L, 4'X3' RIPRAP PAD v DETENTION SPILLWAY EXPLORATION REPORT MONTAVA DEVELOPMENT -TRACT Z O ELEV. = 5001.50' E- DETENTION POND EVALUATION OF GROUNDWATER ANDEr �I I SEE SHEET 22 FOR DETAILS SUBSURFACE CONDITIONS , EARTH ENGINEERING O CONSULTANTS, LLC, DECEMBER 6, 2022 Z W RP S1 4995.00 / 4. INITIAL BMP,S:� I III I STABILIZED STAGING AREA (INCLUDES SOLID AND SANITARY WASTE DISPOSAL AREAS FUELING AND IIII I PROP. TYPE VL RIP 00 / CONSTRUCTION WATER FILLING AREAS, AND LOCATION OF Z II RAP RUNDOWN SPILL CLEAN UP KITS / SILT FENCE INSTALLATION ADJACENT TO TIMBERLINE Z 0 �1 IIII I / ROAD 0 Q I I I I Er - �I THESE AND ANY OTHER CONTROLS DEEMED I� II I 00 I NECESSARY BY THE CONTRACTOR ARE INTENDED TO BE INSTALLED BEFORE THE MAJORITY OF CONSTRUCTION BEGINS. art / I SEE MONTAVA PAHSE D PLANS 5. INTERIM AND FINAL BMP'S: FOR SWALE GRADING DESIGN O AFTER THE INITIAL FILLING AND GRADING OF THE SF / /I SITE, THE CONTRACTOR SHALL ALSO MARK ON THIS L �I III I I �00 I \ " �'� PLAN THE TEMPORARY EROSION PREVENTION I I I CONTROLS SUCH AS: -TEMPORARY SEEDING -MULCHING +�IN1I1 I \ / �' -SURFACE ROUGHENING `=;. c : . . `.�. ,: :` / ��'� _ -ADDITIONAL SILT FENCE \ NATIVE SEED TYPE 2 RECOMMENDATIONS Recommd. PLS %of Seeds SCIENTIFIC NAME COMMON NAME PLS I Ib. Ibs/Acre JPLS/ft z in Mix THESE MUST BE INSTALLED WITHIN 30 DAYS OF COMPLETED GRADING OPERATIONS. rf I I � 1/ c���� SF � / Sorghastrum nutans Indian grass 170,000 0.80 3.1 4.50% ` Sporobolus cryptandrus Sand dropseed 5,200,000 0.05 6.0 8.7% REFER TO THE SWMP REPORT FOR A DETAILED DESCRIPTION OF BEST MANAGEMENT PRACTICES. TST, INC. Sporobolus airoides Alkali sacaton 1,758,000 0.60 24.2 35.2% CONSULTING ENGINEERS �I 1 CO Distichilis stricta Inland saltgrass 520,000 1.50 17.9 26.0% 748 Whalers Way I II III I O \ OO / ° IT IS THE CONTRACTOR'S RESPONSIBILITY TO READ Suite 200 Fort Collins Elymus elymoides Bottlebrush squirreltail 192,000 4.00 17.6 25.6/° AND IMPLEMENT THE SWMP PLAN. THESE EROSION Colorado 80525 I III Pascopyrum smithii Western Wheatgrass 110,000 3.00 7.6 11.0% CONTROL PLANS PROVIDE A PLACE FOR THE Phone: 970.226.0557 8 95 68 Total 9. . CONTRACTOR TO DOCUMENT THE IMPLEMENTATION OF JOB NO. / I I IIII \ EAST EDGE OF O / THE PLAN AND DO NOT NECESSARILY SHOW ALL OF 1230.0005.00 75' DITCH ROW Note:All materials furnished shall be free of Colorado State Noxious Weeds as defined in Article III, Section 21-40 of the THE BMPS THAT WILL BE NEEDED DURING II I C O Code of the City of Fort Collins.This mix is based on 69 seeds/ft2 and is only calculated for one acre; contractor is CONSTRUCTION. THESE PLANS NEED TO BE SCALE 1" = 30' I III \ 00 responsible for calculating the appropriate seed amounts to purchase.This entire mix may be drill seeded to a depth of 1/4 UPDATED, BY THE CONTRACTOR, THROUGHOUT � to 1/2 inch deep. If hydroseeding occurs,seed must not be mixed with a mulch for application. They must be applied in CONSTRUCTION. DATE SEPTEMBER 2024 If, III LOD LOD LOD LOD / two passes: first pass seed,second pass mulch. � PLS- -Pure Live Seed. EROSION CONTROL BLANKETS SHALL BE USED ON SHEET *The 10 Iblac mix is designed for drill seeding of grasses and forbs. If broadcast and harrow methods are ALL SLOPES GREATER THAN 3:1. PROPEX LANDLOK used for grass seed distribution,the rate should be doubled. When hydroseeding methods are to be used,the CS2, OR APPROVED EQUAL, SHALL BE USED. 4 of 37 rate should be raised to 1.5 times when using two passes. /� � � ►�� � � �` .�-mow H�� C _ ` � �<—� W — —RICHARDS LAKE ROAD ! /� --3T�. 3 nnY _ — - - - 1111 �I J S F 0 LOD LOD \D D � � Lq OD --- SF 0 x 1 I o \ \\\ \\\\ o 1 \ \ � \\ \ \\ s\ \ rn UNPLATTED 0 I I I \ 150 G 150 300 w NE COR. S32, T8N, R68W SF `1 scale 1"=150' feet o ( � !� \ \ \ so \\ \ \ \ \ \ \ � \ \ / II V LEGEND rl II '— ) I o \ ?o \ \\\\\ \ \ \ I, i IIF— I I l \ \ \ \ \\ \ \ \` \\\ \ \ \ \ \ \ \ r f I I I \ 5925� o J \ \ \\ \ \ \ \ \ EXISTING 5 CONTOUR \ SF I I \ I EXISTING 1' CONTOUR \ .,5921 \ - - / r \ 00 EXISTING RIGHT-OF-WAY DRAWN \ \ \\ \\\\\ \ \ \ r \ \ \ ` \ \ I I ` \ \ EXISTING STORM DRAIN RFB CHECKED \ \ _ \ \ 1 \ \ \ . EXISTING EASEMENT JFS SF <1 \\ \ - - - - - - - - - DESIGNED PROPOSED EASEMENT RFB PROPOSED RIGHT-OF-WAY FILENAME I \ \� \\ \ \ \ \ -� \`\ \ \ \\\ 0005_GRADING PLAN PROPOSED LOT LINE I I ( I I \ \ \ \ \ \ 1 \ \ \ \ \ I \\ \ PROPOSED CENTERLINE p,00 L/C l III I I / \ \ \ \ \ \ TRACT MM �� \\ \ \ \ i IZ �\\ \ \ 1 0 Solo \ \ \ \ DE, UE, \\ \ — \\ \\ 5921 c° � 'N"•p�P�' 0� f 01 J \ \ \ \ \ FUTURE DEVELOPMENT \ \ \ \ \ \ / \ PROPOSED 1 CONTOUR �� �� R� �G� PROPOSED 5 CONTOUR �5925r\ X 1 I� II DITCH ROW \ \� S/ \ \ cn I�\ PROPOSED FLOW ARROW 't p \ \ \ ` \ \ \ \ ` \\\\ \ o l"` \ \ \ FINISHED GRADE ELEVATION X 5026.19 ONAL PROPOSED STORM LINE W/MANHOLE EX. \\ \\ II 1 \ \ \ \ \ \ \ \ \ \ \ \ \\ \ 100 ` \\ \\ PROPOSED RIPRAP PAD Row PROPOSED SW LE FUTURE IP 84 INLET PROTECTION ❑® ROW SEDIMENT CONTROL LOG CONCRETE WASHOUT AREA O X\ L J 0 VEHICLE TRACKING CONTROL LTG Z Q � SILT FENCE sF —eLT O J SF _ \ \ \ \ \ \ � � � �� � RIP RAP RP / — \ NOTESCO L_ 5111 I 5000 1. ALL AREAS DISTURBED BY CONSTRUCTION SHALL BE � � --_ \ \ SEEDED. SEE NATIVE SEED—TYPE 2 TABLE ON THIS � Z \ \ —\ SHEET FOR RECOMMENDED SEED MIX. O 2. POND SHALL BE LINED WITH A MINIMUM 3' OF COMPACTED CLAY OVER A SYNTHETIC LINER HAVING A MINIMUM WIDTH II I: ( �� \�\ \ \ \\\ \ \ — — ` _ I J��- \ \ \ OF 10 MIL. � I x � � � I � � � ► � \ � \\ \ � � � � \�� � � \ �- - - -- --- - - , _ � � III � � � � z 3. POND LINER SHALL BE CONSTRUCTED IN ACCORDANCE L I � <' 1 \ \ \ \ \\ `r �I \ \ WITH RECOMMENDATION MADE IN "THE SUBSURFACE O O J >+ I!'r 1 \ \\ \ \ \ \ / /. —� \ \ EXPLORATION REPORT MONTAVA DEVELOPMENT —TRACT co \\ \ \ \ \ \\` \ \ E— DETENTION POND EVALUATION OF GROUNDWATER AND SUBSURFACE CONDITIONS", EARTH ENGINEERING Z O \ CONSULTANTS, LLC, DECEMBER 6, 2022 J All \\ \ \\ \ \ \ \ \ 4. INITIAL BMP'S: Z W k •X L STABILIZED STAGING AREA INCLUDES SOLID AND Q \ \ II I I I '/ �\ k / \ \\ \ \ \ \ / , SANITARY WASTE DISPOSAL AREAS, FUELING ANDL > III °II I /�/ \ \ \\ \ \\ \ \ — _ — CONSTRUCTION WATER FILLING AREAS, AND LOCATION OF PHASED \ \ / Q I \ \ \ �— 1 � I; � SPILL CLEAN UP KITS) Z ��� \\ \ V A SILT FENCE INSTALLATION ADJACENT TO TIMBERLINE \A \\ — ROAD Z 0 I I r ��' ' \ \ \ VA \ ' THESE AND ANY OTHER CONTROLS DEEMED O Q 1 I I �� I �� �� �'� v vv v ✓ ' NECESSARY BY THE CONTRACTOR ARE INTENDED TO BE INSTALLED BEFORE THE MAJORITY OF 20' uE� CONSTRUCTION BEGINS. 5. INTERIM AND FINAL BMP'S: �I II x1 AFTER THE INITIAL FILLING AND GRADING OF THE — x I L— I I r �� \ \ \ \ SITE, THE CONTRACTOR SHALL ALSO MARK ON THIS \ \ I PLAN THE TEMPORARY EROSION PREVENTION _ I < i 0 U : � \ a0�� 40� \ — - -- Z � � ` \ � CONTROLS SUCH AS — — — — — — /,'i i \ \ ` '� '� —TEMPORARY SEEDING VAN- \ - — —MULCHING —SURFACE ROUGHENING SEE SHEET 4 —ADDITIONAL SILT FENCE NATIVE SEED - TYPE 2 RECOMMENDATIONS THESE MUST BE INSTALLED WITHIN 30 DAYS OF COMPLETED GRADING OPERATIONS. SCIENTIFIC NAME COMMON NAME PLS/lb.* Recommd. PLS PLS/ft 2 %of Seeds Ibs/Acre in Mix REFER TO THE SWMP REPORT FOR A DETAILED Sorghastrum nutans Indian grass 170,000 0.80 3.1 4.50% DESCRIPTION OF BEST MANAGEMENT PRACTICES. Sporobolus cryptandrus Sand dropseed 5,200,000 0.05 6.0 8.7% TST, INC. IT IS THE CONTRACTORS RESPONSIBILITY TO READ CONSULTING ENGINEERS Sporobolus airoides Alkali sacaton 1,758,000 0.60 24.2 35.2% AND IMPLEMENT THE SWMP PLAN. THESE EROSION 748 Whalers Way Distichilis stricta Inland saltgrass 520,000 1.50 17.9 26.0% CONTROL PLANS PROVIDE A PLACE FOR THE Suite 200 Fort Collins CONTRACTOR TO DOCUMENT THE IMPLEMENTATION OF Colorado 80525 Elymus elymoides Bottlebrush squirreltail 192,000 4.00 17.6 25.6% Phone: 970.226.0557 Pascopyrum smithii Western Wheatgrass 110,000 3.00 7.6 11.0% THE PLAN AND DO NOT NECESSARILY SHOW ALL OF JOB No. THE BMPS THAT WILL BE NEEDED DURING 1230.0005.00 Total 9.95 68.8 CONSTRUCTION. THESE PLANS NEED TO BE Note:All materials furnished shall be free of Colorado State Noxious Weeds as defined in Article III, Section 21-40 of the UPDATED, BY THE CONTRACTOR, THROUGHOUT SCALE 1" = 150' Code of the City of Fort Collins.This mix is based on 69 seeds/ft2 and is only calculated for one acre; contractor is CONSTRUCTION. responsible for calculating the appropriate seed amounts to purchase.This entire mix may be drill seeded to a depth of 1/4 EROSION CONTROL BLANKETS SHALL BE USED ON DATE SEPTEMBER 2024 to 1/2 inch deep. If hydroseeding occurs,seed must not be mixed with a mulch for application. They must be applied in ALL SLOPES GREATER THAN 3.1. PROPER LANDLOK two passes: first pass seed,second pass mulch. CS2, OR APPROVED EQUAL, SHALL BE USED. *PLS= Pure Live Seed. SHEET **The 10 Ib/ac mix is designed for drill seeding of grasses and forbs. If broadcast and harrow methods are 5 of 37 used for grass seed distribution,the rate should be doubled. When hydroseeding methods are to be used,the rate should be raised to 1.5 times when using two passes. RICHARDS LAKE ROAD Z O U) a_ Z o' O COUNTRY CLUB ROAD ; p W W' 0 SEE SHEET 7 z 0 _ o - -- — EX. 30' - -- �� --- - - -=5- - - 5- - - - - - - - - - - — - - - - -5- -- I 5- - - SS SS SS SS Z S - - S-- - - - — - - - --- - - --- - - - w SANITARY ESMT. S — SS ss s SS S SS SS �� SS SS SS N - T F WELL - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - o ON POTABLE VAULT OR WE SS _ SS SS SS SS SS SS SS SS Q - - - - - - - - - - - - - - - - - - -, - - - - - - - - - - - - - - - - - ^ - W W W WATER EXTRACTION w.-... ; = . - - - - - - - - - - - h,. �w . •. •'`°-•."``"',-r.:.,., �� MOUNTAIN VISTA DRIVE PROP. 5.0' SOFT SURFACE TRAIL-REFER-- - - - - - —(SEE SHEET 27 FOR DETAILS) - - - TO PHASE D PLAN SET FOR DETAIL - - i I I - -' KEY MAP m PROP. FER11GA110N SYSTEM ROOM _ - _ - - _ N.T.S. 'oXoo 81LF OF 8" PVC PIPE PROP. IRRIGATION DISCHARGE " . PROP. 8" STUB FOR FUTURE PHASES (INCLUDING PSD DRAWN RFB PIPE FOR EXISTING WELL PARCEL), SEE SHEET 19 PROP. PUMP HOUSE BUILDING CHECKED - - - - - - - - - - - - - - - - - - - - - - - � - ; ILDING SEE DETAIL SHEET 20 � - JFS PROP. 18" MONTAVA IRRIGATION LATERAL PROP. 3-PHASE TRANSFORMER FOR MONTAVA \\ DESIGNED DISCHARGE PIPE, SEE SHEETS 11-15 PUMP HOUSE, SEE PAD DETAIL ON SHEET 21 RFB = PROP. ROCK WALL WITH 6.0' WIDTH OF FILENAME j o I CRANE ACC SS TO PUMP I I I \\ / 0005_UTILITY PLAN CLASS 18 RIPRAP OVER NON-WOVEN i / GEO-TEXTILE FABRIC, SEE SHEET 21 , SAND AND OIL INTERCEPTOR. FUTURE PARKS DEPARTMENT PUMP STATION I - NOTES p,DO L/C w MONTAVA SUBDIVISION SEE DETAIL ON SHEET 20 ••••. z PHASE D TRACT SS PROP. WET WELL FOR PARKS DEPARTMENT i� ••'N P� o WITH 24" BUTTERFLY VALVE AND PLUG 1. ANY UTILITIES NEAR CONSTRUCTION ACTIVITY NEED I / TO BE VERIFIED HORIZONTALLY AND VERTICALLY BY Q PROP. PUMP SKIDS. SEE DETAIL SHEET 20 cn THE CONTRACTOR PRIOR TO CONSTRUCTION. PROP. 4" SCHEDULE 80 PVC PUMP SKID \ \ 2. ALL PRESSURIZED IRRIGATION LINES SHALL BE _ FILTER BACKWASH LINE. SEE DETAIL SHEET 20� , Z AAA5-FEETO� .....••' G� I o i PUMPHOUSE BUILDING ESMT. 2 OFFSET / BURIED A MINIMUM OF BELOW FINISHED PROP. TRAFFIC BOLLARDS, - A GRADE UNLESS OTHERWISE NOTED. NAL I I SEE DETAIL SHEET 23 �. PROP. 18" IRRIGATION OUTLET PIPE. SEE SHEET 19 3. ALL IRRIGATION LINES 12" AND SMALLER FOR THE PROP. 36" BUTTERFLY VALVE & 8' MANHOLE MONTAVA & PSD PUMP STATION SHALL BE CLASS C900w PROP. 36" INTAKE PIPE. SEE SHEET 20 � PROP. 4" WATER SERVICE FOR POND SHOULDER SEASON GAGE' INSULAlED DR 18 R1RACERPLE CWIRE.PIPE WITH A MINIMUM 12 PROP. POND HIGH \�� WATER SUPPLY WITH BACKFLOW PREVENTER AND 4 Ex. ao' I WATER ELEVATION , y�, �� METER VAULT. SEE SHEET 24 FOR METER VAULT DETAILS STRUCTURAL SUPPORTS. SEE DETAIL SHEET 20 sAN. ESMT. �� , ���i 4. ALL IRRIGATION LINES 12" AND SMALLER FOR THE ,,,; V TIE TO 18" PHASE D IRRIGATION MAINLINE RAW WATER INTAKE. SEE DETAIL SHEET 20 WITH A MINIMUM 12 GAGE INSULATED TRACER WIRE. PARKS DEPARTMENT PUMP STATION SHALL BE HDPE ~_EX 20' I UTILITY ESMT.' 5. ALL 18" IRRIGATION LINES SHALL BE CLASS C905, ROCK BERM TO PROTECT INTAKE, SEE DETAIL SHEET 20 PROP. OUTLET 18"x18" TEE W/MRJ ��\ �� DR 18 PURPLE PVC WITH A MINIMUM 12 GAGE DEPTH GAUGE WITH POND LEVEL TRANSDUCER STRUCTURE, \. (1) 18"x12" REDUCER W/ 12" GTV, �� INSULATED TRACER WIRE. - - SEE SHEET 22 FOR �� A� o FOR SCADA SYSTEM, SEE DETAIL SHEET 21 "` ROCK WALL INSTALL STUB AND CAP (W) �\ i� Z (1) 18 GTV (E) i \� 6. CONTRACTOR SHALL PROVIDE A MINIMUM OF O PROP. 4" SCHEDULE 80 \� 18-INCHES VERTICAL SEPARATION BETWEEN PROP. IRRIGATION DISCHARGE PVC PUMP SUCTION X i i' �\ IRRIGATION LINE AND ALL OTHER EXISTING UTILITIES. EX. 10" SANITARY MAIN I `:� �� ��� (BOXELDER SANITATION) I _ . PIPE FOR EXISTING WELLS SCREEN BACKWASH LINE STORM PIPE AND DOWNSTREAM �� INV. OUT= 4995.00 STORM STRUCTURES TO BE 7. ALL IRRIGATION LINES SHALL BE CONSTRUCTED TO Q 3.0'X4.0' TYPE L RIPRAP CONNECT TO PROP. OUTLET STRUCTURE INSTALLED WITH PHASE D Z' \ THE SAME STANDARDS AND SPECIFICATIONS AS THE o 1-8" FLAP VALVE CITY OF FORT COLLINS WATERLINES. co PROP. 8" RETURN FLOW PIPE TO EX. 24" WATER MAIN (ELC( `''.= TIE TO PROP. OUTLET STRUCTURE r };:' 8"x4" TEE W/MRJ \ i 8. ALL IMPROVEMENTS SHALL CONFORM TO THE MOST ,:.:` ! (1) 4" GTV (NW) \ `� i i CURRENT CITY OF FORT COLLINS CONSTRUCTION NON-POTABLE VAULTS FOR WELL WATER EXTRACTION ,,.., i SPECIFICATIONS. (SEE SHEET 27 FOR DETAILS) � sy,``: i 12"x8" TEE W/MRJ \ \ Z 9. REFER TO SHEET 18 FOR IRRIGATION LINE LAYOUT � Q 1-12 GTV W) \ i FOR THE EXISTING WELLS. n " 1-8 GTV (N) \ \ J EX. OVERHEAD POWER = 42 LF OF 8 PVC PIPE i \ gyp. . „ 1-12" PLUG \ 10. REFER TO SHEETS 11-17 FOR MONTAVA IRRIGATION 0. \ A 24 LF OF 12 PVC PIPE - \ \ i' LATERAL PLAN & PROFILES. o \\ boo �'1`0"x12" TEE W/MRJ �' �• k \ i' O (1) 10-X12" REDUCER (NW) i x_, P`G�O i i PROP. STORM DETENTION SPILLWAY i (1) 12 GTV W/ STUB AND CAP (NW) ���\`P ELEV. = 5001.50 \ \ Z J \ " L i � I Q 118 LF OF 10 PVC PIPE � 42 LF OF 8" PVC PIPE i �o 3r- �",, I � I o i \ I I I I � I LnI o I I EX. 75.00' NO. 8 DITCH ROW o I I � TST, INC. CONSULTING ENGINEERS 748 Whalers Way Suite 200 Fort Collins Colorado 80525 Phone: 970.226.0557 JOB NO. 1230.0005.00 SCALE 1" = 50' DATE 50 0 50 100 SEPTEMBER 2024 SHEET scale 1"=50' feet 6 of 37 3: I I I O RICH ARDS LAKE ROAD n I + II IMH-1 E \ STA. 30+85.69 I I \ U O I I + o\\` z � zp C) cnw COUNTRY CLUB ROAD 5 p I O W 00 N a (n O I (n I r K (n JC, O o I o � Z I U) a W U, I EX. 75' p MOUNTAIN VSA DRIVE I ITCH ROW KEY MAP II N.T.S. I °° N � I DRAWN RFB 20' PROP. UE CHECKED I I JFS I N DESIGNED 1 RFB IMH-1D FILENAMEOOO5 UTILITY PLAN STA. 25+85.69 v I o TRACT MM O N FUTURE NOTES ,PDO�L/C I I DEVELOPMENT 1. ANY UTILITIES NEAR CONSTRUCTION ACTIVITY NEED �0�� N G,�pC� TO BE VERIFIED HORIZONTALLY AND VERTICALLY BY pQQ - - - - � # � - I I THE CONTRACTOR PRIOR TO CONSTRUCTION. �0 G cv W ® W W—A, 2. ALL PRESSURIZED IRRIGATION LINES SHALL BE N BURIED A MINIMUM OF 5—FEET BELOW FINISHED �� ......' G SS S I I GRADE UNLESS OTHERWISE NOTED. S/ONAL SEE SHEETS 11-15 FOR PLAN PROFILE E� 3. ALL IRRIGATION LINES 12" AND SMALLER FOR THE + � II a & MONTAVA & PSD PUMP STATION SHALL BE CLASS C900, DR 18 PURPLE PVC PIPE WITH A MINIMUM 12 II IOJ GAGE INSULATED TRACER WIRE. e�n 4. ALL IRRIGATION LINES 12" AND SMALLER FOR THE I PARKS DEPARTMENT PUMP STATION SHALL BE HDPE II I g I I WITH A MINIMUM 12 GAGE INSULATED TRACER WIRE. EX. 10" SANITARY MAIN N (BOXELDER SANITATION) N 5. ALL 18" IRRIGATION LINES SHALL BE CLASS C905, cr)I I I I I DR 18 PURPLE PVC WITH A MINIMUM 12 GAGE cn i i INSULATED TRACER WIRE. II I + 6. CONTRACTOR SHALL PROVIDE A MINIMUM OF N O 18—INCHES VERTICAL SEPARATION BETWEEN IRRIGATION LINE AND ALL OTHER EXISTING UTILITIES. 11 II � I I IMH-1 C 7. ALL IRRIGATION LINES SHALL BE CONSTRUCTED TO Q 1 STA. 20+85.69 I o THE SAME STANDARDS AND SPECIFICATIONS AS THE II l + CITY OF FORT COLLINS WATERLINES. N v I 8. ALL IMPROVEMENTS SHALL CONFORM TO THE MOST II I I CURRENT CITY OF FORT COLLINS CONSTRUCTION SPECIFICATIONS. Z 9. REFER TO SHEET 18 FOR IRRIGATION LINE LAYOUT D Q v,,. o FOR THE EXISTING WELLS. O I I II \\ 10. REFER TO SHEETS 11-17 FOR MONTAVA IRRIGATION 0. IP Cn cn I I /^ \\ LATERAL PLAN & PROFILES. O Z II \ I I O Z I g cn I I I + I I � IMH-1 B STA. 15+85.69 jI < 4 > / \ ^< cn / \\ \\ / / < / / \ / /��•A I 'n o z < \\ I I PROP. 18" NPIC/WSSC AND / / \ c„ w I EXISTING WELL IRRIGA11ON / \ // / j,� \ �'</ U = I DISCHARGE PIPE > $o o NON—POTABLE VAULTS FOR / WELL WATER EXTRACTION ^< / / J T (SEE SHEET 27 FOR DETAILS) / \\ \ \ / \' / / / \ \ / / MONTAVA SUBDIVISION o I / VA \ \ �,�,/// PHASE D \ EX. 75' I EX. 21" SANITARY MAIN (BOXELDER) \ // // \ /// / \\ / z DITCH ROW I \� / /// \ \ \\ /// ^a cn N / / /i / // /i \ / \ \ TST, INC. /i \ i // // \ \ //i / / I C EX. 12" ABANDONDED SANITARY MAIN (BOXELDER) k L — — = I I /j // \ / / /// / \ / ^ / / \ \ \\ / / CONSULTING ENGINEERS 20 PROP. UE I I — — I I // \ // �, / / / \ // \ \ \ / 7e Whalers way I �- / < / \\ / \ / / \ \ Suite 200 Fort Collins I I Colorado 80525 Phone:IMH-1A 970.226.05 57 STA. 10+85.69 JOB NO. + o — — — — — — — — — - - - - - - - - - - -Q� ^ 1230.0005.00 — — — — — S5- �m=5� - - -5- - - — - - sue — SS Sti W SS SS J — - - - - - - - - SS- - - xZ - - - _— �5 — — - - - -� ///� \ //// \ \ SCALE „ , — _ — — 86 LF 18" HDPE — — `� -- r — - — 1 = 100 I V1 \ �� //// // / \ \ DATE X SEPTEMBER 2024 — — — — / / \ / �0 �z � I I 1 / // �— — // ////// ,. / �� A / / 100 ° 100 200 SHEET scale 1"=100' feet 7 of 37 SEE SHEET 6 RICHARDS LAKE ROAD Z O U) a- Z o' O C) co CO COUNTRY CLUB ROAD ; p W I z Z F7T 0 Z w Q 0 MOUNTAIN VISTA DRIVE KEY MAP N.T.S. m DRAWN RFB NON-POTABLE VAULTS FOR WELL WATER EXTRACTION I CHECKED (SEE SHEET 27 FOR DETAILS) - JFS — — — — FITZSIMONS WELLS 1 & 2=4 CFS= — �HC_ DESIGNED IMH-1H - - - - - - - - _�_ - - - - - - - - - - - _ = N O O RFB �O C M STA. 45+30.21 O O O o w ) `J O J,o� aN A� J✓V 0,� W � J,�i JOl JN 1N W o �'- -t ,� FILENAME - 'I— - — — — 44 LF 18 HDPE ]-RICHARDS LAKE RD. X 00 - 3 0005_UTILITY PLAN IHO- -HO 3H0 1HO 1HO AHO �_�� MHO 0—:1 HO -O 7HO HHO 1 -MHO HHO IHO `'� HHO-- - ��'0 IHO HHO HYDRODYNAMIC SEPARATOR HO - - - - - - - - - - w_ - - IMH-11 IMH-1 J IMH-1F STA. 44+86.42 -_ _-_ _ _ -_-_ _ - - - - - - - - a � 45' BEND W MRJ o 50+25.08 - - - - - -� _- - - - =_ - - STA. 55+25.08 -m o_ - - - - -_ _ _ _ _ _ _ _ _STA. 6_0+_02.8_6 _ STA. 35+85.69 a - - 495 LF,18 HDPE \ w o _ PDO L/C _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ __ _ _ I � w , 500 LF 8 HD E I 4 LF 1 H PE �,,.••••. 600 L 18" HDP I 30 LF " HDPE Op 46+00 �- 47+00 48+00 49+00 50+00 51+00 52+00 53+00 54+00 55+00 d 56+00 57+00 58+00 59+00 60+00 I r / O`g•'j�`N JP,� 36+00- - - -37+00 - - - 38+00- - - -39+00- - - -40+00 - - - 41+00 42+00 d 43+00 44+00 k5k - - - - — - - - - - - - - - - - - - - - - - - - - - - - pW_ — _ b - - - - - - - - - - - - - - - �\ to - - - - - - - - - L0 �, - - - - - - - - - - - - - - - - - - I � pQ v G I 25 LF OF 10" PVC PIPE — — — -�— — \\\ SEPUDq_C. .�_ o IMH-1 G SEE SHEETS 11-15 FOR PLAN & PROFILE ,�0 I I Q� �G� •• + STA. 41+85.84 GtQ S .....••'�c,� O F,Q�QG\ I� i I II /ONAL E 20' �RdP. UE � �� \ I I EX. 100'� I Io \ UNPLATTED o RiW \\ NE COR. S32, T8N, R68W + FUTURE I \\\ I� ,ROWUj A M \\ + Z I I I M m I vv I $ v� I vvv �z o Z o O w TRACT MM \ S + DE, UE, \ + o I I FUTURE DEVELOPMENT \ � I I \\ CONNECT EX. 15" CONCRETE I I I \ a I I \ PIPE TO PROP. 15" HDPE PIPE I I II \ t o \\ IMH-1 K l oCO STA. 65+02.86 to 44 LF 18" HDPE co \ STA. 30+85.69 I \\ SPLITTING STRUCTURE I Z I \ STA. 65+49.75 I D a Ln doI + REMOVE APPROX. 76 LF OF 15" CONCRETE PIPE J TIE TO EX. 15" CONCRETE PIPE1 1 - i 0. \\STA. 29+63.53 0 SEE SHEET 7 I I H EX. 15" RCP z INVERTED SIPHON I 'o I O F_ o f \\ I Z D \ I > a NOTES Z 1. ANY UTILITIES NEAR CONSTRUCTION ACTIVITY NEED O TO BE VERIFIED HORIZONTALLY AND VERTICALLY BY THE CONTRACTOR PRIOR TO CONSTRUCTION. 2. ALL PRESSURIZED IRRIGATION LINES SHALL BE BURIED A MINIMUM OF 5—FEET BELOW FINISHED GRADE UNLESS OTHERWISE NOTED. 3. ALL IRRIGATION LINES 12" AND SMALLER FOR THE MONTAVA & PSD PUMP STATION SHALL BE CLASS C900, DR 18 PURPLE PVC PIPE WITH A MINIMUM 12 GAGE INSULATED TRACER WIRE. 4. ALL IRRIGATION LINES 12" AND SMALLER FOR THE PARKS DEPARTMENT PUMP STATION SHALL BE HDPE WITH A MINIMUM 12 GAGE INSULATED TRACER WIRE. 5. ALL 18" IRRIGATION LINES SHALL BE CLASS C905, DR 18 PURPLE PVC WITH A MINIMUM 12 GAGE INSULATED TRACER WIRE. 6. CONTRACTOR SHALL PROVIDE A MINIMUM OF 18—INCHES VERTICAL SEPARATION BETWEEN TST, INC. IRRIGATION LINE AND ALL OTHER EXISTING UTILITIES. CONSULTING ENGINEERS 748 Whalers Way 7. ALL IRRIGATION LINES SHALL BE CONSTRUCTED TO Suite 200 Fort Collins 80525 THE SAME STANDARDS AND SPECIFICATIONS AS THE Colorado Ph one: 970.226.026.0557 CITY OF FORT COLLINS WATERLINES. JOB NO. 8. ALL IMPROVEMENTS SHALL CONFORM TO THE MOST 1230.0005.00 CURRENT CITY OF FORT COLLINS CONSTRUCTION SCALE SPECIFICATIONS. 1" = 100' DATE 100 0 100 200 9• REFER TO SHEET 18 FOR IRRIGATION LINE LAYOUT SEPTEMBER 2024 FOR THE EXISTING WELLS. SHEET scale 1"=100' feet 10. REFER TO SHEETS 11-17 FOR MONTAVA IRRIGATION 8of 37 LATERAL PLAN & PROFILES. a z 0 U z Z I 0 E. COUNTY ROAD 56 (n 0 o co U) w I 5 I I I I I I I w I Q I PARCEL: 8817000004 PARCEL OWNER: FOLOT REUBEN/LENORA HOMESTEAD LLC m SITE/ MAILING ADDRESS: 5032 N COUNTY ROAD 11, FORT COLLINS, CO, 80524 DRAWN RFB I CHECKED JFS E. DOUGLAS ROAD DESIGNED I RFB FILENAME 0005 UTILITY PLAN I a ED I } z Z �� N I Q Fps 0.•� I S�ONAL E� II I PROP. IRRIGATION CONCRETE — ---- --- PROP. HEADWALL FOR WSSC FES, SEE SHEET 17 DIVERSION, SEE STRUCTURAL PLANS z a SHEET 36(S9) FOR DETAILS `' o I 3 \\ RIOHARDS LAIC ROAD • PROP. 24 IRRIGATION LATERAL, SEE S�F FSM SHEET 16 FOR PLAN AND PROFILE \\ C0 � A HOC, o TIE TO EX. IRRIGATION PIPE — �� \\ I EX. STORM STRUCTURES EX. APPROX. 20 LF OF 18" RCP 1 I 0 EX. 1 FES PROP. IRRIGATION MANHOLE FOR I — _ — m _- - - - - - - - - - - - - - - - - - - 8" STRUCTURE I I WSSC DIVERSION, SEE SHEET 16 � \ I _ _ __ - — I II EX. MONTAVA IRRIGATION LATERAL DITCH \ COUNTRY CLUB ROAD Q PROP. IRRIGATION PIPE FOR MONTAVA \ �� IRRIGA11ON LATERAL CONVEYANCE, SEE 1 ii EX. HEADWALL STRUCTURES100 SHEET 17 FOR PLAN AND PROFILE �c� s TIE TO EX. 18" ABOVE GROUND IRRIGATION PIPE EX. 18" ABOVE GROUND s z I I IRRIGATION PIPE Ii PROP. HEADWALL STRUCTURE, SEE STRUCTURAL D Q Z AccxS H II PLANS SHEET 37(S10) FOR DETAILS j ES DITC RO A1) II MOUNTAIN MSTA DRIVE 0. l II REMOVE EX. HEADWALL STRUCTURE KEY MAP 0 �.. I II N.T.S. II Z J II 0 � �I Z m o I I Q Z I I II NOTES F_ a I I Z v II 1. ANY UTILITIES NEAR CONSTRUCTION ACTIVITY NEED TO BE VERIFIED HORIZONTALLY AND VERTICALLY BY 0 THE CONTRACTOR PRIOR TO CONSTRUCTION. 2. ALL PRESSURIZED IRRIGATION LINES SHALL BE / II BURIED A MINIMUM OF 5—FEET BELOW FINISHED II GRADE UNLESS OTHERWISE NOTED. I II 3. ALL IRRIGATION LINES 12" AND SMALLER FOR THE I I II MONTAVA & PSD PUMP STATION SHALL BE CLASS I I II C900, DR 18 PURPLE PVC PIPE WITH A MINIMUM 12 J I I II GAGE INSULATED TRACER WIRE. / II 4. ALL IRRIGATION LINES 12" AND SMALLER FOR THE PARKS DEPARTMENT PUMP STATION SHALL BE HDPE II WITH A MINIMUM 12 GAGE INSULATED TRACER WIRE. / II PARCEL: 8817406701 / PARCEL: 8NER: GI LET 5. ALL 18" IRRIGATION LINES SHALL BE CLASS C905, / I I PARCEL OWNER: GILLETTE EDWARD L II PARCEL OWNER: LAWSON STANLEY/LATHY / I SITE/ MAILING ADDRESS: 2880 E COUNTY ROAD 56, FORT II SITE ADDRESS: 5015 FOX RIDGE CT, FORT COLLINS, CO DR 18 PURPLE PVC WITH A MINIMUM 12 GAGE / I I COLLINS, CO, 80524 II MAILING ADDRESS: 151 UPPER CLEAR CREEK RD, BUFFALO, WY, 82834 INSULATED TRACER WIRE. II 6. CONTRACTOR SHALL PROVIDE A MINIMUM OF 0:1 II 18—INCHES VERTICAL SEPARATION BETWEEN TST, INC. I I II IRRIGA110N LINE AND ALL OTHER EXISTING UTILITIES. CONSULTING ENGINEERS I 748 Whalers Way 7. ALL IRRIGATION LINES SHALL BE CONSTRUCTED TO Suite 200 Fort Collins olor 525 THE SAME STANDARDS AND SPECIFICATIONS AS THE Phone: 970.226 0557 I I I CITY OF FORT COLLINS WATERLINES. JOB NO. I I \ 1230.0005.00 8. ALL IMPROVEMENTS SHALL CONFORM TO THE MOST CURRENT CITY OF FORT COLLINS CONSTRUCTION SCALE SPECIFICATIONS. 1" = 100' Z 9. REFER TO SHEET 18 FOR IRRIGATIONDATE LINE LAYOUT SEPTEMBER 2024 FOR THE EXISTING WELLS. SHEET 100 0 100 200 10. REFER TO SHEETS 11-17 FOR MONTAVA IRRIGA1ION 9of 37 LATERAL PLAN & PROFILES. scale 1"=100' feet RICHARDS LAKE ROAD Z O I- In 0_ Z a' O v (n w w COUNTRY CLUB ROAD II I 0 a 0 7 z B w o F_ � Q m MOUNTAIN VISTA DRIVE KEY MAP DRAWN RFB N.T.S. CHECKED JFS DESIGNED RFB / / ►� / FILENAME OQO ` / 0005_STORM PLAN & PROFILES L/ PQQ�O��G.pO SEE SHEET 22 FOR NON—POT OUTLET POND DETAIL TONAL / goo INLET—P1 A (AREA INLET) / STA. 10+11.02 I SEE MONTAVA PHASE D FOR 50oo �\ STORM INFRASTRUCTURE DESIGN / / ► 4990 4g8g 4988 49 A \ / / CUSTOM VAULT-P1 A (5 x5 ) S 4991 8) , /// / STA. 10+00 ` \p �994 4gg3 4992 9�G �98s A� Z O 0 \' MONTAVA PHASE D LL 0 D cr 0. F— 06 0 Z a Z � O Z 2 5010 5010 a F_ CD 5005 11.02 L.F. 5005 Z S=0.50% O PROPOSED 18" RCP GRADE EXISTING GRADE 5000 5000 4995 - 4995 4990 in In 4990 x w ^.. 3.. w a,`., � N al co w III 4985 i LO rn Q N TST, INC. p p II Q II 4985 CONSULTING ENGINEERS p 0 748 Whalers Way + II + 1— Suite 200 Fort Collins o II ? O a '0 0 Colorado 80525 Phone: 970.226.0557 ~� Z Z Z ~� JOB NO. 4980 v N Y- - - � ~ Z- 4980 1230.0005.00 9+50 10+00 11+00 SCALE 50 0 50 100 DA1E SEPTEMBER 2024 scale HORIZ: 1"=50' feet SHEET VERT: 1"=5' 10of 37 RICHARDS LAKE ROAD Z O I- V) a_ Z o' O COUNTRY CLUB ROAD Lu Lv 0 a Li — — = Z— MOUNTAIN VISTA DRIVE I _�. ::Eco= � � J- T r — — - - — — = ======— = KEY MAP _ _ — . — . — N.T.S. \ \ jO DRAWN `\ — � RFB ' -5006 `� 5006 J 5006 — i CHECKED JFS p IMH 1 A -5005 IMH-1 B _5005— — STA. 20+185.69 _ DESIGNED s / STA. 10+85.69 _ - - - - -- - STA. 15+85.69 RFB \ / I _ C:� rv J 11+00 12+00 13+00 M o O 14+00 I— 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 FILENAME - - - - - - - - - - - --- - - - - - - \- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 04 \\ �\\ 0005-MONTAVA IRRIGATION LATERAL \ - 5004 p,DO L/c c� oX, I I INV. OUT = 4995.00' \\\ VOi;�`2 PROP. TYPE L, 4.5'X6.0' RIPRAP w PAD AT BASE OF ROCK WALL \ X w .• �� EX. 0' NAL E G CV UE A\ \ w IC w NOTES EX. 21" SANITARY MAIN (BOXELDER) / J \\ \ — 1. ALL HDPE PIPE AND RCP SHALL BE I \ \ WATERTIGHT AT MANHOLES AND EX. 12" ABANDONED SANITARY MAIN BOXELDER \ \ / I JOINTS. \ \ � � ✓ 2. WSSC CONNECTION GATE: RUBICON 11 PIKOMETER PM-450-2400, SEE N \\� ✓ - 1 DETAIL SHEET 23 \� \ 3. NPIC CONNECTION GATE: RUBICON od, PIKOMETER PM-450-1400 SEE Z \ \ DETAIL SHEET 23 a o� w (L J 5015 5015 2 M ON TAVA IRRIGATION LATERAL D Z a O 5010 - - - 5010 O a PROPOSED — GRADE EXISTING Z /1r 5005 — GRADE 5005 O - - - - - - - - - - Z H HGL N L HGL —Hal GL HGL a 5000 HGL 5000 LLJ� � Z 85.69 L.F. L� ~ O S=0.30% _ 49954995 18" HDPE O 500.00 L.F. 500.00 L.F. S=0.30% L I S=0.30% 18" HDPE LIJ 18" HDPE U) 4990 Q .. 4990 z N v n N7 r z � z � z N Q OD LO I eo'i � � 1 CO M N 000 CO "t Z II QO < U, 0)LLI � �4985 o � oO � �o �t oII_S 4985 � Ui + m ao + O +Xor0 - 0 + 0 � o 0 U ~ IDQO w O D ? N ?IIz0 � IIO I X (n Q> w 2 a � > > 2 _3 < :2 > 2 _3 < :2 > 4980 � v~i? � v~i � ? ? _ - - � � c~n � z z � � c~i� � ? ? 4980 9+50 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 21+50 TST, INC. CONSULTING ENGINEERS 748 Whalers Way Suite 200 Fort Collins Colorado 80525 Phone: 970.226.0557 ZJOB N0, 1230.0005.00 Q SCALH: 1"=50'; V: 1"=5' o0 50 0 50 100 DATE SEPTEMBER 2024 NO scale HORIZ: 1"=50' feet SHEET N VERT: 1 =5 00 11of 37 RICHARDS LAKE ROAD x x x x - x x \ x x x x x x x x \ x x, x x x x x \ x x x x x x xOL SS SS SS JS JJ 55 JJ�J JS —SJ SJ JJ JJ JJ Jj_SS --; � (/� Z _� 0 S S S S S S S —S S S S S S — \ w COUNTRY CLUB ROAD p Ld � Ln — -� - Z —� — — FUTURE N0. 8 DITCH DIVERSION � °° — — — — — — . — — — — . — _ �_ _ o MOUNTAIN MSTA DRIVE IMH-1D \ IMH-1E \ \ KEYTMAP m — _ STA. 25+85.69 ISTA. 30+ i \ DRAWN — — — — — — — — — — — — — — — — — — — — — — — - - - - - - - - RFB�� N 22+00 — — — — — — — — 23+00 — — — — — — — — 24+00— — — — — — — — T 25+00 — — —— — — ——�26+00 27+00 — — —nl 28+00 _ — — — — — — 29+00 — — 30+00 31+00 32+00 / 33+00 34+00 CHECKED � - - - - - - - - - - -0-- — — — — — — _ n — — — — o — — — — — — — — - — — — -- - - - - - - - - - ^ w JFS o O C ^ � ��v — -� � O O^ p O DESIGNED \ n ) u) � [00 �O \ \ h r RFB LLJ / \ Ld W \ W FILENAME 0005-MONTAVA IRRIGATION LATERAL Ld I / ,. W ' � \ / W C/) / TRACT MM DE, UE, � p� •' FUTURE DEVELOPMENT ••••••'• G S/ONAL E� NOTES 1 / / 1. ALL HDPE PIPE AND RCP SHALL BE i JOIN STIGHT AT MANHOLES AND ' 2. WSSC CONNECTION GATE: RUBICON PIKOMETER PM-450-2400, SEE DETAIL SHEET 23 3. NPIC CONNECTION GATE: RUBICON PIKOMETER PM-450-1400, SEE Z DETAIL SHEET 23 O J _ Q a o� 5020 5020 W MONTAVA IRRIGATION LATERAL _ — EXISTING — GRADE 5015 _ — — I I 5015 Z FUTURE NO. 8 DITCH DIVERSION — 5010 ,or _ — — — HGL 5010GL O — — — — — — 500.00 L.F. G — — — — Non— z 18" HDPE O — 5005HGL� — - - - - - - - - - - - — HGL - 5005 Z Q HQ_ 8GL Now— H H I--- HGL HGL G LLJ WWII 1 500.00 L•F. L J > Q 5000 L� S_1'71% F_ _ ^ 187 HDPE W 5000 Z cn � - c= ~ O Z � L-1 500.00 L.F. L J O 4995 LJ S=0.30% LLJ 18" HDPE 4995 4990 4990 z co co M 0 4- 00 a. rn ^ o 4985 c° °' rn e c n o U') 4985 0`000 � II `0 ` LO 00 ao ao � II + 0 II + 0 II O04 Wn0Z =O o 4980 z CnFrz z 4980 21+50 22+00 23+00 24+00 25+00 26+00 27+00 28+00 29+00 30+00 31+00 32+00 33+00 34+00 34+50 TST, INC. CONSULTING ENGINEERS 748 Whalers Way Suite 200 Fort Collins Colorado 80525 Phone: 970.226.0557 ZJOB NO. 1230.0005.00 NSCALH: 1"=50'; V: 1"=5' 00 50 0 50 100 DATE SEPTEMBER 2024 lt 0 scale HORIZ: 1"=50' feet SHEET N VERT: 1"=5' 00 r 12 of 37 0) RICHARDS LAKE ROAD Z O I- V) a_ Z o' O COUNTRY CLUB ROAD p y Ld 0 Q (51 Ld \ — \, \ \ \ cSO � \ 1 \ \ � MOUNTAIN VISTA DRIVE KEY MAP -F —� — — �— — — — — s — `� \ N.T.S. SO DRAWN 0 RFB o— wl CHECKED WI \\ -- ` �'��`J `.�� Off) :J�� \`J �- _ `J `J - � `J .`/ `J `J `J � —`�— —�_ �— vv w_ DESIGNED X RICHARDS LAKE ROAD FITZSIMONS WELL RFB H 0 ��0 �-E H 0 H 0 - _ LLQb'0�` ��I - H�\��H 0 ��H � H �.�I O��- -E H H H FILENAME i \ \ \ \ ` s STA. 44+86.42 0 H 0 H 0 H 0 L H H 0 H 0 H 0 1 r -L H 0 H 0 0005J�IONTAVA IRRIGATION LATERAL C\1 — / __� L �— _ — _ - so28 \ s °4�— 22.5' BEND W MRJ 5p _ _ _ ` —yam— `� — C� �S�S03g °40 — — — — — — — — — — — — — / — — — — - — - - — _5p2 26_ — \ \ \ `5033 5034 "53S\°36\ _ - - - 104' — IMH-1 H Pp0 L/C W \ � ! ��,�\�\\ IMH-1 F - - --s 5� _ — \ 0,31 s°32 \ \ - - - - �� STA. 45+30.21 W �,��•''N •• W I II�',( ' I I `;`�` STA. 35+85.69 024 ` �503 � \ \ a - - - - W v. o : �P vP I I - - - - - -- - O \ \ - - - - - O p - / 46+00 47+00 = QQ rn 75' NO. 8 °23- - - - - - - - - �4W - - - - =- - - - WW � W oo - v J I I DITCH ROW 36+00 37+00 \38+00 N = 39+00 �_ 40+00 ,41+00 42+00 d 43+00 44+00 �5k _ _ _ _ _ _ _ _ _ _ _ _ _ - - - - - - - - - - - - - - - - - - - - - - - � - - - -� �s� — -- - - - - - - - � — MH Ln o W u«I��I I III��11'1 I � _5p22 \ ��8 29 � \ �STA. 41 M85.84 � � -� WS/•.....��G� W IIIII' I I I soy W ONAL cry \�\111�1 I sllll V� I \ cn 1111 I Illj. IIIIII IIIII � I I � \O1111�111� 1 IIII IIIII I so NOTES 11111 5p21 U 111111�11 . Illl 111 l(j ALL HDPE IIII II` 1 IIII I S I �, \ \s�2s \ \ 1• WATERTIGHT PIPE AND RCP SHALL AT MANHOLES AND BE II II IIIII IIIIII (IV I L I \ TRACT MM \ III IIIII ICI III I M I s021 \ JOINTS. II IIIIII I IIIIIIII I I 5020 \ \ FUTURED DDEVELOPMENT 2 CONNECTION \ \ II IIIIII �il IIIIII II I \ s°?3 \ \ \ PIKOMETERPM 450E 2400RSBE ON DETAIL SHEET 23 - - - - - - - - - - - -- - - - - 3. NPIC CONNECTION GATE: RUBICON PIKOMETER PM-450-1400, SEE Z DETAIL SHEET 23 O J 5045 5045 � a MONTAVA IRRIGATION LATERAL a W EXISTING GRADE cf) F 5040 5040 � J - FITZSIMONS D Z 5035 WELLS 1 & 2 10" O PVC PIPE 5035 a o � 5030 '" 5030 Z y O N Z a 5025 r 5025 a a W _ W > F- W W a Z 5020 _ _ 5020 Z Ld W O LIJ W GL HGL 5015 GL HGL HGL HGL 5015 H H L v� H .� 300.58 L.F. �� 43.79 L.F. L v S=0.30% - S=0.307 600.15 L.F. a. 18" HDPE % S=0.30 18" HDPE 5010 18" HDPE o 5010 W v W Z v W v M N N r- q M Ln 5005 Cp N llO amp M LO ` �� Nam - Ln 0 3 2 � oN `n II - 0 5005 b00V) `n II o a�oF 0V) V) Ln 00 II + I II II W +� oLOLO M II z 0 C �'t O mill = � 11 ? O = a � > > = Q � » > Lq a> = Q > > TST, INC. 5000 N _ N �jZ � (n FIZ Z - 5000 CONSULTING ENGINEERS 748 Whalers Way 34+50 35+00 36+00 37+00 38+00 39+00 40+00 41+00 42+00 43+00 44+00 45+00 46+00 47+00 Suite 200 Fort Collins Colorado 80525 Phone: 970.226.0557 JOB N0, 1230.0005.00 U-) SCALH: 1"=50'; V: 1"=5' N DD 50 0 50 100 DATE SEPTEMBER 2024 p scale HORIZ: 1"=50' feet SHEET N VERT: 1"=5' 00 r 13 of 37 RICHARDS LAKE ROAD Z O F U) D Z o' O V) LLJ COUNTRY CLUB ROAD > p LI 0 a Ld -- OMOUNTAIN VISTA DRIVE —,n,- - — - - - — — — — — — — - - _- - - - - - _ KEY MAP w — �( W— W — W of o � o—�_0 �7­7711 L W — W W ni n W W �-W W VV W _ W W W CO RICHARDS LAKE ROAD — — - - W W �ti' N.T.S. X� � / DRAWN - - - - - - — — X— wJ = - - — - - _� — _ ? RFB LEI — 0 � IHO HHO H'- AHO IHO HO 1" �H MHO/ ,HQ--]HO - IHO��HO -c HHO IHO MHO HHO MHO HHO H �—MHO— MHO - - - - I \ / � __ \ CHECKED - - JFS — — — — — — — — — — — — — — Lv — — — -- - — — — — — _— - -- = - - - - - - — _— — — — — — — — — DESIGNED — — — — — — — __ IMH-11 — - IMH-1J - - - - - - -� - - - - - - - - - - - - - - - - - - - - RFB STA. 50+25,08 \ STA. 55+25.08 m o I- w FILENAME ` w LJJ 0005JdONTAVA IRRIGATION LATERAL W 47+00 48+00 49+00 a 50+00 51+00 N52+00 53+00 54+00 55+00 56+00 = a 57+00 58+00 59+00 — — `\ p W — — — — — — — — — — — — — — C U) - - - - - - - � — - - - - - - - - - - - - - r — - - o — - - - - - - - - - - - � - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - — D0L/c Q � W � �`+P �o W G�O� ti� Q ,K, \ W PQ ,�� � 0Cn TRACT MM `ro o��, `\ UNPLATTED DE, UE, \\ NE COR. S32, T8N, R68W �0 S/O FUTURE DEVELOPMENT NAL\ \ ` NOTES \ 1. ALL HDPE PIPE AND RCP SHALL BE \ -I - - - - - - - - - - - - - - - - - - - - - - WATERTIGHT AT MANHOLES AND \V JOINTS. \ \ \\ 2. WSSC CONNECTION GATE: RUBICON \ \ PIKOMETER PM 450 2400, SEE DETAIL SHEET 23 3. NPIC CONNECTION GATE: RUBICON PIKOMETER PM-450-1400, SEE z DETAIL SHEET 23 O J - a 5040 5040 a MONTAVA IRRIGATION LATERAL ~ W a � J 5035 5035 D z a. O 5030 - - _ - - - EXISTING 5030 a _ GRADE — O Z � 5025 5025 O z a a > w w > a 5020 LLI HGL w 5020 HGL HGL v J O HGL W GL HGL L 477.78 L.F. Z LLlHGL 500.00 L.F. S=0.31% W O 5015 � S 0 18" HDPE 5015 494.87 L.F. 18" HDPE S=0.30% 18" HDPE 5010 5010 N 1 v N N a0 N � lA t0 In 00 00 I�cd O 00 I, 00 O 5005 o `n a o `� 5005 2s` N20LO II `1404 II ccoo +O II � + 0 II _ I In O I � � � z 5000 Min FE z z M V)Fx z z 5000 47+00 48+00 49+00 50+00 51+00 52+00 53+00 54+00 55+00 56+00 57+00 58+00 59+00 T81 INC. CONSULTING ENGINEERS 748 Whalers Way Suite 200 Fort Collins Colorado 80525 Phone: 970.226.0557 JOB NO. 1230.0005.00 SCALH: 1"=50'; V: 1"=5' N 00 50 0 50 100 DATE SEPTEMBER 2024 p scale HORIZ: 1"=50' feet SHEET N VERT: 1"=5' 00 14 of 37 r 0) RICHARDS LAKE ROAD Z O I- V) a_ Z a' O COUNTRY CLUB ROAD In W LIJ _ — — — — —— — 01 � �� __ t-� � —.-�.�— �-�— i \ - rl� - - - - - - - - - = — 5025— --- i —_ =5026_ �\ OI ,�' —5027— _ — — _— —50285029 — " GO� �_ 5033 — - — - — - TIE TO EX. 15 CONCRETE IRR. LATERAL— � — % 15 �o i Z 0 ti O `�\� 4 Ld cr Q vv '5 2g —o ff 5�9 — 5030 �G�� �'S ', . � / 03 - �s ` o —a-``' = N. GIDDINGS ROAD _ x f —w� EX. 15" IRR. PIPE_ IMH-1L ,�5" �� \ �� MouNrnw vlsrA DRIVE o -w `W w w w w— wW� STA. 65+93.66 vv— vv �.> � — KEY MAP w w w_ HYDRODYNAMIC SEPARATOR, _" — SEE DETAIL SHEET 22 — — — — j — N.T.S. _ w_- W-- 14� w w W -- ,w w w "v Tom_ �W _ DRAWN TI J �J�ICRFB V CHECKED �I II II v502�� w o '� y' °� JFS 65+00 / DESIGNED G� f in LL1 s4+oo - - - � / RFB ¢ o 61+00 U) 62+00 63+00 - - - - - - - - - - - - - - - - - -0 I `° FILENAME ic) - - - m IMH-1K 0005Y I0' UE STA. 65+02.86 / -MONTAVA IRRIGA TION LATERAL BY SEP. DOC.J SPLITTING STRUCTURE / 0 } STA. 65+49.75p�PDO•L/c c N Q I I UNPLATTED v I I I NE COR. S32, T8N, R68W SEE SHEET 21 FOR SPLITTER Iz o I STRUCTURE DETAIL N + SEE SHEET 16 FOR PLAN & PROFILE / Q FDA .•' �� / �� •....•• �G� S/ONAL EX. 100 ROWS I i o�,� 11 II II �, FUTURE 84' I I ``� �p�� h OAS // J ROW I� / h� ��, � i NOTES 1. ALL HDPE PIPE AND RCP SHALL BE WATERTIGHT AT MANHOLES AND JOINTS. SEE SHEET 14 2 PIKOMETOERNEC PM 10450E 2400,RSEE ON DETAIL SHEET 23 3. NPIC CONNECTION GATE: RUBICON PIKOMETER PM-450-1400, SEE Z DETAIL SHEET 23 O J a o� w 5040 5040 c M ON TAVA IRRIGATION LATERAL J � Z 5035 5035 O 43.91 L.F. ~s=,.,8% a O 24» RCP 5030 5030 EXISTING Z GRADE — — Im 5025 - 5025 > GL HG�H a a H 46 96 L.F Li + L 5.2,14% Z 5020 LL_I HGL 1a" NDPE 5020 ~ O = 500.00 L.F. - Z S=0.93% O 1 g" HDPE W 5015 Ld 5015 5010 5010 A N - 5005 0 ^ ^ ^^ 5005 �� 0Z w Ld 3 ••0 v C v U') In •• 0 00 0� 0) LLI N N O I 0) U*)= vU-)O Uc000 c0r- 0 � u70 � O O I H Co OII � ao � � m �00j _ TSTn G5000 m0 000Int0 0 5000 Q N I- U) 00 0 CONSULTING ENGINEERS ERS ON 0000N cI /� 4vr0 0) N 8 Whalers + � � II LO � O � II 00 0 Z JU-) Suite 20Fort ollins 0 � z 0zH 0z 0 Colorado 80525O O ~ 0 O Phone: 970.226.0557 4995 __ U) Fr z z R z z (n Fr z z z -v N z d 4995 Z JOB NO, 1230.0005.00 Q 58+50 59+00 60+00 61+00 62+00 63+00 64+00 65+00 66+00 67+00 SCALE , H: 1 =50 ; V: 1 =5 N °0 50 0 50 100 DATE SEPTEMBER 2024 0 scale HORIZ: 1"=50' feet SHEET N VERT: 1"=5' 00 15 of 37 r 0) A 0 z U z Z O E. COUNTY ROAD 56 V) 0 B Z O � co Un w W Li fn 0 VIEWPORT A VIEWPORT B VIEWPORT C DRAWN RFB EX. DITCH I Pc CHECKED ROAD �iq I 5030"\ \ \ v v JFS (( Q� E. DOUGLAS ROAD DESIGNED RFB IJ/ J �I I k� \ EX ROAD CH r 0005-MONTAVA IRRIGATION LATERAL WSSC HEADWALL STRUCTURE ` //� !- I \ a � w �\ ` �� \ �- G S . ——————-� NPIC HEADWALL STRUCTURE _ 1�� - I ��o v v Q \ tiV�\ vim v� v — 5028 � Gp� r / (W/ RUBICON PIKOMETER - NOTE 3) (W/ RUBICON PIKOMETER NOTE 2) ��, I �p \ \\ \ _ _ 5 QF' Fps •. <vw •....• G STA. 10+57.95 � Q A �,� A \ v _ o2s •.• �O STA. 10+25.09 � � r � � o I � �v � V '���� 5032��\ V`— � v v_ SRO �_ EX. 15" CONCRETE CHAaN L \\ —5030— _ NAL PROP. 4.5'X5.0' D50 RIPRAP PAD °X��°� ' `� Q IMH-1K , �� o° ��°) \� SEE STRUCTURAL PLANS I STA. 65+02.86 ��� �\\ \ —5�3�v _ - NQ) °° SHEET 35(S9) FOR DETAILS �� � v IC F v _ �?- - I �, v \EX. 15" INVERTED SIPHON- STA. 10+00 fie\° JUNCTION STRUCTURE �2+00 \ \yii\\ ` ��p 3 0+00 \ — \—————_ i /�������j r / SPLITTING STRUCTURE v 3 � �' ��X STA. 10+00 STA. 12+27.98 SEE SHEET 21 FOR SPLITTER `� `� �'y II d, STRUCTURE DETAIL \ \ \G� �3 �\ RICHARDS LAKE ROAD \ STA. 11+39.91 \ 4/ \ \ TIE TO EX. 15" IRRIGATION LATERAL z 5035 > -� \� �� ✓ PROP. 30' UE o BY SEP. DOC. s, COUNTRY CLUB ROAD a SEE SHEET 17 co F_ J 0 z � Z O MOUNTAIN VISTA DRIVE KEY MAP 0 Q N.T.S. (� I fr Z 0 — z a NOTES Q > 1. ALL HDPE PIPE AND RCP SHALL BE � Q 5120 5120 5040 5040 WATERTIGHT AT MANHOLES AND Q Z JOINTS. O MONTAVA IRRIGATION LATERAL MONTAVA IRRIGATION LATERAL 2. WSSC CONNECTION GATE: RUBICON z WSSC CONNECTION NPIC CONNECTION DPIKOETERETAIL SHEEM2350-2400, SEE 5125 5125 5115 5115 5035 -- 5035 3. NPIC CONNECTION GATE: RUBICON MONTAVA IRRIGATION 88.06 8�023%F ExISTING DETAIL SHEETM2350-1400, SEE EXISTING GRADE LATERAL NPIC GRADE _ _ PROPOSED 18" HDPE CON N ECTI ON _ GRADE _ 5120 5120 5110 5110 5030 5030 urm 57.95 L.F. EXISTING S=0.379% GRADE „ 5115 25.09 L.F. 5115 5105 18 RCP 5105 5025 5025 S=6.96% 139.91 L.F. 18" RCP S=1.22% EX. 15" CMP W W J 5110 5110 5100 U > > `� W Z v W v`"� CONSULTING ENGINEERS tD Ix vv w In U-) CD 748 Whalers Way N O d- � O O (n J N U r, cV U O LO 0 Suite Colorado Fort Collins N J 0 J LO N N CV 00 O O O A ►'`) Phone: 970.226.0557 5105 5105 5095 0 0 5095 5015 rn O Lo Lo Lo co Colorado 525 N ¢ o ¢ rn .- �n o0 o L� N rn 5015 g 1rll = wU IIU U II —Z —Z II —Z JOB N O.N � V) 0 `n `n `nWO i0 O wO �N 12 30.0 005.00 � +Lo w + + � z + F) II II + � + 0 O = O 00 D D � SCALE 00 H: 1„=50,; V: 1»=5 ,Q 0 - 0FL 00 5100 Z �z z N 5100 5090 3 N Fr z � cn ER z z z 5090 5010 M M E z z z I= v) w- 5010 50 0 50 100 DATE SEPTEMBER 2024 No 9+00 10+00 11+00 12+00 11+00 10+00 9+50 13+00 12+00 11+00 10+00 9+50 scale HORIZ: 1"=50' feet SHEET N VERT: 1"=5' 00 16 of 37 0) rk4!, 0 U z Z O E. COUNTY ROAD 56 ()EL o O Cn Lu 5; C� W w Q 0 _ \ O DRAWN _w ��\ \ RFB CHECKED JFS ll E. DOUGLAS ROAD DESIGNED WSSC WATER DITCH SEE STRUCTURAL PLANS \\,`��— �w�\�- v _ RFB 6.0 X8.0 TYPE L � \_� ( 1 1 RIPRAP PAD \ \� SHEET 36(S9) FOR DETAILS �\\� f�-�`—\�� (//����� \ \ \ 1 FILENAME '� ��` l cl\ 0005JdONTAVA IRRIGATION LATERAL " � =��_ � f-i5130� ll� \\ �\ \\ \ \\ 1 0 1 0 0 \ 24 CONCRETE FES Il C \\ \ J �� _ / ?f '� W TOE WALL \ t4 �����_ \ � >\-\ \ o� -�\ j / \� I } STA. 10+00 � �\ 05 L / C � � �� \ L-1 �s� '� —= / \� I O . YO 50 x 510 / �o� \ _ �� ` 5705 O o_ — Co _ \_ ( I I -12+00 X 13+00 15+00 — 16+0 S�ONAL 11+00_ 1��x x 5111 x x x 17+00 nx _� L - -�I - - � - - - - oq - - - -_ - - _\- - - - - - - \ - - - - - - - - - STA. 16+14.76 - - -k�" \\�� ��\�` v �� �' \s>> -, 11.25' BEND W/MRJ & TB \ �\ J I I I s'' \ s�o I I I f \ s STA. 17+26.78 \ �8X0 ` o \ s I III I o JUNCTION STRUCTUREP 709 \ 111.25* BEND W/MRJ & TB \° \ 1 I 1 Z I' I 10� STA. 12+37.74 \ I \ RICHARDS LAKE ROAD _ _ 1 / 15"' S � STA. 18+27.95 \ 1511 I DO J \ _ 111.25- BEND W/MRJ & TB oo I5110 I O STA. 19+07.36 z ��OQ�� , I� \ I \ 111.25* BEND W MRJ & TB Q�-1 1` EX. EOP � O TIE TO EX. 18" IRR. PIPE \ COUNTRY CLUB ROAD Q STA. 19+62.97 � W J 0 z z D O MOUNTAIN VISTA DRIVE KEY MAP O Q N.T.S. (� 5120 5120 1 M ON TAVA IRRIGATION LATERAL O z a 5115 5115 NOTES Q > _ MATCH INV. OF PIPE TO DITCH BOTTOM 1. ALL HDPE PIPE AND RCP SHALL BE PROPOSED FROM STA. 17+26.78-19+62.97 WATERTIGHT AT MANHOLES AND Q z GRADE - JOINTS. O . WSSC CONNECTION GATE: RUBICON 5110 2 5110 EXISTING GRADE PIKOMETER PM-450-2400, SEE O - - - - - DETAIL SHEET 23 Q. GL HC1 3. NPIC CONNECTION GATE: RUBICON 5105 - - - - _ 55.61 L.F. PIKOMETER PM-450-1400, SEE - - 112.02 L.F. - 1 S=0. L.F. -79.41 L.F. S=0.58% 5105 HcL - S=0.24% -_ S»0.35% S��0.02% DETAIL SHEET 23 NUL - 18 HDPE , 18 HDPE - 18 HDPE 377.02 L.F. - 18" HDPE - 5-1.04% w " 1 8 a HDPE a 5100 237.74 L.F. - S=0.30% _ Z 3 5100 24" HDPE `0 ^ - cn ¢ cn W P -� ^ coFE W CU -r_ r- N — � n 5095 -o = o 0 0 3 m o �rn N ;°'� 00 0) N n 5095 � r� \ o� `n 7 N z z zo0 0 o o o Z o iO- IIi w , z +CIDm + o + n+ W +nZ W O OHN m m m 0 w0)O 00 O o O . - II - II b - II � I m O J Q Z Qj NQj NQ NQj wQ (- j jjj j � oU- ? ? TST, INC. 5090 N 3 V) 7) U) _ z cn (n n 5090 CONSULTING ENGINE ERS 748 Whalers Way 9+50 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 Suite 200 Fort Collins Colorado 80525 Phone: 970.226.0557 ZJOB N0, 1230.0005.00 SCALH: 1"=50'; V: 1"=5' N 00 50 0 50 100 DATE SEPTEMBER 2024 p scale HORIZ: 1"=50' feet SHEET N VERT: 1"=5' 00 17 of 37 0) z O _ Q L 'ilk p !! U00 FITZSIMONS WELL LEGEND o_N0. 2 J � a_O FITZSIMONS WELL < o itzT NO. 1 wv co Q z NAOc 4MAYR WELL' IRRIGATION CHANNELS IN "' �y HAW — — WSSC DELIVERY L THE AREAfi�— — ` 1400.— NO CH5AYR WELL PUMP STATION FARM PU USE I I SPLITTING STRUCTURE I METER & FLOW ' IRRIGATION CO CND TO I I METERING DEVISE CONTROL GATES J w SEPARATES WSSC & MONTAVA IRRIGATION o NPIC WATER y MAIN WEST -� SPLITTING STRUCTURE METER & FLOW I I m MONTAVA IRRIGATION NP/C CONTROL GATES I I MAIN - EAST DRAWN DEC�� RY SEPARATES EAST POND MAT E & FARM POND FLOWS NE MONTAVA IRRIGATION CHECKED MAIN - FARM MAT DESIGNED I CRESCENT PUMP HOUSE I I MAT PARK(FC) (EAST POND) PSD WELL I MONTAVA W A E I FILENAME /METER - METERED SUPPLY LINE Non-Pot Map WELL SUPPLY PSD (ELEM) METERED � NPIC SUPPLY DO L/ ALBERTSON WELLS NO. 10-12 ����PN.0•O MONTAVA WEST POND WELL I I I (WITH METERING VAULT) I I (APPROX. LOCATION) I I I G PQ SSG PORTNER WELL NO 1 PUMP HOUSE I (RELOCATED) (WEST POND PORTNER: WELLS NO. 1 & 2 �NEW MONTAVA WELL ��'� •:G� - - - - - - - - —(APPROX. LOCATION) - - - - - - - - - - - - - - - - (WITH METERING VAULT) •••••' PORTNER WELL NAL E NO. 2 I (RELOCATED) � KLUVER PS: WELL N 2 KLUVER PS 1: WELL NO. 1 (WITH METERING VAULT) (RELOCATED) FORT COLLINS PARK KLUVER PS 1: ��� BACHMAYER WELLS NO. 4 & 5 WELL NO. 2 i" �� , (WITH METERING VAULT) (RELOCATED) I I FITZSIMONS WELLS NO. 1 & 2 (WITH METERING VAULT) 1• � � ��`� I I KLUVER 1 & 2 METERING VAULT)(WITH TI ♦ �' co KLUVER PS 5. WELLS N0. 1 & 2 Q (WITH METERING VAULT) I Ij KLUVER PS: WELL NO. 2 LLLL� KLUVER WELL If (WITH METERING VAULT) LU 000, 1000, ♦ V - - - - - - - - —- - - - - - - - -- - - - - - - - - - --'� - - Non-Pot Irrigation Pond o �. KLUVER PS 5: �� �� KLUVER WELL 1 ALBERTSON WELL ` WELL NO. 1 KLUVER PS 5: ���� _ NO. 12 I 1 7 FC PARK WELL NO. 2 .��.. z I I ALBERTSON WELL I o NO. 11 ' 1 0 0. ALBERTSON WELL PSD SCHOOL NO. 10 a z 0 I I I SECTION LINE - - > Z I I I Q F_ � � O I I I WELL DECREE RADIUS U H 0 w 500 0 500 1000 scale 1"=500' feet TST, INC. CONSULTING ENGINEERS 748 Whalers Way Suite 200 Fort Collins Colorado 80525 Phone: 970.226.0557 JOB NO. 1230.0005.00 SCALE 1 rr = 500' DATE SEPTEMBER 2024 SHEET 18 of 37 STA. 12+30.40 (OUTLET-01) ��.;ti..:.-_ t` e STA. 10+00.00 PSD CONNECTION PROP. SAND & OIL INTERCEPTOR I ( ) ® / / z�%// I 18"x18� TEE PROP. 5.0' SOFT SURFACE TRAIL-REFER OUTLET-01 _ STA. 10+05.39 TO PHASE D PLAN SET FOR DETAIL I I w�� 66 LF 18" PVC 18 x8 REDUCER W/MRJ 1-18 X18 TEE I a°�owo� W/ 36"X18" REDUCER I STUB FOR CONNECTION I �IWO--!zb "V � ���o / � � 20 LF 8 PVC 2-18 X36 PUMP SCREENS ° T WELL INTAKE TO PHASE G & E I o���o,� °�oo STA. 10+20.13 / / // YARDNEY CW3500 °, ° STA. 11+5 .50 I � I ' I o� `'ooti 45' BEND W/MRJ & TB ^ �� // / Z STA. 10+00 / - - o STA. 11+64.79 h _ 56 LF 36" PVC I I 11 LF 8 PVG {;, �V� `�' cn a_ I 45 BEND W MRJ _ / - A / / \ i 0 z u J L K I " I II TA. 10+31.37 TA. 10+ 0 0 36" BUTTERFLY VALVE & STEM RISE 17 LF 18 PVC 12+00 . �' _ �' N OUTLET S1RUCIUR w ` 8.0' MANHOLE ° � `� 45' BEND W/MRJ & 1B � \ �`'�/ \� 08" FL � � I I I I - - - _- - - - - - C T TO PROP E Q I STA. 11+47.55 J; - -- -- - v AP VALVE w r -- `k r. , ST . 11+01.97 w b I 45' BEND W/MRJ 4 - I �� 5003 - �PSD CONNECTION 35 LF 8" PVC _ STA. 10+56.61 F " V _ 10+ 11+00 »+57 t,: w , ' " I ;� __� a / fj 18"x18" TEE W/MRJ ' 43 LF 18 PVC ' " " g I 'I --� I 18 X12 REDUCER (W) / r , 7 LF 18 PVC 12" GN W/ STUB AND CAP (W) - 8" G TURE / a NAND STUB FOR FU •``� o m m i�� STA. 10+00 I STA. 10+98.17 :.. .. iL -� : ` — - �� 18 GN (E) `�'�' � I �i o i >. " " 5 - - PHASES (INCLUDING PSD) �i10+00 / �oX 18 x18 TEE W/MRJ 45' BEND W/MRJ 5 LF 8 PVC I � I •: " " � 'STA. 11+04.87� _ e 18 12 EDUCE W --- a " i Q X R R / ( ) - STA. 10+04.90 " . .. I oo- --45 BEND W/MRJ., ° ° a ° FUTURE SKID & OUTLET PIPE LOCATION I' �� 0 12 GN W STUB AND CAP W io+oo �X _ _ 45' BEND W MRJ/ ( ) 9 18 PVC FOR PARKS DEPARTMENT PUMP STATION ,� a _ 38 LF 12" PVC y „ .., . . ,_. _ , 18 GN (E) FER11GA11 M ° ON R00 r --- $» P m PROP. 24" BUTTERFLY VALVE & PLUG FOR FUTURE ' -m - -- - - -° = 9- = " 14 LF VC STA. 10+ ,I a ° ° ° 4 PENETRATION THRU FLOOR SLAB 12 x8 TEE W/MRJ .i SHARED WET WELL WI1}i PARKS DEPARTMENT ii p a T 12+44.87 , � 1-12" GN W DRAWN PROP. WET WELL FOR FUTURE`L =__— -E E EI E -E / 1-8" GN N ) RFB PARKS DEPARTMENT PUMP STATION 01 o o � � CONNECTIONS TO ( ) PHASED 1-12" PLUG CHECKED / I { JFS — / e °\�: ° , * Y / DESIGNED RFB 30 0 30 60 // I // FILENAME E \ a / / / 0005-N N-POT PLAN & PROFILES scale HORIZ: 1"=30' feet E VERT: 1"=3' .k ° - DO L/C 5022 5022 ee 30 0 30 60 N INTAKE—01 scale HORIZ: 1"=30' feet VERT: 1 =3 F ' 5019 5019 5022 5022 NAL E OUTLET—01 5016 5016 5019 5019 5013 PUMP HOUSE BUILDING 5013 5016 5016 Z 0 -PUMP SKI D 5010 5010 5013 PUMP HOUSE BUILDING 5013 LL! � J co — LL PUMP SKID O 5007 5007 5010 5010 0 D 0. 50 0 50 100 5004 PUMP HOUSE 5004 5007 5007 scale HORIZ: 1"=50' feet FINISHED FLOOR = 5003.50 - VERT: 1 =5 O Z -PROPOSED GRADE 5005 5005 J 100 YR WSEL = 5001.00' 5001 - - - 5001 5004 PROPOSED- 5004 O -"-- - - - - - GRAD E PROPOSED EXISTING— GRADE PUMP HOUSE EXISTING ------------- FINISHED FLOOR = 5003.50' 5000 GRADE 5000 Q ---- ------------- --------------------- --------------------- ---- - f 4998 4998 5001 Z-PIPE 5001 4.90 L.F. 13.86 L.F. > Z NON-POT HIGH WATER LEVEL = 4998.75 tJ1 _ 8 PVC $ PVC O _ _ _ _ - - - - - - - - - - - v Z z 4995 4995 Z EXISTING O GRADE- C 4995 4995 4998 4998 (6.0'W X 15.0'LLX 18" OUTLET PIPE (PVC) 4990 Lo 4990 0 4992 21.50 D) 4992 4995 I\Q�G 4995 �Q`e o OJ 4985 4985 1 37.84 L.F. 4989 4989 4992 a 4992 12" PVC WET WELL 3 (6.0'WX15.OLX21.5' D) v LOW WSEL = 4986.67' Lu 3 U 4980 4980 4986 4986 4989 �, 4989 =o � 3 Q 101.97 L.F. 55.53 L.F. w o z w w S=0.00% S=0.00% d O w m p m CV �- cV m N 3 m � 0 i'W 36" PVC 36" PVC 4975 c�- 'R cv 4975 3 w oo� CLQ-rnd- 3 � -�00w3^ � _�o3w �v TST, INC. C;rn Oo -� p W—00- W `•C9 Q:-Cp rn w >; > CONSULITNG ENGINEERS 4983 4983 4986 Q 4986 -O _ _ °� N �' 748 Whalers Way li Z � x � c� N F_ ^ 3 II w II II 00 0D 00 Colorado 80525 a _ _ ^U O (~j O m O cc) 0 O_ • O a a > Suite 200 Fort Collins z _ N _.. II cV CV N N -�O ao CV dos NPhone: 970.226.0557 > �� z Q a-Z 00-Q a d- N —Q� 00 04 IL ..� r. u)0 0 1 -�O I I -�O I I I I I -0 H .. .. 1230.0005.00 Q w 0 Q 4970 cn r-c> .--cn�- _N�- .- 4970 BOTTOM OF POND = 4982.00' �3 > � � m W w _ Lo 0000 000 O '� W w r-rr i �� Lo� -�rn m O 9+50 10+00 11+00 11+50 SCALE 4980 � wrnmwo rn rn 4980 4983 O 3 N \ 00,E '� -^ 4983 VARIES O D:�� �i- d- oCF) w c&0 a 0) 1-0) 3 o w z + ,� II II + � 3 � +moo +moo -I-� o=+moo + DATE Qm zz O X O z � Z z z N SEPTEMBER 2024 mm II - - � Ilc000 � 00 � IIm � IIm � 11m - IIm � 00 O R a m » Q CL X r Q Q_ X SHEET to!_ A ..� ^ HO -I­O ' HO ' HO ' Qa 4977 00 nu)&Z Z 4977 4980 0 00%N% Cn~ NO- N~ �-N~ N °r 4980 19 Of 37 9+60 10+20 10+80 11+40 9+60 10+20 10+80 11+40 12+00 12+60 4" PVC PUMP SKID FILTER FUTURE IRRIGATION LINE FOR PARKS DEPARTMENT BACKWASH LINE o / SAND & OIL INTERCEPTOR, SEE SHEET 21 FOR DETAIL z U 0 4" SCHEDULE 80 PVC PUMP w SUCTION SCREEN BACKWASH LINE VARIABLE SPEED VERTICAL TURBINE PUMPS ROOF HATCH FOR PUMP CONCRETE SUPPORT SADDLES FOR INTAKE + PROPOSED STUB FOR FUTURE PSD CONNECTION MAINTENANCE FUTURE PARKS DEPARTMENT PUMP HOUSE PIPE SEE STRUCTURAL PLANS SHEETS I BUILDING. (DESIGNED BY OTHERS) 29(S2) & 32(S5) FOR DETAILS CI PERSONNEL DOOR 111 PROPOSED ROOM FOR FERTIGATION SYSTEM ----------------------- WET WELL COVER TO PROTECT w 18' PVC OUTLET PIPE - -------------------------------- AGAINST WEATHERING, SEE Q ^ OUTLET PIPE SLOPES THROUGH THE BUILDING SLAB TO N N� 5' BURY DEPTH AND OUTLET BENEATH THE BUILDING ACCESS HATCH, RAILING AND LADDER, SEE STRUCTURAL PLANS SHEET 33(S6) J o FOUNDATION (SEE CROSS SECTION A-A FOR DETAILS) STRUCTURAL PLANS SHEET 33(S6) FOR DETAILS TRAFFIC BOLLARDS (X2), 20.00' o PARKS DEPARTMENT WET WELL m RAW WATER INTAKE SCREENS, SEE DETAIL SHEET 22 PERSONNEL DOOR - - SEE DETAIL TO THE RIGHT FERTIGATION ROOM i DRAWN RFB 36" BUTTERFLY VALVE I _0 e v° I O I i JFS & 8' MANHOLE C4 rn CHECKED o >4.. cWJ o ' ' CONTROL CABINET I ---�J DESIGNED L--------- a - ----.- -- ---a�.I RFB A/C UNITr__�_T e jjjjj� �11 < 'e 4 a I A-A - A-A e'. e ' a a a. dR. -- n-'a-® - o e------_J FILENAME o 0 0005-PUMP STATION DETAILS ---------- ----- ADD LADDER RUNGS TO PARKS �33.00' o DEPARTMENT WET WELL WALL Ila34.33' a� Z-PIPE CONNECTION TO 18" I _ --, i ' °" OUTLET PIPE a 00001d 0 P, 0 L/C O� lulu.... t I I v 24" INTAKE PIPE & PLUG FOR p;•�, N P P I i e o 100-YR WSEL = 5001.00' o PARKS DEPARTMENT WET WELL I HIGH WSEL = 4998.75' ri �G 1 DAY DRAW DOWN = 4997.83' o a 24" BUTTERFLY VALVE Q��OO�GO ••��� 2 DAY DRAW DOWN = 4996.92' a .Slue••• •'• I I q 20.00' •� a lulu o a o lulu S/O o o° 3 DAY DRAW DOWN = 4996.00' 8. NAB DEPTH GAGE, SEE DETAIL SHEET 21 i i , , LOW WSEL = 4986.67 4.75 25 OF 24 INTAKE PIPE L----------------� . co DIMENSIONS FOR BOTH WET WELLS (6.0'X15.0'X21.5'), SEE STRUCTURAL PLANS SHEETS 29-31(S2-S4) FOR DETAILS PLAN VIEW DETAIL FUTURE IRRIGATION LINE FOR PARKS DEPARTMENT CROSS- SECTION B - B DETAIL 36" PVC INTAKE PIPE TRAFFIC BOLLARDS (X2) INVERT ELEV = 4983.67' 0 4" SCHEDULE 80 PVC PUMP SKID 18" OUTLET PIPE FILTER BACKWASH LINE 14" Z-PIPE, SEE DETAIL TO THE RIGHT J 0.5% MINIMUM SLOPE 36"X18" REDUCER CONCRETE SUPPORTS, SEE STRUCTURALco 14 0 PIPE PENETRATION THROUGH FLOOR PLANS SHEETS 29(S2) & 32(S5) FOR Q 18"X18" TEE DETAILS PUMP SCREEN TO 18"X18" TEE (X2) 4: 1 PROPOSED RESERVOIR SLOPE AIR RELEASE BALL VALVE 1.25' LENGTH SECTION 18" PIPE CONNECTING � W 4" SCHEDULE 80 PVC PUMP REMOVEABLE ROOF OPENING ABOVE PUMP SKID 0 SUCTION SCREEN BACKWASH LINE MINIMUM 3' RADIUS 100-YR WSEL = 5001.00' PUMP SKID BETWEEN PUMP SCREENSa. z NON-POT HIGH WATER LEVEL = 4998.75' 4.75' STACKED STONE WALL. 8 00' SEE DETAIL SHEET 21 MH PERSONNEL DOOR YARDNEY CW3500 CLEARWATER 7.50L13.00, 1 DAY DRAW DOWN = 4997.83' O 2 DAY DRAW DOWN = 4996.92' 4: 1 PROPOSED RESERVOIR SLOPE 100-YR WSEL = 5001.00' SELF-CLEANING SUCTION SCREENS (X2) 0 NON-POT HIGH WATER LEVEL = 4998.75' a 3 DAY DRAW DOWN = 4996.001111- V ` 1 DAY DRAW DOWN = 4997.83' o i 2 DAY DRAW DOWN = 4996.92' RAW WATER INTAKE DETAIL LOW WSEL = 4986.67' - cc N 3 DAY DRAW DOWN = 4996.00' Ic! CIO NORMAL BOTTOM OF POND ELEV = 4987.00' coo o Q Z ROCK BERM TO PROTECT INTAKE 13.00' M 6.00' = PIPE, SEE DETAIL BELOW 154.00' LOW WSEL 4986.67' > 0Q BOTTOM OF POND ELEV = 4982.00' 36" BUTTERFLY VALVE W/ CLAM SHELL ROMAC AND TURNING VALVE STEM RISER �7'-0" 9'-6" Z WITH WHEEL FOR ABOVE GROUND ACCESS O 14" 14" 18" 18" MECHANICAL JOINT CONNECTION - Z-PIPE 14"X14" Z-IPIPE W/14"X18" CONNECTION CROSS- SECTION A- A, WET WELL AND INTAKE DETAIL 16'-6" 14" V-7" 05003.50 4" YARDNEY CW3500 INLET SCREEN 1-1/2" FLUSH INTAKE 8'-11 7'-4" 2.00' NORMAL POND BOTTOM = 4987.00' TST, INC. O 14" 16" CONSULTING ENGINEERS cj�peF. �' �s`O lers Way Suite 8200oFort Collins 14"X14" Z-PIPE W 14"X18" CONNECTION Colorado 7 DRAWN BY: MJH DATE: 9 19 20 TLE: Phone: 970.226.06.0557 POND BOTTOM = 4982.00' 6 CHECKED BY:--- IDATE: 00 00 MONTAVA NON POT PUMP STATOIN 13.00' 5 /25/2023 WIN THIS DRAWING AND DESIGN,IS THE ATV-7C-10OX5/7.5SN-48G-3-4688-115 JOB NO. 4 PROPERTY OF WATERTRONICS AND IS 1230.0005.00 NOT TO BE 3 PART,NOR EMPLOYED FORNANY OR ' ItWATERTRONICS 2 PURPOSE 1 - ---- REVISION-NOTE: ___ ___ LATHER THAN SPECIFICALLY PERMITTED SCALE: NTS SHEET 4 OF 4 SHEETS SCALE N.T.S. Loh/_-AlTEBY DESCRIPTION NRITING 8Y WATERTRONICS. JOB NO.: -- DRAWING NO.PRVT12855 11 ROCK BERM PROTECTION FOR INTAKE PPE TO RETURNGNDEMAND DATE SEPTEMBER 2024 Z P P E DETAIL SHEET 20 of 37 Ground Surface(Slope Varies) Three cp Precast Transformer Pad (75 -1000 WA) Z O Large setback gravity retaining wall blocks with (n � 9%inch(230mm)setback(shown)or optional 84 Z X 16%inch(422mm)filled trough planter blocks. 8" I O � --- - 6" 6'' 72'' 6 f O O (� w TRENCH WIDTH AS SPECIFIED 5; � Armor stone as specified by local - —} IN SECTION 02221 � Professional Engineer to be placed — 10 on non-woven geotextile fabric 41"(103o mm 1 2 Ton(minimum)P-52 Swift ASTM No.57 drainstone �°3-�Lift Anchors Galvanized iE=4 to extend at least 12" 4-3/4"(4x) behind wall "(1030 mm) / (Final depth below and behind 4 \/\\ \\ LOWERHIMWA L wall to be determined by local Water Surface Professional Engineer based on W O \\\\ SLOPING site specific conditions) 6 (Elevation Varies) 41"(1030 mm) / > 3 73' S3 se(2) oeachLi c� o 2 —16— 56° *(1030 mm) Non-woven = GROUND LEVEL /\ // geotextile fabric } \ #6 rebar 12"O.C.E.W.centered in pad(showing general layout) /\1 11 21 CONCRETE 2I2�� Primary 18" Secondary t��r * EI _ - ar(103o mm) r / \� INITIAL LIFT i\ Drain as designed by local —Q DRAWN — Professional Engineer to meet d I site specific requirements 4„ \\ Ll 0° 6„ —17„ 1 j //, RFB I I I CHECKED JFS Blocks to extend below long term scour 1/2"Glass Reinforced Insert j\ °: /� 12 IN. MIN. depth determined by local Professional I I (4x) ^` " '' \� DESIGNED /\ RFB Engineer based on site specific conditions I �---I- Use P-51 Swift Lift Lifting Eye • / '"'" BEDDING ZONE >\ ; /� NOTES: GRANULAR MATERIAL , i.:;.;. \/ FILENAME • Both 9%"(230mm)and 16%"(422mm)(with filled trough)setback blocks could be considered for seawall applications 14 '------____�- ----- j\ -' ,`> -�- // PIPE O.D. Use ASTM No.57 stone(or as specified by local Professional Engineer)to infill between blocks. 16" _____------ -----______ 6' / -"' '�;.;.; \, 0005_PUMP STATION DETAILS Front of ad Maximum wall height charts are not provided for walls in water applications due to the variety of site-specific variables. f P Contact your local Professional Engineer for specific details and final design. %\ ', '::,'' :.'' _ // 4 IN. MIN. • Walls may require geogrid reinforcement. Refer to final engineering plans. Pulling angles to remain within range of 900-1200 as shown z j j j j'j / / POp L/C NOTE: When lifting,personnel shall always utilize all four(4)lifting eyes //�//�//�//�//�//�//�//�//�//�/, Off••PN••• P� SEAWALL WITH LARGE SETBACK BLOCKS - CONCEPTUAL SECTION THE SQUARE ES HALL BE CONSTRUCTED OFBOTHSSU S E DTREATED ER ROUTED MATERIAL REQUIREMENTS O ••`�. 0� �� (NO SCALE) WITH 6 NUMBERS AND GAUGING MARKS. THE ROUTED MARKINGS Dimensions Shall be 84"x73"x6" • Concrete shall have a minimum fire rating of 3 hours as well as moderate to exceptional sulfate resistance PAD T. HER POST ASHALL BELL BE INONE FOOT TALLER THAN WITH WHITE RTHE OOF Type III Concrete with 3/4' aggregate and minimum compressive strength of 4,500 psi INITIAL LIFT SHALL NOT EXCEED 2 FEET IN DEPTH. p\��'Gp�S * / MAXIMUM DEPTH OF THE POND. THE POST SHALL BE EMBEDDED • Reinforcing#6 rebar steel shall have a minimum steel strength of 60,000 psi (Grade 60) ,I IN CONCRETE WITH A DIMENSION OF 16"04%3' IN DEPTH. THE • To assure proper quality control and supervision, concrete pads shall be produced at a National Precast Concrete Association ,I GAUGE SHALL BE PLACED NEAR THE DEEPEST AREA OF THE POND, NPCA certified manufacturingplant. The manufacturer shall comply with the re the NPCA's Quality �� ••"•'�• G Reinforcement as Required AND SHALL BE POSITIONED SO THAT IT CAN BE READ FROM THE ( ) p y requirements set b y Control S/0 ' per Site Specific Design NEAREST POINT OF PUBLIC ACCESS. THE PONDING DEPTH SHALL Manual for Precast Concrete Plants. NAL BE REFERENCED TO THE DEEPEST POINT OF THE POND. NOTE: INSTALLATION&CONSTRUCTION REQUIREMENTS GRANULAR BEDDING MATERIAL SHALL BE A MINIMUM OF 4 INCHES BELOW DETENTION POND DEPTH GAUGE Space requirements for transformer pads will generaly be 9'x 12'. Factors to be considered in locating the pad include the following. BOTTOM OF PIPE AND A MINIMUM OF 12 INCHES ABOVE TOP OF PIPE. N.T.S. Footing Size and • ACCESSIBILITY-The transformer pad shall be accessible to line boom trucks equipped for the installation and removal of Dimensions per Site heavy transformers. Such accessibility shall not require intrusion on adjacent property. Specific Design • PROXIMITY OF BUILDINGS,WALLS, BARRIERS,AND/OR OVERHANGS- OPTIONAL CONCRETE FOOTING In addition to the clearances required for installation and removal of transformers,the minimum clearance in front of the transformer pad shall be eight(8)feet and the (No SCALE) minimum clearance from all other sides shall be three (3)feet for 750 kVA transformers Material Ct �o ,•_ and four(4)feet for 1000 kVA transformers. If the building has an overhang,clearance (�;aV DRAWN BY: TITLE to the edge of the transformer ad shall be measured horizontal) from the outer edge Specification JRJ Conceptual Seawall Detail REUMOCK DETENTION POND DEPTH GAUGE g g p y g Light&Power of the overhang.APPROVED BY: CITY OF FORT COLLINS TITLE OF DRAWING REVISED DATE: JRJ CITY OF Date:03/05/2019 Rev No:07 Cityof UTILITIES - WATER 4/8/11 DATE Large Setback Blocks C"of APPROVED: DETAIL Update I< �.} WATER MAIN BEDDING O 23MAR2016 g 05481 US31 SOUTH,CHARLEVOIX,MI49720 ""� FORT COLLINS STORMWATER • CODES AND STANDARDS-In addition to the above,the installation shall p y: Coldsnow Appr: �,••_ Fort Collins FIELD OPERATIONS SHEET: FILE (866)222-8400ext3010 • englneedng�redi-rock.com UTILITIES DATE: 2 18 O5 n P.O. BOX 580 REQUIREMENTS (DIP & PVC) DETAIL 1 of 1 2 Conceptual Seawall Detail-Large Setback 032316.dwg www.redl-rorh.com -Fort1 Collins FORT COLLINS, CO. CONSTRUCTION DETAILS / / D — 3 1 conform to the current National Electric Code(NEC)as well as current federal, Precast Three Transformer Pad Design:`- ~�� FORT COLLINS,221 67 80550 i (970) 221-6700 DRAWN BY: TDC state,and local standards as outlined in Fort Collins'Electric Service Standards(ESS). 75-1000 kVA (970) 221-8700 Specification No:368-400 Serial No:02 CD I— � J � a w 24 IN. DIA MIN, 3 IN, 10i IN, VENT D Q 5 IN. 2 IN, MIN. =50 .50 = 31 .50 TOP =5031 .50 Z EX. GRADE � EX. GRADE EX. GRADE o :z. _ F O o 6 IN ."•a O 1. A t ------ .. OUT C� 12 IN FLOW Z �' PIPE ❑,D,+IN. FLOW O 5 IN. 6 IN 'A: Z 24 IN, DIA, MIN, INV OUT =5026.07 V IN =5026.17 1INV OUT =5026.29 Q Z 717 B � > O 17 Q= PLAN VIEW 6 IN, SECTION 6-6 SECTION A-A SECTION C-C INV IN 5026. < CU 8 IN. Z ROOF LINE J❑IN VENTS 1 IN. ABOVE GRADE 1 IN, MANHOLE COVER CLEAN❑UT TO GRADE 2 IN, 1 GROUT LONG SWEEP WYE 14 rIN, "< WATER + 14 IN. SPLITTER STRUCTURE NOTES: moll LEVEL 8 IN, ••• i - - SPLITTER STRUCTURE TO HAVE GALVANIZED GRATE 1 IN, E OVER THE TOP D C 12 IN, A A GRATE SHALL HAVE A HATCH OPENING AND STEPS 8IN, FOR ACCESS 3X3 SECTI❑N VIEW . NOTESI - ACCESS 1. ALL PIPE AND FITTINGS TO BE CAST IR❑N. :. HATCH MINIMUM 3 INCH DIAMETER, v •a 2. SECONDARY COMPARTMENT HAS VOLUME EQUAL DIMENSIONS SHOWN ARE INSIDE OF STRUCTURE TO 1/3 OF TOTAL CAPACITY, WATER DIMENSI❑NS TST, INC. 3. WALLS AND BOTTOM REINF❑RCED THROUGHOUT WITH CAPACITY TWO COMPARTMENT TANK CONSULTING ENGINEERS 2 X 16 6/10 REMESH. (APPR❑X) (INCHES) GALLONS METERS GATES: 2 EA - RUB CON P KOM ETER SHOWN 748 Whalers Way 4, COVERS TO BE REINF❑RCED L❑NGITUDINALLY WITH NO, 6 A B C D E F — / Suite 200 Fort Collins REBAR ON 6 IN, CENTERS, NO. 4 REBAR ON 6 IN. CENTERS 320 48 72 22 30 44 24 Colorado 80525 WIDTHWISE, AND NO, 8 REBAR DIAG❑NALLY AROUND 500 48 72 36 46 44 58 ( MODEL P M - 4 5 0- 18 0 0) Phone: 970.226.0557 ACCESS H❑LES, JOB NO. 5. CLEAN OUT SHALL BE IRON BODY FERRULE. 780 48 96 40 46 62 20 0 1230.0005.00 6, VENT PIPE SHALL BE CAST IR❑N TO A P❑INT 6 INCHES 1060 172 102 34 42 56 30 ABOVE GROUND. SCALE N.T.S. 7. CHECK WITH SUPPLIER FOR EXACT DIMENI❑NS, TYPE A SAND & OIL INTERCEPTOR DATE SEPTEMBER 2024 SHEET City CollinsAPPROVED: DETAIL ollins SEWER CONSTRUCTION DATE•. 02/05/04 DETAILS WW-13 SPUTTER STRUCTURE DETAIL 21of 37 ` DRAWN BY: NBJ (SEE STRUCTURAL PLANS SHEETS 36-37(S7-S8)) CENTER OF CDS FIBERGLASS SCREEN AND SUMP OPENING, CDS3035-6-C DESIGN NOTES RE SEPARATION CYLINDER AND INLET TOP SLAB ACCESS P CDS3035-6-C STANDARD CONFIGURATION IS SHOWN. (SEE FRAME AND COVER DETAIL) fl-ONN TOP OF GRATE = 4998.75' (NORMAL HIGH WATER LEVEL) o FLOW - - , 8" RETURN FLOW PIPE z 18" RCP INV. IN. = 4996.75 o w I > o w TOP SLAB ACCESS „ 8 3" GALVANIZED STEEL PLATE 72"[1829]I.D. MANHOLE STRUCTURE INV. OUT= 4996.25' +I-65` y MAX. SECTION A-A PLAN VIEW B-B ____ SITE SPECIFIC NOT TO SCALE ,�' �'�, DATA REQUIREMENTS Q a CONTRACTOR TO GROUT TOSTRUCTUREID FORT COLLINS AREA INLET a FINISHED GRADE / \� WATER QUALITY FLOW RATE(CFS OR L/s) OUTLET STRUCTURE GRADE / RINGS/RISERS ' CONTECH" t PEAK FLOW RATE(CFS OR Us) m RETURN PERIOD OF PEAK FLOW(YRS) OUTLET PLATE �' SCREEN APERTURE(24000R4700) CUSTOM 5'x5' JUNCTION �. S�-OP� DRAWN RFB FIBERGLASS \ / PIPE DATA: I.E. MATERIAL DIAMETER , SEPARATION CYLINDER �� // INLET PIPE I " VAULT WITH FLOW INV. OUT= 4996.25 CHECKED (6 AND INLET ` 6 _ INLET PIPE 2 " MEASURING DEVICE JFS w OUTLET PIPE U ql O DESIGNED j RIM ELEVATION RFB o INLET PIPE - RIPRAP PAD FOR EROSION B ---- I rn B FILENAME � (MULTIPLE INLET PIPES MAY � _ I N OUTLET PIPE FRAME AND COVER ANTI-FLOTATION BALLAST WIDTH HEIGHT PROTECTION, SEE DETAIL SHEET 25 BE ACCOMMODATED) (DIAMETER VARIES) NOTES/SPECIAL REQUIREMENTS: CUT ROCK WALL TO FIT 0005_PUMP STATION DETAILS z ; NOT TO SCALE 4 SLOP 18 OUTLET PIPE w ----- ————— —Ell ---- "PER ENGINEER OF RECORD NON-POT POND OUTLET DETAIL �P•°.6. I - H o ••PN N N.T.S. moo;�� Q�o� (: NN 3 PERMANENT T • GENERAL NOTES • \ a POOL ELEV. 1. CONTECH TO PROVIDE ALL MATERIALS UNLESS NOTED OTHERWISE. ��G �\cD ci 00 2. FOR SITE SPECIFIC DRAWINGS WITH DETAILED STRUCTURE DIMENSIONS AND WEIGHT,PLEASE CONTACT YOUR CONTECH ENGINEERED SECTION B-B �� : � v) o SOLUTIONS LLC REPRESENTATIVE. www.ContechES.com OIL BAFFLE No3. CDS WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATA AND INFORMATION CONTAINED IN THIS DRAWING. \O` ` . w SKIRT CONTRACTOR TO CONFIRM STRUCTURE MEETS REQUIREMENTS OF PROJECT. \\ �'••••'• z ° 4. STRUCTURE SHALL MEET AASHTO HS20 LOAD RATING,ASSUMING EARTH COVER OF 0'-2%AND GROUNDWATER ELEVATION AT,OR BELOW, `s�QNAL �\ g THE OUTLET PIPE INVERT ELEVATION.ENGINEER OF RECORD TO CONFIRM ACTUAL GROUNDWATER ELEVATION.CASTINGS SHALL MEET z AASHTO M306 AND BE CAST WITH THE CONTECH LOGO.. 5. IF REQUIRED,PVC HYDRAULIC SHEAR PLATE IS PLACED ON SHELF AT BOTTOM OF SCREEN CYLINDER. REMOVE AND REPLACE AS NECESSARY DURING MAINTENANCE CLEANING. 1'-9"[533] I� 6. CDS STRUCTURE SHALL BE PRECAST CONCRETE CONFORMING TO ASTM C-478 AND AASHTO LOAD FACTOR DESIGN METHOD. a SEPARATION o ❑ SCREEN v INSTALLATION NOTES a A. ANY SUB-BASE,BACKFILL DEPTH,AND/OR ANTI-FLOTATION PROVISIONS ARE SITE-SPECIFIC DESIGN CONSIDERATIONS AND SHALL BE ai SPECIFIED BY ENGINEER OF RECORD. aI. B. CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACH CAPACITY TO LIFT AND SET THE CDS MANHOLE STRUCTURE. o °° Q° C. CONTRACTOR TO INSTALL JOINT SEALANT BETWEEN ALL STRUCTURE SECTIONS AND ASSEMBLE STRUCTURE. U D. CONTRACTOR TO PROVIDE,INSTALL,AND GROUT INLET AND OUTLET PIPE(S). MATCH PIPE INVERTS WITH ELEVATIONS SHOWN. ALL PIPE SOLIDS STORAGE CENTERLINES TO MATCH PIPE OPENING CENTERLINES. w SUMP E. CONTRACTOR TO TAKE APPROPRIATE MEASURES TO ASSURE UNIT IS WATER TIGHT,HOLDING WATER TO FLOWLINE INVERT MINIMUM. IT IS SUGGESTED THAT ALL JOINTS BELOW PIPE INVERTS ARE GROUTED. ELEVATION A-A U NOT TO SCALE C%w NTECK CDS3035-6-C o ENGINEERED SOLUTIONS LLC ONLINE CDS Z 2 t(',DSO. www.contechES.com p 9025 Centre Pointe Dr.,Suite 400, West Chester,OH 45069 STANDARD DETAIL O U 800-338-1122 513-645-7000 513-645-7993 FAX s� a coJ � a A W D a a. z B B ~ O 0 0 0 � 0 -D 0 Z D 0 O NO. 12 GRATE AND FRAME BY Z MaCLEAR OR APPROVED EQUAL. �Y A X Y� BAR PLACED MIDWAY a BETWEEN TOP AND ELEV. 3 BOTTOM BAR > O S ELEV. 2 O S 1 a U A 1�8"il ELEV. 1 Z __ 1 - #5 LONG #4 STIRRUP AT o � PLAN VIEW 24" SPACING 35 3/4 IN. 28 1 4 IN. 6 IN. 23 3/4 IN. Q 6 IN. 16 1/4 IN. v #4 STIRRUP AT #4 STIRRUP AT 24" SPACING 1 IN. MIN.\ .i7 IN. -CIR. O.F. #4 BAR ONCRETE SECTION A-A SPILLWAY CONCRETE WEIR DETAIL 1 INLET GRATES • 2 IN. CIR L.F. • PIPE O.D. B � 3 IN. CIR. O.F. 24 SPACING — — —j y-3 IN 2 IN. CIR L.F. N TS ' CTRS..1(TYP.) • LAP // � CIR. #4 ® 12 IN. N TS # FLOW LINE OF / AROUND INLET AND I CONCRETE PIPE CTRS. (TYP.) PIPE/ I CONDUIT / H IDRAINAGE I ` DRAPNAGE • STEP MAX. 1j IT SPACING a'I� _ . X Y M N 0 P S ELEV 1 ELEV 2 ELEV 3 _ NON-POT POND 160' 4.00' 3' 0.50' 1.00' 4.00' 4 5001.50' 5002.00' 5002.50' ® 12 IN. CTRS. 6 IN. TYPICAL WALLS AND FLOOR SPILLWAY DETAILS SECTION A-A SECTION B-B TST, INC. CONSULTING ENGINEERS GENERAL NOTES: 748 Whalers Way Suite 200 Fort Collins 1. AREA INLETS MAY BE USED FOR Colorado 80525 DRAINAGEWAY OTHER THAN STREETS. Phone: 970.226.0557 (EXAMPLE, PARKING LOTS, MEDIANDS, JOB NO. 1230.0005.00 SUMP BASINS) *THIS AREA INLET DETAIL REQUIRES AN OUTLET PLATE ON THE SCALE PIPE, WHICH CAN BE SEEN IN SECTION A-A TO THE RIGHT. N.T.S. AREA INLET DUE TO OUTLET PLATE ADDITION, THIS DETAIL MAY BE r.�.. TE ""7of FORT COLLINS STORMWATER APPROVED: SLIGHTLY MODIFIED*DETAIL A CITY OF SEPTEMBER 2024 rt SHEET 1 ` �ns UTILITIES DATE: 12/8/00 FORT COLLINS, co. CONSTRUCTION DETAILS D — g A (970) 221-6700 DRAWN BY: NBJ 22 of 37 24 IN. RING AND COVER - 400 LB. DENVER HEAVY BY MACLEAR DRAINAGE CRITERIA MANUAL (V. 2) HYDRAULIC STRUCTURES OR APPROVED EQUAL • z 16 IN. MAX 0 FINISHED GRADE (n x Control Pedestal z0 CONCRETE ADJUSTMENT SHIM Each PikoMeter installation includes a robust pedestal that SonarayT"flow measurement technology U) o GROUTED INSIDE AND OUT z L Overview provides power and control to the gate and is a secure, The PikoMeter employs Rubicon's Sonaray cross-path W cc weatherproof housing for electronic components and batteries. ultrasonic flow measurement technology.Twenty IY 24 IN. N The PikoMeter is an integrated canal turnout gate and meter that enables you to transducers across five planes send and receive remotely deliver precisely-measured quantities of water. The pedestal also serves as a local user interface.A keypad ultrasonic pulses to determine velocity by measuring o r -o Users can order their water online or over the phone,and the PikoMeterand LCD display are located under the lockable lid,allowing will automatically the transit time taken for the pulses to travel ASTM C-478 open and close at the right time to deliver the water.The PikoMeter's control gate authorized users to monitor,or operators to control and between transducers. ECCENTRIC CONE troubleshoot on-site. modulates to maintain apre-set flow rate,even with fluctuating canal water levels. Control Pedestal _ = /' MR Q Cross-path measurement means that the control Remote mana ementa wSonaray flow measurement technology uniquely enables the meter and control gate g gate can be located directly downstream from the o to be integrated into a single device.Installation and maintenance costs are lower,while The PikoMeter can be managed remotely with Rubicon's measurement area without affecting accuracy. X measuring with unrivaled accuracy in harsh conditions. SCADAConnect'software or third-party SCADA systems.Authorized users can remotely view real-time and historical The PikoMeter also has a downward-facing transducerQ Its all-in-one design means everything-drive system,motor control,flow measurement, I to determine whether or not the measurementflow information and configure alarms that can be sent via textsee note power supply,local control keypad and telemetry-functions as a single unit.There are O cylinder is full. o 00LE D W OI' D W no installation problems or incompatibilities,it simply works. message to nominated phones.12" O.C. Low maintenance ® >_ w Plus the option of integrated ultrasonic water level measurement enables the meter to m 0 measure even when partial ly-ful1. The PikoMeter requires minimal maintenance.Comprehensive Z ° And no matter where you are,with a smartphone and SCADAConnect""software you error detection and on-site diagnostics are built into the meter Keypad and display DRAWN software.Factory pre-calibrated,its digital measurement does GROUT SH IPLAP JOINT can open and close the gate,read the meter,check historical data and monitor real-time not drift or require periodic recalibration to maintain accuracy. R FB INSIDE AND OUT performance. p �' The PikoMeter's built-in software provides the following control possibilities: •High-quality components designed for long-life - CHECKED SEE NOTE ASTM C-478 44-i- •Built-in on-site diagnostic software and remote alerts JFS MANHOLE SECTIONS •Controlandmetercomponentseasilyaccessibleforvisual DESIGNED w Local Position Automatically moves the gate to a desired position and stays there inspection R FB Plan °' Gate control technology Q Flow Automatically adjusts the gate to maintainaconstantFlowrate, FILENAME o n regardless of the site's upstream and downstream water levels The PikoMeter features CableDrive"",Rubicon's actuation -� 9" layer of Features SCADAConnect'"Software 0005_PUMP STATION DETAILS 18 IN. MAX " laye r Type 2 • system proven over many years in thousands of devices. see note g yp A TCC'product •Sonaray flow measurement accuracy of t25% The drive is a wire cable and drum mechanism that provides rL 1 FT. - e . bedding •Solar-charged battery system positive drive in both the raise and lower directions. H or D W.S. The PikoMeter is one of the products making up a modular family of precision hardware �2 IN. ° GROUT BASE TO CONE W.d y and software called TCC(Total Channel Control'J.TCC is an advanced technology set •Compact,lightweight construction for easy installation It ensures precise gate positioning to within 0.02in(0.5mm) PQO L/(` `'" and repeatability under high-duty cycle operation. p .•••••• --GROUT AND OUT t �,�,PN OAP\' Off\ z designed to improve the management and productivity of water in open canal and Integrated SCADA communication system � . S LOPE B �1 1 - 0.5D or 0.5H gravity pipeline distribution.TCC products can interact and worktogether to help V� • \ N FT. + 'r�•y T managers improve: An ideal solution for... PikoMeter'"components t t3 14 POURED CONCRETE - �� applications ��BASE LiqlqllLILLavailability Cl oa � water ava ty • ana to pipe Control Pedestal 11 Lifting hooks Zperforated service and equity to users •Cost-effective metering at smaller turnouts 1 Antenna 12 Motor and encoder - 12 Q O� Gmanagement and control •Turnouts in remote locationsa underdrain 2 Solar panel 13 Planetary gearbox d O •......•'• a IN. MIN. to daylight(optional) •canal operator safety •Measuring very low flow rates 3 Hinged mast 14 Encoder _I, 2 Motor assembly detail S/OVAL Profile 4 Secure controller 2 IN. MIN. housing 15 CableDrive assembly "I 2--- )t, with LCD display 16 Cable drum SLOPE Note: For rectangular conduits use a standard design for a headwall /N POURED INVERT Motor/controlg 'control unit 17 Cable guide is . 4 F T NOTE: MINIMUM INSIDE DIAMETER OF with wmgwalls,paved bottom between the wmgwalls,with an end 5 Entry flare 6 IN. MANHOLE SHALL BE AS FOLLOWS: 3 cutoff wall extending to a minimum depth equal to B PRECAST MANHOLE 6 Sonaray sensors b BASE PIPE SIZE MIN. MANHOLE 8 DIAMETER 7 CableDrive 6 8 IN. MIN. y • s j 24 IN. OR LESS 48 IN.( ) g�r 8 Control ate � 27 IN. TO 42 IN. INCL. 60 IN. Figure HS-19-Low Tailwater Riprap Basins for Storm Sewer Pipe Outlets- , OVER 42 IN. 72 IN. Low Tailwater Basin at Pipe Outlets 9 Motor housing 4 s \ a 6 ALTERNATE BASE REV. DATE:12/11/13 (Stevens and Urbonas 1996) flow stabilization 10 External frame 17 Traditional requirements at meter entry STANDARD MANHOLE and exit not necessaryo- CableDrive'"detail Control Pedestal Meterlwntrol unit CITY OF APPROVED: DETAIL Z �j•��•} �/•� FORT COLLINS STORMWATER Rev. 2008-04 HS-79 F1 ` Collins UTILITIES DATE: 1 1/7/00 D Urban Drainage&Flood Control District .• • ,• • O FORT COUJINS, CO. CONSTRUCTION DETAILS r_ (970) 221-6700 DRAWN BY: NBJ ~ J AM co � a : . w D o - �Easy to install PikoMeter"specifications Dimensions and operating ranges Front and side views z PikoMeters are designed to mount to existing headwall structures"swell as purpose-built emplacements,significantly reducing costs associated User interface LCD screen O 0 with civil work. Data interface RS232/485,USB,Ethernet,Protocols-DNP3,MDLC,Modbus,TCP/IP,others •Installed and operational in two days during irrigation or off-season min 16.73 Local interface language English,Spanish,French,Chinese and Italian(metric/imperial units) PW30o-800 PM-1-2'c 31.5 55.00 72.66 214 •Factory calibrated and pre-configured max42.32 14"9in 11.81 23.94 27.44 14.84 0.1 4.9 Z D Data tags A comprehensive set of tags are available for integration into SCADA systems min a3.4o PM-450-1800 PM-1-4 47.24 70.75 88.42 220 Partial) full flow max41.73 O y- Data storage Historical data can be uploaded locally via USB for post processing measurement min 41.73 Control Local or remote via SCADA PM-4541400 PM-1h 5s.12 73.03 96.46 758 Communication max 62.00 A MicronLevel-ultrasonic water cable plug-in level sensor can be optioned P 9 Electronics SolarDrive'"power management and control technology in Control Pedestal, min 70.10 v p PM-450-1800 PM-1 h6 17.72 70.87 29.84 88:78 11210 33.74 21.65 265 0.2 11.2 Each unit passes a 12hr heat pre-stress and 100%functional test. max 77.80 co to provide a precise measure of Water-tight zone Gate actuation 12V DC motor with 256 count magnetic encoder;with mechanical and min 85.80 canal water levels,plus it enables electrical override provisions PM-45644M PM-1 fr8 94.49 112.40 135.80 276 the PikoMeter to measure flow 'a 10140 DOME CAP even when not completely full. Power supply options 12V DC powered(solar);120-240V AC powered O p y Self-calibrating - 'Contact your Rubicon sales engineer to discuss higher Flow rate requirements.The maximum flow rate at which the Seal performance <0.1 gallons/minute/foot ofseal(exceedsAmericanandEuro can accuracy The MicronLevel sits within the reference p g p measurement i \` internal frame,or alternatively standards AWWA C513&DIN 19569) Complete dimensions or additional sizes can be obtained by contacting Rubicon.Consultation with a Rubicon sales E D B F ` U engineer is recommended prior to gate sizing.Weights are approximate. a long-range MicronLevel Air Vented air escape �• sensor can be externally mounted Technique Cross-path ultrasonic transit-time 6 0 STEEL BOLLARD nearby. A H- Ila la j FILLED WITH CONCRETE tic Z Measurement resolution 100 picoseconds j „ „ Accurate flow Measurement rate 1.5seconds Mounting options - I PAINTED SAFETY YELLOW measurement 4.0' Extensive independent laboratory Debris filter Accuracy 't2.5%verified in Rubicon's hydraulics laboratory under fully submerged I� I FINISHED ROAD BASE P rY conditions measured between flow ranges of 0.2cfs to 11.2cfs for the and field testing of the ultrasonic inlet ports PM-450 models and between flow range of 0.1 cfs to 4.9cfs for the PM-300 C G (PAD) array measurement technique models. t A Internal meter diameter ) has shown that accuracy is Measurement range Accuracy listed above is achieved at flow velocities greater than 1.21n per I second.Maximum now capacity is determined by site hydraulic conditions, B Checking height maintained in a wide range of MicronLevel'"sensor detail but is typically greater than 65ft per second.Consultyour Rubicon sales I conditions: engineer for details. C Frame width j SUBGRADE •Turbulent water Sensor quantity Flow measurement provided by 20 ultrasonic transducers across 5 planes D Overall gate height" I of measurement.An additional downward-facing transducer monitors •Obstructions at the meter entry pipe-full status. _ E Fully open height" 3.0 I •Water contaminants Calibration method Factory pre-calibrated.Optional ultrasonic level sensor is also internally self- � F Headwall height 4.0 calibrating.Simple in-field verification process. e I Z/"CONCRETE G Length I ` FOOTING PikoMeter'"'measurement accuracy Alarming Meter alarms if water depth falls below minimum required level,when - y optional water level sensor is installed H External meter flare height (181n PikoMeter measured under normal operating conditions relative ,:..i " Water level measurement(optional) 'Dimenslon D and E are measured from the elevadon of the meterfloor(Invert).An additional 3.7in clearance is "I.4.4 to AB B Mag ma ster) required between the invert and the base of the headwall to accommodate the PikoMeter Installation requirements. Technique Ultrasonic s headwall MicronLevel" Accuracy 0.021n(0.5mm),resolution 0.004in(0.1 mm),maximum range 551n 4 3 MicronLevelT'Air Recommended for deeper applications 2 �1111` p►, 1.5' MIN. 1 • Frames Extruded marine grade aluminum 1 0 0 : { Gate panel Marine grade aluminum -2 Gate and meter body Cast aluminum with protective coating TRAFFIC BOLLARD DETAIL -3 Hardware and shahs Stainless steel TST, INC. -4 -s Wear strip PVC About Rubicon Water NTS CONSULTING ENGINEERS 0 2 4 6 8 10 Rubicon Water delivers advanced technology that optimizes gravity-fed 748 Whalers Way Pressure rating 7.9F[differential pressure or specified checking height(whichever is greater) LL Suite 200 Fort Collins Flow rate(cfs) irrigation,providing unprecedented levels of operational efficiency and Water level sensor Anodized aluminum and copolymer acetyl plastic with control,increasing water availability and improving farmers'lives. Colorado 80525 stainless steel fittings Phone: 970.226.0557 Founded in 1995,Rubicon has more than 35,000 gates and meters installed Control box in TCC systems in 17 countries. o JOB No. Power supply 12V DC self-contained battery charged from solar panel or AC line power 1 230.0005.00 Batteries Sealed gel lead acid with temperature sensor(-Syr life,provides-5 days of operation without solar or AC line power)or optional lithium LiFePO4 SCALE spedfirations subJecttochange. `2018-2022 Rubicon Wate e N.T.S. Total Channel Control and TCC are trademarks and service marxs,or r istered�demarksa�ds;,�icema,ksof loll free 7 877 1•08 Rubicon Water or Its affiliates in Australia,the United states of America and othetjurisdictions.systems,componenim • r 482 3200 meritodologies. .software suciphed by Rubico DATE r ' SEPTEMBER 2024 SHEET 23 of 37 24" DIA. MANHOLE COVER W/LID &2" DIA. OPENING CENTERED FOR TOUCH READ INSTALL CONCRETE ADJUSTMENT RING B '16"MAX. FINISHED GRADE @ 2% SLOPE FROST PROOF LID ANCHOR RODS(TYP.) / O C cn a_ ASPHALTIC GROUT / O � GATE VALVE GATE VALVE D. ALUMINUM M.H. V) W o STEPS 12"O.C. > METER SOLID SLEEVE A 4' MIN. Q GATE VALVE v; RESTRAINING ROD (TYP.) 12"MIN. �C. GATE VALVE (TYP.) (TYP.) o 4: �V_ 4 FULL SIZE BYPASS THRUST BLOCK D m METER RESTRAINING IF REQUIRED BY m DESIGN ENGINEER DRAWN ROD (TYP.) ':' OR ELCO(TYP) RFB 3" OR LARGER MAIN SOLID SLEEVE PRECAST CONCRETE VAULT DESIGNED FOR M-20 BRIDGE LOADING CHECKED 0 0 JFS f DESIGNED PIPE ENCASED IN CONCRETE BLOCKS METER VAULT DIMENSIONS RFB MASTIC BLOCK ��;., 2' MIN. v WITH SHIMS OR oD FILENAME OUT GROUTED �. ADJUSTABLE PIPE �. METER SIZE A B C D GENERAL NOTES: I.. I flD .:, IF PRESSURE REDUCING VALVE IS REQUIRED IT SHALL BE 0005_PUMP STATION DETAILS SUPPORTS 3 inch 6' 7' 2'-6" MIN. 2'-6" MIN. INSTALLED INSIDE BUILDING, IMMEDIATELY FOLLOWING THE V WIDE X 8' HIGH 4 inch 7' 7' T MIN. 2'-6" MIN. 2-#4 CONTINUOUS MAIN SHUT-OFF VALVE. QO L/ PRECAST OR CAST IN PLACE �P L' 6 inch 8' 7' 3' MIN. 2'-6" MIN. o •""• 8"LAYER OF a ROCK o LPN \1P�' Date File No. Date File No. •\ • � IIMEyce� Designed NIA NIA esavl4 mete_"w/Lprof/e �`Q�IMERC�(� Designed NIA N�A esdOlSJneter ww/two%n \� G°� �• 1c/ Wy y� EAST LARIMER COUNTY WATER DISTRICT Qy s� EAST LARIMER COUNTY WATER DISTRICT e `°� •`� Drawn REM 10�99 Drawing No. "' - � Drawn REM 10�99 Drawing No. ~ ® �� Revised E,/V 2124 014 „ „ „ Revised E`/V 2124 015S/ONA� �\G ty 3 , 4 & 6 METER VAULT (SIDE VIEW) NOT TO SCALE �y 3 ,4 & 6 METER VAULT (TOP VIEW) NOT TO SCALE 9lfRplSt Approved RS 2124 Sheet 01 of 02 A�R0I5` Approved RS 2124 Sheet 02 of 02 z O F_ C0 ~ J CO - � a w D o a. z F_ O O — a v z D O oC z F_ CO Q z > O Q U F_ z O TST, INC. CONSULTING ENGINEERS 748 Whalers Way Suite 200 Fort Collins Colorado 80525 Phone: 970.226.0557 JOB NO. 1230.0005.00 SCALE N.T.S. DATE SEPTEMBER 2024 SHEET 24 of 37 - - J -�- - - - - - - - - - - - - - -\ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - II II I 1 I I � ..��air' •''•. . ,,.ar,p ..b:,. t �. I- - - - - - - - - - - - - - - - - - - - - - - - - - - - - t � .� — I V) EL I I 1 � I j:` 'a..s,as:� i y'sh.e:s-:•'' ! ' � I .•':. EL � I 1\ � IIII"� I a_ ^�... : .. ' '.t a, ... '4` •:I:• '.•. � �. aJ ':: Ld Ld w s s to 10+00 I I II 11+001 12+00 l ,.. L . I 0 N0. 8 II >: 75.0Li ff / ': •::; •r. \ Q I I ITCH ROW F1 I / f D - �t / / :, •< . � I I I , I �� ����•� � � \ .�, =�� :::.�.�:..� •• \ NOTES II �� III • I .:�.� �•� -�.. � � �: .�.•: :'• :- m 1. REFER TO THE "SUBSURFACE EXPLORATION REPORT, MONTAVA DEVELOPMENT-TRACT E-DETENTION POND DRAWN EVALUATION OF GROUNDWATER AND SUBSURFACE RFB CONDITIONS, FORT COLLINS, COLORADO EEC PROJECT CHECKED JFS \ " • N0. 1172058 PREPARED BY EARTH ENGINEERING I I I - III � � ;�:. � •.�:�. CONSULTANTS (EEC), LLC. DESIGNED RFB 2. A HYBRID ENHANCED COHESIVE EARTHEN LINER I \ I III Il I I •v _ � OVER AN APPROVED PVC SYNTHETIC MEMBRANE LINER FILENAME I\ I J III _ IIII \ � \ " t • WILL BE PLACED ALONG THE WETTED PERIMETER TO 0005-POND LINER MINIMIZE SEEPAGE AND/OR GROUNDWATER INTRUSION. � I I \11 III I 4 I � .::. �S .:• •. 3. A MINIMUM OF 3-FOOT COVER OF COHESIVE MATERIAL PDO L/C I I I I III I I � :.'< . `':�:;.:,�•• '... o�_•...... ••�`�•„ �'• �� ` ALONG THE WETTED PERIMETER IS REQUIRED. . 4. MAINTAIN A CONSISTENT, UNIFORM LOW PERMEABILITY IIII III .;• COHESIVE MATERIAL FOR THE EARTHEN LINER. • Q Foy '� I IIII I I - I •: ,\,r: S�ONAL I 4 I � I III I I ' _. ,.r.• a ,;f I 1 III I I � \ I III CO I I III III \ c �.•�4.. � �=� � Q I \ I I 11 I \\ \ \ . 3^M '4`,X..'y�.j..�ra':•:C ✓.. .. .•.a nh."4:sr.it'.•y 4'FC' u:• / /, \ I � IIIIII I � � rn .� // \ � , , ` C — \ 50 0 50 100 W scale 1„=50 feet D a. O (L 5010 5010 1 CROSS SECTION 1 — POND LINER PROPOSED Z D 5005 3.00 FROM HIGHWATER 3.00 FROM HIGHWATER GRADE 5005 O cr 5000 100-YR HIGHWATER AT 5001 FEET 100-YR HIGHWATER AT 5001 FEET 5000 Z cr STACKED ROCK WALL STACKED ROCK WALL CO 4995 4: 1 SLOPE EXTENDED RIPRAP PAD FOR WAVE EROSION PROTECTION 4995 z 4990 4990 O Q. Q 4985 a o ° a a - 4: 1 SLOPE a 4985 V 10 MIL. SYNTHETIC LINER o 4980 � a 4980 Z 4975 CLAY LAYER 4975 O 4970 4970 4965 4965 4960 4960 5020 5020 5015 CROSS SECTION 2— POND LINER 5015 75.00' No. 8 DITCH ROW 5010 5010 5005 5005 i 100-YR HIGHWATER AT 5001 FEET 5000 / ° 5000 STACKED ROCK WALL TST, INC. 4995 \ ,i' 4995 CONSULTING ENGINEERS 4: 1 SLOPE 748 Whalers Way 4990 ° 4990 Suite 200 Fort Collins Colorado 80525 Phone: 970.226.0557 4985 o ° 4985 JOB NO. 4980 10 MIL. SYNTHETIC LINER M 4980 1230.0005.00 SCALE Q 4975 CLAY LAYER 4975 CUSTOM N DATE 00 497011 1 1 1 1 1 1 1 1 1 1 J4970 SEPTEMBER 2024 N SHEET a0 15 0 15 30 scale 1 =15' feet 25 of 37 PUMP HOUSE0 cn0- co cn Uj MONtAVA w CONCEPTUAL ONLY W Q 0 m DRAWN RFB CHECKED JFS DESIGNED RFB FILENAME 0005—PUMP HOUSE BUILDING �►4 Cep Pp0 s o f o��p,N pr lU C Q G pQ S��G ( I pep Jill ' q.- 1 -b.. . I I I —..- 9t co (L I � --- -- - — - -- awl-- — - -- ----- - - - - -- J UL� � . � l' v ►� �.1L� r� O W Z O O = Z a � a 0- 4-r Z O LEW OLIVH� INC . TST, INC. NOTE: MONTAVA ARCHITECTURAL CONSULTING ENGINEERS 748 Whalers Way DESIGN REVIEW MUST BE ISSUED PRIOR Suite 200 Fort Collins TO APPLICATION FOR BUILDING PERMIT Colorado 80525 Phone: 970.226.0557 JOB N0, 1230.0005.00 SCALE N.T.S. DATE SEPTEMBER 2024 SHEET 26 of 37 15' INTERIOR LENGTH Z O 1.50' a_ o co 1 s Lo CONSTRUCTION NOTES W D 8" DIA. DIP SPOOL, FLG X MJ 3 1 a< O2 8" BURIED MJ GATE VALVE W/ VALVE BOX 1 7 O3 3' TALL POST FOR TRACER WIRE TEST STATION 2 f 4 2 1 8 ® 8" DIA. SPOOL, FLG X PE "l ° W -- a 9WALL SLEEVE W/ LINK SEAL o FLOW I 1 F I I O FLOW a © STAINLESS STEEL PIPE SUPPORT Z O7 8" MocIMAG METER M2000 (FLANGED) OR APPROVED El g - EQUAL. METER SHALL BE INSTALLED PER DRAWN 5 -- - - - - - - - - s< 5 s MANUFACTURER SPECIFICATIONS. RFB ` I 6 ® 8" CHECK VALVE CHECKED JFS 1 3'x3' I Og 8" Y-STRAINER DESIGNED ACCESS I 1 RFB Y HATCH I 10 8" DIA SPOOL FLG X MJ, 2" NIPPLE TAP W/ BALL FILENAME 8 I 1 VALVE, 2" NIPPLE TAP WITH PLUG, TAP FOR 0005_VAULT TRANSDUCER icili 1 I 1 I 11 3'-0" X 3'-0" VAULT DOOR. BILCO TYPE E-40, I C p0 L/ SINGLE LEAF ROOF SCUTTLE WITH BILCO BIL-GUARD% �� ••N"• 1 1 1 1 1 d 1 ° 4 1 2.0 SAFETY RAILING SYSTEM. LADDER TO BE PROVIDED 1 f I 1 J° WITH BILCO LU2 LADDER UP SAFETY POST. A SECURITY CYLINDER LOCK SHALL ALSO BE PROVIDED G S 1.50' 12 1 ' X 1 ' X 1 ' (H) SUMP PIT W/ GRATED COVER, SUMP ��'����•••• •:G�� PIT TO INCLUDE SUMP PUMP. SUMP PUMP DISCHARGE S/ONAL E� Montava - West LINE SHALL BE A 2" DIAMETER SCHEDULE 80 PVC PIPE, CONNECT TO 2" DRAIN LINE THAT DISCHARGES AT Vault Elevations & Pump Rates FINISHED GRADE NEXT TO VAULT. PLAN VIEW Finished 13 6" DIA. VENT PIPING (GALVANIZED STEEL). Well Name Grade at Vault Top of Vault 14 2" HOLE FOR SUMP DISCHARGE. DISCHARGE LINE TO FOLLOW 8 PVC LINE IN COMMON TRENCH. DAYLIGHT INTO POND. Fitzsimons 5039.00 5039.50 15 2 - 2" HOLES FOR ELECTRIC POWER AND TELEMETRY Well: No. 1 15' Fitzsimons 16 ELECTRIC & TELEMETRY PANELS (SEE ELECTRIC PLAN) INTERIOR LENGTH 5039.50 5040.00 Z Well: NO. 2 17 TRANSDUCER & PRESSURE GAUGE O Kluver PS 1: 5003.49 5003.99 18 DEHUMIDIFIER SHALL BE INSTALLED 2' FROM VAULT FLOOR. Well No. 1 A MIMIMUM Y2" HOSE SHALL BE INSTALLED FROM DEHUMIDIFIER TO SUMP PIT. 3 Kluver PS 1: ULT _ HALL Well No. 2 5003.20 5003.70 19 PROVIDE STRUCTURAL DESIGN &ASHOP DRAWINGSOTOFORSVAULT, co MONTAVA HS-20 LOADING, WATERTIGHT JOINTS AND FLOOR SLOPED ~HATY8"/1 ' To SUMP PIT. CH I I WEST POND 5004.00 5004.50 2' WELL �0 ACCESS LADDER D I I I I MIN. O 1 I I I NOTE: SEE SHEET 18 FOR LOCATIONS 2" THICK (MIN.) INSULATION BOARD 8" PVC PIPE (C900) 8" BARREL COUPLING I I oW I I Z J ® 6" MINIMUM CONCRETE FILLED BOLLARD, 3' MIN. BURY (TYPICAL) I I REQUIRED FOR O PANEL 2 I I KLUVER & W Q PANEL #1 # I I MONTAVA WEST Za 8 90° MJ BEND (ONLY REQUIRED ON KLUVER & MONTAVA Z > 1 ° ` POND WELLS ONLY U, 'Na. WEST POND WELLS) �0 o0 I I ��W 1° z EL > L I I l NOTES: Q Uj I I 1. VAULT PIPING SHALL BE CL151 D.I.P OR BETTER Z o= 2 5 ED 4 8 I I 5 2. ALL FITTINGS, VALVES, AND JOINTS SHALL HAVE O oD 1 1 I I MECHANICALLY RESTRAINED JOINTS z= 9 I J 3. MIN. 2' OF PVC PIPE EXTENDING INTO VAULT. Fl-0WInI t�4I FLOW 2 4. ALL VALVES TO BE OPEN RIGHT s I I 5. SEE ELECTRICAL PLAN FOR INTERIOR VAULT LIGHTING, a 7 I I j SWITCHES, OUTLETS, PANELS, ETC (BY OTHERS UNDER a 6 f 2' 1' I I SEPARATE COVER). cj DIP DIP I I 6. ALL PIPING OUTSIDE OF VAULT TO HAVE TRACER WIRE. a FLGxPE FLGxPE - 7. SEE GRADING PLAN (SHEET 4 -5 ) FOR EARTHWORK 6 N w c Z s'` AROUND VAULTS. 6 0 p f S-1 o 8. LIGHTING FOR VAULTS TO BE PART OF ELECTRICAL -� 1 1 PLAN. 031 1 TST, INC. r' CONSULTING ENGINEERS ° 1•a . 748 Whalers Way Q Q Q Q Q Q Q Q Q Q Q Q Q f 0 Suite Colorr do 80525 1ins X X Phone: 970.226.0557 JOB N0. 1230.0005.00 VAULT TO BE PLACED _,.,z %SECTION VIEW SCALE 1" = 1.5' ON BASE COURSE (12" MIN) DATE SEPTEMBER 2024 SHEET 27 of 37 CD GENERAL NOTES CONCRETE FORMING �`L THESE DRAWINGS ARE FOR THE STRUCTURAL DESIGN OF THE WET WELL, INTAKE PIPE SUPPORTS, SPLITTER � CONCRETE FORMING SHALL CONFORM TO ACI 350.5-12, \e co STRUCTURE AND TWO HEADWALLS. OTHER STRUCTURAL ELEMENTS OF THE OVERALL PROJECT, SUCH AS THE Q oo ���p BUILDINGS AND BUILDING FOUNDATIONS, ARE TO BE DESIGNED BY, AND ARE THE RESPONSIBILITY OF OTHERS. THE CONTRACTOR SHALL SUBMIT PROPOSED FORM TIE SYSTEM AND FORM HOLE GROUTING SYSTEM TO STRUCTURAL ENGINEER THE CONTRACTOR SHALL MAINTAIN A COPY OF THE APPROVED (BY THE GOVERNING AGENCY) DRAWINGS AND FOR REVIEW, THE FORM TIE ASSEMBLIES SHALL LEAVE NO METAL (EXCEPT STAINLESS STEEL) OR ANY OTHER MATERIAL o U SPECIFICATIONS AT THE JOB SITE. THESE APPROVED DOCUMENTS SHALL GOVERN OVER ALL OTHER ISSUED SUBJECT TO CORROSION OR DEGRADATION WITHIN 1" OF THE FORMED SURFACE OF THE CONCRETE. Z i- w DOCUMENTS, TIE HOLES SHALL BE FILLED WITH GROUT PER ACI 350,5-12. TAPERED WALL TIES SHALL NOT BE USED. 6��o f2 < CONCRETE WORK O O O sr0 N ALL WORK SHALL BE IN CONFORMANCE WITH THE CONTRACT DOCUMENTS, THE 2021 EDITION OF THE INTERNATIONAL ALL CONCRETE WORK SHALL CONFORM TO ACI 350,5-12. BUILDING CODE AND ALL LOCAL BUILDING ORDINANCES. CONCRETE SHALL CONFORM TO THE FOLLOWING CRITERIA: ~ co BAR DIAMETER ��P // O ✓7, AGGREGATE SHALL CONFORM TO ASTM C33 AND SHALL BE NON-ALKALI-SILICA REACTIVE. Q THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS ELEVATIONS AND EXISTING CONDITIONS AT THE JOB SITE. L s CEMENT SHALL BE PORTLAND TYPE V ASTM C150 (HIGH SULFATE RESISTANCE). / O Of vo THE CONTRACTOR SHALL CONTACT THE STRUCTURAL ENGINEER WHERE EXISTING CONDITIONS REQUIRE CONSTRUCTION 0 /// ��q�� DIFFERENT FROM THAT SHOWN ON THE PLANS, FLYASH SHALL CONFORM TO ASTM C618. COAIR-ENTRAINING ADMIXTURES SHALL CONFORM TO ASTM C260, Q CO 0 /' THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE EXCAVATION PROCEDURES AND DESIGNING AND PROVIDING ALL OTHER ADMIXTURES SHALL CONFORM TO ASTM C494, \ MINIMUM INSIDE BEND DIAMETER TO BE AS FOLLOWS: V si BRACING AND SHORING AS REQUIRED FOR PROTECTION OF LIFE AND PROPERTY DURING CONSTRUCTION. DO NOT USE ADMIXTURES CONTAINING CALCIUM CHLORIDE. / V 6 BAR DIAMETERS FOR #3 THROUGH #8 BARS MIXING WATER SHALL BE POTABLE, Q (EXCEPT FOR STIRRUPS AND TIES) THE CONTRACTOR IS RESPONSIBLE FOR ALL METHODS AND MEANS OF CONSTRUCTION AS WELL AS ALL JOB SITE MIX SHALL BE TRANSIT MIX AS PER ASTM C94, 4 BAR DIAMETERS FOR #3, #4 AND #5 TIES AND STIRRUPS SAFETY AND HEALTH PRECAUTIONS, NO ALUMINUM ITEMS SHALL BE EMBEDDED IN ANY CONCRETE. ~ D BEND DIAMETERS AT REINFORCING STEEL STANDARD HOOKS THE CONTRACTOR IS RESPONSIBLE FOR DESIGN AND INSTALLATION OF ANY DEWATERING REQUIRED DURING CONCRETE SHALL BE PROPORTIONED, MIXED, DELIVERED, PLACED & CURED IN ACCORDANCE w/ ACI 350. O 1 2 CONSTRUCTION. CONCRETE FOR BASE SLAB AND FOOTINGS SHALL BE PLACED IN ONE CONTINUOUS OPERATION, CONCRETE FOR THE WALLS SHALL BE PLACED IN A CONTINUOUS OPERATION WITHOUT ANY CONSTRUCTION JOINTS, 0 THE CONTRACTOR IS RESPONSIBLE FOR ALL COORDINATION WITH ADJACENT PROPERTY OWNERS, UTILITY COMPANIES, EXPOSED OUTSIDE CONCRETE CORNERS OF THE WALLS, EXCEPT AT THE TOP OF THE WET WELLS, SHALL BE CHAMFERED 3/4". O U AND DITCH COMPANIES TO GAIN ACCESS TO THE SITE. AT WALLS EXTEND ALL HORIZONTAL BARS CONCRETE SHALL CONFORM TO: �1-+ TO 2 1/2" CLEAR FROM FAR FACE OF WALL DESIGN CRITERIA MINIMUM OF 560 POUNDS OF CEMENTITIOUS MATERIAL (CEMENT AND FLYASH) PER CUBIC YARD OF CONCRETE O (2" STRICT MINIMUM) AND PROVIDE STANDARD HOOKS THE STRUCTURES HAVE BEEN DESIGNED FOR THE FOLLOWING LOADINGS: A MINIMUM 20 PERCENT (BY WEIGHT) SUBSTITUTION OF FLYASH SHALL BE USED BUILDING CODE ....................................................................................... 2021 INTERNATIONAL BUILDING CODE 5,000 PSI CONCRETE STRENGTH AT 28 DAYS Z �.L DESIGN OF REINFORCED CONCRETE ACI 350 0.40 MAXIMUM WATER/CEMENTITIOUS RATIO (INCLUDING POZZOLANS) O RISK CATEGORY ....................... II 3/4" MINIMUM, 1" MAXIMUM AGGREGATE SIZE STANDARD HOOKS, SEISMIC IMPORTANCE FACTOR (Ie) ........................................ 1.00 6% AIR CONTENT (DELIVERED AIR CONTENT SHALL BE +/- 1 1/2%) SEE 2/S1 MAPPED SPECTRAL RESPONSE ACCELERATIONS ....... Se = 0.1861 Si = 0.055 THE CONCRETE MIX DESIGN REQUIREMENTS SPECIFIED ABOVE ARE INTENDED TO PROVIDE RESISTANCE TO SEISMIC SITE CLASS ......................................................................... SEISMIC SITE CLASS D THE SEVERE SULFATE EXPOSURE NOTED IN THE GEOTECHNICAL REPORT AND TO LIMIT CONCRETE SHRINKAGE. SEISMIC SPECTRAL RESPONSE COEFFICIENTS ........... Sds = 0.1991 Shc = 0.088 THE CONTRACTOR SHALL SUBMIT TO THE STRUCTURAL ENGINEER FOR REVIEW, A PROPOSED CONCRETE MIX DESIGN WHICH MEETS SEISMIC DESIGN CATEGORY ........................................................ SDC B THE ABOVE CRITERIA AND PROVIDES THE REQUIRED WORKABILITY FOR PROPER PLACEMENT AND CONSOLIDATION OF THE CONCRETE, TO ACHIEVE THE SLUMP REQUIRED FOR WORKABILITY AND CONSOLIDATION, WATER REDUCING AND/OR PLASTICIZING STANDARD HOOKS, FOUNDATIONS ADMIXTURES MAY BE PROPOSED PROVIDED THEY HAVE BEEN SHOWN NOT TO INCREASE CONCRETE SHRINKAGE OR DECREASE THIS DRAWING IS INTENDED TO SEE 2/S1 THE CONTRACTOR SHALL OBTAIN A COPY OF THE PROJECT GEOTECHNICAL REPORT, DATED MAY 201 20221 SULFATE RESISTANCE. BE PRINTED ON 24" x 36" PAPER AND SUBSEQUENT RECOMMENDATIONS BY EARTH ENGINEERING CONSULTANTS (EEC) OF WINDSOR, COLORADO AND BECOME FAMILIAR WITH THE REQUIREMENTS CONTAINED THEREIN. ALL GRADING, EXCAVATION, FILLS SEE "CONCRETE TESTING REQUIRED BY AN INDEPENDENT AGENCY" NOTES BELOW FOR FIELD TESTING OF AIR CONTENT (INCLUDING TYPICAL HORIZONTAL REINFORCING LAPS AT WALL CORNERS PROJECT GEOTECHN CA, DRAINAGE D FOUNDATION CONSTRUCTION SHALL C ACCORDANCE WITH THE AND SAMPLING AND TESTING OF CONCRETE FOR STRENGTH, LREPORTANDUNDERTHE OBSERVATIONOFT EGEOTEHNICALENG ENGINEER. ** PRELIMINARY 3 1. VERTICAL REINFORCING NOT SHOWN. NO ADDITIONAL WATER SHALL BE ADDED TO THE CONCRETE MIX BEYOND WHAT IS ALLOWED FOR IN THE CONCRETE MIX DESIGN NOT FOR CONSTRUCTION PER THE PROJECT GEOTECHNICAL RECOMMENDATIONS, THE FOLLOWING VALUES WERE USED FOR FOUNDATION DESIGN; SUBMITTED TO THE STRUCTURAL ENGINEER. WET WELLS AND SPLITTER STRUCTURE AT-REST HORIZONTAL SOIL PRESSURE ON WALLS: CONCRETE PLACEMENT 00 L/cF� z 64 PCF ABOVE GROUNDWATER ELEVATION THE LIFT HEIGHT FOR THE CONCRETE IN THE WET WELL WALLS SHALL ALLOW THE CONCRETE TO BE VIBRATED FOR p9. •• , a 102 PCF BELOW GROUNDWATER ELEVATION THE FULL HEIGHT OF THE LIFT. EACH LIFT SHALL BE VIBRATED FULLY TO COMPLETELY CONSOLIDATE THE CONCRETE AROUND pv:�-F. �o;�.• _j THE REINFORCING AND TO AVOID HONEYCOMBS AND ROCK POCKETS. THE VIBRATION FOR THE UPPER LIFTS SHALL EXTEND A v TYPICAL "L" BAR, N cn WET WELLS ALLOWABLE SOIL BEARING PRESSURE: MINIMUM OF SIX INCHES INTO THE PREVIOUS LIFT. ° 32364 N SEE OTHER DETAILS w FOR SIZES & LENGTHS Q 0 3,000 POUNDS PER SQUARE FOOT (3'-0" OF IMPORTED FILL BELOW BASE SLABS) �0 c z CONCRETE FOR THE LOWER 10'-0" OF THE WET WELL WALLS SHALL BE PLACED THROUGH A DROP CHUTE. CONCRETE FOR THE '`� •• �� 00� z SPLITTER STRUCTURE ALLOWABLE SOIL BEARING PRESSURE: REMAINDER OF THE WALL MAY BE DROPPED WITHOUT A DROP CHUTE IF THE FALLING CONCRETE IS DIRECTED TO AVOID `2ss/ONAL TIE TOP OF " BAR TO o 2,500 POUNDS PER SQUARE FOOT 13'-0" OF IMPORTED FILL BELOW BASE SLABS) OBSTRUCTIONS SUCH AS FORM TIES AND REINFORCING WHICH WOULD CAUSE SEGREGATION OF THE AGGREGATES FROM THE TEMPORARY HORIZONTAL z o CONCRETE MIX. SPACER BAR �-- U_ INTAKE PIPE SUPPORTS AND HEADWALLS AT REST HORIZONTAL SOIL PRESSURE: oIL z 58 PCF ABOVE GROUNDWATER ELEVATION (IMPORTED MEDIUM DENSE GRANULAR BACKFILL) REPAIR OF SURFACE DEFECTS AT WALLS TIE "L" BAR IN ll w AFTER REMOVAL OF WALL FORMS, CLEAN AND REPAIR SURFACE DEFECTS PER ACI 350.5-12. PRELIMINARY 2 PLACES AT BOTTOM � 96 PCF BELOW GROUNDWATER ELEVATION (IMPORTED MEDIUM DENSE GRANULAR BACKFILL) NOT FOR CONSTRUCTION INTAKE PIPE SUPPORTS AND HEADWALLS ALLOWABLE SOIL BEARING PRESSURE: BACKFILL PLACEMENT 2,500 POUNDS PER SQUARE FOOT (2'-0" OF IMPORTED FILL BELOW BASE SLAB/FOOTING) BACKFILL MAY BE PLACED AND COMPACTED WHEN THE CONCRETE HAS OBTAINED A COMPRESSIVE STRENGTH OF 41000 PSI DRAWING ISSUED AS: (80 PERCENT OF 28 DAY STRENGTH), DATES TO ACCOUNT FOR THE ADDITIONAL HORIZONTAL SOIL PRESSURE ON THE WET WELLS FROM THE BUILDING PRELIMINARY - FOUNDATIONS AS WELL AS VEHICLE AND STORAGE LOADINGS INSIDE THE BUILDING, THE WET WELLS WERE DESIGNED REINFORCING STEEL INSPECTIONS REQUIRED BY AN INDEPENDENT AGENCY 9/26/2023 NOT FOR FOR SURCHARGE LOADING EQUIVALENT TO AN ADDITIONAL THREE FEET OF SOIL, CONCRETE SHALL NOT BE PLACED UNTIL ANY NOTED DEFICIENCIES HAVE BEEN CORRECTED AND ACCEPTED BY THE INDEPENDENT TESTING CONSTRUCTION AGENCY. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO COORDINATE INSPECTION PRIOR TO PLACEMENT OF CONCRETE, "L" BARS SHALL NOT BE "WET-SET" AND SHALL BE TIED IN PLACE AS SHOWN ABOVE PRIOR TO PLACEMENT OF CONCRETE, TO ACCOUNT FOR THE ADDITIONAL HORIZONTAL SOIL PRESSURE ON THE SPLITTER STRUCTURE AND HEADWALLS FROM OBSERVATION OF THE REINFORCING STEEL AT THE WELL WELL BASE SLABS, SPLITTER STRUCTURE BASE SLAB, DO NOT DISTURB PLACEMENT OF "L" BARS AFTER CONCRETE PLACEMENT. POTENTIAL ADJACENT LIGHT VEHICLE LOADINGS, THESE STRUCTURES WERE DESIGNED FOR A SURCHARGE LOADING AND HEADWALL FOOTING IS REQUIRED PRIOR TO CONCRETE PLACEMENT. EQUIVALENT TO AN ADDITIONAL FOOT OF SOIL, ALL REINFORCING SHALL BE IN PLACE AT TIME OF OBSERVATION, INCLUDING FOOTING "L" BARS WHICH ARE TO BE TIED IN PLACE. TYPICAL BASE SLAB AND FOOTING "L" BARS REINFORCING FOR CONCRETE WORK OBSERVATION OF THE REINFORCING STEEL AT THE WET WELL WALLS, SPLITTER STRUCTURE WALLS, HEADWALLS, AND INTAKE PIPE 4 THE PLACING AND SUPPORTING OF REINFORCING SHALL BE IN ACCORDANCE WITH ACI 350.5-12 AND THE LATEST SUPPORT WALLS IS REQUIRED PRIOR TO CONCRETE PLACEMENT. EDITION OF "CRSI RECOMMENDED PRACTICE FOR PLACING REINFORCING BARS", AT THE WET WELLS, SPLITTER STRUCTURE AND HEADWALLS, THE FORM ON ONE SIDE OF THE WALLS SHALL BE IN PLACE BUT THE OTHER ALL REINFORCING BARS AT THE WET WELLS, INTAKE PIPE SUPPORTS, SPLITTER STRUCTURE, AND HEADWALLS SHALL SIDE SHALL BE FULLY OPEN TO ALLOW FOR FULL OBSERVATION OF THE CONDITION OF THE TOP OF THE BASE SLAB, THE WATERSTOP, DRAWING BE EPDXY COATED. AND THE WALL REINFORCING. DATES REVISIONS REINFORCING BARS SHALL CONFORM TO ASTM A615, GRADE 60. CONCRETE TESTING REQUIRED BY AN INDEPENDENT INSPECTION AGENCY EPDXY COATED REINFORCING BARS SHALL CONFORM TO ASTM A775. JOBSITE TESTING OF DELIVERED CONCRETE AIR CONTENT IS REQUIRED FOR THE FIRST LOAD OF EACH DAY. FABRICATION AND HANDLING OF EPDXY COATED REINFORCING BARS SHALL BE IN ACCORDANCE WITH ASTM D3963. ANY CONCRETE LOAD WHICH FAILS AIR CONTENT SHALL BE FIELD MODIFIED UNTIL ACCEPTANCE IS ACHIEVED. IF FIELD ABBREVIATIONS MODIFICATION OF AIR CONTENT IS REQUIRED FOR THE FIRST LOAD, THE SECOND LOAD SHALL BE TESTED FOR AIR CONTENT. ADD'L ......... ADDITIONAL SEE DETAIL 1/51 FOR TYPICAL REINFORCING BAR BEND DIAMETERS. IF SECOND LOAD REQUIRES MODIFICATION FOR AIR CONTENT, ALL REMAINING LOADS THAT DAY SHALL BE TESTED FOR AIR ACI .............. AMERICAN CONCRETE INSTITUTE SEE DETAIL 2/51 FOR STANDARD HOOKS. CONTENT AND FIELD MODIFIED AS REQUIRED. ASTM ......... AMERICAN SOCIETY FOR TESTING AND MATERIALS SEE DETAIL 3/51 FOR TYPICAL CONDITION AT CORNERS, U.N.O. THE INDEPENDENT TESTING AGENCY SHALL OBTAIN A SAMPLE FOR COMPRESSION TESTING FROM THE FIRST LOAD OF 5.0. .............. BOTTOM OF BASE SLAB OR FOOTING "L" BARS SHALL BE TIED IN PLACE PRIOR TO PLACEMENT OF CONCRETE. DO NOT WET-SET. EACH DAY'S CONCRETE, AND EVERY THIRD FOLLOWING LOAD (LOAD 1, LOAD 4, LOAD 7, ETC.) UNLESS OTHERWISE DIRECTED DIA. ............. DIAMETER DO NOT BEND OR STRAIGHTEN REINFORCEMENT EMBEDDED IN CAST CONCRETE WITHOUT PRIOR APPROVAL OF THE BY THE STRUCTURAL ENGINEER. EACH SAMPLE SHALL CONSIST OF FOUR TEST CYLINDERS WHICH ARE TO BE TESTED EA. ............... EACH STRUCTURAL ENGINEER. AT 7 DAYS (1 CYLINDER) & 28 DAYS (2 CYLINDERS). THE REMAINING CYLINDER SHALL BE HELD IN CASE ADDITIONAL TESTING IS EXIST G .... EXISTING REQUIRED. F.0. .............. FACE OF MINIMUM CLEAR DISTANCE BETWEEN REINFORCING BARS SHALL BE ONE & ONE-HALF TIMES THE BAR DIAMETER, BUT DALE F. JONES, Fy ................. YIELD STRESS NOT LESS THAN ONE & ONE-HALF INCH. THE INDEPENDENT INSPECTION AGENCY SHALL SUBMIT TEST RESULTS TO THE OWNER, CONTRACTOR AND ENGINEER. STRUCTURAL ENGINEER, Inc. GALV. ......... GALVANIZED IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO COORDINATE TESTING WITH THE INDEPENDENT AGENCY. 3250 SEDGWICK CIRCLE H.D. .............. HOT-DIPPED PROVIDE THE FOLLOWING CLEAR DISTANCES BETWEEN THE REINFORCING AND THE FORMWORK U.N.O,: LOVELAND, CO 80538 KSI .............. KIPS PER SQUARE INCH 31, .............,.,.,.,,.........,.,.,.,,.........,.,.........,,...............,. CONCRETE CAST AGAINST EARTH IBC .............. INTERNATIONAL BUILDING CODE 2 1/2" (2" STRICT MINIMUM) ............... FORMED CONCRETE WELL WELL LADDER, WET WELL COVER PLATES AND INTAKE PIPE SUPPORTS (970) 568-2919 mobile MIN. ............. MINIMUM ALL WELDING SHALL BE IN ACCORDANCE WITH THE MOST RECENT VERSION OF THE "STRUCTURAL WELDING CODE" djones@dfjse.com MAX. .,.,.,.,.,. MAXIMUM THE CONTRACTOR SHALL SUBMIT REINFORCING STEEL PLACING DRAWINGS (PRIOR TO FABRICATION) TO THE BY THE AMERICAN WELDING SOCIETY, WELDING ELECTRODES SHALL BE 70 KSI. o/c ............... ON CENTER STRUCTURAL ENGINEER FOR REVIEW FOR CONFORMANCE WITH THE DESIGN DRAWINGS. State of Colorado License PSI ............... POUNDS PER SQUARE INCH THE DESIGN DRAWINGS SHALL GOVERN OVER PLACING DRAWINGS IN ALL CASES UNLESS MODIFICATIONS ARE STEEL SHALL CONFORM TO THE FOLLOWING STANDARD U.N,0.; Professional Engineer#32364 PSF ............. POUNDS PER SQUARE FOOT APPROVED IN WRITING BY THE STRUCTURAL ENGINEER. STRUCTURAL SHAPES ...,,...,................................. ASTM A992 (Fy=50 KSI) REINF. ....... REINFORCEMENT ANGLES, BARS & PLATES ................................ ASTM A36 REQ'D ......... REQUIRED WATER STOPS AT CONCRETE CONSTRUCTION JOINTS PIPE .................................................................................... ASTM A53 T,0. .............. TOP OF WATER STOPS SHALL BE SIKA GREENSTREAK FLAT RIBBED, PVC, WITHOUT CENTER BULB OR TEAR WEB. TYP. ............ TYPICAL MODEL NUMBER SHALL BE #679 (611) AT WET WELLS AND #781 (411) AT SPLITTER STRUCTURE AND HEADWALLS. THE WET WELL LADDER, MONTAVA WET WELL COVER PLATE, INTAKE PIPE TEE SUPPORT & INTAKE PIPE SUPPORT U.N,0. .......... UNLESS NOTED OTHERWISE IF CONTRACTOR DESIRES TO USE ALTERNATE PRODUCTS, THEY SHALL BE SUBMITTED TO ENGINEER PRIOR TO USE. SADDLES SHALL BE HOT-DIPPED GALVANIZED AFTER FABRICATION, ANY FIELD WELDED AREAS OR OTHER AREAS w/ ................. WITH DISTURBED (CUTS, SCRATCHES, ETC.), SHALL BE COLD GALVANIZED WITH GALVANIZING PAINT IN ACCORDANCE WITH WATERSTOPS SHALL BE INSTALLED IN THE LOCATIONS SPECIFIED ON THE DETAILS. GALVANIZING PAINT MANUFACTURER'S SPECIFICATIONS. WATERSTOPS SHALL BE SPLICED BY HEAT WELDING PER THE MANUFACTURER'S RECOMMENDATIONS AT ALL SPLICES AND CORNERS FOR A CONTINUOUS SEAL. WATERSTOPS SHALL NOT BE LAP SPLICED. THE PARKS DEPARTMENT WET WELL COVER SHALL BE PRIMED WITH BARE METAL PRIMER AND PAINTED WITH TWO GENERAL COATS OF EXTERIOR PAINT (COLOR TO BE SELECTED BY OWNER), METAL SHALL BE PREPARED AND PRIMER AND STRUCTURAL PAINT APPLIED IN ACCORDANCE WITH PRIMER AND PAINT MANUFACTURER'S SPECIFICATIONS. NOTES & TYPICAL DETAILS PROJECT: #2935 SCALE: S1 NOT TO SCALE U.N.O. SHEET @ Dale F. Jones, Structural Engineer, Inc., 2023 28 of 37 c� cn v zo 9'-411 z 0 � OUTSIDE FACES OF WALLS Uj 0 ILa Q z � " "1'-8 6'-0" CLEAR 1'-8 ° n w z WALLS BETWEEN WALLS WALLSUj Hi Z IZ Q w o ° SEE DETAIL 3/S1 FOR O z [--- °- WALL REINFORCING O -� o N < AT CORNERS - w � SEE SECTION VIEWS ON SHEET S5 co ca °o a N w a _ Q L FOR PIPE SUPPORT ELEVATIONS co O SEE CIVIL DRAWINGS FOR Q v� (1) PIPE TEE SUPPORT PIPE SADDLE SUPPORT AT LENGTH AND LOCATION O AT RESERVOIR INTAKE, RESERVOIR INTAKE, SEE 1/S5 OF INTAKE PIPE / > U SEE 1/S5 w w co J - Z z� U - - - Z 0 -4- - I_ I _ I I I I Q - - � Q O _ 0 Lli IL 3: N 6 w ACCESS HATCH HINGES � 'L U z `n � = N o o SEE DETAIL 2/S6 FOR CONDITION �I L ZiD U _ w ° o IL ON THIS SIDE INTAKE SCREENS NOT SHOWN, � _ w w w 1 AT ENDS OF WT BEAM Z O 71t SEE CIVIL DRAWINGS PIPE SADDLE SUPPORT AT w i ao w o F �_ n RESERVOIR INTAKE, SEE 1/S5 0 TYP, 1 0) z w S6 L 3 x 3 x 1/4 PERIMETER CLEAR O LL cn S3 ANGLE, TYP. 3 SIDES 7'-6" TO 13'-0" WT 5 x 15 Z CENTER OF CENTER TO CENTER O ———___-- PIPE CROSS OF PIPE SUPPORTS NOT TO SCALE, SEE CIVIL DRAWINGS I� HATCH I SEE 4/S6 FOR LADDER o Q I // GUARDRAIL tu ICI OPENING , I GATE, ��,Z, THIS SIDE THIS 4 I I o ED TO lu o w BE PRINTED ON 24'NG IS I xT 36'D' PAPER 0O ~ J Z -j Q .__I Q _ a w Q w J —1 _I a0 OQ O p 3- Q JQ < a- - �- ~ N o o _ � -j GUARDRAIL AT ACCESS HATCH, 1 II = i II `P Q I-- w J J af o °- o w o > SEE MANUFACTURER'S LITERATURE PRELIMINARY INTAKE PIPE SUPPORT FOUNDATION PLAN (SCALE: �4 -o I _ � > a u wo � o0 1. ALL REINFORCING FOR INTAKE PIPE SUPPORTS SHALL BE EPDXY COATED. 00 � w Q � w U u_ w U NOT FOR CONSTRUCTION 2. SEE SHEET 51 FOR TYPICAL NOTES AND SPECIFICATIONS, �, F- 0 w c\n � o w w n w ACCESS AND ACCESS GUARDRAIL PLAN 3. SEE SHEET S1 FOR REINFORCING INSPECTION REQUIRED BY AN INDEPENDENT AGENCY. 1'-8" 1'-8" o oC 0- oz o z w 0) z N o SEE DETAIL 3/S6 FOR ACCESS HATCH w w z W uwi '-' O z v z AND GUARDRAIL SPECIFICATIONS. p0 L/ 12'-8" BASE SLAB 00 a z N �- — �P• ••/C Uj 0 w 6'-411 32364 N w o OUT TO OUT 0�"•,• 14/ PIPE (SEE OTHER DRAWINGS), N OF COVER PLATE FS •• •••G�� SEE 1/54 FOR REINFORCING AT WALL PENETRATIONS ,,,•S/ONAL O I 91_411 PLAN AT TOP OF WET WELL SHOWING COVER PLATE OUTSIDE FACES OF WALLS PRELIMINARY 1'-8" 6'-0" CLEAR 1'-8" NOT FOR CONSTRUCTION WALLS BETWEEN WALLS WALLS DRAWING SEE DETAIL 3/51 FOR DATES ISSUED AS: WALL REINFORCING PRELIMINARY - AT CORNERS 6'-411 9/26/2023 NOT FOR OUT TO OUT CONSTRUCTION ao _I OF COVER PLATE - a - I I INSIDE F.O. WALL / �r——————- L 3 x 3 x 1/4 PERIMETER III I ANGLE, TYP, 4 SIDES III I SEE DETAIL 2/S6 FOR CONDITION CENTER III I AT ENDS OF WT BEAM DRAWING OF WT WT 5 x 15 DATES REVISIONS Q III I CENTER OF 2 PAD EYES N ra °' II I (SEE 3/56) - Q w o Q Q N Q III I N Hi 3: w N III WT 5 x 15 w U z cn ®_____ --- - - - - - - .. w a J --------- CENTER OF WET WELL ca a II I w _ °P w III I `j w TYP. 1 0 cn `Q S3 0' N CENTER III I o - OF-WT - I -_______� CENTER OF 2 PAD EYES II WT 5 x 15 (SEE 3/S6) DALE F. JONES, rn III I STRUCTURAL ENGINEER, Inc. 3250 SEDGWICK CIRCLE INSIDE III I LOVELAND, CO 80538 F.O, WALL --______ (970) 568-2919 mobile djones@dfjse.com o w State of Colorado License J w Professional Engineer#32364 CO -j a 0 - Hj S6 ww IL IL o Q PLAN VIEW AT TOP OF PARKS DEPARTMENT WET WELL � o � 12'-8" BASE SLAB z w o > � O U PARKS DEPARTMENT WET WELL WET WELLS AND IN TAKE PIPE SUPPORT PLANS WET WELL BASE SLAB PLANS (SCALE; )/411 = V-oll) TOP OF WET WELL PLANS 1, ALL REINFORCING FOR WET WELL BASE SLAB AND WALLS SHALL BE EPDXY COATED, SCALE: )/411 = V-OIII 2, THE TOP OF THE BASE SLAB SHALL BE FINISHED WITH A TROWEL FINISH. 3, SEE SECTION VIEW FOR BASE SLAB ELEVATIONS. 4. SEE SHEET S1 FOR TYPICAL NOTES AND SPECIFICATIONS, 5. SEE SHEET 31 FOR REINFORCING INSPECTION REQUIRED BY AN INDEPENDENT AGENCY. PROJECT: #2935 SCALE: S 2 1/4" ° 11-0" U.N.O. SHEET @ Dale F. Jones, Structural Engineer, Inc., 2023 29 of 37 T.O. WET WELL WALLS (T,O, FUTURE BUILDING SLAB) ELEV. 5003,50' • TROWEL FINISH ON TOP OF WALLS Z • O o • • Q co L • SEE PLAN FOR Q (n O 1'-8" WALL THICKNESS CLEAR DISTANCE BETWEEN WALLS 1'-8" WALL THICKNESS \ 0 OU THE FILL TO BE USED FOR BACKFILLING THE WET WELL EXCAVATIONS SHALL L BE COORDINATED WITH THE BUILDING FOUNDATION AND SLAB REQUIREMENTS, o • _ CONSIDERING BEARING PRESSURE REQUIREMENTS, EXPANSION POTENTIAL, AND POTENTIAL FILL SETTLEMENT. O LL EXCAVATION AND SHORING: — • . Z ALL EXCAVATION PROCEDURES, INCLUDING SHORING REQUIRED FOR = - PROTECTION OF LIFE AND PROPERTY, ARE THE RESPONSIBILITY OF THE CONTRACTOR. DEWATERING PROCEDURES ARE THE RESPONSIBILITY OF THE CONTRACTOR. TYPICAL REINFORCING NOTES: ALL REINFORCING FOR THE WET WELL BASE SLAB AND WALLS SHALL BE EPDXY COATED. _ • CLEARANCE FROM THE OUTSIDE FACE OF THE WALL HORIZONTAL BARS, SEE NOTES ON SHEET S1. TO THE FACE OF FORMWORK SHALL BE DETAILED AT 2 1/2111 THIS DRAWING IS INTENDED TO TYPICAL BASE SLAB NOTES: WITH A STRICT FIELD MINIMUM OF 2" CLEAR. BE PRINTED ON 24" x 36" PAPER • THE BASE SLAB SHALL BE PLACED IN ONE MONOLITHIC POUR. THERE SHALL BE NO SPLICES IN THE BASE SLAB REINFORCING. 3" CLEAR SHALL BE PROVIDED BETWEEN THE REINFORCING AND THE BOTTOM OF THE BASE SLAB. cA PRELIMINARY 4" CLEAR SHALL BE PROVIDED BETWEEN THE REINFORCING AND THE TOP OF THE BASE SLAB — NOT FOR CONSTRUCTION TO ALLOW FOR WATERSTOP PLACEMENT. Q THE BASE SLAB TOP REINFORCING SHALL BE #6 BARS AT 0'-8" o/c, EACH WAY. - p90 L/C lu BASE SLAB TOP BARS SHALL HAVE STANDARD HOOKS EACH END. O�° • J'••-' p THE BASE SLAB BOTTOM REINFORCING SHALL BE #7 BARS AT 0'-8" o/c, EACH WAY. w • • • SEE NOTES AT LEFT (THIS DETAIL) �ti�•��a BASE SLAB BOTTOM BARS SHALL HAVE STANDARD HOOKS EACH END. _ FOR TYP. WALL REINFORCING 32364 • • TYPICAL WALL NOTES: z - O� •° THE WALLS SHALL BE PLACED IN ONE MONOLITHIC POUR UNLESS APPROVED IN ADVANCE BY THE — s`S/ONAL• STRUCTURAL ENGINEER. N - • • EXCEPT WHERE SHOWN OTHERWISE, THE REINFORCING SHALL BE DETAILED TO PROVIDE A w — TYPICAL CLEARANCE OF 2 1/2" FROM REINFORCING TO FACE OF CONCRETE TO ALLOW FOR Q 0- . , - TOLERANCE IN BAR PLACEMENT. o _ = 10" FROM 1'-8" WALL PRELIMINARY AT THE WALLS, A STRICT MINIMUM OF 2" CLEAR SHALL BE PROVIDED BETWEEN THE FACE OF CONCRETE w < INSIDE FACE OF WALL NOT FOR CONSTRUCTION AND THE REINFORCING. w = • , , TO CENTER OF WATERSTOP ~o Q DRAWING ISSUED AS: THE HORIZONTAL WALL REINFORCING SHALL NOT BE SPLICED. DATES � w z THE VERTICAL WALL REINFORCING SHALL NOT BE SPLICED. w w 2: _ Q N v • • PRELIMINARY - TYPICAL WALL REINFORCING: z N of 9/26/2023 NOT FOR 0 PRIOR TO PLACEMENT OF THE WALLS, CONSTRUCTION OUTSIDE FACE BASE SLAB "L" BARS ..................................... #7 "L" BARS AT 0'-8" o/c z • REINFORCING THE TOP OF THE BASE SLAB CONCRETE SHALL OUTSIDE FACE VERTICAL BARS ............................................ #5 BARS AT 0'-8" o/c o w NOT SHOWN BE CLEAN AND FREE OF LAITANCE, AND (OUTSIDE VERTICAL "L" BAR SIZE & VERTICAL BAR SIZE DOES NOT MATCH) w THE SURFACE OF THE BASE SLAB SHALL BE WETTED AND STANDING WATER REMOVED. INSIDE FACE BASE SLAB "L" BARS ........................................ #5 "L" BARS AT 0'-8" o/c = IL ' TOP OF BASE SLAB INSIDE FACE VERTICAL BARS ............................................... #5 BARS AT 0'-8" o/c N WATERSTOP, OUTSIDE FACE HORIZONTAL BARS ....................................... #7 BARS AT 0'-8" o/c w • • ' SEE "WATERSTOP" NOTES ON SHEET S1 STANDARD HOOK AT CORNERS, DO NOT SPLICE CONSTRUCTION JOINT AND WATERSTOP AT TOP OF BASE SLAB AT ALL WALLS INSIDE FACE HORIZONTAL BARS .......................................... #5 BARS AT 0'-8" o/c ' 1, DO NOT BEND OR STRAIGHTEN REINFORCEMENT CAST IN CONCRETE DRAWING REVISIONS STANDARD HOOK AT CORNERS, DO NOT SPLICE WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER. DATES ' BASE SLAB "L" BARS • T.O. "L" BARS EACH FACE OF WALL zo (STANDARD HOOKS AT BOTTOM), • • SEE NOTES AT LEFT (THIS DETAIL) • N z � FOR "L" BAR SIZE & SPACING Q _Q J � H_ Q 3 3/8" TO EDGE OF Q Q SEE CIVIL DRAWINGS � [_ • BASE SLAB "L" BARS , J FOR INTAKE PIPE INVERT o °' - _ w z o z 3 3/8" TO EDGE OF AND VERTICAL WALL BARS o o NOTE; OUTSIDE FACE "L" BAR SIZE DOES NOT o_ 1� 1� zw ~ � ~ MATCH OUTSIDE FACE VERTICAL REINFORCING SIZE. DALE F. JONES, BASE SLAB L BARS z z o Q O _ • o '-' o SEE NOTES AT LEFT (THIS DETAIL) FOR SIZES. STRUCTURAL ENGINEER, Inc. o � AND VERTICAL WALL BARS SEE ABOVE RIGHT w I? w �? 3250 SEDGWICK CIRCLE o ~ - FOR WATERSTOP x N X LOVELAND, CO 80538 w w III • TURN "L" BAR HOOKS (970) 568-2919 mobile TOWARD CENTER OF BASE SLAB T.O. WET WELL BASE SLAB ELEV. 4982.00' djones@dfjse.com State of Colorado License • • • • • • • • • • • _ • • • Professional Engineer#32364 Q I _ - 3" CLEAR TO HOOKS - _j SEE NOTES AT LEFT (THIS DETAIL) N FOR BASE SLAB REINFORCING STANDARD 90 DEGREE HOOKS ON ALL BASE SLAB REINFORCING Q 1 = (TOP & BOTTOM LAYERS) co III _ I B.O. WET WELL BASE SLAB ELEV. 4980.00' a- a IL _ - \/ \/i \\ \� \i \%/ ��\� // \\/ /\\ /\/ \// WET WELL \/ \ /\\\ /\\ NATIVE SAND AND GRAVEL MATERIAL OR \\\ j\/ /\\ j AN IMPORTED GRANULAR STRUCTURAL FILL MATERIAL, \\ /\\ \/ SECTION w /\� THIS LAYER SHALL BE PLACED AND COMPACTED AS /j\\\ /\\ \/ / SPECIFIED IN THE GEOTECHNICAL RECOMMENDATIONS. 0 0 - W I —III IIIIIII I III—I 11 iII IIII 1 1 III III PROJECT; 3'-0" MIN., FOUR SIDES BASE SLAB, SEE PLAN FOR WIDTHS #2935 NATIVE SAND AND GRAVEL MATERIAL OR AN IMPORTED GRANULAR STRUCTURAL FILL MATERIAL SCALE; S3 1 11 3/4 TYPICAL SECTION THROUGH WET WELLS = 1-0 U.N.O. SHEET 1, DO NOT BEND OR STRAIGHTEN REINFORCEMENT CAST IN CONCRETE WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER, 2, DO NOT WET-SET ANY BARS, INCLUDING BASE SLAB "L." BARS. SEE DETAIL 4/61. @ Dale F. Jones, Structural Engineer, Inc., 2023 30 of 37 N W O_ Q H W Q Hj IY- p I— W W Z Z W Q W Q 2 0 QN w #6 x 8'-0" VERTICAL BAR EACH SIDE OF OPENING, > EACH FACE OF WALL (FOUR BARS TOTAL AT EACH PIPE), co 0 toADDITIONAL BASE SLAB "L" BARS ARE NOT REQUIRED ♦^ O CUT VERTICAL BARS AT PIPE OPENING v,oQ Q ILO w > I- Q ADDITIONAL HORIZONTAL BARS Q ABOVE AND BELOW PENETRATIONS ri N FOR 24" PIPE, SEE VIEW AT LEFT Z .— o Q #6 VERTICAL BARS FOR SPACING _ (FOUR TOTAL) (THIS DETAIL) 0 ~ U ADDITIONAL HORIZONTAL BARS #6 CIRCULAR BAR EACH FACE, O ABOVE AND BELOW PENETRATION #6 VERTICAL BARS (FOUR TOTAL) SEE BELOW N w FOR 36" PIPE, SEE VIEW AT LEFT ++ o a (THIS DETAIL) FOR SPACING ~ iL 1 Q WLL p W N Z Z lu u, Q #6 CIRCULAR BAR EACH FACE, n- N SEE BELOW o PLAN VIEW OF WET WELL SHOWING w ADDITIONAL REINFORCING AT INLET PIPE OPENINGS) v OPENING SLEEVE REDUCED SCALE, TYPICAL REINFORCING NOT SHOWN THIS DRAWING IS INTENDED TO o < < z o ,bf r9 0 SEE NOTE AT RIGHT BE PRINTED ON 24" x 36" PAPER w -1 z - o a w T o N wO Q 0;` .gyp f,��,p�bj PRELIMINARY < Q O Q N G\-af � � NOT FOR CONSTRUCTION t`i N a: a Q P�-�' sic o,P �pP 2 SLEEVES AND SEALS AT WET WELLS 0!� c° 9l INSTALL A NON-CORROSIVE (PVC OR STAINLESS STEEL) p0 L/�F o #6 CIRCULAR BAR EACH FACE OF WALL. SLEEVE IN THE FORMS PRIOR TO CONCRETE PLACEMENT, Q-P, .., CIRCULAR BARS TO BE INSIDE OF THE INSIDE DIAMETER OF THE SLEEVED OPENINGS SHALL o0,�� F ✓o;G,I's� — HORIZONTAL & VERTICAL BARS, ALLOW PROPER CLEARANCE FOR THE PIPE & SEAL. VERIFY PIPE OUTSIDE DIAMETERS & SEE SEAL 32364 CIRCULAR BARS MANUFACTURER'S RECOMMENDATIONS FOR CLEARANCES U, REQUIRED FOR INSTALLATION OF SEALS. 0TTHE '•• LINK-SEAL,S SHALL MODEL 'SE r 3 6", M DU INDUSTRIES,ULL LAR S AL WITH INC. ass/ONAL•E�G�� 316 STAINLESS STEEL BOLTS & NUTS. SEALS SHALL BE SIZED & INSTALLED IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. . . . . . . . . . . . . . . . . . . . . . PRELIMINARY ca NOT FOR CONSTRUCTION 00) Q ,L TYPICAL BASE SLAB "L" BAR SPACING, DDATESG ISSUED AS: "' EACH FACE OF WALL Q PRELIMINARYca - • • a a • U 9/26/2023 NOT FOR CONSTRUCTION 1 REINFORCING AT PENETRATIONS IN WET WELL FOR 24" AND 36• PIPES 1. THE ADDITIONAL VERTICAL, HORIZONTAL & CIRCULAR REINFORCING OCCURS AT EACH FACE OF THE WALL. DRAWING REVISIONS DATES DALE F. JONES, STRUCTURAL ENGINEER, Inc. 3250 SEDGWICK CIRCLE LOVELAND, CO 80538 (970) 568-2919 mobile djones@dfjse.com State of Colorado License Professional Engineer#32364 WET WELL DETAILS PROJECT; #2935 SCALE; S4 3/4" ° 11-0" U.N.O. SHEET © Dale F. Jones, Structural Engineer, Inc., 2023 31 of 37 1/2" THICK x 1'-4" SQUARE PLATE SIDE VIEW OF WARPED BEARING PLATE LOOKING AWAY FROM PUMP STATION Z WARP PLATE TO THE CONTOUR OF 1/2" THICK x 1'-4" SQUARE PLATE O THE UNDERSIDE OF PIPE TEE Cz WARP PLATE UP AT 2 CORNERS ��\ �� CENTER OF PIPE TEE, WARPED PLATE & VERTICAL PIPE � O - t t Q CD > � U PLAN VIEW OF WARPED BEARING PLATE Q 1/2" THICK x 1'-4" SQUARE PLATE Z •� O SEE CIVIL DRAWINGS FOR INTAKE SCREENS, PIPE SPOOLS, O SIDE VIEW OF WARPED BEARING PLATE PIPE TEE, PIPE REDUCER & FLANGE CONNECTIONS U LOOKING TOWARD PUMP STATION (SHOWN ON STRUCTURAL PLANS FOR REFERENCE ONLY) O CENTER OF PIPE TEE, PIPE SUPPORT, +r CONCRETE COLUMN AND FOOTING, EACH WAY PIPE SPOOL, L PIPE S WARPED BEARING PLATE, SEE CIVIL , DRAWINGS Z 0 SEE ABOVE 7 DRAWINGS I REMOVABLE STRAP PLATE OVER PIPE O LL IF BOLTS FOR REMOVABLE STRAP Z PIPE SADDLES AND ATTACHMENTS TO THE CONCRETE SHALL BE DESIGNED (BY MANUFACTURER) FOR 61000 POUNDS UPLIFT. PIPE SADDLES AND ATTACHMENTS SHALL BE HOT-DIPPED GALVANIZED. THE ANCHORS SHALL ALLOW REMOVAL OF THE SADDLES WITHOUT THIS DRAWING IS INTENDED TO mmm REMOVAL OF THE ANCHORS (REMOVABLE NUTS ON TOP OF ANCHORS). BE PRINTED ON 2411 x 36" PAPER I PIPE INVERT ELEV. 4983.671 TOP & BOTTOM I VERIFY w/ CIVIL DRAWINGS — PIPE SADDLES AND ANCHORAGE OF PIPE 1/4 I TO CONCRETE TO BE DESIGNED � �� I I 4" STANDARD PIPE (SCHEDULE 40) I BY SADDLE MANUFACTURER, PRELIMINARY 1-6 SQUARE CONCRETE COLUMNNOT FOR CONSTRUCTION 1/211 THICK x 1-0ll SQUARE BASE PLATE WITH T.O. CONCRETE ELEV, 4982.671 SEE NOTES ABOVE 70. CONCRETE, MATCH ELEV. OF THE TYP. PIPE SADDLE SUPPORTS a I Ah FOUR 7/8" DIA. HOLES AT 0'-8" o/c EACH WAY VERIFY w/ SADDLE DESIGN 2 1/2" CLEAR, ALL SIDES THE PIPE SUPPORT ASSEMBLY SHALL 'I 77tr O�P00 L/c�c'L 5.0, RESERVOIR ELEV. 4982.00 � BE H.D. GALV, AFTER FABRICATION �, .•�F�•✓o• s 4) 3/4" DIA. H,D, GALVANIZED 32364 j ASTM F1554, GRADE 36 THREADED RODS, �o •, c EMBEDDED 0'-10" INTO CONCRETE w/ (4) #6 VERTICAL BARS w/ STANDARD HOOKS AT BOTTOM I _� - �sS'•''•••'''��'�� z_ o SIMPSON SET-XP EPDXY ADHESIVE z_ D- - ANAL #4 CLOSED TIES AT 0'-8" o/c, TWO TIES IN TOP 5" C, — #6 HORIZONTAL BARS AT 0'-9" o/c, EACH FACE Qf _ 90 DEGREE HOOKS � PRELIMINARY 3" EXTENSIONS o NOT FOR CONSTRUCTION — a a • a a a a a • 0 B.C. FOOTINGS 4979.00 • 1'-1" SQUARE (OUTSIDE) 8.0, FOOTING 4979.00 LL DRAWING DATES ISSUED AS: PRELIMINARY � CLOSED TIES � \ � \/ \ \\ / \ NOTFOR FOOTING REINFORCING, �, w roil 3,_0„ 3'-0" 6" 9/26/2023 CONSTRUCTION FIVE #6 BARS, EACH WAY 4'-0" SQUARE FOOTING 3'-roil 3'-roil END VIEW OF SUPPORT FOR PIPE TEE T-O" FOOTING 7'-6" FROM END VIEW OF TYPICAL PIPE SADDLE SUPPORTS SEE OTHER DRAWINGS FOR CENTER OF PIPE SADDLE SUPPORT PIPE, PIPE BEDDING AND TO CENTER OF PIPE TEE SUPPORT 13'-011, CENTER TO CENTER OF PIPE SADDLE SUPPORTS PIPE JOINT SPECIFICATIONS SEE CIVIL DRAWINGS FOR INTAKE SCREENS, PIPE SPOOLS, DRAWING REVISIONS PIPE TEE, PIPE REDUCER & FLANGE CONNECTIONS REDUCER, DATES (SHOWN ON STRUCTURAL PLANS FOR REFERENCE ONLY) SEE CIVIL DRAWINGS — / 22'-0" MIN. PIPE LENGTH WITHOUT SPLICE I � N w (D w� = o- o � PIPE SADDLE w o PIPE SADDLE N PIPE TEE, SEE CIVIL DRAWINGS \ DALE F. )ONES, WARPED BEARING PLATE, SEE ABOVE \ III III STRUCTURAL ENGINEER, Inc. 3250 SEDGWICK CIRCLE I 1 PIPE INVERT ELEV. 4983.671 — I LOVELAND, CO 80538 SUCTION SCREEN BEYOND, SEE CIVIL DRAWINGS I I VERIFY w/ CIVIL DRAWINGS II SEE OTHER PIPE SUPPORT II I I (970) 568-2919 mobile #6 BARS AT 0'-11" o/c w/ III T.O. CONCRETE ELEV. 4982.67, FOR DETAILS III djones@dfjse.com SUPPORT FOR PIPE TEE, SEE END VIEW ABOVE I I STANDARD HOOKS EACH END VERIFY w/ SADDLE DESIGN 2 1/2" CLEAR, SIDES, TOP & ENDS _ State of Colorado License B4O. RESERVOIR ELEV. 4982.00 = Professional Engineer#32364 II- Uj — 1'-0" "1'-0 FOOTING REINFORCING, _ (9) #6 BARS IN SHORT DIRECTION _ o N — (5) #6 BARS IN LONG DIRECTION �i) o - - - INTAKE PIPE a —- - • • - o • • _ SUPPORT B4O. FOOTINGS 4979.00 _ _ u- - DETAILS 2'-0" LAYER OF IMPORTED GRANULAR o STRUCTURAL FILL PLACED AND COMPACTED IN ACCORDANCE WITH THE GEOTECHNICAL RECOMMENDATIONS PROJECT: III � I III III II III III II III III III I h #2935 - 2-3 21-311 4'-0" SQUARE FOOTING 2'-0" (ALL SIDES) SCALE: S5 4'-6" FOOTING SIDE VIEW OF PIPE SUPPORTS 3/ I1 = 1-0II SHEET 1 PIPE SUPPORTS AT RESERVOIR INTAKE - LOOKING WEST © Dale F, Jones, Structural Engineer, Inc., 2023 32 of 37 AT PERIMETER OF PARKS DEPARTMENT WET WELL COVER (4 SIDES) PROVIDE 1" WIDE x 3/4" TALL, CLOSED CELL, SEAL FOAM TAPE PARKS DEPARTMENT COVER PLATE (ADHESIVE SIDE ATTACHED TO WET WELL) WET WELL WALL FOAM TAPE AT PARKS DEPARTMENT WET WELL Z OO SEE PLAN 1/2" GAP BETWEEN PAD EYE WITH �a 3,000 POUND CAPACITY ~ (a INSIDE FACE OF CONCRETE WELL 1/2" GAP BETWEEN INSIDE EDGE OF CONCRETE WELL 1� AND FACE OF STEEL ANGLE 13/4 THREADED SHANK) L. AND FACE OF STEEL ANGLE (GAP ALL SIDES OF COVER) O PROVIDE 7/8" DIAMETER F_ O 2 1/2" PLATE EXTENSION BEYOND ANGLE HOLE IN CHECKER PLATE (n 1/4" THICK CARBON STEEL 1/4" THICK CARBON STEEL _ 2 1/2" PLATE EXTENSION BEYOND ANGLE AND ANGLE FOR PAD EYE Q Q (ASTM A36) CHECKER PLATE PLATE OVERLAPS CONCRETE WALL 2" (ALL SIDES) (ASTM A36) CHECKER PLATE - W PAD EYE > 1 (PLACE LUGS UP) Q V (PLACE LUGS UP) o z REMOVABLE PAD EYE PAD EYE AT CENTER OF ANGLE COVER PLATE CONTINUES SEE) PLAN FOR LOCATION OF COVER PLATE ANCHOR AT MONTAVA WET WELL (ONE ANCHOR), U o PERIMETER ANGLE CHECKER PLATE CO AT PARKS DEPT. WET WELL 5/8 DIA. HOT-DIPPED GALVANIZED THREADED ROD (THREADED FULL LENGTH) PERIMETER ANGLE EPDXY GROUTED 6" INTO CONCRETE WALL WITH SIMPSON STRONG-TIE SET-3G EPDXY. _ _ Z = C TYP. AT WT 3/16 1 @ 8 THREADED ROD SHALL EXTEND 2" 3/4" HEAVY HEX NUT BEYOND INSIDE FACE OF WALL. O — STIFFENER 3/16 V 1 @ 8 PROVIDE 3/411 DIAMETER HOLE IN PERIMETER ANGLE. TACK WELDED TO BOTTOM CC O PROVIDE 5/8 HOT-DIPPED GALVANIZED NUT (DO NOT CLOSE GAP BETWEEN ANGLE & WALL). Or- ANGLE (3 SIDES) L WET WELL WALL WET WELL WALL O U WT 5 x 15 ASTM A992 STIFFENER WT 5 x 15 (ASTM A992) STIFFENER (SEE PLAN FOR LOCATION) (SEE PLAN FOR LOCATION) TYP. AT PERIMETER 3/16 1 @ 8 WET WELL WALL 1 L ANGLES 3/16 1 @ 8 WT STEM TO 3/16 1 1/2 CLIP STEM OF WT STIFFENER, Z PERIMETER ANGLE/ 3/16 1 1/2 2" x 2" O U. L 3 x 3 x 1/4 EDGE ANGLE AT PERIMETER OF COVER PLATE Z TYPICAL CONDITION AT PERIMETER OF COVER PLATES n TYPICAL ATTACHMENT OF WT STIFFENERS TO PERIMETER ANGLES PAD EYES AT PARKS DEPT. COVER PLATE 1 1. SEE SHEET S1 FOR "WET WELL LADDER, WELL COVER PLATES & INTAKE PIPE SUPPORTS" NOTES. 2 1. SEE SHEET S1 FOR "WET WELL LADDER, WELL COVER PLATES & INTAKE PIPE SUPPORTS" NOTES. 1. SEE SHEET S1 FOR "WET WELL LADDER, WELL COVER PLATES 2. THE MONTAVA COVER PLATE SHALL BE HOT-DIPPED GALVANIZED AFTER FABRICATION, & INTAKE PIPE SUPPORTS" NOTES, 3. THE PARKS DEPTMENT COVER PLATE SHALL BE PRIMED AND PAINTED (2 COATS) AFTER FABRICATION. THIS DRAWING IS INTENDED TO BE PRINTED ON 24" x 36" PAPER THE ACCESS HATCH IS TO BE A: PAINTED 3'-0" CLEAR x 3'-2" CLEAR, BILCO TYPE SS-40, SINGLE LEAF ROOF SCUTTLE. SEE "ACCESS AND ACCESS GUARDRAIL PLAN" ON SHEET 52 FOR CLEAR DIMENSIONS AND ORIENTATION. PRELIMINARY THE HATCH GUARDRAIL SHALL BE A YELLOW POWDER COATED BILCO BIL-GUARD RL2-E NOT FOR CONSTRUCTION 311 SAFETY RAILING SYSTEM (GUARDRAIL NOT SHOWN). 1" DIAMETER STEEL RUNGS, 1 1/2" THE LADDER SHALL BE PROVIDED WITH A HOT-DIPPED GALVANIZED o�PpO L/c�� COATED WITH SLIP RESISTANT MATERIAL TO BILCO LU2 LADDER UP SAFETY POST (NOT SHOWN). PREVENT SLIPPAGE PER OSHA 1926.1053 (a) (6) (i) Ov°•°�� F�•✓o�°•°�,� 5/16" x 3" BENT BAR w/ FACE OF ATTACH LADDER TO THE CONCRETE WALL w/ 32364 `� o CONCRETE o ' : o' 11/16" DIA. HOLE FOR ANCHOR WALL 5/8" DIAMETER HOT-DIPPED GALVANIZED TITEN HD ANCHORS INSTALLED IN ACCORDANCE WITH MANUFACTURER'S 0 °•. RECOMMENDATIONS & ICC REPORT ESR-2713, �s • ••• ''••c��� S'/ EMBEDMENT OF ANCHORS INTO CONCRETE SHALL BE 5" MIN. ONgL z N � TYP, 1/2" x 2 1/21, z F 3/16 BAR SIDE 1'-0" FROM CENTER OF RUNG SEE SHEET S2 TO FACE OF CONCRETE WALL RAILS z IL o FOR CLEAR OPENING PRELIMINARY w o IN THIS DIRECTION POSITION HATCH ON COVER PLATE NOT FOR CONSTRUCTION 1'-11 3/4" CLEAR _ LOU ;o- SO CENTER OF LADDER RUNGS ARE o z z 7" FROM INSIDE FACE OF HATCH COVER DRAWING ISSUED AS: w Q DATES U p L �— PRELIMINARY - THE GUARDRAIL SYSTEM IS 9/26/2023 NOT FOR CONSTRUCTION NOT SHOWN ON THIS DETAIL HATCH COVER PLAN VIEW OF LADDER CENTER OF RUNG TO BE AT TOP OF T,O. HATCH FRAME HATCH FRAME ELEVATION I 15" MIN. FROM CENTER OF LADDER a , DRAWING REVISIONS TO ANY OBSTRUCTION, EACH SIDE OF LADDER io N I s r- L_ ii) p X ' Q I— o WET WELL, Q a REINFORCING W NOT SHOWN DALE F. JONES, N Qf o w STRUCTURAL ENGINEER, Inc. w t w z_ W 3250 SEDGWICK CIRCLE p LOVELAND, CO 80538 J 970 568-2919 mobile ,Ju LULU ( ) Q c _ djones@dfjse.com Ec N 0 L_ FACE OF State of Colorado License Jc� s Professional Engineer#32364 J z_ WET WELL WALL Q U Q U Q W N s r- L_ ' WET WELL COVER PLATE TOP OF N AND LADDER T.O, CONCRETE SLAB CONCRETE SLAB DETAILS FRONT VIEW OF LADDER SIDE VIEW OF LADDER 4 LADDER IN WET WELL 1. SEE SHEET S1 FOR "WET WELL LADDER, WELL COVER PLATES & INTAKE PIPE SUPPORTS" NOTES. 2. THE LADDER SHALL BE HOT-DIPPED GALVANIZED AFTER FABRICATION. PROJECT; #2935 SCALE; 6 3/4" = 11-0" U.N.O. SHEET © Dale F. Jones, Structural Engineer, Inc., 2023 33 of 37 Z 20 H73 Q w F- o Q � o > � U Q � F— D c0 Z O - 0 � ~ U GRATING PANEL NOTES O SEE DETAIL 2/S8 FOR GRATING AND BEAM DETAILS. GRATING PANELS SHALL BE H.D. GALV,, NON-SERRATED BAR GRATING. L BEARING BARS SHALL BE 3/16" WIDE x 1" TALL, SPACED AT 1 3/16" ON CENTER. Z O THE ARROWS ON THE PLAN INDICATE DIRECTION OF BEARING BARS AT EACH PANEL. O LL CROSS BARS SHALL BE 1/4" (ROUND OR SQUARE) AND SPACED AT 0'-4" ON CENTER. THE ENDS OF THE BEARING BARS SHALL BE BANDED. Z THE GRATING IS NOT DESIGNED FOR TRUCK WHEEL LOADING. THE GRATING IS DESIGNED FOR 100 PSF UNIFORM LIVE LOAD. GRATING PANEL "A": FIELD MEASURE WIDTH (VERIFY CLEARANCE FOR OUTLET GATE ASSEMBLY). FIELD MEASURE LENGTH (1/4" GAP AT NOTCH IN CONCRETE WALL AT EACH END OF PANEL). THIS DRAWING IS INTENDED TO GRATING PANEL "B": BE PRINTED ON 24" x 36" PAPER PANEL WIDTH = 35 13/16" FIELD MEASURE LENGTH (1/4" GAP AT NOTCH IN CONCRETE WALL AND 1/4" FROM CENTER OF BEAM), GRATING PANEL "C": PRELIMINARY FIELD MEASURE WIDTH (3/4" GAP TO CONCRETE WALL AND 1" MAX. GAP BETWEEN ADJACENT PANELS). NOT FOR CONSTRUCTION FIELD MEASURE LENGTH (1/4" FROM CENTER OF BEAMS). GRATING PANEL "D": PANEL WIDTH = 35 13/1611, �P00 L/cF FIELD MEASURE LENGTH (1/4" FROM CENTER OF BEAMS). o�,��F ✓o�,�s� GRATING PANEL "E": v °°� �'•� 32364 FIELD MEASURE WIDTH (3/4" GAP TO CONCRETE WALL AND 1" MAX. GAP BETWEEN ADJACENT PANELS). �3 FIELD MEASURE LENGTH (1/4" GAP AT NOTCH IN CONCRETE WALL AND 1/4" FROM CENTER OF BEAM). o� '•. ,:°�� GRATING PANEL "F": ASS/CNAL°ECG\ FIELD MEASURE WIDTH (VERIFY CLEARANCE FOR OUTLET GATE ASSEMBLY). 71-511 FIELD MEASURE LENGTH (1/4" GAP AT NOTCH IN CONCRETE WALL AT EACH END OF PANEL). OUTSIDE TO OUTSIDE OF WALLS PRELIMINARY 5'-0" 2'-5" z w NOT FOR CONSTRUCTION wzc�� to < to 1'-0" LU ° N DRAWING ISSUED AS: WALL o w Q DATES w Z U „ i ,i H < Fw-- PRELIMINARY - 11'-6" BASE SLAB 1-0 3-0 Q a Q 9/26/2023 NOT FOR 1'-O" TO J WALL CLEAR w o w o CONSTRUCTION OUTSIDE F,O, WALL Q OUTLET PIPE, _j ,u SEE OTHER DRAWINGS N Q > _j I? 4" WIDE LEDGE EA, SIDE _j u- o OUTLET GATE ASSEMBLY, AT GRATING PANEL "F" Uj SEE OTHER DRAWINGS o 0 OUTLINE OF WALLS, SEE WALL PLAN VIEW AT RIGHT _j FOR DIMENSIONS INLET PIPE, o - - Q SEE OTHER W 5 x 16 BEAMS (SEE 2/S8) � J o DRAWINGS � � GRATING PANEL `F` — SEE \ �� a TYP. FOR THREE BEAMS SEE 2/S8 FOR H.D. GALV. SADDLE CLIP � � , J AT EACH END OF EACH GRATING PANEL DRAWING C; Q � , GRATING PANEL "E" DATES REVISIONS oCENTER OF BEAM \ STEPS w _ - \ / a j o �,, GRATING PANEL "D" / Uj N - / \\ UJI `n o BASE SLAB REINFORCING, `�' w __ CENTER OF BEAM w QF SEE DETAIL 1/S8 0 o J o N STEPS o t9 \� / 1 J CID0 1 w ^ 3 ~ 0 1 ``' 3/41" MAX. GAP BETWEEN ADJACE1 GAP BETWEEN WALL AND NT GRATGRATING NG IPANELSEL ZD S8 o �, S8 GRATING PANEL "B" iF� �� o� � - z \ o w \,�� OUTLET GATE ASSEMBLY, GRATING PANEL "C" �� ��rG - U '� �PE� SEE OTHER DRAWINGS \ II - a �`9�� - P C:) co ��. �� ��, DALE F. JONES, STRUCTURAL ENGINEER, Inc. 00 w e rG�Z�G 3250 SEDGWICK CIRCLE � w o GRATING �' �1� P� LOVELAND, CO 80538 w PANEL "A" X �°P,� GEZ / (970) 568-2919 mobile djones@dfjse.com \� OUTLET PIPE, State of Colorado License co SEE DETAIL 3/S1 FOR �� SEE OTHER o L y� Professional Engineer#32364 WALL REINFORCING AT CORNERS DRAWINGS 3'-3 3/4" "4'-3 5/16 y��Ga��� 2'-2 5/161, SPLITTER 0 0 o STRUCTURE SPLITTER STRUCTURE BASE SLAB PLAN SPLITTER STRUCTURE WALL PLAN SPLITTER STRUCTURE GRATING PLAN PLANS 1, TOP OF BASE SLAB SHALL BE LEVEL. SEE DETAIL 1/S8 FOR ELEVATION. (SCALE; )/411 = 11-011) 1, SEE DETAIL 1/S8 FOR TOP OF WALL ELEVATION. (SCALE; Y411 = 11-011) 1. TOP OF GRATING ELEVATION SHALL MATCH TOP OF WALL ELEVATION. (SCALE; Y411 = 11-011) 2, THE TOP OF THE BASE SLAB SHALL BE FINISHED WITH A TROWEL FINISH. 2, REINFORCING FOR WET WELL BASE SLAB AND WALLS SHALL BE EPDXY COATED. 3, ALL REINFORCING FOR WET WELL BASE SLAB AND WALLS SHALL BE EPDXY COATED, SEE NOTES ON S1, SEE NOTES ON S1. 3, SEE 3/58 FOR WALL CONDITION AT INLET AND OUTLET PIPES. PROJECT; #2935 SCALE; S 7 1/4" = 1'-0" U.N.O. SHEET @ Dale F. Jones, Structural Engineer, Inc,, 2023 34of37 EXCAVATION AND SHORING: SPLITTER STRUCTURE WALL NOTES: ALL EXCAVATION PROCEDURES, INCLUDING SHORING REQUIRED FOR THE WALLS SHALL BE PLACED IN ONE MONOLITHIC POUR. PROTECTION OF LIFE AND PROPERTY, ARE THE RESPONSIBILITY OF THE CONTRACTOR. 1/4" GAP BETWEEN DEWATERING PROCEDURES ARE THE RESPONSIBILITY OF THE CONTRACTOR. EXCEPT WHERE SHOWN OTHERWISE, THE REINFORCING SHALL BE DETAILED TO GRATING PANEL & EDGE OF NOTCH GRATING PANEL SPLITTER STRUCTURE REINFORCING NOTES: PROVIDE A TYPICAL CLEARANCE OF 2 1/2" FROM REINFORCING TO FACE OF CONCRETE TO ALLOW FOR TOLERANCE IN BAR PLACEMENT. CENTER OF SADDLE CLIP 1 1/4" ALL REINFORCING FOR THE SPLITTER STRUCTURE BASE SLAB AND WALLS SHALL BE EPDXY COATED.SEE NOTES ON SHEET S1. AT THE WALLS, A STRICT MINIMUM OF 2" CLEAR SHALL BE PROVIDED BETWEEN FROM END OF GRATING PANEL Z THE FACE OF CONCRETE AND THE REINFORCING. SPLITTER STRUCTURE BASE SLAB NOTES: THE HORIZONTAL WALL REINFORCING SHALL NOT BE SPLICED. O 0 THE SPLITTER STRUCTURE BASE SLAB SHALL BE PLACED IN ONE MONOLITHIC POUR. THE VERTICAL WALL REINFORCING SHALL NOT BE SPLICED. T,O. CONCRETE WALL THERE SHALL BE NO SPLICES IN THE BASE SLAB REINFORCING. Ma SPLITTER STRUCTURE WALL REINFORCING: NOTCH IN T.O. WALL 1/4" DIA. H.D. GALV, THREADED ROD EPDXY GROUTED 3" INTO CONCRETE WALL Q co 3" CLEAR SHALL BE PROVIDED BETWEEN THE REINFORCING AND THE BOTTOM OF THE BASE SLAB. OUTSIDE FACE BASE SLAB "L" BARS ..................................... #5 "L" BARS AT V-0" o/c WITH SIMPSON STRONG-TIE SET3G ADHESIVE. 3" CLEAR SHALL BE PROVIDED BETWEEN THE REINFORCING AND THE TOP OF THE BASE SLAB OUTSIDE FACE VERTICAL BARS ............................................ #5 BARS AT V-0" o/c 1'-0" THICK CONCRETE WALL LOCATE HOLE AT APPROXIMATE CENTER OF GRATING PANEL (CENTER BETWEEN BEARING BARS) ~ O TO ALLOW FOR WATERSTOP PLACEMENT. (REINFORCING NOT SHOWN) INSIDE FACE BASE SLAB "L" BARS ........................................ #5 "L" BARS AT V-0" o/c 0 THE BASE SLAB TOP AND BOTTOM REINFORCING SHALL BE #5 BARS AT V-0" o/c, EACH WAY. INSIDE FACE VERTICAL BARS ............................................... #5 BARS AT V-0" o/c IN r , BASE SLAB TOP AND BOTTOM BARS SHALL HAVE STANDARD HOOKS EACH END. � � v OUTSIDE FACE HORIZONTAL BARS ....................................... #5 BARS AT 1'-0" o/c ATTACHMENT OF GRATING PANELS TO CONCRETE WALL 11-011 STANDARD HOOK AT CORNERS, DO NOT SPLICE THERE SHALL BE ONE SADDLE CLIP AT EACH END OF WALL 6" FROM INSIDE FACE OF WALL INSIDE FACE HORIZONTAL BARS .......................................... #5 BARS AT 1 -0 EACH GRATING PANEL (NOT REQUIRED AT SIDES OF PANELS)o/c Z TO CENTER OF WATERSTOP STANDARD HOOK AT CORNERS, DO NOT SPLICE O PRIOR TO PLACEMENT OF THE WALLS, 1/4" GAP BETWEEN GRATING PANEL AND CENTER OF BEAM f — THE TOP OF THE BASE SLAB CONCRETE GRATING PANEL 0 SHALL BE CLEAN AND FREE OF O U LAITANCE, AND THE SURFACE OF THE 11 BASE SLAB SHALL BE WETTED AND REINFORCING CENTER OF SADDLE CLIP 1 1/4 DRILL 5/16" DIA. HOLE IN TOP FLANGE (FOR 1/4" RODS) STANDING WATER REMOVED. NOT SHOWN FROM END OF GRATING PANEL AT APPROXIMATE CENTER OF GRATING PANELS i j (CENTER HOLE BETWEEN BEARING BARS) Z 0 WATERSTOP, TOP OF BASE SLAB SEE "WATERSTOP" O LL NOTES ON SHEET S1 CLEARANCE FROM THE OUTSIDE FACE OF THE HORIZONTAL BARS, 1/4" DIA, H.D. GALV. THREADED ROD WITH THREE H.D. GALV. NUTS � --- STEEL BEAM, TO THE FACE OF FORMWORK SHALL BE DETAILED AT 2 1/2", (1 NUT BELOW BEAM FLANGE, ONE ABOVE BEAM FLANGE, ONE AT SADDLE CLIP), SEE PLAN Z CONSTRUCTION JOINT AND WATERSTOP AT TOP OF EASE SLAB AT ALL WALLS WITH A STRICT FIELD MINIMUM OF 2" CLEAR. THREADED ROD SHALL NOT EXTEND ABOVE T.O, GRATING 1. DO NOT BEND OR STRAIGHTEN REINFORCEMENT CAST IN CONCRETE WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER. SEE "SPLITTER STRUCTURE GRATING PLAN" ATTACHMENT OF GRATING PANELS TO STEEL BEAMS ON SHEET S7 FOR NOTCH LOCATIONS THERE SHALL BE ONE SADDLE CLIP AT EACH END OF SEE DETAIL 2/S8 FOR GRATING EACH GRATING PANEL (NOT REQUIRED AT SIDES OF PANELS) TROWEL FINISH ON TOP OF WALLS THIS DRAWING IS INTENDED TO 1'-0" THICK CONCRETE WALL T,O. WALL ELEV, 5031.50' S FINISH OTHER DDRAWINGS (REINFORCING NOT SHOWN) w w 1/4" FROM CENTER OF BEAM BE PRINTED ON 241� x 361� PAPER z C EACH WAY) TO GRATING PANEL, TYP, • STEEL BEAM BEYOND, SEE 2/S8 a J 777T 7--I - w w GRATING PANEL GRATING PANEL F- PRELIMINARY `n NOT FOR CONSTRUCTION IL _ 1'-0" THICK WALLS, TYP. o END BAND SEE PLAN FOR ATTACH BEAM TO CONCRETE WALL WITH DIRECTION OF TWO 5/8" DIA. x 5" LONG TITEN HD ANCHORS CROSS BARS BEARING BARS �POO, /C� SEE NOTES ABOVE — -_ O ',..,. ....._ (ASTM B695, CLASS 65 MECHANICALLY GALVANIZED) o�•••�� F �0�.•.s� (THIS DETAIL) FOR MANHOLE STEPS SHALL INSTALLED IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS v �` • o TYP. WALL REINFORCING CONFORM TO AASHTO M 199, 32364 CO. SEE PLAN VIEWS FOR LOCATION • � ; w BEARING BARS SEE ABOVE FOR ATTACHMENT p •. OF GRATING PANELS TO ���� ,•'• � • BEAMS AND CONCRETE WALL cn s`s/ONAL ��G • PLAN VIEW AT EACH END OF BEAM w _ T.O. "L" BARS WALL REINFORCING NOT SHOWN 1- 0 w BASE SLAB 'ILI' BARS EACH FACE OF c� J SECTION THROUGH BEAM 0 w = rn 00:WALL (STANDARD HOOKS AT BOTTOM), Uj a o � a o ~ o SEE NOTES ABOVE (THIS DETAIL) o N • CO Q 0- 1'-0" THICK CONCRETE WALL W o Q Q � FOR "L" BAR SIZE & SPACING - ° F- w i `�o (REINFORCING NOT SHOWN) c° w � 6" w a _Qf PRELIMINARY _ o z w Q Q z co o i- o N NOT FOR CONSTRUCTION " r m o F- SEE CIVIL DRAWINGS o _ 0 1 1/2" EACH SIDE `" z J 3 1/4" TO EDGE OF _ = o _j O w v z FOR INTAKE PIPE INVERT ~ ~ v ~ ca BASE SLAB "L" BARS ~ J - F — N DRAWINGISSUED AS: _ tv o- t- T,O. CONCRETE WALL AND VERTICAL WALL BARS, �, : N z SEE ABOVE LEFT Q o DATES TYP, EACH SIDE OF WALL o i- w = FOR WATERSTOP — STANDARD 90 DEGREE HOOKS 1" HIGH x 4" WIDE NO IN T,O. WALL CENTER OF HOLES i; PRELIMINARY - X �„ ON ALL BASE SLAB REINFORCING (WHERE OCCURS, SEE PLAN) - � - = Q ~ ® - - - � II_~ _ 9/26/2023 NOT FOR T.O. BASE SLAB _ a �� (TOP & BOTTOM LAYERS), ANCHORS CONSTRUCTION ELEV, 5025,30' (LEVEL) - e LLLLLLrr TURN HOOKS SIDEWAYS ANCHORS, SEE ABOVE a :2END PLATE BEAM TO . . . . . . . . . . . . 3" CLEAR TO HOOKS LU W 3/16 END PLATES CID U-1 • • ' —IIII SIDE VIEW AT EACH END OF BEAM END VIEW AT EACH END OF BEAM 1/4" THICK STEEL PLATE WITH WALL REINFORCING NOT SHOWN TWO 3/4 DIAMETER HOLES Cal SEAM END PLATES o �/ / � / � � � \/ SPLITTER STRUCTURE GRATING SUPPORT BEAMS tu \ 2'-0" LAYER OF IMPORTED GRANULAR //�� � \ / /� �/ /� �` 2 DRAWING ,L < — �� �/ = �� � � �� �� � / � �� - 1. BEAMS SHALL BE H.D. GALVANIZED AFTER FABRICATION (INCLUDING END PLATES) REVISIONS N 0 J � � �� / STRUCTURAL FILL PLACED AND / � �� �/� /� �� �� �� /� � o DATES v Q �� COMPACTED IN ACCORDANCE WITH THE Cal � GEOTECHNICAL RECOMMENDATIONS / IL // �/ / / ��� � � / �� � � /� �\ #6 VERTICAL BAR EACH SIDE OF OPENING PRIOR TO PLACING WALL CONCRETE, � / / // / / /� �� / / /\\ / EACH FACE OF WALL (FOUR BARS TOTAL AT EACH PIPE) EXTEND PIPE 6" INTO WALL FORMS Q ADDITIONAL BASE SLAB "L" BARS ARE NOT REQUIRED AND CAST CONCRETE AROUND PIPE WHEN PLACING WALL CONCRETE, � 3-, SEE NOTES , ' I III I I-III ' I ' III III III IIII I � � I I—III III—III 111I VIBRATE CONCRETE THOROUGHLY Q Q ABOVE (THIS DETAIL) TURN "L" BAR HOOKS CUT VERTICAL BARS AT PIPE OPENING Q o 21-011 FOR BASE SLAB REINFORCING TOWARD CENTER OF BASE SLAB w I- o (ALL SIDES) BASE SLAB, SEE PLAN FOR WIDTHS HA DALE F. JONES, Q w STRUCTURAL ENGINEER, Inc. 0 1 SECTION THROUGH SPLITTER STRUCTURE #5 CIRCULAR BAR EACH FACE of WALL. < Q —III 3250 SE ND ICK IR sLE LOVELCIRCULAR BARS TO BE INSIDE OF HORIZONTAL & VERTICAL BARS z w LAP 2'-0" (SIMILAR TO DETAIL 1/S4) 0- ° I (9 djo 568-2919 mobile o a. � djnes@dfjse.com w — State of Colorado License o z Professional Engineer#32364 o = e uw — I— O a e w IL a e Q Q � z / Co0 co ri oNG o N Q ll I0R� C o 0-o w z - 0L I EXTEND ALL HORIZONTAL BARS, I w = j / INCLUDING ADD'L HORIZONTAL BARS J _j SPLITTER TO CORNERS AND HOOK PER 3/S1 z o STRUCTURE BOTTOM HORIZ. BARS / / a e DETAILS TO BE CONTINUOUS — Ca < e e e e e e N N ------- I M LU (n e e e Q ca / SECTION VIEW THROUGH WALL AT PIPES 3 CCALE: S8 1'-0" 3 CONDITION AT SPLITTER STRUCTURE INLET AND OUTLET PIPES U.N.O. SHEET 1. THE ADDITIONAL VERTICAL, HORIZONTAL & CIRCULAR REINFORCING OCCURS AT EACH FACE OF THE WALL. @ Dale F. Jones, Structural Engineer, Inc., 2023 35 of 37 WSSC AND NPIC HEADWALL EXCAVATION AND SHORING: WSSC AND NPIC HEADWALLS WALL NOTES: ALL EXCAVATION PROCEDURES, INCLUDING SHORING REQUIRED FOR THE WALLS SHALL BE PLACED IN ONE MONOLITHIC POUR. PROTECTION OF LIFE AND PROPERTY, ARE THE RESPONSIBILITY OF THE CONTRACTOR. DEWATERING PROCEDURES ARE THE RESPONSIBILITY OF THE CONTRACTOR. EXCEPT WHERE SHOWN OTHERWISE, THE REINFORCING SHALL BE DETAILED TO PROVIDE A TYPICAL CLEARANCE OF WSSC AND NPIC HEADWALLS REINFORCING NOTES: 2 1/2" FROM REINFORCING TO FACE OF CONCRETE TO ALLOW FOR TOLERANCE IN BAR PLACEMENT. AT THE WALLS, A STRICT MINIMUM OF 2" CLEAR SHALL BE PROVIDED BETWEEN THE FACE OF CONCRETE AND THE REINFORCING. ALL REINFORCING FOR THE BASE SLAB AND WALLS AT THE HEADWALLS SHALL BE EPDXY COATED. SEE NOTES ON SHEET S1. THE HORIZONTAL WALL REINFORCING SHALL NOT BE SPLICED. THE VERTICAL WALL REINFORCING SHALL NOT BE SPLICED. WSSC AND NPIC HEADWALLS BASE SLAB NOTES: 2 O THE BASE SLAB FOR THE HEADWALLS SHALL BE PLACED IN ONE MONOLITHIC POUR. THERE SHALL BE NO SPLICES IN THE BASE SLAB REINFORCING. WALL REINFORCING AT WSSC AND NPIC HEADWALLS: Q co 3" CLEAR SHALL BE PROVIDED BETWEEN THE REINFORCING AND THE BOTTOM OF THE BASE SLAB. OUTSIDE FACE BASE SLAB "L" BARS ..................................... #5 "L" BARS AT V-0" o/c L 3' CLEAR SHALL BE PROVIDED BETWEEN THE REINFORCING AND THE TOP OF THE BASE SLAB OUTSIDE FACE VERTICAL BARS ............................................ #5 BARS AT V-0" o/c ♦^ O TO ALLOW FOR WATERSTOP PLACEMENT. Q H, O INSIDE FACE BASE SLAB "L" BARS ........................................ #5 "L" BARS AT 1'-0" o/c THE BASE SLAB TOP AND BOTTOM REINFORCING SHALL BE #5 BARS AT V-0" o/c, EACH WAY. INSIDE FACE VERTICAL BARS ............................................... #5 BARS AT V-0" o/c BASE SLAB TOP AND BOTTOM BARS AT THE HEADWALLS DO NOT REQUIRE HOOKS AT ENDS. OUTSIDE FACE HORIZONTAL BARS ....................................... #5 BARS AT 1'-0" o/c 1'-0" STANDARD HOOK AT CORNERS, DO NOT SPLICE CO WALL 6" FROM INSIDE FACE OF WALL INSIDE FACE HORIZONTAL BARS .......................................... #5 BARS AT V-0" o/c Z .� TO CENTER OF WATERSTOP STANDARD HOOK AT CORNERS, DO NOT SPLICE O PRIOR TO PLACEMENT OF THE WALLS, 2 O THE TOP OF THE BASE SLAB CONCRETE SHALL BE CLEAN AND FREE OF 20'-0" BASE SLAB O V LAITANCE, AND THE SURFACE OF THE I REINFORCING 10'-0" 10'-0" BASE SLAB SHALL BE WETTED AND NOT SHOWN i STANDING WATER REMOVED, O WATERSTOP, I I TOP OF BASE SLAB Z SEE "WATERSTOP" PIPE, O LL NOTES ON SHEET 51 SEE OTHER DRAWINGS Z CONSTRUCTION JOINT AND WATERSTOP AT TOP OF BASE SLAB AT ALL WALLS 1. DO NOT BEND OR STRAIGHTEN REINFORCEMENT CAST IN CONCRETE WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER. /y''O,, 1'-0" WALL 9"l �yf THIS DRAWING IS INTENDED TO TROWEL FINISH ON TOP OF WALLS BE PRINTED ON 24" x 36" PAPER FINISH GRADE, J - �. T.O. WALL, SEE ELEVATION VIEW SEE OTHER DRAWINGS W �.0 o N � O • / CIO � PRELIMINARY / - NOT FOR CONSTRUCTION o o .......... /\\ Pp0• L IC SEE NOTES ABOVE (THIS DETAILS — — — — — — ° 32364 / / N � - LY FOR TYP. WALL REINFORCING \\\ /\\ // \\/ /\\\ /\/ // \\/ /\\\ /\/ \// \\ /\\ O '•. /ONA L w Q S9 THIS AREA BEHIND THE HEADWALLS SALL H o i u BE BACKFILLED WITH NATIVE OR IMPORTED DENSE TO MEDIUM DENSE SOILS WITH j \\ /\\ /\/ \ _ I A WET UNIT WEIGHT OF 135 PCF AND /\/ \/ /\\\ /\\ 0 0 ��\ /\\ // \\/ A FRICTION ANGLE OF 35 DEGREES PRELIMINARY / \\/ /\\\ j\/ c) i_ n NOT FOR CONSTRUCTION (SEE SOILS RECOMMENDATIONS) 10 0 DDATESG ISSUED AS: T.O. 'ILu BARS BASE SLAB "L" BARS EACH FACE OF \/\/ \/j\\\ /\\ /\/ \/ /\\\ /\\ _ PRELIMINARY WALL (STANDARD HOOKS AT BOTTOM, ° / - /\\ // \\/ /\\\ /\\ // \\/ WSSC HEADWALL BASE SLAB PLAN SCALE; %II = �II 9/26/2023 NOT FOR \\/ 4 1�- CONSTRUCTION SEE NOTES I' (THIS DETAILS \ \ J o zCID FOR L BAR SIZE & SPACING /\ Q z J o .. Q Q /\\ j\j \/j\\\/ /\\ j\j \ 1 1, ALL REINFORCING FOR BASE SLAB AND WALLS SHALL BE EPDXY COATED. SEE NOTES ON 51, 3 1/4" TO EDGE OF BASE SLAB "L" BARS AND I— F O o o o // \\/ /\\\ /\\ // \\/ MIN, VERTICAL WALL BARS TYP. EACH SIDE OF WALL \\ _ ~ N ll- a Q ztu UJI CID n \\ Qlij SEE ABOVE \/ O x N FOR WATERSTOP /\\ w T.O. FOOTING, SEE ELEVATION VIEW REVISIONS - z , , DDATESG IL — #5 AT 1'-011 o/c STANDARD HOOK \ Q - u- - \/\/ /�\ w [-- o AT TOP - \ �// -j 0 \ /�_ \ / _\ �\/ /\ \ � S9 i TWO #5 BARS � \``' UJ AT 1'-0" o/c / \/\ \ \ � �\ �\ � \ T.O. WALL ELEV, 5110,00 DALE F. JONES, _ STRUCTURAL ENGINEER, Inc. z I I I I 3250 SEDGWICK CIRCLE w SEE 1/S10 FOR CONDITION LOVELAND, CO so538 _ w w o a (970) 568-2919 mobile III III = J AT PIPE PENETRATION #5 BARS AT 1'-0" o/c, 3" CLEAR EACH WAY, TOP & BOTTOM 0 < c, _ � I I I I djones@dfjse.com _ 1'-0" WIDE CUTOFF lL o 0 ~ / State of Colorado License O U U IU O/ PIPE INVERT 5102.96' Professional Engineer#32364 � o 2: T.O, FOOTING ELEV. 5102.501 1 1 _ VARIES w Q � SEE PLAN Q Q Q af o J _j w U Z — — — — — — — — — — — — — — — — — — — FOOTING, SEE PLAN FOR WIDTHS 2'-011 Q Q Q w cV 2' —1 (7 ( D- O z LU O O _ Q N i TYPICAL SECTION THROUGH WSSC AND NPIC HEADWALLS LL 1 1. DO NOT BEND OR STRAIGHTEN REINFORCEMENT CAST IN CONCRETE WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER, j 1 II I- II WSSC' 2. DO NOT WET-SET ANY BARS, INCLUDING BASE SLAB 'ILI' BARS. SEE DETAIL 4/S1, c� WSSC HEADWALL BASE ELEVATION VIEW (SCALE, /4 = 1 0 H EAD W ALL d 1, TOP OF BASE SLAB AND WALLS SHALL BE LEVEL. N 2, ALL REINFORCING FOR BASE SLAB AND WALLS SHALL BE EPDXY COATED. SEE NOTES ON S1, PROJECT; #2935 SCALE; S 9 1/4" = 1'-0" U.N.O. SHEET III @ Dale F. Jones, Structural Engineer, Inc,, 2023 36of37 PRIOR TO PLACING WALL CONCRETE, EXTEND PIPE 6" INTO WALL FORMS 1'-0" WALL AND CAST CONCRETE AROUND PIPE WHEN PLACING WALL CONCRETE, VIBRATE CONCRETE THOROUGHLY Z 70. WALL, SEE ELEVATION VIEW O O — CUT TYP. VERTICAL & HORIZONTAL BARS MID 2" CLEAR FROM OUTSIDE DIAMETER OF PIPE EXTEND ALL HORIZONTAL BARS, INCLUDING ADD'L HORIZONTAL BARS \\ /\\ / �' ♦^ TO CORNERS AND HOOK PER 3/S1 / \\/ /\\\ ' Q v, Q \\/ /\\\ PIPE, a a 0- w 0-^ SEE OTHER DRAWINGS y� Q ji Q ° Fw o \\/ / T� CO Uj QQ w (aLLI � �— z � Uj z w = Q wa o ° 0 /\\ / 0 w N w \\/ /\\\ / %STRUCTURE 2/S10 FOR CONNECTION OF O EW WALL TO EXIST'G WALL EXIST'G ui L / \ `� Z � /\\\/ /\\ STRUCTURE �'� o o N Uj /%\\\/ /\\ Q I„L o \\/%\\\/ \ o �`r #5 CIRCULAR BAR EACH FACE OF WALL, tL- \ / - Z CIRCULAR BARS TO BE INSIDE OF EXIST' �1 `�' o HORIZONTAL & VERTICAL BARS, 21'70 LAP 2'-0" (SIMILAR TO DETAIL 1/S4) 11211 w BOTTOM HORIZ. BARS ° DEMO THIS PORTION — — — — TO BE CONTINUOUS OF EXIST'G STRUCTURE `V THIS DRAWING IS INTENDED TO BE PRINTED ON 24" x 36" PAPER 1 6 o w PRELIMINARY 4'� '- " ? NOT FOR CONSTRUCTION 1'-0" 3'-O" 3'-6" L/C EXIST'G Pp0 STRUCTURE off• ,F•"�'••�'1's o z TO REMAIN 13'-0" BASE SLAB ov,'�� oti'• �` w v .Q� 0'. 4 • 32364 0 z EXIST'G STRUCTURE o� '•. •" AL PRELIMINARY PRELIMINARY �- NOT FOR CONSTRUCTION PIPE PENETRATION AT HEADWALLS DDATESG ISSUED AS: 1 1, FOR DETAILS NOT SHOWN OR NOTED, SEE DETAIL 3/S8. ADD'L VERTICAL #6 BARS NOT REQUIRED AT HEADWALLS. PRELIMINARY - 9/26/2023 NOT FOR NPIC HEADWALL BASE SLAB PLAN (SCALE; j411 = 11_0111 CONSTRUCTION 1. ALL REINFORCING FOR BASE SLAB AND WALLS SHALL BE EPDXY COATED. SEE NOTES ON S1. J J � S�Q Z V DRAWING REVISIONS DATES #5 BARS AT 1'-0" o/c, EPDXY GROUTED INTO EXIST'G HEADWALL WITH SIMPSON SET-3G EPDXY ADHESIVE EXIST'G 611 STRUCTURE NEW HEADWALL STANDARD HOOK 1 2 1/2" CLEAR S9 T.O, WALL ELEV. 5116.80' -' SEE 1/S10 FOR CONDITION DALE F. JONES, Q I AT PIPE PENETRATION STRUCTURAL ENGINEER, Inc. \ I 3250 SEDGWICK CIRCLE LOVELAND, CO 80538 NEW HEADWALL, X PIPE INVERT 5112.97' (970) 568-2919 mobile EXIST'G HEADWALL TYP. REINFORCING NOT SHOWN ,L djones@dfjse.com State of Colorado License CONNECTION OF NEW HEADWALL TO EXISTING HEADWALL T.O. FOOTING ELEV. 5110.00' + Professional Engineer#32364 2 1. CONNECTION TO EXISTING FOOTING IS NOT REQUIRED. CONFIGURATION AND ELEVATION OF EXIST G FOOTING IS UNKNOWN. N — — — — — — — — — — — CONTACT ENGINEER IF ALTERNATE x o CONNECTION DETAIL IS REQUIRED. w w z 0 � o � w Q _ i NPIC HEADWALL NPIC HEADWALL BASE ELEVATION VIEW (SCALE; Y411 = 11-0111 1, TOP OF BASE SLAB AND WALLS SHALL BE LEVEL. 2, ALL REINFORCING FOR BASE SLAB AND WALLS SHALL BE EPDXY COATED. SEE NOTES ON S1. PROJECT; #2935 SCALE; S10 1/4" = 11-0" U.N.O. SHEET © Dale F. Jones, Structural Engineer, Inc,, 2023 37 of 37